Final_Geotechnical_Data_Rpt_PART_1_(Submitted_10-12-18).pdf

17800 Newhope Street, Suite B, Fountain Valley, California 92708. Tel: (714) 751-3826 Fax: (714) 751-3928

Earth Mechanics, Inc.

Geotechnical & Earthquake Engineering

October 12, 2018

EMI Project No. 17-111

Moffatt & Nichol

1660 Hotel Circle North, Suite 500

San Diego, CA 92108

Attention: Mr. Alan Alcorn P.E.

Project Manager

Subject: Final Geotechnical Data Report

FY19 MCON Project P-224 Causeway, Boat Channel and Turning Basin &

FY20 MCON Project P-226 Ammunition Pier, Seal Beach, California

Dear Mr. Alcorn:

Attached please find the Final Geotechnical Data Report for the subject project. This report includes the available geotechnical data and details of the site-specific geotechnical field investigation and laboratory testing completed for the subject project.

We appreciate the opportunity to work with you on this project. If you have any questions, please do not hesitate to call us.

Sincerely, EARTH MECHANICS, INC.

Amin Rahmani, Ph.D., PE 88621

Senior Staff Engineer

Michael Hoshiyama, CEG 2599

Senior Staff Geologist

(Raj) S. Varatharaj, G.E. 2787

Senior Engineer

Arul K. Arulmoli, Ph.D., GE 2090

Project Manager

FINAL GEOTECHNICAL DATA REPORT

FY19 MCON PROJECT P-224 CAUSEWAY, BOAT CHANNEL, AND TURNING BASIN

& FY20 MCON PROJECT P-226 AMMUNITION PIER

NAVAL WEAPON STATION, SEAL BEACH, CALIFORNIA

Prepared for:

Moffatt & Nichol

1660 Hotel Circle North, Suite 500

San Diego, CA 92108

Prepared By:

17800 Newhope Street, Suite B

Fountain Valley, California 92708

EMI Project No. 17-111

October 12, 2018 i

TABLE OF CONTENTS

Section Page

1.0 INTRODUCTION

1.1 Purpose

1.2 Project Description

1.3 Scope of Work

2.0 AVAILABLE SUBSURFACE DATA

2.1 Overwater Investigation

2.2 Landside Investigation

3.0 SITE-SPECIFIC FIELD INVESTIGATIONS AND LABORATORY TESTING

3.1 Site-Specific Geotechnical Field Investigations

3.1.1 Soil Borings

3.1.2 CPT Soundings

3.1.3 Infiltration Test Wells

3.2 Site-Specific Sediment Characterization Investigations

3.3 Laboratory Testing

4.0 LIMITATIONS

5.0 REFERENCES

LIST OF TABLES

Table 2-1. Available Soil Boring Details

Table 2-2. Available CPT Sounding Details Table 3-1. Site-Specific Soil Boring Details – Phase I

Table 3-2. Site-Specific Soil Boring Details – Phase II Table 3-3. Site-Specific CPT Sounding Details Phase I Table 3-4. Site-Specific CPT Sounding Details Phase II

Table 3-5. Percolation Test Well Information Table 3-6. Site Specific Sediment Characterization Investigation Details

LIST OF FIGURES

Figure 1-1 Site Location Map Figure 1-2 Proposed Improvements of P-224 Causeway, Boat Channel, and Turning Basin project Figure 1-3 Proposed Improvements of P-226 Ammunition Pier project Figure 2-1. Available Exploration Location Map Figure 3-1. Site-Specific Exploration Location Map Figure 3-2. Schematic Diagram of Typical Test Well ii

APPENDICES

Appendix A Available Subsurface Data from Preliminary Investigations by Group Delta

Consultants, Inc. (GDC)

Appendix B Logs of Borings/CPT Soundings from Site-Specific Investigation by Earth

Mechanics, Inc. (EMI)

Appendix C Results of Laboratory Testing on Selected Soil Samples from Site-Specific

Investigation

Appendix D Drill Rig Hammer Efficiency Energy Reports

Appendix E As-Built Drawings of Wharf 311

1.0 INTRODUCTION

1.1 PURPOSE

This report presents the available data from preliminary geotechnical investigations and the data collected from the recent site-specific landside and overwater geotechnical investigations performed by Earth Mechanics, Inc. (EMI) in the vicinity of the proposed P-224 Causeway, Boat

Channel, and Turning Basin and P-226 Ammunition Pier located at the Naval Weapons Station, Seal Beach, California. The objective of this report is to collect and summarize geotechnical subsurface data which will be used for the wharf and related improvements design. This work was performed under a subcontract with Moffatt & Nichol (M&N).

1.2 PROJECT DESCRIPTION

The proposed Ammunition Wharf and Turning Basin project will be constructed as two different projects called P-224 Causeway, Boat Channel, and Turning Basin and P-226 Ammunition Pier.

The proposed P-224 project elements (see Figure 1-2) include dredging a large area for turning basin including a portion of West Mole, and constructing a causeway (approximately 930 ft long), a public boat navigation channel, a breakwater near the south end of proposed pier and mooring dolphins at the east and west ends of the existing wharf 311.

P-226 project elements (see Figure 1-3) include ammunition pier supported on prestressed concrete piles (approximately 1,095 ft long and 125 ft wide), mooring dolphins at both ends of the pier, fender system for loading and offloading operations of ammunition, truck turnaround area, small single story pier office building, restroom and charging buildings along the East Mole roadway. Based on the information provided by the designers, the design mudline elevation at the face of the proposed pier is -39 ft Mean Lower Low Water (MLLW).

The project also includes construction of two mooring dolphins at the east and west ends of the existing wharf 311. The selected as-built drawings for Wharf 311 are included in Appendix E for ease of reference.

1.3 SCOPE OF WORK

EMI’s scope of work, as part of data collection, for this project is as follows:

Collect and review available geotechnical information and prepare a site-specific field investigation program.

Provide necessary input to obtain permits from various agencies and authorities.

Perform site-specific landside cone penetration test (CPT) Soundings and landside borings and collect soil samples.

Perform laboratory tests on selected soil samples.

Prepare this data report documenting available data and results of the site-specific field investigation and laboratory testing.

Project Location Map

Figure 1-1

P-224 CAUSEWAY, BOAT CHANNEL, AND TURNING

BASIN & P-226 AMMUNITION PIER

Project No. 17-111 Date: 10-11-2018

SITE

N

Geotechnical and Earthquake Engineering

P-224 CAUSEWAY, BOAT CHANNEL, AND TURNING BASIN

NAVAL WEAPON STATION, SEAL BEACH, CALIFORNIA

Date: 10-11-2018EMI Project Number: 17-111

Proposed Improvements - Project P-224

Figure 1-2

Geotechnical and Earthquake Engineering

P-226 AMMUNITION PIER

NAVAL WEAPON STATION, SEAL BEACH, CALIFORNIA

Date: 10-11-2018EMI Project Number: 17-111

Proposed Improvements - Project P-226

Figure 1-3

2.0 AVAILABLE SUBSURFACE DATA

Available subsurface information in the vicinity of the project site was obtained from the geotechnical report prepared by Group Delta Consultants, Inc. (GDC, 2017) for the P-226

Ammunition Pier project. GDC performed a preliminary geotechnical investigation for the P-226

Ammunition Pier project consisting of both landside and overwater investigations as well as landside site investigation at the location of wharf 311. The details of the available investigations and subsurface data are discussed here in the following sections.

The available soil boring details such as the borehole number, date drilled, approximate ground/mudline elevation and total depth of the borings are summarized in Table 2-1. Similar information for available CPT soundings is summarized in Table 2-2. Approximate locations of available borings and CPT soundings are shown in Figure 2-1 and logs of borings along with laboratory test results are provided in Appendix A. In addition to the borings and CPT soundings, a seismic survey also was performed by Southwest Geophysics, Inc. and the report summarizing the seismic survey details is also included in Appendix A.

