HomeMy WebLinkAboutPA2023-0076_20230403_Geotechnical Design report dated March 2022
Attachment 4c
Geotechnical Design Report
DESIGN MEMORANDUM 4
Geotechnical
DM4 – Geotechnical Design Report
Project No. 5-67
Bay Bridge Pump Station Replacement
March 2022
FINAL PDR
DESIGN MEMO 4
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Mr. Tom Lam, Project Manager
Orange County Sanitation District
10844 Ellis Avenue,
Fountain Valley, CA 92708
Subject: Geotechnical Design Report
Orange County Sanitation District
Bay Bridge Pump Station Replacement, Project No. 5-67
Dear Mr. Lam,
We are pleased to provide you with our Geotechnical Design Report (GDR) in support of the proposed Bay
Bridge Pump Station Replacement, Project No. 5-67.
The report summarizes the geotechnical study performed under Task 2.2.1.4 and includes geotechnical
recommendations for design and construction of project improvements.
We hope this report meets your current project needs. If you need additional information, please contact
Praveen Yerra at (714) 567- 2492 or at Praveen.Yerra@aecom.com.
Sincerely,
AECOM
__________________________________ ___________________________________
Praveen K. Yerra, P.E.Paul Salter, C.E.G.
Project Geotechnical Engineer Certified Engineering Geologist
PE 81209 Exp. 9/30/21 CEG 2298 Exp. 01/31/23
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Table of Contents
____________________________________________________________________________________
Section 1: Introduction ..........................................................................................................1-1
1.1 General .....................................................................................................................1-1
1.1.1 Project Overview ..........................................................................................1-1
1.1.2 Site Description ............................................................................................1-1
1.1.3 Review of Existing Data ................................................................................1-1
1.2 Scope of Work ...........................................................................................................1-3
Section 2: Project Description ..............................................................................................2-1
Section 3: Geotechnical Investigations ................................................................................3-1
3.1 Permitting ..................................................................................................................3-1
3.2 Utility Clearance for Boreholes ..................................................................................3-1
3.3 Traffic Control ............................................................................................................3-2
3.4 Sediment Sampling and Analysis ..............................................................................3-2
3.4.1 Mobilization ..................................................................................................3-2
3.4.2 Vibracore Sediment Sampling ......................................................................3-2
3.5 Geotechnical Sampling and Testing ..........................................................................3-3
3.5.1 Offshore Drilling Operations..........................................................................3-3
3.5.2 Onshore Drilling Operations..........................................................................3-5
3.5.3 Geotechnical Laboratory Testing ..................................................................3-5
3.6 Groundwater Well Installation and Sampling .............................................................3-6
3.6.1 Monitoring Well Borings ................................................................................3-6
3.6.2 Monitoring Well Abandonment ......................................................................3-6
3.6.3 Slug Testing .................................................................................................3-6
3.7 Waste Management ..................................................................................................3-7
3.7.1 Soil Cuttings or Drilling Fluid Disposal ..........................................................3-7
3.7.2 Decontamination Water Disposal ..................................................................3-8
Section 4: Geology and Subsurface Conditions ..................................................................4-1
4.1 Regional and Site Geology ........................................................................................4-1
4.2 Regional Hydrogeology .............................................................................................4-1
4.3 Groundwater ..............................................................................................................4-1
4.4 Subsurface Materials .................................................................................................4-2
4.4.1 Surface Conditions .......................................................................................4-2
4.4.2 Subsurface Conditions..................................................................................4-3
Section 5: Geotechnical Evaluations ....................................................................................5-1
5.1 Ground Motions .........................................................................................................5-1
5.1.1 Seismicity .....................................................................................................5-1
5.1.2 Surface Fault Rupture...................................................................................5-2
5.1.3 Earthquake-Induced Landslides ...................................................................5-2
5.1.4 Seismic Parameters .....................................................................................5-2
5.2 Liquefaction, Lateral Spreading and Post-Liquefaction Settlement ............................5-3
5.3 Slope Instability/Landslides .......................................................................................5-4
5.4 Storm-Induced Flooding ............................................................................................5-4
5.5 Seiche .......................................................................................................................5-5
5.6 Tsunami ....................................................................................................................5-5
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5.7 Scour .........................................................................................................................5-5
5.8 Expansive and Collapsible Soil Potential ...................................................................5-5
5.9 Ground Subsidence ...................................................................................................5-6
5.10 Corrosion ...................................................................................................................5-7
Section 6: Conclusions and Recommendations ..................................................................6-1
6.1 Earthwork Recommendations ....................................................................................6-1
6.1.1 General Earthwork and Grading Specifications.............................................6-1
6.1.2 Site Clearing .................................................................................................6-1
6.2 Ground Improvement Recommendations for Liquefaction/Static Settlement
Mitigation ...................................................................................................................6-1
6.2.1 General ........................................................................................................6-1
6.2.2 Vibro Stone Columns for Ground Improvement ............................................6-1
6.3 Open-Cut Pit and Trenching Recommendations ........................................................6-2
6.3.1 General ........................................................................................................6-2
6.3.2 Excavations ..................................................................................................6-2
6.3.3 Trench Wall Stability .....................................................................................6-2
6.4 Construction Dewatering ...........................................................................................6-3
6.4.1 Shallow Groundwater/Dewatering ................................................................6-3
6.4.2 Disposal .......................................................................................................6-3
6.4.3 Control of Surface Water ..............................................................................6-3
6.4.4 Temporary Construction Shoring ..................................................................6-4
6.4.5 Trench Preparation and Backfill ....................................................................6-6
6.4.5.1 General Considerations ...................................................................6-6
6.4.5.2 Subgrade Preparation ......................................................................6-6
6.5 Secant Pile Shoring Recommendations .....................................................................6-9
6.5.1 Minimum Diameter .......................................................................................6-9
6.5.2 Construction Method ....................................................................................6-9
6.5.3 Minimum Embedment ...................................................................................6-9
6.5.4 Lateral Pressures .........................................................................................6-9
6.6 Jack and Bore (HAB) .................................................................................................6-9
6.6.1 Construction Method ....................................................................................6-9
6.6.2 Suitable Ground Conditions ..........................................................................6-9
6.6.3 Pipe Size and Material Type .......................................................................6-10
6.6.4 Alignment and Grade ..................................................................................6-10
6.6.5 Vertical Cover and Horizontal Separation ...................................................6-10
6.6.6 Access Shafts/Staging Areas......................................................................6-10
6.6.7 Settlement ..................................................................................................6-11
6.6.8 Groundwater Control ..................................................................................6-11
6.7 Microtunneling Recommendations ...........................................................................6-11
6.7.1 Slurry Microtunneling ..................................................................................6-12
6.7.2 Surface Settlements ...................................................................................6-13
6.7.3 Groundwater Control ..................................................................................6-13
6.7.4 Pipe Size and Types ...................................................................................6-13
6.7.5 Muck and Groundwater Disposal ................................................................6-13
6.7.6 Work/Staging Areas ....................................................................................6-13
6.8 Dredging ..................................................................................................................6-14
6.8.1 Permits .......................................................................................................6-14
6.8.2 Maintenance of Vessel Traffic through Channel..........................................6-14
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6.8.3 Protection of Existing Facilities ...................................................................6-15
6.8.4 Ocean Disposal of Dredged Materials ........................................................6-15
6.8.5 Upland Disposal of Dredged Materials ........................................................6-15
6.9 Pump Station Foundations ......................................................................................6-16
6.9.1 Pump Station and Pipeline Differential Settlement ......................................6-16
6.10 Lateral Pressure Recommendations for Permanent Walls .......................................6-16
6.11 Pavement Replacement ..........................................................................................6-16
Section 7: Construction Considerations ..............................................................................7-1
7.1 General .....................................................................................................................7-1
7.2 Pipeline .....................................................................................................................7-2
7.3 Pump Station .............................................................................................................7-2
Section 8: Limitations ............................................................................................................8-1
Section 9: References ............................................................................................................9-1
Tables
Table 3.7-1. Slug Testing Results ........................................................................................................ 3-7
Table 4.3-1. Depth to Encountered Groundwater ................................................................................. 4-2
Table 5.1-1. Summary of Significant Faults .......................................................................................... 5-2
Table 5.1-2. Seismic Design Coefficients ............................................................................................. 5-3
Table 6.3-3. Summary of Recommended Lateral Earth Pressure Parameters ...................................... 6-5
Table 6.6-4. Ground Classification for Tunneling ................................................................................ 6-12
Figures
Figure 1 – Site Vicinity Map
Figure 2 – Exploration Plan
Figure 3 – Regional Geologic Map
Figure 4 – Fault and Epicenter Map
Figure 5 – Seismic Hazard Zone Map
Figure 6A through 6C – Plan and Profile Alternative 1A (Geologic Cross Section)
Figure 7A through 7C – Recommended Lateral Earth Pressures for Walls
Figure 8 – Ground Improvement Layout
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Appendices
Appendix A – Geotechnical Explorations
Appendix B – Geotechnical Laboratory Testing
Appendix C – Analytical Test Data
Appendix D – Slug Test Results
Appendix E – Kinnetic Laboratories, Inc. – Sampling and Analysis Report (2021)
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Acronyms
ACI American Concrete Institute
AECOM AECOM Technical Services, Inc. (Consultant)
ags Above ground surface
AIS American Integrated Services, Inc. (Subcontractor)
ASTM ASTM International
ATC Applied Technology Council
BBPS Bay Bridge pump station
bgs Below ground surface
btoc Below top of casing
Cal/OSHA California Division of Occupational Safety and Health Administration
CDWR California Department of Water Resources
CGS California Geological Survey
Channel Newport Bay Channel
CIDH Cast-in-drilled-hole
CLSM Controlled low strength material
cm Centimeters
cm2 Square centimeters
CTM California test method
CWA Clean Water Act
D Depth
DOT Department of Transportation
EPA U.S. Environmental Protection Agency
Ft Foot/Feet
ft2 Square foot/feet
ft bgs feet below ground surface
FTM Full Traffic Maintenance, Inc. (Subcontractor)
GDR Geotechnical design report
GFRP Glass Fiber Reinforced Pipe
gpd Gallons per day
Gregg Gregg Drilling & Testing (Subcontractor)
HAI Hushmand Associates, Inc.
HDPE High density polyethylene
in Inches
Jack and bore HAB
KLI Kinnetic Laboratories, Inc. (Subcontractor)
LL Liquid limit
M Earthquake magnitude
Mmax Maximum moment magnitude
Mod Cal Modified-California
MSL Mean Sea Level
MTBM Microtunneling machine
Newport Dunes Newport Dunes Waterfront Resort and Marina
NIFZ Newport-Inglewood Fault Zone
NFM Newport Force Main
OC San Orange County Sanitation District (Client)
OD Outside diameter
PCH Pacific Coast Highway
pcf Pounds per cubic foot
PCP Polymer Concrete Pipe
PI Plasticity Index
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psf pounds per square foot
PVC Polyvinyl chloride
RCP Reinforce Concrete Pipe
ROW Right-of-way
sec Second
Skiff Carolina Skiff support vehicle
SPT Standard penetration test
T2 T2 Utility Engineers (Subcontractor)
TBR Technical Background Report
USA Underground Service Alert
USACE U.S. Army Corps of Engineers
USGS U.S. Geological Survey
VCP Vitrified Concrete Pipe
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Section 1: Introduction
1.1 General
This Geotechnical Design Report (GDR) presents the results of the interpretation study performed by
AECOM Technical Services, Inc. (AECOM) for the proposed Orange County Sanitation District (OC San)
Bay Bridge Pump Station Replacement; OC San Project No. 5-67. Project 5-67 is intended to replace the
existing Bay Bridge Pump Station (BBPS) located in the City of Newport Beach on the inland (north) side
of Pacific Coast Highway (PCH), east of the Newport Bay Channel (Channel) and two pipelines, extending
from the existing pump station to the west side of the Channel (see Figure 1, which shows the project
vicinity). This report was prepared under the Agreement for Subcontractor Services between Arcadis and
AECOM, executed on November 8, 2017 for the Orange County Sanitation District (OC San) 5-67 Project.
1.1.1 Project Overview
The OC San project includes replacing two force mains associated with the BBPS. The force mains consist
of two 24-inch diameter force main pipelines which pass under PCH to the southwest and then west under
the Channel; the pump station will also be replaced. The force mains will be abandoned in place and
replaced with new 24-inch diameter pipelines having a depth that is lower in elevation (more cover) than
the existing mains. Replacement of the force mains will be done via jack and bore or microtunneling through
PCH ROW, and via open cut excavations or microtunneling operations, south of PCH and extending
westward from the jacking pit to the west side of the Channel near the base of the Bay Bridge embankment.
1.1.2 Site Description
The limits of the geotechnical field investigation follow the alignment of the proposed force mains from the
existing BBPS on the east to the existing force main vault on the west as shown in Figure 2A and Figure 2B.
From BBPS, the proposed alignment runs southwest across PCH into the Balboa Marina parking lot owned
by the Irvine Company. From there, the alignment makes a bend to the west and passes through shoreline
property, owned by Back Bay Landing, into the Channel. The Channel is approximately 600 feet wide and
runs approximately North to South from Newport Back Bay into Lower Newport Bay. Shortly after crossing
the Channel, the proposed force mains encounter the connection to an existing vault. The ground surface
elevation along the proposed alignment ranges from Mean Sea Level (MSL), or lower, within the Channel
to 25-feet above MSL on PCH.
1.1.3 Review of Existing Data
Existing geotechnical data from other developments are available and were reviewed during this study; a
brief summary of geotechnical conditions from each report is presented here:
Report 1 BBL Property – Titled “Preliminary Geotechnical Engineering Evaluation for the
Proposed Back Bay Landing Mixed Use Waterfront Development Legislative Approvals (GPA,
CLUPA, ETC.), Bayside Drive and Pacific Coast Highway, Newport Beach, California” prepared for
Bayside Village Marina, LLC, dated March 2, 2012 prepared by Leighton Consulting Inc. (LCI 2012)
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o The fill encountered at the boring locations consisted predominately of fine-grained sands that
exhibited loose to medium dense relative density.
Report 2 Bay Bridge Pump Station and Force Main – Titled “Geologic, Geotechnical, and
Seismic Technical Background Report (TBR) Bay Bridge Pump Station and Force Mains
Rehabilitation Study, SP-178 Orange County Sanitation District (OC San) Newport Beach, Orange
County, California” prepared for MBI, dated April 2015, prepared by Hushmand Associates, Inc.
(HAI 2015)
o Categorized the soil on an elevation plan as three levels of strata, A, B, and C as listed below.
Bedrock: The siltstone bedrock underlies the recent alluvium deposits; the bedrock profile was
encountered from 30 feet below ground surface (bgs).
Strata A – Soft to stiff and loose clayey silt, loose to very loose stiff sand, clayey silt, silty
clay, loose to dense and very soft to stiff clayey sand and sandy silt clay; soft to stiff clayey
silt; and slightly compact to compact clayey silt with silty fine sand.
Strata B – Dense to very dense medium-coarse sand with shell and gravel layers and
dense to very dense sand with shells and gravel stringers, and compact to very dense sand
with shells and gravel stringers; and sand with shells and clayey silt layers. At higher
elevations tends to be fine to very fine, slightly compact to dense silty sand with shells and
gravel stringers; and compact to dense fine to medium sand with gravel layers and compact
to very dense fine to medium sand with abundant shell fragments.
Strata C – Coarse to very coarse-loose sand with shells and very loose to loose-fine-
medium sand with shells.
Caltrans PCH Overcrossing Newport Bay Bridge – During the design of the Newport Bay Bridge
in 1982, geotechnical boring log information was included on the design drawings of the bridge
construction package (Caltrans 1982).
o The fill encountered at the borings consisted of brown coarse sand and shells, compact gray
coarse sand with scattered shells, dense gray coarse sand, very loose to loose-gray sandy
clayey silt. Several of these borings are located within the Channel.
5-60 Newport Force Main Rehabilitation – Technical Memorandum No. 2, Geotechnical Data
Report, prepared by Brown and Caldwell, dated November 30, 2012, which includes a geotechnical
data report by Kleinfelder West, Inc. in its appendix (Brown and Caldwell 2012, including Kleinfelder
2013).
o Boring KB-25 is located in the vicinity of the proposed exit pit southeast of PCH and Dover
Drive. The fill encountered are sandy clay, marine deposits, clayey sand, and poorly graded
sand.
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1.2 Scope of Work
This GDR compiles project-specific geotechnical interpretive study data from the subsurface exploration
and laboratory testing programs completed as part of this study by AECOM for OC San project 5-76. The
detailed scope of services included the following:
Site-specific health and safety plan for the field activities in accordance with California Code of
Regulations, Title 8, Section 5192 and 29 Code of Federal Regulations 1910.120.
Review of available geotechnical information pertinent to the project, including but not limited to
OC San as-built drawings, and local city or agency plans.
Site reconnaissance to locate the proposed borings for coordination with Underground Services
Alert (USA), identify potential conflicts along the proposed alignment, and plan the field activities
(e.g., appropriately taking into consideration traffic, site access restrictions, activity related to local
businesses, schools and churches).
Development of a comprehensive Geotechnical Exploration Plan based on project needs,
underground and overhead utility conflicts, city restrictions, field personnel safety, etc.
Obtaining the necessary permits including well/boring permits from Orange County Heath Care
Agency, United States Army Corps of Engineers, Regional Water Quality Control Board, California
Coastal Commission, State Lands Commission and California Department of Fish and Wildlife and
encroachment permits from the City of Newport Beach.
Preparing and implementing traffic control plans as required.
Executing the field exploration program under the restrictions provided by local agency or property
owners.
Advancing borings to the planned depths or refusal, whichever is shallower, and collecting bulk
samples and drive samples.
Converting two explorations to ground water monitoring wells.
Backfill explorations with cement-bentonite slurry and patch the surface with black dyed rapid set
cement, or materials similar to those at the surface surrounding the exploration.
Soil cuttings generated during drilling placed in labeled 55-gallon Department of Transportation
(DOT)-approved steel drums and stored at a designated location at the site pending waste
characterization for disposal purposes. Each drum labeled with the date of accumulation, contents,
and emergency contact name. Following receipt and review of the laboratory results, the
investigation derived waste removed for proper disposal at an approved facility.
Characterization of soil cuttings, and characterization of water (utilized for decontamination of
drilling equipment) and groundwater (generated during well development and pump testing) for
disposal purposes.
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Analytical laboratory testing of selected sediments from within the trench dredge prism to provide
physical, chemical and biological data to aid in assessment of the environmental effects of dredging
and various reuse/placement options.
Geotechnical laboratory testing of selected soil samples to evaluate in-situ moisture, density, and
index properties of soils along the project alignments.
Slug testing in groundwater monitoring wells to assess aquifer characteristics and support
construction dewatering.
Preparation of this Geotechnical Design Report for the project which includes geotechnical findings,
recommendation for the different rehabilitation alternative along with the methodologies, and the
site-specific recommendation per the geotechnical findings during the field exploration program.
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Section 2: Project Description
OC San owns, operates, and maintains the wastewater pump stations and Newport Force Main (NFM)
network along PCH in the City of Newport Beach, California. The network conveys wastewater to the Plant
No. 2 wastewater treatment facility in Huntington Beach. The existing BBPS is the furthest upstream pump
station of the Newport Beach force main network.
The BBPS is located within the City on the inland (north) side of PCH, east of the Channel. The force mains
associated with the BBPS pass under PCH to the south, then west under the Channel, terminating in a
valve vault west of the Channel on the south side of PCH.
The BBPS and force mains were initially constructed in 1966 (Project No. 5-12). In 1984, portions of the
two existing 24-inch diameter force mains were slip lined with 22-inch diameter high density polyethylene
(HDPE) pipe (Project No. 5-18R), which reduced the internal diameter, thereby reducing capacity. Portions
of this force main remain unlined. At that time, Caltrans also constructed a new bridge on a new alignment
over the Channel. The BBPS was upgraded in 1995 with new pumps, piping and ventilation modifications,
structural upgrades, architectural revisions, and the addition of a standby generator (Project No. 5-33). In
2014, an additional pump was added for increased capacity and reliability (under Project No. 5-60).
The BBPS and associated force mains are critical elements to OC San’s Newport Beach collection
backbone, therefore it is imperative that the facility is capable of continuous service to the community and
avoids spills for the next design lifespan. OC San proposes to replace the existing BBPS and associated
force mains for the following reasons:
To optimize flow conveyance to meet updated minimum flows, average daily flows, and peak wet
weather flows.
To increase reliability. The existing facilities are 50 years old, near the end of their useful life and
were designed under outdated seismic, electrical, and safety codes.
To improve system efficiency, provide odor control, update automation, improve interior access
and ergonomics for safety and better maintainability.
To Increase vehicular safety for OC San Operations & Maintenance personnel where safe entry
and exit can be made and maintenance crews and drivers can easily access the site.
Access to the existing pump station is directly from PCH, where adjacent traffic creates safety hazards for
OC San vehicles and the general public. Maintenance trucks accessing or departing from the site have to
back into oncoming traffic. OC San is purchasing additional property adjacent to the existing pump station
from BBL, the owner of the surrounding property. The additional space will allow for a larger facility and
better access to the new site from PCH.
Additional property will allow for the construction of a new pump station while maintaining the existing pump
station during construction. After completion of a portion of the new pump station and construction of the
new force main pipelines, demolition of the existing pump station will begin. After completing demolition of
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the existing pump station, the remaining portion of the new pump station will be completed. Temporary
bypass pipelines will be used to aid in the construction.
In association with the work involved to install the new pump station, new gravity sewer segments and force
main segments will need to be constructed, including replacement of local sewer connections. This work
will involve replacement of existing sidewalks and curbs, paving, striping, gutter, traffic control systems,
utilities, and public landscaping. On the west side of the Channel, connections will also be required to tie
the new force mains to the existing NFM.
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Section 3: Geotechnical Investigations
3.1 Permitting
Before initiating field activities, AECOM obtained the necessary permits, clearances and approvals required
to perform the field exploration. In general, field operations were completed in compliance with the
requirements of the various federal, state, and local permits. Permits necessary to perform the subject
investigation included the following:
1. California Coastal Commission – Coastal Development De Minimis Waiver
2. United States Army Corps of Engineers – Nationwide Permit
3. Caltrans Encroachment Permit
4. Orange County Health Care Agency Environmental Health Division – Well Construction Permit
5. City of Newport Beach Encroachment Permit
6. Irvine Company Encroachment Permit
In addition to the permits previously mentioned, AECOM was responsible for notifications to public agencies
including:
1. City of Newport Beach Police Department
2. Newport Beach Harbor Patrol
3. Newport Beach Harbor Master
4. Orange County Transit Authority
5. Caltrans Traffic Management Control Center
6. Newport Dunes Waterfront Resort and Marina
7. United States Coast Guard, 11th District and Sector LA-LB
OC San helped AECOM obtain permission from Bayshore Apartments to drill within their property.
3.2 Utility Clearance for Boreholes
As required by California state law, Underground Service Alert of Southern California (USA) was contacted
a minimum of two working days before initiating the fieldwork. Prior to contacting USA, each subsurface
exploration location was delineated with white spray paint, thereby outlining the proposed limits of
subsurface work. A ticket number was obtained to request utility clearance by parties with underground
utilities in the areas. Following notification, utility owners and/or representatives marked the approximate
location of each subsurface utility. Prior to conducting subsurface fieldwork, each location was visually
observed to verify potential conflicts. If potential conflicts were noted during the visual observation, the utility
company was contacted to resolve the utility conflict.
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In addition to contacting USA, T2 Utility Engineers (T2) provided geophysical services for utility clearance
of onshore borings. T2 utilized geophysical survey data and hand-held instruments for locating existing
utilities in and around the proposed borehole locations. During field activities, hand augering was used in
the upper 5 ft of each boring as an additional safety measure to avoid contact with an existing utility or other
obstructions.
3.3 Traffic Control
Traffic control for field activities such as geotechnical drilling and aquifer testing (slug testing) was provided
by Full Traffic Maintenance, Inc. (FTM). Traffic control plans were prepared by T2 under the supervision of
a State of California Licensed Traffic Engineer. Prior to developing the plans, T2 visited/discussed with the
affected cities to incorporate any city concerns into the traffic control plans. AECOM adjusted the
geotechnical investigation schedule to accommodate any City planned activities or City events.
3.4 Sediment Sampling and Analysis
3.4.1 Mobilization
Sediment sampling operations occurred from March 16 to March 17, 2021. Mobilization began when KLI
(Kinnetic Laboratories, Inc.) arrived at Newport Dunes public boat ramp on March 16. KLI’s modular
pontoon barge was built and deployed from the boat ramp. The 19-ft Boston Whaler was deployed from the
boat ramp to tow the barge into place over each vibracore location. Then, the approximately 25-foot
quadrapod, used for hoisting the vibracore sampler, was constructed after the barge had traversed beneath
the bridge to the project area. The barge was stored overnight at mooring 10 within Mooring Site G, provided
by Newport Beach Harbor Patrol. Demobilization began on March 17, 2021 when KLI disassembled the
quadrapod from the modular pontoon barge for transit back to boat ramp. The equipment was disassembled
and loaded onto the respective trucks and trailers.
3.4.2 Vibracore Sediment Sampling
Five vibracore borings (V-21-001 through V-21-005) were completed by AECOM subconsultant KLI from
March 16 to March 17, 2021. The borings were performed overwater from a large quadrapod mounted on
a modular pontoon barge using KLI proprietary vibracore instrumentation. The vibracore instrument
operates as a gravity-driven vibratory motor attached to a 20-foot long, 4-inch diameter core tube that
advances into the mudline by the liquefaction of sediments surrounding the tube wall. Once a successful
vibracore was recovered, the core liner was removed and split open for inspection and sampling. The
borings were advanced until refusal at depths ranging from 2.9 feet to 12.0 feet below mudline. Figure 2A
shows the location of these borings in proximity to the proposed force main alignment. Vibracore boring
logs are presented in Appendix A.
Due to COVID-19 social distance restrictions, an AECOM geotechnical representative was not permitted to
join KLI on the barge. Instead, an AECOM geotechnical representative observed KLI sediment sampling
operation from the shoreline.
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On March 31, 2021, KLI collected a grab sample of reference sediments from the offshore LA-3 disposal
site for physical, chemical, and biological testing. These samples were collected to determine the suitability
of site LA-3 for the disposal of dredged material that will be produced during construction.
For more details on KLI sediment sampling, please refer to the Sampling and Analysis report prepared by
KLI, included in Appendix E.
Borehole Abandonment
Sediments surrounding all five (5) vibracore boreholes filled in each hole upon retrieval of core tube from
the mudline. The condition of nearshore boring abandonment was reviewed by KLI for any evidence of
potential hazard to public safety. Each location was deemed safe prior to moving off of the borehole location.
Sediment Testing and Analysis
Laboratory testing was performed on selected samples to confirm or modify the visual classification of soils
based on field identification. The ASTM International (ASTM) test method performed was Sieve Analyses
(ASTM Standard D6913) and Hydrometer (ASTM Standard D7928). All samples were run through No. 4,
7, 10, 14, 18, 25, 35, 45, 60, 80, 120, 170, 200, and 230 sieves. A description of the laboratory testing and
the test results are presented in Appendix B.
3.5 Geotechnical Sampling and Testing
3.5.1 Offshore Drilling Operations
Mobilization and Demobilization
Mobilization of barge drilling operations began at Newport Dunes Waterfront Resort and Marina (Newport
Dunes) Public Boat Ramp in Newport Beach, CA on February 22, 2021. The first day consisted of offloading
equipment into the staging area provided by Newport Dunes and assembling the barge for deployment.
The 19-ft Carolina Skiff support vessel (skiff) was launched from the boat ramp and stored at a temporary
guest slip provided by Newport Dunes. On February 23, 2021, the drill rig and equipment were loaded onto
the barge and the barge was towed into Mooring 10 at Mooring Site G provided by Newport Beach Harbor
Patrol. Each day of drilling required a 30-minute transit on the skiff from the boat ramp to Mooring 10. From
the mooring location, it took an additional 30 minutes to get the barge centered over the borehole location
and get the anchors set in place.
Demobilization began on March 10, 2021 and lasted two days. The first day consisted getting drill rig and
drilling equipment off the barge and moving the barge into the staging area. The skiff was loaded back onto
its trailer and temporarily stored in staging area. On March 11, the drill rig, barge, and drilling equipment
were loaded up onto the respective trailers and hauled back to the Gregg Drilling and Testing (Gregg)
facility.
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Offshore Drilling
Five (5) geotechnical borings were completed by Gregg from March 1 to March 9, 2021. Borings were
performed along the proposed force main alignment within the Channel using a Geoprobe 7822 DT drill rig
mounted on a barge. Four (4) of the borings (R-21-001 through R-21-004b) were completed using rotary-
wash methods. Rotary-wash (i.e., mud rotary) borings were drilled to depths ranging from 40.4 feet to 76.5
feet below the mudline. In general, sediment samples were collected every 5 feet starting at the mudline,
alternating between Standard-Penetration Test (SPT) and Modified-California (Mod Cal). When Mod Cal
samples repeatedly yielded high blow counts or refusal with poor recovery, then SPT samples were
collected in place of Mod Cal. One (1) of the borings was drilled as a wireline diamond core boring (C-21-
001). The core boring was drilled to 26 feet without collection of any sample, and then advanced to 66 feet
in 5-foot core runs.
To keep drilling fluids contained during both rotary-wash and core drilling operations, a 4-inch diameter
casing rod was advanced to depths ranging between 9 and 16 feet below the mudline prior to drilling and
sampling.
The location of offshore borings is presented on Figure 2A, and boring logs can be found in Appendix A
along with core box photographs from Boring C-21-001.
Drilling Difficulties
Several issues were encountered while drilling within the Channel. These were primarily associated with
unforeseen circumstances such as weather and strong tidal currents.
During drilling operations on both February 24 and February 26, 2021, one of the spuds used to anchor the
barge into place buckled due to the tidal current that flows through the Channel, which is a bottle-neck
between Newport Back Bay and Lower Newport Bay. This issue caused by the tidal current resulted in
Gregg requiring an additional 80-lb anchor at each corner of the barge, one (1) 500-lb anchor tied to the
bow and one (1) 750-lb anchor tied to the stern. Deploying and recovering these anchors at the beginning
and end of each day added 2 hours to set-up time. On February 25, 2021, barge drilling operations were
cancelled due to a high-wind advisory (more than 25 knots with gusts up to 40 knots) in Newport Beach,
CA. On March 3, 2021, operations were deemed unsafe due to heavy rain and reports of thunder and
lightning. On March 5, 2021, the weight of the drilling equipment and soil cuttings was sinking the barge
below the freeboard. Four (4) 55-gallon drums of soil cuttings were transported to the staging area at
Newport Dunes for pick-up and disposal.
Borehole Abandonment
In general, borings were backfilled with cement-bentonite slurry to the mudline using a tremie backfill
method through the sampling rods. While the final sample of the boring was still preserved within the
sampler, a calculated volume of cement-bentonite slurry was pumped downhole through the sampling rods
to the bottom of the hole.
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Three of the borings (R-21-001a, R-21-001b, R-21-004a) attempted during barge drilling operations were
abandoned at depths less than 10 feet below the mudline. Sediments surrounding these borings filled in
the borehole after retrieval of the casing rods.
3.5.2 Onshore Drilling Operations
Mobilization and Demobilization
Mobilization of onshore borings began on March 9, 2021 and site work continued until March 29, 2021.
Prior to mobilization of daily drilling operations, AECOM met with subcontractors and relevant parties at a
nearby parking lot for a safety tailgate and logistics discussion.
Onshore Drilling
Three (3) land borings (A-21-002, A-21-004, A-21-005) were completed by Gregg on March 10 and March
11, 2021 on private property within proximity of the proposed force main alignment. Property access was
granted by relevant parties and these borings were completed during the day.
Four (4) land borings (A-21-001, A-21-006 through A-21-008) were completed from March 23 to March 29,
2021 where the proposed force main alignment is located within Caltrans right-of-way on Pacific Coast
Highway in Newport Beach. In compliance with Caltrans permit, these borings were completed at night from
9:00 PM to 5:00 AM, Monday through Thursday.
All seven (7) onshore borings were drilled using rotary-wash methods to depths ranging from 37.0 to 53.0
feet below ground surface (bgs). Two different drill rigs were used by Gregg to complete the onshore
borings: a Versadrill V-100 and a Fraste Multidrill XL. The locations of these onshore borings are presented
on Figure 2A and Figure 2B. Logs for the onshore borings are presented in Appendix A.
Initially, fourteen (14) borings were planned for the geotechnical investigation. However, some borings were
eliminated based on property access. The gap in the boring numbering sequence is a result of boring A-
21-003 being eliminated. Borings A-21-009 through A-21-011 and CPT-21-001 through CPT-21-003 were
eliminated from the field activities because property access was not able to be obtained.
Borehole Abandonment
The majority of the onshore borings were backfilled with cement-bentonite slurry and surface finished with
black-dyed rapid-set concrete, with the exception of two (2) borings that were converted to monitoring wells
(A-21-001 and A-21-005),. Additionally, the rapid-set concrete was not dyed black in boring A-21-002,
located at the Bayshore apartments.
3.5.3 Geotechnical Laboratory Testing
Laboratory testing was performed on selected samples to confirm or modify (if necessary) the visual
classification of the soils from the field identification, and to evaluate their physical and engineering
properties. Testing performed according to California Test Methods (CTM), American Association of State
Highway and Transportation Officials (AASHTO), and ASTM methods included visual-manual soil
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classification (ASTM Standard D2488), water content (ASTM Standard D2216), dry density (ASTM
Standard D7263), plasticity index (PI) (ASTM Standard D4318), particle size analysis (ASTM Standard
D6913), unconfined compression (ASTM Standard D2166), direct shear (ASTM Standard D3080), and
unconsolidated undrained triaxial test (ASTM Standard D2850). A detailed description of the laboratory
testing and the test results are presented in Appendix B. The laboratory test results for water content and
dry density, PI, unconfined compression, corrosivity, and wash (passing #200 sieve) are also shown on the
boring logs included in Appendix A.
3.6 Groundwater Well Installation and Sampling
3.6.1 Monitoring Well Borings
Two of the onshore borings (A-21-001 and A-21-005) were converted to monitoring wells along the
proposed force main alignment. Slug testing was performed in each monitoring well to help estimate the
hydraulic conductivity, k, of the water-bearing zone; hydraulic conductivity is a consideration in dewatering
system planning and design. Groundwater level measurements are planned for the monitoring wells to
provide an indication of seasonal groundwater fluctuations; groundwater depth measurements will be made
available as part of the bid package. Monitoring well diagrams are presented in Appendix A and the
locations of the monitoring wells are shown on Figure 2A and Figure 2B.
3.6.2 Monitoring Well Abandonment
It is the responsibility of the contractor who is chosen for construction of the proposed project to obtain the
well permits necessary from local agencies to abandon all the monitoring wells installed during the design
phase. The groundwater monitoring wells are recommended to be abandoned in general accordance with
California Department of Water Resources’ (CDWR) “Water Well Standards State of California”, Bulletin
74-81 (CDWR 1981) and “California Well Standards”, Bulletin 74-90 (CDWR 1991).
Prior to conducting the well abandonment activities, the total depth of the monitoring wells will be measured
with a well sounder to ensure that no obstructions exist that would interfere with filling and sealing. The well
vault will be removed, and the well casing/screen will then be removed by over drilling. After removing the
well casing/screen and over drilling the well, the borehole will be filled with sealing material consisting of
cement-bentonite slurry. A tremie pipe will be installed slightly above the well casing bottom to facilitate
retraction grouting proceeding upward from the bottom of the well. The upper one to three feet of each
boring will be backfilled with hydrated bentonite chips. The well abandonment should be completed by a
subcontract drilling firm possessing a valid C-57 license.
3.6.3 Slug Testing
Slug testing was performed on March 23, 2021; March 31, 2021; and April 1, 2021 using a datalogging
transducer and solid slug to displace water within the well in according with ASTM D4104. A slug was
inserted into each well casing below the waterline (a slug is a solid or capped rod, such as a solid polyvinyl
chloride (PVC) rod, with sufficient weight to sink into the groundwater). Data collected from water level
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responses to the quick removal of the slug were analyzed using type-curve matching with the AQTESOLV®
computer program to establish applicable groundwater conditions. For evaluation purposes, a value of
S=0.1 was assumed based on presumed unconfined conditions. Results of the analyses indicate k values
of 3.23E-3 and 7.00E-3 centimeters per second (cm/s), which correspond with high permeability silty and
fine sands to well-sorted sands (note that slug testing typically does not yield storativity data). Well logs, for
the wells in which slug testing was performed, are included in Appendix A. The slug test results are
summarized in Table 3.7-1 and are also included in Appendix D.
Table 3.7-1. Slug Testing Results
Well ID
Well Riser
Height
(ft-ags)
Initial Depth to Water Screen
Interval
(ft bgs)
Depth to
Bottom of
Screen
(ft bgs)
Saturated
Well Screen
Thickness1
(ft)
Aquifer Hydraulic
Conductivity2
(ft btoc)(ft bgs)(gpd/ft2)(cm/sec)
A-21-001 -0.38 11.75 12.13 5 to 35 35 22.87 148.4 7.00E-03
A-21-005 -0.5 10.35 10.85 5 to 50 50 39.15 68.547 3.23E-03
Low:68.547 7.00E-03
High:148.4 3.23E-03
Average:108.4735 5.12E-03
Notes: ft ags = feet above ground surface; gpd/ft2 = gallons per day per square foot; ft btoc = feet below top of casing; cm2/sec = centimeters
squared per second; ft bgs = feet below ground surface; cm/sec = centimeters per second; gpd/ft = gallons per day per foot
1.Saturated well screen thickness represents the water column thickness measured within the well screen (for multiple tests, the
average thickness was used).
2.Aquifer hydraulic conductivity is noted on the AQTESOLV® output with the Bouwer and Rice (1976) analytical solution.
3.7 Waste Management
3.7.1 Soil Cuttings or Drilling Fluid Disposal
During the field exploration program, soil cuttings generated from the geotechnical borings were collected
in 55-gallon drums. Selected soil samples were collected for soil analysis as a representation of site
conditions. Soil samples were collected by American Integrated Services, Inc. (AIS) and delivered to a
laboratory for testing of contaminants. A portion of the generated drums were transported and temporarily
stored at OC San plant No. 2 until lab testing was completed. Once the soil sample had been confirmed to
be Non-Hazardous Solid Waste, the portion of drums temporarily stored at OC San Plant 2 were picked up
and disposed of at Crosby and Overton, Inc. in Long Beach, California. The drums that were generated
after the representative soil sample had been confirmed as non-hazardous were transported directly to
Crosby and Overton, Inc. for disposal. Testing for total petroleum hydrocarbons (EPA 8015M) volatile
organic compounds (EPA 8260B) and metals (EPA 6010B and 7471A) were performed by Alpha scientific
corporation environmental laboratories (Alpha); the constituent test results from Alpha are provided in
Appendix C.
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3.7.2 Decontamination Water Disposal
During the field exploration program, water waste generated from the geotechnical borings was collected
in 55-gallon drums. A portion of the drums were transported to a temporary storage location at the OC San
plant No. 2 until the analytical test results from the soil cuttings were completed. All Non-hazardous liquid
waste was disposed of at Crosby and Overton, Inc. in Long Beach, California. Testing for total petroleum
hydrocarbons (EPA 8015M) volatile organic compounds (EPA 8260B) and metals (EPA 6010B and 7471A)
were performed by Alpha scientific corporation environmental laboratories (Alpha); the constituent test
results from Alpha are provided in Appendix C.
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Section 4: Geology and Subsurface Conditions
4.1 Regional and Site Geology
The site is located within the Los Angeles Basin, which is located at the juncture between the Peninsular
Ranges Geomorphic Province and the Transverse Ranges Geomorphic Province. The Los Angeles Basin
is an elongate northwest trending, sediment filled structural trough that began to take its present shape in
the Late Miocene (about 7 million years ago) by subsidence between the right-oblique Whittier and Palos
Verdes faults, and the left oblique Santa Monica fault system (Yerkes et al. 1965; Wright 1991). The project
site is underlain at depth by late Miocene to early Pliocene Capistrano Formation bedrock (Tc), which has
been variably warped by tectonic deformation along the active Newport-Inglewood fault zone (NIFZ).
(Yerkes et al. 1965; Morton and Miller 2006). In general, the Capistrano Formation consists of friable
siltstone, claystone, sandy siltstone, and sandstone beds.
Bedrock in the vicinity of the site is informally mapped as a siltstone facies within the Capistrano Formation
(Tcs), consisting of massive to crudely bedded, friable, siltstone, claystone and mudstone beds containing
some sandstone and calcareous mudstone beds and occasional diatomaceous and tuffaceous beds. As
shown on the Regional Geologic Map (Figure 3), the California Geological Survey (CGS) (Morton and Miller
2006) mapped the site as very young estuarine deposits of late Holocene age (Qes). Estuarine deposits
are unconsolidated, generally fine-grain sediments deposited within a semi-enclosed, marginal-marine
environment (Clifton 1982). The Back Bay is the juncture of between these very young estuarine deposits
and young axial-channel deposits (also Holocene age) originating from San Diego Creek, which flows into
Newport Back Bay.
4.2 Regional Hydrogeology
The depth to the phreatic surface (groundwater table) in the project area is effectively at or near sea level.
Maps of historic high groundwater levels, published by the United States Geological Survey (USGS) (USGS
2010) are available for the areas adjacent to the project alignment, and show an inland regional phreatic
surface sloping towards the coast and Newport Back Bay.
4.3 Groundwater
The depth to groundwater in the project area is effectively at, or very close to sea level, and is expected to
be influenced by cyclic tidal variations. In areas above sea level adjacent to the Back Bay main channel the
tidal influence on groundwater levels is expected to become increasingly attenuated moving further from
the channel and further inland. The depth to groundwater encountered in each exploration performed for
this study is summarized in Table 4.3-1.
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Table 4.3-1. Depth to Encountered Groundwater
Exploration ID Ground Surface Elevation
(ft MSL)
Depth to Groundwater1
(ft)
Groundwater Elevation2
(ft MSL)
A-21-001 15 7 (during drilling)8
A-21-002 11 7 (during drilling)4
A-21-004 16 10 (during drilling)6
A-21-005 15 10 (during drilling)5
A-21-006 20 17 (during drilling)3
A-21-007 20 17 (during drilling)3
A-21-008 15 12 (during drilling)3
C-21-001 -14.08 (mudline)--2.22 (on 3/9/21 at 0740)
R-21-001 -19.78 (mudline)--1.42 (on 3/8/21 at 0721)
R-21-002 -18.48 (mudline)---0.28 (on 3/2/21 at 0730)
R-21-003 -15.28 (mudline)--0.92 (on 3/1/21 at 0740)
R-21-004A -7.48 (mudline)---1.28 (on 3/3/21 at 0800)
R-21-004B -8.18 (mudline)---1.98 (on 3/4/21 at 0800)
V-21-001 -2.88 (mudline)--0.62 (on 3/17/21 at 1230)
V-21-002 -11.68 (mudline)--0.32 (on 3/17/21 at 1125)
V-21-003 -15.18 (mudline)---0.18 (on 3/17/21 at 1020)
V-21-004 -19.88 (mudline)---0.88 (on 3/17/21 at 0951)
V-21-005 -2.88 (mudline)--0.62 (on 3/16/21 at 1015)
Notes:
1.Depth to groundwater is not reported for explorations performed from a barge in open water.
2.Groundwater Elevation for overwater borings (C, R, V) represents the water surface elevation of the tide at the reported time
4.4 Subsurface Materials
Materials at or near the ground surface and subsurface materials and conditions encountered in the
explorations performed for this study are described in this section and presented on plan and profile sheets
for a proposed alignment for the project pipeline; the sheets include a generalized geologic cross section
are presented as Figure 6A through Figure 6C in this report.
4.4.1 Surface Conditions
The surface conditions of the field explorations can be split up into two distinct categories, offshore and
onshore surface conditions.
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Offshore Surface Conditions
Offshore field explorations were performed overwater in Newport Harbor, within the relatively narrow
channel that flows from Newport Back Bay to Lower Newport Bay. Due to the subtidal influence within the
work area, multiple anchors were necessary to keep the barge centered on location above the mudline. In
general, sediments at the mudline varied between loose to medium dense, poorly-graded sand and poorly-
graded sand with silt.
Onshore Surface Conditions
Onshore field explorations were performed at various locations along the proposed force main alignment.
In general, the surface conditions at these locations was finished with asphalt concrete pavement on the
surface, overlying variable thickness of asphalt base. At boring location A-21-002 the surface was paved
with concrete.
4.4.2 Subsurface Conditions
The subsurface conditions of the field explorations can be grouped into two distinct categories, offshore
and onshore subsurface conditions.
Offshore Subsurface Conditions
R-21-001 through R-21-005 and V-21-001 through V-21-005 were located within the Channel. Encountered
materials included loose to very dense fine to coarse sands with some trace amounts of shell fragments
and areas of weak cementation, very soft to soft fat clay, and soft to hard lean clay overlying slightly
weathered to fresh, soft to moderately hard claystone (Capistrano formation).
Onshore Subsurface Conditions
A-21-001 and A-21-002 were performed to the west of the Channel and encountered loose to very dense
fine to coarse sands and clayey gravel, and very stiff lean clay with sand overlying slightly weathered to
fresh, soft to moderately hard claystone (Capistrano formation). Some areas with asphalt pavements and
base aggregate were also encountered.
A-21-004 and A-21-005 were performed to the east of the Channel and encountered medium dense to very
dense mostly fine to medium silty or poorly graded sands with some shells and occasional siltstone
fragments. Some areas with asphalt pavements and base aggregate were also encountered.
A-21-006 through A-21-008 were performed east of the Channel in PCH. The fill encountered in the borings
included sandy lean clay under the asphalt pavement and base aggregate. The clay included some fine to
coarse sand and traces of gravel and shell fragments. Layers of medium dense to very dense, fine to
coarse, silty, clayey, poorly graded, and well graded sand (with some shell fragments noted in some layers)
were encountered below the clay fill. A very soft lean clay layer, approximately 2-1/2 feet in thickness, was
encountered in A-21-008.
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Section 5: Geotechnical Evaluations
5.1 Ground Motions
5.1.1 Seismicity
The project area, like most of California, is within a seismically active region that will be subjected to future
seismic shaking during earthquakes generated by any of several surrounding active faults. The locations
of known active faults, potentially active faults, and epicenters of earthquakes with magnitudes of 4.0 or
larger, with respect to the proposed project, are shown on Figure 4.
Significant historical earthquakes that have occurred near the project area include:
The 1933 Long Beach earthquake (Magnitude, M6.4)
The 1971 San Fernando earthquake (M6.6)
The 1987 Whittier earthquake (M6.0)
The 1994 Northridge earthquake (M6.7)
The Newport-Inglewood fault zone (NIFZ), located approximately 1.5 miles to the south of the project
alignment, is the closest and most significant seismic source to the project site. The NIFZ is a zone of
deformation characterized by right lateral strike slip faults and elongated anticlines believed to be the
expression of a deep-seated wrench fault within the basement rock (Harding 1973). The Newport-
Inglewood fault was the source of the 1933 M6.4 Long Beach earthquake. It caused major damage and the
loss of 115 lives in Long Beach and surrounding communities of Los Angeles. The Newport-Inglewood fault
is considered to connect with fault zones south of Newport Beach (The “offshore zone of deformation,” and
the Rose Canyon fault) forming a system of faults that extends from Santa Monica, to Baja, California.
Based on fault dimensions reported by Field et al. (2013) and magnitude-area relationship of Leonard
(2010), the Newport Inglewood Fault is considered capable of generating an earthquake of M7.2.
In addition to the surface faults, geologic research by Grant et al. (1999) suggests a shallow southwest
dipping thrust fault (referred to as the San Joaquin Hills fault) may underlie Orange County for about 40
kilometers between San Juan Capistrano and Huntington Mesa. Evidence for the existence of this fault
includes uplifted and warped marine terraces along the flanks of the San Joaquin Hills. While the fault is a
blind thrust (i.e., no surface exposure), the fault plane has been modeled to extend from a shallow depth of
about 2 kilometers (along its northeastern limit) to a maximum depth of about 17 kilometers offshore. Grant
et al. (1999) suggested that a violent earthquake on July 28, 1769, reported by Gaspar De Portola, the first
Spanish explorer in California, may have been generated by the San Joaquin Hills fault. The USGS (Frankel
et al. 2002) and the CGS (Cao et al. 2003) have included the San Joaquin Hills fault as a seismic source
in their seismic hazard maps.
