Agenda packet — Yorba Linda City Council, January 20, 2026 (part 4 of 17)

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ESA ACTION PLAN

FOR THE SAVI RANCH PARKWAY WIDENING AND

CONNECT SAVI RANCH PROJECT,

CITY OF YORBA LINDA, ORANGE COUNTY, CALIFORNIA
Prepared by: ______________________________________
John Gust, PhD, RPA Date
Principal Investigator Historical Archaeology
Cogstone Resource Management
1518 West Taft Ave., Orange CA, 92865
Author: John Gust, PhD, RPA
(Cogstone Project No. 6203; Federal Project No. STPCML-5402(034)) Reviewed by:

Judy Bernal Date
Archaeology PQS, Co-PI [Prehistoric Archaeology]
Caltrans District 12
Approved by:

Alben Phung Date
Senior Environmental Branch Chief
Environmental Analysis, Specialist Branch
Caltrans District 12
1750 E. 4th St., Suite 100
Santa Ana, CA 92707
USGS 7.5-Minute Quadrangle: Prado Dam (1982) and Black Star Canyon (1977); 6.56 Acres October 2025
11-5-2025

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Environmentally Sensitive Action (ESA) Plan Section 106 Savi Ranch Parkway Widening and Connect Savi Ranch Project STPCML 5402 (034) i

SUMMARY
This Environmentally Sensitive Area (ESA) Action Plan is being prepared pursuant to Preservation Act (36 CFR Part 800) and pursuant to the December 6, 2024 Programmatic Agreement Among the Federal Highway Administration, the Advisory Council on Historic Preservation, the California State Historic Preservation Officer, the United States Army and the California Department of Transportation Regarding Compliance with Section 106 of the National Historic Preservation Act as it Pertains to the Administration of the Federal-Aid Highway Program in California (Section 106 PA) (Caltrans 2024). This study also complies with the requirements of the California Environmental Quality Act, for which the City of Yorba Linda is the lead agency.

The City of Yorba Linda (City), in cooperation with the California Department of Transportation (Caltrans), District 12, propose to construct the Savi Ranch Parkway Widening and Connect Savi Ranch Project (Project). The Project proposes roadway and multi-use trail improvements within and surrounding Savi Ranch. Savi Ranch, located within the southeastern portion of the city, is a primary job center and consists of retail, commercial, industrial, and office uses. The Project is being completed under the Caltrans local assistance program.

REGULATORY CONTEXT
Caltrans, in accordance with Section 106 PA Stipulation VIII.C.3 has determined there is one property within the Area of Potential Effects (APE) that is considered eligible for inclusion in the National Register of Historic Places (NRHP) for the purposes of this Project only because they will be protected in their entirety from any potential effects through the establishment of an Environmentally Sensitive Area (ESA), in accordance with Section 106 PA Stipulation VIII.C.3 (Appendix A: CSO Concurrence).

PROTECTED PROPERTIES
P-30-001067 (CA-ORA-1067) is located within and east of Yorba Linda Boulevard south of Old Canal Road and north of California Highway 91 (CA-91) off ramp (see Attachment A Figure 3 of the HPSR). While the site boundary extends beyond the Project footprint, the ESA fence will consist of the portion of the P-30-001067 (CA-ORA-1067) located east of Yorba Linda Boulevard embankment. The ESA will encompass the total site boundary, however as the site extends beyond the Project limits, the ESA will show only the construction footprint on the plans. Additionally, ESA fencing will be placed in accordance with Caltrans Standards Specification Provisions (SSPs) guidelines regarding High Visibility Fencing (16-
-1.02 Environmentally Sensitive Area.

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Environmentally Sensitive Action (ESA) Plan Section 106 Savi Ranch Parkway Widening and Connect Savi Ranch Project STPCML 5402 (034) ii
The use of ESA fencing will be described to construction personnel during the P preconstruction meeting. The ESA fencing shall remain in place until the completion of all project construction activities. The only necessary post-construction measure will be for the Project Engineer to inform the archaeologist that construction work has been completed. At that time, the ESA fencing will be removed

RESPONSIBILITIES
The City of Yorba Linda Project staff (Project proponent) is the responsible party to ensure these actions. Fencing for the ESA must be in place prior to construction of the trail segment between Old Canal Road and CA-91 off ramp and removed after construction is complete. Construction of this section is currently scheduled for mid-to-late 2027.

Table 1. ESA Action Plan Roles and Responsibilities
Responsible Party Stage / Task
Prior to Construction
Caltrans PQS Archaeologist,
City* Project Archaeologist,
City Project Manager (PM),
City Environmental Coordinator (EC),
City Designated (CD) Resident Engineer (RE)
The Project Proponent will be responsible for
contacting Caltrans PQS and City Consultant
Project Archaeologist at least two weeks prior
to the project start date so that the ESA can be
delineated.

Caltrans PQS Archaeologist,
CD RE
Caltrans archaeologist will ensure the ESA
Action Plan is included in Environmental
Commitment Record (ECR) and the CD RE
Pending File.

CD Archaeologist,
City PM,
City EC,
CD RE
The CD Archaeologist will coordinate with the
Environmental Planner to ensure that the
information contained in the ESA Action Plan is
included in the Permits PAM Form. The CD
Archaeologist will work with the CD PM and the
CD RE to ensure that the ESA is clearly
delineated on project plans and are included in
the project specification and estimates
package.

CD Archaeologist,
CD RE
All responsible parties will ensure that ESAs are
discussed during the pre-construction meeting.

The importance of ESAs will be discussed with
construction personnel and it will be stressed
that no construction activity (including storage
or staging of equipment or materials) should
occur within the ESAs and that workers must
remain outside of the ESAs at all times.

CD Archaeologist,
CD EC,
CD RE
The Resident Engineer will notify CD
Archaeologist and CD EC at least three weeks
in advance of construction to ensure that a CD
Archaeologist will be available to monitor fence
installation and allow for field review of ESA

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Environmentally Sensitive Action (ESA) Plan Section 106 Savi Ranch Parkway Widening and Connect Savi Ranch Project STPCML 5402 (034) iii
locations.

City Construction Contractor,
CD RE,
CD Archaeologist
Contractor will install temporary plastic fencing
around site P-30-001067. The fencing will be
installed at least one calendar week prior to
initiating any work in those areas (see attached
map). The CD Archaeologist will coordinate this
activity with the Environmental Construction
Liaison and RE and be present to supervise and
monitor fence installation.

During Construction
CD Archaeologist The CD Archaeologist will conduct spot monitoring within the ESA and photodocumentation shall occur at various times throughout Project construction to ensure that
the cultural resources are protected.

Caltrans PQS Archaeologist,
CD Archaeologist,
CD EC,
CD RE
If the ESA is violated, the CD RE must stop work
in the vicinity of the ESA breach. The CD RE
must notify the Caltrans PQS Archaeologist
and/or the CD Archaeologist of the violation
within 48 hours of the breach and consult
immediately to determine how the breach will
be addressed.

Caltrans PQS Archaeologist,
CD Archaeologist,
CD RE
If an unanticipated find or post review discovery
is identified during construction, stop work
within a 60-foot radius. The CD RE will notify the
CD Archaeologist of the discovery. The Caltrans
PQS Archaeologist and/or the CD Archaeologist
will determine what next steps to follow. Work
in the ESA may not resume until this evaluation
is completed.

CD Archaeologist, Caltrans PQS Archaeologist,
Caltrans EBC,
RE
Should human remains be discovered, The CD
Archaeologist will notify the Tribe MLD, Caltrans
PQS, Caltrans EBC, and SHPO of the
unanticipated discovery within 48 hours. SHPO
has 72 hours to respond.

Post Construction
CD Archaeologist,
Environmental Construction Liaison,
Contractor
The Contractor, under supervision of the
Environmental Construction Liaison and/or CD
Archaeologist, will remove temporary fencing at
the conclusion of construction. *City of Yorba Linda
SHPO = State Historic Preservation Office MLD = Most Likely Descendant EBC = Environmental Branch Chief CD = City Designated

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Savi Ranch Parkway Widening and Connect Savi Ranch ESA Action Plan iv

TABLE OF CONTENTS
SUMMARY ................................................................................................................................ I REGULATORY CONTEXT ............................................................................................................... I PROTECTED PROPERTIES ............................................................................................................. I RESPONSIBILITIES ..................................................................................................................... II

1. PROJECT DESCRIPTION AND LOCATION ................................................................................ 1 PROJECT LOCATION AND DESCRIPTION .......................................................................................... 1 PROJECT LOCATION .................................................................................................................. 1 ROADWAY IMPROVEMENTS ..................................................................................................... 1 MULTI-USE TRAIL ................................................................................................................. 2 RETAINING WALLS ................................................................................................................ 2 RIGHT-OF-WAY .................................................................................................................... 3 TRAFFIC SIGNAGE AND LIG HTING ............................................................................................. 3 LANDSCAPING AND IRR IGATION ............................................................................................... 3 SITE DRAINAG E AND UTILITIES ................................................................................................. 3 AREA OF POTENTIAL EFFECTS.............................................................................................. 4

2. METHODS ............................................................................................................................ 5 ESA PLACEMENT.................................................................................................................. 5 STANDARD SPECIFICATIONS - ESA .......................................................................... 6 16-2.03 HIGH-VISIBILITY FENCES 16-2.03AGENERAL 16-2.03A (1)SUMMARY ............................... 6 16-2.03A (2) Definitions ...................................................................................................... 6 16-2.03A (3) Submittals ...................................................................................................... 6 16-2.03A (4) Quality Assurance ........................................................................................... 6 16-2.03B Materials ............................................................................................................. 7 16-2.03C Construction ....................................................................................................... 7 16-2.03D Payment ............................................................................................................. 8 14-1.01 GENERAL ................................................................................................................. 8 14-1.02 ENVIRONMENTALLY SENSITIVE AREA...................................................................... 8 - CULTURALRESOURCES 14-2.01 GENERAL ......................................................................8

3. RESPONSIBLE PARTIES ....................................................................................................... 10

4. ESA VIOLATIONS ................................................................................................................ 13

LIST OF TABLES
TABLE 1. ESA ACTION PLAN ROLES AND RESPONSIBILITIES .............................................................................II TABLE 2.LIST OF RESPONSIBLE PARTIES AS OF SEPTEMBER 2025 ....................................................................10

LIST OF EXHIBITS
EXHIBIT A. MAPS AND TECHNICAL DRAWINGS
EXHIBIT B. CSO APPROVAL FOR ASSUMPTION OF ELIGIBILITY

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Environmentally Sensitive Action (ESA) Plan Section 106 Savi Ranch Parkway Widening and Connect Savi Ranch Project STPCML 5402 (034) 1 1. PROJECT DESCRIPTION AND LOCATION

PROJECT LOCATION AND DESCRIPTION
The City of Yorba Linda (City), in cooperation with the California Department of Transportation (Caltrans) District 12, proposes to construct the Savi Ranch Parkway Widening and Connect Savi Ranch Project (Project).

The Project site is situated in the southeastern portion of the City, along the border between the cities of Yorba Linda and Anaheim, in the County of Orange (see Attachment A Figure 1 of the HPSR). The proposed roadway improvements would be located on Savi Ranch Parkway between Yorba Linda Boulevard and Mirage Street, on Mirage Street between Crystal Drive and Old Canyon Road, and on Yorba Linda Boulevard from Savi Ranch Parkway to 480 feet south of Savi Ranch Parkway. The proposed multi -use trail would extend along Savi Ranch Parkway to Mirage Street, to Old Canal Road, and terminate at the intersection of Old Canal Road and Eastpark Drive.

Specifically, the Project is located in Section 29 of Township 3 South, Range 8 West, on the U.S. Geological Survey (USGS), Prado Dam and Black Star Canyon, California (CA) 7.5- minute quadrangles (see Attachment A Figure 2 of the HPSR).

PROJECT LOCATION
The Savi Ranch Parkway Widening and Connect Savi Ranch Project would include a range of roadway and multi-use trail improvements along Savi Ranch Parkway, Yorba Linda Boulevard, Mirage Street, and Old Canal Road. The following describes in further detail the proposed roadway and trail improvements associated with the proposed Project.

ROADWAY IMPROVEMENTS
Savi Ranch Parkway: The proposed Project would widen Savi Ranch Parkway to provide a third westbound left-turn lane at the Yorba Linda Boulevard intersection.

The westbound free right-turn lane from Mirage Street would be reconfigured into a signalized right-turn lane, and the existing median at this location would be removed. The eastbound free right-turn lane at Mirage Street would be eliminated for pedestrian safety and increase vehicular mobility, and the existing eastbound left-turn lane would be lengthened from 300 feet to 430 feet in order to allow additional storage. Other roadway improvements would include median layout modifications and traffic signal modifications at the Yorba Linda Boulevard and Mirage Street intersections.

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Environmentally Sensitive Action (ESA) Plan Section 106 Savi Ranch Parkway Widening and Connect Savi Ranch Project STPCML 5402 (034) 2 Yorba Linda Boulevard: The proposed Project would eliminate the eastbound free right-turn and adjacent raised median at Savi Ranch Parkway; this improvement is intended to address pedestrian safety and increase vehicular mobility. The Project would widen Yorba Linda Boulevard on the easterly side to provide two right-turn lanes while maintaining the existing through lanes. A length of 450 feet would be provided for right-turn storage. Additional improvements include a modification to the existing sidewalk connecting to an adjacent restaurant use (Taco Bell) and relocation of an existing Savi Ranch monument sign.

Mirage Street: The proposed Project would eliminate the existing southbound yield right-turn at Savi Ranch Parkway; this improvement is intended to address pedestrian safety and increase vehicular mobility. Additional improvements at this segment include a sidewalk on the westerly side of Mirage Street from Savi Ranch Parkway to the existing driveway for the PetSmart and Staples parking lot, and Americans with Disabilities Act (ADA) access ramps and paths of travel.

MULTI-USE TRAIL
The Project would include a Class I off-street multi-use path on Savi Ranch Parkway and Mirage Street and a Class IV separated bikeway along Old Canal Road. The proposed bikeways would be 12 feet wide with an asphalt concrete surface.

RETAINING WALLS
The proposed Project would install four retaining walls. These retaining walls would require footings reaching a maximum of 40 feet below existing ground surface.

Retaining Wall 1: A new retaining wall along the west side of Mirage Street would have a length of approximately 79 feet and a maximum exposed height of approximately eight feet;
Retaining Wall 2: An existing retaining wall along the north side of Savi Ranch Parkway would be replaced by a new retaining wall with a length of approximately 472 feet and a maximum exposed height of approximately 12 feet; Retaining Wall 3: A new retaining wall along the south side of Savi Ranch Parkway would have a length of approximately 300 feet and a maximum exposed height of approximately 10 feet; and
Retaining Wall 4: A new retaining wall along the east side of Yorba Linda Boulevard would have a length of approximately 92 feet and a maximum exposed height of approximately nine feet.

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Environmentally Sensitive Action (ESA) Plan Section 106 Savi Ranch Parkway Widening and Connect Savi Ranch Project STPCML 5402 (034) 3 RIGHT-OF-WAY
Numbers (APNs) 352-112-03 (Staples), 352-112-04 (PetSmart), 352-113-01, 352-113-02 (Sprouts), and 352-117-01, -02, -03 (Taco Bell) would be affected. In total, the roadway improvements would require approximately 16,725 square feet in permanent right-of-way acquisition, and require approximately 31,916 square feet for temporary construction easements.

TRAFFIC SIGNAGE AND LIGHTING
The Project would require the removal and/or relocation of streetlights along existing roadways; all street lighting removals, relocations, and/or installation would be conducted by Southern California Edison per plans approved by the City. New illuminated traffic signs would be installed at the intersections of Yorba Linda Boulevard/Savi Ranch Parkway and Savi Ranch Parkway/Mirage Street.

LANDSCAPING AND IRRIGATION
Vegetation clearing and grubbing would be required for roadway and multi -use trail improvements. The Project would include new landscaping consisting of Natchez Crape Myrtle tree, a variety of shrubs including Little John dwarf, flower carpet white rose, Cleveland sage, and pine muhly, and Pacific mist manzanita groundcover. Irrigation would be provided by lateral sprinklers, tree drip water bubblers, a root water system for shrubs, and subsurface inline drip, all connected to existing water lines.

SITE DRAINAGE AND UTILITIES
The Project proposes to remove two existing catch basins, and install two new catch basins; one catch basin would be located at the corner of Mirage Street and Crystal Drive and would incorporate biofiltration, and the other catch basin would be located at the southwest corner of Savi Ranch Parkway and Mirage Street. Additionally, tree wells for new planted trees would include filters for biofiltration.

Project implementation would require that existing utilities are removed, relocated, or adjusted to grade. Coordination with all utility providers would be required in order to prevent disruption of services and to protect in place existing lines to the extent feasible.

Additionally, connections to existing water lines would be required for landscape irrigation.

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Environmentally Sensitive Action (ESA) Plan Section 106 Savi Ranch Parkway Widening and Connect Savi Ranch Project STPCML 5402 (034) 4 AREA OF POTENTIAL EFFECTS
The Area of Potential Effects (APE) includes all potential direct and indirect effects to cultural resources that may result from the proposed Project (see Attachment A Figure 3 of the HPSR). The APE was established as 17.01 acres and includes the following Project improvements along Savi Ranch Parkway, Yorba Linda Boulevard, Mirage Street, and Old Canal Road; road improvements, multi-use trail, traffic signage and lighting, landscaping and irrigation, and site drainage and utilities. Permanent and temporary right-of-way acquisition is required within APNs 352-112-03 (Staples), 352-112-04 (PetSmart), 352-113- 01, 352-113-02 (Sprouts), and 352-117-01, -02, -03 (Taco Bell). The APE was drawn to include one precontact archaeological resource P-30-001067 (CA-ORA-1067).

The vertical APE is the maximum depth of any Project-related ground disturbing work. The depth of ground disturbance is anticipated to be a maximum of 40 feet (12.19 meters) for the retaining wall footings.

A portion of archaeological site P-30-001067 (CA-ORA-1067) is located within the Project APE within Yorba Linda Boulevard and its embankment between Old Canal Road to the North and the CA-91 canal to the south. The Area of Direct Impact (ADI) within the site is east of Yorba Linda Boulevard embankment where a new path to the Taco Bell will be constructed downslope from Yorba Linda Boulevard (Figure 1). Site P-30-001067 (CA-ORA1067) was originally recorded by Roger Mason at Scientific Resource Surveys, Inc. in 1984 as a subsurface prehistoric lithic site. The site is located on the south-central portion of the Santa Ana Valley Irrigation Company property (SAVI) in the Horseshoe bend area. No surface artifacts were noted during the 1984 survey and additionally subsurface artifacts were identified during backhoe testing, and were hand excavated to a maximum depth of

0.85 meters (2.79 feet). Nineteen artifacts were excavated and included hammerstones, millingstones, handstones, and choppers. This archeological site has not been fully tested and is assumed eligible for listing in the NRHP under Criterion D for the purpose of this Project.

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Environmentally Sensitive Action (ESA) Plan Section 106 Savi Ranch Parkway Widening and Connect Savi Ranch Project STPCML 5402 (034) 5 2. METHODS
The Project would widen Yorba Linda Boulevard on the easterly side to provide two right - turn lanes while maintaining the existing through lanes. A length of 450 feet would be provided for right-turn storage. Additional improvements include a modification to the existing sidewalk connecting to an adjacent restaurant use (Taco Bell). The widening of Yorba Linda Boulevard will include excavation up to 19.2 inches deep, all of which will be in roadbed, fill, or otherwise in previously disturbed sediments. The pathway to the adjacent Taco Bell will include some shallow excavation, all of which will remain in the roadbed/fill material that makes up the east embankment of Yorba Linda Boulevard. Project activities will be conducted within the site boundary of P-30-001067 (CA-ORA-1067) in disturbed areas. However as the vertical limits are not well understood, this ESA will protect the resource from potential impacts to unanticipated subsurface discoveries.

ESA PLACEMENT
An ESA fence will be established along the ADI edge primarily parallel to the east embankment of Yorba Linda Boulevard plus a small extension down slope for a new path to the Taco Bell (still following the eastern boundary of the ADI). At the northern end the fencing will terminate at the top of the embankment that leads down to Old Canal Road.

Fencing will continue along the east edge of the existing sidewalk to the CA-91 off ramp south of the APE. This will ensure that the grading, that is not to exceed 19.2 inches deep in the current roadway and the shallow excavation for the new path to the Taco Bell, will not intrude deeper than the roadbed and other previously disturbed sediment that overtop P30-001067 (CA-ORA-1067).

No Project related activities (e.g., grubbing, staging, equipment parking, traffic handling signage, etc.) shall take place within the fenced ESA perimeter to ensure that native sediments within P-30-001067 (CA-ORA-1067) are not disturbed.

Information contained in the final ESA Action Plan will be included in the Permits, Agreements, and Mitigation (PAM) Form. The ESA will be clearly delineated on Project plans and will be included in the specification and estimates package.

No ground disturbing pre-construction activities will be allowed in the Project ESA. ESA boundaries will be clearly delineated by the placement of temporary fencing and/or signage according to the descriptions in the ESA Action Plan and as mapped and described

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Environmentally Sensitive Action (ESA) Plan Section 106 Savi Ranch Parkway Widening and Connect Savi Ranch Project STPCML 5402 (034) 6 on Figures 1 through 3 (Attachment A). The installation of ESA fencing will take place under the direction of the City Designated Resident Engineer (CD RE) and City Designated Archaeologist (CD Archaeologist).
a. The Project Proponent (City of Yorba Linda City Project Manager, City of Yorba Linda Environmental Coordinator, or CD RE) will notify the Caltrans PQS Archaeologist (PQS) and CD Archaeologist at least two (2) weeks in advance of ground disturbing construction activities.
b. The PQS will confirm that ESA fencing is installed prior to construction activities.

The placement of ESA fencing will be monitored the CD Archaeologist. c. ESA fencing will be installed as described in the PS&E package, and as described and shown in this ESA Action Plan and as mapped on Figure 1.

Photo-documentation shall occur at various times throughout Project construction to ensure that the cultural resources are protected.

These conditions shall be considered special provisions to be provided to the CD RE as described in the following section, Standard Specifications - ESA.

STANDARD SPECIFICATIONS - ESA
The Standard Specifications regarding High Visibility Fencing are listed below:
16-2.03 HIGH-VISIBILITY FENCES 16-2.03A GENERAL 16-2.03A (1) SUMMARY Section 16-2.03 includes specifications for constructing high-visibility fences.

A high-visibility fence is shown on the Bid Item List as a temporary fence (Type ESA). 16-2.03A(2) DEFINITIONS
Reserved
16-2.03A(3) SUBMITTALS
Submit a certificate of compliance for the high-visibility fabric. 16-2.03A(4) QUALITY ASSURANCE
Reserved

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Environmentally Sensitive Action (ESA) Plan Section 106 Savi Ranch Parkway Widening and Connect Savi Ranch Project STPCML 5402 (034) 7 16-2.03BMATERIALS
High-visibility fabric must be manufactured from polypropylene, polyethylene, or a combination of both. Identify, store, and handle the fabric under ASTM D4873.

The fabric must be orange, contain UV inhibitors, and have a width of at least 48 inches and openings from 1 by 1 inch to 2 by 4 inches.

The minimum roll weight for a 4-by-100-foot roll of fabric must be 12 lb.

The minimum tensile strength of the fabric must be 320 lb. when tested under ASTM D4595.

Posts must be either wood or steel.

Each wood post must:

1. Be untreated fir, redwood, cedar, or pine and cut from sound timber

2. Be straight and free from loose or unsound knots or other defects that would make it unfit for use

3. Have a cross section of at least 2 by 2 inches

4. Have a length of at least 6 feet

5. Have a pointed bottom end
Each steel post must have:

1. U, T, L, or other cross-sectional shape that resists failure from lateral loads.

2. Weight of at least 3/4 lb./ft.

3. Length of at least 6 feet.

4. Pointed bottom end.

5. Safety cap attached to the exposed end. The cap must be orange or red plastic and fit snugly to the post.
16-2.03C CONSTRUCTION
Install posts at a maximum 8-foot center-to-center spacing.

Embed each post in the ground at least 16 inches.

Attach fabric to wood posts with nails or staples.

Attach fabric to steel posts with tie wires or locking plastic fasteners at a maximum spacing of 8 inches.

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Environmentally Sensitive Action (ESA) Plan Section 106 Savi Ranch Parkway Widening and Connect Savi Ranch Project STPCML 5402 (034) 8 Maintain posts in a vertical position.

Reattach any detached fabric.

Replace any damaged fabric.
16-2.03D PAYMENT
Not Used
The Standard Specifications regarding ESAs and Cultural Resources are listed below:
14-1.01 GENERAL
Section 14 includes specifications relating to environmental compliance and environmental resource management.
14-1.02ENVIRONMENTALLY SENSITIVE AREA
If an ESA is shown, the boundaries shown are approximate. The Department marks the exact boundaries on the ground.

Do not enter an ESA unless authorized.

If an ESA is breached, immediately:

1. Stop all work within 60 feet of the ESA boundary

2. Secure the area

3. Notify the Engineer
If an ESA is damaged, the Department determines the necessary remediation and the party to perform the work. The Department deducts the cost for this work.

An ESA exists on this Project.

Before starting job site activities, install temporary high-visibility fence to protect the ESA and mark its boundaries.

Table 2. ESA-1 Management Measurements
Identification Location Management measures
ESA-1 Yorba Linda Boulevard from top
of southern embankment of Old
Canal Road to CA-91 off ramp
No ESA Access Is Permitted
14-2 CULTURAL RESOURCES 14-2.01 GENERAL
Section 14-2 includes specifications relating to cultural resources.

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Environmentally Sensitive Action (ESA) Plan Section 106 Savi Ranch Parkway Widening and Connect Savi Ranch Project STPCML 5402 (034) 9 14-2.02 DEFINITIONS
archaeological monitoring area: Area within or near construction limits where access is allowed but work is subject to archaeological monitoring. Not applicable to this ESA Action Plan at this time, however if the scope or scale of the Project should change, archaeological monitoring may be required.
archaeological resources: Remains of past human activity, including historic and prehistoric material such as tools and tool fragments, hearth and food remains, structural remains, and human remains.
14-2.03 ARCHAEOLOGICAL RESOURCES 14-2.03A General
If archaeological resources are discovered within or near construction limits, do not disturb the resources and immediately:

1. Stop all work within a 60-foot radius of the discovery

2. Secure the area

3. Notify the Engineer
The Department investigates the discovery. Do not move archaeological resources or take them from the job site. Do not resume work within the radius of discovery until authorized.

If ordered, furnish resources to assist in the investigation or recovery of archaeological resources. This work is change order work.

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Environmentally Sensitive Action (ESA) Plan Section 106 Savi Ranch Parkway Widening and Connect Savi Ranch Project STPCML 5402 (034) 10 3.RESPONSIBLE PARTIES
The tables below detail the parties responsible for implementing this ESA Action Plan and their associated tasks.

Table 2. List of Responsible Parties as of September 2025 Position Name Phone
Number
Email
City of Yorba Linda (Project Proponent)
City of Yorba Linda
Project Manager/
Environmental
Coordinator
Rick Yee, P.E. 714-961-7171 [email protected]
CD RE# Rick Yee, P.E. 714-961-7171 [email protected] California Department of Transportation District 12 (Caltrans) PQS Judy Bernal
Caltrans
Environmental Branch
Chief (EBC)
Alben Phung 949-279-8715 [email protected]
City of Yorba Linda Construction Contractor
TBD TBD, Construction Supervisor
City of Yorba Linda Consulting Archaeologist
CD Archaeologist TBD, Principal Investigator
TBD, Lead Monitor
Orange County
Coroner
TBD 714-647-7400 #
City Designated Resident Engineer
Table 3. ESA Action Plan Roles and Responsibilities
Responsible Party Stage / Task
Prior to Construction
Caltrans PQS Archaeologist,
City* Project Archaeologist,
City Project Manager (PM),
City Environmental Coordinator (EC),
City Designated (CD) Resident Engineer (RE)
The Project Proponent will be responsible for
contacting the Caltrans PQS and City
Consultant Project Archaeologist at least two
weeks prior to the project start date so that the
ESA can be delineated.

Caltrans PQS Archaeologist,
CD RE
Caltrans archaeologist will ensure the ESA
Action Plan is included in Environmental
Commitment Record (ECR) and the CD RE
Pending File.

CD Archaeologist,
City PM,
City EC,
The CD Archaeologist will coordinate with the
Environmental Planner to ensure that the
information contained in the ESA Action Plan is

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Environmentally Sensitive Action (ESA) Plan Section 106 Savi Ranch Parkway Widening and Connect Savi Ranch Project STPCML 5402 (034) 11 CD RE included in the Permits PAM Form. The CD
Archaeologist will work with the CD PM and the
CD RE to ensure that the ESA is clearly
delineated on project plans and are included in
the project specification and estimates
package.

CD Archaeologist,
CD RE
All responsible parties will ensure that ESAs are
discussed during the pre-construction meeting.

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Environmentally Sensitive Action (ESA) Plan Section 106 Savi Ranch Parkway Widening and Connect Savi Ranch Project STPCML 5402 (034) 12 in the ESA may not resume until this evaluation
is completed.

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Environmentally Sensitive Action (ESA) Plan Section 106 Savi Ranch Parkway Widening and Connect Savi Ranch Project STPCML 5402 (034) 13 4. ESA VIOLATIONS
In case of a violation of the ESA, the Environmental Construction-Liaison, CD RE, and/or CD Archaeologist, will contact the PQS with a detailed account of the violation. The PQS will report the ESA violations to the Cultural Studies Office (CSO) within 48 hours in accordance with Section 106 PA Attachment 5.

When the ESA violation results in an impact to properties, the District will report the ESA violation in accordance with Section 106 PA Stipulation XV, Post-Review Discoveries, Discoveries Without Planning, as applicable. The Caltrans PQS Archaeologist must assess the discovery within 48 hours in accordance with Section 106 PA Stipulation XV.B. Caltrans District 12 Environmental Branch Chief or designate must notify the property owner, California State Historic Preservation Officer (SHPO), CSO, any Native American tribes that attach religious or cultural significance to potentially affected properties, the federal agency if federal lands are involved and the federal agency that has designated Caltrans lead pursuant to 36 CFR 800.2(a)(2), and any other consulting party that may have a demonstrated interest in potentially affected properties within 48 hours of the find.

These parties have 72 hours to respond to the notification. Reponses from any of the parties above within the initial 72-hour period may include recommendations for further action and treatment or requests for more information, such as maps, photos, more detailed descriptions of the find, and requests for field visits or inspections by additional parties.

Caltrans PQS will then complete or coordinate subsurface testing or data recovery including generation of the appropriate report of findings and California Department of Parks and Recreation (DPR) 523 site update, provide a Report of Construction Impacts to the Headquarters Division of Construction and to the CSO Chief, and coordinate with the CSO Section 106 Branch Chief to include information on the post review discovery and actions taken in the Section 106 PA Annual Report.

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Environmentally Sensitive Action (ESA) Plan Section 106 Savi Ranch Parkway Widening and Connect Savi Ranch Project STPCML 5402 (034) EXHIBIT A. MAPS AND TECHNICAL DRAWINGS

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Environmentally Sensitive Action (ESA) Plan Section 106 Savi Ranch Parkway Widening and Connect Savi Ranch Project STPCML 5402 (034) Figure 1. ESA Map

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Environmentally Sensitive Action (ESA) Plan Section 106 Savi Ranch Parkway Widening and Connect Savi Ranch Project STPCML 5402 (034) Figure 2. Work proximate to the ESA

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State of California Transportation Agency Department of Transportation

HISTORIC PROPERTY SURVEY REPORT
[HPSR form rev 11/26/24] Caltrans, Division of Environmental Analysis. Copyright © 2024 State of California. All rights reserved.

Alteration to the title and section headings is prohibited. Page 1

1. UNDERTAKING DESCRIPTION AND LOCATION
District County
Federal Project. Number.
(Prefix, Agency Code, Project No.) Location
12 ORA STPCML-5402(034) Yorba Linda
under Section 106 of the National Historic Preservation Act (36 CFR Part 800) and pursuant to the 20 24 Programmatic Agreement among the Federal Highway Administration, the Advisory Council on Historic Preservation, the California State Historic Preservation Officer, the United States Army Corps of San Francisco District, and Los Angeles District, and the California Department of Transportation Regarding Compliance with Section 106 of the National Historic Preservation Act as it Pertains to the Administration of the Federal-Aid Highway Program in California(Section 106 PA).

Project Description:

The City of Yorba Linda (City), in cooperation with the California Department of Transportation (Caltrans), proposes to construct the Savi Ranch Parkway Widening and Connect Savi Ranch Project (Project; Federal Project: STPCML-5402(034)). The Project proposes roadway and multi- use trail improvements within and surrounding Savi Ranch. Savi Ranch, located within the southeastern portion of the City, is a primary job center and consists of retail, commercial, industrial, and office uses. The Project includes roadway improvements along Savi Ranch Parkway, Yorba Linda Boulevard, and Mirage Street in addition to a multi-use pedestrian and bicycle trail along Savi Ranch Parkway, Mirage Street, and Old Canal Road. The proposed circulation improvements would improve mobility and provide additional opportunities for active transportation within the Project Area. The full project description is in the Archaeological Survey Report (ASR) for the Project. The Project location and vicinity maps are located in Attachment A of this Historic Property Survey Report (HPSR).

