ATTACHMENT_4_SOILS_INVESTIGATION.pdf

SOILS INVESTIGATION

REPLACE USS ARIZONA MEMORIAL

DOCK AND RAMP

PMIS #175579

WORLD WAR II VALOR IN THE PACIFIC

NATIONAL MONUMENT, OAHU

for

KENNEDY/JENKS CONSULTANTS

HIRATA & ASSOCIATES, INC.

W.O. 12-5399

April 12, 2013

Hirata & Associates, Inc. W.O. 12-5399

TABLE OF CONTENTS

INTRODUCTION

PROJECT CONSIDERATIONS

SITE CONDITIONS

SOIL CONDITIONS

CONCLUSIONS AND RECOMMENDATIONS

Mooring Anchor Blocks

Lateral Design

Soil Liquefaction

Sea Floor Stability

ADDITIONAL SERVICES

LIMITATIONS

Hirata & Associates, Inc. W.O. 12-5399

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 A4.1through A4.6

APPENDIX B

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

Consolidation Test Reports. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Plates B2.1 and B2.2

Direct Shear Test Report. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Plates B3.1 through B3.6

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

Hirata & Associates, Inc. Page 1

SOILS INVESTIGATION

REPLACE USS ARIZONA MEMORIAL DOCK AND RAMP

PMIS #175579

WORLD WAR II VALOR IN THE PACIFIC

NATIONAL MONUMENT, OAHU

INTRODUCTION

This report presents the results of our soils investigation performed for the proposed replacement of the dock and ramp for the USS Arizona Memorial at Pearl Harbor, Oahu, Hawaii. Our services for this study included the following:

• A visual reconnaissance of the site 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 2 exploratory test borings to depths of about 81.5 and

61.5 feet. A description of our field investigation is summarized on Plate A1.1.

The approximate exploratory test boring locations are shown on the enclosed

Boring Location Plan, Plate A2.2, and the soils encountered in the borings are described on the Boring Logs, Plates A4.1 through A4.6.

• 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 in the Description of Laboratory Testing, on the Boring Logs, Consolidation Test reports (Plates B2.1 and B2.2), Direct Shear Test reports

(Plates B3.1 through B3.6), and Gradation Test reports (Plates B4.1 and B4.2).

• Engineering analyses of the field and laboratory data.

• Preparation of this report presenting geotechnical recommendations for the design of anchor block mooring system.

Hirata & Associates, Inc. Page 2

PROJECT CONSIDERATIONS

The project consists of replacing the existing dock and ramp for the Arizona

Memorial, and concrete anchor block mooring system which consists of 5- ft square by 12 feet long concrete blocks. We understand that a similar type mooring system, consisting of 40 ton anchor blocks, will be used for the replacement mooring system.

SITE CONDITIONS

The USS Arizona Memorial is located in Pearl Harbor, Oahu, Hawaii, approximately

400 feet from the shore of Ford Island. The floating dock is located adjacent to the south end of the memorial.

SOIL CONDITIONS

The depth of water in the harbor was about 36 feet. The soil at the harbor bottom consisted of gray clayey silt with trace of fine sand and shell fragments. The clayey silt was in a soft condition extending down to the maximum depths drilled.

Hirata & Associates, Inc. Page 3

CONCLUSIONS AND RECOMMENDATIONS

Although soft clayey silt was encountered at the harbor bottom in our test borings down to the maximum depths drilled, the existing anchors for the Arizona Memorial dock consist of concrete blocks resting on the harbor bottom. As a result, we believe that similar concrete anchor blocks resting on the harbor bottom may be used for design of the new anchor system for the replacement dock.

Mooring Anchor Blocks

Based on the size of the existing concrete anchor blocks, the estimated pressure under the existing anchor blocks is approximately 440 pounds per square foot. Based on our analysis, the computed ultimate bearing pressure is on the order of 700 to 1,000 pounds per square foot. It is our opinion that an allowable bearing value of 500 pounds per square foot may be used for design of the anchor blocks.

The anchor blocks can be expected to settle/sink into the soft clayey silt at the harbor bottom. It should be noted that it is difficult to determine the extent of settlement of anchor blocks. However, it is our opinion that initial settlement as much as 2 to 4 feet can be expected.

The anchor blocks will also continue to settle over a long period due to consolidation of the underlying soft clayey silt. Based on our analysis, long term settlement on the order of 6 to 12 inches can be expected.

