PMIS264852 PERL REPLACE SHORESIDE DOCK_Final Geotechnical Report_0001.pdf

PDF 3 MB Posted May 11, 2021

Attached to: PERL 264852 Pearl Harbor National Monument Repla
Solicitation number: 140P2021R0016
Issued by: Department of the Interior National Park Service National Office

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Written by GovTribe AI · Dec 27, 2023

This geotechnical investigation report provides recommendations for replacing the existing shoreside floating dock and anchoring system at Pearl Harbor National Memorial in Honolulu, Hawaii. The project involves replacing two concrete floating dock sections approximately 90 feet long by 15 feet wide by 8 feet deep with new post-tensioned, prefabricated floating dock sections. The dock sections will be equipped with skid resistant coatings, handrails, mooring cleats and fenders, a dive ladder and davit. Two existing pedestrian gangways and guide piles securing the dock sections will also be replaced. A new shoreside structural mooring system will be installed on land to provide stabilization for the new dock and gangways. Based on site conditions including soft subsurface soils, the report recommends securing the floating dock with six 3-foot diameter drilled shafts embedded a minimum of 58 feet. The drilled shafts are designed to resist maximum anchor forces of 12.2 kips from waves and currents and 60 kips from earthquakes.

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GEOTECHNICAL INVESTIGATION

REPLACE SHORESIDE FLOATING DOCK

& ANCHORING SYSTEM

PEARL HARBOR NATIONAL MEMORIAL

HONOLULU, HAWAII

CONTRACT NO. 140P8219D0001

for

KAULA AE

HIRATA & ASSOCIATES, INC.

W.O. 20-6484 July 13, 2020

Hirata & Associates, Inc. W.O. 20-6484

TABLE OF CONTENTS

INTRODUCTION

PROJECT CONSIDERATIONS

SITE CONDITIONS

SOIL CONDITIONS

CONCLUSIONS AND RECOMMENDATIONS

Drilled Shafts

ADDITIONAL SERVICES

LIMITATIONS

Hirata & Associates, Inc. W.O. 20-6484

APPENDICES

APPENDIX A

Description of Field Investigation ................................................ Plate A1.1

Location Map ................................................................................ Plate A2.1

Boring Location Plan .................................................................... Plate A2.2

Boring Log Legend ....................................................................... Plate A3.1

Unified Soil Classification System ............................................... Plate A3.2

Boring Logs .................................................................................. Plates A4.1 through A4.10

APPENDIX B

Description of Laboratory Testing ................................................ Plates B1.1 and B1.2

Direct Shear Test Reports ............................................................. Plates B2.1 through B2.4

UU Triaxial Compression Test Reports ........................................ Plates B3.1 through B3.5

Consolidation Test Reports ........................................................... Plates B4.1 and B4.2

Hirata & Associates, Inc. Page 1

GEOTECHNICAL INVESTIGATION

REPLACE SHORESIDE FLOATING DOCK &

ANCHORING SYSTEM

PEARL HARBOR NATIONAL MEMORIAL

HONOLULU, HAWAII

CONTRACT NO. 140P8219D0001

INTRODUCTION

This report presents the results of our geotechnical investigation performed for the proposed new shoreside floating dock at Pearl Harbor Historic Sites Visitor

Center in Honolulu, Hawaii. Our scope of services for this study included the following:

• A visual reconnaissance of the site and its vicinity to observe existing conditions which may affect the project. The general location of the project site is shown on the enclosed Location Map, Plate A2.1.

• A review of available in-house soils information pertinent to the site and the proposed project.

• Drilling and sampling two exploratory borings to depths of about 150.5 and 151.5 feet. A description of our field investigation is summarized on Plate A1.1. The approximate exploratory boring locations are shown on Plate A2.2, and the soils encountered in the borings are described on the Boring Logs, Plates A4.1 through A4.10.

• Laboratory testing of selected soil samples. Testing procedures are presented in the Description of Laboratory Testing, Plates B1.1 and B1.2.

Test results are presented on the Boring Logs (Plates A4.1 through A4.10), Direct Shear Test reports (Plates B2.1 through B2.4), Unconsolidated- Undrained Triaxial Compression Test reports (Plates B3.1 through B3.5), and Consolidation Test reports (Plates B4.1 and B4.2).

• Engineering analyses of the field and laboratory data.

Hirata & Associates, Inc. Page 2

• Preparation of this report presenting geotechnical recommendations for the design of the anchoring system for the floating dock.

PROJECT CONSIDERATIONS

Information regarding the proposed project was provided by your office and GHD

Inc., Waterfront and Structural Engineers.

The project will consist of replacing the existing shoreside floating dock with a new dock of concrete construction, consisting of a reinforced concrete pontoon with foam-filled chambers. The structure will be approximately 180 feet in length and 15 feet in width. The dock will be anchored to land using a strut mooring system. Based on preliminary plans, the strut mooring system will be anchored to land at 6 locations (abutments). We understand that the maximum anchor forces for wave and current load combination will be about 12.2 kips. The maximum anchor force for earthquake load will be about 60 kips.

SITE CONDITIONS

The project site is located on the west side of Arizona Memorial Place, on the grounds of Pearl Harbor Historic Sites Visitor Center in Pearl Harbor, Oahu, Hawaii. The shoreside floating dock is located on the south side of the visitor center building, along the northern bank of Halawa Stream where it enters the

Pearl Harbor. The existing floating dock is about 180 feet in length, connected to land by 2 bridges.