2. AREA OF POTENTIAL EFFECTS
In accordance with Section 106 PA Stipulation VIII.A, the Area of Potential Effects (APE) for the project was established in consultation with Judy Bernal, PQS Co-PI Prehistoric Archaeology, and Jonathan Lawhead, Local Assistance Engineer, on June 4, 2025. The APE map is located in Attachment A, Figure 3 of this HPSR.

The APE was established as 17.01 acres and includes the areas where direct impacts from construction activities are proposed as well as four parcels where Project improvements extend into adjacent parcel boundaries. The following Project improvements are proposed along Savi Ranch Parkway, Yorba Linda Boulevard, Mirage Street, and Old Canal Road; road improvements, multi-use trail, traffic signage and lighting, landscaping and irrigation, and site drainage and utilities. Permanent and temporary right-of-way acquisition is required within APNs 352-112-03

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State of California Transportation Agency Department of Transportation

HISTORIC PROPERTY SURVEY REPORT
[HPSR form rev 11/26/24] Caltrans, Division of Environmental Analysis. Copyright © 2024 State of California. All rights reserved.

Alteration to the title and section headings is prohibited. Page 2 (Staples), 352-112-04 (PetSmart), 352-113-01, 352-113-02 (Sprouts), and 352-117-01, -02, -03 (Taco Bell). The APE includes one historic property where Project activities may impact the resource within the immediate Project limits, P-30-001067 (CA-ORA-1067).

The vertical APE is the maximum depth of any Project-related ground disturbing work. While the majority of Project activities will be shallow (less than 5 feet), the depth of ground disturbance is anticipated to be a maximum of 40 feet (12.19 meters) for the retaining wall footings.

3. CONSULTING PARTIES / PUBLIC PARTICIPATION
Native American Heritage Commission
An inquiry was made to the Native American Heritage Commission (NAHC) on April 24, 2025 for review of the Sacred Lands File (SLF) to identify Native American tribal resources within the APE. The NAHC responded on May 5, 2025, that the SLF search was completed with negative results within the APE. The NAHC provided contact information for 28 Native tribal organizations and individuals that may have more information about the APE. See the NAHC response in Appendix B of Attachment B (ASR).

Native American Tribes, Groups and Individual
All individuals and groups on the NAHC list were mailed Section 106 letters on behalf of Caltrans. All letters requested input from the tribes regarding the cultural significance of the area. Attempts to contact the tribes via email and telephone were also made.

Cahuilla
BobbyRay Esparza, Cultural Director, Cahuilla Band of Indians Anthony Madrigal, Tribal Historic Preservation Officer, Cahuilla Band of Indians Erica Schenk, Chairperson, Cahuilla Band of Indians
Steven Estrada, Tribal Chairman, Santa Rosa Band of Cahuilla Indians Vanessa Minott, Tribal Administrator, Santa Rosa Band of Cahuilla Indians Gabrieleno
Christina Swindall Martinez, Secretary, Gabrieleno Band of Mission Indians - Kizh Nation
Anthony Morales, Chairperson, Gabrieleno/Tongva San Gabriel Band of Mission Indians
Robert Dorame, Chairperson, Gabrielino Tongva Indians of California Tribal Council
Christina Conley, Cultural Resource Administrator, Gabrielino Tongva Indians of California Tribal Council

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State of California Transportation Agency Department of Transportation

HISTORIC PROPERTY SURVEY REPORT
[HPSR form rev 11/26/24] Caltrans, Division of Environmental Analysis. Copyright © 2024 State of California. All rights reserved.

Alteration to the title and section headings is prohibited. Page 3 Sandonne Goad, Chairperson, Gabrielino/Tongva Nation
Charles Alvarez, Chairperson, Gabrielino-Tongva Tribe
Sam Dunlap, Cultural Resource Director, Gabrielino-Tongva Tribe Juaneño
Joyce Perry, Cultural Resource Director, Juaneño Band of Mission Indians Acjachemen Nation - Belardes
Heidi Lucero, THPO/MLD, Juaneño Band of Mission Indians Acjachemen Nation 84A
Nathan Banda, Chairman, Juaneño Band of Mission Indians Acjachemen Nation 84A
Shannon Wingfield, Secretary, Juaneño Band of Mission Indians Acjachemen Nation 84A
Cupeno/Luiseno
Christopher Nejo, Legal Analyst/Researcher, Pala Band of Mission Indians Alexis Wallick, Assistant THPO, Pala Band of Mission Indians Shasta Gaughen, Tribal Historic Preservation Officer, Pala Band of Mission Indians Luiseno
Tuba Ebru Ozdil, Pechanga Cultural Analyst, Pechanga Band of Indians Steve Bodmer, General Counsel for Pechanga Band of Indians, Pechanga Band of Indians
Cheryl Madrigal, Cultural Resources Manager/Tribal Historic Preservation Officer, Rincon Band of Luiseno Indians
Laurie Gonzalez, Tribal Council/Culture Committee Member, Rincon Band of Luiseno Indians
Joseph Linton, Tribal Council/Culture Committee Member, Rincon Band of Luiseno Indians
Denise Turner Walsh, Attorney General, Rincon Band of Luiseno Indians Consultation letters to meet the requirements of Section 106 were sent via United State Postal Service certified mail to the 28 contacts on June 9, 2025, requesting information related to cultural resources or heritage sites within the APE. Additional attempts at contact were made by electronic mail on June 27, 2025, and telephone on July 17, 2025.

To date, eight responses, including five requests for consultation and three tribes deferring the project to the local tribes have been received and are summarized below.

All consultation correspondence and a contact log are provided in Exhibit A

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State of California Transportation Agency Department of Transportation

HISTORIC PROPERTY SURVEY REPORT
[HPSR form rev 11/26/24] Caltrans, Division of Environmental Analysis. Copyright © 2024 State of California. All rights reserved.

Alteration to the title and section headings is prohibited. Page 4 Cahuilla
Santa Rosa Band of Cahuilla Indians (Steven Estrada, Tribal Chairman):

Representative Jonie Miranda, on behalf of the tribe, stated the tribe respectfully defers any comments to local Tribes. No further consultation is required as of 7/17/2025.

Gabrieleno
Gabrielino Band of Mission Indians- Kizh Nation (Chairmen Andrew Salas): On July 17, 2025, after the (email) follow up, Tribal Administrator Brandy Salas sent email to Caltrans Section 106 Project Archaeologist, Judy Bernal, requesting more project information and stated the tribe would like to consult. JB replied and requested a meeting to consult, however due to the Chairperson's current health, no available times are anticipated for August 2025. JB requested date for new meeting date and time and sent the current project information; however, the tribe has not replied for further comment or meeting as of the conclusion of this study.

Gabrielino-Tongva Tribe (Sam Dunlap, Cultural Resource Director; Charles Alvarez, Chairperson): On July 17, 2025, after the (email) follow up the Gabrielino-Tongva Tribe requested a government-to-government consultation with the lead agency (Caltrans).

Juaneño
Juaneño Band of Mission Indians Acjachemen Nation Belardes (Joyce Perry, Cultural Resource Director): On July 22, 2025, after the email follow up, the Juaneño Band of Mission Indians Acjachemen Nation Belardes requested a government-to-government consultation with the lead agency (Caltrans) and requested the site records for the 10 precontact cultural resources within one half mile of the project area, as well as any proposed mitigation measures. iminary recommendation is that
mitigation measures, including native monitoring by representatives of the Tribe, and an inadvertent discovery plan be put in place to minimize the potential impacts on buried cultural resources. On June 23, 2025, Caltrans Section 106 Project Archaeologist Judy Bernal (JB), spoke with JP regarding a separate project (Local Assistance Nutwood Pedestrian/Titan Gateway Bridge Project) where she requested and received further comment from JP regarding Savi Ranch Project. JP (the tribe) confirmed the mitigation measures above as their recommendations.

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State of California Transportation Agency Department of Transportation

HISTORIC PROPERTY SURVEY REPORT
[HPSR form rev 11/26/24] Caltrans, Division of Environmental Analysis. Copyright © 2024 State of California. All rights reserved.

Alteration to the title and section headings is prohibited. Page 5 JB sent the additional items requested via FILR link for further review. Tribal consultation remains on going at the conclusion of these cultural studies.

The Juaneño Band of Mission Indians Acjachemen Nation 84A (Nathan Banda, Chairman; Heidi Lucero, THPO/MLD; Shannon Wingfield, Secretary): On July 17, 2025, after the (email) follow up, the Juaneño Band of Mission Indians Acjachemen Nation requested a government-to-government consultation with the lead agency (Caltrans). Caltrans Section 106 Project Archaeologist, Judy Bernal, call on Friday July 18, 2025, but could not reach the Chairman as their voice mailbox was full. Consultation remains ongoing at the conclusion of these studies.

Luiseno
Rincon Band of Luiseno Indians (Cheryl Madrigal, Cultural Resources Manager/Tribal Historic Preservation Officer; Laurie Gonzalez, Tribal Council/Culture Committee Member; Joseph Linton, Tribal Council/Culture Committee Member): On July 22, 2025, after the (email) follow up , the Rincon Band of Luiseno Indians indicated that they would respond to the lead agency (Caltrans) and that and the Band has received the notification for the above referenced project. The location identified within project documents is not within adding that, at this time, we have no additional information to provide. We recommend that you directly contact a Tribe that is closer to the project and may have pertinent information. Consultation is no longer required with Rincon as of the date of the email (July 2025).

Soboba Band of Luiseno Indians (Joseph Ontiveros, Tribal Historic Preservation Officer; Jessica Valdez, Cultural Resource Specialist): On July 17, 2025, the Soboba Band of Luiseno Indians indicated concern with the project due to its close proximity to the Santa Ana River. The Tribe requested notice before construction undertaking. Consultation remains ongoing at the conclusion of these studies.

Cupeno/Luiseno
Pala Band of Mission Indians (Patricia Sanchez, THPO/Christopher Nejo, Legal Analyst): On June 16, 2025, THPO Patricia Sanchez responded via email and stated the following: (1) the project location is outside the ancestral tribal lands and Traditional Use Area (TUA) and (2) the tribe defers to the local tribes in the area and (3) the tribe has no objections with the proposed project. Caltrans Section

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State of California Transportation Agency Department of Transportation

HISTORIC PROPERTY SURVEY REPORT
[HPSR form rev 11/26/24] Caltrans, Division of Environmental Analysis. Copyright © 2024 State of California. All rights reserved.

Alteration to the title and section headings is prohibited. Page 6 106 Project Archaeologist reached out via email on 6/16/25 to thank the tribe for their input. No further actions are required for tribal consultation with Pala Band of Mission Indians.

Local Historical Society / Historic Preservation Group
On May 22, 2025 and June 16, 2025. Two requests for information were sent to the Yorba Linda Historical Society via United States Postal Service (USPS). No contact email for this historical society could be located. No response has been received to date.

4. SUMMARY OF IDENTIFICATION EFFORTS
National Register of Historic Places
(NRHP)
California Points of Historical Interest
California Register of Historical Resources
(CRHR)
California Historical Resources
Information System (CHRIS)
National Historic Landmark (NHL) Caltrans Historic Bridge Inventory California Historical Landmarks (CHL) Caltrans Cultural Resources Database (CCRD)
Other Sources consulted: United States Geological Survey (USGS) topographic quadrangle maps; United States Department of Agriculture (USDA) aerial photographs; and Bureau of Land Management (BLM) General Land Office Records
Results:

A California Historical Resources Information System (CHRIS) search was conducted at the South Central Coastal Information Center (SCCIC) located at California State University, Fullerton on May 20, 2025. Results of the record search indicate that two previous studies have been completed within the APE while an additional thirty-two studies have been completed previously within a one-mile radius of the APE.

One cultural resource, P-30-001067 (CA-ORA-001067), has been recorded within the APE. This resource was originally recorded by Roger Mason at Scientific Resource Surveys, Inc. in 1984 as a subsurface prehistoric lithic site.

The subsurface artifacts were identified during backhoe testing, and were hand excavated to a maximum depth of 0.85 meters (2.79 feet). Nineteen artifacts were excavated and included hammerstones, millingstones, handstones, and choppers.

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State of California Transportation Agency Department of Transportation

HISTORIC PROPERTY SURVEY REPORT
[HPSR form rev 11/26/24] Caltrans, Division of Environmental Analysis. Copyright © 2024 State of California. All rights reserved.

Alteration to the title and section headings is prohibited. Page 7 Outside of the APE a total of 18 cultural resources have been previously documented within a one-mile search radius from the APE. This includes one precontact resource adjacent to the APE, two precontact resources within 0

0.25 miles of the APE, six precontact resources within 0.25 0.50 miles of the APE, seven precontact cultural resources and one historic built environment resource within 0.50 one-mile of the APE, and one precontact resource at one-mile of the APE.

Historic aerial photographs were reviewed, and confirmed the APE contains only buildings of modern-era construction.

Cogstone archaeologists Roxanne Mayoral and Sandy Duarte completed an intensive pedestrian survey of the entire APE on June 6, 2025. The APE consists of a 6.56-acre hardscaped and landscaped urban area with minimal areas of open soil. No areas of native ground visibility were identified during survey due to the fully hardscaped and landscaped environment.

As a result of the survey, no indications of archaeological sites such as discolored soils, artifacts, or archaeological features were observed in the APE.

No new historic properties or archaeological resources were identified during the survey.

5. PROPERTIES IDENTIFIED
The following archaeological sites within the APE are considered eligible for inclusion in the NRHP for the purposes of this project only because they will be protected in their entirety from any potential effects through the establishment of an Environmentally Sensitive Area (ESA), in accordance with Section 106 PA Stipulation VIII.C.4. See attached documentation. (List properties below and indicate if State-owned.) P-30-001067 (CA-ORA-001067): Not state owned
Shannon Lopez, who meets the Professionally Qualified Staff (PQS) Standards in Section 106 PA Appendix 1 as an architectural historian, has determined that the only properties present within the APE meet the criteria for Section 106 PA Appendix 4 (Properties Exempt from Evaluation).

Bridges listed as Category 5 (previously determined not eligible for listing in the NRHP) in the Caltrans Historic Bridge Inventory are present within the APE and those determinations remain valid. Appropriate pages from the Caltrans Historic Bridge Inventory are attached.
55C0522 Old Canal Road UC

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State of California Transportation Agency Department of Transportation

HISTORIC PROPERTY SURVEY REPORT
[HPSR form rev 11/26/24] Caltrans, Division of Environmental Analysis. Copyright © 2024 State of California. All rights reserved.

Alteration to the title and section headings is prohibited. Page 8

6. FINDING FOR THE UNDERTAKING
Caltrans, pursuant to Section 106 PA Stipulation X.B.1.a/b/c and Appendix 5, has determined a Finding of No Adverse Effect with Standard Conditions-ESA Action Plan, is appropriate for this undertaking, and received [Attachment D]. Judy Bernal, who meets the PQS Standards in Section 106 PA Appendix 1 as a(n) Co-CoPrincipal Investigator [Prehistoric Archaeology], has reviewed the attached documentation and determined that it is adequate.

7. CEQA CONSIDERATIONS
Not applicable; Caltrans is not the lead agency under CEQA. 8. LIST OF ATTACHED DOCUMENTATION Project Vicinity, Location, and APE Maps
Attachment A (Figures 1, 2, 3)
Caltrans Historic Bridge Inventory Sheet
Attachment B (October 2025)
Archaeological Survey Report (ASR)
Attachment C: John Gust, Ph.D., RPA, Alison Bryson-Deveraux, M.A., and Molly Valasik, M.A.; September 17, 2025
o Exhibit A: Native American Consultation
o Exhibit B: Historical Society consultation
o Exhibit C: Geologic and Soil Discussions
o Exhibit D: Literature Review (DPR 523 forms)
Environmentally Sensitive Area (ESA) Action Plan
Attachment D. John Gust, Ph.D., RPA
o Exhibit A: Maps
o Exhibit B. CSO Approval of Assumption of Eligibility

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State of California Transportation Agency Department of Transportation

HISTORIC PROPERTY SURVEY REPORT
[HPSR form rev 11/26/24] Caltrans, Division of Environmental Analysis. Copyright © 2024 State of California. All rights reserved.

Alteration to the title and section headings is prohibited. Page 9

9. HPSR PREPARATION AND CALTRANS APPROVAL
Prepared by: ___________________________________________________________________ Molly Valasik, M.A., RPA, Principal Investigator Date
Prehistoric Archaeology, Cogstone Resource Management
Reviewed for
Approval by: __________________________________________________________________ Judy Bernal, Co-PI Prehistoric Archaeology Date
District 12 Caltrans PQS
Approval by: __________________________________________________________________ Alben Phung Date
District 12 Caltrans EBC
11-5-2025

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Attachment E Page 591 of 2424
Geotechnical Exploration Report
Yorba Linda Boulevard Widening Project
Yorba Linda, California
Prepared for:

Mark Thomas Company
2121 Alton Parkway, Suite 210
Irvine, California 92606
Prepared by:

Verdantas Inc.
2600 Michelson Drive, Suite 400
Irvine, California 92612
Verdantas Project No. 13867001
October 18, 2024
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2600 Michelson Drive, Suite 400
Irvine, CA 92612
+1 949-250-1421
October 18, 2024
Project No. 13867001
Mr. Pat Somerville, PE
Mark Thomas Company.
2121 Alton Parkway, Suite 210
Irvine, California 92612
Subject: Geotechnical Exploration Report
Yorba Linda Boulevard Widening Project
Yorba Linda, California
In response to your request, Verdantas Inc. (formerly Leighton Consulting, Inc.) has conducted a geotechnical engineering exploration for the Yorba Linda Boulevard Widening Project. The purpose of our services was to explore the subsurface conditions at the site and to provide geotechnical recommendations to aid in design and construction of the project.

Yorba Linda Boulevard, including the bridge crossing over the Santa Ana River, will be widened to the east. The project will also include widening of the adjacent Savi Ranch Parkway and Mirage Street.

Based upon the results of this geotechnical exploration, the proposed project is feasible from a geotechnical standpoint. Specific recommendations for the geotechnical aspects of the project are presented in this report. Please note that two of our planned borings are still waiting for approval from the U.S. Arny Corps of Engineers. Therefore, these recommendations may change based on results of the additional borings.

We appreciate the opportunity to be of service to you. If you have any questions or if we can be of further service, please contact us at your convenience.

Respectfully submitted,
VERDANTAS INC.

Djan Chandra, PE, GE 2376
Senior Principal Engineer
DJC/lr
Distribution: (1) Addressee
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Yorba Linda Boulevard Widening Project Project No. 13867001 Geotechnical Exploration Report
i Verdantas.com
Table of Contents

1.0 Introduction 1

1.1 Proposed Project 1

1.1.1 Overview 1

1.1.2 Bridge Widening 1

1.1.3 Retaining Walls 1

1.2 Purpose and Scope of Exploration 2

2.0 Geotechnical Findings 4

2.1 Site Topography 4

2.2 Geology 4

2.3 Subsurface Soils 4

2.4 Groundwater 5

2.5 Soil Corrosivity 6

2.6 Scour Potential 7

2.7 As-Built Bridge Foundation Data 7

2.8 Faulting and Seismicity 8

2.9 Seismic Hazards 8

2.9.1 Fault Rupture 9

2.9.2 Liquefaction 9

2.9.3 Lateral Spreading 9

2.9.4 Earthquake-Induced Flooding 9

2.9.5 Seiches and Tsunamis 10

3.0 Geotechnical Recommendations 11

3.1 Bridge Foundation 11

3.1.1 Foundation Type and Information 11

3.1.2 Design Recommendations 12

3.1.3 Lateral Pile Capacity 13

3.2 Retaining Wall Foundation 14

3.2.1 Lateral Earth Pressure 14

3.2.2 Pile Capacity 14

3.2.3 Lateral Load Resistance 14

3.3 Response Spectra 15

3.4 Pavement Design 15

3.5 Earthwork 16

3.5.1 Site Preparation 16

3.5.2 Remedial Grading 16

3.5.3 Fill Placement and Compaction 16
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Yorba Linda Boulevard Widening Project Project No. 13867001 Geotechnical Exploration Report
ii Verdantas.com

3.6 Trench Backfill 16

3.7 Temporary Excavations and Shoring Design 17

3.8 Pile Construction Considerations 17

3.8.1 Pile Driving 17

3.8.2 Drilled Shaft Installation 17

3.9 Additional Geotechnical Services 18

4.0 Limitations 19

5.0 References 20
List of Tables
Table 1 – Retaining Wall Information............................................................................................ 2 Table 2 – Boring Information......................................................................................................... 3 Table 3 – Idealized Soil Profile for Bridge..................................................................................... 5 Table 4 – Idealized Soil Profile for Retaining Walls ...................................................................... 5 Table 5 – Groundwater Levels...................................................................................................... 6 Table 6 – Corrosivity Test Results ................................................................................................ 7 Table 7 – As-Built Foundation Data (HP 10x57 Pile).................................................................... 8 Table 8 – General Foundation Information .................................................................................11 Table 9 – Pile Data Table ...........................................................................................................12 Table 10 – Soil Model for LPILE Analysis...................................................................................13 Table 11 – Equivalent Fluid Pressure .........................................................................................14 Table 12 – Recommended Pavement Sections..........................................................................15 Attachments
Figure 1 – Boring Location Map Rear of Text
Figure 2 – Regional Geology Map Rear of Text
Figure 3 – Regional Fault and Historic Seismicity Map Rear of Text Figure 4 – Axial Pile Capacity of 24-Inch Diameter Drilled Shaft Rear of Text Figure 5 – Caltrans Design ARS Curve Rear of Text
Appendix A – As-Built Data
Appendix B – Boring Logs
Appendix C – Laboratory Test Results
Appendix D – Liquefaction Analysis
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Yorba Linda Boulevard Widening Project Project No. 13867001 Geotechnical Exploration Report
1 1.0 Introduction

1.1 Proposed Project

1.1.1 Overview
Yorba Linda Boulevard is a six-lane arterial highway with narrow sidewalks on each side and no bicycle facilities. The City of Yorba Linda proposes to construct improvements along the Yorba Linda Boulevard/Weir Canyon Road corridor to alleviate congestion, improve traffic flow, and include active transportation improvements to provide new opportunities for alternative modes of travel. The widening ranges from 36 feet to 53 feet from Savi Ranch Parkway to La Palma Avenue to provide an additional lane on the northbound direction and a 20-foot wide path for a Class I bike path along with pedestrian pathway that is barrier separated from vehicular traffic.

The City is also proposing improvements that will widen Savi Ranch Parkway between Yorba Linda Boulevard and Mirage Street, and Mirage Street south of Savi Ranch Parkway. This project will provide an additional eastbound lane on Savi Ranch Parkway and will include a third westbound left turn lane. The project location is shown in Figure 1, Boring Location Map.

1.1.2 Bridge Widening
As part of the project, the existing bridge on Yorba Linda Boulevard will need to be widened. The bridge was constructed in 1983. It is a 775-foot long, 6-span, cast-in-place reinforced concrete box girder that spans over Crystal Drive, Santa Ana River, and the Santa Ana River Trail. The bridge is supported by a bin-type south abutment (Abutment 1), a short-seat-type north abutment (Abutment 7), and pier walls (Piers 2 to 6). Piers 3 through 5 are located in the river and constructed with reinforced concrete debris-nosing along the upstream side. The abutments and pier walls are supported on HP 10x57 piles. As-built plans, including as-built logs of test borings, are included in Appendix A.

The bridge will be widened by 35 to 40 feet on the east side. The widening will match the existing structure type. The widened abutments and piers will be supported on HP 14x89 piles. The General Plan and Foundation Plan of the widening are included at the end of the text of this report.

1.1.3 Retaining Walls
As part of the project, five retaining walls are proposed: two along Yorba Linda Boulevard, two along Savi Ranch Parkway, and one on Mirage Street. We understand that the retaining walls will consist of steel soldier piles, installed in a drilled hole with concrete backfill, and timber lagging.

Since the surrounding terrains are lower than the street grades, the retaining walls will be located on slopes that descend from the street grades.

The approximate location of the retaining walls is shown in Figure 1, Boring Location Map.

Relevant information of the retaining walls is presented in Table 1.

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Yorba Linda Boulevard Widening Project Project No. 13867001 Geotechnical Exploration Report
2 Table 1 – Retaining Wall Information
Location Wall Type
Maximum
Design
Height
(feet)
Top of
Wall
Elevation
(feet)
Length
(feet)
Mirage Street Soldier Pile and
Timber Lagging 8 344 70
Savi Ranch Parkway (North) Soldier Pile and
Timber Lagging 12 343 to 348 459
Savi Ranch Parkway (South) Soldier Pile and
Timber Lagging 10 344 to 347 285
Yorba Linda Boulevard
(south of Santa Ana River)
Soldier Pile and
Timber Lagging 9 349 to 350 90
Yorba Linda Boulevard
(north of Santa Ana River)
Soldier Pile and
Timber Lagging 18 354 to 362 312

1.2 Purpose and Scope of Exploration
This report has been prepared to provide geotechnical recommendations for design and construction of the proposed project. The scope of this exploration included the following tasks:
 Background Review – A background review was performed of readily available, relevant geotechnical and geological literature pertinent to the site. References used in preparation of this report are listed in Section 5.0.
 Pre-Field Exploration Activities – Encroachment permits were obtained from the cities of Anaheim and Yorba Linda for borings within their right of way. Boring locations were marked and DigAlert was notified to locate and mark existing underground utilities prior to our subsurface exploration.
 Field Exploration – We advanced eight hollow-stem auger borings to depths of 42 to 101½ feet below existing grade. The approximate locations of our borings are shown in Figure 1, Boring Location Map. Relevant information of the borings is summarized in Table 2.

The borings were logged and sampled using Standard Penetration Test (SPT) and California Ring samplers at selected intervals following ASTM D 1586 and ASTM D 3550 for SPT and split-barrel sampling of soil. The SPT and Ring samplers were driven into the soil with a 140- pound hammer, free falling 30 inches. The number of blows was noted for every 6 inches of sampler penetration. Relatively undisturbed samples were collected from the borings using the Ring sampler. In addition to driven samples, representative bulk soil samples were also collected from the borings. Each soil sample collected was described in general conformance with the Unified Soil Classification System (USCS). The samples were sealed, packaged, and transported to our soil laboratory. The soil descriptions and depths are noted on the boring logs included in Appendix B, Boring Logs. After completion of drilling, the borings were backfilled with soil cuttings mixed with cement, compacted by a tamper, and surfaced with quick-set concrete.

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Yorba Linda Boulevard Widening Project Project No. 13867001 Geotechnical Exploration Report
3 Table 2 – Boring Information
Boring No. Structure Date
Performed
Surface
Elevation
(feet)
Depth
(feet)
LB-1 RW on Yorba Linda Blvd 11/17/2023 335 51½
LB-2 RW on Savi Ranch Parkway 11/16/2023 340 51½
LB-3 RW on Mirage Street 11/15/2023 338 51½
LB-4 RW on Savi Ranch Parkway 11/16/2023 342 51½
LB-5 Abutment 1 11/15/2023 325 69
LB-6 Pier 2 11/17/2023 325 60½
LB-7* Pier 6 - - -
LB-8 Abutment 7 and
RW on Yorba Linda Blvd 7/12/2024 353 101½
LB-9 RW on Yorba Linda Blvd 7/5/2024 362 42
LB-10* Pier 4 - - -
*Pending permit from US Army Corps of Engineers
 Laboratory Tests – Laboratory tests were performed on selected soil samples obtained during our field exploration. The laboratory testing program was designed to evaluate the physical and engineering characteristics of the onsite soil. Tests performed during this exploration included:
• In situ moisture content and dry density (ASTM D 2216 and ASTM D 2937) • Percent passing No. 200 sieve (ASTM D 1140)
• Particle-size distribution (ASTM D 6913)
• Direct Shear (ASTM D 3080)
• Corrosivity Suite – pH, Sulfate, Chloride, and Resistivity (California Test Methods 417, 422, and 532/643)
• R-value (California Test Method 301).

Test results of the in situ moisture content and dry density are presented on the boring logs in Appendix B. Other laboratory test results are presented in Appendix C, Laboratory Test Results.
 Engineering Analysis – The data obtained from our background review, field exploration, and laboratory testing program were evaluated and analyzed to develop the conclusions and recommendations presented in this report for the proposed project.  Report Preparation – The results of the exploration are summarized in this report presenting our findings, conclusions, and recommendations.

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4 2.0 Geotechnical Findings

2.1 Site Topography
The site is located in Santa Ana Canyon, a narrow canyon between the Puente/Chino Hills on the north and the Santa Ana Mountains on the south. The canyon was cut by the Santa Ana River that flows westerly from the Upper Santa Ana River Valley to the Los Angeles Basin. The flow of the Santa Ana River is controlled by Prado Dam, which lies a little more than a mile to the east of the site.

Yorba Linda Boulevard and Savi Ranch Parkway are generally at higher grades compared to the surrounding topography, with descending slopes on both sides of the streets. The elevations of Yorba Linda Boulevard south of the Santa Ana River and the elevations of Savi Ranch Parkway are at approximately 335 to 347 feet. North of the river, the elevations of Yorba Linda Boulevard range from approximately 351 to 360 feet.

The bridge site is located in a shallow valley which runs along the general alignment of the Santa Ana River. The bridge ranges in elevations from 347 feet at the south side of the river to 351 feet at the north. From south to north, it crosses over Crystal Drive (Elevation ±325 feet), Santa Ana River (Elevations ±311 to ±318 feet), and the Santa Ana River Trail (Elevation ±330 feet).

2.2 Geology
From a geologic perspective, the project site is located within and along foothills of the Santa Ana Mountains, in the coastal section of the Peninsular Ranges Geomorphic Province of California.

Figure 2 shows the distribution of geologic units across the surface of the project area. The Santa Ana River is underlain by Alluvial Wash Deposits (Qw) while the south side of the river is underlain by Young Alluvial Fan Deposits (Qya) and the north side by Very Old Alluvial Fan Deposits (Qvof).

These materials are river sediments deposited within the Quaternary time period (about the past 100 thousand years) and consist predominantly of sand and gravel with some lenses of finegrained deposits (silts) and large particles (cobbles). Boulders are present but make up a relatively small percentage of the deposits.

2.3 Subsurface Soils
Based on our borings, the project site is underlain by man-made fill and alluvial deposits. The fill is up to 10 feet thick and presumably associated with construction of the existing roadway. The fill materials consisted of clay, silty clay, silt, and silty sand. The underlying alluvium consists mainly of loose to very dense sand, clayey/silty sand, and sandy silt. A relatively thick clay layer was encountered in boring LB-8 from 5 to 25 feet deep. Detailed description of the soils encountered in the borings is presented on the exploration logs in Appendix B.

Based on the subsurface soil conditions encountered in the geotechnical explorations, idealized soil profiles for the bridge and retaining walls along with relevant engineering properties are summarized in Tables 3 and 4, respectively. Since we did not perform any borings behind Abutment 1, the clay layer encountered below the street grade at Abutment 7 was conservatively interpreted to exist behind Abutment 1 as well.

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5 Table 3 – Idealized Soil Profile for Bridge
Elevation
(feet) Predominant Soil Type
Total Unit
Weight
(pcf)
Internal
Friction
Angle, φ
(degrees)
Cohesion
(psf)
Abutment 1 Back
EG – 325 Stiff Clay and Silty Clay 120 - 1,500
325 – 310 Medium dense to very dense Sand 120 32 -
310 – 290 Dense to very dense Sand 130 34 -
290 – 245 Very dense Sand with Silt and Gravel 130 38 - Abutment 1 Front and Pier 2
EG – 305 Medium dense to very dense Sand
and Silt 120 32 -
305 – 290 Medium dense to very dense Sand 130 34 -
290 – 245 Very dense Sand with Silt and Gravel 130 38 - Piers 3 to 6
EG – 300 Medium dense to dense Sand 120 32 -
300 – 290 Dense to very dense Sand 130 34 -
290 – 270 Medium dense to very dense Sand 130 36 -
270 – 245 Very dense Sand with Silt and Gravel 130 40 - Abutment 7
EG – 325 Soft to stiff Silty Clay 120 - 1,500
325 – 315 Medium dense Silty Sand and Sand 120 31 -
315 – 300 Medium dense to dense Sand 130 32 -
300 – 270 Medium dense to very dense Sand 130 36 -
270 – 245 Very dense Sand with Silt and Gravel 130 38 - *EG = Existing Grade
Table 4 – Idealized Soil Profile for Retaining Walls
Depth
(feet) Predominant Soil Type
Total Unit
Weight
(pcf)
Internal
Friction
Angle, φ
(degrees)
Cohesion
(psf)
0 to 15 Medium dense to dense Silt, Silty
Sand, and Sand 120 33 -
15 to 35 Medium dense Clayey Sand, Silty
Sand and Sand 120 32 -
35 to 50 Dense Sand and Sand with Silt 125 35 -
The total unit weight was selected based on our review of available moisture and density test data for the idealized layer. The effective friction angle in granular soils was determined based on the DRAFT

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6 published correlation with SPT (N,)60 value corrected for overburden and energy ratio in Caltrans Geotechnical Manual. Undrained shear strength for cohesive soils was selected based on our evaluation of pocket penetrometer data and laboratory test data.