The geoseismic characteristics of this and other seismic-source surface faults near Bay Bridge are
listed in Table 5.1-1. The location of the site with respect to these and other known active and
conditionally active faults in the project vicinity are displayed on Figure 4.
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Table 5.1-1. Summary of Significant Faults
Fault
Maximum
Moment
Magnitude,
Mmax1
Fault Type
Approx. Closest
Distance to Site
(kilometers/miles)
Newport-Inglewood (Dana Point section)7.2 Strike Slip 2.4/1.5
Newport-Inglewood (S. Los Angeles Basin section)7.2 Strike Slip 3.5/2.1
Pelican Hill 7.2 Strike Slip 3.1/1.9
Compton 6.9 Reverse 16.2/10.1
Puente Hills (Coyote Hills)6.8 Reverse 31.8/19.8
Thums-Huntington Beach 6.6 Strike Slip 9.2/5.7
San Joaquin Hills 7.0 Reverse 8.5/5.3
Palos Verdes 7.2 Strike Slip 20.7/12.9
San Andreas (San Bernardino Mountains Section)7.5 Strike Slip 83.2/51.7
Notes:
1. Estimate of maximum magnitude earthquake values based on Field et al. (2008)
5.1.2 Surface Fault Rupture
Based on a review of the pertinent geologic literature and latest USGS and CGS geologic mapping, there
are no known active faults that cross the project alignment in the Bay Bridge area. Because the alignment
does not cross known active faults that are predicted to rupture at the surface, the potential for surface fault
rupture at the site is considered negligible.
5.1.3 Earthquake-Induced Landslides
The area surrounding Bay Bridge is low lying and no significant surface landslide issues are envisaged
(Note: About 1 mile upstream of Bay Bridge, much higher coastal bluffs have steep bedrock exposures with
landslide issues, some of which are currently undergoing remedial works to stabilize. Submarine landslides
in bedrock material buried below the recent marine deposits are not considered a significant hazard.).
5.1.4 Seismic Parameters
The site response spectrum and magnitude deaggregation were taken from the USGS Unified Hazard Tool
for an assumed site class of B/C. However, since the areas of the site fall into site class D or E, the provided
values were adjusted using Chapter 11 and Chapter 21 of ASCE 7-16. The seismic design coefficients for
site class D and E are provided in Table 5.1-2. The parameters were computed based on site coordinates
of 33.6166°N and 117.9020°W.
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Table 5.1-2. Seismic Design Coefficients
Parameter 1,2,3 Factor Design Value (Site
Class D) 4
Design Value (Site
Class E) 5
Site Soil Classification --SD SE
Mapped Peak Ground Acceleration PGAM 0.662g 0.662g
Short Period Spectral Acceleration SS 1.378g 1.378g
1-sec Period Spectral Acceleration S1 0.490g 0.490g
Short Period (MCER) Spectral Acceleration SMS 1.378g 1.654g
1-sec Period (MCER) Spectral Acceleration SM1 0.887g 1.100g
Short Period Design Spectral Acceleration SDS 0.919g 1.102g
1-sec Period Design Spectral Acceleration SD1 0.591g 0.733g
Notes: These values do not consider essential facilities. MCER = Risk-Targeted Maximum Considered Earthquake.
Calculated using U.S. Seismic Design Maps Web Services, Seismic Design Maps Tool by the Applied Technology Council (ATC) Hazards by Location
Application.
Parameters are based on MCER with exception of the site soil classification, which is based on subsurface conditions.
Site coordinates estimated from Google Earth were used to evaluate coefficient.
Seismic design parameters are valid provided ASCE 7-16, Section 11.4.8, Exception 2 is followed: “Exception: A ground motion hazard analysis
is not required for structures other than seismically isolated structures and structures with damping systems where: … 2. Structures on Site
Class D sites with S1 greater than or equal to 0.2, provided the value of the seismic response coefficient Cs is determined by Eq. (12.8-2) for
values of T ≤ 1.5Ts and taken as equal to 1.5 times the value computed in accordance with either Eq. (12.8-3) for TL ≥ T > 1.5Ts or Eq. (12.8-4)
for T > TL.”
Seismic design parameters are valid provided ASCE 7-16, Section 11.4.8, Exceptions 1 and 3 are followed: “Exception: A ground motion hazard
analysis is not required for structures other than seismically isolated structures and structures with damping systems where: … 1. Structures on
Site Class E sites with Ss greater than or equal to 1.0, provided the site coefficient Fa is taken as equal to that of Site Class C…3. Structures on
Site Class E sites with S1 greater than or equal to 0.2, provided that T is less than or equal to Ts and the equivalent static force procedure is used
for design. The factor Fv was determined with the assumption that the shear wave velocity for the Site Class E material is 550 feet/second (167
meters/second). According to Exception 3, the acceleration values presented assume that the fundamental period of the structure (T) is less
than or equal to 0.665 seconds.
5.2 Liquefaction, Lateral Spreading and Post-Liquefaction Settlement
Parcels along the project alignment are mapped by CGS as being in a liquefaction hazard zone
(CGS 2018), as shown on Figure 5. As a result, a site-specific evaluation of the potential for liquefaction to
occur is required for new development, and appropriate remediation measures commensurate with the
proposed structure if the potential exists for liquefaction to occur.
Liquefaction is a seismic phenomenon in which loose, saturated, cohesionless (granular) soils exhibit
severe reduction in strength and stability when subjected to high-intensity ground shaking. The mechanism
by which liquefaction occurs is the progressive increase in excess pore pressure generated by the shaking
associated with the seismic event and the tendency for loose non-cohesive soils to consolidate. As the
excess pore fluid pressure approaches the in-situ overburden pressure, the soils exhibit behavior similar to
a dense fluid with a corresponding significant decrease in shear strength and increase in compressibility.
Liquefaction occurs when three general conditions exist: 1) relatively shallow groundwater; 2) relatively low
density, non-cohesive sandy soils; and 3) high-intensity ground motion.
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The occurrence of liquefaction may also cause lateral spreading. Lateral spreading is a phenomenon in
which large lateral displacements can occur on the ground surface due to movement of non-liquefied soils
along zones of liquefied soils. 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. The
strength reduction that occurs at the onset of liquefaction and the general continuity of the liquefiable layers
interpreted from the field explorations provide planes of weakness for the overlying non-liquefied deposits
to slide along toward the free faces of the submarine slopes, consisting of the Channel and the Newport
Bay. The potential for lateral spreading is, therefore, very high because of the topographic aspects of the
site and the unprotected/unrestrained shoreline along the southern boundaries of the alignment. Using the
methodology described by Youd et al. (2002), the predicted lateral spreading displacements are on the
order of 1 to 2 feet along the west portion of the project alignment and 0.4 to 1.3 feet near the pump station
along the east portion of the project alignment. Due to the proximity of the Channel, the lateral spreading
displacement is more likely to occur towards the Channel. However, lateral spreading estimates assuming
Newport Bay as the free face were on the order of 0.1 to 0.2 feet, due to the relatively large distance
between the project alignment and the northern-most portion of the bay.
Earthquake-induced settlements result from densification of non-cohesive granular soils, which occur as a
result of reduction in volume during or after an earthquake event. The magnitude of settlement that results
from the occurrence of liquefaction is typically more than the settlement that results solely from densification
during strong ground shaking in the absence of liquefaction. Based upon the procedure described by
Boulanger and Idriss (2014), the estimated post-liquefaction settlements ranged from less than 1 inch to
approximately 4.6 inches, excluding vertical distortion attributed to lateral displacement and ground
oscillation.
5.3 Slope Instability/Landslides
The site is not located in an Earthquake-induced Landslide Zone (see Figure 5). No evidence of landslides
was observed within or in the immediate vicinity of the project alignment. Accordingly, the occurrence of an
earthquake-induced landslide is not considered to be a design concern for project improvements.
5.4 Storm-Induced Flooding
Flooding and the consequent erosion associated with flooding are hazards that are the result of
concentrated flow of storm water during torrential rains. The Federal Emergency Management Agency
(FEMA) flood insurance rate map delineates flood hazard zones. The west end of the planned project
alignment at the existing vault tie-in is located in Zone X, the existing 500-year flood area (0.2 percent
annual chance of flooding) (FEMA 2018a). The eastern portion of the project alignment and planned pump
station are located in Zone X, in an area of minimal flood hazard (FEMA 2018b). Based on this information,
the potential for flood inundation during the project life is relatively remote (0.2 percent annual chance of
flooding, or less).
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5.5 Seiche
Seiches are large waves generated in enclosed bodies of water in response to ground shaking. Because
of the partially enclosed configuration of the Upper Newport Bay, there is a possibility of seiche phenomena
occurring near the project alignment. However, the location of the pump station is not anticipated to be
exposed to seiche wave action; some disturbance of Channel shoreline sediments should be anticipated.
5.6 Tsunami
Tsunamis are waves generated in large bodies of water as a result of a sudden change of seafloor
topography caused by tectonic displacement. As a result of the proximity of the site to the ocean, its near-
sea level elevation, tsunami inundation should be considered. Historically, southern California has
experienced several tsunamis with a relatively recent event in Newport Beach in August of 1934 with a
reported wave height of 9.8 feet.
Numerous reports list tsunamis that have affected the west coast of the United States and California in
particular (Legg et al. 2004; USCTRC 2021). The effects indicated are usually wave amplitude, wave height,
or wave run-up, which we assume to mean the increase in water surface elevation above the tidal elevation
at the time. Plate H-10 of the Newport City Hazard Mitigation Plan indicates 100- and 500-year tsunami
inundation zones with inundation elevations (respectively) of 4.9 and 6.5 feet above MSL and 7.47 feet and
9.07 feet above Mean Higher High Water (City of Newport Beach 2008). The worst-case inundation is
estimated at 32 feet above MSL (see Plate H-12 in the referenced report) for a large landslide occurring
offshore along the southern California escarpment (City of Newport Beach 2008). The impact of seepage
is anticipated to be small as water inundation will be temporary. The impact of soil erosion is anticipated to
be low since many areas along the project alignment will be covered with concrete or asphalt pavement;
however, Channel bottom scour resulting from the retreat of a tsunami wave might occur.
Assuming a baseline tsunami water level elevation of 10 ft MSL for the project alignment and an estimate
of sea level rise of about 2 feet (over the design life of the pump station) a sea level rise-adjusted tsunami
water level elevation of approximately 12 ft MSL should be anticipated. Inundation and tsunami-related
loading of proposed structures should be considered in the design, where needed.
5.7 Scour
Flow through the Channel varies with tidal flows and could increase during a severe weather event or after
a seismic event or tsunami. Channel bottom scour from the retreat of a tsunami wave is possible; however,
Channel scour is not anticipated to affect the planned force main pipelines.
5.8 Expansive and Collapsible Soil Potential
Expansive soils are fine-grained soils (clay) that can undergo a significant increase in volume with an
increase in water content and a significant decrease in volume with a decrease in water content. Changes
in the water content of an expansive soil can result in severe distress to structures constructed upon the
soil.
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Soils with liquid limit (LL) less than 50 and PI less than 25 can be classified as having a low swell
(expansion) potential. Soils that rate low expansion potential and have LL of less than 40 and PI less than
15 may be considered non-expansive (DA 1983).
Collapsible soils are those that undergo settlement upon wetting, even without the application of additional
load. The process of collapse with the addition of water is sometimes referred to as hydro-compaction and
occurs when water weakens or destroys the bonds between soil particles and severely reduces the bearing
capacity of the soil. Some collapsible soils are lightly colored, have relatively low plasticity and relatively
low density, and generally have a low degree of saturation. Collapsible soils are typically associated with
alluvial fans, windblown materials (loess), and colluvium.
The action of soils exhibiting volumetric changes due to changes in moisture content affects the
performance of the supported structures and improvements. Depending upon the supply of moisture in the
ground, soils may experience changes in volume of up to 30 percent or more. Foundation soils that are
expansive can cause lifting of a building or other structure during periods of high moisture. Conversely,
during periods of falling soil moisture, expansive soils will shrink, which can result in structure settlement.
Additionally, some unsaturated soils may be subject to collapse of the loose soil matrix when the cemented
bonds within the matrix are dissolved. The amount and rate of collapse is a function of mineralogy,
percentage of clay, Atterberg limit values, cementing agents, and other factors.
Considering the relatively shallow depth to groundwater, materials encountered in subsurface explorations,
laboratory test data, and our project understanding, encountered on-site clay soils are anticipated to have
low to no expansion potential and sandy soils are not prone to collapse.
5.9 Ground Subsidence
Land subsidence occurs as a lowering of the ground surface due to extraction, lowering of water levels or
other stored fluids within the subsurface soil pores, or seismic activity that can cause the alluvial sediments
to rearrange themselves into a denser, more compact configuration. Damage caused by subsidence can
be visible cracks, fissures, or surface depression.
The extraction of water, petroleum, or gas from sedimentary source rocks and alluvium can cause the
permanent collapse of pore space previously occupied by the removed fluid. The compaction of subsurface
sediment caused by fluid withdrawal can cause subsidence of the ground surface overlying a pumped oil
reservoir or aquifer. If the volume of water, gas, or petroleum removed is sufficiently great, the amount of
resulting subsidence may cause damage to nearby structures.
The project alignment is located within the Los Angeles / Santa Ana Basin, an area of recorded ground
subsidence (Bawden et al. 2001). The basin is subject to seasonal and annual uplift and subsidence due
to groundwater pumping and artificial recharge. From April 1998 to May 1999, as much as 60 millimeters
(mm) of seasonal uplift and subsidence, with 20 mm of net basin subsidence, was recorded (Bawden et al.
2001).
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5.10 Corrosion
Chemical tests and resistivity testing associated with the project exploration program were performed on
selected samples from the subsurface explorations. Based on the results of the chemical testing, some of
the tested on-site soils exhibit up to moderate sulfate exposure, as described in the American Concrete
Institute (ACI) manual, Section 318R-14 (ACI 2019). Accordingly, AECOM recommends that concrete in
contact with on-site soils, along with concrete up to 12 inches above finished grade (e.g., in walls), contain
Type II or Type V cement, have a design compressive strength of 4,000 psi, and a maximum water-cement
ratio of 0.50. In addition, concrete cover and slump should be specified by the structural engineer of record,
and good densification procedures should be used during placement to reduce the potential for
honeycombing.
Based on the results of the chemical testing, some of the tested samples recovered from the exploratory
borings have chloride levels more than 500 ppm and should be considered corrosive to steel tendons.
Accordingly, corrosion mitigation methods need to be considered during design.
Chemical tests performed during this study indicate fully saturated, laboratory resistivity values as low as
133 ohm-centimeters in clay soil samples and as low as 278 ohm-centimeters in sandy soil. This is
considered to be very severely corrosive to metal. Accordingly, corrosion reduction methods should be
considered for buried metal.
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Section 6: Conclusions and Recommendations
6.1 Earthwork Recommendations
6.1.1 General Earthwork and Grading Specifications
All earthwork and grading should be performed in accordance with the recommendations of this report, all
applicable requirements by each of the cities where the work will be completed, and OC San Standard
Specifications.
6.1.2 Site Clearing
The proposed work consists of rehabilitation or replacement of existing pipelines and manholes. Major site
clearing is not anticipated.
6.2 Ground Improvement Recommendations for Liquefaction/Static Settlement
Mitigation
6.2.1 General
Deep pile foundations can be driven/drilled down to the dense alluvium. This system can mitigate both
liquefaction and static settlement. Due to the building type (low-load, double story), this type of foundations
might not be cost effective.
Over excavation and replacement with compacted structural fill can improve the site soils. However, due
to the shallow groundwater, limited spacing, and the required over excavation of 25 feet bgs; Over-
excavation and replacement with structural fill might not be feasible for the entire area.
Due to the presence of fine grained materials at the anticipated bottom of footing elevation, it is
recommended to over excavate the soils a minimum of 2 feet below the bottom of footing and replace it
with structural backfill in addition with the ground improvement recommendations.
Ground improvements shall be performed in accordance with the recommendations of this report, the
California Building Code (CBC), Section 1813A, and all applicable requirements for soil compaction and
excavation.
6.2.2 Vibro Stone Columns for Ground Improvement
Vibro Stone Columns (VSCs) or aggregate piers is a system that uses compacted aggregate to create stiff
pier elements. This type of system can reinforce soft and loose soils below the groundwater table. This is
a displacement process which allows for installation without spoils. The system displaces a zone where
aggregate is introduced. The aggregate is then rammed to densify it using lifts to form the undulated shaft.
Grout may be added to create a rigid inclusion. The ramming of the grouted aggregate allows for improved
density on granular soils, thereby increasing bearing capacity and reducing settlements. This system is
recommended based on soil conditions, shallow groundwater, building size, and cost.
An array of aggregate piers should be designed below the footprint of the generator pad, outside of the
odor control and electrical buildings. A preliminary layout is shown in Figure 8. The aggregate piers should
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extend down at least 15 feet below the recommended 2-foot over-excavation. VCSs shall not be less than
2 feet in diameter. A minimum center-to-center spacing of 7 feet between RAPs is estimated to be required
for the ground improvement of the area. The distance between RAPs can be increased to larger center-
to-center spacing if the risk criteria for acceptable settlement levels can be relaxed but cannot exceed 8
feet, in accordance with CBC Section 1813A.2.
6.3 Open-Cut Pit and Trenching Recommendations
6.3.1 General
Excavations during construction should be performed in accordance with applicable local, state, and federal
regulations, including the current California Occupational Safety and Health Administration (Cal/OSHA
2018) excavation and trench safety standards. Construction site safety generally is the sole responsibility
of the contractor, who should also be solely responsible for the means, methods, and sequencing of the
construction operations. Following the general safety precautions and guidelines will generally reduce
excessive ground movement and failure due to the construction activities. Where space permits, and
provided that adjacent structures, utility lines, etc. are adequately supported, open excavations may be
considered for construction of the project.
6.3.2 Excavations
The design and construction of temporary excavation support systems (e.g., shoring) and temporary slopes,
as well as the maintenance and monitoring of these works during construction, is the responsibility of the
contractor. As soil conditions may vary, the contractor should employ an excavation competent person as
defined by California Division of Occupational Safety and Health Administration (Cal/OSHA) to determine
all aspects of excavation safety. Trench excavations should be made with nearly vertical sides, using
shoring whenever required. Soils encountered during our field investigation should be performed using
conventional earthwork equipment.
Surcharge loads from vehicle/equipment parking and traffic or stockpile materials should be set back from
the top of the temporary excavation a minimum horizontal distance equal to at least the depth of excavation
(1:1) horizontal to vertical plane ascending from the base of the excavation. Surface drainage should be
controlled along the top of temporary excavations to prevent inundation of the excavation, wetting of the
soils adjacent to the excavation, and erosion of the excavated faces. Even with the implementation of these
recommendations, sloughing of the surface of temporary excavations may still occur, and workers should
be adequately protected. In any event, excavation and personnel safety during construction is the sole
responsibility of the contractor.
6.3.3 Trench Wall Stability
Trench wall instability will depend on the soil properties in the areas of excavations. Shallow groundwater
typically contributes to collapse of fill or alluvial soils due to wetting. Wedge failures can occur in the trench
walls under such conditions. Shoring is anticipated to be needed.
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Trench excavations that are made with nearly vertical sides can typically remain open for minutes to hours
until positive sidewall shoring/support can be installed; however, given the presence of groundwater;
possibility of existing, loose, utility trench backfill materials; and zones of relatively clean, coarse-grained
soils (such as poorly graded sand, well-graded sand, poorly-graded gravel, and well-graded gravel soil
types), open trench excavations without proper shoring is not recommended. In all cases, the contractor
should select an excavation, dewatering, and/or shoring scheme that will protect adjacent improvements,
including buried utilities.
6.4 Construction Dewatering
6.4.1 Shallow Groundwater/Dewatering
Groundwater was encountered in the recent borings and is anticipated to be encountered in excavations
needed for construction. A need for construction dewatering should be anticipated. The contractor should
implement dewatering methods in excavations to lower and maintain a groundwater level below the
excavation bottom by about 5 feet. Hydraulic conductivity estimates from slug testing in two monitoring
wells along the project alignment are discussed in Section 3.6.3.
6.4.2 Disposal
Environmental groundwater testing was performed on the monitoring wells installed in selected explorations
to evaluate whether samples comply with OC San discharge requirements for the sewer system. The
contractor should perform additional testing during construction dewatering and evaluate whether sampled
water can be discharged into the OC San system. Discharge volumes will be subject to restrictions to avoid
overloading the sewer system.
6.4.3 Control of Surface Water
To help provide dry working conditions and to help protect the excavations from erosion, debris, and local
sloughing, surface drainage should be controlled in the vicinity of open trenches and be directed away from
trenches. Pipeline construction activities should not interfere materially with surface water or groundwater
flows without adequate provisions to correct for such interference.
Dewatering Induced Settlement
Dewatering-induced settlement can occur when effective stress increases in soil layers when groundwater
levels are lowered. Induced settlement can also occur with the removal of fine particles from soil layers
when wells are improperly constructed and by open pumping from excavations with inappropriate methods
that create boils or piping of materials in the excavation bottom or sidewalls. Preliminary estimates of
potential dewatering-induced settlement adjacent to shored excavations was on the order of ¼ inch or less.
The actual dewatering-induced settlement will depend on dewatering methods and extents and may be
significantly different than these preliminary estimates.
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6.4.4 Temporary Construction Shoring
Considering that depths of wet well and pipeline installations are anticipated to be relatively deep, some
excavations will likely need shoring. Based on materials encountered in our explorations, driving sheet piles
are anticipated to be feasible; however, noise may need to be monitored and controlled. Interlocking sheet
piles may help to reduce inflow of water. Continuous steel plate lagging may be needed to retain
cohesionless sandy soil if soldier piles are used to provide open excavations.
Shoring system selection and design is the responsibility of the contractor and must meet Cal/OSHA
requirements. Shoring systems should be compatible with excavation dewatering systems. Various loading
conditions could exist at or near shored excavations that will depend on the contractor’s means and
methods of construction.
Shoring system shall also accommodate future openings of force mains and pipes that connect to the pump
station. Shoring can either be left in place to accommodate future openings or removed after installation of
the pipes. In that case, open-cut construction will be necessary for future pipeline access.
Slurry Diaphragm Wall
Slurry diaphragm wall shoring is a feasible method that is constructed with the aid of a viscous stabilizing
fluid (slurry). Cement is added to the bentonite water slurry prior to its introduction to the trench and remains
to set up and form permanent cutoff wall. Diaphragm walls present the advantage of an easier control of
the vertical alignment but typically require a higher construction cost.
Lateral Earth Pressure Recommendations for Temporary Shoring
Shoring should be designed for earth, seismic, and surcharge pressures. Hydrostatic pressures are not
anticipated where the depth to groundwater is below the wall and where proper drainage is implemented
behind the walls; if hydrostatic pressures are allowed to build behind the wall, they should be accounted for
in the design. Lateral earth pressures for use in evaluating the resistance to lateral forces on retaining walls
may be estimated using the recommended parameters listed in Table 6.3-3. The formulas to be used to
calculate lateral earth pressures at the locations featured in Table 6.3-3 are shown on figures 7A through
7C.
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Table 6.3-3. Summary of Recommended Lateral Earth Pressure Parameters
Earth Pressure Coefficients
Location Unit Weight
(pcf)
Depth
(ft)
Active
(Ka)
At-Rest
(Ko)
Passive
(Kp)
Seismic1 (Kae)
West Tie-In 125 0-25 0.30 0.40 3.2 0.28
Channel 120 0-25 0.30 0.40 3.2 0.28
East from Channel to PCH
and Pump Station
125 0-50 0.30 0.40 3.5 0.28
Note:
1.Not needed for temporary shoring applications.
The design of temporary pits or shafts is the responsibility of the contractor. These recommendations
assume that the shoring will retain level backfill (i.e., that the native ground surface does not slope upward
behind the shoring). The static earth pressures should be assumed to increase linearly with depth and will
equal the product of the total unit weight of the soil and the appropriate lateral earth pressure coefficient.
Below the water surface, where water is present on both sides of the shoring, the effective unit weight may
be used, i.e., the unit weight of water may be subtracted from the total unit weight. For shoring in the
Channel, the depths indicated are below the mud line. Elsewhere, the depth is from the adjacent ground
surface. The active earth pressure case applies when a wall or shoring is permitted to rotate or translate
outward (i.e., away from the retained soil) by approximately 0.002H, where H is the height of the retained
material above the surface on the excavation side of the shoring. The passive earth pressure case applies
to a wall or shoring that is displaced or rotated inwardly (i.e., towards the retained soil) by approximately
0.03H, where H is the height of the wall. However, if passive resistance is used, the recommended values
in Table 6.3-3 should be reduced by half; the passive case values provided in Table 6.3-3 are nominal (i.e.,
ultimate or unfactored) values.
Use of heavy equipment to compact backfill behind walls and shoring may increase lateral earth pressures
beyond those estimated from parameters presented in Table 6.3-3. Lightweight compaction equipment is
recommended near (within about 2 feet from) the shoring or wall face.
If the wall or shoring needs to support an adjacent roadway or parking area, a traffic surcharge pressure of
at least 250 pounds per square foot (psf) applied vertically should be included in the design with appropriate
safety factors. The lateral pressure on the subsurface wall that results from the traffic surcharge should be
estimated as the product of the vertical pressure and the appropriate lateral earth pressure coefficient.
For cantilever retaining walls and shoring, the seismic pressure increment should be estimated using an
inverted triangular distribution equal to the product of the total unit weight of the soil and the seismic earth
pressure coefficient. To develop the seismic pressure, the seismic pressure increment should be added to
the active earth pressure. A horizontal seismic coefficient equal to half of the maximum site-corrected
horizontal ground acceleration, 0.5As, was used for pseudo-static analyses.
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Vibration Monitoring
Considering that the project is located near residential developments, sheet piling installation methods may
cause vibrations that could affect nearby property owners and could potentially damage nearby structures.
Vibration monitoring should be performed during installation and extraction of driven sheet piles. Vibration
monitoring equipment should be placed between the installation equipment and the nearest structures.
Equipment should be placed at varying distances to provide an indication of the reduction of vibration with
distance from the installation equipment. Peak particle velocity at the closest structure to the installation
should be kept below 0.5 inches per second.
A pre-construction assessment of the existing conditions of nearby structures should be performed, as well
as a post-construction assessment of the same structures to note any existing signs of distress before
project construction and after piling removal. Monitoring should be performed for all structures within about
300 feet of the installation.
6.4.5 Trench Preparation and Backfill
The following sections contain recommendations for trench excavation and backfill in dry or dewatered
excavations.
6.4.5.1 General Considerations
We anticipate that shallow trenching can be performed by conventional trenching machines or power
shovels. This opinion is based solely on our knowledge of general geotechnical conditions and on
observations made in the exploratory borings.
Minimum trench dimensions are usually specified to allow proper placement of the pipe and backfill. The
trench bottom width should be at least 12 inches more than the pipe outside diameter (OD) per OC San
Standard Drawing S-010. Additional requirements might be provided by each city within the work limits, as
well as the county. The contractor should follow all applicable requirements.
6.4.5.2 Subgrade Preparation
The bottom surfaces of all excavations to receive bedding/fill should be scarified to a depth of 6 inches or
more, moisture conditioned as needed to within 3 percent of optimum water content, and compacted to at
least 90 percent relative compaction (ASTM Standard D1557) prior to placing compacted bedding/fills.
Following the scarification process, the subgrade should be observed, probed, and tested as appropriate.
Excavation bottoms are anticipated to encounter wet, loose, or soft soils at some intervals along the
alignment. These soils might be unstable and not suitable to support pipe, manhole, or other structures
such as the wet well at the pump station. All identified loose or soft zones should be over excavated and
replaced with properly compacted backfill to the satisfaction of the Geotechnical Engineer of Record in
order to establish a competent subgrade on which to place compacted bedding/fill.
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If soil pumping occurs during compaction, geogrid reinforcement might be needed to create a stable base.
The geotechnical consultant during construction should evaluate the soil conditions and recommend
appropriate remediation measures.
Pipe/Manhole Bedding
Bedding is defined as the supporting material placed below the pipe and manholes and should have a
minimum thickness of 12 inches per OC San Standard Drawing S-010 (OC San 2014) modified to include
traceable pipe relocating tape. To provide uniform and firm support for the pipe or manhole, compacted
granular materials, such as clean sand, gravel, or ¾-inch crushed aggregate or crushed rock, may be used
as pipe bedding material. The type and thickness of the bedding material should be chosen based on the
proposed type of pipeline/manhole to be installed and should be based on OC San Standard Specifications
(OC San 2014) and/or local city requirements.
Compaction of Bedding
Clean sands should be placed to surround the pipe completely and with care to place material under the
pipe haunches. Mechanical compaction equipment may be used where feasible. The maximum dry unit
weight of the bedding material should be measured in accordance with ASTM D1557. The field unit weight
of bedding should be measured in accordance with the sand cone method (ASTM Standard D1556) or the
nuclear method (ASTM Standard D6938). In a narrow trench, use of conventional compaction equipment
may be challenging. Care should be taken to densify the bedding material below the springline of the pipe
by visual observation of the moisture conditioning and compaction operations. Relative compaction of the
bedding should follow OC San Standard Specifications and/or local city requirements.
Pipe Zone and Final Backfill
The pipe zone is the part of the trench from the bedding to a horizontal level 12 inches above the top of the
pipe for the full width of the trench. Materials used for pipe zone backfill should consist of imported material
or on-site material that meets the following requirements:
Material shall not contain rocks or hard lumps larger than 1 inch in maximum dimension
At least 80 percent (by weight) of material particles should pass through a ¾-inch sieve
Less than 5 percent of material particles should pass through a No. 200 sieve
Material should have a sand equivalent value of 30 or more
Material should have an expansion index less than 20
Material used for backfill within the pipe zone should be uniformly graded to avoid migration of soil fines
into voids and clogging. Perishable, spongy, hazardous, or other undesirable materials should not be used
as fill.
Final backfill zone materials should consist of imported material or on-site material that meets the following
requirements:
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The final pipe zone material shall not contain rocks or hard lumps larger than 6 inches in maximum
dimension
At least 80 percent (by weight) of material particles should pass through a ¾-inch sieve
Less than 30 percent of material particles should pass through a No. 200 sieve
Material particles larger than 1 inch in size shall be placed so that they are completely surrounded
by compacted finer soils; nesting of rocks is not permitted
To help prevent migration of fine soil particles from the final backfill zone material to the pipe zone material,
filter fabric should be placed at the interface of the final zone and pipe zone, unless the designer or owner
directs that fabric not be used.
Fill Placement and Compaction
The maximum dry unit weight of the fill materials should be measured in accordance with ASTM D1557
(ASTM Standard D1557 2012). The field unit weight of fill should be measured in accordance with the sand
cone method (ASTM Standard D1556 2015) or the nuclear method (ASTM Standard D6938 2017). The
unit weight and water content of the minus ¾-inch material may need to be calculated using ASTM D4718
(ASTM Standard D4718 2015), depending on which method is used for field unit weight. The relative
compaction and difference from optimum water content will be determined on the basis of the minus ¾-
inch portion of the material.
Fill material should be placed in lifts no more than 8 inches thick, before compaction, and moisture
conditioned as necessary to achieve uniform moisture within 3 percent of optimum water content. The fill
shall be compacted to a minimum relative compaction of 90 percent within the bedding zone, pipe zone,
and above pipe zone, except in the upper 30 inches below the roadway section, where a minimum relative
compaction of 95 percent is needed.
Controlled Low Strength Material
In areas where backfill and compaction might be hard to do because of limited space or other factors,
controlled low strength material (CLSM) might be used upon approval of OC San, grading inspector, local
city engineer, and geotechnical engineer for the project. The following are recommended for CLSM
placement:
CLSM shall not be placed on uncertified fill, on incompetent natural soil, nor below water.
CLSM shall not be placed on a sloping surface with a gradient steeper than 5:1 (horizontal to
vertical).
Testing shall be conducted under the guidance of the grading inspector.
The cement content of the CLSM shall not be less than 188 pounds per cubic yard for permanent
backfill and not less than 50 pounds per cubic yard for temporary use of CLSM.
The excavation bottom shall be accepted by the geotechnical engineer prior to placing CLSM.
CLSM backfill may only be used in lieu of soil backfill.
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6.5 Secant Pile Shoring Recommendations
Shoring design is the responsibility of the contractor. However, the following general recommendations are
provided.
6.5.1 Minimum Diameter
Given the presence of groundwater, a minimum pile diameter of 24 inches is recommended for design.
6.5.2 Construction Method
Given the presence of groundwater at the site, the pile design will need to plan for, and construction will
need to use the wet method (slurry) of installation.
6.5.3 Minimum Embedment
Secant pile walls are a type of cantilever wall that depends on the pile embedment for lateral resistance
capacity. The minimum embedment for a 24-inch cast-in-drilled-hole (CIDH) pile should be considered as
1.75 to 2 times the excavation depth. Bracing or tiebacks may be used to reduce the embedment. However,
easement constraints may eliminate the possibility of tiebacks.
6.5.4 Lateral Pressures
The lateral earth pressures for design should be developed by the contractor and may be based on the
boring, laboratory testing, and other data collected for the project and previously presented. See Section 0
for recommended parameters needed to develop earth pressures for design. Water pressures should be
added to earth pressures during design of shoring systems.
6.6 Jack and Bore (HAB)
6.6.1 Construction Method
The jack and bore method involves installing a pipeline by pushing a string of steel casing pipes through
the ground with large hydraulic jacks situated within a pit located at either end of the drive. Soil excavation
is conducted at the advancing end of the pipe string using a continuous flight auger that is powered by a
horizontal boring machine. Subsequently, a carrier pipe is placed inside the casing (i.e., a two-pass system).
6.6.2 Suitable Ground Conditions
Jack and bore and pilot tube Guided HAB methods can be used in a wide variety of soil conditions, but
ground treatment may be required for loose or flowing sands. Jack and bore is generally not suitable for
use below the water table unless de-watered or in material with low permeability such as firm clay. Soft,
unstable, and highly organic soils below the water table and soil containing debris, including wood,
concrete, and reinforcing, are typically not suitable. The site generally consists of granular soils overlying
fine grained soils overlying claystone and siltstone bedrock. Based on the samples tested, the granular
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soils are generally relatively clean, with less than 10 percent fines. The borings across PCH will be below
the water table and generally unstable so HAB may not be suitable without extensive dewatering.
6.6.3 Pipe Size and Material Type
Jack and bore (HAB) installation can typically accommodate steel casing sizes ranging between about 6
and 84 inches in diameter.
6.6.4 Alignment and Grade
Jack and bore installations are limited to straight alignments with uniform grades. Typical line-and-grade
tolerances that can be achieved using HAB methods are about 1 percent of the drive length. However, if
pilot tube guided HAB is used, line and grade tolerances will be within 2 inches. Because the slope of the
sewer mains and laterals for this project are relatively flat, maintaining grade tolerances for gravity systems
will be more difficult and is only possible by using pilot tube–guided HAB or by oversizing the steel casings.
For smaller diameter gravity sewers, where allowed, direct installation of sewer pipes without a steel casing
is preferred. Pilot tube microtunneling is a better and acceptable method for drive lengths up to 400 feet.
Preliminary planning and layout work should limit proposed jack and bore operations to maximum 200-foot
drives, as line and grade accuracy diminishes with longer drive lengths, or to require pilot tube–guided HAB.
6.6.5 Vertical Cover and Horizontal Separation
Preliminary planning for jack and bore installations should provide a minimum soil cover of 3 x D or 15 feet
where critical surface features are present above the pipeline alignment. This cover limitation can be
reduced to 10 feet in open areas or where surface features are not considered at risk to 1 or more inches
of settlement. A minimum 10-foot vertical clearance should be maintained between the pipe OD and existing
utilities that cross the alignment.
Parallel installations at existing utilities should provide a minimum horizontal separation of 5 feet (casing
edge to casing edge) during jack and bore operations. Final vertical cover and horizontal separation
requirements for the sewer mains and laterals will be established based upon settlement analyses to limit
the potential for excessive settlement and corresponding damage to critical surface facilities and utilities.
6.6.6 Access Shafts/Staging Areas
Starting pit geometries for jack and bore (HAB) operations typically range between about 12 and 15 feet
wide by 25 to 35 feet long dependent on pipe length. Reception pit dimensions of about 12 to 15 feet square
can generally accommodate the necessary operations. The overall staging area in the vicinity of the jacking
pit should provide sufficient space for storage of several 20-foot-long pipe segments, loading of trucks to
dispose of spoils, and crane access to lower pipe segments and to remove spoils. These operations can
generally be accomplished within an approximate 3,000-square-foot area. The reception shaft work area
should be at least 2,000 square feet. Pits will be designed by the contractor to suit the equipment proposed,
including any necessary dewatering and any structural reinforcement required to support the system thrust
forces during operation.
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6.6.7 Settlement
Settlement is the primary source of damage to adjacent streets, utilities, and residences during trenchless
construction. Excessive ground loss due to inadequate face support during tunneling causes ground
subsidence. Ground (or face) loss is expressed in percent of soil volume excavated in excess of the
theoretical volume defined by the diameter of the cutter head. Ground loss in the range of 0.5 to 1.0 percent
is typically unavoidable due to the closing of the gap between the pipe shield and the slightly oversized
cutter head.
Empirical methods have been developed for estimating tunneling-induced surface settlement based on past
projects. Typically, the settlement pattern that develops above a soft-ground tunnel is a trough-shaped
depression resembling an inverted normal probability (bell-shaped) curve with the maximum settlement
occurring above the tunnel centerline (Peck 1969).
Since the magnitude of tunneling-induced settlement depends largely on workmanship applied by the
tunneling crew, settlements should be monitored closely and guidelines should be adapted for inspection
during tunneling.
The tolerance to ground settlement depends on the structural makeup and conditions of existing structures
along the alignment. Hence, visual inspections and/or as-built plan reviews of existing buildings and utilities
along the alignment should be performed to check whether special measures beyond the guidelines above
are warranted for particularly sensitive structures.
6.6.8 Groundwater Control
Jack and bore (HAB) installation below groundwater in unstable soil conditions is not recommended but is
possible if preceded by dewatering operations or ground improvement such as permeation grouting or jet
grouting.
6.7 Microtunneling Recommendations
Microtunneling is a remote-controlled, automated, guided, closed-face pipe jacking process using a
microtunneling machine (MTBM) that applies continuous support to the tunnel excavation face by
mechanical and/or fluid pressure, balancing the groundwater pressure and controlling face stability. The
guidance system for straight drives usually uses a reference laser mounted in the jacking pit and a laser
target mounted inside the articulated steering head of the MTBM. For curved drives, Gyro or Automated
total station theodolites will be used. Accuracy of 1 to 3 inches is possible over long drives exceeding 2,000
feet.
Microtunneling is carried out between two shafts, the jacking shaft which is typically 18 to 25 feet in diameter
and the reception shaft, which is 12 to 15 feet in diameter. During normal operation, no man entry is required
into the tunnel.
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Ground classifications for soft ground tunneling as defined by Terzaghi (1950) and later modified by Heuer
(1974) include six categories of ground behavior: firm, raveling, running, flowing, swelling, or squeezing
ground.
Table 6.6-4 provides a summary of terms used to describe ground conditions and ground behavior for soft
ground tunnels.
Tunneling operations for the project are expected to encounter a wide variety of material types and
corresponding ground behavior. In addition to material composition, ground behavior depends on soil
consistency/relative density, in-situ stresses, and groundwater conditions.
Table 6.6-4. Ground Classification for Tunneling
Classification1 Behavior1
Firm Ground Heading may be advanced several feet or more without immediate support. Hard clays and cemented
sand or gravel generally falls into this category.
Raveling Ground
After excavation, material above the tunnel or in the upper part of the working face tends to flake off
and fall into the heading. In fast raveling ground, the process starts within a few minutes; otherwise,
the ground is slow raveling. Slightly cohesive sands, silts, and fine sands gaining their strength from
apparent cohesion typically exhibit this type of behavior. Very stiff fissured clays may be raveling
materials also.
Running Ground
Cohesionless, dry soils run from any unsupported vertical face until a stable slope forms at the natural
angle of repose (i.e., approximately 30 to 35 degrees). Running ground consists of dry, cohesionless
materials, such as clean loose sand or gravel.
Flowing Ground
If seepage develops at the working face, raveling or running ground is transformed to flowing ground,
which advances like a viscous fluid into the heading. Silt, sand, or gravel below the water table without
a high enough clay content to develop significant cohesion will be flowing-type soils.
Squeezing Ground
Squeezing ground conditions are analogous to plastic flow, and the soil is observed to advance slowly
into the tunnel excavation without any signs of fracturing. Squeezing occurs without an increase in the
water content or a volume change in the soil and is governed by the soil strength in comparison to the
overburden pressure. Squeezing ground may include soft to medium stiff or stiff clays depending on the
overburden pressure at the tunnel depth.
Swelling Ground
A condition where the ground absorbs water, increases in volume, and expands slowly into the tunnel.
This may occur in highly over-consolidated clays that exhibit high volume change characteristics upon
wetting.
Notes:
1.After Terzaghi (1950) as modified by Heuer (1974)
6.7.1 Slurry Microtunneling
Microtunneling machines can generally be divided into two categories: slurry machines and auger
machines. However, in the USA, 95 percent of microtunneling systems are of the slurry type. In a slurry
machine, soil excavated by the cutterhead of the machine passes through slots or ports where it is mixed
with slurry in a chamber at the front of the machine. The tunnel face is supported by an earth pressure that
results from holding the excavated spoil under pressure in a chamber between the cutterhead and
bulkhead. The spoil-slurry mixture is pumped to the jacking pit through slurry discharge pipes, installed
inside the jacking pipe string and discharged to a surface separation plant to remove spoil and recirculate
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the fluid to the MTBM face. Conversely, an auger machine relies on a continuous flight auger to convey the
excavated soil from the face to the jacking pit. Ground pressure is controlled by a plug being formed in the
cutter chamber, where the excavated spoil is compacted to make a plug before the auger transports the
spoil to the jacking shaft. Slurry microtunneling systems are suitable for working in all ground conditions
under high heads of water pressure.
6.7.2 Surface Settlements
See Section 6.5.7.
6.7.3 Groundwater Control
Microtunneling machines effectively balance hydrostatic pressures and control groundwater inflows. This
equipment can maintain face stability by applying a positive stabilizing pressure to the tunnel face, which
will limit loss of ground and corresponding surface settlement without the need for conventional dewatering.
6.7.4 Pipe Size and Types
Microtunneling is a pipe jacking system that installs a pipeline with "Jacking" pipes. Typically, the
microtunneling method is used to construct tunnels from 12 to 144 inches in diameter and for shaft to shaft
lengths up to 8000 feet. Drive lengths can range from 2000 to 3000 feet for diameters over 60 inches.
Jacking pipes come in two distinct types: thick walled [reinforced concrete (RCP), polymer concrete (PCP)
vitrified clay (VCP)] and thin walled [steel, glass fiber reinforced (GFRP)]. Thick walled pipes, except VCP,
are suitable for use in curved drives.
6.7.5 Muck and Groundwater Disposal
All excavated materials will require containment and removal from the construction site. Materials derived
from tunneling operations will include muck derived from the face or spoils collected at a surface separation
plant. Some tunneling operations will produce other waste products, including slurry, drilling fluids, and
discharge water.
All dewatering water and water generated from construction, including slurry and discharge water may
require containment in sedimentation tanks or other treatments prior to discharge. Where sedimentation
levels or other undesirable properties preclude on-site discharge, dewatering and/or slurry water will require
off-site disposal in a safe legal manner.
6.7.6 Work/Staging Areas
Required work and staging areas for pipelines installed using trenchless construction will vary depending
upon the selected methods. As a minimum, access and reception shafts will be required at each end of the
pipeline alignment. Additional intermediate shafts may be required depending upon the drive length and
steering limitations of each construction method. Required geometry and size of the shafts will be a function
of pipeline depth and size, tunneling equipment and methods, shaft construction methods, and soil and
groundwater conditions.
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Staging requirements in the vicinity of the shafts includes providing adequate space for shaft construction
and construction operations. Considerations must be made for machine launching and retrieval, pipe
storage and installation, surface processing/treatment plants, and truck access for hauling spoils, pipe
sections, and tunneling equipment.
6.8 Dredging
Excavation of a pipeline trench across the Channel by means of dredging operations is being considered
for this project. The following sections describe some of the anticipated complexities associated with
dredging operations for this project. For details on excavation and backfill of dredged materials, refer to OC
San 5-67 Design Memo 2A – Force Main Alternatives (AECOM, 2021).
6.8.1 Permits
Permits for dredging operations are anticipated to require significant planning and coordination, as well as
approvals from the Regional Water Quality Control Board (RWQCB), the California Coastal Commission
(CCC), and the U.S. Army Corps of Engineers (USACE).
Environmental mitigation measures will need to be implemented prior to, and during, dredging and pipeline
construction activities. Measures designed to avoid, minimize, and mitigate potential impacts to eelgrass
as well as vessel traffic in the Channel will need to be implemented. Specific measures will be designated
in the regulatory permits from CCC, USACE, and RWQCB. A project-specific eelgrass mitigation plan will
be required before construction can begin.
The regulation of the disposal of dredged material in ocean waters is a shared responsibility of the U.S.
Environmental Protection Agency (EPA) Region 9 and USACE San Francisco, Los Angeles, and Honolulu
Districts. Under the Marine Protection, Research and Sanctuaries Act, the EPA is the permitting agency for
the ocean disposal of all materials except dredged material and the USACE is the permitting agency for
ocean disposal of dredged material.
The USACE regulates discharges of dredged or fill materials into waterways and wetlands pursuant to
Section 404 of the Clean Water Act (CWA) and navigable waters pursuant to Section 10 of the Rivers and
Harbors Act. The USACE will require a Nationwide Permit No. 58 (for Utility Line Activities for Water and
Other Substances; per Sections 404 and 10 of the CWA) for the installation of the force mains underneath
the Channel.
6.8.2 Maintenance of Vessel Traffic through Channel
Coordination will be needed with governing agencies regarding scheduled shipping calls and other activities
to avoid conflicts with Channel travel, shipping, fishing, cruise operations, etc. Vessel entry and exit lanes
will need to be maintained during construction, except for temporary closures to place pipe across the
Channel. Closing or obstructing navigation ways, channels, sidewalks, or roadways must be done with
proper permits. Temporary bracing, shoring, lights, navigation lights, barricades, warning signs, buoys, and
guards may be needed to protect the public from injury in accordance with applicable rules and regulations.
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6.8.3 Protection of Existing Facilities
The dredging excavation contractor will need to review and verify the condition of shorelines, moorings,
slips, docks, bridge foundations, and all other facilities adjacent to their work areas prior to dredging. The
contractor will need to protect all existing facilities from damage and should anticipate that any damage
documented as a result of the contractor’s activities will be assessed to the Contractor for repair.
A minimum clearance from the PCH bridge footings and piles that is acceptable to Caltrans will need to be
maintained. Typically, Caltrans requires an excavation distance from their structures that is farther than the
plane of a 1:1 (horizontal to vertical) slope, extending from the bottom of structure footings to the bottom of
proposed excavations.
6.8.4 Ocean Disposal of Dredged Materials
Dredged sediment is often disposed at EPA-designated ocean disposal sites located off the coast of
California. The nearest ocean disposal site is the Newport Beach, CA (LA-3) Ocean Dredged Material
Disposal Site, located approximately 7 miles south (33°31.00’ N, 117°53.50’ W) of the project site.
USACE relies on EPA’s ocean dumping criteria when evaluating permit requests for the transportation of
dredged material for the purpose of dumping it into ocean waters. The Southern California Dredged
Materials Management Team, which includes the Regional Water Board, the California Coastal
Commission, the EPA, and the USACE, has developed sampling and analysis plan and results report
guidelines to aid in dredged material testing.