The proposed anchor locations are located along the top of the stream bank which is about 7 to 8 feet in height, standing at approximately 5H:1V in the upper 3 feet and varying from about 1.5H:1V to 2H:1V in the lower section. The area is presently covered by grass lawn and landscaping, and is relatively level with ground elevations ranging from about +3 to +4. Drainage over the area generally flows in west and southerly directions.

Hirata & Associates, Inc. Page 3

SOIL CONDITIONS

The surface soils were classified as fill consisting of grayish brown clayey gravel and silty gravel about 7 to 9 feet in thickness. The clayey gravel and silty gravel were in a medium dense to dense condition.

Underlying the surface fill were soft/loose and highly compressible deposits consisting of grayish brown to dark gray sand, sandy silt, and clayey silt. The soft/loose soils extended to depths of about 127 to 142 feet and were underlain by medium dense to dense silty sand and silty gravel, and stiff silty clay down to the maximum depths drilled.

Several groundwater readings from the borings were taken during the course of our field investigation and are presented on the boring logs. The groundwater was encountered as shallow as 3 and 1.2 feet in borings B1 and B2 respectively. The depth to groundwater can be expected to vary with tidal fluctuations and heavy rainfall. Potential artisan water was detected briefly occurring at a depth of about

50 feet in boring B2, and more noticeable at depths between 110 and 120 feet in both borings B1 and B2 during drilling.

Hirata & Associates, Inc. Page 4

CONCLUSIONS AND RECOMMENDATIONS

Helical soil anchors were suggested as a possible option to provide resistance to the push and pull forces transmitted to the abutments from the strut mooring system. Conceptually, the helical anchors will be installed on the backside

(landside) of the abutments at an inclination from horizon.

Helical soil anchors consist of a central steel shaft with one or more helical bearing plates welded to its bottom section. The steel shaft can be either square or circular in shape, typically about 1 to 4 inches in diameter. The helical bearing plates typically range from 6 inches to 14 inches in diameter. The compression and tensile capacities of the helical anchor depends on the embedment depth of the helical bearing plates, the size and quantity of the bearing plates, and the condition of the soil above and below each bearing plate.

However, based on our test borings, the site is underlain by thick strata of soft and compressible soils extending to depths of about 127 to 142 feet. Helical soil anchors embedded in the soft and compressible spoils will have very low load bearing capacity. On the other hand, extending the helical soil anchors to depths below the soft soils will require very long anchors that may conflict with the concrete piles supporting existing visitor center for the four abutments planned in front of the building. The very long and slender steel shaft of the soil anchor may also buckle under compression. In addition, the stiffer soils below the soft soil strata contain cobbles which are not favorable for the use of helical soil anchors.

As a result, it is our opinion that helical soil anchors may not be appropriate for this project, and therefore is not recommended.

Drilled Shafts

Due to the soft/loose soils that underlie the site at relatively shallow depths, drilled shafts connected to the strut mooring system are recommended for

Hirata & Associates, Inc. Page 5 securing the new floating dock to land. Recommendations are presented based on the use of 3-foot diameter drilled shafts.

Lateral load capacities of the drilled shafts will depend on the stiffness of the surrounding soil, the sloping condition of the ground fronting the shaft, the stiffness of the drilled shaft, the boundary condition at the top of the shaft, and the acceptable horizontal displacement of the shaft.

We anticipated that one drilled shaft will be utilized at each anchor location. As a result, a free-head condition at the top of the drilled shaft was assumed. Based on our analysis, an allowable lateral load capacity of 18.5 kips is recommended. The allowable lateral load capacity is calculated as one-half of the load that produces a gross lateral movement of 1-inch at the top of the drilled shaft which is assumed to be at ground surface.

The following table presents the computed deflection, maximum moment, and depth to the maximum moment for several horizontal loads applied at the top of the drilled shaft.

3-foot Diameter Drilled Shaft

Lateral Load (kips)

Lateral Deflection (inches)

Maximum Induced Moment

(kip-feet)

Depth to Max. Moment

(feet) 32 0.5 194 14 37 1.0 213 14 47 2.0 284 14 60 4.7 453 17

In order to provide lateral stability under the anticipated lateral loads and to support the self-weight of the shaft, a minimum drilled shaft length of 58 feet is recommended.

Hirata & Associates, Inc. Page 6

It should be noted that the site is underlain by a thick stratum of soft/loose deposits and there is a potential that the soils may experience liquefaction in an earthquake. Based on our test borings and analysis, the computed ground settlement due to liquefaction was on the order of 4 to 6 inches for a seismic event of magnitude 6. The 58-ft long drilled shafts would potentially experience the settlement too, due to downdrag from the surrounding soils as a result of liquefaction. However, we understand that given the hinged nature of the floating dock mooring system for changes in water elevation, the potential settlement of the drilled shaft due to liquefaction is considered acceptable.

Based on our test borings, excavations for the drilled shafts can be expected to extend through soft clayey silt and loose sand/silty sand below the surface fill.

Due to the soft and loose conditions of the subsurface soils, temporary casings will be required for drilled shaft construction to prevent caving and sloughing.

The bottom of the drilled hole should be relatively cleaned prior to placement of concrete. The concrete should be placed as soon as practical upon completion of the drilled shaft excavations (within 24 hours). Concrete should be tremied through a pipe discharging below the surface of fresh concrete. Each drilled shaft should be poured in one continuous lift. Construction of cold joints will not be allowed.

