731681801.01_RDR_Ohia_Wing_HAVO_Report.docx.pdf

GEOTECHNICAL INVESTIGATION

OHIA WING

HAWAII VOLCANOES NATIONAL PARK

HAWAII

Prepared For:

Una Gilmartin c/o Wiss, Janney, Elstner Associates, Inc.

200 Powell Street

Emeryville, California 94608

Prepared By:

Langan Engineering and Environmental Services, Inc.

555 Montgomery Street, Suite 1300 San Francisco, California 94111

Jane Elliott Staff Geologist

Richard D. Rodgers, G.E.

Managing Principal & Executive Vice President

18 January 2017 731681801

Geotechnical Investigation 18 January 2017 Ohia Wing 731681801 Hawaii Volcanoes National Park Page i Hawaii

TABLE OF CONTENTS

1.0 INTRODUCTION

2.0 SCOPE OF SERVICES

3.0 INVESTIGATION

3.1 Field Investigation

3.2 Sample Handling

4.0 REGIONAL GEOLOGY

5.0 SITE AND SUBSURFACE CONDITIONS

5.1 Site Conditions

5.2 Subsurface Conditions

5.3 Expansive Soil

6.0 GEOLOGIC HAZARDS

6.1 Volcanic Activity

6.2 Fault Rupture and Ground Shaking

6.3 Landsliding

6.4 Tsunami

7.0 DISCUSSION AND CONCLUSIONS

7.1 Foundations and Settlement

7.2 Construction Considerations

8.0 RECOMMENDATIONS

8.1 Site Preparation and Grading

8.1.1 Site Clearing

8.2 Utility Trench Backfills

8.3 Foundations

8.4 Surface Drainage and Erosion Control

8.5 Concrete Flatwork

8.6 Seismic Design Criteria

9.0 PROPOSED GEOTECHNICAL SERVICES DURING CONSTRUCTION

10.0 LIMITATIONS

REFERENCES

FIGURES

APPENDIX A – Boring Logs

Hawaii Volcanoes National Park Page ii Hawaii

FIGURES

Figure 1 Site Location Map

Figure 2 Site Plan

Figure 3 Regional Geologic Map

Figure 4 Fault Map

APPENDIX A

Figures A-1 Boring Logs through A-3

Figure A-4 Classification Chart

Figure A-5 Physical Criteria for Rock Description

Hawaii Volcanoes National Park Page 1 Hawaii

GEOTECHNICAL INVESTIGATION

OHI’A WING

HAWAII VOLCANOES NATIONAL PARK, HAWAII

1.0 INTRODUCTION

Langan Treadwell Rollo is pleased to present the results of our engineering geological and geotechnical evaluation for the proposed improvements to the Ohi’a Wing Building, in the

Hawaii Volcanoes National Park on the island of Hawaii, Figure 1, Site Location Map. The Ohi’a

Wing Building is part of the Kilauea Visitor Center Headquarters. The improvements include a walkway that will provide direct access to the second story of the Ohi’a Wing building.

Our understanding of the project is based on discussions with you, a review of published geologic data and a review of Title 1 Design Plans, prepared by Wiss, Janney, Elstner

Associates, dated 2 April 2015. We understand that the National Park Service (NPS) proposes to construct the pedestrian walkway to provide Americans with Disabilities Act (ADA) compliant access to the Ohi’a Wing Building.

2.0 SCOPE OF SERVICES

Our geotechnical investigation was performed in accordance with our task order, issued on 5

July 2016. The scope of our services consisted of reviewing available geologic data for the site and its vicinity, conducting a subsurface exploration and site reconnaissance, performing engineering analyses, and developing geotechnical design criteria for the walkway foundation.

Data acquired during our subsurface exploration and engineering analyses was used to develop geotechnical conclusions and parameters regarding:

• soil, bedrock and groundwater conditions;

• estimates of foundation settlements, including total and differential settlements;

• design parameters for recommended foundation system improvements;

Hawaii Volcanoes National Park Page 2 Hawaii

• site preparation, grading, excavation, and engineered fill criteria;

• recommendations for surface and subsurface drainage;

• construction considerations.

3.0 INVESTIGATION

3.1 Field Investigation

We conducted a site visit with NPS personnel on 3 June 2016 to evaluate site access and feasible drilling locations. Our subsurface exploration was performed on 21 June 2016, and consisted of logging three borings along the alignment of the proposed walkway. The approximate locations of the borings are shown on Figure 2, Site Plan. The borings were drilled by GeoTek Hawaii, using a track-mounted drill rig equipped with hollow stem auger and rock coring capabilities. Prior to drilling, we retained the services of a private utility locator to verify clearance of underground utilities in the vicinity of each boring location. We notified

Underground Service Alert (USA) prior to drilling; the borings were marked for USA during our initial site visit.