USACE requirements governing discharge of dredged material or imported fill materials into the Channel
or Newport Bay waters should be fulfilled before planning to discharge water or sediments, whether
generated from dredging activities or not, to ensure that such proposed discharge will not result in
unacceptable adverse environmental impacts to waters of the United States. Where intended for reuse to
backfill the pipeline trench excavation in the Channel, dredged and dewatered sediments will need to be
tested for sediment characterization. Sediment characterization will also be needed to determine whether
the materials are suitable for open water or ocean disposal, confined aquatic disposal, or harbor fill (note
that confined aquatic disposal or harbor fill may not be feasible alternatives in or near Newport Beach).
Details on the suitability of ocean disposal methods can be found in KLI Sampling and Analysis Report
(2021, Appendix E).
6.8.5 Upland Disposal of Dredged Materials
If dredged sediment is not suitable for open water or ocean disposal, confined aquatic disposal, or harbor
fill, the sediment may require upland disposal. Upland disposal will require additional material handling
equipment, staging areas, onshore holding areas, transportation equipment, and a legal disposal site.
Suitable materials may be temporarily contained onshore in sedimentation basins or processed through
dewatering equipment to separate sediments from free water in the dredged slurry materials. Where
feasible, environmentally sound beneficial use of dredged materials, such as wetland creation, beach
nourishment, or other development projects, should be considered.
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6.9 Pump Station Foundations
Mat foundations may be utilized for the pump station wet well. An allowable bearing capacity of 3,500 psf
may be used for the design of the wet well at an approximate depth of 27 ft bgs (elevation -15 ft or deeper).
The bearing material should be compacted fill or competent alluvium or Capistrano formation materials.
The mat foundation may be designed using a coefficient of subgrade reaction, K(bxb), equal to 30 pounds
per cubic inch. The coefficient should be adjusted based on the final wet well configuration using the
following equation:
k (LxB) = k(bxb) * (1+0.5* (B/L))/1.5
For frictional resistance to lateral loads, we recommend that a coefficient of friction of 0.67 be used between
soil and soil contacts and/or between soil and cast-against-grade concrete contacts. A coefficient of friction
of 0.44 may be used between soil and formed concrete contacts. These values are based on a soil friction
angle of 34 degrees. Passive and frictional resistances may be used in combination, provided the passive
resistance does not exceed one-half of the total allowable resistance.
6.9.1 Pump Station and Pipeline Differential Settlement
Some materials encountered in the pump station area indicate that liquefaction could occur during a seismic
event. Based on our analyses, settlement up to about 4 inches at the ground surface and up to about 6
inches of lateral spreading could occur. Foundations extending more than about 25 feet bgs (elevation -13
ft or deeper) could experience about 1 inch of post-liquefaction settlement.
Although the probability of liquefaction occurring in all layers susceptible to liquefaction should be
considered small, if the resulting differential movements from post-earthquake liquefaction movement
cannot be tolerated, flexible pipe connections should be considered to reduce the risk of damage resulting
from soil movement, and mitigation of underlying soils (e.g., grout injection, over excavation) should be
considered to help lessen the magnitude of potential soil movement.
6.10 Lateral Pressure Recommendations for Permanent Walls
For design of permanent retaining walls for the pump station structure or West Tie-In structure, including
demolition and replacement of the existing sea wall, the earth pressures given in Table 6.3-3 for those
structures may be used. For relatively rigid walls that cannot rotate significantly, at-rest earth pressure
values should be used.
6.11 Pavement Replacement
Roadway pavement should be replaced following the project specifications and requirements for the right-
of-way specified by its governing agency (e.g., Caltrans requirements for PCH). At a minimum, the
pavement repair should match existing asphalt or concrete pavement and include a thickness of supporting
aggregate base to the same depth as the adjacent section.
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Section 7: Construction Considerations
7.1 General
Groundwater was encountered during the geotechnical exploration; perched water might be
encountered above the groundwater and cannot be discounted. Water is expected to be
encountered in the excavations for pipe replacement, manhole replacement, and wet well
construction. Provisions for dewatering the excavations should be followed during constructions if
applicable.
Loose soils and low fines soils are expected to be encountered at some locations. The contractor
should take into consideration the possibility of cave-ins and should incorporate these
considerations into the excavation design.
For cut and cover pipe installation areas, clean sands or other approved materials by OC San
and/or cities, should be placed to completely surround the pipe to help prevent voids.
For cut and cover pipe installation areas, materials for pipe zone backfill should consist of imported
material or on-site material that meets the requirements herein.
The fill of dewatered or dry excavations should be compacted to a minimum relative compaction of
90 percent within the bedding zone, pipe zone, and final backfill pipe zone except in the upper 30
inches below roadway pavements where a minimum relative compaction of 95 percent is
recommended.
The pavement section should at a minimum match the existing pavement section.
All earthwork and grading should be performed in accordance with the recommendations of this
report, all applicable requirements by each of the cities where the work will be completed, and OC
San Standard Specifications.
Excavations during construction should be performed in accordance with applicable local, state,
and federal regulations, including the current Cal/OSHA excavation and trench safety standards
(Cal/OSHA 2018). Construction site safety generally is the sole responsibility of the contractor, who
shall also be solely responsible for the means, methods, and sequencing of the construction
operations.
Environmental groundwater testing was performed on the monitoring wells installed during the
exploration phase to evaluate whether it met the OC San discharge requirements for the sewer
system. Analytical test results are provided in Appendix C. The contractor should perform additional
testing during dewatering and evaluate whether it can be discharged into the OC San system.
Discharge is subject to restrictions to avoid overloading the sewer system.
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7.2 Pipeline
Pipeline installation will depend on the method selected by the contractor for pipeline trench
excavation and pipeline installation.
Groundwater will be encountered in trench excavations. Consideration should be given to methods
that can limit groundwater intrusion into open trench areas.
Installation of pipeline materials into submerged trench areas might require the pipe to be filled,
weighted, or anchored to safely resist buoyant forces.
If pipelines are submerged in open cut areas, but are not anchored, pipe cover materials that remain
after estimated scour events need to be sufficient to resist buoyant forces that may occur over the
design life of the pipe (e.g., during clean out or maintenance events).
7.3 Pump Station
Solid sheet pile wall shoring in an open cut excavation is feasible provided the recommendations
in this report are followed. Braced wet well shoring will be required if this method is selected instead
of other methods such as secant pile shoring. Considering that the Bay Bridge Pump Station is
located near residential developments, silent/quiet sheet piling installation methods or wall system
types should be considered.
Secant pile shoring is feasible for temporary wall and permanent wall, provided the
recommendations in this report are followed.
Groundwater will be encountered in the excavation. The bottom of the excavations may need to be
sealed to limit groundwater intrusion.
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Section 8: Limitations
The field evaluation, laboratory testing, and geotechnical analyses presented in this geotechnical report
have been conducted in general accordance with current practice and the standard of care exercised by
geotechnical consultants performing similar tasks in the project area. No warranty, expressed or implied, is
made regarding the conclusions, recommendations, and opinions presented in this report. There is no
evaluation detailed enough to reveal every subsurface condition. Variations may exist and conditions not
observed or described in this report may be encountered during construction. Uncertainties relative to
subsurface conditions can be reduced through additional subsurface exploration. Additional subsurface
evaluation can be performed upon request.
The recommendations presented in this report are based on field exploration, laboratory testing, review of
referenced maps and literature, and AECOM’s understanding of the proposed construction. The soil data
used in the preparation of this report were obtained from a limited number of subsurface explorations. It is
possible that variation in the soil conditions will exist between or beyond the locations explored. Accordingly,
if soil conditions are encountered during construction that are different from those outlined in this report,
AECOM should be immediately notified so that we may review the situation that exists and make
supplementary recommendations as needed. In addition, if the scope of the proposed construction,
including the types of structures, anticipated loads and maximum cut and fill depths, changes from what is
described in this report, AECOM should be notified. This study was limited to assessment of geotechnical
aspects of the project, and did not include evaluation of structural items, environmental concerns, or the
presence of hazardous materials.
The recommendations presented in this report are also based on the assumption that an adequate number
of tests and observations will be made during site construction to evaluate compliance with the
recommendations. These tests and observations should be provided under the direction of a qualified
geotechnical consultant. Such testing and observations should include, but not be limited to, the following:
Review of site construction plans for conformance with geotechnical recommendations.
Observation and testing during site preparation, grading, structure excavations, foundation
installation, and placement of fill, aggregate base, concrete, mortar, grout, asphalt concrete, and
steel reinforcement.
Consultation, as needed during construction.
This document is intended to be used in its entirety. No portion of the document, by itself, is designed to
completely represent any aspect of the project described herein. AECOM should be contacted if additional
information is needed or if questions regarding the content, interpretations presented, or completeness of
this document arise.
Site conditions could change with time as a result of natural processes or the activities of man at the subject
site or at nearby sites. In addition, changes to the applicable laws, regulations, codes, and standards of
practice may occur due to government action or the broadening of knowledge. The findings of this report
may, therefore, be invalidated over time, in part or in whole, by changes over which AECOM has no control.
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This report is intended exclusively for use by the client. Any use or reuse of the findings, conclusions, and/or
recommendations of this report by parties other than the client is undertaken at said parties’ sole risk. This
report might not provide sufficient data to prepare an accurate bid by contractors. Bidders and their
geotechnical consultant could perform an independent evaluation of the subsurface conditions in project
areas; independent evaluations could include review of other geotechnical reports prepared for nearby
areas, site reconnaissance, and additional subsurface exploration, laboratory testing, and geotechnical
analyses.
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Section 9: References
American Concrete Institute [ACI]. (2019).ACI 318-19: Building Code Requirements for Structural
Concrete. American Concrete Institute [ACI], Farmington Hills, MI.
ASTM Standard D1556. (2015).Standard Test Method for Density and Unit Weight of Soil in Place by
Sand-Cone Method. ASTM International, West Conshohocken, Pennsylvania.
ASTM Standard D1557. (2012).Standard Test Methods for Laboratory Compaction Characteristics of Soil
Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m3)). ASTM International, West Conshohocken,
Pennsylvania.
ASTM Standard D2216. (2019).Standard Test Methods for Laboratory Determination of Water (Moisture)
Content of Soil and Rock by Mass. ASTM International, West Conshohocken, Pennsylvania.
ASTM Standard D2488. (2017).Standard Practice for Description and Identification of Soils (Visual-Manual
Procedures). ASTM International, West Conshohocken, Pennsylvania.
ASTM Standard D2850. (2015).Standard Test Method for Unconsolidated-Undrained Triaxial Compression
Test on Cohesive Soils. ASTM International, West Conshohocken, Pennsylvania.
ASTM Standard D3080 (2010).Standard Test Method for Direct Shear Test of Soils Under Consolidated
Drained Conditions (Withdrawn 2020). ASTM International, West Conshohocken, Pennsylvania.
ASTM Standard D4104. (2020).Standard Practice for (Analytical Procedures) Determining Transmissivity
of Nonleaky Confined Aquifers by Overdamped Well Response to Instantaneous Change in Head
(Slug Tests). ASTM International, West Conshohocken, Pennsylvania.
ASTM Standard D4318. (2017).Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index
of Soils. ASTM International, West Conshohocken, Pennsylvania.
ASTM Standard D4718. (2015).Standard Practice for Correction of Unit Weight and Water Content for
Soils Containing Oversize Particles. ASTM International, West Conshohocken, Pennsylvania.
ASTM Standard D6913. (2017).Standard Test Methods for Particle-Size Distribution (Gradation) of Soils
Using Sieve Analysis. ASTM International, West Conshohocken, Pennsylvania.
ASTM Standard D6938. (2017).Standard Test Methods for In-Place Density and Water Content of Soil and
Soil-Aggregate by Nuclear Methods (Shallow Depth). ASTM International, West Conshohocken,
Pennsylvania.
ASTM Standard D7263. (2021).Standard Test Methods for Laboratory Determination of Density and Unit
Weight of Soil Specimens. ASTM International, West Conshohocken, Pennsylvania.
ASTM Standard D7928. (2017).Standard Test Method for Particle-Size Distribution (Gradation) of Fine-
Grained Soils Using the Sedimentation (Hydrometer) Analysis. ASTM International, West
Conshohocken, Pennsylvania.
Bawden, G. W., Thatcher, W., Stein, R. S., Hudnut, K. W., and Peltzer, G. (2001). “Tectonic contraction
across Los Angeles after removal of groundwater pumping effects.”Nature, 412(6849), 812–815.
DESIGN MEMO 4
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Boulanger, R.W., and Idriss, I.M. (2014).CPT and SPT Based Liquefaction Triggering Procedures.Report
No. UCD/CGM-14/01. Davis, California.
Bouwer, H., and Rice, R. C. (1976). “A Slug Test Method for Determining Hydraulic Conductivity of
Unconfined Aquifers with Completely or Partially Penetrating Wells.”Water Resources Research,
12(3), 423–428.
Brown and Caldwell. (2012). “Technical Memorandum 2: Geotechnical Data Report.” 5-60 Newport Force
Main Rehabilitation, Irvine, California, 1–3.
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(OSHA).”California Code of Regulations, <https://www.dir.ca.gov/Title8Index/t8index.asp> (Apr. 30,
2021).
California Geological Society [CGS]. (2018). “Earthquake Zones of Required Investigation.”
<https://maps.conservation.ca.gov/cgs/eqzapp/app/> (Apr. 30, 2021).
Cao, T., Bryant, W. A., Rowshandel, B., Branum, D., and Wills, C. J. (2003).The Revised 2002 California
Probabilistic Seismic Hazard Maps. Sacramento, California.
City of Newport Beach. (2008).Natural Hazards Mitigation Plan, City of Newport Beach, California [Draft].
Clifton, H. (1982). "Estuarine Deposits", Sandstone Depositional Environments, Peter A. Scholle, Darwin
Spearing
Fang, H.-Y. (1991).Foundation Engineering Handbook. Van Nostrand Reinhold, New York, New York.
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Areas, Panel 381 of 539, Map Number: 06059C0381K.” National Flood Insurance Program: Flood
Insurance Rate Map, United States Department of Homeland Security, Washington, D.C.
Federal Emergency Management Agency [FEMA]. (2018b). “Orange County, California, and Incorporated
Areas, Panel 382 of 539, Map Number: 06059C0382K.”National Flood Insurance Program: Flood
Insurance Rate Map, United States Department of Homeland Security, Washington, D.C.
Field, E. H., Biasi, G. P., Bird, P., Dawson, T. E., Felzer, K. R., Jackson, D. D., Johnson, K. M., Jordan, T.
H., Madden, C., Michael, A. J., Milner, K. R., Page, M. T., Parsons, T., Powers, P. M., Shaw, B. E.,
Thatcher, W. R., Weldon, Ray J., I., and Zeng, Y. (2013). “The Uniform California Earthquake Rupture
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Geological Survey, Washington, D.C., 97.
Frankel, A. D., Petersen, M. D., Mueller, C. S., Haller, K. M., Wheeler, R. L., Leyendecker, E. V., Wesson,
DESIGN MEMO 4
GEOTECHNICAL DESIGN REPORT
Bay Bridge Pump Station Replacement
9-3
R. L., Harmsen, S. C., Cramer, C. H., Perkins, D. M., and Rukstales, K. S. (2002). “Documentation for
the 2002 Update of the National Seismic Hazard Maps.”Open-File Report 02-420, United States
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Geology Report (Final Draft), Irvine, California, 25.
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DESIGN MEMO 4
GEOTECHNICAL DESIGN REPORT
Bay Bridge Pump Station Replacement
9-4
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Spread Displacement”.Journal of Geotechnical and Geoenvironmental Engineering, ASCE, v. 128,
No. 12, P. 1007-1017.
DESIGN MEMO 4
GEOTECHNICAL DESIGN REPORT
Bay Bridge Pump Station Replacement
OC San-5-67-GDR 08-09-2021
Figures
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REGIONAL VICINITY MAP
NO
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H
ORANGE COUNTY SANITATION DISTRICT
BAY BRIDGE PUMP STATION REPLACEMENT
PROJECT NO. 5-67
L:
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1
LEGEND
PROJECT LOCATION
COUNTY BOUNDARY
0 10 20
Miles
THIS PAGE INTENTIONALLY LEFT BLANK
OCSD Project 5-67 April 2021
Explanation
0 50 10025
Feet´Eelgrass Survey 2016
Eelgrass Survey 2018
Eelgrass Survey 2020
Optional Alignment Crossing
Proposed Force Main Alignment
Existing Force Main Alignment Figure 2a
Newport Bay Bridge Geotechnical Exploration Plan (West)!A Boring
k Monitoring Well
Vibracore Location"
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INTENTIONALLY LEFT BLANK
OCSD Project 5-67 April 2021
Explanation
0 50 10025
Feet´Eelgrass Survey 2016
Eelgrass Survey 2018
Eelgrass Survey 2020
Optional Alignment Crossing
Proposed Force Main Alignment
Existing Force Main Alignment Figure 2b
Newport Bay Bridge Geotechnical Exploration Plan (East)!A Boring
k Monitoring Well
Vibracore Location"
Historic Boring (Leighton Consulting, Inc., 2009)
LBH-3
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FIGURE 3
REGIONAL GEOLOGIC MAP
ORANGE COUNTY SANITATION DISTRICT
BAY BRIDGE PUMP STATION REPLACEMENT
PROJECT NO. 5-67
0 1
mile N0.5
Miocene
Project
Location
Tm
Pliocene
Capistrano Formation Siltstone facies—Siltstone and mudstone;
white to pale gray, massive to crudely bedded, friable
Monterey Formation —Marine siltstone and sandstone;
siliceous and diatomaceous
Late Holocene
Estuarine deposits —Sand, silt, and clay; unconsolidated,
contains variable amounts of organic matter
Marine deposits—Active or recently active beach deposits; sand;
unconsolidated
Eolian deposits —Active or recently active sand dune deposits;
unconsolidated
Very old paralic deposits — Silt, sand and cobbles on emergent
wave-cut abrasion platforms
Old paralic deposits overlain by alluvial fan deposits—Old paralic
deposits capped by sandy alluvial-fan deposits
Old paralic deposits, Unit 1 — Silt, sand and cobbles resting on
61-63 m Golf Course terrace. Age about 450,000 years
Old paralic deposits, Unit 3 -Silt, sand and cobbles resting on
45-46 m Guy Fleming terrace. Age about 320,000-340,000 years
Old paralic deposits, Unit 2— Silt, sand and cobbles resting on
55 m Parry Grove terrace. Age about 413,000 years
Old paralic deposits, undivided—Silt, sand and cobbles.
Interfingered strandline, beach, estuarine, and colluvial deposits.
Old paralic deposits, Units 3-6, undivided —Silt, sand and cobbles
on 45-55 m terraces
Late to Middle Pleistocene
Middle to Early Pleistocene
Legend
Fault – Accurate location
Fault – Approximate location
Fault – Inferred location
Holocene to Late Pleistocene
Young axialchannel deposits — Gravel, sand, and silty alluvium;
gray, unconsolidated
File: L:\DCS\Projects\WTR\60558550_BayBridge\500-Deliverables\502-Design Memo 4A Geotechnical Report\Figures\Geologic Map\GeologicMap.pptx.xlsx\11x17 Landscape
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Copyright:(c) 2014 Esri
Source: EHP Earthquake Fault Epicenters IMS, CA Dept of Conservation, CGS, 2000; Quaternery Faults USGS Interactive Maps 1993 Shaw. et el., 2002: Delan, Shaw, and Pratt 2001: and Jennings, 1995.
Date Saved: 3/17/2020 10:46:41 AMPath: I:\workspace\anthony_f\Juliana_Leiva\Yorba_Linda_Fault_Epicenter_Map.mxd
PACIFIC OCEAN
1
2
5
3
4
9
11
8 6
10
PROJECT SITE
SAN
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A
S
SAN
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A
B
R
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L
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O
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E
H
I
L
L
S
SAN
T
A
S
U
S
A
N
A
MALIBU COAST
ANACAPA
SANTA MONICA
HOLLYWOOD
EAG
L
E
R
O
C
K
N
E
W
P
O
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T
-
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L
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W
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PA
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PUENTE HI
L
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WHI
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CH
I
N
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RAYMOND ELS
I
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A
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J
A
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O
EL
S
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NE
W
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-
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SAN J
O
A
Q
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7
Significant Historic Earthquakes
1. 1769, M6.0 2. 1812, Wrightwood, M7.53. 1855, M6.04. 1899, M6.75. 1910, M6.06. 1918, M6.8 7. 1923, M6.28. 1933, Long Beach, M6.49. 1987, Whittier Narrows, M6.010. 1992, Landers, M7.311. 1994, Northridge, M6.8
Legend
Quaternery Faults
4.0 - 5.0
5.1 - 5.9
6.0 - 7.0
7.1 - 7.9
Epicenters 1769-2000Magnitude
OCSD 5-67 BAY BRIDGE PUMP STATION REPLACEMENT
NEWPORT BEACH, CALIFORNIA
CREATED BY: MS Date: 4/22/2021 FIG. NO:
SCALE: 1" = 9 Miles ( 1:570,240) PM: JG PROJ. NO: 60558550 4SCALE CORRECT WHEN PRINTED AT 11X17
0 3 6 9 Miles
ACTIVE FAULTS
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Figure
FIGURE
5
DRAWN BY: MS
CHECKED BY: SD
DATE: 04/23/2021
DATE: 04/26/2021
ORANGE COUNTY SANITATION DISTRICT
BAY BRIDGE PUMP STATION REPLACEMENT PROJECT NO. 5-67
SEISMIC HAZARD ZONE MAP
Project Site
Source: California Geological Survey, 2016. Earthquake Zones of
Required Investigation Newport Beach Quadrangle,
John G. Parrish, PHD, State Geologist,
Street data from US Census Bureau TIGER/Line, 2016
0 1
mile
N
File: L:\DCS\Projects\WTR\60558550_BayBridge\500-Deliverables\502-Design Memo 4A Geotechnical Report\Figures\Seismic Hazard
Map\SeismicHazardMap.pptx.xlsx\8.5x11 Portrait
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12.3
15.5
5.4
17.4
EXIST VALVE VAULT
EXIST DUAL 24" SEWER
FORCE MAINS
)
36SSFM(
D
)
36SS
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(
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)
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24SSFM(
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24SSFM(
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24SSFM(
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24SSFM(
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)
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)
ABANDONED BRIDGE
POINTS OF CONNECTIONS
INSIDE EXIST VALVE VAULT
CALTRANS
USACE
14+00
13+00
12+00
11+00A-21-001
A-21-002
V-21-001 R-21-004A
R-21-003
C-21-001V-21-002
R-21-004B
10+00
DREDGING
EXISTING DUAL 24" DIP SFM EXISTING DUAL 24" ML CSP SFM,
LINED WITH 22" PE PIPE
12+00 14+00
PROPOSED 24" HDPE SFM
VALVE VAULT
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SEA WALL
(SHEET PILE)
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DEPTH
CA
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ORANGE COUNTY SANITATION DISTRICT
BAY BRIDGE PUMP STATION REPLACEMENT
PROJECT NO. 5-67
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FIGURE
PLAN AND PROFILE
ALTERNATIVE 1A
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Scale: 1 in = 50 ft
0 50'100'
NO
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PROFILE
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-25
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Qes Estuarine Deposits
Fm Capistrano Formation
Contact
Approximated Contact
Legend
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INTENTIONALLY LEFT BLANK
11.7
11.5
10.6
10.8
2.6
2.5
16.4
15.6
26.5
10
BACK BAY
LANDING
IRVINE COMPANY
24SSFM(D)
24SSFM(D)
24SSFM(D)
24SSFM(D)
24SSFM(D)24SSFM(D
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24SSFM(
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24SSFM(D
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24SSFM(D)
24SSFM(D)
24SSFM(D
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24SSFM(D)
24SSFM(D)
24SSFM(D
)
24SSFM(D
)
24SSFM(D
)
2G(B)
ADDITIONAL PERMANENT
EASEMENT NEEDED FROM BBL
CALTRANS
USACE
15+00
16+00
17+00
18+00
19+00
V-21-003
R-21-002 V-21-004 R-21-001
V-21-005
A-21-004
OPEN TRENCH
EXISTING DUAL 24" DIP SFM
16+00 18+00
EXISTING DUAL 24" ML CSP SFM,
LINED WITH 22" PE PIPE
DREDGING
PROPOSED 24" HDPE SFM
MEAN SEA LEVEL
15+00 17+00 19+00
SP
V-
2
1
-
0
0
3
TD Elev. -24.2 ft
GS
E
l
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v
.
-1
5
.
2
f
t
SM
SP-SM
CH
SP
MH
CL
SEDIMENTARY
7
35
14
11
3
8
31
93/6"
50/6"
50/0"
50/2"
50/3"
62
R-
2
1
-
0
0
2
TD Elev. -85.0 ft
GS
E
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v
.
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8
.
5
f
t
SP
SHELLS
SP
V-
2
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-
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TD Elev. -25.4 ft
GS
E
l
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v
.
-1
9
.
9
f
t
SM
SP-SM
SC
CH
CH
SC
SP-SM
SEDIMENTARY
28
12
29
14
2
6
30
32
44
50/4"
93/10"
R-
2
1
-
0
0
1
TD Elev. -81.2 ft
GS
E
l
e
v
.
-1
9
.
8
f
t
SP-SM
SP
V-
2
1
-
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0
5
TD Elev. -14.9 ft
GS
E
l
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v
.
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.
9
f
t
ASPHALT
MLML
SP
SP-SM
SM
SP-SM
SP
27
12
44
11
32
9
66
34
78
35
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0
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4
TD Elev. -35.5 ft
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.
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.
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:
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P
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:
SY
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FIGURE
PLAN AND PROFILE
ALTERNATIVE 1A
6-B
Scale: 1 in = 50 ft
0 50'100'
NO
R
T
H
PROFILE
PLAN
SCALE: 1"=50'
MA
T
C
H
L
I
N
E
S
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A
1
9
+
5
0
SE
E
F
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B
-
3
-25
0
25
-50
-75
MA
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S
T
A
1
9
+
5
0
SE
E
F
I
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B
-
3
SCALE: HORIZ. 1"=50'
VERT. 1"=25'
-25
0
25
-50
-75
SE
E
F
I
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B
-
1
MA
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S
T
A
1
4
+
5
0
SE
E
F
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B
-
1
MA
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I
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E
S
T
A
1
4
+
5
0
??
Af Artifical Fill
Qes Estuarine Deposits
Fm Capistrano Formation
Contact
Approximated Contact
Legend
ORANGE COUNTY SANITATION DISTRICT
BAY BRIDGE PUMP STATION REPLACEMENT
PROJECT NO. 5-67
THIS PAGE
INTENTIONALLY LEFT BLANK
13.6
12.313.5
13.7
13.1
12.7
14.6
13.7
11.2
11.2
5
23.4
21.5
18.5
17.5
22.5
DENSE
T
R
E
E
S
DENSE
T
R
E
E
S
BACK BAY
LANDING
EXIST PS
TUNNEL SHAFT
30'x20' OR 18' DIA
RECEIVING SHAFT
20'x14' OR 15' DIAWORK AREA (100'x50')
24
S
S
F
M
(
D
)
24SSFM(D)24SSFM(D)24SSFM(D)24SSFM(D)24SSFM(D)
24
S
S
F
M
(
D
)
24SSFM(D)24SSFM(D)24SSFM(D)24SSFM(D)24SSFM(D)
2G(B)
2G(B)
PROPOSED PUMP STATION
POINTS OF CONNECTION TO
NEW DISCHARGE PIPING
20+00 21+00 22+00 23+00
A-21-005
A-21-006
A-21-007
A-21-008
MICROTUNNELING
PROPOSED 24" HDPE SFM
20+00 22+00
EXISTING DUAL 24" DIP SFM
OPEN TRENCH
IR
V
I
N
E
C
O
CA
L
T
R
A
N
S
MANWAY (2)
TUNNEL
SHAFT 30'x20'
OR 28' DIA
PCH CL
CA
L
T
R
A
N
S
OC
S
D
MANWAY (2)
RECEIVING
SHAFT 20'x14'
OR 15 DIA
21+00 23+00
ASPHALT
ML
ML
SP
SP-SM
SM
SM
19
12
20
20
18
50
40
90
38
81
A-
2
1
-
0
0
5
TD Elev. -38.0 ft
GS
E
l
e
v
.
15
.
0
f
t
ASPHALT
GP
SM
GW
SP-SM
SP-SM
SM
SP-SM
29
36
18
44
34
22
45
76
41
38
A-
2
1
-
0
0
6
TD Elev. -31.5 ft
GS
E
l
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v
.
20
.
0
f
t
ASPHALT
GP
CL
SM
SP-SM
SP
31
37
51
32
25
45
87/10"
44
90
38
A-
2
1
-
0
0
7
TD Elev. -31.5 ft
GS
E
l
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v
.
20
.
0
f
t
ASPHALT
GP
SM
SM
SP
SP-SM
SM
CH
SP-SM
38
23
14
60
54
38
45
67
43
66
A-
2
1
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0
0
8
TD Elev. -36.5 ft
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.
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:
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:
22
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:
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-
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:
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2
1
2
:
1
0
P
M
B
Y
:
SY
,
T
O
R
O
FIGURE
PLAN AND PROFILE
ALTERNATIVE 1A
6-C
Scale: 1 in = 50 ft
0 50'100'
NO
R
T
H
PROFILE
PLAN
SCALE: 1"=50'
-25
0
25
-50
-75
SCALE: HORIZ. 1"=50'
VERT. 1"=25'
-25
0
25
-50
-75
SE
E
F
I
G
U
R
E
B
-
2
MA
T
C
H
L
I
N
E
S
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A
1
9
+
5
0
SE
E
F
I
G
U
R
E
B
-
2
MA
T
C
H
L
I
N
E
S
T
A
1
9
+
5
0
??
Af Artifical Fill
Qes Estuarine Deposits
Fm Capistrano Formation
Contact
Approximated Contact
Legend
ORANGE COUNTY SANITATION DISTRICT
BAY BRIDGE PUMP STATION REPLACEMENT
PROJECT NO. 5-67
THIS PAGE
INTENTIONALLY LEFT BLANK
*
AECOM
Units
h , h , D , and H - feet
(psf) = pounds per square foot
Notes
1 2
(1) Surcharges from excavated soil or construction materials are not included.
(2) Surcharges due to adjacent structures are not included.
(3) Earthquake pressure diagram is NOT needed for temporary shoring applications
(*) Passive pressure should be limited to 1000Psf/ft and is uniform rectangular distribution below the depth at which the limit is reached.
Bay Bridge Pump Station Replacement
Bay Bridge Pump Station Replacement
THIS PAGE INTENTIONALLY LEFT BLANK
*
AECOM
Units
h , h , D , and H - feet
(psf) = pounds per square foot
Notes
1 2
(1) Surcharges from excavated soil or construction materials are not included.
(2) Surcharges due to adjacent structures are not included.
(3) Earthquake pressure diagram is NOT needed for temporary shoring applications
(*) Passive pressure should be limited to 1000Psf/ft and is uniform rectangular distribution below the depth at which the limit is reached.
Bay Bridge Pump Station Replacement
THIS PAGE INTENTIONALLY LEFT BLANK
*
AECOM
Units
h , h , D , and H - feet
(psf) = pounds per square foot
Notes
1 2
(1) Surcharges from excavated soil or construction materials are not included.
(2) Surcharges due to adjacent structures are not included.
(3) Earthquake pressure diagram is NOT needed for temporary shoring applications
(*) Passive pressure should be limited to 1125Psf/ft and is uniform rectangular distribution below the depth at which the limit is reached.
Bay Bridge Pump Station Replacement
THIS PAGE INTENTIONALLY LEFT BLANK
153+0
0
.
0
0
25
.
0
'
18
.
0
'
5.0
'
79
.
8
'
32.0'
10.0'
12.0'
19.2'173.3'
42
.
0
'
34.0'
10.0'
71
.
3
'
5.0'
5.0
'
24.0'
5.0'
10
.
9
'
10
.
3
'
1.3
'
27.1'
5.0'
22.3'
5.0'
ODOR CONTROL
ELECTRICAL ROOM
GENERATOR
1
10'20'0'10'
SCALE: 1" = 10'
A
1 2 3 4 5 6 7 8 9 10
B
C
D
E
F
MARK DATE APPR.DESCRIPTION
DW
G
:
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.
P
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(IF NOT 2"-SCALE ACCORDINGLY) XX
AT FULL SIZE
LINE IS 2 INCHES
DESIGNED BY:
DRAWN BY:
CHECKED BY:
BAY BRIDGE PUMP STATION REPLACEMENT 5-67
SIGNED:
NOT FOR
CONSTRUCTION
ORANGE COUNTY SANITATION DISTRICT
SCREEN WALL
AROUND PERMITER
BOLLARD (TYP)
5' MAX SPACING
ROOF STAIRS ACCESS
WET WELL
NEW DRIVEWAY OPENING / GATE (TYP.)
PROPOSED LEGEND:
NEW PUMP STATION AND WET WELL AREA
FORCE MAIN BYPASS
MANHOLE COVERS (TYP.)
6' X 6' ACCESS HATCH
WATER BOOSTER PUMP
FIGURE
8Ground Improvement Layout
Layout for Illustration Purposes Only
Not to Scale
7'-0"
2' DIAMETER AGGREGATE
PIERS (TYP.)
DESIGN MEMO 4
GEOTECHNICAL DESIGN REPORT
Bay Bridge Pump Station Replacement
OC San-5-67-GDR 08-09-2021
Appendix A
Geotechnical Explorations
APPENDIX A Geotechnical Exploration
A-1
A geotechnical field exploration was performed between February 22nd and March 17th, 2021 under the
supervision of AECOM. A site reconnaissance was performed by an AECOM engineer/geologist prior to
the field exploration to identify locations of exploratory borings. The subsurface exploration locations were
found by estimating distances from existing site features. AECOM notified Underground Service Alert (USA)
of the locations for coordination with utility companies to locate and clear existing underground lines in the
vicinity of the planned explorations.
Subsurface exploration included drilling and sampling at 18 locations along the project alignment. Onshore
explorations included 7 locations and offshore explorations included 11 locations in the Newport Bay
Channel. The explorations were advanced into the subsurface materials up to a maximum depth ranging
from approximately 3 to 76 feet below ground surface (bgs). Penetration into the subsurface was
accomplished using truck-mounted drilling equipment that included a Versadrill V-100 and a Fraste Multidrill
XL. Additionally, a Geoprobe 7822 DT and proprietary vibracore equipment were mounted on a modular
pontoon barge with quadrapod stabilization for offshore work; each drill rig was equipped with an automatic-
fall hammer for drive sampling. The drill rigs were provided and operated by Gregg Drilling and Testing,
Inc. and the vibracore equipment was provided and operated by Kinetic Laboratories, Inc. The approximate
locations of the borings are shown in Figures 2A and 2B of this report.
An AECOM geotechnical representative was tasked with maintaining field boring logs and visually classified
the soils according to the Caltrans Soil and Rock Logging Classification and Presentation Manual (Caltrans,
2010). When subsurface conditions permitted, drive samples were recovered with the California soil
sampler [(2.42-inch) I.D.] and disturbed samples were obtained using a Standard Penetration Testing (SPT)
sampler. The samples were obtained using a 140-pound automatic-trip hammer with a 30-inch drop. The
number of blows required to drive the sampler was recorded at 6-inch intervals for each sample taken. SPT
was performed in accordance with ASTM D1589 procedures. The total number of blows required to drive
the sampler the last 12 inches is recorded on boring records.
Geotechnical samples obtained in the field were carefully sealed and packaged to reduce moisture loss
and disturbance and were transported to our laboratory for further testing. Wireline diamond core samples
were collected from one of the explorations and placed in wooden core boxes for labeling, photographing,
transportation, and storage. After completion of drilling and sampling operations, borings were backfilled
with cement/bentonite slurry.
The blow count for the final 12 inches of sampler penetration is commonly referred to as the "N-value". This
value is normalized for energy delivered by the hammer to the sampler and generally reflects the resistance
to penetration of the soil at the sample depth. The degree of relative density of granular soils and the degree
of consistency of cohesive soils are generally described on the boring logs according to the conventional
correlations presented below:
APPENDIX A Geotechnical Exploration
A-2
Granular Soils Cohesive Soils
Adjusted Blow Count Description Adjusted Blow Count Description
N60 ≤ 4 Very Loose N60 ≤ 2 Very Soft
5 ≤ N60 ≤10 Loose 3 ≤ N60 ≤ 4 Soft
11 ≤ N60 ≤ 30 Medium Dense 5 ≤ N60 ≤ 8 Medium Stiff
31 ≤ N60 ≤ 50 Dense 9 ≤ N60 ≤ 15 Stiff
50 < N60 Very Dense 16 ≤ N60 ≤ 30 Very Stiff
30 < N60 Hard
The relative density and consistency descriptions on the exploration logs provided in this appendix are
based on adjusted blow counts recorded in the field. These numbers are considered useful in providing an
estimate of the relative density or consistency of soils. The relative density and consistency descriptions on
the logs may deviate from the conventional correlations for a number of reasons, including reliance on other
test results or the engineer’s judgment based on manual manipulation of the sample.
It is widely accepted that the above-listed SPT blow count correlation is overly simplistic. For most
applications in non-gravelly soils, the blow count is usually adjusted for the effective vertical pressure at the
sampling depth and for other sampling system parameters such as the efficiency of the sampling system
and/or sampling techniques used. In gravelly soils, it is recognized that the blow counts are higher than
would be expected in non-gravelly soils of similar density or consistency. This occurs because the sampler
tends to push larger gravel clasts ahead of it. The area of the gravel clast may be significantly greater than
that of the sampler, causing increased resistance and higher blow counts.
The blow count, N, obtained from nonstandard penetration tests (e.g., using a California soil sampler) may
be converted to standard blow count, N60, by using a relationship between SPT and non-standard hammer
attributes, such as the ratios for the inner and outer sampler diameters, hammer weights, and drop heights
(Fang, 1991). The conversion factor to convert from blow counts using a California sampler to SPT blows
is 0.65. A hammer energy efficiency correction factor is applied to correct blow counts obtained with an
automatic-fall sampling hammer to a standard energy efficiency of 60 percent.
Project Number: 60558550
First Water Level Reading (during drilling)
SAMPLER GRAPHIC SYMBOLS
Direct Shear (ASTM D3080)
Sand Equivalent (CTM 217)
R-Value (ASTM D2844)
Shrinkage Limit (ASTM D427)
Swell Potential (ASTM D4546)
Unconfined Compression - Soil (ASTM D2166)Unconfined Compression - Rock (ASTM D7012)
COBBLES
Well-graded GRAVEL with SAND
Well-graded GRAVEL with SILT
Well-graded GRAVEL with CLAY and SAND(or SILTY CLAY and SAND)
Well-graded SAND with CLAY (or SILTY CLAY)
Poorly graded GRAVEL
Poorly graded GRAVEL with CLAY(or SILTY CLAY)
Poorly graded SAND with SILT
GRAVELLY lean CLAY with SAND
GROUP SYMBOLS AND NAMES
WA
SANDY elastic ELASTIC SILT
SILTY, CLAYEY SAND
Group Names
Standard California Sampler, 2.42" ID
SC-SM
Graphic / Symbol Graphic / Symbol Group Names
GRAVELLY ORGANIC SILT with SAND
ORGANIC SILT
PI Liquid Limit, Plastic Limit, Plasticity Index(ASTM D4318)
Pocket Torvane
CL
Auger Drilling
CR
SE
Permeability (ASTM D5084)
Particle Size Analysis (ASTM D6913)
Well-graded GRAVEL with CLAY (or SILTY CLAY)
Well-graded SAND
Well-graded SAND with GRAVEL
Well-graded SAND with SILT and GRAVEL
Poorly graded GRAVEL with SAND
Poorly graded GRAVEL with SILT and SAND
Poorly graded GRAVEL with CLAY and SAND(or SILTY CLAY and SAND)
FIELD AND LABORATORY TESTS
WATER LEVEL SYMBOLS
Diamond Core
GRAVELLY SILT
GRAVELLY SILT with SAND
SILT
ORGANIC SILT with SAND
Collapse Potential (ASTM D5333)
Consolidation (ASTM D2435)
Corrosion (pH - CTM 532; Sulfates - USEPA 8051;Chlorides - USEPA 8225; Resistivity - CTM 643)
Acetate Sleeve,1.5" ID
SILTY, CLAYEY SAND with GRAVEL
CLAYEY SAND with GRAVEL
SILTY SAND with GRAVEL
SILT with GRAVEL
SANDY SILT
SANDY SILT with GRAVEL
PEAT
OL
OL
CH
Static Water Level Reading (short-term)
DRILLING METHOD SYMBOLS
SILTY CLAY with GRAVEL
SANDY SILTY CLAY
SANDY SILTY CLAY with GRAVEL
GRAVELLY SILTY CLAY
GRAVELLY SILTY CLAY with SAND
SILT with SAND
Unconsolidated Undrained Triaxial(ASTM D2850)
DS
EI
M
OC
P
PA
Well-graded GRAVEL
Poorly graded GRAVEL with SILT
MH
OH
OL/OH
ORGANIC SOIL
ORGANIC SOIL with SAND
ORGANIC SOIL with GRAVEL
SANDY ORGANIC SOIL
SANDY ORGANIC SOIL with GRAVEL
GRAVELLY ORGANIC SOIL
GRAVELLY ORGANIC SOIL with SAND
Sheet 1 of 3
Well-graded GRAVEL with SILT and SAND Expansion Index (ASTM D4829)
Organic Content (ASTM D2974)
SANDY elastic SILT with GRAVEL
GRAVELLY elastic SILT
GRAVELLY elastic SILT with SAND
ORGANIC elastic SILT
SANDY ORGANIC SILT with GRAVEL
GRAVELLY ORGANIC SILT
Rotary Drilling
Static Water Level Reading (long-term)
Shelby Tube
Bulk Sample
Piston SamplerOH
SM
SC
GW
Retained Portionof Acetate Sleeve
GW-GM
CL
CL-ML
ML
COBBLES and BOULDERS
BOULDERS
PT
SILTY GRAVEL
CLAYEY GRAVEL
SILTY, CLAYEY GRAVEL
SILTY SAND
CLAYEY SAND
SILTY CLAY
SILTY CLAY with SAND
CU
Pocket Penetrometer
SG
GC
GP
GC-GM
SP-SC
SW
SP
SW-SM
SILTY, CLAYEY GRAVEL with SAND
CLAYEY GRAVEL with SAND
SILTY GRAVEL with SAND
SW
TV
UC
PID Photo-ionization Detector (reading in ppm)
Well-graded SAND with CLAY and GRAVEL(or SILTY CLAY and GRAVEL)
ORGANIC lean CLAY with SAND
ORGANIC lean CLAY with GRAVEL
SANDY ORGANIC lean CLAY
SANDY ORGANIC lean CLAY with GRAVEL
Fat CLAY with SAND
Fat CLAY with GRAVEL
SANDY fat CLAY
SANDY fat CLAY with GRAVEL
GRAVELLY fat CLAY
GRAVELLY fat CLAY with SAND
ORGANIC fat CLAY
ORGANIC fat CLAY with SAND
ORGANIC fat CLAY with GRAVEL
SANDY ORGANIC fat CLAY
Elastic SILT with SAND
UU
UW
CP
PP
R
SL
Unit Weight (ASTM D7263)
Poorly graded SAND
Poorly graded SAND with GRAVEL
Poorly graded SAND with SILT and GRAVEL
SANDY lean CLAY
GRAVELLY lean CLAY
SANDY ORGANIC fat CLAY with GRAVEL
GRAVELLY ORGANIC fat CLAY
GRAVELLY ORGANIC fat CLAY with SAND
Elastic SILT
ORGANIC elastic SILT with GRAVEL
SW-SC
SP-SM
Compaction Curve (ASTM D1557)
Minus #200 (ASTM D1140)
Moisture Content (ASTM D2216)
Poorly graded SAND with CLAY (or SILTY CLAY)
Poorly graded SAND with CLAY and GRAVEL(or SILTY CLAY and GRAVEL)
Lean CLAY
ORGANIC elastic SILT with SAND
SANDY ORGANIC elastic SILT with GRAVEL
GRAVELLY ORGANIC elastic SILT
GRAVELLY ORGANIC elastic SILT with SAND
GW-GC
GP-GM
GP-GC
GM
Well-graded SAND with SILT
Consolidated Undrained Triaxial (ASTM D4767)
Specific Gravity (ASTM D854)
ORGANIC SILT with GRAVEL
SANDY ORGANIC SILT
C
Lean CLAY with SAND
Lean CLAY with GRAVEL
SANDY lean CLAY with GRAVEL
ORGANIC lean CLAY
GRAVELLY ORGANIC lean CLAY
GRAVELLY ORGANIC lean CLAY with SAND
Fat CLAY
Elastic SILT with GRAVEL
SANDY elastic SILT
Modified California Sampler, 2" ID
Standard Penetration Test (SPT),1.4" ID (unlined)
Boring Record Legend
Direct Push
HQ Rock Core
PL Point Load Index (ASTM D5731)
Project: OC San 5-67, Bay Bridge Pump Station Replacement
Project Location: Newport Beach, California
Project Location: Newport Beach, California
Project Number: 60558550
Dry
Damp but no visible water
Nonplastic
High
Descriptor Criteria
A 1/8-inch thread cannot be rolled at any water content.
The thread can barely be rolled, and the lump cannot be formed when drier than the plastic limit.
The thread is easy to roll, and not much time is required to reach the plastic limit; it cannot be rerolled afterreaching the plastic limit. The lump crumbles when drier than the plastic limit.
CEMENTATION
Descriptor Criteria
Medium
Strong
Few
15 to 25%Little
30 to 45%
Very Loose
Loose
SPT N60 - Value (blows / foot)
PERCENT OR PROPORTION OF SOILS
Sand Medium
Fine No. 200 Sieve to No. 40 Sieve
SizeDescriptor
Silt and Clay Passing No. 200 Sieve
Mostly
PLASTICITY OF FINE-GRAINED SOILS
Cobble
Coarse
Fine No. 4 Sieve to 3/4 inch
Coarse
Moderate
Weak
Crumbles or breaks with considerablefinger pressure.
Particles are present but estimatedto be less than 5%
Will not crumble or break with fingerpressure.
Crumbles or breaks with handling orlittle finger pressure.
SOIL PARTICLE SIZE
It takes considerable time rolling and kneading to reach the plastic limit. The thread can be rerolled several timesafter reaching the plastic limit. The lump can be formed without crumbling when drier than the plastic limit.
Low
Boulder
Criteria
Trace
Sheet 2 of 3
Descriptor
Dense
Medium Dense
5 - 10
11 - 30
0 - 4
31 - 50
Descriptor
Moist
MOISTURE
Unconfined CompressiveStrength (tsf)SPT N60 Value(blows / foot)
2 - 4
5 - 8
9 - 15
16 - 30
> 30
< 2 < 0.25
Very Stiff
Descriptor
Stiff
CONSISTENCY OF COHESIVE SOILS
Field Approximation
Easily penetrated several inches by fist
Easily penetrated several inches by thumb
Can be penetrated several inches by thumbwith moderate effort
Readily indented by thumb but penetratedonly with great effort
Readily indented by thumbnail
Indented by thumbnail with difficulty> 4.0
2.0 - 4.0
> 4.0
2.0 - 4.0
0.25 - 0.50 0.25 - 0.50
0.50 - 1.00.50 - 1.0
1.0 - 2.01.0 - 2.0
< 0.25
APPARENT DENSITY OF COHESIONLESS SOILS
Wet
> 50Very Dense
Criteria
Visible free water, usually soil is belowwater table
No. 40 Sieve to No. 10 Sieve
NOTE: This legend sheet provides descriptors andassociated criteria for required soil description componentsonly. Refer to Caltrans Soil and Rock Logging, Classification,
and Presentation Manual (2010), Section 2, for tables ofadditional soil description components and discussion of soil
description and identification.