Construction of adjacent drilled shafts within three drilled shaft diameters should not commence until 24 hours after the concrete placement.

Backfilling around the drilled shaft should be placed in horizontal lifts restricted to 8 inches in loose thickness, and compacted to a minimum 90 percent compaction as determined by ASTM D 1557. The backfill should consist of either approved onsite soils or imported structural fill.

Hirata & Associates, Inc. Page 7

The existing surface clayey gravel and silty gravel fill material may be reused as compacted backfill. The underlying soft soils will not be acceptable as backfill material.

Imported structural fill should be well-graded, non-expansive granular material.

Specifications for imported granular structural fill should indicate a maximum particle size of 3 inches, and state that between 8 and 20 percent of soil by weight shall pass the #200 sieve. In addition, the plasticity index (P.I.) of that portion of the soil passing the #40 sieve shall not be greater than 10. Imported structural fill should have a CBR expansion value no greater than 1.0 percent and a minimum

CBR value of 15 percent, when tested in accordance with ASTM D 1883.

Clean gravel, such as #3 Fine (ASTM C 33, Size No. 67) may be used for backfilling below groundwater in lieu of compacted fill. The clean gravel may be used up to 12 inches above groundwater level and should be thoroughly tamped to an unyielding condition. In order to prevent migration of fines that could lead to surface settlement, a geotextile filter fabric is recommended between the clean gravel and the compacted fill placed above the gravel.

ADDITIONAL SERVICES

We recommend that we perform a general review of the final design plans and specifications. This will allow us to verify that the drilled shaft and earthwork recommendations have been properly interpreted and implemented in the design plans and construction specifications.

For continuity, we recommend that we be retained during construction to (1) observe all drilled shaft construction, including the drilling and concrete placement operations, (2) review and/or perform laboratory testing on import borrow to determine its acceptability for use in compacted fills, (3) observe

Hirata & Associates, Inc. Page 8 backfill placement and perform compaction testing, and (4) provide geotechnical consultation as required.

Our services during construction will allow us to verify that our recommendations are properly interpreted and included in construction, and if necessary, to make modifications to those recommendations, thereby reducing construction delays in the event subsurface conditions differ from those anticipated.

LIMITATIONS

The boring logs indicate the approximate subsurface soil conditions encountered only at those times and locations where our borings were made, and may not represent conditions at other times and locations.

This report was prepared specifically for Kaula AE and their sub-consultants for design of the proposed floating dock replacement at Pearl Harbor Historic Sites

Visitor Center in Pearl Harbor, Oahu, Hawaii. The boring logs, laboratory test results, and recommendations presented in this report are for design purposes only, and are not intended for use in developing cost estimates by the contractor.

During construction, should subsurface conditions differ from those encountered in our borings, we should be advised immediately in order to re-evaluate our recommendations, and to revise or verify them in writing before proceeding with construction.

Our recommendations and conclusions are based upon the site materials observed, the preliminary design information made available, the data obtained from our site exploration, our engineering analyses, and our experience and engineering judgment. The conclusions and recommendations in this report are professional opinions which we have strived to develop in a manner consistent with that level of care, skill, and competence ordinarily exercised by members of the profession

Hirata & Associates, Inc. Page 9 in good standing, currently practicing under similar conditions in the same locality. We will be responsible for those recommendations and conclusions, but will not be responsible for the interpretation by others of the information developed. No warranty is made regarding the services performed, either expressed or implied.

Respectfully submitted, Con Truong, Project Engineer

This work was prepared by me or under my supervision.

Expiration Date of License:

April 30, 2022

APPENDIX A

FIELD INVESTIGATION

Hirata & Associates, Inc. Plate A1.1

DESCRIPTION OF FIELD INVESTIGATION

GENERAL

The site was explored between May 4 and 12, 2020, by performing a visual reconnaissance of the site and drilling two test borings to depths of about 151.5 and 150.5 feet with a Mobile B80 truck-mounted drill rig.

During drilling operations, the soils were continuously logged by our field engineer and classified by visual examination in accordance with the Unified Soil

Classification System. The boring logs indicate the depths at which the soils or their characteristics change, although the change could actually be gradual. If the change occurred between sample locations, the depth was interpreted based on field observations. Classifications and sampling intervals are shown on the boring logs. A Boring Log Legend is presented on Plate A3.1, while the Unified Soil

Classification System is shown on Plate A3.2. The soils encountered are logged on Plates A4.1 through A4.10.

Borings were located in the field by measuring/taping offsets from existing site features shown on the plans. Surface elevations at boring locations were estimated based on a topographic survey map provided by GHD Inc, on March

13, 2020. The accuracy of the boring locations shown on Plate A2.2, and the boring elevations shown on Plates A4.1 through A4.10 are therefore approximate, in accordance with the field methods used.

SOIL SAMPLING

Representative soil samples were recovered from the borings for selected laboratory testing and analyses. Representative samples were recovered by driving a 3-inch O.D. split tube sampler a total of 18 inches with a 140-pound hammer dropped from a height of 30 inches. The number of blows required to drive the samplers the final 12 inches are recorded at the appropriate depths on the boring logs, unless noted otherwise.

Reference: Bryan's Sectional Maps, 2016 Edition

(Copyright J.R. Clere, used with permission)

Plate

A2.1

Replace Shoreline Floating Dock and Anchoring System, Pearl Harbor National Memorial

W.O. 20-6484

Geotechnical Engineering

HIRATA & ASSOCIATES, INC.

