W9128A-18-B-0005_Am-0005_(Part_2_of_2).pdf

Section 00 60 00, Appendix D - Page 1 (Am-0005)

Section 00 60 00, Appendix D - Page 2

Section 00 60 00, Appendix D - Page 3

W.O. 6311-10(E) GEOLABS, INC. Page i

Hawaii • California

GEOTECHNICAL ENGINEERING EXPLORATION

AND

PERCOLATION TESTING

RENOVATE BUILDINGS 139, 140, 149 and 188

POHAKULOA TRAINING AREA

POHAKULOA, ISLAND OF HAWAII

W.O. 6311-10(E) JULY 16, 2015

TABLE OF CONTENTS

Page

SUMMARY OF FINDINGS AND RECOMMENDATIONS...............................................iii

1. GENERAL

1.1 Introduction

1.2 Project Considerations

1.3 Purpose and Scope

2. SITE CHARACTERIZATION

2.1 Regional Geology

2.2 Site Description

2.3 Subsurface Conditions

3. DISCUSSION AND RECOMMENDATIONS

3.1 Trench Excavation

3.2 Trench Excavation Support

3.3 Pipe Bedding

3.4 Trench Backfill

3.5 Trench Backfill Compaction and Placement Requirements

3.6 Pavement Design

3.7 Settlements

3.8 Field Percolation Testing

3.9 Design Review

3.10 Construction Observations

4. LIMITATIONS

CLOSURE

PLATES

Project Location Map................................................................................... Plate 1 Site Plan ...................................................................................................... Plate 2

Section 00 60 00, Appendix D - Page 4

TABLE OF CONTENTS

Page

W.O. 6311-10(E) GEOLABS, INC. Page ii

APPENDIX A

Field Exploration...................................................................................... Page A-1 Soil Log Legend.....................................................................................Plate A-0.1 Rock Log Legend ..................................................................................Plate A-0.2 Logs of Borings....................................................................... Plates A-1 thru A-11

APPENDIX B

Laboratory Tests...................................................................................... Page B-1 Laboratory Test Data................................................................ Plates B-1 thru B-6

APPENDIX C

Percolation Tests..................................................................................... Page C-1 Percolation Test Results...........................................................Plates C-1 thru C-5

Section 00 60 00, Appendix D - Page 5

W.O. 6311-10(E) GEOLABS, INC. Page iii

GEOTECHNICAL ENGINEERING EXPLORATION

AND

PERCOLATION TESTING

RENOVATE BUILDINGS 139, 140, 149 AND 188

POHAKULOA TRAINING AREA

POHAKULOA, ISLAND OF HAWAII

W.O. 6311-10(E) JULY 16, 2015

SUMMARY OF FINDINGS AND RECOMMENDATIONS

In general, our field exploration indicated that the project site is underlain by medium dense volcanic cinder materials. Basaltic rock formation was encountered in the deeper portion of some borings. While the borings along the proposed sewer line alignment did not encounter the rock formation, there is a potential that isolated ledges or high points of the rock may extend into the excavation limits.

It is anticipated that the new sewer line would have invert depths on the order of about 5 to 8 feet below the existing ground surface. The borings generally indicate medium dense sandy cinder soils within this zone. Based on the relatively competent subsurface soil conditions encountered, we believe that conventional excavation methods may be used for installation of the sewer line and for the proposed leachfields. However, based on experience in the area and with similar deposits, there is a potential that hard rock formation or boulders and cobbles may be encountered within the cinder horizon.

Where excavations greater than 4 feet in depth are planned, temporary shoring or sloping and benching should be used. Based on the existing site conditions (i.e., active roadways in a military quarters and administrative area), we believe that temporary cut slopes for open cut excavations are not practical. On this basis, trench walls would have to be cut vertically requiring the use of shoring during construction.

Based on the test results obtained, the measured percolation rates in the P-1 and P-2 area are suitable for the use of a leachfield as an effluent disposal component. In the Multi-Purpose Field area, our borings encountered basalt rock formation at the planned invert level of the leachfield. Although the percolation rates in two of the three tests were suitable for use of a leachfield, it is our understanding that the Hawaii Department of Health generally, as a policy, does not allow disposal of effluent into a bedrock formation unless soil replacement is used to buffer the infiltration into rock.

Consideration might be given to raising the grade of the Multi-Purpose Field to create a raised mound system in order to avoid infiltration of the effluent directly into the rock formation.

Section 00 60 00, Appendix D - Page 6

SUMMARY OF FINDINGS AND RECOMMENDATIONS

W.O. 6311-10(E) GEOLABS, INC. Page iv

The text of this report should be referred to for detailed discussion and specific recommendations for design of the new water pipe alignment project.

END OF SUMMARY OF FINDINGS AND RECOMMENDATIONS

Section 00 60 00, Appendix D - Page 7

W.O. 6311-10(E) GEOLABS, INC. Page 1

SECTION 1. GENERAL

1.1 Introduction

This report presents the results of our geotechnical engineering exploration and engineering analyses performed in support of the design and construction of the new septic system to be installed in conjunction with the Renovate Buildings 139, 140, 149 and 188 project at Pohakuloa Training Area in the Pohakuloa area of the Island of

Hawaii. The project location and general vicinity are shown on the Project Location

Map, Plate 1.

This report summarizes the findings and geotechnical recommendations based on our field exploration, field percolation testing, laboratory testing, and engineering analyses. The recommendations presented herein are intended for the design of trench excavation, backfilling and leachfield design only. The findings and recommendations presented herein are subject to the limitations noted at the end of this report.

1.2 Project Considerations

The septic system project involves the installation of approximately 1,500 lineal feet of new sewer line along Pohakuloa Street, Mauna Kea Loop to the Multi-Purpose

Field (Parade Field) and to the southeast of Buildings 121 and 133. Septic tanks will be installed at the Parade Field and Building 121/133 locations for the treatment of wastewater and leachfields will be used for the disposal of effluent from the septic tanks. Based on the information provided, the new sewer line piping will be installed by the cut-and-cover method.

This project was conducted as a modification to the work performed under our previous task order and report titled “Percolation Testing, Renovate Buildings 139, 140

& 188, Pohakuloa Training Area, Pohakuloa, Island of Hawaii” dated August 5, 2014.

1.3 Purpose and Scope

The purpose of our geotechnical engineering exploration is to obtain an overview of the surface and subsurface conditions along the proposed sewer line alignment to develop a generalized soil/rock data set to formulate geotechnical engineering recommendations for the design of the new sewer system. In order to accomplish this, Section 00 60 00, Appendix D - Page 8

SECTION 1. GENERAL

W.O. 6311-10(E) GEOLABS, INC. Page 2 we conducted an exploration program, in accordance with our revised proposal dated

March 17, 2015, generally consisting of the following tasks and work efforts:

1. Filing of permits to drill, staking of borehole locations, and coordination of toning operations for possible existing underground utilities.