Lateral Design

Resistance to lateral loading may be provided by friction acting at the base of foundations, and by passive earth pressure acting on the buried portions of the anchor blocks.

A coefficient of friction of 0.3 may be used with the dead load forces (or buoyant weight). Due to the difficulty in predicting how much the anchor blocks will settle

Hirata & Associates, Inc. Page 4 into the harbor bottom, we recommend that passive resistance of the anchor blocks be disregarded in design.

If the anchors will be buried into harbor bottom by dredging, passive earth pressure for the buried portions of the anchor block may be computed using an uniform earth pressure of 200 pounds per square foot. The recommended passive pressure assumed that the anchor block will be in tight contact with the undisturbed soil at the harbor bottom. In addition, the upper 18 inches of soil should not be considered in computing lateral resistance.

Soil Liquefaction

Based on our borings, the soft deposit at the harbor bottom consist of gray clayey silt.

It is our opinion that the probability of potential soil liquefaction of the clayey silt is low.

Sea Floor Stability

Based on the topographic survey plan of the sea floor prepared by ControlPoint

Surveying, Inc., the harbor bottom in the general area of the project site is relatively level with sea floor elevations at around -34 to -42. As a result, it is our opinion that the potential of sea floor instability is low.

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 anchor block design recommendations have been properly interpreted and implemented in the design plans and construction specifications.

LIMITATIONS

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

Hirata & Associates, Inc. Page 5

This report was prepared specifically for Kennedy/Jenks Consultants and their sub-consultants for design of the replacement dock and ramp of USS Arizona Memorial in Pearl Harbor, Oahu. 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 test 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 judgement. The conclusions and recommendations 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 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 under this agreement, either express or implied.

Respectfully submitted, HIRATA & ASSOCIATES, INC.

Con C. Truong, P.E.

This work was prepared by me or under my supervision

Expiration Date of License:

April 30, 2014

APPENDIX A

FIELD INVESTIGATION

Hirata & Associates, Inc. Plate A1.1

DESCRIPTION OF FIELD INVESTIGATION

GENERAL

The site was explored between January 8 and 18, 2013, by performing a visual site reconnaissance and drilling 2 exploratory test borings to depths of about 81.5 and

61.5 feet below the harbor bottom with a skid-mounted drill rig on a temporary barge.

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, and the Unified Soil Classification

System is shown on Plate A3.2. The soils encountered are logged on Plates A4.1 through A4.6.

Boring locations were located in the field by measuring/taping offsets from existing site features shown on the plans. The accuracy of the boring locations shown on

Plate A2.2 are therefore approximate, in accordance with the field methods used. Sea floor elevations at boring locations were estimated using a topographic survey map prepared by ControlPoint Surveying, Inc.

SOIL SAMPLING

Representative soil samples were recovered from the borings for selected laboratory testing and analyses. Representative samples were recovered by driving thin-walled

Shelby tube and 3-inch O.D. split tube samplers 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.

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 and Atterberg Limit tests performed in general accordance with ASTM

D 4318. An Atterberg Limit test performed on a sample obtained from boring B1 at a depth of 5 feet resulted in a liquid limit of 42 and a plasticity index (P.I.) of 14.

The final classifications are shown at the appropriate locations on the Boring Logs, Plates A4.1 through A4.6.

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. Representative samples were obtained using a 3-inch O.D. split tube sampler and thin-walled Shelby tubes. Test results are shown at the appropriate depths on the Boring Logs, Plates A4.1 through A4.6.

CONSOLIDATION

Selected representative samples were tested for their consolidation characteristics.

Test samples were 2.42 inches in diameter and 1 inch high. Porous stones were placed in contact with the top and bottom of test samples to permit addition and release of pore fluid. Loads were then applied in several increments in a geometric progression, and the resulting deformations recorded at selected time intervals. Test results are plotted on the Consolidation Test Reports, Plates B2.1 and B2.2.

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

Hirata & Associates, Inc. Plate B1.2 the Coulomb shear strength parameters, cohesion and angle of internal friction. Test results are presented on Plates B3.1 through B3.6.