2.1 OVERWATER INVESTIGATION

Overwater investigations were performed between December 20, 2016 and January 4, 2017 from the Quin Delta drill ship, a self-propelled ocean-going vessel with a shallow draft of five feet owned and operated by Gregg Drilling & Testing (GDT). Overwater investigations consisted of six rotary wash borings (OB-1 to OB-6), fourteen CPT soundings (CPT-1 to CPT-14) and six vibracore borings (VC-1 to VC-6). The depths of these explorations ranged between approximately 6.5 ft and 101 ft below mudline. GDC report did not contain the boring logs for vibracore core borings; however, it included laboratory test results from the vibracore samples, which are included in Appendix A.

Rotary Wash Borings: Six inch diameter rotary wash borings were drilled using a Mobile B-80 drill rig mounted on deck of the Quin Delta drill ship. Disturbed soil samples were collected from the borings using a 2-inch outside diameter Standard Penetration Test (SPT) sampler. Less disturbed samples were collected using a 3-inch outside diameter ring lined sampler (a modified

California sampler). An automatic trip hammer with 140 lb weight and 30 inch drop was used to drive these samplers.

CPT Soundings: The CPT soundings were performed using a 15 cm cone in general accordance with ASTM D5778 (ASTM, 2017a). Integrated electronic circuitry was used to measure the tip resistance (Qc) and skin friction (Fs) at 2.5 cm (1 inch) intervals while the CPT was advanced into the soil with hydraulic down pressure. A piezometer located behind the cone tip measured transient pore pressure (u).

2.2 LANDSIDE INVESTIGATION

Between December 21, 2016 and January 5, 2017 six rotary wash borings and five CPT soundings were performed by GDT on the landside under the supervision of GDC. Depths of these explorations ranged between 65 ft and 101 ft below ground.

Rotary Wash Borings: Four inch diameter rotary wash borings were performed from a truck mounted Versa Drill V100 drill rig. Disturbed soil samples were collected from the borings using a 2-inch outside diameter Standard Penetration Test (SPT) sampler. Less disturbed samples were collected using a 3-inch outside diameter ring lined sampler (a modified California sampler). An automatic trip hammer with 140 lb weight and 30 inch drop was used to drive these samplers.

CPT Soundings: The landside CPT soundings were advanced from a 30-ton rig using the similar cone assembly that was used in overwater CPT soundings. In addition to basic CPT data, at the locations of LCPT-2 and LCPT-3, shear wave velocity measurements were taken at 5-foot depth intervals using an air actuated hammer located inside the front jack of the rig.

A rotary soil boring was performed at Wharf 311 on July 16, 2014. Samples methods similar to mentioned above were collected. In addition to soil boring, CPT soundings were performed at 6 locations at Wharf 311. The boring log, CPT data, and the laboratory test results are presented in

Appendix A.

Table 2-1. Available Soil Boring Details

Boring Date Drilled

Approx.

Ground/Mudline

El. (MLLW) (Feet)

Approx. Depth

Below

Ground/Mudline

(Feet)

Remarks

OB-1 12/27/2016 -40 65.8

Overwater borings drilled using

Mobile B-80

OB-2 12/29/2016 -39 76.5

OB-3 12/28/2017 -31 66.5

OB-4 01/03/2017 -43 100.8

OB-5 01/04/2017 -28 65.9

OB-6 12/20/2016 -29 100.7

LB-1

12/27/2016 &

12/28/2016 +11 100.8

Landside borings drilled using

Versa Drill

V100

LB-2 01/03/2017 +11 100.8

LB-3 01/04/2017 +13 101.2

LB-4 01/05/2017 +15 90.2

LB-5 12/30/2016 +15 101.5

LB-6 12/28/2016 +12 100.8

Boring

No. 1 07/26/2014 +11 101.5

Table 2-2. Available CPT Sounding Details

CPT

Sounding

Date

Performed

Approx.

Ground/Mudline

El. (MLLW)

(Feet)

Approx. Depth

Below

Ground/Mudline

(Feet)

Remarks

CPT-1 12/30/2016 -39 18.4

Overwater CPT

Soundings

CPT-2 12/30/2016 -39 19.0

CPT-3 12/31/2016 -39 21.9

CPT-4 12/30/2016 -39 16.9

CPT-5 12/31/2016 -29 9.2

CPT-6 12/31/2016 -23 12.4

CPT-7 12/30/2016 -39 6.6

CPT-8 01/02/2017 -7 23.6

CPT-9 12/31/2016 -25 6.6

CPT-10 01/02/2017 -10 27.1

CPT-11 12/31/2016 -26 8.3

CPT-12 12/30/2016 -26 7.1

CPT-13 12/31/2016 -23 12.3

CPT-14 01/02/2017 -23 33.4

LCPT-1 12/21/2016 +11 65.3

Landside CPT

Soundings

LCPT-2 12/21/2016 +11 92.0

LCPT-3 12/21/2016 +16 96.1

LCPT-4 12/22/2016 +12 65.1

LCPT-5 12/22/2016 +11 65.3

CPT-1 07/26/2014 +11 87

CPT-2* 07/26/2014 +11 13

CPT-3 07/26/2014 +11 86

CPT-4* 07/26/2014 +11 14

CPT-5 07/26/2014 +11 44

CPT-6* 07/26/2014 +11 15

* CPTs 2, 4 and 6 were not shown in Figure 2-1 since they hit shallow refusal.

LB-4

LB-5

OB-1

OB-2

OB-3

OB-4

OB-5

OB-6

LCPT-1

LCPT-2

LCPT-5

CPT-1

CPT-2

CPT-3

CPT-4

CPT-5

CPT-6

CPT-7

CPT-8

CPT-9

CPT-10

CPT-11

CPT-12

CPT-13

400 200 0 400 Feet

SCALE

LEGEND

Earth Mechanics, Inc.

Geotechnical and Earthquake Engineering

FY19 MCON PROJECT P-224 CAUSEWAY, BOAT CHANNEL, AND TURNING BASIN & FY20

MCON PROJECT P-226 AMMUNITION PIER

Date: 10-11-2018EMI Project Number: 17-111

Locations of Overland and Overwater Investigations by EMI

Figure 2-1

3.0 SITE-SPECIFIC FIELD INVESTIGATIONS AND LABORATORY TESTING

3.1 SITE-SPECIFIC GEOTECHNICAL FIELD INVESTIGATIONS

After reviewing the available geotechnical information, a site-specific geotechnical investigation program was planned and performed by EMI to supplement the available data. The site-specific investigation consisted of four rotary wash borings, four CPT soundings on landside and two percolation test wells on landside. All necessary permits and clearances to perform the geotechnical investigations were provided by Naval Facilities Engineering Command

(NAVFAC) Southwest.

GDT performed both soil borings and CPT soundings under a subcontract with EMI. During the boring operations an EMI representative observed the drilling operations, logged the borehole, visually classified the soil samples, and collected soil samples for laboratory testing. After completion of each boring the boreholes were backfilled with cement bentonite grout and the ground surface was restored to its original condition.

The site-specific soil boring details such as borehole number, date drilled, approximate easting and northing, approximate ground/mudline elevation and total depth of the borings are summarized in Table 3-1. Similar information for site-specific CPT soundings is summarized in

Table 3-2. Approximate locations of Borings and CPT soundings are shown in Figure 3-1. The boring/CPT sounding locations (northings, eastings and elevations) were either surveyed by

NAVFAC and provided in California State Plane Zone 6 coordinates or located using GPS coordinates which were in turn converted to California State Plane Zone 6 coordinates. Logs of

Borings and CPT soundings are provided in Appendix B.

3.1.1 SOIL BORINGS

3.1.1.1 PHASE I

Four rotary wash borings were drilled on landside from October 2, 2017 through October 6, 2017 using a truck mounted Versa Drill V100 rig. Depths of these borings ranged between 30 ft and

100 ft below ground. Soil samples were collected generally at 5 feet vertical intervals or if there is change in soil type by means of split-spoon drive samplers. Split-spoon drive samplers, SPT sampler and the MCD sampler, were used to collect disturbed and relatively undisturbed samples, respectively. The MCD is a split-barrel sampler with a tapered cutting tip and lined with a series of 1 inch tall brass rings. The SPT sampler (1.4 inch ID) and MCD sampler (2.4 inch ID, 3.0 inch OD) were driven using a 140 pound hammer falling 30 inches down a total depth of 18 inches or until refusal. The number of blows for the final 12 inches (or less, in case of refusal) of driving was recorded on the boring logs.