Gravel
Descriptor
> 12 inches
3/4 inch to 3 inches
3 to 12 inches
5 to 10%
Absence of moisture, dusty, dry to the touch
No. 10 Sieve to No. 4 Sieve
Some
50 to 100%
Very Soft
Soft
Medium Stiff
Hard
PocketPenetrometer (tsf)
Boring Record LegendProject: OC San 5-67, Bay Bridge Pump Station Replacement
Project Number: 60558550
Project: OC San 5-67, Bay Bridge Pump Station Replacement
Project Location: Newport Beach, California
x 100Total length of core run (in.)
Generallypreserved Soluble mineralsmay be mostlyleached
Hammer does not ring whenrock is struck. Body of rock isslightly weakened.
SlightlyWeathered Discoloration or oxidation islimited to surface of, or shortdistance from, fractures;some feldspar crystals aredull
Minor to completediscoloration oroxidation of mostsurfaces
No visible separation,intact (tight)Preserved Minor leachingof some solubleminerals may benoted
Hammer rings when crystallinerocks are struck. Body of rocknot weakened.
Hammer rings when crystallinerocks are struck.No solutioningNo changeNo separation, intact(tight)No discolorationor oxidationNo discoloration, not oxidizedFresh
Note: Combination descriptors (such as "slightly weathered to fresh") are used where equal distribution of both weathering characteristics is presentover significant intervals or where characteristics present are "in between" the diagnostic feature. However, combination descriptors should not be usedwhere significant identifiable zones can be delineated. Only two adjacent descriptors shall be combined. "Very intensely weathered" is the combinationdescriptor for "decomposed to intensely weathered".
RELATIVE STRENGTH OF INTACT ROCK
Resembles a soil; partial orcomplete remnant rockstructure may be preserved;leaching of soluble mineralsusually complete
Can be granulated by hand.Resistant minerals such asquartz may be present as"stringers" or "dikes".
IntenselyWeathered Discoloration or oxidationthroughout; all feldspars andFe-Mg minerals are altered toclay to some extent; orchemical alteration producesin situ disaggregation (referto grain boundary conditions)
All fracturesurfaces arediscolored oroxidized; surfacesare friable
Partial separation, rockis friable; in semi-aridconditions, granitics aredisaggregated
Altered bychemicaldisintegrationsuch as viahydration orargillation
Leaching ofsoluble mineralsmay be complete
Dull sound when struck withhammer; usually can be brokenwith moderate to heavy manualpressure or by light hammerblow without reference toplanes of weakness such asincipient or hairline fractures orveinlets. Rock is significantlyweakened.
ModeratelyWeathered Discoloration or oxidationextends from fracturesusually throughout; Fe-Mgminerals are "rusty"; feldsparcrystals are "cloudy"
Mechanical Weatheringand Grain BoundaryConditions
Sheet 3 of 3
All fracturesurfaces arediscolored oroxidized
Partial separation ofboundaries visible
ROCK HARDNESS
Extremely Strong
Descriptor
Very Strong
Strong
Medium Strong
Weak
Very Weak
Extremely Weak
14,500 - 30,000
7,000 - 14,500
3,500 - 7,000
700 - 3,500
150 - 700
> 30,000
< 150
Descriptor Criteria
Extremely Hard
Very hard
Hard
ModeratelyHard
Very Soft
Soft
ModeratelySoft
Specimen can be scratched with pocket knife or sharp pick with heavypressure; heavy hammer blows required to break specimen
CORE RECOVERY CALCULATION (%)
Total length of core run (in.)
Length of the recovered core pieces (in.) x 100
Lengths mostly in range of 4 in. to 1 ft, with most lengths about 8 in.
No fractures
Lengths greater 3 ft
Lengths average from 1 in. to 4 in. with scattered fragmentedintervals with lengths less than 4 in.
Lengths from 1 to 3 ft, few lengths outside that range
Mostly chips and fragments with few scattered short core lengths
Unfractured
Moderately Fractured
Intensely Fractured
Very Slightly Fractured
Slightly Fractured
Very Intensely Fractured
Criteria
FRACTURE DENSITY
Descriptor
ROCK GRAPHIC SYMBOLS
IGNEOUS ROCK
SEDIMENTARY ROCK
METAMORPHIC ROCK
BEDDING SPACING
Very thickly bedded
Descriptor Thickness or Spacing
Massive
Thickly bedded
Moderately bedded
Thinly bedded
Very thinly bedded
Laminated
> 10 ft
3 to 10 ft
WEATHERING DESCRIPTORS FOR INTACT ROCK
Diagnostic Features
Specimen can be readily indented, grooved, or gouged with fingernail, orcarved with pocket knife; breaks with light hand pressure
UniaxialCompressive Strength (psi)
Specimen cannot be scratched with pocket knife or sharp pick; can only bechipped with repeated heavy hammer blows
Specimen cannot be scratched with pocket knife or sharp pick; breaks withrepeated heavy hammer blows
Specimen can be grooved or gouged with pocket knife or sharp pick with lightpressure, breaks with light to moderate hand pressure
Specimen can be scratched with pocket knife or sharp pick with light ormoderate pressure; breaks with moderate hammer blows
Specimen can be grooved 1/6 in. with pocket knife or sharp pick with moderateor heavy pressure; breaks with light hammer blow or heavy hand pressure
RQD CALCULATION (%)
Length of intact core pieces > 4 in.
Texture and Solutioning
Descriptor Body of Rock Fracture Surfaces
Chemical Weathering-Discoloration-Oxidation
Texture Solutioning General Characteristics
Decomposed Discolored of oxidizedthroughout, but resistantminerals such as quartz maybe unaltered; all feldsparsand Fe-Mg minerals arecompletely altered to clay
Complete separation ofgrain boundaries(disaggregated)
< 3/8 inch
1 to 3 ft
3-5/8 inches to 1 ft
1-1/4 to 3-5/8 inches
3/8 inch to 1-1/4 inches
Project: OC San 5-67, Bay Bridge Pump Station Replacement Boring Record LegendP
Start at 0858. Drillasphalt concrete with10-in. cutter. Handauger to 5 ft.
At 0930, set up mud pitand switch to rotarywash drilling.
Lose circulation at12 ft. Driller adds6 bags of quikgel tomud mix.
PI=NPPA: 15%<#200 sieve
Thin plastic sheeting insample. S-3 contains6 in. of gravel slough.Circulation returns at16 ft.
PID=0.0 ppm
BLK-1
S-1
S-2
S-3
S-4
S-5
ASPHALT CONCRETE (5 in.) over AGGREGATE BASE (5 in.).
Well-graded SAND with SILT (SW-SM); yellowish brown (10YR 5/4);moist; mostly from fine to coarse SAND; few subangular GRAVEL to1 inch; few fines; trace shell fragments; (FILL).
Poorly-graded SAND with SILT (SP-SM); very loose; olive brown(2.5Y 4/3); moist; mostly fine and medium SAND; few fines; fewsubrounded GRAVEL to 1 inch; trace shell fragments.
SILTY SAND (SM); medium dense; yellowish brown (10YR 5/4); wet.
SILTY SAND with GRAVEL (SM); medium dense; dark gray (N /4); wet;mostly fine SAND; little subrounded GRAVEL to 1 inch and shellfragments; little nonplastic fines; (ESTUARINE DEPOSITS).
-dense.
-trace shells.
SEDIMENTARY ROCK (CLAYSTONE); very dark gray (10YR 3/1);slightly weathered to fresh; moderately soft; unfractured;(CAPISTRANO FORMATION).
105
110
60
7.3
7.9
19.7
17.6
26.5
63.8
432
354
51016
111115
91420
33
53
27
80
67
BoreholeBackfill BoringLocationMonitoring well installed on 3-23-21;see well construction log and end notes
Auto-trip hammer,140 lbs/30" drop [91%]
V. Bautista
DrillingMethod Drill BitSize/Type
DrillingContractorFraste Multidrill XL (Rig D-76)
Checked By3-23-21
37.0 feetTotal Depthof Borehole
Logged By
Gregg Drilling & Testing Inc.
M. Skakun
SamplingMethod(s)
Rotary Wash
Approx. GroundSurface Elevation
Hammer Data[Energy Ratio]
Drill RigType
Date(s)Drilled
3.9-in. drag bit (to drill/sample),10-in. drag bit (ream for well)
Bulk, SPT (1.4-in. ID), California(2.42-in. ID)
SpatialLocation
~7 feet bgs during drillingGroundwaterLevel(s)
CNB bike path 33.616416, -117.906712
15 feet MSL
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Boring Record for A-21-001
Project Location: Newport Beach, California
Project Number: 60558550
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Project: OC San 5-67, Bay Bridge Pump Station Replacement
PID=0.0 ppm
Rig chatter at 32 ft.
No recovery in S07.End sampling at 35.3 ftat 1130.
At 1200, start reamingborehole with 10-in.tricone bit to 37 ft forwell construction.
S-6
S-7
SEDIMENTARY ROCK (CLAYSTONE); very dark gray (10YR 3/1);slightly weathered to fresh; moderately soft; unfractured;(CAPISTRANO FORMATION) (continued).
-fragments of CLAYSTONE in shoe.
Bottom of sampled borehole at 35.3 feet bgs.
Bottom of reamed borehole at 37.0 feet bgs.
58.1111826
50/3"
100
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Boring Record for A-21-001
Project Location: Newport Beach, California
Project Number: 60558550
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Project: OC San 5-67, Bay Bridge Pump Station Replacement
Concrete vault 15.1 in. dia., 12 in. deep
Cement grout with 6% bentonite
Bentonite pellets
4-inch-dia. Schedule 40 PVC blank casing
#2/12 Monterey filter sand
4-inch-dia. Schedule 40 PVC screenedcasing, 0.02-inch slots
Bottom cap
Top of bentonite-cement grout ... 1 ft
Top of bentonite seal ... 3 ft
Top of filter sand ... 4 ft
Top of screen ... 5 ft
Bottom of screen ... 35 ft
Bottom of borehole ... 37 ft
Observed By
Elevation atGround SurfaceMethod of Installation
37.0 feet
Date(s) Installed
Total DepthScreened Interval
Well Location
Project Location: Newport Beach, California
Project Number: 60558550
Project: OC San 5-67 Bay Bridge Pump Station Replacement Well Construction Log
M. Skakun
Elevation atTop of CasingSpatialLocation
Elevation atTop of Well Lid
3-23-21
5.0 - 35.0 feet
Rotary Wash using Fraste Multidrill XL
NOTE: DIAGRAM IS NOT TO SCALE
for Boring A-21-001
Installed By Gregg Drilling & Testing Inc.
10 inchesHole Diameter
Well DevelopmentGroundwater Depth
CNB bike path 15 feet MSL
14.6 feet MSL33.616416, -117.906712
15 feet MSL
12.20 ft btoc(3-20-21 at 2158)
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Locked top cap protected by 12-in.-dia. traffic-rated cover
Core concrete with10-in. cutter. Handauger to 5 ft.
PI=NPPA: 6%<#200 sieveCR: pH=9.5 Sulfate=31 ppm Chloride=14 ppm Min. Resistivity= 10,436 ohm-cm
DS
Shell fragments incuttings.
PID=0.0 ppmPI=NPPA: 7%<#200 sieve
Rig chatter at 24 ft.Recover gravel to1-1/2 in. in cuttings.
BLK-1
S-1
S-2
S-3
S-4
S-5
CONCRETE (8 in.).
Poorly-graded SAND with SILT (SP-SM); brown (10YR 5/3); moist;mostly fine SAND; few nonplastic fines; trace angular GRAVEL to 1 inchand shell fragments; (FILL).
-loose.
SILTY SAND (SM); loose; dark gray (N 4/); wet; mostly fine SAND; littlefines; few shell fragments; (ESTUARINE DEPOSITS).
-very dense.
Poorly-graded SAND with SILT (SP-SM); very dense; dark gray (N 4/);wet; mostly fine SAND; few nonplastic fines; trace angular GRAVEL to1 inch and shell fragments.
CLAYEY GRAVEL with SAND (GC); very dense; pale olive (5Y 6/3);wet; mostly subangular GRAVEL to 1-1/2 inches; some fines; little fromfine to coarse SAND.
96
110
3.6
4.3
25.9
21.7
18.5
11.5
123
357
111722
283434
284711
56
67
BoreholeBackfill BoringLocationCement-bentonite grout capped withblack-dyed rapid-set cement
Auto-trip hammer,140 lbs/30" drop [87%]
V. Bautista
DrillingMethod Drill BitSize/Type
DrillingContractorVersadrill V-100 (Rig D-70)
Checked By3-11-21
51.5 feetTotal Depthof Borehole
Logged By
Gregg Drilling & Testing Inc.
M. Skakun
SamplingMethod(s)
Rotary Wash
Approx. GroundSurface Elevation
Hammer Data[Energy Ratio]
Drill RigType
Date(s)Drilled
8-in. drag and 4.5-in. tricone bits
SPT (1.4-in. ID), California (2.42-in. ID)
SpatialLocation
~7 feet bgs during drillingGroundwaterLevel(s)
Bayshore Appartments 33.616118, -117.906326
11 feet MSL
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Boring Record for A-21-002
Project Location: Newport Beach, California
Project Number: 60558550
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Project: OC San 5-67, Bay Bridge Pump Station Replacement
LL=98, PI=57PA: 73%<#200 sieveUC=6.59 ksf
Switch to 4.5-in. dragbit.
UU
PID=0.1 ppm
S-6
S-7
S-8
S-9
S-10
Fat CLAY with SAND (CH); very stiff; dark grayish brown (10YR 4/2);wet; mostly fines; few GRAVEL to 1 inch; few fine SAND; high plasticity.
-laminations observed in sampler.
SEDIMENTARY ROCK (CLAYSTONE); laminated; dark grayish brown(10YR 4/2); slightly weathered to fresh; soft to moderately hard;unfractured; (CAPISTRANO FORMATION).
-moderately hard.
Bottom of borehole at 51.5 feet bgs.
6962
63
49.759.2
61.9
58.0
56.4
44.2
71111
556
83250/4"
164250/3"
143145
78
83
100
100
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Project Location: Newport Beach, California
Project Number: 60558550
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Project: OC San 5-67, Bay Bridge Pump Station ReplacementProject: OC San 5-67, Bay Bridge Pump Station Replacement
Drill asphalt concretewith 10-in. cutter.Hand auger to 5 ft.
DSAsphalt concretefragments in sample.Set up mud pit andswitch to rotary washdrilling. Rig chatter4-5 ft.
CR: pH=9.4 Sulfate=66 ppm Chloride=21 ppm
Min. Resistivity=
7,636 ohm-cm
PI=NPPA: 7%<#200 sieve
DS
BLK-1
S-1
S-2
S-3
S-4
S-5
ASPHALT CONCRETE (5 in.).
SANDY SILT with GRAVEL (ML); brown (10YR 4/3); moist; mostly fines;little from fine to coarse SAND; little fine and coarse GRAVEL; (FILL).
SANDY SILT (ML); light olive brown (2.5Y 5/6); moist; mostly fines;some fine SAND; low plasticity.
Poorly-graded SAND (SP); medium dense; grayish brown (2.5Y 5/2);moist; mostly fine SAND; some shells.
-wet; trace fines; fewer shells.
Poorly-graded SAND with SILT (SP-SM); dense; very dark gray(2.5Y 3/1); wet; mostly fine SAND; few nonplastic fines;(ESTUARINE DEPOSITS).
SILTY SAND (SM); medium dense; very dark gray (2.5Y 3/1); wet;mostly fine SAND; some fines.
-few shell fragments.
101
104
109
10.0
2.1
13.5
18.6
22.9
21.3
281710
784
131826
656
111517
56
50
56
39
67
BoreholeBackfill BoringLocationCement-bentonite grout, 2 ft bentonitechips, black-dyed concrete cap
Auto-trip hammer,140 lbs/30" drop [87%]
V. Bautista
DrillingMethod Drill BitSize/Type
DrillingContractorVersadrill V-100 (Rig D-70)
Checked By3-10-21
51.5 feetTotal Depthof Borehole
Logged By
Gregg Drilling & Testing Inc.
T. Hanson
SamplingMethod(s)
Rotary Wash
Approx. GroundSurface Elevation
Hammer Data[Energy Ratio]
Drill RigType
Date(s)Drilled
4.5-in. tricone bit
Bulk, SPT (1.4-in. ID), California(2.42-in. ID)
SpatialLocation
~10 feet bgs during drillingGroundwaterLevel(s)
North / middle of upper lot 33.616349, -117.903569
16 feet MSL
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Boring Record for A-21-004
Project Location: Newport Beach, California
Project Number: 60558550
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Project: OC San 5-67, Bay Bridge Pump Station Replacement
PI=NPPA: 6%<#200 sieve
PID=0.0 ppm
Contact observed inlast 6 in. of sample.
S-6
S-7
S-8
S-9
S-10
SILTY SAND (SM); medium dense; very dark gray (2.5Y 3/1); wet;mostly fine SAND; some fines; few shell fragments (continued).
Poorly-graded SAND with SILT (SP-SM); very dense; very dark gray(2.5Y 3/1); wet; mostly fine SAND; few nonplastic fines; trace shellfragments.
-dense; gray (2.5Y 5/1).
-very dense.
Poorly-graded SAND (SP); very dense; light gray (2.5Y 7/1); wet; mostlyfine and medium and few coarse SAND.
-trace fine rounded GRAVEL.
Bottom of borehole at 51.5 feet bgs.
105
109
26.6
21.9
22.8
16.7
15.4
436
223036
81420
223642
151322
89
83
78
72
72
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Boring Record for A-21-004
Project Location: Newport Beach, California
Project Number: 60558550
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Project: OC San 5-67, Bay Bridge Pump Station Replacement
Start at 0730 on3-9-21. Drill asphaltconcrete with 10-in.cutter. Hand auger to5 ft.
PI=NPPA: 4%<#200 sieveAt 0900, set up mud pitand switch to rotarywash drilling. At 0930,problem with pump; setup alternate mud pit at1000.
Sample at 1030.
PI=NPPA: 8%<#200 sieve
PI=NPPA: 11%<#200 sieve
BLK-1
S-1
S-2
S-3
S-4
S-5
ASPHALT CONCRETE (5 in.).
SANDY SILT with GRAVEL (ML); brown (10YR 4/3); moist; mostly fines;little from fine to coarse SAND; little fine and coarse GRAVEL to3 inches; (FILL).
SANDY SILT (ML); light olive brown (2.5Y 5/6); moist; mostly fines;some fine SAND; low plasticity.
Poorly-graded SAND (SP); medium dense; grayish brown (2.5Y 5/2);moist; mostly fine and medium SAND; few fine GRAVEL and shellfragments; trace nonplastic fines.
-loose; light brownish gray (2.5Y 6/2); wet; increased shells.
Poorly-graded SAND with SILT (SP-SM); medium dense; very dark gray(2.5Y 3/1); wet; mostly fine and few medium SAND; few nonplastic fines;(ESTUARINE DEPOSITS).
-GRAVEL and shells at bottom of sampler (slough).
-mostly fine SAND; trace fine GRAVEL and shell fragments.
-dense.
97
14.5
4.4
18.0
19.6
24.1
22.4
7910
966
91010
8911
4810
94
22
56
33
56
BoreholeBackfill BoringLocationMonitoring well installed on 3-10-21;see well construction log and end notes
Auto-trip hammer,140 lbs/30" drop [87%]
V. Bautista
DrillingMethod Drill BitSize/Type
DrillingContractorVersadrill V-100 (Rig D-70)
Checked By3-9-21 and 3-10-21
53.0 feetTotal Depthof Borehole
Logged By
Gregg Drilling & Testing Inc.
T. Hanson
SamplingMethod(s)
Rotary Wash
Approx. GroundSurface Elevation
Hammer Data[Energy Ratio]
Drill RigType
Date(s)Drilled
4.5-in. tricone bit (to drill/sample),10-in. tricone bit (ream for well)
Bulk, SPT (1.4-in. ID), California(2.42-in. ID)
SpatialLocation
~10 feet bgs during drilling 3-9-21GroundwaterLevel(s)
Southeast corner of upper lot 33.616241, -117.903253
15 feet MSL
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Boring Record for A-21-005
Project Location: Newport Beach, California
Project Number: 60558550
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Project: OC San 5-67, Bay Bridge Pump Station Replacement
DS
PI=NPPA: 7%<#200 sieve
DSPI=NP
PA: 10%<#200 sieve
PID=0.0 ppm
End sampling at 51.5 ftat 1215.
At 1400, start reamingborehole with 10-in.tricone bit to 53 ft forwell construction. Endreaming at 1515 andinstall well in hole withsand up to 4 ft. Endfor 3-9-21. Return on3-10-21 to completewell construction.
S-6
S-7
S-8
S-9
S-10
Poorly-graded SAND with SILT (SP-SM); dense; very dark gray(2.5Y 3/1); wet; mostly fine SAND; few nonplastic fines; trace fineGRAVEL and shell fragments (continued).
-very dense; no GRAVEL.
SILTY SAND (SM); very dense; light gray (2.5Y 7/1); wet; mostly fromfine to coarse SAND; little fines; few shells.
SILTY SAND with GRAVEL (SM); very dense; light gray (2.5Y 7/1); wet;mostly from fine to coarse SAND; little fines; little GRAVEL (fragmentsof SILTSTONE); few shells.
Bottom of sampled borehole at 51.5 feet bgs.
Bottom of reamed borehole at 53.0 feet bgs.
99
101
112
25.7
21.9
23.9
17.9
17.4
101832
131723
254347
171820
213645
56
72
61
72
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Boring Record for A-21-005
Project Location: Newport Beach, California
Project Number: 60558550
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Project: OC San 5-67, Bay Bridge Pump Station Replacement
Concrete vault 15.1 in. dia., 12 in. deep
Cement grout with 6% bentonite
Bentonite pellets
4-inch-dia. Schedule 40 PVC blank casing
Centralizer at 5 ft
#2/12 Monterey filter sand
4-inch-dia. Schedule 40 PVC screenedcasing, 0.02-inch slots
Centralizer at 48 ft
Bottom cap
Top of bentonite-cement grout ... 1 ft
Top of bentonite seal ... 3 ft
Top of filter sand ... 4 ft
Top of screen ... 5 ft
Bottom of screen ... 50 ft
Bottom of borehole ... 53 ft
Observed By
Elevation atGround SurfaceMethod of Installation
53.0 feet
Date(s) Installed
Total DepthScreened Interval
Well Location
Project Location: Newport Beach, California
Project Number: 60558550
Project: OC San 5-67, Bay Bridge Pump Station Replacement Well Construction Log
T. Hanson
Elevation atTop of CasingSpatialLocation
Elevation atTop of Well Lid
3-9-21 and 3-10-21
5.0 - 50.0 feet
Rotary Wash using Versadrill V-100 (Rig D-70)
NOTE: DIAGRAM IS NOT TO SCALE
for Boring A-21-005
Installed By Gregg Drilling & Testing Inc.
10 inchesHole Diameter
Well DevelopmentGroundwater Depth
Southeast corner of upper lot 15 feet MSL
14.5 feet MSL33.616241, -117.903253
15 feet MSL
10.85 ft btoc(3-23-21 at 0730)
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Locked top cap protected by 12-in.-dia. traffic-rated cover
Core asphalt with10-in. cutter at 2227.Hand auger to 5 ft.
Cuttings 8 to 10 ftreturn gravel to 1 in.Rig chatter.
PA: 12%<#200 sieve
CR: pH=8.8 Sulfate=150 ppm Chloride=29 ppm Min. Resistivity= 5,301 ohm-cmWater level at ~17 ft at2320.
PA: 9%<#200 sieve
PID=0.0 ppm
BLK-1
S-1
S-2
S-3
S-4
S-5
ASPHALT CONCRETE (6 in.) over AGGREGATE BASE (4 in.).
SILTY SAND (SM); very dark grayish brown (2.5Y 3/2); moist; mostlyfrom fine to coarse SAND; little fines; few subangular gravel to 1 inch;trace shell fragments; (FILL).
-dense; olive brown (2.5Y 4/3).
Well-graded GRAVEL (GW); medium dense; olive brown (2.5Y 4/3);mostly coarse gravel to 1 inch.
Poorly-graded SAND with SILT and GRAVEL (SP-SM); medium dense;brown (10YR 5/3); wet; mostly fine and medium SAND; little fine andcoarse GRAVEL to 1-1/2 inches; few fines; trace shell fragments.
Poorly-graded SAND with SILT (SP-SM); medium dense; brown(10YR 4/3); wet; mostly fine SAND; few fines; few shell fragments;(ESTUARINE DEPOSITS).
-dense; dark gray (N 4/); no shells.
SILTY SAND (SM); very dense; dark gray (N 4/); wet; mostly fine SAND;little fines; trace shell fragments.
-medium dense.
124
103
9.4
10.5
4.8
16.1
19.3
25.0
171415
121620
4810
81727
151717
67
50
BoreholeBackfill BoringLocationCement-bentonite grout capped withblack-dyed rapid-set cement
Auto-trip hammer,140 lbs/30" drop [91%]
V. Bautista
DrillingMethod Drill BitSize/Type
DrillingContractorFraste Multidrill XL (Rig D-76)
Checked By3-29-21
51.5 feetTotal Depthof Borehole
Logged By
Gregg Drilling & Testing Inc.
M. Skakun
SamplingMethod(s)
Rotary Wash
Approx. GroundSurface Elevation
Hammer Data[Energy Ratio]
Drill RigType
Date(s)Drilled
7-in. drag bit and 4.5-in. drag bit
Bulk, SPT (1.4-in. ID), California(2.42-in. ID)
SpatialLocation
~17 feet bgs during drillingGroundwaterLevel(s)
Not recorded 33.616339, -117.902862
20 feet MSL
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Boring Record for A-21-006
Project Location: Newport Beach, California
Project Number: 60558550
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Project: OC San 5-67, Bay Bridge Pump Station Replacement
PA: 22%<#200 sieve
Reach total depth at0130.
S-6
S-7
S-8
S-9
S-10
SILTY SAND (SM); medium dense; dark gray (N 4/); wet; mostly fineSAND; little fines; trace shell fragments (continued).
Poorly-graded SAND with SILT (SP-SM); very dense; dark gray (N 4/);wet; mostly fine SAND; few fines.
-gray (N 5/); grades coarser-grained.
-dense.
Bottom of borehole at 51.5 feet bgs.
93
104
103
30.1
25.7
22.9
21.6
22.0
81013
172124
223640
141823
151721
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Boring Record for A-21-006
Project Location: Newport Beach, California
Project Number: 60558550
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Project: OC San 5-67, Bay Bridge Pump Station Replacement
Core concrete with10-in. cutter at 1007.Hand auger to 5 ft.
CR: pH=9.6 Sulfate=34 ppm Chloride=16 ppm Min. Resistivity= 2,401 ohm-cm
From 1030 to 1100,drillers add 2 bagsbentonite to mud mixand begin circulatingmud.
PA: 6%<#200 sieve
Water level at ~17 ft.
PID=0.0 ppm
Good mud circulation.
PA: 10%<#200 sieve
BLK-1
S-1
S-2
S-3
S-4
S-5
ASPHALT CONCRETE (4 in.) over AGGREGATE BASE (3 in.).
SANDY lean CLAY (CL); dark yellowish brown (10YR 3/4); moist; mostlyfines; some from fine to coarse SAND; trace subangular GRAVEL to1/2 inch; (FILL).
SILTY SAND (SM); medium dense; dark gray (5Y 4/1); moist; mostlyfrom fine to coarse SAND; little nonplastic fines; trace subangularGRAVEL to 1/2 inch and shell fragments.
-very dense; light olive brown (2.5Y 5/4); no GRAVEL or shells.
Poorly-graded SAND with SILT (SP-SM); dense; grayish brown(10YR 5/2); moist to wet; mostly fine and medium SAND; few fines;trace fine GRAVEL and shell fragments; (ESTUARINE DEPOSITS).
-dark gray (N 4/); wet; organic odor.
-medium dense; mostly fine SAND; no odor.
110
109
104
14.3
6.4
12.2
5.6
23.9
23.4
151615
191720
122130
101616
91114
67
67
56
78
61
BoreholeBackfill BoringLocationCement-bentonite grout capped withblack-dyed rapid-set cement
Auto-trip hammer,140 lbs/30" drop [91%]
V. Bautista
DrillingMethod Drill BitSize/Type
DrillingContractorFraste Multidrill XL (Rig D-76)
Checked By3-25-21
51.5 feetTotal Depthof Borehole
Logged By
Gregg Drilling & Testing Inc.
M. Skakun
SamplingMethod(s)
Rotary Wash
Approx. GroundSurface Elevation
Hammer Data[Energy Ratio]
Drill RigType
Date(s)Drilled
7-in. drag bit and 4.5-in. drag bit
Bulk, SPT (1.4-in. ID), California(2.42-in. ID)
SpatialLocation
~17 feet bgs during drillingGroundwaterLevel(s)
PCH Northbound Lane 1 33.616497, -117.902781
20 feet MSL
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MATERIAL DESCRIPTION
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OTHER TESTS
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Sheet 1 of 2
0
5
10
15
20
25
30
20
15
10
5
0
-5
-10
Boring Record for A-21-007
Project Location: Newport Beach, California
Project Number: 60558550
UR
S
C
T
2
0
0
8
.
G
L
B
;
G
E
O
_
1
0
_
S
N
A
_
C
T
_
E
R
I
_
O
S
C
D
B
B
;
S
N
A
_
O
C
S
D
5
_
6
7
B
A
Y
B
R
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1
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/
2
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A
-
2
1
-
0
0
7
Project: OC San 5-67, Bay Bridge Pump Station Replacement
PID=0.0 ppm
Good mud circulation.
PA: 4%<#200 sieve
Good mud circulation.
S-6
S-7
S-8
S-9
S-10
Poorly-graded SAND (SP); very dense; dark gray (N 4/); wet; mostly fineand few medium SAND; trace fines; trace shell fragments.
-gray (N 5/).
Bottom of borehole at 51.5 feet bgs.
106
110
22.4
21.5
21.5
18.1
24.8
152124
273750/4"
202321
274050/6"
181721
44
75
67
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MATERIAL DESCRIPTION
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REMARKS AND
OTHER TESTS
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Sheet 2 of 2
30
35
40
45
50
55
60
65
-10
-15
-20
-25
-30
-35
-40
-45
Boring Record for A-21-007
Project Location: Newport Beach, California
Project Number: 60558550
UR
S
C
T
2
0
0
8
.
G
L
B
;
G
E
O
_
1
0
_
S
N
A
_
C
T
_
E
R
I
_
O
S
C
D
B
B
;
S
N
A
_
O
C
S
D
5
_
6
7
B
A
Y
B
R
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-
2
1
-
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0
7
Project: OC San 5-67, Bay Bridge Pump Station Replacement
Core concrete with10-in. cutter at 2220.Hand auger to 5 ft.
Set up mud tank andstart rotary washdrilling.
Drill to 10 ft at 2300.
Use sand catcher.
Water level at ~12 ft.Good mud circulation.
Drill to 15 ft at 2316.
Use sand catcher.PID=0.4 ppmCR: pH=4.1 Sulfate=1103 ppm Chloride=179 ppm Min. Resistivity= 1,317 ohm-cm
Use sand catcher.
LL=57, PI=36PA: 8%<#200 sieve
Good mud circulation.
Drill to 30 ft at 2350.
BLK-1
S-1
S-2
S-3
S-4
S-5
ASPHALT CONCRETE (3 in.) over AGGREGATE BASE (4 in.).
SILTY SAND with GRAVEL (SM); dark grayish brown (2.5Y 4/2); moist;some from fine to coarse SAND; some low plasticity fines; littlesubrounded GRAVEL to 1/2 inch; trace shell fragments; (FILL).
SILTY SAND (SM); very dense; light olive brown (2.5Y 5/3); moist;mostly fine SAND; little fines; trace GRAVEL to 1 inch.
Poorly-graded SAND (SP); very dense; grayish brown (2.5Y 5/2); moist;mostly fine and medium and trace coarse SAND; trace GRAVEL to1/4 inch.
Poorly-graded SAND with SILT (SP-SM); medium dense; grayish brown(2.5Y 5/2); wet; mostly fine SAND; few fines; few shell fragments.
SILTY SAND (SM); medium dense; dark gray (N 4/); wet; mostly fineSAND; some fines; (ESTUARINE DEPOSITS).
-CLAY lens.
Fat CLAY (CH); very soft; dark gray (N 4/); wet; high plasticity;PP<0.25 tsf.
Poorly-graded SAND with SILT (SP-SM); dense; dark gray (N 4/); wet;mostly fine SAND; few fines.
-very dense; gray (N 5/); shell fragments at top of sampler.
-dense; mostly fine and medium SAND; few shells and shell fragments.
106
102
8.3
7.9
1.8
14.9
37.0
19.0
22.8
191622
91112
477
202931
202628
100
50
72
44
89
BoreholeBackfill BoringLocationCement-bentonite grout capped withblack-dyed rapid-set cement
Auto-trip hammer,140 lbs/30" drop [91%]
V. Bautista
DrillingMethod Drill BitSize/Type
DrillingContractorFraste Multidrill XL (Rig D-76)
Checked By3-24-21
51.5 feetTotal Depthof Borehole
Logged By
Gregg Drilling & Testing Inc.
M. Skakun
SamplingMethod(s)
Rotary Wash
Approx. GroundSurface Elevation
Hammer Data[Energy Ratio]
Drill RigType
Date(s)Drilled
7-in. drag bit and 4.5-in. drag bit
Bulk, SPT (1.4-in. ID), California(2.42-in. ID)
SpatialLocation
~12 feet bgs during drillingGroundwaterLevel(s)
PCH Westbound Lane 3 33.616519, -117.902403
15 feet MSL
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REMARKS AND
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Sheet 1 of 2
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-5
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-15
Boring Record for A-21-008
Project Location: Newport Beach, California
Project Number: 60558550
UR
S
C
T
2
0
0
8
.
G
L
B
;
G
E
O
_
1
0
_
S
N
A
_
C
T
_
E
R
I
_
O
S
C
D
B
B
;
S
N
A
_
O
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_
6
7
B
A
Y
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0
8
Project: OC San 5-67, Bay Bridge Pump Station Replacement
Use sand catcher.PA: 7%<#200 sieve
Use sand catcher.
Mix more mud from0015 to 0045.
No sand catcher usedin last three samples.
Drill to 45 ft at 0045.
PID=0.0 ppm
Drive sample at 0107.
S-6
S-7
S-8
S-9
S-10
Poorly-graded SAND with SILT (SP-SM); dense; gray (N 5/); wet; mostlyfine and medium SAND; few fines; few shells and shell fragments; tracefine GRAVEL (continued).
-very dense; trace shell fragments (slough).
-shell fragments at top of sample (slough).
-mostly from fine to coarse SAND.
Bottom of borehole at 51.5 feet bgs.
109
107
109
20.2
20.4
20.2
21.6
17.8
181721
252421
102938
171924
172640
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MATERIAL DESCRIPTION
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REMARKS AND
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-15
-20
-25
-30
-35
-40
-45
-50
Boring Record for A-21-008
Project Location: Newport Beach, California
Project Number: 60558550
UR
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C
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2
0
0
8
.
G
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;
G
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1
0
_
S
N
A
_
C
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_
E
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O
S
C
D
B
B
;
S
N
A
_
O
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S
D
5
_
6
7
B
A
Y
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-
2
1
-
0
0
8
Project: OC San 5-67, Bay Bridge Pump Station Replacement
C-21-001 was drilled to 26.0 feet without core sampling.Material was not observed or logged to that depth.Drilling from barge.Mudline 17 ft belowwater surface.From 0630 to 0740,center rig on hole.From 0740 to 0820,clean out cuttingsand switch rods.At 0820, install 25 ftof casing 9 ft intomudline. Drill to16 ft below mudlinefrom 0900 to 1030.
4-in. HWT, HQ 3.8-in. diamond bit
Cement-bentonite grout to mudline
HQ continuous core
Newport Harbor Channel
Gregg Drilling & Testing Inc.
M. SkakunDate(s)Drilled
Geoprobe 7822 DT (barge mounted)-14.08 feet MSL (mudline)
Drill BitSize/Type
DrillingContractor
BoringLocation
3-9-21
BoreholeCompletion
Drill RigType
DrillingMethod Diamond Core
WaterSurface El.2.22 feet MSL on 3-9-21 at 0740 SamplingMethods
Logged By Checked By V. Bautista
Total Depthof Borehole 68.0 feet
Approx. GroundSurface Elevation
90° (vertical)Inclination fromHorizontal/Bearing
SpatialLocation 33.616530, -117.905132
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ROCK CORE
MATERIAL DESCRIPTION
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-16
-18
-20
-22
-24
-26
Sheet 1 of 5
Boring Record for C-21-001Project Location: Newport Beach, California
Project Number: 60558550
0
1
2
3
4
5
6
7
8
9
10
11
12
13
UR
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2
0
0
8
.
G
L
B
;
G
E
O
_
C
O
R
E
_
O
A
K
_
C
;
S
N
A
_
O
C
S
D
5
_
6
7
B
A
Y
B
R
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C
-
2
1
-
0
0
1
Project: OC San 5-67, Bay Bridge Pump Station Replacement
NA
NA
0
1306
[38]
[20]
1146
0
100
1
C-21-001 was drilled to 26.0 feet without core sampling.Material was not observed or logged to that depth.
Lean CLAY (CL); greenish gray (10GY 5/1); medium to high plasticity;(ESTUARINE DEPOSITS).
SEDIMENTARY ROCK (CLAYSTONE); laminated; dark gray
(10YR 4/1); slightly weathered to fresh; moderately soft; unfractured;(CAPISTRANO FORMATION).
1
2
100
100
Rods get stuck at16 ft. Trip out andchange bit at 1100.Continue drilling to26 ft.
Start continuouscore sampling.1140
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MATERIAL DESCRIPTION
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-28
-30
-32
-34
-36
-38
-40
-42
Sheet 2 of 5
Boring Record for C-21-001Project Location: Newport Beach, California
Project Number: 60558550
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29UR
S
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T
2
0
0
8
.
G
L
B
;
G
E
O
_
C
O
R
E
_
O
A
K
_
C
;
S
N
A
_
O
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D
5
_
6
7
B
A
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C
-
2
1
-
0
0
1
Project: OC San 5-67, Bay Bridge Pump Station Replacement
2
1
0
0
NA
NA
NA
NA
4
NA
0
3
3
3
NA
0
[38]
1314
1411
[25]
[33]
[30]
1335
1351
100
0
28
92
1
1
1
1
11,1
1
1,1
21
1,11
1
1
1
1
1
1
NR
NR
NR
1
2
SEDIMENTARY ROCK (CLAYSTONE); laminated; dark olive brown(2.5Y 3/3); slightly weathered to fresh; moderately soft; slightly fractured;(CAPISTRANO FORMATION) (continued).
1: 0°, B, N, No, No, Pl, SR
1: 0°, B, N, No, No, Pl, SR
-light brownish gray (2.5Y 6/2); very hard.
2: 70°, J, N, hydrocarbon, Su, Wa, S
-dark olive brown (2.5Y 3/3); moderately soft.
-intensely fractured.
1: 0°, B, VN, No, No, Pl, SR
-massive; moderately hard; unfractured.
2
3
4
5
100
36
90
92
Good drill fluidcirculation.
At 36.9 ft, fractureemits strong organicodor (hydrocarbon).No PID readingavailable.
Test 42.6-43.0 ft:UC=677 psiM=21.9%DUW=78.3 pcf
1326
1341
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ROCK CORE
MATERIAL DESCRIPTION
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-44
-46
-48
-50
-52
-54
-56
-58
Sheet 3 of 5
Boring Record for C-21-001Project Location: Newport Beach, California
Project Number: 60558550
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45UR
S
C
T
2
0
0
8
.
G
L
B
;
G
E
O
_
C
O
R
E
_
O
A
K
_
C
;
S
N
A
_
O
C
S
D
5
_
6
7
B
A
Y
B
R
I
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C
-
2
1
-
0
0
1
Project: OC San 5-67, Bay Bridge Pump Station Replacement
0
0
0
3
3
>10
4
NA
0
1
0
4
0
NA
>10
>10
[25]
1423
1458
[38]
[33]
[30]
1437
1453
92
28
64
0
1
1,1
1
1,1
11
11,21,21,2
1,1
1
1
1
1
1
2,2
2
M
NR
NR
2
3
SEDIMENTARY ROCK (CLAYSTONE); massive; dark olive brown(2.5Y 3/3); slightly weathered to fresh; moderately hard; unfractured;(CAPISTRANO FORMATION) (continued).
-thinly bedded; intensely fractured.
1: 0°, B, N, No, No, Pl, S
2: 60°, J, MW, No, No, Pl, S
-slightly fractured.
1: 65°, J, T, No, No, Pl, S
2: 5°, B, MW, No, No, Pl, S
-moderately soft; very intensely fractured along bedding / laminationplanes at ~0°.
5
6
7
8
92
86
100
86
Test 44.9-45.6 ft:UC=583 psiM=23.8%DUW=79.6 pcf
Test 54.0-54.7 ft:UC=497 psiM=26.6%DUW=78.3 pcf
1428
1443
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ROCK CORE
MATERIAL DESCRIPTION
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REMARKS AND
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-60
-62
-64
-66
-68
-70
-72
-74
Sheet 4 of 5
Boring Record for C-21-001Project Location: Newport Beach, California
Project Number: 60558550
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61UR
S
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2
0
0
8
.
G
L
B
;
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O
_
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6
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B
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-
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Project: OC San 5-67, Bay Bridge Pump Station Replacement
>10
>10
0
0
1
0
2
[38]
1506
[38]
1518
0
92
1
1
1
3
SEDIMENTARY ROCK (CLAYSTONE); laminated; dark olive brown(2.5Y 3/3); slightly weathered to fresh; moderately soft; very intenselyfractured; (CAPISTRANO FORMATION) (continued).
1: 0°, B, VN, No, No, Pl, SR
-slightly fractured.
1: 0°, B, VN, No, No, Pl, SR
Bottom of borehole at 68.0 feet bgs.
8
9
86
100
Terminate coring on3-9-21. Backfill tomudline withcement-bentoniteslurry.
1510
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ROCK CORE
MATERIAL DESCRIPTION
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REMARKS AND
OTHER TESTS
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-76
-78
-80
-82
-84
-86
-88
-90
Sheet 5 of 5
Boring Record for C-21-001Project Location: Newport Beach, California
Project Number: 60558550
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
76
77UR
S
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2
0
0
8
.
G
L
B
;
G
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6
7
B
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1
C
-
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1
-
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1
Project: OC San 5-67, Bay Bridge Pump Station Replacement
Start drilling at 0817from barge. Mudline21.3 ft below watersurface.
DSPA: 6%<#200 sieve
Need to mix mud;sampling throughcuttings.
Blow count notrepresentative ofsample.
Fluid return appearslight gray.
LL=47, PI=32PA: 38%<#200 sieve
Drill to 10 ft at 1030.
Clay able to be rolledrepeatedly.
LL=58, PI=34PA: 62%<#200 sieveUC=1.25 ksf
S-1
S-2
S-3
S-4
S-5
S-6
SILTY SAND (SM); dense; dark grayish brown (10YR 4/2); wet; mostlyfine SAND; some shell fragments; little fines; weak cementation;(ESTUARINE DEPOSITS).
Poorly-graded SAND with SILT (SP-SM); medium dense; olive gray(5Y 5/2); wet; mostly fine and medium SAND; few fines; trace fineGRAVEL and shell fragments; weak cementation.
-dense; dark gray (5Y 4/1).
CLAYEY SAND (SC); medium dense; olive gray (5Y 4/2); moist; mostlyfine and medium SAND; some medium plasticity fines; few fineGRAVEL.
Fat CLAY (CH); very soft; olive (5Y 5/3); moist; trace medium SAND;high plasticity.
SANDY fat CLAY (CH); very soft to soft; olive (5Y 3/3); mostly fines;some fine SAND; trace GRAVEL to 3/4 inch (SILTSTONE clasts); highplasticity; PP<0.12 to PP=0.25 tsf.
105
107
86100
21.1
18.9
21.8
20.7
47.0
35.324.9
51117
766
101712
577
Push11
Push33
100
33
78
50
100
100
BoreholeBackfill BoringLocationCement-bentonite grout to mudline
Auto-trip hammer,140 lbs/30" drop [97%]
V. Bautista
DrillingMethod Drill BitSize/Type
DrillingContractorGeoprobe 7822 DT (barge mounted)
Checked By3-8-21
61.4 feetTotal Depthof Borehole
Logged By
Gregg Drilling & Testing Inc.
M. Skakun
SamplingMethod(s)
Rotary Wash
Approx. GroundSurface Elevation
Hammer Data[Energy Ratio]
Drill RigType
Date(s)Drilled
4-in. HWT, 3.5-in. drag bit
SPT (1.4-in. ID), California (2.42-in. ID)
SpatialLocation
1.42 feet MSL on 3-8-21 at 0721WaterSurface El.
Newport Harbor Channel 33.616551, -117.905545
-19.78 feet MSL (mudline)
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Sheet 1 of 2
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5
10
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25
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-20
-25
-30
-35
-40
-45
Boring Record for R-21-001
Project Location: Newport Beach, California
Project Number: 60558550
UR
S
C
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2
0
0
8
.
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B
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0
_
S
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B
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Project: OC San 5-67, Bay Bridge Pump Station Replacement
Rig down at 1235.
PID=0.0 ppm
Shovel cuttings intodrum.
Drill to 50 ft at 1432.
Sampler stuck inbedrock.
S-7
S-8
S-9
S-10
S-11
CLAYEY SAND (SC); dense; pale olive gray (5Y 6/2); wet; mostlycoarse SAND; some fines; weak cementation; clay lenses 30.5-31.4 ft;(ESTUARINE DEPOSITS continued).
Poorly-graded SAND with SILT (SP-SM); medium dense; olive gray(5Y 5/2); wet; mostly from fine to coarse SAND; few fines; tracesubangular GRAVEL to 1 inch; weak cementation.
SEDIMENTARY ROCK (CLAYSTONE); laminated; dark gray(10YR 4/1); slightly weathered to fresh; moderately hard; unfractured;(CAPISTRANO FORMATION).
Bottom of borehole at 61.4 feet bgs.
Two attempts completed to 6 feet bgs on 2-24-21 (R-21-001A) and to4 feet bgs on 2-26-21 (R-21-001B).
104
64
21.4
21.6
42.8
54.2
49.3
61515
7923
91925
1750/4"
134350/4"
83
67
40
33
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30
35
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65
-50
-55
-60
-65
-70
-75
-80
Boring Record for R-21-001
Project Location: Newport Beach, California
Project Number: 60558550
UR
S
C
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2
0
0
8
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0
_
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B
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Project: OC San 5-67, Bay Bridge Pump Station Replacement
Start drilling at 0800from barge. Mudline18.3 ft below watersurface.
At 0830, mix 2 bags ofbentonite gel. At 0845,drill to 5 ft.
At 0853, drill to 10 ft.
LL=105, PI=68PA: 93%<#200 sieveUC=4.34 ksf
Drill to 15 ft at 0920.
CR: pH=8.6 Sulfate=1438 ppm Chloride=8571 ppm Min. Resistivity= 133 ohm-cmDrill to 25 ft at 1030.
LL=73, PI=38PA: 77%<#200 sieve
S-1
S-2
S-3
S-4
S-5
S-6
SILTY SAND (SM); loose; dark grayish brown (2.5Y 4/2); wet; mostlyfrom fine to coarse SAND; little fines; few shell fragments;(ESTUARINE DEPOSITS).
-dense; mostly fine and medium SAND.
Poorly-graded SAND with SILT (SP-SM); medium dense; dark grayishbrown (2.5Y 4/2); wet; mostly fine SAND; few tines; trace shellfragments.
Fat CLAY (CH); very stiff; greenish gray (10Y 5/1); moist; mostly fines;few SAND; high plasticity; PP=2.5 tsf.
-SAND lens at 21.4 ft, brownish yellow (10YR 5/6).
Elastic SILT with SAND (MH); very stiff to hard; greenish gray (10Y 5/1);moist; mostly fines; little fine and medium SAND; high plasticity; occursas interbedded laminations of SILT and SAND <1/16 inch thick;PP=2.5-4.5 tsf.