2.4 Groundwater
Groundwater levels encountered in the borings are summarized in Table 5.

Table 5 – Groundwater Levels
Boring No. Structure Depth
(feet)
Elevation
(feet)
LB-1 RW on Yorba Linda Blvd 31 304
LB-2 RW on Savi Ranch Parkway 27 313
LB-3 RW on Mirage Street 27 311
LB-4 RW on Savi Ranch Parkway 30 312
LB-5 Abutment 1 12 313
LB-6 Pier 2 11 314
LB-7* Pier 6 - -
LB-8 Abutment 7 and
RW on Yorba Linda Blvd 101½ 312
LB-9 RW on Yorba Linda Blvd 42 Not
encountered
LB-10* Pier 4 - -
*Pending
Based on the Seismic Hazard Zone Reports for the Black Star Canyon, Orange, Prado Dam, and Yorba Linda 7.5- minute quadrangles by California Geological Survey (CGS, 2000a, 1997, 2000b, and 2005), the highest historical groundwater in the area ranged between zero and 30 feet below the ground surface. From the California Department of Water Resources website, three groundwater monitoring wells are available within one-half mile of the project site. The depths from the ground surface to the shallowest groundwater level measured in the three wells varied from about 14 to 42 feet, corresponding to elevations of 258 to 311 feet.

Based on the available information, a design groundwater level at elevation of 320 feet is selected for use in liquefaction analysis and pile analysis. This elevation is slightly higher that the invert elevations of the river that ranges from approximately 311 to 318 feet. Fluctuations of the groundwater level, localized zones of perched water, and an increase in soil moisture should be anticipated during and following the rainy seasons or periods of locally intense rainfall or stormwater runoff.

2.5 Soil Corrosivity
For structural elements, Caltrans considers a site to be corrosive if one or more of the following conditions exist for the representative soil and/or water samples taken at the site:
 Chloride concentration is 500 parts per million or greater; DRAFT

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7  Sulfate concentration is 1,500 parts per million or greater; and  pH is 5.5 or less.

Representative soil samples were tested to evaluate corrosion potential. The test results are summarized in Table 6. Based on the test results, the soils are not considered corrosive per Caltrans guidelines.

Table 6 – Corrosivity Test Results
Boring
No.

Depth
(feet)
USCS
Soil
Type
Minimum
Resistivity
CTM 643
(Ohm-cm)
pH
CTM
643
Soluble
Sulfate
Content CTM
417 (ppm)
Soluble
Chloride
Content CTM
442 (ppm)
LB-1 2.5 – 7.5 SM 2,498 8.40 165 80
LB-4 1.5 - 5 CL 1,378 10.86 243 100
LB-5 0 - 5 SM 1,474 8.18 45 160
LB-6 35 SP-SM 5,625 8.75 119 100
LB-8 15 CL-ML 548 7.52 1,206 100
LB-9 10 ML 1,300 7.92 146 101

2.6 Scour Potential
The existing bridge and proposed widening cross over the Santa Ana River. At this location, the river is a relatively uniform trapezoidal channel section with grouted riprap banks and an unlined, earthen invert. The potential for scour was analyzed in the hydraulic report prepared for the project (Q3 Consulting, 2023). The lowest degradation scour elevation at Piers 3 through 6 was reported to be at 316 feet and short-term scour was indicated to be 8 feet deep.

2.7 As-Built Bridge Foundation Data
Per the 1984 as-built plans, the existing bridge is a six-span cast-in-place, reinforced concrete box girder structure founded on HP 10x57 driven steel piles. At Abutment 1, an additional span consisting of a reinforced concrete T-beam structure exists between the abutment back wall and abutment front wall. As-built foundation information for each support is summarized in Table 7.

As mentioned above, Abutment 1 consists of a back wall and a front wall. The back wall is 7 feet tall and is supported on a 94-foot long, 3-foot wide, and 2-foot thick pile cap with a single row of HP 10x57 steel piles. The front wall is an 8-foot tall seat-type wall supported on a 95-foot long, 3- foot wide, and 2-foot thick pile cap with a single row of HP 10x57 steel piles.

The pier walls are supported on 76- to 94.5-foot long, 6-foot wide, and 3-foot thick pile caps. Each pile cap has two rows of HP 10x57 steel piles, each row having 22 piles. Piers 3, 4, and 5 contain DRAFT

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8 debris-nosing on the upstream side of the bridge; each nosing is supported on 10 piles (two rows of five piles).

Abutment 7 is a 14.5-foot tall diaphragm wall supported on a 123-foot long and 6-foot wide pile cap with two rows of HP 10x57 steel piles. The front row of piles consists of 14 battered piles and the back row consists of nine vertical piles.

Table 7 – As-Built Foundation Data (HP 10x57 Pile)
Support Location Design Load1
tons (kips)
Number of
Piles
Approximate
Bottom of Pile
Cap Elevation
(feet)
Specified Tip
Elevation
(feet)
Abutment 1 - Back Wall
Abutment 1 - Front Wall 70 (140) 8 17
336.5
318.0 298.0
Pier 2 70 (140) 44 317.0 275.0
Pier 3 70 (140) 44 303.0 280.0
Pier 4 70 (140) 44 303.0 280.0
Pier 5 70 (140) 44 303.0 280.0
Pier 6 70 (140) 44 303.0 280.0
Abutment 7 70 (140) 23 335.0 303.0
Piers 3, 4, 5 Nosing Unknown 10 303.5 Unknown
1 Design Load is Working Stress Design (WSD) Load.

2.8 Faulting and Seismicity
The principal seismic hazard that could affect the site is ground shaking resulting from an earthquake occurring along any one of several major active faults in the region. The known regional faults that could produce the most significant ground shaking at the project site include the Elsinore fault zone and Peralta Hills fault located approximately 1.2 miles and 2.7 miles, respectively, from the site. Location of these faults relative to the project site are shown in Figure 3, Regional Fault Map. The Puent Hill Blind Thrust fault has no surface traces and is estimated to be 7.2 miles from the site.

We have performed seismic analysis for the site following Caltrans Seismic Design Criteria (2019). The soil profile was modeled by a shear wave velocity value for the upper 100 feet (Vs30) based on SPT correlations. The Vs30 values were estimated to range from 244 meters per second (m/s) to 339 m/s. The design peak ground acceleration (PGA) for the project was estimated as

0.66g using Caltrans ARS Online v3.1.0 program.

2.9 Seismic Hazards
Seismic hazards in the region could include fault rupture, soil liquefaction and the associated surface manifestation, earthquake-induced landsliding, and flooding, seiches, and tsunamis. A site-specific evaluation of these potential hazards is discussed in the following sections.

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9 2.9.1 Fault Rupture
To protect structures from ground surface rupture hazards along a fault, the California Geological Survey (CGS), under the State-mandated Alquist-Priolo Act of 1972, has delineated “Earthquake Fault Zones” or "Alquist-Priolo Special Studies Zones" along active or potentially active faults. Our review of available in-house literature indicates that the project site is not located within an “AlquistPriolo Special Studies Zone” (Hart and Bryant, 2007). Although strong ground shaking is expected, the possibility of primary ground surface rupture and deformation at the site is considered very low.

2.9.2 Liquefaction
Liquefaction is a seismic phenomenon in which loose, saturated, granular soils behave similarly to a fluid when subjected to high-intensity ground shaking. Liquefaction occurs when three general conditions exist: 1) shallow groundwater; 2) low density, fine, clean sandy soils; and 3) strong ground motion. Effects of liquefaction can include sand boils, settlement, and bearing capacity failures below structural foundations.

Review of the Seismic Hazard Zone Maps for the Black Star Canyon, Orange, Prado Dam, and Yorba Linda 7.5- minute quadrangles by California Geological Survey indicates the subject site is located within an area that has been identified by the State of California as being potentially susceptible to the occurrence of liquefaction.

We have performed liquefaction analysis of the soil profiles from the borings using following input parameters.
 Design groundwater elevation of 320 feet;
 Peak ground acceleration of 0.66g for a 975 year return period (MCE event); and  Earthquake magnitude (Mw) of 6.67.

The liquefaction analysis identified intermittent potentially liquefiable layers in borings LB-2, LB3, LB-4, LB-6, and LB-8 generally at depths of 20 to 27 and 35 to 40 feet below the existing street grade. The cumulative liquefaction settlement was estimated to be on the order of 2 to 3 inches.

Results of the liquefaction analysis are included in Appendix D, Liquefaction Analysis.

2.9.3 Lateral Spreading
Seismically induced lateral spreading involves primarily lateral movement of earth materials due to ground shaking. For lateral spreading to occur, the liquefiable zone must be continuous, unconstrained laterally, and free to move along gently sloping ground toward an unconfined area.

Since the liquefiable zones identified in the borings are localized and generally discontinuous, the potential for lateral spreading is considered low.

2.9.4 Earthquake-Induced Flooding
Earthquake-induced flooding can be caused by failure of dams or other water-retaining structures as a result of earthquakes. The site is located immediately downstream of the Prado Dam. The potential for this hazard exists if the dam fails. However, considering that the dam was constructed DRAFT

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10 and constantly maintained by the U.S. Army Corps of Engineers, the potential for earthquakeinduced flooding of the site in considered low.

2.9.5 Seiches and Tsunamis
Seiches are large waves generated in enclosed bodies of water in response to ground shaking.

Tsunamis are waves generated in large bodies of water by fault displacement or major ground movement. Based on the absence of an enclosed water body near the site and the inland location of the site, seiche and tsunami risks at the site are considered negligible.

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11 3.0 Geotechnical Recommendations
Geotechnical recommendations for the proposed project are presented in the following sections.

These recommendations are based upon the exhibited geotechnical engineering properties of the soils and their anticipated response both during and after construction as well as proper field observation and testing during construction. These recommendations are considered minimal and may be superseded by more conservative requirements of the civil engineer, structural engineer, and local agencies.

3.1 Bridge Foundation

3.1.1 Foundation Type and Information
The existing site conditions in conjunction with magnitude of structural loads associated with the new widening indicate a shallow foundation system is not feasible. Similar to the existing bridge, a deep foundation system consisting of driven steel piles is considered suitable for support of the proposed widening.

The proposed widening will be supported on a deep pile foundation system consisting of steel HP 14x89 piles. General foundation information provided by the structural engineer are presented in Table 8. Foundation Plan for the proposed widening is included at the end of this report.

Table 8 – General Foundation Information
Support
Location Pile Type
Finished
Grade
Elevation
(feet)
Bottom of
Pile Cap
Elevation
(feet)
Pile Cap Size Number of
Piles
B L
Abutment 1
Back HP 14x89 347.3 338.98 3’-0” 38’-8” 8
Abutment 1
Front HP 14x89 324.7 320.48 6’-0” 39’-3” 16
Pier 2 HP 14x89 324.7 319.48 10’-2” 29’-11” 26
Pier 3 HP 14x89 320.0 305.48 10’-2” 45’-0” 11
Pier 4 HP 14x89 320.0 305.48 10’-2” 47’-5” 38
Pier 5 HP 14x89 320.0 305.48 10’-2” 50’-0” 38
Pier 6 HP 14x89 330.5 305.48 10’-2” 35’-3” 26
Abutment 7 HP 14x89 353.0 338.48 6’-0” 45’-2½“ 16*
*Two rows of 8 piles: front row is 3V:1H battered, back row is plumb DRAFT

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12 3.1.2 Design Recommendations
Subsurface and soil strength data from the idealized profiles for the support locations were used to estimate pile tip elevations for the axial load demands. The axial resistance of the piles was based on skin friction and end bearing with considerations for group efficiency and resistance factors. A resistance factor of 0.7 is applied for both side and base resistance for Strength Limits.

The piles should be designed at a minimum spacing of 36 inches on-center. A group efficiency factor of 1.0 was used for the axial capacity calculations considering the minimum on-center spacing of 36 inches that exceeds two times the maximum pile sizes.

Axial pile capacities of the driven steel HP piles were calculated using the software package APILE (FHWA Method) developed by Ensoft, Inc. The Pile Data Table is presented below.

Settlement under Service Limit at each support location was estimated to be less than 1 inch.

Table 9 – Pile Data Table
Support
Location
Pile
Type
Nominal Resistance
(kips) Design
Tip
Elevation
(feet)
Specified
Tip
Elevation
(feet)
Required
Nominal
Driving
Resistance
(kips)
Compression Tension
Abutment 1
Back
HP
14x89 400 0 280 (a) TBD (c) 280 400
Abutment 1
Front
HP
14x89 400 TBD
263 (a)
TBD (b)
TBD (c)
263 400
Pier 2 HP
14x89 400 TBD
252 (a)
TBD (b)
TBD (c)
252 400
Pier 3 HP
14x89 400 TBD
252 (a)
TBD (b)
TBD (c)
252 400
Pier 4 HP
14x89 400 TBD
252 (a)
TBD (b)
TBD (c)
252 400
Pier 5 HP
14x89 400 TBD
252 (a)
TBD (b)
TBD (c)
252 400
Pier 6 HP
14x89 400 TBD
252 (a)
TBD (b)
TBD (c)
252 400
Abutment 7 HP
14x89 400 0
279 (a)
TBD (c)
275 (d)
275 400
1 Design tip elevations are controlled by: (a) Compression, (b) Tension, (c) Lateral Load, (d) Extension below soft clay and loose sand layers.
2 The specified tip elevations shall not be raised above the design tip elevations for (b), (c), and (d).

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13 New pile caps for widening of Piers 3, 4, and 5 will be located in an area currently occupied by the existing concrete debris-nosing. Removal of the nosing and associated pile cap and proper abandonment of the existing piles will be necessary to accommodate construction of the new pile caps. The existing piles should be removed or cut off and abandon in place if they do not interfere with the construction. Layout of the new piles should be designed such that locations the new piles do not conflict with the existing piles to be abandoned.

3.1.3 Lateral Pile Capacity
Geotechnical parameters for LPILE analysis are provided in Table 10. Lateral capacity of the piles should be evaluated by the structural engineer using the recommended geotechnical parameters.

Group efficiency factors (i.e., P-Multipliers to account for group effects) should be considered in the LPILE analysis based on the final pile layout per California Amendments to AASHTO LRFD Bridge Design Specifications.

Table 10 – Soil Model for LPILE Analysis
Elevation
(feet)
Predominant
Soil Type
LPILE
Soil
Model
Effective
Unit
Weight
(pcf)
Internal
Friction
Angle, φ
(degrees)
Cohesion
(psf) ε50
Modulus of
Subgrade
Reaction
(pci)
Abutment 1 Back and Abutment 7
EG - 325 Soft to stiff Silty
Clay CLAY 120 0 1,500 0.007 -
325 - 320 Medium dense Silty
Sand and Sand SAND 120 31 - - 70
320 - 315 Medium dense Silty
Sand and Sand SAND 67.6 31 - - 60
315 - 300 Medium dense to
dense Sand SAND 67.6 32 - - 70
300 - 270 Medium dense to
very dense Sand SAND 67.6 36 - - 125
300 - 270 Very dense Sand
with Silt and Gravel SAND 67.6 38 - - 125
Abutment 1 Front and Piers
EG - 300 Medium dense to
dense Sand SAND 67.6 32 - - 70
300 - 290 Dense to very
dense Sand SAND 67.6 34 - - 90
320 - 315 Medium dense to
very dense Sand SAND 67.6 36 - - 125
315 - 300 Very dense Sand
with Silt and Gravel SAND 67.6 38 - - 125
*EG = Existing Grade
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14 3.2 Retaining Wall Foundation

3.2.1 Lateral Earth Pressure
Recommended lateral earth pressures for retaining wall design are presented in Table 11.

Table 11 – Equivalent Fluid Pressure
Condition Level Backfill
Active (static) 34 pcf
At-Rest 53 pcf
Seismic Increment 17 pcf
These values are based upon an angle of internal friction (phi) of 34 degrees and in-place density of 120 pcf for Caltrans structure backfill. The retaining walls should be provided with a drainage system behind the wall to prevent build-up of hydrostatic pressure. The lateral earth pressure for use in seismic condition is also presented in Table 11 and should be added to the design static active earth pressure. The seismic increment was calculated using Mononobe-Okabe (M-O) method and is based upon a horizontal acceleration coefficient Kh = ⅓ x PGA = 0.22g. The static and seismic earth pressure increment may be modeled as a triangular distribution beginning from the top of wall height with the maximum pressure acting at bottom of the wall.

In addition to the above lateral forces due to retained earth, the appropriate loads due to surcharges should be considered in the design of retaining structures.

3.2.2 Pile Capacity
Foundation for the proposed retaining walls will consist of steel soldier piles, installed in a 24-inch diameter drilled hole and backfilled with concrete. The axial capacity of the drilled shaft was calculated using SHAFT computer software (Ensoft, 2018) based on the AASHTO methodology, using effective stress to evaluate skin friction of cohesionless soils. Figure 4 presents the nominal pile axial capacity (Resistance Factor φs = 1.0), which is appropriate for use under the Extreme Limit State per AASHTO. A reduction factor of 0.7 should be applied to the nominal capacities for the Strength Limit State. Tensile resistance should be based upon a reduction factor of 0.7 applied to the nominal shaft resistance in compression.

Due to the presence of potentially liquefiable soils, piles for the two retaining walls on Savi Ranch Parkway and the retaining wall on Mirage Street are recommended to be a minimum of 25 feet long. The piles for the retaining wall north of the river are recommended to be a minimum of 35 feet long.

3.2.3 Lateral Load Resistance
Lateral load resistance of the drilled shaft may be calculated using a passive resistance of 390 psf per foot of embedment of the pile in firm contact with undisturbed soils. This passive pressure should be reduced to 160 psf for a 2:1 (horizontal:vertical) sloping ground in front of the pile. The above values may be doubled if the piles are spaced at least three diameters on-center. This DRAFT

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15 passive pressure should not exceed 8,000 psf for level ground and 3,200 psf for 2:1 sloping ground condition. The lateral passive resistance can be taken into account only if it is ensured that the soils against embedded structures will remain intact with time.

A friction coefficient of 0.40 may also be used at the soil-concrete interface for calculating the sliding resistance. The above values do not contain an appreciable factor of safety, so the structural engineer should apply the applicable factors of safety and/or load factors during design.

3.3 Response Spectra
Acceleration Response Spectrum (ARS) curves were developed following Caltrans Seismic Design Criteria (2019) using Caltrans ARS Online, V.3.1.0. The design ARS curves for a 5 percent damping ratio for the bridge site are provided in Figure 5 along with the digitized values.

3.4 Pavement Design
Pavement design and analysis were performed using the methodology described in the Caltrans Highway Design Manual for the Traffic Index values provided by the design team. The recommended pavement sections are presented in Table 12.

Table 12 – Recommended Pavement Sections
Street Name Traffic Index Flexible Pavement (inches)
AC AB
Savi Ranch Parkway
and Mirage Street 9.0 0.60 0.65
Yorba Linda Boulevard 11.0 0.70 0.90
All pavement construction should be performed in accordance with the Standard Specifications for Public Works Construction or Caltrans Standard Specifications. Field inspection and periodic testing, as needed during placement of the base course materials, should be undertaken to ensure that the requirements of the standard specifications are fulfilled. Prior to placement of aggregate base, disturbed/weathered subgrade soil should be processed to a minimum depth of 8 inches, moisture-conditioned, as necessary, and recompacted to a minimum of 90 percent relative compaction.

Aggregate base should be moisture conditioned, as necessary, and compacted to a minimum of 95 percent relative compaction.

Aggregate base and asphalt materials should conform to Sections 200-2 and 203, respectively, of the Standard Specifications for Public Works Construction. Alternatively, the aggregate base and asphalt concrete may conform to Caltrans Standard Specifications.

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16 3.5 Earthwork

3.5.1 Site Preparation
Vegetation, debris, and other deleterious materials should be removed and disposed of offsite prior to the commencement of grading operations. Existing underground improvements, including utility lines, should be identified prior to the start of grading and abandoned or relocated, as necessary. Trenches resulted from removal of existing improvements should be excavated to competent materials and properly backfilled under the observation and testing of the geotechnical engineer.

3.5.2 Remedial Grading
After clearing and stripping, loose/soft or wet soils, if encountered, should be removed prior to the placement of compacted fill or pavement sections. The exposed surface should be scarified to a minimum depth of 8 inches, moisture conditioned, and proof-rolled with loaded heavy equipment.

Areas of loose or yielding soils should be overexcavated and recompacted. Soils that cannot be compacted or are otherwise unsuitable for the planned use, should be excavated and disposed from the project site. Soft/loose and wet subgrade conditions may require stabilization using rock and/or geotextiles prior to fill placement.

Local conditions may be encountered which may require additional removals and recompaction, The exact extent of removals can best be determined during grading by the geotechnical engineer when direct observation and evaluation of materials are possible.

3.5.3 Fill Placement and Compaction
The onsite soils to be used as compacted fill should be free of organic material, construction debris or oversized material larger than 6 inches. Imported fill soils, if any, should consist of nonexpansive soils (Expansion Index less than 50) and be approved by the geotechnical engineer prior to placement as fill. Structure backfill should conform to Section 19-3.03E of Caltrans Standard Specifications.

Imported material to be placed below 4 feet from the pavement finished grade shall be noncorrosive, free of organic and other deleterious debris, essentially non-plastic (Plasticity Index less than 12), and an Expansion Index (EI) of less than 50. The imported material shall have a minimum R-value of 40 and be in compliance with Section 19-7.02 of Caltrans Standard Specifications.

Fill soils should be placed in loose lifts not exceeding 8 inches, moisture conditioned as necessary to slightly percent above moisture optimum and compacted to a minimum of 90 percent of the maximum dry density as determined by ASTM D 1557. Aggregate base should be compacted to a minimum relative compaction of 95 percent.

3.6 Trench Backfill
Utility trenches can be backfilled with the onsite material, provided it is free of debris, organic material, and oversized material (greater than 6 inches in diameter). Prior to backfilling the trench, pipes should be bedded in and covered with sand that exhibits a Sand Equivalent (SE) of 30 or DRAFT

Page 611 of 2424 ends

Yorba Linda Boulevard Widening Project Project No. 13867001 Geotechnical Exploration Report
17 greater. The bedding and shading sand may be densified in place by water jetting or by vibratory, lightweight compaction equipment with care to not damage the pipe. The backfill should be placed in lifts, moisture conditioned as necessary to achieve moisture content slightly above optimum, and mechanically compacted using a minimum standard of 90 percent relative compaction. The maximum lift thickness should also be determined based on the compaction equipment used in accordance with the latest edition of the Standard Specifications for Public Works Construction.

Where utility trenches cross underneath foundation, the trenches should be plugged by a minimum of 2 feet of onsite soil or sand/cement slurry to reduce the potential for water intrusion underneath the slab.

3.7 Temporary Excavations and Shoring Design
All temporary excavations should be performed in accordance with project plans, specifications, and all OSHA requirements. Excavations 5 feet or deeper should be laid back or shored in accordance with OSHA requirements before personnel are allowed to enter.

Typical cantilever shoring should be designed using an active earth pressure presented in Table

11. If excavations are braced at the top and at specific design intervals, the active pressure may then be approximated by a rectangular soil pressure distribution with the pressure per foot of width equal to 24H, where H is equal to the depth of the excavation being shored. These lateral earth pressures are for a drained condition. For an undrained condition, hydrostatic pressure should be included.

During construction, the soil conditions should be regularly evaluated to verify that conditions are as anticipated. The contractor should be responsible for providing the “competent person” required by OSHA, standards to evaluate soil conditions. Close coordination between the competent person and the geotechnical engineer should be maintained to facilitate construction while providing safe excavations.

3.8 Pile Construction Considerations

3.8.1 Pile Driving
Based on the subsurface exploration performed near the support locations, hard driving conditions may be encountered during pile driving due to the presence of gravels and/or cobble layers. A pile driving shoe may be necessary to prevent potential damage to steel HP piles. All piles should be driven to achieve nominal resistance in compression shown in Table 9.

An indicator pile-driving program and WEAP analyses should be performed at each support location to verify the pile capacity and drivability. The indicator piles should be instrumented with Pile Driving Analyzer (PDA). We recommend the indicator pile-driving program be observed and monitored by Verdantas.

3.8.2 Drilled Shaft Installation
Drilled shafts may be constructed using conventional soil auguring equipment and techniques to advance the drilled hole and remove soil cuttings. The drilling operations are recommended to be observed and evaluated by a representative of the geotechnical engineer to allow further DRAFT

Page 612 of 2424 ends

Yorba Linda Boulevard Widening Project Project No. 13867001 Geotechnical Exploration Report
18 evaluation of the actual subsurface conditions. Groundwater is anticipated to be encountered during pile construction and, due to the presence of non-cohesive and granular soil layers, caving may be encountered. As such, temporary casing or drilling slurry may be necessary to facilitate construction of the piles. The installation/removal of temporary casing or use of drilling slurry for borehole stability should be in accordance with Caltrans Standard Specifications to reduce the potential for adversely affecting the frictional resistance of the soils and thereby reduce the load capacity of the piles.

The drilling sequence should be such that for every pile drilled, one pile is skipped (i.e., drill every other pile) to reduce potential of the communication between the boreholes and to allow concrete to cure without disturbance. The piles adjacent to the freshly poured pile may only be drilled a minimum of 24 hours after placement of concrete.

To maintain a relatively clean hole and to achieve proper quality pile construction, it is recommended that the entire construction operation including drilling of the pile borehole, lowering of the reinforcing cage, and concrete placement, be carried out consecutively in the same day.

The use of a tremie pipe with pumped concrete is recommended to avoid concrete segregation during pile construction.

3.9 Additional Geotechnical Services
Final project Plans and Specifications should be reviewed prior to construction to verify that the full intent of the recommendations presented in this report have been incorporated. Following review of Plans and Specifications, sufficient and timely observation during construction should be performed by a qualified geotechnical consultant to correlate findings of the exploration with actual subsurface conditions exposed during construction.

Geotechnical observation and testing should be provided during the following activities:
 Upon completion of site clearing, where applicable;
 During site earthwork;
 Compaction of all fill materials;
 During installation of temporary shoring, wherever needed;  During pile driving;
 During installation of drilled shafts;
 Utility trench backfilling and compaction;
 Pavement subgrade and base preparation;
 Placement of asphalt concrete; and
 When any unusual conditions are encountered.

DRAFT

Page 613 of 2424 ends

Yorba Linda Boulevard Widening Project Project No. 13867001 Geotechnical Exploration Report
19 4.0 Limitations
This report was prepared solely for Mark Thomas for their use in design of the proposed Yorba Linda Boulevard Widening Project on behalf of the City of Yorba Linda, as described in this report.

This report may not contain sufficient information for other uses or for purposes of other parties.

This report was based solely on data obtained from a limited number of geotechnical exploration, and soil samples and tests. Such information is, by necessity, incomplete. The nature of many sites is such that differing soil or geologic conditions can be present within small distances and under varying climatic conditions. Changes in subsurface conditions can and do occur over time.

Therefore, the findings, conclusions, and recommendations presented in this report are only valid if Verdantas has the opportunity to observe subsurface conditions during grading and construction, to confirm that our preliminary data are representative for the site. Verdantas should also review the construction plans and project specifications, when available, to comment on the geotechnical aspects
In the event that any substantial change in nature, design and/or location of the proposed improvements occur, conclusions and recommendations of this report should not be considered valid unless such changes are reviewed, and the conclusions and recommendations are either verified or modified by Verdantas to adapt to the revised design. Verdantas is not responsible for any claims, damages or liability associated with reinterpretation or reuse by others of subsurface data contained in this report.

Our professional services were performed in accordance with the prevailing standard of professional care as practiced by other geotechnical engineers in the area. We do not make any warranty, either expressed or implied. The report may not be used by others or for other projects without the expressed written consent of our client and our firm.

DRAFT

Page 614 of 2424 ends

Yorba Linda Boulevard Widening Project Project No. 13867001 Geotechnical Exploration Report
20 5.0 References
American Association of State Highway and Transportation Officials (AASHTO), 2017, AASHTO LRFD Bridge Design Specification, 8th Edition. Washington, DC: AASHTO.

California Department of Transportation (Caltrans), 2019a, California Amendments to AASHTO LRFD Bridge Design Specification, 8th Edition.
, 2019b, Seismic Design Criteria, Version 2.0.
, 2020, Geotechnical Manual, Liquefaction Evaluation.
, 2021a, Guidelines for Preparing Geotechnical Design Reports, Division of Engineering Services, Geotechnical Services.
, 2021b, Corrosion Guidelines, Office of Materials Engineering and Testing Services, Corrosion Technology Branch.
, 2021c, Geotechnical Manual, Soil Correlations.
, 2022a, Caltrans ARS Online Web Tool V3.0.2, https://arsonline.dot.ca.gov/ , 2022b, Caltrans GeoDOG (Digital Archive of Geotechnical Data) Website, https://geodog.dot.ca.gov/
, 2022c, Standard Plans.
, 2022d, Standard Specifications.

California Geological Survey, 1997, Seismic Hazard Zone Report for the Orange 7.5-Minute Quadrangle, Orange County, California, Seismic Hazard Zone Report 011. _____, 2000a, Seismic Hazard Zone Report for the Black Star Canyon 7.5-Minute Quadrangle, Orange County, California, Seismic Hazard Zone Report 046. _____, 2000b, Seismic Hazard Zone Report for the Prado Dam 7.5-Minute Quadrangle; Orange County, California, Seismic Hazard Zone Report 045.
_____, 2005, Seismic Hazard Zone Report for the Yorba Linda 7.5-Minute Quadrangle; Los Angeles, Orange and San Bernardino Counties, California, Seismic Hazard Zone Report 010.

Hart, E.W. and Bryant, W.A., Interim Revision 2007, Fault Rupture Hazard Zones in California, Alquist-Priolo Earthquake Fault Zoning Act with Index to Earthquake Fault Zones Maps:

California Geological Survey, Special Publications 42, 42p.

Jennings, C.W., 1994, Fault Activity Map of California and Adjacent Areas; California Division of Mines and Geology, Geologic Data Map 6, Scale 1:750,000.

DRAFT

Page 615 of 2424 ends

Yorba Linda Boulevard Widening Project Project No. 13867001 Geotechnical Exploration Report
21 Morton, P.K. and Miller, R.V., 1981, Geologic Map of Orange County, California, Showing Mines and Mineral Deposits, Plate 1 of California Division of Mines and Geology, Bulletin 204.

Public Works Standards, Inc., 2023, Standard Specifications for Public Works Construction, 2023 Edition, published by BNI Building News.

Q3 Consulting, 2023, Final Bridge Hydraulic Report, Yorba Linda Boulevard Widening Improvement Project, Yorba Linda Bridge at Santa Ana River (Bridge No. 55C-509), dated October 26, 2023.

Yerkes, R.F. and others, 1965, Geology of the Los Angeles Basin - An Introduction, Geological Survey Professional Paper 420-A, pp. 11-15.

