12.D Attachment 1 Full Technical Memorandum Bello Price Canyon Signal ONLINE ONLY.pdf

AsdfSadfasd364 364 364 Pacific Street
San Luis Obispo, CA 93401
916.368.9181

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DRAFT Technical Memorandum
Date: May 4, 2023
To: Eric Eldridge, PE
City of Pismo Beach - Public Works Dept
760 Mattie Rd
Pismo Beach, CA 93449
From: Ben Jensen, PE
Consor North America, Inc
364 Pacific Street
San Luis Obispo, CA 93401

Subject: Bello Street at Price Canyon Road Intersection - Alternative Analysis This memorandum has been developed to support the City in evaluating intersection improvement alternatives at Bello Street and Price Canyon Road. This evaluation includes traffic operational analysis and recommendations pertaining to construction cost, staging, and duration, as well as potential right-of-way, utility, and environmental impacts, with safety recommendations for all users. Both signalized and yield (roundabout) controlled intersection configurations were analyzed and the findings are presented below. While both the traffic signal and roundabout configurations provide improved intersection operations, the design and installation of a traffic signal was determined to be more cost effective and provided optimal operations when accompanied by signal timing adjustments at the existing Hinds Avenue and Price Street intersection. The traffic signal control alternative will reduce crash risk for all users over the existing two-way stop control intersection by allocating time for each user passing through the intersection.

BACKGROUND
The existing intersection is a heavily skewed two-way stop-controlled facility with free-flow movements on the Price Canyon Road legs. Minimal capacity left-turn pockets are located along the Price Canyon Road legs and right-turn bypass lanes with traffic islands are located on Bello Street. Highway 101, the Hinds Avenue off-ramp, and a nearby signal at Hinds Avenue and Price Street are located just west of the project intersection and lead to the downtown core of the City. Price Canyon Road extends east of the project towards Edna Valley and is largely rural, high-speed, and uncontrolled. Residences, a church, emergency services, a middle school, and a US 101 on-ramp lie north of the intersection. South of the intersection are residences, baseball fields, a community center, a PG&E facility, UPRR tracks, and the City's corporation yard.

Bello Street is a two-lane local road facility with on-street parking and a walkway along most of the west side. Price Canyon Road is a two-lane arterial corridor that serves as a regional connector as well as serving oil facilities, wine and agricultural fields, and nearby residences. West of the intersection, Price Canyon Road continues over US 101 to a signalized intersection within the downtown City core at Price Street and Hinds Avenue (an eastbound one-way street) with the US 101 Hinds Avenue off-ramp nearby.

A bridge was recently replaced on Bello Street south of the project intersection. The replacement of this bridge reestablished the local road network connection. The new bridge also includes a multi-use trail facility for bicycles and pedestrians consistent with the City's multimodal long-term plans. The renewed network connectivity is expected to increase pedestrian and bicycle use at the study intersection.

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VICINITY MAP

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This memorandum has been prepared under the direction of the following registered civil engineer. The registered civil engineer attests to the technical information contained herein and the engineering data upon which recommendations, conclusions, and decisions are based.

PRELIMINARY PRELIMINARY

REGISTERED CIVIL ENGINEER DATE

PURPOSE & NEED
With the replacement of the Bello Street bridge and the accompanying restoration of road network connectivity, increased traffic and travel demands have begun to result in traveler delays at the intersection of Bello Street and Price Canyon Road. Increased motorized and non-motorized users increases the exposure and risk for travelers under existing conditions. Observed speeds at and over the posted speeds on the Price Canyon Road downgrade approaching the project intersection increase the risk of severe crashes for all users, especially for pedestrians and bicyclists. Drivers arriving at the stop signs on Bello Street are experiencing delays when attempting to cross or turn onto Price Canyon Road. As delays Increase, drivers tend to accept smaller gaps in cross traffic which increases crash risk. Crossing crashes have high crash severity risk and the downhill speeds on Price Canyon Road can also contribute to crash severity risk.

To improve operations and reduce crash risk, signalized and yield controlled intersection configurations were evaluated. A signalized alternative would add signal footings, mast-arms, and ADA compliant pedestrian crossings, while otherwise remaining mostly unchanged. A signalized intersection would offer positive traffic control for the existing stop controlled minor legs on Bello Street. Traffic signal-controlled movements would be especially beneficial for vulnerable pedestrian and bicyclists in finding an acceptable gap under existing conditions.

A mini roundabout alternative would add raised, mountable, islands in the central roadway which would redirect approaching vehicles with the intent to reduce speeds, improve operations, and reduce crash frequency and severity for all users.

Implementing a roundabout in the constrained environment is more difficult compared to the signalized intersection alternative. All alternatives would provide improved pedestrian crossings at the western Price Canyon Road leg of the intersection and, as appropriate, improved bicycle accommodations would also be provided.

TRAFFIC
Central Coast Transportation Consulting (CCTC) evaluated operations for the existing two-way stop-controlled intersection (no project), signalization, and both a single and dual roundabout configuration. This analysis included evaluating operations at the nearby signal located at Hinds Avenue and Price Street since these operations will influence the project intersection. At the existing Bello Street intersection with side-street-stop control, traffic volumes and skewed geometry make crossing or turning on to Price Canyon Road difficult for drivers, pedestrians, and cyclists. The existing geometry of the minor leg skew angle is 03/31/2024
C81956
Benjamin Jensen

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approximately 60 degrees, below the minimum 75 degrees recommended in the Highway Design Manual (HDM). In addition, larger vehicles turning left from Price Canyon Road to Bello Street sometimes encroach into opposing lanes of travel.

For the signalized alternative under cumulative conditions operations are expected to perform at LOS A or better. Both a single lane (peanut) and dual mini roundabout configurations were evaluated and performed at LOS B or better under cumulative project conditions with peak hour queue lengths expected to be less than 200 ft. All configurations would require signal timing updates to the existing signal located at Hinds Avenue and Price Street.

The signalized alternative provided optimal operational performance. However, the roundabout configurations also operated acceptably and are also considered viable alternatives. The Intersection Control Evaluation located in the Attachments provides additional recommendations for bike and pedestrian facilities, collision history, and further operational and analytical details.

While a dual mini roundabout configuration might result in better driver observance and reduce the need for out-of-direction travel for vehicles turning left from Price Canyon Road, it may result in queues obstructing the eastern roundabout and, if selected, additional analysis may be warranted. The roundabout options would have a larger and more expanded footprint compared to the signalized alternative.

ALTERNATIVES
Traffic Signal
A signalized concept was developed which closely aligns with the existing intersection configuration with minor improvements for pedestrian, bicycle, and ADA accessibility. The traffic signal would provide positive control for Bello Street users compared to the existing stop-controlled movements that require users to accept a gap in the Price Canyon Road cross traffic. The signalized concept would include adding signal poles and mast arms, grinding the existing pavement with a subsequent asphalt overlay, in addition to revised striping. Additional considerations for the westbound approach may also be warranted.

Alternatives to encourage speed reduction for westbound drivers along Price Canyon Road are further detailed below in the safety section.

Roundabout (Peanut Configuration)
A peanut configuration was developed for the Bello Street intersection at Price Canyon Road to accommodate the acute angles of the intersecting legs and the existing intersection geometry. This configuration provides simplicity and safety but may require out-of- direction travel for travelers who would like to make a left-turn from Price Canyon Road.

This configuration would encourage drivers to reduce speeds and allow bicycles to navigate through the intersection at safer comparable speeds. An example of this configuration situated along Hill Road in Boise Idaho is shown at right.

This roundabout would have a larger footprint compared to the signalized alternative that Is better able to be adapted to the constrained site location.

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Roundabout (Dual Mini)
When validated operationally, closely spaced
roundabouts can offer movement advantages
that a peanut shaped roundabout cannot. An
example of this configuration located in
Livingston County, Michigan, is pictured at right.

At the Bello Street and Price Canyon Road
intersection, a dual mini roundabout
configuration may allow drivers to turn left onto
Bello Street without the out-of-direction travel
required by a peanut configuration.

This may be beneficial for drivers turning left
from Price Canyon Road but result in additional
delays for drivers moving through the
intersection along Price Canyon Road.

This roundabout would have a larger footprint compared to the signalized alternative that is better able to be adapted to the constrained site location. If this configuration were selected, additional operational analysis may be warranted to evaluate delay implications along Price Canyon Road.

SAFETY
Improved safety performance (reduced crash risk, exposure, frequency, and severity) is a primary consideration for all intersection forms and users and the following suggestions are included for further consideration accordingly.

The westbound approach of Price Canyon Road (pictured below) slopes downwards toward the project intersection and contains a horizontal right-hand curve with limited visibility. Additionally, 85th percentile speeds within 1100 ft of the intersection were documented at 49mph.

Due to the proposed changes in intersection
control, additional treatments such as
centerline rumble strips, optical painted
speed bars, and/or raised, mountable,
centerline curb may help to change the
context of the corridor for westbound drivers
approaching the Price Canyon Road/Bello
Street intersection and encourage speed
reduction.

Whether a signal or roundabout
configuration is implemented, centerline
and/or lane design treatments warrant
further consideration for the westbound
Price Canyon Road intersection approach to
cue drivers that they are approaching a
controlled intersection.

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RIGHT OF WAY & UTILITIES
Improvements to the project intersection may incur both property and utility impacts.

Property
In both signal and roundabout concepts, permanent property acquisition may be required along the southern leg of Bello Street.

While an appraisal is required to determine the actual value of property to be acquired, a cost of up to $150k may be incurred.

While the roundabout configuration may be adjusted to minimize these impacts, it is not anticipated that impacts can feasibly be avoided in any of the scenarios considered.

Temporary construction easements may also be warranted to construct improvements adjacent to existing residences and driveway accesses. Acquisitions along the hillsides east of the project are not anticipated based on the right-of-way limits established based on Preliminary Title Reports. Impacts to the existing US 101 bridge and right-of-way are not anticipated.

Utilities
In both signalized and roundabout intersection configurations, adjustments to Southern California Gas and PG&E facilities are anticipated. During a site visit conducted with a representative with Southern California Gas the relocation of a gas vent facility within the existing pork chop island were discussed. This relocation effort is expected to result in 6 to 12 months of coordination with Southern California Gas following the submittal of final design.

City sewer and water facilities, as well as a San Luis Obispo County waterline, have been identified in the project vicinity but are not expected to be impacted this project beyond adjusting valve box covers to grade.

STAKEHOLDERS
In addition to serving as an important node for the Price Canyon Road regional corridor, the project intersection serves a variety of daily local interests. Local stakeholders include:
o Residents
o Judkins Middle School
o City Public Works
o PG&E
o UPRR
o St Anthony of Lisbon Portuguese Celebration Center
o Pismo Beach Sports Complex
o Veterans Hall
o St Paul’s Church
o Fire and Police Emergency Responders
o Caltrans
o San Luis Obispo Council of Governments (SLOCOG)
o Tourists
Additionally, the intersection serves one of two critical US 101 crossing locations within the downtown core of the City. As such, public input and involvement with project stakeholders may result in improved community acceptance and valuable insight into public acceptance of the preferred intersection configuration.

ENVIRONMENTAL
Based on previous work in the area there is a need to be attentive to the presence of cultural resources in the project vicinity. The Bello Street Bridge replacement project identified the project intersection within the area of potential effect as culturally sensitive area CA-SLO-832.

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Prior research indicates the potential for artifacts or deposits in the project area. Special considerations are likely needed to install signal footings or for any underground work with a focus on minimizing excavations where possible. Some excavation of the hillsides west of the project may be necessary and as a result continued coordination with Caltrans and Chumash tribal representatives is recommended.

COST ESTIMATES
Planning level construction and support costs were estimated for both the traffic signal and roundabout conceptual alternatives and are included in the Attachments for reference. As the peanut and dual mini roundabout configurations would result in a negligible cost difference, separate costs for these configurations were not evaluated.

Based on the planning level analysis, the following construction and support costs are anticipated:

ALTERNATIVE

ROADWAY ITEM
COSTS

R/W ACQUISITION
COSTS

ENG/ROW/CONST

SUPPORT COSTS

TOTAL PROJECT
COST
Traffic Signal $1,209 $150 $441 $1,800
Roundabout $1,895 $150 $681 $2,726
(Costs shown in values of $1k)
Additional cost information, including support cost estimates, are included in the attachments.

GEOTECHNICAL
Yeh & Associates drilled two borings at the project intersection along the eastern and western right-turn pockets to depths of

15.4 ft. below the road surface. The borings encountered artificial fill and decomposed to fresh Obispo Formation diabase to the maximum depths explored. Groundwater was not encountered in either of the borings.

The subsurface conditions encountered in the borings are considered suitable for foundation material for signal and lighting foundations and an R-value of 24 was used to calculate pavement structural section recommendations.

DELIVERY SCHEDULE
Following the selection of a preferred alternative, a delivery schedule of up to 14 months for PS&E documents for bidding is anticipated. This delivery schedule accounts for the necessary coordination with utility owners and would facilitate the environmental CEQA clearance necessary to begin right-of-way acquisition discussions prior to bidding and construction.

CONSTRUCTION
While installation of a traffic signal would result in minor geometric adjustments, roundabout configurations would require added construction schedule, considerations, and detours may be considered.

Construction of a traffic signal would result in minor traffic control and staging and is expected to be able to be completed within 4-6 months depending on availability and lead timing of signal and lighting materials.

To facilitate the accelerated construction of a roundabout configuration, closures to the Bello Street legs may warrant consideration. If the Bello Street legs are closed, the duration of construction may last approximately 6-8 months. If the Bello Street legs are expected to remain operational throughout the duration of construction, a construction duration of 10-12 months may be required in addition to detailed staging plans. Staging areas would be located in designated areas within the existing intersection or, if needed, nearby at St. Anthony’s Portuguese Hall as identified and coordinated by the Contractor.

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ATTACHMENTS
A. Conceptual Alternatives & Renderings (11)
B. Planning Level Cost Estimates (1)
C. Intersection Control Evaluation (7)
D. Supporting Traffic Data (67)
E. Geotechnical Design Report (32)
F. Utility Tracking Matrix (1)

ATTACHMENT A
Conceptual Alternatives & Renderings

BELLO STREET AT PRICE CANYON ROAD INTERSECTION - ALTERNATIVE ANALYSISBELLO STPRICE C
ANYON
RDBELLO STHINDS AVE/PRICE CANYON RDTRAFFIC SIGNAL ALTERNATIVEADVANTAGES·REDUCED FOOTPRINT ANDCONSTRUCTION COSTS·REDUCED CONSTRUCTION DURATION·MAY MINIMIZE ENVIRONMENTAL IMPACTS·REDUCED DELAYSDISADVANTAGES·INCREASED MAINTENANCE ANDOPERATIONS COSTS·MAY REQUIRE RIGHT-OF-WAYACQUISITIONAPPROXIMATE SIGNAL POLEAND MAST ARM LOCATIONSRELOCATION OF EXISTING GAS ANDOVERHEAD UTILITY FACILITIES(MAY REQUIRE UP TO 12 MONTHS OFCOORDINATION WITH UTILITY OWNERS)ENHANCED PEDESTRIANAND BIKE FACILITIES

FILE S:\Client\Pismo Beach\22-3550 Bello Street Traffic Signal\500-Design\505 - CADD Files\Exhibits\22-3550-EXBT-MEMO-RAB-PNUT.dwgBELLO STREET AT PRICE CANYON ROAD INTERSECTION - ALTERNATIVE ANALYSISBELLO STPRICE C
ANYON
RDBELLO STHINDS AVE/PRICE CANYON RDROUNDABOUT ALTERNATIVE(PEANUT CONFIGURATION)ADVANTAGES·SAFETY IMPROVED FOR ALL USERS·MAY MINIMIZE AREA TO BE ACQUIRED·REDUCED OPERATIONS ANDMAINTENANCE COSTSDISADVANTAGES·INCREASED CONSTRUCTION COSTS·INCREASED CONSTRUCTION DURATIONAND COMPLEXITYR/WR/WR/WR/W R/
W

HILLSIDE GRADINGMAY BE REQUIREDR/WR/WR
/WFULLY TRAVERSABLE ISLAND TOACCOMMODATE LARGE TRUCKS, CITY FIRETRUCKS CAN NAVIGATE AROUND ISLANDSRELOCATION OF EXISTING GAS ANDOVERHEAD UTILITY FACILITIES(MAY REQUIRE UP TO 12 MONTHS OFCOORDINATION WITH UTILITY OWNERS)LONGER PATH OF TRAVEL FOR LEFT-TURNMOVEMENTS BUT MAY REDUCE COMPLEXITYAND IMPROVE OVERALL OPERATIONS

FILE S:\Client\Pismo Beach\22-3550 Bello Street Traffic Signal\500-Design\505 - CADD Files\Exhibits\22-3550-EXBT-MEMO-RAB-DUAL.dwgBELLO STREET AT PRICE CANYON ROAD INTERSECTION - ALTERNATIVE ANALYSISBELLO STPRICE C
ANYON
RDBELLO STHINDS AVE/PRICE CANYON RDROUNDABOUT ALTERNATIVE(DUAL MINI CONFIGURATION)ADVANTAGES·SAFETY IMPROVED FOR ALL USERS·MAY MINIMIZE AREA TO BE ACQUIRED·REDUCED OPERATIONS ANDMAINTENANCE COSTSDISADVANTAGES·INCREASED CONSTRUCTION COSTS·INCREASED CONSTRUCTION DURATIONAND COMPLEXITYHILLSIDE GRADINGMAY BE REQUIREDR/WR/WR/WR/WR/WR/WR /W
R/
WFULLY TRAVERSABLE ISLANDS TOACCOMMODATE LARGE TRUCKS, CITY FIRETRUCKS CAN NAVIGATE AROUND ISLANDSRELOCATION OF EXISTING GAS ANDOVERHEAD UTILITY FACILITIES(MAY REQUIRE UP TO 12 MONTHS OFCOORDINATION WITH UTILITY OWNERS)THIS CONFIGURATION FACILITATES SIMPLERLEFT-TURNS BUT MAY INCREASE OVERALLCOMPLEXITY AND RESULT IN MINOR DELAYSFOR THRU MOVEMENTS

BELLO STREET AT PRICE CANYON ROAD INTERSECTION RENDERING - LOOKING WESTTRAFFIC SIGNAL CONCEPT"PEANUT" ROUNDABOUT CONCEPT

BELLO STREET AT PRICE CANYON ROAD INTERSECTION RENDERING - LOOKING WEST"MINI DUAL" ROUNDABOUT CONCEPT

BELLO STREET AT PRICE CANYON ROAD INTERSECTION RENDERING - LOOKING SOUTHTRAFFIC SIGNAL CONCEPT"PEANUT" ROUNDABOUT CONCEPT

BELLO STREET AT PRICE CANYON ROAD INTERSECTION RENDERING - LOOKING SOUTH"MINI DUAL" ROUNDABOUT CONCEPT

BELLO STREET AT PRICE CANYON ROAD INTERSECTION RENDERING - LOOKING EASTTRAFFIC SIGNAL CONCEPT"PEANUT" ROUNDABOUT CONCEPT

BELLO STREET AT PRICE CANYON ROAD INTERSECTION RENDERING - LOOKING EAST"MINI DUAL" ROUNDABOUT CONCEPT

BELLO STREET AT PRICE CANYON ROAD INTERSECTION RENDERING - PLAN VIEWTRAFFIC SIGNAL CONCEPT"PEANUT" ROUNDABOUT CONCEPT

BELLO STREET AT PRICE CANYON ROAD INTERSECTION RENDERING - PLAN VIEW"MINI DUAL" ROUNDABOUT CONCEPT

ATTACHMENT B
Planning Level Cost Estimates

BELLO STREET AT PRICE CANYON ROAD INTERSECTION
Planning Level Alternative Cost Estimate
Item Code CONTRACT ITEMS UNIT Unit Price Quantity Extended Cost Quantity Extended Cost Earthwork
190101 ROADWAY EXCAVATION CY 90$ 169 15,198$ 2,558 230,241$ 198010 IMPORTED BORROW (CY) CY No import -$ No import -$ Roadway Items
260203 CLASS 2 AGGREGATE BASE (CY) CY 110$ 72 7,925$ 1,184 130,202$ 390132 HOT MIX ASPHALT (TYPE A) TON 180$ 304 54,662$ 636 114,534$ 398200 COLD PLANE ASPHALT CONCRETE PAVEMENT SQYD 12$ 2,733 32,797$ 450 5,398$ 730010 MINOR CONCRETE (CURB) (LF) LF 90$ 249 22,410$ 1,041 93,720$ 731504 MINOR CONCRETE (CURB AND GUTTER) CY 1,500$ 15 22,840$ 55 83,055$ 731521 MINOR CONCRETE (SIDEWALK) CY 1,300$ 13 16,496$ 23 29,366$ 731530 MINOR CONCRETE (TEXTURED PAVING) CY 1,800$ 18 32,783$ 73 132,173$ 731623 MINOR CONCRETE (CURB RAMP) CY 2,000$ 7 14,582$ 3 5,380$ Drainage Items
510502 MINOR CONCRETE (MINOR STRUCTURE) CY 3,500$ -$ 4 14,070$ 650014 18" REINFORCED CONCRETE PIPE LF 180$ -$ 160 28,800$ Specialty Items
130710 TEMPORARY CONSTRUCTION ENTRANCE EA 5,000$ 2 10,000$ 2 10,000$ 130900 TEMPORARY CONCRETE WASHOUT LS 2,000$ 1 2,000$ 1 2,000$ Environmental
ENV MITIGATION AND MONITORING LS 40,000$ 1 40,000$ 1 40,000$ 210430 HYDROSEED SQFT 1$ -$ 2,000 2,000$ 210610 COMPOST (CY) CY 40$ -$ 2,000 80,000$ Traffic Items
870200 LIGHTING SYSTEM LS 250,000$ -$ 1 250,000$ 870400 SIGNAL AND LIGHTING SYSTEM LS 500,000$ 1 500,000$ -$ 840501 THERMOPLASTIC TRAFFIC STRIPE LF 4$ 2,005 8,021$ 2,284 9,135$ 840515 THERMOPLASTIC PAVEMENT MARKING SQFT 20$ 794 15,883$ 501 10,012$ Construction Staging
129000 TEMPORARY RAILING (TYPE K) LF 70$ -$ 200 14,000$ TEMPORARY PAV & TRAFFIC CONTROL ITEMS LS 20,000$ 1 20,000$ 4 80,000$ Minor Items
8% CONTINGENCY, ADA, MINOR ITEMS LS 63,648$ 1 63,648$ 1 63,648$ Roadway Mobilization (10%)
999990 MOBILIZATION LS 87,924$ 1 87,924$ 1 87,924$ Contingency
967,169$ 1,515,658$
241,792$ 378,915$
1,209,000$ 1,895,000$
Right-of-Way Acquisition and Utilities
Property Acquisition 150,000$ 150,000$
Utility Relocations -$ -$
150,000$ 150,000$
Total Capital Outlay Cost 1,359,000$ 2,045,000$
242,000$ 379,000$
17,000$ 17,000$
182,000$ 285,000$
441,000$ 681,000$
Total Project Cost 1,800,000$ 2,726,000$
*Costs shown reflect approximate cost for either roundabout configuration. **Rounded up to nearest $1k.
**Construction Support (15% of Capital outlay)
Total Support Costs
**Total Roadway Cost
Contingency (25%)
**PS&E Support (20% of Capital outlay)
Right of Way Acquisition Support
TRAFFIC SIGNAL *ROUNDABOUT
February 27, 2023
**Total Right-of-way Cost
Subtotal

ATTACHMENT C
Intersection Control Evaluation

(805) 316-0101
895 Napa Avenue, Suite A-6, Morro Bay, CA 93442

MEMORANDUM
Date: February 23, 2023
To: Ben Jensen, Consor
From: Michelle Matson and Joe Fernandez, CCTC
Subject: Price Canyon Road at Bello Steet – Intersection Control Evaluation This memorandum summarizes the intersection control evaluation for Price Canyon Road at Bello Street in the City of Pismo Beach.

SUMMARY
The Hinds Avenue/Price Canyon Road corridor currently experiences delay during the peak hours due to high volumes on Price Canyon Road and queuing on the US 101 overcrossing. The Price Canyon Road/Bello Street (#3) intersection operates unacceptably at level of service (LOS) D during the weekday PM peak hour and meets the California Manual on Uniform Traffic Control Devices (CAMUTCD) traffic signal warrant under Existing Conditions. The following intersection alternatives were analyzed under Cumulative Conditions:
• No Project: The no project alternative assumes the existing two-way stop (TWSC) control at the intersection. TWSC operates unacceptably at LOS D and E during the weekday AM and PM peak hours with high delay on the Bello Street approaches. Improvements are recommended at the intersection due to unacceptable operations.
• All-Way Stop Control (AWSC): AWSC operates unacceptably at LOS E and F during the weekday AM and PM peak hours, respectively, and results in westbound 95th percentile queues longer than 800 feet. AWSC is not recommended due to unacceptable LOS and queuing. • Traffic Signal with Permissive Left Turns: A traffic signal with permissive left turns on all approaches would operate at LOS A under Cumulative Conditions and provides the shortest delay of the alternatives. Permissive phasing will require geometric changes to the intersection to allow concurrent left turns. Advanced overhead traffic signal warning signage and flashing beacons are recommended for the Price Canyon Road approach consistent with the CAMUTCD if a traffic signal is the City’s preferred alternative. In addition, the traffic signal should be coordinated with the Hinds Avenue/Price Street (#1) traffic signal.
• Traffic Signal with Bello Street Split Phasing: A traffic signal with split phasing on the Bello Street approaches would operate at LOS C or better under Cumulative Conditions. The westbound 95th percentile queue would extend beyond Solar Way during the PM peak hour. The line of sight along the corridor is limited and split phasing is not recommended. • Single Lane Roundabout: A single lane roundabout would operate at LOS B or better with minimal queues under Cumulative Conditions and provides the shortest queues on Price Canyon Road and the fewest conflict points.
• Dual Single Lane Roundabouts: Dual roundabouts would also operate at LOS B or better; however, during the weekday PM peak hour, the westbound queue would block the easternmost roundabout and circulating roadway potentially creating additional queuing in the westbound and eastbound direction. This alternative produces more conflict points than a single lane roundabout but fewer than a traffic signal.

2 Price Canyon Road at Bello Street – Intersection Control Evaluation Central Coast Transportation Consulting February 23, 2023 Both traffic signal and roundabout alternatives result in acceptable traffic operations. We recommend the project continue the existing Class II bike lanes on Price Canyon Road to the Bello Street intersection and provide a transition at or through the intersection. Additional pedestrian accommodations at the intersection should also be considered for the alternatives. Bike boxes on the Bello Street approaches are recommended to accommodate left turns if a traffic signal is pursued.

In addition, signal timing modifications at the Hinds Avenue/Price Street (#1) intersection are recommended including: minimum green times, yellow clearance intervals, red clearance intervals, pedestrian clearance intervals, and maximum extension times. A coordinated timing plan is recommended if a traffic signal is installed at Price Canyon Road/Bello Street (#3).

The following sections summarize the roadway network, collision history, no project conditions, and the alternatives analysis.

ROADWAY NETWORK
Price Canyon Road is a two-lane arterial with a 45 miles per hour (mph) speed limit approaching Bello Street. An eastbound Class II bike lane begins approximately 100 feet east of Bello Street and the westbound bike lane begins approximately 300 feet east of Bello Street. There are no sidewalks or pedestrian facilities on Price Canyon Road east of Bello Street and there are sidewalks on both sides west of Bello Street and on the US 101 overcrossing.

Hinds Avenue is a one-way eastbound arterial with continuous sidewalks and no bike facilities west of Price Street. East of Bello Street, Hinds Avenue becomes Price Canyon Road.

Bello Street is a two-lane local roadway with intermittent sidewalk, no bikeways, and a posted speed of 25 MPH.

North of Price Canyon Road Belo Street is a minor arterial.

Price Street is a two- to four- lane arterial with continuous sidewalks on both sides, no bikeways, and a posted speed of 25 MPH.

COLLISION HISTORY
Five years of traffic collision data was obtained from the Statewide Integrated Traffic Records System (SWITRS) for the study intersections as summarized below:
• Hinds Avenue/Price Street (#1): 23 collisions occurred at or near the intersection, 20 were property damage only. The following types of collisions occurred: five broadside, one head-on, two hit object, four rear-end, and 11 sideswipe. The collision patterns will be reviewed prior to providing detailed signal timing recommendations.
• Hinds Avenue/US 101 Southbound Off-Ramp (#2): Two property damage only collisions occurred at the intersection, one broadside collision due to traffic signals or signs and one sideswipe collision due to an auto right-of-way violation.
• Price Canyon Road/Bello Street (#3): Seven collisions occurred at or near the intersection including three injury and four property damage only collisions. Four broadside collisions occurred due to auto right-of-way violations by southbound drivers, two westbound rear end collisions occurred due to unsafe speeds, and one northbound sideswipe collision occurred due to improper turning. The intersection collision rate is higher than the statewide rate for similar intersections; however, the collision levels would not meet all-way stop control or traffic signal warrants. Installation of a traffic signal or roundabout would be expected to reduce collisions at the intersection.

3 Price Canyon Road at Bello Street – Intersection Control Evaluation Central Coast Transportation Consulting February 23, 2023

NO PROJECT CONDITIONS
Turning movement counts were collected at the study intersections on a weekday and Saturday in August 2022.

The hourly turning movement counts are attached. Cumulative volumes representing Buildout were derived from the City’s Circulation Study. The same level of growth applied to the 2018 volumes in the study were applied to the 2022 volumes in this study and are likely conservative. The study intersections were analyzed assuming no corridor or timing improvements under Existing and Cumulative Conditions. The intersection level of service (LOS) and key queues are shown in Table 1 and Table 2.

Table 1: No Project Intersection Levels of Service

Table 2: No Project Intersection Queues

Note that Price Canyon Road and Hinds Avenue are considered east-west roads throughout this report. All intersections operate at LOS C or better with acceptable queuing except:
• Hinds Avenue/Price Street (#1): The westbound storage length is limited due to the closely spaced US 101 off-ramp. During the weekday PM peak hour, queues on the US 101 overcrossing reach the Delay1 LOS Delay1 LOS
Weekday AM 20.5 C 21.3 C
Weekday PM 21.0 C 23.3 C
Weekend Midday 24.0 C 28.8 C
Weekday AM 0.5 (12.3)- (B)0.5 (13.6)- (B)
Weekday PM 1.1 (13.3)- (B)1.3 (15.5)- (C)
Weekend Midday 1.6 (11.0)- (B)1.8 (11.5)- (B)
Weekday AM 2.0 (25.1)- (D)2.3 (33.0)- (D)
Weekday PM 2.0 (27.5)- (D)2.6 (42.3)- (E)
Weekend Midday 2.5 (18.1)- (C)2.6 (22.2)- (C)

2. Hinds Ave/US 101 SB
Off-Ramp TWSC

3. Price Canyon Rd/Bello St TWSC

1. HCM 6th average control delay in seconds per vehicle. For two-way stop controlled (TWSC) intersections the worst approach's delay is reported in parentheses next to the overall delay. Unacceptable operations shown in Bold.