2. Preparation and submittal of Accident Prevention Plan (APP) and Activity

Hazard Analysis (AHA).

3. Review of available in-house soil and geologic information from the project vicinity.

4. Mobilization and demobilization of truck-mounted drilling equipment and operators to the project site and back.

5. Drilling and sampling of six borings extending to depths ranging from about 11.5 to 16.5 feet below the existing ground surface along the proposed sewer line alignment.

6. Drilling, sampling and percolation testing of five borings extending to depths ranging from about 5.9 to 11.5 feet below the existing ground surface at the proposed leachfield locations. The borings were drilled to the design depth for percolation testing and supplemental holes were drilled and sampled to a depth about 5.0 feet deeper, to depths ranging from about 10.9 to 16.5 feet below the existing ground surface, to provide a soil profile at that location.

7. Coordination of the field exploration, logging of the borings and supervision of the percolation tests by our field engineer/geologist.

8. Laboratory testing of selected soil/rock samples obtained during the field exploration as an aid in classifying the materials and evaluating their engineering properties.

9. Analyses of the field and laboratory data to formulate geotechnical engineering recommendations for the proposed project.

10. Preparation of this report summarizing our work on the project and presenting our findings and geotechnical engineering recommendations.

11. Coordination and quality assurance of our work on the project and client/design team consultation by our principal engineer.

12. Miscellaneous work efforts such as drafting, word processing, and clerical support.

Section 00 60 00, Appendix D - Page 9

SECTION 1. GENERAL

W.O. 6311-10(E) GEOLABS, INC. Page 3

Detailed descriptions of our field exploration methodology and the Logs of

Borings are presented in Appendix A. Results of the laboratory tests performed on selected soil samples are presented in Appendix B. The field percolation tests are summarized and presented in Appendix C.

END OF GENERAL

Section 00 60 00, Appendix D - Page 10

W.O. 6311-10(E) GEOLABS, INC. Page 4

SECTION 2. SITE CHARACTERIZATION

2.1 Regional Geology

The Island of Hawaii was built by the extrusion of basaltic lavas from five shield volcanoes, Kohala, Mauna Kea, Mauna Loa, Hualalai and Kilauea, which have coalesced to form one large island. Of these five volcanoes, Mauna Loa and Kilauea are considered to be active and Hualalai is believed to be in a dormant stage, with its last activity in about 1803.

Pohakuloa Training Area (PTA) is situated in the north central portion of the

Humu`ula Saddle, a broad plateau between Mauna Kea and Mauna Loa. Based on an available geologic map (USGS, 2007), the PTA area is underlain by rocks of the

Hamakua Volcanic Series of Mauna Kea. The map indicates that these Hamakua rocks may be mantled by recent alluvium that would be outwash from the slopes of Mauna

Kea to the north. Since these outwash materials are generally cindery in nature, it is difficult to differentiate between the alluvial soils and airlaid cinder from volcanic activity from eruptions from adjacent cinder cones from Mauna Loa.

In terms of engineering properties, there is essentially no difference between the cindery alluvium and airlaid cinder deposits. Both behave as granular cohesionless soils and are generally well drained.

2.2 Site Description

The project site is located in the administrative and quarters area of Pohakuloa

Training Area (PTA) in the Pohakuloa area of the Humu`ula Saddle on the Island of

Hawaii. This portion of PTA consists primarily of Quonset huts used as barracks and other low-rise buildings.

Based on the preliminary sewer line alignment plan provided, the proposed sewer alignment starts in the northern portion of the base fronting Buildings 142 and

142A and then proceeds in a southwesterly direction along Pohakuloa Street to Mauna

Kea Loop and then to the Multi-Purpose Field (Parade Field). A second leachfield is planned on the eastern side of the base to the rear of Buildings 121 and 133.

Section 00 60 00, Appendix D - Page 11

SECTION 2. SITE CHARACTERIZATION

W.O. 6311-10(E) GEOLABS, INC. Page 5

The preliminary alignment plan provided indicates existing ground surface elevations on the order of about +6,338 feet Mean Sea Level (MSL) in the southern portion of the site on the Parade Field to about +6,392 feet MSL at the higher end in the north adjacent to Building 142.

The ground surface elevations at the eastern leachfield range from about

+6,398 to +6,401 feet MSL.

2.3 Subsurface Conditions

Our field exploration program consisted of drilling and sampling six borings, designated as Boring Nos. 1 through 6, extending to depths ranging from about 9.2 to

10.0 feet below the existing ground surface. The approximate boring locations are shown on the Site Plan, Plate 2. The conditions encountered in each of the borings are briefly summarized as follows:

SIMPLIFIED SUMMARY OF SUBSURFACE CONDITIONS

Description Boring 1 Boring 2 Boring 3 Boring 4 Boring 5 Boring 6

Fill -- -- -- -- 0.0 to 2.0 ft. --

Cinder 0.0 to 11.5 ft.

0.0 to 11.5 ft.

0.0 to 11.5 ft.

0.0 to 11.5 ft.

2.0 to

16.0 ft.

0.0 to 15.0 ft.

Clinker -- -- -- -- -- --

Basalt -- -- -- -- -- --

Groundwater Depth

Not Encountered

Not Encountered

Not Encountered

Not Encountered

Not Encountered

Not Encountered

Surface Elevation

6,392± ft. 6,387.5± ft. 6,382± ft. 6,375± ft. 6,373.5± ft. 6,372± ft.

End Depth 11.5 ft. 11.5 ft. 11.5 ft. 11.5 ft. 16.0 ft. 15.0 ft.

Section 00 60 00, Appendix D - Page 12

SECTION 2. SITE CHARACTERIZATION

W.O. 6311-10(E) GEOLABS, INC. Page 6

SIMPLIFIED SUMMARY OF SUBSURFACE CONDITIONS

Description P-1 P-2 P-3 P-4 P-5

Fill -- -- -- -- --

Cinder 0.0 to 13.0 ft. 0.0 to 12.0 ft. 0.0 to 4.5 ft. 0.0 to 5.5 ft. 0.0 to 9.0 ft.

Clinker --

12.0 ft to

15.5 ft.

Basalt -- -- 4.5 to 10.9 ft. 5.5 to 13.2 ft. 9.0 to 16.5 ft.

Groundwater Depth

Not Encountered

Not Encountered

Not Encountered

Not Encountered

Not Encountered

Surface Elevation

6,404± ft. 6,407± ft. 6,343± ft. 6,348± ft. 6,348.5± ft.

End Depth 13.0 ft. 15.5 ft. 10.9 ft. 13.2 ft. 16.5 ft.

We did not encounter groundwater in the drilled and sampled borings nor the percolation test bores at the time of our field exploration. However, groundwater levels can fluctuate depending on rainfall, temperature, surface water runoff, groundwater withdrawal, and other factors.

