04 Prelim Geotech Report Kekaha Roadway and Bridge 108.pdf

PRELIMINARY GEOTECHNICAL INVESTIGATION

AGRICULTURE ROADWAY AND

BRIDGE #108 REPAIR

KEKAHA AGRICULTURE ASSOCIATION

KEKAHA, HAWAII

for

SSFM INTERNATIONAL

HIRATA & ASSOCIATES, INC.

W.O. 22-6746 October 9, 2023

Ms. Renee Ishisaka SSFM International 501 Sumner Street, Suite 620 Honolulu, Hawaii 96817

Dear Ms. Ishisaka:

Our report, "Preliminary Geotechnical Investigation, Agriculture Roadway and Bridge #108 Repair, Kekaha Agriculture Association, Kekaha, Hawaii," dated October 9, 2023, our Work Order 22-6746 is enclosed. This investigation was conducted in general conformance with the scope of services presented in our revised proposal dated February 8, 2022, in support of the preparation of Design- Build RFP documents for the above referenced project.

The existing AC pavement was in a severely deteriorated condition. The asphaltic concrete surface layer, probably due to severe oxidation and fatigue cracking, has unraveled to loose gravel in many areas and completely disappeared in other areas, exposing the underlying base course material. Based on the design vehicle data for this project, it is our opinion that repairs to the existing pavement such as sealcoating, mill and resurfacing would not be sufficient. A full-depth pavement reconstruction is recommended.

Conventional spread footings, founded on medium stiff silty clay, may be used to support the proposed bridge structure provided the bridge abutment areas are protected from potential scour.

We appreciate this opportunity to be of service. Should you have any questions concerning this report, please feel free to call on us.

Very truly yours, Jennifer H. Yamaguchi President

JHY:CCT

Rick Typewritten Text for

Hirata & Associates, Inc. W.O. 22-6746

TABLE OF CONTENTS

INTRODUCTION

PROJECT CONSIDERATIONS

SITE CONDITIONS

SOIL CONDITIONS

CONCLUSIONS AND RECOMMENDATIONS

Pavement Design

Bridge Foundations

Seismic Design

Lateral Design

Foundation Settlement

Bridge Approach Slabs

Site Grading

LIMITATIONS

Hirata & Associates, Inc. W.O. 22-6746

APPENDICES

APPENDIX A

Description of Field Investigation ................................................ Plates A1.1 and A1.2

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

Boring Location Plans................................................................... Plates A2.2 and A2.3

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

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

Boring Logs .................................................................................. Plates A4.1 through A4.17

Dynamic Cone Penetration Tests .................................................. Plates A5.1 through A5.12

APPENDIX B

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

Consolidation Test Reports ........................................................... Plates B2.1 through B2.7

Direct Shear Test Report ............................................................... Plate B3.1

Sieve Analysis Test Reports ......................................................... Plates B4.1 and B4.2

California Bearing Ratio Test Reports .......................................... Plates B5.1 through B5.7

APPENDIX C

Kekaha Design Vehicle Data ........................................................ Plates C1.1 and C1.2

October 6, 2023

Hirata & Associates, Inc. Page 1

PRELIMINARY GEOTECHNICAL INVESTIGATION

AGRICULTURE ROADWAY AND BRIDGE #108 REPAIR

KEKAHA AGRICULTURE ASSOCIATION

KEKAHA, HAWAII

INTRODUCTION

This report presents the results of our preliminary geotechnical investigation in support of the preparation of Design-Build RFP documents for the proposed roadway and Bridge #108 repairs in Kekaha, Kauai, 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 15 exploratory borings to depths ranging from about

5.5 to 39.5 feet. A description of our field investigation is summarized on Plates A1.1 and A1.2. The approximate exploratory boring locations are shown on Plates A2.2 and A2.3, and the soils encountered in the borings are described on the Boring Logs, Plates A4.1 through A4.17.

• Performing Dynamic Cone Penetrometer (DCP) tests in selected test borings. Test results are presented on Plates A5.1 through A5.12.

• 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 Unified Soil Classification System Sheet (Plate A3.2), Boring Logs (Plates A4.1 through A4.17), Consolidation Test reports (Plates B2.1 through B2.7), Direct Shear Test report (Plate B3.1), Sieve Analysis Test reports (Plates B4.1 and B4.2), and California Bearing Ratio Test reports (Plates B5.1 through B5.7).

• Engineering analyses of the field and laboratory data.

• Preparation of this report presenting our opinions regarding pothole

Hirata & Associates, Inc. Page 2 repairs and pavement reconstruction, as well as preliminary geotechnical recommendations for the design of new flexible pavement and bridge structure foundations, including seismic considerations, resistance to lateral pressures, and site grading.

PROJECT CONSIDERATIONS

Information regarding the proposed project was provided by your office.

The proposed project will consist of pavement repair to the existing Kekaha

Agriculture Association (KAA) cane haul road and replacing existing bridge structure #108 along the cane haul road.

The existing cane haul road within the project limits is about 36,000 lineal feet in length and varies from about 20 to 30 feet in width, extending in a northwest-southeast direction. The road is paved with AC pavement except for approximately 1,500 lineal feet of roadway on the northwest end which consists of a coral gravel road. The road is used for farming equipment as well as trucks and passenger vehicles. The farming equipment consists primarily of pneumatic tire vehicles. The AC pavement is presently in poor condition.

Bridge structure #108 is located along the southern portion of the cane haul road, near Field #108 and #110. The existing bridge spans about 44 feet over an irrigation ditch and consists of old railroad ties used for the various elements of the bridge structure. Information regarding the replacement bridge was not available at the time of this report. We assume that the new bridge structure will consist of a single span structure with similar length as the existing bridge.

SITE CONDITIONS

The project site is located to the east of Kekaha Road, in the Kekaha area on the island of Kauai. Entry into the site is provided by Mana Road. The existing cane haul road follows the gently undulating terrain and generally slopes downward

Hirata & Associates, Inc. Page 3 from north to south. Drainage over the area generally flows in southerly and westerly directions. Agricultural fields border the road on the east and west sides.

The existing AC pavement was in a severely deteriorated condition. The asphaltic concrete surface course, probably due to severe oxidation and fatigue cracking, has unraveled to loose gravel in many areas and completely disappeared in other areas, exposing the underlying base course material. Potholes were also observed throughout AC pavement.

The invert of the irrigation ditch at the bridge crossing location is about 10 to 12 feet below bridge structure #108. The ditch banks below the bridge deck stood at about 1/2H:1V slope gradient with a horizontal bench at about 3 feet above the toe of the banks. The slope face exposed brown clayey/sandy silt with little vegetation cover. The slope face below the north abutment was also partially covered by grouted small boulders. The irrigation ditch was dry at the time of our field work.

SOIL CONDITIONS

The existing asphaltic concrete pavement encountered in the test borings consisted of approximately 2 to 3 inches of AC over about 4 to 8 inches of base material. A summary of the pavement sections is presented in the following table.

Boring No.

AC Thickness

(in.)