The exploratory borings were advanced to depths from 5 to 20 feet below the existing ground surface (bgs). Our geologist logged the borings and obtained representative samples of the material encountered for visual classification. The boring logs are presented on Figures A-1 through A-3 in Appendix A. The soil encountered in the borings was classified in accordance with the Classification Chart, and Physical Criteria for Rock Description presented on

Figures A-4 and A-5, respectively.

Soil and rock samples were obtained using two types of driven split-barrel samplers and a core barrel. The driven samplers were:

• Sprague and Henwood (S&H) split-barrel with a 3.0-inch outside diameter and 2.5-inch inside diameter, lined with steel tubes and an inside diameter of 2.43 inches.

• Standard Penetration Test (SPT) split barrel sampler with a 2.0-inch outside diameter and 1.5-inch inside diameter.

The SPT and S&H samplers were driven with a 140-pound auto-hammer falling 30 inches. The samplers were driven up to 18 inches. The hammer blows required to drive the samplers every

Hawaii Volcanoes National Park Page 3 Hawaii six inches of penetration were recorded and are presented on the boring logs. A “blow count” is defined as the number of hammer blows per six inches of penetration or 50 blows for six inches or less of penetration. Sample driving was discontinued if the observed (recorded) blow count was 50 for six inches or less of penetration. For this investigation, the blow counts required to drive the S&H and SPT samplers were converted to approximate SPT N-values using factors of 0.7 and 1.2, respectively, to account for sampler type and hammer energy and are shown on the boring logs. The blow counts used for this conversion were: 1) the last two blow counts if the sampler was driven more than 12 inches, 2) the last one blow count if the sampler was driven more than six inches but less than 12 inches, and 3) the only blow count if the sampler was driven six inches or less. When a void was encountered (discussed in

Section 5.2) during driving the sampler, the length of drive in the void was ignored in determining the N-value of the soil.

Due to poor recovery in the rock using conventional sampling methods, continuous coring was used to sample the final five feet in B-3. The rock was continuously cored using a triple barrel

HQ wireline coring system. Core samples were photographed, logged, and packed away for transport offsite to be reviewed by our senior geologist.

Upon completion of drilling, each boring was backfilled with the cuttings. Due to voids encountered during drilling, a grout plug was created for a surface patch in B-1, in lieu of backfilling with cuttings.

3.2 Sample Handling

Upon completion of drilling, the samples were packed away with double waterproofing protection in accordance with United Stated Department of Agriculture (USDA) Animal and

Plant Health Inspection Services (APHIS) requirements for shipping foreign soil to the

Continental United States.

The samples were shipped to the USDA APHIS center in South San Francisco for inspection before being routed to Asbestos TEM Laboratories, Inc., a USDA approved laboratory to received foreign soil, where samples were heat treated for at least 5 hours to 130 degrees

Celsius. Following heat treatment and decontamination of containers, the soil was released to us as agreed upon by the laboratory and the USDA.

Hawaii Volcanoes National Park Page 4 Hawaii

4.0 REGIONAL GEOLOGY

The subject site is situated on the northeastern flank of the Kilauea volcano. The Ohi’a Wing building is situated approximately 2.3 miles northeast of the Halemaumau Crater, an active crater within the Kilauea Summit Crater. Kilauea is an active shield volcano which has been continuously erupting for more than 300,000 years. Elevations inside the crater are approximately 3400 to 3600 feet. The Hawaiian Islands are a product of the Pacific plate moving over the active Hawaiian hotspot in the Earth’s mantle. The “Big Island of Hawaii” is the youngest Hawaiian island, and is comprised of five volcanoes: Kohala, Mauna Kea, Hualalai, Mauna Loa and Kilauea. Currently, the major active zones on Kilauea are the summit crater and the east rift zone. The east rift zone has been continuously erupting since 1983 and is characterized by a network of craters trending roughly east-west. The majority of eruptions from the east rift zone have resulted in lava flows that advanced south and some that have reached the ocean (USGS, 1999).

The bedrock in the site vicinity is mapped as Holocene-aged (specifically 0 to 750 years old) lava flows and tephra of the Puna Basalt group (Figure 3, Regional Geologic Map). The Puna basalts can be both pahoehoe (smooth, low viscosity, vesicular) and a’a (rough, viscous, less vesicular) lava types (USGS, 1999). The Ka’u Basalts, associated with Mauna Loa, lie approximately half a mile to the north and west of the site. Ka’u Basalts are also characteristically both pahoehoe and a’a lava flow types and comprised of tholeiitic basalts.

5.0 SITE AND SUBSURFACE CONDITIONS

The information presented in this section of the report is based on our observations made during our site reconnaissance and the results of our subsurface investigation.

5.1 Site Conditions

We evaluated site conditions during our initial visit on 3 June 2016. The site is currently occupied by the Ohi’a Wing building, pedestrian pathways and associated parking area. The site is heavily vegetated. Site topography is uneven and hummocky, but topography in the vicinity is generally characterized as gently sloping to the northeast and southwest toward the crater. The

Hawaii Volcanoes National Park Page 5 Hawaii eastern span of the proposed pedestrian walkway is at elevation 3,972 feet1, the ground slopes gently downhill to 3,967 feet1 at the western section of the walkway and entrance to the building. The area surrounding the proposed walkway is heavily vegetated with ferns and trees.