LOCATION MAP

PROJECT SITE

Plate

A2.2

Replace Shoreside Floating Dock and Anchoring System, Pearl Harbor National Memorial

W.O. 20-6484

Geotechnical Engineering

HIRATA & ASSOCIATES, INC.

BORING LOCATION PLAN

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AutoCAD SHX Text G 5.00

AutoCAD SHX Text G 4.02

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BW 4.16

AutoCAD SHX Text G 4.16

AutoCAD SHX Text B 4.11

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BW 4.05

AutoCAD SHX Text B 3.99

AutoCAD SHX Text G 4.24

AutoCAD SHX Text G 4.18

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BW 4.19

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CC 6.18

AutoCAD SHX Text G 4.98

AutoCAD SHX Text B 5.03

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BW 3.93

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BW 3.22

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BW 2.97

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BW 2.89

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BW 3.37

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CONC WALL

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CONC WALL

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CONC PAVEMENT

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CONC WALKWAY

AutoCAD SHX Text D=0.5

AutoCAD SHX Text H=10

AutoCAD SHX Text D=0.5

AutoCAD SHX Text H=15

AutoCAD SHX Text 4.02

AutoCAD SHX Text 3.53

AutoCAD SHX Text 3.62

AutoCAD SHX Text 3.87

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CONC

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COLUMNS

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COLUMNS

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ROOF LINE

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ROOF LINE

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CONC HEADER

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TREES

AutoCAD SHX Text 3.93

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TOP SLOPE

AutoCAD SHX Text 3.32

AutoCAD SHX Text 2.92

AutoCAD SHX Text 3.40

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PALM TREES

AutoCAD SHX Text 4.93

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PIPE RAILS

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PIPE RAILS

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BRIDGE W/

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SIGN

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GATE

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TW 4.56

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BW 3.34

AutoCAD SHX Text 7.08

AutoCAD SHX Text 8.58

AutoCAD SHX Text 7.10

AutoCAD SHX Text 8.57

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COLUMN

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SIGN

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GATE

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AutoCAD SHX Text 3.17

AutoCAD SHX Text T 3.21

AutoCAD SHX Text B 2.31

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W/PIPE RAILS

AutoCAD SHX Text 3.69

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W/PIPE RAILS

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CONC WALL

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REVETMENT

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REVETMENT

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REVETMENT

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CONC WALKWAY

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TW 4.53

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ROOF LINE

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BW 2.04

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TW 3.00

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TW 4.55

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BW 0.70

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BW 0.77

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BW 0.86

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TW 4.67

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BW 0.72

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AutoCAD SHX Text 0.55

AutoCAD SHX Text 0.66

AutoCAD SHX Text 0.60

AutoCAD SHX Text 0.55

AutoCAD SHX Text 0.98

AutoCAD SHX Text 0.61

AutoCAD SHX Text 0.56

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CC 3.10

AutoCAD SHX Text G 2.98

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STA. 39

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"Y" CUT

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ELEV.=4.05

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STA. 40

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MAG NAIL

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ELEV.=3.66

AutoCAD SHX Text 116°37' 58.85

AutoCAD SHX Text 184°48' 33.00

AutoCAD SHX Text 110°05' 123.70

AutoCAD SHX Text 110°05' 180.00

AutoCAD SHX Text 20°05' 40.94

AutoCAD SHX Text 200°05'

AutoCAD SHX Text 40.94

AutoCAD SHX Text (U.S. Naval Reservation)

AutoCAD SHX Text

8.569 Acs.

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CONCRETE DOCK

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STA SC-43

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"Y" CUT

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ELEV.= 4.60 FT., MSL

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%%UTBM

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DOCK COVERS

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DOCK COVERS

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TOP PILE

AutoCAD SHX Text 4.97

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TOP PILE

AutoCAD SHX Text 5.15

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TOP PILE

AutoCAD SHX Text 5.10

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TOP PILE

AutoCAD SHX Text 5.19

AutoCAD SHX Text (-)9

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AutoCAD SHX Text (-)9

AutoCAD SHX Text B1

AutoCAD SHX Text B2

AutoCAD SHX Text Approximate location of borings

AutoCAD SHX Text

LEGEND:

AutoCAD SHX Text Reference: Topographic Survey Map provided by GHD Inc.

AutoCAD SHX Text 1" = 30'

AutoCAD SHX Text

GRAPHIC SCALE:

AutoCAD SHX Text

FT.

AutoCAD SHX Text

AutoCAD SHX Text on 3/13/2020.

Replace Shoreside Floating Dock and Anchoring System, Pearl Harbor National Memorial

Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts.

Peat and other highly organic silts.

MAJOR DIVISIONS

CORAL

Poorly graded gravels or gravel-sand mixtures, little or no fines.

Silty gravels, gravel-sand-silt mixtures.

Clayey gravels, gravel-sand-clay mixtures.

HIGHLY ORGANIC SOILS

FORMATIONS

Inorganic clays of high plasticity, lean clays.

Core Sample

FRESH TO MODERATELY WEATHERED BASALT

Well graded gravels, gravel-sand mixtures, little or no fines.

Inorganic clays of high plasticity, fat clays.

COARSE

GRAINED

SOILS

(More than 50% of the material is

LARGER than No. 200 sieve size.)

FINE

GRAINED

SOILS

(More than 50% of the material is

SMALLER than No. 200 sieve size.)