Aggregate Base Thickness (in.)

B1 - - B2 2 7 B3 3 8 B4 2.5 6 B5 2.5 6 B6 2 6 B7 2.5 6 B8 2.5 4

Hirata & Associates, Inc. Page 4

B9 2 8 B10 - - B11 2 4 B12 3 4 B13 2.5 6 B14 3 4 B15 2.5 6

Underlying the AC pavement was a thin layer of tan to mottled tan silty sand, ranging from about 6 to 16 inches in thickness. The silty sand may be a subbase layer of the AC pavement.

Underlying the tan to mottled tan silty sand was brown to dark reddish brown silty clay with sand. Laboratory Atterberg Limits testing on the silty clay resulted in a

Unified Soil Classification of CH, which usually corresponds to a high expansion potential. The silty clay encountered in the borings was generally in a medium stiff to stiff condition and extended to the maximum depths drilled in most of the shallow borings. Petroleum odor was detected in borings B5 and B6 at depths of about 0.5 to 1.5 feet.

Underlying the silty clay at a depth of about 5.5 feet in boring B14 was light gray clayey silt in a soft to medium stiff condition. Underlying the silty clay at a depth of about 6 feet in boring B15 was gray silty sand in a dense condition. The light gray clayey silt and gray silty sand extended down to the maximum depths drilled in borings B14 and B15, respectively.

Borings B9 and B10, drilled adjacent to the bridge structure #108, encountered surface soil consisting of brown silty clay in a stiff condition. The silty clay extended to depths of about 17 and 17.5 feet. A layer of dark reddish brown silty sand was encountered within the silty clay stratum at depths of about 8 feet. The

Hirata & Associates, Inc. Page 5 silty sand was in a medium dense to loose condition and about 3 to 5 feet in thickness.

Underlying the silty clay was mottled tan and gray sand. The sand was in a dense condition extending down to the maximum depths drilled in borings B9 and B10.

Groundwater was encountered at depths of about 18.6, 19.6, and 7.2 feet in borings B9, B10, and B14, respectively. The remainder of the borings were terminated prior to encountering groundwater.

Hirata & Associates, Inc. Page 6

CONCLUSIONS AND RECOMMENDATIONS

The existing AC pavement was in a severely deteriorated condition. The asphaltic concrete surface layer, probably due to severe oxidation and fatigue cracking, has unraveled to loose gravel in many areas and completely disappeared in other areas, exposing the underlying base course material. Based on the design vehicle data for this project, it is our opinion that repairs to the existing pavement such as pothole backfilling, sealcoating, milling and resurfacing would not be sufficient.

As a result, a full depth pavement reconstruction is recommended.

Pavement Design

Based on the vehicle data provided by KAA, the heaviest vehicles that will travel daily on the cane haul road consist of Kenworth T800 dump trucks (56,000 lbs.

GVWR) and Freightliner water wagons (56,000 lbs. GVWR). The complete list of design vehicle data is included in Appendix C.

Our preliminary pavement design was based on procedures in the 1993 AASHTO

Guide for Design of Pavement Structures. A computer program WinPAS 12 by

American Concrete Pavement Association (ACPA) was used for the calculations.

The design assumes 50 daily passes of a 56-kip dump truck over a design life of

20 years. Based on our laboratory test results, a design CBR value of 3 percent was selected. The following is the recommended flexible pavement section for full depth reconstruction.

5.0" Asphalt Concrete 8.0" Aggregate Base Course (CBR = 85 minimum) 12.0" Aggregate Subbase (CBR = 25 minimum) 25.0" Total Thickness

The subgrade should be moisture conditioned to about 2 percent above optimum moisture content and compacted to between 90 and 95 percent compaction as

Hirata & Associates, Inc. Page 7 determined by ASTM D 1557. The aggregate base course and subbase should be compacted in lifts to a minimum 95 percent compaction.

The existing base course and the tan to mottled silty sand may be reused as subbase material. Imported cold plane material may also be used as subbase, provided that the cold plane material is processed to a well graded gradation and has a minimum CBR value of 25 percent when tested in accordance with ASTM

D 1883.

Bridge Foundations

Conventional spread footings, founded on medium stiff silty clay, may be used to support the proposed bridge structure provided the bridge abutment areas are protected from potential scour.

The foundations may be designed for an allowable bearing value of 3,000 pounds per square foot. This allowable bearing value is for the total of dead and frequently applied live loads, and may be increased by one-third for short duration loading which includes the effect of wind and seismic forces.

Spread footings should be a minimum of 24 inches in width and embedded at least 12 inches below finish adjacent grade. In addition, the footings should be embedded such that a minimum horizontal distance of 6 feet is maintained between the bottom edge of footing and slope face.

The bottom of footing excavations should be thoroughly tamped and cleaned of loose material prior to placement of reinforcing steel and concrete. Exposed soft or loose soils should be removed and replaced with compacted granular structural fill.

Hirata & Associates, Inc. Page 8

If it is not feasible to protect spread footings from potential sour, the footing should be embedded at least 2 feet below the potential scour depth.

If the scour depth is too deep, drilled shafts should be used to support the bridge structure. The drilled shafts will derive their load bearing capacity from adhesion between the shafts and surrounding soils below the potential scour depths. We envision that 2 to 3-foot diameter drilled shafts extending below the potential scour depth may be designed to support the bridge structure. The required drilled shaft lengths will depend on the design scour depth and the structural loads imposed on the drilled shaft. The preliminary drilled shaft length recommendation can be provided once the scour depth and structural loads are determined. The drilled shafts should be spaced a minimum 3 shaft diameters on centers.

Seismic Design

Based on the borings drilled as part of this study and our knowledge of the deep soil conditions in the area, the subsurface soils can be characterized as a stiff soil profile. Therefore, based on the 2018 International Building Code, Site Class D is recommended for the bridge structure #108 site.

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 foundations.

A coefficient of friction of 0.4 may be used with the dead load forces. Passive earth pressure may be computed as an equivalent fluid having a density of 300 pounds per cubic foot with a maximum earth pressure of 3,000 pounds per square foot. Unless covered by pavement or concrete slabs, the upper 12 inches of soil should not be considered in computing lateral resistance.

Hirata & Associates, Inc. Page 9

For active earth pressure considerations, equivalent fluid pressures of 40 and 55 pounds per cubic foot may be used for freestanding and restrained or at-rest conditions, respectively. To prevent buildup of hydrostatic pressures, weepholes or subdrains should be included in the design of all retaining structures.

Foundation Settlement Structural loads were not available at the time of this report.

Bridge Approach Slabs

Approach slabs behind the bridge abutments, if needed, should be underlain by at least 8 inches of aggregate base course. The base course should be compacted to a minimum 95 percent compaction as determined by ASTM D 1557. The subgrade should be compacted to between 90 and 95 percent compaction. A bearing value of 3,000 pounds per square foot at strength limit states may be used to design the footings supporting the slab.