5.2 Subsurface Conditions

We drilled three borings to evaluate and document the subsurface conditions in the walkway vicinity (Figure 2, Site Plan). In borings B-1 and B-3 we encountered voids at varying depths. In

B-1, voids were encountered from 3 to 7 feet below ground surface (bgs), 8.25 to 9.75 feet bgs, and 10.2 to 12.15 feet bgs. As a result of the voids, blow counts and soil and rock samples were difficult to obtain. To attain a complete stratigraphic section for the vicinity of B-1, we advanced an additional boring (B-2) approximately seven feet upslope from B-1 to collect samples in the upper interval where a void was encountered in B-1. Voids were not encountered in B-2. In boring B-1 a void was encountered from 4.5 to 6 feet bgs.

Based on materials encountered during exploratory drilling, we conclude the site is underlain by up to five feet of very loose to medium dense tephra deposits, underlain by volcanic basalt bedrock. Basalt was encountered at 5.2 feet bgs in B-2. The tephra deposits have the physical properties of sand. The first sample containing basalt in B-1 was encountered at 8 feet bgs;

however the presence of voids may have obscured our ability to observe the top of rock.

Additionally, the presence of the uppermost void from 3 to 7 feet may indicate rock at the top of void which we did not obtain a sample of due to the sampler punching through the material and entering the void.

In boring B-3, recovery was poor to none in the basalt, drilling was therefore switched to HQ wireline coring at 15 feet bgs in order to obtain samples of intact rock. The rock core revealed very hard to hard vesicular basalt.

Groundwater was encountered in B-1 and B-3, at depths of 12 and 8.5 feet, respectively. Based on the vesicular nature of the bedrock, we anticipate that groundwater likely fluctuates with area rainfall.

Elevations based on Figure 2, Site Plan base map “Site Plan Preferred Alternate, Sheet A101, by the United

States Department of the Interior, dated 4/2/15.”

Hawaii Volcanoes National Park Page 6 Hawaii

5.3 Expansive Soil

Expansive soils are those that shrink or swell significantly with changes in moisture content.2

The shrinking and swelling caused by expansive clay-rich soil often results in damage to overlying structures. Potentially expansive soils were not encountered during our subsurface investigation. Near surface soil was classified as sands with varying amounts of silt and gravel.

No desiccation cracks in surficial earth materials were noted at the site.

6.0 GEOLOGIC HAZARDS

6.1 Volcanic Activity

The site is located on an active volcano. Hazards associated with volcanic activity include: lava flows, airborne lava fragments, volcanic gases, explosive eruptions, ground cracks and settling.

The site is located in a Zone 3 area for volcanic hazards, Zone 1 being the most severe and

Zone 10 the least severe. The site is approximately ½ a mile from the Zone 1 area associated with the Kilauea summit crater and its rift zones (USGS, 1992).

6.2 Fault Rupture and Ground Shaking

The site is located in close proximity to several active normal faults associated with Kilauea, Figure 4, Fault Map. The majority of earthquakes that occur on Hawaii are related to volcanic activity and the movement of magma, especially around Kilauea which is currently active. There are some earthquakes on Hawaii derived from weak zones that exist at the base of volcanoes.

The largest earthquake that has occurred most recently was magnitude 7.2 and occurred in

1975 on the southern flank of Kilauea. A destructive tsunami wave was generated following the earthquake (USGS, 1990). The intensity of the earthquake ground motion at the site will depend upon the characteristics of the generating fault, distance to the earthquake epicenter, magnitude and duration of the earthquake, and site specific geologic conditions. We did not perform a detailed fault study of the site.

6.3 Landsliding

We did not observe evidence of landslides within the vicinity of existing and proposed improvements. Based on our site reconnaissance and review of geologic maps and topographic maps, we conclude that the potential for landsliding in the vicinity of the proposed walkway is low.

Highly expansive soil undergoes large volume changes with changes in moisture content.

Hawaii Volcanoes National Park Page 7 Hawaii

6.4 Tsunami

Strong ground movement during an earthquake, landslide, or volcanic eruption can induce tsunami waves. A tsunami wave is a seismically induced wave with a longer than normal period. The site is not located in a tsunami evacuation zone according to the National Oceanic and Atmospheric Administration (NOAA).

7.0 DISCUSSION AND CONCLUSIONS

7.1 Foundations and Settlement

Based on the observed subsurface conditions and performance of existing structures, we conclude the proposed pedestrian walkway can be supported on shallow continuous footings.

The primary concerns are the loose nature of the tephra/sand, and the underlying voids. The density of the tephra appears to be highly variable and the occurrence of voids, appears to be random. Both conditions can be mitigated by using interconnected lightly loaded footings. By connecting the footings, redundancy will be provided by allowing loads over areas of poor support to be transferred to more competent areas and thus avoid large differential settlements. We anticipate that footings constructed as recommended herein will settle less than an inch.