SANDS

(More than

50% of coarse fraction is

SMALLER

than the

No. 4 sieve size.)

GRAVELS

(More than

50% of coarse fraction is LARGER than the No. 4 sieve size.)

CLEAN

GRAVELS

(Little or no fines.)

CLEAN

SANDS

(Little or no fines.)

SANDS

WITH FINES

(Appreciable amt. of fines.)

SILTS AND CLAYS

(Liquid limit LESS than 50.)

SILTS AND CLAYS

(Liquid limit GREATER than 50.)

VOLCANIC TUFF / HIGHLY TO COMPLETELY

WEATHERED BASALT

Well graded sands, gravelly sands, little or no fines.

Poorly graded sands or gravelly sands, little or no fines.

Silty sands, sand-silt mixtures.

Clayey sands, sand-clay mixtures.

TYPICAL NAMESGROUP

DIVISIONS

SAMPLE DEFINITION

Plate

BORING LOG LEGEND

GRAVELS

WITH FINES

(Appreciable amt. of fines.)

3" O.D. Split Tube Sampler

2" O.D. Standard Split Spoon Sampler RQD: Rock Quality DesignationShelby Tube

Organic silts and organic silty clays of low plasticity.

Organic clays of medium to high plasticity, organic silts.

Water Table

Inorganic silts and very fine sands, rock flour, silty or clayey fine sands or clayey silts with slight plasticity.

A3.1 Geotechnical Engineering

Replace Shoreside Floating Dock and Anchoring System, Pearl Harbor National Memorial

0 20 40 60 80 100

ML or OL

MH or OHA-Line

S T

Y I

N D

E X

COMPONENT DEFINITIONS BY GRADATION

SIZE RANGE

COMPONENT

Above 12 in.

3 in. to 12 in.

3 in. to No. 4 (4.76 mm) 3 in. to 3/4 in.

3/4 in. to No. 4 (4.76 mm)

No. 4 (4.76 mm) to No. 200 (0.074mm) No. 4 (4.76 mm) to No. 10 (2.0 mm) No. 10 (2.0 mm) to No. 40 (0.42 mm) No. 40 (0.42 mm) to No. 200 (0.074 mm)

Smaller than No. 200 (0.074 mm)

Boulders

Cobbles

Gravel Coarse Fine Gravel

Sand Coarse Sand Medium Sand Fine Sand

Silt and Clay

GRADATION CHART

PLASTICITY CHART

ML-CL

LIQUID LIMIT

Plate

UNIFIED SOIL CLASSIFICATION SYSTEM A3.2

Clayey GRAVEL (GC) - Grayish brown, moist, medium dense. (Fill)

Clayey SILT (MH) - Grayish brown, soft, with sand.

Sandy SILT (ML) - Dark gray, soft.

Clayey SILT (MH) - Dark gray, soft, interlayered with fine sand lenses.

Groundwater encountered at 4.1 feet on 5/6/20 at 10:05 am, at 3.6 feet on 5/7/20 at 8:47 am, and at 3 feet on 5/12/20 at 9:58 am.

Dark gray color from 10 feet.

Increase in sand content at 23 feet.

4 ±* R

Q D

W S

P E

R F

O O

DRIVING WT.

D E

P T

H (f t)

DROP 5/7/20

GEOTECHNICAL ENGINEERING

(Continued Next Page)

5/6/20

PROJECT NAME Replace Shoreside Floating Dock and Anchoring System, Pearl Harbor National Memorial

END DATE

START DATE

SURFACE ELEV.

WORK ORDER NO. 20-6484

D R

Y D

E N

Y (p cf

M O

U R

E C

O N

T E

N T

Hirata & Associates, Inc.

BORING LOG

Boring No.

30 in.

C O

R E

C O

V E

R Y

S A

M P

140 lb.

G R

A P

R E

M A

R K

S A

M P

MATERIAL DESCRIPTION

Plate A4.1

Clayey SILT (MH) - Dark gray, soft, interlayered with fine sand lenses. (continued)

4 ±* R

Q D

W S

P E

R F

O O

DRIVING WT.

D E

P T

H (f t)

DROP 5/7/20

GEOTECHNICAL ENGINEERING

(Continued Next Page)

(continued)

5/6/20

PROJECT NAME Replace Shoreside Floating Dock and Anchoring System, Pearl Harbor National Memorial

END DATE

START DATE

SURFACE ELEV.

WORK ORDER NO. 20-6484

D R

Y D

E N

Y (p cf

M O

U R

E C

O N

T E

N T

Hirata & Associates, Inc.

BORING LOG

Boring No.

30 in.

C O

R E

C O

V E

R Y

S A

M P

140 lb.

G R

A P

R E

M A

R K

S A

M P

MATERIAL DESCRIPTION

Plate A4.2

Clayey SILT (MH) - Dark gray, soft, interlayered with fine sand lenses. (continued)

4 ±* R

Q D

W S

P E

R F

O O

DRIVING WT.

D E

P T

H (f t)

DROP 5/7/20

GEOTECHNICAL ENGINEERING

(Continued Next Page)

(continued)

5/6/20

PROJECT NAME Replace Shoreside Floating Dock and Anchoring System, Pearl Harbor National Memorial

END DATE

START DATE

SURFACE ELEV.

WORK ORDER NO. 20-6484

D R

Y D

E N

Y (p cf

M O

U R

E C

O N

T E

N T

Hirata & Associates, Inc.