Detailed descriptions of our field exploration methodology and the Logs of

Borings are presented on Plates A-1 through A-11 in Appendix A. Results of the laboratory tests performed on selected soil samples retrieved from our field exploration are presented in Appendix B. The field percolation tests are summarized and presented in Appendix C.

END OF SITE CHARACTERIZATION

Section 00 60 00, Appendix D - Page 13

W.O. 6311-10(E) GEOLABS, INC. Page 7

SECTION 3. DISCUSSION AND RECOMMENDATIONS

In general, our field exploration indicated that the project site is underlain by medium dense volcanic cinder materials. Basaltic rock formation was encountered in the deeper portion of some borings. While the borings along the proposed sewer line alignment did not encounter the rock formation, there is a potential that isolated ledges or high points of the rock may extend into the excavation limits.

It is anticipated that the new sewer line would have invert depths on the order of about 5 to 8 feet below the existing ground surface. The borings generally indicate medium dense sandy cinder soils within this zone. Based on the relatively competent subsurface soil conditions encountered, we believe that conventional excavation methods may be used for installation of the sewer line and for the proposed leachfields.

However, based on experience in the area and with similar deposits, there is a potential that hard rock formation or boulders and cobbles may be encountered within the cinder horizon.

Detailed discussions and recommendations for design of sewer line installation, and other geotechnical aspects are presented in the following sections.

3.1 Trench Excavation

We anticipate that the new sewer inverts would be on the order of about 5 to

8 feet below the existing ground surface. Installation of the proposed sewer system will involve excavation into medium dense sandy cinder deposits. It is anticipated that these cinder deposits may be excavated with normal heavy excavation equipment.

However, based on experience in the area and with similar deposits, there is a potential that hard rock formation or boulders and cobbles may be encountered within the cinder horizon.

The above discussion regarding the rippability of the subsurface materials is based solely on field data obtained from the borings drilled at the project site and previous experience in the project vicinity.

Section 00 60 00, Appendix D - Page 14

W.O. 6311-10(E) GEOLABS, INC. Page 8

3.2 Trench Excavation Support

We anticipate that excavation depths of up to about 10 feet below the ground surface will be required for the installation of the new sewer system. Deeper excavations may be required where the sewer line will traverse existing underground utilities. Where excavations greater than 4 feet in depth are planned, temporary shoring or sloping and benching should be used. Based on the existing site conditions

(i.e., active roadways in a military quarters and administrative area), we believe that temporary cut slopes for open cut excavations are not practical. On this basis, trench walls would have to be cut vertically requiring the use of shoring during construction.

The excavation support and shoring system used must comply with applicable safety requirements. The contractor should be solely responsible for the adequacy and safety of the shoring installation. The contractor’s representative (i.e., competent person) should be on-site at all times during excavation and construction work for the opportunity to promptly observe changing or unforeseen conditions, such as, high groundwater, inappropriate construction sequence or techniques, etc., which may affect the shoring stability.

Excavated soils should not be stockpiled closer than a horizontal distance equal to the depth of the excavation from the edge of the excavation to reduce the potential for excessive ground movement.

It is important to install adequate shoring and to maintain it tight against the excavation walls with proper bracing during construction. The properly braced shoring is essential to reduce the potential for appreciable lateral movements of the adjacent ground into the excavation, which may result in potential settlement or distress to adjacent structures or other improvements.

It must be noted that some minor movements of the shoring system and the adjacent ground may still occur due to changes in earth stresses during excavation.

Due to the complexity of the stress changes, it is difficult to accurately estimate the magnitude of movement. The magnitude also depends greatly upon workmanship, such

Section 00 60 00, Appendix D - Page 15

W.O. 6311-10(E) GEOLABS, INC. Page 9 as how quickly and tightly the shoring and bracing supports are installed, the subsurface conditions, the size of the excavation, and the rate of excavation.

Therefore, it is important to realize that the excavation shoring should be installed properly and as early as practical. The adjacent ground should be continuously monitored for cracks, dips and/or other indications of movements with instruments until the sewer line excavation is finally backfilled.

3.3 Pipe Bedding

The stress distribution against the bottom of a pipe has a significant effect on the load supporting capacity of the pipe. Therefore, the pipe bedding is an important design consideration. For this project, a minimum of 6 inches of compacted granular bedding material, such as No. 3B Fine gravel (ASTM C 33, No. 67 gradation) should be provided below the pipe.

The granular bedding should extend beyond the pipe sides a minimum width of one-fourth (1/4) the outside pipe diameter and should extend half way up the sides of the pipe. Prior to the placement of bedding material, a Geolabs representative should observe the excavated trench bottom to confirm that firm materials are exposed at the bottom of the trench or whether the bedding should be extended deeper.

3.4 Trench Backfill

The first zone of backfill extending from the bedding material to at least 12 inches above the top of the pipes should consist of select free draining granular material

(ASTM C33, No. 67 Gradation) to reduce the compaction effort required and resulting stresses on the pipe. In addition, it is critical to use this free-draining material to reduce the potential for formation of voids below the haunches of pipes and to provide adequate support for the sides of the pipes. Improper trench backfill could result in backfill settlement and pipe damage.

Based on our field exploration, the existing subsurface soils at the site are of suitable quality for use as trench backfill. In pavement areas, the trench backfill from a level 12 inches above the pipes to 18 inches below pavement subgrade may consist of excavated on-site material processed to less than 3 inches in size. The cinder material

Section 00 60 00, Appendix D - Page 16

W.O. 6311-10(E) GEOLABS, INC. Page 10 should not be used above the level of 18 inches from pavement subgrade due to the potential of continued crushing of the porous cinder under repeated wheel loading.

Backfill within 18 inches of the pavement subgrade should consist of select non-expansive granular material, such as crushed basalt or recycled asphalt. The material should be well graded from coarse to fine with particles no larger than 3 inches in largest dimension. The material should also contain less than 25 percent particles passing the No. 200 sieve. The material should have a laboratory CBR value of 25 or more and should have a maximum swell value of 1 percent or less when tested in accordance with ASTM D1883. Imported materials should be tested for conformance with these recommendations prior to delivery to the project site for the intended use.

As an alternative, to facilitate the backfilling and reduce the time required for applying compactive effort, Controlled Low Strength Material (CLSM) may be used to backfill the trenches. The use of CLSM would also reduce the potential for future settlement of the trench backfill under the repeated wheel loading from traffic on the base roadways.

3.5 Trench Backfill Compaction and Placement Requirements

Backfills should be moisture-conditioned to 2 percent above the optimum moisture, placed in level lifts not exceeding 8 inches in loose thickness, and compacted to at least 90 percent relative compaction. The upper 2 feet below the pavement grade should be compacted to a minimum of 95 percent relative compaction. Relative compaction refers to the in-place dry density of soil expressed as a percentage of the maximum dry density of the same soil established in accordance with ASTM D1557.