No Project Intersection Levels of Service

1. Hinds Ave/Price St Signal
Existing Cumulative
Peak HourControlIntersection
Existing Cumulative
Weekday AM 97'124'
Weekday PM 275'#370'
Weekend Midday 166'234'
Weekday AM 81'105'
Weekday PM 249'335'
Weekend Midday 144'200'
SBL 200
SBR -
NBL/T 300

SBL/T -
95th Percentile Queue (feet)1

1. Queue length in feet that would not be exceeded 95 percent of the time. # indicates the 95th percentile volume exceeds capacity and the queue may be longer. Bold indicates queue length longer than storage length.

3. Price Canyon Rd/Bello St
25 2. Hinds Ave/US 101 SB Off-
Ramp <1 vehicle
< 1 vehicle
<1 vehicle
≤ 1 vehicle
Peak Hour
All
All
No Project Intersection Queues
Intersection Movement Storage
Length (ft)

1. Hinds Ave/Price St
WBL 25
WBL/R

4 Price Canyon Road at Bello Street – Intersection Control Evaluation Central Coast Transportation Consulting February 23, 2023 Bello Street intersection. During the weekday PM peak hour field observations, queues extended beyond the Bello Street intersection due to the lane utilization on the overcrossing where there is minimal use of the curbside lane. Signal timing modifications are recommended including minimum green times, yellow clearance intervals, red clearance intervals, pedestrian clearance intervals, and maximum extension times. In addition, additional signage and the restriping of Price Street south of Hinds Avenue are recommended to encourage use of both southbound lanes on Price Street. With the signal timing improvements, the intersection would still be expected to operate at LOS C under Cumulative Conditions and queues may reach the Bello Street intersection. • Price Canyon Road/Bello Street (#3): The intersection operates at LOS D during the existing weekday AM and PM peak hour and degrades to LOS E during the weekday PM peak hour under Cumulative Conditions. The findings are consistent with the City’s Circulation Study. The following section summarizes the alternatives analysis for this intersection. The latest version of the California Manual on Uniform Traffic Control Devices (CAMUTCD) was used to evaluate traffic signal warrants at the unsignalized study intersections. The Price Canyon Road/Bello Street (#3) intersection meets the peak hour signal warrant under Existing Conditions. All-way stop control is also warranted where signal warrants are met. Mitigations are recommended and the following section summarizes the alternatives analysis for this intersection.

The Hinds Avenue/US 101 Southbound Off-Ramp (#2) intersection does not meet the traffic signal warrants under Existing or Cumulative Conditions.

PRICE CANYON ROAD/BELLO STREET ALTERNATIVES ANALYSIS
The existing side-street-stop control, traffic volumes, and skewed geometry make crossing or turning on to Price Canyon Road difficult for drivers, pedestrians, and cyclists. The minor leg skew angle is approximately 60 degrees, below the minimum 75 degrees recommended in the Highway Design Manual (HDM). Realigning the north leg of Bello Street to reduce the skew would encroach into the hillside requiring retaining walls and potential cultural resource impacts.

The Price Canyon Road/Bello Street (#3) intersection was evaluated under Cumulative Conditions with multiple intersection controls as summarized in Table 3. The intersection alternatives analyzed minimized impacts to the hillside.

5 Price Canyon Road at Bello Street – Intersection Control Evaluation Central Coast Transportation Consulting February 23, 2023 Table 3: Intersection Alternatives Analysis

Intersection Control Peak Hour Delay1 LOS Movement Queue2 EBT 443'
WBT 80'
EBT 83'
WBT 823'
EBT 28'
WBT 63'
EBT 195'
WBT 72'
EBT 102'
WBT 342'
EBT 10'
WBT 63'
EBT 253'
WBT 129'
EBT 276'
WBT 566'
EBT 152'
WBT 115'
EBT 100'
WBT 25'
EBT 25'
WBT 175'
EBT 50'
WBT 25'
EBT (Bello N/S)100'/75'
WBT (Bello N/S)25'/25'
EBT (Bello N/S)25'/25'
WBT (Bello N/S)150'/125'
EBT (Bello N/S)50'/25'
WBT (Bello N/S)25'/25'
Traffic Signal Alternative with Permissive Left Turns
Dual Roundabout Alternative

4.2 A

3. Price Canyon Rd/
Bello St
Dual Single
Lane
Roundabouts
Weekday AM 8.5 A
Weekday PM 10.5 B

2. Queue length in feet that would not be exceeded 95 percent of the time. Queues shown in Bold exceed available storage.

A
Weekday AM
Weekend Midday 4.3 A
Cumulative Intersection Levels of Service and Queues
Weekend Midday 5.8 A
All-Way Stop Control

3. Price Canyon Rd/
Bello St
All-Way Stop
Control
Weekday AM 43.6 E
Weekday PM 99.2 F
Weekend Midday 12.0 B
Weekday PM 4.6
Single Roundabout Alternative

3. Price Canyon Rd/
Bello St Signal
Traffic Signal Alternative with Bello Street Split Phasing

1. HCM 6th average control delay in seconds per vehicle.

3. Price Canyon Rd/
Bello St
Single Lane
Roundabout
Weekday AM 8.5 A
Weekday PM 10.6 B
Weekend Midday 5.8 A

3. Price Canyon Rd/
Bello St Signal
Weekday AM 20.1 C
Weekday PM 6.6 A
Weekend Midday 6.3 A

6 Price Canyon Road at Bello Street – Intersection Control Evaluation Central Coast Transportation Consulting February 23, 2023 • All-Way Stop Control (AWSC): AWSC operates unacceptably at LOS E and F during the weekday AM and PM peak hours, respectively, and results in westbound 95th percentile queues longer than 800 feet which may result in a safety issue where high-speed westbound traffic approaches queued vehicles.

AWSC is not recommended due to unacceptable LOS.
• Traffic Signal with Permissive Left Turns: A traffic signal with permissive left turns on all approaches would operate at LOS A under Cumulative Conditions and provides the shortest delay of the alternatives. Permissive phasing will require geometric changes to the intersection to allow concurrent left turns without vehicle track overlap. During the PM peak hour, the westbound 95th percentile queue would extend to 342 feet and the line of sight along the corridor is limited. This may result in a safety issue where high-speed westbound traffic approaches queued vehicles from the signal .

Advanced overhead traffic signal warning signage and flashing beacons are recommended for the Price Canyon Road approach consistent with the CAMUTCD if a traffic signal is the City’s preferred alternative.
• Traffic Signal with Bello Street Split Phasing: A traffic signal with split phasing on the Bello Street approaches was also analyzed and would operate at LOS C or better under Cumulative Conditions.

During the PM peak hour, the westbound 95th percentile queue would extend beyond Solar Way (over 500 feet) and the line of sight along the corridor is limited. This may result in a safety issue where high-speed westbound traffic approaches queued vehicles from the signal and advanced overhead traffic signal warning signage and flashing beacons would also be recommended for the Price Canyon Road approach. Split phasing would be required if a traffic signal were installed with the existing intersection geometry but is not recommended.
• Single Lane Roundabout: A single lane roundabout would operate at LOS B or better with minimal queues under Cumulative Conditions and provides the shortest queues on Price Canyon Road and the fewest conflict points.
• Dual Single Lane Roundabouts: Dual roundabouts would also operate at LOS B or better; however, during the weekday PM peak hour, the westbound queue would block the easternmost roundabout and circulating roadway potentially creating additional queuing in the westbound and eastbound direction. This alternative produces more conflict points than a single lane roundabout but fewer than a traffic signal. Additional analysis is recommended if dual roundabouts are the City’s preferred alternative.

VEHICLE MILES TRAVELED
Environmental review for intersection improvements requires consideration of Vehicle Miles Traveled (VMT).

Roadway projects can affect VMT by inducing demand as a result of new roadway capacity. Guidance from the State Office of Planning and Research (OPR) lists a variety of transportation projects that would not likely lead to a substantial or measurable increase in vehicle travel. These include maintenance and repair of existing facilities and installation of roundabouts. In addition, OPR notes that addition of roadway capacity on local or collector streets can be presumed to have a less-than-significant effect on VMT provided the project also substantially improves conditions for pedestrians, cyclists, and, if applicable, transit.

Installation of a traffic signal or roundabout would substantially improve conditions for pedestrians and cyclists.

Neither alternative would result in a significant impact to VMT.

Please let us know if you have any questions.

7 Price Canyon Road at Bello Street – Intersection Control Evaluation Central Coast Transportation Consulting February 23, 2023

REFERENCES
California Department of Transportation. 2020. Highway Design Manual. _____. 2014, Revision 6. California Manual on Uniform Traffic Control Devices.

California Governor’s Office of Planning and Research (OPR). December 2018. Technical Advisory on Evaluating Transportation Impacts in CEQA.

City of Pismo Beach. October 2020. City of Pismo Beach 2020 Speed Zone Survey Update. _____. June 2018. Circulation Element.
_____. August 2016. Citywide Transportation Model and Circulation Study.

Transportation Research Board. 2000 & 2016. Highway Capacity Manual, 2000 & 6th Edition.

ATTACHMENTS
Turning Movement Counts
Intersection Calculation Sheets

ATTACHMENT D
Supporting Traffic Data

Metro Traffic Data Inc.Turning Movement Report
310 N. Irwin Street - Suite 20 (Vehicles)
Hanford, CA 93230
Prepared For:
800-975-6938 Phone/Fax Central Coast Transportation Consulting www.metrotrafficdata.com 895 Napa Avenue, Suite A-6
Morro Bay, CA 93442

LOCATION LATITUDE

CITY/COUNTY LONGITUDE

COLLECTION DATE WEATHER
TOTALS
Thru Right Trucks Left Thru Trucks Left Thru - SB Price Right - NB Price Trucks Left Thru Right Trucks Left Right Trucks Vehicles 12:00 AM to 12:15 AM 1400601 0 1 00010601 20
12:15 AM to 12:30 AM 2310300 0 0 000301200 23
12:30 AM to 12:45 AM 1301300 3 0 10000300 14
12:45 AM to 1:00 AM 0300100 2 0 00010200 9
1:00 AM to 1:15 AM 0410200 1 0 00000200 9
1:15 AM to 1:30 AM 1301500 2 0 00000400 16
1:30 AM to 1:45 AM 0300100 0 0 00000200 6
1:45 AM to 2:00 AM 0100000 1 0 00010501 8
2:00 AM to 2:15 AM 0200000 2 0 00200301 9
2:15 AM to 2:30 AM 0300300 0 1 00000500 12
2:30 AM to 2:45 AM 0300000 1 0 00000100 5
2:45 AM to 3:00 AM 0610000 0 0 00000100 7
3:00 AM to 3:15 AM 0700001 0 0 00100201 11
3:15 AM to 3:30 AM 1500000 0 0 00000100 7
3:30 AM to 3:45 AM 0400000 0 0 00000211 7
3:45 AM to 4:00 AM 11600000 0 0 00010100 19
4:00 AM to 4:15 AM 01320001 0 0 00010913 25
4:15 AM to 4:30 AM 11410201 1 0 00100300 23
4:30 AM to 4:45 AM 12100102 1 0 10400801 38
4:45 AM to 5:00 AM 13720001 0 0 001001414 55
5:00 AM to 5:15 AM 22900201 0 0 003001000 47
5:15 AM to 5:30 AM 43910112 3 0 00711610 64
5:30 AM to 5:45 AM 48800002 4 0 0012201712 130
5:45 AM to 6:00 AM 36810405 0 0 0081024610 119
6:00 AM to 6:15 AM 27510417 2 0 1015302757 140
6:15 AM to 6:30 AM 210740304 3 2 0315113633 179
6:30 AM to 6:45 AM 6144301202 2 0 0222204135 236
6:45 AM to 7:00 AM 1513340902 6 0 1031814943 257
7:00 AM to 7:15 AM 13 94 2 2 19 0 0 2 1 0 0 16 5 1 72 3 9 227 7:15 AM to 7:30 AM 710040902 9 0 01381127025 249
7:30 AM to 7:45 AM 18 160 4 2 17 0 4 7 0 0 0 21 4 1 72 3 8 308 7:45 AM to 8:00 AM 21 138 4 4 14 1 3 7 1 1 1 28 8 1 84 1 5 310 8:00 AM to 8:15 AM 21 97 7 2 29 2 4 7 0 0 1 13 15 1 40 2 5 231 8:15 AM to 8:30 AM 29 96 6 3 19 0 0 8 1 0 3 14 2 1 68 2 9 245 8:30 AM to 8:45 AM 26 85 6 1 24 0 4 9 2 2 2 16 12 1 74 6 5 261 8:45 AM to 9:00 AM 30 104 8 4 30 1 4 11 1 1 5 11 13 0 74 3 3 290 9:00 AM to 9:15 AM 37 51 6 4 33 0 2 2 1 0 6 17 15 1 80 5 5 253 9:15 AM to 9:30 AM 34 63 7 3 25 1 0 9 4 1 1 22 9 3 73 9 7 252 9:30 AM to 9:45 AM 30 71 2 2 43 2 2 13 4 0 2 14 11 1 62 4 8 258 9:45 AM to 10:00 AM 53 70 5 5 36 0 3 8 7 2 6 22 21 1 70 6 6 307 10:00 AM to 10:15 AM 36 65 5 6 53 1 4 9 1 0 3 13 8 2 63 9 8 270 10:15 AM to 10:30 AM 37 61 7 5 51 2 8 6 6 1 8 20 18 1 70 1 7 291 10:30 AM to 10:45 AM 46 61 5 3 63 2 4 10 7 1 6 16 15 1 88 9 8 328 10:45 AM to 11:00 AM 53 61 9 4 56 1 3 11 7 3 6 24 17 1 84 3 3 329 11:00 AM to 11:15 AM 35 50 14 4 71 0 6 12 2 0 11 20 26 2 95 3 8 335 11:15 AM to 11:30 AM 58 43 3 3 69 1 5 13 0 1 11 17 17 6 98 5 9 339 11:30 AM to 11:45 AM 51 72 1 8 103 0 5 6 1 0 10 25 21 2 94 8 8 404 11:45 AM to 12:00 PM 45 63 5 7 65 2 5 11 3 1 13 21 20 1 82 12 5 347 12:00 PM to 12:15 PM 38 51 3 5 75 0 2 11 6 2 25 37 39 2 85 9 8 383 12:15 PM to 12:30 PM 42 54 3 3 60 4 3 8 6 1 11 22 17 4 83 12 7 321 12:30 PM to 12:45 PM 48 43 2 6 48 1 8 28 4 2 15 24 21 2 81 11 8 337 12:45 PM to 1:00 PM 52 53 5 4 58 0 3 16 5 2 12 9 25 2 103 12 7 352 1:00 PM to 1:15 PM 31 59 7 5 60 1 2 9 2 1 13 17 19 4 56 9 6 282 1:15 PM to 1:30 PM 46 66 6 7 49 0 2 19 3 2 7 23 19 3 72 12 4 325 1:30 PM to 1:45 PM 52 54 2 4 52 2 6 10 4 0 17 25 22 3 84 5 4 335 1:45 PM to 2:00 PM 50 54 4 4 62 0 4 11 4 1 9 20 17 2 84 5 2 324 2:00 PM to 2:15 PM 45 40 4 4 74 0 9 3 3 1 11 17 24 1 93 14 3 337 2:15 PM to 2:30 PM 44 62 5 2 61 2 1 13 1 0 9 18 22 0 110 9 4 352 2:30 PM to 2:45 PM 34 46 2 6 55 0 4 10 6 1 18 11 19 2 124 18 8 351 2:45 PM to 3:00 PM 37 52 2 4 60 2 4 18 4 3 11 17 15 2 114 17 7 353 3:00 PM to 3:15 PM 46 48 5 4 59 1 9 24 5 0 16 18 23 1 109 10 7 371 3:15 PM to 3:30 PM 40 59 5 5 54 2 3 12 6 0 19 24 28 0 158 10 5 418 3:30 PM to 3:45 PM 38 64 6 4 65 1 6 22 5 0 10 18 13 1 180 11 6 436 3:45 PM to 4:00 PM 45 61 1 4 54 0 4 15 6 3 11 14 19 1 168 12 6 413 4:00 PM to 4:15 PM 48 50 3 4 63 0 1 18 4 2 3 18 27 4 142 7 1 385 4:15 PM to 4:30 PM 36 63 5 3 56 1 4 13 2 0 11 23 26 0 165 17 5 419 4:30 PM to 4:45 PM 49 58 3 1 48 0 3 17 2 0 13 25 22 1 145 17 1 400 4:45 PM to 5:00 PM 34 47 0 5 71 1 3 12 2 1 13 16 24 0 158 16 1 401 5:00 PM to 5:15 PM 50 66 3 2 74 0 6 19 5 2 8 18 19 0 161 5 3 433 5:15 PM to 5:30 PM 49 65 2 2 62 0 2 18 4 1 8 14 18 3 193 15 2 450 5:30 PM to 5:45 PM 38 52 2 3 65 0 3 9 2 0 8 12 20 2 151 12 1 375 5:45 PM to 6:00 PM 49 50 1 8 45 0 7 22 8 1 13 17 14 0 114 5 1 352 6:00 PM to 6:15 PM 48 45 1 5 61 0 3 15 2 2 12 22 15 0 105 1 1 334 6:15 PM to 6:30 PM 47 41 0 2 53 3 5 15 5 0 9 13 17 0 103 7 1 317 6:30 PM to 6:45 PM 27 35 1 5 56 0 1 3 2 1 6 17 23 1 71 4 3 250 6:45 PM to 7:00 PM 39 34 0 2 51 1 3 9 4 3 9 13 24 0 65 4 1 257 7:00 PM to 7:15 PM 41 22 1 0 51 0 14 11 3 5 8 11 21 0 49 8 0 239 7:15 PM to 7:30 PM 28 28 0 1 56 0 12 7 2 4 5 15 19 0 49 5 3 227 7:30 PM to 7:45 PM 35 23 0 4 41 0 3 8 4 0 6 5 22 0 44 5 0 200 7:45 PM to 8:00 PM 32 24 1 5 49 0 4 9 2 1 4 10 22 0 40 3 0 204 8:00 PM to 8:15 PM 29 25 0 3 35 0 2 10 1 1 8 12 25 1 28 7 0 185 8:15 PM to 8:30 PM 26 23 1 4 56 0 1 7 4 0 7 11 19 0 40 3 2 201 8:30 PM to 8:45 PM 18 28 3 1 37 0 11 7 6 1 2 14 34 0 32 5 1 195 8:45 PM to 9:00 PM 16 23 0 1 41 0 1 11 0 0 4 10 25 0 45 3 1 180 9:00 PM to 9:15 PM 23 23 0 1 28 0 2 8 1 0 4 8 17 0 49 3 0 167 9:15 PM to 9:30 PM 20 19 0 2 27 1 3 6 2 0 3 8 18 0 25 1 0 134 9:30 PM to 9:45 PM 10 19 0 1 24 0 3 9 1 0 1 9 18 0 31 1 0 127 9:45 PM to 10:00 PM 13 19 0 3 28 0 5 5 1 0 5 10 16 0 18 2 0 125 10:00 PM to 10:15 PM 10 10 0 2 23 0 4 2 0 0 1 8 21 0 26 4 0 111 10:15 PM to 10:30 PM 79132205 2 1 0111101920 83
10:30 PM to 10:45 PM 8100 0240 3 4 0 0 4 4120180 0 87
10:45 PM to 11:00 PM 37001601 3 0 025701720 63
11:00 PM to 11:15 PM 47031902 4 0 004701630 69
11:15 PM to 11:30 PM 1900500 2 1 004401510 42
11:30 PM to 11:45 PM 61220800 3 0 00000610 36
11:45 PM to 12:00 AM 5611500 1 0 0131001701 49
2265 4261 225 222 3137 41 287 722 194 62 494 1184 1213 75 5670 467 295 20116 TOTALS
Thru Right Trucks Left Thru Trucks Left Thru - SB Price Right - NB Price Trucks Left Thru Right Trucks Left Right Trucks Vehicles 7:00 AM to 8:00 AM 59 492 14 8 59 1 9 25 2 1 2 103 28 5 298 9 27 1094 11:15 AM to 12:15 PM 192 229 12 23 312 3 17 41 10 4 59 100 97 11 359 34 30 1473 4:30 PM to 5:30 PM 182 236 8 10 255 1 14 66 13 4 42 73 83 4 657 53 7 1684

DAILY TOTALS
Northbound
Clear
Price Canyon Rd @ 101 SB Offramp / Price St
Pismo Beach, San Luis Obispo
Thursday, August 11, 2022

35.1410302
-120.6392174
Northbound Southbound Price St Southbound 101 Offramp Eastbound Westbound Time
Southbound Price St Southbound 101 Offramp Eastbound Westbound

PEAK HOUR

Metro Traffic Data Inc.Turning Movement Report
310 N. Irwin Street - Suite 20 (Bicycles & Pedestrians) Hanford, CA 93230
Prepared For:
800-975-6938 Phone/Fax Central Coast Transportation Consulting www.metrotrafficdata.com 895 Napa Avenue, Suite A-6
Morro Bay, CA 93442

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Left Thru Right Left Thru Right Left Thru Right Left Thru Right North CW South CW East CW West CW Bicycles Pedestrians 12:00 AM to 12:15 AM 0000000000000000 00
12:15 AM to 12:30 AM 0000000000002000 02
12:30 AM to 12:45 AM 0000000000000000 00
12:45 AM to 1:00 AM 0000000000000000 00
1:00 AM to 1:15 AM 0000000000000000 00
1:15 AM to 1:30 AM 0000000000000000 00
1:30 AM to 1:45 AM 0000000000000000 00
1:45 AM to 2:00 AM 0000000000000000 00
2:00 AM to 2:15 AM 0000000000000000 00
2:15 AM to 2:30 AM 0000000000000000 00
2:30 AM to 2:45 AM 0000000000000000 00
2:45 AM to 3:00 AM 0000000000000000 00
3:00 AM to 3:15 AM 0000000000000000 00
3:15 AM to 3:30 AM 0000000000000000 00
3:30 AM to 3:45 AM 0000000000000000 00
3:45 AM to 4:00 AM 0000000000000000 00
4:00 AM to 4:15 AM 0000000000000000 00
4:15 AM to 4:30 AM 0000000000000000 00
4:30 AM to 4:45 AM 0000000000000000 00
4:45 AM to 5:00 AM 0000000000000000 00
5:00 AM to 5:15 AM 0000000000000000 00
5:15 AM to 5:30 AM 0000000000000000 00
5:30 AM to 5:45 AM 0000000000000000 00
5:45 AM to 6:00 AM 0000000000001000 01
6:00 AM to 6:15 AM 0000000000000000 00
6:15 AM to 6:30 AM 0000000000000000 00
6:30 AM to 6:45 AM 0000000000000001 01
6:45 AM to 7:00 AM 0000000000001001 02
7:00 AM to 7:15 AM 0000000000000020 02
7:15 AM to 7:30 AM 0000000000001010 02
7:30 AM to 7:45 AM 0000100000000010 11
7:45 AM to 8:00 AM 0000000000000010 01
8:00 AM to 8:15 AM 0000000000001000 01
8:15 AM to 8:30 AM 0000000000001020 03
8:30 AM to 8:45 AM 0000000000000010 01
8:45 AM to 9:00 AM 0100000010000010 21
9:00 AM to 9:15 AM 0001000100040012 63
9:15 AM to 9:30 AM 0300000000000021 33
9:30 AM to 9:45 AM 0000000000004010 05
9:45 AM to 10:00 AM 0000000000100640 110
10:00 AM to 10:15 AM 0110000000001361 211
10:15 AM to 10:30 AM 0000012000000020 32
10:30 AM to 10:45 AM 0000100001000030 23
10:45 AM to 11:00 AM 0000000000001010 02
11:00 AM to 11:15 AM 0000000000001220 05
11:15 AM to 11:30 AM 0000200000000441 29
11:30 AM to 11:45 AM 0000100100016000 36
11:45 AM to 12:00 PM 0000000000002220 06
12:00 PM to 12:15 PM 0100200000008530 316
12:15 PM to 12:30 PM 0000100000001010 12
12:30 PM to 12:45 PM 0000000000007500 012
12:45 PM to 1:00 PM 0000011000012120 35
1:00 PM to 1:15 PM 0002000000000090 29
1:15 PM to 1:30 PM 0000000000008160 015
1:30 PM to 1:45 PM 0000001000002150 18
1:45 PM to 2:00 PM 0100000000005000 15
2:00 PM to 2:15 PM 0000000000000020 02
2:15 PM to 2:30 PM 0000000100003610 110
2:30 PM to 2:45 PM 0000000000008070 015
2:45 PM to 3:00 PM 0000000000000404 08
3:00 PM to 3:15 PM 0000000000004050 09
3:15 PM to 3:30 PM 0000100000006110 18
3:30 PM to 3:45 PM 0000100000002070 19
3:45 PM to 4:00 PM 0100000000000020 12
4:00 PM to 4:15 PM 0000000000001450 010
4:15 PM to 4:30 PM 0000000000005170 013
4:30 PM to 4:45 PM 0200100000002640 312
4:45 PM to 5:00 PM 0000000120000603 39
5:00 PM to 5:15 PM 0000000000002423 011
5:15 PM to 5:30 PM 0000000013002551 413
5:30 PM to 5:45 PM 0000100000007112 111
5:45 PM to 6:00 PM 0000000000003011 05
6:00 PM to 6:15 PM 0000000000008074 019
6:15 PM to 6:30 PM 0000000000001120 04
6:30 PM to 6:45 PM 00000000000080296 043
6:45 PM to 7:00 PM 0000000000009060 015
7:00 PM to 7:15 PM 00001000010011020 213
7:15 PM to 7:30 PM 0000000000001458 018
7:30 PM to 7:45 PM 00001000000013060 119
7:45 PM to 8:00 PM 0000000000005032 010
8:00 PM to 8:15 PM 0000100000012070 29
8:15 PM to 8:30 PM 00000000000023115 021
8:30 PM to 8:45 PM 0000000000000020 02
8:45 PM to 9:00 PM 0000000000000164 011
9:00 PM to 9:15 PM 0000000000001020 03
9:15 PM to 9:30 PM 0000000000002030 05
9:30 PM to 9:45 PM 0000000000002125 010
9:45 PM to 10:00 PM 0000000000000000 00
10:00 PM to 10:15 PM 0000000010000000 10
10:15 PM to 10:30 PM 0000000000000000 00
10:30 PM to 10:45 PM 0000000000000002 02
10:45 PM to 11:00 PM 0000000000001001 02
11:00 PM to 11:15 PM 0000000000000001 01
11:15 PM to 11:30 PM 0000000000000000 00
11:30 PM to 11:45 PM 0000000000000000 00
11:45 PM to 12:00 AM 0000000000000000 00
010131524455171667820659 57509
Left Thru Right Left Thru Right Left Thru Right Left Thru Right North CW South CW East CW West CW Bicycles Pedestrians 7:00 AM to 8:00 AM 0000100000001050 1 6
11:15 AM to 12:15 PM 010050010001161191 8 37
4:30 PM to 5:30 PM 020010013300621117 1045
Price Canyon Rd @ 101 SB Offramp / Price St 35.1410302
Pismo Beach, San Luis Obispo -120.6392174
Thursday, August 11, 2022 Clear

PEAK HOUR
Northbound Bicycles Southbound Bicycles Eastbound Bicycles Westbound Bicycles Pedestrians in each Crosswalk Time

DAILY TOTALS
TOTALS
TOTALSNorthbound Bicycles Southbound Bicycles Eastbound Bicycles Westbound Bicycles Pedestrians in each Crosswalk