106
119
6764
69
18.0
14.8
20.6
56.059.0
55.9
53.7
352
81619
3410
447
121
235
33
22
56
100
94
67
BoreholeBackfill BoringLocationBorehole collapsed
Auto-trip hammer,140 lbs/30" drop [97%]
V. Bautista
DrillingMethod Drill BitSize/Type
DrillingContractorGeoprobe 7822 DT (barge mounted)
Checked By3-2-21
66.5 feetTotal Depthof Borehole
Logged By
Gregg Drilling & Testing Inc.
M. Skakun
SamplingMethod(s)
Rotary Wash
Approx. GroundSurface Elevation
Hammer Data[Energy Ratio]
Drill RigType
Date(s)Drilled
4-in. HWT, 3.5-in. drag bit
SPT (1.4-in. ID), California (2.42-in. ID)
SpatialLocation
-0.28 feet MSL on 3-2-21 at 0730WaterSurface El.
Newport Harbor Channel 33.616574, -117.904679
-18.48 feet MSL (mudline)
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Sheet 1 of 3
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25
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-25
-30
-35
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-45
Boring Record for R-21-002
Project Location: Newport Beach, California
Project Number: 60558550
UR
S
C
T
2
0
0
8
.
G
L
B
;
G
E
O
_
1
0
_
S
N
A
_
C
T
_
E
R
I
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O
S
C
D
B
B
;
S
N
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D
5
_
6
7
B
A
Y
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Project: OC San 5-67, Bay Bridge Pump Station Replacement
Clay is swelling withinsplit spoon sampler.
Drill rods are stuckwithin expansive clay.
PID=0.0 ppm
Good fluid circulation.
S-7
S-8
S-9
S-10
S-11
S-12
Lean CLAY (CL); very stiff to hard; greenish gray (10Y 5/1); moist;mostly fines; few coarse SAND; medium to high plasticity;(ESTUARINE DEPOSITS continued).
SEDIMENTARY ROCK (CLAYSTONE); laminated; dark gray(10YR 4/1); slightly weathered to fresh; moderately soft; unfractured;(CAPISTRANO FORMATION).
-moderately hard.
69
49.6
49.9
44.9
47.6
58.0
102110
184350/0"
50/6"
50/0"
50/2"
50/3"
94
0
100
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MATERIAL DESCRIPTION
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65
-50
-55
-60
-65
-70
-75
-80
Boring Record for R-21-002
Project Location: Newport Beach, California
Project Number: 60558550
UR
S
C
T
2
0
0
8
.
G
L
B
;
G
E
O
_
1
0
_
S
N
A
_
C
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_
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S
C
D
B
B
;
S
N
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_
6
7
B
A
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2
Project: OC San 5-67, Bay Bridge Pump Station Replacement
Backfill to mudline with24 gal. of cement-bentonite slurry.
S-13 SEDIMENTARY ROCK (CLAYSTONE); laminated; dark gray(10YR 4/1); slightly weathered to fresh; moderately hard; unfractured;(CAPISTRANO FORMATION) (continued).
Bottom of borehole at 66.5 feet bgs.
44.0172438
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Sheet 3 of 3
65
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80
85
90
95
100
-85
-90
-95
-100
-105
-110
-115
Boring Record for R-21-002
Project Location: Newport Beach, California
Project Number: 60558550
UR
S
C
T
2
0
0
8
.
G
L
B
;
G
E
O
_
1
0
_
S
N
A
_
C
T
_
E
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I
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S
C
D
B
B
;
S
N
A
_
O
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D
5
_
6
7
B
A
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2
Project: OC San 5-67, Bay Bridge Pump Station ReplacementProject: OC San 5-67, Bay Bridge Pump Station Replacement
Start drilling at 0812from barge. Mudline16.2 ft below watersurface.
Sampling through 4-in.HWT rods/casing.
PA: 4%<#200 sieve
At 0920, begin drillingwith tricone bitbetween samples.Mix 55 gal. drum forcuttings with hydrogelto keep hole open from1020 to 1120.
Clay in cuttings17-19 ft.
PA: 95%<#200 sieveUC=3.06 ksf
LL=76, PI=43
PA: 82%<#200 sieve
Rig pulling up frombarge at 1240. Stop tosecure rig to barge.
UU
S-1
S-2
S-3
S-4
S-5
S-6
S-7
S-8
SILTY SAND (SM); loose; dark grayish brown (2.5Y 4/2); wet; mostlyfine SAND; some shell fragments; little fines;(ESTUARINE DEPOSITS).
-dense.
Poorly-graded SAND (SP); very dense; yellowish brown (10YR 5/4); wet;mostly from fine to coarse SAND; few fine GRAVEL to 1/2 inch and shellfragments; trace fines.
-dense; olive gray (5Y 5/2); trace shell fragments.
-CLAY lens; black; medium plasticity.
Fat CLAY (CH); very stiff; olive gray (5Y 5/2); wet; mostly fines; few fineSAND; high plasticity; PP=2.0-3.0 tsf.
Fat CLAY with SAND (CH); very stiff to hard; olive gray (5Y 5/2); wet;mostly fines; little fine and medium SAND; high plasticity.
SEDIMENTARY ROCK (CLAYSTONE); laminated; dark gray(10YR 4/1); slightly weathered to fresh; moderately hard; unfractured;blue and white mottling at upper contact at 25 ft;(CAPISTRANO FORMATION).
6463
72
23.5
17.2
20.1
59.960.3
49.9
52.6
44.7
212
242726
402716
51113
92232
789
7811
731
44
0
22
83
0
100
39
BoreholeBackfill BoringLocationCement-bentonite grout to mudline
Auto-trip hammer,140 lbs/30" drop [97%]
V. Bautista
DrillingMethod Drill BitSize/Type
DrillingContractorGeoprobe 7822 DT (barge mounted)
Checked By3-1-21
40.4 feetTotal Depthof Borehole
Logged By
Gregg Drilling & Testing Inc.
M. Skakun
SamplingMethod(s)
Rotary Wash
Approx. GroundSurface Elevation
Hammer Data[Energy Ratio]
Drill RigType
Date(s)Drilled
4-in. HWT, 2-7/8-in. tricone bit
SPT (1.4-in. ID), California (2.42-in. ID)
SpatialLocation
0.92 feet MSL on 3-1-21 at 0740WaterSurface El.
Newport Harbor Channel 33.616569, -117.905080
-15.28 feet MSL (mudline)
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Boring Record for R-21-003
Project Location: Newport Beach, California
Project Number: 60558550
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Project: OC San 5-67, Bay Bridge Pump Station Replacement
PID=0.0 ppm
Backfill to mudline with15 gal. of cement-bentonite slurry.
S-8
S-9
S-10
SEDIMENTARY ROCK (CLAYSTONE); laminated; dark gray(10YR 4/1); slightly weathered to fresh; moderately hard; unfractured;(CAPISTRANO FORMATION) (continued).
-olive brown (2.5Y 4/3).
-SAND lens 1/4 inch thick.
Bottom of borehole at 40.4 feet bgs.
71
41.4
46.9
42
172750/0"
183150/5"
56
100
65
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Boring Record for R-21-003
Project Location: Newport Beach, California
Project Number: 60558550
UR
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Project: OC San 5-67, Bay Bridge Pump Station Replacement
Start drilling at 0757from barge. Mudline6.2 ft below watersurface. First samplersinks 2 ft under weightof hammer.Sampling through 4-in.HWT rods/casing.
Mix mud from 0830 to0900 and begin drillingwith tricone bit.
End 3-3-21. Abandonhole. Replace withR-21-004B.
S-1
S-2
S-3
SILT with SAND (ML); very soft; black (N 2.5/); wet; mostly fines; littleSAND; (ESTUARINE DEPOSITS).
-medium stiff.
SILTY SAND (SM); medium dense; dark grayish brown (10YR 4/2); wet;mostly fine SAND; little fines; little shell fragments.
Bottom of borehole at 9.5 feet bgs.
21.2
000
122
358
20
0
50
BoreholeBackfill BoringLocationCement-bentonite grout to mudline
Auto-trip hammer,140 lbs/30" drop [97%]
V. Bautista
DrillingMethod Drill BitSize/Type
DrillingContractorGeoprobe 7822 DT (barge mounted)
Checked By3-3-21
9.5 feetTotal Depthof Borehole
Logged By
Gregg Drilling & Testing Inc.
M. Skakun
SamplingMethod(s)
Rotary Wash
Approx. GroundSurface Elevation
Hammer Data[Energy Ratio]
Drill RigType
Date(s)Drilled
4-in. HWT, 3.5-in. drag bit
SPT (1.4-in. ID), California (2.42-in. ID)
SpatialLocation
-1.28 feet MSL on 3-3-21 at 0800WaterSurface El.
Newport Harbor Channel 33.616522, -117.905415
-7.48 feet MSL (mudline)
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Boring Record for R-21-004A
Project Location: Newport Beach, California
Project Number: 60558550
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A
Project: OC San 5-67, Bay Bridge Pump Station ReplacementProject: OC San 5-67, Bay Bridge Pump Station Replacement
Start drilling at 0800from barge. Mudline6.2 ft below watersurface. First samplersinks under weight ofrods.
Recover sample at0820.
PA: 11%<#200 sieve
DSPI=NPPA: 4%<#200 sieve
Driller reports fluidreturn is light gray.
CR: pH=9.1 Sulfate=452 ppm Chloride=4354 ppm Min. Resistivity= 278 ohm-cm
Recover sample at0845.
DSPI=NPPA: 5%<#200 sieve
S-1
S-2
S-3
S-4
S-5
S-6
ORGANIC lean CLAY (OL); very soft; very dark gray (5Y 3/1); wet;mostly fines; few fine SAND; organic odor; (ESTUARINE DEPOSITS).
Poorly-graded SAND with SILT (SP-SM); loose; dark gray (5Y 4/1); wet;mostly fine and few medium SAND; few fines; trace fine GRAVEL andshell fragments.
Poorly-graded SAND (SP); medium dense; dark gray (5Y 4/1); wet;mostly fine and few medium SAND; trace fines; trace shell fragments.
-dense; olive gray (5Y 5/2); mostly fine and medium SAND; trace fineGRAVEL; no shell fragments.
Poorly-graded SAND with SILT (SP-SM); very dense; dark gray (5Y 4/1);wet; mostly fine and medium SAND; few fines.
-dense.
-CLAY lens 3 inches thick; black (N 2.5/).
104
107
57.7
23.7
24.0
18.6
19.6
29.2
000
032
51111
91213
122732
5714
100
100
44
67
83
100
BoreholeBackfill BoringLocationCement-bentonite grout to mudline
Auto-trip hammer,140 lbs/30" drop [97%]
V. Bautista
DrillingMethod Drill BitSize/Type
DrillingContractorGeoprobe 7822 DT (barge mounted)
Checked By3-4-21
76.5 feetTotal Depthof Borehole
Logged By
Gregg Drilling & Testing Inc.
M. Skakun
SamplingMethod(s)
Rotary Wash
Approx. GroundSurface Elevation
Hammer Data[Energy Ratio]
Drill RigType
Date(s)Drilled
4-in. HWT, 3.5-in. drag bit
SPT (1.4-in. ID), California (2.42-in. ID)
SpatialLocation
-1.98 feet MSL on 3-4-21 at 0800WaterSurface El.
Newport Harbor Channel 33.616500, -117.905379
-8.18 feet MSL (mudline)
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Boring Record for R-21-004B
Project Location: Newport Beach, California
Project Number: 60558550
UR
S
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0
0
8
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B
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B
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B
Project: OC San 5-67, Bay Bridge Pump Station Replacement
UC=0.78 ksf
Driller reports harddrilling. Black shalefragments recovered at31.5 ft.
Driller over drills 10 ftto 45 ft instead of to35 ft.
UC=1.39 ksf
PID=0.0 ppm
S-7
S-8
S-9
S-10
Poorly-graded SAND with SILT (SP-SM); dense; dark gray (5Y 4/1); wet;mostly fine and medium SAND; few fines; (ESTUARINE DEPOSITS)(continued).
CLAYEY SAND with GRAVEL (SC); dense; very dark gray (10YR 3/1);wet; some SAND; some fines; little subangular GRAVEL (fragments ofSHALE; black (N 2.5/); fresh; hard).
Lean CLAY (CL); very stiff; dark greenish gray (10Y 4/1); moist; mostlyfines; few fine SAND.
Fat CLAY (CH); soft to medium stiff; dark greenish gray (10Y 4/1);moist; mostly fines; few fine SAND; PP=0.25-0.5 tsf.
-very dark greenish gray (10Y 3/1).
10188
78
23.432.9
26.9
43.1
35.9
142128
566
568
023
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Boring Record for R-21-004B
Project Location: Newport Beach, California
Project Number: 60558550
UR
S
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8
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B
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B
Project: OC San 5-67, Bay Bridge Pump Station Replacement
Driller runs out of fuelat 1320. Resumedrilling at 1430.
Hard drilling at 72 ft.
Backfill to mudline with28 gal. of cement-bentonite slurry.
S-11
S-12
Fat CLAY with SAND (CH); soft to medium stiff; dark greenish gray(5GY 4/1); moist; mostly fines; little fine and medium SAND; trace finesubrounded GRAVEL; PP=0.25-0.5 tsf; (ESTUARINE DEPOSITScontinued).-angular fragments of SHALE in sampler shoe.
-SAND laminations preserved in sampler.
Bottom of borehole at 76.5 feet bgs.
7448.0
64.8
699
868
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-75
-80
-85
-90
-95
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-105
Boring Record for R-21-004B
Project Location: Newport Beach, California
Project Number: 60558550
UR
S
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8
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B
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7
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B
Project: OC San 5-67, Bay Bridge Pump Station ReplacementProject: OC San 5-67, Bay Bridge Pump Station ReplacementProject: OC San 5-67, Bay Bridge Pump Station Replacement
Start drilling frombarge. Mudline 3.5 ftbelow water surface.
PA: 3%<#200 sieve
Poorly-graded SAND (SP); dark gray (2.5Y 4/1); wet; mostly fine and medium SAND;few shell fragments 1/16 inch to 1-1/2 inches; trace fines; trace fine subroundedGRAVEL; (ESTUARINE DEPOSITS).
-1-1/2-inch rip-up clast of Lean CLAY (CL); medium plasticity.
Bottom of borehole at 12.0 feet below mudline (Vibracore refusal).
20.5
S-1
S-2
S-3
BoreholeBackfill BoringLocationBorehole collapsed
Not applicable
V. Bautista
DrillingMethod Drill BitSize/Type
DrillingContractorVibracore (barge mounted)
Checked By3-17-21
12.0 feetTotal Depthof Borehole
Logged By
Kinnetic Laboratories Inc.
M. Skakun
SamplingMethod(s)
Vibracore (60 Hz)
Approx. GroundSurface Elevation
Hammer Data[Energy Ratio]
Drill RigType
Date(s)Drilled
4-in. OD steel rod (lined)
Grab sample from plastic liner
SpatialLocation
0.62 feet MSL on 3-17-21 at 1230
Newport Harbor Channel
WaterSurface El.
33.616483, -117.905628
-2.88 feet MSL (mudline)
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Boring Record for V-21-001
Project Location: Newport Beach, California
Project Number: 60558550
UR
S
C
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2
0
0
8
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B
;
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0
_
S
N
A
-
C
T
_
V
C
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O
S
C
D
B
B
;
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N
A
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D
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6
7
B
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1
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0
1
Project: OC San 5-67, Bay Bridge Pump Station Replacement
Start drilling frombarge. Mudline 12 ftbelow water surface.
PA: 3%<#200 sieve
Poorly-graded SAND (SP); gray (2.5Y 5/1); wet; mostly fine and medium SAND; littleshells and shell fragments; few GRAVEL to 1 inch; trace fines;(ESTUARINE DEPOSITS).
Bottom of borehole at 2.9 feet below mudline (Vibracore refusal).
14.7S-1
BoreholeBackfill BoringLocationBorehole collapsed
Not applicable
V. Bautista
DrillingMethod Drill BitSize/Type
DrillingContractorVibracore (barge mounted)
Checked By3-17-21
2.9 feetTotal Depthof Borehole
Logged By
Kinnetic Laboratories Inc.
M. Skakun
SamplingMethod(s)
Vibracore (60 Hz)
Approx. GroundSurface Elevation
Hammer Data[Energy Ratio]
Drill RigType
Date(s)Drilled
4-in. OD steel rod (lined)
Grab sample from plastic liner
SpatialLocation
0.32 feet MSL on 3-17-21 at 1125
Newport Harbor Channel
WaterSurface El.
33.616510, -117.905210
-11.68 feet MSL (mudline)
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Boring Record for V-21-002
Project Location: Newport Beach, California
Project Number: 60558550
UR
S
C
T
2
0
0
8
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G
L
B
;
G
E
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_
1
0
_
S
N
A
-
C
T
_
V
C
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O
S
C
D
B
B
;
S
N
A
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C
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D
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6
7
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-
0
0
2
Project: OC San 5-67, Bay Bridge Pump Station Replacement
Start drilling frombarge. Mudline 15 ftbelow water surface.PA: 4%<#200 sieve
PA: 1%<#200 sieve
Poorly-graded SAND (SP); very dark gray (10YR 3/1); wet; mostly fine and mediumSAND; few GRAVEL and shell fragments to 1 inch; trace fines;(ESTUARINE DEPOSITS).-1.7-1.9 feet, some shell fragments to 1-1/2 inches.
-2.2-2.5 feet, lens of Lean CLAY with SAND (CL).
-3.6-4.0 feet, some shell fragments to 1 inch.
-4.7-5.0 feet, some shell fragments to 1-1/2 inches.
-grayish brown (10YR 5/2); few shell fragments.
-7.2 feet, rip-up clasts of Lean CLAY (CL) to 2-1/2 inches in SAND.
Bottom of borehole at 9.0 feet below mudline (Vibracore refusal).
23.1
20.2
S-1
S-2
S-3
BoreholeBackfill BoringLocationBorehole collapsed
Not applicable
V. Bautista
DrillingMethod Drill BitSize/Type
DrillingContractorVibracore (barge mounted)
Checked By3-17-21
9.0 feetTotal Depthof Borehole
Logged By
Kinnetic Laboratories Inc.
M. Skakun
SamplingMethod(s)
Vibracore (60 Hz)
Approx. GroundSurface Elevation
Hammer Data[Energy Ratio]
Drill RigType
Date(s)Drilled
4-in. OD steel rod (lined)
Grab sample from plastic liner
SpatialLocation
-0.18 feet MSL on 3-17-21 at 1020
Newport Harbor Channel
WaterSurface El.
33.616570, -117.904810
-15.18 feet MSL (mudline)
Gr
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MATERIAL DESCRIPTION
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Boring Record for V-21-003
Project Location: Newport Beach, California
Project Number: 60558550
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Project: OC San 5-67, Bay Bridge Pump Station Replacement
Start drilling frombarge. Mudline 19 ftbelow water surface.PA: 3%<#200 sieve
PA: 5%<#200 sieve
Poorly-graded SAND (SP); dark grayish brown (2.5Y 4/2); wet; mostly fine and mediumSAND; trace fines; trace shell fragments to 1/8 inch; (ESTUARINE DEPOSITS).
-below 1.7 feet, little shell fragments to 1/8 inch.
-at 3-5 feet, mostly from fine to coarse SAND; some fine and coarse GRAVEL-sizeshells and shell fragments to 2 inches.
Bottom of borehole at 5.5 feet below mudline (Vibracore refusal).
22.5
10.6
S-1
S-2
S-3
BoreholeBackfill BoringLocationBorehole collapsed
Not applicable
V. Bautista
DrillingMethod Drill BitSize/Type
DrillingContractorVibracore (barge mounted)
Checked By3-17-21
5.5 feetTotal Depthof Borehole
Logged By
Kinnetic Laboratories Inc.
M. Skakun
SamplingMethod(s)
Vibracore (60 Hz)
Approx. GroundSurface Elevation
Hammer Data[Energy Ratio]
Drill RigType
Date(s)Drilled
4-in. OD steel rod (lined)
Grab sample from plastic liner
SpatialLocation
-0.88 feet MSL on 3-17-21 at 0951
Newport Harbor Channel
WaterSurface El.
33.616550, -117.904600
-19.88 feet MSL (mudline)
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MATERIAL DESCRIPTION
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Boring Record for V-21-004
Project Location: Newport Beach, California
Project Number: 60558550
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Project: OC San 5-67, Bay Bridge Pump Station ReplacementProject: OC San 5-67, Bay Bridge Pump Station ReplacementProject: OC San 5-67, Bay Bridge Pump Station Replacement
Start drilling frombarge. Mudline 3.5 ftbelow water surface.
PA: 9%<#200 sieveHD: 4.5%<2µ
PA: 2%<#200 sieve
Vibracore sampledriven within ~3 ft ofV-21-005 showsgradational contact at5 ft below mudline.
Poorly-graded SAND with SILT (SP-SM); very dark gray (10YR 3/1); wet; mostly fineand medium SAND; few fines; trace GRAVEL to 1 inch and trace shell fragments;(ESTUARINE DEPOSITS).-1 to 2 feet, few shell fragments to 2-1/4 inches.
[gradational contact]
Poorly-graded SAND (SP); dark gray (10YR 4/1); wet; mostly fine and medium SAND;trace fines; trace fine GRAVEL and shell fragments.
-9 to 10 feet, interbedded SANDY SILT (ML) laminations to 1/4 inch.
-below 11 feet, few shell fragments to 1-1/2 inches.
Bottom of borehole at 12.0 feet below mudline (Vibracore refusal).
21.9
17.2
S-1
S-2
S-3
S-4
BoreholeBackfill BoringLocationBorehole collapsed
Not applicable
V. Bautista
DrillingMethod Drill BitSize/Type
DrillingContractorVibracore (barge mounted)
Checked By3-18-21
12.0 feetTotal Depthof Borehole
Logged By
Kinnetic Laboratories Inc.
P. Salter / M. Skakun
SamplingMethod(s)
Vibracore (60 Hz)
Approx. GroundSurface Elevation
Hammer Data[Energy Ratio]
Drill RigType
Date(s)Drilled
4-in. OD steel rod (lined)
Grab sample from plastic liner
SpatialLocation
0.62 feet MSL on 3-16-21 at 1015
Newport Harbor Channel
WaterSurface El.
33.616555, -117.904380
-2.88 feet MSL (mudline)
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MATERIAL DESCRIPTION
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Boring Record for V-21-005
Project Location: Newport Beach, California
Project Number: 60558550
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Project: OC San 5-67, Bay Bridge Pump Station Replacement
DESIGN MEMO 4
GEOTECHNICAL DESIGN REPORT
Bay Bridge Pump Station Replacement
OC San-5-67-GDR 08-09-2021
Appendix B
Geotechnical Laboratory Testing
APPENDIX B Geotechnical Laboratory Testing
B-1
Geotechnical soil samples obtained from the boring were carefully sealed and packaged in the field to reduce
moisture loss and disturbance. The samples were subsequently delivered to our laboratory where they were
further examined and classified. Selected representative samples were tested to evaluate water content, in-situ
dry density, fines content, Atterberg limits, shear strength, corrosivity, unconfined compression strength, and
undrained strength of the soils. All tests discussed below were performed in accordance with the latest ASTM
International (ASTM), or California Test Method (CTM) standards.
Water Content (ASTM D2216)
Water content and dry density tests were performed on selected soil/rock samples in general accordance with
ASTM D 2216, Standard Test Method for Laboratory Determination of Water (Moisture) Content of Soil and Rock
by Mass. The results of the tests are presented in this Appendix, in Table B-1.
Soil Classification (ASTM D2488)
Soil identification and classification was performed on all soil samples obtained from the borings. The soil
identification is based on visual examination and manual tests. A summary of the results is presented in Table
B-1, and results are included in the Logs of Borings provided in Appendix A.
Moisture Content and Dry Density (ASTM D7263)
The moisture content and density tests were performed on selected soil samples obtained from the explorations.
The moisture content and dry density tests were performed in accordance with ASTM Test Methods D2216 and
D7263, respectively. A summary of the results is shown in Table B-1, and results are presented on the Logs of
Borings in Appendix A.
Atterberg Limits (ASTM D4318)
Atterberg Limits tests were performed to aid in classification and to evaluate the plasticity characteristics of fine-
grained materials encountered in the borings. The tests were performed in accordance with ASTM Test Method
D4318. The results of these tests are presented on the logs in Appendix A and in Table B-1. Summary plots are
appended as Plasticity Charts.
APPENDIX B Geotechnical Laboratory Testing
B-2
Wash Analysis (ASTM D1140)
Percent passing the No. 200 sieve tests were performed on selected soils samples obtained from the borings.
The tests were performed in accordance with ASTM Test Method D1140. A summary of the results is shown in
Table B-1. The results of the tests are presented on the logs in Appendix A.
Sieve Analysis (ASTM D6913)
Tests were performed to assess the particle size distribution of selected soil samples. These tests were
performed in accordance with ASTM Test Method D6913. A summary of the results is shown in Table B-1. Test
results are provided on the Particle Size Distribution Curves included in this appendix.
Direct Shear Test (ASTM D3080)
Consolidated-drained (saturated) direct shear tests were performed on selected soil samples to evaluate shear
strength parameters of the on-site soils. The direct shear tests were performed in accordance with ASTM Test
Method D3080. A summary of the results is provided in Table B-1. Charted results of the direct shear tests are
also presented in this appendix.
Corrosivity Tests (CTM 417, 422 & 643)
Selected representative samples obtained from the explorations were tested for corrosion potential.
Measurements of soluble sulfate and water-soluble chloride content, minimum resistivity, and pH were conducted
in accordance with CTM Test Methods. The results of the corrosion tests are presented in Table B-1 in this
appendix.
Unconfined Compression Test (ASTM D2166)
Selected representative samples obtained from the explorations were tested for unconfined compressive
strength. The relatively quick test is designed to obtain a measure of compressive strength for those soils that
possess sufficient cohesion to permit testing in an unconfined state. The unconfined compression tests were
performed in accordance with ASTM Test Method D2166. A summary of the results is shown in Table B-1; more
detailed results of the unconfined compression tests are also included in this appendix.
Unconsolidated Undrained Triaxial Compression Test (ASTM D2850)
Triaxial compression test was performed on selected, relatively undisturbed samples in general accordance with
ASTM D2850. The undrained strength results are presented in this appendix.
APPENDIX B Geotechnical Laboratory Testing
B-3
THIS PAGE INTENTIONALLY LEFT BLANK
A-21-001 BLK-1 0.8-5.0 SW-SM 7.3
A-21-001 S-1 6.0-6.5 SP-SM 7.9 105
A-21-001 S-2 10.0-11.5 SM 19.7
A-21-001 S-3 15.5-16.0 SM 17.6 110 21.9 63.2 14.9 NP NP NP
A-21-001 S-4 20.0-21.5 SM 26.5
A-21-001 S-5 25.5-26.0 MH/Fm 63.8 60
A-21-001 S-6 30.0-31.5 MH/Fm 58.1
A-21-002 BLK-1 0.7-5.0 SP-SM 3.6 3.8 90.3 5.9 NP NP NP 10,436 9.5 31 14
A-21-002 S-1 5.0-6.5 SP-SM 4.3
A-21-002 S-2 10.5-11.0 SM 25.9 96 DS
A-21-002 S-3 15.0-16.5 SM 21.7
A-21-002 S-4 20.5-21.5 SP-SM 18.5 110 1.9 90.8 7.3 NP NP NP
A-21-002 S-5 25.0-26.5 GC 11.5
A-21-002 S-6 30.5-31.0 CH 49.7 69 14.0 13.5 72.5 98 41 57
A-21-002 S-6 31.0-31.5 CH 59.2 62 6.59
A-21-002 S-7 35.0-36.5 CH 61.9
A-21-002 S-8 40.5-41.0 CL/Fm 58.0 63 UU
A-21-002 S-9 45.0-46.3 CL/Fm 56.4
A-21-002 S-10 50.0-51.5 CL/Fm 44.2
A-21-004 BLK-1 0.4-5.0 ML/SP 10.0
A-21-004 S-1 5.5-6.0 SP 2.1 101 DS
A-21-004 S-2 10.0-11.5 SP 13.5 7,636 9.4 66 21
A-21-004 S-3 15.5-16.0 SP-SM 18.6 104 0.0 92.8 7.2 NP NP NP
A-21-004 S-4 20.0-21.5 SM 22.9
A-21-004 S-5 25.5-26.0 SM 21.3 109 DS
A-21-004 S-6 30.0-31.5 SM 26.6
A-21-004 S-7 35.5-36.0 SP-SM 21.9 105 0.0 94.0 6.0 NP NP NP
A-21-004 S-8 40.0-41.5 SP-SM 22.8
A-21-004 S-9 46.0-46.5 SP 16.7 109
A-21-004 S-10 50.0-51.5 SP 15.4
A-21-005 BLK-1 0.4-5.0 ML/SP 14.5
Sheet 1 of 5
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Atterberg Limits
OtherTests
Newport Beach, California
Gravel,%<#200,%
Sieve
USCSGroup
Symbol
Dry UnitWeight,
pcf
Corrosivity Tests
MoistureContent,
%
Sample Information
SulfateContent,ppm
ChlorideContent,ppm
Resis-tivity,
ohm-cm
pHLLPISampleNumberBoringNumberDepth,feet UnconfinedCompressive
Strength, ksf
TABLE B-1 SUMMARY OF SOIL LABORATORY DATA
OC San 5-67, Bay Bridge Pump Station Replacement
A-21-005 S-1 5.0-6.5 SP 4.4 5.2 90.9 3.9 NP NP NP
A-21-005 S-2 10.5-11.0 SP 18.0
A-21-005 S-3 15.0-16.5 SP-SM 19.6 0.0 91.6 8.4 NP NP NP
A-21-005 S-4 20.5-21.0 SP-SM 24.1 97
A-21-005 S-5 25.0-26.5 SP-SM 22.4 1.1 87.5 11.4 NP NP NP
A-21-005 S-6 30.5-31.0 SP-SM 25.7 99 DS
A-21-005 S-7 35.0-36.5 SP-SM 21.9 0.3 92.8 6.9 NP NP NP
A-21-005 S-8 40.5-41.0 SP-SM 23.9 101 0.0 89.7 10.3 NP NP NP DS
A-21-005 S-9 45.0-46.5 SM 17.9
A-21-005 S-10 50.5-51.0 SM 17.4 112
A-21-006 BLK-1 0.8-5.0 SM 9.4
A-21-006 S-1 5.0-6.5 SM 10.5
A-21-006 S-2 10.5-11.0 SP-SM 4.8 124 25.1 63.3 11.6
A-21-006 S-3 15.0-16.5 SP-SM 16.1 5,301 8.8 150 29
A-21-006 S-4 20.5-21.0 SP-SM 19.3 103 0.0 91.2 8.8
A-21-006 S-5 25.0-26.5 SM 25.0
A-21-006 S-6 30.5-31.0 SM 30.1 93 0.0 77.8 22.2
A-21-006 S-7 35.0-36.5 SP-SM 25.7
A-21-006 S-8 40.5-41.0 SP-SM 22.9 104
A-21-006 S-9 45.0-46.5 SP-SM 21.6
A-21-006 S-10 50.5-51.0 SP-SM 22.0 103
A-21-007 BLK-1 0.6-5.0 CL 14.3 2,401 9.6 34 16
A-21-007 S-1 5.5-6.0 SM 6.4 110
A-21-007 S-2 10.0-11.5 SM 12.2
A-21-007 S-3 15.5-16.0 SP-SM 5.6 109 2.6 91.9 5.5
A-21-007 S-4 20.0-21.5 SP-SM 23.9
A-21-007 S-5 25.5-26.0 SP-SM 23.4 104 0.0 89.7 10.3
A-21-007 S-6 30.0-31.5 SP 22.4
A-21-007 S-7 35.3-35.8 SP 21.5 106 0.0 95.7 4.3
A-21-007 S-8 40.0-41.5 SP 21.5
A-21-007 S-9 45.5-46.0 SP 18.1 110
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OC San 5-67, Bay Bridge Pump Station Replacement
Gravel,%<#200,%
Sieve
USCSGroup
Symbol
Dry UnitWeight,
pcf
Corrosivity Tests
MoistureContent,
%
Sample Information
SulfateContent,ppm
ChlorideContent,ppm
Resis-tivity,
ohm-cm
pHLLPISampleNumberBoringNumberDepth,feet UnconfinedCompressive
Strength, ksf
SUMMARY OF SOIL LABORATORY DATA
A-21-007 S-10 50.0-51.5 SP 24.8
A-21-008 BLK-1 0.6-5.0 SM 8.3
A-21-008 S-1A 5.0-6.0 SM 7.9
A-21-008 S-1B 6.0-6.5 SP 1.8
A-21-008 S-2 10.5-11.0 SP-SM 14.9 106
A-21-008 S-3 15.0-16.5 SM 37.0 1,317 4.1 1103 179
A-21-008 S-4-2 20.5-21.0 CH 57 21 36
A-21-008 S-4-3 21.0-21.5 SP-SM 19.0 102 0.0 92.5 7.5
A-21-008 S-5 25.0-26.5 SP-SM 22.8
A-21-008 S-6 30.5-31.0 SP-SM 20.2 109 3.1 90.0 6.9
A-21-008 S-7 35.0-36.5 SP-SM 20.4
A-21-008 S-8 40.5-41.0 SP-SM 20.2 107
A-21-008 S-9 45.0-46.5 SP-SM 21.6
A-21-008 S-10 50.5-51.0 SP-SM 17.8 109
C-21-001 R-4 42.6-43.0 Fm 21.9 78 UCS=677
C-21-001 R-5 44.9-45.6 Fm 23.8 80 UCS=583
C-21-001 R-7 54.0-54.7 Fm 26.6 78 UCS=497
R-21-001 S-1 0-1.5 SM 21.1
R-21-001 S-2 6.0-6.5 SP-SM 18.9 105 3.3 91.0 5.7 DS
R-21-001 S-3 10.0-11.5 SP-SM 21.8
R-21-001 S-4 15.5-16.0 SC 20.7 107 6.7 54.9 38.4 47 15 32
R-21-001 S-5 20.0-21.5 CH 47.0
R-21-001 S-6-2 25.5-26.0 CH 35.3 86 4.0 33.8 62.2 58 24 34
R-21-001 S-6-3 26.0-26.5 CH 24.9 100 1.25
R-21-001 S-7 30.0-31.5 SC 21.4
R-21-001 S-8 35.5-36.0 SP-SM 21.6 104
R-21-001 S-9 40.0-41.5 ML/Fm 42.8
R-21-001 S-10 50.3-50.8 CL/Fm 54.2 64
R-21-001 S-11 60.0-61.4 CL/Fm 49.3
R-21-002 S-1 0.5-1.0 SM 18.0 106
R-21-002 S-2 5.5-6.0 SM 14.8 119
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Gravel,%<#200,%
Sieve
USCSGroup
Symbol
Dry UnitWeight,
pcf
Corrosivity Tests
MoistureContent,
%
Sample Information
SulfateContent,ppm
ChlorideContent,ppm
Resis-tivity,
ohm-cm
pHLLPISampleNumberBoringNumberDepth,feet UnconfinedCompressive
Strength, ksf
SUMMARY OF SOIL LABORATORY DATA
OC San 5-67, Bay Bridge Pump Station Replacement
R-21-002 S-3 10.0-11.5 SP-SM 20.6
R-21-002 S-4-2 15.5-16.0 CH 56.0 67 1.3 5.9 92.8 105 37 68
R-21-002 S-4-3 16.0-16.5 CH 59.0 64 4.34
R-21-002 S-5 20.0-21.5 CH 55.9 133 8.6 1438 8571
R-21-002 S-6 25.5-26.0 MH 53.7 69 0.0 23.2 76.8 73 35 38
R-21-002 S-7 30.0-31.5 CL 49.6
R-21-002 S-8 35.5-36.0 CL/Fm 49.9 69
R-21-002 S-9 40.0-40.5 CL/Fm 44.9
R-21-002 S-11 50.0-50.2 CL/Fm 47.6
R-21-002 S-12 55.0-55.3 CL/Fm 58.0
R-21-002 S-13 65.0-66.5 CL/Fm 44.0
R-21-003 S-1 0-1.5 SM 23.5
R-21-003 S-3 10.0-11.5 SP 17.2 8.9 87.2 3.9
R-21-003 S-4 13.0-14.5 SP 20.1
R-21-003 S-6-2 19.5-20.0 CH 59.9 64 0.0 4.7 95.3
R-21-003 S-6-3 20.0-20.5 CH 60.3 63 3.06
R-21-003 S-7A 24.0-25.0 CH 49.9 0.0 17.8 82.2 76 33 43
R-21-003 S-7B 25.0-25.5 CH/Fm 52.6
R-21-003 S-8 29.5-30.0 CH/Fm 44.7 72 UU
R-21-003 S-9 34.0-35.0 CH/Fm 41.4
R-21-003 S-10 39.5-40.0 CH/Fm 46.9 71
R-21-004A S-3 8.5-9.0 SM 21.2
R-21-004B S-1 0-1.5 OL 57.7
R-21-004B S-2 5.0-6.5 SP-SM 23.7 2.9 86.0 11.1
R-21-004B S-3 10.5-11.0 SP 24.0 104 0.3 95.3 4.4 NP NP NP DS
R-21-004B S-4 15.0-16.5 SP 18.6 278 9.1 452 4354
R-21-004B S-5 20.5-21.5 SP-SM 19.6 107 0.2 94.6 5.2 NP NP NP DS
R-21-004B S-6 25.0-26.5 SP-SM 29.2
R-21-004B S-7-2 30.5-31.0 SP-SM 23.4 101 0.78
R-21-004B S-7-3 31.0-31.5 SC 32.9 88
R-21-004B S-8 45.0-46.5 CL 26.9
Sheet 4 of 5
Sand,%
Re
p
o
r
t
S
O
I
L
_
1
_
P
O
R
T
R
A
I
T
_
O
C
S
D
;
S
N
A
_
O
C
S
D
5
_
6
7
B
A
Y
B
R
I
D
G
E
.
G
P
J
;
4
/
2
9
/
2
1
PL
Atterberg Limits
OtherTests
Newport Beach, California
Gravel,%<#200,%
Sieve
USCSGroup
Symbol
Dry UnitWeight,
pcf
Corrosivity Tests
MoistureContent,
%
Sample Information
SulfateContent,ppm
ChlorideContent,ppm
Resis-tivity,
ohm-cm
pHLLPISampleNumberBoringNumberDepth,feet UnconfinedCompressive
Strength, ksf
SUMMARY OF SOIL LABORATORY DATA
OC San 5-67, Bay Bridge Pump Station Replacement
R-21-004B S-9 50.5-51.0 CH 43.1 78 1.39
R-21-004B S-10 55.0-56.5 CH 35.9
R-21-004B S-11 65.5-66.0 CH 48.0 74
R-21-004B S-12 75.0-76.5 CH 64.8
V-21-001 S-2 5.0-5.5 SP 20.5 3.3 93.8 2.9
V-21-002 S-1 2.0-2.5 SP 14.7 12.2 84.5 3.3
V-21-003 S-1 1.0-1.5 SP 23.1 11.5 85.0 3.5
V-21-003 S-3 7.0-7.5 SP 20.2 8.6 90.3 1.2
V-21-004 S-1 0.8-1.3 SP 22.5 0.2 97.1 2.7
V-21-005 S-1 2.0-2.5 SP-SM 21.9 1.6 89.5 8.9
HD4.5%<2µ
V-21-005 S-2 5.5-6.5 SP 17.2 1.0 97.5 1.5
Sheet 5 of 5
Sand,%
Re
p
o
r
t
S
O
I
L
_
1
_
P
O
R
T
R
A
I
T
_
O
C
S
D
;
S
N
A
_
O
C
S
D
5
_
6
7
B
A
Y
B
R
I
D
G
E
.