From Gregg’s past energy measurement during the preliminary investigations on the automatic hammer, a hammer energy efficiency value of 88% is considered appropriate. Hammer energy measurement report is included in Appendix D.

3.1.1.2 PHASE II

As part of a second phase of drilling, an overwater investigation was performed between August

27, 2018 and September 7, 2018 from the Quin Delta drill ship. The overwater investigation consisted of six rotary wash borings (18OB-1 to 18OB-6). The depths of these explorations ranged between approximately 17.5 ft and 102.5 ft below mudline. The additional investigation phase also included landside drilling conducted between August 27, 2018 and September 8, 2018 which included two rotary wash borings (18LB-1 to 18LB-2) at the location of wharf 311, and six hollow stem auger borings (18PC-1 to 18PC-6) were performed by GDT on the landside along Anaheim Bay Road under the supervision of EMI. Depths of these explorations ranged between 2.5 ft and 121.5 ft below ground.

Four inch diameter rotary wash borings were performed from a truck mounted D-20 Versa Drill

V100 drill rig for the landside borings while the overwater rotary wash borings were conducted using a Mobile B-80 drill rig mounted on deck of the Quin Delta drill ship. Disturbed soil samples were collected from the borings using a 3-inch outside diameter ring lined sampler (a modified California sampler). An automatic trip hammer with 140 lb weight and 30 inch drop was used to drive these samplers.

According to GDT’s past hammer energy measurements during the preliminary investigations on the automatic hammer, a hammer energy efficiency value of 84% is considered appropriate for the D-20 Versa drill rig, while a hammer efficiency value of 94.8% is considered appropriate for the Mobile B-80 drill rig. Hammer energy measurement report is included in Appendix D.

Eight inch diameter hollow stem auger borings were performed from truck mounted D13 and

D54 Marl drill rigs. All samples were collected using a 3-inch outside diameter ring lined sampler (a modified California sampler). An automatic trip hammer with 140 lb weight and 30 inch drop was used to drive these samplers. The six borings (18PC-1 to 18PC-6) were drilled for pavement sampling (10” diameter core) and shallow sampling (2.5ft to 11.5 ft deep) for pavement design purposes

The hammer energy measurements for the Marl drill rig automatic hammers were measured at

88% for both the D13 and D54 Marl drill rigs. Hammer energy measurement report is included in Appendix D.

3.1.2 CPT SOUNDINGS

3.1.2.1 PHASE I

Four CPT soundings were performed by GDT between October 4, 2017 and October 6, 2017 under subcontract with EMI. The CPT sounding was performed using standard truck-mounted integrated electronic cone system in general accordance with the testing procedure outlined in revised ASTM Standards D-5778 (ASTM, 2017a). The CPT soundings were conducted using a

20 ton capacity cone with a tip area of 2.33 in² and a friction sleeve area of 34.88 in². The cone is designed with an equal end area friction sleeve and a tip end area ratio of 0.80. The cone is continuously pushed into the soil at a standard rate while the cone tip resistance and sleeve friction resistance are recorded every 1.967 inches and stored in digital form. In addition to basic tip resistance and sleeve friction resistance measurements, during 17-C-1 testing, seismic wave measurements were also performed and the results are included in Appendix B. A specially designed all-wheel drive truck provides the required reaction weight for pushing the cone assembly and is also used to transport and house the test equipment.

3.1.2.2 PHASE II

An additional phase of landside CPT soundings was conducted on August 31, 2018 and

September 4, 2018 that included eight CPT soundings (18CPT-1 series and 18CPT-2 series) that were performed by GDT on the landside under the supervision of EMI. Depths of these explorations ranged between 40 ft and 106 ft below ground surface. The landside CPT soundings were advanced from a 25-ton rig and integrated electronic cone system in general accordance with the testing procedure outlined in revised ASTM Standards D-5778 (ASTM, 2017a). The

CPT soundings were conducted using a 20 ton capacity cone with a tip area of 2.33 in² and a friction sleeve area of 34.88 in². The cone is designed with an equal end area friction sleeve and a tip end area ratio of 0.80. Additional locations were drilled using a solid flight auger drill rig to locate rock dike within the upper 5 feet (18CPT-1EF, 18CPT-1F, and 18CPT-1FG). This included a total of three locations that were drilled until refusal to indicate the depth of the buried rock dike.

3.1.3 INFILTRATION TEST WELLS

Two infiltration wells were installed and percolation tests were performed. Wells were carefully drilled down to 5 ft deep and approximately the bottom 4 ft were backfilled with loosely poured commercial pea gravel with maximum size ¾” meeting ASTM C-33 (ASTM, 2017b). An open

4” diameter Schedule 40 PVC standpipe (ID=3.813”) was placed on the gravel section. At each well, up to about 30 gallons of imported clean water was introduced into the PVC pipes to pre-saturate the filter sand material and the surrounding soil in the vadose zone prior to conducting the well tests. Figure 3-2 shows a schematic diagram of typical test well.

Percolation tests were conducted in both wells after pre-saturating. One in-hole percolation test was conducted in each well in general accordance with the 1985 US Bureau of Reclamation method (USBR, 1985). A percolation test float device fitted with a needle valve was set on the gravel and attached to a ¼” diameter feed line connected to 55-gal water storage drums. During the percolation tests water was added to each well and the flow quantities were monitored over a four-hour period. Each test consisted of a series of water flow readings taken during a period of up to nearly 2 hours. The incremental flow rates were plotted over time to determine that the rate of infiltration had stabilized. After completion of the tests, the PVC pipe was retrieved and the borings were backfilled with soil cuttings and the ground surface was restored.

Details of percolation test wells, such as test date, eastings and northings and depth of test well are presented in Table 3-3 along with the estimated infiltration rates. Logs of infiltration test wells are provided in Appendix B.

Table 3-1. Site-Specific Soil Boring Details – Phase I

Boring Date Drilled

Approximate Coordinates

(feet) 1, 2

Drilling

Method

Approximate

Ground El.

(feet MLLW)

Approximate

Termination

Depth Below

Ground

(feet)

Northing Easting

17-B-1 10/02/2017 2,216,943 6,002,148

Rotary

Wash

+11

51.5

17-B-2 10/03/2017 2,215,338 6,001,539 +12 101.5

17-B-6 10/05/2017 2,214,624 6,002,410 +7 31.5

17-B-X 10/06/2017 2,215,832 6,000,188 +12 61.5

Notes:

California State Plane NAD 83 Coordinate system.

Coordinate are based on survey measurements by NAVFAC.

Table 3-2. Site-Specific Soil Boring Details – Phase II

Boring Date Drilled

Approximate Coordinates

Approximate

Ground/Mud line El.

(feet MLLW)

Approximate

Termination

Depth Below

Ground

(feet)

Northing Easting

18PC-1 8/30/18 2,216,981 6,002,195

Hollow

Stem

Auger

11.5

18PC-2 8/30/18 2,216,577 6,002,375 - 11.5

18PC-3 9/8/18 2,216,290 6,002,656 - 11.5

18PC-4 9/8/18 2,215,963 6,003,028 - 11.5

18PC-5 9/8/18 2,215,546 6,003,151 - 11.5

18PC-6 9/8/18 2,215,153 6,003,228 - 2.5

18OB-1 8/27/18 2,215,495.21 6,001,078.36

Rotary

Wash

(Over

Water)

-7.03 91.5

18OB-2 8/28/18 2,215,380.25 6,001,017.04 -10.2 102.5

18OB-3 8/29/18 2,215,173.06 6,000,764.74 -39.85 76.5

18OB-4 8/31/18 2,215,754.78 6,001,421.44 -41.6 91.5

18OB-5 9/5/18 2,214,896.36 6,000,564.40 -39.18 19

18OB-6 9/7/18 2,214,898.97 6,000,579.51 -39.6 17.5

18LB-1 9/5/18-9/6/18 2,216,686.50 6,000,384 Rotary

Wash

(Landside)

+11 121.5

18LB-2 9/6/18-9/7/18 2,216,067.62 6,001,385.94 +11 121.5

Notes:

California State Plane NAD 83 Coordinate system.