LOCATION LATITUDE

CITY/COUNTY LONGITUDE

COLLECTION DATE WEATHER
TOTALS
Thru Right Trucks Left Thru Trucks Left Thru - SB Price Right - NB Price Trucks Left Thru Right Trucks Left Right Trucks Vehicles 12:00 AM to 12:15 AM 53001001 1 0 0021301720 54
12:15 AM to 12:30 AM 3801703 1 0 0331001000 49
12:30 AM to 12:45 AM 22021001 0 0 000501020 34
12:45 AM to 1:00 AM 3200500 2 0 00130620 24
1:00 AM to 1:15 AM 1310100 2 0 00030601 16
1:15 AM to 1:30 AM 3100000 1 0 01130320 15
1:30 AM to 1:45 AM 4300200 0 0 00020500 16
1:45 AM to 2:00 AM 3402200 2 0 00060200 21
2:00 AM to 2:15 AM 1100100 0 0 00130300 10
2:15 AM to 2:30 AM 1101401 0 0 00120300 14
2:30 AM to 2:45 AM 1100300 0 1 00010300 10
2:45 AM to 3:00 AM 1400000 1 0 01110100 10
3:00 AM to 3:15 AM 0800100 1 0 00000500 15
3:15 AM to 3:30 AM 0700000 0 0 00120301 13
3:30 AM to 3:45 AM 1600100 0 0 00010600 15
3:45 AM to 4:00 AM 21300000 1 0 00010400 21
4:00 AM to 4:15 AM 1410100 1 0 00000500 12
4:15 AM to 4:30 AM 1410100 3 0 00110423 17
4:30 AM to 4:45 AM 11600321 0 0 00310100 26
4:45 AM to 5:00 AM 21610100 1 0 00300502 28
5:00 AM to 5:15 AM 2810000 1 0 00100801 20
5:15 AM to 5:30 AM 21500101 2 0 004001611 42
5:30 AM to 5:45 AM 52700200 3 0 00710601 51
5:45 AM to 6:00 AM 42800200 2 0 00200700 45
6:00 AM to 6:15 AM 21300300 3 0 00220610 32
6:15 AM to 6:30 AM 82631212 1 0 012202410 70
6:30 AM to 6:45 AM 51901800 0 0 033223430 78
6:45 AM to 7:00 AM 282340600 4 0 102623020 101
7:00 AM to 7:15 AM 45 36 3 0 14 0 1 0 1 0 3 5 20 2 23 5 0 153 7:15 AM to 7:30 AM 25 41 3 1 13 0 0 2 1 0 1 3 22 3 20 6 0 135 7:30 AM to 7:45 AM 52 45 1 0 23 0 3 5 2 0 3 1 24 2 29 2 0 189 7:45 AM to 8:00 AM 60 38 2 0 24 0 2 7 2 0 1 6 21 0 39 7 0 207 8:00 AM to 8:15 AM 2025311510 10 1 129903160 129
8:15 AM to 8:30 AM 33 33 5 2 28 0 2 8 2 0 1 5 11 0 40 3 0 168 8:30 AM to 8:45 AM 30 42 1 3 30 0 4 5 0 0 6 9 15 0 40 4 0 188 8:45 AM to 9:00 AM 39 34 1 6 43 0 2 14 1 1 10 13 14 0 47 3 0 226 9:00 AM to 9:15 AM 38 25 2 1 50 0 1 11 6 0 5 12 15 1 52 7 1 223 9:15 AM to 9:30 AM 42 44 0 7 29 1 1 17 4 0 8 12 10 0 61 7 1 242 9:30 AM to 9:45 AM 30 43 0 2 28 0 2 11 5 0 12 13 21 1 55 6 3 228 9:45 AM to 10:00 AM 53 54 3 2 37 0 7 10 2 1 9 12 14 0 65 3 1 268 10:00 AM to 10:15 AM 47 41 0 1 68 2 2 11 4 0 15 19 21 4 63 2 0 294 10:15 AM to 10:30 AM 44 38 5 0 48 0 5 12 5 0 15 16 18 0 63 6 1 270 10:30 AM to 10:45 AM 57 47 3 4 72 0 3 12 5 0 11 18 16 1 65 3 0 313 10:45 AM to 11:00 AM 65 49 2 5 79 0 2 21 13 1 16 26 14 0 54 8 0 352 11:00 AM to 11:15 AM 73 44 3 4 64 0 6 16 3 1 18 28 19 0 65 7 0 347 11:15 AM to 11:30 AM 73 52 0 1 69 0 3 31 14 0 18 16 27 2 92 4 1 400 11:30 AM to 11:45 AM 77 68 1 3 62 0 7 13 3 0 25 29 29 1 82 4 1 402 11:45 AM to 12:00 PM 58 60 1 5 81 0 6 14 4 1 20 30 18 0 74 11 3 381 12:00 PM to 12:15 PM 80 47 1 5 86 0 5 23 8 2 29 25 21 1 78 6 1 413 12:15 PM to 12:30 PM 83 71 1 6 82 0 4 20 17 0 16 16 14 0 93 7 0 429 12:30 PM to 12:45 PM 82 48 1 9 84 1 3 17 8 0 28 30 19 1 80 10 0 418 12:45 PM to 1:00 PM 55 48 0 5 76 0 5 25 34 1 17 17 21 0 84 9 0 396 1:00 PM to 1:15 PM 66 55 3 4 95 0 6 24 21 0 19 17 18 0 77 5 1 407 1:15 PM to 1:30 PM 73 54 3 4 73 0 3 29 19 0 29 20 16 0 85 10 0 415 1:30 PM to 1:45 PM 74 52 2 6 97 0 2 17 11 0 20 16 24 0 78 10 1 407 1:45 PM to 2:00 PM 70 48 0 4 79 2 9 35 12 1 23 17 19 1 102 11 0 429 2:00 PM to 2:15 PM 63 52 2 4 87 0 8 28 16 1 19 23 17 0 83 7 1 407 2:15 PM to 2:30 PM 49 49 1 9 85 0 7 13 19 0 19 21 18 2 93 6 1 388 2:30 PM to 2:45 PM 72 45 2 5 78 0 11 18 12 0 30 20 23 2 89 10 2 413 2:45 PM to 3:00 PM 69 47 1 6 92 1 12 24 8 1 18 17 25 1 82 14 0 414 3:00 PM to 3:15 PM 57 46 2 2 83 1 4 19 11 2 28 19 34 0 60 9 1 372 3:15 PM to 3:30 PM 71 52 2 7 89 0 6 20 11 1 22 22 19 0 90 18 2 427 3:30 PM to 3:45 PM 68 55 1 4 94 1 5 18 12 1 13 23 20 0 98 6 3 416 3:45 PM to 4:00 PM 73 54 4 4 80 1 5 19 15 2 17 19 20 1 77 5 0 388 4:00 PM to 4:15 PM 74 37 1 8 83 0 2 16 12 1 31 19 23 1 71 9 3 385 4:15 PM to 4:30 PM 65 44 2 6 79 1 2 17 10 1 18 26 20 0 73 15 2 375 4:30 PM to 4:45 PM 64 42 1 4 77 1 2 24 7 0 27 26 21 0 58 14 1 366 4:45 PM to 5:00 PM 61 38 0 3 71 0 9 20 5 1 20 27 30 0 62 9 2 355 5:00 PM to 5:15 PM 73 44 1 4 87 0 8 21 11 1 20 24 11 0 77 9 0 389 5:15 PM to 5:30 PM 70 43 1 5 85 0 8 14 8 0 28 23 27 0 64 8 0 383 5:30 PM to 5:45 PM 75 39 3 6 81 0 5 17 5 0 18 25 21 1 56 4 1 352 5:45 PM to 6:00 PM 69 53 3 2 73 0 0 22 8 2 25 12 32 0 57 8 0 361 6:00 PM to 6:15 PM 57 51 0 4 81 0 5 19 9 0 32 14 23 0 42 3 1 340 6:15 PM to 6:30 PM 67 32 1 6 60 1 6 12 7 0 21 21 19 0 93 11 0 355 6:30 PM to 6:45 PM 76 42 0 3 63 0 3 18 4 0 18 14 26 0 71 4 0 342 6:45 PM to 7:00 PM 56 44 0 4 70 0 6 20 8 2 21 30 23 0 45 7 0 334 7:00 PM to 7:15 PM 74 27 2 5 70 0 7 6 3 0 24 30 17 0 44 3 0 310 7:15 PM to 7:30 PM 59 31 2 8 78 0 2 16 5 2 28 21 20 1 45 5 0 318 7:30 PM to 7:45 PM 45 30 1 2 80 2 3 9 3 0 28 20 30 1 37 10 2 297 7:45 PM to 8:00 PM 58 22 0 3 69 0 3 14 3 0 23 18 35 0 33 5 0 286 8:00 PM to 8:15 PM 60 18 1 4 71 0 0 18 1 0 25 25 32 1 40 8 0 302 8:15 PM to 8:30 PM 38 27 0 4 54 0 4 13 3 0 16 18 32 0 43 4 0 256 8:30 PM to 8:45 PM 41 30 2 4 55 0 6 10 0 0 11 19 32 0 38 4 1 250 8:45 PM to 9:00 PM 39 29 1 4 49 0 3 10 5 0 9 24 30 0 27 7 0 236 9:00 PM to 9:15 PM 21 18 0 4 45 0 5 14 3 0 6 18 31 0 34 4 0 203 9:15 PM to 9:30 PM 26 17 0 5 47 0 2 4 2 0 8 8 31 0 15 2 0 167 9:30 PM to 9:45 PM 19 25 0 3 33 0 2 7 0 0 2 20 28 0 24 1 1 164 9:45 PM to 10:00 PM 28 17 0 2 37 1 3 5 6 0 3 9 20 0 17 4 0 151 10:00 PM to 10:15 PM 24 15 0 5 42 0 2 4 3 0 2 13 34 0 34 4 0 182 10:15 PM to 10:30 PM 15 16 1 1 40 0 0 3 1 0 3 9 26 0 27 7 0 148 10:30 PM to 10:45 PM 27 8 0 1 27 0 2 11 2 0 2 17 46 1 20 1 0 164 10:45 PM to 11:00 PM 19 13 0 2 20 0 0 4 1 0 6 9 23 0 18 1 0 116 11:00 PM to 11:15 PM 11 12 1 2 29 0 2 3 1 0 3 8 17 0 21 2 0 111 11:15 PM to 11:30 PM 17 10 1 1 19 0 1 1 1 0 2 10 13 1 14 1 0 90 11:30 PM to 11:45 PM 9110 2180 1 5 2 0 1 7120191 0 88
11:45 PM to 12:00 AM 59011100 3 0 032601410 55
3600 2842 102 258 4118 20 268 992 452 29 1039 1211 1548 37 3975 441 49 20744 TOTALS
Thru Right Trucks Left Thru Trucks Left Thru - SB Price Right - NB Price Trucks Left Thru Right Trucks Left Right Trucks Vehicles 11:30 AM to 12:30 PM 298 246 4 19 311 0 22 70 32 3 90 100 82 2 327 28 5 1625 1:15 PM to 2:15 PM 280 206 7 18 336 2 22 109 58 2 91 76 76 1 348 38 2 1658 Price Canyon Rd @ 101 SB Offramp / Price St 35.1410302
Pismo Beach, San Luis Obispo -120.6392174
Thursday, August 11, 2022 Clear
Northbound Southbound Price St Southbound 101 Offramp Eastbound Westbound Time

DAILY TOTALS
Northbound Southbound Price St Southbound 101 Offramp Eastbound Westbound

PEAK HOUR

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Left Thru Right Left Thru Right Left Thru Right Left Thru Right North CW South CW East CW West CW Bicycles Pedestrians 12:00 AM to 12:15 AM 0000000000000000 00
12:15 AM to 12:30 AM 0000000000000000 00
12:30 AM to 12:45 AM 0000000000000000 00
12:45 AM to 1:00 AM 0000000000000000 00
1:00 AM to 1:15 AM 0000000000000000 00
1:15 AM to 1:30 AM 0000000000000000 00
1:30 AM to 1:45 AM 0000000000002000 02
1:45 AM to 2:00 AM 0000000000000000 00
2:00 AM to 2:15 AM 0000000000002000 02
2:15 AM to 2:30 AM 0000000000000000 00
2:30 AM to 2:45 AM 0000000000000000 00
2:45 AM to 3:00 AM 0000000000000000 00
3:00 AM to 3:15 AM 0000000000000000 00
3:15 AM to 3:30 AM 0000000000000000 00
3:30 AM to 3:45 AM 0000000000000000 00
3:45 AM to 4:00 AM 0000000000000000 00
4:00 AM to 4:15 AM 0000000000001010 02
4:15 AM to 4:30 AM 0000000000000001 01
4:30 AM to 4:45 AM 0000000000000000 00
4:45 AM to 5:00 AM 0100000000000000 10
5:00 AM to 5:15 AM 0000000000000000 00
5:15 AM to 5:30 AM 0000000000000000 00
5:30 AM to 5:45 AM 0000100000000000 10
5:45 AM to 6:00 AM 0000000000000000 00
6:00 AM to 6:15 AM 0100000000000010 11
6:15 AM to 6:30 AM 0100000000000010 11
6:30 AM to 6:45 AM 0000000000000000 00
6:45 AM to 7:00 AM 0200000000000010 21
7:00 AM to 7:15 AM 0000000000000040 04
7:15 AM to 7:30 AM 0000000000000030 03
7:30 AM to 7:45 AM 0010300001000022 54
7:45 AM to 8:00 AM 0100000000001010 12
8:00 AM to 8:15 AM 0001000100001030 24
8:15 AM to 8:30 AM 0400000000000001 41
8:30 AM to 8:45 AM 0100100001000030 33
8:45 AM to 9:00 AM 0000100000002021 15
9:00 AM to 9:15 AM 0000000000002211 06
9:15 AM to 9:30 AM 0000600000032050 97
9:30 AM to 9:45 AM 0100100000022260 410
9:45 AM to 10:00 AM 0000100000033231 49
10:00 AM to 10:15 AM 00001004000112111 615
10:15 AM to 10:30 AM 11003000002320150 10 17
10:30 AM to 10:45 AM 0011000000000010 21
10:45 AM to 11:00 AM 0000000000023051 29
11:00 AM to 11:15 AM 0001100000000110 22
11:15 AM to 11:30 AM 0200000100003040 37
11:30 AM to 11:45 AM 0000000002009050 214
11:45 AM to 12:00 PM 0000500100006944 623
12:00 PM to 12:15 PM 01000002000020747 338
12:15 PM to 12:30 PM 0000000300303242 611
12:30 PM to 12:45 PM 000000101000121082 232
12:45 PM to 1:00 PM 0300100012006537 721
1:00 PM to 1:15 PM 1200000110006423 515
1:15 PM to 1:30 PM 0100102000003557 420
1:30 PM to 1:45 PM 0000200000001314171 245
1:45 PM to 2:00 PM 0010000000006044 114
2:00 PM to 2:15 PM 0000000001008012 111
2:15 PM to 2:30 PM 0010000000002013 16
2:30 PM to 2:45 PM 00002000200022101 415
2:45 PM to 3:00 PM 00001000012010952 426
3:00 PM to 3:15 PM 1200001002002091 612
3:15 PM to 3:30 PM 0200000000117385 423
3:30 PM to 3:45 PM 000000010000122430 139
3:45 PM to 4:00 PM 00003000000011031 315
4:00 PM to 4:15 PM 1000000000004291 116
4:15 PM to 4:30 PM 01000000000031040 117
4:30 PM to 4:45 PM 010000010000111472 234
4:45 PM to 5:00 PM 00012000000013172 323
5:00 PM to 5:15 PM 0000000000006404 014
5:15 PM to 5:30 PM 000030000000131189 341
5:30 PM to 5:45 PM 0000000100005252 114
5:45 PM to 6:00 PM 0000000000008855 026
6:00 PM to 6:15 PM 00003000000061458 333
6:15 PM to 6:30 PM 0000000200006111312 242
6:30 PM to 6:45 PM 000000000000136101 030
6:45 PM to 7:00 PM 0000000000001781611 052
7:00 PM to 7:15 PM 000100000000219247 161
7:15 PM to 7:30 PM 0100003000001910173 449
7:30 PM to 7:45 PM 00000000000028773 045
7:45 PM to 8:00 PM 000000000000420274 073
8:00 PM to 8:15 PM 00000000000086106 030
8:15 PM to 8:30 PM 000000000000207359 071
8:30 PM to 8:45 PM 00001000000015962 132
8:45 PM to 9:00 PM 00000000000010933 025
9:00 PM to 9:15 PM 00000010000011060 117
9:15 PM to 9:30 PM 0000000000006011 08
9:30 PM to 9:45 PM 00000000000010014 015
9:45 PM to 10:00 PM 0000000000002323 010
10:00 PM to 10:15 PM 0000000000002010 03
10:15 PM to 10:30 PM 0000000000000233 08
10:30 PM to 10:45 PM 0000000000006000 06
10:45 PM to 11:00 PM 0000000000003003 06
11:00 PM to 11:15 PM 0000100000010002 22
11:15 PM to 11:30 PM 0000000000000010 01
11:30 PM to 11:45 PM 0000000000004001 05
11:45 PM to 12:00 AM 0000000000000001 01
4 29 4 5 44 0 8 18 5 10 8 16 467 266 403 173 151 1309
Left Thru Right Left Thru Right Left Thru Right Left Thru Right North CW South CW East CW West CW Bicycles Pedestrians 11:30 AM to 12:30 PM 01005006023038181713 1786
1:15 PM to 2:15 PM 01103020010030192714 8 90
Price Canyon Rd @ 101 SB Offramp / Price St 35.1410302
Pismo Beach, San Luis Obispo -120.6392174
Thursday, August 11, 2022 Clear
Northbound Bicycles Southbound Bicycles Eastbound Bicycles Westbound Bicycles Pedestrians in each Crosswalk TOTALS Pedestrians in each Crosswalk TOTALS

PEAK HOUR
Time

DAILY TOTALS
Northbound Bicycles Southbound Bicycles Eastbound Bicycles Westbound Bicycles

LOCATION LATITUDE

CITY/COUNTY LONGITUDE

COLLECTION DATE WEATHER
TOTALS
U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks Vehicles 12:00 AM to 12:15 AM 00000000000050000701 12
12:15 AM to 12:30 AM 00000010100130100920 17
12:30 AM to 12:45 AM 00000000101021000200 7
12:45 AM to 1:00 AM 00000000100021000100 5
1:00 AM to 1:15 AM 00000000000030100200 5
1:15 AM to 1:30 AM 00000000200040000100 7
1:30 AM to 1:45 AM 00000000000020000200 4
1:45 AM to 2:00 AM 00000000000010000501 6
2:00 AM to 2:15 AM 00000000100120000201 6
2:15 AM to 2:30 AM 01000000000040000510 11
2:30 AM to 2:45 AM 00000010000021000000 4
2:45 AM to 3:00 AM 01000000000060100110 9
3:00 AM to 3:15 AM 00000000000170000201 10
3:15 AM to 3:30 AM 00000000100150000000 7
3:30 AM to 3:45 AM 00000000000050001301 9
3:45 AM to 4:00 AM 000000000000140000100 15
4:00 AM to 4:15 AM 000000101000141200803 25
4:15 AM to 4:30 AM 000200000000141000320 22
4:30 AM to 4:45 AM 010000001001260000512 35
4:45 AM to 5:00 AM 0110001020023812001203 58
5:00 AM to 5:15 AM 0100000000003110011110 46
5:15 AM to 5:30 AM 000000000002442000710 56
5:30 AM to 5:45 AM 0001001000039721001812 123
5:45 AM to 6:00 AM 03000010200178400025414 118
6:00 AM to 6:15 AM 0171101030038570002738 138
6:15 AM to 6:30 AM 05401000300311944002942 171
6:30 AM to 6:45 AM 02300050400116362003805 222
6:45 AM to 7:00 AM 00712001700915355014503 229
7:00 AM to 7:15 AM 039020101020129320006238 195
7:15 AM to 7:30 AM 05200010600812474006225 217
7:30 AM to 7:45 AM 02310020100017168180264110 271
7:45 AM to 8:00 AM 0424201011002414765006736 269
8:00 AM to 8:15 AM 032110208001310115003124 164
8:15 AM to 8:30 AM 032100301500610423004687 190
8:30 AM to 8:45 AM 032100122600158625015245 195
8:45 AM to 9:00 AM 0110004126207112510004693 212
9:00 AM to 9:15 AM 041100311310106515006064 165
9:15 AM to 9:30 AM 052100501810107729006186 189
9:30 AM to 9:45 AM 011100101210266033025578 169
9:45 AM to 10:00 AM 0320006115212864660157148 198
10:00 AM to 10:15 AM 02200030900166394006156 170
10:15 AM to 10:30 AM 071020101500158028005156 177
10:30 AM to 10:45 AM 061100301900245364017128 187
10:45 AM to 11:00 AM 030000212200256377006535 191
11:00 AM to 11:15 AM 0101001242001463310005266 185
11:15 AM to 11:30 AM 011210403510115126006849 179
11:30 AM to 11:45 AM 0220103028002080126016916 218
11:45 AM to 12:00 PM 071100522200187075027346 212
12:00 PM to 12:15 PM 051000301021126111026964 171
12:15 PM to 12:30 PM 041000301200156266017758 186
12:30 PM to 12:45 PM 021200201210175961008878 196
12:45 PM to 1:00 PM 013000202320135416008554 187
1:00 PM to 1:15 PM 013000301301126539005355 159
1:15 PM to 1:30 PM 0311004019002663960259124 199
1:30 PM to 1:45 PM 030200202020196424006565 183
1:45 PM to 2:00 PM 014100221300205864008093 196
2:00 PM to 2:15 PM 05200012121085266018473 180
2:15 PM to 2:30 PM 0431101116002058840010057 217
2:30 PM to 2:45 PM 03300010140012521201132110 220
2:45 PM to 3:00 PM 03100010500125311400121115 218
3:00 PM to 3:15 PM 0340002014011254740110767 211
3:15 PM to 3:30 PM 0320001015102661530214654 266
3:30 PM to 3:45 PM 05211011170016727302157114 292
3:45 PM to 4:00 PM 02600010900566810117437 275
4:00 PM to 4:15 PM 050000108101454310013570 227
4:15 PM to 4:30 PM 01200012121015641240016553 279
4:30 PM to 4:45 PM 05210010170016641030115471 278
4:45 PM to 5:00 PM 0530000113001452700214791 253
5:00 PM to 5:15 PM 003000201610116216101163102 284
5:15 PM to 5:30 PM 021200301000146210101177132 295
5:30 PM to 5:45 PM 02101020110011536202152141 254
5:45 PM to 6:00 PM 061000201310255141019330 199
6:00 PM to 6:15 PM 041000001500184890029261 195
6:15 PM to 6:30 PM 052000201500183930018171 173
6:30 PM to 6:45 PM 03100020700124161006453 141
6:45 PM to 7:00 PM 041000201400133350005141 127
7:00 PM to 7:15 PM 031000001000122874004611 108
7:15 PM to 7:30 PM 02100000300103884014522 110
7:30 PM to 7:45 PM 0813000090091870003230 90
7:45 PM to 8:00 PM 02000030600727110003410 91
8:00 PM to 8:15 PM 04100020500112660012940 89
8:15 PM to 8:30 PM 0300003070072741013321 87
8:30 PM to 8:45 PM 02000030600123494002801 94
8:45 PM to 9:00 PM 0300001041182170014930 98
9:00 PM to 9:15 PM 0301000010172150003910 79
9:15 PM to 9:30 PM 0000002050091940002411 64
9:30 PM to 9:45 PM 0000001020052410002920 64
9:45 PM to 10:00 PM 02000000400151760001700 61
10:00 PM to 10:15 PM 0000001170061530002000 53
10:15 PM to 10:30 PM 0100000100051020001910 39
10:30 PM to 10:45 PM 000000104004930001500 36
10:45 PM to 11:00 PM 010000005003900001200 30
11:00 PM to 11:15 PM 0000000030031220001700 37
11:15 PM to 11:30 PM 010000022103910001100 29
11:30 PM to 11:45 PM 00000000101191100610 20
11:45 PM to 12:00 AM 030020000003711001600 30
0 210 118 36 18 0 129 24 851 25 8 914 4610 389 225 0 41 5036 334 283 12700 TOTALS
U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks Vehicles 7:00 AM to 8:00 AM 0 14 16 54050372061532161702255929 952 11:15 AM to 12:15 PM 0 15 53201529531612622218052791525 780 4:30 PM to 5:30 PM 01293006156105524043505641396 1110
Southbound Eastbound Westbound
Northbound Southbound Eastbound Westbound
Time

PEAK HOUR
Clear
Price Canyon Rd @ Bello St
Pismo Beach, San Luis Obispo
Thursday, August 11, 2022

35.1419733
-120.6379461

DAILY TOTALS
Northbound

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Left Thru Right Left Thru Right Left Thru Right Left Thru Right North CW South CW East CW West CW Bicycles Pedestrians 12:00 AM to 12:15 AM 0000000000000000 00
12:15 AM to 12:30 AM 0000000000000000 00
12:30 AM to 12:45 AM 0000000000000000 00
12:45 AM to 1:00 AM 0000000000000000 00
1:00 AM to 1:15 AM 0000000000000000 00
1:15 AM to 1:30 AM 0000000000000000 00
1:30 AM to 1:45 AM 0000000000000000 00
1:45 AM to 2:00 AM 0000000000000000 00
2:00 AM to 2:15 AM 0000000000000000 00
2:15 AM to 2:30 AM 0000000000000000 00
2:30 AM to 2:45 AM 0000000000000000 00
2:45 AM to 3:00 AM 0000000000000000 00
3:00 AM to 3:15 AM 0000000000000000 00
3:15 AM to 3:30 AM 0000000000000000 00
3:30 AM to 3:45 AM 0000000000000000 00
3:45 AM to 4:00 AM 0000000000000000 00
4:00 AM to 4:15 AM 0000000000000000 00
4:15 AM to 4:30 AM 0000000000000000 00
4:30 AM to 4:45 AM 0000000000000000 00
4:45 AM to 5:00 AM 0000000000000000 00
5:00 AM to 5:15 AM 0000000000000000 00
5:15 AM to 5:30 AM 0000000000000000 00
5:30 AM to 5:45 AM 0000000000000000 00
5:45 AM to 6:00 AM 0000000000000000 00
6:00 AM to 6:15 AM 0000000000000000 00
6:15 AM to 6:30 AM 0000000000000000 00
6:30 AM to 6:45 AM 0000000000000000 00
6:45 AM to 7:00 AM 0000000000000000 00
7:00 AM to 7:15 AM 0000000000000000 00
7:15 AM to 7:30 AM 0000000000000000 00
7:30 AM to 7:45 AM 0000000000000000 00
7:45 AM to 8:00 AM 0000000000000000 00
8:00 AM to 8:15 AM 0000000000000000 00
8:15 AM to 8:30 AM 0000000000000000 00
8:30 AM to 8:45 AM 0001000000000000 10
8:45 AM to 9:00 AM 0000000000000000 00
9:00 AM to 9:15 AM 0000000200000000 20
9:15 AM to 9:30 AM 0000000000000000 00
9:30 AM to 9:45 AM 0000000000000100 01
9:45 AM to 10:00 AM 0100000000000000 10
10:00 AM to 10:15 AM 0000000000000000 00
10:15 AM to 10:30 AM 0000000000000000 00
10:30 AM to 10:45 AM 0000000000000000 00
10:45 AM to 11:00 AM 0000000000001000 01
11:00 AM to 11:15 AM 0001000000000000 10
11:15 AM to 11:30 AM 0000000000000110 02
11:30 AM to 11:45 AM 0000000100101000 21
11:45 AM to 12:00 PM 0000000000100000 10
12:00 PM to 12:15 PM 0000000000000000 00
12:15 PM to 12:30 PM 0000000000000100 01
12:30 PM to 12:45 PM 0000000000000000 00
12:45 PM to 1:00 PM 0000000000100000 10
1:00 PM to 1:15 PM 0000000200000000 20
1:15 PM to 1:30 PM 0000000000000000 00
1:30 PM to 1:45 PM 0000000000000000 00
1:45 PM to 2:00 PM 0000000000000000 00
2:00 PM to 2:15 PM 0000000000000000 00
2:15 PM to 2:30 PM 0000000100000000 10
2:30 PM to 2:45 PM 0000000000000000 00
2:45 PM to 3:00 PM 0000000000000000 00
3:00 PM to 3:15 PM 0000000000000000 00
3:15 PM to 3:30 PM 0000000000000000 00
3:30 PM to 3:45 PM 0000000000000000 00
3:45 PM to 4:00 PM 0000000000000000 00
4:00 PM to 4:15 PM 0000000000000000 00
4:15 PM to 4:30 PM 0000000000000000 00
4:30 PM to 4:45 PM 0000000000000000 00
4:45 PM to 5:00 PM 0100000100000100 21
5:00 PM to 5:15 PM 0000000000000010 01
5:15 PM to 5:30 PM 0000020000101000 31
5:30 PM to 5:45 PM 0000000000000000 00
5:45 PM to 6:00 PM 0000000000100000 10
6:00 PM to 6:15 PM 0000000000001000 01
6:15 PM to 6:30 PM 0001000010000000 20
6:30 PM to 6:45 PM 0200000000000000 20
6:45 PM to 7:00 PM 0000000000000000 00
7:00 PM to 7:15 PM 0000000000100000 10
7:15 PM to 7:30 PM 0001000000000000 10
7:30 PM to 7:45 PM 0000000000000000 00
7:45 PM to 8:00 PM 0000000000000000 00
8:00 PM to 8:15 PM 0000010000000000 10
8:15 PM to 8:30 PM 0000000000000000 00
8:30 PM to 8:45 PM 0000000000000000 00
8:45 PM to 9:00 PM 0000000000000000 00
9:00 PM to 9:15 PM 0000000000000000 00
9:15 PM to 9:30 PM 0000000000000000 00
9:30 PM to 9:45 PM 0000000000000000 00
9:45 PM to 10:00 PM 0000000000000000 00
10:00 PM to 10:15 PM 0000000000000000 00
10:15 PM to 10:30 PM 0000000000000000 00
10:30 PM to 10:45 PM 0000000000000000 00
10:45 PM to 11:00 PM 0000000000000000 00
11:00 PM to 11:15 PM 0000000000000000 00
11:15 PM to 11:30 PM 0000000000000000 00
11:30 PM to 11:45 PM 0000000000000000 00
11:45 PM to 12:00 AM 0000000000000000 00
0404030710604420 2510
Left Thru Right Left Thru Right Left Thru Right Left Thru Right North CW South CW East CW West CW Bicycles Pedestrians 7:00 AM to 8:00 AM 0000000000000000 0 0
11:15 AM to 12:15 PM 0000000100201110 3 3
4:30 PM to 5:30 PM 0100020100101110 5 3

DAILY TOTALS
TOTALS
TOTALSNorthbound Bicycles Southbound Bicycles Eastbound Bicycles Westbound Bicycles Pedestrians in each Crosswalk

PEAK HOUR
Clear
Southbound Bicycles Eastbound Bicycles Westbound Bicycles Pedestrians in each Crosswalk Time
Northbound Bicycles
Price Canyon Rd @ Bello St 35.1419733
Pismo Beach, San Luis Obispo -120.6379461
Thursday, August 11, 2022

LOCATION LATITUDE

CITY/COUNTY LONGITUDE

COLLECTION DATE WEATHER
TOTALS
U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks Vehicles 12:00 AM to 12:15 AM 010000004001420001400 26
12:15 AM to 12:30 AM 020000001000104000800 25
12:30 AM to 12:45 AM 01000000400131000700 17
12:45 AM to 1:00 AM 01100000300120000300 11
1:00 AM to 1:15 AM 00100000410030000100 9
1:15 AM to 1:30 AM 00000010000200000500 8
1:30 AM to 1:45 AM 01100000100111000300 9
1:45 AM to 2:00 AM 00000000000141000200 8
2:00 AM to 2:15 AM 00000000100200000200 5
2:15 AM to 2:30 AM 00000000000130000300 7
2:30 AM to 2:45 AM 00000000100010000300 5
2:45 AM to 3:00 AM 00000000000050000100 6
3:00 AM to 3:15 AM 00000000100080000500 14
3:15 AM to 3:30 AM 00000000100080000101 10
3:30 AM to 3:45 AM 00000000100060000500 12
3:45 AM to 4:00 AM 000000001001110000300 16
4:00 AM to 4:15 AM 00000010100130100500 11
4:15 AM to 4:30 AM 00000010100040000503 11
4:30 AM to 4:45 AM 000000000000220100100 23
4:45 AM to 5:00 AM 000000002000190000302 24
5:00 AM to 5:15 AM 010000000000110100901 21
5:15 AM to 5:30 AM 0200000000011720001301 35
5:30 AM to 5:45 AM 010000001001311000601 41
5:45 AM to 6:00 AM 011000203001281000300 40
6:00 AM to 6:15 AM 002000100000150000700 25
6:15 AM to 6:30 AM 0120000060012814001910 59
6:30 AM to 6:45 AM 0221000080032100002902 66
6:45 AM to 7:00 AM 0000000181032013002111 55
7:00 AM to 7:15 AM 01200000500142422001923 69
7:15 AM to 7:30 AM 01200000500123113002202 74
7:30 AM to 7:45 AM 01100110700113611002351 87
7:45 AM to 8:00 AM 04300010501182501003733 97
8:00 AM to 8:15 AM 0231000020092722003031 79
8:15 AM to 8:30 AM 01100010600102931013566 93
8:30 AM to 8:45 AM 00310022130084450003212 111
8:45 AM to 9:00 AM 03200021110074230003340 108
9:00 AM to 9:15 AM 03100011170073020003961 107
9:15 AM to 9:30 AM 021000112110174420004630 138
9:30 AM to 9:45 AM 021100221300134421004763 133
9:45 AM to 10:00 AM 051001201200155631024941 150
10:00 AM to 10:15 AM 061000111701123891013940 130
10:15 AM to 10:30 AM 09000000700134362005361 137
10:30 AM to 10:45 AM 022000311210115934005560 154
10:45 AM to 11:00 AM 051000211400136081004241 150
11:00 AM to 11:15 AM 041000401800284672004971 164
11:15 AM to 11:30 AM 0210004036001938102026061 178
11:30 AM to 11:45 AM 0621002328102468112015771 210
11:45 AM to 12:00 PM 0322004025113266210164133 215
12:00 PM to 12:15 PM 0210102036002845600045120 177
12:15 PM to 12:30 PM 042000603000316061015780 205
12:30 PM to 12:45 PM 032000512000275672005960 186
12:45 PM to 1:00 PM 0700008325002844400058100 187
1:00 PM to 1:15 PM 053100102900225163054861 177
1:15 PM to 1:30 PM 052010323900294842015530 191
1:30 PM to 1:45 PM 031100503400274252004961 173
1:45 PM to 2:00 PM 030000314000155591026740 199
2:00 PM to 2:15 PM 061000314201215571014911 188
2:15 PM to 2:30 PM 0921003131002347102005361 186
2:30 PM to 2:45 PM 042000203000383881006082 190
2:45 PM to 3:00 PM 0520001039013140123005270 190
3:00 PM to 3:15 PM 0130007124012042610050101 165
3:15 PM to 3:30 PM 0122101034003041121006922 194
3:30 PM to 3:45 PM 130000313220334980006640 200
3:45 PM to 4:00 PM 061000212200245242016170 181
4:00 PM to 4:15 PM 034100503100243571014563 162
4:15 PM to 4:30 PM 040001311600294082026862 178
4:30 PM to 4:45 PM 0110100101401273551015170 154
4:45 PM to 5:00 PM 032101102200274450004521 153
5:00 PM to 5:15 PM 045000122300313880026280 184
5:15 PM to 5:30 PM 083100312000363870004180 166
5:30 PM to 5:45 PM 022000211200353393024631 147
5:45 PM to 6:00 PM 031001002010194062004850 143
6:00 PM to 6:15 PM 024000311600213660003170 127
6:15 PM to 6:30 PM 041000354500223570015550 183
6:30 PM to 6:45 PM 031000313400223550013530 143
6:45 PM to 7:00 PM 0330000013003538100003710 140
7:00 PM to 7:15 PM 070100201601293470013140 133
7:15 PM to 7:30 PM 01000021700253472013730 118
7:30 PM to 7:45 PM 040000101710202841002740 105
7:45 PM to 8:00 PM 03000020800142680002720 90
8:00 PM to 8:15 PM 044100111200212260003420 108
8:15 PM to 8:30 PM 05000010702182470003610 101
8:30 PM to 8:45 PM 0400001012002029111002701 104
8:45 PM to 9:00 PM 03010001500223081002500 95
9:00 PM to 9:15 PM 04000011700152270002700 84
9:15 PM to 9:30 PM 0100000010081930001600 48
9:30 PM to 9:45 PM 00100000601222440002201 80
9:45 PM to 10:00 PM 02100010600101650001600 57
10:00 PM to 10:15 PM 02000000901111940003000 76
10:15 PM to 10:30 PM 0100000040091700013600 68
10:30 PM to 10:45 PM 01000001600141201001400 48
10:45 PM to 11:00 PM 020000118009113000900 44
11:00 PM to 11:15 PM 00000010100051631001500 50
11:15 PM to 11:30 PM 0301001010041530001000 38
11:30 PM to 11:45 PM 0210000060061421001300 44
11:45 PM to 12:00 AM 000000000000920001500 26
1 242 98 20 3 5 134 44 1248 10 12 1352 2771 388 76 0 32 2947 275 61 9569 TOTALS
U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks Vehicles 11:30 AM to 12:30 PM 01573101431192111523925403223404 807 1:15 PM to 2:15 PM 0174110144155019220025604220142 751
Northbound Southbound Eastbound Westbound