Optimum moisture is the water content (percentage by weight) corresponding to the maximum dry density. Compaction should be accomplished by sheepsfoot rollers, vibratory rollers, or other types of acceptable compaction equipment.

Geolabs should perform observations and soil density tests during backfilling to assist the contractor in obtaining the required degree of compaction and the proper moisture content. Where compaction is less than required, additional compactive effort

Section 00 60 00, Appendix D - Page 17

W.O. 6311-10(E) GEOLABS, INC. Page 11 should be applied with adjustment of moisture content as necessary, to obtain the specified compaction.

3.6 Pavement Design

We envision that flexible asphalt concrete pavement will be used for this project.

In general, we anticipate the vehicle loading for the pavement will primarily consist of traffic generally equivalent to residential use by passenger vehicles. Based on the conditions encountered in our exploration, we recommend using the following pavement section:

Flexible Pavements

3.0-Inch Asphalt Concrete 6.0-Inch Aggregate Base Course (95 Percent Relative Compaction) 9.0-Inch Total Pavement Thickness Over Minimum 12 inches of

Select Non-Expansive Granular Material

The aggregate base course materials should consist of crushed basalt aggregate compacted to no less than 95 percent relative compaction. Aggregate base course materials should meet the material requirements for Base Course and Subbase Course as specified in the Hawaii Standard Specifications for Road and Bridge Construction

(2005).

3.7 Settlements

Primary settlement of sewer lines is normally caused by the difference in the unit weight of the lighter excavated original earth and the heavier compacted backfill material placed over the pipes. The net increase in loading will cause settlement of the underlying subsoils below the trench invert. Based on our calculations, settlement on the order of less than 0.5-inch is anticipated for the project.

The above estimate assumes that proper construction procedures and good workmanship will be engaged during construction. Additional settlement could occur if improper trench support is used.

3.8 Field Percolation Testing

Field percolation testing was performed in general accordance with the State of

Hawaii, Department of Health’s Administrative Rules, Chapter 11-62-31.2, “Wastewater

Section 00 60 00, Appendix D - Page 18

W.O. 6311-10(E) GEOLABS, INC. Page 12

Systems” and Chapter 10 of the Ten States Standards to evaluate the permeability of the subsurface soils for wastewater disposal. The percolation tests were performed by drilling 4.0-inch diameter boreholes to the planned elevations of the future leachfields for the performance of field percolation tests. A supplemental boring was drilled immediately adjacent to each of the test holes to obtain the soil profile to a depth of about 5 feet below the bottom of the planned leachfields.

Approximately 1 inch of gravel was placed at the bottom of the boreholes to protect the bottom of the holes from scouring and sediments. During testing, the holes were carefully filled with water to a minimum depth of 6 inches above the gravel pack.

The time intervals and water drops were then recorded to provide data upon which calculation of the percolation tests were based.

The field percolation test results are summarized in the following table. Individual percolation test results are presented on Plates C-1 through C-5 of this report.

PERCOLATION TEST SUMMARY

Boring Test Percolation

Test No. No. Depth (feet)

Soil Condition Rate (minutes per inch)

P-1 P-1 7.75 Silty Sand 3.6

P-2 P-2 10.5 Gravelly Sand 9

P-3 P-3 5.9 Basalt 21.4

P-4 P-4 8.2 Basalt 20

P-5 P-5 11.3 Basalt >60

Based on the test results obtained, the measured percolation rates in the P-1 and

P-2 area are suitable for the use of a leachfield as an effluent disposal component. In the Multi-Purpose Field area, our borings encountered basalt rock formation at the planned invert level of the leachfield. Although the percolation rates in two of the three tests were suitable for use of a leachfield, it is our understanding that the Hawaii

Department of Health generally, as a policy, does not allow disposal of effluent into a bedrock formation unless soil replacement is used to buffer the infiltration into rock.

Section 00 60 00, Appendix D - Page 19

W.O. 6311-10(E) GEOLABS, INC. Page 13

The percolation rate obtained in P-5 is restrictive for subsurface disposal of effluent. Consideration might be given to raising the grade of the Multi-Purpose Field to create a raised mound system in order to avoid infiltration of the effluent directly into the rock formation.

3.9 Design Review

Final drawings and specifications for the proposed construction should be forwarded to Geolabs for review and written comments prior to bid advertisement. This review is necessary to evaluate adherence of the plans and specifications with the intent of the foundation and earthwork recommendations provided herein. If this review is not made, Geolabs cannot assume responsibility for misinterpretation of the recommendations presented herein.

3.10 Construction Observations

It is highly recommended to retain Geolabs for geotechnical engineering support and continued services during construction. The following are critical items of construction monitoring that require "Special Inspection":

Observation of excavations Subgrade preparation, and fill and backfill placement

A Geolabs representative should monitor other aspects of the earthwork construction to observe compliance with the intent of the design concepts, specifications, or recommendations and to expedite suggestions for design changes that may be required in the event that subsurface conditions differ from those anticipated at the time this report was prepared. The recommendations provided herein are contingent upon such observations.

We understand that Geolabs may not be retained to provide on-site construction observation during the earthwork operations. Therefore, we recommend retaining a competent geotechnical engineer, licensed in the State of Hawaii, with a minimum of

10 years experience in construction observation and testing of earthwork operations during the project construction.

END OF DISCUSSION AND RECOMMENDATIONS

Section 00 60 00, Appendix D - Page 20

W.O. 6311-10(E) GEOLABS, INC. Page 14

SECTION 4. LIMITATIONS

The analyses and recommendations submitted herein are based in part upon information obtained from the field borings. Variations of conditions between and beyond the field borings may occur, and the nature and extent of these variations may not become evident until construction is underway. If variations then appear evident, it will be necessary to re-evaluate the recommendations presented herein.

The field boring locations indicated in this report are approximate, having been estimated by taping from visible features shown on the “Overall Utility Plans” dated

February 28, 2015, by the U.S. Army Corps of Engineers. Elevations of the borings were interpolated based on their relative position to the contours shown on the same plans. The field boring locations and elevations should be considered accurate only to the degree implied by the methods used.

The stratification breaks shown on the graphic representations of the borings depict the approximate boundaries between soil/rock types and, as such, may denote a gradual transition.

This report has been prepared for the exclusive use of Sato and Associates, Inc.

for specific application to the subject sewer system project in accordance with generally accepted geotechnical engineering principles and practices. No warranty is expressed or implied.

This report has been prepared solely for the purpose of assisting the engineers in the preparation of the design documents for the project. Therefore, this report may not contain sufficient data, or the proper information, for use to form the basis for preparation of construction cost estimates or contract bidding.