DRAFT

Page 616 of 2424 ends

Map Saved as P:\INFOCUS PROJECTS\13501-14000\13867 MTC Yorba Linda\001\Geomatics\13867_F01_ELM_2024-08-10.mxd on 9/13/2024 9:44:28 AM Author: KVM (shofstetter)

BORING LOCATION MAP
Yorba Linda Blvd Widening
Yorba Linda Boulevard and Savi Ranch Parkway
Yorba Linda, CA 92887
Legend
&<
Approximate
location of boring
showing total
depth (T.D.) and
groundwater
(G.W.)
Approximate
Retaining Wall
Location
³ 0 200 400
Feet
Scale:

Base Map: Site Plan Opt. 13
Date: 01/12/2024 by Bickel Group Architecture
1 " = 200 '
Project: 13867 Eng/Geol: LM
Date: September 2024
FIGURE 1
Approximate Bridge
Widening

Page 617 of 2424 ends

?ÆE
E Monte Vista Rd
La Palma Ave
Ro
osevelt Rd
Hidden Hills Rd
New River Rd
E Santa Ana Canyon Rd
N Weir Canyon Rd
Esperanza Rd
E La Palma Ave
S Weir Canyon Rd
Yorba Linda Blvd
Tsh
Qvof
Qyf
Tsh
Tsh
Qya
Qvof
Qvof
Tss Tss
Tss
Tss
Qvof
Qvof
Tss
Tsh
Tss
Qya
Tss
Qvof
Qvof Qya
Tss
Qw
Qya
Qvof
Tss
Qf Tss
Tsh
Qvof
Tss
Tss
Tsh
Qyf
Tsh
Tsh
Qya
Tss
Tss
Tss Tss
Tss
Tsh
Tss
Qya
Tss
Qya
Tss
Qw
Qya
Tss
Qf
Tss
Tsh
Tss
Tss
Tsh ³ 0 1,000 2,000
Feet
Scale:

Basemap: USGS Topo Map Service from Esri, 2021
Reference: USGS Geologic Map of the Sotuthern
California GIS Compilation by CGS
1 " = 1,000 '
Project: 13867 Eng/Geol: LM
Map Saved as C:\Users\shofstetter\Downloads\13867_F02_RGM_2024-09-10.mxd on 9/10/2024 3:48:03 PM Author: KVM (shofstetter) Date: September 2024
Geologic Units
!
! !
Qf, Alluvial fan deposits, active and recently avtive alluvial fans Qw, Alluvial Wash Deposits
Qyf, Young Alluvial Fan Deposits
!
!
!
! !
!
! ! !
! !
!
!
!
!
! !
!
! !
! !
!
! !
!
!
!
!
!
!
!
! Qya, Young Alluvial Valley Deposits
Qvof, Very Old Alluvial Fan Deposits
Tsh, Fine-grained Tertiary age formations of sedimentary origin Tss, Coarse-grained Tertiary age formations of sedimentary origin

REGIONAL GEOLOGY MAP
Yorba Linda Blvd Widening
Yorba Linda Boulevard and Savi Ranch Parkway
Yorba Linda, CA 92887
FIGURE 2
Qw
Qw Qf

Page 618 of 2424 ends

³ 0 1 2
Miles
Scale:

Base Map: ESRI ArcGIS Online 2024
Reference: maps.conservation.ca.gov
1 " = 1 miles
Project: 13967 Eng/Geol: LM
Map Saved as P:\INFOCUS PROJECTS\13501-14000\13867 MTC Yorba Linda\001\Geomatics\13867_F03_RFM_2024-09-10.mxd on 9/12/2024 1:50:01 PM Author: KVM (shofstetter) Date: September 2024

REGIONAL FAULT MAP
Yorba Linda Blvd Widening
Yorba Linda Boulevard and Savi Ranch Parkway
Yorba Linda, CA 92887
Approximate
Site Location
Legend
Fault activity
Recency of Movement
Holocene (<11,700 years)
Late Quaternary (last 700,000 years)
Quaternary (<1.6M years)
Historical Earthquakes (≥M3.5)
! 3.5 - 3.99
! 4.0 - 4.99
! 6.0 - 6.99
FIGURE 3

Page 619 of 2424 ends

Figure 4
DESIGNED/CHECKED BY: LRM/DJC
DATE: 9/13/2024
PROJECT NAME : Yorba Linda Widening
PROJECT NUMBER : 13867.001
0 5
10 15
20 25
30 35
40 45
50 0 50 100 150 200 250 300 350
Pile Length (feet)
Nominal Axial Capacity (kips)
Yorba Linda Retaining Walls
Pile Capacity
Notes:

1. A minimum factor of safety (FS) of 2.5 should be applied to estimate allowable capacities.

2. For seismic loading condition, an FS of 1.0 may be used.

3.Group reduction factors may be determined per Table 10.8.3.6.3-1 of CA Amendments to AASHTO LRFD BDS

4. Recommended Minimum Pile Length:

Two RW's on Savi Ranch Parkway: 25 feet
RW on Mirage Street: 25 feet
RW on Yorba Linda Blvd (North of Bridge): 35 feet

AXIAL PILE CAPACITY
24-INCH DIAMETER

DRILLED SHAFT

Page 620 of 2424 ends

Vs30 of 244
and 339 m/s

0.01 0.660

0.10 1.190

0.20 1.570

0.30 1.630

0.50 1.510

0.75 1.330

1.00 1.190

2.00 0.610

3.00 0.380

4.00 0.260

5.00 0.190
Project Name: Yorba Linda Blvd Widening
Project No.:

Designed/Checked by: OCE/DJC
Date:

CALTRANS DESIGN ARS CURVE

YORBA LINDA BOULEVARD WIDENING

CITY OF YORBA LINDA, CALIFORNIA
13867.001
September 2024
Period,
T (sec)
Spectral
Acceleration,
Sa (g)
Figure 5

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0
Spectral Acceleration (g)
Period, T (sec)
Site Coordinates: Latitude: 33.8747; Longitude: -117.7490 Shear Wave Velocity (Vs30) = 244 and 339 meters/second
Program Used: Caltrans ARS Online v3.1.0

Page 621 of 2424 ends

66+00
72+00
63+00
64+00
65+00
67+00 68+00
69+00
70+00
71+00
63 64 65 66 67 68 70 71 72 73

SANTA ANA RIVER
A1

CURVE DATA
R =
Δ =
T =
L =
1600.00'
44°06'56"
648.32'
1231.94'
A1

DWG SHEET

CITY OF YORBA LINDA

REVISIONS
BYNo. DESCRIPTION ACCPT'D BY DATE CADD PROJECT FILE NAME: TIME:

OF DATE: S-01_GP1.DWG
DATE
UNDER THE SUPERVISION OF:

DATE:

CHECKED BY:

DRAWN BY:

PLANS PREPARED BY:
10/25/23
BASIS OF BEARINGS: 9:54 AM 10/26/2023
17 S-01_GP1.dwg

THE BEARINGS SHOWN HEREON ARE BASED ON THE GRID BEARING N18°15'13”E BETWEEN O.C.S. HORIZONTAL CONTROL STATION GPS NO. 3266 AND GPS NO. 5198 PER RECORDS ON FILE IN THE OFFICE OF ORANGE COUNTY SURVEYOR.

CITY OF YORBA LINDA
REVIEWED BY THE DEPARTMENT OF PUBLIC WORKS. THIS PLAN IS SIGNED BY THE CITY ENGINEER FOR SCOPE AND

CONFORMANCE TO CITY STANDARDS, CITY REQUIREMENTS, CITY CODES, REGULATORY AND OTHER GENERAL ENGINEERING REQUIREMENTS ONLY. THE CITY ENGINEER IS NOT RESPONSIBLE FOR DESIGN. ASSUMPTIONS, OR ACCURACY.

REVIEWED BY: RECOMMENDED BY:

PLAN REVIEW ENGINEER
NAME:

COMPANY

RICK YEE

PRINCIPAL CIVIL ENGINEER

SOILS REVIEW ENGINEER
NAME:

COMPANY:

JAMIE LAI

CITY ENGINEER/ PUBLIC WORKS DIRECTOR
REC: 65296
ACCEPTED BY:

DATE DATE

DATE DATE
L. MAHARJAN/L. TURBAY
R. ANDRASEK/J. PATTESON
- STATE OF CALIFORNIA

REGISTERED PROFESSIONAL ENGINE
R
RCE NO. C75358
Exp. 12/31/2023
65% DESIGN

NOT FOR

CONSTRUCTION
BENCH MARK:

DESCRIBED BY OCS 2003 - FOUND 3 3\4" OCS ALUMINUM BENCHMARK DISK STAMPED "2J-55-83", SET IN THE NORTHEASTERLY CORNER OF A 4 FT. BY 7.5 FT. CONCRETE CATCH BASIN. MONUMENT IS LOCATED ALONG THE NORTHERLY SIDE OF HIDDEN HILLS DRIVE/ESPARANZA, 0.25 MILES

NORTHEASTERLY ALONG HIDDEN HILLS FROM THE CENTERLINE OF NEW RIVER DRIVE, 14.4 FT. EASTERLY OF A FIRE HYDRANT AND 35 FT.

NORTHERLY OF THE CENTERLINE OF HIDDEN HILLS. MONUMENT IS SET LEVEL WITH THE TOP OF THE CATCH BASIN.

NAVD88 ELEVATION: 393.976, LEVELED IN 2006.

YORBA LINDA BLVD WIDENING
10/25/23
10/25/23
9850 RESEARCH DR
IRVINE, CA 92618
(949) 546-0822
LALIT

MAHARJAN
ENGINEERING CORP.

NOTE:

THE CONTRACTOR SHALL VERIFY ALL

CONTROLLING FIELD DIMENSIONS BEFORE
ORDERING OR FABRICATING ANY MATERIAL.

N
1" = 40'
PLAN
LEGEND

INDICATES NEW CONSTRUCTION

INDICATES BRIDGE REMOVAL

EXIST BB
63+19.84± "A" LINE
ELEV 351.98±

EXIST BB
70+95.88± "A" LINE
ELEV 347.28±
ABUT 7
DATUM ELEV = 280.0
NOTES:

1. 2.

3. 4.

FOR TYPICAL SECTIONS, SEE "GENERAL PLAN NO. 2"
SHEET.

FOR "GENERAL NOTES" SEE "INDEX TO PLANS"
SHEET.

FOR "PILE DATA TABLE" SEE "FOUNDATION PLAN"

FOR WATER SURFACE ELEVATIONS SEE
"HYDROLOGIC TABLE" ON "INDEX TO PLANS" SHEET.

GENERAL PLAN NO. 1
1 1" = 40'

MIRRORED ELEVATION
775'-0"± MEASURED ALONG C YORBA LINDA BLVD ("A" LINE) L 102'-0"± 131'-6"± 131'-6"± 131'-6"± 131'-6"± 99'-0"± 48'-0"± PIER 6 PIER 5 PIER 4 PIER 3
PIER 2 ABUT 1

C PIER, TYP L
EB BB

APPROX OG

RET WALL

SEE ROAD PLANS
EB

RET WALL

TOE OF SLOPE
HINGE

TOP OF SLOPE

TOE OF SLOPE

EXIST HINGE
"A" LINE
PT EOD, 82.95' LT
63+84.09 "A" LINE
11'

10.5'
11'
11'

10.5'
10'
11'
11'
11'
11'
BC EOD, 83.93' LT
65+35.19 "A" LINE
EC EOD, 81.92' LT
71+18.88 "A" LINE
N73°11'05"E BC 65+47.18
N29°04'09"W
EC 77+79.12

CURVE DATA
R =
Δ =
T =
L =
1659.00'
21°11'07"
310.25'
613.42'
B1

CURVE DATA
R =
Δ =
T =
L =

71.81'
12°07'02"

7.62'

15.19'
C1

CURVE DATA
R =
Δ =
T =
L =

85.81'
14°42'32"

11.08'

22.03'
C2
B1

EXIST TOE OF SLOPE
22'
6'

EXIST EOD
N73°33'20"W
L = 151.11'
2:1
*
27'±

C HINGE L
PT EOD, 44.00' RT
68+64.69 "A" LINE
N56°09'45"W
BC EOD, 45.22' RT
68+77.97 "A" LINE
C1
C2
BC EOD, 53.94' RT
69+13.81 "A" LINE
PCC EOD, 57.09' RT
69+36.36 "A" LINE
EC EOD, 57.83' RT
70+76.31 "A" LINE

CURVE DATA
R =
Δ =
T =
L =
1519.00'
5°03'26"

67.08'
134.07'
C3
C3
EC EOD, 48.10' RT
68+93.30 "A" LINE
N44°02'44"W

EXIST TOE OF SLOPE

CRYSTAL DR
64'±
EOD
EOD

INDICATES EXISTING STRUCTURE

DIRECTION OF TRAFFIC
3 1
NOTES:
1 PAINT BRIDGE NO. 55C0509
PAINT " YORBA LINDA BLVD BRIDGE"
MGS SEE "ROADWAY PLANS"
CONCRETE BARRIER TYPE 85
CONCRETE BARRIERR TPE 732 SW (MOD)

ARCHITECTURAL STEEL RAILING
REMOVE EXISTING TYPE 26 BARRIER

REMOVE EXIST PIER NOSE

REFINISH BRIDGE DECK

CONCRETE SLOPE PAVING

SIDEWALK REMOVAL AND ROADWAY REFINSH,
SEE "ROADWAY PLANS"

MATCH EXISTING CONCRETE DECK CROSS SLOPE
3'-0" MIN CLOSURE POUR
2 3
4 5
6 7
8 9
10 12
13 11

INDICATES DECK REFINISH

SPAN LENGTHS
MEASURED ALONG "A" LINE
6 3 8
10 EXIST TOP OF SLOPE EXIST TOE OF SLOPE

EXIST TOP OF SLOPE

SANTA ANA RIVER TRAIL
14' MIN VERT CLR WSE, SEE NOTE 4
TYP
HP 14x89 STEEL

PILES, TYP
SEE NOTE 3
14 14 XX'-XX" MIN VERT CLEARANCE (LT WIDEN)
XX'-XX" MIN VERT CLEARANCE (RT WIDEN)
14'-6" MIN CONSTRUCTION CLEARANCE
2:1
2 11
11 7
5 9
9 4
7 6

EXIST CULVERT
11 62 78

Page 622 of 2424 ends

TYPICAL SECTION
1' = 5'

DWG SHEET

CITY OF YORBA LINDA

REVISIONS
BYNo. DESCRIPTION ACCPT'D BY DATE CADD PROJECT FILE NAME: TIME:

OF DATE: S-02_GP2.DWG
DATE
UNDER THE SUPERVISION OF:

DATE:

CHECKED BY:

DRAWN BY:

PLANS PREPARED BY:
10/25/23
BASIS OF BEARINGS: 4:40 PM 10/26/2023
17 S-02_GP2.dwg

CITY OF YORBA LINDA
REVIEWED BY THE DEPARTMENT OF PUBLIC WORKS. THIS PLAN IS SIGNED BY THE CITY ENGINEER FOR SCOPE AND

CONFORMANCE TO CITY STANDARDS, CITY REQUIREMENTS, CITY CODES, REGULATORY AND OTHER GENERAL ENGINEERING REQUIREMENTS ONLY. THE CITY ENGINEER IS NOT RESPONSIBLE FOR DESIGN. ASSUMPTIONS, OR ACCURACY.

REVIEWED BY: RECOMMENDED BY:

PLAN REVIEW ENGINEER
NAME:

COMPANY

RICK YEE

PRINCIPAL CIVIL ENGINEER

SOILS REVIEW ENGINEER
NAME:

COMPANY:

JAMIE LAI

CITY ENGINEER/ PUBLIC WORKS DIRECTOR
REC: 65296
ACCEPTED BY:

DATE DATE

DATE DATE
L. MAHARJAN/L. TURBAY
R. ANDRASEK/J. PATTESON
- STATE OF CALIFORNIA

REGISTERED PROFESSIONAL ENGINE
R
RCE NO. C75358
Exp. 12/31/2023
65% DESIGN

NOT FOR

CONSTRUCTION
BENCH MARK:

NORTHEASTERLY ALONG HIDDEN HILLS FROM THE CENTERLINE OF NEW RIVER DRIVE, 14.4 FT. EASTERLY OF A FIRE HYDRANT AND 35 FT.

NORTHERLY OF THE CENTERLINE OF HIDDEN HILLS. MONUMENT IS SET LEVEL WITH THE TOP OF THE CATCH BASIN.

NAVD88 ELEVATION: 393.976, LEVELED IN 2006.

YORBA LINDA BLVD WIDENING
10/25/23
10/25/23
9850 RESEARCH DR
IRVINE, CA 92618
(949) 546-0822
LALIT

MAHARJAN
ENGINEERING CORP.

NOTE:

THE CONTRACTOR SHALL VERIFY ALL

CONTROLLING FIELD DIMENSIONS BEFORE
ORDERING OR FABRICATING ANY MATERIAL.

GENERAL PLAN NO. 2
2 -1.5%
HAND RAILING 7'-6"±

C YORBA LINDA BLVD
"A" LINE
44'-0"± & VARIES 44'-0"± & VARIES
VARIES
35'-3" MIN & 39'-11 1
4" MAX

LEFT WIDEN
88'-0"± & VARIES

EXISTING BRIDGE
13'-9 3
4" MAX & VARIES

RIGHT WIDEN
81'-11"± MIN & VARIES 45'-0"± MIN & VARIES
-2.0%±
-2.0%± 7'-6"

EXIST CIP/RC CONC

BOX GIRDER

CIP/RC CONC

BOX GIRDER
1'-0" 18'-0"

GRADE BREAK

CLOSURE
POUR

EXIST UTILITY
OPENING, TYP CLOSURE POUR 7'-6"
6'-0" 1'-0"

CONC BARRIER
TYPE 732SW
L
VARIES
14'-3" MIN & 18'-11 1
4" MAX
VARIES
6'-10" MAX
2'

HAND RAILING
12 9
NOTES:

CONCRETE BARRIER TYPE 732 SW (MOD)

REFINISH BRIDGE DECK

MATCH EXISTING CONCRETE DECK CROSS SLOPE
3'-0" MIN CLOSURE POUR
7 5
7 9
12 13
REMOVE EXISTING TYPE 26 BARRIER
5 12
13 13
7 9
63 78

Page 623 of 2424 ends

T T T T T T T T T T T

T T T T T

T T T T T T T T (OH) (OH) (OH) (OH) (OH) (OH) (OH) (OH) (OH) (OH) (OH) SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS

SS SS SS SS SS SS SS SS SS SS SS SS SS SS
E E E
W
W
W
W
W
W
W
W
W
W
W

G G G G G G G G G G G G G G G G G G G G G G
G
G
G
SS
SS
SS
SS
SS
SS
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G G
G

G G G G G G G G
COM
COM
COM
COM
COM
COM
W
W
W
W
W
W
W
W
W
W
W
W
W
W

W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W
W
W
W
W
W
E E
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SS
SS
SS
SS
SS
SS
SS
SS
W
SS
SS
SS
SS
E E
E

E E E E E E

E E E E E E E E
E E E
E
E E E
(OH)
(OH)
(OH)
(OH)
(OH)
(OH)
(OH)
(OH)
(OH)
(OH)
(OH)
(OH)
(OH)
SS
SS
SS
COM
COM
COM
COM
COM
COM
COM
COM
COM
COM
COM

COM COM COM COM COM COM
COM
COM
COM
COM
COM
COM
COM
COM
COM
COM

W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W
W
W
W
W
W
W

T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T

T T T T T T T
E E
E

E E E E
E E
66+00
72+00
63+00
64+00
65+00
67+00 68+00
69+00
70+00
71+00

SANTA ANA RIVER
A1

CURVE DATA
R =
Δ =
T =
L =
1600.00'
44°06'56"
648.32'
1231.94'
A1

DWG SHEET

CITY OF YORBA LINDA

REVISIONS
BYNo. DESCRIPTION ACCPT'D BY DATE CADD PROJECT FILE NAME: TIME:

OF DATE: S-04_FP.DWG
DATE
UNDER THE SUPERVISION OF:

DATE:

CHECKED BY:

DRAWN BY:

PLANS PREPARED BY:
10/25/23
BASIS OF BEARINGS: 7:07 PM 10/25/2023
17 S-04_FP.dwg

CITY OF YORBA LINDA
REVIEWED BY THE DEPARTMENT OF PUBLIC WORKS. THIS PLAN IS SIGNED BY THE CITY ENGINEER FOR SCOPE AND

CONFORMANCE TO CITY STANDARDS, CITY REQUIREMENTS, CITY CODES, REGULATORY AND OTHER GENERAL ENGINEERING REQUIREMENTS ONLY. THE CITY ENGINEER IS NOT RESPONSIBLE FOR DESIGN. ASSUMPTIONS, OR ACCURACY.

REVIEWED BY: RECOMMENDED BY:

PLAN REVIEW ENGINEER
NAME:

COMPANY

RICK YEE

PRINCIPAL CIVIL ENGINEER

SOILS REVIEW ENGINEER
NAME:

COMPANY:

JAMIE LAI

CITY ENGINEER/ PUBLIC WORKS DIRECTOR
REC: 65296
ACCEPTED BY:

DATE DATE

DATE DATE
L. MAHARJAN/L. TURBAY
R. ANDRASEK/J. PATTESON
- STATE OF CALIFORNIA

REGISTERED PROFESSIONAL ENGINE
R
RCE NO. C75358
Exp. 12/31/2023
65% DESIGN

NOT FOR

CONSTRUCTION
BENCH MARK:

NORTHEASTERLY ALONG HIDDEN HILLS FROM THE CENTERLINE OF NEW RIVER DRIVE, 14.4 FT. EASTERLY OF A FIRE HYDRANT AND 35 FT.

NORTHERLY OF THE CENTERLINE OF HIDDEN HILLS. MONUMENT IS SET LEVEL WITH THE TOP OF THE CATCH BASIN.

NAVD88 ELEVATION: 393.976, LEVELED IN 2006.

YORBA LINDA BLVD WIDENING
10/25/23
10/25/23
9850 RESEARCH DR
IRVINE, CA 92618
(949) 546-0822
LALIT

MAHARJAN
ENGINEERING CORP.

NOTE:

THE CONTRACTOR SHALL VERIFY ALL

CONTROLLING FIELD DIMENSIONS BEFORE
ORDERING OR FABRICATING ANY MATERIAL.

N
1" = 40'
PLAN
LEGEND

INDICATES NEW CONSTRUCTION

INDICATES BOTTOM OF FTG ELEVATION

FOUNDATION PLAN
4 "A" LINE
BC 65+47.18
N73°11'05"E N29°04'09"W
EC 77+79.12

C CRYSTAL DR

INDICATES EXISTING STRUCTURE

INDICATES BOTTOM OF EXIST FTG ELEVATION
C BRG ABUT 7 N53°54'54"E± L
C PIER 6 N53°54'54"E±
C PIER 5 N53°54'54"E±
C PIER 4 N53°54'54"E±
C PIER 3 N53°54'54"E±
C PIER 2 N53°54'54"E±
C ABUT 1 FRONT N53°54'54"E±
C ABUT 1 BACK N53°54'54"E±
L
L
L
L
L
L
L
60'-4
3 4"±
46'-0"±
50'-0"
39'-6"±
41'-6"±
44'-0"±
68+16.71±
69+48.21±
66+85.21±
65+53.71±
63+24.00±
64+22.21±
70+94.69±
70+46.69±
47'-0"±
47'-6"
39'-3"
38'-8"
38'-0"±
29'-11"
45'-0"
47'-5"
14'-9"
45'-6"
45'-2
1 2
"
45'-6"
45'-6"

EXIST FTG
TYP
338.48
338.48±
305.48
305.48
305.48
319.48
305.48
338.98
320.48
305.28±
305.28± 305.28±
305.28±
320.48±
305.28± 338.98±
WW LOL
N73°33'20"W
R/W
R/W
R/W

R/W R/W
R/W
L
R/W
336.50
319.48
R/W
13'-10"
38'-2"±
14'
5'-11"
35'-3"

INDICATES STEEL DRIVEN PILES
ABUT 7
PIER 6 TO PIER 3

PILE DATA TABLE
PIER 2
ABUT 1 FRONT
ABUT 2 BACK

LOCATION
HP 14 X 89

PILE TYPE
NOMINAL RESISTANCE (Kips) DESIGN

TIP ELEVATION
(ft)

SPECIFIED

TIP ELEVATION
(ft)

TBD TBD

COMPRESSION TENSION
HP 14 X 89
HP 14 X 89
HP 14 X 89
HP 14 X 89
280
280
280
400
400
0 0
0 0
0 73" WELDED STEEL WATER LINE

PROTECT-IN-PLACE (MWD)
51" CONC ENCASED STORM DRAIN

PROTECT-IN-PLACE (OCSD)

OVERHEAD POWER LINE (SCE)

EXIST DRAINAGE
INLET

EXIST GAS LINE

PROTECT-IN-PLACE
EXIST 36" RCP

STORM DRAIN

EXIST SEWER

PROTECT-IN-PLACE
EXIST 16" WATERLINE (YLWD)

PROTECT-IN-PLACE

EXIST GAS LINE (SCE)

PROTECT-IN-PLACE
12" GAS LINE (CSG)
320.48

1. UTILITY INFORMATION SHOWN IS APPROXIMATE.

SEE "UTILITY PLANS."

2. PROTECT EXISTING UTILITIES IN PLACE UNLESS
NOTED OTHERWISE.

NOTES:
65 78

Page 624 of 2424 ends

Verdantas.com
Appendix A
As-Built Data

Page 625 of 2424 ends

ClibPDF - www.fastio.com

Page 626 of 2424 ends

ClibPDF - www.fastio.com

Page 627 of 2424 ends

ClibPDF - www.fastio.com

Page 628 of 2424 ends

ClibPDF - www.fastio.com

Page 629 of 2424 ends

ClibPDF - www.fastio.com

Page 630 of 2424 ends

ClibPDF - www.fastio.com

Page 631 of 2424 ends

ClibPDF - www.fastio.com

Page 632 of 2424 ends

Page 633 of 2424 ends

Verdantas.com
Appendix B
Boring Logs

Page 634 of 2424 ends

SM
SP
ASPHALT CONCRETE (8") over AGGREGATE BASE (22")
SILTY SAND (SM); brown; moist; fine SAND; trace fine
GRAVEL [FILL]
SILTY SAND with GRAVEL (SM); very dense; brown; moist; fine SAND; fine GRAVEL; 3-inch ASPHALT debris
Poorly-graded SAND (SP); very dense; brown; moist; fine SAND; trace coarse GRAVEL [ALLUVIUM]
No recovery; Cuttings of Poorly-graded GRAVEL with SAND (GP); very dense; brown; coarse GRAVEL; fine SAND
No recovery; Cuttings of SILTY SAND with GRAVEL (SM); very dense; brown; moist; fine SAND; coarse GRAVEL
No recovery
133 6
4 B-1
R-1
S-1
R-2
S-2
S-3
CR
19 27
42 17
33 50
50/2"
50/1"
50/5"
335'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
EDB
Hollow Stem Auger - 140lb - Autohammer - 30" Drop
0 5
10 15
20 25
30 Soil Class.
11-17-23

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

Ground Elevation
Depth Blows Elevation Per 6 Inches

Page 1 of 2 ends

SAMPLE TYPES:

Martini Drilling
Content, %
Logged By
Date Drilled
335
330
325
320
315
310
305
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * EDB Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location See Figure 1 - Boring Location Map
Yorba Linda Widening
13867.001
Drilling Method
8" Feet
Hole Diameter Moisture Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC
Sample No. Bulk Driven

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE

STRENGTH
GEOTECHNICAL BORING LOG LB-1

Page 635 of 2424 ends

SP-SM
SC
SM
ML
SM
(trace CLAY)
Poorly-graded SAND with SILT (SP-SM); very dense; orangish brown and gray; wet; fine SAND
CLAYEY SAND (SC); very dense; brown; wet; fine SAND; trace fine GRAVEL
SILTY SAND (SM); very dense; mottled olive gray and orangish brown; wet; fine SAND; 4-inch SANDY SILT (ML); mottled
gray and black; wet; non-plastic fines; fine SAND; micaceous Total Depth: 51.5 feet
Groundwater encountered at 30.9 feet during drilling.

Backfilled with soil cuttings and patched with quick-set concrete dyed black.
13 13
S-4
S-5
S-6
S-7
S-8 -200
50/5"
6 15
41 50/6"
30 50/2"
50/6"
335'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
EDB
Hollow Stem Auger - 140lb - Autohammer - 30" Drop
30 35
40 45
50 55
60 Soil Class.
11-17-23

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

Ground Elevation
Depth Blows Elevation Per 6 Inches

Page 2 of 2 ends

SAMPLE TYPES:

Martini Drilling
Content, %
Logged By
Date Drilled
305
300
295
290
285
280
275
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * EDB Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location See Figure 1 - Boring Location Map
Yorba Linda Widening
13867.001
Drilling Method
8" Feet
Hole Diameter Moisture Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC
Sample No. Bulk Driven

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE

STRENGTH
GEOTECHNICAL BORING LOG LB-1

Page 636 of 2424 ends

SM
SP-SM
ML
SM
SP
ASPHALT CONCRETE (5") over AGGREGATE BASE (8")
SILTY SAND (SM); light brown; moist; fine SAND; trace coarse GRAVEL [FILL]
Poorly-graded SAND with SILT (SP-SM); dense; dark brown; moist; fine SAND [ALLUVIUM]
SANDY SILT (ML); very dense; dark gray; moist to very moist; fine and coarse SAND, mostly fine SAND; non-plastic fines SILTY SAND (SM); dense; orangish brown; moist; fine SAND; trace fine GRAVEL; FeO stains
Poorly-graded SAND (SP); medium dense; white and orangish brown; moist; fine SAND; trace coarse GRAVEL
(Dense; at Shoe of Sampler SILTY Lean CLAY (CL); mottled dark brown, gray and olive; moist; low plasticity
119
111
12 11
2 S-1
R-1
S-2
R-2
S-3
DS
6 16
17 16
30 50
9 11
13 6
10 13
16 23
13 340'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
EDB
Hollow Stem Auger - 140lb - Autohammer - 30" Drop
0 5
10 15
20 25
30 Soil Class.
11-16-23

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

Ground Elevation
Depth Blows Elevation Per 6 Inches

Page 1 of 2 ends

SAMPLE TYPES:

Martini Drilling
Content, %
Logged By
Date Drilled
340
335
330
325
320
315
310
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * EDB Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location See Figure 1 - Boring Location Map
Yorba Linda Widening
13867.001
Drilling Method
8" Feet
Hole Diameter Moisture Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC
Sample No. Bulk Driven

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE

STRENGTH
GEOTECHNICAL BORING LOG LB-2

Page 637 of 2424 ends

SM
SM
SP
SILTY SAND with GRAVEL (SP); very dense; gray and orangish brown; wet; fine to coarse SAND; fine and coarse GRAVEL (medium dense; fine GRAVEL)
Poorly-graded SAND (SP); very dense; light gray and orangish brown; wet; mostly fine SAND, little medium SAND
Total Depth: 51.5 feet
Groundwater encountered at 27.5 feet during drilling.

Backfilled with soil cuttings and patched with quick-set concrete dyed black.
11 17
S-4
S-5
S-6
S-7
S-8
19 -200
27 42
6 11
11 6
23 41
10 27
29 11
26 34
340'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
EDB
Hollow Stem Auger - 140lb - Autohammer - 30" Drop
30 35
40 45
50 55
60 Soil Class.
11-16-23

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

Ground Elevation
Depth Blows Elevation Per 6 Inches

Page 2 of 2 ends

SAMPLE TYPES:

Martini Drilling
Content, %
Logged By
Date Drilled
310
305
300
295
290
285
280
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * EDB Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location See Figure 1 - Boring Location Map
Yorba Linda Widening
13867.001
Drilling Method
8" Feet
Hole Diameter Moisture Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC
Sample No. Bulk Driven

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE

STRENGTH
GEOTECHNICAL BORING LOG LB-2

Page 638 of 2424 ends

ML
CL-ML
MLs
SP-SM
SC-SM
SM
SW-SM
ASPHALT CONCRETE (7") over AGGREGATE BASE (8.5")
SANDY SILT (ML); gray; moist; fine SAND; non-plastic; slightly micaceous [FILL]
SILTY LEAN CLAY (CL-ML); dark brown; moist; low plasticity; trace fine SAND
SANDY SILT (ML); blueish gray; moist; fine SAND; non-plastic Encountered pipe boring relocated
Poorly-graded SAND (SP); very dense; gray; moist; fine SAND; trace SILT [ALLUVIUM]
SILTY CLAYEY SAND (SC-SM); medium dense; dark grayish
brown; moist; fine and medium SAND
SILTY SAND (SM); medium dense; olive gray; moist; fine SAND (Yellowish brown; trace coarse GRAVEL)
Well-graded SAND with SILT and GRAVEL (SW-SM); loose;
orangish brown and light gray; moist to very moist; fine to coarse SAND; fine GRAVEL
116
98 5
6 9
B-1
R-1
S-1
R-2
S-2
S-3
RV
-200
DS
SA
28 43
50 5
13 13
7 13
13 2
5 11
6 3
2 338'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
EDB
Hollow Stem Auger - 140lb - Autohammer - 30" Drop
0 5
10 15
20 25
30 Soil Class.
11-15-23

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

Ground Elevation
Depth Blows Elevation Per 6 Inches

Page 1 of 2 ends

SAMPLE TYPES:

Martini Drilling
Content, %
Logged By
Date Drilled
335
330
325
320
315
310
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * EDB Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location See Figure 1 - Boring Location Map
Yorba Linda Widening
13867.001
Drilling Method
8" Feet
Hole Diameter Moisture Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC
Sample No. Bulk Driven

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE

STRENGTH
GEOTECHNICAL BORING LOG LB-3

Page 639 of 2424 ends

SM
CL-ML
SW
SP
(Dense; wet)
(Very dense; fine and coarse GRAVEL)
SILTY SAND (SM); medium dense; wet; orangish brown; fine and medium SAND; trace fine GRAVEL
SILTY Lean CLAY (CL-ML); olive gray; wet; low plasticity; Iron-oxide stains
Well-graded SAND (SW); dense; mottled gray and orangish brown; wet; fine to coarse SAND; trace coarse GRAVEL
Poorly-graded SAND (SP); medium dense; wet; gray and
orangish brown; fine and medium SAND
Total Depth 51.5 feet
Groundwater encountered during drilling at 27.75 feet.