G
P
J
;
4
/
2
9
/
2
1
PL
Atterberg Limits
OtherTests
Newport Beach, California
Gravel,%<#200,%
Sieve
USCSGroup
Symbol
Dry UnitWeight,
pcf
Corrosivity Tests
MoistureContent,
%
Sample Information
SulfateContent,ppm
ChlorideContent,ppm
Resis-tivity,
ohm-cm
pHLLPISampleNumberBoringNumberDepth,feet UnconfinedCompressive
Strength, ksf
SUMMARY OF SOIL LABORATORY DATA
NOTES: The laboratory tests were performed in general accordance with the following standards:
Moisture Content - ASTM Test Method D2216Dry Unit Weight - ASTM Test Method D7263
Particle Size Distribution Analysis by Mechanical Sieving - ASTM Test Method D6913 (#200 by ASTM D1140) Atterberg Limits - ASTM Test Method D4318Unconfined Compressive Strength of Soil (UC) - ASTM Test Method D2166Corrosivity Tests (CR) - CTM 643 (Resistivity and pH), CTM 417 (Sulfate), CTM 422 (Chloride)One-Dimensional Consolidation (C) - ASTM Test Method D2435Direct Shear (DS) - ASTM Test Method D3080-11Unconfined Compressive Strength of Rock (UCS in psi) - ASTM Test Method D7012Unconsolidated Undrained Triaxial (UU) - ASTM Test Method D2850
OC San 5-67, Bay Bridge Pump Station Replacement
DESCRIPTION / CLASSIFICATION
Project Name: PLASTICITY CHART
Project Number:
Boring Number Water Content
(%)
Sample
Number Depth (ft)LL PI
A-21-001 S-3 Dark gray Silty SAND with Gravel (SM), some
shell fragments15.5 17.6 NP NP
CL-ML4
7
CL or OL CH or OH
ML or OL MH or OH
0
10
20
30
40
50
60
70
80
0 10 20 30 40 50 60 70 80 90 100 110
PL
A
S
T
I
C
I
T
Y
I
N
D
E
X
(
%
)
LIQUID LIMIT (%)
Atterberg Limits Bay Bridge A-21-001 15.5 ft.xlsx AECOM
Bay Bridge Pump Station Replacement
60558550
DESCRIPTION / CLASSIFICATION
Project Name: PLASTICITY CHART
Project Number:
Boring Number Water Content
(%)
Sample
Number Depth (ft)LL PI
A-21-002 BLK-1 Light brownish gray Poorly Graded SAND with
Silt (SP-SM), trace shell fragments0-5 3.6 NP NP
CL-ML4
7
CL or OL CH or OH
ML or OL MH or OH
0
10
20
30
40
50
60
70
80
0 10 20 30 40 50 60 70 80 90 100 110
PL
A
S
T
I
C
I
T
Y
I
N
D
E
X
(
%
)
LIQUID LIMIT (%)
Atterberg Limits Bay Bridge A-21-002 0-5 ft.xlsx AECOM
Bay Bridge Pump Station Replacement
60558550
DESCRIPTION / CLASSIFICATION
Project Name: PLASTICITY CHART
Project Number:
Boring Number Water Content
(%)
Sample
Number Depth (ft)LL PI
A-21-002 S-4 Gray Poorly Graded SAND with Silt (SP-SM),
trace shell fragments20.5 18.5 NP NP
CL-ML4
7
CL or OL CH or OH
ML or OL MH or OH
0
10
20
30
40
50
60
70
80
0 10 20 30 40 50 60 70 80 90 100 110
PL
A
S
T
I
C
I
T
Y
I
N
D
E
X
(
%
)
LIQUID LIMIT (%)
Atterberg Limits Bay Bridge A-21-002 20.5 ft.xlsx AECOM
Bay Bridge Pump Station Replacement
60558550
DESCRIPTION / CLASSIFICATION
Project Name: PLASTICITY CHART
Project Number:
Boring Number Water Content
(%)
Sample
Number Depth (ft)LL PI
A-21-002 S-6 Very dark grayish brown Fat CLAY (CH), little
sand and gravel30.5 49.7 98 57
CL-ML4
7
CL or OL CH or OH
ML or OL MH or OH
0
10
20
30
40
50
60
70
80
0 10 20 30 40 50 60 70 80 90 100 110
PL
A
S
T
I
C
I
T
Y
I
N
D
E
X
(
%
)
LIQUID LIMIT (%)
Atterberg Limits Bay Bridge A-21-002 30.5 ft.xlsx AECOM
Bay Bridge Pump Station Replacement
60558550
DESCRIPTION / CLASSIFICATION
Project Name: PLASTICITY CHART
Project Number:
Boring Number Water Content
(%)
Sample
Number Depth (ft)LL PI
A-21-004 S-3 Dark gray Poorly Graded SAND with Silt (SP-
SM)15.0 18.6 NP NP
CL-ML4
7
CL or OL CH or OH
ML or OL MH or OH
0
10
20
30
40
50
60
70
80
0 10 20 30 40 50 60 70 80 90 100 110
PL
A
S
T
I
C
I
T
Y
I
N
D
E
X
(
%
)
LIQUID LIMIT (%)
Atterberg Limits Bay Bridge A-21-004 15 ft.xlsx AECOM
Bay Bridge Pump Station Replacement
60558550
DESCRIPTION / CLASSIFICATION
Project Name: PLASTICITY CHART
Project Number:
Boring Number Water Content
(%)
Sample
Number Depth (ft)LL PI
A-21-004 S-7 Gray Poorly Graded SAND with Silt (SP-SM),
trace shell fragments35.0 21.9 NP NP
CL-ML4
7
CL or OL CH or OH
ML or OL MH or OH
0
10
20
30
40
50
60
70
80
0 10 20 30 40 50 60 70 80 90 100 110
PL
A
S
T
I
C
I
T
Y
I
N
D
E
X
(
%
)
LIQUID LIMIT (%)
Atterberg Limits Bay Bridge A-21-004 35 ft.xlsx AECOM
Bay Bridge Pump Station Replacement
60558550
DESCRIPTION / CLASSIFICATION
Project Name: PLASTICITY CHART
Project Number:
Boring Number Water Content
(%)
Sample
Number Depth (ft)LL PI
A-21-005 S-1 Light brownish gray Poorly Graded SAND
(SP), trace shell fragments5-6.5 4.4 NP NP
CL-ML4
7
CL or OL CH or OH
ML or OL MH or OH
0
10
20
30
40
50
60
70
80
0 10 20 30 40 50 60 70 80 90 100 110
PL
A
S
T
I
C
I
T
Y
I
N
D
E
X
(
%
)
LIQUID LIMIT (%)
Atterberg Limits Bay Bridge A-21-005 5-6.5 ft.xlsx AECOM
Bay Bridge Pump Station Replacement
60558550
DESCRIPTION / CLASSIFICATION
Project Name: PLASTICITY CHART
Project Number:
Boring Number Water Content
(%)
Sample
Number Depth (ft)LL PI
A-21-005 S-3 Dark gray Poorly Graded SAND with Silt (SP-
SM)15-16.5 19.6 NP NP
CL-ML4
7
CL or OL CH or OH
ML or OL MH or OH
0
10
20
30
40
50
60
70
80
0 10 20 30 40 50 60 70 80 90 100 110
PL
A
S
T
I
C
I
T
Y
I
N
D
E
X
(
%
)
LIQUID LIMIT (%)
Atterberg Limits Bay Bridge A-21-005 15-16.5 ft.xlsx AECOM
Bay Bridge Pump Station Replacement
60558550
DESCRIPTION / CLASSIFICATION
Project Name: PLASTICITY CHART
Project Number:
Boring Number Water Content
(%)
Sample
Number Depth (ft)LL PI
A-21-005 S-5 Dark gray Poorly Graded SAND with Silt (SP-
SM), trace shell fragments25-26.5 22.4 NP NP
CL-ML4
7
CL or OL CH or OH
ML or OL MH or OH
0
10
20
30
40
50
60
70
80
0 10 20 30 40 50 60 70 80 90 100 110
PL
A
S
T
I
C
I
T
Y
I
N
D
E
X
(
%
)
LIQUID LIMIT (%)
Atterberg Limits Bay Bridge A-21-005 25-26.5 ft.xlsx AECOM
Bay Bridge Pump Station Replacement
60558550
DESCRIPTION / CLASSIFICATION
Project Name: PLASTICITY CHART
Project Number:
Boring Number Water Content
(%)
Sample
Number Depth (ft)LL PI
A-21-005 S-7 Gray Poorly Graded SAND with Silt (SP-SM),
trace shell fragments35-36.5 21.9 NP NP
CL-ML4
7
CL or OL CH or OH
ML or OL MH or OH
0
10
20
30
40
50
60
70
80
0 10 20 30 40 50 60 70 80 90 100 110
PL
A
S
T
I
C
I
T
Y
I
N
D
E
X
(
%
)
LIQUID LIMIT (%)
Atterberg Limits Bay Bridge A-21-005 35-36.5 ft.xlsx AECOM
Bay Bridge Pump Station Replacement
60558550
DESCRIPTION / CLASSIFICATION
Project Name: PLASTICITY CHART
Project Number:
Boring Number Water Content
(%)
Sample
Number Depth (ft)LL PI
A-21-005 S-8 Gray Poorly Graded SAND with Silt (SP-SM)40.0 23.9 NP NP
CL-ML4
7
CL or OL CH or OH
ML or OL MH or OH
0
10
20
30
40
50
60
70
80
0 10 20 30 40 50 60 70 80 90 100 110
PL
A
S
T
I
C
I
T
Y
I
N
D
E
X
(
%
)
LIQUID LIMIT (%)
Atterberg Limits Bay Bridge A-21-005 40 ft.xlsx AECOM
Bay Bridge Pump Station Replacement
60558550
DESCRIPTION / CLASSIFICATION
Project Name: PLASTICITY CHART
Project Number:
Boring Number Water Content
(%)
Sample
Number Depth (ft)LL PI
A-21-005 S-4 Dark gray Fat CLAY (CH)20.5 NA 57 36
CL-ML4
7
CL or OL CH or OH
ML or OL MH or OH
0
10
20
30
40
50
60
70
80
0 10 20 30 40 50 60 70 80 90 100 110
PL
A
S
T
I
C
I
T
Y
I
N
D
E
X
(
%
)
LIQUID LIMIT (%)
Atterberg Limits Bay Bridge A-21-008 20.5 ft.xlsx AECOM
Bay Bridge Pump Station Replacement
60558550
DESCRIPTION / CLASSIFICATION
Project Name: PLASTICITY CHART
Project Number:
Boring Number Water Content
(%)
Sample
Number Depth (ft)LL PI
R-21-001 S-4 Olive gray Clayey SAND (SC)15.5 20.7 47 32
CL-ML4
7
CL or OL CH or OH
ML or OL MH or OH
0
10
20
30
40
50
60
70
80
0 10 20 30 40 50 60 70 80 90 100 110
PL
A
S
T
I
C
I
T
Y
I
N
D
E
X
(
%
)
LIQUID LIMIT (%)
Atterberg Limits Bay Bridge R-21-001 15.5 ft.xlsx AECOM
Bay Bridge Pump Station Replacement
60558550
DESCRIPTION / CLASSIFICATION
Project Name: PLASTICITY CHART
Project Number:
Boring Number Water Content
(%)
Sample
Number Depth (ft)LL PI
R-21-001 S-6 Olive brown Sandy Fat CLAY (CH), few
siltstone clasts25.5 35.3 58 34
CL-ML4
7
CL or OL CH or OH
ML or OL MH or OH
0
10
20
30
40
50
60
70
80
0 10 20 30 40 50 60 70 80 90 100 110
PL
A
S
T
I
C
I
T
Y
I
N
D
E
X
(
%
)
LIQUID LIMIT (%)
Atterberg Limits Bay Bridge R-21-001 25.5 ft.xlsx AECOM
Bay Bridge Pump Station Replacement
60558550
DESCRIPTION / CLASSIFICATION
Project Name: PLASTICITY CHART
Project Number:
Boring Number Water Content
(%)
Sample
Number Depth (ft)LL PI
R-21-002 S-4 Olive Fat CLAY (CH)15.5 56.0 105 68
CL-ML4
7
CL or OL CH or OH
ML or OL MH or OH
0
10
20
30
40
50
60
70
80
0 10 20 30 40 50 60 70 80 90 100 110
PL
A
S
T
I
C
I
T
Y
I
N
D
E
X
(
%
)
LIQUID LIMIT (%)
Atterberg Limits Bay Bridge R-21-002 15.5 ft.xlsx AECOM
Bay Bridge Pump Station Replacement
60558550
DESCRIPTION / CLASSIFICATION
Project Name: PLASTICITY CHART
Project Number:
Boring Number Water Content
(%)
Sample
Number Depth (ft)LL PI
R-21-002 S-6 Olive gray Elastic SILT with Sand (MH)25.5 53.7 73 38
CL-ML4
7
CL or OL CH or OH
ML or OL MH or OH
0
10
20
30
40
50
60
70
80
0 10 20 30 40 50 60 70 80 90 100 110
PL
A
S
T
I
C
I
T
Y
I
N
D
E
X
(
%
)
LIQUID LIMIT (%)
Atterberg Limits Bay Bridge R-21-002 25.5 ft.xlsx AECOM
Bay Bridge Pump Station Replacement
60558550
DESCRIPTION / CLASSIFICATION
Project Name: PLASTICITY CHART
Project Number:
Boring Number Water Content
(%)
Sample
Number Depth (ft)LL PI
R-21-003 S-7A Dark grayish brown Fat CLAY with Sand (CH)24-25 49.9 76 43
CL-ML4
7
CL or OL CH or OH
ML or OL MH or OH
0
10
20
30
40
50
60
70
80
0 10 20 30 40 50 60 70 80 90 100 110
PL
A
S
T
I
C
I
T
Y
I
N
D
E
X
(
%
)
LIQUID LIMIT (%)
Atterberg Limits Bay Bridge R-21-003 24-25 ft.xlsx AECOM
Bay Bridge Pump Station Replacement
60558550
DESCRIPTION / CLASSIFICATION
Project Name: PLASTICITY CHART
Project Number:
Boring Number Water Content
(%)
Sample
Number Depth (ft)LL PI
R-21-004 S-3 Gray Poorly Graded SAND (SP), trace shell
fragments11.0 24.0 NP NP
CL-ML4
7
CL or OL CH or OH
ML or OL MH or OH
0
10
20
30
40
50
60
70
80
0 10 20 30 40 50 60 70 80 90 100 110
PL
A
S
T
I
C
I
T
Y
I
N
D
E
X
(
%
)
LIQUID LIMIT (%)
Atterberg Limits Bay Bridge R-21-004 11 ft.xlsx AECOM
Bay Bridge Pump Station Replacement
60558550
DESCRIPTION / CLASSIFICATION
Project Name: PLASTICITY CHART
Project Number:
Boring Number Water Content
(%)
Sample
Number Depth (ft)LL PI
R-21-004 S-5 Gray Poorly Graded SAND (SP)20.5 19.6 NP NP
CL-ML4
7
CL or OL CH or OH
ML or OL MH or OH
0
10
20
30
40
50
60
70
80
0 10 20 30 40 50 60 70 80 90 100 110
PL
A
S
T
I
C
I
T
Y
I
N
D
E
X
(
%
)
LIQUID LIMIT (%)
Atterberg Limits Bay Bridge R-21-004 20.5 ft.xlsx AECOM
Bay Bridge Pump Station Replacement
60558550
UNIFIED SOIL CLASSIFICATION Sieve Dia. %
No. mm Finer
3" 75.0 100.0
2" 50.0 100.0
1.5" 37.5 100.0
1" 25.0 100.0
3/4" 19.00 86.3
1/2" 12.50 82.2
3/8" 9.50 81.0
#4 4.75 78.1
#10 2.00 75.1
#20 0.850 73.5
#40 0.425 69.6
#60 0.250 53.4
#100 0.150 33.6
#140 0.106 22.3
#200 0.075 14.9
% Cobbles ---
21.9
63.2
14.9
D85
D60
D50
D30
D15
D10
Boring No. Sample No. Depth (ft) SYMBOL Wn (%) LL PI % 2 µm Description and Classification Cu
A-21-001 S-3 15.5 17.6 NP NP --- Cc
PROJECT NAME: Bay Bridge Pump Station Replacement
PROJECT NUMBER: 60558550
% Gravel % Sand
Hy
d
r
o
m
e
t
e
r
A
n
a
l
y
s
i
s
----
% Fines
-----
0.310
PARTICLE-SIZE DISTRIBUTION CURVES
0.134
Dark gray Silty SAND with Gravel (SM), some shell fragments
16.638
0.229
0.075
----
50 5 0.5 0.05 0.005
#2003"2"1"3/4"3/8"#4 #10 #20 #40 #60 #100
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
PE
R
C
E
N
T
P
A
S
S
I
N
G
B
Y
W
E
I
G
H
T
GRAIN SIZE IN MILLIMETERS
U. S. STANDARD SIEVE SIZES
CO
BB
L
ES
GRAVEL SAND SILT AND CLAY
COARSE FINE COARSE FINEMEDIUM
HYDROMETER
shell fragmentsobserved
Sieve Bay Bridge A-21-001 15.5 ft.xlsx AECOM
UNIFIED SOIL CLASSIFICATION Sieve Dia. %
No. mm Finer
3" 75.0 100.0
2" 50.0 100.0
1.5" 37.5 100.0
1" 25.0 100.0
3/4" 19.00 99.6
1/2" 12.50 98.9
3/8" 9.50 97.7
#4 4.75 96.2
#10 2.00 93.2
#20 0.850 89.7
#40 0.425 76.6
#60 0.250 40.9
#100 0.150 16.2
#140 0.106 8.5
#200 0.075 5.9
% Cobbles ---
3.8
90.3
5.9
D85
D60
D50
D30
D15
D10
Boring No. Sample No. Depth (ft) SYMBOL Wn (%) LL PI % 2 µm Description and Classification Cu
A-21-002 BLK-1 0-5 3.6 NP NP --- Cc
PROJECT NAME: Bay Bridge Pump Station Replacement
PROJECT NUMBER: 60558550
% Gravel % Sand
Hy
d
r
o
m
e
t
e
r
A
n
a
l
y
s
i
s
0.113
% Fines
1.1
0.332
PARTICLE-SIZE DISTRIBUTION CURVES
0.200
Light brownish gray Poorly Graded SAND with Silt (SP-SM), trace sh
0.663
0.286
0.142
2.9
50 5 0.5 0.05 0.005
#2003"2"1"3/4"3/8"#4 #10 #20 #40 #60 #100
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
PE
R
C
E
N
T
P
A
S
S
I
N
G
B
Y
W
E
I
G
H
T
GRAIN SIZE IN MILLIMETERS
U. S. STANDARD SIEVE SIZES
CO
BB
L
ES
GRAVEL SAND SILT AND CLAY
COARSE FINE COARSE FINEMEDIUM
HYDROMETER
Shell Fragments Observed
Sieve Bay Bridge A-21-002 0-5 ft.xlsx AECOM
UNIFIED SOIL CLASSIFICATION Sieve Dia. %
No. mm Finer
3" 75.0 100.0
2" 50.0 100.0
1.5" 37.5 100.0
1" 25.0 100.0
3/4" 19.00 100.0
1/2" 12.50 99.6
3/8" 9.50 99.2
#4 4.75 98.1
#10 2.00 97.6
#20 0.850 96.9
#40 0.425 82.6
#60 0.250 49.9
#100 0.150 20.0
#140 0.106 10.8
#200 0.075 7.3
% Cobbles ---
1.9
90.8
7.3
D85
D60
D50
D30
D15
D10
Boring No. Sample No. Depth (ft) SYMBOL Wn (%) LL PI % 2 µm Description and Classification Cu
A-21-002 S-4 20.5 18.5 NP NP --- Cc
PROJECT NAME: Bay Bridge Pump Station Replacement
PROJECT NUMBER: 60558550
% Gravel % Sand
Hy
d
r
o
m
e
t
e
r
A
n
a
l
y
s
i
s
0.098
% Fines
1.1
0.295
PARTICLE-SIZE DISTRIBUTION CURVES
0.178
Gray Poorly Graded SAND with Silt (SP-SM), trace shell fragments
0.477
0.250
0.124
3.0
50 5 0.5 0.05 0.005
#2003"2"1"3/4"3/8"#4 #10 #20 #40 #60 #100
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
PE
R
C
E
N
T
P
A
S
S
I
N
G
B
Y
W
E
I
G
H
T
GRAIN SIZE IN MILLIMETERS
U. S. STANDARD SIEVE SIZES
CO
BB
L
ES
GRAVEL SAND SILT AND CLAY
COARSE FINE COARSE FINEMEDIUM
HYDROMETER
Shell Fragments Observed
Sieve Bay Bridge A-21-002 20.5 ft.xlsx AECOM
UNIFIED SOIL CLASSIFICATION Sieve Dia.%
No.mm Finer
3"75.0 100.0
2"50.0 100.0
1.5"37.5 100.0
1"25.0 100.0
3/4"19.00 92.6
1/2"12.50 88.2
3/8"9.50 86.5
#4 4.75 86.0
#10 2.00 84.5
#20 0.850 83.6
#40 0.425 81.4
#60 0.250 77.6
#100 0.150 75.7
#140 0.106 74.2
#200 0.075 72.5
% Cobbles ---
14.0
13.5
72.5
D85
D60
D50
D30
D15
D10
Boring No.Sample No.Depth (ft)SYMBOL Wn (%)LL PI % 2 µm Description and Classification Cu
A-21-002 S-6 30.5 49.7 98 57 ---Cc
PROJECT NAME: Bay Bridge
PROJECT NUMBER: 60558550
% Gravel % Sand
Hy
d
r
o
m
e
t
e
r
A
n
a
l
y
s
i
s
----
% Fines
-----
----
PARTICLE-SIZE DISTRIBUTION CURVES
----
Very dark grayish brown Fat CLAY (CH), little sand and gravel
2.668
----
----
----
50 5 0.5 0.05 0.005
#2003"2"1"3/4"3/8"#4 #10 #20 #40 #60 #100
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
PE
R
C
E
N
T
P
A
S
S
I
N
G
B
Y
W
E
I
G
H
T
GRAIN SIZE IN MILLIMETERS
U. S. STANDARD SIEVE SIZES
CO
BB
L
ES
GRAVEL SAND SILT AND CLAY
COARSE FINE COARSE FINEMEDIUM
HYDROMETER
Sieve Bay Bridge A-21-002 30.5 ft.xlsx AECOM
UNIFIED SOIL CLASSIFICATION Sieve Dia. %
No. mm Finer
3" 75.0 100.0
2" 50.0 100.0
1.5" 37.5 100.0
1" 25.0 100.0
3/4" 19.00 100.0
1/2" 12.50 100.0
3/8" 9.50 100.0
#4 4.75 100.0
#10 2.00 100.0
#20 0.850 99.9
#40 0.425 96.5
#60 0.250 67.5
#100 0.150 21.0
#140 0.106 10.7
#200 0.075 7.2
% Cobbles ---
0.0
92.8
7.2
D85
D60
D50
D30
D15
D10
Boring No. Sample No. Depth (ft) SYMBOL Wn (%) LL PI % 2 µm Description and Classification Cu
A-21-004 S-3 15.0 18.6 NP NP --- Cc
PROJECT NAME: Bay Bridge Pump Station Replacement
PROJECT NUMBER: 60558550
% Gravel % Sand
Hy
d
r
o
m
e
t
e
r
A
n
a
l
y
s
i
s
0.099
% Fines
1.2
0.230
PARTICLE-SIZE DISTRIBUTION CURVES
0.166
Dark gray Poorly Graded SAND with Silt (SP-SM)
0.344
0.206
0.123
2.3
50 5 0.5 0.05 0.005
#2003"2"1"3/4"3/8"#4 #10 #20 #40 #60 #100
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
PE
R
C
E
N
T
P
A
S
S
I
N
G
B
Y
W
E
I
G
H
T
GRAIN SIZE IN MILLIMETERS
U. S. STANDARD SIEVE SIZES
CO
BB
L
ES
GRAVEL SAND SILT AND CLAY
COARSE FINE COARSE FINEMEDIUM
HYDROMETER
Sieve Bay Bridge A-21-004 15 ft.xlsx AECOM
UNIFIED SOIL CLASSIFICATION Sieve Dia. %
No. mm Finer
3" 75.0 100.0
2" 50.0 100.0
1.5" 37.5 100.0
1" 25.0 100.0
3/4" 19.00 100.0
1/2" 12.50 100.0
3/8" 9.50 100.0
#4 4.75 100.0
#10 2.00 100.0
#20 0.850 99.9
#40 0.425 99.5
#60 0.250 72.1
#100 0.150 18.1
#140 0.106 8.8
#200 0.075 6.0
% Cobbles ---
0.0
94.0
6.0
D85
D60
D50
D30
D15
D10
Boring No. Sample No. Depth (ft) SYMBOL Wn (%) LL PI % 2 µm Description and Classification Cu
A-21-004 S-7 35.0 21.9 NP NP --- Cc
PROJECT NAME: Bay Bridge Pump Station Replacement
PROJECT NUMBER: 60558550
% Gravel % Sand
Hy
d
r
o
m
e
t
e
r
A
n
a
l
y
s
i
s
0.111
% Fines
1.1
0.223
PARTICLE-SIZE DISTRIBUTION CURVES
0.168
Gray Poorly Graded SAND with Silt (SP-SM), trace shell fragments
0.321
0.203
0.134
2.0
50 5 0.5 0.05 0.005
#2003"2"1"3/4"3/8"#4 #10 #20 #40 #60 #100
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
PE
R
C
E
N
T
P
A
S
S
I
N
G
B
Y
W
E
I
G
H
T
GRAIN SIZE IN MILLIMETERS
U. S. STANDARD SIEVE SIZES
CO
BB
L
ES
GRAVEL SAND SILT AND CLAY
COARSE FINE COARSE FINEMEDIUM
HYDROMETER
shell fragmentsobserved
Sieve Bay Bridge A-21-004 35 ft.xlsx AECOM
UNIFIED SOIL CLASSIFICATION Sieve Dia. %
No. mm Finer
3" 75.0 100.0
2" 50.0 100.0
1.5" 37.5 100.0
1" 25.0 100.0
3/4" 19.00 100.0
1/2" 12.50 98.6
3/8" 9.50 97.3
#4 4.75 94.8
#10 2.00 89.0
#20 0.850 79.4
#40 0.425 56.4
#60 0.250 31.0
#100 0.150 16.1
#140 0.106 7.7
#200 0.075 3.9
% Cobbles ---
5.2
90.9
3.9
D85
D60
D50
D30
D15
D10
Boring No. Sample No. Depth (ft) SYMBOL Wn (%) LL PI % 2 µm Description and Classification Cu
A-21-005 S-1 5-6.5 4.4 NP NP --- Cc
PROJECT NAME: Bay Bridge Pump Station Replacement
PROJECT NUMBER: 60558550
% Gravel % Sand
Hy
d
r
o
m
e
t
e
r
A
n
a
l
y
s
i
s
0.117
% Fines
1.1
0.474
PARTICLE-SIZE DISTRIBUTION CURVES
0.242
Light brownish gray Poorly Graded SAND (SP), trace shell fragments
1.400
0.372
0.143
4.1
50 5 0.5 0.05 0.005
#2003"2"1"3/4"3/8"#4 #10 #20 #40 #60 #100
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
PE
R
C
E
N
T
P
A
S
S
I
N
G
B
Y
W
E
I
G
H
T
GRAIN SIZE IN MILLIMETERS
U. S. STANDARD SIEVE SIZES
CO
BB
L
ES
GRAVEL SAND SILT AND CLAY
COARSE FINE COARSE FINEMEDIUM
HYDROMETER
shell fragments observed
Sieve Bay Bridge A-21-005 5-6.5 ft.xlsx AECOM
UNIFIED SOIL CLASSIFICATION Sieve Dia. %
No. mm Finer
3" 75.0 100.0
2" 50.0 100.0
1.5" 37.5 100.0
1" 25.0 100.0
3/4" 19.00 100.0
1/2" 12.50 100.0
3/8" 9.50 100.0
#4 4.75 100.0
#10 2.00 99.6
#20 0.850 97.5
#40 0.425 88.5
#60 0.250 60.3
#100 0.150 27.2
#140 0.106 13.9
#200 0.075 8.4
% Cobbles ---
0.0
91.6
8.4
D85
D60
D50
D30
D15
D10
Boring No. Sample No. Depth (ft) SYMBOL Wn (%) LL PI % 2 µm Description and Classification Cu
A-21-005 S-3 15-16.5 19.6 NP NP --- Cc
PROJECT NAME: Bay Bridge Pump Station Replacement
PROJECT NUMBER: 60558550
% Gravel % Sand
Hy
d
r
o
m
e
t
e
r
A
n
a
l
y
s
i
s
0.083
% Fines
1.2
0.249
PARTICLE-SIZE DISTRIBUTION CURVES
0.157
Dark gray Poorly Graded SAND with Silt (SP-SM)
0.398
0.213
0.109
3.0
50 5 0.5 0.05 0.005
#2003"2"1"3/4"3/8"#4 #10 #20 #40 #60 #100
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
PE
R
C
E
N
T
P
A
S
S
I
N
G
B
Y
W
E
I
G
H
T
GRAIN SIZE IN MILLIMETERS
U. S. STANDARD SIEVE SIZES
CO
BB
L
ES
GRAVEL SAND SILT AND CLAY
COARSE FINE COARSE FINEMEDIUM
HYDROMETER
Sieve Bay Bridge A-21-005 15-16.5 ft.xlsx AECOM
UNIFIED SOIL CLASSIFICATION Sieve Dia. %
No. mm Finer
3" 75.0 100.0
2" 50.0 100.0
1.5" 37.5 100.0
1" 25.0 100.0
3/4" 19.00 100.0
1/2" 12.50 100.0
3/8" 9.50 99.7
#4 4.75 98.9
#10 2.00 97.8
#20 0.850 97.0
#40 0.425 95.8
#60 0.250 75.8
#100 0.150 25.9
#140 0.106 14.9
#200 0.075 11.4
% Cobbles ---
1.1
87.5
11.4
D85
D60
D50
D30
D15
D10
Boring No. Sample No. Depth (ft) SYMBOL Wn (%) LL PI % 2 µm Description and Classification Cu
A-21-005 S-5 25-26.5 22.4 NP NP --- Cc
PROJECT NAME: Bay Bridge Pump Station Replacement
PROJECT NUMBER: 60558550
% Gravel % Sand
Hy
d
r
o
m
e
t
e
r
A
n
a
l
y
s
i
s
----
% Fines
-----
0.213
PARTICLE-SIZE DISTRIBUTION CURVES
0.156
Dark gray Poorly Graded SAND with Silt (SP-SM), trace shell fragmen
0.319
0.192
0.106
----
50 5 0.5 0.05 0.005
#2003"2"1"3/4"3/8"#4 #10 #20 #40 #60 #100
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
PE
R
C
E
N
T
P
A
S
S
I
N
G
B
Y
W
E
I
G
H
T
GRAIN SIZE IN MILLIMETERS
U. S. STANDARD SIEVE SIZES
CO
BB
L
ES
GRAVEL SAND SILT AND CLAY
COARSE FINE COARSE FINEMEDIUM
HYDROMETER
shell fragments observed
Sieve Bay Bridge A-21-005 25-26.5 ft.xlsx AECOM
UNIFIED SOIL CLASSIFICATION Sieve Dia. %
No. mm Finer
3" 75.0 100.0
2" 50.0 100.0
1.5" 37.5 100.0
1" 25.0 100.0
3/4" 19.00 100.0
1/2" 12.50 100.0
3/8" 9.50 100.0
#4 4.75 99.7
#10 2.00 99.6
#20 0.850 99.5
#40 0.425 98.9
#60 0.250 74.8
#100 0.150 19.9
#140 0.106 9.9
#200 0.075 6.9
% Cobbles ---
0.3
92.8
6.9
D85
D60
D50
D30
D15
D10
Boring No. Sample No. Depth (ft) SYMBOL Wn (%) LL PI % 2 µm Description and Classification Cu
A-21-005 S-7 35-36.5 21.9 NP NP --- Cc
PROJECT NAME: Bay Bridge Pump Station Replacement
PROJECT NUMBER: 60558550
% Gravel % Sand
Hy
d
r
o
m
e
t
e
r
A
n
a
l
y
s
i
s
0.106
% Fines
1.2
0.218
PARTICLE-SIZE DISTRIBUTION CURVES
0.165
Gray Poorly Graded SAND with Silt (SP-SM), trace shell fragments
0.313
0.198
0.127
2.0
50 5 0.5 0.05 0.005
#2003"2"1"3/4"3/8"#4 #10 #20 #40 #60 #100
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
PE
R
C
E
N
T
P
A
S
S
I
N
G
B
Y
W
E
I
G
H
T
GRAIN SIZE IN MILLIMETERS
U. S. STANDARD SIEVE SIZES
CO
BB
L
ES
GRAVEL SAND SILT AND CLAY
COARSE FINE COARSE FINEMEDIUM
HYDROMETER
shell fragments observed
Sieve Bay Bridge A-21-005 35-36.5 ft.xlsx AECOM
UNIFIED SOIL CLASSIFICATION Sieve Dia. %
No. mm Finer
3" 75.0 100.0
2" 50.0 100.0
1.5" 37.5 100.0
1" 25.0 100.0
3/4" 19.00 100.0
1/2" 12.50 100.0
3/8" 9.50 100.0
#4 4.75 100.0
#10 2.00 100.0
#20 0.850 99.9
#40 0.425 98.8
#60 0.250 80.0
#100 0.150 25.6
#140 0.106 14.8
#200 0.075 10.3
% Cobbles ---
0.0
89.7
10.3
D85
D60
D50
D30
D15
D10
Boring No. Sample No. Depth (ft) SYMBOL Wn (%) LL PI % 2 µm Description and Classification Cu
A-21-005 S-8 40.0 23.9 NP NP --- Cc
PROJECT NAME: Bay Bridge Pump Station Replacement
PROJECT NUMBER: 60558550
% Gravel % Sand
Hy
d
r
o
m
e
t
e
r
A
n
a
l
y
s
i
s
----
% Fines
-----
0.207
PARTICLE-SIZE DISTRIBUTION CURVES
0.156
Gray Poorly Graded SAND with Silt (SP-SM)
0.288
0.189
0.107
----
50 5 0.5 0.05 0.005
#2003"2"1"3/4"3/8"#4 #10 #20 #40 #60 #100
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
PE
R
C
E
N
T
P
A
S
S
I
N
G
B
Y
W
E
I
G
H
T
GRAIN SIZE IN MILLIMETERS
U. S. STANDARD SIEVE SIZES
CO
BB
L
ES
GRAVEL SAND SILT AND CLAY
COARSE FINE COARSE FINEMEDIUM
HYDROMETER
Sieve Bay Bridge A-21-005 40 ft.xlsx AECOM
UNIFIED SOIL CLASSIFICATION Sieve Dia. %
No. mm Finer
3" 75.0 100.0
2" 50.0 100.0
1.5" 37.5 100.0
1" 25.0 95.1
3/4" 19.00 89.7
1/2" 12.50 83.6
3/8" 9.50 81.0
#4 4.75 74.9
#10 2.00 67.0
#20 0.850 60.3
#40 0.425 50.5
#60 0.250 34.8
#100 0.150 21.2
#140 0.106 15.0
#200 0.075 11.6
% Cobbles ---
25.1
63.3
11.6
D85
D60
D50
D30
D15
D10
Boring No. Sample No. Depth (ft) SYMBOL Wn (%) LL PI % 2 µm Description and Classification Cu
A-21-006 S-2 11.0 4.8 --- --- --- Cc
PROJECT NAME: Bay Bridge Pump Station Replacement
PROJECT NUMBER: 60558550
% Gravel % Sand
Hy
d
r
o
m
e
t
e
r
A
n
a
l
y
s
i
s
----
% Fines
-----
0.832
PARTICLE-SIZE DISTRIBUTION CURVES
0.209
Dark yellowish brown Poorly Graded SAND with Silt and Gravel (SP-
13.761
0.418
0.106
----
50 5 0.5 0.05 0.005
#2003"2"1"3/4"3/8"#4 #10 #20 #40 #60 #100
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
PE
R
C
E
N
T
P
A
S
S
I
N
G
B
Y
W
E
I
G
H
T
GRAIN SIZE IN MILLIMETERS
U. S. STANDARD SIEVE SIZES
CO
BB
L
ES
GRAVEL SAND SILT AND CLAY
COARSE FINE COARSE FINEMEDIUM
HYDROMETER
Sieve Bay Bridge A-21-006 11 ft.xlsx AECOM
UNIFIED SOIL CLASSIFICATION Sieve Dia. %
No. mm Finer
3" 75.0 100.0
2" 50.0 100.0
1.5" 37.5 100.0
1" 25.0 100.0
3/4" 19.00 100.0
1/2" 12.50 100.0
3/8" 9.50 100.0
#4 4.75 100.0
#10 2.00 100.0
#20 0.850 99.9
#40 0.425 95.9
#60 0.250 61.7
#100 0.150 19.9
#140 0.106 12.5
#200 0.075 8.8
% Cobbles ---
0.0
91.2
8.8
D85
D60
D50
D30
D15
D10
Boring No. Sample No. Depth (ft) SYMBOL Wn (%) LL PI % 2 µm Description and Classification Cu
A-21-006 S-4 20.5 19.3 --- --- --- Cc
PROJECT NAME: Bay Bridge Pump Station Replacement
PROJECT NUMBER: 60558550
% Gravel % Sand
Hy
d
r
o
m
e
t
e
r
A
n
a
l
y
s
i
s
0.084
% Fines
1.4
0.245
PARTICLE-SIZE DISTRIBUTION CURVES
0.170
Gray Poorly Graded SAND with Silt (SP-SM)
0.359
0.217
0.119
2.9
50 5 0.5 0.05 0.005
#2003"2"1"3/4"3/8"#4 #10 #20 #40 #60 #100
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
PE
R
C
E
N
T
P
A
S
S
I
N
G
B
Y
W
E
I
G
H
T
GRAIN SIZE IN MILLIMETERS
U. S. STANDARD SIEVE SIZES
CO
BB
L
ES
GRAVEL SAND SILT AND CLAY
COARSE FINE COARSE FINEMEDIUM
HYDROMETER
Sieve Bay Bridge A-21-006 20.5 ft.xlsx AECOM
UNIFIED SOIL CLASSIFICATION Sieve Dia. %
No. mm Finer
3" 75.0 100.0
2" 50.0 100.0
1.5" 37.5 100.0
1" 25.0 100.0
3/4" 19.00 100.0
1/2" 12.50 100.0
3/8" 9.50 100.0
#4 4.75 100.0
#10 2.00 100.0
#20 0.850 100.0
#40 0.425 99.8
#60 0.250 97.3
#100 0.150 50.4
#140 0.106 30.5
#200 0.075 22.2
% Cobbles ---
0.0
77.8
22.2
D85
D60
D50
D30
D15
D10
Boring No. Sample No. Depth (ft) SYMBOL Wn (%) LL PI % 2 µm Description and Classification Cu
A-21-006 S-6 30.5 30.1 --- --- --- Cc
PROJECT NAME: Bay Bridge Pump Station Replacement
PROJECT NUMBER: 60558550
% Gravel % Sand
Hy
d
r
o
m
e
t
e
r
A
n
a
l
y
s
i
s
----
% Fines
-----
0.167
PARTICLE-SIZE DISTRIBUTION CURVES
0.104
Dark gray Silty SAND (SM)
0.219
0.149
----
----
50 5 0.5 0.05 0.005
#2003"2"1"3/4"3/8"#4 #10 #20 #40 #60 #100
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
PE
R
C
E
N
T
P
A
S
S
I
N
G
B
Y
W
E
I
G
H
T
GRAIN SIZE IN MILLIMETERS
U. S. STANDARD SIEVE SIZES
CO
BB
L
ES
GRAVEL SAND SILT AND CLAY
COARSE FINE COARSE FINEMEDIUM
HYDROMETER
Sieve Bay Bridge A-21-006 30.5 ft.xlsx AECOM
UNIFIED SOIL CLASSIFICATION Sieve Dia. %
No. mm Finer
3" 75.0 100.0
2" 50.0 100.0
1.5" 37.5 100.0
1" 25.0 100.0
3/4" 19.00 97.9
1/2" 12.50 97.8
3/8" 9.50 97.7
#4 4.75 97.4
#10 2.00 96.3
#20 0.850 92.6
#40 0.425 71.8
#60 0.250 47.0
#100 0.150 27.2
#140 0.106 12.3
#200 0.075 5.5
% Cobbles ---
2.6
91.9
5.5
D85
D60
D50
D30
D15
D10
Boring No. Sample No. Depth (ft) SYMBOL Wn (%) LL PI % 2 µm Description and Classification Cu
A-21-007 S-3 15.5 5.6 --- --- --- Cc
PROJECT NAME: Bay Bridge Pump Station Replacement
PROJECT NUMBER: 60558550
% Gravel % Sand
Hy
d
r
o
m
e
t
e
r
A
n
a
l
y
s
i
s
0.094
% Fines
0.8
0.330
PARTICLE-SIZE DISTRIBUTION CURVES
0.161
Grayish brown Poorly Graded SAND with Silt (SP-SM), trace shell fra
0.660
0.267
0.113
3.5
50 5 0.5 0.05 0.005
#2003"2"1"3/4"3/8"#4 #10 #20 #40 #60 #100
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
PE
R
C
E
N
T
P
A
S
S
I
N
G
B
Y
W
E
I
G
H
T
GRAIN SIZE IN MILLIMETERS
U. S. STANDARD SIEVE SIZES
CO
BB
L
ES
GRAVEL SAND SILT AND CLAY
COARSE FINE COARSE FINEMEDIUM
HYDROMETER
Sieve Bay Bridge A-21-007 15.5 ft.xlsx AECOM
UNIFIED SOIL CLASSIFICATION Sieve Dia. %
No. mm Finer
3" 75.0 100.0
2" 50.0 100.0
1.5" 37.5 100.0
1" 25.0 100.0
3/4" 19.00 100.0
1/2" 12.50 100.0
3/8" 9.50 100.0
#4 4.75 100.0
#10 2.00 100.0
#20 0.850 99.9
#40 0.425 98.9
#60 0.250 90.9
#100 0.150 34.9
#140 0.106 16.5
#200 0.075 10.3
% Cobbles ---
0.0
89.7
10.3
D85
D60
D50
D30
D15
D10
Boring No. Sample No. Depth (ft) SYMBOL Wn (%) LL PI % 2 µm Description and Classification Cu
A-21-007 S-5 26.0 23.4 --- --- --- Cc
PROJECT NAME: Bay Bridge Pump Station Replacement
PROJECT NUMBER: 60558550
% Gravel % Sand
Hy
d
r
o
m
e
t
e
r
A
n
a
l
y
s
i
s
----
% Fines
-----
0.189
PARTICLE-SIZE DISTRIBUTION CURVES
0.137
Dark gray Poorly Graded SAND with Silt (SP-SM)
0.237
0.172
0.097
----
50 5 0.5 0.05 0.005
#2003"2"1"3/4"3/8"#4 #10 #20 #40 #60 #100
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
PE
R
C
E
N
T
P
A
S
S
I
N
G
B
Y
W
E
I
G
H
T
GRAIN SIZE IN MILLIMETERS
U. S. STANDARD SIEVE SIZES
CO
BB
L
ES
GRAVEL SAND SILT AND CLAY
COARSE FINE COARSE FINEMEDIUM
HYDROMETER
Sieve Bay Bridge A-21-007 26 ft.xlsx AECOM
UNIFIED SOIL CLASSIFICATION Sieve Dia. %
No. mm Finer
3" 75.0 100.0
2" 50.0 100.0
1.5" 37.5 100.0
1" 25.0 100.0
3/4" 19.00 100.0
1/2" 12.50 100.0
3/8" 9.50 100.0
#4 4.75 100.0
#10 2.00 99.9
#20 0.850 99.0
#40 0.425 91.4
#60 0.250 62.4
#100 0.150 14.4
#140 0.106 6.2
#200 0.075 4.3
% Cobbles ---
0.0
95.7
4.3
D85
D60
D50
D30
D15
D10
Boring No. Sample No. Depth (ft) SYMBOL Wn (%) LL PI % 2 µm Description and Classification Cu
A-21-007 S-7 35.3 21.5 --- --- --- Cc
PROJECT NAME: Bay Bridge Pump Station Replacement
PROJECT NUMBER: 60558550
% Gravel % Sand
Hy
d
r
o
m
e
t
e
r
A
n
a
l
y
s
i
s
0.125
% Fines
1.0
0.244
PARTICLE-SIZE DISTRIBUTION CURVES
0.177
Gray Poorly Graded SAND (SP)
0.378
0.219
0.151
2.0
50 5 0.5 0.05 0.005
#2003"2"1"3/4"3/8"#4 #10 #20 #40 #60 #100
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
PE
R
C
E
N
T
P
A
S
S
I
N
G
B
Y
W
E
I
G
H
T
GRAIN SIZE IN MILLIMETERS
U. S. STANDARD SIEVE SIZES
CO
BB
L
ES
GRAVEL SAND SILT AND CLAY
COARSE FINE COARSE FINEMEDIUM
HYDROMETER
Sieve Bay Bridge A-21-007 35.3 ft.xlsx AECOM
UNIFIED SOIL CLASSIFICATION Sieve Dia. %
No. mm Finer
3" 75.0 100.0
2" 50.0 100.0
1.5" 37.5 100.0
1" 25.0 100.0
3/4" 19.00 100.0
1/2" 12.50 100.0
3/8" 9.50 100.0
#4 4.75 100.0
#10 2.00 99.4
#20 0.850 98.3
#40 0.425 95.5
#60 0.250 76.7
#100 0.150 35.9
#140 0.106 12.4
#200 0.075 7.5
% Cobbles ---
0.0
92.5
7.5
D85
D60
D50
D30
D15
D10
Boring No. Sample No. Depth (ft) SYMBOL Wn (%) LL PI % 2 µm Description and Classification Cu
A-21-008 S-4 21.0 19.0 --- --- --- Cc
PROJECT NAME: Bay Bridge Pump Station Replacement
PROJECT NUMBER: 60558550
% Gravel % Sand
Hy
d
r
o
m
e
t
e
r
A
n
a
l
y
s
i
s
0.089
% Fines
1.0
0.203
PARTICLE-SIZE DISTRIBUTION CURVES
0.137
Dark gray Poorly Graded SAND with Silt (SP-SM)
0.316
0.179
0.110
2.3
50 5 0.5 0.05 0.005
#2003"2"1"3/4"3/8"#4 #10 #20 #40 #60 #100
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
PE
R
C
E
N
T
P
A
S
S
I
N
G
B
Y
W
E
I
G
H
T
GRAIN SIZE IN MILLIMETERS
U. S. STANDARD SIEVE SIZES
CO
BB
L
ES
GRAVEL SAND SILT AND CLAY
COARSE FINE COARSE FINEMEDIUM
HYDROMETER
Sieve Bay Bridge A-21-008 21 ft.xlsx AECOM
UNIFIED SOIL CLASSIFICATION Sieve Dia. %
No. mm Finer
3" 75.0 100.0
2" 50.0 100.0
1.5" 37.5 100.0
1" 25.0 100.0
3/4" 19.00 100.0
1/2" 12.50 99.2
3/8" 9.50 98.7
#4 4.75 96.9
#10 2.00 92.1
#20 0.850 84.3
#40 0.425 64.4
#60 0.250 42.3
#100 0.150 16.7
#140 0.106 9.5
#200 0.075 6.9
% Cobbles ---
3.1
90.0
6.9
D85
D60
D50
D30
D15
D10
Boring No. Sample No. Depth (ft) SYMBOL Wn (%) LL PI % 2 µm Description and Classification Cu
A-21-008 S-6 30.5 20.2 --- --- --- Cc
PROJECT NAME: Bay Bridge Pump Station Replacement
PROJECT NUMBER: 60558550
% Gravel % Sand
Hy
d
r
o
m
e
t
e
r
A
n
a
l
y
s
i
s
0.109
% Fines
0.9
0.382
PARTICLE-SIZE DISTRIBUTION CURVES
0.196
Dark gray Poorly Graded SAND with Silt (SP-SM), little shell fragmen
0.918
0.301
0.138
3.5
50 5 0.5 0.05 0.005
#2003"2"1"3/4"3/8"#4 #10 #20 #40 #60 #100
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
PE
R
C
E
N
T
P
A
S
S
I
N
G
B
Y
W
E
I
G
H
T
GRAIN SIZE IN MILLIMETERS
U. S. STANDARD SIEVE SIZES
CO
BB
L
ES
GRAVEL SAND SILT AND CLAY
COARSE FINE COARSE FINEMEDIUM
HYDROMETER
Sieve Bay Bridge A-21-008 30.5 ft.xlsx AECOM
UNIFIED SOIL CLASSIFICATION Sieve Dia. %
No. mm Finer
3" 75.0 100.0
2" 50.0 100.0
1.5" 37.5 100.0
1" 25.0 100.0
3/4" 19.00 100.0
1/2" 12.50 100.0
3/8" 9.50 99.2
#4 4.75 96.7
#10 2.00 93.8
#20 0.850 82.9
#40 0.425 45.0
#60 0.250 14.9
#100 0.150 7.9
#140 0.106 6.5
#200 0.075 5.7
% Cobbles ---
3.3
91.0
5.7
D85
D60
D50
D30
D15
D10
Boring No. Sample No. Depth (ft) SYMBOL Wn (%) LL PI % 2 µm Description and Classification Cu
R-21-001 S-2 6.0 18.9 --- --- --- Cc
PROJECT NAME: Bay Bridge Pump Station Replacement
PROJECT NUMBER: 60558550
% Gravel % Sand
Hy
d
r
o
m
e
t
e
r
A
n
a
l
y
s
i
s
0.175
% Fines
1.1
0.559
PARTICLE-SIZE DISTRIBUTION CURVES
0.326
Gray Poorly Graded SAND with Silt (SP-SM), trace shell fragments
1.002
0.466
0.250
3.2
50 5 0.5 0.05 0.005
#2003"2"1"3/4"3/8"#4 #10 #20 #40 #60 #100
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
PE
R
C
E
N
T
P
A
S
S
I
N
G
B
Y
W
E
I
G
H
T
GRAIN SIZE IN MILLIMETERS
U. S. STANDARD SIEVE SIZES
CO
BB
L
ES
GRAVEL SAND SILT AND CLAY
COARSE FINE COARSE FINEMEDIUM
HYDROMETER
shell fragments
observed
Sieve Bay Bridge R-21-001 6 ft.xlsx AECOM
UNIFIED SOIL CLASSIFICATION Sieve Dia. %
No. mm Finer
3" 75.0 100.0
2" 50.0 100.0
1.5" 37.5 100.0
1" 25.0 100.0
3/4" 19.00 100.0
1/2" 12.50 96.7
3/8" 9.50 94.7
#4 4.75 93.3
#10 2.00 91.3
#20 0.850 84.2
#40 0.425 68.8
#60 0.250 53.4
#100 0.150 44.8
#140 0.106 41.0
#200 0.075 38.4
% Cobbles ---
6.7
54.9
38.4
D85
D60
D50
D30
D15
D10
Boring No. Sample No. Depth (ft) SYMBOL Wn (%) LL PI % 2 µm Description and Classification Cu
R-21-001 S-4 15.5 20.7 47 32 --- Cc
PROJECT NAME: Bay Bridge Pump Station Replacement
PROJECT NUMBER: 60558550
% Gravel % Sand
Hy
d
r
o
m
e
t
e
r
A
n
a
l
y
s
i
s
----
% Fines
-----
0.314
PARTICLE-SIZE DISTRIBUTION CURVES
----
Olive gray Clayey SAND (SC)
0.936
0.204
----
----
50 5 0.5 0.05 0.005
#2003"2"1"3/4"3/8"#4 #10 #20 #40 #60 #100
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
PE
R
C
E
N
T
P
A
S
S
I
N
G
B
Y
W
E
I
G
H
T
GRAIN SIZE IN MILLIMETERS
U. S. STANDARD SIEVE SIZES
CO
BB
L
ES
GRAVEL SAND SILT AND CLAY
COARSE FINE COARSE FINEMEDIUM
HYDROMETER
Sieve Bay Bridge R-21-001 15.5 ft.xlsx AECOM
UNIFIED SOIL CLASSIFICATION Sieve Dia. %
No. mm Finer
3" 75.0 100.0
2" 50.0 100.0
1.5" 37.5 100.0
1" 25.0 100.0
3/4" 19.00 100.0
1/2" 12.50 96.7
3/8" 9.50 96.7
#4 4.75 96.0
#10 2.00 95.1
#20 0.850 93.7
#40 0.425 89.7
#60 0.250 83.4
#100 0.150 74.3
#140 0.106 67.9
#200 0.075 62.2
% Cobbles ---
4.0
33.8
62.2
D85
D60
D50
D30
D15
D10
Boring No. Sample No. Depth (ft) SYMBOL Wn (%) LL PI % 2 µm Description and Classification Cu
R-21-001 S-6 25.5 35.3 58 34 --- Cc
PROJECT NAME: Bay Bridge Pump Station Replacement
PROJECT NUMBER: 60558550
% Gravel % Sand
Hy
d
r
o
m
e
t
e
r
A
n
a
l
y
s
i
s
----
% Fines
-----
----
PARTICLE-SIZE DISTRIBUTION CURVES
----
Olive brown Sandy Fat CLAY (CH), few siltstone clasts
0.286
----
----
----
50 5 0.5 0.05 0.005
#2003"2"1"3/4"3/8"#4 #10 #20 #40 #60 #100
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
PE
R
C
E
N
T
P
A
S
S
I
N
G
B
Y
W
E
I
G
H
T
GRAIN SIZE IN MILLIMETERS
U. S. STANDARD SIEVE SIZES
CO
BB
L
ES
GRAVEL SAND SILT AND CLAY
COARSE FINE COARSE FINEMEDIUM
HYDROMETER
Sieve Bay Bridge R-21-001 25.5 ft.xlsx AECOM
UNIFIED SOIL CLASSIFICATION Sieve Dia. %
No. mm Finer
3" 75.0 100.0
2" 50.0 100.0
1.5" 37.5 100.0
1" 25.0 100.0
3/4" 19.00 100.0
1/2" 12.50 99.1
3/8" 9.50 99.1
#4 4.75 98.7
#10 2.00 97.7
#20 0.850 97.1
#40 0.425 96.7
#60 0.250 96.1
#100 0.150 95.6
#140 0.106 94.7
#200 0.075 92.8
% Cobbles ---
1.3
5.9
92.8
D85
D60
D50
D30
D15
D10
Boring No. Sample No. Depth (ft) SYMBOL Wn (%) LL PI % 2 µm Description and Classification Cu
R-21-002 S-4 15.5 56.0 105 68 --- Cc
PROJECT NAME: Bay Bridge Pump Station Replacement
PROJECT NUMBER: 60558550
% Gravel % Sand
Hy
d
r
o
m
e
t
e
r
A
n
a
l
y
s
i
s
----
% Fines
-----
----
PARTICLE-SIZE DISTRIBUTION CURVES
----
Olive Fat CLAY (CH)
----
----
----
----
50 5 0.5 0.05 0.005
#2003"2"1"3/4"3/8"#4 #10 #20 #40 #60 #100
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
PE
R
C
E
N
T
P
A
S
S
I
N
G
B
Y
W
E
I
G
H
T
GRAIN SIZE IN MILLIMETERS
U. S. STANDARD SIEVE SIZES
CO
BB
L
ES
GRAVEL SAND SILT AND CLAY
COARSE FINE COARSE FINEMEDIUM
HYDROMETER
Sieve Bay Bridge R-21-002 15.5 ft.xlsx AECOM
UNIFIED SOIL CLASSIFICATION Sieve Dia. %
No. mm Finer
3" 75.0 100.0
2" 50.0 100.0
1.5" 37.5 100.0
1" 25.0 100.0
3/4" 19.00 100.0
1/2" 12.50 100.0
3/8" 9.50 100.0
#4 4.75 100.0
#10 2.00 99.9
#20 0.850 98.6
#40 0.425 92.9
#60 0.250 87.7
#100 0.150 84.5
#140 0.106 81.3
#200 0.075 76.8
% Cobbles ---
0.0
23.2
76.8
D85
D60
D50
D30
D15
D10
Boring No. Sample No. Depth (ft) SYMBOL Wn (%) LL PI % 2 µm Description and Classification Cu
R-21-002 S-6 25.5 53.7 73 38 --- Cc
PROJECT NAME: Bay Bridge Pump Station Replacement
PROJECT NUMBER: 60558550
% Gravel % Sand
Hy
d
r
o
m
e
t
e
r
A
n
a
l
y
s
i
s
----
% Fines
-----
----
PARTICLE-SIZE DISTRIBUTION CURVES
----
Olive gray Elastic SILT with Sand (MH)
0.162
----
----
----
50 5 0.5 0.05 0.005
#2003"2"1"3/4"3/8"#4 #10 #20 #40 #60 #100
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
PE
R
C
E
N
T
P
A
S
S
I
N
G
B
Y
W
E
I
G
H
T
GRAIN SIZE IN MILLIMETERS
U. S. STANDARD SIEVE SIZES
CO
BB
L
ES
GRAVEL SAND SILT AND CLAY
COARSE FINE COARSE FINEMEDIUM
HYDROMETER
Sieve Bay Bridge R-21-002 25.5 ft.xlsx AECOM
UNIFIED SOIL CLASSIFICATION Sieve Dia. %
No. mm Finer
3" 75.0 100.0
2" 50.0 100.0
1.5" 37.5 100.0
1" 25.0 100.0
3/4" 19.00 100.0
1/2" 12.50 100.0
3/8" 9.50 97.7
#4 4.75 91.1
#10 2.00 79.5
#20 0.850 67.0
#40 0.425 30.1
#60 0.250 10.1
#100 0.150 6.4
#140 0.106 5.0
#200 0.075 3.9
% Cobbles ---
8.9
87.2
3.9
D85
D60
D50
D30
D15
D10
Boring No. Sample No. Depth (ft) SYMBOL Wn (%) LL PI % 2 µm Description and Classification Cu
R-21-003 S-3 10-11.5 17.2 --- --- --- Cc
PROJECT NAME: Bay Bridge Pump Station Replacement
PROJECT NUMBER: 60558550
% Gravel % Sand
Hy
d
r
o
m
e
t
e
r
A
n
a
l
y
s
i
s
0.247
% Fines
1.0
0.745
PARTICLE-SIZE DISTRIBUTION CURVES
0.424
Pale brown Poorly Graded SAND (SP)
3.014
0.618
0.285
3.0
50 5 0.5 0.05 0.005
#2003"2"1"3/4"3/8"#4 #10 #20 #40 #60 #100
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
PE
R
C
E
N
T
P
A
S
S
I
N
G
B
Y
W
E
I
G
H
T
GRAIN SIZE IN MILLIMETERS
U. S. STANDARD SIEVE SIZES
CO
BB
L
ES
GRAVEL SAND SILT AND CLAY
COARSE FINE COARSE FINEMEDIUM
HYDROMETER
shellfragments
Sieve Bay Bridge R-21-003 10-11.5 ft.xlsx AECOM
UNIFIED SOIL CLASSIFICATION Sieve Dia. %
No. mm Finer
3" 75.0 100.0
2" 50.0 100.0
1.5" 37.5 100.0
1" 25.0 100.0
3/4" 19.00 100.0
1/2" 12.50 100.0
3/8" 9.50 100.0
#4 4.75 100.0
#10 2.00 100.0
#20 0.850 99.9
#40 0.425 99.7
#60 0.250 99.5
#100 0.150 98.9
#140 0.106 97.7
#200 0.075 95.3
% Cobbles ---
0.0
4.7
95.3
D85
D60
D50
D30
D15
D10
Boring No. Sample No. Depth (ft) SYMBOL Wn (%) LL PI % 2 µm Description and Classification Cu
R-21-003 S-6 19.5 59.9 --- --- --- Cc
PROJECT NAME: Bay Bridge Pump Station Replacement
PROJECT NUMBER: 60558550
% Gravel % Sand
Hy
d
r
o
m
e
t
e
r
A
n
a
l
y
s
i
s
----
% Fines
-----
----
PARTICLE-SIZE DISTRIBUTION CURVES
----
Dark gray Silty CLAY (CL/CH)
----
----
----
----