Site Grading

Site Preparation - The project site should be cleared of all vegetation, AC pavement, concrete footings, and other deleterious material. Prior to placement of fill, the exposed subgrade should be scarified to a minimum depth of 6 inches, moisture conditioned to about 2 percent above optimum moisture content, and compacted to between 90 and 95 percent compaction as determined by ASTM D

1557.

Structural Excavations - Based on our exploratory borings, we believe that excavations into the surface soils can generally be accomplished using conventional excavating equipment. Temporary cuts into the surface soils should be stable at slope gradients of 1H:1V or flatter. However, the contractor should be responsible for conforming to OSHA safety standards for all excavations.

Hirata & Associates, Inc. Page 10

Onsite Fill Material - The onsite silty sand and silty clay may be reused in compacted fills and backfills provided all rock fragments larger than 3 inches in maximum dimension are removed prior to reuse. In addition, the moisture content of the silty clay should be maintained at about 2 percent above the optimum moisture content during recompaction.

Imported Fill 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.

Compaction - In general, fill and backfill consisting of cohesive soils, such as the onsite silty clay should be placed in horizontal lifts restricted to 8 inches in loose thickness, and compacted to between 90 and 95 percent compaction as determined by ASTM D 1557. Granular fill, such as the onsite silty sand, imported granular structural fill, aggregate base course and subbase, should also be placed in 8-inch loose lifts, but compacted to at least 95 percent compaction as determined by

ASTM D 1557.

Fill placed in areas which slope steeper than 5H:1V should be continually benched as the fill is brought up in lifts.

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.

Hirata & Associates, Inc. Page 11

This preliminary geotechnical investigation report was prepared specifically for

SSFM International and their sub-consultants in support of the preparation of the

Design-Build RFP documentation for the proposed repairs to the agriculture roadway and bridge #108 at Kekaha, Kauai. The boring logs, laboratory test results, and recommendations presented in this report are for preliminary design purposes only, for use in the preparation of design-build RFP documentation, and are not intended for use in the final design or developing cost estimates by the contractor. A final geotechnical investigation for the project, including additional exploratory test borings, laboratory testing, and analyses, should be prepared by the Design-Build Contractor’s geotechnical engineer for the final design.

Our preliminary 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 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, 2024

APPENDIX A

FIELD INVESTIGATION

Hirata & Associates, Inc. Plate A1.1

DESCRIPTION OF FIELD INVESTIGATION

GENERAL

The site was explored between August 15 and 19, 2022, by performing a visual reconnaissance of the site and drilling fifteen test borings to depths ranging from about 5.5 to 39.5 feet with a Mobile L22 truck-mounted drill rig. In addition, Dynamic Cone Penetrometer tests were performed in selected test borings.

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 A4.17.

Borings were located in the field by using a hand-held GPS device as well as by measuring/taping offsets from existing site features shown on the plans. Surface elevations at the locations of boring B9 and B10 were estimated based on a topographic survey map prepared by Esaki Surveying and Mapping, Inc., dated

February 26, 2022. The accuracy of the boring locations shown on Plates A2.2 and A2.3, and the boring elevations shown on the Plates A4.1 through A4.17 are therefore approximate, in accordance with the field methods used.

SOIL SAMPLING

Representative samples, as well as a bulk soil sample, 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

Hirata & Associates, Inc. Plate A1.2 required to drive the samplers the final 12 inches are recorded at the appropriate depths on the boring logs, unless noted otherwise.

DYNAMIC CONE PENETROMETER TESTS

Dynamic Cone Penetrometer (DCP) tests were performed in general accordance with ASTM D 6951 on the pavement subgrade in selected test borings. A conical-shaped tip was driven into the soil with a 17.6 pound weight, dropped from a height of 22.6 inches. The depth of penetration of the cone tip was measured along with the corresponding number of hammer drops required for that penetration. The test is used to evaluate the relative quality of the subgrade soils and to provide an estimation of in-situ CBR value. Test results are presented on

Plates A5.1 through A5.12.

LOCATION MAP

Hirata & Associates, Inc.

Geotechnical Engineering

Plate A2.1

Agriculture Roadway and Bridge #108 Repair, Kekaha Agriculture Association

W.O. 22-6746

AutoCAD SHX Text

PROJECT SITE

AutoCAD SHX Text Reference:

AutoCAD SHX Text Topographic quadrangle map prepared by the United States

AutoCAD SHX Text Department of the Interior Geologic Survey

Plate A2.2

Agriculture Roadway and Bridge #108 Repair, Kekaha Agriculture Association

W.O. 22-6746

Geotechnical Engineering

HIRATA & ASSOCIATES, INC.

BORING LOCATION PLAN

AutoCAD SHX Text B14

AutoCAD SHX Text B13

AutoCAD SHX Text B15

AutoCAD SHX Text B12

AutoCAD SHX Text B11

AutoCAD SHX Text B9

AutoCAD SHX Text B10

AutoCAD SHX Text B8

AutoCAD SHX Text B1

AutoCAD SHX Text B2

AutoCAD SHX Text B3

AutoCAD SHX Text B4

AutoCAD SHX Text B5

AutoCAD SHX Text B6

AutoCAD SHX Text B7

AutoCAD SHX Text Approximate location of borings

AutoCAD SHX Text

LEGEND:

AutoCAD SHX Text Reference:Kekaha Bridge Key Map provided by SSFM International.

AutoCAD SHX Text 1" = 2000'

AutoCAD SHX Text

GRAPHIC SCALE:

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

FT.

AutoCAD SHX Text

A2.3

Agriculture Roadway and Bridge #108 Repair, Kekaha Agriculture Association

W.O. 22-6746

Geotechnical Engineering

HIRATA & ASSOCIATES, INC.

BORING LOCATION PLAN

AutoCAD SHX Text stop sign

AutoCAD SHX Text stop sign

AutoCAD SHX Text boulders

AutoCAD SHX Text boulders

AutoCAD SHX Text valves

AutoCAD SHX Text 30" pipe

AutoCAD SHX Text inv = 17.33

AutoCAD SHX Text brige

AutoCAD SHX Text 8" pvc

AutoCAD SHX Text B9

AutoCAD SHX Text B10

AutoCAD SHX Text of borings

AutoCAD SHX Text Approximate location

AutoCAD SHX Text

LEGEND:

AutoCAD SHX Text Reference:

AutoCAD SHX Text Topographic survey map reprated by Esaki Surveying and Mapping, Inc., AutoCAD SHX Text dated February 26, 2022.

AutoCAD SHX Text 1" = 20'

AutoCAD SHX Text

GRAPHIC SCALE:

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

FT.

AutoCAD SHX Text

Agriculture Roadway and Bridge #108 Repair, Kekaha Agriculture Association

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

Peat and other highly organic silts.

MAJOR DIVISIONS

GM

CORAL

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

Silty gravels, gravel-sand-silt mixtures.

Clayey gravels, gravel-sand-clay mixtures.

MH

CH

HIGHLY ORGANIC SOILS

FORMATIONS

Inorganic clays of high plasticity, lean clays.

Core Sample

OH

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.)