Coordinate are based on survey measurements by NAVFAC.

Table 3-3. Site-Specific CPT Sounding Details Phase I

Sounding

Date

Performed

Approximate Coordinates

Measurement

Type

Approximate

Ground El.

(feet MLLW)

Approximate

Termination

Depth Below

Ground

(feet)

Northing Easting

17-C-1 &

17-C-1A 10/05/2017 2,215,555 6,001,175

Basic +

Shear Wave

Velocity

+12 95.1

17-C-6 10/04/2017 2,214,569 6,002,333 Basic +7 40.8

17-C-X 10/06/2017 2,215,855 6,000,144 Basic +12 63.3

17-C-Y 10/06/2017 2,217,318 6,000,249 Basic +12 65.3

Notes:

California State Plane NAD 83 Coordinate system.

Table 3-4. Site-Specific CPT Sounding Details Phase II

Sounding

Date

Performe d

Approximate Coordinates

Measurement

Type

Approximate

Ground El.

(feet MLLW)

Approximate

Termination

Depth Below

Ground

(feet)

Northing Easting

18CPT-1B 8/31/18 2,216,667.7 6,001,376.64 Basic +10 60

18CPT-1C 8/31/18 2,216,661.9 6,001,371.77 Basic +10 106

18CPT-1DE2 8/31/18 2,216,654.1 6,001,363.57 Basic +10 60

18CPT-1E 8/31/18 2,216,650.5 6,001,362.03 Basic +10 39.9

18CPT-1EF 8/31/18 2,216,647.5 6,001,359.86

Solid Flight

Auger +10 3.5

18CPT-1F 8/31/18 2,216,644.5 6,001,358.01

Solid Flight

Auger +10 3

18CPT-1FG 8/31/18 2,216,641.1 6,001,355.89

Solid Flight

Auger +10 3

18CPT-2B 9/4/18 2,216,063.4 6,002,250.2 Basic +11 89.9

18CPT-2C 9/4/18 2,216,057.3 6,002,245.816 Basic +11 60

18CPT-2CD 9/4/18 2,216,054.2 6,002,243.710 Basic +11 60

18CPT-2DE 9/4/18 2,216,048.7 6,002,238.550 Basic +11 20

Notes:

California State Plane NAD 83 Coordinate system.

3 Encountered refusal due to potential presence of rock.

Table 3-5. Percolation Test Well Information

Well

No Date Tested

Approx.

Coordinates (feet) 1, 2

Approx.

Grade El.

(ft MLLW)

Total Well

Depth Below

Grade (feet)

Approx.

Gravel

Backfill

Height (feet)

Infiltration

Rate

(inch/hr) Northing Easting

17-P-1 10/03/2017 2,215,199 6,001,779 +12 5 4 0.36

17-P-2 10/04/2017 2,215,508 6,003,018 +12 5 4 0.33

Notes:

California State Plane NAD 83 Coordinate system.

3.2 SITE-SPECIFIC SEDIMENT CHARACTERIZATION INVESTIGATIONS

As part of the sediment characterization and quality study by Kinnetic Laboratories, Inc. (KLI), a field investigation consisting of overwater and landside borings was conducted between August

27, 2018 and September 8, 2018. The overwater drilling included soil borings that were conducted from the Quin Delta drill ship, a self-propelled ocean-going vessel with a shallow draft of five feet owned and operated by Gregg Drilling & Testing (GDT) and vibracore borings that were conducted from a small boat/vessel owned and operated by KLI. The overwater investigation consisted of fourteen rotary wash borings (3A-01 to 3A-06 and 13-05 to 13-07) and twenty-six vibracore borings (18-DMMU-14A series, 18-DMMU-4A series, 18-DMMU-5A series, 18-DMMU-6A series and 18-DMMU-7A series) located within the areas around the East and West Moles within the Anaheim Bay. The four inch diameter rotary wash borings were performed using a Mobile B-80 drill rig mounted on deck of the Quin Delta drill ship to depths ranging between 16.5 feet and 36 feet below existing mudline. Soil samples were collected continuously (every 1.5 feet) from the borings using a 3-inch outside diameter sampler (a modified California sampler). An automatic trip hammer with 140 lb weight and 30 inch drop was used to drive these samplers. The twenty six vibracore borings were conducted using 4-inch diameter core barrels to sample continuous soil cores using an electrically powered Vibracore head. The operation was deployed from the back of a small boat and took samples ranging between 5 and 18 feet below the existing mudline.

The landside investigation was conducted in conjunction with the overwater investigation along the West Mole land strip area. The landside investigation consisted of a total of six hollow stem auger borings ranging in depth between 40 feet and 54.5 feet below existing grade The eight inch diameter hollow stem auger borings (9-01 to 9-06) were performed from truck mounted D13 and

D54 Marl drill rigs. Samples were collected continuously (every 1.5 to 2 feet) using a 3-inch outside diameter sampler (a modified California sampler). A downhole hammer was used to drive the sampler.

Samples were logged, photo documented and collected by KLI for soil quality testing. After

KLI collected their samples, EMI took small samples for soil classification testing as well.

Details of sediment characterization borings are presented in Table 3-6. Logs of sediment characterization borings are provided in Appendix B.

Table 3-6. SITE SPECIFIC SEDIMENT CHARACTERIZATION INVESTIGATION

DETAILS

Boring Date

Drilled

Approx.

Coordinates (feet)

Approximate

Ground/Mud line El.

(feet MLLW)

Approximate

Termination

Depth Below

Ground

(feet)

Northing Northing

3A-01 8/30/18 2,215,740.22 5,999,750.71

Rotary Wash

(Over Water)

-6.2

16.5

3A-02 8/30/18 2,215,674.21 5,999,891.21 -7.6 33.5

3A-03 9/4/18 2,215,669.31 6,000,026.14 -7.2 35

3A-04 9/4/18 2,215,648.95 6,000,136.51 -5.44 36

3A-05 9/5/18 2,215,623.46 6,000,245.87 -6.57 36

3A-06 9/5/18 2,215,625.27 6,000,354.55 -10.1 33

13-05 9/5/18 2,215,500.59 6,001,013.16 -14.8 27.5

13-06 9/6/18 2,215,417.38 6,000,981.40 -12.7 25.5

13-07 9/7/18 2,215,458.07 6,000,993.61 -14.8 25.5

9-01 9/7/18 2,215,975.75 5,999,913.95

Hollow Stem

Auger

(Landside)

+12 40

9-02 9/6/18 2,215,934.13 5,999,980.79 +10.5 52.5

9-03 9/6/18 2,215,850.73 6000122.90 +10.5 52.5

9-04 9/5/18 2,215,792.4 6,000,287.09 +12.5 54.5

9-05 9/4/18 2215827.19 6,000,378.93 +11.5 53.5

9-06 8/31/18 2,215,865.56 6,000,427.25 +11.5 54

18-DMMU-

14A-01 9/7/18 2,215,699 6,001,260

Vibracore

Borings

(Over Water)

-32.5 8.5

18-DMMU-

14A-02 9/7/18 2,215,712 6,001,100 -31.3 9.7

18-DMMU-

14A-03 9/7/18 2,215,632 6,001,005 -31.2 9.8

18-DMMU-

14A-04 9/7/18 2,215,502 6,000,936 -34.8 6.2

18-DMMU-

14A-05 9/6/18 2,215,442 6,000,901 -32.5 8.5

18-DMMU-

14A-06 9/6/18 2,215,322 6,000,831 -34.4 6.6

18-DMMU-

4A-01 9/4/18 2,215,616 5,999,654 -13.3 5.7

18-DMMU-

4A-02 9/4/18 2,215,528 5,999,737 -35.6 5.4

18-DMMU-

4A-03 9/4/18 2,215,509 5,999,981 -31.9 9.1

18-DMMU-

4A-04 9/4/18 2,215,515 6,000,218 -22 18

Boring Date

Drilled

Approx.