The owner/client should be aware that unanticipated subsurface conditions are commonly encountered. Unforeseen subsurface conditions, such as perched groundwater, soft deposits, hard layers or cavities, and buried rocks, may occur in localized areas and may require additional probing or corrections in the field (which may result in construction delays) to attain a properly constructed project. Therefore, a

Section 00 60 00, Appendix D - Page 21

SECTION 4. LIMITATIONS

W.O. 6311-10(E) GEOLABS, INC. Page 15 sufficient contingency fund is recommended to accommodate these possible extra costs.

This geotechnical engineering exploration conducted at the project site was not intended to investigate the potential presence of hazardous materials existing at the site. The equipment, techniques, and personnel used to conduct a geo-environmental exploration differ substantially from those applied in geotechnical engineering.

END OF LIMITATIONS

Section 00 60 00, Appendix D - Page 22

Section 00 60 00, Appendix D - Page 23

PLATES

Section 00 60 00, Appendix D - Page 24

Section 00 60 00, Appendix D - Page 25

Section 00 60 00, Appendix D - Page 26

APPENDIX A

Section 00 60 00, Appendix D - Page 27

W.O. 6311-10(E) GEOLABS, INC. JULY 2015 Page A-1

A P P E N D I X A

Field Exploration

The subsurface conditions at the site were explored by drilling and sampling six borings, designated as Boring Nos. 1 through 6, which were drilled to depths ranging from approximately 11.5 to 16.0 feet below the existing ground surface for the planned sewer line; and, six borings, designated as Percolation Test Nos. 1 through 5, which were drilled to depths ranging from approximately 10.9 to 15.5 feet below the existing ground surface for testing of the proposed leachfield areas. The approximate boring locations are shown on the Site Plan, Plate 2. The borings were drilled using a truck-mounted drill rig (Mobile B-53) equipped with continuous flight augers.

The materials encountered in the borings were classified by visual and textural examination in the field by our engineer/geologist, who monitored the drilling operations on a continuous basis. These classifications were further reviewed visually and by testing in the laboratory. Soils were classified in general conformance with the Unified Soil Classification System, as shown on the Soil Log Legend, Plate A-0.1. Deviations made to the soil classification in accordance with ASTM D2487 are described in the Soil Classification Log Key, Plate A-0.2. Graphic representations of the materials encountered during drilling are provided on the Logs of Borings, Plates A-1 through A-5.

Soil samples were obtained from the drilled borings in general accordance with ASTM D 1586, Penetration Test and Split-Barrel Sampling of Soils, by driving a 2-inch OD standard penetration sampler or a 3-inch OD split-barrel sampler with a 140-pound hammer falling 30 inches. The blow counts needed to drive the sampler the second and third 6 inches (a total of 12 inches) of an 18-inch drive are shown on the Logs of Borings at the appropriate sample depths.

Pocket penetrometer tests were performed on selected cohesive soil samples retrieved in the field. The pocket penetrometer test provides an indication of the unconfined compressive strength of the soil sample. Pocket penetrometer test results are presented on the Logs of Borings at the appropriate sample depths.

Section 00 60 00, Appendix D - Page 28

MORE THAN 50%

OF COARSE

FRACTION

RETAINED ON

NO. 4 SIEVE

50% OR MORE OF

COARSE FRACTION

PASSING

THROUGH NO. 4

SIEVE

MORE THAN 50%

OF MATERIAL

RETAINED ON NO.

200 SIEVE

50% OR MORE OF

MATERIAL PASSING

THROUGH NO. 200

SIEVE

TORVANE SHEAR (tsf)

(2-INCH) O.D. STANDARD PENETRATION TEST

POCKET PENETROMETER (tsf)

(3-INCH) O.D. MODIFIED CALIFORNIA SAMPLE

UNCONFINED COMPRESSION (ksf)

A-0.1

UNCONSOLIDATED UNDRAINED

TRIAXIAL COMPRESSION (ksf)

INORGANIC SILTS AND VERY FINE SANDS,

ROCK FLOUR, SILTY OR CLAYEY FINE SANDS

OR CLAYEY SILTS WITH SLIGHT PLASTICITY

POORLY-GRADED GRAVELS, GRAVEL-SAND

MIXTURES, LITTLE OR NO FINES

CLAYEY GRAVELS, GRAVEL-SAND-CLAY

MIXTURES

WELL-GRADED SANDS, GRAVELLY SANDS,

LITTLE OR NO FINES

POORLY-GRADED SANDS, GRAVELLY

SANDS, LITTLE OR NO FINES

SC

Plate

GM

FINE-

GRAINED

SOILS

COARSE-

GRAINED

SOILS

CLEAN SANDS

SANDS WITH

FINES

SP

SANDS

GRAVELS

WELL-GRADED GRAVELS, GRAVEL-SAND

MIXTURES, LITTLE OR NO FINES

ML

CL

OH

LESS THAN 5%

FINES

GRAVELS WITH

FINES

CLEAN

GRAVELS

GRAB SAMPLE

PLASTICITY INDEX (NP=NON-PLASTIC)

UC

TV

PEN

LEGEND

WATER LEVEL OBSERVED IN BORING AT TIME OF

DRILLING

WATER LEVEL OBSERVED IN BORING AFTER DRILLING

SM

MAJOR DIVISIONS

GP

MORE THAN 12%

FINES

PT

LESS THAN 5%

FINES

UNIFIED SOIL CLASSIFICATION SYSTEM (USCS)

ORGANIC SILTS AND ORGANIC SILTY

CLAYS OF LOW PLASTICITY

SW

GC

INORGANIC SILT, MICACEOUS OR

DIATOMACEOUS FINE SAND OR SILTY

SOILS

INORGANIC CLAYS OF HIGH PLASTICITY

PI

LL

CORE SAMPLE

SHELBY TUBE SAMPLE

LIQUID LIMIT (NP=NON-PLASTIC)

TXUU

SILTY SANDS, SAND-SILT MIXTURES

CLAYEY SANDS, SAND-CLAY MIXTURES

LIQUID LIMIT

50 OR MORE CH

NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS

MH

SILTS

AND

CLAYS

SILTS

AND

CLAYS

LIQUID LIMIT

LESS THAN 50

USCS

TYPICAL

DESCRIPTIONS

GW

MORE THAN 12%

FINES

WATER LEVEL OBSERVED IN BORING OVERNIGHT

HIGHLY ORGANIC SOILS

SILTY GRAVELS, GRAVEL-SAND-SILT

MIXTURES

OL

PEAT, HUMUS, SWAMP SOILS WITH HIGH

ORGANIC CONTENTS

INORGANIC CLAYS OF LOW TO MEDIUM

PLASTICITY, GRAVELLY CLAYS, SANDY

CLAYS, SILTY CLAYS, LEAN CLAYS

Soil Log Legend

ORGANIC CLAYS OF MEDIUM TO HIGH

PLASTICITY, ORGANIC SILTS

GEOLABS, INC.