7.2 Construction Considerations

We anticipate that site soil can be excavated with conventional equipment such as a large backhoe/excavator. There should be no need to excavate bedrock. If voids are encountered during excavation of footings, they should be filled with concrete if practical. If it is not practical to fill the void sufficiently to support the foundation, we, along with Wiss Janney Elstner, should be consulted to devise a solution.

If groundwater is encountered during construction, measures should be taken to prevent ponding water and to direct water away from steep cuts and areas to receive fill. Water should not be allowed to flow into known voids.

Hawaii Volcanoes National Park Page 8 Hawaii

8.0 RECOMMENDATIONS

Recommendations for site grading, foundation design, basement/retaining walls, waterproofing, seismic design, site drainage, grading and shoring design are presented in this section of the report.

8.1 Site Preparation and Grading

8.1.1 Site Clearing

Any vegetation and organic topsoil should be stripped in areas to receive new engineered fill.

Organic topsoil should not be used as compacted fill.

8.2 Utility Trench Backfills

Backfill for utility trenches and other excavations is considered fill and should be placed in horizontal layers not exceeding eight inches in loose thickness, moisture-conditioned to near the optimum moisture content, and compacted to at least 90 percent relative compaction. The upper six inches of the subgrade for slabs-on-grade of pavements should be compacted to at least 95 percent relative compaction. Fill deeper than five feet should be compacted to at least

95 percent relative compaction.

If clean sand or gravel is used as backfill, it should be compacted to at least 95 percent relative compaction. Jetting of trench backfill should not be permitted. Special care should be taken when backfilling utility trenches in pavement areas. Poor compaction may cause excessive settlements, resulting in damage to the pavement section.

To provide uniform support, pipes or conduits should be bedded on a minimum of four inches of sand or fine gravel. After the pipes and conduits are tested, inspected (if required) and approved, they should be covered to a depth of six inches with sand or fine gravel, which should be mechanically tamped. Backfill should be placed in lifts of eight inches or less, moisture-conditioned to achieve near-optimum moisture content, and compacted to at least

90 percent relative compaction.

8.3 Foundations

The walkway, where it is elevated, can be supported on interconnected continuous spread footings. Footings bearing on undisturbed native material may be designed for an allowable bearing pressure of 1,500 pounds per square foot (psf) for dead plus live loads, with a one-third

Hawaii Volcanoes National Park Page 9 Hawaii increase for total loads, including wind and/or seismic loads. The bottom of the footings should be embedded at least 12 inches below the lowest adjacent grade. They should be at least

18 inches wide. Footings adjacent to utility trenches or other footings should bear below an imaginary 1.5:1 (horizontal to vertical) plane projected upward from the bottom edge of the utility trench (or adjacent footings).

Lateral loads on footings can be resisted by a combination of passive resistance acting against the vertical faces of the footings and friction along the bases of the footings. Passive resistance may be calculated using lateral pressures corresponding to an equivalent fluid weight of 200 pounds per cubic foot. Frictional resistance should be computed using a base friction coefficient of 0.30. The passive resistance and base friction values include factors of safety of at least 1.5 and may be used in combination without reduction. To utilize the full passive resistance values given above, the bottom edge of footings should be at least seven feet from the face of any slope.

To verify the embedment depth into acceptable bearing material and adequate removal of slough and water, a geotechnical engineer should observe footing excavations prior to placement of reinforcing steel. Footing excavations should be free of standing water, debris, and disturbed materials prior to placing concrete. Although the minimum thickness of soil overburden was 3 feet, rock could be encountered within the footing depth. If this occurs, the footing can be placed directly on the bedrock. If a void is encountered, it could be mitigated by placing lean concrete, unless the void is so large filling is impractical, in which case we should be consulted to determine a solution.

8.4 Surface Drainage and Erosion Control

Surface drainage measures for the new improvements should be developed by the project civil engineer. Drainage control design should include provisions for positive surface gradients so that surface runoff is not permitted to pond adjacent to walkway or discharge onto adjacent slopes. Surface runoff should discharge away from new and existing improvements; measures to avoid drainage outfall pipes discharging concentrated flow onto site slopes can include energy dissipators or a closed drainage retention system that gradually meters out collected run-off.

Drainage from roof gutter downspouts should be connected to tight lines that discharge into a closed drainage system. Surface drainage collection pipes should not discharge into subsurface drains.

Hawaii Volcanoes National Park Page 10 Hawaii

Drainage ditches should be provided with suitable gradients in order to effectively collect and transport runoff to drop inlets. Preventative measures against drop inlet clogging should be incorporated into drainage facility design; inlets should be periodically inspected and cleaned, as necessary to avoid clogging.