Coordinates (feet)

Approximate

Ground/Mud line El.

(feet MLLW)

Approximate

Termination

Depth Below

Ground

(feet)

Northing Northing

18-DMMU-

4A-05 9/4/18 2,215,583 6,000,396 -25.2 14.5

18-DMMU-

5A-01 9/5/18 2,215,722 6,000,509 -28 11.6

18-DMMU-

5A-02 9/5/18 2,215,862 6,000,604 -30.2 8.7

18-DMMU-

5A-03 9/6/18 2,216,023 6,000,658 -28.9 10.5

18-DMMU-

5A-04 9/5/18 2,216,146 6,000,558 -29.5 11.1

18-DMMU-

5A-05 9/6/18 2,216,056 6,000,472 -27.1 10.3

18-DMMU-

6A-01 9/5/18 2,216,157 6,000,474 -26.1 4.5

18-DMMU-

6A-02 9/5/18 2,216,084 6,000,076 -23.7 12.5

18-DMMU-

6A-03 9/5/18 2,216,032 6,000,151 -23.8 15.7

18-DMMU-

6A-04 9/6/18 2,215,983 6,000,277 -29 11.4

18-DMMU-

6A-05 9/6/18 2,216,048 6,000,388 -34.6 6.4

18-DMMU-

7A-01 9/6/18 2,216,275 6,000,088 -35.4 5.6

18-DMMU-

7A-02 9/6/18 2,216,455 6,000,209 -35 6

18-DMMU-

7A-03 9/6/18 2,216,534 6,000,303 -35 6

18-DMMU-

7A-04 9/6/18 2,216,150 6,000,305 -35.5 5.5

18-DMMU-

7A-05 9/6/18 2,216,341 6,000,384 -35.5 5.5

Notes:

1 California State Plane NAD 83 Coordinate system.

3.3 LABORATORY TESTING

The laboratory tests were conducted by EMI Laboratory, AP Engineering and Testing, Inc., and

EGLAB, Inc. on selected soil samples in general accordance with American Society for Testing and Materials (ASTM, 2017a) standards or California Test Methods. Following laboratory tests were conducted to determine relevant physical and engineering characteristics and classification properties on selected soil samples:

Visual Soil Classification (ASTM D2488)

In-Situ Moisture and Density (ASTM D2937, ASTM D2216)

No. 200 Wash (ASTM D-1140)

Sieve Analysis (ASTM D422)

Atterberg Limits (ASTM D4318)

Direct Shear Test (ASTM D3080)

Unconsolidated Undrained Triaxial (ASTM D2850)

R-Value Testing (ASTM D2844)

The information obtained from first five tests is used for soil type identification. Unconsolidated undrained triaxial tests are performed to obtain the behavior of the in-situ soil under loading conditions. R-value tests are used to evaluate the subgrade soil conditions for pavement design purposes.

The distribution of laboratory tests, in-situ moisture content, and dry density test results are noted on the boring logs provided in Appendix B. All other test results are provided in Appendix C.

400 200 0 400 Feet

SCALE

LEGEND

17-B-1

17-B-6

17-B-X

17-C-Y

17-C-6

9-02 9-01

3A-02 3A-03 3A-04

3A-05 3A-06

18OB-5

3A-01

18OB-6

18OB-3

18OB-2

18OB-1

18OB-4

13-05

13-06

13-07 Overland Boring (2018)18LB-1

Pavement Boring (2018)18PC-1

Overland Sediment Characterization Boring (2018)

Overwater Sediment Characterization Boring (2018)

Overland Cone Penetration Test (2018)18CPT-1

9-01

18OB-1

3A-01, 13-05

Overwater Boring (2018)

18PC-1

18PC-3

18PC-4

18PC-6

18PC-5

18DMMU-4A-01

-5-01

-6A-01 -7A-01

-14-01

Vibracore (2018)

4A-01

4A-02 4A-03 4A-04 4A-05

5-01

5-02

5-03

5-04

5-05

6A-01

6A-02

6A-03 6A-04

6A-05

7A-01

7A-02

7A-03

7A-04

7A-05

14-0114-02

14-03

14-04

14-05

14-06

18CPT-2B, -2C,

-2CD, -2DE

Earth Mechanics, Inc.

Geotechnical and Earthquake Engineering

FY19 MCON PROJECT P-224 CAUSEWAY, BOAT CHANNEL, AND TURNING BASIN & FY20

MCON PROJECT P-226 AMMUNITION PIER

Date: 10-11-2018EMI Project Number: 17-111

Locations of Overland and Overwater Investigations by EMI

Figure 3-1

Water Table

4.5"

Water Reservoir

Float Device

Top of Gravel

Water Level

Bottom of Well

5.0'

1'

4"dia PVC Ground Level

4'

Project No: 17-111 Date : 10-11-2018

P-224 Causeway, Boat Channel, and Turning Basin & P-226 Ammunition Pier

Schematic Diagram of Typical Test Well Figure 3-2

Tu

4.0 LIMITATIONS

This data report has been prepared for the subject project in accordance with generally accepted geotechnical engineering practices common to the local area. No other warranty, expressed or implied, is made. The data contained in this report are based on the available information and site-specific field investigation and laboratory testing conducted on selected samples collected from the field investigation and is intended for use only for the project described. The results of the field investigation indicate subsurface conditions only at the specific locations and times, and only to the depths penetrated. They do not necessarily reflect strata variations that may exist between such locations.

5.0 REFERENCES

American Society for Testing and Materials (ASTM), 2017a, Annual Book of Standards, Soil and Rock, Vol. 04.08.

American Society for Testing and Materials (ASTM), 2017b, Annual Book of Standards, Concrete and Aggregates, Vol. 04.02.

Graham Anderson Probst & White, “Basic Map for Location of Wharf and Jetties, Anaheim Bay, Seal Beach, Ca.” dated 1944, and Various Record Drawings, 8 sheets, dated 1944 through 1956.

Group Delta Consultants, “Subsurface Investigation and Geotechnical Evaluation of Wharf 311, Seismic Performance Study, Naval Weapons Station (NWS) Seal Beach, Contract

N62473-13-D-3004, Proposed Task Order No. x006, WO No. 1339017, September 15, 2014. Group Delta Consultants, Inc., 2017, “Geotechnical Investigation (Prefinal

Submittal), FY19 MCON Project P-224, NAVWPSTA Seal Beach, Ammunition Wharf and Truning Basin Technical Study, Contract No. N62473-13-D-3004, Work Order No.

203035, Seal Beach, California,” February 6.

U.S. Bureau of Reclamation (USBR), 1985, Groundwater Manual, US Dept. of the Interior, US

Government Printing Office, Denver, CO.U.S. Department of the Navy, Bureau of Yards and Docks, Southwest Division (1944), “Dredging, Jetties and Revetment Plans, and

Details, US Navy Magazine and Net Depot, Anaheim Bay, CA”, Drawing No. 313905, Sheet 1 of 4 February 21, 1944.

U.S. Department of the Navy, Bureau of Yards and Docks, Southwest Division (1944), “Harbor

Improvements, Stonework, - Inner Jetties”, US Navy Weapons Station, Seal Beach, CA”, Drawing No. 1027542, July 22, 1965.

APPENDIX A

AVAILABLE SUBSURFACE DATA FROM PRELIMINARY INVESTIGATIONS BY

GROUP DELTA CONSULTANTS, INC. (GDC)

Project No. SD515

NAVWPNSTA Seal Beach Study COWI Marine North America

BORING RECORD LEGEND #1

HOLE IDENTIFICATION

Holes are identified using the following convention:

H – YY – NNN

Where:

H: Hole Type Code

YY: 2-digit year

NNN: 3-digit number (001-999)

SOIL IDENTIFICATION AND

DESCRIPTION SEQUENCE

Describe the soil using descriptive terms in the order shown

Minimum Required Sequence:

USCS Group Name (Group Symbol); Consistency or Density; Color; Moisture; Percent or Proportion of Soil;

Particle Size; Plasticity (optional).