Backfilled with soil cuttings and patched with quick-set concrete dyed black.
13 S-4
S-5
S-6A
S-6B
S-7
S-8
SA
5 13
18 5
25 31
4 6
12 10
12 20
9 8
14 338'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
EDB
Hollow Stem Auger - 140lb - Autohammer - 30" Drop
30 35
40 45
50 55
60 Soil Class.
11-15-23

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

Ground Elevation
Depth Blows Elevation Per 6 Inches

Page 2 of 2 ends

SAMPLE TYPES:

Martini Drilling
Content, %
Logged By
Date Drilled
305
300
295
290
285
280
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * EDB Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location See Figure 1 - Boring Location Map
Yorba Linda Widening
13867.001
Drilling Method
8" Feet
Hole Diameter Moisture Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC
Sample No. Bulk Driven

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE

STRENGTH
GEOTECHNICAL BORING LOG LB-3

Page 640 of 2424 ends

CL
SM
SM
SM
ASPHALT CONCRETE (7") over AGGREGATE BASE (7")
SANDY LEAN CLAY (CL); orangish brown; moist; fine SAND; low plasticity [FILL]
Encountered pipe relocated boring
SILTY SAND (SM); dense; brown; moist; fine SAND
SILTY SAND (SM); very dense; gray; moist; fine SAND
[ALLUVIUM]
(dense; brown; trace CLAY)
SILTY SAND (SM); dense; gray and tannish brown; moist; fine SAND; trace fine GRAVEL
SILTY SAND (SM); medium dense; white and orangish brown; moist; mostly fine SAND, litle medium SAND
99 108
7 11
12 7
B-1
R-1
S-1
R-2
S-2
S-3
CR
DS
SA
16 45
47 5
10 15
10 16
23 4
8 7
2 3
11 342'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
EDB
Hollow Stem Auger - 140lb - Autohammer - 30" Drop
0 5
10 15
20 25
30 Soil Class.
11-16-23

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

Ground Elevation
Depth Blows Elevation Per 6 Inches

Page 1 of 2 ends

SAMPLE TYPES:

Martini Drilling
Content, %
Logged By
Date Drilled
340
335
330
325
320
315
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * EDB Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location See Figure 1 - Boring Location Map
Yorba Linda Widening
13867.001
Drilling Method
8" Feet
Hole Diameter Moisture Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC
Sample No. Bulk Driven

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE

STRENGTH
GEOTECHNICAL BORING LOG LB-4

Page 641 of 2424 ends

SW
SP-SM
SW
SP
SW-SM
Well-graded SAND (SW); very dense; orangish brown; wet; fine to coarse SAND, mostly coarse
Poorly-graded SAND with SILT and GRAVEL (SP-SM); dense; gray and yellowish brown; wet; fine and coarse SAND; fine GRAVEL
Well-graded SAND with GRAVEL (SW); very dense; gray; wet; fine to coarse SAND; fine GRAVEL
Poorly-graded SAND (SP); very dense; gray and orangish
brown; wet; mostly fine SAND, little medium; trace fine GRAVEL
Well-graded SAND with SILT (SW-SM); very dense; gray; wet; fine to coarse SAND
Total Depth 51.5 feet
Groundwater encountered during drilling at 30.4 feet.

Backfilled with soil cuttings and patched with quick-set concrete dyed black.
13 S-4
S-5
S-6
S-7
S-8
50/4"
3 7
26 5
17 23
9 18
26 6
21 28
342'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
EDB
Hollow Stem Auger - 140lb - Autohammer - 30" Drop
30 35
40 45
50 55
60 Soil Class.
11-16-23

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

Ground Elevation
Depth Blows Elevation Per 6 Inches

Page 2 of 2 ends

SAMPLE TYPES:

Martini Drilling
Content, %
Logged By
Date Drilled
310
305
300
295
290
285
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * EDB Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location See Figure 1 - Boring Location Map
Yorba Linda Widening
13867.001
Drilling Method
8" Feet
Hole Diameter Moisture Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC
Sample No. Bulk Driven

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE

STRENGTH
GEOTECHNICAL BORING LOG LB-4

Page 642 of 2424 ends

SM
SP
SM
SP-SM
SILTY SAND with GRAVEL (SM); brown; moist; fine SAND; fine and coarse GRAVEL [FILL]
Poorly-graded SAND with GRAVEL (SP); brown; moist; fine and coarse SAND; coarse GRAVEL
Poorly-graded SAND (SP); very dense; yellowish brown; moist; fine and medium SAND [ALLUVIUM]
Well-graded SAND (SW); medium dense; gray and yellowish brown, moist, fine to coarse SAND
SILTY SAND (SM); dense; olive brown; wet; fine to coarse SAND
Poorly-graded SAND with SILT (SP-SM); very dense; dark olive brown; wet; fine and medium SAND; 4-inch interbed of SILT (ML); mottled blueish gray and olive; wet; low plsaticity; trace roots and iron oxide stains
(Dense; fine and coarse SAND; trace SILT)
108
111
3 14
13 B-1
R-1
S-1
R-2
S-2
S-3
CR
DS
SA
21 24
32 4
6 13
10 25
31 13
19 21
4 6
17 325'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
EDB
Hollow Stem Auger - 140lb - Autohammer - 30" Drop
0 5
10 15
20 25
30 Soil Class.
11-15-23

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

Ground Elevation
Depth Blows Elevation Per 6 Inches

Page 1 of 3 ends

SAMPLE TYPES:

Martini Drilling
Content, %
Logged By
Date Drilled
325
320
315
310
305
300
295
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * EDB Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location See Figure 1 - Boring Location Map
Yorba Linda Widening
13867.001
Drilling Method
8" Feet
Hole Diameter Moisture Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC
Sample No. Bulk Driven

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE

STRENGTH
GEOTECHNICAL BORING LOG LB-5

Page 643 of 2424 ends

SW-SM
SW
SW-SM
Poorly-graded SAND with SILT (SP-SM); dense; olive brown; wet; mostly fine SAND, trace medium SAND; slightly
micaceous
Well-graded SAND with SILT (SW-SM); very dense; gray; wet; fine to coarse SAND; iron oxide stains
Well-graded SAND with GRAVEL (SW); very dense; gray; wet; fine to coarse SAND; fine GRAVEL
Well-graded SAND with SILT and GRAVEL (SW-SM); very
dense; gray; wet; fine to coarse SAND; fine and coarse
GRAVEL
19 12
13 S-4
S-5
S-6
S-7
S-8
S-9
SA
SA
10 17
22 6
24 30
10 14
26 15
23 30
10 40
50/5"
29 24
18 325'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
EDB
Hollow Stem Auger - 140lb - Autohammer - 30" Drop
30 35
40 45
50 55
60 Soil Class.
11-15-23

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

Ground Elevation
Depth Blows Elevation Per 6 Inches

Page 2 of 3 ends

SAMPLE TYPES:

Martini Drilling
Content, %
Logged By
Date Drilled
295
290
285
280
275
270
265
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * EDB Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location See Figure 1 - Boring Location Map
Yorba Linda Widening
13867.001
Drilling Method
8" Feet
Hole Diameter Moisture Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC
Sample No. Bulk Driven

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE

STRENGTH
GEOTECHNICAL BORING LOG LB-5

Page 644 of 2424 ends

(Rig chatter)
(Refusal)
Total Depth 69 feet
Groundwater encountered during drilling at 11' 10".

Backfilled with soil cuttings and patched with quick-set concrete dyed black.

S-10
S-11
29 34
31 42
50/6"
325'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
EDB
Hollow Stem Auger - 140lb - Autohammer - 30" Drop
60 65
70 75
80 85
90 Soil Class.
11-15-23

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

Ground Elevation
Depth Blows Elevation Per 6 Inches

Page 3 of 3 ends

SAMPLE TYPES:

Martini Drilling
Content, %
Logged By
Date Drilled
265
260
255
250
245
240
235
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * EDB Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location See Figure 1 - Boring Location Map
Yorba Linda Widening
13867.001
Drilling Method
8" Feet
Hole Diameter Moisture Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC
Sample No. Bulk Driven

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE

STRENGTH
GEOTECHNICAL BORING LOG LB-5

Page 645 of 2424 ends

SM
ML
SP
ML
SP
SW
SP
ASPHALT CONCRETE (12") over AGGREGATE BASE (11")
SILTY SAND with GRAVEL (SM); brown; moist; fine SAND;
coarse GRAVEL [FILL]
SANDY SILT (ML); gray; moist; fine SAND; non-plastic fines; micaceous [ALLUVIUM]
Poorly-graded SAND (SP); dense; brown; moist; fine and
medium SAND; trace fine GRAVEL
SANDY SILT (ML); very dense; gray; very moist; fine SAND; trace fine GRAVEL
Poorly-graded SAND (SP); gray and brown; wet; fine and
medium SAND; trace fine GRAVEL
Well-graded SAND with GRAVEL (SW); medium dense; gray
and orangish brown; wet; fine to coarse SAND; fine GRAVEL (Very dense; fine and coarse GRAVEL; heaving soil)
Poorly-graded SAND (SP); very dense; gray and orangish
brown; wet; fine and medium SAND
104
118
11 14
15 S-1
R-1
S-2
R-2
S-3
SA
13 17
18 22
24 27
4 7
11 16
26 40
11 23
34 325'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
EDB
Hollow Stem Auger - 140lb - Autohammer - 30" Drop
0 5
10 15
20 25
30 Soil Class.
11-17-23

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

Ground Elevation
Depth Blows Elevation Per 6 Inches

Page 1 of 3 ends

SAMPLE TYPES:

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC
Sample No. Bulk Driven

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE

STRENGTH
GEOTECHNICAL BORING LOG LB-6

Page 646 of 2424 ends

SP-SM
SW-SM
Poorly-graded SAND with SILT (SP-SM); medium dense; olive brown; wet; fine and medium SAND; trace fine GRAVEL
(Very dense; gray)
Well-graded SAND with SILT and GRAVEL (SW-SM); very
dense; gray; wet; fine and medium SAND; fine GRAVEL
(Rig chatter)
17 10
S-4
S-5
S-6
S-7
SA
CR
SA
2 3
4 9
21 36
27 41
32 13
23 27
325'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
EDB
Hollow Stem Auger - 140lb - Autohammer - 30" Drop
30 35
40 45
50 55
60 Soil Class.
11-17-23

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

Ground Elevation
Depth Blows Elevation Per 6 Inches

Page 2 of 3 ends

SAMPLE TYPES:

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC
Sample No. Bulk Driven

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE

STRENGTH
GEOTECHNICAL BORING LOG LB-6

Page 647 of 2424 ends

(Refusal)
Total Depth: 60.5 feet
Groundwater encountered at 10.8 feet during drilling.

Backfilled with soil cuttings and patched with quick-set concrete dyed black.

S-8 50/6"
325'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
EDB
Hollow Stem Auger - 140lb - Autohammer - 30" Drop
60 65
70 75
80 85
90 Soil Class.
11-17-23

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

Ground Elevation
Depth Blows Elevation Per 6 Inches

Page 3 of 3 ends

SAMPLE TYPES:

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC
Sample No. Bulk Driven

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE

STRENGTH
GEOTECHNICAL BORING LOG LB-6

Page 648 of 2424 ends

ML
CL
ML
CL-ML
SM
ASPHALT CONCRETE (8") over AGGREGATE BASE (11")
SILT (ML); olive brown moltted orange; moist; low plasticity; iron oxide spots; trace angular fine GRAVEL
LEAN CLAY (CL-ML); stiff; olive brown moltted orange; moist; low plasticity; [ALLUVIUM]
(soft; CLAY and GRAVEL in shoe)
(stiff; trace angular fine GRAVEL; yellowish gray in shoe) SILT (ML); medium dense; gray; moist; no plasticity
SILTY CLAY (CL-ML); stiff; olive brown; moist; low plasticity; few fine GRAVEL
SILTY SAND (SM); loose; brown; moist; fine SAND
105 20
25 B-1
R-1
S-2
S-3
S-4
S-5
DS, AL
CR
4 6
8 push
1 2
1 2
4 1
2 5
4 2
2 353'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
LRM
Hollow Stem Auger - 140lb - Autohammer - 30" Drop
0 5
10 15
20 25
30 Soil Class.
7-12-24

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

Ground Elevation
Depth Blows Elevation Per 6 Inches

Page 1 of 4 ends

SAMPLE TYPES:

Martini Drilling
Content, %
Logged By
Date Drilled
350
345
340
335
330
325
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * LRM Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location See Figure 1 - Boring Location Map
Yorba Linda Widening
13867.001
Drilling Method
8" Feet
Hole Diameter Moisture Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC
Sample No. Bulk Driven

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE

STRENGTH
GEOTECHNICAL BORING LOG LB-8

Page 649 of 2424 ends

SP
SW
SP-SM
SP
SP-SM
Poorly-graded SAND (SP); medium dense; light brown; moist; medium SAND; few fine SAND
Well-graded SAND (SW); dense; light yellowish brown; moist; fine to medium SAND; trace coarse SAND; trace fine
GRAVEL
(Rig chatter)
(medium dense; orangish brown; wet; medium to coarse SAND) Poorly-graded SAND with SILT (SP-SM); medium dense; brown; wet; fine to coarse SAND
Poorly-graded SAND (SP); very dense; olive gray; wet; medium SAND; some fine SAND; trace fines
Poorly-graded SAND with SILT (SP-SM); medium dense; light brown; wet; fine to coarse SAND; trace fine GRAVEL
5 17
17 S-6
S-7
S-8
S-9
S-10
S-11
-200
-200
-200
2 5
8 5
10 13
5 10
9 2
5 12
7 22
23 8
20 19
353'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
LRM
Hollow Stem Auger - 140lb - Autohammer - 30" Drop
30 35
40 45
50 55
60 Soil Class.
7-12-24

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

Ground Elevation
Depth Blows Elevation Per 6 Inches

Page 2 of 4 ends

SAMPLE TYPES:

Martini Drilling
Content, %
Logged By
Date Drilled
320
315
310
305
300
295
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * LRM Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location See Figure 1 - Boring Location Map
Yorba Linda Widening
13867.001
Drilling Method
8" Feet
Hole Diameter Moisture Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC
Sample No. Bulk Driven

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE

STRENGTH
GEOTECHNICAL BORING LOG LB-8

Page 650 of 2424 ends

SW
SP
CH
SC
SW
SP-GP
Well-graded SAND (SW); very dense; olive gray; wet; fine to coarse SAND; trace fine GRAVEL
Poorly-graded SAND (SP); very dense; olive gray; wet; fine to medium sand
FAT CLAY (CH); soft; grayish brown; wet; medium to high plasticity
CLAYEY SAND with GRAVEL (SC); very loose; dark gray; wet; fine SAND
Well-graded SAND (SW); dense; olive gray; wet; fine to coarse SAND
(fine to medium SAND)
Poorly-graded SAND with GRAVEL (SP-GP); very dense; olive brown; wet; medium to coarse SAND; Poorly-graded SAND
with SILT (SP-SM) in shoe
(Rig Chatter)
30 S-12
S-13
S-14
S-15
S-16
S-17
S-18
AL
-200
10 24
29 9
18 20
2 1
1 4
1 1
5 13
19 8
15 22
15 16
21 353'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
LRM
Hollow Stem Auger - 140lb - Autohammer - 30" Drop
60 65
70 75
80 85
90 Soil Class.
7-12-24

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

Ground Elevation
Depth Blows Elevation Per 6 Inches

Page 3 of 4 ends

SAMPLE TYPES:

Martini Drilling
Content, %
Logged By
Date Drilled
290
285
280
275
270
265
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * LRM Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location See Figure 1 - Boring Location Map
Yorba Linda Widening
13867.001
Drilling Method
8" Feet
Hole Diameter Moisture Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC
Sample No. Bulk Driven

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE

STRENGTH
GEOTECHNICAL BORING LOG LB-8

Page 651 of 2424 ends

SP-SM Poorly-graded SAND with SILT (SP); very dense; dark gray; moist; fine SAND; [Tpy]
Total Depth: 101.5 feet
Groundwater encountered at 40.75 feet during drilling.

Backfilled with soil cuttings and patched with quick-set concrete dyed black.

S-19
S-20
S-21
50/5"
21 50/5"
21 50/2"
353'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
LRM
Hollow Stem Auger - 140lb - Autohammer - 30" Drop
90 95
100
105
110
115
120 Soil Class.
7-12-24

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

Ground Elevation
Depth Blows Elevation Per 6 Inches

Page 4 of 4 ends

SAMPLE TYPES:

Martini Drilling
Content, %
Logged By
Date Drilled
260
255
250
245
240
235
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * LRM Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location See Figure 1 - Boring Location Map
Yorba Linda Widening
13867.001
Drilling Method
8" Feet
Hole Diameter Moisture Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC
Sample No. Bulk Driven

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE

STRENGTH
GEOTECHNICAL BORING LOG LB-8

Page 652 of 2424 ends

SW
SC
CL
SC
SW
ASPHALT CONCRETE (6.5") over AGGREGATE BASE (21.5")
Well-graded SAND with GRAVEL (SW); light orangish brown; moist; fine to coarse SAND; few coarse flat and elongated and subround GRAVEL; trace CLAY; trace Cobble
CLAYEY SAND with GRAVEL (SC); medium dense; brown;
moist; fine to coarse SAND; trace organics
Lean CLAY (CL); very stiff; orangish brown; moist; low to medium plasticity; trace fine GRAVEL; [ALLUVIUM]
(Rig chatter)
CLAYEY SAND with GRAVEL (SC); medium dense; yellowish
brown; moist; fine to coarse SAND; fine to coarse GRAVEL Well-graded SAND (SW); medium dense; light yellowish brown; moist; trace fine GRAVEL; fine to coarse SAND
(Rig chatter; little Cobbles in cuttings)
Well-graded SAND with GRAVEL (SW); very dense; grayish
brown, moist, fine to coarse SAND; fine to medium GRAVEL; Poorly-graded SAND; yellow brown; moist; fine to medium SAND in shoe
121
124
9 7
B-1
R-1
S-2
R-3
S-4
S-5
12 12
13 6
7 7
4 8
11 10
26 30
50/6"
362'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
LRM
Hollow Stem Auger - 140lb - Autohammer - 30" Drop
0 5
10 15
20 25
30 Soil Class.
7-5-24

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

Ground Elevation
Depth Blows Elevation Per 6 Inches

Page 1 of 2 ends

SAMPLE TYPES:
2R Drilling Inc
Content, %
Logged By
Date Drilled
360
355
350
345
340
335
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * LRM Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location See Figure 1 - Boring Location Map
Yorba Linda Widening
13867.001
Drilling Method
8" Feet
Hole Diameter Moisture Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC
Sample No. Bulk Driven

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE

STRENGTH
GEOTECHNICAL BORING LOG LB-9

Page 653 of 2424 ends

SW
ML
SP
SP-SM
(in-shoe; SILTY SAND (SM); dark brown; moist; fine SAND) SILT (ML); hard; dark brown; moist; low plasticity
Poorly-graded SAND (SP); very dense; yellowish gray; moist; fine to medium SAND; trace coarse SAND
Poorly-graded SAND with GRAVEL and SILT (SP-SM); very
dense; olive gray; moist; fine and medium SAND; fine
GRAVEL; iron oxide veins
(Rig chatter)
(Refusal)
Total Depth: 42 feet
No groundwater encountered.

Backfilled with soil cuttings and patched with quick-set concrete dyed black.

S-6
S-7a
S-7b
S-8
50/6"
20 50/6"
15 50/6"
362'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
LRM
Hollow Stem Auger - 140lb - Autohammer - 30" Drop
30 35
40 45
50 55
60 Soil Class.
7-5-24

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

Ground Elevation
Depth Blows Elevation Per 6 Inches

Page 2 of 2 ends

SAMPLE TYPES:
2R Drilling Inc
Content, %
Logged By
Date Drilled
330
325
320
315
310
305
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * LRM Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location See Figure 1 - Boring Location Map
Yorba Linda Widening
13867.001
Drilling Method
8" Feet
Hole Diameter Moisture Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC
Sample No. Bulk Driven

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE

STRENGTH
GEOTECHNICAL BORING LOG LB-9

Page 654 of 2424 ends

Verdantas.com
Appendix C
Laboratory Test Results

Page 655 of 2424 ends

LB-1 LB-3
S-8 S-1
50 10.0

SPT SPT

0.00 0.000.00 0.001.00 1.000.00 0.00
379.40 950.40

75.40 108.00
304.00 842.40
AA
326.90 637.20

75.40 108.00
251.50 529.20

17.3 37.2

82.7 62.8
Project Name: Yorba Linda Blvd & Savi Ranch Parkway Widening Project No.: 13867.001Tested By: K. Jumig Date: 12/01/23

PERCENT PASSING
No. 200 SIEVE
ASTM D 1140
Weight of Sample + Container (g)Method (A or B)Weight of Container (g) % Retained No. 200 Sieve
Dark grayish
brown silty,
clayey sand
(SC-SM)
Boring No.Sample No.Soil IdentificationDepth (ft.)
% Passing No. 200 Sieve
Moisture Correction
Weight of Dry Sample (g)
Dry Weight of Sample + Cont. (g)
After Wash
Dry Weight of Sample (g) Wet Weight of Soil + Container (g) Sample Dry Weight Determination
Moisture Content (%)Dry Weight of Soil + Container (g)
Weight of Container (g)Container No.:Sample Type
Gray silty
sand (SM)
Weight of Container (g)
Passing #200 LB-1, S-8; LB-3, S-1

Page 656 of 2424 ends

LB-8 LB-8 LB-8 LB-8 LB-9
S-6 S-9 S-11 S-15 R-3

30.0 45.0 55.0 72.5 15.0
SPT SPT SPT SPT Ring

0.0 0.0 0.0 0.0 0.0

1.0 1.0 1.0 1.0 1.0

0.0 0.0 0.0 0.0 0.0
556.4 836.3 908.2 138.3 1032.7
108.0 110.0 300.4 75.4 110.9
448.4 726.3 607.8 62.9 921.8

A A A B B
538.7 771.9 874.3 118.5 839.0
108.0 110.0 300.4 75.4 110.9
430.7 661.9 573.9 43.1 728.1

3.9 8.9 5.6 31.5 21.0

96.1 91.1 94.4 68.5 79.0
Project Name:

Project No.: CLC.0013867001
Tested By: K. Jumig Date: 07/16/24
Yorba Linda Blvd & Savi Ranch Parkway
Widening
Moisture Content (%)
Dry Weight of Soil + Container (g)
Weight of Container (g)
Container No.:

Sample Type
Light brown
poorly-graded
sand (SP)
Weight of Container (g)
% Passing No. 200 Sieve
Moisture Correction
Weight of Dry Sample (g)
Dry Weight of Sample + Cont. (g)
After Wash
Dry Weight of Sample (g)
Wet Weight of Soil + Container (g)
Sample Dry Weight Determination
Brown poorlygraded sand
with silt (SPSM)
Light brown
poorly-graded
sand with silt
(SP-SM)
Dark olive
brown clayey
sand with
gravel (SC)g
Boring No.

Sample No.

Yellowish
brown clayey
sand with
gravel (SC)g
Soil Identification
Depth (ft.)

PERCENT PASSING
No. 200 SIEVE
ASTM D 1140
Weight of Sample + Container (g)
Method (A or B)
Weight of Container (g)
% Retained No. 200 Sieve
Passing #200 LB-8, LB-9

Page 657 of 2424 ends

26 : 60 : 14
S-4
Dec-23
Depth (feet): Soil Type :

PARTICLE - SIZE

DISTRIBUTION
ASTM D 6913
Soil Identification: Dark olive brown silty sand with gravel (SM)g (SM)g
GR:SA:FI : (%)
Boring No.:

GRAVEL FINES
LB-2 Sample No.: Project Name:

U.S. STANDARD SIEVE OPENING
SAND

FINE SILT

HYDROMETER

3.0" 1 1/2" 3/4" 3/8" #4 #8 #16 #30 #50 #100 #200
U.S. STANDARD SIEVE NUMBER

30.0 COARSE COARSE MEDIUM FINE CLAY
Project No.: 13867.001
Yorba Linda Blvd & Savi Ranch Parkway
Widening
0 102030405060708090
100
100.000 10.000 1.000 0.100 0.010 0.001

PERCENT FINER BY WEIGHT
PARTICLE - SIZE (mm)
"
Sieve LB-2, S-4 @ 30

Page 658 of 2424 ends

28 : 62 : 10
S-3
Dec-23
Depth (feet): Soil Type :

PARTICLE - SIZE

DISTRIBUTION
ASTM D 6913
Soil Identification: Olive brown well-graded sand with silt and gravel (SW-SM)g (SW-SM)g
GR:SA:FI : (%)
Boring No.:

GRAVEL FINES
LB-3 Sample No.: Project Name:

U.S. STANDARD SIEVE OPENING
SAND

FINE SILT

HYDROMETER

3.0" 1 1/2" 3/4" 3/8" #4 #8 #16 #30 #50 #100 #200
U.S. STANDARD SIEVE NUMBER

25.0 COARSE COARSE MEDIUM FINE CLAY
Project No.: 13867.001
Yorba Linda Blvd & Savi Ranch Parkway
Widening
0 102030405060708090
100
100.000 10.000 1.000 0.100 0.010 0.001

PERCENT FINER BY WEIGHT
PARTICLE - SIZE (mm)
"
Sieve LB-3, S-3 @ 25

Page 659 of 2424 ends

8 : 78 : 14
S-6A
Dec-23
Depth (feet): Soil Type :

PARTICLE - SIZE

DISTRIBUTION
ASTM D 6913
Soil Identification: Olive brown silty sand (SM)
SM
GR:SA:FI : (%)
Boring No.:

GRAVEL FINES
LB-3 Sample No.: Project Name:

U.S. STANDARD SIEVE OPENING
SAND

FINE SILT

HYDROMETER

3.0" 1 1/2" 3/4" 3/8" #4 #8 #16 #30 #50 #100 #200
U.S. STANDARD SIEVE NUMBER

40.0 COARSE COARSE MEDIUM FINE CLAY
Project No.: 13867.001
Yorba Linda Blvd & Savi Ranch Parkway
Widening
0 102030405060708090
100
100.000 10.000 1.000 0.100 0.010 0.001

PERCENT FINER BY WEIGHT
PARTICLE - SIZE (mm)
"
Sieve LB-3, S-6A @ 40

Page 660 of 2424 ends

12 : 73 : 15
S-3
Dec-23
Depth (feet): Soil Type :

PARTICLE - SIZE

DISTRIBUTION
ASTM D 6913
Soil Identification: Yellowish brown silty sand (SM)
SM
GR:SA:FI : (%)
Boring No.:

GRAVEL FINES
LB-4 Sample No.: Project Name:

U.S. STANDARD SIEVE OPENING
SAND

FINE SILT

HYDROMETER

3.0" 1 1/2" 3/4" 3/8" #4 #8 #16 #30 #50 #100 #200
U.S. STANDARD SIEVE NUMBER

25.0 COARSE COARSE MEDIUM FINE CLAY
Project No.: 13867.001
Yorba Linda Blvd & Savi Ranch Parkway
Widening
0 102030405060708090
100
100.000 10.000 1.000 0.100 0.010 0.001

PERCENT FINER BY WEIGHT
PARTICLE - SIZE (mm)
"
Sieve LB-4, S-3 @ 25

Page 661 of 2424 ends

23 : 66 : 11
S-2
Dec-23
Depth (feet): Soil Type :

PARTICLE - SIZE

DISTRIBUTION
ASTM D 6913
Soil Identification: Dark olive brown poorly-graded sand with silt and gravel (SPSM)g (SP-SM)g
GR:SA:FI : (%)
Boring No.:

GRAVEL FINES
LB-5 Sample No.: Project Name:

U.S. STANDARD SIEVE OPENING
SAND

FINE SILT

HYDROMETER

3.0" 1 1/2" 3/4" 3/8" #4 #8 #16 #30 #50 #100 #200
U.S. STANDARD SIEVE NUMBER

20.0 COARSE COARSE MEDIUM FINE CLAY
Project No.: 13867.001
Yorba Linda Blvd & Savi Ranch Parkway
Widening
0 102030405060708090
100
100.000 10.000 1.000 0.100 0.010 0.001

PERCENT FINER BY WEIGHT
PARTICLE - SIZE (mm)
"
Sieve LB-5, S-2 @ 20

Page 662 of 2424 ends

1 : 88 : 11
S-4
Dec-23
Depth (feet): Soil Type :

PARTICLE - SIZE

DISTRIBUTION
ASTM D 6913
Soil Identification: Dark olive brown poorly-graded sand with silt (SP-SM) (SP-SM)
GR:SA:FI : (%)
Boring No.:

GRAVEL FINES
LB-5 Sample No.: Project Name:

U.S. STANDARD SIEVE OPENING
SAND

FINE SILT

HYDROMETER

3.0" 1 1/2" 3/4" 3/8" #4 #8 #16 #30 #50 #100 #200
U.S. STANDARD SIEVE NUMBER

30.0 COARSE COARSE MEDIUM FINE CLAY
Project No.: 13867.001
Yorba Linda Blvd & Savi Ranch Parkway
Widening
0 102030405060708090
100
100.000 10.000 1.000 0.100 0.010 0.001

PERCENT FINER BY WEIGHT
PARTICLE - SIZE (mm)
"
Sieve LB-5, S-4 @ 30

Page 663 of 2424 ends

20 : 69 : 11
S-6
Dec-23
Depth (feet): Soil Type :

PARTICLE - SIZE

DISTRIBUTION
ASTM D 6913
Soil Identification: Olive brown well-graded sand with silt and gravel (SW-SM)g (SW-SM)g
GR:SA:FI : (%)
Boring No.:

GRAVEL FINES
LB-5 Sample No.: Project Name:

U.S. STANDARD SIEVE OPENING
SAND

FINE SILT

HYDROMETER

3.0" 1 1/2" 3/4" 3/8" #4 #8 #16 #30 #50 #100 #200
U.S. STANDARD SIEVE NUMBER

40.0 COARSE COARSE MEDIUM FINE CLAY
Project No.: 13867.001
Yorba Linda Blvd & Savi Ranch Parkway
Widening
0 102030405060708090
100
100.000 10.000 1.000 0.100 0.010 0.001

PERCENT FINER BY WEIGHT
PARTICLE - SIZE (mm)
"
Sieve LB-5, S-6 @ 40

Page 664 of 2424 ends

U.S. STANDARD SIEVE NUMBER

15.0 COARSE COARSE MEDIUM FINE CLAY
Project No.: 13867.001
Yorba Linda Blvd & Savi Ranch Parkway
Widening Project Name:

U.S. STANDARD SIEVE OPENING
SAND

FINE SILT

HYDROMETER

3.0" 1 1/2" 3/4" 3/8" #4 #8 #16 #30 #50 #100 #200

GRAVEL FINES
LB-6 Sample No.:

PARTICLE - SIZE

DISTRIBUTION
ASTM D 6913
Soil Identification: Olive brown well-graded sand with gravel (SW)g (SW)g
GR:SA:FI : (%)
Boring No.:Depth (feet): Soil Type :
50 : 47 : 3
S-2
Dec-23
0 102030405060708090
100
100.000 10.000 1.000 0.100 0.010 0.001

PERCENT FINER BY WEIGHT
PARTICLE - SIZE (mm)
"
Sieve LB-6, S-2 @ 15

Page 665 of 2424 ends

U.S. STANDARD SIEVE NUMBER

30.0 COARSE COARSE MEDIUM FINE CLAY
Project No.: 13867.001
Yorba Linda Blvd & Savi Ranch Parkway
Widening Project Name:

U.S. STANDARD SIEVE OPENING
SAND

FINE SILT

HYDROMETER

3.0" 1 1/2" 3/4" 3/8" #4 #8 #16 #30 #50 #100 #200

GRAVEL FINES
LB-6 Sample No.:

PARTICLE - SIZE

DISTRIBUTION
ASTM D 6913
Soil Identification: Dark olive brown poorlyl-graded sand with silt (SP-SM) SP-SM
GR:SA:FI : (%)
Boring No.:Depth (feet): Soil Type :
2 : 92 : 6
S-4
Dec-23
0 102030405060708090
100
100.000 10.000 1.000 0.100 0.010 0.001

PERCENT FINER BY WEIGHT
PARTICLE - SIZE (mm)
"
Sieve LB-6, S-4 @ 30

Page 666 of 2424 ends

23 : 68 : 9
S-6
Dec-23
Depth (feet): Soil Type :

PARTICLE - SIZE

DISTRIBUTION
ASTM D 6913
Soil Identification: Olive brown well-graded sand with silt and gravel (SW-SM)g (SW-SM)g
GR:SA:FI : (%)
Boring No.:

GRAVEL FINES
LB-6 Sample No.: Project Name:

U.S. STANDARD SIEVE OPENING
SAND

FINE SILT

HYDROMETER

3.0" 1 1/2" 3/4" 3/8" #4 #8 #16 #30 #50 #100 #200
U.S. STANDARD SIEVE NUMBER

40.0 COARSE COARSE MEDIUM FINE CLAY
Project No.: 13867.001
Yorba Linda Blvd & Savi Ranch Parkway
Widening
0 102030405060708090
100
100.000 10.000 1.000 0.100 0.010 0.001

PERCENT FINER BY WEIGHT
PARTICLE - SIZE (mm)
"
Sieve LB-6, S-6 @ 40

Page 667 of 2424 ends

Project Name: Tested By: J. Domingo Date: 07/19/24
Project No. : Input By: JD/JHW Date: 07/22/24
Boring No.: Checked By: J. Ward
Sample No.: Depth (ft.) 5.0
Soil Identification:
1 2 1 2 3 4
32 26 20

9.50 9.48 20.49 20.83 18.14

8.02 8.02 14.74 14.84 12.73

0.99 1.00 1.06 1.03 1.07

21.05 20.80 42.03 43.37 46.40
44 21
23 CL
PI at "A" - Line = 0.73(LL-20) 17.52
One - Point Liquid Limit Calculation
LL =Wn(N/25)

PROCEDURES USED
Wet Preparation
Multipoint - Wet
X Dry Preparation
Multipoint - Dry
X Procedure A
Multipoint Test
Procedure B
One-point Test
Classification
Number of Blows [N]
Wet Wt. of Soil + Cont. (g)

PLASTIC LIMIT LIQUID LIMIT
Dry Wt. of Soil + Cont. (g)
Wt. of Container (g)
Moisture Content (%) [Wn]
TEST
NO.