PEAK HOUR
Northbound Southbound Eastbound Westbound
Time

DAILY TOTALS
Price Canyon Rd @ Bello St 35.1419733
Pismo Beach, San Luis Obispo -120.6379461
Saturday, August 13, 2022 Clear

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Left Thru Right Left Thru Right Left Thru Right Left Thru Right North CW South CW East CW West CW Bicycles Pedestrians 12:00 AM to 12:15 AM 0000000000000000 00
12:15 AM to 12:30 AM 0000000000000000 00
12:30 AM to 12:45 AM 0000000000000000 00
12:45 AM to 1:00 AM 0000000000000000 00
1:00 AM to 1:15 AM 0000000000000000 00
1:15 AM to 1:30 AM 0000000000000000 00
1:30 AM to 1:45 AM 0000000000000000 00
1:45 AM to 2:00 AM 0000000000000000 00
2:00 AM to 2:15 AM 0000000000000000 00
2:15 AM to 2:30 AM 0000000000000000 00
2:30 AM to 2:45 AM 0000000000000000 00
2:45 AM to 3:00 AM 0000000000000000 00
3:00 AM to 3:15 AM 0000000000000000 00
3:15 AM to 3:30 AM 0000000000000000 00
3:30 AM to 3:45 AM 0000000000000000 00
3:45 AM to 4:00 AM 0000000000000000 00
4:00 AM to 4:15 AM 0000000000000000 00
4:15 AM to 4:30 AM 0000000000000000 00
4:30 AM to 4:45 AM 0000000000000000 00
4:45 AM to 5:00 AM 0000000000000000 00
5:00 AM to 5:15 AM 0000000000000000 00
5:15 AM to 5:30 AM 0000000000000000 00
5:30 AM to 5:45 AM 0000000000000000 00
5:45 AM to 6:00 AM 0000000000000000 00
6:00 AM to 6:15 AM 0000000000000000 00
6:15 AM to 6:30 AM 0000000000000000 00
6:30 AM to 6:45 AM 0000000000000000 00
6:45 AM to 7:00 AM 0000000000000000 00
7:00 AM to 7:15 AM 0000000000000000 00
7:15 AM to 7:30 AM 0000000000110000 20
7:30 AM to 7:45 AM 0000001000000000 10
7:45 AM to 8:00 AM 0000000000010000 10
8:00 AM to 8:15 AM 0002000200000000 40
8:15 AM to 8:30 AM 0000000000000000 00
8:30 AM to 8:45 AM 0000000000010000 10
8:45 AM to 9:00 AM 0000000000000000 00
9:00 AM to 9:15 AM 0000000000001200 03
9:15 AM to 9:30 AM 0000000000300100 31
9:30 AM to 9:45 AM 0000000000200010 21
9:45 AM to 10:00 AM 0000000000470000 11 0
10:00 AM to 10:15 AM 0000000120130000 70
10:15 AM to 10:30 AM 1000000000300000 40
10:30 AM to 10:45 AM 0001000100010000 30
10:45 AM to 11:00 AM 0003000000231000 81
11:00 AM to 11:15 AM 0001000100000010 21
11:15 AM to 11:30 AM 0000000100001000 11
11:30 AM to 11:45 AM 0000000000230000 50
11:45 AM to 12:00 PM 0000100100001100 22
12:00 PM to 12:15 PM 2100000000000000 30
12:15 PM to 12:30 PM 0001000210300000 70
12:30 PM to 12:45 PM 0100000000002400 16
12:45 PM to 1:00 PM 0000010000100000 20
1:00 PM to 1:15 PM 0001000010000000 20
1:15 PM to 1:30 PM 0000000000000000 00
1:30 PM to 1:45 PM 0000000000000500 05
1:45 PM to 2:00 PM 0001001100000300 33
2:00 PM to 2:15 PM 1000000000001000 11
2:15 PM to 2:30 PM 0000000100000400 14
2:30 PM to 2:45 PM 0000000000000000 00
2:45 PM to 3:00 PM 0200030000000200 52
3:00 PM to 3:15 PM 2010000000000000 30
3:15 PM to 3:30 PM 1000000000000000 10
3:30 PM to 3:45 PM 0000000020201500 46
3:45 PM to 4:00 PM 0000010000010000 20
4:00 PM to 4:15 PM 0000000000000000 00
4:15 PM to 4:30 PM 0000000000000200 02
4:30 PM to 4:45 PM 0000000000000000 00
4:45 PM to 5:00 PM 0000000000000000 00
5:00 PM to 5:15 PM 0000000000000020 02
5:15 PM to 5:30 PM 0000000000000500 05
5:30 PM to 5:45 PM 0000000100012000 22
5:45 PM to 6:00 PM 0001000000000500 15
6:00 PM to 6:15 PM 0000000000003600 09
6:15 PM to 6:30 PM 0000000100100100 21
6:30 PM to 6:45 PM 0000000000000100 01
6:45 PM to 7:00 PM 0000000000001200 03
7:00 PM to 7:15 PM 0000000000000000 00
7:15 PM to 7:30 PM 0000000000000500 05
7:30 PM to 7:45 PM 0000000000000200 02
7:45 PM to 8:00 PM 0000000000000000 00
8:00 PM to 8:15 PM 0000000000003300 06
8:15 PM to 8:30 PM 0000000000000000 00
8:30 PM to 8:45 PM 0000000000001000 01
8:45 PM to 9:00 PM 0000000000000000 00
9:00 PM to 9:15 PM 0000000000000000 00
9:15 PM to 9:30 PM 0000000000000000 00
9:30 PM to 9:45 PM 0000000000000000 00
9:45 PM to 10:00 PM 0000000000000000 00
10:00 PM to 10:15 PM 0000000000000000 00
10:15 PM to 10:30 PM 0000000000000000 00
10:30 PM to 10:45 PM 0000000000000000 00
10:45 PM to 11:00 PM 0000000000000000 00
11:00 PM to 11:15 PM 0000000000000000 00
11:15 PM to 11:30 PM 0000000000000000 00
11:30 PM to 11:45 PM 0000000000000000 00
11:45 PM to 12:00 AM 0000000000000000 00
7 4 1 11 1 5 2 13 6 0 25 22 18 59 4 0 97 81
Left Thru Right Left Thru Right Left Thru Right Left Thru Right North CW South CW East CW West CW Bicycles Pedestrians 11:30 AM to 12:30 PM 2101100310531100 17 2
1:15 PM to 2:15 PM 1001001100001800 4 9
Pedestrians in each Crosswalk TOTALS

PEAK HOUR
Time

DAILY TOTALS
Northbound Bicycles Southbound Bicycles Eastbound Bicycles Westbound Bicycles Northbound Bicycles Southbound Bicycles Eastbound Bicycles Westbound Bicycles Pedestrians in each Crosswalk TOTALS Price Canyon Rd @ Bello St 35.1419733
Pismo Beach, San Luis Obispo -120.6379461
Saturday, August 13, 2022 Clear

Price Canyon Rd/Bello St ICE Weekday AM Peak (2022)
1: Price Street & Hinds Avenue Queues
CCTC Synchro 11 Report

Page 1 ends

Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 2 149 191 189 626 76
v/c Ratio 0.01 0.51 0.22 0.22 0.70 0.22
Control Delay 24.0 30.1 11.0 8.7 8.9 26.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 24.0 30.1 11.0 8.7 8.9 26.5
Queue Length 50th (ft) 1 50 38 29 12 14
Queue Length 95th (ft) 6 105 97 81 52 32
Internal Link Dist (ft) 143 36 117 101
Turn Bay Length (ft)
Base Capacity (vph) 900 922 854 871 1808 1256
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.00 0.16 0.22 0.22 0.35 0.06
Intersection Summary

Price Canyon Rd/Bello St ICE Weekday AM Peak (2022)
1: Price Street & Hinds Avenue HCM Signalized Intersection Capacity Analysis CCTC Synchro 11 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 2 103 28 323 0 11 0 59 492 8 59 0
Future Volume (vph) 2 103 28 323 0 11 0 59 492 8 59 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 3.5 3.5
Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.97 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.97 1.00 0.99 0.87 1.00
Flt Protected 0.95 1.00 0.95 0.96 1.00 0.99
Satd. Flow (prot) 1736 1768 1649 1640 2922 3449
Flt Permitted 0.95 1.00 0.95 0.96 1.00 0.68
Satd. Flow (perm) 1736 1768 1649 1640 2922 2352
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 2 117 32 367 0 12 0 67 559 9 67 0
RTOR Reduction (vph) 0 10 0 0 21 0 0 478 0000
Lane Group Flow (vph) 2 139 0 191 168 0 0 148 0 0 76 0
Confl. Peds. (#/hr) 1 1 5 5
Confl. Bikes (#/hr)1
Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4%
Turn Type Split NA Split NA NA Perm NA
Protected Phases 3 3 4 4 6 2
Permitted Phases 2
Actuated Green, G (s) 10.4 10.4 33.8 33.8 9.4 9.4
Effective Green, g (s) 10.4 10.4 33.8 33.8 9.4 9.4
Actuated g/C Ratio 0.16 0.16 0.52 0.52 0.14 0.14
Clearance Time (s) 4.0 4.0 4.0 4.0 3.5 3.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 277 282 856 851 421 339
v/s Ratio Prot 0.00 c0.08 c0.12 0.10 c0.05
v/s Ratio Perm 0.03
v/c Ratio 0.01 0.49 0.22 0.20 0.35 0.22
Uniform Delay, d1 23.0 24.9 8.5 8.4 25.1 24.6
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.0 1.4 0.6 0.5 0.5 0.3
Delay (s) 23.0 26.3 9.1 8.9 25.6 25.0
Level of Service C C A A C C
Approach Delay (s) 26.3 9.0 25.6 25.0
Approach LOS C A C C
Intersection Summary
HCM 2000 Control Delay 20.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.30
Actuated Cycle Length (s) 65.1 Sum of lost time (s) 11.5 Intersection Capacity Utilization 52.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

Price Canyon Rd/Bello St ICE Weekday AM Peak (2022)
1: Price Street & Hinds Avenue HCM 6th Signalized Intersection Summary CCTC Synchro 11 Report

Page 3 ends

HCM 6th Edition methodology expects strict NEMA phasing.

Price Canyon Rd/Bello St ICE Weekday AM Peak (2022)
2: Hinds Avenue/Price Canyon Rd & US 101 SB Offramp HCM 6th TWSC CCTC Synchro 11 Report

Page 4 ends

Intersection
Int Delay, s/veh 0.5
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 603 307 0 9 27
Future Vol, veh/h 0 603 307 0 9 27
Conflicting Peds, #/hr 1 00100
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - 260 200 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 4 44444
Mvmt Flow 0 685 349 0 10 31

Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 1034 175
Stage 1 - - - - 349 -
Stage 2 - - - - 685 -
Critical Hdwy - - - - 6.66 6.96
Critical Hdwy Stg 1 - - - - 5.86 -
Critical Hdwy Stg 2 - - - - 5.46 -
Follow-up Hdwy - - - - 3.538 3.338
Pot Cap-1 Maneuver 0 - - 0 239 833
Stage 1 0 - - 0 681 -
Stage 2 0 - - 0 495 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - - 239 833
Mov Cap-2 Maneuver - - - - 239 -
Stage 1 - - - - 681 -
Stage 2 - - - - 495 -

Approach EB WB SB
HCM Control Delay, s 0 0 12.3

HCM LOS B

Minor Lane/Major Mvmt EBT WBTSBLn1SBLn2
Capacity (veh/h) - - 239 833
HCM Lane V/C Ratio - - 0.043 0.037
HCM Control Delay (s) - - 20.7 9.5
HCM Lane LOS - - C A
HCM 95th %tile Q(veh) - - 0.1 0.1

Price Canyon Rd/Bello St ICE Weekday AM Peak (2022)
3: Bello St & Price Canyon Rd HCM 6th TWSC
CCTC Synchro 11 Report

Page 5 ends

Intersection
Int Delay, s/veh 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 61 532 16 2 255 9 14 16 5 5 0 37
Future Vol, veh/h 61 532 16 2 255 9 14 16 5 5 0 37
Conflicting Peds, #/hr 0 0 0 000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - Yield - - Yield
Storage Length 50 - - 50 ----50--50
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88
Heavy Vehicles, % 5 5 5 555555555
Mvmt Flow 69 605 18 2 290 10 16 18 6 6 0 42

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 300 0 0 623 0 0 1051 1056 614 1060 1060 295 Stage 1 - - - - - - 752 752 - 299 299 -
Stage 2 - - - - - - 299 304 - 761 761 -
Critical Hdwy 4.15 - - 4.15 - - 7.15 6.55 6.25 7.15 6.55 6.25 Critical Hdwy Stg 1 - - - - - - 6.15 5.55 - 6.15 5.55 - Critical Hdwy Stg 2 - - - - - - 6.15 5.55 - 6.15 5.55 - Follow-up Hdwy 2.245 - - 2.245 - - 3.545 4.045 3.345 3.545 4.045 3.345 Pot Cap-1 Maneuver 1244 - - 944 - - 202 223 486 199 221 737 Stage 1 - - - - - - 398 414 - 703 661 -
Stage 2 - - - - - - 703 658 - 393 410 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1244 - - 944 - - 182 210 486 176 208 737 Mov Cap-2 Maneuver - - - - - - 182 210 - 176 208 -
Stage 1 - - - - - - 376 391 - 664 660 -
Stage 2 - - - - - - 661 657 - 350 387 -

Approach EB WB NB SB
HCM Control Delay, s 0.8 0.1 25.1 12.1

HCM LOS D B

Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h) 196 486 1244 - - 944 - - 176 737
HCM Lane V/C Ratio 0.174 0.012 0.056 - - 0.002 - - 0.032 0.057 HCM Control Delay (s) 27.2 12.5 8.1 - - 8.8 - - 26.1 10.2 HCM Lane LOS D B A - - A - - D B
HCM 95th %tile Q(veh) 0.6 0 0.2 - - 0 - - 0.1 0.2

Price Canyon Rd/Bello St ICE Weekday PM Peak (2022)
1: Price Street & Hinds Avenue Queues
CCTC Synchro 11 Report

Page 1 ends

Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 45 166 423 416 445 282
v/c Ratio 0.14 0.48 0.52 0.50 0.62 0.53
Control Delay 24.4 22.4 17.5 15.6 16.3 31.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 24.4 22.4 17.5 15.6 16.3 31.5
Queue Length 50th (ft) 16 43 109 94 37 55
Queue Length 95th (ft) 43 100 275 249 90 105
Internal Link Dist (ft) 143 36 117 101
Turn Bay Length (ft)
Base Capacity (vph) 861 840 818 825 1688 1641
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.05 0.20 0.52 0.50 0.26 0.17
Intersection Summary

Price Canyon Rd/Bello St ICE Weekday PM Peak (2022)
1: Price Street & Hinds Avenue HCM Signalized Intersection Capacity Analysis CCTC Synchro 11 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 42 73 83 723 0 66 0 182 236 10 255 0 Future Volume (vph) 42 73 83 723 0 66 0 182 236 10 255 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 3.5 3.5
Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95
Frpb, ped/bikes 1.00 0.98 1.00 1.00 0.97 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.92 1.00 0.97 0.92 1.00
Flt Protected 0.95 1.00 0.95 0.96 1.00 1.00
Satd. Flow (prot) 1770 1684 1681 1651 3146 3531
Flt Permitted 0.95 1.00 0.95 0.96 1.00 0.93
Satd. Flow (perm) 1770 1684 1681 1651 3146 3277
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 45 78 88 769 0 70 0 194 251 11 271 0
RTOR Reduction (vph) 0 42 0 0 22 0 0 210 0000
Lane Group Flow (vph) 45 124 0 423 394 0 0 235 0 0 282 0 Confl. Peds. (#/hr) 6 21 21 6 7 11 11 7
Confl. Bikes (#/hr) 1 2 1
Turn Type Split NA Split NA NA Perm NA
Protected Phases 3 3 4 4 6 2
Permitted Phases 2
Actuated Green, G (s) 12.8 12.8 34.0 34.0 11.5 11.5
Effective Green, g (s) 12.8 12.8 34.0 34.0 11.5 11.5
Actuated g/C Ratio 0.18 0.18 0.49 0.49 0.16 0.16
Clearance Time (s) 4.0 4.0 4.0 4.0 3.5 3.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 324 308 818 804 518 539
v/s Ratio Prot 0.03 c0.07 c0.25 0.24 0.07
v/s Ratio Perm c0.09
v/c Ratio 0.14 0.40 0.52 0.49 0.45 0.52
Uniform Delay, d1 23.9 25.1 12.3 12.1 26.3 26.6
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.2 0.9 2.3 2.1 0.6 0.9
Delay (s) 24.1 26.0 14.6 14.2 27.0 27.6
Level of Service C C B B C C
Approach Delay (s) 25.6 14.4 27.0 27.6
Approach LOS C B C C
Intersection Summary
HCM 2000 Control Delay 21.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.49
Actuated Cycle Length (s) 69.8 Sum of lost time (s) 11.5 Intersection Capacity Utilization 60.2% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group

Price Canyon Rd/Bello St ICE Weekday PM Peak (2022)
1: Price Street & Hinds Avenue HCM 6th Signalized Intersection Summary CCTC Synchro 11 Report

Page 3 ends

HCM 6th Edition methodology expects strict NEMA phasing.

Price Canyon Rd/Bello St ICE Weekday PM Peak (2022)
2: Hinds Avenue/Price Canyon Rd & US 101 SB Offramp HCM 6th TWSC CCTC Synchro 11 Report

Page 4 ends

Intersection
Int Delay, s/veh 1.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 319 710 0 14 79
Future Vol, veh/h 0 319 710 0 14 79
Conflicting Peds, #/hr 6 00600
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - 260 200 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, % 2 22222
Mvmt Flow 0 339 755 0 15 84

Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 1094 378
Stage 1 - - - - 755 -
Stage 2 - - - - 339 -
Critical Hdwy - - - - 6.63 6.93
Critical Hdwy Stg 1 - - - - 5.83 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy - - - - 3.519 3.319
Pot Cap-1 Maneuver 0 - - 0 222 621
Stage 1 0 - - 0 426 -
Stage 2 0 - - 0 721 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - - 222 621
Mov Cap-2 Maneuver - - - - 222 -
Stage 1 - - - - 426 -
Stage 2 - - - - 721 -

Approach EB WB SB
HCM Control Delay, s 0 0 13.3

HCM LOS B

Minor Lane/Major Mvmt EBT WBTSBLn1SBLn2
Capacity (veh/h) - - 222 621
HCM Lane V/C Ratio - - 0.067 0.135
HCM Control Delay (s) - - 22.4 11.7
HCM Lane LOS - - C B
HCM 95th %tile Q(veh) - - 0.2 0.5

Price Canyon Rd/Bello St ICE Weekday PM Peak (2022)
3: Bello St & Price Canyon Rd HCM 6th TWSC
CCTC Synchro 11 Report

Page 5 ends

Intersection
Int Delay, s/veh 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 55 240 43 5 641 39 12 9 3 6 1 56
Future Vol, veh/h 55 240 43 5 641 39 12 9 3 6 1 56
Conflicting Peds, #/hr 1 0 1 101001100
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - Yield - - Yield
Storage Length 50 - - 50 ----50--50
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94
Heavy Vehicles, % 2 2 2 222222222
Mvmt Flow 59 255 46 5 682 41 13 10 3 6 1 60

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 724 0 0 302 0 0 1110 1131 280 1116 1134 704 Stage 1 - - - - - - 397 397 - 714 714 -
Stage 2 - - - - - - 713 734 - 402 420 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 879 - - 1259 - - 187 203 759 185 203 437 Stage 1 - - - - - - 629 603 - 422 435 -
Stage 2 - - - - - - 423 426 - 625 589 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 878 - - 1258 - - 152 188 758 167 188 437 Mov Cap-2 Maneuver - - - - - - 152 188 - 167 188 -
Stage 1 - - - - - - 586 562 - 393 433 -
Stage 2 - - - - - - 363 424 - 570 549 -

Approach EB WB NB SB
HCM Control Delay, s 1.5 0.1 27.5 15.9

HCM LOS D C

Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h) 166 758 878 - - 1258 - - 170 437
HCM Lane V/C Ratio 0.135 0.004 0.067 - - 0.004 - - 0.044 0.136 HCM Control Delay (s) 30 9.8 9.4 - - 7.9 - - 27.1 14.5
HCM Lane LOS D A A - - A - - D B
HCM 95th %tile Q(veh) 0.5 0 0.2 - - 0 - - 0.1 0.5

Price Canyon Rd/Bello St ICE Weekend Midday Peak (2022) 1: Price Street & Hinds Avenue Queues
CCTC Synchro 11 Report

Page 1 ends

Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 95 191 242 239 573 347
v/c Ratio 0.31 0.59 0.31 0.31 0.71 0.56
Control Delay 30.0 30.8 16.1 13.5 23.3 30.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 30.0 30.8 16.1 13.5 23.3 30.3
Queue Length 50th (ft) 38 64 68 53 81 73
Queue Length 95th (ft) 83 135 166 144 152 128
Internal Link Dist (ft) 143 36 117 101
Turn Bay Length (ft)
Base Capacity (vph) 819 807 778 766 1610 1425
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.12 0.24 0.31 0.31 0.36 0.24
Intersection Summary

Price Canyon Rd/Bello St ICE Weekend Midday Peak (2022) 1: Price Street & Hinds Avenue HCM Signalized Intersection Capacity Analysis CCTC Synchro 11 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 90 100 82 397 0 60 0 298 246 19 311 0 Future Volume (vph) 90 100 82 397 0 60 0 298 246 19 311 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 3.5 3.5
Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95
Frpb, ped/bikes 1.00 0.98 1.00 0.99 0.97 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.93 1.00 0.96 0.93 1.00
Flt Protected 0.95 1.00 0.95 0.96 1.00 1.00
Satd. Flow (prot) 1770 1707 1681 1617 3202 3526
Flt Permitted 0.95 1.00 0.95 0.96 1.00 0.85
Satd. Flow (perm) 1770 1707 1681 1617 3202 2990
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 95 105 86 418 0 63 0 314 259 20 327 0
RTOR Reduction (vph) 0 31 0 0 23 0 0 152 0000
Lane Group Flow (vph) 95 160 0 242 216 0 0 421 0 0 347 0 Confl. Peds. (#/hr) 38 18 18 38 13 17 17 13
Confl. Bikes (#/hr)6315
Turn Type Split NA Split NA NA Perm NA
Protected Phases 3 3 4 4 6 2
Permitted Phases 2
Actuated Green, G (s) 12.6 12.6 34.0 34.0 15.1 15.1
Effective Green, g (s) 12.6 12.6 34.0 34.0 15.1 15.1
Actuated g/C Ratio 0.17 0.17 0.46 0.46 0.21 0.21
Clearance Time (s) 4.0 4.0 4.0 4.0 3.5 3.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 304 293 780 751 660 616
v/s Ratio Prot 0.05 c0.09 c0.14 0.13 c0.13
v/s Ratio Perm 0.12
v/c Ratio 0.31 0.55 0.31 0.29 0.64 0.56
Uniform Delay, d1 26.5 27.7 12.3 12.1 26.5 26.1
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.6 2.1 1.0 1.0 2.0 1.2
Delay (s) 27.1 29.8 13.3 13.1 28.6 27.3
Level of Service C C B B C C
Approach Delay (s) 28.9 13.2 28.6 27.3
Approach LOS C B C C
Intersection Summary
HCM 2000 Control Delay 24.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.44
Actuated Cycle Length (s) 73.2 Sum of lost time (s) 11.5 Intersection Capacity Utilization 64.3% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group

Price Canyon Rd/Bello St ICE Weekend Midday Peak (2022) 1: Price Street & Hinds Avenue HCM 6th Signalized Intersection Summary CCTC Synchro 11 Report

Page 3 ends

HCM 6th Edition methodology expects strict NEMA phasing.

Price Canyon Rd/Bello St ICE Weekend Midday Peak (2022) 2: Hinds Avenue/Price Canyon Rd & US 101 SB Offramp HCM 6th TWSC CCTC Synchro 11 Report

Page 4 ends

Intersection
Int Delay, s/veh 1.6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 365 355 0 22 102
Future Vol, veh/h 0 365 355 0 22 102
Conflicting Peds, #/hr 10 0 0 10 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - 260 200 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 22222
Mvmt Flow 0 384 374 0 23 107

Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 758 187
Stage 1 - - - - 374 -
Stage 2 - - - - 384 -
Critical Hdwy - - - - 6.63 6.93
Critical Hdwy Stg 1 - - - - 5.83 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy - - - - 3.519 3.319
Pot Cap-1 Maneuver 0 - - 0 359 824
Stage 1 0 - - 0 667 -
Stage 2 0 - - 0 688 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - - 359 824
Mov Cap-2 Maneuver - - - - 359 -
Stage 1 - - - - 667 -
Stage 2 - - - - 688 -

Approach EB WB SB
HCM Control Delay, s 0 0 11

HCM LOS B

Minor Lane/Major Mvmt EBT WBTSBLn1SBLn2
Capacity (veh/h) - - 359 824
HCM Lane V/C Ratio - - 0.065 0.13
HCM Control Delay (s) - - 15.7 10
HCM Lane LOS - - C B
HCM 95th %tile Q(veh) - - 0.2 0.4

Price Canyon Rd/Bello St ICE Weekend Midday Peak (2022) 3: Bello St & Price Canyon Rd HCM 6th TWSC
CCTC Synchro 11 Report

Page 5 ends

Intersection
Int Delay, s/veh 2.5
Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 115 239 25 3 223 40 15 7 3 14 3 119 Future Vol, veh/h 1 115 239 25 3 223 40 15 7 3 14 3 119 Conflicting Peds, #/hr 0 1 0 1 101000000
Sign Control Free Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - - None - - None - - Yield - - Yield
Storage Length - 50 - - 50 ----50--50
Veh in Median Storage, # - - 0 - - 0 - - 0 - - 0 -
Grade, % - - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 2 2 2 2 222222222
Mvmt Flow 1 122 254 27 3 237 43 16 7 3 15 3 127

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 281 0 0 282 0 0 779 802 269 781 794 260 Stage 1 - - - - - - - 513 515 - 266 266 -
Stage 2 - - - - - - - 266 287 - 515 528 -
Critical Hdwy - 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy - 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver - 1282 - - 1280 - - 313 317 770 312 321 779 Stage 1 - - - - - - - 544 535 - 739 689 -
Stage 2 - - - - - - - 739 674 - 543 528 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver ~ -127 ~ -127 - - 1279 - - 259 316 769 304 320 778 Mov Cap-2 Maneuver - - - - - - - 259 316 - 304 320 -
Stage 1 - - - - - - - 544 534 - 739 687 -
Stage 2 - - - - - - - 614 672 - 533 527 -

Approach EB WB NB SB
HCM Control Delay, s 0.1 18.1 11.4

HCM LOS C B

Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h) 275 769 + - - 1279 - - 307 778
HCM Lane V/C Ratio 0.085 0.004 - - - 0.002 - - 0.059 0.163 HCM Control Delay (s) 19.3 9.7 - - - 7.8 - - 17.5 10.5
HCM Lane LOS C A - - - A - - C B
HCM 95th %tile Q(veh) 0.3 0 - - - 0 - - 0.2 0.6
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

Price Canyon Rd/Bello St ICE Cumulative Weekday AM
1: Price Street & Hinds Avenue Queues
CCTC Synchro 11 Report

Page 1 ends

Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 2 172 219 217 718 88
v/c Ratio 0.01 0.55 0.26 0.26 0.73 0.25
Control Delay 24.0 31.4 12.3 10.0 9.0 27.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 24.0 31.4 12.3 10.0 9.0 27.3
Queue Length 50th (ft) 1 59 48 37 14 16
Queue Length 95th (ft) 6 126 124 105 61 38
Internal Link Dist (ft) 143 36 117 101
Turn Bay Length (ft)
Base Capacity (vph) 875 897 831 847 1813 1189
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.00 0.19 0.26 0.26 0.40 0.07
Intersection Summary

Price Canyon Rd/Bello St ICE Cumulative Weekday AM
1: Price Street & Hinds Avenue HCM Signalized Intersection Capacity Analysis CCTC Synchro 11 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 2 124 34 388 0 13 0 71 590 10 71 0 Future Volume (vph) 2 124 34 388 0 13 0 71 590 10 71 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 3.5 3.5
Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.97 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.97 1.00 0.99 0.87 1.00
Flt Protected 0.95 1.00 0.95 0.96 1.00 0.99
Satd. Flow (prot) 1736 1768 1649 1641 2921 3448
Flt Permitted 0.95 1.00 0.95 0.96 1.00 0.66
Satd. Flow (perm) 1736 1768 1649 1641 2921 2291
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 2 135 37 422 0 14 0 77 641 11 77 0
RTOR Reduction (vph) 0 10 0 0 21 0 0 543 0000
Lane Group Flow (vph) 2 162 0 219 196 0 0 175 0 0 88 0
Confl. Peds. (#/hr) 1 1 5 5
Confl. Bikes (#/hr)1
Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4%
Turn Type Split NA Split NA NA Perm NA
Protected Phases 3 3 4 4 6 2
Permitted Phases 2
Actuated Green, G (s) 11.4 11.4 33.8 33.8 10.2 10.2
Effective Green, g (s) 11.4 11.4 33.8 33.8 10.2 10.2
Actuated g/C Ratio 0.17 0.17 0.51 0.51 0.15 0.15
Clearance Time (s) 4.0 4.0 4.0 4.0 3.5 3.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 295 301 833 829 445 349
v/s Ratio Prot 0.00 c0.09 c0.13 0.12 c0.06
v/s Ratio Perm 0.04
v/c Ratio 0.01 0.54 0.26 0.24 0.39 0.25
Uniform Delay, d1 23.0 25.3 9.4 9.3 25.6 25.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.0 1.9 0.8 0.7 0.6 0.4
Delay (s) 23.1 27.2 10.2 10.0 26.1 25.4
Level of Service C C B A C C
Approach Delay (s) 27.2 10.1 26.1 25.4
Approach LOS C B C C
Intersection Summary
HCM 2000 Control Delay 21.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.34
Actuated Cycle Length (s) 66.9 Sum of lost time (s) 11.5 Intersection Capacity Utilization 57.7% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group

Price Canyon Rd/Bello St ICE Cumulative Weekday AM
1: Price Street & Hinds Avenue HCM 6th Signalized Intersection Summary CCTC Synchro 11 Report

Page 3 ends

HCM 6th Edition methodology expects strict NEMA phasing.