Geotechnical Engineering

L O

G L

E G

E N

D F

O R

S O

IL

-1

(E

G P

J

G E

O L

A B

S .G

D T

/2

/1

Section 00 60 00, Appendix D - Page 29

A-0.2

ROCK DESCRIPTIONS

Plate

BRECCIA

CLINKER

COBBLES

CORAL

BASALT

ROCK DESCRIPTION SYSTEM

Greater than 24 inches apart

12 to 24 inches apart

6 to 12 inches apart

3 to 6 inches apart

Less than 3 inches apart

Rock shows no sign of discoloration or loss of strength.

Slight discoloration inwards from open fractures.

Discoloration throughout and noticeably weakened though not able to break by hand.

Most minerals decomposed with some corestones present in residual soil mass. Can be broken by hand.

Saprolite. Mineral residue completely decomposed to soil but fabric and structure preserved.

The following terms describe general fracture spacing of a rock:

The following terms describe the chemical weathering of a rock:

ROCK FRACTURE CHARACTERISTICS

DEGREE OF WEATHERING

HARDNESS

BOULDERS

VOID/CAVITY

TUFF

SILTSTONE

LIMESTONE

FINGER CORAL

Unweathered:

Slightly Weathered:

Moderately Weathered:

Highly Weathered:

Extremely Weathered:

Very Hard:

Hard:

Medium Hard:

Soft:

Very Soft:

SANDSTONE

Massive:

Slightly Fractured:

Moderately Fractured:

Closely Fractured:

Severely Fractured:

Rock Log Legend

The following terms describe the resistance of a rock to indentation or scratching:

Specimen breaks with difficulty after several "pinging" hammer blows.

Example: Dense, fine grain volcanic rock

Specimen breaks with some difficulty after several hammer blows.

Example: Vesicular, vugular, coarse-grained rock

Specimen can be broked by one hammer blow. Cannot be scraped by knife. SPT may penetrate by ~25 blows per inch with bounce.

Example: Porous rock such as clinker, cinder, and coral reef

Can be indented by one hammer blow. Can be scraped or peeled by knife. SPT can penetrate by ~100 blows per foot.

Example: Weathered rock, chalk-like coral reef

Crumbles under hammer blow. Can be peeled and carved by knife. Can be indented by finger pressure.

Example: Saprolite

GEOLABS, INC.

Geotechnical Engineering

L O

G L

E G

E N

D F

O R

R O

C K

-1

(E

G

O L

A B

S .G

Section 00 60 00, Appendix D - Page 30

SM

SP

Sieve

- #200 = 14.2%

Brown SILTY SAND with some gravel, loose to medium dense, dry (volcanic cinder) grades to medium dense

Grayish brown GRAVELLY SAND, dense, dry (volcanic cinder)

Boring terminated at 11.5 feet

* Elevations estimated from Drainage - Site Plan 1 dated January 13, 2014 by Austin, Tsutsumi & Associates, Inc.

Log of Boring

Date Started:

Date Completed:

Logged By:

Total Depth:

Work Order:

O th e r

T e s ts

Plate

P o c k e t P e n

(t s f)

MOBILE B-53

4" Solid-Stem Auger

140 lb. wt., 30 in. drop

G ra p h ic

Drill Rig:

Drilling Method:

Driving Energy:

P e n e tr a ti o n R e s is ta n c e

(b lo w s /f o o t)

Approximate Ground Surface Elevation (feet MSL): 6392 *

S a m p le

M o is tu re C o n te n t

D ry

D e n s it y

(p c

f) Description

Laboratory

R Q

D

C o re R e c o v e ry

June 11, 2015

June 11, 2015

J. Turban

11.5 feet

6311-10(E)

U S

C S

D e p th fe e t)

Water Level:

Field

A - 1

GEOLABS, INC.

Geotechnical Engineering

RENOVATE BUILDINGS 139, 140, 149 & 188

POHAKULOA TRAINING AREA

POHAKULOA, ISLAND OF HAWAII

B O

R

IN

G

L

-1

(E

G

O L

A B

S .G

/3

Section 00 60 00, Appendix D - Page 31

SP

SM

Sieve

- #200 = 18.8%

Reddish gray GRAVELLY SAND with some silt, medium dense, wet (volcanic cinder)

Brown SILTY SAND with some gravel, medium dense, dry (volcanic cinder)

Boring terminated at 11.5 feet

Log of Boring

Date Started:

Date Completed:

Logged By:

Total Depth:

Work Order:

O th e r

T e s ts

Plate

P o c k e t P e n

(t s f)

MOBILE B-53

4" Solid-Stem Auger

140 lb. wt., 30 in. drop

G ra p h ic

Drill Rig:

Drilling Method:

Driving Energy:

P e n e tr a ti o n R e s is ta n c e

(b lo w s /f o o t)

Approximate Ground Surface Elevation (feet MSL): 6387.5 *

S a m p le

M o is tu re C o n te n t

D ry

D e n s it y

(p c

f) Description

Laboratory

R Q

D

C o re R e c o v e ry

June 11, 2015

June 11, 2015

J. Turban

11.5 feet

6311-10(E)

U S

C S

D e p th fe e t)

Water Level:

Field

A - 2

GEOLABS, INC.

Geotechnical Engineering

RENOVATE BUILDINGS 139, 140, 149 & 188

POHAKULOA TRAINING AREA

POHAKULOA, ISLAND OF HAWAII

B O

R

IN

G

L

-1

(E

G

O L

A B

S .G

Section 00 60 00, Appendix D - Page 32

SP

SM

SP

41Sieve

- #200 = 12.1%

Brown GRAVELLY SAND, dense, wet (volcanic cinder)

Brown with red mottling SILTY SAND, loose to medium dense, dry (volcanic cinder) grades to loose

Brown GRAVELLY SAND with traces of silt, dense, dry (volcanic cinder)

Boring terminated at 11.5 feet

Log of Boring

Date Started:

Date Completed:

Logged By:

Total Depth:

Work Order:

O th e r

T e s ts

Plate

P o c k e t P e n

(t s f)

MOBILE B-53

4" Solid-Stem Auger

140 lb. wt., 30 in. drop

G ra p h ic

Drill Rig:

Drilling Method:

Driving Energy:

P e n e tr a ti o n R e s is ta n c e

(b lo w s /f o o t)

Approximate Ground Surface Elevation (feet MSL): 6382 *

S a m p le

M o is tu re C o n te n t

D ry

D e n s it y

(p c

f) Description

Laboratory

R Q

D

C o re R e c o v e ry

June 11, 2015

June 11, 2015

J. Turban

11.5 feet

6311-10(E)

U S

C S

D e p th fe e t)

Water Level:

Field

A - 3

GEOLABS, INC.