Liquid Limit
Plastic Limit
Plasticity Index
Olive lean clay (CL)

ATTERBERG LIMITS
ASTM D 4318
CLC.0013867001
LB-8
R-1
Yorba Linda Blvd & Savi Ranch
Parkway Widening
0 10
20 30
40 50
60 0 10 20 30 40 50 60 70 80 90 100
Plasticity Index (PI)
Liquid Limit (LL)

0.12 CL or OL
ML or OL
MH or OH
For classification of finegrained soils and finegrained fraction of coarsegrained soils "A" Line
7 4
CH or OH
CL- ML
41 42
43 44
45 46
47 48
10 100
Moisture Content (%)
Number of Blows
20 25 30 40 50 60 70 80 90

Page 668 of 2424 ends

Project Name: Tested By: J. Domingo Date: 07/19/24
Project No. : Input By: JD/JHW Date: 07/22/24
Boring No.: Checked By: J. Ward
Sample No.: Depth (ft.) 70.0
Soil Identification:
1 2 1 2 3 4
30 22 16

9.39 9.46 17.24 18.03 17.42

7.74 7.78 11.60 12.05 11.59

1.02 1.03 1.07 1.03 1.17

24.55 24.89 53.56 54.26 55.95
54 25
29 CH
PI at "A" - Line = 0.73(LL-20) 24.82
One - Point Liquid Limit Calculation
LL =Wn(N/25)

PLASTIC LIMIT LIQUID LIMIT
Dry Wt. of Soil + Cont. (g)
Wt. of Container (g)
Moisture Content (%) [Wn]
TEST
NO.

Liquid Limit
Plastic Limit
Plasticity Index
Grayish brown fat clay (CH)

ATTERBERG LIMITS
ASTM D 4318
CLC.0013867001
LB-8
S-14
Yorba Linda Blvd & Savi Ranch
Parkway Widening
0 10
20 30
40 50
60 0 10 20 30 40 50 60 70 80 90 100
Plasticity Index (PI)
Liquid Limit (LL)

0.12 CL or OL
ML or OL
MH or OH
For classification of finegrained soils and finegrained fraction of coarsegrained soils "A" Line
7 4
CH or OH
CL- ML
52 53
54 55
56 57
10 100
Moisture Content (%)
Number of Blows
20 25 30 40 50 60 70 80 90

Page 669 of 2424 ends

Normal Stress (kip/ft²)
Peak Shear Stress (kip/ft²)
Shear Stress @ End of Test (ksf)
Sample Type: Ring Deformation Rate (in./min.)
Initial Sample Height (in.)
Diameter (in.)
Initial Moisture Content (%)
Strength Parameters Dry Density (pcf)
C (psf)  (o
) Saturation (%)
Peak 1004 37 Soil Height Before Shearing (in.)
Ultimate 233 36 Final Moisture Content (%)
12-23
Project No.: 13867.001

73.7 0.9820

1.000

16.1 Yorba Linda Blvd & Savi Ranch Parkway Widening DIRECT SHEAR TEST RESULTS Consolidated Undrained

1.000

1.669

1.047

0.0500

11.97 117.2

2.415
Soil Identification:

0.9862

11.97 15.1

1.000

2.415

0.9816

15.0 120.2

1.000

2.415

76.1 11.97
118.3

0.0500

4.000

3.964

3.166

0.0500

80.4 2.000

2.634

1.537
Dark olive gray sandy silt s(ML)
Boring No.

Sample No.

Depth (ft)
LB-2
R-1
10 0.00

1.00 2.00

3.00 4.00

5.00 0 0.1 0.2 0.3
Shear Stress (ksf)
Horizontal Deformation (in.)

0.00 1.00

2.00 3.00

4.00 5.00

0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 Shear Stress (ksf)
Normal Stress (ksf)
DS LB-2, R-1 @ 10

Page 670 of 2424 ends

Normal Stress (kip/ft²)
Peak Shear Stress (kip/ft²)
Shear Stress @ End of Test (ksf)
Sample Type: Ring Deformation Rate (in./min.)
Initial Sample Height (in.)
Diameter (in.)
Initial Moisture Content (%)
Strength Parameters Dry Density (pcf)
C (psf)  (o
) Saturation (%)
Peak 563 25 Soil Height Before Shearing (in.)
Ultimate 206 27 Final Moisture Content (%)
12-23
Project No.: 13867.001

22.7 0.9828

1.000

21.8 Yorba Linda Blvd & Savi Ranch Parkway Widening DIRECT SHEAR TEST RESULTS Consolidated Undrained

1.000

0.946

0.676

0.0500

6.14 97.5

2.415
Soil Identification:

0.9787

6.14 22.1

1.000

2.415

0.9848

22.2 98.1

1.000

2.415

22.8 6.14

97.6 0.0500

4.000

2.421

2.242

0.0500

23.1 2.000

1.654

1.302
Olive gray silty sand (SM)
Boring No.

Sample No.

Depth (ft)
LB-3
R-2
15 0.00

1.00 2.00

3.00 0 0.1 0.2 0.3
Shear Stress (ksf)
Horizontal Deformation (in.)

0.00 1.00

2.00 3.00

0.00 1.00 2.00 3.00 4.00 5.00 6.00
Shear Stress (ksf)
Normal Stress (ksf)
DS LB-3, R-2 @ 15

Page 671 of 2424 ends

Normal Stress (kip/ft²)
Peak Shear Stress (kip/ft²)
Shear Stress @ End of Test (ksf)
Sample Type: Ring Deformation Rate (in./min.)
Initial Sample Height (in.)
Diameter (in.)
Initial Moisture Content (%)
Strength Parameters Dry Density (pcf)
C (psf)  (o
) Saturation (%)
Peak 61 46 Soil Height Before Shearing (in.)
Ultimate 104 34 Final Moisture Content (%)
12-23
Project No.: 13867.001

58.8 0.9866

1.000

19.2 Yorba Linda Blvd & Savi Ranch Parkway Widening DIRECT SHEAR TEST RESULTS Consolidated Undrained

1.000

1.191

0.811

0.0500

12.29 107.7

2.415
Soil Identification:

0.9721

12.29 18.7

1.000

2.415

0.9866

18.5 108.9

1.000

2.415

59.9 12.29
108.4

0.0500

4.000

4.285

2.855

0.0500

60.7 2.000

2.025

1.440
Light olive green silty sand (SM)
Boring No.

Sample No.

Depth (ft)
LB-4
R-2
15 0.00

1.00 2.00

3.00 4.00

5.00 0 0.1 0.2 0.3
Shear Stress (ksf)
Horizontal Deformation (in.)

0.00 1.00

2.00 3.00

4.00 5.00

0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 Shear Stress (ksf)
Normal Stress (ksf)
DS LB-4, R-2 @ 15

Page 672 of 2424 ends

Normal Stress (kip/ft²)
Peak Shear Stress (kip/ft²)
Shear Stress @ End of Test (ksf)
Sample Type: Ring Deformation Rate (in./min.)
Initial Sample Height (in.)
Diameter (in.)
Initial Moisture Content (%)
Strength Parameters Dry Density (pcf)
C (psf)  (o
) Saturation (%)
Peak 0 49 Soil Height Before Shearing (in.)
Ultimate 0 43 Final Moisture Content (%)
12-23
Project No.: 13867.001

66.9 0.9882

1.000

26.5 Yorba Linda Blvd & Savi Ranch Parkway Widening DIRECT SHEAR TEST RESULTS Consolidated Undrained

1.000

0.821

0.651

0.0500

13.97 107.8

2.415
Soil Identification:

0.9750

13.97 16.8

1.000

2.415

0.9775

24.4 115.8

1.000

2.415

68.2 13.97
108.6

0.0500

4.000

5.146

4.156

0.0500

82.8 2.000

1.572

1.280
Olive brown silty sand (SM)
Boring No.

Sample No.

Depth (ft)
LB-5
R-2
15 0.00

1.00 2.00

3.00 4.00

5.00 6.00
0 0.1 0.2 0.3
Shear Stress (ksf)
Horizontal Deformation (in.)

0.00 1.00

2.00 3.00

4.00 5.00

6.00 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 Shear Stress (ksf)
Normal Stress (ksf)
DS LB-5, R-2 @ 15

Page 673 of 2424 ends

Normal Stress (kip/ft²)
Peak Shear Stress (kip/ft²)
Shear Stress @ End of Test (ksf)
Sample Type: Ring Deformation Rate (in./min.)
Initial Sample Height (in.)
Diameter (in.)
Initial Moisture Content (%)
Strength Parameters Dry Density (pcf)
C (psf) φ (o
) Saturation (%)
Peak 841 20 Soil Height Before Shearing (in.)
Ultimate 293 24 Final Moisture Content (%)

1.691

1.176
Olive lean clay (CL)
Boring No.

Sample No.

Depth (ft)
LB-8
R-1
5 86.0

19.62 104.3

0.0017

4.000

2.298

2.081

0.0017

92.9 2.000

0.9748

19.62 21.1

1.000

2.415

0.9851

22.5 107.3

1.000

2.415

DIRECT SHEAR TEST RESULTS
Consolidated Drained - ASTM D 3080

1.000

1.144

0.745

0.0017

19.62 103.7

2.415
Soil Identification:
07-24
Project No.: CLC.0013867001

84.6 0.9922

1.000

24.3 Yorba Linda Blvd & Savi Ranch Parkway Widening

0.00 1.00

2.00 3.00

4.00 0 0.1 0.2 0.3
Shear Stress (ksf)
Horizontal Deformation (in.)

0.00 1.00

2.00 3.00

4.00 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
Shear Stress (ksf)
Normal Stress (ksf)
DS LB-8, R-1 @ 5

Page 674 of 2424 ends

Project Name: Tested By : G. Berdy Date: 12/04/23
Project No. : 13867.001 Checked By: A. Santos Date: 12/11/23 Boring No. LB-1 LB-4 LB-5
Sample No. B-1 B-1 B-1
Sample Depth (ft) 2.5-7.5 1.5-5 0-5

0.00 0.00 0.00

1.00 1.00 1.00

0.00 0.00 0.00
100.14 100.34 100.81
023
300 304 305
860 860 860
7:00/7:45 7:00/7:45 7:00/7:45
45 45 45

58.5036 65.4242 60.8582

58.4996 65.4183 60.8571

0.0040 0.0059 0.0011
164.60 242.78 45.26
165 243 45
ml of Extract For Titration (B) 15 15 15
ml of AgNO3 Soln. Used in Titration (C) 0.6 0.7 1.0
PPM of Chloride (C -0.2) * 100 * 30 / B 80 100 160
PPM of Chloride, Dry Wt. Basis 80 100 160

8.40 10.86 8.18

21.6 21.7 21.6

35.0 Grayish brown
(SP-SM)g

0.00 1.00
45 8
304
7:00/7:45
CHLORIDE CONTENT, DOT California Test 422
Wt. of Crucible (g)

0.00 119.33
Temperature °C
pH Value
PPM of Sulfate, Dry Weight Basis
PPM of Sulfate (A) x 41150
119

65.4215

65.4186
15 Wt. of Residue (g) (A)

22.2 0.7
Time In / Time Out

0.0029
pH TEST, DOT California Test 643
100
Wt. of Crucible + Residue (g)
Dry Weight of Soil + Container (g)
Olive SM
Duration of Combustion (min)
Soil Identification:

8.75 Moisture Content (%)
100

0.00 Dark yellowish
brown s(CL)
Dark yellowish
brown (SM)g
Furnace Temperature (°C)
Weight of Container (g)
Crucible No.

Beaker No.
100.77
860
Yorba Linda Blvd & Savi Ranch Parkway
Widening
TESTS for SULFATE CONTENT
CHLORIDE CONTENT and pH of SOILS
SULFATE CONTENT, DOT California Test 417, Part II
LB-6
S-5
Wet Weight of Soil + Container (g)
Weight of Soaked Soil (g)

Page 675 of 2424 ends

Project Name: Tested By : Date:

Project No. : Checked By: A. Santos Date:

Boring No.: Depth (ft.) :

Sample No. : B-1
Container No.

Initial Soil Wt. (g) (Wt)
Box Constant
Olive SM
Resistance
Reading
(ohm)

23.07 Soil
Resistivity
(ohm-cm)
12/07/23
12/11/23

2.5-7.5
13867.001
LB-1
G. Berdy
Yorba Linda Blvd & Savi Ranch Parkway
Widening

SOIL RESISTIVITY TEST
DOT CA TEST 643
pH Temp. (°C)
Soil pH
2500
2600

0.00 1.00
MC =(((1+Mci/100)x(Wa/Wt+1))-1)x100
2498 23.7 165 80 8.40 21.6
4 30
3 40 30.76 2600 130.06
2500
Min. Resistivity
DOT CA Test 417 Part II DOT CA Test 422 DOT CA Test 643 (%) (ppm) (ppm)
DOT CA Test 643

1.000
Chloride Content
(ohm-cm)
Moisture Content Sulfate Content
5 1
2 Water
Added (ml)
(Wa)
20 Adjusted
Moisture
Content
(MC) Dry Wt. of Soil + Cont. (g)
2700
Soil Identification:*
*California Test 643 requires soil specimens to consist only of portions of samples passing through the No. 8 US Standard Sieve before resistivity testing. Therefore, this test method may not be representative for coarser materials.

15.38 2700 Wt. of Container (g)

0.00 0.00
Moisture Content (%) (MCi)
Wet Wt. of Soil + Cont. (g) Specimen
No.
2450
2500
2550
2600
2650
2700
2750

15.0 20.0 25.0 30.0 35.0
Soil Resistivity (ohm-cm)
Moisture Content (%)

Page 676 of 2424 ends

Project Name: Tested By : Date:

Project No. : Checked By: A. Santos Date:

Boring No.: Depth (ft.) :

Sample No. :

Dark yellowish brown s(CL)
60 70 53.66
Chloride Content
(ohm-cm) (%) (ppm) (ppm)
Min. Resistivity Moisture Content
5 1950

45.99 1400 Container No.

MC =(((1+Mci/100)x(Wa/Wt+1))-1)x100
4 Specimen
No.
1 2
3 38.33 1500 1500
Resistance
Reading
(ohm)
Adjusted
Moisture
Content
(MC)
Water
Added (ml)
(Wa)
1378 44.5 243 100 10.86
DOT CA Test 643 DOT CA Test 417 Part II DOT CA Test 422 DOT CA Test 643

SOIL RESISTIVITY TEST
DOT CA TEST 643
pH Temp. (°C)
Soil pH

1.000
130.46
1400
1950

0.00 1.00

21.7 Soil
Resistivity
(ohm-cm)
Box Constant
Initial Soil Wt. (g) (Wt)
Sulfate Content
12/08/23
12/11/23

1.5-5
13867.001
LB-4
G. Berdy
Yorba Linda Blvd & Savi Ranch Parkway
Widening
B-1
Moisture Content (%) (MCi)
Wet Wt. of Soil + Cont. (g)
50 Soil Identification:*
Dry Wt. of Soil + Cont. (g)
Wt. of Container (g)
*California Test 643 requires soil specimens to consist only of portions of samples passing through the No. 8 US Standard Sieve before resistivity testing. Therefore, this test method may not be representative for coarser materials.

0.00 0.00
1300
1400
1500
1600
1700
1800
1900
2000

35.0 40.0 45.0 50.0 55.0
Soil Resistivity (ohm-cm)
Moisture Content (%)

Page 677 of 2424 ends

Project Name: Tested By : Date:

Project No. : Checked By: A. Santos Date:

Boring No.: Depth (ft.) :

Sample No. :

Dark yellowish brown (SM)g
B-1
12/08/23
12/11/23
0-5
13867.001
LB-5
Soil Identification:*
G. Berdy
1 Water
Added (ml)
(Wa)
20 *California Test 643 requires soil specimens to consist only of portions of samples passing through the No. 8 US Standard Sieve before resistivity testing. Therefore, this test method may not be representative for coarser materials.

1.00 Moisture Content (%) (MCi)
Wet Wt. of Soil + Cont. (g)
Dry Wt. of Soil + Cont. (g)

15.31 Adjusted
Moisture
Content
(MC)
Soil
Resistivity
(ohm-cm)
Resistance
Reading
(ohm)
1800
1500
1800
1500
Wt. of Container (g)
Container No.
45 160 8.18 21.6

SOIL RESISTIVITY TEST
DOT CA TEST 643
pH Temp. (°C)
Soil pH

0.00 0.00

0.00 2
3 1474 26.0
(ohm-cm) (%)
Min. Resistivity Moisture Content Sulfate Content
Initial Soil Wt. (g) (Wt)
Box Constant 1.000
130.64

38.27 1500
1600 1600

30.62 1500
DOT CA Test 417 Part II DOT CA Test 422 DOT CA Test 643 (ppm) (ppm)
Chloride Content
MC =(((1+Mci/100)x(Wa/Wt+1))-1)x100
Yorba Linda Blvd & Savi Ranch Parkway
Widening
30 40
50 DOT CA Test 643
4 5

22.96 Specimen
No.
1450
1500
1550
1600
1650
1700
1750
1800
1850

15.0 20.0 25.0 30.0 35.0 40.0
Soil Resistivity (ohm-cm)
Moisture Content (%)

Page 678 of 2424 ends

Project Name: Tested By : Date:

Project No. : Checked By: A. Santos Date:

Boring No.: Depth (ft.) :

Sample No. :
5 Initial Soil Wt. (g) (Wt)
MC =(((1+Mci/100)x(Wa/Wt+1))-1)x100
Container No.

30.63 6100
Box Constant 1.000
(ohm-cm) (%) (ppm)
5650
Resistance
Reading
(ohm)
Soil
Resistivity
(ohm-cm)
3 Min. Resistivity
4 DOT CA Test 643
Water
Added (ml)
(Wa)
20 30
40 1
2 7000
DOT CA Test 417 Part II
Moisture Content Sulfate Content

22.97 5650
6100
7000
Chloride Content
5625 24.0

SOIL RESISTIVITY TEST
DOT CA TEST 643
pH Temp. (°C)
Soil pH

15.32 119 100 8.75
DOT CA Test 422 DOT CA Test 643

22.2 (ppm)
Dry Wt. of Soil + Cont. (g)

0.00 0.00
130.58
Wt. of Container (g) 1.00

0.00 13867.001
Specimen
No.

Moisture Content (%) (MCi)
Wet Wt. of Soil + Cont. (g)
LB-6 35.0
S-5
Adjusted
Moisture
Content
(MC)
Grayish brown (SP-SM)g
Yorba Linda Blvd & Savi Ranch Parkway Wide G. Berdy
Soil Identification:*
*California Test 643 requires soil specimens to consist only of portions of samples passing through the No. 8 US Standard Sieve before resistivity testing. Therefore, this test method may not be representative for coarser materials. 12/08/23
12/11/23
5400
5600
5800
6000
6200
6400
6600
6800
7000
7200

15.0 20.0 25.0 30.0 35.0
Soil Resistivity (ohm-cm)
Moisture Content (%)

Page 679 of 2424 ends

Project Name: Tested By : GEB/KJ Date: 07/15/24
Project No. : CLC.0013867001 Checked By: J. Ward Date: 08/05/24 Boring No. LB-8 LB-9
Sample No. S-3 S-2
Sample Depth (ft) 15.0 10.0

0.00 150.05

0.00 148.87

1.00 57.49

0.00 1.29
100.71 100.36
5 307
305 304
860 860
10:10/10:55 7:15/8:00
45 45

60.9002 65.4368

60.8709 65.4333

0.0293 0.0035
1205.69 144.03
1206 146
ml of Extract For Titration (B) 15 15
ml of AgNO3 Soln. Used in Titration (C) 0.7 0.7
PPM of Chloride (C -0.2) * 100 * 30 / B 100 100
PPM of Chloride, Dry Wt. Basis 100 101

7.52 7.92

21.3 21.8
Yorba Linda Blvd & Savi Ranch Parkway
Widening
TESTS for SULFATE CONTENT
CHLORIDE CONTENT and pH of SOILS
SULFATE CONTENT, DOT California Test 417, Part II
Wet Weight of Soil + Container (g)
Weight of Soaked Soil (g)
Yellowish
brown CL
Furnace Temperature (°C)
Weight of Container (g)
Crucible No.

Wt. of Crucible + Residue (g)
Dry Weight of Soil + Container (g)
Olive brown CLML
Duration of Combustion (min)
Soil Identification:

Time In / Time Out
pH TEST, DOT California Test 643
Temperature °C
pH Value
PPM of Sulfate, Dry Weight Basis
PPM of Sulfate (A) x 41150
Wt. of Residue (g) (A)
Moisture Content (%)
Beaker No.

CHLORIDE CONTENT, DOT California Test 422
Wt. of Crucible (g)

Page 680 of 2424 ends

Project Name: Tested By : Date:

Project No. : Checked By: J. Ward Date:

Boring No.: Depth (ft.) :

Sample No. :

Soil Identification:*
*California Test 643 requires soil specimens to consist only of portions of samples passing through the No. 8 US Standard Sieve before resistivity testing. Therefore, this test method may not be representative for coarser materials.

38.42 620 Wt. of Container (g)

0.00 0.00
Moisture Content (%) (MCi)
Wet Wt. of Soil + Cont. (g) Specimen
No.
1 2
Water
Added (ml)
(Wa)
50 Adjusted
Moisture
Content
(MC) Dry Wt. of Soil + Cont. (g)
620

1.000
Chloride Content
(ohm-cm)

61.47 Moisture Content Sulfate Content
5 Min. Resistivity
DOT CA Test 417 Part II DOT CA Test 422 DOT CA Test 643 (%) (ppm) (ppm)
DOT CA Test 643
4 60
70 80
3 53.79 550 130.14
560
548 51.6 1206 100 7.52 21.3

SOIL RESISTIVITY TEST
DOT CA TEST 643
pH Temp. (°C)
Soil pH
560
550

0.00 1.00
MC =(((1+Mci/100)x(Wa/Wt+1))-1)x100
07/22/24
08/05/24

15.0 CLC.0013867001
LB-8
G. Berdy
Yorba Linda Blvd & Savi Ranch Parkway
Widening
S-3
Container No.

Initial Soil Wt. (g) (Wt)
580 580 Box Constant
Olive brown CL-ML
Resistance
Reading
(ohm)

46.10 Soil
Resistivity
(ohm-cm)
540
550
560
570
580
590
600
610
620
630

35.0 40.0 45.0 50.0 55.0 60.0 65.0
Soil Resistivity (ohm-cm)
Moisture Content (%)

Page 681 of 2424 ends

Project Name: Tested By : Date:

Project No. : Checked By: J. Ward Date:

Boring No.: Depth (ft.) :

Sample No. : S-2
Moisture Content (%) (MCi)
Wet Wt. of Soil + Cont. (g)
30 Soil Identification:*
Dry Wt. of Soil + Cont. (g)
Wt. of Container (g)
*California Test 643 requires soil specimens to consist only of portions of samples passing through the No. 8 US Standard Sieve before resistivity testing. Therefore, this test method may not be representative for coarser materials.

1.29 150.05
07/17/24
08/05/24

10.0 CLC.0013867001
LB-9
G. Berdy
Yorba Linda Blvd & Savi Ranch Parkway
Widening
148.87

57.49 21.8
Soil
Resistivity
(ohm-cm)
Box Constant
Initial Soil Wt. (g) (Wt)
Sulfate Content

SOIL RESISTIVITY TEST
DOT CA TEST 643
pH Temp. (°C)
Soil pH

1.000
130.40
1350
1350
1300 35.1 146 101 7.92
DOT CA Test 643 DOT CA Test 417 Part II DOT CA Test 422 DOT CA Test 643 Specimen
No.
1 2
3 24.59 1900 1900
Resistance
Reading
(ohm)
Adjusted
Moisture
Content
(MC)
Water
Added (ml)
(Wa)
5 1350
1400

32.36 1350 Container No.

MC =(((1+Mci/100)x(Wa/Wt+1))-1)x100
4 Chloride Content
(ohm-cm) (%) (ppm) (ppm)
Min. Resistivity Moisture Content
Yellowish brown CL
1400
40 50
60 40.13

47.90 1200
1300
1400
1500
1600
1700
1800
1900
2000

20.0 25.0 30.0 35.0 40.0 45.0 50.0
Soil Resistivity (ohm-cm)
Moisture Content (%)

Page 682 of 2424 ends

PROJECT NAME: PROJECT NUMBER: 13867.001
BORING NUMBER: LB-3 DEPTH (FT.): 1.5-5
SAMPLE NUMBER: B-1 TECHNICIAN: O. Figueroa
SAMPLE DESCRIPTION: Dark brown sandy silty clay s(CL-ML) DATE COMPLETED: 12/8/2023 TEST SPECIMEN a b c
MOISTURE AT COMPACTION % 9.5 10.1 11.3
HEIGHT OF SAMPLE, Inches 2.44 2.48 2.53
DRY DENSITY, pcf 126.2 125.5 124.1
COMPACTOR PRESSURE, psi 300 220 100
EXUDATION PRESSURE, psi 623 320 150
EXPANSION, Inches x 10exp-4 20 5 0
STABILITY Ph 2,000 lbs (160 psi) 22 29 49
TURNS DISPLACEMENT 4.60 5.00 5.50
R-VALUE UNCORRECTED 77 69 51
R-VALUE CORRECTED 75 69 51
DESIGN CALCULATION DATA a b c
GRAVEL EQUIVALENT FACTOR 1.0 1.0 1.0
TRAFFIC INDEX 5.0 5.0 5.0
STABILOMETER THICKNESS, ft. 0.40 0.50 0.78
EXPANSION PRESSURE THICKNESS, ft. 0.67 0.17 0.00

EXPANSION PRESSURE CHART EXUDATION PRESSURE CHART
R-VALUE BY EXPANSION: 72
R-VALUE BY EXUDATION: 68
EQUILIBRIUM R-VALUE: 68

R-VALUE TEST RESULTS
DOT CA Test 301
Yorba Linda Blvd. & Savi Ranch Parkway
Widening

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50

4.00 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00
COVER THICKNESS BY STABILOMETER in feet
COVER THICKNESS BY EXPANSION in feet
0 10
20 30
40 50
60 70
80 90
800 700 600 500 400 300 200 100 0

R-VALUE
EXUDATION PRESSURE (psi)

Page 683 of 2424 ends

Verdantas.com
Appendix D
Liquefaction Analysis

Page 684 of 2424 ends

S P T B A S E D L I Q U E F A C T I O N A N A L Y S I S R E P O R T :: Input parameters and analysis properties ::

Analysis method:

Fines correction method:

Sampling method:

Borehole diameter:

Rod length:

Hammer energy ratio:

NCEER 1998
NCEER 1998
Standard Sampler
200mm

3.30 ft

1.33 G.W.T. (in-situ):

G.W.T. (earthq.):

Earthquake magnitude Mw:

Peak ground acceleration:

Eq. external load:

Project title : Yorba Linda Widening
Location :

SPT Name: LB-1

30.90 ft

20.00 ft

6.67 0.66 g

0.00 tsf
Raw SPT Data
SPT Count (blows/ft)
50403020100
Depth (ft)
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 Raw SPT Data
Insitu
CSR - CRR Plot

CSR - CRR

10.80.60.40.20 Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 CSR - CRR Plot
During earthq.

FS Plot
Factor of Safety

21.510.50
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 FS Plot
During earthq.

LPI
Liquefaction potential
0 Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 LPI
During earthq.

CRR 7.50 clean sand curve
Corrected Blow Count N1(60),cs
1050 15 20 25 30 35 40 45 50
Cyclic Stress Ratio*

0.8 0.7

0.6 0.5

0.4 0.3

0.2 0.1

0.0 CRR 7.50 clean sand curve
Liquefaction
No Liquefaction
F.S. color scheme
Almost certain it will liquefy
Very likely to liquefy
Liquefaction and no liq. are equally likely
Unlike to liquefy
Almost certain it will not liquefy
LPI color scheme
Very high risk
High risk
Low risk
Project File: P:\INFOCUS PROJECTS\13501-14000\13867 MTC Yorba Linda\001\Analyses\LiqSV\9-11-24\13867.001_LiqSV_LRM - ev on.lsvs LiqSVs 2.3.2.11 - SPT & Vs Liquefaction Assessment Software Page: 1

Page 685 of 2424 ends

This software is registered to: Leighton Group, Inc
Raw SPT Data
SPT Count (blows/ft)
50403020100
Depth (ft)
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 Raw SPT Data
Insitu
CSR - CRR Plot

CSR - CRR

10.80.60.40.20 Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 CSR - CRR Plot
During earthq.

FS Plot
Factor of Safety
0 0.5 1 1.5 2
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 FS Plot
During earthq.

Vertical Liq. Settlements
Cuml. Settlement (in)
0 0.01 0.02
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 Vertical Liq. Settlements
During earthq.

Lateral Liq. Displacements
Cuml. Displacement (ft)
0 Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 Lateral Liq. Displacements
During earthq.
:: Overall Liquefaction Assessment Analysis Plots ::

Project File: P:\INFOCUS PROJECTS\13501-14000\13867 MTC Yorba Linda\001\Analyses\LiqSV\9-11-24\13867.001_LiqSV_LRM - ev on.lsvs LiqSVs 2.3.2.11 - SPT & Vs Liquefaction Assessment Software Page: 2

Page 686 of 2424 ends

This software is registered to: Leighton Group, Inc
Test
Depth
(ft)
:: Field input data ::

SPT Field
Value
(blows)
Fines
Content
(%)
Unit
Weight
(pcf)
Infl.