GW

GP

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

PT

GC

SW

SP

SM

SC

ML

CL

OL

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

0 20 40 60 80 100

SIZE RANGE

COMPONENT DEFINITIONS BY GRADATION

CL

ML-CL

HIRATA & ASSOCIATES, INC.

Geotechnical Engineering

W.O. 22-6746

Agriculture Roadway and Bridge #108 Repair, Kekaha Agriculture Association

P

LA

S T

IC

IT

Y

IN

D E

X

LIQUID LIMIT

A-Line

MH or OH

A3.2

CH

ML or OL

Plate

UNIFIED SOIL CLASSIFICATION SYSTEM

PLASTICITY CHART

GRADATION CHART

Boulders

Cobbles

Gravel Coarse Fine Gravel

Sand Coarse Sand Medium Sand Fine Sand

Silt and Clay

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)

COMPONENT

LEGEND:

Boring B2 at 3 ft

Boring B4 from 1.5 to 4 ft

Boring B5 at 4 ft

Boring B8 from 2.5 to 5 ft

Boring B11 at 2 ft

Boring B13 at 2 ft

Boring B14 at 7 ft

Silty SAND (SM) - Reddish brown, moist, medium dense, with trace of gravel.

Covered by 6 inches of mottled tan coralline gravel.

Silty CLAY (CH) - Brown, moist, stiff, with sand.

End boring at 5.5 feet.

Neither groundwater nor seepage water encountered.

Not Available R

Q D

B

LO

W S

P E

R F

O O

T

DRIVING WT.

D E

P T

H (f t)

DROP 8/18/22

GEOTECHNICAL ENGINEERING

8/18/22

PROJECT NAME Agriculture Roadway and Bridge #108 Repair, Kekaha Agriculture Association

B1

END DATE

START DATE

SURFACE ELEV.

WORK ORDER NO. 22-6746

D R

Y D

E N

S

IT

Y (p cf

M O

IS

T

U R

E C

O N

T E

N T

Hirata & Associates, Inc.

BORING LOG

Boring No.

30 in.

C O

R E

R E

C O

V E

R Y

S A

M P

LE

140 lb.

G R

A P

H

IC

LO

G

R E

M A

R K

S

S A

M P

LE

N

O

MATERIAL DESCRIPTION

Plate A4.1

Silty SAND (SM) - Mottled tan, slightly moist, medium dense.

Covered by 2 inches of AC over 7 inches of base material.

Silty CLAY (CH) - Dark reddish brown, moist, stiff, with sand.

End boring at 6.5 feet.

Neither groundwater nor seepage water encountered.

Not Available R

Q D

B

LO

W S

P E

R F

O O

T

DRIVING WT.

D E

P T

H (f t)

DROP 8/18/22

GEOTECHNICAL ENGINEERING

8/18/22

PROJECT NAME Agriculture Roadway and Bridge #108 Repair, Kekaha Agriculture Association

B2

END DATE

START DATE

SURFACE ELEV.

WORK ORDER NO. 22-6746

D R

Y D

E N

S

IT

Y (p cf

M O

IS

T

U R

E C

O N

T E

N T

Hirata & Associates, Inc.

BORING LOG

Boring No.

30 in.

C O

R E

R E

C O

V E

R Y

S A

M P

LE

140 lb.

G R

A P

H

IC

LO

G

R E

M A

R K

S

S A

M P

LE

N

O

MATERIAL DESCRIPTION

Plate A4.2

Silty SAND (SM) - Mottled tan to gray, slightly moist, medium dense.

Covered by 3 inches of AC over 8 inches of base material.

Silty CLAY (CH) - Brown, moist, stiff, with sand.

End boring at 5.5 feet.

Neither groundwater nor seepage water encountered.

Siltier, medium stiff to soft from 4 feet.

Not Available R

Q D

B

LO

W S

P E

R F

O O

T

DRIVING WT.

D E

P T

H (f t)

DROP 8/18/22

GEOTECHNICAL ENGINEERING

8/18/22

PROJECT NAME Agriculture Roadway and Bridge #108 Repair, Kekaha Agriculture Association

B3

END DATE

START DATE

SURFACE ELEV.

WORK ORDER NO. 22-6746

D R

Y D

E N

S

IT

Y (p cf

M O

IS

T

U R

E C

O N

T E

N T

Hirata & Associates, Inc.

BORING LOG

Boring No.

30 in.

C O

R E

R E

C O

V E

R Y

S A

M P

LE

140 lb.

G R

A P

H

IC

LO

G

R E

M A

R K

S

S A

M P

LE

N

O

MATERIAL DESCRIPTION

Plate A4.3

Silty SAND (SM) - Mottled tan, slightly moist, medium dense.

Covered by 2.5 inches of AC over 6 inches of base material.

Silty CLAY (CH) - Brown to reddish brown, moist, medium stiff, with sand.

Soft at 2 feet.

End boring at 6.5 feet.

Neither groundwater nor seepage water encountered.

Not Available R

Q D

B

LO

W S

P E

R F

O O

T

DRIVING WT.

D E

P T

H (f t)

DROP 8/18/22

GEOTECHNICAL ENGINEERING

8/18/22

PROJECT NAME Agriculture Roadway and Bridge #108 Repair, Kekaha Agriculture Association

B4

END DATE

START DATE

SURFACE ELEV.

WORK ORDER NO. 22-6746

D R

Y D

E N

S

IT

Y (p cf

M O

IS

T

U R

E C

O N

T E

N T

Hirata & Associates, Inc.

BORING LOG

Boring No.

30 in.

C O

R E

R E

C O

V E

R Y

S A

M P

LE

140 lb.

G R

A P

H

IC

LO

G

R E

M A

R K

S

S A

M P

LE

N

O

MATERIAL DESCRIPTION

Plate A4.4

Petroleum odor at 0.5 to

1.5 feet.

Silty SAND (SM) - Tan to tannish brown, slightly moist, medium dense.

Covered by 2.5 inches of AC over 6 inches of base material.

Silty CLAY (CH) - Brown to reddish brown, moist, medium stiff, with sand.

Grayish brown color from 3 feet.

End boring at 5.5 feet.

Neither groundwater nor seepage water encountered.

Not Available R

Q D

B

LO

W S

P E

R F

O O

T

DRIVING WT.

D E

P T

H (f t)

DROP 8/18/22

GEOTECHNICAL ENGINEERING

8/18/22

PROJECT NAME Agriculture Roadway and Bridge #108 Repair, Kekaha Agriculture Association

B5

END DATE

START DATE

SURFACE ELEV.

WORK ORDER NO. 22-6746

D R

Y D

E N

S

IT

Y (p cf

M O

IS

T

U R

E C

O N

T E

N T

Hirata & Associates, Inc.

BORING LOG

Boring No.

30 in.

C O

R E

R E

C O

V E

R Y

S A

M P

LE

140 lb.

G R

A P

H

IC

LO

G

R E

M A

R K

S

S A

M P

LE

N

O

MATERIAL DESCRIPTION

Plate A4.5

Petroleum odor at 1 foot.