BORING LOG

Boring No.

30 in.

C O

R E

C O

V E

R Y

S A

M P

140 lb.

G R

A P

R E

M A

R K

S A

M P

MATERIAL DESCRIPTION

Plate A4.3

Clayey SILT (MH) - Dark gray, soft, interlayered with fine sand lenses. (continued)

4 ±* R

Q D

W S

P E

R F

O O

DRIVING WT.

D E

P T

H (f t)

DROP 5/7/20

GEOTECHNICAL ENGINEERING

(Continued Next Page)

(continued)

5/6/20

PROJECT NAME Replace Shoreside Floating Dock and Anchoring System, Pearl Harbor National Memorial

END DATE

START DATE

SURFACE ELEV.

WORK ORDER NO. 20-6484

D R

Y D

E N

Y (p cf

M O

U R

E C

O N

T E

N T

Hirata & Associates, Inc.

BORING LOG

Boring No.

30 in.

C O

R E

C O

V E

R Y

S A

M P

140 lb.

G R

A P

R E

M A

R K

S A

M P

MATERIAL DESCRIPTION

Plate A4.4

Clayey SILT (MH) - Dark gray, soft, interlayered with fine sand lenses. (continued)

Silty GRAVEL (GM) - Grayish brown, dense, with sand.

End boring at 151.5 feet.

* Elevation based on topographic survey map provided by GHD Inc. on 3/13/2020.

4 ±* R

Q D

W S

P E

R F

O O

DRIVING WT.

D E

P T

H (f t)

DROP 5/7/20

GEOTECHNICAL ENGINEERING

(continued)

5/6/20

PROJECT NAME Replace Shoreside Floating Dock and Anchoring System, Pearl Harbor National Memorial

END DATE

START DATE

SURFACE ELEV.

WORK ORDER NO. 20-6484

D R

Y D

E N

Y (p cf

M O

U R

E C

O N

T E

N T

Hirata & Associates, Inc.

BORING LOG

Boring No.

30 in.

C O

R E

C O

V E

R Y

S A

M P

140 lb.

G R

A P

R E

M A

R K

S A

M P

MATERIAL DESCRIPTION

Plate A4.5

22/6" 10/No

Penetration

Silty GRAVEL (GM) - Grayish brown, moist, dense, with sand and concrete fragments.

SAND (SP-SM) - Grayish brown, loose, with gravel.

Clayey SILT (MH) - Dark gray, soft, interlayered with fine sand lenses.

Cobbles at 3 feet.

Volcanic tuff fragments from 5 to 8 feet.

Groundwater encountered at 1.5 feet on 5/6/20 at 3:37 pm, 1.2 feet on 5/7/20 at 2:52 pm, and

2.8 feet on 5/12/20 at 8:45 am.

3.5 ± R

Q D

W S

P E

R F

O O

DRIVING WT.

D E

P T

H (f t)

DROP 5/5/20

GEOTECHNICAL ENGINEERING

(Continued Next Page)

5/4/20

PROJECT NAME Replace Shoreside Floating Dock and Anchoring System, Pearl Harbor National Memorial

END DATE

START DATE

SURFACE ELEV.

WORK ORDER NO. 20-6484

D R

Y D

E N

Y (p cf

M O

U R

E C

O N

T E

N T

Hirata & Associates, Inc.

BORING LOG

Boring No.

30 in.

C O

R E

C O

V E

R Y

S A

M P

140 lb.

G R

A P

R E

M A

R K

S A

M P

MATERIAL DESCRIPTION

Plate A4.6

Clayey SILT (MH) - Dark gray, soft, interlayered with fine sand lenses. (continued)

3.5 ± R

Q D

W S

P E

R F

O O

DRIVING WT.

D E

P T

H (f t)

DROP 5/5/20

GEOTECHNICAL ENGINEERING

(Continued Next Page)

(continued)

5/4/20

PROJECT NAME Replace Shoreside Floating Dock and Anchoring System, Pearl Harbor National Memorial

END DATE

START DATE

SURFACE ELEV.

WORK ORDER NO. 20-6484

D R

Y D

E N

Y (p cf

M O

U R

E C

O N

T E

N T

Hirata & Associates, Inc.

BORING LOG

Boring No.

30 in.

C O

R E

C O

V E

R Y

S A

M P

140 lb.

G R

A P

R E

M A

R K

S A

M P

MATERIAL DESCRIPTION

Plate A4.7

Clayey SILT (MH) - Dark gray, soft, interlayered with fine sand lenses. (continued)

3.5 ± R

Q D

W S

P E

R F

O O

DRIVING WT.

D E

P T

H (f t)

DROP 5/5/20

GEOTECHNICAL ENGINEERING

(Continued Next Page)

(continued)

5/4/20

PROJECT NAME Replace Shoreside Floating Dock and Anchoring System, Pearl Harbor National Memorial

END DATE

START DATE

SURFACE ELEV.

WORK ORDER NO. 20-6484

D R

Y D

E N

Y (p cf

M O

U R

E C

O N

T E

N T

Hirata & Associates, Inc.

BORING LOG

Boring No.

30 in.

C O

R E

C O

V E

R Y

S A

M P

140 lb.

G R

A P

R E

M A

R K

S A

M P

MATERIAL DESCRIPTION

Plate A4.8

Clayey SILT (MH) - Dark gray, soft, interlayered with fine sand lenses. (continued)

SAND (SP) - Dark gray, medium dense.