Price Canyon Rd/Bello St ICE Cumulative Weekday AM
2: Hinds Avenue/Price Canyon Rd & US 101 SB Offramp HCM 6th TWSC CCTC Synchro 11 Report

Page 4 ends

Intersection
Int Delay, s/veh 0.5
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 724 368 0 11 32
Future Vol, veh/h 0 724 368 0 11 32
Conflicting Peds, #/hr 1 00100
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - 260 200 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 4 44444
Mvmt Flow 0 787 400 0 12 35

Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 1187 200
Stage 1 - - - - 400 -
Stage 2 - - - - 787 -
Critical Hdwy - - - - 6.66 6.96
Critical Hdwy Stg 1 - - - - 5.86 -
Critical Hdwy Stg 2 - - - - 5.46 -
Follow-up Hdwy - - - - 3.538 3.338
Pot Cap-1 Maneuver 0 - - 0 192 803
Stage 1 0 - - 0 642 -
Stage 2 0 - - 0 443 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - - 192 803
Mov Cap-2 Maneuver - - - - 192 -
Stage 1 - - - - 642 -
Stage 2 - - - - 443 -

Approach EB WB SB
HCM Control Delay, s 0 0 13.6

HCM LOS B

Minor Lane/Major Mvmt EBT WBTSBLn1SBLn2
Capacity (veh/h) - - 192 803
HCM Lane V/C Ratio - - 0.062 0.043
HCM Control Delay (s) - - 25 9.7
HCM Lane LOS - - D A
HCM 95th %tile Q(veh) - - 0.2 0.1

Price Canyon Rd/Bello St ICE Cumulative Weekday AM
3: Bello St & Price Canyon Rd HCM 6th TWSC
CCTC Synchro 11 Report

Page 5 ends

Intersection
Int Delay, s/veh 2.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 73 638 19 2 306 11 17 19 6 6 0 44
Future Vol, veh/h 73 638 19 2 306 11 17 19 6 6 0 44
Conflicting Peds, #/hr 0 0 0 000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - Yield - - Yield
Storage Length 50 - - 50 ----50--50
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 5 5 5 555555555
Mvmt Flow 79 693 21 2 333 12 18 21 7 7 0 48

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 345 0 0 714 0 0 1205 1211 704 1215 1215 339 Stage 1 - - - - - - 862 862 - 343 343 -
Stage 2 - - - - - - 343 349 - 872 872 -
Critical Hdwy 4.15 - - 4.15 - - 7.15 6.55 6.25 7.15 6.55 6.25 Critical Hdwy Stg 1 - - - - - - 6.15 5.55 - 6.15 5.55 - Critical Hdwy Stg 2 - - - - - - 6.15 5.55 - 6.15 5.55 - Follow-up Hdwy 2.245 - - 2.245 - - 3.545 4.045 3.345 3.545 4.045 3.345 Pot Cap-1 Maneuver 1197 - - 872 - - 158 180 432 156 179 696 Stage 1 - - - - - - 346 368 - 666 632 -
Stage 2 - - - - - - 666 628 - 341 364 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1197 - - 872 - - 140 168 432 132 167 696 Mov Cap-2 Maneuver - - - - - - 140 168 - 132 167 -
Stage 1 - - - - - - 323 344 - 622 631 -
Stage 2 - - - - - - 619 627 - 295 340 -

Approach EB WB NB SB
HCM Control Delay, s 0.8 0.1 33 13.4

HCM LOS D B

Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h) 154 432 1197 - - 872 - - 132 696
HCM Lane V/C Ratio 0.254 0.015 0.066 - - 0.002 - - 0.049 0.069 HCM Control Delay (s) 36.2 13.5 8.2 - - 9.1 - - 33.7 10.6 HCM Lane LOS E B A - - A - - D B
HCM 95th %tile Q(veh) 1 0 0.2 - - 0 - - 0.2 0.2

Price Canyon Rd/Bello St ICE Cumulative Weekday PM
1: Price Street & Hinds Avenue Queues
CCTC Synchro 11 Report

Page 1 ends

Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 53 200 508 499 533 339
v/c Ratio 0.16 0.56 0.64 0.62 0.66 0.62
Control Delay 25.4 25.8 21.7 19.4 16.5 33.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 25.4 25.8 21.7 19.4 16.5 33.5
Queue Length 50th (ft) 20 59 158 140 46 71
Queue Length 95th (ft) 50 127 #370 335 106 125
Internal Link Dist (ft) 143 36 117 101
Turn Bay Length (ft)
Base Capacity (vph) 832 814 791 799 1665 1486
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.06 0.25 0.64 0.62 0.32 0.23
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Price Canyon Rd/Bello St ICE Cumulative Weekday PM
1: Price Street & Hinds Avenue HCM Signalized Intersection Capacity Analysis CCTC Synchro 11 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 50 88 100 868 0 79 0 218 283 12 306 0 Future Volume (vph) 50 88 100 868 0 79 0 218 283 12 306 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 3.5 3.5
Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95
Frpb, ped/bikes 1.00 0.98 1.00 1.00 0.97 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.92 1.00 0.97 0.92 1.00
Flt Protected 0.95 1.00 0.95 0.96 1.00 1.00
Satd. Flow (prot) 1770 1683 1681 1651 3145 3531
Flt Permitted 0.95 1.00 0.95 0.96 1.00 0.87
Satd. Flow (perm) 1770 1683 1681 1651 3145 3067
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 53 94 106 923 0 84 0 232 301 13 326 0
RTOR Reduction (vph) 0 41 0 0 23 0 0 246 0000
Lane Group Flow (vph) 53 159 0 508 476 0 0 287 0 0 339 0 Confl. Peds. (#/hr) 6 21 21 6 7 11 11 7
Confl. Bikes (#/hr) 1 2 1
Turn Type Split NA Split NA NA Perm NA
Protected Phases 3 3 4 4 6 2
Permitted Phases 2
Actuated Green, G (s) 13.7 13.7 34.0 34.0 12.9 12.9
Effective Green, g (s) 13.7 13.7 34.0 34.0 12.9 12.9
Actuated g/C Ratio 0.19 0.19 0.47 0.47 0.18 0.18
Clearance Time (s) 4.0 4.0 4.0 4.0 3.5 3.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 336 319 792 778 562 548
v/s Ratio Prot 0.03 c0.09 c0.30 0.29 0.09
v/s Ratio Perm c0.11
v/c Ratio 0.16 0.50 0.64 0.61 0.51 0.62
Uniform Delay, d1 24.4 26.1 14.4 14.2 26.7 27.3
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.2 1.2 4.0 3.6 0.8 2.1
Delay (s) 24.6 27.3 18.4 17.7 27.5 29.4
Level of Service C C B B C C
Approach Delay (s) 26.8 18.1 27.5 29.4
Approach LOS C B C C
Intersection Summary
HCM 2000 Control Delay 23.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.60
Actuated Cycle Length (s) 72.1 Sum of lost time (s) 11.5 Intersection Capacity Utilization 68.4% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group

Price Canyon Rd/Bello St ICE Cumulative Weekday PM
1: Price Street & Hinds Avenue HCM 6th Signalized Intersection Summary CCTC Synchro 11 Report

Page 3 ends

HCM 6th Edition methodology expects strict NEMA phasing.

Price Canyon Rd/Bello St ICE Cumulative Weekday PM
2: Hinds Avenue/Price Canyon Rd & US 101 SB Offramp HCM 6th TWSC CCTC Synchro 11 Report

Page 4 ends

Intersection
Int Delay, s/veh 1.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 383 852 0 17 95
Future Vol, veh/h 0 383 852 0 17 95
Conflicting Peds, #/hr 6 00600
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - 260 200 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, % 2 22222
Mvmt Flow 0 407 906 0 18 101

Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 1313 453
Stage 1 - - - - 906 -
Stage 2 - - - - 407 -
Critical Hdwy - - - - 6.63 6.93
Critical Hdwy Stg 1 - - - - 5.83 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy - - - - 3.519 3.319
Pot Cap-1 Maneuver 0 - - 0 162 555
Stage 1 0 - - 0 356 -
Stage 2 0 - - 0 671 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - - 162 555
Mov Cap-2 Maneuver - - - - 162 -
Stage 1 - - - - 356 -
Stage 2 - - - - 671 -

Approach EB WB SB
HCM Control Delay, s 0 0 15.5

HCM LOS C

Minor Lane/Major Mvmt EBT WBTSBLn1SBLn2
Capacity (veh/h) - - 162 555
HCM Lane V/C Ratio - - 0.112 0.182
HCM Control Delay (s) - - 30 12.9
HCM Lane LOS - - D B
HCM 95th %tile Q(veh) - - 0.4 0.7

Price Canyon Rd/Bello St ICE Cumulative Weekday PM
3: Bello St & Price Canyon Rd HCM 6th TWSC
CCTC Synchro 11 Report

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Intersection
Int Delay, s/veh 2.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 66 288 52 6 769 47 14 11 4 7 1 67
Future Vol, veh/h 66 288 52 6 769 47 14 11 4 7 1 67
Conflicting Peds, #/hr 1 0 1 101001100
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - Yield - - Yield
Storage Length 50 - - 50 ----50--50
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94
Heavy Vehicles, % 2 2 2 222222222
Mvmt Flow 70 306 55 6 818 50 15 12 4 7 1 71

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 869 0 0 362 0 0 1331 1356 336 1337 1358 844 Stage 1 - - - - - - 475 475 - 856 856 -
Stage 2 - - - - - - 856 881 - 481 502 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 775 - - 1197 - - 132 149 706 130 149 363 Stage 1 - - - - - - 570 557 - 352 374 -
Stage 2 - - - - - - 352 365 - 566 542 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 774 - - 1196 - - 98 135 705 112 135 363 Mov Cap-2 Maneuver - - - - - - 98 135 - 112 135 -
Stage 1 - - - - - - 518 506 - 320 372 -
Stage 2 - - - - - - 281 363 - 499 493 -

Approach EB WB NB SB
HCM Control Delay, s 1.6 0.1 42.3 19.6

HCM LOS E C

Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h) 111 705 774 - - 1196 - - 114 363
HCM Lane V/C Ratio 0.24 0.006 0.091 - - 0.005 - - 0.075 0.196 HCM Control Delay (s) 47.4 10.1 10.1 - - 8 - - 39.1 17.3 HCM Lane LOS E B B - - A - - E C
HCM 95th %tile Q(veh) 0.9 0 0.3 - - 0 - - 0.2 0.7

Price Canyon Rd/Bello St ICE Cumulative Weekend MIDDAY
1: Price Street & Hinds Avenue Queues
CCTC Synchro 11 Report

Page 1 ends

Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 95 305 273 262 646 383
v/c Ratio 0.24 0.74 0.40 0.39 0.76 0.60
Control Delay 28.7 38.0 22.7 19.2 28.6 33.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 28.7 38.0 22.7 19.2 28.6 33.6
Queue Length 50th (ft) 40 126 100 78 121 93
Queue Length 95th (ft) 89 240 234 200 206 157
Internal Link Dist (ft) 143 36 117 101
Turn Bay Length (ft)
Base Capacity (vph) 723 717 687 677 1442 1189
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.13 0.43 0.40 0.39 0.45 0.32
Intersection Summary

Price Canyon Rd/Bello St ICE Cumulative Weekend MIDDAY
1: Price Street & Hinds Avenue HCM Signalized Intersection Capacity Analysis CCTC Synchro 11 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 90 152 138 432 0 76 0 355 258 23 341 0 Future Volume (vph) 90 152 138 432 0 76 0 355 258 23 341 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 3.5 3.5
Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95
Frpb, ped/bikes 1.00 0.98 1.00 0.98 0.97 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.93 1.00 0.95 0.94 1.00
Flt Protected 0.95 1.00 0.95 0.97 1.00 1.00
Satd. Flow (prot) 1770 1698 1681 1603 3216 3525
Flt Permitted 0.95 1.00 0.95 0.97 1.00 0.80
Satd. Flow (perm) 1770 1698 1681 1603 3216 2822
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 95 160 145 455 0 80 0 374 272 24 359 0
RTOR Reduction (vph) 0 32 0 0 25 0 0 131 0000
Lane Group Flow (vph) 95 273 0 273 237 0 0 515 0 0 383 0 Confl. Peds. (#/hr) 38 18 18 38 13 17 17 13
Confl. Bikes (#/hr)6315
Turn Type Split NA Split NA NA Perm NA
Protected Phases 3 3 4 4 6 2
Permitted Phases 2
Actuated Green, G (s) 18.8 18.8 34.2 34.2 18.9 18.9
Effective Green, g (s) 18.8 18.8 34.2 34.2 18.9 18.9
Actuated g/C Ratio 0.23 0.23 0.41 0.41 0.23 0.23
Clearance Time (s) 4.0 4.0 4.0 4.0 3.5 3.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 398 382 689 657 728 639
v/s Ratio Prot 0.05 c0.16 c0.16 0.15 c0.16
v/s Ratio Perm 0.14
v/c Ratio 0.24 0.72 0.40 0.36 0.71 0.60
Uniform Delay, d1 26.4 29.8 17.3 17.0 29.7 28.9
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.3 6.3 1.7 1.5 3.2 1.5
Delay (s) 26.8 36.1 19.0 18.6 32.9 30.4
Level of Service C D B B C C
Approach Delay (s) 33.9 18.8 32.9 30.4
Approach LOS C B C C
Intersection Summary
HCM 2000 Control Delay 28.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.56
Actuated Cycle Length (s) 83.4 Sum of lost time (s) 11.5 Intersection Capacity Utilization 71.7% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group

Price Canyon Rd/Bello St ICE Cumulative Weekend MIDDAY
1: Price Street & Hinds Avenue HCM 6th Signalized Intersection Summary CCTC Synchro 11 Report

Page 3 ends

HCM 6th Edition methodology expects strict NEMA phasing.

Price Canyon Rd/Bello St ICE Cumulative Weekend MIDDAY
2: Hinds Avenue/Price Canyon Rd & US 101 SB Offramp HCM 6th TWSC CCTC Synchro 11 Report

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Intersection
Int Delay, s/veh 1.8
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 433 380 0 26 128
Future Vol, veh/h 0 433 380 0 26 128
Conflicting Peds, #/hr 10 0 0 10 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - 260 200 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 22222
Mvmt Flow 0 456 400 0 27 135

Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 856 200
Stage 1 - - - - 400 -
Stage 2 - - - - 456 -
Critical Hdwy - - - - 6.63 6.93
Critical Hdwy Stg 1 - - - - 5.83 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy - - - - 3.519 3.319
Pot Cap-1 Maneuver 0 - - 0 312 808
Stage 1 0 - - 0 647 -
Stage 2 0 - - 0 637 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - - 312 808
Mov Cap-2 Maneuver - - - - 312 -
Stage 1 - - - - 647 -
Stage 2 - - - - 637 -

Approach EB WB SB
HCM Control Delay, s 0 0 11.5

HCM LOS B

Minor Lane/Major Mvmt EBT WBTSBLn1SBLn2
Capacity (veh/h) - - 312 808
HCM Lane V/C Ratio - - 0.088 0.167
HCM Control Delay (s) - - 17.6 10.3
HCM Lane LOS - - C B
HCM 95th %tile Q(veh) - - 0.3 0.6

Price Canyon Rd/Bello St ICE Cumulative Weekend MIDDAY
3: Bello St & Price Canyon Rd HCM 6th TWSC
CCTC Synchro 11 Report

Page 5 ends

Intersection
Int Delay, s/veh 2.6
Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 157 265 29 3 243 40 17 9 3 14 3 122 Future Vol, veh/h 1 157 265 29 3 243 40 17 9 3 14 3 122 Conflicting Peds, #/hr 0 1 0 1 101000000
Sign Control Free Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - - None - - None - - Yield - - Yield
Storage Length - 50 - - 50 ----50--50
Veh in Median Storage, # - - 0 - - 0 - - 0 - - 0 -
Grade, % - - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 2 2 2 2 222222222
Mvmt Flow 1 167 282 31 3 259 43 18 10 3 15 3 130

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 303 0 0 314 0 0 921 944 299 925 938 282 Stage 1 - - - - - - - 633 635 - 288 288 -
Stage 2 - - - - - - - 288 309 - 637 650 -
Critical Hdwy - 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy - 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver - 1258 - - 1246 - - 251 262 741 250 264 757 Stage 1 - - - - - - - 468 472 - 720 674 -
Stage 2 - - - - - - - 720 660 - 465 465 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver ~ -181 ~ -181 - - 1245 - - 205 261 740 241 263 756 Mov Cap-2 Maneuver - - - - - - - 205 261 - 241 263 -
Stage 1 - - - - - - - 468 472 - 720 672 -
Stage 2 - - - - - - - 592 658 - 454 465 -

Approach EB WB NB SB
HCM Control Delay, s 0.1 22.2 11.9

HCM LOS C B

Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h) 221 740 + - - 1245 - - 245 756
HCM Lane V/C Ratio 0.125 0.004 - - - 0.003 - - 0.074 0.172 HCM Control Delay (s) 23.6 9.9 - - - 7.9 - - 20.9 10.7
HCM Lane LOS C A - - - A - - C B
HCM 95th %tile Q(veh) 0.4 0 - - - 0 - - 0.2 0.6
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

Price Canyon Rd/Bello St ICE Cumulative Weekday AM AWSC 3: Bello St & Price Canyon Rd HCM 6th AWSC
CCTC Synchro 11 Report

Page 1 ends

Intersection
Intersection Delay, s/veh 43.6
Intersection LOS E
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations
Traffic Vol, veh/h 0 73 638 19 0 2 306 11 17 19 6 6
Future Vol, veh/h 0 73 638 19 0 2 306 11 17 19 6 6
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %555555555555
Mvmt Flow 0 79 693 21 0 2 333 12 18 21 7 7
Number of Lanes 011001100110
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 2 2 2
HCM Control Delay 60.3 15 10.9 10.2

HCM LOS F B B B

Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 47% 0% 100% 0% 100% 0% 100% 0%
Vol Thru, % 53% 0% 0% 97% 0% 97% 0% 0%
Vol Right, % 0% 100% 0% 3% 0% 3% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 36 6 73 657 2 317 6 44
LT Vol 1707302060
Through Vol 19 0 0 638 0 306 0 0
RT Vol 0 6 0 19 0 11 0 44
Lane Flow Rate 39 7 79 714 2 345 7 48
Geometry Grp 77777777
Degree of Util (X) 0.082 0.012 0.126 1.034 0.004 0.54 0.014 0.088 Departure Headway (Hd) 7.747 6.787 5.737 5.214 6.285 5.755 8.004 6.774 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 465 531 619 693 573 631 450 532
Service Time 5.447 4.487 3.525 3.001 3.985 3.455 5.704 4.474 HCM Lane V/C Ratio 0.084 0.013 0.128 1.03 0.003 0.547 0.016 0.09 HCM Control Delay 11.1 9.6 9.4 65.9 9 15 10.8 10.1
HCM Lane LOS B A A F ABBB
HCM 95th-tile Q 0.3 0 0.4 17.7 0 3.2 0 0.3

Price Canyon Rd/Bello St ICE Cumulative Weekday AM AWSC 3: Bello St & Price Canyon Rd HCM 6th AWSC
CCTC Synchro 11 Report

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Intersection
Intersection Delay, s/veh
Intersection LOS
Movement SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 44
Future Vol, veh/h 0 44
Peak Hour Factor 0.92 0.92
Heavy Vehicles, % 5 5
Mvmt Flow 0 48
Number of Lanes 1 1
Approach
Opposing Approach
Opposing Lanes
Conflicting Approach Left
Conflicting Lanes Left
Conflicting Approach Right
Conflicting Lanes Right
HCM Control Delay

HCM LOS

Price Canyon Rd/Bello St ICE Cumulative Weekday PM AWSC 3: Bello St & Price Canyon Rd HCM 6th AWSC
CCTC Synchro 11 Report

Page 1 ends

Intersection
Intersection Delay, s/veh 99.2
Intersection LOS F
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations
Traffic Vol, veh/h 0 66 288 52 0 6 769 47 14 11 4 7
Future Vol, veh/h 0 66 288 52 0 6 769 47 14 11 4 7
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles, %222222222222
Mvmt Flow 0 70 306 55 0 6 818 50 15 12 4 7
Number of Lanes 011001100110
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 2 2 2
HCM Control Delay 14.2 152.3 11.2 10.8

HCM LOS B F B B

Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 56% 0% 100% 0% 100% 0% 88% 0%
Vol Thru, % 44% 0% 0% 85% 0% 94% 12% 0%
Vol Right, % 0% 100% 0% 15% 0% 6% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 25 4 66 340 6 816 8 67
LT Vol 1406606070
Through Vol 11 0 0 288 0 769 1 0
RT Vol 0 4 0 52 0 47 0 67
Lane Flow Rate 27 4 70 362 6 868 9 71
Geometry Grp 77777777
Degree of Util (X) 0.056 0.008 0.117 0.544 0.01 1.276 0.018 0.129 Departure Headway (Hd) 8.258 7.247 6.321 5.706 5.836 5.292 8.251 7.08 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 436 497 571 637 610 686 436 510
Service Time 5.958 4.947 4.021 3.406 3.607 3.063 5.951 4.78 HCM Lane V/C Ratio 0.062 0.008 0.123 0.568 0.01 1.265 0.021 0.139 HCM Control Delay 11.4 10 9.9 15 8.7 153.4 11.1 10.8
HCM Lane LOS BAABAFBB
HCM 95th-tile Q 0.2 0 0.4 3.3 0 32.9 0.1 0.4

Price Canyon Rd/Bello St ICE Cumulative Weekday PM AWSC 3: Bello St & Price Canyon Rd HCM 6th AWSC
CCTC Synchro 11 Report

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Intersection
Intersection Delay, s/veh
Intersection LOS
Movement SBT SBR
Lane Configurations
Traffic Vol, veh/h 1 67
Future Vol, veh/h 1 67
Peak Hour Factor 0.94 0.94
Heavy Vehicles, % 2 2
Mvmt Flow 1 71
Number of Lanes 1 1
Approach
Opposing Approach
Opposing Lanes
Conflicting Approach Left
Conflicting Lanes Left
Conflicting Approach Right
Conflicting Lanes Right
HCM Control Delay

HCM LOS

Price Canyon Rd/Bello St ICE Cumulative Weekend MIDDAY AWSC 3: Bello St & Price Canyon Rd HCM 6th AWSC
CCTC Synchro 11 Report

Page 1 ends

Intersection
Intersection Delay, s/veh 12
Intersection LOS B
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations
Traffic Vol, veh/h 1 157 265 29 0 3 243 40 17 9 3 14
Future Vol, veh/h 1 157 265 29 0 3 243 40 17 9 3 14
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles, %222222222222
Mvmt Flow 1 167 282 31 0 3 259 43 18 10 3 15
Number of Lanes 011001100110
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 2 2 2
HCM Control Delay 12.1 13.1 10.2 10.1

HCM LOS B B B B

Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 65% 0% 100% 0% 100% 0% 82% 0%
Vol Thru, % 35% 0% 0% 90% 0% 86% 18% 0%
Vol Right, % 0% 100% 0% 10% 0% 14% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 26 3 158 294 3 283 17 122
LT Vol 17 0 158 0 3 0 14 0
Through Vol 9 0 0 265 0 243 3 0
RT Vol 0 3 0 29 0 40 0 122
Lane Flow Rate 28 3 168 313 3 301 18 130
Geometry Grp 77777777
Degree of Util (X) 0.055 0.005 0.278 0.468 0.005 0.465 0.035 0.211 Departure Headway (Hd) 7.125 6.079 5.963 5.39 6.166 5.561 6.975 5.846 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 503 588 607 672 581 647 514 614
Service Time 4.869 3.822 3.663 3.09 3.893 3.288 4.709 3.58 HCM Lane V/C Ratio 0.056 0.005 0.277 0.466 0.005 0.465 0.035 0.212 HCM Control Delay 10.3 8.9 10.9 12.7 8.9 13.1 10 10.1
HCM Lane LOS BABBABAB
HCM 95th-tile Q 0.2 0 1.1 2.5 0 2.5 0.1 0.8

Price Canyon Rd/Bello St ICE Cumulative Weekend MIDDAY AWSC 3: Bello St & Price Canyon Rd HCM 6th AWSC
CCTC Synchro 11 Report

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Intersection
Intersection Delay, s/veh
Intersection LOS
Movement SBT SBR
Lane Configurations
Traffic Vol, veh/h 3 122
Future Vol, veh/h 3 122
Peak Hour Factor 0.94 0.94
Heavy Vehicles, % 2 2
Mvmt Flow 3 130
Number of Lanes 1 1
Approach
Opposing Approach
Opposing Lanes
Conflicting Approach Left
Conflicting Lanes Left
Conflicting Approach Right
Conflicting Lanes Right
HCM Control Delay

HCM LOS

Price Canyon Rd/Bello St ICE Cumulative Weekday AM TS Permissive 3: Bello St & Price Canyon Rd Queues
CCTC Synchro 11 Report

Page 5 ends

Lane Group EBL EBT WBL WBT NBT NBR SBT SBR
Lane Group Flow (vph) 79 714 2 345 39 7 7 48
v/c Ratio 0.09 0.46 0.00 0.22 0.25 0.04 0.05 0.24
Control Delay 3.3 5.1 2.5 2.6 39.4 0.3 35.0 14.2
Queue Delay 0.0 0.2 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 3.3 5.3 2.5 2.6 39.4 0.3 35.0 14.2
Queue Length 50th (ft) 13 158 0 39 20 0 3 0
Queue Length 95th (ft) m21 195 2 72 48 0 16 31
Internal Link Dist (ft) 343 203 299 409
Turn Bay Length (ft) 50 50 50 50
Base Capacity (vph) 863 1553 563 1543 296 325 263 335
Starvation Cap Reductn 0 255 000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.09 0.55 0.00 0.22 0.13 0.02 0.03 0.14 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Price Canyon Rd/Bello St ICE Cumulative Weekday AM TS Permissive 3: Bello St & Price Canyon Rd HCM 6th Signalized Intersection Summary CCTC Synchro 11 Report

Page 7 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 73 638 19 2 306 11 17 19 6 6 0 44 Future Volume (veh/h) 73 638 19 2 306 11 17 19 6 6 0 44 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 79 693 21 2 333 12 18 21 0700
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %555555555555
Cap, veh/h 851 1417 43 571 1407 51 97 68 177 0
Arrive On Green 0.80 0.80 0.80 0.80 0.80 0.80 0.06 0.06 0.00 0.06 0.00 0.00 Sat Flow, veh/h 1011 1763 53 719 1751 63 556 1092 1547 1488 0 1547 Grp Volume(v), veh/h 79 0 714 2 0 345 39 00700
Grp Sat Flow(s),veh/h/ln 1011 0 1816 719 0 1815 1648 0 1547 1488 0 1547 Q Serve(g_s), s 1.7 0.0 10.8 0.1 0.0 3.9 0.5 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 5.7 0.0 10.8 10.9 0.0 3.9 1.8 0.0 0.0 0.3 0.0 0.0 Prop In Lane 1.00 0.03 1.00 0.03 0.46 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 851 0 1459 571 0 1458 165 0 177 0 V/C Ratio(X) 0.09 0.00 0.49 0.00 0.00 0.24 0.24 0.00 0.04 0.00 Avail Cap(c_a), veh/h 851 0 1459 571 0 1458 372 0 355 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 2.7 0.0 2.7 4.5 0.0 2.0 38.2 0.0 0.0 37.5 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.3 0.0 0.0 0.4 0.7 0.0 0.0 0.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.0 1.9 0.0 0.0 0.6 0.8 0.0 0.0 0.1 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 2.8 0.0 3.0 4.5 0.0 2.4 38.9 0.0 0.0 37.6 0.0 0.0 LnGrp LOS AAAAAADA DA
Approach Vol, veh/h 793 347 39 7
Approach Delay, s/veh 2.9 2.4 38.9 37.6
Approach LOS A A D D
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 10.9 74.1 10.9 74.1
Change Period (Y+Rc), s 5.6 5.8 5.6 * 5.8
Max Green Setting (Gmax), s 16.4 57.2 16.4 * 58
Max Q Clear Time (g_c+I1), s 2.3 12.9 3.8 12.8
Green Ext Time (p_c), s 0.0 2.0 0.1 6.3
Intersection Summary
HCM 6th Ctrl Delay 4.2
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

Price Canyon Rd/Bello St ICE Cumulative Weekday PM TS Permissive 3: Bello St & Price Canyon Rd Queues
CCTC Synchro 11 Report