Silty SAND (SM) - Tannish brown, slightly moist, medium dense.

Covered by 2 inches of AC over 6 inches of base material.

Silty CLAY (CH) - Dark reddish brown, moist, medium stiff, with sand.

Soft from 2.5 feet.

End boring at 6.5 feet.

Neither groundwater nor seepage water encountered.

Soft to medium stiff from at 5 feet.

Not Available R

Q D

B

LO

W S

P E

R F

O O

T

DRIVING WT.

D E

P T

H (f t)

DROP 8/18/22

GEOTECHNICAL ENGINEERING

8/18/22

PROJECT NAME Agriculture Roadway and Bridge #108 Repair, Kekaha Agriculture Association

B6

END DATE

START DATE

SURFACE ELEV.

WORK ORDER NO. 22-6746

D R

Y D

E N

S

IT

Y (p cf

M O

IS

T

U R

E C

O N

T E

N T

Hirata & Associates, Inc.

BORING LOG

Boring No.

30 in.

C O

R E

R E

C O

V E

R Y

S A

M P

LE

140 lb.

G R

A P

H

IC

LO

G

R E

M A

R K

S

S A

M P

LE

N

O

MATERIAL DESCRIPTION

Plate A4.6

Silty SAND (SM) - Tannish brown, slightly moist, medium dense.

Covered by 2.5 inches of AC over 6 inches of base material.

Silty CLAY (CH) - Dark reddish brown, moist, medium stiff, with sand.

End boring at 5.5 feet.

Neither groundwater nor seepage water encountered.

Grayish brown color at 4 feet.

Not Available R

Q D

B

LO

W S

P E

R F

O O

T

DRIVING WT.

D E

P T

H (f t)

DROP 8/18/22

GEOTECHNICAL ENGINEERING

8/18/22

PROJECT NAME Agriculture Roadway and Bridge #108 Repair, Kekaha Agriculture Association

B7

END DATE

START DATE

SURFACE ELEV.

WORK ORDER NO. 22-6746

D R

Y D

E N

S

IT

Y (p cf

M O

IS

T

U R

E C

O N

T E

N T

Hirata & Associates, Inc.

BORING LOG

Boring No.

30 in.

C O

R E

R E

C O

V E

R Y

S A

M P

LE

140 lb.

G R

A P

H

IC

LO

G

R E

M A

R K

S

S A

M P

LE

N

O

MATERIAL DESCRIPTION

Plate A4.7

Silty SAND (SM) - Tannish brown, moist, medium dense, with gravel.

Covered by 2.5 inches of AC over 4.5 inches of base material.

Silty CLAY (CL) - Dark brown, moist, stiff, with sand.

End boring at 6.5 feet.

Neither groundwater nor seepage water encountered.

Mottled dark red and grayish brown color from 4 feet.

Not Available R

Q D

B

LO

W S

P E

R F

O O

T

DRIVING WT.

D E

P T

H (f t)

DROP 8/18/22

GEOTECHNICAL ENGINEERING

8/18/22

PROJECT NAME Agriculture Roadway and Bridge #108 Repair, Kekaha Agriculture Association

B8

END DATE

START DATE

SURFACE ELEV.

WORK ORDER NO. 22-6746

D R

Y D

E N

S

IT

Y (p cf

M O

IS

T

U R

E C

O N

T E

N T

Hirata & Associates, Inc.

BORING LOG

Boring No.

30 in.

C O

R E

R E

C O

V E

R Y

S A

M P

LE

140 lb.

G R

A P

H

IC

LO

G

R E

M A

R K

S

S A

M P

LE

N

O

MATERIAL DESCRIPTION

Plate A4.8

40/6"

10/NP

50/6"

Silty CLAY (CH) - Brown, moist, stiff, with sand and gravel.

Covered by 2 inches of AC over 8 inches of base material.

Silty SAND (SM) - Dark reddish brown, moist, medium dense to loose, with gravel.

Silty CLAY (CH) - Brown, moist, medium stiff to stiff.

SAND (SP-SM) - Mottled tan and gray, dense, poorly graded, with silt.

Groundwater encountered at 18.6 feet on 8/16/22 at 8:32 am.

Cobble at 4.5 feet.

Dark reddish brown to dark gray from 5 feet, with sand.

24 ±* R

Q D

B

LO

W S

P E

R F

O O

T

DRIVING WT.

D E

P T

H (f t)

DROP 8/16/22

GEOTECHNICAL ENGINEERING

(Continued Next Page)

8/16/22

PROJECT NAME Agriculture Roadway and Bridge #108 Repair, Kekaha Agriculture Association

B9

END DATE

START DATE

SURFACE ELEV.

WORK ORDER NO. 22-6746

D R

Y D

E N

S

IT

Y (p cf

M O

IS

T

U R

E C

O N

T E

N T

Hirata & Associates, Inc.

BORING LOG

Boring No.

30 in.

C O

R E

R E

C O

V E

R Y

S A

M P

LE

140 lb.

G R

A P

H

IC

LO

G

R E

M A

R K

S

S A

M P

LE

N

O

MATERIAL DESCRIPTION

Plate A4.9

10/NP

50/6"

10/NP

50/3"

SAND (SP-SM) - Mottled tan and gray, dense, poorly graded, with silt.

(continued)

End boring at 39.5 feet.

* Elevation based on topographic survey map prepared by Esaki Surveying and Mapping, Inc., dated 2/26/22.

24 ±* R

Q D

B

LO

W S

P E

R F

O O

T

DRIVING WT.

D E

P T

H (f t)

DROP 8/16/22

GEOTECHNICAL ENGINEERING

(continued)

8/16/22

PROJECT NAME Agriculture Roadway and Bridge #108 Repair, Kekaha Agriculture Association

B9

END DATE

START DATE

SURFACE ELEV.

WORK ORDER NO. 22-6746

D R

Y D

E N

S

IT

Y (p cf

M O

IS

T

U R

E C

O N

T E

N T

Hirata & Associates, Inc.

BORING LOG

Boring No.

30 in.

C O

R E

R E

C O

V E

R Y

S A

M P

LE

140 lb.

G R

A P

H

IC

LO

G

R E

M A

R K

S

S A

M P

LE

N

O

MATERIAL DESCRIPTION

Plate A4.10

50/6"

10/NP

20/3"

10/NP

18NP = No Penetration

Silty CLAY (CH) - Brown, moist, stiff, with gravel.

Silty SAND (SM) - Dark reddish brown, moist, medium dense to loose.

Silty CLAY (CH) - Brown, moist, medium stiff to stiff.

SAND (SP-SM) - Mottled tan and gray, medium dense to dense, poorly graded, with silt.

Reddish brown color from 2.5 feet, with sand.

Medium stiff to stiff from 4 feet.

Groundwater encountered at 19.6 feet on 8/17/22 at 8:11 am.

Dense from 22 feet.

24 ±* R

Q D

B

LO

W S

P E

R F

O O

T

DRIVING WT.