Geotechnical Engineering

RENOVATE BUILDINGS 139, 140, 149 & 188

POHAKULOA TRAINING AREA

POHAKULOA, ISLAND OF HAWAII

B O

R

IN

G

L

-1

(E

G

O L

A B

S .G

Section 00 60 00, Appendix D - Page 33

SP

Brown with red mottling GRAVELLY SAND with traces of silt, medium dense, dry (volcanic cinder) grades to very dense grades to dense

Boring terminated at 11.5 feet

Log of Boring

Date Started:

Date Completed:

Logged By:

Total Depth:

Work Order:

O th e r

T e s ts

Plate

P o c k e t P e n

(t s f)

MOBILE B-53

4" Solid-Stem Auger

140 lb. wt., 30 in. drop

G ra p h ic

Drill Rig:

Drilling Method:

Driving Energy:

P e n e tr a ti o n R e s is ta n c e

(b lo w s /f o o t)

Approximate Ground Surface Elevation (feet MSL): 6375 *

S a m p le

M o is tu re C o n te n t

D ry

D e n s it y

(p c

f) Description

Laboratory

R Q

D

C o re R e c o v e ry

June 11, 2015

June 11, 2015

J. Turban

11.5 feet

6311-10(E)

U S

C S

D e p th fe e t)

Water Level:

Field

A - 4

GEOLABS, INC.

Geotechnical Engineering

RENOVATE BUILDINGS 139, 140, 149 & 188

POHAKULOA TRAINING AREA

POHAKULOA, ISLAND OF HAWAII

B O

R

IN

G

L

-1

(E

G

O L

A B

S .G

Section 00 60 00, Appendix D - Page 34

SP

SM

SP

35/6" +10/0" Ref.

Grayish brown GRAVELLY SAND, loose, dry (fill)

Brown SILTY SAND, very loose, dry (volcanic cinder)

Brown with red mottling GRAVELLY SAND, very dense, dry (volcanic cinder)

Boring terminated at 16 feet

Log of Boring

Date Started:

Date Completed:

Logged By:

Total Depth:

Work Order:

O th e r

T e s ts

Plate

P o c k e t P e n

(t s f)

MOBILE B-53

4" Solid-Stem Auger

140 lb. wt., 30 in. drop

G ra p h ic

Drill Rig:

Drilling Method:

Driving Energy:

P e n e tr a ti o n R e s is ta n c e

(b lo w s /f o o t)

Approximate Ground Surface Elevation (feet MSL): 6373.5 *

S a m p le

M o is tu re C o n te n t

D ry

D e n s it y

(p c

f) Description

Laboratory

R Q

D

C o re R e c o v e ry

June 11, 2015

June 11, 2015

J. Turban

16 feet

6311-10(E)

U S

C S

D e p th fe e t)

Water Level:

Field

A - 5

GEOLABS, INC.

Geotechnical Engineering

RENOVATE BUILDINGS 139, 140, 149 & 188

POHAKULOA TRAINING AREA

POHAKULOA, ISLAND OF HAWAII

B O

R

IN

G

L

-1

(E

G

O L

A B

S .G

Section 00 60 00, Appendix D - Page 35

SM

SM

21/6" +50/5" Ref.

10/0" Ref.

Brown with red mottling SILTY SAND with some gravel, medium dense, dry (volcanic cinder) grades to dense

Brown SILTY SAND with some gravel, very dense, dry (volcanic cinder)

Boring terminated at 15 feet

Log of Boring

Date Started:

Date Completed:

Logged By:

Total Depth:

Work Order:

O th e r

T e s ts

Plate

P o c k e t P e n

(t s f)

MOBILE B-53

4" Solid-Stem Auger

140 lb. wt., 30 in. drop

G ra p h ic

Drill Rig:

Drilling Method:

Driving Energy:

P e n e tr a ti o n R e s is ta n c e

(b lo w s /f o o t)

Approximate Ground Surface Elevation (feet MSL): 6372 *

S a m p le

M o is tu re C o n te n t

D ry

D e n s it y

(p c

f) Description

Laboratory

R Q

D

C o re R e c o v e ry

June 11, 2015

June 11, 2015

J. Turban

15 feet

6311-10(E)

U S

C S

D e p th fe e t)

Water Level:

Field

A - 6

GEOLABS, INC.

Geotechnical Engineering

RENOVATE BUILDINGS 139, 140, 149 & 188

POHAKULOA TRAINING AREA

POHAKULOA, ISLAND OF HAWAII

B O

R

IN

G

L

-1

(E

G

O L

A B

S .G

Section 00 60 00, Appendix D - Page 36

SM

Sieve

- #200 = 12.8%

Sieve

- #200 =

7.9%

Brownish gray SILTY SAND with little gravel, medium dense, dry (volcanic cinder) grades with more gravel

Percolation Test terminated at 13 feet

Log of Percolation Test

Date Started:

Date Completed:

Logged By:

Total Depth:

Work Order:

O th e r

T e s ts

Plate

P o c k e t P e n

(t s f)

MOBILE B-53

140 lb. wt., 30 in. drop

G ra p h ic

Drill Rig:

Drilling Method:

Driving Energy:

P e n e tr a ti o n R e s is ta n c e

(b lo w s /f o o t)

Approximate Ground Surface Elevation (feet MSL): 6404 *

S a m p le

M o is tu re C o n te n t

P-1

D ry

D e n s it y

(p c

f) Description

Laboratory

R Q

D

C o re R e c o v e ry

June 8, 2015

June 8, 2015

J. Turban

13 feet

6311-10(E)

U S

C S

D e p th fe e t)

Water Level:

Field

A - 7

GEOLABS, INC.

Geotechnical Engineering

RENOVATE BUILDINGS 139, 140, 149 & 188

POHAKULOA TRAINING AREA

POHAKULOA, ISLAND OF HAWAII

B O

R

IN

G

L

-1

(E

G

O L

A B

S .G

Section 00 60 00, Appendix D - Page 37

SM

SP

50/6" Ref.

10/0" Ref.

Sieve

- #200 = 13.5%

Grayish brown SILTY SAND with some gravel, very dense, dry (volcanic cinder)

Gray BASALT, slightly weathered, medium hard

Brownish gray GRAVELLY SAND with traces of silt, very dense, moist (volcanic clinker) grades to medium dense

Red CLINKER (BASALTIC), medium dense

Percolation Test terminated at 15.5 feet

Log of Percolation Test

Date Started:

Date Completed:

Logged By:

Total Depth:

Work Order:

O th e r

T e s ts

Plate

P o c k e t P e n

(t s f)

MOBILE B-53

140 lb. wt., 30 in. drop

G ra p h ic

Drill Rig:

Drilling Method:

Driving Energy:

P e n e tr a ti o n R e s is ta n c e

(b lo w s /f o o t)

Approximate Ground Surface Elevation (feet MSL): 6407 *

S a m p le

M o is tu re C o n te n t

P-2

D ry

D e n s it y

(p c

f) Description

Laboratory

R Q

D

C o re R e c o v e ry

June 9, 2015

June 10, 2015

J. Turban

15.5 feet

6311-10(E)

U S

C S

D e p th fe e t)

Water Level:

Field

A - 8

GEOLABS, INC.