50 5 0.5 0.05 0.005
#2003"2"1"3/4"3/8"#4 #10 #20 #40 #60 #100
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
PE
R
C
E
N
T
P
A
S
S
I
N
G
B
Y
W
E
I
G
H
T
GRAIN SIZE IN MILLIMETERS
U. S. STANDARD SIEVE SIZES
CO
BB
L
ES
GRAVEL SAND SILT AND CLAY
COARSE FINE COARSE FINEMEDIUM
HYDROMETER
shellfragments
Sieve Bay Bridge R-21-003 19.5 ft.xlsx AECOM
UNIFIED SOIL CLASSIFICATION Sieve Dia. %
No. mm Finer
3" 75.0 100.0
2" 50.0 100.0
1.5" 37.5 100.0
1" 25.0 100.0
3/4" 19.00 100.0
1/2" 12.50 100.0
3/8" 9.50 100.0
#4 4.75 100.0
#10 2.00 99.8
#20 0.850 99.5
#40 0.425 95.2
#60 0.250 89.1
#100 0.150 86.9
#140 0.106 85.1
#200 0.075 82.2
% Cobbles ---
0.0
17.8
82.2
D85
D60
D50
D30
D15
D10
Boring No. Sample No. Depth (ft) SYMBOL Wn (%) LL PI % 2 µm Description and Classification Cu
R-21-003 S-7A 24-25 49.9 76 43 --- Cc
PROJECT NAME: Bay Bridge Pump Station Replacement
PROJECT NUMBER: 60558550
% Gravel % Sand
Hy
d
r
o
m
e
t
e
r
A
n
a
l
y
s
i
s
----
% Fines
-----
----
PARTICLE-SIZE DISTRIBUTION CURVES
----
Dark grayish brown Fat CLAY with Sand (CH)
0.105
----
----
----
50 5 0.5 0.05 0.005
#2003"2"1"3/4"3/8"#4 #10 #20 #40 #60 #100
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
PE
R
C
E
N
T
P
A
S
S
I
N
G
B
Y
W
E
I
G
H
T
GRAIN SIZE IN MILLIMETERS
U. S. STANDARD SIEVE SIZES
CO
BB
L
ES
GRAVEL SAND SILT AND CLAY
COARSE FINE COARSE FINEMEDIUM
HYDROMETER
shellfragments
Sieve Bay Bridge R-21-003 24-25 ft.xlsx AECOM
UNIFIED SOIL CLASSIFICATION Sieve Dia. %
No. mm Finer
3" 75.0 100.0
2" 50.0 100.0
1.5" 37.5 100.0
1" 25.0 100.0
3/4" 19.00 100.0
1/2" 12.50 99.1
3/8" 9.50 98.7
#4 4.75 97.1
#10 2.00 94.9
#20 0.850 92.6
#40 0.425 85.3
#60 0.250 51.7
#100 0.150 20.9
#140 0.106 13.4
#200 0.075 11.1
% Cobbles ---
2.9
86.0
11.1
D85
D60
D50
D30
D15
D10
Boring No. Sample No. Depth (ft) SYMBOL Wn (%) LL PI % 2 µm Description and Classification Cu
R-21-004 S-2 5-6.5 23.7 --- --- --- Cc
PROJECT NAME: Bay Bridge Pump Station Replacement
PROJECT NUMBER: 60558550
% Gravel % Sand
Hy
d
r
o
m
e
t
e
r
A
n
a
l
y
s
i
s
----
% Fines
-----
0.285
PARTICLE-SIZE DISTRIBUTION CURVES
0.174
Dark gray Poorly Graded SAND with Silt (SP-SM), trace shell fragmen
0.423
0.243
0.114
----
50 5 0.5 0.05 0.005
#2003"2"1"3/4"3/8"#4 #10 #20 #40 #60 #100
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
PE
R
C
E
N
T
P
A
S
S
I
N
G
B
Y
W
E
I
G
H
T
GRAIN SIZE IN MILLIMETERS
U. S. STANDARD SIEVE SIZES
CO
BB
L
ES
GRAVEL SAND SILT AND CLAY
COARSE FINE COARSE FINEMEDIUM
HYDROMETER
Sieve Bay Bridge R-21-004 5-6.5 ft.xlsx AECOM
UNIFIED SOIL CLASSIFICATION Sieve Dia. %
No. mm Finer
3" 75.0 100.0
2" 50.0 100.0
1.5" 37.5 100.0
1" 25.0 100.0
3/4" 19.00 100.0
1/2" 12.50 100.0
3/8" 9.50 100.0
#4 4.75 99.7
#10 2.00 98.7
#20 0.850 98.0
#40 0.425 92.8
#60 0.250 58.9
#100 0.150 20.7
#140 0.106 8.0
#200 0.075 4.4
% Cobbles ---
0.3
95.3
4.4
D85
D60
D50
D30
D15
D10
Boring No. Sample No. Depth (ft) SYMBOL Wn (%) LL PI % 2 µm Description and Classification Cu
R-21-004 S-3 10.5 24.0 NP NP --- Cc
PROJECT NAME: Bay Bridge Pump Station Replacement
PROJECT NUMBER: 60558550
% Gravel % Sand
Hy
d
r
o
m
e
t
e
r
A
n
a
l
y
s
i
s
0.112
% Fines
1.0
0.254
PARTICLE-SIZE DISTRIBUTION CURVES
0.170
Gray Poorly Graded SAND (SP), trace shell fragments
0.376
0.222
0.128
2.3
50 5 0.5 0.05 0.005
#2003"2"1"3/4"3/8"#4 #10 #20 #40 #60 #100
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
PE
R
C
E
N
T
P
A
S
S
I
N
G
B
Y
W
E
I
G
H
T
GRAIN SIZE IN MILLIMETERS
U. S. STANDARD SIEVE SIZES
CO
BB
L
ES
GRAVEL SAND SILT AND CLAY
COARSE FINE COARSE FINEMEDIUM
HYDROMETER
Sieve Bay Bridge R-21-004 10.5 ft.xlsx AECOM
UNIFIED SOIL CLASSIFICATION Sieve Dia. %
No. mm Finer
3" 75.0 100.0
2" 50.0 100.0
1.5" 37.5 100.0
1" 25.0 100.0
3/4" 19.00 100.0
1/2" 12.50 100.0
3/8" 9.50 100.0
#4 4.75 99.8
#10 2.00 99.4
#20 0.850 96.2
#40 0.425 63.8
#60 0.250 17.4
#100 0.150 7.9
#140 0.106 6.3
#200 0.075 5.2
% Cobbles ---
0.2
94.6
5.2
D85
D60
D50
D30
D15
D10
Boring No. Sample No. Depth (ft) SYMBOL Wn (%) LL PI % 2 µm Description and Classification Cu
R-21-004 S-5 20.5 19.6 NP NP --- Cc
PROJECT NAME: Bay Bridge Pump Station Replacement
PROJECT NUMBER: 60558550
% Gravel % Sand
Hy
d
r
o
m
e
t
e
r
A
n
a
l
y
s
i
s
0.168
% Fines
1.2
0.407
PARTICLE-SIZE DISTRIBUTION CURVES
0.289
Gray Poorly Graded SAND (SP)
0.669
0.363
0.220
2.4
50 5 0.5 0.05 0.005
#2003"2"1"3/4"3/8"#4 #10 #20 #40 #60 #100
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
PE
R
C
E
N
T
P
A
S
S
I
N
G
B
Y
W
E
I
G
H
T
GRAIN SIZE IN MILLIMETERS
U. S. STANDARD SIEVE SIZES
CO
BB
L
ES
GRAVEL SAND SILT AND CLAY
COARSE FINE COARSE FINEMEDIUM
HYDROMETER
Sieve Bay Bridge R-21-004 20.5 ft.xlsx AECOM
UNIFIED SOIL CLASSIFICATION
Sieve Dia.%
No.mm Finer
3/8"9.5 97.8
#4 4.8 96.7
#7 2.8 95.6
#10 2.0 95.1
#14 1.40 94.3
#18 1.00 93.1
#25 0.71 90.0
#35 0.50 82.1
#45 0.36 66.8
#60 0.250 38.9
#80 0.180 18.7
#120 0.125 6.5
#170 0.090 3.4
#200 0.075 2.9
#230 0.063 2.7
---
3.3
93.8
2.9
D85
D60
D30
D15
D10
Boring No. Sample No. Depth (ft) SYMBOL Wn (%) LL PI % 2 µm Description and Classification Cu
V-21-001 S-2 5.0 20.5 --- --- Cc
PROJECT NAME: Bay Bridge Pump Station Replacement
PROJECT NUMBER:
Hy
d
r
o
m
e
t
e
r
A
n
a
l
y
s
i
s
0.577
60558550
% Cobbles
% Gravel
% Sand
0.161
% Fines
1.0
0.326
PARTICLE-SIZE DISTRIBUTION CURVES
0.216
0.139
2.3
Dark gray Poorly Graded SAND (SP), trace shell fragments
50 5 0.5 0.05 0.005
#2303/8"#4 #10 #14 #25 #35 #45 #60 #80 #120 #170
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
PE
R
C
E
N
T
P
A
S
S
I
N
G
B
Y
W
E
I
G
H
T
GRAIN SIZE IN MILLIMETERS
U. S. STANDARD SIEVE SIZES
CO
BBL
ES
GRAVEL SAND SILT AND CLAY
COARSE FINE COARSE FINEMEDIUM
HYDROMETER
Sieve Bay Bridge V-21-001 5 ft.xlsx AECOM
UNIFIED SOIL CLASSIFICATION
Sieve Dia. %
No. mm Finer
3/8" 9.5 91.8
#4 4.75 87.8
#7 2.80 84.1
#10 2.00 82.2
#14 1.40 80.3
#18 1.00 77.8
#25 0.71 72.3
#35 0.50 61.5
#45 0.36 43.2
#60 0.250 20.8
#80 0.180 11.6
#120 0.125 6.2
#170 0.090 3.9
#200 0.075 3.3
#230 0.063 3.2
0.0630 3.2
0.0630 3.2
0.0630 3.2
0.0630 3.2
0.0630 3.2
0.0630 3.2
0.0630 3.2
0.0630 3.2
0.0630 3.2
0.0630 3.2
---
12.2
84.5
3.3
D85
D60
D30
D15
D10
Boring No. Sample No. Depth (ft) SYMBOL Wn (%) LL PI % 2 µm Description and Classification Cu
V-21-002 S-1 2.0 14.7 --- --- Cc
PROJECT NAME: Bay Bridge Pump Station Replacement
PROJECT NUMBER:
Hy
d
r
o
m
e
t
e
r
A
n
a
l
y
s
i
s
3.775
60558550
% Cobbles
% Gravel
% Sand
0.203
% Fines
1.1
0.486
PARTICLE-SIZE DISTRIBUTION CURVES
0.289
0.162
3.0
Light olive Poorly Graded SAND (SP), little shell fragments
50 5 0.5 0.05 0.005
#2303/8"#4 #10 #14 #25 #35 #45 #60 #80 #120 #170
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
PE
R
C
E
N
T
P
A
S
S
I
N
G
B
Y
W
E
I
G
H
T
GRAIN SIZE IN MILLIMETERS
U. S. STANDARD SIEVE SIZES
CO
BBL
ES
GRAVEL SAND SILT AND CLAY
COARSE FINE COARSE FINEMEDIUM
HYDROMETER
shell fragments
Sieve Bay Bridge V-21-002 2 ft.xlsx AECOM
UNIFIED SOIL CLASSIFICATION
Sieve Dia.%
No.mm Finer
3/8"9.5 91.6
#4 4.75 88.5
#7 2.80 85.6
#10 2.00 84.4
#14 1.40 83.3
#18 1.00 82.0
#25 0.71 79.7
#35 0.50 74.5
#45 0.36 65.8
#60 0.250 45.5
#80 0.180 23.0
#120 0.125 7.2
#170 0.090 4.0
#200 0.075 3.5
#230 0.063 3.4
---
11.5
85.0
3.5
D85
D60
D30
D15
D10
Boring No. Sample No. Depth (ft) SYMBOL Wn (%) LL PI % 2 µm Description and Classification Cu
V-21-003 S-1 1.0 23.1 --- --- Cc
PROJECT NAME: Bay Bridge Pump Station Replacement
PROJECT NUMBER:
Hy
d
r
o
m
e
t
e
r
A
n
a
l
y
s
i
s
2.400
60558550
% Cobbles
% Gravel
% Sand
0.150
% Fines
0.9
0.321
PARTICLE-SIZE DISTRIBUTION CURVES
0.199
0.133
2.4
Dark gray Poorly Graded SAND (SP), few shell fragments
50 5 0.5 0.05 0.005
#2303/8"#4 #10 #14 #25 #35 #45 #60 #80 #120 #170
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
PE
R
C
E
N
T
P
A
S
S
I
N
G
B
Y
W
E
I
G
H
T
GRAIN SIZE IN MILLIMETERS
U. S. STANDARD SIEVE SIZES
CO
BBL
ES
GRAVEL SAND SILT AND CLAY
COARSE FINE COARSE FINEMEDIUM
HYDROMETER
shell fragments
Sieve Bay Bridge V-21-003 1 ft.xlsx AECOM
UNIFIED SOIL CLASSIFICATION
Sieve Dia.%
No.mm Finer
3/8"9.5 92.4
#4 4.8 91.4
#7 2.8 90.9
#10 2.0 90.6
#14 1.40 89.8
#18 1.00 87.6
#25 0.71 80.6
#35 0.50 65.8
#45 0.36 38.4
#60 0.250 8.8
#80 0.180 2.1
#120 0.125 1.2
#170 0.090 1.2
#200 0.075 1.2
#230 0.063 1.1
---
8.6
90.2
1.2
D85
D60
D30
D15
D10
Boring No. Sample No. Depth (ft) SYMBOL Wn (%) LL PI % 2 µm Description and Classification Cu
V-21-003 S-3 7.0 20.2 --- --- Cc
PROJECT NAME: Bay Bridge Pump Station Replacement
PROJECT NUMBER:
Hy
d
r
o
m
e
t
e
r
A
n
a
l
y
s
i
s
0.892
60558550
% Cobbles
% Gravel
% Sand
0.269
% Fines
0.9
0.465
PARTICLE-SIZE DISTRIBUTION CURVES
0.321
0.254
1.8
Dark gray Poorly Graded SAND (SP), few shell fragments
50 5 0.5 0.05 0.005
#2303/8"#4 #10 #14 #25 #35 #45 #60 #80 #120 #170
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
PE
R
C
E
N
T
P
A
S
S
I
N
G
B
Y
W
E
I
G
H
T
GRAIN SIZE IN MILLIMETERS
U. S. STANDARD SIEVE SIZES
CO
BBL
ES
GRAVEL SAND SILT AND CLAY
COARSE FINE COARSE FINEMEDIUM
HYDROMETER
shell fragments
Sieve Bay Bridge V-21-003 7 ft.xlsx AECOM
UNIFIED SOIL CLASSIFICATION
Sieve Dia.%
No.mm Finer
3/8"9.5 99.8
#4 4.8 99.8
#7 2.8 99.7
#10 2.0 99.7
#14 1.40 99.6
#18 1.00 99.4
#25 0.71 98.7
#35 0.50 95.6
#45 0.36 81.0
#60 0.250 46.3
#80 0.180 19.8
#120 0.125 6.2
#170 0.090 3.0
#200 0.075 2.7
#230 0.063 2.5
---
0.2
97.1
2.7
D85
D60
D30
D15
D10
Boring No. Sample No. Depth (ft) SYMBOL Wn (%) LL PI % 2 µm Description and Classification Cu
V-21-004 S-1 0.8-1.3 22.5 --- --- Cc
PROJECT NAME: Bay Bridge Pump Station Replacement
PROJECT NUMBER:
% Fines
1.0
0.287
PARTICLE-SIZE DISTRIBUTION CURVES
0.204
0.138
2.1
Grayish brown Poorly Graded SAND (SP), trace shell fragments
Hy
d
r
o
m
e
t
e
r
A
n
a
l
y
s
i
s
0.390
60558550
% Cobbles
% Gravel
% Sand
0.158
50 5 0.5 0.05 0.005
#2303/8"#4 #10 #14 #25 #35 #45 #60 #80 #120 #170
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
PE
R
C
E
N
T
P
A
S
S
I
N
G
B
Y
W
E
I
G
H
T
GRAIN SIZE IN MILLIMETERS
U. S. STANDARD SIEVE SIZES
CO
BBL
ES
GRAVEL SAND SILT AND CLAY
COARSE FINE COARSE FINEMEDIUM
HYDROMETER
shell fragments
Sieve Bay Bridge V-21-004 0.8-1.3 ft.xlsx AECOM
UNIFIED SOIL CLASSIFICATION
Sieve Dia.%
No.mm Finer
3/8"9.5 99.3
#4 4.8 99.0
#7 2.8 98.4
#10 2.0 97.9
#14 1.40 97.3
#18 1.00 95.8
#25 0.71 91.0
#35 0.50 78.6
#45 0.36 59.1
#60 0.250 33.9
#80 0.180 15.9
#120 0.125 4.7
#170 0.090 1.9
#200 0.075 1.5
#230 0.063 1.4
---
1.0
97.5
1.5
D85
D60
D30
D15
D10
Boring No. Sample No. Depth (ft) SYMBOL Wn (%) LL PI % 2 µm Description and Classification Cu
V-21-005 S-2 5.5-6.5 17.2 --- --- Cc
PROJECT NAME: Bay Bridge Pump Station Replacement
PROJECT NUMBER:
Hy
d
r
o
m
e
t
e
r
A
n
a
l
y
s
i
s
0.608
60558550
% Cobbles
% Gravel
% Sand
0.175
% Fines
1.0
0.361
PARTICLE-SIZE DISTRIBUTION CURVES
0.233
0.149
2.4
Dark gray Poorly Graded SAND (SP), trace shell fragments
50 5 0.5 0.05 0.005
#2303/8"#4 #10 #14 #25 #35 #45 #60 #80 #120 #170
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
PE
R
C
E
N
T
P
A
S
S
I
N
G
B
Y
W
E
I
G
H
T
GRAIN SIZE IN MILLIMETERS
U. S. STANDARD SIEVE SIZES
CO
BBL
ES
GRAVEL SAND SILT AND CLAY
COARSE FINE COARSE FINEMEDIUM
HYDROMETER
shell fragments
Sieve Bay Bridge V-21-005 5.5-6.5 ft.xlsx AECOM
UNIFIED SOIL CLASSIFICATION
Sieve Dia. %
No. mm Finer
3/8" 9.5 98.7
#4 4.8 98.4
#7 2.8 98.0
#10 2.0 97.7
#14 1.40 97.2
#18 1.00 96.2
#25 0.71 93.7
#35 0.50 88.1
#45 0.36 79.0
#60 0.250 62.2
#80 0.180 45.3
#120 0.125 21.0
#170 0.090 10.9
#200 0.075 8.9
#230 0.063 8.4
0.0389 7.1
0.0275 7.1
0.0195 6.7
0.0142 6.2
0.0101 5.8
0.0071 5.9
0.0050 5.6
0.0036 5.3
0.0015 4.6
0.0015 4.6
---
1.6
89.5
8.9
D85
D60
D30
D15
D10
Boring No. Sample No. Depth (ft) SYMBOL Wn (%) LL PI % 2 µm Description and Classification Cu
V-21-005 S-1 0-4 21.9 --- --- 4.5 Cc
PROJECT NAME: Bay Bridge Pump Station Replacement
PROJECT NUMBER:
% Fines
1.0
0.240
PARTICLE-SIZE DISTRIBUTION CURVES
0.143
0.083
2.9
Dark gray Poorly Graded SAND with Silt (SP-SM), trace shell fragmen
Hy
d
r
o
m
e
t
e
r
A
n
a
l
y
s
i
s
0.445
60558550
% Cobbles
% Gravel
% Sand
0.103
50 5 0.5 0.05 0.005
#2303/8"#4 #10 #14 #25 #35 #45 #60 #80 #120 #170
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
PE
R
C
E
N
T
P
A
S
S
I
N
G
B
Y
W
E
I
G
H
T
GRAIN SIZE IN MILLIMETERS
U. S. STANDARD SIEVE SIZES
CO
BBL
ES
GRAVEL SAND SILT AND CLAY
COARSE FINE COARSE FINEMEDIUM
HYDROMETER
shell fragments
Sieve Hydrometer Bay Bridge V-21-005 0-4 ft.xlsx AECOM
Peak Values are :,solid trend line Ultimate Values are:,dashed trend line
Exploration No.:129.8 psf 60.8 psf
Sample No.:6.2 kPa 2.9 kPa
Depth ( ft | m)11.0 3.4 36 degree 37 degree
Description:Dark gray Silty SAND (SM), few shell fragments Shear rate :0.0050 (in/min) , 0.0127 (cm/min)
% Water Total Unit Weight Dry Unit Weight Normal Stress Peak Stress Ultimate Stress
Content (pcf)(kN/m3)(pcf)(kN/m3)(psf)(kPa)(psf)(kPa)(psf)(kPa)
Initial / Set up 25.9 121.3 19.1 96.4 15.1 XXXXX XXXXX XXXXX XXXXX XXXXX XXXXX
spec. 1 25.3 125.0 19.6 99.8 15.7 976 47 888 43 828 40
spec. 2 25.2 126.2 19.8 100.8 15.8 1958 94 1480 71 1462 70
spec. 3 24.7 128.9 20.3 103.4 16.2 3917 188 3002 144 3002 144
Project Number:ASTM D 3080
Test Date:
pr
e
-
s
h
e
a
r
DIRECT SHEAR TESTBay BridgeAECOM60558550
4/7/2021
Peak Ultimate
SYMBOL
A-21-002 Strength Intercept ( C ) :
Friction Angle ( φ ) :
S-2
0
1000
2000
3000
4000
5000
6000
0 1000 2000 3000 4000 5000 6000
Sh
e
a
r
S
t
r
e
s
s
(
p
s
f
)
Normal Stress (psf)
DS Plot Bay Bridge A-21-002 11 ft.xls
DIRECT SHEAR TEST
ASTM D 3080
Project Name :Bay Bridge Boring No.:A-21-002
Project Number :60558550 Sample No.:S-2
Sample Depth (ft.):11
Specimen Description :Dark gray Silty SAND (SM), few shell fragments
Normal Stress (psf):976
Apparatus No.:DS2 Normal Stress (psf):1958
Shear rate (in/min):0.005 Normal Stress (psf):3917
0
500
1000
1500
2000
2500
3000
3500
0.00 0.05 0.10 0.15 0.20 0.25 0.30
Sh
e
a
r
S
t
r
e
s
s
(
p
s
f
)
Displacement (in)
-0.0300
-0.0200
-0.0100
0.0000
0.0100
0.0200
0.03000.00 0.05 0.10 0.15 0.20 0.25 0.30
Ch
a
n
g
e
i
n
H
e
i
g
h
t
(
i
n
)
Displacement (in)
L:\DCS\Projects\WTR\60558550_BayBridge\400-Technical\431-Geotechnical\field exploration and lab testing\lab results\A-21-002\DS
Plot Bay Bridge A-21-002 11 ft.xls AECOM
Peak Values are :,solid trend line Ultimate Values are:,dashed trend line
Exploration No.:256.6 psf 230.6 psf
Sample No.:12.3 kPa 11.0 kPa
Depth ( ft | m)5.0 1.5 35 degree 35 degree
Description:Pale brown Silty SAND (SM)Shear rate :0.0050 (in/min) , 0.0127 (cm/min)
% Water Total Unit Weight Dry Unit Weight Normal Stress Peak Stress Ultimate Stress
Content (pcf)(kN/m3)(pcf)(kN/m3)(psf)(kPa)(psf)(kPa)(psf)(kPa)
Initial / Set up 2.1 103.2 16.2 101.0 15.9 XXXXX XXXXX XXXXX XXXXX XXXXX XXXXX
spec. 1 20.2 123.3 19.4 102.6 16.1 1003 48 966 46 966 46
spec. 2 19.9 126.4 19.9 105.4 16.6 1999 96 1621 78 1569 75
spec. 3 19.6 128.5 20.2 107.4 16.9 3990 191 3030 145 3030 145
Project Number:ASTM D 3080
Test Date:
pr
e
-
s
h
e
a
r
Bay Bridge Pump Station Replacement DIRECT SHEAR TESTAECOM 60558550
4/7/2021
Peak Ultimate
SYMBOL
A-21-004 Strength Intercept ( C ) :
Friction Angle ( φ ) :
S-1
0
1000
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6000
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Normal Stress (psf)
DS Plot Bay Bridge A-21-004 5 ft.xls
DIRECT SHEAR TEST
ASTM D 3080
Project Name : Bay Bridge Pump Station Replacement Boring No.: A-21-004
Project Number : 60558550 Sample No.: S-1
Sample Depth (ft.): 5
Specimen Description : Pale brown Silty SAND (SM)
Normal Stress (psf): 1003
Apparatus No.: DS3 Normal Stress (psf): 1999
Shear rate (in/min): 0.005 Normal Stress (psf): 3990
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3500
0.00 0.05 0.10 0.15 0.20 0.25 0.30
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Displacement (in)
-0.0300
-0.0200
-0.0100
0.0000
0.0100
0.0200
0.03000.00 0.05 0.10 0.15 0.20 0.25 0.30
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Displacement (in)
L:\DCS\Projects\WTR\60558550_BayBridge\400-Technical\431-Geotechnical\field exploration and lab testing\lab results\A-21-004\DS
Plot Bay Bridge A-21-004 5 ft.xls AECOM
Peak Values are :,solid trend line Ultimate Values are:,dashed trend line
Exploration No.:387.9 psf -17.4 psf
Sample No.:18.6 kPa -0.8 kPa
Depth ( ft | m)25.0 7.6 39 degree 41 degree
Description:Dark gray Poorly Graded SAND with Silt (SP-SM), few shell fragmenShear rate :0.0050 (in/min) , 0.0127 (cm/min)
% Water Total Unit Weight Dry Unit Weight Normal Stress Peak Stress Ultimate Stress
Content (pcf)(kN/m3)(pcf)(kN/m3)(psf)(kPa)(psf)(kPa)(psf)(kPa)
Initial / Set up 21.3 132.5 20.8 109.2 17.2 XXXXX XXXXX XXXXX XXXXX XXXXX XXXXX
spec. 1 24.8 128.6 20.2 103.1 16.2 1468 70 1476 71 1231 59
spec. 2 22.9 131.6 20.7 107.0 16.8 2942 141 2931 140 2580 124
spec. 3 23.1 132.7 20.9 107.8 16.9 5883 282 5111 245 5081 243
Project Number:ASTM D 3080
Test Date:
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Peak Ultimate
SYMBOL
A-1-004 Strength Intercept ( C ) :
Friction Angle ( φ ) :
S-5
0
1000
2000
3000
4000
5000
6000
7000
8000
0 1000 2000 3000 4000 5000 6000 7000 8000
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Normal Stress (psf)
DS Plot Bay Bridge A-21-004 25 ft.xls
Bay Bridge Pump Station Replacement DIRECT SHEAR TESTAECOM 60558550
4/7/2021
DIRECT SHEAR TEST
ASTM D 3080
Project Name :Bay Bridge Boring No.:A-1-004
Project Number :60558550 Sample No.:S-5
Sample Depth (ft.):25
Specimen Description :Dark gray Poorly Graded SAND with Silt (SP-SM), few shell fragments
Normal Stress (psf):1468
Apparatus No.:DS2 Normal Stress (psf):2942
Shear rate (in/min):0.005 Normal Stress (psf):5883
0
1000
2000
3000
4000
5000
6000
0.00 0.05 0.10 0.15 0.20 0.25 0.30
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Displacement (in)
-0.0300
-0.0200
-0.0100
0.0000
0.0100
0.0200
0.03000.00 0.05 0.10 0.15 0.20 0.25 0.30
Ch
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Displacement (in)
L:\DCS\Projects\WTR\60558550_BayBridge\400-Technical\431-Geotechnical\field exploration and lab testing\lab results\A-21-004\DS
Plot Bay Bridge A-21-004 25 ft.xls AECOM
Peak Values are :,solid trend line Ultimate Values are:,dashed trend line
Exploration No.:373.1 psf -24.6 psf
Sample No.:17.9 kPa -1.2 kPa
Depth ( ft | m)30.0 9.1 37 degree 39 degree
Description:Dark gray Silty SAND (SM), trace gravel Shear rate :0.0050 (in/min) , 0.0127 (cm/min)
% Water Total Unit Weight Dry Unit Weight Normal Stress Peak Stress Ultimate Stress
Content (pcf)(kN/m3)(pcf)(kN/m3)(psf)(kPa)(psf)(kPa)(psf)(kPa)
Initial / Set up 25.7 124.2 19.5 98.8 15.5 XXXXX XXXXX XXXXX XXXXX XXXXX XXXXX
spec. 1 26.4 129.5 20.3 102.4 16.1 1999 96 1875 90 1473 71
spec. 2 26.3 131.3 20.6 104.0 16.3 3990 191 3460 166 3383 162
spec. 3 25.9 131.9 20.7 104.7 16.5 7976 382 6455 309 6369 305
Project Number:ASTM D 3080
Test Date:
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Peak Ultimate
SYMBOL
A-21-005 Strength Intercept ( C ) :
Friction Angle ( φ ) :
S-6
0
1000
2000
3000
4000
5000
6000
7000
8000
9000
10000
0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000
Sh
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Normal Stress (psf)
DS Plot Bay Bridge A-21-005 30 ft.xls
Bay Bridge Pump Station Replacement DIRECT SHEAR TESTAECOM 60558550
4/9/2021
DIRECT SHEAR TEST
ASTM D 3080
Project Name :Bay Bridge Boring No.:A-21-005
Project Number :60558550 Sample No.:S-6
Sample Depth (ft.):30
Specimen Description :Dark gray Silty SAND (SM), trace gravel
Normal Stress (psf):1999
Apparatus No.:DS3 Normal Stress (psf):3990
Shear rate (in/min):0.005 Normal Stress (psf):7976
0
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4000
5000
6000
7000
0.00 0.05 0.10 0.15 0.20 0.25 0.30
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Displacement (in)
-0.0300
-0.0200
-0.0100
0.0000
0.0100
0.0200
0.03000.00 0.05 0.10 0.15 0.20 0.25 0.30
Ch
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Displacement (in)
L:\DCS\Projects\WTR\60558550_BayBridge\400-Technical\431-Geotechnical\field exploration and lab testing\lab results\A-21-005\DS
Plot Bay Bridge A-21-005 30 ft.xls AECOM
Peak Values are :,solid trend line Ultimate Values are:,dashed trend line
Exploration No.:0.0 psf 0.0 psf
Sample No.:0.0 kPa 0.0 kPa
Depth ( ft | m)40.0 12.2 41 degree 41 degree
Description:Gray Poorly Graded SAND with Silt (SP-SM)Shear rate :0.0050 (in/min) , 0.0127 (cm/min)
% Water Total Unit Weight Dry Unit Weight Normal Stress Peak Stress Ultimate Stress
Content (pcf)(kN/m3)(pcf)(kN/m3)(psf)(kPa)(psf)(kPa)(psf)(kPa)
Initial / Set up 23.9 124.9 19.6 100.8 15.8 XXXXX XXXXX XXXXX XXXXX XXXXX XXXXX
spec. 1 29.6 122.7 19.3 94.7 14.9 1958 94 1698 81 1644 79
spec. 2 27.9 126.4 19.9 98.8 15.5 3917 188 3336 160 3292 158
spec. 3 25.7 129.5 20.3 103.1 16.2 7841 375 6804 326 6784 325
Project Number:ASTM D 3080
Test Date:
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Peak Ultimate
SYMBOL
A-21-005 Strength Intercept ( C ) :
Friction Angle ( φ ) :
S-8
0
1000
2000
3000
4000
5000
6000
7000
8000
9000
10000
0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000
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Normal Stress (psf)
DS Plot Bay Bridge A-21-005 40 ft.xls
Bay Bridge Pump Station Replacement DIRECT SHEAR TESTAECOM 60558550
4/13/2021
DIRECT SHEAR TEST
ASTM D 3080
Project Name : Bay Bridge Pump Station Replacement Boring No.: A-21-005
Project Number : 60558550 Sample No.: S-8
Sample Depth (ft.): 40
Specimen Description : Gray Poorly Graded SAND with Silt (SP-SM)
Normal Stress (psf): 1958
Apparatus No.: DS2 Normal Stress (psf): 3917
Shear rate (in/min): 0.005 Normal Stress (psf): 7841
0
1000
2000
3000
4000
5000
6000
7000
8000
0.00 0.05 0.10 0.15 0.20 0.25 0.30
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Displacement (in)
-0.0300
-0.0200
-0.0100
0.0000
0.0100
0.0200
0.03000.00 0.05 0.10 0.15 0.20 0.25 0.30
Ch
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Displacement (in)
L:\DCS\Projects\WTR\60558550_BayBridge\400-Technical\431-Geotechnical\field exploration and lab testing\lab results\A-21-005\DS
Plot Bay Bridge A-21-005 40 ft.xls AECOM
Peak Values are :,solid trend line Ultimate Values are:,dashed trend line
Exploration No.:179.5 psf XXXXX psf
Sample No.:8.6 kPa XXXXX kPa
Depth ( ft | m)6.0 1.8 39 degree XXXXX degree
Description:Gray Poorly Graded SAND with Silt (SP-SM), trace shell fragmentsShear rate :0.0050 (in/min) , 0.0127 (cm/min)
% Water Total Unit Weight Dry Unit Weight Normal Stress Peak Stress Ultimate Stress
Content (pcf)(kN/m3)(pcf)(kN/m3)(psf)(kPa)(psf)(kPa)(psf)(kPa)
Initial / Set up 18.9 124.5 19.6 104.7 16.5 XXXXX XXXXX XXXXX XXXXX XXXXX XXXXX
spec. 1 20.8 130.2 20.5 107.7 16.9 976 47 998 48 XXXXX XXXXX
spec. 2 20.5 133.5 21.0 110.8 17.4 1958 94 1754 84 XXXXX XXXXX
spec. 3 20.3 131.7 20.7 109.5 17.2 3917 188 3397 163 XXXXX XXXXX
Project Number:ASTM D 3080
Test Date:
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DIRECT SHEAR TESTBay BridgeAECOM60558550
4/21/2021
Peak Ultimate
SYMBOL
R-21-001 Strength Intercept ( C ) :
Friction Angle ( φ ) :
S-2
0
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5000
6000
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Normal Stress (psf)
DS Plot Bay Bridge R-21-001 6 ft.xlsx
DIRECT SHEAR TEST
ASTM D 3080
Project Name : Bay Bridge Pump Station Replacement Boring No.: R-21-001
Project Number : 60558550 Sample No.: S-2
Sample Depth (ft.): 6
Specimen Description : Gray Poorly Graded SAND with Silt (SP-SM), trace shell fragments
Normal Stress (psf): 976
Apparatus No.: DS2 Normal Stress (psf): 1958
Shear rate (in/min): 0.005 Normal Stress (psf): 3917
0
500
1000
1500
2000
2500
3000
3500
4000
4500
0.00 0.05 0.10 0.15 0.20 0.25 0.30
Sh
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(
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Displacement (in)
-0.0500
-0.0300
-0.0100
0.0100
0.0300
0.05000.00 0.05 0.10 0.15 0.20 0.25 0.30
Ch
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Displacement (in)
L:\DCS\Projects\WTR\60558550_BayBridge\400-Technical\431-Geotechnical\field exploration and lab testing\lab results\R-21-001\DS
Plot Bay Bridge R-21-001 6 ft.xlsx AECOM
Peak Values are :,solid trend line Ultimate Values are:,dashed trend line
Exploration No.:358.6 psf 90.2 psf
Sample No.:17.2 kPa 4.3 kPa
Depth ( ft | m)11.0 3.4 37 degree 37 degree
Description:Gray Poorly Graded SAND (SP), trace shell fragments Shear rate :0.0050 (in/min) , 0.0127 (cm/min)
% Water Total Unit Weight Dry Unit Weight Normal Stress Peak Stress Ultimate Stress
Content (pcf)(kN/m3)(pcf)(kN/m3)(psf)(kPa)(psf)(kPa)(psf)(kPa)
Initial / Set up 24.0 128.5 20.2 103.6 16.3 XXXXX XXXXX XXXXX XXXXX XXXXX XXXXX
spec. 1 21.7 131.6 20.7 108.1 17.0 1003 48 1020 49 883 42
spec. 2 22.0 133.1 20.9 109.1 17.2 1999 96 2041 98 1507 72
spec. 3 21.4 132.9 20.9 109.5 17.2 3990 191 3353 161 3082 148
Project Number:ASTM D 3080
Test Date:
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Peak Ultimate
SYMBOL
R-21-004 Strength Intercept ( C ) :
Friction Angle ( φ ) :
S-3
0
1000
2000
3000
4000
5000
6000
0 1000 2000 3000 4000 5000 6000
Sh
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Normal Stress (psf)
DS Plot Bay Bridge R-21-004 11 ft.xls
Bay Bridge Pump Station Replacement DIRECT SHEAR TESTAECOM 60558550
4/13/2021
DIRECT SHEAR TEST
ASTM D 3080
Project Name : Bay Bridge Pump Station Replacement Boring No.: R-21-004
Project Number : 60558550 Sample No.: S-3
Sample Depth (ft.): 11
Specimen Description : Gray Poorly Graded SAND (SP), trace shell fragments
Normal Stress (psf): 1003
Apparatus No.: DS3 Normal Stress (psf): 1999
Shear rate (in/min): 0.005 Normal Stress (psf): 3990
0
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1500
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2500
3000
3500
4000
0.00 0.05 0.10 0.15 0.20 0.25 0.30
Sh
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Displacement (in)
-0.0300
-0.0200
-0.0100
0.0000
0.0100
0.0200
0.03000.00 0.05 0.10 0.15 0.20 0.25 0.30
Ch
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Displacement (in)
L:\DCS\Projects\WTR\60558550_BayBridge\400-Technical\431-Geotechnical\field exploration and lab testing\lab results\R-21-004\DS
Plot Bay Bridge R-21-004 11 ft.xls AECOM
Peak Values are :,solid trend line Ultimate Values are:,dashed trend line
Exploration No.:180.6 psf 0.0 psf
Sample No.:8.6 kPa 0.0 kPa
Depth ( ft | m)21.0 6.4 44 degree 42 degree
Description:Gray Poorly Graded SAND (SP)Shear rate :0.0050 (in/min) , 0.0127 (cm/min)
% Water Total Unit Weight Dry Unit Weight Normal Stress Peak Stress Ultimate Stress
Content (pcf)(kN/m3)(pcf)(kN/m3)(psf)(kPa)(psf)(kPa)(psf)(kPa)
Initial / Set up 19.6 128.3 20.2 107.3 16.9 XXXXX XXXXX XXXXX XXXXX XXXXX XXXXX
spec. 1 16.0 124.2 19.5 107.1 16.8 1003 48 1146 55 741 35
spec. 2 14.3 129.7 20.4 113.5 17.8 1999 96 2071 99 1418 68
spec. 3 15.7 126.5 19.9 109.4 17.2 3990 191 3988 191 3669 176
Project Number:ASTM D 3080
Test Date:
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Peak Ultimate
SYMBOL
R-21-004 Strength Intercept ( C ) :
Friction Angle ( φ ) :
S-5
0
1000
2000
3000
4000
5000
6000
0 1000 2000 3000 4000 5000 6000
Sh
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Normal Stress (psf)
DS Plot Bay Bridge R-21-004 21 ft.xlsx
Bay Bridge Pump Station Replacement DIRECT SHEAR TESTAECOM 60558550
4/21/2021
DIRECT SHEAR TEST
ASTM D 3080
Project Name : Bay Bridge Pump Station Replacement Boring No.: R-21-004
Project Number : 60558550 Sample No.: S-5
Sample Depth (ft.): 21
Specimen Description : Gray Poorly Graded SAND (SP)
Normal Stress (psf): 1003
Apparatus No.: DS3 Normal Stress (psf): 1999
Shear rate (in/min): 0.005 Normal Stress (psf): 3990
0
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1000
1500
2000
2500
3000
3500
4000
4500
0.00 0.05 0.10 0.15 0.20 0.25 0.30
Sh
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Displacement (in)
-0.0500
-0.0300
-0.0100
0.0100
0.0300
0.05000.00 0.05 0.10 0.15 0.20 0.25 0.30
Ch
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Displacement (in)
L:\DCS\Projects\WTR\60558550_BayBridge\400-Technical\431-Geotechnical\field exploration and lab testing\lab results\R-21-004\DS
Plot Bay Bridge R-21-004 21 ft.xlsx AECOM
Failure Sketch
Water Length Diameter
Content (%)(in)(in)
Project Name: Bay Bridge Pump Station Replacement
Project Number: 60558550
Boring Number: A-21-002 Sample No.: S-6 Depth (ft): 31
Description and/or
Classification:
See
Photo
UNCONFINED COMPRESSION
TEST
ASTM D2166
Wet Density
(pcf)
Degree of Saturation (%)Peak Stress (psf)
659491.62.389 99.3
Very dark grayish brown Fat CLAY (CH), little sand and gravel
5.00559.2
0
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5000
6000
7000
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
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Axial Strain (%)
UCs Bay Bridge A-21-002 31 ft.xls AECOM
A-21-002
Failure Sketch
Water Length Diameter
Content (%)(in)(in)
Project Name: Bay Bridge Pump Station Replacement
Project Number: 60558550
Boring Number: R-21-001 Sample No.: S-6 Depth (ft): 26
Description and/or
Classification:
Peak Stress (psf)
124894.22.397 124.7
Olive brown Sandy Fat CLAY (CH), few siltstone clasts
5.11824.9
See
Photo
UNCONFINED COMPRESSION
TEST
ASTM D2166
Wet Density
(pcf)
Degree of Saturation (%)
0
200
400
600
800
1000
1200
1400
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
Co
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Axial Strain (%)
L:\DCS\Projects\WTR\60558550_BayBridge\400-Technical\431-Geotechnical\field exploration and lab testing\lab results\UC Tests\UCs Bay Bridge R-21-001 26
ft.xls AECOM
Failure Sketch
Water Length Diameter
Content (%)(in)(in)
Project Name: Bay Bridge Pump Station Replacement
Project Number: 60558550
Boring Number: R-21-002 Sample No.: S-4 Depth (ft): 16
Description and/or
Classification:
Peak Stress (psf)
434095.82.400 102.2
Olive Fat CLAY (CH)
5.20459.0
See
Photo
UNCONFINED COMPRESSION
TEST
ASTM D2166
Wet Density
(pcf)
Degree of Saturation (%)
0
500
1000
1500
2000
2500
3000
3500
4000
4500
5000
0 1 2 3 4 5 6 7 8 9 10
Co
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Axial Strain (%)
L:\DCS\Projects\WTR\60558550_BayBridge\400-Technical\431-Geotechnical\field exploration and lab testing\lab results\UC Tests\UCs Bay Bridge R-21-002 16
ft.xls AECOM
Failure Sketch
Water Length Diameter
Content (%)(in)(in)
Project Name: Bay Bridge Pump Station Replacement
Project Number: 60558550
Boring Number: R-21-003 Sample No.: S-6 Depth (ft): 20
Description and/or
Classification:
Peak Stress (psf)
305595.52.396 101.5
Dark gray Silty CLAY (CL/CH)
5.20060.3
See
Photo
UNCONFINED COMPRESSION
TEST
ASTM D2166
Wet Density
(pcf)
Degree of Saturation (%)
0
500
1000
1500
2000
2500
3000
3500
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
Co
m
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Axial Strain (%)
L:\DCS\Projects\WTR\60558550_BayBridge\400-Technical\431-Geotechnical\field exploration and lab testing\lab results\UC Tests\UCs Bay Bridge R-21-003 20
ft.xls AECOM
Failure Sketch
Water Length Diameter
Content (%)(in)(in)
Project Name: Bay Bridge Pump Station Replacement
Project Number: 60558550
Boring Number: R-21-004 Sample No.: S-7 Depth (ft): 30.5
Description and/or
Classification:
Peak Stress (psf)
78490.22.399 124.3
Gray Poorly Graded SAND with Silt (SP-SM)
5.36523.4
See
Photo
UNCONFINED COMPRESSION
TEST
ASTM D2166
Wet Density
(pcf)
Degree of Saturation (%)
0
100
200
300
400
500
600
700
800
900
0 1 2 3 4 5 6 7 8 9 10
Co
m
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Axial Strain (%)
L:\DCS\Projects\WTR\60558550_BayBridge\400-Technical\431-Geotechnical\field exploration and lab testing\lab results\UC Tests\UCs Bay Bridge R-21-004 30.5
ft.xls AECOM
Failure Sketch
Water Length Diameter
Content (%)(in)(in)
Project Name: Bay Bridge Pump Station Replacement
Project Number: 60558550
Boring Number: R-21-004 Sample No.: S-9 Depth (ft): 50.5
Description and/or
Classification:
Peak Stress (psf)
139296.32.399 112.7
Dark olive gray Fat CLAY (CH)
5.23640.4
See
Photo
UNCONFINED COMPRESSION
TEST
ASTM D2166
Wet Density
(pcf)
Degree of Saturation (%)
0
200
400
600
800
1000
1200
1400
1600
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
Co
m
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s
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S
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(
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Axial Strain (%)
L:\DCS\Projects\WTR\60558550_BayBridge\400-Technical\431-Geotechnical\field exploration and lab testing\lab results\UC Tests\UCs Bay Bridge R-21-004 50.5
ft.xls AECOM
Water Length Diameter Wet Unit Peak
Content (%)(in)(in)Weight (pcf)Stress (psi)
Project Name: Bay Bridge Pump Station Replacement
Project Number: 60558550
Boring Number: C-21-001 Depth (ft):
Description and/or
Classification:
Photo
42.6-43.1
Failure Sketch
4.943 2.325
Very dark grayish brown Claystone
21.9 95.5 677
UNCONFINED COMPRESSION
TEST
ASTM D7012
See
0
100
200
300
400
500
600
700
800
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.0
Co
m
p
r
e
s
s
i
v
e
S
t
r
e
s
s
(
p
s
i
)
Axial Strain (%)
UCr Bay Bridge C-21-001 42.6-43.1.xls AECOM
Water Length Diameter Wet Unit Peak
Content (%)(in)(in)Weight (pcf)Stress (psi)
Project Name: Bay Bridge Pump Station Replacement
Project Number: 60558550
Boring Number: C-21-001 Depth (ft):
Description and/or
Classification:
Photo
44.9-45.6
Failure Sketch
4.961 2.381
Very dark grayish brown Claystone
23.8 98.6 583
UNCONFINED COMPRESSION
TEST
ASTM D7012
See
0
100
200
300
400
500
600
700
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.0
Co
m
p
r
e
s
s
i
v
e
S
t
r
e
s
s
(
p
s
i
)
Axial Strain (%)
UCr Bay Bridge C-21-001 44.9-45.6 ft.xls AECOM
Water Length Diameter Wet Unit Peak
Content (%)(in)(in)Weight (pcf)Stress (psi)
Project Name: Bay Bridge Pump Station Replacement
Project Number: 60558550
Boring Number: C-21-001 Depth (ft):
Description and/or
Classification:
Photo
54.0-54.7
Failure Sketch
4.956 2.392
Very dark grayish brown Claystone
26.6 99.1 497
UNCONFINED COMPRESSION
TEST
ASTM D7012
See
0
100
200
300
400
500
600
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.0
Co
m
p
r
e
s
s
i
v
e
S
t
r
e
s
s
(
p
s
i
)
Axial Strain (%)
UCr Bay Bridge C-21-001 54.0-54.7 ft.xls AECOM
Cell Pressure (psf) =
Strain Rate (%/min) = Peak Deviator Stress (psf):28190
Axial Strain during confinment (%):Failure Sketch
Water Length Diameter Wet Unit Dry Unit Degree of
Content (%)(in)(in)Weight (pcf)Weight (pcf)Saturation (%)
Initial:
assumed Specific Gravity, Gs =2.70
Project Name: Bay Bridge Pump Station Replacement
Project Number:
Boring No: A-21-002 Sample No.: S-8 Depth (ft): 41.0
Description and/or
Classification:
SUBMITTED BY: A. D. Camacho
Very dark grayish brown Claystone
58.0
60558550
95.9
UNCONSOLIDATED - UNDRAINED
TRIAXIAL COMPRESSION TEST
ASTM D2850
63.9
See
Photo
3989
0.98
0.75
5.098 2.410 101.0
0
5000
10000
15000
20000
25000
30000
0.0 5.0 10.0 15.0 20.0
De
v
i
a
t
o
r
S
t
r
e
s
s
(
p
s
f
)
Axial Strain (%)
UU Bay Bridge A-21-002 41 ft.xls AECOM
Cell Pressure (psf) =
Strain Rate (%/min) = Peak Deviator Stress (psf):18478
Axial Strain during confinment (%):Failure Sketch
Water Length Diameter Wet Unit Dry Unit Degree of
Content (%)(in)(in)Weight (pcf)Weight (pcf)Saturation (%)
Initial:
assumed Specific Gravity, Gs =2.70
Project Name: Bay Bridge Pump Station Replacement
Project Number:
Boring No: R-21-003 Sample No.: S-8 Depth (ft): 30.0
Description and/or
Classification:
SUBMITTED BY: A. D. Camacho
Very dark grayish brown Claystone
44.7
60558550
89.2
UNCONSOLIDATED - UNDRAINED
TRIAXIAL COMPRESSION TEST
ASTM D2850
71.5
See
Photo
2995
0.99
0.94
5.013 2.404 103.5
0
2000
4000
6000
8000
10000
12000
14000
16000
18000
20000
0.0 5.0 10.0 15.0 20.0
De
v
i
a
t
o
r
S
t
r
e
s
s
(
p
s
f
)
Axial Strain (%)
UU Bay Bridge R-21-003 30 ft.xls AECOM
CORROSION TEST RESULTS
Client Name: AECOM AP Job No.: 21-0405
Project Name: Bay Bridge Pump Station Replacement Date: 04/07/21
Project No.: 60558550
Boring Sample Depth Soil pH Sulfate Content Chloride Content
No. No. (feet) Description (ppm) (ppm)
A-21-002 BLK-1 0-5 Silty Sand 9.5 31 14
A-21-004 S-2 10-11.5 Silty Sand 9.4 66 21
R-21-002 S-5 20-21.5 Clay 8.6 1438 8571
R-21-004 S-4 15-16.5 Silty Sand 9.1 452 4354
NOTES: Resistivity Test and pH: California Test Method 643
Sulfate Content : California Test Method 417
Chloride Content : California Test Method 422
ND = Not Detectable
NA = Not Sufficient Sample
NR = Not Requested
Minimum
(ohm-cm)
10,436
Resistivity
7,636
133
278
CORROSION TEST RESULTS
Client Name: AECOM AP Job No.: 21-0405
Project Name: Bay Bridge Pump Station Replacement Date: 04/23/21
Project No.: 60558550
Boring Sample Depth Soil pH Sulfate Content Chloride Content
No. No. (feet) Description (ppm) (ppm)
A-21-006 S-3 15-16.5 Silty Sand 8.8 150 29
A-21-007 BLK-1 0-5 Silty Sand 9.6 34 16
A-21-008 S-3 15-16.5 Silty Sand 4.1 1103 179
NOTES: Resistivity Test and pH: California Test Method 643
Sulfate Content : California Test Method 417
Chloride Content : California Test Method 422
ND = Not Detectable
NA = Not Sufficient Sample
NR = Not Requested
1,317
Minimum
(ohm-cm)
5,301
Resistivity
2,401
Appendix C
Analytical Test Data
ALPHA SCIENTIFIC CORPORATION
Environmental Laboratories
116760 Gridley Road, Cerritos, CA 90703 Phone: (562) 809-8880, asc90703@gmail.com
03-05-2021
Ms. Marcella DuranAmerican Integrated Services1502 E. Opp StreetWilmington, CA 90744
Project: 41016-17
Project Site: Barge Training/ 1131 Back Bay Dr., Newport Beach, CA
Sample Date: 03-01-2021Lab Job No.: A103004
Dear Ms. Duran:
Enclosed please find the analytical report for the sample(s) received by Alpha Scientific Corporation on 03-01-2021 and
analyzed by the following EPA methods:
EPA 8015M (Total Petroleum Hydrocarbons)EPA 8260B (VOCs & Oxygenates by GC/MS)
EPA 6010B/7471A for CAM Metals All analyses have met the QA/QC criteria of this laboratory.