8.5 Concrete Flatwork

We recommend the upper six inches of existing soil beneath exterior concrete flatwork, be moisture-conditioned to near optimum moisture content and compacted to 95 percent relative compaction.

8.6 Seismic Design Criteria

The additions should be designed to appropriate seismic codes. In accordance with the provisions of ASCE 7-10, we recommend the following values:

• Mapped spectral acceleration values of SS and S1 equal to 2.558g and 1.152g, respectively

• Site Class B

• Site coefficients FA and FV equal to 1.0 and 1.0, respectively

• Maximum Considered Earthquake (MCE) spectral response acceleration parameters at short periods, SMS and at one-second periods, SM1, of 2.558g and 1.152g, respectively

• Design Earthquake (DE) spectral response acceleration parameters at short period, SDS, and at one-second period, SD1, of 1.705g and 0.768g, respectively.

9.0 PROPOSED GEOTECHNICAL SERVICES DURING CONSTRUCTION

We should review the final grading and foundation plans and specifications to verify that they are in general conformance with our recommendations. During construction, our engineer or geologist should observe site preparation and grading, surface and subsurface drainage improvements, and construction of foundation elements. The engineer or geologist should also observe excavations prior to placement of steel and concrete. These observations will allow us

Hawaii Volcanoes National Park Page 11 Hawaii to verify that anticipated site conditions are in general accordance with those encountered during our geotechnical investigation and that site construction generally conforms with geotechnical aspects of construction plans.

10.0 LIMITATIONS

The conclusions and recommendations presented in this report apply to the site and to construction conditions as we have described them. They are the result of engineering studies and our interpretations of the existing geotechnical conditions. Actual subsurface conditions may vary. Should conditions substantially differ from those that we anticipate some modifications to our conclusions and recommendations may be necessary.

Our firm has prepared this report for the exclusive use of our client and their representatives on this project in substantial accordance with the generally accepted geotechnical engineering practice as it exists in the site area at the time of our study. No warranty is expressed or implied. The recommendations provided in this report are based on the assumption that an adequate program of tests and observations will be conducted by our firm during the construction phase in order to evaluate compliance with our recommendations.

REFERENCES

National Oceanic and Atmospheric Administration, NOAA, Office for Coastal Management, State of Hawai’i Tsunami Evacuation Zone, reviewed 12 November 2015.

Orr, T.R., Heliker, C., Patrick, M.R., The Ongoing Pu’u ‘O’o Eruption of Kilauea Volcano, Hawai’i-

30 Years of Eruptive Activity: U.S. Geological Survey Fact Sheet 2012-3127, 6 p.

U.S. Geological Survey, The Long Trail of the Hawaiian Hotspot, 5 May 1999.

U.S. Geological Survey, Hawaiian Volcano Observatory, Pahoehoe and ‘a’a Lava Flows, 27 May

1999.

U.S. Geological Survey, Hawaiian Volcano Observatory, Volcanic and Seismic Hazards on the

Island of Hawaii, General Interest Publication, 1990.

Wright, T.L., Chu, J.Y., Esposo, J., Heliker, C., Hodge, J., Lockwood, J.P., and Vogt, S.M., 1992, Map showing lava-flow hazard zones, island of Hawaii: U.S. Geological Survey

Miscellaneous Field Studies Map MF-2193, text 1 p., scale 1:250,000.

FIGURES

NOTES:

World street basemap is provided through Langan’s Esri ArcGIS software licensing and ArcGIS online.

Credits: Sources: Esri, DeLorme, NAVTEQ, USGS, Intermap, iPC, NRCAN. .

0 3,0001,500

Feet

OHIA WING

HAWAII VOLCANOES NATIONAL PARK

Volcano, Hawaii

Date 07/11/16

SITE LOCATION MAP

Project No. 731681801 Figure 1

Path: \\langan.com\data\SFO\data8\731681801\ArcGIS\ArcMap_Documents\Site Location Map.mxd User: cyoung

SITE

B-3

B-2

B-1

Approximate location of boring by Langan Treadwell Rollo, June 2016

Elevation contour

EXPLANATION

Approximate scale

0 30 Feet

Date Project No. Figure

SITE PLAN

Volcano, Hawaii

HAWAII VOLCANOES NATIONAL PARK

OHIA WING

273168180107/12/16

B-1

Reference: Base map from a drawing titled "Site Plan Preferred Alternate," Sheet A101, by United States Department of the Interior, dated 04/02/15.

Qk4

Qp5

Qp4

Kilauea Summit Crater

Halemaumau Crater

Date Project No. Figure

REGIONAL GEOLOGIC MAP

Volcano, Hawaii

HAWAII VOLCANOES NATIONAL PARK

OHIA WING

373168180107/12/16

Approximate scale

0 10,000 Feet

Reference: Preliminary Geologic Map of the State of Hawaii, Sheet 8 - Island of Hawaii, Sherrod, D. R. et. al, 2007.