Page 5 ends

Lane Group EBL EBT WBL WBT NBT NBR SBT SBR
Lane Group Flow (vph) 70 361 6 868 27 4 8 71
v/c Ratio 0.15 0.23 0.01 0.55 0.21 0.03 0.07 0.36
Control Delay 3.8 3.3 2.7 5.3 51.1 0.2 47.2 16.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 3.8 3.3 2.7 5.3 51.1 0.2 47.2 16.0
Queue Length 50th (ft) 13 66 1 152 19 0 6 0
Queue Length 95th (ft) m24 102 4 342 45 0 20 42
Internal Link Dist (ft) 343 203 299 409
Turn Bay Length (ft) 50 50 50 50
Base Capacity (vph) 472 1551 863 1567 449 472 401 513
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.15 0.23 0.01 0.55 0.06 0.01 0.02 0.14 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Price Canyon Rd/Bello St ICE Cumulative Weekday PM TS Permissive 3: Bello St & Price Canyon Rd HCM 6th Signalized Intersection Summary CCTC Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 66 288 52 6 769 47 14 11 4 7 1 67 Future Volume (veh/h) 66 288 52 6 769 47 14 11 4 7 1 67 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 0.99 1.00 0.99 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 70 306 55 6 818 50 15 12 0710
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %222222222222
Cap, veh/h 521 1307 235 892 1481 91 82 49 122 14
Arrive On Green 0.85 0.85 0.85 0.85 0.85 0.85 0.05 0.05 0.00 0.05 0.05 0.00 Sat Flow, veh/h 638 1537 276 1020 1742 106 662 988 1585 1264 274 1585 Grp Volume(v), veh/h 70 0 361 6 0 868 27 00800
Grp Sat Flow(s),veh/h/ln 638 0 1814 1020 0 1848 1650 0 1585 1539 0 1585 Q Serve(g_s), s 4.0 0.0 4.2 0.1 0.0 15.1 0.2 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 19.1 0.0 4.2 4.4 0.0 15.1 1.6 0.0 0.0 0.5 0.0 0.0 Prop In Lane 1.00 0.15 1.00 0.06 0.56 1.00 0.87 1.00
Lane Grp Cap(c), veh/h 521 0 1542 892 0 1571 132 0 136 0 V/C Ratio(X) 0.13 0.00 0.23 0.01 0.00 0.55 0.21 0.00 0.06 0.00 Avail Cap(c_a), veh/h 521 0 1542 892 0 1571 515 0 485 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 5.1 0.0 1.6 2.0 0.0 2.4 52.2 0.0 0.0 51.7 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.0 0.1 0.0 0.0 1.4 0.8 0.0 0.0 0.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.0 0.8 0.0 0.0 2.5 0.8 0.0 0.0 0.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 5.2 0.0 1.7 2.0 0.0 3.8 53.0 0.0 0.0 51.8 0.0 0.0 LnGrp LOS AAAAAADA DA
Approach Vol, veh/h 431 874 27 8
Approach Delay, s/veh 2.3 3.8 53.0 51.8
Approach LOS A A D D
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 11.3 102.7 11.3 102.7
Change Period (Y+Rc), s 5.6 5.8 5.6 * 5.8
Max Green Setting (Gmax), s 33.4 69.2 33.4 * 70
Max Q Clear Time (g_c+I1), s 2.5 17.1 3.6 21.1
Green Ext Time (p_c), s 0.0 7.4 0.1 3.2
Intersection Summary
HCM 6th Ctrl Delay 4.6
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

Price Canyon Rd/Bello St ICE Cumulative Weekend MIDDAY TS Permissive 3: Bello St & Price Canyon Rd Queues
CCTC Synchro 11 Report

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Lane Group EBL EBT WBL WBT NBT NBR SBT SBR
Lane Group Flow (vph) 168 313 3 302 28 3 18 130
v/c Ratio 0.20 0.22 0.00 0.22 0.19 0.02 0.13 0.48
Control Delay 1.1 1.0 2.7 3.2 37.6 0.0 36.4 13.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 1.1 1.0 2.7 3.2 37.6 0.0 36.4 13.0
Queue Length 50th (ft) 4 7 0 32 14 0 9 0
Queue Length 95th (ft) m6 m10 2 63 38 0 28 49
Internal Link Dist (ft) 343 203 299 409
Turn Bay Length (ft) 50 50 50 50
Base Capacity (vph) 828 1417 811 1392 477 524 445 587
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.20 0.22 0.00 0.22 0.06 0.01 0.04 0.22 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Price Canyon Rd/Bello St ICE Cumulative Weekend MIDDAY TS Permissive 3: Bello St & Price Canyon Rd HCM 6th Signalized Intersection Summary CCTC Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 158 265 29 3 243 40 17 9 3 14 3 122 Future Volume (veh/h) 158 265 29 3 243 40 17 9 3 14 3 122 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 168 282 31 3 259 43 18 10 0 15 3 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %222222222222
Cap, veh/h 908 1327 146 898 1252 208 119 51 151 23
Arrive On Green 0.80 0.80 0.80 0.80 0.80 0.80 0.06 0.06 0.00 0.06 0.06 0.00 Sat Flow, veh/h 1077 1651 182 1066 1558 259 801 811 1585 1174 375 1585 Grp Volume(v), veh/h 168 0 313 3 0 302 28 0 0 18 0 0
Grp Sat Flow(s),veh/h/ln 1077 0 1833 1066 0 1817 1612 0 1585 1549 0 1585 Q Serve(g_s), s 3.7 0.0 3.4 0.1 0.0 3.3 0.2 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 7.0 0.0 3.4 3.5 0.0 3.3 1.2 0.0 0.0 0.8 0.0 0.0 Prop In Lane 1.00 0.10 1.00 0.14 0.64 1.00 0.83 1.00
Lane Grp Cap(c), veh/h 908 0 1473 898 0 1460 170 0 174 0 V/C Ratio(X) 0.19 0.00 0.21 0.00 0.00 0.21 0.16 0.00 0.10 0.00 Avail Cap(c_a), veh/h 908 0 1473 898 0 1460 573 0 555 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 2.8 0.0 2.0 2.4 0.0 2.0 37.9 0.0 0.0 37.7 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.0 0.1 0.0 0.0 0.3 0.5 0.0 0.0 0.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.0 0.6 0.0 0.0 0.5 0.6 0.0 0.0 0.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 2.9 0.0 2.0 2.4 0.0 2.3 38.4 0.0 0.0 38.0 0.0 0.0 LnGrp LOS AAAAAADA DA
Approach Vol, veh/h 481 305 28 18
Approach Delay, s/veh 2.3 2.3 38.4 38.0
Approach LOS A A D D
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 10.9 74.1 10.9 74.1
Change Period (Y+Rc), s 5.6 5.8 5.6 * 5.8
Max Green Setting (Gmax), s 27.4 46.2 27.4 * 47
Max Q Clear Time (g_c+I1), s 2.8 5.5 3.2 9.0
Green Ext Time (p_c), s 0.0 1.7 0.1 2.8
Intersection Summary
HCM 6th Ctrl Delay 4.3
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

Price Canyon Rd/Bello St ICE Cumulative Weekday AM TS Split 3: Bello St & Price Canyon Rd Queues
CCTC Synchro 11 Report

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Lane Group EBL EBT WBL WBT NBT NBR SBT SBR
Lane Group Flow (vph) 79 714 2 345 39 7 7 48
v/c Ratio 0.10 0.51 0.00 0.25 0.22 0.03 0.04 0.20
Control Delay 5.9 7.3 6.5 6.4 38.4 0.2 35.8 2.6
Queue Delay 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 5.9 7.4 6.5 6.4 38.4 0.2 35.8 2.6
Queue Length 50th (ft) 11 133 0 76 20 0 3 0
Queue Length 95th (ft) m29 253 3 129 48 0 16 4
Internal Link Dist (ft) 343 203 299 409
Turn Bay Length (ft) 50 50 50 50
Base Capacity (vph) 770 1396 441 1386 174 242 366 406
Starvation Cap Reductn 0 55 000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.10 0.53 0.00 0.25 0.22 0.03 0.02 0.12 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Price Canyon Rd/Bello St ICE Cumulative Weekday AM TS Split 3: Bello St & Price Canyon Rd HCM 6th Signalized Intersection Summary CCTC Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 73 638 19 2 306 11 17 19 6 6 0 44 Future Volume (veh/h) 73 638 19 2 306 11 17 19 6 6 0 44 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 79 693 21 2 333 12 18 21 0700
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %555555555555
Cap, veh/h 488 904 27 227 898 32 47 54 25 0
Arrive On Green 0.51 0.51 0.51 0.51 0.51 0.51 0.06 0.06 0.00 0.01 0.00 0.00 Sat Flow, veh/h 1011 1763 53 719 1751 63 824 961 1547 1739 0 1547 Grp Volume(v), veh/h 79 0 714 2 0 345 39 00700
Grp Sat Flow(s),veh/h/ln 1011 0 1816 719 0 1815 1785 0 1547 1739 0 1547 Q Serve(g_s), s 4.3 0.0 26.8 0.2 0.0 9.7 1.8 0.0 0.0 0.3 0.0 0.0 Cycle Q Clear(g_c), s 14.1 0.0 26.8 27.0 0.0 9.7 1.8 0.0 0.0 0.3 0.0 0.0 Prop In Lane 1.00 0.03 1.00 0.03 0.46 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 488 0 932 227 0 931 101 0 25 0
V/C Ratio(X) 0.16 0.00 0.77 0.01 0.00 0.37 0.39 0.00 0.28 0.00 Avail Cap(c_a), veh/h 488 0 932 227 0 931 168 0 370 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 16.7 0.0 16.6 27.4 0.0 12.4 38.7 0.0 0.0 41.5 0.0 0.0 Incr Delay (d2), s/veh 0.7 0.0 6.0 0.0 0.0 0.2 2.4 0.0 0.0 6.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.0 11.4 0.0 0.0 3.5 0.8 0.0 0.0 0.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.4 0.0 22.6 27.5 0.0 12.7 41.1 0.0 0.0 47.4 0.0 0.0 LnGrp LOS B A C C A B D A D A
Approach Vol, veh/h 793 347 39 7
Approach Delay, s/veh 22.1 12.8 41.1 47.4
Approach LOS C B D D
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 6.3 49.4 9.9 49.4
Change Period (Y+Rc), s 5.1 5.8 5.1 * 5.8
Max Green Setting (Gmax), s 18.1 42.9 8.0 * 44
Max Q Clear Time (g_c+I1), s 2.3 29.0 3.8 28.8
Green Ext Time (p_c), s 0.0 1.5 0.0 4.6
Intersection Summary
HCM 6th Ctrl Delay 20.1
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

Price Canyon Rd/Bello St ICE Cumulative Weekday PM TS Split 3: Bello St & Price Canyon Rd Queues
CCTC Synchro 11 Report

Page 5 ends

Lane Group EBL EBT WBL WBT NBT NBR SBT SBR
Lane Group Flow (vph) 70 361 6 868 27 4 8 71
v/c Ratio 0.19 0.25 0.01 0.60 0.21 0.02 0.05 0.35
Control Delay 15.1 12.1 6.3 10.5 53.5 0.2 46.6 14.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 15.1 12.1 6.3 10.5 53.5 0.2 46.6 14.4
Queue Length 50th (ft) 32 192 1 294 19 0 6 0
Queue Length 95th (ft) m65 276 7 566 48 0 20 39
Internal Link Dist (ft) 343 203 299 409
Turn Bay Length (ft) 50 50 50 50
Base Capacity (vph) 375 1430 775 1443 131 182 283 315
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.19 0.25 0.01 0.60 0.21 0.02 0.03 0.23 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Price Canyon Rd/Bello St ICE Cumulative Weekday PM TS Split 3: Bello St & Price Canyon Rd HCM 6th Signalized Intersection Summary CCTC Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 66 288 52 6 769 47 14 11 4 7 1 67 Future Volume (veh/h) 66 288 52 6 769 47 14 11 4 7 1 67 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 70 306 55 6 818 50 15 12 0710
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %222222222222
Cap, veh/h 462 1232 221 831 1396 85 41 33 28 4
Arrive On Green 0.80 0.80 0.80 0.80 0.80 0.80 0.04 0.04 0.00 0.02 0.02 0.00 Sat Flow, veh/h 638 1537 276 1020 1742 106 1011 809 1585 1568 224 1585 Grp Volume(v), veh/h 70 0 361 6 0 868 27 00800
Grp Sat Flow(s),veh/h/ln 638 0 1814 1020 0 1848 1820 0 1585 1792 0 1585 Q Serve(g_s), s 5.3 0.0 5.6 0.2 0.0 20.0 1.6 0.0 0.0 0.5 0.0 0.0 Cycle Q Clear(g_c), s 25.3 0.0 5.6 5.8 0.0 20.0 1.6 0.0 0.0 0.5 0.0 0.0 Prop In Lane 1.00 0.15 1.00 0.06 0.56 1.00 0.87 1.00
Lane Grp Cap(c), veh/h 462 0 1454 831 0 1482 73 0 32 0
V/C Ratio(X) 0.15 0.00 0.25 0.01 0.00 0.59 0.37 0.00 0.25 0.00 Avail Cap(c_a), veh/h 462 0 1454 831 0 1482 128 0 285 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 9.0 0.0 2.8 3.5 0.0 4.2 53.3 0.0 0.0 55.2 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.0 0.1 0.0 0.0 1.7 3.1 0.0 0.0 4.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.0 1.5 0.0 0.0 5.2 0.8 0.0 0.0 0.3 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 9.1 0.0 2.9 3.5 0.0 5.9 56.3 0.0 0.0 59.3 0.0 0.0 LnGrp LOS AAAAAAEA EA
Approach Vol, veh/h 431 874 27 8
Approach Delay, s/veh 3.9 5.9 56.3 59.3
Approach LOS AAEE
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 7.1 97.2 9.7 97.2
Change Period (Y+Rc), s 5.1 5.8 5.1 * 5.8
Max Green Setting (Gmax), s 18.1 71.9 8.0 * 73
Max Q Clear Time (g_c+I1), s 2.5 22.0 3.6 27.3
Green Ext Time (p_c), s 0.0 7.4 0.0 3.1
Intersection Summary
HCM 6th Ctrl Delay 6.6
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

Price Canyon Rd/Bello St ICE Cumulative Weekend MIDDAY TS Split 3: Bello St & Price Canyon Rd Queues
CCTC Synchro 11 Report

Page 5 ends

Lane Group EBL EBT WBL WBT NBT NBR SBT SBR
Lane Group Flow (vph) 168 313 3 302 28 3 18 130
v/c Ratio 0.22 0.24 0.00 0.23 0.16 0.01 0.10 0.48
Control Delay 4.8 4.1 6.7 6.0 37.6 0.0 35.4 13.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 4.8 4.1 6.7 6.0 37.6 0.0 35.4 13.0
Queue Length 50th (ft) 4 7 0 31 14 0 9 0
Queue Length 95th (ft) m87 m152 4 115 39 0 28 49
Internal Link Dist (ft) 343 203 299 409
Turn Bay Length (ft) 50 50 50 50
Base Capacity (vph) 767 1313 742 1289 172 238 380 432
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.22 0.24 0.00 0.23 0.16 0.01 0.05 0.30 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Price Canyon Rd/Bello St ICE Cumulative Weekend MIDDAY TS Split 3: Bello St & Price Canyon Rd HCM 6th Signalized Intersection Summary CCTC Synchro 11 Report

Page 7 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 158 265 29 3 243 40 17 9 3 14 3 122 Future Volume (veh/h) 158 265 29 3 243 40 17 9 3 14 3 122 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 168 282 31 3 259 43 18 10 0 15 3 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %222222222222
Cap, veh/h 818 1211 133 808 1143 190 53 29 49 10
Arrive On Green 0.73 0.73 0.73 0.73 0.73 0.73 0.05 0.05 0.00 0.03 0.03 0.00 Sat Flow, veh/h 1077 1651 182 1066 1558 259 1165 647 1585 1496 299 1585 Grp Volume(v), veh/h 168 0 313 3 0 302 28 0 0 18 0 0
Grp Sat Flow(s),veh/h/ln 1077 0 1833 1066 0 1817 1812 0 1585 1796 0 1585 Q Serve(g_s), s 5.0 0.0 4.7 0.1 0.0 4.5 1.3 0.0 0.0 0.8 0.0 0.0 Cycle Q Clear(g_c), s 9.5 0.0 4.7 4.7 0.0 4.5 1.3 0.0 0.0 0.8 0.0 0.0 Prop In Lane 1.00 0.10 1.00 0.14 0.64 1.00 0.83 1.00
Lane Grp Cap(c), veh/h 818 0 1345 808 0 1333 82 0 59 0
V/C Ratio(X) 0.21 0.00 0.23 0.00 0.00 0.23 0.34 0.00 0.31 0.00 Avail Cap(c_a), veh/h 818 0 1345 808 0 1333 171 0 382 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 5.1 0.0 3.6 4.4 0.0 3.6 39.3 0.0 0.0 40.2 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.0 0.1 0.0 0.0 0.4 2.4 0.0 0.0 2.9 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.0 1.2 0.0 0.0 1.1 0.6 0.0 0.0 0.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 5.3 0.0 3.7 4.4 0.0 4.0 41.7 0.0 0.0 43.1 0.0 0.0 LnGrp LOS AAAAAADA DA
Approach Vol, veh/h 481 305 28 18
Approach Delay, s/veh 4.3 4.0 41.7 43.1
Approach LOS A A D D
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 7.9 68.2 9.0 68.2
Change Period (Y+Rc), s 5.1 5.8 5.1 * 5.8
Max Green Setting (Gmax), s 18.1 42.9 8.0 * 44
Max Q Clear Time (g_c+I1), s 2.8 6.7 3.3 11.5
Green Ext Time (p_c), s 0.0 1.7 0.0 2.7
Intersection Summary
HCM 6th Ctrl Delay 6.3
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

Price Canyon Rd/Bello St ICE Cumulative Weekday AM RAB
3: Bello St & Price Canyon Rd HCM 6th Roundabout
CCTC Synchro 11 Report

Page 5 ends

Intersection
Intersection Delay, s/veh 8.5
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1111
Conflicting Circle Lanes 1111
Adj Approach Flow, veh/h 793 347 46 55
Demand Flow Rate, veh/h 833 365 48 57
Vehicles Circulating, veh/h 9 124 818 371
Vehicles Exiting, veh/h 419 742 24 118
Ped Vol Crossing Leg, #/h 0000
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 10.0 5.9 7.2 4.5
Approach LOS BAAA
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 833 365 48 57
Cap Entry Lane, veh/h 1367 1216 599 945
Entry HV Adj Factor 0.952 0.952 0.957 0.965
Flow Entry, veh/h 793 347 46 55
Cap Entry, veh/h 1302 1157 574 912
V/C Ratio 0.609 0.300 0.080 0.060
Control Delay, s/veh 10.0 5.9 7.2 4.5

LOS BAAA
95th %tile Queue, veh 4100

Price Canyon Rd/Bello St ICE Cumulative Weekday PM RAB
3: Bello St & Price Canyon Rd HCM 6th Roundabout
CCTC Synchro 11 Report

Page 5 ends

Intersection
Intersection Delay, s/veh 10.6
Intersection LOS B
Approach EB WB NB SB
Entry Lanes 1111
Conflicting Circle Lanes 1111
Adj Approach Flow, veh/h 431 874 31 79
Demand Flow Rate, veh/h 439 891 31 80
Vehicles Circulating, veh/h 14 98 390 855
Vehicles Exiting, veh/h 921 323 63 134
Ped Vol Crossing Leg, #/h 0111
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 5.6 13.5 4.2 8.0
Approach LOS ABAA
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 439 891 31 80
Cap Entry Lane, veh/h 1360 1249 927 577
Entry HV Adj Factor 0.982 0.981 0.992 0.987
Flow Entry, veh/h 431 874 31 79
Cap Entry, veh/h 1335 1224 920 570
V/C Ratio 0.323 0.714 0.033 0.139
Control Delay, s/veh 5.6 13.5 4.2 8.0

LOS ABAA
95th %tile Queue, veh 1700

Price Canyon Rd/Bello St ICE Cumulative Weekend MIDDAY RAB 3: Bello St & Price Canyon Rd HCM 6th Roundabout
CCTC Synchro 11 Report

Page 5 ends

Intersection
Intersection Delay, s/veh 5.8
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1111
Conflicting Circle Lanes 1111
Adj Approach Flow, veh/h 481 305 31 148
Demand Flow Rate, veh/h 491 311 31 151
Vehicles Circulating, veh/h 21 199 474 286
Vehicles Exiting, veh/h 416 306 38 224
Ped Vol Crossing Leg, #/h 0011
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 6.1 5.9 4.6 4.9
Approach LOS AAAA
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 491 311 31 151
Cap Entry Lane, veh/h 1351 1126 851 1031
Entry HV Adj Factor 0.980 0.980 0.994 0.980
Flow Entry, veh/h 481 305 31 148
Cap Entry, veh/h 1324 1104 845 1010
V/C Ratio 0.364 0.276 0.036 0.147
Control Delay, s/veh 6.1 5.9 4.6 4.9

LOS AAAA
95th %tile Queue, veh 2101

Price Canyon Rd/Bello St ICE Cumulative Weekday AM Dual RAB 3: Price Canyon Rd & Bello St (N)HCM 6th Roundabout
CCTC Synchro 11 Report

Page 1 ends

Intersection
Intersection Delay, s/veh 8.5
Intersection LOS A
Approach EB WB SB
Entry Lanes 1 1 1
Conflicting Circle Lanes 1 1 1
Adj Approach Flow, veh/h 793 384 55
Demand Flow Rate, veh/h 833 404 57
Vehicles Circulating, veh/h 7 83 369
Vehicles Exiting, veh/h 419 757 118
Ped Vol Crossing Leg, #/h 0 0 0
Ped Cap Adj 1.000 1.000 1.000
Approach Delay, s/veh 10.0 6.0 4.5
Approach LOS A A A
Lane Left Left Left
Designated Moves LT TR LR
Assumed Moves LT TR LR
RT Channelized
Lane Util 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976
Entry Flow, veh/h 833 404 57
Cap Entry Lane, veh/h 1370 1268 947
Entry HV Adj Factor 0.952 0.952 0.965
Flow Entry, veh/h 793 384 55
Cap Entry, veh/h 1305 1206 914
V/C Ratio 0.608 0.319 0.060
Control Delay, s/veh 10.0 6.0 4.5

LOS A A A
95th %tile Queue, veh 4 1 0

Price Canyon Rd/Bello St ICE Cumulative Weekday AM Dual RAB 4: Bello St (S) & Price Canyon Rd HCM 6th Roundabout
CCTC Synchro 11 Report

Page 2 ends

Intersection
Intersection Delay, s/veh 7.6
Intersection LOS A
Approach EB WB NB
Entry Lanes 1 1 1
Conflicting Circle Lanes 1 1 1
Adj Approach Flow, veh/h 721 347 46
Demand Flow Rate, veh/h 757 364 48
Vehicles Circulating, veh/h 2 41 735
Vehicles Exiting, veh/h 403 742 24
Ped Vol Crossing Leg, #/h 0 0 0
Ped Cap Adj 1.000 1.000 1.000
Approach Delay, s/veh 8.8 5.3 6.6
Approach LOS A A A
Lane Left Left Left
Designated Moves TR LT LR
Assumed Moves TR LT LR
RT Channelized
Lane Util 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976
Entry Flow, veh/h 757 364 48
Cap Entry Lane, veh/h 1377 1323 652
Entry HV Adj Factor 0.952 0.953 0.958
Flow Entry, veh/h 721 347 46
Cap Entry, veh/h 1312 1261 625
V/C Ratio 0.550 0.275 0.074
Control Delay, s/veh 8.8 5.3 6.6

LOS A A A
95th %tile Queue, veh 3 1 0

Price Canyon Rd/Bello St ICE Cumulative Weekday PM Dual RAB 3: Price Canyon Rd & Bello St (N)HCM 6th Roundabout
CCTC Synchro 11 Report

Page 1 ends

Intersection
Intersection Delay, s/veh 10.5
Intersection LOS B
Approach EB WB SB
Entry Lanes 1 1 1
Conflicting Circle Lanes 1 1 1
Adj Approach Flow, veh/h 432 895 80
Demand Flow Rate, veh/h 440 913 81
Vehicles Circulating, veh/h 9 71 850
Vehicles Exiting, veh/h 922 378 134
Ped Vol Crossing Leg, #/h 0 0 0
Ped Cap Adj 1.000 1.000 1.000
Approach Delay, s/veh 5.6 13.1 8.0
Approach LOS A B A
Lane Left Left Left
Designated Moves LT TR LR
Assumed Moves LT TR LR
RT Channelized
Lane Util 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976
Entry Flow, veh/h 440 913 81
Cap Entry Lane, veh/h 1367 1283 580
Entry HV Adj Factor 0.981 0.981 0.988
Flow Entry, veh/h 432 895 80
Cap Entry, veh/h 1342 1259 573
V/C Ratio 0.322 0.711 0.140
Control Delay, s/veh 5.6 13.1 8.0

LOS A B A
95th %tile Queue, veh 1 6 0

Price Canyon Rd/Bello St ICE Cumulative Weekday PM Dual RAB 4: Bello St (S) & Price Canyon Rd HCM 6th Roundabout
CCTC Synchro 11 Report

Page 2 ends

Intersection
Intersection Delay, s/veh 9.3
Intersection LOS A
Approach EB WB NB
Entry Lanes 1 1 1
Conflicting Circle Lanes 1 1 1
Adj Approach Flow, veh/h 370 874 31
Demand Flow Rate, veh/h 377 891 32
Vehicles Circulating, veh/h 6 28 320
Vehicles Exiting, veh/h 913 324 63
Ped Vol Crossing Leg, #/h 0 1 1
Ped Cap Adj 1.000 1.000 1.000
Approach Delay, s/veh 5.1 11.3 4.0
Approach LOS A B A
Lane Left Left Left
Designated Moves TR LT LR
Assumed Moves TR LT LR
RT Channelized
Lane Util 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976
Entry Flow, veh/h 377 891 32
Cap Entry Lane, veh/h 1371 1341 996
Entry HV Adj Factor 0.981 0.981 0.969
Flow Entry, veh/h 370 874 31
Cap Entry, veh/h 1345 1315 964
V/C Ratio 0.275 0.665 0.032
Control Delay, s/veh 5.1 11.3 4.0

LOS A B A
95th %tile Queue, veh 1 5 0

Price Canyon Rd/Bello St ICE Cumulative Weekend MIDDAY Dual RAB 3: Price Canyon Rd & Bello St (N)HCM 6th Roundabout
CCTC Synchro 11 Report

Page 1 ends

Intersection
Intersection Delay, s/veh 5.8
Intersection LOS A
Approach EB WB SB
Entry Lanes 1 1 1
Conflicting Circle Lanes 1 1 1
Adj Approach Flow, veh/h 481 329 148
Demand Flow Rate, veh/h 490 336 151
Vehicles Circulating, veh/h 18 171 284
Vehicles Exiting, veh/h 417 337 223
Ped Vol Crossing Leg, #/h 0 0 0
Ped Cap Adj 1.000 1.000 1.000
Approach Delay, s/veh 6.0 5.9 4.9
Approach LOS A A A
Lane Left Left Left
Designated Moves LT TR LR
Assumed Moves LT TR LR
RT Channelized
Lane Util 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976
Entry Flow, veh/h 490 336 151
Cap Entry Lane, veh/h 1355 1159 1033
Entry HV Adj Factor 0.981 0.981 0.980
Flow Entry, veh/h 481 329 148
Cap Entry, veh/h 1329 1136 1012
V/C Ratio 0.362 0.290 0.146
Control Delay, s/veh 6.0 5.9 4.9

LOS A A A
95th %tile Queue, veh 2 1 1

Price Canyon Rd/Bello St ICE Cumulative Weekend MIDDAY Dual RAB 4: Bello St (S) & Price Canyon Rd HCM 6th Roundabout
CCTC Synchro 11 Report

Page 2 ends

Intersection
Intersection Delay, s/veh 4.7
Intersection LOS A
Approach EB WB NB
Entry Lanes 1 1 1
Conflicting Circle Lanes 1 1 1
Adj Approach Flow, veh/h 331 304 31
Demand Flow Rate, veh/h 338 310 32
Vehicles Circulating, veh/h 3 29 303
Vehicles Exiting, veh/h 336 306 38
Ped Vol Crossing Leg, #/h 0 0 1
Ped Cap Adj 1.000 1.000 1.000
Approach Delay, s/veh 4.8 4.7 3.9
Approach LOS A A A
Lane Left Left Left
Designated Moves TR LT LR
Assumed Moves TR LT LR
RT Channelized
Lane Util 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976
Entry Flow, veh/h 338 310 32
Cap Entry Lane, veh/h 1376 1340 1013
Entry HV Adj Factor 0.979 0.981 0.969
Flow Entry, veh/h 331 304 31
Cap Entry, veh/h 1347 1314 981
V/C Ratio 0.246 0.231 0.032
Control Delay, s/veh 4.8 4.7 3.9

LOS A A A
95th %tile Queue, veh 1 1 0

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Metro Traffic Data Inc.Prepared For:
310 N. Irwin Street - Suite 20 City of Pismo Beach
Hanford, CA 93230 760 Mattie Road
Pismo Beach, CA 93449
800-975-6938 Phone/Fax
www.metrotrafficdata.com
LOCATION:

LIMITS:

DIRECTION:

TIME:

DATE:

LATITUDE:

LONGITUDE:
85% SPEED
10 mph PACE
AVG. SPEED

POSTED SPEED
X
XX
XX
XX
X
XXX

XXXXXXXXXX
XXXX
XXXXX

XXXXXXXX
XXXXXX

XXXXXXXXX

XXXXXXX
XXX
XXX
XXXXXX
XXXX
XXXXX
XXX
XX
XXX
XX
XXXX
XXX
X
X
TOTAL:
16 0
15 0
100
19 0
18 0
17 23 0
0 22 0
21 0
20 0
26 1
25 0
24 1
29 3
28 0
27 0
32 4
31 0
30 0
35 3
34 0
33 2
38 5
37 3
36 2
41 3
40 6
39 4
44 9
43 7
42 3
47 5
46 8
45 6
50 3
49 10
48 4
52 2
51 1
55 1
54 2
53 2
MPH

35.1445051
-120.6357658
49 40 - 49 MPH
43 MPH
45 MPH
Speed Survey
Northbound + Southbound
15:00 to 15:30
12/12/2019
Price Canyon Rd
Bello St to Lemoore
0 10
20 30
40 50
60 70
80 90
100
PercentileSpeed (MPH)
speed curve

ATTACHMENT E
Geotechnical Design Report

GEOTECHNICAL DESIGN REPORT
Bello Street at Price Canyon Road Intersection Improvements Pismo Beach, California
Consor Job No. 22-3550
Yeh Project No.: 222-275
January 6, 2023
Prepared for:

Consor Engineers
11017 Cobblerock Drive, Suite 100
Rancho Cordova, California 95670
Attn: Mr. Ben Jensen, P.E.

Prepared by:

Yeh and Associates, Inc.
391 Front Street, Suite D
Grover Beach, California 93433
Phone: 805-481-9590

391 Front Street, Suite D
Grover Beach, CA 93433
(805) 481-9590
www.yeh-eng.com
Colorado California
Denver | Colorado Springs | Durango | Glenwood Springs | Grand Junction | Greeley Grover Beach | Ventura January 6, 2023 Project No. 222-275
Consor Engineers
11017 Cobblerock Drive, Suite 100
Ranch Cordova, California 995670
Attn: Mr. Ben Jensen, P.E.