The sample(s) arrived in good conditions (i.e., chilled, intact) and with a chain of custody record attached.
Alpha Scientific Corporation is a CA ELAP certified laboratory (Certificate Number 3007). Thank you for giving us the
opportunity to serve you. Please feel free to call me at (562) 809-8880 if our laboratory can be of further service to you.
Sincerely,
Roger Wang, Ph.D.Laboratory Director
Enclosures
This cover letter is an integral part of this analytical report.
Channel Borings
ALPHA SCIENTIFIC CORPORATION
Environmental Laboratories
216760 Gridley Road, Cerritos, CA 90703 Phone: (562) 809-8880, asc90703@gmail.com
Client: American Integrated Services Lab Job No.: A103004
Project: 41016-17Project Site: Barge Training/ 1131 Back Bay Dr., Newport Beach, CA Date Sampled: 03-01-2021Matrix: Sludge Date Received: 03-01-2021Batch No. for TPH-g: AMC01-GS1 Date Analyzed: 03-01-2021
Batch No. for TPH-d&o:BC02-DS1 Date Analyzed: 03-02-2021 Date Reported: 03-05-2021
EPA 8015M (Total Petroleum Hydrocarbons)
Reporting Unit: mg/kg (ppm)
Sample ID Lab ID
DF
for TPH-G
C5-C12
TPH-G*
SurrogRec.% TPH-G
DFforTPH-D/O
C13-C23
TPH-D
C24-C40
TPH-O
SurrogRec.% TPH-D/O
MDL 0.2 2 25
PQL 0.5 5 50
Method Blank 1 ND 78 1 ND ND 87
Comp1 A103004-1 1 ND 79 1 ND ND 87
* Gasoline Range TPH result is obtained from purge and trap analysis using LUFT-GC/MS method;MDL: Method Detection Limit;PQL: Practical Quantitation Limit;ND: Not Detected (below MDL);
J: Result is between MDL and PQL.;Note: Surrogate recovery acceptance limits are 70-130%.
Channel Borings
ALPHA SCIENTIFIC CORPORATION
Environmental Laboratories
316760 Gridley Road, Cerritos, CA 90703 Phone: (562) 809-8880, asc90703@gmail.com
Client: American Integrated Services Lab Job No.: A103004 Date Reported: 03-05-2021Project: 41016-17 Matrix: Sludge Date Sampled: 03-01-2021
EPA 8260B (VOCs by GC/MS, Page 1 of 2)
Reporting Unit: :g/kg(ppb)
DATE ANALYZED 03-01 03-01-21
DILUTION FACTOR 11
LAB SAMPLE I.D. MB A103004-1
CLIENT SAMPLE I.D. Comp1
COMPOUND MDL PQL
Dichlorodifluoromethane 2 5 ND ND
Chloromethane 2 5 ND ND
Vinyl Chloride 2 5 ND ND
Bromomethane 2 5 ND ND
Chloroethane 2 5 ND ND
Trichlorofluoromethane 2 5 ND ND
1,1-Dichloroethene 2 5 ND ND
Iodomethane 2 5 ND ND
Methylene Chloride 5 10 ND ND
trans-1,2-Dichloroethene 2 5 ND ND
1,1-Dichloroethane 2 5 ND ND
2,2-Dichloropropane 2 5 ND ND
cis-1,2-Dichloroethene 2 5 ND ND
Bromochloromethane 2 5 ND ND
Chloroform 2 5 ND ND
1,2-Dichloroethane (EDC) 2 5 ND ND
1,1,1-Trichloroethane 2 5 ND ND
Carbon tetrachloride 2 5 ND ND
1,1-Dichloropropene 2 5 ND ND
Benzene 1 2 ND ND
Trichloroethene 2 5 ND ND
1,2-Dichloropropane 2 5 ND ND
Bromodichloromethane 2 5 ND ND
Dibromomethane 2 5 ND ND
Trans-1,3-Dichloropropene 2 5 ND ND
cis-1,3-Dichloropropene 2 5 ND ND
1,1,2-Trichloroethane 2 5 ND ND
1,3-Dichloropropane 2 5 ND ND
Dibromochloromethane 2 5 ND ND
2-Chloroethylvinyl ether 2 10 ND ND
Bromoform 2 5 ND ND
Isopropylbenzene 2 5 ND ND
Bromobenzene 2 5 ND ND
Toluene 1 2 ND ND
Channel Borings
ALPHA SCIENTIFIC CORPORATION
Environmental Laboratories
416760 Gridley Road, Cerritos, CA 90703 Phone: (562) 809-8880, asc90703@gmail.com
Client: American Integrated Services Lab Job No.: A103004 Date Reported:03-05-2021Project: 41016-17 Matrix: Sludge Date Sampled: 03-01-2021
EPA 8260B (VOCs by GC/MS, Page 2 of 2) Reporting Unit: ppb
COMPOUND MDL PQL MB Comp1
Tetrachloroethene 2 5 ND ND
1,2-Dibromoethane(EDB) 2 5 ND ND
Chlorobenzene 2 5 ND ND
1,1,1,2-Tetrachloroethane 2 5 ND ND
Ethylbenzene 1 2 ND ND
Total Xylenes 2 4 ND ND
Styrene 2 5 ND ND
1,1,2,2-Tetrachloroethane 2 5 ND ND
1,2,3-Trichloropropane 2 5 ND ND
n-Propylbenzene 2 5 ND ND
2-Chlorotoluene 2 5 ND ND
4-Chlorotoluene 2 5 ND ND
1,3,5-Trimethylbenzene 2 5 ND ND
tert-Butylbenzene 2 5 ND ND
1,2,4-Trimethylbenzene 2 5 ND ND
Sec-Butylbenzene 2 5 ND ND
1,3-Dichlorobenzene 2 5 ND ND
p-Isopropyltoluene 2 5 ND ND
1,4-Dichlorobenzene 2 5 ND ND
1,2-Dichlorobenzene 2 5 ND ND
n-Butylbenzene 2 5 ND ND
1,2,4-Trichlorobenzene 2 5 ND ND
1,2-Dibromo-3-Chloropropane 2 5 ND ND
Hexachlorobutadiene 2 5 ND ND
Naphthalene 2 5 ND ND
1,2,3-Trichlorobenzene 2 5 ND ND
Acetone 75 100 ND ND
2-Butanone (MEK) 50 100 ND ND
Carbon Disulfide 25 50 ND ND
4-Methyl-2-pentanone 50 100 ND ND
2-Hexanone 50 100 ND ND
Vinyl Acetate 25 50 ND ND
Ethanol 500 1000 ND ND
MTBE 2 5 ND ND
ETBE 2 5 ND ND
DIPE 2 5 ND ND
TAME 2 5 ND ND
TBA 20 50 ND ND
SURROGATE Accept Limit% %RC %RC
Dibromofluoro-methane 79-126 90 95
Toluene-d8 79-121 88 92
Bromofluoro-benzene 71-131 80 80
MB=Method Blank; MDL=Method Detection Limit; PQL=Practical Quantitation Limit; ND=Not Detected (below DF × MDL);J=Result is between DF × MDL and DF × PQL. m=Matrix interference.
Channel Borings
ALPHA SCIENTIFIC CORPORATION
Environmental Laboratories
516760 Gridley Road, Cerritos, CA 90703 Phone: (562) 809-8880, asc90703@gmail.com
Client: American Integrated Services Lab Job No.: A103004Project: 41016-17
Project Site: Barge Training/ 1131 Back Bay Dr., Newport Beach, CA Date Sampled: 03-01-2021Matrix: Sludge Date Received: 03-01-2021Digestion Method: EPA 3050B Date Digested: 03-02-2021Batch No.: 0303-MS1 Date Analyzed: 03-03-2021
Date Reported: 03-05-2021
EPA 6010B/7471A for CAM Metals (TTLC)Reporting Units: mg/kg (ppm)
Element EPA MethodBlank A103004-1 MDL PQL
Method Comp1
Antimony (Sb) 6010B ND 7.4 1 2
Arsenic (As) 6010B ND 1.9 0.5 1
Barium (Ba) 6010B ND 274 1 2
Beryllium (Be) 6010B ND ND 1 2
Cadmium (Cd) 6010B ND ND 1 2
Chromium (Cr) 6010B ND 8.8 1 2
Cobalt (Co) 6010B ND ND 1 2
Copper (Cu) 6010B ND 4.6 1 2
Lead (Pb) 6010B ND ND 1 2
Molybdenum
(Mo)6010B ND ND 1 2
Nickel (Ni) 6010B ND 19.7 1 2
Selenium (Se) 6010B ND ND 0.5 1
Silver (Ag) 6010B ND ND 1 2
Thallium (Tl) 6010B ND ND 1 2
Vanadium (V) 6010B ND 37.5 1 2
Zinc (Zn) 6010B ND 26.4 1 2
Mercury (Hg) 7471A ND ND 0.1 0.2
MDL: Method Detection Limit;PQL: Practical Quantitation Limit;
ND: Not Detected (less than MDL);J: Result is between MDL and PQL.
Channel Borings
ALPHA SCIENTIFIC CORPORATION
Environmental Laboratories
616760 Gridley Road, Cerritos, CA 90703 Phone: (562) 809-8880, asc90703@gmail.com
03-05-2021
TPH-Gasoline
Batch QA/QC Report
Client: American Integrated Services Lab Job No: A103004
Project: 41016-17
Matrix: Soil Lab Sample I.D.: HF102064-4Batch No: AMC01-GS1 Date Analyzed: 03-01-2021
I. MS/MSD Report
Unit: ppb
Analyte SampleConc.SpikeConc.MS MSD MS %Rec.MSD%Rec.% RPD %RPDAccept.
Limit
%RecAccept.
Limit
TPH-g ND 1,000 887 880 88.7 88.0 0.8 30 70-130
II. LCS Result
Unit: ppb
Analyte LCS Value True Value Rec.% Accept. Limit
TPH-g 959 1,000 95.9 80-120
ND: Not Detected (at the specified limit).
Channel Borings
ALPHA SCIENTIFIC CORPORATION
Environmental Laboratories
716760 Gridley Road, Cerritos, CA 90703 Phone: (562) 809-8880, asc90703@gmail.com
03-05-2021
EPA 8015M (TPH)
Batch QA/QC Report
Client: American Integrated Services Lab Job No: A103004Project: 41016-17Matrix: Soil Lab Sample I.D.: HF102064-30
Batch No: BC02-DS1 Date Analyzed: 03-02-2021
I. MS/MSD Report
Unit: ppm
Analyte SampleConc.SpikeConc.MS MSD MS %Rec.MSD%Rec.% RPD %RPDAccept.Limit
%RecAccept.Limit
TPH-D ND 200 226 227 113.0 113.5 0.4 30 70-130
II. LCS Result
Unit: ppm
Analyte LCS Value True Value Rec.% Accept. Limit
TPH-D 218 200 109.0 80-120
ND: Not Detected (at the specified limit).
Channel Borings
ALPHA SCIENTIFIC CORPORATION
Environmental Laboratories
816760 Gridley Road, Cerritos, CA 90703 Phone: (562) 809-8880, asc90703@gmail.com
03-05-2021
EPA 8260B
Batch QA/QC Report
Client: American Integrated Services Lab Job No: A103004
Project: 41016-17Matrix: Soil Lab Sample I.D.: HF102064-4Batch No: 0301-VOAS1 Date Analyzed: 03-01-2021
I. MS/MSD Report
Unit: ppb
Analyte Sample
Conc.
Spike
Conc.
MS MSD MS
%Rec.
MSD
%Rec.
% RPD %RPD
Accept.Limit
%Rec
Accept.Limit
1,1-Dichloroethene ND 20 19.6 21.8 98.0 109.0 10.6 30 70-130
Benzene ND 20 18.9 21.3 94.5 106.5 11.9 30 70-130
Trichloro-
ethene
ND 20 19.2 22.1 96.0 110.5 14.0 30 70-130
Toluene ND 20 18.4 21.0 92.0 105.0 13.2 30 70-130
Chlorobenzene ND 20 20.7 23.9 103.5 119.5 14.3 30 70-130
II. LCS Result
Unit: ppb
Analyte LCS Value True Value Rec.% Accept. Limit
1,1-Dichloroethene 20.3 20.0 101.5 80-120
Benzene 19.5 20.0 97.5 80-120
Trichloro-ethene 20.2 20.0 101.0 80-120
Toluene 20.1 20.0 100.5 80-120
Chlorobenzene 21.5 20.0 107.5 80-120
ND: Not Detected (at the specified limit).
Channel Borings
ALPHA SCIENTIFIC CORPORATION
Environmental Laboratories
916760 Gridley Road, Cerritos, CA 90703 Phone: (562) 809-8880, asc90703@gmail.com
03-05-2021
EPA 6010B/7471A for CAM Metals (TTLC)
Batch QA/QC Report
Client: American Integrated Services Lab Job No: A103004Project: 41016-17Matrix: Soil Lab Sample I.D.: HF103001-1
Batch No.: 0303-MS1 Date Analyzed: 03-03-2021
I. MS/MSD Report
Unit: ppm
Analyte EPA Method Sample
Conc.
Spike
Conc.
MS
%Rec.
MSD
%Rec.
% RPD %RPD
Accept.Limit
%Rec
Accept.Limit
Antimony (Sb) 6010B 26.6 10 87.1 91.2 4.6 30 70-130
Arsenic (As) 6010B 4.9 10 96.9 92.9 4.2 30 70-130
Barium (Ba) 6010B 207 10 79.9 82.2 2.8 30 70-130
Beryllium (Be) 6010B ND 10 83.1 84.0 1.1 30 70-130
Cadmium (Cd) 6010B ND 10 94.7 100.3 5.7 30 70-130
Chromium (Cr) 6010B 57.5 10 79.2 84.5 6.5 30 70-130
Cobalt (Co) 6010B 10.0 10 85.4 86.7 1.6 30 70-130
Copper (Cu) 6010B 36.5 10 95.2 84.6 11.7 30 70-130
Lead (Pb) 6010B 39.7 10 83.1 82.8 0.4 30 70-130
Molybdenum(Mo)6010B ND 10 92.9 96.0 3.3 30 70-130
Nickel (Ni) 6010B 69.1 10 83.1 87.4 5.0 30 70-130
Selenium (Se) 6010B ND 10 100.1 85.8 15.4 30 70-130
Silver (Ag) 6010B ND 10 91.1 103.4 12.6 30 70-130
Thallium (Tl) 6010B ND 10 115.7 106.0 8.7 30 70-130
Vanadium (V) 6010B 196 10 78.4 78.6 0.2 30 70-130
Zinc (Zn) 6010B 117 10 81.3 83.0 2.1 30 70-130
ND: Not Detected.
Channel Borings
ALPHA SCIENTIFIC CORPORATION
Environmental Laboratories
1016760 Gridley Road, Cerritos, CA 90703 Phone: (562) 809-8880, asc90703@gmail.com
03-05-2021
EPA 6010B/7471A for CAM Metals
Batch QA/QC Report
Client: American Integrated Services Lab Job No: A103004Project: 41016-17Matrix: Soil Lab Sample I.D.: LCS
Batch No.: 0303-MS1 Date Analyzed: 03-03-2021
II. LCS Result
Unit: ppm
Analyte EPA Method LCS Value True Value Rec.% Accept. Limit
Antimony (Sb) 6010B 10.02 10 100.2 80-120
Arsenic (As) 6010B 9.966 10 99.7 80-120
Barium (Ba) 6010B 10.63 10 106.3 80-120
Beryllium (Be) 6010B 10.20 10 102.0 80-120
Cadmium (Cd) 6010B 11.36 10 113.6 80-120
Chromium (Cr) 6010B 9.639 10 96.4 80-120
Cobalt (Co) 6010B 10.55 10 105.5 80-120
Copper (Cu) 6010B 11.04 10 110.4 80-120
Lead (Pb) 6010B 10.28 10 102.8 80-120
Molybdenum(Mo)6010B 10.25
10 102.5 80-120
Nickel (Ni) 6010B 10.52 10 105.2 80-120
Selenium (Se) 6010B 10.92 10 109.2 80-120
Silver (Ag) 6010B 11.46 10 114.6 80-120
Thallium (Tl) 6010B 11.22 10 112.2 80-120
Vanadium (V) 6010B 11.32 10 113.2 80-120
Zinc (Zn) 6010B 10.49 10 104.9 80-120
ND: Not Detected (at the specified limit).
Channel Borings
Channel Borings
Channel Borings
ALPHA SCIENTIFIC CORPORATION
Environmental Laboratories
116760 Gridley Road, Cerritos, CA 90703 Phone: (562) 809-8880, asc90703@gmail.com
03-11-2021
Ms. Melynda Borrego
American Integrated Services
1502 E. Opp Street
Wilmington, CA 90744
Project: 41016-17
Project Site: 210 E. Coast Hwy, Newport Beach, CA
Sample Date: 03-09-2021
Lab Job No.: A103022
Dear Ms. Borrego:
Enclosed please find the analytical report for the sample(s) received by Alpha Scientific Corporation on 03-09-2021 and
analyzed by the following EPA methods:
EPA 8015M (Total Petroleum Hydrocarbons)
EPA 8260B (VOCs & Oxygenates by GC/MS)
EPA 6010B/7471A for CAM Metals
All analyses have met the QA/QC criteria of this laboratory.
The sample(s) arrived in good conditions (i.e., chilled, intact) and with a chain of custody record attached.
Alpha Scientific Corporation is a CA ELAP certified laboratory (Certificate Number 3007). Thank you for giving us the
opportunity to serve you. Please feel free to call me at (562) 809-8880 if our laboratory can be of further service to you.
Sincerely,
Roger Wang, Ph.D.
Laboratory Director
Enclosures
This cover letter is an integral part of this analytical report.
Land Borings
ALPHA SCIENTIFIC CORPORATION
Environmental Laboratories
216760 Gridley Road, Cerritos, CA 90703 Phone: (562) 809-8880, asc90703@gmail.com
Client: American Integrated Services Lab Job No.: A103022
Project: 41016-17
Project Site: 210 E. Coast Hwy, Newport Beach, CA Date Sampled: 03-09-2021
Matrix: Soil Date Received: 03-09-2021
Batch No. for TPH-g: AMC09-GS1 Date Analyzed: 03-09-2021
Batch No. for TPH-d&o:BC09-DS1 Date Analyzed: 03-09-2021
Date Reported: 03-11-2021
EPA 8015M (Total Petroleum Hydrocarbons)
Reporting Unit: mg/kg (ppm)
Sample ID Lab ID
DF
for
TPH-G
C5-C12
TPH-G*
Surrog
Rec.%
TPH-G
DF
for
TPH-D/O
C13-C23
TPH-D
C24-C40
TPH-O
Surrog
Rec.%
TPH-D/O
MDL 0.2 2 25
PQL 0.5 5 50
Method Blank 1 ND 106 1 ND ND 85
# 1 A103022-1 1 ND 81 1 ND ND 88
* Gasoline Range TPH result is obtained from purge and trap analysis using LUFT-GC/MS method;
DF: Dilution Factor;
MDL: Method Detection Limit;
PQL: Practical Quantitation Limit;
ND: Not Detected (below MDL);
J: Result is between MDL and PQL.;
Note: Surrogate recovery acceptance limits are 70-130%.
Land Borings
ALPHA SCIENTIFIC CORPORATION
Environmental Laboratories
316760 Gridley Road, Cerritos, CA 90703 Phone: (562) 809-8880, asc90703@gmail.com
Client: American Integrated Services Lab Job No.: A103022 Date Reported: 03-11-2021
Project: 41016-17 Matrix: Soil Date Sampled: 03-09-2021
EPA 8260B (VOCs by GC/MS, Page 1 of 2)
Reporting Unit: :g/kg(ppb)
DATE ANALYZED 03-09 03-09-21
DILUTION FACTOR 11
LAB SAMPLE I.D. MB A103022-1
CLIENT SAMPLE I.D. # 1
COMPOUND MDL PQL
Dichlorodifluoromethane 2 5 ND ND
Chloromethane 2 5 ND ND
Vinyl Chloride 2 5 ND ND
Bromomethane 2 5 ND ND
Chloroethane 2 5 ND ND
Trichlorofluoromethane 2 5 ND ND
1,1-Dichloroethene 2 5 ND ND
Iodomethane 2 5 ND ND
Methylene Chloride 5 10 ND ND
trans-1,2-Dichloroethene 2 5 ND ND
1,1-Dichloroethane 2 5 ND ND
2,2-Dichloropropane 2 5 ND ND
cis-1,2-Dichloroethene 2 5 ND ND
Bromochloromethane 2 5 ND ND
Chloroform 2 5 ND ND
1,2-Dichloroethane (EDC) 2 5 ND ND
1,1,1-Trichloroethane 2 5 ND ND
Carbon tetrachloride 2 5 ND ND
1,1-Dichloropropene 2 5 ND ND
Benzene 1 2 ND ND
Trichloroethene 2 5 ND ND
1,2-Dichloropropane 2 5 ND ND
Bromodichloromethane 2 5 ND ND
Dibromomethane 2 5 ND ND
Trans-1,3-Dichloropropene 2 5 ND ND
cis-1,3-Dichloropropene 2 5 ND ND
1,1,2-Trichloroethane 2 5 ND ND
1,3-Dichloropropane 2 5 ND ND
Dibromochloromethane 2 5 ND ND
2-Chloroethylvinyl ether 2 10 ND ND
Bromoform 2 5 ND ND
Isopropylbenzene 2 5 ND ND
Bromobenzene 2 5 ND ND
Toluene 1 2 ND ND
Land Borings
ALPHA SCIENTIFIC CORPORATION
Environmental Laboratories
416760 Gridley Road, Cerritos, CA 90703 Phone: (562) 809-8880, asc90703@gmail.com
Client: American Integrated Services Lab Job No.: A103022 Date Reported: 03-11-2021
Project: 41016-17 Matrix: Soil Date Sampled: 03-09-2021
EPA 8260B (VOCs by GC/MS, Page 2 of 2) Reporting Unit: ppb
COMPOUND MDL PQL MB # 1
Tetrachloroethene 2 5 ND ND
1,2-Dibromoethane(EDB) 2 5 ND ND
Chlorobenzene 2 5 ND ND
1,1,1,2-Tetrachloroethane 2 5 ND ND
Ethylbenzene 1 2 ND ND
Total Xylenes 2 4 ND ND
Styrene 2 5 ND ND
1,1,2,2-Tetrachloroethane 2 5 ND ND
1,2,3-Trichloropropane 2 5 ND ND
n-Propylbenzene 2 5 ND ND
2-Chlorotoluene 2 5 ND ND
4-Chlorotoluene 2 5 ND ND
1,3,5-Trimethylbenzene 2 5 ND ND
tert-Butylbenzene 2 5 ND ND
1,2,4-Trimethylbenzene 2 5 ND ND
Sec-Butylbenzene 2 5 ND ND
1,3-Dichlorobenzene 2 5 ND ND
p-Isopropyltoluene 2 5 ND ND
1,4-Dichlorobenzene 2 5 ND ND
1,2-Dichlorobenzene 2 5 ND ND
n-Butylbenzene 2 5 ND ND
1,2,4-Trichlorobenzene 2 5 ND ND
1,2-Dibromo-3-Chloropropane 2 5 ND ND
Hexachlorobutadiene 2 5 ND ND
Naphthalene 2 5 ND ND
1,2,3-Trichlorobenzene 2 5 ND ND
Acetone 50 100 ND ND
2-Butanone (MEK) 50 100 ND ND
4-Methyl-2-pentanone 50 100 ND ND
2-Hexanone 50 100 ND ND
Carbon disulfide 25 50 ND ND
Vinyl Acetate 25 50 ND ND
Ethanol 500 1000 ND ND
MTBE 2 5 ND ND
ETBE 2 5 ND ND
DIPE 2 5 ND ND
TAME 2 5 ND ND
TBA 20 50 ND ND
SURROGATE Accept Limit% %RC %RC
Dibromofluoro-methane 79-126 92 88
Toluene-d8 79-121 87 92
Bromofluoro-benzene 71-131 109 83
MB=Method Blank; MDL=Method Detection Limit; PQL=Practical Quantitation Limit; ND=Not Detected (below DF × MDL);
J=Result is between DF × MDL and DF × PQL. m: Matrix interfrence
Land Borings
ALPHA SCIENTIFIC CORPORATION
Environmental Laboratories
516760 Gridley Road, Cerritos, CA 90703 Phone: (562) 809-8880, asc90703@gmail.com
Client: American Integrated Services Lab Job No.: A103022
Project: 41016-17
Project Site: 210 E. Coast Hwy, Newport Beach, CA Date Sampled: 03-09-2021
Matrix: Soil Date Received: 03-09-2021
Digestion Method: EPA 3050B Date Digested: 03-09-2021
Batch No.: 0310-MS1 Date Analyzed: 03-10-2021
Date Reported: 03-11-2021
EPA 6010B/7471A for CAM Metals (TTLC)
Reporting Units: mg/kg (ppm)
Element EPA Method
Blank
A103022-1 MDL PQL
Method # 1
Antimony (Sb) 6010B ND 3.5 1 2
Arsenic (As) 6010B ND 1.8 0.5 1
Barium (Ba) 6010B ND 18.7 1 2
Beryllium (Be) 6010B ND ND 1 2
Cadmium (Cd) 6010B ND ND 1 2
Chromium (Cr) 6010B ND ND 1 2
Cobalt (Co) 6010B ND 1.6J 1 2
Copper (Cu) 6010B ND 11.9 1 2
Lead (Pb) 6010B ND 1.8J 1 2
Molybdenum
(Mo)6010B ND
ND 12
Nickel (Ni) 6010B ND 24.3 1 2
Selenium (Se) 6010B ND ND 0.5 1
Silver (Ag) 6010B ND ND 1 2
Thallium (Tl) 6010B ND ND 1 2
Vanadium (V) 6010B ND 30.6 1 2
Zinc (Zn) 6010B ND 13.3 1 2
Mercury (Hg) 7471A ND ND 0.1 0.2
MDL: Method Detection Limit;
PQL: Practical Quantitation Limit;
ND: Not Detected (less than MDL);
J: Result is between MDL and PQL.
Land Borings
ALPHA SCIENTIFIC CORPORATION
Environmental Laboratories
616760 Gridley Road, Cerritos, CA 90703 Phone: (562) 809-8880, asc90703@gmail.com
03-11-2021
TPH-Gasoline
Batch QA/QC Report
Client: American Integrated Services Lab Job No: A103022
Project: 41016-17
Matrix: Soil Lab Sample I.D.: PI103020-1
Batch No: AMC09-GS1 Date Analyzed: 03-09-2021
I. MS/MSD Report
Unit: ppb
Analyte Sample
Conc.
Spike
Conc.
MS MSD MS
%Rec.
MSD
%Rec.
% RPD %RPD
Accept.
Limit
%Rec
Accept.
Limit
TPH-g ND 1,000 879 867 87.9 86.7 1.4 30 70-130
II. LCS Result
Unit: ppb
Analyte LCS Value True Value Rec.% Accept. Limit
TPH-g 1,060 1,000 106.0 80-120
ND: Not Detected (at the specified limit).
Land Borings
ALPHA SCIENTIFIC CORPORATION
Environmental Laboratories
716760 Gridley Road, Cerritos, CA 90703 Phone: (562) 809-8880, asc90703@gmail.com
03-11-2021
EPA 8015M (TPH)
Batch QA/QC Report
Client: American Integrated Services Lab Job No: A103022
Project: 41016-17
Matrix: Soil Lab Sample I.D.: PI103021-1
Batch No: BC09-DS1 Date Analyzed: 03-09-2021
I. MS/MSD Report
Unit: ppm
Analyte Sample
Conc.
Spike
Conc.
MS MSD MS
%Rec.
MSD
%Rec.
% RPD %RPD
Accept.
Limit
%Rec
Accept.
Limit
TPH-D ND 200 221 220 110.5 110.0 0.5 30 70-130
II. LCS Result
Unit: ppm
Analyte LCS Value True Value Rec.% Accept. Limit
TPH-D 214 200 107.0 80-120
ND: Not Detected (at the specified limit).
Land Borings
ALPHA SCIENTIFIC CORPORATION
Environmental Laboratories
816760 Gridley Road, Cerritos, CA 90703 Phone: (562) 809-8880, asc90703@gmail.com
03-11-2021
EPA 8260B
Batch QA/QC Report
Client: American Integrated Services Lab Job No: A103022
Project: 41016-17
Matrix: Soil Lab Sample I.D.: PI103019-1
Batch No: 0309-VOAS1 Date Analyzed: 03-09-2021
I. MS/MSD Report
Unit: ppb
Analyte Sample
Conc.
Spike
Conc.
MS MSD MS
%Rec.
MSD
%Rec.
% RPD %RPD
Accept.
Limit
%Rec
Accept.
Limit
1,1-
Dichloroethene
ND 20 18.2 21.7 91.0 108.5 17.5 30 70-130
Benzene ND 20 17.5 20.7 87.5 103.5 16.8 30 70-130
Trichloro-
ethene
ND 20 20.6 22.1 103.0 110.5 7.0 30 70-130
Toluene ND 20 17.0 21.3 85.0 106.5 22.5 30 70-130
Chlorobenzene ND 20 19.2 23.4 96.0 117.0 19.7 30 70-130
II. LCS Result
Unit: ppb
Analyte LCS Value True Value Rec.% Accept. Limit
1,1-Dichloroethene 16.3 20.0 81.5 80-120
Benzene 16.8 20.0 84.0 80-120
Trichloro-ethene 19.0 20.0 95.0 80-120
Toluene 17.7 20.0 88.5 80-120
Chlorobenzene 19.7 20.0 98.5 80-120
ND: Not Detected (at the specified limit).
Land Borings
ALPHA SCIENTIFIC CORPORATION
Environmental Laboratories
916760 Gridley Road, Cerritos, CA 90703 Phone: (562) 809-8880, asc90703@gmail.com
03-11-2021
EPA 6010B/7471A for CAM Metals (TTLC)
Batch QA/QC Report
Client: American Integrated Services Lab Job No: A103022
Project: 41016-17
Matrix: Soil Lab Sample I.D.: A103018-1
Batch No.: 0310-MS1 Date Analyzed: 03-10-2021
I. MS/MSD Report
Unit: ppm
Analyte EPA Method Sample
Conc.
Spike
Conc.
MS
%Rec.
MSD
%Rec.
% RPD %RPD
Accept.
Limit
%Rec
Accept.
Limit
Antimony (Sb) 6010B 20.3 10 111.5 120.1 7.3 30 70-130
Arsenic (As) 6010B 4.5 10 88.8 87.3 1.7 30 70-130
Barium (Ba) 6010B 136 10 102.4 101.6 0.8 30 70-130
Beryllium (Be) 6010B ND 10 92.5 85.9 7.4 30 70-130
Cadmium (Cd) 6010B ND 10 103.0 110.1 6.6 30 70-130
Chromium (Cr) 6010B 7.4 10 108.7 113.0 3.8 30 70-130
Cobalt (Co) 6010B 14.6 10 98.5 98.9 0.4 30 70-130
Copper (Cu) 6010B 36.9 10 112.1 107.3 4.4 30 70-130
Lead (Pb) 6010B 34.2 10 100.6 100.4 0.2 30 70-130
Molybdenum
(Mo)6010B 1.1J
10 89.6 90.8 1.4 30 70-130
Nickel (Ni) 6010B 35.4 10 107.8 117.6 8.7 30 70-130
Selenium (Se) 6010B ND 10 86.4 88.0 1.6 30 70-130
Silver (Ag) 6010B ND 10 78.1 84.9 8.3 30 70-130
Thallium (Tl) 6010B ND 10 84.9 100.8 17.0 30 70-130
Vanadium (V) 6010B 268 10 93.7 85.9 8.6 30 70-130
Zinc (Zn) 6010B 104 10 101.9 102.0 0.1 30 70-130
ND: Not Detected.
Land Borings
ALPHA SCIENTIFIC CORPORATION
Environmental Laboratories
1016760 Gridley Road, Cerritos, CA 90703 Phone: (562) 809-8880, asc90703@gmail.com
03-11-2021
EPA 6010B/7471A for CAM Metals
Batch QA/QC Report
Client: American Integrated Services Lab Job No: A103022
Project: 41016-17
Matrix: Soil Lab Sample I.D.: LCS
Batch No.: 0310-MS1 Date Analyzed: 03-10-2021
II. LCS Result
Unit: ppm
Analyte EPA Method LCS Value True Value Rec.% Accept. Limit
Antimony (Sb) 6010B 10.52 10 105.2 80-120
Arsenic (As) 6010B 10.36 10 103.6 80-120
Barium (Ba) 6010B 10.03 10 100.3 80-120
Beryllium (Be) 6010B 10.07 10 100.7 80-120
Cadmium (Cd) 6010B 10.64 10 106.4 80-120
Chromium (Cr) 6010B 10.02 10 100.2 80-120
Cobalt (Co) 6010B 10.79 10 107.9 80-120
Copper (Cu) 6010B 10.75 10 107.5 80-120
Lead (Pb) 6010B 10.47 10 104.7 80-120
Molybdenum
(Mo)6010B 10.56
10 105.6 80-120
Nickel (Ni) 6010B 10.72 10 107.2 80-120
Selenium (Se) 6010B 11.07 10 110.7 80-120
Silver (Ag) 6010B 11.16 10 111.6 80-120
Thallium (Tl) 6010B 10.34 10 103.4 80-120
Vanadium (V) 6010B 10.40 10 104.0 80-120
Zinc (Zn) 6010B 11.05 10 110.5 80-120
ND: Not Detected (at the specified limit).
Land Borings
Land Borings
Land Borings
Appendix D
Slug Test Results
0.0.25 0.5 0.75 1.
10-3
10-2
10-1
100
Time (min)
No
r
m
a
l
i
z
e
d
H
e
a
d
(
f
t
/
f
t
)
BAY BRIDGE PUMP STATION AND FORCE MAIN
PROJECT INFORMATION
Company: AECOM
Client: OC San
Project: 60558550
Location: Newport Beach, CA
Test Well: A-21-005
Test Date: 03/23/2021
AQUIFER DATA
Saturated Thickness:38.79 ft Anisotropy Ratio (Kz/Kr):0.1
WELL DATA (A-21-005-1b)
Initial Displacement:1.644 ft Static Water Column Height:38.79 ft
Total Well Penetration Depth:38.79 ft Screen Length:38.79 ft
Casing Radius:0.167 ft Well Radius:0.417 ft
SOLUTION
Aquifer Model:Unconfined Solution Method:Bouwer-Rice
K =0.007 cm/sec y0 =1.55 ft
0.0.25 0.5 0.75 1.
10-3
10-2
10-1
100
Time (min)
No
r
m
a
l
i
z
e
d
H
e
a
d
(
f
t
/
f
t
)
BAY BRIDGE PUMP STATION AND FORCE MAIN
PROJECT INFORMATION
Company: AECOM
Client: OC San
Project: 60558550
Location: Newport Beach, CA
Test Well: A-21-005
Test Date: 03/23/2021
AQUIFER DATA
Saturated Thickness:37.98 ft Anisotropy Ratio (Kz/Kr):0.1
WELL DATA (A-21-005-2b)
Initial Displacement:1.741 ft Static Water Column Height:37.98 ft
Total Well Penetration Depth:37.98 ft Screen Length:37.98 ft
Casing Radius:0.167 ft Well Radius:0.417 ft
SOLUTION
Aquifer Model:Unconfined Solution Method:Bouwer-Rice
K =0.007 cm/sec y0 =1.6 ft
0.0.25 0.5 0.75 1.
10-3
10-2
10-1
100
Time (min)
No
r
m
a
l
i
z
e
d
H
e
a
d
(
f
t
/
f
t
)
BAY BRIDGE PUMP STATION AND FORCE MAIN
PROJECT INFORMATION
Company: AECOM
Client: OC San
Project: 60558550
Location: Newport Beach, CA
Test Well: A-21-005
Test Date: 03/23/2021
AQUIFER DATA
Saturated Thickness:37.71 ft Anisotropy Ratio (Kz/Kr):0.1
WELL DATA (A-21-005-3b)
Initial Displacement:1.87 ft Static Water Column Height:37.71 ft
Total Well Penetration Depth:37.71 ft Screen Length:37.71 ft
Casing Radius:0.167 ft Well Radius:0.417 ft
SOLUTION
Aquifer Model:Unconfined Solution Method:Bouwer-Rice
K =0.007 cm/sec y0 =1.65 ft
0.1.2.3.4.5.
10-2
10-1
100
Time (min)
No
r
m
a
l
i
z
e
d
H
e
a
d
(
f
t
/
f
t
)
BAY BRIDGE PUMP STATION AND FORCE MAIN
PROJECT INFORMATION
Company: AECOM
Client: OC San
Project: 60558550
Location: Newport Beach, CA
Test Well: A-21-001
Test Date: 03/31/2021
AQUIFER DATA
Saturated Thickness:22.96 ft Anisotropy Ratio (Kz/Kr):0.1
WELL DATA (A-21-001-1b)
Initial Displacement:2.124 ft Static Water Column Height:22.96 ft
Total Well Penetration Depth:22.96 ft Screen Length:22.96 ft
Casing Radius:0.167 ft Well Radius:0.417 ft
Gravel Pack Porosity:0.2
SOLUTION
Aquifer Model:Unconfined Solution Method:Bouwer-Rice
K =0.003 cm/sec y0 =1.35 ft
0.1.2.3.4.5.
10-2
10-1
100
Time (min)
No
r
m
a
l
i
z
e
d
H
e
a
d
(
f
t
/
f
t
)
BAY BRIDGE PUMP STATION AND FORCE MAIN
PROJECT INFORMATION
Company: AECOM
Client: OC San
Project: 60558550
Location: Newport Beach, CA
Test Well: A-21-001
Test Date: 03/31/2021
AQUIFER DATA
Saturated Thickness:23.24 ft Anisotropy Ratio (Kz/Kr):0.1
WELL DATA (A-21-001-2b)
Initial Displacement:2.084 ft Static Water Column Height:23.24 ft
Total Well Penetration Depth:23.24 ft Screen Length:23.24 ft
Casing Radius:0.167 ft Well Radius:0.417 ft
Gravel Pack Porosity:0.2
SOLUTION
Aquifer Model:Unconfined Solution Method:Bouwer-Rice
K =0.0034 cm/sec y0 =1.3 ft
0.1.2.3.4.5.
10-2
10-1
100
Time (min)
No
r
m
a
l
i
z
e
d
H
e
a
d
(
f
t
/
f
t
)
BAY BRIDGE PUMP STATION AND FORCE MAIN
PROJECT INFORMATION
Company: AECOM
Client: OC San
Project: 60558550
Location: Newport Beach, CA
Test Well: A-21-001
Test Date: 03/31/2021
AQUIFER DATA
Saturated Thickness:23.4 ft Anisotropy Ratio (Kz/Kr):0.1
WELL DATA (A-21-001-3b)
Initial Displacement:1.909 ft Static Water Column Height:23.4 ft
Total Well Penetration Depth:23.4 ft Screen Length:23.4 ft
Casing Radius:0.167 ft Well Radius:0.417 ft
Gravel Pack Porosity:0.2
SOLUTION
Aquifer Model:Unconfined Solution Method:Bouwer-Rice
K =0.0033 cm/sec y0 =1.1 ft
Appendix E
Kinnetic Laboratories, Inc. – Sampling and Analysis Report (2021)
SAMPLING AND ANALYSIS PLAN REPORT
DREDGE MATERIAL EVALUATION
NEWPORT BAY BRIDGE PUMP STATION AND FORCE MAINS
REPLACEMENT PROJECT
Prepared for:
ORANGE COUNTY SANITATION DISTRICT
0844 ELLIS AVENUE, FOUNTAIN VALLEY, CA 92708
and
AECOM Technical Services
999 TOWN AND COUNTRY ROAD
ORANGE, CA 92868
ARCADIS U.S., INC.
445 S. FIGUEROA STREET, SUITE 3650
LOS ANGELES, CA, 90071
Prepared by:
KINNETIC LABORATORIES INC.
10377 LOS ALAMITOS BLVD
LOS ALAMITOS, CA 90720
July 2021