D E

P T

H (f t)

DROP 8/16/22

GEOTECHNICAL ENGINEERING

(Continued Next Page)

8/15/22

PROJECT NAME Agriculture Roadway and Bridge #108 Repair, Kekaha Agriculture Association

B10

END DATE

START DATE

SURFACE ELEV.

WORK ORDER NO. 22-6746

D R

Y D

E N

S

IT

Y (p cf

M O

IS

T

U R

E C

O N

T E

N T

Hirata & Associates, Inc.

BORING LOG

Boring No.

30 in.

C O

R E

R E

C O

V E

R Y

S A

M P

LE

140 lb.

G R

A P

H

IC

LO

G

R E

M A

R K

S

S A

M P

LE

N

O

MATERIAL DESCRIPTION

Plate A4.11

50/3"

50/6"

10/NP

SAND (SP-SM) - Mottled tan and gray, medium dense to dense, poorly graded, with silt. (continued)

End boring at 39.0 feet.

* Elevation based on topographic survey map prepared by Esaki Surveying and Mapping, Inc., dated 2/26/22.

24 ±* R

Q D

B

LO

W S

P E

R F

O O

T

DRIVING WT.

D E

P T

H (f t)

DROP 8/16/22

GEOTECHNICAL ENGINEERING

(continued)

8/15/22

PROJECT NAME Agriculture Roadway and Bridge #108 Repair, Kekaha Agriculture Association

B10

END DATE

START DATE

SURFACE ELEV.

WORK ORDER NO. 22-6746

D R

Y D

E N

S

IT

Y (p cf

M O

IS

T

U R

E C

O N

T E

N T

Hirata & Associates, Inc.

BORING LOG

Boring No.

30 in.

C O

R E

R E

C O

V E

R Y

S A

M P

LE

140 lb.

G R

A P

H

IC

LO

G

R E

M A

R K

S

S A

M P

LE

N

O

MATERIAL DESCRIPTION

Plate A4.12

Silty SAND (SM) - Mottled tan, slightly moist, medium dense.

Covered by 2 inches of AC over 4 inches of base material.

Silty CLAY (CH) - Dark brown to dark reddish brown, moist, medium stiff to soft, with sand.

End boring at 5.5 feet.

Neither groundwater nor seepage water encountered.

Not Available R

Q D

B

LO

W S

P E

R F

O O

T

DRIVING WT.

D E

P T

H (f t)

DROP 8/18/22

GEOTECHNICAL ENGINEERING

8/18/22

PROJECT NAME Agriculture Roadway and Bridge #108 Repair, Kekaha Agriculture Association

B11

END DATE

START DATE

SURFACE ELEV.

WORK ORDER NO. 22-6746

D R

Y D

E N

S

IT

Y (p cf

M O

IS

T

U R

E C

O N

T E

N T

Hirata & Associates, Inc.

BORING LOG

Boring No.

30 in.

C O

R E

R E

C O

V E

R Y

S A

M P

LE

140 lb.

G R

A P

H

IC

LO

G

R E

M A

R K

S

S A

M P

LE

N

O

MATERIAL DESCRIPTION

Plate A4.13

Silty SAND (SM) - Tannish brown, moist, medium dense, with gravel.

Covered by 3 inches of AC over 4 inches of base material.

Silty CLAY (CH) - Dark reddish brown, moist, stiff, with sand.

End boring at 6.5 feet.

Neither groundwater nor seepage water encountered.

Grayish brown color at 5 feet, medium stiff.

Not Available R

Q D

B

LO

W S

P E

R F

O O

T

DRIVING WT.

D E

P T

H (f t)

DROP 8/19/22

GEOTECHNICAL ENGINEERING

8/19/22

PROJECT NAME Agriculture Roadway and Bridge #108 Repair, Kekaha Agriculture Association

B12

END DATE

START DATE

SURFACE ELEV.

WORK ORDER NO. 22-6746

D R

Y D

E N

S

IT

Y (p cf

M O

IS

T

U R

E C

O N

T E

N T

Hirata & Associates, Inc.

BORING LOG

Boring No.

30 in.

C O

R E

R E

C O

V E

R Y

S A

M P

LE

140 lb.

G R

A P

H

IC

LO

G

R E

M A

R K

S

S A

M P

LE

N

O

MATERIAL DESCRIPTION

Plate A4.14

Silty SAND (SM) - Tan to tannish brown, slightly moist, medium dense, with gravel.

Covered by 2.5 inches of AC over 6 inches of base material.

Silty CLAY (CH) - Dark reddish brown, moist, medium stiff, with sand.

End boring at 5.5 feet.

Neither groundwater nor seepage water encountered.

Soft to medium stiff from 4.5 feet.

Not Available R

Q D

B

LO

W S

P E

R F

O O

T

DRIVING WT.

D E

P T

H (f t)

DROP 8/17/22

GEOTECHNICAL ENGINEERING

8/17/22

PROJECT NAME Agriculture Roadway and Bridge #108 Repair, Kekaha Agriculture Association

B13

END DATE

START DATE

SURFACE ELEV.

WORK ORDER NO. 22-6746

D R

Y D

E N

S

IT

Y (p cf

M O

IS

T

U R

E C

O N

T E

N T

Hirata & Associates, Inc.

BORING LOG

Boring No.

30 in.

C O

R E

R E

C O

V E

R Y

S A

M P

LE

140 lb.

G R

A P

H

IC

LO

G

R E

M A

R K

S

S A

M P

LE

N

O

MATERIAL DESCRIPTION

Plate A4.15

Silty SAND (SM) - Grayish Tan, slightly moist, medium dense, with gravel.

Covered by 3 inches of AC over 4 inches of base material.

Silty CLAY (CH) - Dark reddish brown, moist, stiff, with sand.

Medium stiff to soft from 3 feet.

Clayey SILT (MH) - Light gray, wet, soft.

Groundwater encountered at 7.2 feet on 8/17/22 at

9:41 am.

End boring at 8.5 feet.

Tannish white, medium stiff to soft, with sand from 7 feet.

Not Available R

Q D

B

LO

W S

P E

R F

O O

T

DRIVING WT.

D E

P T

H (f t)

DROP 8/17/22

GEOTECHNICAL ENGINEERING

8/17/22

PROJECT NAME Agriculture Roadway and Bridge #108 Repair, Kekaha Agriculture Association

B14

END DATE

START DATE

SURFACE ELEV.

WORK ORDER NO. 22-6746

D R

Y D

E N

S

IT

Y (p cf

M O

IS

T

U R

E C

O N

T E

N T

Hirata & Associates, Inc.

BORING LOG

Boring No.

30 in.

C O

R E

R E

C O

V E

R Y

S A

M P

LE

140 lb.

G R

A P

H

IC

LO

G

R E

M A

R K

S

S A

M P

LE

N

O

MATERIAL DESCRIPTION

Plate A4.16

22/6" 50/2"

10/NP

NP = No Penetration

Silty SAND (SM) - Tannish brown, slightly moist, medium dense, with gravel.

Covered by 2.5 inches of AC over 6 inches of base material.