Thickness
(ft)
Can
Liquefy

5.00 36 15.00 140.36 5.00 Yes

10.00 83 3.00 120.00 5.00 Yes

15.00 52 3.00 120.00 5.00 Yes

20.00 100 3.00 120.00 5.00 Yes

25.00 100 3.00 120.00 5.00 Yes

30.00 100 3.00 120.00 5.00 Yes

35.00 56 6.00 120.00 5.00 Yes

40.00 100 25.00 120.00 5.00 Yes

45.00 100 17.30 120.00 5.00 Yes

50.00 100 17.30 120.00 5.00 Yes
Abbreviations
Depth:

SPT Field Value:

Fines Content:

Unit Weight:

Infl. Thickness:

Can Liquefy:

Depth at which test was performed (ft)
Number of blows per foot
Fines content at test depth (%)
Unit weight at test depth (pcf)
Thickness of the soil layer to be considered in settlements analysis (ft) User defined switch for excluding/including test depth from the analysis procedure :: Cyclic Resistance Ratio (CRR) calculation data ::

Depth CRR7.5
(ft)
SPT
Field
Value
CN CE CB CR CS (N1)60 Fines α β (N1)60cs
Content
(%)
σv
(tsf)
uo
(tsf)
σ'vo
(tsf)
Unit
Weight
(pcf)

5.00 36 140.36 0.35 0.00 0.35 1.44 1.33 1.15 0.75 1.00 59 15.00 2.50 1.05 64 4.000

10.00 83 120.00 0.65 0.00 0.65 1.21 1.33 1.15 0.85 1.00 131 3.00 0.00 1.00 131 4.000

15.00 52 120.00 0.95 0.00 0.95 1.05 1.33 1.15 0.85 1.00 71 3.00 0.00 1.00 71 4.000

20.00 100 120.00 1.25 0.00 1.25 0.92 1.33 1.15 0.95 1.00 134 3.00 0.00 1.00 134 4.000

25.00 100 120.00 1.55 0.00 1.55 0.83 1.33 1.15 0.95 1.00 120 3.00 0.00 1.00 120 4.000

30.00 100 120.00 1.85 0.00 1.85 0.75 1.33 1.15 1.00 1.00 114 3.00 0.00 1.00 114 4.000

35.00 56 120.00 2.15 0.13 2.02 0.71 1.33 1.15 1.00 1.00 61 6.00 0.03 1.00 61 4.000

40.00 100 120.00 2.45 0.28 2.17 0.68 1.33 1.15 1.00 1.00 104 25.00 4.29 1.11 120 4.000

45.00 100 120.00 2.75 0.44 2.31 0.65 1.33 1.15 1.00 1.00 99 17.30 3.08 1.06 108 4.000

50.00 100 120.00 3.05 0.60 2.45 0.62 1.33 1.15 1.00 1.00 96 17.30 3.08 1.06 105 4.000 σv:
uo:
σ'vo:

CN:

CE:

CB:

CR:

CS:

N1(60):
α, β:

N1(60)cs:

CRR7.5:

Total stress during SPT test (tsf)
Water pore pressure during SPT test (tsf)
Effective overburden pressure during SPT test (tsf)
Overburden corretion factor
Energy correction factor
Borehole diameter correction factor
Rod length correction factor
Liner correction factor
Corrected NSPT to a 60% energy ratio
Clean sand equivalent clean sand formula coefficients
Corected N1(60) value for fines content
Cyclic resistance ratio for M=7.5
Abbreviations
σv,eq
(tsf)
rd CSR MSF CSReq,M=7.5 Ksigma CSR*
:: Cyclic Stress Ratio calculation (CSR fully adjusted and normalized) ::

Depth
(ft)
Unit
Weight
(pcf)
uo,eq
(tsf)
σ'vo,eq
(tsf)
α FS

5.00 140.36 0.35 0.00 0.35 0.99 1.00 0.425 1.35 0.315 1.00 0.315 2.000

10.00 120.00 0.65 0.00 0.65 0.98 1.00 0.420 1.35 0.311 1.00 0.311 2.000 Project File: P:\INFOCUS PROJECTS\13501-14000\13867 MTC Yorba Linda\001\Analyses\LiqSV\9-11-24\13867.001_LiqSV_LRM - ev on.lsvs LiqSVs 2.3.2.11 - SPT & Vs Liquefaction Assessment Software Page: 3

Page 687 of 2424 ends

This software is registered to: Leighton Group, Inc
σv,eq
(tsf)
rd CSR MSF CSReq,M=7.5 Ksigma CSR*
:: Cyclic Stress Ratio calculation (CSR fully adjusted and normalized) ::

Depth
(ft)
Unit
Weight
(pcf)
uo,eq
(tsf)
σ'vo,eq
(tsf)
α FS

15.00 120.00 0.95 0.00 0.95 0.97 1.00 0.416 1.35 0.308 1.00 0.308 2.000

20.00 120.00 1.25 0.00 1.25 0.96 1.00 0.411 1.35 0.304 0.97 0.315 2.000

25.00 120.00 1.55 0.16 1.39 0.94 1.00 0.449 1.35 0.333 0.95 0.352 2.000

30.00 120.00 1.85 0.31 1.54 0.92 1.00 0.475 1.35 0.352 0.93 0.379 2.000

35.00 120.00 2.15 0.47 1.68 0.89 1.00 0.488 1.35 0.362 0.91 0.397 2.000

40.00 120.00 2.45 0.62 1.83 0.85 1.00 0.490 1.35 0.363 0.90 0.405 2.000

45.00 120.00 2.75 0.78 1.97 0.80 1.00 0.481 1.35 0.357 0.88 0.404 2.000

50.00 120.00 3.05 0.94 2.11 0.75 1.00 0.466 1.35 0.345 0.87 0.396 2.000 σv,eq:
uo,eq:
σ'vo,eq:
rd :
α:

CSR :

MSF :

CSReq,M=7.5:

Ksigma:

CSR*:

FS:

Total overburden pressure at test point, during earthquake (tsf) Water pressure at test point, during earthquake (tsf)
Effective overburden pressure, during earthquake (tsf)
Nonlinear shear mass factor
Improvement factor due to stone columns
Cyclic Stress Ratio (adjusted for improvement)
Magnitude Scaling Factor
CSR adjusted for M=7.5
Effective overburden stress factor
CSR fully adjusted (user FS applied)***
Calculated factor of safety against soil liquefaction
Abbreviations

1.00 *** User FS:
:: Liquefaction potential according to Iwasaki ::

Depth
(ft)
FS F Thickness
(ft)
wz IL

5.00 2.000 0.00 9.24 5.00 0.00

10.00 2.000 0.00 8.48 5.00 0.00

15.00 2.000 0.00 7.71 5.00 0.00

20.00 2.000 0.00 6.95 5.00 0.00

25.00 2.000 0.00 6.19 5.00 0.00

30.00 2.000 0.00 5.43 5.00 0.00

35.00 2.000 0.00 4.67 5.00 0.00

40.00 2.000 0.00 3.90 5.00 0.00

45.00 2.000 0.00 3.14 5.00 0.00

50.00 2.000 0.00 2.38 5.00 0.00

0.00 IL = 0.00 - No liquefaction
IL between 0.00 and 5 - Liquefaction not probable
IL between 5 and 15 - Liquefaction probable
IL > 15 - Liquefaction certain
Overall potential IL :
:: Vertical settlements estimation for dry sands ::

Depth
(ft)
(N1)60 τav p Gmax
(tsf)
α b γ
(%)
ε15 Nc εNc
(%)
ΔS
(in)
Δh
(ft)

5.00 59 0.15 0.24 843.75 0.13 15255.70 0.05 0.00 8.42 0.01 5.00 0.012

10.00 131 0.27 0.44 1499.19 0.14 10530.05 0.03 0.00 8.42 0.00 5.00 0.003

15.00 71 0.40 0.64 1477.39 0.15 8387.97 0.06 0.00 8.42 0.01 5.00 0.011 Project File: P:\INFOCUS PROJECTS\13501-14000\13867 MTC Yorba Linda\001\Analyses\LiqSV\9-11-24\13867.001_LiqSV_LRM - ev on.lsvs LiqSVs 2.3.2.11 - SPT & Vs Liquefaction Assessment Software Page: 4

Page 688 of 2424 ends

This software is registered to: Leighton Group, Inc
:: Vertical settlements estimation for dry sands ::

Depth
(ft)
(N1)60 τav p Gmax
(tsf)
α b γ
(%)
ε15 Nc εNc
(%)
ΔS
(in)
Δh
(ft)
Abbreviations
τav:
p:

Gmax:
α, b:
γ:
ε15:

Nc:
εNc:

Δh:

ΔS:

Average cyclic shear stress
Average stress
Maximum shear modulus (tsf)
Shear strain formula variables
Average shear strain (%)
Volumetric strain after 15 cycles
Number of cycles
Volumetric strain for number of cycles Nc (%)
Thickness of soil layer (in)
Settlement of soil layer (in)
Cumulative settlemetns: 0.026
:: Vertical settlements estimation for saturated sands ::

Depth
(ft)
D50
(in)
qc/N ev
(%)
Δh
(ft)
s
(in)
ev
weight
factor

20.00 0.00 5.00 0.66 0.00 5.00 0.000

25.00 0.00 5.00 0.58 0.00 5.00 0.000

30.00 0.00 5.00 0.49 0.00 5.00 0.000

35.00 0.00 5.00 0.41 0.00 5.00 0.000

40.00 0.00 5.00 0.32 0.00 5.00 0.000

45.00 0.00 5.00 0.24 0.00 5.00 0.000

50.00 0.00 5.00 0.15 0.00 5.00 0.000
Abbreviations
Cumulative settlements: 0.000
D50:
qc/N:
ev:

Δh:
s:

Median grain size (in)
Ratio of cone resistance to SPT
Post liquefaction volumetric strain (%)
Thickness of soil layer to be considered (ft)
Estimated settlement (in)
:: Lateral displacements estimation for saturated sands ::

Depth
(ft)
(N1)60 Dr
(%)
γmax
(%)
dz
(ft)
LDI LD
(ft)

5.00 59 100.00 0.00 5.00 0.000 0.00

10.00 131 100.00 0.00 5.00 0.000 0.00

15.00 71 100.00 0.00 5.00 0.000 0.00

20.00 134 100.00 0.00 5.00 0.000 0.00

25.00 120 100.00 0.00 5.00 0.000 0.00

30.00 114 100.00 0.00 5.00 0.000 0.00

35.00 61 100.00 0.00 5.00 0.000 0.00

40.00 104 100.00 0.00 5.00 0.000 0.00

45.00 99 100.00 0.00 5.00 0.000 0.00

50.00 96 100.00 0.00 5.00 0.000 0.00
Project File: P:\INFOCUS PROJECTS\13501-14000\13867 MTC Yorba Linda\001\Analyses\LiqSV\9-11-24\13867.001_LiqSV_LRM - ev on.lsvs LiqSVs 2.3.2.11 - SPT & Vs Liquefaction Assessment Software Page: 5

Page 689 of 2424 ends

This software is registered to: Leighton Group, Inc
:: Lateral displacements estimation for saturated sands ::

Depth
(ft)
(N1)60 Dr
(%)
γmax
(%)
dz
(ft)
LDI LD
(ft)

0.00 Abbreviations
Cumulative lateral displacements:

Dr:
γmax:
dz:

LDI:

LD:

Relative density (%)
Maximum amplitude of cyclic shear strain (%)
Soil layer thickness (ft)
Lateral displacement index (ft)
Actual estimated displacement (ft)
Project File: P:\INFOCUS PROJECTS\13501-14000\13867 MTC Yorba Linda\001\Analyses\LiqSV\9-11-24\13867.001_LiqSV_LRM - ev on.lsvs LiqSVs 2.3.2.11 - SPT & Vs Liquefaction Assessment Software Page: 6

Page 690 of 2424 ends

S P T B A S E D L I Q U E F A C T I O N A N A L Y S I S R E P O R T :: Input parameters and analysis properties ::

Analysis method:

Fines correction method:

Sampling method:

Borehole diameter:

Rod length:

Hammer energy ratio:

NCEER 1998
NCEER 1998
Standard Sampler
200mm

3.30 ft

1.33 G.W.T. (in-situ):

G.W.T. (earthq.):

Earthquake magnitude Mw:

Peak ground acceleration:

Eq. external load:

Project title : Yorba Linda Widening
Location :

SPT Name: LB-2

27.50 ft

20.00 ft

6.67 0.66 g

0.00 tsf
Raw SPT Data
SPT Count (blows/ft)
50403020100
Depth (ft)
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 Raw SPT Data
Insitu
CSR - CRR Plot

CSR - CRR

10.80.60.40.20 Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 CSR - CRR Plot
During earthq.

FS Plot
Factor of Safety

21.510.50
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 FS Plot
During earthq.

LPI
Liquefaction potential
0 2 4
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 LPI
During earthq.

CRR 7.50 clean sand curve
Corrected Blow Count N1(60),cs
1050 15 20 25 30 35 40 45 50
Cyclic Stress Ratio*

0.8 0.7

0.6 0.5

0.4 0.3

0.2 0.1

Page 691 of 2424 ends

CSR - CRR

10.80.60.40.20 Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 CSR - CRR Plot
During earthq.

FS Plot
Factor of Safety
0 0.5 1 1.5 2
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 FS Plot
During earthq.

Vertical Liq. Settlements
Cuml. Settlement (in)
0 0.5 1
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 Vertical Liq. Settlements
During earthq.

Project File: P:\INFOCUS PROJECTS\13501-14000\13867 MTC Yorba Linda\001\Analyses\LiqSV\9-11-24\13867.001_LiqSV_LRM - ev on.lsvs LiqSVs 2.3.2.11 - SPT & Vs Liquefaction Assessment Software Page: 8

Page 692 of 2424 ends

This software is registered to: Leighton Group, Inc
Test
Depth
(ft)
:: Field input data ::

SPT Field
Value
(blows)
Fines
Content
(%)
Unit
Weight
(pcf)
Infl.

Thickness
(ft)
Can
Liquefy

5.00 33 6.00 120.00 5.00 Yes

10.00 42 55.00 132.71 5.00 Yes

15.00 24 20.00 120.00 5.00 Yes

20.00 12 3.00 112.56 5.00 Yes

25.00 36 3.00 120.00 5.00 Yes

30.00 69 14.00 120.00 5.00 Yes

35.00 22 14.00 120.00 5.00 Yes

40.00 64 3.00 120.00 5.00 Yes

45.00 56 3.00 120.00 5.00 Yes

50.00 60 3.00 120.00 5.00 Yes
Abbreviations
Depth:

SPT Field Value:

Fines Content:

Unit Weight:

Infl. Thickness:

Can Liquefy:

Depth CRR7.5
(ft)
SPT
Field
Value
CN CE CB CR CS (N1)60 Fines α β (N1)60cs
Content
(%)
σv
(tsf)
uo
(tsf)
σ'vo
(tsf)
Unit
Weight
(pcf)

5.00 33 120.00 0.30 0.00 0.30 1.48 1.33 1.15 0.75 1.00 56 6.00 0.03 1.00 56 4.000

10.00 42 132.71 0.63 0.00 0.63 1.22 1.33 1.15 0.85 1.00 67 55.00 5.00 1.20 85 4.000

15.00 24 120.00 0.93 0.00 0.93 1.06 1.33 1.15 0.85 1.00 33 20.00 3.61 1.08 39 4.000

20.00 12 112.56 1.21 0.00 1.21 0.94 1.33 1.15 0.95 1.00 16 3.00 0.00 1.00 16 0.174

25.00 36 120.00 1.51 0.00 1.51 0.84 1.33 1.15 0.95 1.00 44 3.00 0.00 1.00 44 4.000

30.00 69 120.00 1.81 0.08 1.74 0.77 1.33 1.15 1.00 1.00 82 14.00 2.20 1.04 88 4.000

35.00 22 120.00 2.11 0.23 1.88 0.74 1.33 1.15 1.00 1.00 25 14.00 2.20 1.04 28 0.348

40.00 64 120.00 2.41 0.39 2.02 0.71 1.33 1.15 1.00 1.00 69 3.00 0.00 1.00 69 4.000

45.00 56 120.00 2.71 0.55 2.17 0.68 1.33 1.15 1.00 1.00 58 3.00 0.00 1.00 58 4.000

50.00 60 120.00 3.01 0.70 2.31 0.65 1.33 1.15 1.00 1.00 60 3.00 0.00 1.00 60 4.000 σv:
uo:
σ'vo:

CN:

CE:

CB:

CR:

CS:

N1(60):
α, β:

N1(60)cs:

CRR7.5:

Depth
(ft)
Unit
Weight
(pcf)
uo,eq
(tsf)
σ'vo,eq
(tsf)
α FS

5.00 120.00 0.30 0.00 0.30 0.99 1.00 0.425 1.35 0.315 1.00 0.315 2.000

10.00 132.71 0.63 0.00 0.63 0.98 1.00 0.420 1.35 0.311 1.00 0.311 2.000 Project File: P:\INFOCUS PROJECTS\13501-14000\13867 MTC Yorba Linda\001\Analyses\LiqSV\9-11-24\13867.001_LiqSV_LRM - ev on.lsvs LiqSVs 2.3.2.11 - SPT & Vs Liquefaction Assessment Software Page: 9

Page 693 of 2424 ends

This software is registered to: Leighton Group, Inc
σv,eq
(tsf)
rd CSR MSF CSReq,M=7.5 Ksigma CSR*
:: Cyclic Stress Ratio calculation (CSR fully adjusted and normalized) ::

Depth
(ft)
Unit
Weight
(pcf)
uo,eq
(tsf)
σ'vo,eq
(tsf)
α FS

15.00 120.00 0.93 0.00 0.93 0.97 1.00 0.416 1.35 0.308 1.00 0.308 2.000

20.00 112.56 1.21 0.00 1.21 0.96 1.00 0.411 1.35 0.304 0.97 0.313 0.557

25.00 120.00 1.51 0.16 1.36 0.94 1.00 0.450 1.35 0.334 0.95 0.351 2.000

30.00 120.00 1.81 0.31 1.50 0.92 1.00 0.477 1.35 0.353 0.93 0.379 2.000

35.00 120.00 2.11 0.47 1.65 0.89 1.00 0.491 1.35 0.364 0.92 0.397 0.876

40.00 120.00 2.41 0.62 1.79 0.85 1.00 0.492 1.35 0.365 0.90 0.405 2.000

45.00 120.00 2.71 0.78 1.93 0.80 1.00 0.484 1.35 0.358 0.89 0.404 2.000

50.00 120.00 3.01 0.94 2.08 0.75 1.00 0.468 1.35 0.347 0.87 0.397 2.000 σv,eq:
uo,eq:
σ'vo,eq:
rd :
α:

CSR :

MSF :

CSReq,M=7.5:

Ksigma:

CSR*:

FS:

1.00 *** User FS:
:: Liquefaction potential according to Iwasaki ::

Depth
(ft)
FS F Thickness
(ft)
wz IL

5.00 2.000 0.00 9.24 5.00 0.00

10.00 2.000 0.00 8.48 5.00 0.00

15.00 2.000 0.00 7.71 5.00 0.00

20.00 0.557 0.44 6.95 5.00 4.69

25.00 2.000 0.00 6.19 5.00 0.00

30.00 2.000 0.00 5.43 5.00 0.00

35.00 0.876 0.12 4.67 5.00 0.88

40.00 2.000 0.00 3.90 5.00 0.00

45.00 2.000 0.00 3.14 5.00 0.00

50.00 2.000 0.00 2.38 5.00 0.00

5.57 IL = 0.00 - No liquefaction
IL between 0.00 and 5 - Liquefaction not probable
IL between 5 and 15 - Liquefaction probable
IL > 15 - Liquefaction certain
Overall potential IL :
:: Vertical settlements estimation for dry sands ::

Depth
(ft)
(N1)60 τav p Gmax
(tsf)
α b γ
(%)
ε15 Nc εNc
(%)
ΔS
(in)
Δh
(ft)

5.00 56 0.13 0.20 766.72 0.13 16759.55 0.05 0.00 8.42 0.01 5.00 0.012

10.00 67 0.27 0.42 1181.19 0.14 10719.98 0.05 0.00 8.42 0.01 5.00 0.011

15.00 33 0.39 0.62 1132.85 0.15 8490.75 0.11 0.00 8.42 0.05 5.00 0.056 Project File: P:\INFOCUS PROJECTS\13501-14000\13867 MTC Yorba Linda\001\Analyses\LiqSV\9-11-24\13867.001_LiqSV_LRM - ev on.lsvs LiqSVs 2.3.2.11 - SPT & Vs Liquefaction Assessment Software Page: 10

Page 694 of 2424 ends

This software is registered to: Leighton Group, Inc
:: Vertical settlements estimation for dry sands ::

Depth
(ft)
(N1)60 τav p Gmax
(tsf)
α b γ
(%)
ε15 Nc εNc
(%)
ΔS
(in)
Δh
(ft)
Abbreviations
τav:
p:

Gmax:
α, b:
γ:
ε15:

Nc:
εNc:

Δh:

ΔS:

Average cyclic shear stress
Average stress
Maximum shear modulus (tsf)
Shear strain formula variables
Average shear strain (%)
Volumetric strain after 15 cycles
Number of cycles
Volumetric strain for number of cycles Nc (%)
Thickness of soil layer (in)
Settlement of soil layer (in)
Cumulative settlemetns: 0.079
:: Vertical settlements estimation for saturated sands ::

Depth
(ft)
D50
(in)
qc/N ev
(%)
Δh
(ft)
s
(in)
ev
weight
factor

20.00 0.00 5.00 0.66 1.85 5.00 1.113

25.00 0.00 5.00 0.58 0.00 5.00 0.000

30.00 0.00 5.00 0.49 0.00 5.00 0.000

35.00 0.00 5.00 0.41 0.39 5.00 0.233

40.00 0.00 5.00 0.32 0.00 5.00 0.000

45.00 0.00 5.00 0.24 0.00 5.00 0.000

50.00 0.00 5.00 0.15 0.00 5.00 0.000
Abbreviations
Cumulative settlements: 1.345
D50:
qc/N:
ev:

Δh:
s:

Depth
(ft)
(N1)60 Dr
(%)
γmax
(%)
dz
(ft)
LDI LD
(ft)

5.00 56 100.00 0.00 5.00 0.000 0.00

10.00 67 100.00 0.00 5.00 0.000 0.00

15.00 33 80.42 0.00 5.00 0.000 0.00

20.00 16 56.00 22.70 5.00 0.000 0.00

25.00 44 100.00 0.00 5.00 0.000 0.00

30.00 82 100.00 0.00 5.00 0.000 0.00

35.00 25 70.00 4.69 5.00 0.000 0.00

40.00 69 100.00 0.00 5.00 0.000 0.00

45.00 58 100.00 0.00 5.00 0.000 0.00

50.00 60 100.00 0.00 5.00 0.000 0.00
Project File: P:\INFOCUS PROJECTS\13501-14000\13867 MTC Yorba Linda\001\Analyses\LiqSV\9-11-24\13867.001_LiqSV_LRM - ev on.lsvs LiqSVs 2.3.2.11 - SPT & Vs Liquefaction Assessment Software Page: 11

Page 695 of 2424 ends

This software is registered to: Leighton Group, Inc
:: Lateral displacements estimation for saturated sands ::

Depth
(ft)
(N1)60 Dr
(%)
γmax
(%)
dz
(ft)
LDI LD
(ft)

0.00 Abbreviations
Cumulative lateral displacements:

Dr:
γmax:
dz:

LDI:

LD:

Page 696 of 2424 ends

S P T B A S E D L I Q U E F A C T I O N A N A L Y S I S R E P O R T :: Input parameters and analysis properties ::

Analysis method:

Fines correction method:

Sampling method:

Borehole diameter:

Rod length:

Hammer energy ratio:

NCEER 1998
NCEER 1998
Standard Sampler
200mm

3.30 ft

1.33 G.W.T. (in-situ):

G.W.T. (earthq.):

Earthquake magnitude Mw:

Peak ground acceleration:

Eq. external load:

Project title : Yorba Linda Widening
Location :

SPT Name: LB-3

27.75 ft

20.00 ft

6.67 0.66 g

0.00 tsf
Raw SPT Data
SPT Count (blows/ft)
50403020100
Depth (ft)
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 Raw SPT Data
Insitu
CSR - CRR Plot

CSR - CRR

10.80.60.40.20 Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 CSR - CRR Plot
During earthq.

FS Plot
Factor of Safety

21.510.50
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 FS Plot
During earthq.

LPI
Liquefaction potential
0 5
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 LPI
During earthq.

CRR 7.50 clean sand curve
Corrected Blow Count N1(60),cs
1050 15 20 25 30 35 40 45 50
Cyclic Stress Ratio*

0.8 0.7

0.6 0.5

0.4 0.3

0.2 0.1

Page 697 of 2424 ends

CSR - CRR

10.80.60.40.20 Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 CSR - CRR Plot
During earthq.

FS Plot
Factor of Safety
0 0.5 1 1.5 2
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 FS Plot
During earthq.

Vertical Liq. Settlements
Cuml. Settlement (in)
0 1 2
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 Vertical Liq. Settlements
During earthq.

Project File: P:\INFOCUS PROJECTS\13501-14000\13867 MTC Yorba Linda\001\Analyses\LiqSV\9-11-24\13867.001_LiqSV_LRM - ev on.lsvs LiqSVs 2.3.2.11 - SPT & Vs Liquefaction Assessment Software Page: 14

Page 698 of 2424 ends

This software is registered to: Leighton Group, Inc
Test
Depth
(ft)
:: Field input data ::

SPT Field
Value
(blows)
Fines
Content
(%)
Unit
Weight
(pcf)
Infl.

Thickness
(ft)
Can
Liquefy

5.00 49 6.00 121.67 5.00 Yes

10.00 26 37.20 120.00 5.00 Yes

15.00 14 20.00 103.70 5.00 Yes

20.00 16 20.00 120.00 5.00 Yes

25.00 5 10.00 120.00 5.00 Yes

30.00 31 10.00 120.00 5.00 Yes

35.00 56 10.00 120.00 5.00 Yes

40.00 18 14.00 120.00 5.00 Yes

45.00 32 3.00 120.00 5.00 Yes

50.00 22 3.00 120.00 5.00 Yes
Abbreviations
Depth:

SPT Field Value:

Fines Content:

Unit Weight:

Infl. Thickness:

Can Liquefy:

Depth CRR7.5
(ft)
SPT
Field
Value
CN CE CB CR CS (N1)60 Fines α β (N1)60cs
Content
(%)
σv
(tsf)
uo
(tsf)
σ'vo
(tsf)
Unit
Weight
(pcf)

5.00 49 121.67 0.30 0.00 0.30 1.48 1.33 1.15 0.75 1.00 83 6.00 0.03 1.00 83 4.000

10.00 26 120.00 0.60 0.00 0.60 1.24 1.33 1.15 0.85 1.00 42 37.20 5.00 1.20 55 4.000

15.00 14 103.70 0.86 0.00 0.86 1.09 1.33 1.15 0.85 1.00 20 20.00 3.61 1.08 25 4.000

20.00 16 120.00 1.16 0.00 1.16 0.96 1.33 1.15 0.95 1.00 22 20.00 3.61 1.08 27 0.323

25.00 5 120.00 1.46 0.00 1.46 0.85 1.33 1.15 0.95 1.00 6 10.00 0.87 1.02 7 0.081

30.00 31 120.00 1.76 0.07 1.69 0.79 1.33 1.15 1.00 1.00 37 10.00 0.87 1.02 39 4.000

35.00 56 120.00 2.06 0.23 1.84 0.75 1.33 1.15 1.00 1.00 64 10.00 0.87 1.02 66 4.000

40.00 18 120.00 2.36 0.38 1.98 0.72 1.33 1.15 1.00 1.00 20 14.00 2.20 1.04 23 0.255

45.00 32 120.00 2.66 0.54 2.13 0.69 1.33 1.15 1.00 1.00 34 3.00 0.00 1.00 34 4.000

50.00 22 120.00 2.96 0.69 2.27 0.66 1.33 1.15 1.00 1.00 22 3.00 0.00 1.00 22 4.000 σv:
uo:
σ'vo:

CN:

CE:

CB:

CR:

CS:

N1(60):
α, β:

N1(60)cs:

CRR7.5:

Depth
(ft)
Unit
Weight
(pcf)
uo,eq
(tsf)
σ'vo,eq
(tsf)
α FS

5.00 121.67 0.30 0.00 0.30 0.99 1.00 0.425 1.35 0.315 1.00 0.315 2.000

10.00 120.00 0.60 0.00 0.60 0.98 1.00 0.420 1.35 0.311 1.00 0.311 2.000 Project File: P:\INFOCUS PROJECTS\13501-14000\13867 MTC Yorba Linda\001\Analyses\LiqSV\9-11-24\13867.001_LiqSV_LRM - ev on.lsvs LiqSVs 2.3.2.11 - SPT & Vs Liquefaction Assessment Software Page: 15

Page 699 of 2424 ends

This software is registered to: Leighton Group, Inc
σv,eq
(tsf)
rd CSR MSF CSReq,M=7.5 Ksigma CSR*
:: Cyclic Stress Ratio calculation (CSR fully adjusted and normalized) ::

Depth
(ft)
Unit
Weight
(pcf)
uo,eq
(tsf)
σ'vo,eq
(tsf)
α FS

15.00 103.70 0.86 0.00 0.86 0.97 1.00 0.416 1.35 0.308 1.00 0.308 2.000

20.00 120.00 1.16 0.00 1.16 0.96 1.00 0.411 1.35 0.304 0.98 0.310 1.042

25.00 120.00 1.46 0.16 1.31 0.94 1.00 0.452 1.35 0.335 0.96 0.350 0.231

30.00 120.00 1.76 0.31 1.45 0.92 1.00 0.480 1.35 0.356 0.94 0.379 2.000

35.00 120.00 2.06 0.47 1.60 0.89 1.00 0.494 1.35 0.366 0.92 0.397 2.000

40.00 120.00 2.36 0.62 1.74 0.85 1.00 0.496 1.35 0.368 0.91 0.406 0.628

45.00 120.00 2.66 0.78 1.88 0.80 1.00 0.488 1.35 0.361 0.89 0.405 2.000

50.00 120.00 2.96 0.94 2.03 0.75 1.00 0.472 1.35 0.350 0.88 0.398 2.000 σv,eq:
uo,eq:
σ'vo,eq:
rd :
α:

CSR :

MSF :

CSReq,M=7.5:

Ksigma:

CSR*:

FS:

1.00 *** User FS:
:: Liquefaction potential according to Iwasaki ::

Depth
(ft)
FS F Thickness
(ft)
wz IL

5.00 2.000 0.00 9.24 5.00 0.00

10.00 2.000 0.00 8.48 5.00 0.00

15.00 2.000 0.00 7.71 5.00 0.00

20.00 1.042 0.00 6.95 5.00 0.00

25.00 0.231 0.77 6.19 5.00 7.25

30.00 2.000 0.00 5.43 5.00 0.00

35.00 2.000 0.00 4.67 5.00 0.00

40.00 0.628 0.37 3.90 5.00 2.21

45.00 2.000 0.00 3.14 5.00 0.00

50.00 2.000 0.00 2.38 5.00 0.00

9.47 IL = 0.00 - No liquefaction
IL between 0.00 and 5 - Liquefaction not probable
IL between 5 and 15 - Liquefaction probable
IL > 15 - Liquefaction certain
Overall potential IL :
:: Vertical settlements estimation for dry sands ::

Depth
(ft)
(N1)60 τav p Gmax
(tsf)
α b γ
(%)
ε15 Nc εNc
(%)
ΔS
(in)
Δh
(ft)

5.00 83 0.13 0.20 880.25 0.13 16620.86 0.03 0.00 8.42 0.00 5.00 0.005

10.00 42 0.25 0.40 988.58 0.14 11011.18 0.08 0.00 8.42 0.02 5.00 0.029

15.00 20 0.36 0.58 922.86 0.15 8887.87 0.19 0.00 8.42 0.15 5.00 0.177 Project File: P:\INFOCUS PROJECTS\13501-14000\13867 MTC Yorba Linda\001\Analyses\LiqSV\9-11-24\13867.001_LiqSV_LRM - ev on.lsvs LiqSVs 2.3.2.11 - SPT & Vs Liquefaction Assessment Software Page: 16

Page 700 of 2424 ends

This software is registered to: Leighton Group, Inc
:: Vertical settlements estimation for dry sands ::

Depth
(ft)
(N1)60 τav p Gmax
(tsf)
α b γ
(%)
ε15 Nc εNc
(%)
ΔS
(in)
Δh
(ft)
Abbreviations
τav:
p:

Gmax:
α, b:
γ:
ε15:

Nc:
εNc:

Δh:

ΔS:

Average cyclic shear stress
Average stress
Maximum shear modulus (tsf)
Shear strain formula variables
Average shear strain (%)
Volumetric strain after 15 cycles
Number of cycles
Volumetric strain for number of cycles Nc (%)
Thickness of soil layer (in)
Settlement of soil layer (in)
Cumulative settlemetns: 0.211
:: Vertical settlements estimation for saturated sands ::

Depth
(ft)
D50
(in)
qc/N ev
(%)
Δh
(ft)
s
(in)
ev
weight
factor

20.00 0.00 5.00 0.66 0.44 5.00 0.265

25.00 0.00 5.00 0.58 3.18 5.00 1.911

30.00 0.00 5.00 0.49 0.00 5.00 0.000

35.00 0.00 5.00 0.41 0.00 5.00 0.000

40.00 0.00 5.00 0.32 0.67 5.00 0.403

45.00 0.00 5.00 0.24 0.00 5.00 0.000

50.00 0.00 5.00 0.15 0.00 5.00 0.000
Abbreviations
Cumulative settlements: 2.579
D50:
qc/N:
ev:

Δh:
s:

Depth
(ft)
(N1)60 Dr
(%)
γmax
(%)
dz
(ft)
LDI LD
(ft)

5.00 83 100.00 0.00 5.00 0.000 0.00

10.00 42 90.73 0.00 5.00 0.000 0.00

15.00 20 62.61 0.00 5.00 0.000 0.00

20.00 22 65.67 2.84 5.00 0.000 0.00

25.00 6 34.29 51.20 5.00 0.000 0.00

30.00 37 85.16 0.00 5.00 0.000 0.00

35.00 64 100.00 0.00 5.00 0.000 0.00

40.00 20 62.61 22.70 5.00 0.000 0.00

45.00 34 81.63 0.00 5.00 0.000 0.00

50.00 22 65.67 0.00 5.00 0.000 0.00
Project File: P:\INFOCUS PROJECTS\13501-14000\13867 MTC Yorba Linda\001\Analyses\LiqSV\9-11-24\13867.001_LiqSV_LRM - ev on.lsvs LiqSVs 2.3.2.11 - SPT & Vs Liquefaction Assessment Software Page: 17

Page 701 of 2424 ends

This software is registered to: Leighton Group, Inc
:: Lateral displacements estimation for saturated sands ::

Depth
(ft)
(N1)60 Dr
(%)
γmax
(%)
dz
(ft)
LDI LD
(ft)

0.00 Abbreviations
Cumulative lateral displacements:

Dr:
γmax:
dz:

LDI:

LD:

Page 702 of 2424 ends

S P T B A S E D L I Q U E F A C T I O N A N A L Y S I S R E P O R T :: Input parameters and analysis properties ::

Analysis method:

Fines correction method:

Sampling method:

Borehole diameter:

Rod length:

Hammer energy ratio:

NCEER 1998
NCEER 1998
Standard Sampler
200mm

3.30 ft

1.33 G.W.T. (in-situ):

G.W.T. (earthq.):

Earthquake magnitude Mw:

Peak ground acceleration:

Eq. external load:

Project title : Yorba Linda Widening
Location :

SPT Name: LB-4

30.40 ft

20.00 ft

6.67 0.66 g

0.00 tsf
Raw SPT Data
SPT Count (blows/ft)
50403020100
Depth (ft)
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 Raw SPT Data
Insitu
CSR - CRR Plot

CSR - CRR

10.80.60.40.20 Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 CSR - CRR Plot
During earthq.