EXPLANATION

Puna Basalt

Puna Basalt

Puna Basalt

Puna Basalt

Ka'u Basalt

Ka'u Basalt

Qpa4y

Qp4

Qp5

Qp4o

Qk1o

Qk4

Qk1o

Fault: dashed where approximate and dotted where concealed

Geologic contact: dashed where approximate and dotted where concealed

Pacific Ocean q

Date 07/12/16

FAULT MAP

Project No. 731681801 Figure 4

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0 5 102.5

Miles

Notes:

1. Fault data for the State of Hawaii obtained from the USGS, 2007 and provided by the Hawaii Statewide GIS Program, Office of Planning. Last updated 5/27/2016.

2. World terrain basemap is provided through Langan’s Esri ArcGIS software licensing and ArcGIS online. Credits: U.S. Geological Survey, Esri, Tele Atlas North America, Automotive Navigation Data, National Park Service, DeLorme .

3. World street basemap is provided through Langan’s Esri ArcGIS software licensing and ArcGIS online. Credits: Sources: Esr i, DeLorme, NAVTEQ, USGS, Intermap, iPC, NRCAN.

4. Map displayed in Hawaii State Coordinate System 1, Transverse Mercator, North American Datum of 1983 (NAD83), US Feet.

OHIA WING

HAWAII VOLCANOES NATIONAL PARK

Volcano, California

Legend Site Location

Fault Description Kila Volcano Fault, Normal fault approximately located

Kila Volcano Fault, Normal fault concealed

Kila Volcano Fault, Normal fault well-located

Mloa Volcano, Normal fault concealed

Mloa Volcano, Normal fault well-located

APPENDIX A

Boring Logs

9/ 6"

4/ 5"

18/ 6"

50/ 1"

SAND with SILT and GRAVEL (SW) red-brown with dark brown mottling, white mineralization crystals, medium dense, moist, fine to coarse-grained, fine- to medium subangular to angular gravel (pyroclastic explosive material) SAND with SILT (SM) dark brown, medium dense, moist, fine-grained sand, trace fine subangular gravel, trace rootlets Void

BASALT

gray to blue gray, intensely fractured to gravel, weak , little weathered, vesicular Void moderately hard, moderately strong, fresh Void

(06/21/16, 12:30 p.m.)

BASALT

same as above gray, low hardness to medium hard, moderately strong, little weathered, vessicular (less than 1/6" diameter vassicles)

A

SH

D

EP

O

SI

T

VO

ID

VO

ID

VO

ID

S&H

SPT

SPT

SPT

SPT

SPT

SPT

SW

SM

11/ 6"

5/ 5"

43/ 6"

60/ 1"

C on fin in g P re ss ur e

Lb s/

S q

Ft

D ry

D en si ty

Lb s/

C u

Ft

Ty pe o f

S tre ng th

Te st

Fi ne s

S he ar S tre ng th Lb s/ S q Ft

N at ur al

M oi st ur e C on te nt

Ground Surface Elevation: 3,967 feet2

Hammer weight/drop: 140 lbs./30 inches

Sprague & Henwood (S&H), Standard Penetration Test (SPT)

Date finished: 6/21/16

Hammer type: Automatic

Boring location:

Date started:

Drilling method:

Samplers:

J. ElliottLogged by:See Site Plan, Figure 2

6/21/16

Hollow Stem Auger

D E

P

TH

(fe et

B lo w s/

S P

T N

-V al ue

LI

TH

O

LO

G Y

S am pl er

Ty pe

S am pl e

MATERIAL DESCRIPTION

SAMPLES

LABORATORY TEST DATA

PROJECT:

A-1

OHIA WING

HAWAII VOLCANOES NATIONAL PARK

VOLCANO, HAWAII

Figure:

731681801 Project No.:

Log of Boring B-1

TE

S T

G E

O

TE

C H

L O

G

.G P

J T

R .G

D T

/2

0/

Boring terminated at a depth of 20.1 feet below ground surface.

Boring backfilled with cement grout.

Groundwater encountered at 12 feet below ground surface during drilling.

1 S&H and SPT blow counts for the last two increments were converted to SPT N-Values using factors of 0.7 and 1.2, respectively to account for sampler type and hammer energy.

2 Elevations based on Figure 2 site plan, “Site Plan Preferred Alternative,” Sheet A101, by United States Department of Interior, dated 04/02/15.