= optional for non-Caltrans projects

Where applicable:

Cementation; % cobbles & boulders;

Description of cobbles & boulders;

Consistency field test result

Description Sequence Examples:

SANDY lean CLAY (CL); very stiff;

yellowish brown; moist; mostly fines;

some SAND, from fine to medium; few gravels; medium plasticity; PP=2.75.

Well-graded SAND with SILT and GRAVEL and COBBLES (SW-SM);

dense; brown; moist; mostly SAND, from fine to coarse; some fine GRAVEL;

few fines; weak cementation; 10% GRANITE COBBLES; 3 to 6 inches;

hard; subrounded.

Clayey SAND (SC); medium dense, light brown; wet; mostly fine sand,; little fines; low plasticity.

REFERENCE: Caltrans Soil and Rock Logging, Classification, and Presentation Manual (2010).

COWI Marine North America

BORING RECORD LEGEND #2

REFERENCE: Caltrans Soil and Rock Logging, Classification, and Presentation Manual (2010).

(2.4” ID, 3” OD)

(after drilling, date)

COWI Marine North America

BORING RECORD LEGEND #3

REFERENCE: Caltrans Soil and Rock Logging, Classification, and Presentation Manual (2010), with the exception of consistency of cohesive soils vs.

N60.

18.4

16.4

20.1

PAVEMENT: 2.5 Inches Asphalt Concrete, No Base.

FILL: Poorly-graded SAND (SP); light brown; moist;

mostly fine SAND; nonplastic; few shells; pieces of lean clay lumps; few fine to coarse gravel; angular.

Sandy SILT (ML) mixed with fat CLAY (CH) with GRAVEL; dense, moist; mostly fines; little fine SAND;

low plasticitity. Fat CLAY; high plasticity.

Poorly-graded SAND (SP); medium dense; light brown;

moist; mostly fine to medium SAND; nonplastic; few pieces of lean CLAY and shells.

34% FINES

BEACH DEPOSITS: Silty SAND (SM); medium dense, brownish-gray, wet; mostly fine SAND; some fines; nonplastic; few to little fine to coarse GRAVEL.

27% FINES

(Rocks and shells (sluff) in sampler). Shoe has sandy SILT with GRAVEL (ML); medium dense, gray, wet;

mostly fines; little fine SAND; low plasticity; little GRAVEL and shells.

No recovery.

Poorly-graded SAND with SILT (SP-SM); medium dense; dark gray; wet; mostly fine SAND; few fines;

nonplastic; slight odor.

Rock; dark gray.

PARALIC ESTUARINE DEPOSITS: Poorly-graded SAND with GRAVEL (SP); medium dense; light brown (top 3") to dark gray (bottom 3" with GRAVEL); wet;

mostly fine to medium SAND; little coarse GRAVEL;

nonplastic.

B-1

S-2-2 S-2-1

R-3-1 R-3-2

S-4

R-5

S-6

R-7

S-8

S-9

R-10

S-11

BORING DIA. (in)

SD515

ETR ~ 88%, N60 ~ 88/60 * N ~ 1.47 * N

DRILLING COMPANY

12/27/2016

PROJECT NUMBER

Seal Beach, California

SITE LOCATION

FIGURE

A-01 a

THIS SUMMARY APPLIES ONLY AT THE LOCATION

OF THIS BORING AND AT THE TIME OF DRILLING.

SUBSURFACE CONDITIONS MAY DIFFER AT OTHER

LOCATIONS AND MAY CHANGE AT THIS LOCATION

WITH THE PASSAGE OF TIME. THE DATA

PRESENTED IS A SIMPLIFICATION OF THE ACTUAL

CONDITIONS ENCOUNTERED.

SHEET NO.

GROUND ELEV (ft)

B

LO

W /F

T

N

9245 Activity Road, Suite 103

D R

Y D

E N

S

IT

Y (p cf

DRILLING METHOD

D E

P T

H fe et

11 8.0 / 3.0

TSL

P E

N E

T R

A T

IO

N

R E

S

IS

T A

N C

E (B

LO

W

S

I

N

O T

H E

R T

E S

T S

NOTES

Hammer: 140 lbs., Drop: 30 in. (Automatic)

TOTAL DEPTH (ft)

BORING

S A

M P

LE

T

Y P

E

100.83

N

G R

A P

H

IC

LO

G

LOGGED BY

DESCRIPTION AND CLASSIFICATION

PROJECT NAME

E

LE

V A

T

IO

N (f ee t)

BORING RECORD

DRILLING EQUIPMENT

12/28/2016

Versa Drill V100

SAMPLING METHOD

DEPTH/ELEV. GROUND WATER (ft)

Gregg Drilling Rotary Wash

D E

P T

H fe et

FINISH

S A

M P

LE

N

O

-5

-10

-15

LB-1

START

M O

IS

T

U R

E

MAF

NAVWPNSTA Seal Beach Ammunition Wharf

San Diego, CA 92126

CHECKED BY

GROUP DELTA CONSULTANTS, INC.

G D

C

L O

G

B O

R

IN

G

M M

X

S O

IL

S D

O N

S H

O R

E L

O G

S .G

P J

G D

C

LO

G .G

T

1/

/1

24.2

21.7

39.0

23.4

Lean CLAY (CL); very stiff; medium brown; moist;

mostly fines; medium plasticity.

PP=2, 85% FINES. LL=42: PI=19

Clayey SAND (SC) grading to poorly-graded SAND with lean CLAY (SP-SC); dense; moderately brown, wet;

mostly fine to medium SAND; little fines; nonplastic.

PP=2½

Well-graded SAND (SW); very dense; light brown; wet;

mostly fine to coarse SAND; nonplastic; trace fine GRAVEL; sub-rounded.

Silty SAND (SM); medium dense; moderately brown;

wet; mostly fine SAND; little fines; nonplastic.

Poorly-graded SAND with SILT (SP-SM); very dense;

moderately brown, wet; mostly fine to medium SAND;

few fines; nonplastic.

Well-graded SAND (SW); medium dense, light brown, wet; mostly fine to coarse SAND; nonplastic.

Sandy lean CLAY with gravel (CL); medium stiff;

moderately brown, wet; mostly fines; little fine SAND;

nonplastic; few fine to coarse GRAVEL; sub-rounded.

Fat CLAY (CH); very stiff; brown, wet; mostly fines; high plasticity.

PP=3½. LL=55: PI=26

Poorly-graded SAND with SILT (SP-SM); very dense;

brown-gray with orange staining; wet; mostly fine to medium SAND; few fines; nonplastic.

R-12-1 R-12-2

S-13

R-14

S-15-1

S-15-2

R-16-1 R-16-2

S-17

BORING DIA. (in)

SD515

ETR ~ 88%, N60 ~ 88/60 * N ~ 1.47 * N

DRILLING COMPANY

12/27/2016

PROJECT NUMBER

Seal Beach, California

SITE LOCATION

FIGURE

A-01 b

THIS SUMMARY APPLIES ONLY AT THE LOCATION

OF THIS BORING AND AT THE TIME OF DRILLING.

SUBSURFACE CONDITIONS MAY DIFFER AT OTHER

LOCATIONS AND MAY CHANGE AT THIS LOCATION

WITH THE PASSAGE OF TIME. THE DATA

PRESENTED IS A SIMPLIFICATION OF THE ACTUAL

CONDITIONS ENCOUNTERED.

SHEET NO.

GROUND ELEV (ft)

B

LO

W /F

T

N

9245 Activity Road, Suite 103

D R

Y D

E N

S

IT

Y (p cf

DRILLING METHOD

D E

P T

H fe et

11 8.0 / 3.0

TSL

P E

N E

T R

A T

IO

N

R E

S

IS

T A

N C

E (B

LO

W

S

I

N

O T

H E

R T

E S

T S

NOTES

Hammer: 140 lbs., Drop: 30 in. (Automatic)

TOTAL DEPTH (ft)

BORING

S A

M P

LE

T

Y P

E

100.83

N

G R

A P

H

IC

LO

G

LOGGED BY

DESCRIPTION AND CLASSIFICATION

PROJECT NAME

E

LE

V A

T

IO

N (f ee t)

BORING RECORD

DRILLING EQUIPMENT

12/28/2016

Versa Drill V100

SAMPLING METHOD

DEPTH/ELEV. GROUND WATER (ft)

Gregg Drilling Rotary Wash

D E

P T

H fe et

FINISH

S A

M P

LE

N

O

-20

-25

-30

-35

-40

-45

LB-1

START

M O

IS

T

U R

E

MAF

NAVWPNSTA Seal Beach Ammunition Wharf

San Diego, CA 92126

CHECKED BY

GROUP DELTA CONSULTANTS, INC.