Geotechnical Engineering

RENOVATE BUILDINGS 139, 140, 149 & 188

POHAKULOA TRAINING AREA

POHAKULOA, ISLAND OF HAWAII

B O

R

IN

G

L

-1

(E

G

O L

A B

S .G

Section 00 60 00, Appendix D - Page 38

SM

SM

20/0" Ref.

Sieve

- #200 = 25.3%

Grayish brown SILTY SAND with some gravel, medium dense, dry (volcanic cinder)

Light brown SILTY SAND with some gravel, medium dense, dry (volcanic cinder)

Gray vesicular BASALT, slightly fractured, slightly weathered, hard

Percolation Test terminated at 10.9 feet

Log of Percolation Test

Date Started:

Date Completed:

Logged By:

Total Depth:

Work Order:

O th e r

T e s ts

Plate

P o c k e t P e n

(t s f)

MOBILE B-53

140 lb. wt., 30 in. drop

G ra p h ic

Drill Rig:

Drilling Method:

Driving Energy:

P e n e tr a ti o n R e s is ta n c e

(b lo w s /f o o t)

Approximate Ground Surface Elevation (feet MSL): 6343 *

S a m p le

M o is tu re C o n te n t

P-3

D ry

D e n s it y

(p c

f) Description

Laboratory

R Q

D

C o re R e c o v e ry

June 9, 2015

June 10, 2015

J. Turban

10.9 feet

6311-10(E)

U S

C S

D e p th fe e t)

Water Level:

Field

A - 9

GEOLABS, INC.

Geotechnical Engineering

RENOVATE BUILDINGS 139, 140, 149 & 188

POHAKULOA TRAINING AREA

POHAKULOA, ISLAND OF HAWAII

B O

R

IN

G

L

-1

(E

G

O L

A B

S .G

Section 00 60 00, Appendix D - Page 39

SM

SP

30/2" Ref.

Sieve

- #200 = 18.4%

Brown SILTY SAND with some gravel, medium dense, dry (volcanic cinder)

Brown GRAVELLY SAND with traces of silt, medium dense, dry (volcanic cinder)

Gray vesicular BASALT, moderately fractured, slightly weathered, hard

Percolation Test terminated at 13.2 feet

Log of Percolation Test

Date Started:

Date Completed:

Logged By:

Total Depth:

Work Order:

O th e r

T e s ts

Plate

P o c k e t P e n

(t s f)

MOBILE B-53

4" Solid-Stem Auger

140 lb. wt., 30 in. drop

G ra p h ic

Drill Rig:

Drilling Method:

Driving Energy:

P e n e tr a ti o n R e s is ta n c e

(b lo w s /f o o t)

Approximate Ground Surface Elevation (feet MSL): 6346 *

S a m p le

M o is tu re C o n te n t

P-4

D ry

D e n s it y

(p c

f) Description

Laboratory

R Q

D

C o re R e c o v e ry

June 9, 2015

June 10, 2015

J. Turban

13.2 feet

6311-10(E)

U S

C S

D e p th fe e t)

Water Level:

Field

A - 10

GEOLABS, INC.

Geotechnical Engineering

RENOVATE BUILDINGS 139, 140, 149 & 188

POHAKULOA TRAINING AREA

POHAKULOA, ISLAND OF HAWAII

B O

R

IN

G

L

-1

(E

G

O L

A B

S .G

Section 00 60 00, Appendix D - Page 40

SM

SM

50/4" Ref.

10/0" Ref.

Grayish brown SILTY SAND with some gravel, medium dense, dry (volcanic cinder) grades with red mottling

Gray SILTY SAND with some gravel, very dense, dry (volcanic cinder)

Gray vesicular BASALT, moderately fractured, slightly weathered, hard

Reddish gray vesicular BASALT, closely fractured, moderately weathered, medium hard

Percolation Test terminated at 16.5 feet

Log of Percolation Test

Date Started:

Date Completed:

Logged By:

Total Depth:

Work Order:

O th e r

T e s ts

Plate

P o c k e t P e n

(t s f)

MOBILE B-53

140 lb. wt., 30 in. drop

G ra p h ic

Drill Rig:

Drilling Method:

Driving Energy:

P e n e tr a ti o n R e s is ta n c e

(b lo w s /f o o t)

Approximate Ground Surface Elevation (feet MSL): 6348.5 *

S a m p le

M o is tu re C o n te n t

P-5

D ry

D e n s it y

(p c

f) Description

Laboratory

R Q

D

C o re R e c o v e ry

June 9, 2015

June 10, 2015

J. Turban

16.5 feet

6311-10(E)

U S

C S

D e p th fe e t)

Water Level:

Field

A - 11

GEOLABS, INC.

Geotechnical Engineering

RENOVATE BUILDINGS 139, 140, 149 & 188

POHAKULOA TRAINING AREA

POHAKULOA, ISLAND OF HAWAII

B O

R

IN

G

L

-1

(E

G

O L

A B

S .G

Section 00 60 00, Appendix D - Page 41

APPENDIX B

Section 00 60 00, Appendix D - Page 42

W.O. 6311-10(E) GEOLABS, INC. JULY 2015 Page B-1

A P P E N D I X B

Laboratory Tests

Moisture Content (ASTM D2216) and Unit Weight determinations (ASTM D 2937) were performed on selected soil samples as an aid in the classification and evaluation of soil properties. The test results are presented on the Logs of Borings at the appropriate sample depths.

Three Grain Size Distribution tests (ASTM C117 & ASTM C136) were performed to evaluate the gradation characteristics of a selected near-surface soil sample and to aid in soil classification. Graphic presentation of the test results are provided on Plate B-1.

Two Direct Shear tests (ASTM D3080) were performed on selected soil samples to evaluate the shear strength characteristics of the in-situ soils. The test results are presented on Plates B-2 and B-3.

Three laboratory California Bearing Ratio tests (ASTM D1883) were performed on bulk samples of the near-surface soils to evaluate the pavement support characteristics of the soils. The test results are presented on Plate B-4 through B-6.

Section 00 60 00, Appendix D - Page 43

0.0010.010.1110100

0.726

0.241

1.592

B - 1 coarse

1.53

Depth (ft)

%Gravel

24.4

0.6

30.9

61.4

80.6

57.0

%Sand

COBBLES

Sample…