Silty CLAY (CH) - Dark reddish brown and gray, moist, stiff, with sand.

Very stiff, with weathered rock fragments at 2.5 feet.

Gray color, medium stiff to soft from 4 feet.

Silty SAND (SM) - Gray, moist, dense, slightly cemented.

End boring at 8.5 feet.

Neither groundwater nor seepage water encountered.

Not Available R

Q D

B

LO

W S

P E

R F

O O

T

DRIVING WT.

D E

P T

H (f t)

DROP 8/18/22

GEOTECHNICAL ENGINEERING

8/18/22

PROJECT NAME Agriculture Roadway and Bridge #108 Repair, Kekaha Agriculture Association

B15

END DATE

START DATE

SURFACE ELEV.

WORK ORDER NO. 22-6746

D R

Y D

E N

S

IT

Y (p cf

M O

IS

T

U R

E C

O N

T E

N T

Hirata & Associates, Inc.

BORING LOG

Boring No.

30 in.

C O

R E

R E

C O

V E

R Y

S A

M P

LE

140 lb.

G R

A P

H

IC

LO

G

R E

M A

R K

S

S A

M P

LE

N

O

MATERIAL DESCRIPTION

Plate A4.17

Starting Depth: 6 in. Date: 8/18/22 No. of Accumulative Type of

Blows Penetration Hammer

(mm)

0 152 17.6 lbs

10 226 17.6 lbs

10 277 17.6 lbs

10 335 17.6 lbs

10 417 17.6 lbs

5 462 17.6 lbs

5 511 17.6 lbs

5 554 17.6 lbs

5 597 17.6 lbs

5 640 17.6 lbs

5 691 17.6 lbs

5 737 17.6 lbs

5 790 17.6 lbs

Boring No.

B1

Agriculture Roadway and Bridge #108 Repair, Kekaha Agriculture Association

Hirata & Associates, Inc. DYNAMIC CONE PENETROMETER

TEST

Plate A5.1Geotechnical Engineering

W.O. 22-6746

1 10 100

1 10 100

D E

P T

H m m

D E

P T

H in

CBR

Starting Depth: 3 in. Date: 8/18/22

Blows Penetration Hammer

(mm)

0 76 17.6 lbs

10 130 17.6 lbs

10 168 17.6 lbs

10 206 17.6 lbs

10 244 17.6 lbs

10 279 17.6 lbs

10 310 17.6 lbs

10 345 17.6 lbs

10 378 17.6 lbs

10 417 17.6 lbs

5 434 17.6 lbs

5 455 17.6 lbs

5 503 17.6 lbs

5 574 17.6 lbs

5 650 17.6 lbs

5 726 17.6 lbs

Boring No.

B2

Agriculture Roadway and Bridge #108 Repair, Kekaha Agriculture Association

Hirata & Associates, Inc. DYNAMIC CONE PENETROMETER

TEST

Plate A5.2Geotechnical Engineering

W.O. 22-6746

1 10 100

1 10 100

D E

P T

H m m

D E

P T

H in

Blows Penetration Hammer

(mm)

0 152 17.6 lbs

5 216 17.6 lbs

5 290 17.6 lbs

5 345 17.6 lbs

5 389 17.6 lbs

5 429 17.6 lbs

5 472 17.6 lbs

5 513 17.6 lbs

5 559 17.6 lbs

5 671 17.6 lbs

5 787 17.6 lbs

1 810 17.6 lbs

1 833 17.6 lbs

17.6 lbs

17.6 lbs

17.6 lbs

Boring No.

B3

Agriculture Roadway and Bridge #108 Repair, Kekaha Agriculture Association

Hirata & Associates, Inc. DYNAMIC CONE PENETROMETER

TEST

Plate A5.3Geotechnical Engineering

W.O. 22-6746

1 10 100

1 10 100

D E

P T

H m m

D E

P T

H in

Blows Penetration Hammer

(mm)

0 152 17.6 lbs

10 206 17.6 lbs

5 287 17.6 lbs

5 396 17.6 lbs

5 523 17.6 lbs

1 630 17.6 lbs

1 792 17.6 lbs

1 826 17.6 lbs

1 866 17.6 lbs

1 907 17.6 lbs

17.6 lbs

17.6 lbs

17.6 lbs

17.6 lbs

17.6 lbs

17.6 lbs

Boring No.

B4

Agriculture Roadway and Bridge #108 Repair, Kekaha Agriculture Association

Hirata & Associates, Inc. DYNAMIC CONE PENETROMETER

TEST

Plate A5.4Geotechnical Engineering

W.O. 22-6746

0 1 10 100

0 1 10 100

D E

P T

H m m

D E

P T

H in

Blows Penetration Hammer

(mm)

0 76 17.6 lbs

10 112 17.6 lbs

10 137 17.6 lbs

10 168 17.6 lbs

10 213 17.6 lbs

10 282 17.6 lbs

5 348 17.6 lbs

5 356 17.6 lbs

5 366 17.6 lbs

5 378 17.6 lbs

5 396 17.6 lbs

5 432 17.6 lbs

5 485 17.6 lbs

5 536 17.6 lbs

5 605 17.6 lbs

5 658 17.6 lbs

Boring No.

B5

Agriculture Roadway and Bridge #108 Repair, Kekaha Agriculture Association

Hirata & Associates, Inc. DYNAMIC CONE PENETROMETER

TEST

Plate A5.5Geotechnical Engineering

W.O. 22-6746

1 10 100 1000

1 10 100

D E

P T

H m m

D E

P T

H in

Blows Penetration Hammer

(mm)

0 152 17.6 lbs

10 203 17.6 lbs

10 244 17.6 lbs

10 318 17.6 lbs

10 386 17.6 lbs

5 427 17.6 lbs

5 467 17.6 lbs

5 488 17.6 lbs

5 508 17.6 lbs

5 528 17.6 lbs

5 574 17.6 lbs

5 625 17.6 lbs

5 676 17.6 lbs

5 752 17.6 lbs

1 851 17.6 lbs

1 881 17.6 lbs

Boring No.

B6

Agriculture Roadway and Bridge #108 Repair, Kekaha Agriculture Association

Hirata & Associates, Inc. DYNAMIC CONE PENETROMETER

TEST

Plate A5.6Geotechnical Engineering

W.O. 22-6746

1 10 100

1 10 100

D E

P T

H m m

D E

P T

H in

Blows Penetration Hammer

(mm)

0 152 17.6 lbs

10 188 17.6 lbs

10 208 17.6 lbs

10 234 17.6 lbs

10 257 17.6 lbs

10 277 17.6 lbs

10 295 17.6 lbs

10 310 17.6 lbs

10 328 17.6 lbs

10 345 17.6 lbs

10 368 17.6 lbs

10 406 17.6 lbs

5 432 17.6 lbs

5 470 17.6 lbs

5 546 17.6 lbs

5 663 17.6 lbs

Boring No.