G D

C

L O

G

B O

R

IN

G

M M

X

S O

IL

O N

S H

O R

E L

O G

S .G

P J

G D

C

LO

G .G

45.8

15.8

18.8

(6")

(6")

(6")

Poorly-graded SAND with SILT (SP-SM); very dense;

brown-gray with orange staining; wet; mostly fine to medium SAND; few fines; nonplastic.

Silty SAND (SM); light gray; wet; mostly fine SAND;

some fines; nonplastic.

Poorly-graded SAND with SILT (SP-SM); dense; light brown-gray; wet; mostly fine to medium SAND; few fines, nonplastic; trace fine GRAVEL.

Fat CLAY (CH); stiff; grayish brown; wet; mostly fines;

high plasticity.

PP= 1½

OLD PARALIC DEPOSITS: Poorly-Graded SAND with SILT (SP-SM); very dense; brown-gray with orange staining; wet; mostly fine to medium SAND; few fines;

nonplastic; (some layers of only fine SAND, few to little fines).

Well-graded SAND (SW) moderately bedded with very thin interbeds of lean CLAY (CL). SAND (SW); very dense; light brown; wet; mostly fine to coarse SAND;

nonplastic; trace of fine GRAVEL; sub-angular. CLAY (CL); very stiff; brown; wet; mostly fines; medium plas

Very dense.

Poorly-graded SAND (SP); very dense; light yellow-gray;

wet; mostly fine to medium SAND; nonplastic.

Well-graded SAND (SW) moderately bedded with very thin interbeds of sandy SILT (ML). SAND (SW); very dense; light yellow-gray; wet; mostly fine to coarse SAND; trace fines; nonplastic. SILT (ML); very stiff; gray;

wet; mostly fines; little fine SAND; low

R-18-1 R-18-2

S-19-1 S-19-2

R-20-1 R-20-2

S-21

R-22-1 R-22-2

S-23

BORING DIA. (in)

SD515

ETR ~ 88%, N60 ~ 88/60 * N ~ 1.47 * N

DRILLING COMPANY

12/27/2016

PROJECT NUMBER

Seal Beach, California

SITE LOCATION

FIGURE

A-01 c

THIS SUMMARY APPLIES ONLY AT THE LOCATION

OF THIS BORING AND AT THE TIME OF DRILLING.

SUBSURFACE CONDITIONS MAY DIFFER AT OTHER

LOCATIONS AND MAY CHANGE AT THIS LOCATION

WITH THE PASSAGE OF TIME. THE DATA

PRESENTED IS A SIMPLIFICATION OF THE ACTUAL

CONDITIONS ENCOUNTERED.

SHEET NO.

GROUND ELEV (ft)

B

LO

W /F

T

N

9245 Activity Road, Suite 103

D R

Y D

E N

S

IT

Y (p cf

DRILLING METHOD

D E

P T

H fe et

11 8.0 / 3.0

TSL

P E

N E

T R

A T

IO

N

R E

S

IS

T A

N C

E (B

LO

W

S

I

N

O T

H E

R T

E S

T S

NOTES

Hammer: 140 lbs., Drop: 30 in. (Automatic)

TOTAL DEPTH (ft)

BORING

S A

M P

LE

T

Y P

E

100.83

N

G R

A P

H

IC

LO

G

LOGGED BY

DESCRIPTION AND CLASSIFICATION

PROJECT NAME

E

LE

V A

T

IO

N (f ee t)

BORING RECORD

DRILLING EQUIPMENT

12/28/2016

Versa Drill V100

SAMPLING METHOD

DEPTH/ELEV. GROUND WATER (ft)

Gregg Drilling Rotary Wash

D E

P T

H fe et

FINISH

S A

M P

LE

N

O

-50

-55

-60

-65

-70

-75

LB-1

START

M O

IS

T

U R

E

MAF

NAVWPNSTA Seal Beach Ammunition Wharf

San Diego, CA 92126

CHECKED BY

GROUP DELTA CONSULTANTS, INC.

G D

C

L O

G

B O

R

IN

G

M M

X

S O

IL

O N

S H

O R

E L

O G

S .G

P J

G D

C

LO

G .G

(4")

(4")

(4")

(4")

(4")

(4")

Poorly-graded SAND (SP); very dense; light yellow-gray;

wet; mostly fine to medium SAND; nonplastic; trace shells.

Well-graded SAND (SW); very dense; gray; wet; mostly fine to coarse SAND; trace fines; nonplastic; ½" layer of fat CLAY; very stiff; gray; wet; mostly fines; high plasticity.

Poorly-Graded SAND (SP); very dense; gray; wet;

mostly fine to medium SAND; trace fines; nonplastic.

Boring terminated at 101' below ground surface.

Backfilled with bentonite grout 12/28/2016.

R-24

S-25

R-26

BORING DIA. (in)

SD515

ETR ~ 88%, N60 ~ 88/60 * N ~ 1.47 * N

DRILLING COMPANY

12/27/2016

PROJECT NUMBER

Seal Beach, California

SITE LOCATION

FIGURE

A-01 d

THIS SUMMARY APPLIES ONLY AT THE LOCATION

OF THIS BORING AND AT THE TIME OF DRILLING.

SUBSURFACE CONDITIONS MAY DIFFER AT OTHER

LOCATIONS AND MAY CHANGE AT THIS LOCATION

WITH THE PASSAGE OF TIME. THE DATA

PRESENTED IS A SIMPLIFICATION OF THE ACTUAL

CONDITIONS ENCOUNTERED.

SHEET NO.

GROUND ELEV (ft)

B

LO

W /F

T

N

9245 Activity Road, Suite 103

D R

Y D

E N

S

IT

Y (p cf

DRILLING METHOD

D E

P T

H fe et

11 8.0 / 3.0

TSL

P E

N E

T R

A T

IO

N

R E

S

IS

T A

N C

E (B

LO

W

S

I

N

O T

H E

R T

E S

T S

NOTES

Hammer: 140 lbs., Drop: 30 in. (Automatic)

TOTAL DEPTH (ft)

BORING

S A

M P

LE

T

Y P

E

100.83

N

G R

A P

H

IC

LO

G

LOGGED BY

DESCRIPTION AND CLASSIFICATION

PROJECT NAME

E

LE

V A

T

IO

N (f ee t)

BORING RECORD

DRILLING EQUIPMENT

12/28/2016

Versa Drill V100

SAMPLING METHOD

DEPTH/ELEV. GROUND WATER (ft)

Gregg Drilling Rotary Wash

D E

P T

H fe et

FINISH

S A

M P

LE

N

O

-80

-85

-90

-95

-100

-105

LB-1

START

M O

IS

T

U R

E

MAF

NAVWPNSTA Seal Beach Ammunition Wharf

San Diego, CA 92126

CHECKED BY

GROUP DELTA CONSULTANTS, INC.

G D

C

L O

G

B O

R

IN

G

M M

X

S O

IL

O N

S H

O R

E L

O G

S .G

P J

G D

C

LO

G .G

5.7

17.7

22.6

16.3

16.5

15.8

(8")

(8")

(2")

FILL: Poorly-graded SAND (SP); light orange-brown;

moist; mostly fine to medium SAND; nonplastic; few shells.

Medium dense.

Mostly fine SAND.

BEACH DEPOSITS: Poorly-graded SAND (SP);

dense; light orange brown; wet; mostly fine to medium SAND; trace fines; nonplastic; few shells.

96% SAND: 4% FINES

Light brown; mostly fine SAND; few to little fines.

Light orange brown; mostly fine to medium SAND; few fines; few shells.