SIEVE AND HYDROMETER ANALYSIS

Sieve analysis and hydrometer testing were conducted on representative soil samples to determine the distribution of particle sizes in the soil. Sieve analysis tests were used to determine the distribution of particle sizes retained on the No. 200 sieve;

hydrometer testing was used to estimate the distribution of particle sizes smaller than the No. 200 sieve. The tests were conducted in general accordance with ASTM D

422. Test results are presented on Plates B4.1 and B4.2.

TORVANE SHEAR TESTS

Torvane shear tests were performed on three representative samples. The tests were based on measuring resistance to rotation of blades inserted into the soil. Results are shown on the Boring Logs, Plates A4.1 through A4.6.

Sample Description Boring No.: B1 Depth (ft): 2

Soil Description: Gray clayey silt

Moisture Dry Content Density

(%) (pcf) Initial 99.8 45.0 Final 57.2 68.4

Remark: 2/13/13

Plate B2.1

CONSOLIDATION TEST

Replace USS Arizona Memorial Dock and Ramp

Hirata & Associates, Inc.

W.O. 12-5399

1.E+01 1.E+02 1.E+03 1.E+04 1.E+05

Pe rc en t C ha ng e in

H ei gh t (

Pressure (psf)

Consolidation Test Results

Boring No.: B1 Depth (ft): 5

Soil Description: Gray clayey silt

Moisture Dry Content Density

(%) (pcf) Initial 91.0 47.3 Final 55.5 67.8

Remark: 2/14/13

Plate B2.2

CONSOLIDATION TEST

Replace USS Arizona Memorial Dock and Ramp

Hirata & Associates, Inc.

W.O. 12-5399

1.E+01 1.E+02 1.E+03 1.E+04 1.E+05

Pe rc en t C ha ng e in

H ei gh t (

Pressure (psf)

Consolidation Test Results

Maximum

Boring No.: B1 Depth (ft): 2 Soil Description: Gray clayey silt Strength Intercept (C): 123.7 PSF Friction Angle ( ): 28.3 DEG

Remark: 03/01/13

W.O. 12-5399

Plate B3.1

Hirata & Associates, Inc.

Replace USS Arizona Memorial Dock and Ramp

DIRECT SHEAR TEST

0 500 1000 1500 2000 2500 3000

Sh ea r S tre ss (P

SF

Normal Stress (PSF)

Direct Shear Test Results

Boring No.: B1 Depth (ft): 20 Soil Description: Gray clayey silt Strength Intercept (C): 65.7 PSF Friction Angle ( ): 31.7 DEG

Remark: 03/01/13

W.O. 12-5399

Plate B3.2

Hirata & Associates, Inc.

Replace USS Arizona Memorial Dock and Ramp

DIRECT SHEAR TEST

0 500 1000 1500 2000 2500 3000

Sh ea r S tre ss (P

SF

Boring No.: B1 Depth (ft): 45 Soil Description: Gray clayey silt Strength Intercept (C): 50.1 PSF Friction Angle ( ): 25.4 DEG

Remark: 03/26/13

W.O. 12-5399

Plate B3.3

Hirata & Associates, Inc.

Replace USS Arizona Memorial Dock and Ramp

DIRECT SHEAR TEST

0 500 1000 1500 2000 2500 3000

Sh ea r S tre ss (P

SF

Boring No.: B2 Depth (ft): 5 Soil Description: Gray clayey silt Strength Intercept (C): 155.0 PSF Friction Angle ( ): 24.4 DEG

Remark: 03/01/13

W.O. 12-5399

Plate B3.4

Hirata & Associates, Inc.

Replace USS Arizona Memorial Dock and Ramp

DIRECT SHEAR TEST

0 500 1000 1500 2000 2500 3000

Sh ea r S tre ss (P

SF

Boring No.: B2 Depth (ft): 15 Soil Description: Gray clayey silt Strength Intercept (C): 42.3 PSF Friction Angle ( ): 31.2 DEG

Remark: 03/01/13

W.O. 12-5399

Plate B3.5

Hirata & Associates, Inc.

Replace USS Arizona Memorial Dock and Ramp

DIRECT SHEAR TEST

0 500 1000 1500 2000 2500 3000

Sh ea r S tre ss (P

SF

Boring No.: B2 Depth (ft): 35 Soil Description: Gray clayey silt Strength Intercept (C): 20.3 PSF Friction Angle ( ): 21.4 DEG

Remark: 03/26/13

W.O. 12-5399

Plate B3.6

Hirata & Associates, Inc.

Replace USS Arizona Memorial Dock and Ramp

DIRECT SHEAR TEST

0 500 1000 1500 2000 2500 3000

Sh ea r S tre ss (P

SF