SILTY SAND with GRAVEL (SW) red-brown with dark brown mottling, loose, moist, fine-grained, fine angular gravel, trace clay, trace rootlets, remineralized white minerals (pyroclastic explosive material) SAND with SILT (SM) yellow-brown with red mottling, moist, medium dense, fine-grained, sulfur remineralization seam at 2.8 ft SILTY SAND with GRAVEL (SW) red to red-brown, with brown areas, white remineralization crystals, moist, medium dense, pumice (reticulite) mixed with pyroclasts

BASALT

gray to blue-gray, moderately hard to hard, moderately strong, fresh, vesicular

A

SH

D

EP

O

IS

T

S&H

SPT

MC

SW

SM

SW

C on fin in g P re ss ur e

Lb s/

S q

Ft

D ry

D en si ty

Lb s/

C u

Ft

Ty pe o f

S tre ng th

Te st

Fi ne s

S he ar S tre ng th Lb s/ S q Ft

N at ur al

M oi st ur e C on te nt

Ground Surface Elevation: 3,968 feet2

Sprague & Henwood (S&H), Standard Penetration Test (SPT), Macro Core (MC) Hammer weight/drop: 140 lbs./30 inches

Date finished: 6/21/16

Hammer type: Automatic

Boring location:

Date started:

Drilling method:

Samplers:

J. ElliottLogged by:See Site Plan, Figure 2

6/21/16

Hollow Stem Auger

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MATERIAL DESCRIPTION

SAMPLES

LABORATORY TEST DATA

PROJECT:

A-2

OHIA WING

HAWAII VOLCANOES NATIONAL PARK

VOLCANO, HAWAII

Figure:

731681801 Project No.:

Log of Boring B-2

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Boring terminated at a depth of 5.2 feet below ground surface.

Boring backfilled with cement grout.

Groundwater not encountered during drilling.

1 S&H and SPT blow counts for the last two increments were converted to SPT N-Values using factors of 0.7 and 1.2, respectively to account for sampler type and hammer energy.

2 Elevations based on Figure 2 site plan, “Site Plan Preferred

A

SH

D

EP

O

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ID

1 68

71/ 5"

118/ 1"

60/ 1"

ORGANICS

SAND with SILT and GRAVEL (SW)

SW

OH

yellow-brown to red-brown, very loose, moist, fine sand, angular fine gravel, trace rootlets

Void

BASALT

gray, moderately fractured, moderately hard, moderately strong, little weathered to fresh, vesicular

(06/21/16, 12:30 p.m.)

little to moderately weathered, red oxidation staining, crushed area

BASALT

gray, moderately fractured, moderately strong to strong, little weathered to fresh, vesicular highly vesicular, vessicles approximately 1/16" in diameter, red and orange oxidation staining

16.8 ft: change in color to red-brown, vessicles increase in size change in color to gray strong to very strong larger less frequent, vessicles up to 1/2" in diameter

100 0.29

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R ec ov er y, R Q

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Ty pe

D ry

D en si ty

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M oi st ur e C on te nt

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D eg re es

Fi ne s

Ground Surface Elevation: 3,972 feet2

Sprague & Henwood (S&H), Standard Penetration Test (SPT), Rock Core (HQ)Samplers:

Hammer type: AutomaticHammer weight/drop: 140 lbs./30 inches

Logged by:

Date finished: 6/21/16

Boring location:

Date started:

Drilling method:

J. Elliott See Site Plan, Figure 2

6/21/16

Hollow Stem Auger

MATERIAL DESCRIPTION

TEST DATA

SAMPLES

PROJECT:

A-3

OHIA WING

HAWAII VOLCANOES NATIONAL PARK

VOLCANO, HAWAII

Figure:

731681801 Project No.:

Log of Boring B-3 G

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TE

C

H R

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K G

R A

P H

IC

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Boring terminated at a depth of 20.1 feet below ground surface.

Boring backfilled with cement grout.

Groundwater encountered at 8.5 feet below ground surface during drilling.

1 S&H and SPT blow counts for the last two increments were converted to SPT N-Values using factors of 0.7 and 1.2, respectively to account for sampler type and hammer energy.

2 Elevations based on Figure 2 site plan, “Site Plan Preferred

CLASSIFICATION CHART

Major Divisions Symbols Typical Names

GW

GP

GM

GC

SW

SP

SM

SC

ML

CL

OL

MH

CH

OH

PTHighly Organic Soils

UNIFIED SOIL CLASSIFICATION SYSTEM

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

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

Silty gravels, gravel-sand-silt mixtures

Clayey gravels, gravel-sand-clay mixtures

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

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

Silty sands, sand-silt mixtures

Inorganic silts and clayey silts of low plasticity, sandy silts, gravelly silts

Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, lean clays

Organic silts and organic silt-clays of low plasticity

Inorganic silts of high plasticity

Inorganic clays of high plasticity, fat clays

Organic silts and clays of high plasticity

Peat and other highly organic soils

Clayey sands, sand-clay mixtures

Range of Grain Sizes Grain Size in Millimeters U.S. Standard

Sieve Size Above 12"

12" to 3"

Classification

Boulders

Cobbles

Above 305

305 to 76.2

Silt and Clay Below No. 200 Below 0.075

GRAIN SIZE CHART

SAMPLER TYPE

C oa rs e-

G ra in ed

S oi ls (m or e th an h al f o f s oi l > n o.

si ev e si ze

Fi ne

-G ra in ed

S oi ls (m or e th an h al f o f s oi l no

. 2 s ie ve s iz e)

Gravels (More than half of coarse fraction >

no. 4 sieve size)