Poorly-graded SAND with SILT (SP-SM); dense; light brown; wet; mostly fine sand; few fines; nonplastic.

Dense; light yellow brown; mostly fine to medium SAND.

PARALIC ESTUARINE DEPOSITS: Sandy lean CLAY (CL); hard; brown; wet; mostly fines; some fine SAND; medium plasticity. PP=3

PP=4½. 51% FINES. LL=36: PI=21

Clayey SAND (SC); very dense; moderately brown; wet;

mostly fine SAND; little fines; nonplastic.

B-1

S-2

R-3-1 R-3-2

S-4

R-5-1 R-5-2

S-6

R-7-1 R-7-2

S-8

R-9-1 R-9-2

S-10-1 S-10-2 S-10-3

BORING DIA. (in)

SD515

ETR ~ 88%, N60 ~ 88/60 * N ~ 1.47 * N

DRILLING COMPANY

1/3/2017

PROJECT NUMBER

Seal Beach, California

SITE LOCATION

FIGURE

A-02 a

THIS SUMMARY APPLIES ONLY AT THE LOCATION

OF THIS BORING AND AT THE TIME OF DRILLING.

SUBSURFACE CONDITIONS MAY DIFFER AT OTHER

LOCATIONS AND MAY CHANGE AT THIS LOCATION

WITH THE PASSAGE OF TIME. THE DATA

PRESENTED IS A SIMPLIFICATION OF THE ACTUAL

CONDITIONS ENCOUNTERED.

SHEET NO.

GROUND ELEV (ft)

B

LO

W /F

T

N

9245 Activity Road, Suite 103

D R

Y D

E N

S

IT

Y (p cf

DRILLING METHOD

D E

P T

H fe et

11 8.0 / 3.0

TSL

P E

N E

T R

A T

IO

N

R E

S

IS

T A

N C

E (B

LO

W

S

I

N

O T

H E

R T

E S

T S

NOTES

Hammer: 140 lbs., Drop: 30 in. (Automatic)

TOTAL DEPTH (ft)

BORING

S A

M P

LE

T

Y P

E

100.83

N

G R

A P

H

IC

LO

G

LOGGED BY

DESCRIPTION AND CLASSIFICATION

PROJECT NAME

E

LE

V A

T

IO

N (f ee t)

BORING RECORD

DRILLING EQUIPMENT

1/3/2017

Versa Drill V100

SAMPLING METHOD

DEPTH/ELEV. GROUND WATER (ft)

Gregg Drilling Rotary Wash

D E

P T

H fe et

FINISH

S A

M P

LE

N

O

-5

-10

-15

LB-2

START

M O

IS

T

U R

E

MAF

NAVWPNSTA Seal Beach Ammunition Wharf

San Diego, CA 92126

CHECKED BY

GROUP DELTA CONSULTANTS, INC.

G D

C

L O

G

B O

R

IN

G

M M

X

S O

IL

O N

S H

O R

E L

O G

S .G

P J

G D

C

LO

G .G

25.6

18.3

Poorly-graded SAND with SILT (SP-SM); very dense;

light brown; wet; mostly fine SAND; few fines;

nonplastic.

Clayey SAND (SC); very dense; moderately brown; wet;

mostly fine SAND; some fines; nonplastic.

Fat CLAT (CH); hard; gray-brown; wet; mostly fines;

high plasticity; few fine GRAVEL. PP=4.

Sandy Lean CLAY (CL); hard; grey-brown; wet; mostly fines; little fine SAND; trace fine GRAVEL; medium plasticity.

80% FINES

Clayey SAND (SC); very dense; moderately brown; wet;

mostly fine SAND; some fines; nonplastic; micaceous.

Sandy Lean CLAY (CL) thinly interbedded with Fat CLAY (CH). CLAY (CL); hard; moderately brown; wet;

mostly fines; some fine SAND; low plasticity; micaceous.

CLAY (CH); very stiff; moderately brown; wet; mostly fines; high plasticity. PP=2 to 3

68% FINES

Silty SAND (SM); very dense; light brown; wet; mostly fine SAND; little fines; nonplastic.

Poorly-graded SAND with SILT (SP-SM); very dense;

light orange-brown; wet; mostly fine to medium SAND;

few fines; nonplastic.

Well-graded SAND with SILT (SW-SM); very dense;

light orange-brown; wet; mostly fine to coarse SAND;

few fines; nonplastic.

R-11-1 R-11-2

S-12-1 S-12-2

R-13-1 R-13-2

S-14

R-15-1 R-15-2

S-16

BORING DIA. (in)

SD515

ETR ~ 88%, N60 ~ 88/60 * N ~ 1.47 * N

DRILLING COMPANY

1/3/2017

PROJECT NUMBER

Seal Beach, California

SITE LOCATION

FIGURE

A-02 b

THIS SUMMARY APPLIES ONLY AT THE LOCATION

OF THIS BORING AND AT THE TIME OF DRILLING.

SUBSURFACE CONDITIONS MAY DIFFER AT OTHER

LOCATIONS AND MAY CHANGE AT THIS LOCATION

WITH THE PASSAGE OF TIME. THE DATA

PRESENTED IS A SIMPLIFICATION OF THE ACTUAL

CONDITIONS ENCOUNTERED.

SHEET NO.

GROUND ELEV (ft)

B

LO

W /F

T

N

9245 Activity Road, Suite 103

D R

Y D

E N

S

IT

Y (p cf

DRILLING METHOD

D E

P T

H fe et

11 8.0 / 3.0

TSL

P E

N E

T R

A T

IO

N

R E

S

IS

T A

N C

E (B

LO

W

S

I

N

O T

H E

R T

E S

T S

NOTES

Hammer: 140 lbs., Drop: 30 in. (Automatic)

TOTAL DEPTH (ft)

BORING

S A

M P

LE

T

Y P

E

100.83

N

G R

A P

H

IC

LO

G

LOGGED BY

DESCRIPTION AND CLASSIFICATION

PROJECT NAME

E

LE

V A

T

IO

N (f ee t)

BORING RECORD

DRILLING EQUIPMENT

1/3/2017

Versa Drill V100

SAMPLING METHOD

DEPTH/ELEV. GROUND WATER (ft)

Gregg Drilling Rotary Wash

D E

P T

H fe et

FINISH

S A

M P

LE

N

O

-20

-25

-30

-35

-40

-45

LB-2

START

M O

IS

T

U R

E

MAF

NAVWPNSTA Seal Beach Ammunition Wharf

San Diego, CA 92126

CHECKED BY

GROUP DELTA CONSULTANTS, INC.

G D

C

L O

G

B O

R

IN

G

M M

X

S O

IL

O N

S H

O R

E L

O G

S .G

P J

G D

C

LO

G .G

22.2

18.6

(6")

(4")

(6")

(4")

(6")

(4")

OLD PARALIC DEPOSITS: Well-graded SAND (SW);

very dense; light yellow-brown; wet; mostly fine to coarse SAND; nonplastic; trace fine GRAVEL;

sub-rounded.

Poorly-graded SAND with SILT (SP-SM); very dense;

light yellow-brown; wet; mostly fine to medium SAND;

few fines; nonplastic.

Poorly-graded SAND (SP); very dense, light yellow-brown; wet; mostly fine to medium SAND;

nonplastic.

Well-graded SAND with SILT (SW-SM); very dense;

light yellow-brown; wet; mostly fine to coarse SAND; few fines; nonplastic.

Very light gray-brown; trace to few fine GRAVEL.

Lean CLAY (CL); very stiff; brown; wet; mostly fines;

medium plasticity. PP=2¾

Fat CLAY (CH); stiff; gray; wet; mostly fines; high plasticity.

PP=1

Poorly-graded SAND with SILT (SP-SM); very dense;

light gray-brown; wet; mostly fine to medium SAND; few fines; nonplastic.

R-17-1 R-17-2

S-18

R-19

S-20

R-21-1 R-21-2

S-22

BORING DIA. (in)

SD515

ETR ~ 88%, N60 ~ 88/60 * N ~ 1.47 * N

DRILLING COMPANY

1/3/2017

PROJECT…