B7

Agriculture Roadway and Bridge #108 Repair, Kekaha Agriculture Association

Hirata & Associates, Inc. DYNAMIC CONE PENETROMETER

TEST

Plate A5.7Geotechnical Engineering

W.O. 22-6746

1 10 100 1000

1 10 100

D E

P T

H m m

D E

P T

H in

Blows Penetration Hammer

(mm)

0 152 17.6 lbs

5 211 17.6 lbs

5 241 17.6 lbs

5 277 17.6 lbs

5 300 17.6 lbs

5 315 17.6 lbs

5 338 17.6 lbs

5 368 17.6 lbs

5 406 17.6 lbs

5 460 17.6 lbs

5 503 17.6 lbs

5 533 17.6 lbs

5 574 17.6 lbs

5 630 17.6 lbs

5 765 17.6 lbs

1 787 17.6 lbs

Boring No.

B8

Agriculture Roadway and Bridge #108 Repair, Kekaha Agriculture Association

Hirata & Associates, Inc. DYNAMIC CONE PENETROMETER

TEST

Plate A5.8Geotechnical Engineering

W.O. 22-6746

1 10 100

1 10 100

D E

P T

H m m

D E

P T

H in

Blows Penetration Hammer

(mm)

0 152 17.6 lbs

5 183 17.6 lbs

5 208 17.6 lbs

5 239 17.6 lbs

5 264 17.6 lbs

5 305 17.6 lbs

5 384 17.6 lbs

5 538 17.6 lbs

5 752 17.6 lbs

1 787 17.6 lbs

1 828 17.6 lbs

1 871 17.6 lbs

17.6 lbs

17.6 lbs

17.6 lbs

17.6 lbs

Boring No.

B11

Agriculture Roadway and Bridge #108 Repair, Kekaha Agriculture Association

Hirata & Associates, Inc. DYNAMIC CONE PENETROMETER

TEST

Plate A5.9Geotechnical Engineering

W.O. 22-6746

1 10 100

1 10 100

D E

P T

H m m

D E

P T

H in

Blows Penetration Hammer

(mm)

0 76 17.6 lbs

10 91 17.6 lbs

10 97 17.6 lbs

10 102 17.6 lbs

10 130 17.6 lbs

5 173 17.6 lbs

5 198 17.6 lbs

5 203 17.6 lbs

5 218 17.6 lbs

5 224 17.6 lbs

5 231 17.6 lbs

5 241 17.6 lbs

5 257 17.6 lbs

5 279 17.6 lbs

5 307 17.6 lbs

5 338 17.6 lbs

Boring No.

B12

Agriculture Roadway and Bridge #108 Repair, Kekaha Agriculture Association

Hirata & Associates, Inc. DYNAMIC CONE PENETROMETER

TEST

Plate A5.10Geotechnical Engineering

W.O. 22-6746

1 10 100 1000

1 10 100

D E

P T

H m m

D E

P T

H in

Starting Depth: 3 in. Date: 8/17/22

Blows Penetration Hammer

(mm)

0 76 17.6 lbs

5 99 17.6 lbs

5 109 17.6 lbs

10 140 17.6 lbs

10 173 17.6 lbs

10 191 17.6 lbs

10 198 17.6 lbs

10 211 17.6 lbs

10 224 17.6 lbs

10 236 17.6 lbs

10 246 17.6 lbs

10 254 17.6 lbs

10 262 17.6 lbs

10 267 17.6 lbs

10 274 17.6 lbs

10 284 17.6 lbs

Boring No.

B13

Agriculture Roadway and Bridge #108 Repair, Kekaha Agriculture Association

Hirata & Associates, Inc. DYNAMIC CONE PENETROMETER

TEST

Plate A5.11Geotechnical Engineering

W.O. 22-6746

1 10 100 1000

1 10 100

D E

P T

H m m

D E

P T

H in

Starting Depth: 3 in. Date: 8/17/22

Blows Penetration Hammer

(mm)

0 76 17.6 lbs

5 99 17.6 lbs

5 104 17.6 lbs

5 107 17.6 lbs

5 109 17.6 lbs

5 112 17.6 lbs

5 114 17.6 lbs

5 119 17.6 lbs

5 124 17.6 lbs

10 135 17.6 lbs

10 147 17.6 lbs

10 155 17.6 lbs

10 165 17.6 lbs

10 178 17.6 lbs

10 226 17.6 lbs

5 274 17.6 lbs

Boring No.

B14

Agriculture Roadway and Bridge #108 Repair, Kekaha Agriculture Association

Hirata & Associates, Inc. DYNAMIC CONE PENETROMETER

TEST

Plate A5.12Geotechnical Engineering

W.O. 22-6746

1 10 100 1000

1 10 100

D E

P T

H m m

D E

P T

H in

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. Atterberg Limit tests were performed in general accordance with ASTM D 4318. Results of Atterberg Limit tests are plotted on Plate A3.2. The final classifications are shown at the appropriate locations on the Boring Logs, Plates A4.1 through A4.17.

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. Test results are shown at the appropriate depths on the Boring Logs, Plates A4.1 through A4.17.

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 geometric progression, and the resulting deformations recorded at selected time intervals. Test results are plotted on the Consolidation Test Reports, Plates B2.1 through B2.7.

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 Plate B3.1.

Hirata & Associates, Inc. Plate B1.2

SIEVE ANALYSES

Sieve analyses tests were conducted on selected soil samples in general accordance with ASTM D 422. The test is used to determine the grain size distribution. Test results are presented on Plates B4.1 and B4.2.

CALIFORNIA BEARING RATIO TESTS

CBR tests were performed in general accordance with ASTM D 1883 on bulk samples of near surface soil obtained from selected borings. The test is used to evaluate the relative quality of subgrade soils to be used in the design of flexible pavements. Results are shown on Plates B5.1 through B5.7.

10 100 1,000 10,000 105

Plate B2.1

CONSOLIDATION TEST

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

Consolidation Test Results

ASTM D2435 / D2435M - 11

Pressure (psf)

Sample Description

Boring No.:

Soil Description:

B3 Depth (ft): 4 Brown silty clay with sand

Moisture Content

Dry Density

(pcf)

32.2

35.1 80.9

82.6 Initial Final

Agriculture Roadway and Bridge #108 Repair, Kekaha Agriculture Association

W.O. 22-6746

10 100 1,000 10,000 105

Plate B2.2

CONSOLIDATION TEST

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

Consolidation Test Results

ASTM D2435 / D2435M - 11

Pressure (psf)

Sample Description

Boring No.:

Soil Description:

B6 Depth (ft): 5 Dark grayish brown silty clay with sand

Moisture Content

Dry Density

(pcf)

52.3

56.5 65.4

68.7 Initial Final

Agriculture Roadway and Bridge #108 Repair, Kekaha Agriculture Association

W.O. 22-6746

10 100 1,000 10,000 105

Plate B2.3

CONSOLIDATION TEST

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

Consolidation Test Results

ASTM D2435 / D2435M - 11

Pressure (psf)

Sample Description

Boring No.:

Soil Description:

B9 Depth (ft): 5 Dark reddish brown to dark gray…