Sands (More than half of coarse fraction <

no. 4 sieve size)

Silts and Clays

LL = < 50

Silts and Clays

LL = > 50

Gravel coarse fine

3" to No. 4 3" to 3/4"

3/4" to No. 4

No. 4 to No. 200 No. 4 to No. 10 No. 10 to No. 40 No. 40 to No. 200

76.2 to 4.76

76.2 to 19.1

19.1 to 4.76

4.76 to 0.075

4.76 to 2.00

2.00 to 0.420

0.420 to 0.075

Sand coarse medium fine

C Core barrel

CA California split-barrel sampler with 2.5-inch outside diameter and a 1.93-inch inside diameter

D&M Dames & Moore piston sampler using 2.5-inch outside diameter, thin-walled tube

O Osterberg piston sampler using 3.0-inch outside diameter, thin-walled Shelby tube

PT Pitcher tube sampler using 3.0-inch outside diameter, thin-walled Shelby tube

S&H Sprague & Henwood split-barrel sampler with a 3.0-inch outside diameter and a 2.43-inch inside diameter

SPT Standard Penetration Test (SPT) split-barrel sampler with a 2.0-inch outside diameter and a 1.5-inch inside diameter

ST Shelby Tube (3.0-inch outside diameter, thin-walled tube) advanced with hydraulic pressure

SAMPLE DESIGNATIONS/SYMBOLS

Sample taken with Sprague & Henwood split-barrel sampler with a 3.0-inch outside diameter and a 2.43-inch inside diameter.

Darkened area indicates soil recovered

Classification sample taken with Standard Penetration Test sampler

Undisturbed sample taken with thin-walled tube

Disturbed sample

Sampling attempted with no recovery

Core sample

Analytical laboratory sample

Sample taken with Direct Push or Drive sampler

Unstabilized groundwater level

Stabilized groundwater level

Project No. FigureDate 73168180107/12/16 A-4

OHIA WING

HAWAII VOLCANOES NATIONAL PARK

Volcanoes, Hawaii

I FRACTURING

Intensity Size of Pieces in Feet Very little fractured Greater than 4.0 Occasionally fractured 1.0 to 4.0 Moderately fractured 0.5 to 1.0 Closely fractured 0.1 to 0.5 Intensely fractured 0.05 to 0.1 Crushed Less than 0.05

II HARDNESS

1. Soft - reserved for plastic material alone.

2. Low hardness - can be gouged deeply or carved easily with a knife blade.

3. Moderately hard - can be readily scratched by a knife blade; scratch leaves a heavy trace of dust and is readily visible after the powder has been blown away.

4. Hard - can be scratched with difficulty; scratch produced a little powder and is often faintly visible.

5. Very hard - cannot be scratched with knife blade; leaves a metallic streak.

III STRENGTH

1. Plastic or very low strength.

2. Friable - crumbles easily by rubbing with fingers.

3. Weak - an unfractured specimen of such material will crumble under light hammer blows.

4. Moderately strong - specimen will withstand a few heavy hammer blows before breaking.

5. Strong - specimen will withstand a few heavy ringing hammer blows and will yield with difficulty only dust and small flying fragments.

6. Very strong - specimen will resist heavy ringing hammer blows and will yield with difficulty only dust and small flying fragments.

IV WEATHERING - The physical and chemical disintegration and decomposition of rocks and minerals by natural processes such as oxidation, reduction, hydration, solution, carbonation, and freezing and thawing.

D. Deep - moderate to complete mineral decomposition; extensive disintegration; deep and thorough discoloration;

many fractures, all extensively coated or filled with oxides, carbonates and/or clay or silt.

M. Moderate - slight change or partial decomposition of minerals; little disintegration; cementation little to unaffected.

Moderate to occasionally intense discoloration. Moderately coated fractures.

L. Little - no megascopic decomposition of minerals; little of no effect on normal cementation. Slight and intermittent, or localized discoloration. Few stains on fracture surfaces.

F. Fresh - unaffected by weathering agents. No disintegration of discoloration. Fractures usually less numerous than joints.

ADDITIONAL COMMENTS:

V CONSOLIDATION OF SEDIMENTARY ROCKS: usually determined from unweathered samples. Largely dependent on cementation.

U = unconsolidated P = poorly consolidated M = moderately consolidated W = well consolidated

VI BEDDING OF SEDIMENTARY ROCKS

Splitting Property Thickness Stratification Massive Greater than 4.0 ft. very thick-bedded Blocky 2.0 to 4.0 ft. thick bedded Slabby 0.2 to 2.0 ft. thin bedded Flaggy 0.05 to 0.2 ft. very thin-bedded Shaly or platy 0.01 to 0.05 ft. laminated Papery less than 0.01 thinly laminated

Project No. FigureDate 73168180109/06/06 A-5

CLASSIFICATION CHART

OHIA WING

HAWAII VOLCANOES NATIONAL PARK

Volcanoes, Hawaii