Subject: Geotechnical Design Report, Bello Street at Price Canyon Road Intersection Improvements, Consor Job No. 22-3550, Pismo Beach, California Dear Mr. Jensen:

Yeh and Associates, Inc. is pleased to submit this geotechnical report for the design of the proposed Bello Street at Price Canyon Road Intersection Improvements in Pismo Beach, California. This report was prepared in accordance with our agreement for professional services executed September 2, 2022. This report provides recommendations for the design of earthwork, Caltrans (2018) Standard Plan signal and lighting foundations, and pavement.

The following is a general summary of the key geotechnical considerations from this report:
•Yeh drilled two borings at the project site along the eastern and western turn pockets of the existing intersection to depths of approximately 15.4 feet below the road surface. The borings encountered artificial fill and decomposed to fresh Obispo Formation diabase to the maximum depths explored. Groundwater was not encountered in either of the borings. •The subsurface conditions encountered in the borings are considered suitable for foundation material for use with the Caltrans (2018a) Standard Plan Signal and Traffic Standard sheets listed in the Caltrans (2022b) Geotechnical Manual for Standard Plan Overhead Signs and Electrical Systems.
•A bulk soil sample was tested for R-value for use in pavement design for the project. A design R-value of 24 was used to calculation the hot mix asphalt concrete pavement design structural sections.

We appreciate the opportunity to be of service. Please contact Jamie Cravens at 805-481-9590 x288 or [email protected] if you have questions or require additional information.

Sincerely,
YEH AND ASSOCIATES, INC.

Jamie L. Cravens, P.E. Michael S. Finegan, P. E.

Project Engineer Senior Project Specialist

Judd J. King, P.E., G.E.

Sr. Project Manager

Geotechnical Design Report Project No. 222-275
Bello Street at Price Canyon Road Intersection Improvements January 6, 2023 iv
Table of Contents

1. INTRODUCTION ....................................................................................................................... 1

2. PROJECT DESCRIPTION ............................................................................................................ 1

2.1 EXISTING FACILITIES ........................................................................................................................ 2

3. GEOTECHNICAL EXPLORATION AND TESTING ........................................................................... 2

3.1 PREVIOUS STUDIES ......................................................................................................................... 2

3.2 HOLLOW STEM AUGER DRILLING ...................................................................................................... 2

3.3 LABORATORY TESTING .................................................................................................................... 3

4. GEOTECHNICAL CONDITIONS ................................................................................................... 3

4.1 GEOLOGY ..................................................................................................................................... 3

4.2 SURFACE CONDITIONS..................................................................................................................... 5

4.3 SUBSURFACE CONDITIONS ............................................................................................................... 5

4.4 GROUNDWATER ............................................................................................................................ 6

5. SEISMIC HAZARDS ................................................................................................................... 7

6. CORROSION EVALUATION ....................................................................................................... 7

7. GEOTECHNICAL RECOMMENDATIONS...................................................................................... 8

7.1 GRADING - GENERAL ...................................................................................................................... 8

7.1.1 CLEARING AND GRUBBING ........................................................................................................... 8

7.1.2 FILL PLACEMENT ........................................................................................................................ 8

7.1.3 FILL PLACEMENT ON SLOPES ......................................................................................................... 8

7.1.1 DESIGN OF GRADED SLOPES ......................................................................................................... 8

7.1.2 EROSION AND DRAINAGE CONSIDERATIONS ..................................................................................... 8

7.1.3 SUGGESTED MATERIAL SPECIFICATIONS .......................................................................................... 8

7.1.4 REUSE OF EXCAVATED ONSITE MATERIAL ....................................................................................... 9

7.2 STANDARD PLAN SIGNAL AND LIGHTING STANDARD FOUNDATIONS ......................................................... 9

7.3 PAVEMENT DESIGN RECOMMENDATIONS ......................................................................................... 10

7.3.1 SUBGRADE PREPARATION .......................................................................................................... 10

7.3.2 PAVEMENT STRUCTURAL SECTION ............................................................................................... 10

8. MATERIAL SOURCES .............................................................................................................. 10

9. MATERIAL DISPOSAL ............................................................................................................. 11

10. CONSTRUCTION CONSIDERATIONS ........................................................................................ 11

Geotechnical Design Report Project No. 222-275
Bello Street at Price Canyon Road Intersection Improvements January 6, 2023 v

10.1.1 EXCAVATION AND CAST-IN-DRILLED-HOLE (CIDH) PILE DRILLING ................................................. 11

10.1.2 GROUNDWATER AND DEWATERING ......................................................................................... 11

10.1.3 EXISTING FACILITIES .............................................................................................................. 11

10.1.4 TEMPORARY EXCAVATIONS .................................................................................................... 11

10.1.5 DIFFERING SITE CONDITIONS .................................................................................................. 12

11. LIMITATIONS ......................................................................................................................... 12

12. REFERENCES .......................................................................................................................... 13 List of Figures
FIGURE 1: PROJECT LOCATION MAP ............................................................................................................................... 1 FIGURE 2: GEOLOGIC MAP ............................................................................................................................................ 4 List of Tables
TABLE 1: GEOTECHNICAL PROPERTIES TEST SUMMARY ...................................................................................................... 6 TABLE 2: CORROSION DATA .......................................................................................................................................... 7 TABLE 3: PAVEMENT STRUCTURAL SECTIONS.................................................................................................................. 10 List of Appendices
Page
Appendix A – Boring Logs
Legend for Soil Classification ........................................................................................................ A-1 Legend for Rock Classification ...................................................................................................... A-2 Boring Logs for 22E-01 and 22E-02 ....................................................................................... A-3 to 4 Appendix B – Results of Laboratory Testing
Summary of Laboratory Test Results ........................................................................................... B-1 Proctor Compaction ...................................................................................................................... B-2 R-value...........................................................................................................................................B-3 Soluble Sulfates and Soluble Chlorides ......................................................................................... B-4 Appendix B – Previous Studies
Caltrans (1959) As-Built LOTB for Hinds Avenue Overcrossing .................................................... C-1

Geotechnical Design Report Project No. 222-275
Bello Street at Price Canyon Road Intersection Improvements January 6, 2023 1 1. INTRODUCTION
Yeh and Associates (Yeh) was
retained by Consor Engineers
(Consor) to provide geotechnical
services for the design of
improvements to the Bello Street at
Price Canyon Road intersection in
Pismo Beach California. The location
of the project is shown on Figure 1.

This report was prepared in
accordance with our agreement for
professional services with Consor
executed on September 2, 2022, and
in general accordance with the
Caltrans (2021a) guidelines for
Geotechnical Design Reports.

The purpose of this report is to
provide recommendations for the
design of earthwork, Caltrans (2018)
Standard Plan signal and lighting
foundations, and pavement
structures for use with Caltrans design manuals and the Caltrans (2018a) Standard Specifications.

Specific signal and lighting foundation locations and layout were not available at the time of preparing this report. The characterization of the subsurface conditions is based on exploratory borings performed at the intersection location. The geotechnical evaluation consisted of a program of project coordination, data review, field exploration, laboratory testing, and engineering analyses as a basis for providing the recommendations in this report.

2. PROJECT DESCRIPTION
The location of the project is shown in Figure 1. The project consists of a new traffic signal system at the intersection of Bello Street and Price Canyon Road in Pismo Beach, California. Design of the new system will include a traffic signal controller cabinet, pedestrian crossing equipment, curb ramps, signal equipment, and pavement markings. The City of Pismo Beach would like to synchronize the new signal system with the existing Caltrans-owned traffic signal at the intersection of Price Canyon Road/Hinds Avenue and Price Street. The signal is located approximately 400 feet southwest of the project site and adjacent to the US-101 southbound off-ramp at Hinds Avenue.

Figure 1: Project Location Map

Geotechnical Design Report Project No. 222-275
Bello Street at Price Canyon Road Intersection Improvements January 6, 2023 2 2.1 EXISTING FACILITIES
The existing intersection at Bello Street and Price Canyon Road is a four-way intersection controlled on Bello Street by stop signs. Bello Street runs approximately east-west and Price Canyon Road runs approximately north-south through the project site. Bello Street through the project site is a two- lane, asphalt concrete paved road and consists of approximately 16-to-20-foot-wide travel lanes, no shoulders, and approximately 14-to-20-foot-wide right turn lanes with triangular center medians are separating the travel and turn lanes onto Price Canyon Road. Price Canyon Road through the project site is a two-lane, asphalt concrete paved road and consists of 11-to-13-foot-wide travel lanes, no shoulders, and 11-foot-wide left turn lanes onto Bello Street. Approximately 6-foot-wide sidewalks are present on the south side of Bello Street as well as on Price Canyon Road on the south side of the intersection. Residences border Bello Street and Price Canyon Road on the south side of the intersection. Undeveloped land borders Bello Street and Price Canyon Road on the north side of the intersection. The Hinds Avenue Overcrossing at US-101 is located approximately 160 feet southwest of the intersection.

3. GEOTECHNICAL EXPLORATION AND TESTING
The subsurface exploration program for the project consisted of exploratory hollow stem auger drilling and laboratory testing. Pertinent geotechnical data and reports for the adjacent Hinds Avenue Overcrossing at US-101 were also reviewed for the purposes of this report. The locations of the borings for current and previous study explorations are shown on Plate 1. Logs of the borings are presented in Appendix A and laboratory test results are presented in Appendix B. The as-built Log of Test Borings (LOTB) sheet for the Hinds Avenue Overcrossing is Presented in Appendix C.

3.1 PREVIOUS STUDIES
Two rotary borings (B-1 and B-4) and three penetration borings (B-2, B-3, and B-5) were performed for the design of the Hinds Avenue Overcrossing at US-101, just southwest of the project site. The borings were performed to depths of approximately 11 to 36 feet below the ground surface (to approximately elevation 67 to 30 feet 1) between the period of August 14 to 15, 1957.

3.2 HOLLOW STEM AUGER DRILLING
Subsurface exploration consisting of hollow stem auger drilling was performed for this study on October 17, 2022. Drilling services were provided by 2R Drilling of Chino, California. 2R used a CME 75 truck-mounted drill rig equipped with 8-inch-diameter hollow stem augers to advance the borings.

Two borings (22E-01 and 22E-02) were drilled to depths of approximately 15.4 feet below the ground surface (to approximately elevation 76.6 to 74.6 feet). The boring locations are shown in Plate 1.

1 From Caltrans (1959) LOTB sheet. Elevations are likely based on NGVD29 datum.

Geotechnical Design Report Project No. 222-275
Bello Street at Price Canyon Road Intersection Improvements January 6, 2023 3 Surface elevations at the boring locations were estimated using Caltopo (2022). Boring 22E-01 was drilled in the median on the northeast side of the intersection, and boring 22E-02 was drilled in the existing roadway in Bello Street on the west side of the intersection and just west of the median. The logs of the borings are presented in Appendix A. Yeh and Associates personnel measured the thicknesses of the existing asphalt pavement and base course materials at each boring location drilled in the road. Additionally, Yeh classified, labeled, and secured samples for subsequent laboratory testing, recorded blow counts (N-Values) for drive samples, and prepared logs of subsurface conditions encountered.

Sampling within the borings was performed by driving either a modified California or standard penetration test (SPT) split spoon sampler at typical 2-to-5-foot intervals. The SPT sampler has a 2- inch outside diameter, 1-3/8-inch inside diameter and is equipped for but was used without liners.

The modified California sampler has a 3-inch outside diameter, 2-3/8-inch inside diameter and was used with 1-inch-high brass liners. Drive samples were collected using a 140-pound automatic trip hammer in accordance with ASTM D-1586 (the Standard Penetration Test) procedures. Bulk samples of the subgrade soil were collected from the augers at the depth intervals noted on the logs.

3.3 LABORATORY TESTING
Laboratory testing was performed on selected soil samples recovered from the field exploration program. Tests for moisture content, unit weight, gradation, unit weight versus moisture content relation by the modified Proctor test, pH, and resistivity were performed at the Yeh office and laboratory in Grover Beach, California. Tests for R-Value, soluble chloride content, and soluble sulfate content were performed at Cooper Testing Labs in Palo Alto, California. Testing was performed in accordance with applicable ASTM and Caltrans standards. Laboratory test results are presented in Appendix B.

4. GEOTECHNICAL CONDITIONS

4.1 GEOLOGY
The project site is located within the Coast Ranges geomorphic province, which extends from the Transverse Ranges in southern California to the Klamath Mountains in northern California and into Oregon. The province is characterized by north to northwest trending mountain ranges bounded by the Pacific Ocean to the west and the Central Valley of California to the east. The ranges are predominantly composed of Jurassic- and Cretaceous-age rocks with Tertiary-age rock and Holocene sediments commonly overlying the older formations along the flanks and foothills of those ranges.

Quaternary sediments are found within intervening drainages, valleys, and coastal areas.

Geotechnical Design Report Project No. 222-275
Bello Street at Price Canyon Road Intersection Improvements January 6, 2023 4 The regional geology as mapped by Wiegers and Gutierrez (2011) is shown on Figure 2. The geologic structure in the region is generally characterized by a series of northwest trending faults and folds.

The axis of the Pismo Syncline is mapped approximately 2 miles northeast of the project site and other unnamed synclines and anticlines related to the Pismo Syncline are mapped approximately 1.1 and 1.3 miles north of the project site. The closest mapped fault is the Wilmar Avenue Fault, mapped by Wiegers and Gutierrez (2011) approximately 500 feet southwest of the project site. The Pismo Fault is mapped approximately 1,400 feet northeast of the project site. The Wilmar Avenue fault is considered part of the San Luis Range Fault System within the USGS Fault Database (2022). Other nearby Quaternary-age faults include the Oceano Fault, the Lopez Reservoir Section of the Los Osos Fault Zone, and the West Huasna Fault Zone that are mapped approximately 1.7 miles southwest, 4 miles northeast, and 6.6 miles northeast of the site (USGS 2022), respectively.

Wiegers and Gutierrez (2011) map the surface geology in the site vicinity as Quaternary-age Young Alluvial Valley Deposits (Qya2) as well as Obispo Formation (Tod). The lower Miocene-age Obispo Formation (Tod) was encountered in the borings drilled at and near the project site. Wiegers and Figure 2: Geologic Map

Geotechnical Design Report Project No. 222-275
Bello Street at Price Canyon Road Intersection Improvements January 6, 2023 5 Gutierrez (2011) describe the Obispo Formation (Tod) as “diabase dikes and sills” and “exposed locally in cliffs at Pismo Beach”.

4.2 SURFACE CONDITIONS
The project site is located at the southern entrance to Price Canyon and approximately 0.4-mile northeast of the Pacific Ocean. Undeveloped hillsides with grades of up to 40-percent (CalTopo 2022) border the north side of the project site. Residences and the US-101 freeway border the site to the south. Price Canyon crosses US-101 via an overcrossing structure at the southern end of the project site. The Frances Judkins Middle School campus is located approximately 300 feet northwest of the project site. Pismo Creek flows south approximately 900 feet southwest of the project site. Elevations at the project site grade from approximately elevation 95 feet on the northwest side of the intersection to approximately elevation 85 feet on the southeast side of the intersection at grades of up to 7-percent (CalTopo 2022).

Existing underground water, sewer, high pressure gas lines are present within the existing intersection and generally run along Bello Street (Boyle 1959, SLOCO 1965, SLOCOFC 1968, GTA 1988, SoCal Gas 2016, SoCal Gas 2022). Gas, water, and sewer lines also run along Price Canyon Road (Hinds Avenue) southwest from the intersection and a fiber optic line runs along the west side of Price Canyon Road northeast from the intersection (SoCal Gas 2016). The existing underground utilities generally are between 3 to 18 inches in diameter and generally have between approximately 3 to 7 feet of cover. A regulator box for the Southern California Gas Company facilities at the intersection is located within the median between the right turn lane and travel lane of Bello Street on the northwest side of the intersection. Existing overhead lines are also present along the north and south sides of Bello Street through the intersection.

4.3 SUBSURFACE CONDITIONS
Borings performed for this study (22E-01 and 22E-02) as well as borings performed for the Hinds Avenue Overcrossing at US-101 (B-1 through B-5) just southwest of the site were reviewed as input to the subsurface conditions at the project site. The borings encountered existing artificial fill (Af) and the Obispo Formation (Tod). The approximate locations of the borings are shown on Plate 1.

Descriptions of the units encountered are summarized below and a summary of laboratory test results are presented in Table 1.

Artificial Fill (Af). The existing pavement on the northwest side of the intersection on Bello Street in boring 22E-02 consisted of approximately 5 inches of asphalt concrete pavement overlying approximately 5 inches of aggregate base. The paved median on the southeast side of the intersection in 22E-01 consisted of approximately 5 inches of asphalt concrete pavement. The pavement materials in borings 22E-01 and 22E-02 were underlain by fill soil that was encountered to

Geotechnical Design Report Project No. 222-275
Bello Street at Price Canyon Road Intersection Improvements January 6, 2023 6 depths of approximately 5 to 10 feet below the road surface (approximately elevation 85 to 82 feet).

The fill encountered in the borings consisted of very dense clayey sand (SC) and was likely derived from nearby native sources. Obispo Formation (Tod) was encountered below the fill in each of the borings.

Obispo Formation (Tod). Obispo Formation was encountered below the fill in borings 22E-01 and 22E-02 to the maximum depth explored, approximately 15.4 feet below the road surface. The unit generally consisted of decomposed to fresh, hard diabase. The decomposed diabase was encountered as clayey sand with varying amounts of gravel (SC) and included slight petroleum odor and oil seeps on the southeast side of the intersection. Intact diabase was encountered near approximately 15 feet below the road surface in each of the borings (approximately elevation 77 to 75 feet) and included visible biotite phenocrysts throughout. “Granite” (likely diabase) was encountered in borings B-1 and B-4 at the center bent and south abutment for the Hinds Avenue Overcrossing at approximately 19 to 22 feet below the ground surface from the abutment elevations (approximately elevation 49 to 47 feet12). Diabase is interpreted in penetration boring B-5 at the north abutment at approximately 8 feet below the ground surface.

Table 1: Geotechnical Properties Test Summary 3
Geologic Unit
Locations
Encountered
Dry
Unit
Wt.
(pcf)
Moisture
Content
(%)
Particle
Size
Analyses
(%G, %S,
%F)
Corrosion
pH, ρ
(Ω-cm), SO42-
and CL- (mg/kg) Other
Artificial Fill
(Af)
22E-01, 22E-
02 107 -
119 11
0 G
67 - 70 S
30 -33 F
pH = 7.63 - 8.02
ρ = 1,043
SO42- = 6 - 19
Cl- = 2 - 5
R-Value = 24
UWMAX =
125 pcf
WOPT = 13%
Obispo
Formation
(Tod)
22E-01, 22E-
02 104 -
117 7 - 10 -- -- --

4.4 GROUNDWATER
Groundwater was not encountered in the 1957 borings performed by Caltrans (1959) or in the 2022 borings performed by Yeh for this study. Groundwater data from pertinent nearby documented sites

2 From Caltrans (1959) LOTB sheet. Elevations are likely based on NGVD29 datum. 3 Geotechnical properties are noted for dry unit weight (ɣd) and moisture content (wo); particle size as percent gravel (G), sand size (S) and fines content (F); electrical resistivity (ρ) in ohm-centimeters (Ω-cm), soluble sulfates (SO42-) and soluble chlorides (Cl-) in milligrams per kilogram (mg/kg), Atterberg liquid limit (LL) and plasticity index (PI); shear strength (S) in kips per square foot (ksf) measured by pocket penetrometer (pp), torvane (tv) or unconsolidated undrained (uu) tests; friction angle (φ) or cohesion (c) in kips per square foot measured from SPT blow count correlations, direct shear (ds) or consolidated undrained (cu) tests, uniaxial compressive strength (σa) in kip per square inch (ksi).

Geotechnical Design Report Project No. 222-275
Bello Street at Price Canyon Road Intersection Improvements January 6, 2023 7 were not available on GeoTracker (CSWCB 2022). The groundwater level in the site vicinity will likely vary in association with changes in precipitation, runoff, and other factors.

5. SEISMIC HAZARDS
Seismic analyses are not required for Caltrans (2018a) Standard Plan signal and light pole foundations per the Caltrans (2022) Geotechnical Manual for Standard Plan Overhead Signs and Electrical Systems except for the evaluation of liquefaction potential. The subsurface conditions at the project site consist of unsaturated, very dense clayey soil and rock that is not considered susceptible to liquefaction, seismically induced settlement, or strength loss due to seismic shaking. Therefore, seismic analyses were not performed.

6. CORROSION EVALUATION
Table 2 presents results of corrosion testing performed on selected samples from the current study.

Tests for pH, resistivity, soluble sulfate content, and soluble chloride content were performed on selected samples in accordance with ASTM and Caltrans test methods. Corrosion test results are presented in Appendix B and summarized below.

Table 2: Corrosion Data
Boring
No.

Sample Depth
(feet) pH
Minimum
Resistivity
(ohm-cm)
Chloride
Content (ppm)
Sulfate
Content (ppm)
22E-01 0.4 to 2 8.02 1,043 5 19
22E-02 0.8 to 2 7.63 1,043 2 6

The Caltrans (2021b) Corrosion Guidelines state that soil with a resistivity less than 1,500 ohms per centimeter are indicative of potentially corrosive conditions and testing for chloride and sulfate contents should be performed. Caltrans considers a site as corrosive if one or more of the following exist for representative soil and/or water samples taken at the site: “Chloride concentration is greater than or equal to 500 ppm, sulfate concentration is greater than or equal to 1,500 ppm, or the pH is 5.5 or less.” Based on Caltrans test methods and standards, the results indicate that the soil is not corrosive.

Geotechnical Design Report Project No. 222-275
Bello Street at Price Canyon Road Intersection Improvements January 6, 2023 8 7. GEOTECHNICAL RECOMMENDATIONS

7.1 GRADING - GENERAL

7.1.1 CLEARING AND GRUBBING
Clearing and grubbing should be performed to remove existing vegetation and objectionable material from the entire length of the jobsite within the widths given in the specifications. Grub to a depth necessary to remove all stumps, roots and buried vegetation. Specifications for clearing and grubbing are given in Section 17-2 of the Caltrans (2018b) Standard Specifications.

7.1.2 FILL PLACEMENT
Fill should be mechanically compacted. Jetting or ponding should not be permitted for placement or compaction of fill materials. Fill materials should be moisture conditioned and spread in lifts that are suitable for compaction with the equipment being used. Control of compaction layer thickness will be necessary to achieve compaction throughout the material being placed. Fill should be placed within +/- 2 percent of the optimum moisture content to achieve the recommended compaction.

7.1.3 FILL PLACEMENT ON SLOPES
Fill to be placed on sloping ground or embankment shall be keyed 6 feet into the sloping ground as the fill is brought up in lifts as specified in Section 19.6 of the Caltrans (2018b) Standard Specifications. The excavated material can be incorporated and compacted into the fill being placed as the keying and benching progresses up the slope.

7.1.1 DESIGN OF GRADED SLOPES
Fill and cut slopes should be graded to an inclination of 2h:1v or flatter. Fill slopes should be constructed by placing compacted fill beyond the finished grade and then cutting the slope back to exposed compacted fill at the finished grade. The slope can then be track-walked or prepared for placement of landscaping or planting.

7.1.2 EROSION AND DRAINAGE CONSIDERATIONS
Energy dissipation and erosion control devices should be provided in areas of concentrated runoff to reduce the potential for erosion. Landscaping and maintenance of graded areas and slopes should be provided to assist the establishment of vegetation and reduce the potential for erosion.

7.1.3 SUGGESTED MATERIAL SPECIFICATIONS
Standard Specifications refers to the 2018 edition of the Standard Specifications published by the California Department of Transportation (Caltrans 2018b). The following specifications are suggested for materials referenced in various sections of this report. Refer to the Standard Specifications (Caltrans 2018) for all other materials not listed.

Geotechnical Design Report Project No. 222-275
Bello Street at Price Canyon Road Intersection Improvements January 6, 2023 9 Aggregate Base. Aggregate base shall consist of imported material conforming to Section 26-1.02B of the Standard Specifications for Class 2 Aggregate Base.

Asphalt Concrete (Hot Mix Asphalt). Asphalt concrete shall conform to Section 39-2, “Hot Mix Asphalt,” of the Standard Specifications. Asphalt binder shall be grade PG 64-10.

Compacted Fill. Compacted fill material shall consist of imported or on-site material free of organics, oversize rock (greater than 3 inches), trash, debris, corrosive, and other deleterious materials. Fill and borrow sources shall be reviewed by the Engineer before being imported to the site. Fill materials should comply with all specified material requirements for the designated placement location at the site. Fill materials used in structure locations should not include expansive or collapsible materials. Fill placed within 3 feet of the grading plane shall have an R-value of at least 24 according to California Test 301.

Pipe Bedding Material. Pipe bedding material shall consist of imported or onsite material having a sand equivalent of at least 30 and conform to Section 19-3.02F(2) of the Standard Specifications.

Initial/Pipe Zone Material. Pipe zone material shall consist of imported or onsite material having a sand equivalent (SE per ASTM 2419) of at least 30 and conform to Section 19-3.02F(2) of the Standard Specifications. Slurry cement used for pipe zone material should conform to Section 19-3.02E of the Standard Specifications.

Trench Backfill. Trench backfill shall consist of slurry cement backfill or imported material that is free of organics, debris, oversize material (greater than 3 inches), and other deleterious materials. Trench backfill material shall have at least 85 percent of the material passing the U.S. Standard No. 4 sieve, and/or comply with the applicable requirements of the City of Pismo Beach (Pismo 2020) for trench backfill within pavement areas. Slurry cement backfill shall comply with Section 19-3.03F of the Standard Specifications.

7.1.4 REUSE OF EXCAVATED ONSITE MATERIAL
Excavated onsite soil that is clean of organic material, oversized rock and other deleterious material is considered be suitable for reuse as compacted roadway fill. Excavated onsite material should not be considered suitable for reuse as select material such as aggregate base, pipe zone material, or pipe bedding unless submitted test results by the contractor indicate otherwise.

7.2 STANDARD PLAN SIGNAL AND LIGHTING STANDARD FOUNDATIONS Caltrans (2018a) Standard Plan signal and lighting elements are planned for the proposed intersection improvements. The Caltrans (2022b) Geotechnical Manual for Standard Plan Overhead Signs and Electrical Systems provides minimum geotechnical engineering parameters that the site subsurface

Geotechnical Design Report Project No. 222-275
Bello Street at Price Canyon Road Intersection Improvements January 6, 2023 10 conditions must meet in order to use the foundation types for electrical systems (including signal and lighting systems) shown on the Standard Plans. Based on the soil classification, blow count data, and laboratory test results from the borings performed at the project site, the Standard Plan foundation types for signal and lighting foundations can be used for design of the project.

7.3 PAVEMENT DESIGN RECOMMENDATIONS

7.3.1 SUBGRADE PREPARATION
Subgrade for new roadways should be prepared and conform as described in Section 19 of the Caltrans (2018b) Standard Specifications. The upper 3 feet of subgrade below new pavement should have a minimum R-value of 24. Import material should also have minimum R-value of 24 where placed within the upper 3 feet of subgrade. Compaction of subgrade should conform to the requirements described in Section 19-5.03 of the Caltrans (2018b) Standard Specifications.

7.3.2 PAVEMENT STRUCTURAL SECTION
The recommended structural sections were calculated for a 20-year design life using Caltrans design methods, a range of assumed traffic indices (TI) of 7 to 9, and a subgrade R-value of 24. The design R- value was selected based on testing of a subgrade sample recovered from the borings (see Appendix B). Table 3 presents 2-layer structural sections estimated in accordance with Chapter 600 of the Caltrans Highway Design Manual. The estimated thicknesses assume that the structural section will be placed on compacted subgrade prepared in accordance with the Caltrans (2018b) Standard Specifications. Suggested material specifications for pavement materials are provided in Section

7.1.3. Table 3: Pavement Structural Sections
Pavement
Material
Pavement Thicknesses for 2-Layer Sections (feet)
TI = 7 TI = 8 TI = 9
Hot Mix
Asphalt
(HMA)

0.30 0.35 0.40
Aggregate
Base
(AB)

0.95 1.15 1.30

8. MATERIAL SOURCES
Sourcing of project materials can be supplied by several local commercial sources. Prior to submitting bids and scheduling construction, contractors should verify the availability of materials from suppliers and ability to achieve requirements of the Standard Specifications.

Geotechnical Design Report Project No. 222-275
Bello Street at Price Canyon Road Intersection Improvements January 6, 2023 11 9. MATERIAL DISPOSAL
Excess fill or cut material should be hauled off-site for proper disposal, unless an on-site location has been specifically identified for placement of excess fill on the project plans.

10. CONSTRUCTION CONSIDERATIONS

10.1.1 EXCAVATION AND CAST-IN-DRILLED-HOLE (CIDH) PILE DRILLING The existing artificial fill and decomposed Obispo Formation encountered within the borings can likely be excavated using conventional heavy construction equipment such as backhoes, excavators, or dozers. Drilling for cast-in-drilled-hole (CIDH) foundations within the fill and decomposed Obispo Formation can likely be performed using conventional drilling equipment. Fresh, hard Obispo Formation diabase was encountered at approximately 15 feet below the road surface in each of the borings performed by Yeh. Ripping or hoe ram type excavation may be needed to assist with excavation within the material. Coring buckets, rock augers, and other tooling may be needed to help advance CIDH pile excavations for signals through the fresh, hard Obispo Formation, if encountered.

10.1.2 GROUNDWATER AND DEWATERING
Groundwater conditions are discussed in Section 4.4 of this report. Groundwater is not expected to be encountered during the proposed grading or excavations for the signal or lighting foundations based on the reviewed geotechnical data. Yeh did not observe any springs or seepage on slopes during site visits. No special measures with respect to groundwater are considered necessary for excavations with depths of 15 feet or less at the intersection based on the reviewed data.

10.1.3 EXISTING FACILITIES
Abandonment and/or relocation of existing utilities may be necessary for foundation construction and should be performed in accordance with the Caltrans (2018b) Standard Specifications and the City of Pismo Beach Engineering Standards (Pismo 2020).

10.1.4 TEMPORARY EXCAVATIONS
Temporary slopes should be braced or sloped according to the requirements of OSHA. We expect the soil within temporary excavations will generally consist of artificial fill and decomposed Obispo Formation consisting of very dense clayey sand with varying amounts of gravel (SC) which can be classified as Type C soil. Type C soil can be sloped to 1.5:1 for slope heights up to 20 feet. The design of temporary slopes or shoring systems needed for construction is the responsibility of the contractor.

Slope inclination used for the construction of temporary slopes should be determined by the contractor’s competent person per OSHA guidelines and the subsurface conditions encountered at the time of construction. Slopes or shoring systems exceeding 20 feet in height are not addressed by

Geotechnical Design Report Project No. 222-275
Bello Street at Price Canyon Road Intersection Improvements January 6, 2023 12 OSHA and should be designed by a qualified registered professional. If needed, the contractor should submit an excavation and shoring plan for slopes more than 20 feet in height for review by the geotechnical professional prior to beginning the excavation.

10.1.5 DIFFERING SITE CONDITIONS
The conclusions and recommendations submitted in this report are based upon the data obtained from field reconnaissance, subsurface exploration, and existing reports and data. Boring logs and indicate subsurface conditions at specific locations at the time of drilling to the depth explored.

