Draft RFP Volume_2a_35 73 20.00 29 Attachment (1) GDR Barrow Alaska Coastal Erosion -Base_Contract.pdf

Geotechnical Data Report Barrow Alaska Coastal Erosion

(BAR008)

Utqiagivk, Alaska

Alaska District, Pacific Ocean Division

02 March 2022

Status: Draft

U .S

A rm y

C o rp s o f E n g in e e rs

A la s k a

D is tr ic t

BCOES2 BARROW ALASKA COASTAL EROSION - BASE CONTRACT

UTQIAGVIK, ALASKA

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CEPOA-EC-G-GM 02 March 2022

MEMORANDUM FOR

Civil Works Project Management (CEPOA-PM-C), Leif Hammes

SUBJECT: Final Geotechnical Data Report for the Barrow Alaska Coastal Erosion (BAR008), Utqiagvik, Alaska.

1. Enclosed is the Final Geotechnical Data Report for the Barrow Alaska Coastal Erosion

(BAR008) in Utqiagvik, Alaska. Included with the report are the Project Location and Vicinity

Map, a Test Boring Location Map, a discussion of the findings, and geotechnical exploration logs for the project.

2. Questions should be addressed to Justin Miller at 907-753-2577 or John Rajek at 907-753-5695.

JUSTIN M. MILLER, P.E.

Geotechnical Engineer

Geotechnical and Materials Section

CEPOA-EC-G-GM

JOHN J. RAJEK, P.E.

Section Chief, Geotechnical and Materials Section

CEPOA-EC-G-GM

DOUGLAS A. BLISS, P.E., P.G.

Chief, Geotechnical and Engineering

Services Branch

CEPOA-EC-G

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TABLE OF CONTENTS

INTRODUCTION

LOCATION AND PROJECT DESCRIPTION

PREVIOUS GEOTECHNICAL INVESTIGATION AND SITE USE

REGIONAL GEOLOGY

FIELD EXPLORATION

Drilling Operations

Field Soil Sampling Test Boring Locations

LABORATORY TESTING AND SOIL CLASSIFICATION

SITE CONDITIONS

Surface Conditions

Subsurface Conditions Western Portion (STA 10+00 to STA 90+00)

Fill Soils Upper Coarse Grain Soil Unit

Interbedded Sands and Silts Organic Soils

Eastern Portion (STA 90+00 to STA 264+00)

Fill Soils Upper Coarse Grain Soil Unit

Lower Coarse Grain Soil Unit Groundwater Cobbles and Boulders

Permafrost Soils

Potential Soil Contamination

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LIST OF TABLES

Table 1: Soils Laboratory Test Standards

LIST OF FIGURES

Figure 1: High Bluff Section Utqiagvik, Alaska (September 2021) Figure 2: High Bluff Utqiagvik, Alaska 1948 Figure 3: High Bluff Utqiagvik, Alaska 1979

Figure 4: High Bluff Utqiagvik, Alaska 2002 Figure 5: High Bluff Utqiagvik, Alaska 2014 Figure 6: Distribution of Gubik Formation within the Arctic Coastal Plain. (USGS 1964) Figure 7: General Beach Sands Surface Condition near AP-04 Figure 8: General Developed Roadway Shoulder Surface Condition near AP-09

Figure 9: General Surface Vegetation Surface Condition near AP-02 Figure 10: Fill Soils encountered in AP-14 2.5 to 4 feet below the ground surface

Figure 11: Coarse grain soils encountered in AP-03 2.5 to 4 feet below the ground surface Figure 12: Interbedded sands and silts in AP-09 30 to 31.5 feet below ground surface

Figure 13: Organic soils encountered in AP-09 7.5 to 9 feet below ground surface Figure 14: Fill Soils encountered in AP-19 2.5 to 4 feet below the ground surface Figure 15: Typical upper soil unit encountered in AP-35 2.5 to 4 feet below the ground surface

Figure 16: Typical lower soil unit encountered in AP-20 15 to 16.5 feet below ground surface Figure 17: Typical Bonded Permafrost

Figure 18: Typical Ice Rich Permafrost Figure 19: Typical Unbonded Permafrost with No Visible Ice

APPENDIX A – MAPS AND SKETCHES

Project Location and Vicinity Map ..................................................................................... 1 Sheet

Test Boring Location Maps .............................................................................................. 10 Sheets

APPENDIX B – EXPLORATION LOGS

Key to Exploration Logs ................................................................................................... 1 Sheet

Test Boring Location Coordinates .................................................................................... 1 Sheet

Exploration Logs AP-4812 through AP-4901................................................................. 45 Sheets

APPENDIX C – LABORATORY TESTING RESULTS

Laboratory Testing Summary ........................................................................................... 7 Sheets

Individual Laboratory Testing Results ........................................................................... 47 Sheets

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INTRODUCTION

The purpose of this report is to identify surface and subsurface conditions and address geotechnical issues associated with the proposed Barrow Alaska Coastal Erosion project located in Utqiagvik, Alaska. This report presents a summary of the findings based on site observations and results of the field exploration and laboratory testing.

LOCATION AND PROJECT DESCRIPTION

Utqiagvik, Alaska is the northern most community in the United States and is located approximately

700 miles north of Anchorage, Alaska. The project area is located along the northern shore of the community of Utqiagvik and is west of Point Barrow. The project will be broken into two phases.