Clayey SILT (MH) - Dark gray, medium stiff, with sand.

Silty SAND (SM) - Grayish brown, medium dense to dense, with gravel.

3.5 ± R

Q D

W S

P E

R F

O O

DRIVING WT.

D E

P T

H (f t)

DROP 5/5/20

GEOTECHNICAL ENGINEERING

(Continued Next Page)

(continued)

5/4/20

PROJECT NAME Replace Shoreside Floating Dock and Anchoring System, Pearl Harbor National Memorial

END DATE

START DATE

SURFACE ELEV.

WORK ORDER NO. 20-6484

D R

Y D

E N

Y (p cf

M O

U R

E C

O N

T E

N T

Hirata & Associates, Inc.

BORING LOG

Boring No.

30 in.

C O

R E

C O

V E

R Y

S A

M P

140 lb.

G R

A P

R E

M A

R K

S A

M P

MATERIAL DESCRIPTION

Plate A4.9

Silty SAND (SM) - Grayish brown, medium dense to dense, with gravel. (continued)

Silty CLAY (CH) - Dark brown, stiff.

End boring at 150.5 feet.

Cobbles from 140 to 143 feet.

3.5 ± R

Q D

W S

P E

R F

O O

DRIVING WT.

D E

P T

H (f t)

DROP 5/5/20

GEOTECHNICAL ENGINEERING

(continued)

5/4/20

PROJECT NAME Replace Shoreside Floating Dock and Anchoring System, Pearl Harbor National Memorial

END DATE

START DATE

SURFACE ELEV.

WORK ORDER NO. 20-6484

D R

Y D

E N

Y (p cf

M O

U R

E C

O N

T E

N T

Hirata & Associates, Inc.

BORING LOG

Boring No.

30 in.

C O

R E

C O

V E

R Y

S A

M P

140 lb.

G R

A P

R E

M A

R K

S A

M P

MATERIAL DESCRIPTION

Plate A4.10

APPENDIX B

LABORATORY TESTING

Hirata & Associates, Inc. Plate B1. 1

DESCRIPTION OF LABORATORY TESTING

CLASSIFICATION

Field classification was verified in the laboratory in accordance with the Unified

Soil Classification System. Laboratory classification was determined by visual examination. The final classifications are shown at the appropriate locations on the Boring Logs, Plates A4.1 through A4.10.

MOISTURE-DENSITY

Representative samples were tested for field moisture content and dry unit weight.

The dry unit weight was determined in pounds per cubic foot while the moisture content was determined as a percentage of dry weight. Samples were obtained using a 3-inch O.D. split tube sampler. Test results are shown at the appropriate depths on the Boring Logs, Plates A4.1 through A4.10.

SHEAR TESTS

Shear tests were performed in the Direct Shear Machine which is of the strain control type. Each sample was sheared under varying confining loads in order to determine the Coulomb shear strength parameters, cohesion and angle of internal friction. Test results are presented on Plates B2.1 through B2.4.

UNCONSOLIDATED-UNDRAINED TRIAXIAL COMPRESSION TESTS

Unconsolidated, undrained triaxial compression tests were completed on selected representative samples in general accordance with ASTM D 2850. Test results are presented on Plates B3.1 through B3.5.

CONSOLIDATION

Representative samples were tested for their consolidation characteristics. The test samples were 2.42 inches in diameter and 1 inch high. Porous stones were placed in contact with the top and bottom of the test samples to permit addition and release of pore fluid. Loads were then applied in several increments in a

Hirata & Associates, Inc. Plate B1. 2 geometric progression, and the resulting deformations recorded at selected time intervals. Test results are plotted on the Consolidation Test Reports, Plates B4.1 and B4.2.

1,000

1,500

2,000

2,500

3,000

0 500 1,000 1,500 2,000 2,500 3,000

Direct Shear Test Results

ASTM D3080

S he ar S tr en gt h

(P S

Normal Stress (PSF)

B2.1 PlateDIRECT SHEAR TEST

Test Results

Soil Data

(Peak Strength) (Peak Strength)

438.5 PSF

41.9 DEG

Boring No.: B1 Soil Description: Grayish brown clayey gravel

Depth (ft): 4

Strength Intercept (c):

Friction Angle (phi):

Replace Shoreside Floating Dock and Anchoring System, Pearl Harbor National Memorial

W.O. 20-6484

1,000

1,500

2,000

2,500

3,000

0 500 1,000 1,500 2,000 2,500 3,000

Direct Shear Test Results

ASTM D3080

S he ar S tr en gt h

(P S

Normal Stress (PSF)

B2.2 PlateDIRECT SHEAR TEST

Test Results

Soil Data

(Peak Strength) (Peak Strength)

162.4 PSF

15.3 DEG

Boring No.: B1 Soil Description: Grayish brown clayey silt

Depth (ft): 8

Strength Intercept (c):

Friction Angle (phi):

Replace Shoreside Floating Dock and Anchoring System, Pearl Harbor National Memorial

W.O. 20-6484

1,000

1,500

2,000

2,500

3,000

0 500 1,000 1,500 2,000 2,500 3,000

Direct Shear Test Results

ASTM D3080

S he ar S tr en gt h

(P S

Normal Stress (PSF)

B2.3 PlateDIRECT SHEAR TEST

Test Results

Soil Data

(Peak Strength) (Peak Strength)