Boring logs do not necessarily reflect the variations that may exist between the locations. If there are any changes in the site conditions, Yeh should review those changes and provide additional recommendations in writing, if needed.

11. LIMITATIONS
This study has been conducted in general accordance with currently accepted geotechnical practices in this area for use by the client for design purposes. The conclusions and recommendations submitted in this report are based upon the data obtained from field reconnaissance, drilling and sampling, and our understanding of the proposed project and type of construction described in this report. If there are any changes in the project or site conditions, Yeh should review those changes and provide additional recommendations, if needed. Any modifications to the recommendations of this report or approval of changes made to the project should not be considered valid unless they are made in writing. The report and drawings contained in this report are intended for design-input; and are not intended to act as construction drawings or specifications.

Site conditions will vary between points of observation or sampling, seasonally, and with time. The nature and extent of subsurface variations across the site may not become evident until excavation is performed. If during construction, fill, soil, or water conditions appear to be different from those described herein, Yeh should be advised and provided the opportunity to evaluate those conditions and provide additional recommendations, if necessary. The geotechnical professional should observe portions of the construction and site conditions, such as excavations, exposed subgrades and earthwork, to evaluate whether or not the conditions encountered are consistent with those assumed for design, and to provide additional recommendations during construction, if needed.

Geotechnical Design Report Project No. 222-275
Bello Street at Price Canyon Road Intersection Improvements January 6, 2023 13 12. REFERENCES
Boyle Engineering (Boyle 1959), City of Pismo Beach, Modifications to Sewer System, sheet 5 of 14, dated January 1959.

California Department of Transportation (Caltrans 2022b), Geotechnical Manual, Standard Plan Overhead Signs and Electrical Systems, issued September 2022.

California Department of Transportation (Caltrans 2022a), Highway Design Manual, Seventh Edition, Sacramento, California, issued 2019, updated May 20, 2022.

California Department of Transportation (Caltrans 2021b), Corrosion Guidelines, Version 3.2, Division of Engineering Services, Structures Design, issued May 2021.

California Department of Transportation (Caltrans 2021a), Geotechnical Manual, Geotechnical Design Reports, issued February 2021.

California Department of Transportation (Caltrans 2018b), Standard Specifications, Sacramento, California, issued 2018.

California Department of Transportation (Caltrans 2018a), Standard Plans, Sacramento, California, issued 2018.

California Department of Transportation (Caltrans 1959), Hinds Avenue Overcrossing, Log of Test Borings, Bridge No. 49-130, Drawing No. C-5698-6, As-Built Sheets, dated September 28, 1959.

California State Water Control Board (CSWCB 2022), GeoTracker, online database, accessed November 8, 2022,
https://geotracker.waterboards.ca.gov/map/?CMD=runreport&myaddress=Sacramento# CalTopo (CalTopo 2022), online topography tool, accessed November 8, 2022, https://caltopo.com/map.html#ll=35.14298,-120.63683&z=17&b=mbh City of Pismo Beach (Pismo 2022), Request for Proposals (RFP) for Traffic Signal Design – Bello Street and Price Canyon Road, issued May 5, 2022.

City of Pismo Beach (Pismo 2020), Engineering Standards, adopted April 7, 2020.

Garing, Taylor and Associates, Inc. (GTA 1988), City of Pismo Beach, Water System Improvements, Water Mains in Bello Ave and Hinds Ave, Sheet 6 of 8, dated October 13, 1988.

San Luis Obispo County Department of Roads and Survey (SLOCO 1965), Realignment of a Portion of Price Canyon Road, County Road Number 13020, sheets 3 and 5, dated March 1965.

San Luis Obispo County Flood Control and Water Conservation District (SLOCOFC 1968), Lopez Water Supply Project, Water Distribution System – Unit 3, sheet 20 of 43, dated October 21, 1968.

Geotechnical Design Report Project No. 222-275
Bello Street at Price Canyon Road Intersection Improvements January 6, 2023 14 Southern California Gas Company (SoCal Gas 2022), Gas Asset Map, printed September 17, 2022.

Southern California Gas Company (SoCal Gas 2016), 10” SL 36-9-09 North Section 5A Replacement and Hydrotest, PS 1604+40 to PS 1679+46, City of Pismo Beach, San Luis Obispo County, CA, WOA 82068, Drawing No. 80131-3009-D-PIP, dated February 5, 2016.

United States Department of the Interior – United States Geological Survey (USGS 2022), Earthquake Hazards Program, Quaternary Fault and Fold Database of the United States/Interactive Fault Map, access November 8, 2022, https://www.usgs.gov/programs/earthquake-hazards/faults?qt- science_support_page_related_con=4#qt-science_support_page_related_con Wiegers, M.O. and Gutierrez, C. I. (Wiegers and Gutierrez 2011). Preliminary Geologic Map of the Pismo Beach 7.5’ Quadrangle, San Luis Obispo County, California, California Geological Survey, scale 1:24,000.

Youd, T. L. and Idriss, I.M. (Youd et al. 2001), “Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/NSF Workshops on Evaluation of Liquefaction Resistance of Soils”, Co-chairs Youd, T.L. and Idriss, I.M., Journal of Geotechnical and Geoenvironmental Engineering, ASCE, Vol. 127, No. 10, pp. 817-833.

PLATEPROJECT NAME:

PROJECT NUMBER: REVISION DATE:

FIELD EXPLORATION PLAN
Base Map: Google Earth (2022)1

BELLO STREET AND PRICE CANYON ROAD

INTERSECTION IMPROVEMENTS
Pismo Beach, CA
222-275 11/09/2022
400
feet
North
LEGEND:

No.

Hollow Stem Boring LocaƟon (Yeh 2022)
PenetraƟon Boring LocaƟon (Caltrans 1957)
No.
22E-01
22E-02
B-3
B-5

APPENDIX A - BORING LOGS

DATE10/17/2022

PROJECT NAME
Price Canyon - Bello Street Intersection Improvements
Permeability (ASTM 5084)

SILTY, CLAYEY SAND
Group Names
SC-SM
Graphic / Symbol Graphic / Symbol Group Names
Standard California Sampler (2.5" O.D.)
C
CL
CP
CR
CU
Corrosion, Sulfates, Chlorides (CTM 643; ASTM
D4972, ASTM G187, ASTM D4327)
Compaction Curve (ASTM D1557)
Direct Shear (ASTM D3080)
Expansion Index (ASTM D4829)
PP
PM
PL
RS Torsional Ring Shear (ASTM D6467)
PI
PA
P
OC
M

GRAVELLY ORGANIC SILT
GRAVELLY ORGANIC SILT with SAND

ORGANIC SILT
Well-graded SAND with CLAY and GRAVEL
(or SILTY CLAY and GRAVEL)
SILTY, CLAYEY SAND with GRAVEL
CLAYEY SAND with GRAVEL
SILTY SAND with GRAVEL

GROUP SYMBOLS AND NAMES

DRILLING METHOD SYMBOLS
OL
EI
GC
GP
GC-GM

SANDY ORGANIC SILT
Lean CLAY with SAND
Lean CLAY with GRAVEL
SANDY lean CLAY with GRAVEL
ORGANIC lean CLAY
GRAVELLY ORGANIC lean CLAY
GRAVELLY ORGANIC lean CLAY with SAND
Fat CLAY
Elastic SILT with GRAVEL
SANDY elastic SILT
SANDY elastic SILT with GRAVEL
GRAVELLY elastic SILT
GRAVELLY elastic SILT with SAND
ORGANIC elastic SILT
SANDY ORGANIC SILT with GRAVEL
CH
MH
OH
OL/OH
Rock Core Grab Sample
R
Poorly graded SAND with SILT and GRAVEL
SANDY lean CLAY
GRAVELLY lean CLAY
ORGANIC lean CLAY with SAND
ORGANIC lean CLAY with GRAVEL
SANDY ORGANIC lean CLAY
SANDY ORGANIC lean CLAY with GRAVEL
Fat CLAY with SAND
Fat CLAY with GRAVEL
SANDY fat CLAY
SANDY fat CLAY with GRAVEL
GRAVELLY fat CLAY
GRAVELLY fat CLAY with SAND
ORGANIC fat CLAY
ORGANIC fat CLAY with SAND
ORGANIC fat CLAY with GRAVEL
SANDY ORGANIC fat CLAY
Elastic SILT with SAND
Well-graded GRAVEL
Poorly graded GRAVEL with SILT
GRAVELLY lean CLAY with SAND
DS
SP-SC
SW
SP
Piston Sampler
SW-SM
SILTY, CLAYEY GRAVEL with SAND
CLAYEY GRAVEL with SAND
SILTY GRAVEL with SAND
Modified California Sampler (3" O.D.)
GRAVELLY SILT with SAND
SILT
ORGANIC SILT with SAND
ORGANIC SILT with GRAVEL
Liquid Limit, Plastic Limit, Plasticity Index
(ASTM D4318)
Consolidation (ASTM D2435)
Collapse Potential (ASTM D5333)
Consolidated Undrained Triaxial (ASTM D4767)
Moisture Content (ASTM D2216)
Organic Content (ASTM D2974)
Particle Size Analysis (ASTM D422-63 [2007])
Point Load Index (ASTM D5731)
Standard Penetration Test (SPT) (2" O.D.)

COBBLES
Well-graded GRAVEL with SAND
Well-graded GRAVEL with SILT
Well-graded GRAVEL with CLAY and SAND
(or SILTY CLAY and SAND)
Well-graded SAND with CLAY (or SILTY CLAY)
Poorly graded GRAVEL
Poorly graded GRAVEL with CLAY
(or SILTY CLAY)
Poorly graded SAND with SILT
Poorly graded SAND with CLAY (or SILTY CLAY)
Poorly graded SAND with CLAY and GRAVEL
(or SILTY CLAY and GRAVEL)
Lean CLAY
ORGANIC elastic SILT with SAND
SANDY ORGANIC elastic SILT with GRAVEL
GRAVELLY ORGANIC elastic SILT
GRAVELLY ORGANIC elastic SILT with SAND
GW-GC
GP-GM
GP-GC
GM
Well-graded SAND with SILT
SW-SC
SP-SM

GRAVELLY SILT

ORGANIC SOIL
ORGANIC SOIL with SAND
ORGANIC SOIL with GRAVEL

SANDY ORGANIC SOIL
SANDY ORGANIC SOIL with GRAVEL

GRAVELLY ORGANIC SOIL
GRAVELLY ORGANIC SOIL with SAND
OH
SM
Auger Drilling

FIELD AND LABORATORY TESTS

WATER LEVEL SYMBOLS
Dynamic Cone
or Hand Driven Diamond CoreRotary Drilling
Static Water Level Reading (long-term)
Shelby Tube
Bulk Sample Other (see remarks)
Static Water Level Reading (short-term)
First Water Level Reading (during drilling)
SHEET1 of 2

SAMPLER GRAPHIC SYMBOLS
PEAT
Well-graded GRAVEL with SILT and SAND
Well-graded GRAVEL with CLAY (or SILTY CLAY)
Well-graded SAND
Well-graded SAND with GRAVEL
Well-graded SAND with SILT and GRAVEL
Poorly graded GRAVEL with SAND
Poorly graded GRAVEL with SILT and SAND
Poorly graded GRAVEL with CLAY and SAND
(or SILTY CLAY and SAND)
Poorly graded SAND
Poorly graded SAND with GRAVEL
Pressure Meter
Pocket Penetrometer
R-Value (CTM 301)
Shrinkage Limit (ASTM D427)
Swell Potential (ASTM D4546)
Unconfined Compression - Soil (ASTM D2166)
Unconfined Compression - Rock (ASTM D7012)
Unconsolidated Undrained Triaxial
(ASTM D2850)
Vane Shear (AASHTO T 223-96 [2004])
-200
VS
UW
UU
UC
Unit Weight (ASTM D4767, ASTM D7263)
200 Wash (ASTM D1140)
TV
SW
SL
SG
SE
Pocket Torvane
Sand Equivalent (CTM 217)
Specific Gravity (AASHTO T 100)

REPORT TITLE

LEGEND FOR SOIL CLASSIFICATION
OL
SC
GW
GW-GM
CL
CL-ML
ML
COBBLES and BOULDERS

BOULDERS
PT

SILTY GRAVEL

CLAYEY GRAVEL

SILTY, CLAYEY GRAVEL

SILTY SAND

CLAYEY SAND

SILTY CLAY
SILTY CLAY with SAND
SILTY CLAY with GRAVEL

SANDY SILTY CLAY
SANDY SILTY CLAY with GRAVEL

GRAVELLY SILTY CLAY
GRAVELLY SILTY CLAY with SAND
SILT with SAND
SILT with GRAVEL

SANDY SILT
SANDY SILT with GRAVEL
SANDY ORGANIC fat CLAY with GRAVEL
GRAVELLY ORGANIC fat CLAY
GRAVELLY ORGANIC fat CLAY with SAND
Elastic SILT
ORGANIC elastic SILT with GRAVEL
SANDY elastic ELASTIC SILT
A-1 of 4

DATE11/7/2022

PROJECT NAME
Price Canyon - Bello Street Intersection Improvements
No fractures
Lengths greater 3 ft
Lengths average from 1 in. to 4 in. with scattered fragmentedintervals with lengths less than 4 in.

Lengths from 1 to 3 ft, few lengths outside that range
Mostly chips and fragments with few scattered short core lengths Unfractured
Length of the recovered core pieces (in.)
Total length of core run (in.)x 100
RQD CALCULATION (%)
Length of intact core pieces > 4 in.

Moderately Fractured
Intensely Fractured
Descriptor
Massive
Thickly bedded
Moderately bedded
Thinly bedded
Very thinly bedded
Laminated
> 10 ft
3 to 10 ft
< 3/8 inch
1 to 3 ft
3-5/8 inches to 1 ft
1-1/4 to 3-5/8 inches
3/8 inch to 1-1/4 inches

FRACTURE DENSITY
Descriptor
Specimen cannot be scratched with pocket knife or sharp pick; can only bechipped with repeated heavy hammer blows Specimen cannot be scratched with pocket knife or sharp pick; breaks withrepeated heavy hammer blows Specimen can be grooved or gouged with pocket knife or sharp pick with lightpressure, breaks with light to moderate hand pressure Specimen can be scratched with pocket knife or sharp pick with light ormoderate pressure; breaks with moderate hammer blows Specimen can be grooved 1/6 in. with pocket knife or sharp pick with moderateor heavy pressure; breaks with light hammer blow or heavy hand pressure Note: Combination descriptors (such as "slightly weathered to fresh") are used where equal distribution of both weathering characteristics is presentover significant intervals or where characteristics present are "in between" the diagnostic feature. However, combination descriptors should not be usedwhere significant identifiable zones can be delineated. Only two adjacent descriptors shall be combined. "Very intensely weathered" is the combinationdescriptor for "decomposed to intensely weathered".

SHEET2 of 2

ROCK HARDNESS

ROCK GRAPHIC SYMBOLS

IGNEOUS ROCK

SEDIMENTARY ROCK

METAMORPHIC ROCK

BEDDING SPACING
CORE RECOVERY CALCULATION (%)

WEATHERING DESCRIPTORS FOR INTACT ROCK
Diagnostic Features
Texture and Solutioning
Very thickly bedded
Descriptor Thickness or Spacing
Descriptor Body of Rock Fracture Surfaces
Chemical Weathering-Discoloration-Oxidation
Texture Solutioning General Characteristics
Decomposed Discolored of oxidizedthroughout, but resistantminerals such as quartz maybe unaltered; all feldsparsand Fe-Mg minerals arecompletely altered to clay Complete separation ofgrain boundaries(disaggregated)
Resembles a soil; partial orcomplete remnant rockstructure may be preserved;leaching of soluble mineralsusually complete Can be granulated by hand.Resistant minerals such asquartz may be present as"stringers" or "dikes".

IntenselyWeathered Discoloration or oxidationthroughout; all feldspars andFe-Mg minerals are altered toclay to some extent; orchemical alteration producesin situ disaggregation (referto grain boundary conditions) All fracturesurfaces arediscolored oroxidized; surfacesare friable Partial separation, rockis friable; in semi-aridconditions, granitics aredisaggregated Altered bychemicaldisintegrationsuch as viahydration orargillation Leaching ofsoluble mineralsmay be complete
Dull sound when struck withhammer; usually can be brokenwith moderate to heavy manualpressure or by light hammerblow without reference toplanes of weakness such asincipient or hairline fractures orveinlets. Rock is significantlyweakened.

ModeratelyWeathered Discoloration or oxidationextends from fracturesusually throughout; Fe-Mgminerals are "rusty"; feldsparcrystals are "cloudy" Mechanical Weatheringand Grain BoundaryConditions
Lengths mostly in range of 4 in. to 1 ft, with most lengths about 8 in.

Criteria
Very Slightly Fractured
Slightly Fractured
Very Intensely Fractured
Extremely Hard
All fracturesurfaces arediscolored oroxidized
Partial separation ofboundaries visible Generallypreserved Soluble mineralsmay be mostlyleached Hammer does not ring whenrock is struck. Body of rock isslightly weakened. x 100Total length of core run (in.)
SlightlyWeathered Discoloration or oxidation islimited to surface of, or shortdistance from, fractures;some feldspar crystals aredull Minor to completediscoloration oroxidation of mostsurfaces No visible separation,intact (tight)Preserved Minor leachingof some solubleminerals may benoted Hammer rings when crystallinerocks are struck. Body of rocknot weakened.

Hammer rings when crystallinerocks are struck.No solutioningNo changeNo separation, intact(tight)No discolorationor oxidationNo discoloration, not oxidizedFresh Criteria
Very hard
Hard
ModeratelyHard
Very Soft
Soft
ModeratelySoft
Specimen can be scratched with pocket knife or sharp pick with heavypressure; heavy hammer blows required to break specimen Specimen can be readily indented, grooved, or gouged with fingernail, orcarved with pocket knife; breaks with light hand pressure

REPORT TITLELEGEND FOR ROCK CLASSIFICATION
A-2 of 4

CR (pH = 8.02, r = 1,043 ohm-cm,
SO4
2- = 19 mg/kg, Cl- = 5 mg/kg)
CP ( D, MAX = 125 pcf, wOPT =
13%)
R (R-Value = 24)
-200 (0% G, 67% S, 33% F)
Rig chatter
Heavy rig chatter
11 10
7 119
117
110
5'' ASPHALT CONCRETE.

CLAYEY SAND (SC); very dense; reddish brown;
moist; fine to medium SAND; rust stained; trace
decomposed gravel; (ARTIFICIAL FILL).

IGNEOUS ROCK (DIABASE); medium-grained;
reddish brown; decomposed; (CLAYEY SAND with
GRAVEL (SC); very dense; moist); slight petroleum
odor; (Obispo Formation).

Slight oil seeps.

Fine-grained; dark gray; slightly weathered to fresh;
hard; slightly fractured; some mechanical fractures;
biotite phenocrysts throughout.

Bottom of borehole at 15.4 ft bgs
This Boring Record was developed in accordance with
the Caltrans Soil & Rock Logging, Classification, and
Presentation Manual (2010) except as noted on the Soil
or Rock Legend or below.
100
100
100
100
50/5"
50/5"
50/5"
50/5"
A
1 2
3 4
BOREHOLE LOCATION (Offset, Station, Line)
--

DURING DRILLING
Not encountered

AFTER DRILLING (DATE)

FINAL BY
J. Cravens

DRILL RIG
CME 75

BEGIN DATE
10-17-22

COMPLETION DATE
10-17-22

DRILLING METHOD
8" Hollow-Stem Auger

WEATHER NOTES
Clear, sunny
BOREHOLE LOCATION (Lat/Long or North/East and Datum)
--/--

BORING NUMBER
22E-01

SURFACE ELEVATION

90.0 ft

LOGGED BY
B. DiPietro

DRILLER
2R Drilling

TOTAL DEPTH OF BORING

15.4 ft

GROUNDWATER

READINGS

HAMMER TYPE
140 lb Autotrip
LOCATION DESCRIPTIONNortheast side of intersection in median; 92" from curb of Bello St.; 369" from stop sign
BACKFILLED WITHNative; Patched AC with rapid
set concrete dyed black
Remarks
Shear Strength(ksf)Blows per footPROJECT NUMBER222-275
SHEET1 of 1MoistureContent (%)DEPTH (ft)BORING NUMBER22E-01Dry Unit Weight(pcf)DESCRIPTION Recovery (%)Drilling MethodCasing DepthPROJECT NAMEPrice Canyon - Bello Street Intersection ImprovementsELEVATION (ft)88 86 84
82 80
78 76
74 72 Sample LocationREVISION DATE11/11/2022MaterialGraphicsBlows per 6 in.RQD (%)Sample Number5 BR - STANDARD 222-275 LOGS.GPJ CALIFORNIA YEH LIBRARY (YEH V3 APRIL 2020).GLB 11/11/22REF/5" REF/5"
REF/5"
REF/5"
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 A-3 of 4

CR (pH = 7.63, r = 1,043 ohm-cm,
SO4
2- = 6 mg/kg, Cl- = 2 mg/kg)
-200 (0% G, 70% S, 30% F)
Hand auger 5' to 7' per SLO County
Public Works Personnel
10 9
107
104
5'' ASPHALT CONCRETE.
5'' AGGREGATE BASE.

CLAYEY SAND (SC); very dense; reddish brown;
moist; fine to medium SAND; (ARTIFICIAL FILL).

IGNEOUS ROCK (DIABASE); medium-grained; dark
reddish brown; decomposed; (CLAYEY SAND (SC);
very dense; moist; fine to medium SAND); trace
decomposed gravel; (Obispo Formation).

Gray; decomposed to intensely weathered.

Bottom of borehole at 15.4 ft bgs
This Boring Record was developed in accordance with
the Caltrans Soil & Rock Logging, Classification, and
Presentation Manual (2010) except as noted on the Soil
or Rock Legend or below.
100
100
100
100
47 50/3"
50/5"
50/5"
B
5 6
7 BOREHOLE LOCATION (Offset, Station, Line)
--

DURING DRILLING
Not encountered

AFTER DRILLING (DATE)

FINAL BY
J. Cravens

DRILL RIG
CME 75

BEGIN DATE
10-17-22

COMPLETION DATE
10-17-22

DRILLING METHOD
8" Hollow-Stem Auger

WEATHER NOTES
Clear, sunny
BOREHOLE LOCATION (Lat/Long or North/East and Datum)
--/--

BORING NUMBER
22E-02

SURFACE ELEVATION

92.0 ft

LOGGED BY
B. DiPietro

DRILLER
2R Drilling

TOTAL DEPTH OF BORING

15.4 ft

GROUNDWATER

READINGS

HAMMER TYPE
140 lb Autotrip
LOCATION DESCRIPTION BACKFILLED WITHSouthwest side of intersection in EB lane of Bello St.; 178" north of hydrant; 192" from water manhole
Native;Patched AC with rapid
set concrete dyed black
Remarks
Shear Strength(ksf)Blows per footPROJECT NUMBER222-275
SHEET1 of 1MoistureContent (%)DEPTH (ft)BORING NUMBER22E-02Dry Unit Weight(pcf)DESCRIPTION Recovery (%)Drilling MethodCasing DepthPROJECT NAMEPrice Canyon - Bello Street Intersection ImprovementsELEVATION (ft)90 88 86
84 82
80 78
76 74 Sample LocationREVISION DATE11/11/2022MaterialGraphicsBlows per 6 in.RQD (%)Sample Number5 BR - STANDARD 222-275 LOGS.GPJ CALIFORNIA YEH LIBRARY (YEH V3 APRIL 2020).GLB 11/11/2250/3" REF/5"
REF/5"
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 A-4 of 4

APPENDIX B - RESULTS OF LABORATORY TESTING

22E-01 A 0.0 BULK -- -- -- -- -- -- -- -- 8.02 1,043 19 5 125 13 24 -- --CLAYEY SAND (SC) 22E-01 1 2.0 CAL 133 119 11 0 67 33 -- -- -- -- -- -- -- -- -- -- --CLAYEY SAND (SC) 22E-01 2 5.0 CAL 128 117 10 -- -- -- -- -- -- -- -- -- -- -- -- -- -- Decomposed DIABASE: CLAYEY SAND with GRAVEL (SC)
22E-01 3 10.0 CAL 118 110 7 -- -- -- -- -- -- -- -- -- -- -- -- -- -- Decomposed DIABASE: CLAYEY SAND with GRAVEL (SC)
22E-02 B 0.8 BULK -- -- -- -- -- -- -- -- 7.63 1,043 6 2 -- -- -- -- --CLAYEY SAND (SC) 22E-02 5 2.0 CAL 117 107 10 0 70 30 -- -- -- -- -- -- -- -- -- -- --CLAYEY SAND (SC) 22E-02 6 10.0 CAL 114 104 9 -- -- -- -- -- -- -- -- -- -- -- -- -- --Decomposed DIABASE: Clayey SAND (SC) Sample Information

SUMMARY OF LABORATORY TEST RESULTS
BoringNo.Sample
No.

USCS ClassificationDepth
(ft)
Atterberg
Max. Dry UnitWeight, d, MAX, (pcf)Total Unit Weight, t,(pcf)Dry Unit Weight, d,(pcf)MoistureContent (%)Plasticity Index (PI)Resistivity( - cm)Gravel (%)Sand (%)Liquid Limit (LL)Fines (%)pHR-ValueOptimum MoistureContent (%)Compaction Additional Testing 2-(mg/kg)(mg/kg)Cl-SO4 Expansion IndexGradation Corrosion Sample
Type
YEH SUMMARY OF TEST RESULTS 222-275 LOGS.GPJ CALIFORNIA YEH LIBRARY (YEH V3 APRIL 2020).GLB 11/7/22PROJECT MANAGERJ. Cravens CHECKED BYJ. Cravens
SHEET1 of 1
PREPARED BYB. DiPietro
PROJECT NO.222-275
PROJECT NAMEPrice Canyon - Bello Street Intersection Improvements REVISION DATE11-7-22
B-1 of 4

75 80
85 90
95 100
105
110
115
120
125
130
135
0 5 10 15 20 25 30 35 40 45

MOISTURE-DENSITY RELATIONSHIP
Curves of 100% Saturationfor Specific Gravity Equal to:

WATER CONTENT, %
Symbol
22E-01
BoringNumber SampleID
A
DRY UNIT WEIGHT, pcfOptimumMoistureContent(%)
ASTMTestMethod
1557B
MaximumDry Unit Weight(pcf)
125 13
YEH COMPACTION 5-CURVE 222-275 LOGS.GPJ CALIFORNIA YEH LIBRARY (YEH V3 APRIL 2020).GLB 10/31/22SHEET 1 of 1
PROJECT NO.222-275
PROJECT MANAGERJ. Cravens
PREPARED BYB. DiPietro
CHECKED BYJ. Cravens
REVISION DATE10-31-22
PROJECT NAMEPrice Canyon - Bello Street Intersection Improvements

2.80 2.70

2.60 B-2 of 4

Boring:22E-01 Reduced By:RU
Sample: A Checked By:PJ
Depth: 0-2 Date:10/27/2022
ABCDE
200 50 30 80
645 281 192 386
8105 3531 2413 4851

2.42 2.49 2.53 2.48
56 30 17 39
66 108 128 92

4.86 4.32 4.92 4.56
42 22 11 29
40 22 11 29

14.9 17.2 19.5 16.8
138.8 15.1 134.9 137.9
120.8 12.9 112.9 118.1
Specimen Designation
Corrected R-Value
Moisture Content (%)
Wet Density (pcf)
Dry Density (pcf)
Exudation Load (lbf)
Height After Compaction (in)
Stabilometer @ 2000
Turns Displacement
R-value
Exudation Pressure (psi)
Expansion Pressure (psf)
Compactor Foot Pressure (psi)
R-Value
CTM 301
CTL Job No.:

Client:

Project Number:
687-169
Yeh & Associates
222-275
24 35
Soil Description:

Remarks:

Project Name:Bello St. x Price Canyon Intersection Improvements Clayey SAND (SC)R-Value
Expansion
Pressure
0 100
200
300
400
500
600
700
800
900
1000
0 10
20 30
40 50
60 70
80 90
100
0 100 200 300 400 500 600 700 800
Exudation Pressure vs R‐Value
Exudation Pressure vs. Expansion
Pressure
B-3 of 4

CTL #Date:PJClient:Project:Remarks:ChloridepHSulfide MoistureAs Rec. Min Sat. mg/kg mg/kg %QualitativeAt TestDry Wt. Dry Wt. Dry Wt.EH (mv)At Testby Lead%Boring Sample, No. Depth, ft.ASTM G57 Cal 643 ASTM G57 ASTM D4327 ASTM D4327 ASTM D4327 ASTM G51ASTM G200Temp °CAcetate PaperASTM D221622E-01A 0-2 --- 5 19 0.0019 - - - - 12.2Clayey SAND (SC)22E-02B0.8-2 --- 2 6 0.0006 - - - - 11.0Clayey SAND (SC)Corrosivity Tests Summary(Redox)PJ222-275Resistivity @ 15.5 °C (Ohm-cm)Proj. No:Checked:10/26/2022Yeh and AssociatesSoil Visual Description 687-169Bello St x Price Canyon Intersection ImprovementsSample Location or IDSulfateORPTested By:B-4 of 4

APPENDIX C - PREVIOUS STUDIES

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C-1 of 1

ATTACHMENT F
Utility Tracking Matrix

Utility Tracking Matrix – November 2022BELLO STREET TRAFFIC SIGNALCity of Pismo Beach, Proj. No. 22-3550Utility Owner Utility TypeSize and/or Material Contact Phone Number Email SentResponse Rec'd SentResponse Rec'd SentAgreement ExecutedNotesWes ThomsonO: (805)788-2101C: (805)[email protected] Spiegel O: (805)[email protected] [email protected] Hale C: (805)[email protected] Lewis O: (805)[email protected] Huisken750 Industrial WaySan Luis Obispo, CA 93401O: (805)781-2440C: (805)[email protected] Gibbons4325 S. Higuera StreetSan Luis Obispo, CA 93401O: (805)546-1232C: (805)[email protected] [email protected] ClarkNeil Zakaria196 Suburban RdSan Luis Obispo, CA 93401O: (805)546-7012 C: (805)[email protected] DeGuzman1060 Terven AveSalinas, CA 93901C: (408)[email protected]@att.comTim Lindsay7555 San Luis AvenueAtascadero CA 93422O: (805)[email protected] MooreO: (805)748-8275C: (805)[email protected]"A" Letter (As-builts) "B" Letter (Conflicts) "C" Letter (Relocates)County of San Luis Obispo(Lopez Water Line)PG&EWaterElectric09/16/2022 09/30/222Charter CommunicationsCommunications09/16/2022 09/27/202209/16/2022 10/03/2022CommunicationsAT&T09/16/2022 09/27/202209/19/2022 - Dave Spiegel indicated Jimmy Trout will process request.09/22/2022 - Jason Moore indicated team is processing request.10/03/2022 - Per email correspondance Mitchell Rodriguez indicates that Charter fiber facilities are aerially located on PG&E poles.VariousSocal GasGas09/16/202209/22/2022 - Convened site meeting with Tyler, impacts are likely unavoidable. SoCalGas may need 6-12 months following receipt of final design to relocate facilities.09/17/20221/23/2023

Pismo Beach City CouncilJune 6, 2023

Pismo Beach City Council
June 6, 2023