FS Plot
Factor of Safety

21.510.50
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 FS Plot
During earthq.

LPI
Liquefaction potential
0 2 4
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 LPI
During earthq.

CRR 7.50 clean sand curve
Corrected Blow Count N1(60),cs
1050 15 20 25 30 35 40 45 50
Cyclic Stress Ratio*

0.8 0.7

0.6 0.5

0.4 0.3

0.2 0.1

Page 703 of 2424 ends

CSR - CRR

10.80.60.40.20 Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 CSR - CRR Plot
During earthq.

FS Plot
Factor of Safety
0 0.5 1 1.5 2
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 FS Plot
During earthq.

Vertical Liq. Settlements
Cuml. Settlement (in)
0 0.5 1
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 Vertical Liq. Settlements
During earthq.

Project File: P:\INFOCUS PROJECTS\13501-14000\13867 MTC Yorba Linda\001\Analyses\LiqSV\9-11-24\13867.001_LiqSV_LRM - ev on.lsvs LiqSVs 2.3.2.11 - SPT & Vs Liquefaction Assessment Software Page: 20

Page 704 of 2424 ends

This software is registered to: Leighton Group, Inc
Test
Depth
(ft)
:: Field input data ::

SPT Field
Value
(blows)
Fines
Content
(%)
Unit
Weight
(pcf)
Infl.

Thickness
(ft)
Can
Liquefy

5.00 48 15.00 105.95 5.00 Yes

10.00 25 15.00 120.00 5.00 Yes

15.00 20 3.00 121.65 5.00 Yes

20.00 15 15.00 120.00 5.00 Yes

25.00 14 15.00 120.00 5.00 Yes

30.00 100 15.00 120.00 5.00 Yes

35.00 33 6.00 120.00 5.00 Yes

40.00 40 3.00 120.00 5.00 Yes

45.00 44 3.00 120.00 5.00 Yes

50.00 49 6.00 120.00 5.00 Yes
Abbreviations
Depth:

SPT Field Value:

Fines Content:

Unit Weight:

Infl. Thickness:

Can Liquefy:

Depth CRR7.5
(ft)
SPT
Field
Value
CN CE CB CR CS (N1)60 Fines α β (N1)60cs
Content
(%)
σv
(tsf)
uo
(tsf)
σ'vo
(tsf)
Unit
Weight
(pcf)

5.00 48 105.95 0.26 0.00 0.26 1.52 1.33 1.15 0.75 1.00 84 15.00 2.50 1.05 91 4.000

10.00 25 120.00 0.56 0.00 0.56 1.27 1.33 1.15 0.85 1.00 41 15.00 2.50 1.05 45 4.000

15.00 20 121.65 0.87 0.00 0.87 1.09 1.33 1.15 0.85 1.00 28 3.00 0.00 1.00 28 4.000

20.00 15 120.00 1.17 0.00 1.17 0.95 1.33 1.15 0.95 1.00 21 15.00 2.50 1.05 25 0.285

25.00 14 120.00 1.47 0.00 1.47 0.85 1.33 1.15 0.95 1.00 17 15.00 2.50 1.05 20 0.218

30.00 100 120.00 1.77 0.00 1.77 0.77 1.33 1.15 1.00 1.00 117 15.00 2.50 1.05 125 4.000

35.00 33 120.00 2.07 0.14 1.93 0.73 1.33 1.15 1.00 1.00 37 6.00 0.03 1.00 37 4.000

40.00 40 120.00 2.37 0.30 2.07 0.70 1.33 1.15 1.00 1.00 43 3.00 0.00 1.00 43 4.000

45.00 44 120.00 2.67 0.46 2.21 0.67 1.33 1.15 1.00 1.00 45 3.00 0.00 1.00 45 4.000

50.00 49 120.00 2.97 0.61 2.36 0.64 1.33 1.15 1.00 1.00 48 6.00 0.03 1.00 48 4.000 σv:
uo:
σ'vo:

CN:

CE:

CB:

CR:

CS:

N1(60):
α, β:

N1(60)cs:

CRR7.5:

Depth
(ft)
Unit
Weight
(pcf)
uo,eq
(tsf)
σ'vo,eq
(tsf)
α FS

5.00 105.95 0.26 0.00 0.26 0.99 1.00 0.425 1.35 0.315 1.00 0.315 2.000

10.00 120.00 0.56 0.00 0.56 0.98 1.00 0.420 1.35 0.311 1.00 0.311 2.000 Project File: P:\INFOCUS PROJECTS\13501-14000\13867 MTC Yorba Linda\001\Analyses\LiqSV\9-11-24\13867.001_LiqSV_LRM - ev on.lsvs LiqSVs 2.3.2.11 - SPT & Vs Liquefaction Assessment Software Page: 21

Page 705 of 2424 ends

This software is registered to: Leighton Group, Inc
σv,eq
(tsf)
rd CSR MSF CSReq,M=7.5 Ksigma CSR*
:: Cyclic Stress Ratio calculation (CSR fully adjusted and normalized) ::

Depth
(ft)
Unit
Weight
(pcf)
uo,eq
(tsf)
σ'vo,eq
(tsf)
α FS

15.00 121.65 0.87 0.00 0.87 0.97 1.00 0.416 1.35 0.308 1.00 0.308 2.000

20.00 120.00 1.17 0.00 1.17 0.96 1.00 0.411 1.35 0.304 0.98 0.310 0.919

25.00 120.00 1.47 0.16 1.31 0.94 1.00 0.452 1.35 0.335 0.96 0.350 0.622

30.00 120.00 1.77 0.31 1.46 0.92 1.00 0.479 1.35 0.355 0.94 0.379 2.000

35.00 120.00 2.07 0.47 1.60 0.89 1.00 0.494 1.35 0.366 0.92 0.397 2.000

40.00 120.00 2.37 0.62 1.75 0.85 1.00 0.496 1.35 0.367 0.90 0.406 2.000

45.00 120.00 2.67 0.78 1.89 0.80 1.00 0.487 1.35 0.361 0.89 0.405 2.000

50.00 120.00 2.97 0.94 2.03 0.75 1.00 0.472 1.35 0.349 0.88 0.398 2.000 σv,eq:
uo,eq:
σ'vo,eq:
rd :
α:

CSR :

MSF :

CSReq,M=7.5:

Ksigma:

CSR*:

FS:

1.00 *** User FS:
:: Liquefaction potential according to Iwasaki ::

Depth
(ft)
FS F Thickness
(ft)
wz IL

5.00 2.000 0.00 9.24 5.00 0.00

10.00 2.000 0.00 8.48 5.00 0.00

15.00 2.000 0.00 7.71 5.00 0.00

20.00 0.919 0.08 6.95 5.00 0.86

25.00 0.622 0.38 6.19 5.00 3.56

30.00 2.000 0.00 5.43 5.00 0.00

35.00 2.000 0.00 4.67 5.00 0.00

40.00 2.000 0.00 3.90 5.00 0.00

45.00 2.000 0.00 3.14 5.00 0.00

50.00 2.000 0.00 2.38 5.00 0.00

4.42 IL = 0.00 - No liquefaction
IL between 0.00 and 5 - Liquefaction not probable
IL between 5 and 15 - Liquefaction probable
IL > 15 - Liquefaction certain
Overall potential IL :
:: Vertical settlements estimation for dry sands ::

Depth
(ft)
(N1)60 τav p Gmax
(tsf)
α b γ
(%)
ε15 Nc εNc
(%)
ΔS
(in)
Δh
(ft)

5.00 84 0.11 0.18 824.70 0.13 18059.39 0.03 0.00 8.42 0.00 5.00 0.005

10.00 41 0.24 0.38 948.24 0.14 11464.63 0.08 0.00 8.42 0.02 5.00 0.030

15.00 28 0.36 0.58 1035.72 0.15 8853.64 0.13 0.00 8.42 0.07 5.00 0.079 Project File: P:\INFOCUS PROJECTS\13501-14000\13867 MTC Yorba Linda\001\Analyses\LiqSV\9-11-24\13867.001_LiqSV_LRM - ev on.lsvs LiqSVs 2.3.2.11 - SPT & Vs Liquefaction Assessment Software Page: 22

Page 706 of 2424 ends

This software is registered to: Leighton Group, Inc
:: Vertical settlements estimation for dry sands ::

Depth
(ft)
(N1)60 τav p Gmax
(tsf)
α b γ
(%)
ε15 Nc εNc
(%)
ΔS
(in)
Δh
(ft)
Abbreviations
τav:
p:

Gmax:
α, b:
γ:
ε15:

Nc:
εNc:

Δh:

ΔS:

Average cyclic shear stress
Average stress
Maximum shear modulus (tsf)
Shear strain formula variables
Average shear strain (%)
Volumetric strain after 15 cycles
Number of cycles
Volumetric strain for number of cycles Nc (%)
Thickness of soil layer (in)
Settlement of soil layer (in)
Cumulative settlemetns: 0.114
:: Vertical settlements estimation for saturated sands ::

Depth
(ft)
D50
(in)
qc/N ev
(%)
Δh
(ft)
s
(in)
ev
weight
factor

20.00 0.00 5.00 0.66 0.74 5.00 0.447

25.00 0.00 5.00 0.58 1.35 5.00 0.808

30.00 0.00 5.00 0.49 0.00 5.00 0.000

35.00 0.00 5.00 0.41 0.00 5.00 0.000

40.00 0.00 5.00 0.32 0.00 5.00 0.000

45.00 0.00 5.00 0.24 0.00 5.00 0.000

50.00 0.00 5.00 0.15 0.00 5.00 0.000
Abbreviations
Cumulative settlements: 1.255
D50:
qc/N:
ev:

Δh:
s:

Depth
(ft)
(N1)60 Dr
(%)
γmax
(%)
dz
(ft)
LDI LD
(ft)

5.00 84 100.00 0.00 5.00 0.000 0.00

10.00 41 89.64 0.00 5.00 0.000 0.00

15.00 28 74.08 0.00 5.00 0.000 0.00

20.00 21 64.16 5.21 5.00 0.000 0.00

25.00 17 57.72 22.70 5.00 0.000 0.00

30.00 117 100.00 0.00 5.00 0.000 0.00

35.00 37 85.16 0.00 5.00 0.000 0.00

40.00 43 100.00 0.00 5.00 0.000 0.00

45.00 45 100.00 0.00 5.00 0.000 0.00

50.00 48 100.00 0.00 5.00 0.000 0.00
Project File: P:\INFOCUS PROJECTS\13501-14000\13867 MTC Yorba Linda\001\Analyses\LiqSV\9-11-24\13867.001_LiqSV_LRM - ev on.lsvs LiqSVs 2.3.2.11 - SPT & Vs Liquefaction Assessment Software Page: 23

Page 707 of 2424 ends

This software is registered to: Leighton Group, Inc
:: Lateral displacements estimation for saturated sands ::

Depth
(ft)
(N1)60 Dr
(%)
γmax
(%)
dz
(ft)
LDI LD
(ft)

0.00 Abbreviations
Cumulative lateral displacements:

Dr:
γmax:
dz:

LDI:

LD:

Page 708 of 2424 ends

S P T B A S E D L I Q U E F A C T I O N A N A L Y S I S R E P O R T :: Input parameters and analysis properties ::

Analysis method:

Fines correction method:

Sampling method:

Borehole diameter:

Rod length:

Hammer energy ratio:

NCEER 1998
NCEER 1998
Standard Sampler
200mm

3.30 ft

1.33 G.W.T. (in-situ):

G.W.T. (earthq.):

Earthquake magnitude Mw:

Peak ground acceleration:

Eq. external load:

Project title : Yorba Linda Widening
Location :

SPT Name: LB-5

11.90 ft

5.00 ft

6.70 0.66 g

0.00 tsf
Raw SPT Data
SPT Count (blows/ft)
50403020100
Depth (ft)
65 60
55 50
45 40
35 30
25 20
15 10
5 Raw SPT Data
Insitu
CSR - CRR Plot

CSR - CRR

10.80.60.40.20 Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
CSR - CRR Plot
During earthq.

FS Plot
Factor of Safety

21.510.50
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
FS Plot
During earthq.

LPI
Liquefaction potential
0 Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
LPI
During earthq.

CRR 7.50 clean sand curve
Corrected Blow Count N1(60),cs
1050 15 20 25 30 35 40 45 50
Cyclic Stress Ratio*

0.8 0.7

0.6 0.5

0.4 0.3

0.2 0.1

Page 709 of 2424 ends

This software is registered to: Leighton Group, Inc
Raw SPT Data
SPT Count (blows/ft)
50403020100
Depth (ft)
66 64
62 60
58 56
54 52
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
Raw SPT Data
Insitu
CSR - CRR Plot

CSR - CRR

10.80.60.40.20 Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
CSR - CRR Plot
During earthq.

FS Plot
Factor of Safety
0 0.5 1 1.5 2
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
FS Plot
During earthq.

Vertical Liq. Settlements
Cuml. Settlement (in)
0 Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
Vertical Liq. Settlements
During earthq.

Lateral Liq. Displacements
Cuml. Displacement (ft)
0 Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
Lateral Liq. Displacements
During earthq.
:: Overall Liquefaction Assessment Analysis Plots ::

Project File: P:\INFOCUS PROJECTS\13501-14000\13867 MTC Yorba Linda\001\Analyses\LiqSV\9-11-24\13867.001_LiqSV_LRM - ev on.lsvs LiqSVs 2.3.2.11 - SPT & Vs Liquefaction Assessment Software Page: 26

Page 710 of 2424 ends

This software is registered to: Leighton Group, Inc
Test
Depth
(ft)
:: Field input data ::

SPT Field
Value
(blows)
Fines
Content
(%)
Unit
Weight
(pcf)
Infl.

Thickness
(ft)
Can
Liquefy

5.00 29 3.00 111.53 5.00 Yes

10.00 19 3.00 120.00 5.00 Yes

15.00 29 3.00 126.15 5.00 Yes

20.00 40 11.00 120.00 5.00 Yes

25.00 23 11.00 120.00 5.00 Yes

30.00 39 11.00 120.00 5.00 Yes

35.00 54 11.00 120.00 5.00 Yes

40.00 40 11.00 120.00 5.00 Yes

45.00 53 3.00 120.00 5.00 Yes

50.00 100 3.00 120.00 5.00 Yes

55.00 42 11.00 120.00 5.00 Yes

60.00 65 11.00 120.00 5.00 Yes

65.00 100 11.00 120.00 5.00 Yes
Abbreviations
Depth:

SPT Field Value:

Fines Content:

Unit Weight:

Infl. Thickness:

Can Liquefy:

Depth CRR7.5
(ft)
SPT
Field
Value
CN CE CB CR CS (N1)60 Fines α β (N1)60cs
Content
(%)
σv
(tsf)
uo
(tsf)
σ'vo
(tsf)
Unit
Weight
(pcf)

5.00 29 111.53 0.28 0.00 0.28 1.50 1.33 1.15 0.75 1.00 50 3.00 0.00 1.00 50 4.000

10.00 19 120.00 0.58 0.00 0.58 1.26 1.33 1.15 0.85 1.00 31 3.00 0.00 1.00 31 4.000

15.00 29 126.15 0.89 0.10 0.80 1.13 1.33 1.15 0.85 1.00 42 3.00 0.00 1.00 42 4.000

20.00 40 120.00 1.19 0.25 0.94 1.05 1.33 1.15 0.95 1.00 61 11.00 1.21 1.03 64 4.000

25.00 23 120.00 1.49 0.41 1.09 0.99 1.33 1.15 0.95 1.00 33 11.00 1.21 1.03 35 4.000

30.00 39 120.00 1.79 0.56 1.23 0.93 1.33 1.15 1.00 1.00 56 11.00 1.21 1.03 59 4.000

35.00 54 120.00 2.09 0.72 1.37 0.88 1.33 1.15 1.00 1.00 73 11.00 1.21 1.03 76 4.000

40.00 40 120.00 2.39 0.88 1.52 0.84 1.33 1.15 1.00 1.00 51 11.00 1.21 1.03 54 4.000

45.00 53 120.00 2.69 1.03 1.66 0.79 1.33 1.15 1.00 1.00 64 3.00 0.00 1.00 64 4.000

50.00 100 120.00 2.99 1.19 1.81 0.76 1.33 1.15 1.00 1.00 116 3.00 0.00 1.00 116 4.000

55.00 42 120.00 3.29 1.34 1.95 0.72 1.33 1.15 1.00 1.00 46 11.00 1.21 1.03 48 4.000

60.00 65 120.00 3.59 1.50 2.09 0.69 1.33 1.15 1.00 1.00 69 11.00 1.21 1.03 72 4.000

65.00 100 120.00 3.89 1.66 2.24 0.66 1.33 1.15 1.00 1.00 102 11.00 1.21 1.03 106 4.000 σv:
uo:
σ'vo:

CN:

CE:

CB:

CR:

CS:

N1(60):
α, β:

N1(60)cs:

CRR7.5:

Total stress during SPT test (tsf)
Water pore pressure during SPT test (tsf)
Effective overburden pressure during SPT test (tsf)
Overburden corretion factor
Energy correction factor
Borehole diameter correction factor
Rod length correction factor
Liner correction factor
Corrected NSPT to a 60% energy ratio
Clean sand equivalent clean sand formula coefficients
Corected N1(60) value for fines content
Cyclic resistance ratio for M=7.5
Abbreviations
Project File: P:\INFOCUS PROJECTS\13501-14000\13867 MTC Yorba Linda\001\Analyses\LiqSV\9-11-24\13867.001_LiqSV_LRM - ev on.lsvs LiqSVs 2.3.2.11 - SPT & Vs Liquefaction Assessment Software Page: 27

Page 711 of 2424 ends

This software is registered to: Leighton Group, Inc
σv,eq
(tsf)
rd CSR MSF CSReq,M=7.5 Ksigma CSR*
:: Cyclic Stress Ratio calculation (CSR fully adjusted and normalized) ::

Depth
(ft)
Unit
Weight
(pcf)
uo,eq
(tsf)
σ'vo,eq
(tsf)
α FS

5.00 111.53 0.28 0.00 0.28 0.99 1.00 0.425 1.33 0.318 1.00 0.318 2.000

10.00 120.00 0.58 0.16 0.42 0.98 1.00 0.575 1.33 0.431 1.00 0.431 2.000

15.00 126.15 0.89 0.31 0.58 0.97 1.00 0.638 1.33 0.478 1.00 0.478 2.000

20.00 120.00 1.19 0.47 0.73 0.96 1.00 0.675 1.33 0.506 1.00 0.506 2.000

25.00 120.00 1.49 0.62 0.87 0.94 1.00 0.694 1.33 0.520 1.00 0.520 2.000

30.00 120.00 1.79 0.78 1.01 0.92 1.00 0.699 1.33 0.524 1.00 0.524 2.000

35.00 120.00 2.09 0.94 1.16 0.89 1.00 0.691 1.33 0.518 0.98 0.527 2.000

40.00 120.00 2.39 1.09 1.30 0.85 1.00 0.671 1.33 0.503 0.96 0.524 2.000

45.00 120.00 2.69 1.25 1.45 0.80 1.00 0.642 1.33 0.481 0.94 0.512 2.000

50.00 120.00 2.99 1.40 1.59 0.75 1.00 0.608 1.33 0.456 0.92 0.494 2.000

55.00 120.00 3.29 1.56 1.73 0.70 1.00 0.573 1.33 0.430 0.91 0.474 2.000

60.00 120.00 3.59 1.72 1.88 0.66 1.00 0.541 1.33 0.406 0.89 0.455 2.000

65.00 120.00 3.89 1.87 2.02 0.62 1.00 0.514 1.33 0.385 0.88 0.438 2.000 σv,eq:
uo,eq:
σ'vo,eq:
rd :
α:

CSR :

MSF :

CSReq,M=7.5:

Ksigma:

CSR*:

FS:

1.00 *** User FS:
:: Liquefaction potential according to Iwasaki ::

Depth
(ft)
FS F Thickness
(ft)
wz IL

5.00 2.000 0.00 9.24 5.00 0.00

10.00 2.000 0.00 8.48 5.00 0.00

15.00 2.000 0.00 7.71 5.00 0.00

20.00 2.000 0.00 6.95 5.00 0.00

25.00 2.000 0.00 6.19 5.00 0.00

30.00 2.000 0.00 5.43 5.00 0.00

35.00 2.000 0.00 4.67 5.00 0.00

40.00 2.000 0.00 3.90 5.00 0.00

45.00 2.000 0.00 3.14 5.00 0.00

50.00 2.000 0.00 2.38 5.00 0.00

55.00 2.000 0.00 1.62 5.00 0.00

60.00 2.000 0.00 0.86 5.00 0.00

65.00 2.000 0.00 0.09 5.00 0.00

0.00 IL = 0.00 - No liquefaction
IL between 0.00 and 5 - Liquefaction not probable
IL between 5 and 15 - Liquefaction probable
IL > 15 - Liquefaction certain
Overall potential IL :

Project File: P:\INFOCUS PROJECTS\13501-14000\13867 MTC Yorba Linda\001\Analyses\LiqSV\9-11-24\13867.001_LiqSV_LRM - ev on.lsvs LiqSVs 2.3.2.11 - SPT & Vs Liquefaction Assessment Software Page: 28

Page 712 of 2424 ends

This software is registered to: Leighton Group, Inc
:: Vertical settlements estimation for saturated sands ::

Depth
(ft)
D50
(in)
qc/N ev
(%)
Δh
(ft)
s
(in)
ev
weight
factor

5.00 0.00 5.00 0.92 0.00 5.00 0.000

10.00 0.00 5.00 0.83 0.00 5.00 0.000

15.00 0.00 5.00 0.75 0.00 5.00 0.000

20.00 0.00 5.00 0.66 0.00 5.00 0.000

25.00 0.00 5.00 0.58 0.00 5.00 0.000

30.00 0.00 5.00 0.49 0.00 5.00 0.000

35.00 0.00 5.00 0.41 0.00 5.00 0.000

40.00 0.00 5.00 0.32 0.00 5.00 0.000

45.00 0.00 5.00 0.24 0.00 5.00 0.000

50.00 0.00 5.00 0.15 0.00 5.00 0.000

55.00 0.00 5.00 0.07 0.00 5.00 0.000

60.00 0.00 5.00 0.00 0.00 5.00 0.000

65.00 0.00 5.00 0.00 0.00 5.00 0.000
Abbreviations
Cumulative settlements: 0.000
D50:
qc/N:
ev:

Δh:
s:

Depth
(ft)
(N1)60 Dr
(%)
γmax
(%)
dz
(ft)
LDI LD
(ft)

5.00 50 100.00 0.00 5.00 0.000 0.00

10.00 31 77.95 0.00 5.00 0.000 0.00

15.00 42 90.73 0.00 5.00 0.000 0.00

20.00 61 100.00 0.00 5.00 0.000 0.00

25.00 33 80.42 0.00 5.00 0.000 0.00

30.00 56 100.00 0.00 5.00 0.000 0.00

35.00 73 100.00 0.00 5.00 0.000 0.00

40.00 51 100.00 0.00 5.00 0.000 0.00

45.00 64 100.00 0.00 5.00 0.000 0.00

50.00 116 100.00 0.00 5.00 0.000 0.00

55.00 46 100.00 0.00 5.00 0.000 0.00

60.00 69 100.00 0.00 5.00 0.000 0.00

65.00 102 100.00 0.00 5.00 0.000 0.00

0.00 Abbreviations
Cumulative lateral displacements:

Dr:
γmax:
dz:

LDI:

LD:

Page 713 of 2424 ends

S P T B A S E D L I Q U E F A C T I O N A N A L Y S I S R E P O R T :: Input parameters and analysis properties ::

Analysis method:

Fines correction method:

Sampling method:

Borehole diameter:

Rod length:

Hammer energy ratio:

NCEER 1998
NCEER 1998
Standard Sampler
200mm

3.30 ft

1.33 G.W.T. (in-situ):

G.W.T. (earthq.):

Earthquake magnitude Mw:

Peak ground acceleration:

Eq. external load:

Project title : Yorba Linda Widening
Location :

SPT Name: LB-6

10.80 ft

5.00 ft

6.70 0.66 g

0.00 tsf
Raw SPT Data
SPT Count (blows/ft)
50403020100
Depth (ft)
62 60
58 56
54 52
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
Raw SPT Data
Insitu
CSR - CRR Plot

CSR - CRR

10.80.60.40.20 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
CSR - CRR Plot
During earthq.

FS Plot
Factor of Safety

21.510.50
Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
FS Plot
During earthq.

LPI
Liquefaction potential
0 5 10
Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
LPI
During earthq.

CRR 7.50 clean sand curve
Corrected Blow Count N1(60),cs
1050 15 20 25 30 35 40 45 50
Cyclic Stress Ratio*

0.8 0.7

0.6 0.5

0.4 0.3

0.2 0.1

Page 714 of 2424 ends

This software is registered to: Leighton Group, Inc
Raw SPT Data
SPT Count (blows/ft)
50403020100
Depth (ft)
62 60
58 56
54 52
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
Raw SPT Data
Insitu
CSR - CRR Plot

CSR - CRR

10.80.60.40.20 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
CSR - CRR Plot
During earthq.

FS Plot
Factor of Safety
0 0.5 1 1.5 2
Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
FS Plot
During earthq.

Vertical Liq. Settlements
Cuml. Settlement (in)
0 0.5 1 1.5
Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
Vertical Liq. Settlements
During earthq.

Lateral Liq. Displacements
Cuml. Displacement (ft)
0 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
Lateral Liq. Displacements
During earthq.
:: Overall Liquefaction Assessment Analysis Plots ::

Project File: P:\INFOCUS PROJECTS\13501-14000\13867 MTC Yorba Linda\001\Analyses\LiqSV\9-11-24\13867.001_LiqSV_LRM - ev on.lsvs LiqSVs 2.3.2.11 - SPT & Vs Liquefaction Assessment Software Page: 31

Page 715 of 2424 ends

This software is registered to: Leighton Group, Inc
Test
Depth
(ft)
:: Field input data ::

SPT Field
Value
(blows)
Fines
Content
(%)
Unit
Weight
(pcf)
Infl.

Thickness
(ft)
Can
Liquefy

5.00 35 60.00 120.00 5.00 Yes

10.00 27 60.00 115.62 5.00 Yes

15.00 18 3.00 120.00 5.00 Yes

20.00 35 3.00 136.11 5.00 Yes

25.00 57 3.00 120.00 5.00 Yes

30.00 7 6.00 120.00 5.00 Yes

35.00 57 10.00 120.00 5.00 Yes

40.00 73 9.00 120.00 10.00 Yes

50.00 50 10.00 120.00 10.00 Yes

60.00 100 10.00 120.00 0.50 Yes
Abbreviations
Depth:

SPT Field Value:

Fines Content:

Unit Weight:

Infl. Thickness:

Can Liquefy:

Depth CRR7.5
(ft)
SPT
Field
Value
CN CE CB CR CS (N1)60 Fines α β (N1)60cs
Content
(%)
σv
(tsf)
uo
(tsf)
σ'vo
(tsf)
Unit
Weight
(pcf)

5.00 35 120.00 0.30 0.00 0.30 1.48 1.33 1.15 0.75 1.00 60 60.00 5.00 1.20 77 4.000

10.00 27 115.62 0.59 0.00 0.59 1.25 1.33 1.15 0.85 1.00 44 60.00 5.00 1.20 58 4.000

15.00 18 120.00 0.89 0.13 0.76 1.15 1.33 1.15 0.85 1.00 27 3.00 0.00 1.00 27 0.323

20.00 35 136.11 1.23 0.29 0.94 1.05 1.33 1.15 0.95 1.00 54 3.00 0.00 1.00 54 4.000

25.00 57 120.00 1.53 0.44 1.09 0.99 1.33 1.15 0.95 1.00 82 3.00 0.00 1.00 82 4.000

30.00 7 120.00 1.83 0.60 1.23 0.93 1.33 1.15 1.00 1.00 10 6.00 0.03 1.00 10 0.110

35.00 57 120.00 2.13 0.76 1.37 0.88 1.33 1.15 1.00 1.00 77 10.00 0.87 1.02 80 4.000

40.00 73 120.00 2.43 0.91 1.52 0.83 1.33 1.15 1.00 1.00 93 9.00 0.56 1.02 95 4.000

50.00 50 120.00 3.03 1.22 1.81 0.76 1.33 1.15 1.00 1.00 58 10.00 0.87 1.02 60 4.000

60.00 100 120.00 3.63 1.54 2.09 0.69 1.33 1.15 1.00 1.00 106 10.00 0.87 1.02 109 4.000 σv:
uo:
σ'vo:

CN:

CE:

CB:

CR:

CS:

N1(60):
α, β:

N1(60)cs:

CRR7.5:

Depth
(ft)
Unit
Weight
(pcf)
uo,eq
(tsf)
σ'vo,eq
(tsf)
α FS

5.00 120.00 0.30 0.00 0.30 0.99 1.00 0.425 1.33 0.318 1.00 0.318 2.000

10.00 115.62 0.59 0.16 0.43 0.98 1.00 0.571 1.33 0.428 1.00 0.428 2.000 Project File: P:\INFOCUS PROJECTS\13501-14000\13867 MTC Yorba Linda\001\Analyses\LiqSV\9-11-24\13867.001_LiqSV_LRM - ev on.lsvs LiqSVs 2.3.2.11 - SPT & Vs Liquefaction Assessment Software Page: 32

Page 716 of 2424 ends

This software is registered to: Leighton Group, Inc
σv,eq
(tsf)
rd CSR MSF CSReq,M=7.5 Ksigma CSR*
:: Cyclic Stress Ratio calculation (CSR fully adjusted and normalized) ::

Depth
(ft)
Unit
Weight
(pcf)
uo,eq
(tsf)
σ'vo,eq
(tsf)
α FS

15.00 120.00 0.89 0.31 0.58 0.97 1.00 0.640 1.33 0.480 1.00 0.480 0.673

20.00 136.11 1.23 0.47 0.76 0.96 1.00 0.663 1.33 0.497 1.00 0.497 2.000

25.00 120.00 1.53 0.62 0.91 0.94 1.00 0.683 1.33 0.512 1.00 0.512 2.000

30.00 120.00 1.83 0.78 1.05 0.92 1.00 0.688 1.33 0.516 1.00 0.516 0.212

35.00 120.00 2.13 0.94 1.19 0.89 1.00 0.682 1.33 0.511 0.98 0.523 2.000

40.00 120.00 2.43 1.09 1.34 0.85 1.00 0.663 1.33 0.497 0.95 0.521 2.000

50.00 120.00 3.03 1.40 1.63 0.75 1.00 0.602 1.33 0.451 0.92 0.492 2.000

60.00 120.00 3.63 1.72 1.91 0.66 1.00 0.536 1.33 0.402 0.89 0.453 2.000 σv,eq:
uo,eq:
σ'vo,eq:
rd :
α:

CSR :

MSF :

CSReq,M=7.5:

Ksigma:

CSR*:

FS:

1.00 *** User FS:
:: Liquefaction potential according to Iwasaki ::

Depth
(ft)
FS F Thickness
(ft)
wz IL

5.00 2.000 0.00 9.24 5.00 0.00

10.00 2.000 0.00 8.48 5.00 0.00

15.00 0.673 0.33 7.71 5.00 3.84

20.00 2.000 0.00 6.95 5.00 0.00

25.00 2.000 0.00 6.19 5.00 0.00

30.00 0.212 0.79 5.43 5.00 6.52

35.00 2.000 0.00 4.67 5.00 0.00

40.00 2.000 0.00 3.90 5.00 0.00

50.00 2.000 0.00 2.38 10.00 0.00

60.00 2.000 0.00 0.86 10.00 0.00

10.35 IL = 0.00 - No liquefaction
IL between 0.00 and 5 - Liquefaction not probable
IL between 5 and 15 - Liquefaction probable
IL > 15 - Liquefaction certain
Overall potential IL :
:: Vertical settlements estimation for saturated sands ::

Depth
(ft)
D50
(in)
qc/N ev
(%)
Δh
(ft)
s
(in)
ev
weight
factor

5.00 0.00 5.00 0.92 0.00 5.00 0.000

10.00 0.00 5.00 0.83 0.00 5.00 0.000

15.00 0.00 5.00 0.75 1.20 5.00 0.718

20.00 0.00 5.00 0.66 0.00 5.00 0.000

25.00 0.00 5.00 0.58 0.00 5.00 0.000
Project File: P:\INFOCUS PROJECTS\13501-14000\13867 MTC Yorba Linda\001\Analyses\LiqSV\9-11-24\13867.001_LiqSV_LRM - ev on.lsvs LiqSVs 2.3.2.11 - SPT & Vs Liquefaction Assessment Software Page: 33

Page 717 of 2424 ends

Yorba Linda City CouncilJanuary 20, 2026

Yorba Linda City Council
January 20, 2026