424.2 PSF

35.7 DEG

Boring No.: B1 Soil Description: Dark gray sand with silt

Depth (ft): 23

Strength Intercept (c):

Friction Angle (phi):

Replace Shoreside Floating Dock and Anchoring System, Pearl Harbor National Memorial

W.O. 20-6484

1,000

1,500

2,000

2,500

3,000

0 500 1,000 1,500 2,000 2,500 3,000

Direct Shear Test Results

ASTM D3080

S he ar S tr en gt h

(P S

Normal Stress (PSF)

B2.4 PlateDIRECT SHEAR TEST

Test Results

Soil Data

(Peak Strength) (Peak Strength)

8.5 PSF

36.6 DEG

Boring No.: B2 Soil Description: Grayish brown sand with silt and gravel

Depth (ft): 9

Strength Intercept (c):

Friction Angle (phi):

Replace Shoreside Floating Dock and Anchoring System, Pearl Harbor National Memorial

W.O. 20-6484

Unconsolidated Undrained Triaxial Compression

Soil Data Location: Boring B1 at 28 ft Description: Dark gray clayey silt

Test Results Confining Stress: psf Maximum Deviator Stress: psf Axial Strain at Failure: 13.1 %

Remark: 5/18/20

1,416

Replace Shoreside Floating Dock and Anchoring System, Pearl Harbor National Memorial

Hirata & Associates, Inc.

UU TRIAXIAL COMPRESSION TEST Plate

B3.1Geotechnical Engineering

W.O. 20-6484 ASTM D2850

0 3 6 9 12 15

D ev ia to r S tre ss (p sf

Axial Strain (%)

Location: Boring B1 at 48 ft Description: Dark gray clayey silt

Test Results Confining Stress: psf Maximum Deviator Stress: psf Axial Strain at Failure: 14.6 %

Remark: 5/18/20

1,149 2,001

Replace Shoreside Floating Dock and Anchoring System, Pearl Harbor National Memorial

Hirata & Associates, Inc.

UU TRIAXIAL COMPRESSION TEST Plate

B3.2Geotechnical Engineering

W.O. 20-6484 ASTM D2850

0 3 6 9 12 15

D ev ia to r S tre ss (p sf

Location: Boring B2 at 19 ft Description: Dark gray clayey silt

Test Results Confining Stress: psf Maximum Deviator Stress: psf Axial Strain at Failure: 15.0 %

Remark: 5/18/20

Replace Shoreside Floating Dock and Anchoring System, Pearl Harbor National Memorial

Hirata & Associates, Inc.

UU TRIAXIAL COMPRESSION TEST Plate

B3.3Geotechnical Engineering

W.O. 20-6484 ASTM D2850

0 3 6 9 12 15

D ev ia to r S tre ss (p sf

Location: Boring B2 at 29 ft Description: Dark gray clayey silt

Test Results Confining Stress: psf Maximum Deviator Stress: psf Axial Strain at Failure: 12.3 %

Remark: 5/18/20

1,041 1,027

Replace Shoreside Floating Dock and Anchoring System, Pearl Harbor National Memorial

Hirata & Associates, Inc.

UU TRIAXIAL COMPRESSION TEST Plate

B3.4Geotechnical Engineering

W.O. 20-6484 ASTM D2850

0 3 6 9 12 15

D ev ia to r S tre ss (p sf

Location: Boring B2 at 149 ft Description: Dark brown silty clay

Test Results Confining Stress: psf Maximum Deviator Stress: psf Axial Strain at Failure: 14.9 %

Remark: 5/19/20

3,236 3,035

Replace Shoreside Floating Dock and Anchoring System, Pearl Harbor National Memorial

Hirata & Associates, Inc.

UU TRIAXIAL COMPRESSION TEST Plate

B3.5Geotechnical Engineering

W.O. 20-6484 ASTM D2850

0 3 6 9 12 15

D ev ia to r S tre ss (p sf

10 100 1,000 10,000 105

Plate B4.1

CONSOLIDATION TEST

P er ce n t C h an g e in H ei g h t

Consolidation Test Results

Remark: water added.

ASTM D2435 / D2435M - 11

Pressure (psf)

Sample Description

Boring No.:

Soil Description:

B1 Depth (ft): 13 Dark gray clayey silt

Moisture Content

Dry Density

(pcf)

53.6

65.4 65.3

74.9 Initial Final

Replace Shoreside Floating Dock and Anchoring System, Pearl Harbor National Memorial

W.O. 20-6484

10 100 1,000 10,000 105

Plate B4.2

CONSOLIDATION TEST

P er ce n t C h an g e in H ei g h t

Consolidation Test Results

Remark: water added.

ASTM D2435 / D2435M - 11

Pressure (psf)

Sample Description

Boring No.:

Soil Description:

B1 Depth (ft): 18 Dark gray sandy silt

Moisture Content

Dry Density

(pcf)

33.3

36.0 87.9

91.9 Initial Final

Replace Shoreside Floating Dock and Anchoring System, Pearl Harbor National Memorial

W.O. 20-6484

JHY:CCT

Hirata & Associates, Inc. W.O. 20-6484

GEOTECHNICAL INVESTIGATION

REPLACE SHORESIDE FLOATING DOCK & ANCHORING SYSTEM

PEARL HARBOR NATIONAL MEMORIAL

HONOLULU, HAWAII

CONTRACT NO. 140P8219D0001

File details come from the government source that posted it. Updated May 11, 2021.