The first phase of the project is for the protection of the high bluff area which runs from approximately the end of the Wiley Post-Will Rogers Memorial Airport at STA 10+00 northeast to

Egasak Street at STA 30+00. A photo of the high bluff area is shown in Figure 1. The second phase of the project is for the remainder of the coastal protection that runs from Egasak Street at STA

30+00 northeast to Dewline Road at STA 264+00. A Project Location and Vicinity Map is included in Appendix A. Figure 1 illustrates the coastal erosion that is located along the high bluff portion of the project.

Figure 1: High Bluff Section Utqiagvik, Alaska (September 2021).

The recommended plan includes constructing approximately 5 miles of shore protection along the coastline of Utqiagvik. The shore protection will be constructed out of a four layer rock revetment system consisting of large armor stone (A-Rock), smaller armor stone (B-Rock), core, and an underlying filter layer. The revetment will be constructed to approximately +20 feet Mean Lower

Low Water (MLLW) for phase one and +18 feet MLLW for phase 2. The typical cross sections for the proposed revetment can be located in the plan set on sheet C-301.

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PREVIOUS GEOTECHNICAL INVESTIGATION AND SITE USE

No previous geotechnical site investigations were performed within the proposed project limits of the site. Based on a historical image search the high bluff has receded approximately 8 to 10 feet between 2009 and 2021. The following figures illustrate the aerial imagery of the site over time.

Figure 2: High Bluff Utqiagvik, Alaska 1948

Figure 3: High Bluff Utqiagvik, Alaska 1979

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Figure 4: High Bluff Utqiagvik, Alaska 2002

Figure 5: High Bluff Utqiagvik, Alaska 2014

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REGIONAL GEOLOGY

The community of Utqiagvik lies within the Arctic Coastal Plain physiographic province. The area is bound to the north by the Beaufort Sea and the south by the northern foothills of the Brooks Range.

The Arctic Coastal Plain is represented by gentle rolling topography, ice-bonded permafrost soil, wet tundra, wind-oriented thaw lakes, and braided and beaded stream channels. Unconsolidated surficial deposits underlying the northern part of the Arctic Coastal Plain belong to the Quaternary

Gubik Formation, generally consisting of marine and fluvial deposits characterizing a shallow near-shore shelf environment with periods of uplift and erosion and frequent shifting of the shoreline. The

Gubik Formation is composed of three units, given in order of oldest to youngest: Skull Cliff Unit;

Meade River Unit; and Barrow Unit. Figure 29 shows the distribution of these units, with the Barrow

Unit most represented within the study area. The Barrow Unit consists of poorly-graded to well-graded mixtures of clay, silt, sand, and gravel, generally of marine origin near its base and lacustrine and fluvial in origin within its uppermost layers. Part of the Barrow Unit may be glacially derived, ice locally constitutes more than half its volume, and organic matter is abundant in its upper part.

Previous investigations indicate that the Barrow Unit is generally 25 to 50 feet thick and is underlain by the Skull Cliff Unit which is mainly composed of silt and clay. The Gubik Formation within the immediate Barrow area is underlain by Cretaceous sedimentary rock (sandstone, conglomerate, shale, and coal) at depths below ground surface ranging from approximately 50 to 100 feet, based on a number of deep core borings conducted in the 1940s and 1950s.

Figure 6: Distribution of Gubik Formation within the Arctic Coastal Plain. (USGS 1964)

FIELD EXPLORATION

The subsurface exploration for this project was conducted from 31 August 2021 to 13 September

2021. A total of 35 test borings were drilled to depths ranging from 21.5 to 51.5 feet below the existing ground surface. These borings were designated with permanent identification numbers AP-

01 through AP-35.

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Drilling Operations

Discovery Drilling, Inc., under contract with Golder and Associates USA Inc., performed the supplementary subsurface investigation using a track mounted Geoprobe 6712DT with a 340-pound automatic trip hammer. Test borings were advanced to boring termination depths by using six-inch diameter hollow stem augers with a bullet bit. Engineers with the U.S. Army Corps of Engineers

Alaska District (USACE-AD) supervised the drilling and logged samples collected from the test borings in accordance with ASTM D2488, “Description and Identification of Soils (Visual – Manual

Procedure)”. Exploration logs are presented in Appendix B.

Field Soil Sampling

Soil samples were collected at the surface, at 2.5 feet, 5 feet, 7.5 feet, 10 feet, and at five-foot intervals thereafter to the limit of the exploration. The surface samples were grab samples collected from the auger flights. The other samples were obtained using a 3.0-inch outside diameter by 2.5-inch inside diameter split barrel sampler driven with a 340-pound automatic trip hammer falling 30 inches on NWJ drill rods. The number of blows required to drive each six-inch increment (blow count) is recorded on the exploration logs. Weight of Hammer (WOH) is shown in the Blow Count column of the exploration logs if the sampler was advanced into the ground after the weight of the

340-pound hammer was added to the drill rods and anvil.

Soil samples were scanned for volatile organic compounds using a photoionization detector (PID).

Two types of readings were taken on recovered soil samples. The first reading was taken while the material was still on the sampling barrel and was designated as a “cold” reading. The second reading was taken when the sample was placed in a sample collection bag and exposed to some form of heat such as heating the bag with the heater of the service truck used. This second reading was designated as “hot”.

Test Boring Locations

The Alaska District Geotechnical and Materials Section located each test boring after completion of drilling. All but two of the test boring locations were surveyed in the field using Real-Time

Kinematic (RTK) survey grade equipment. Test borings AP-01 and AP-03 were located in the field using handheld recreational grade GPS equipment. Vertical control from the test boring locates is referenced to Mean Lower Low Water (MLLW = 0.0-ft) based on NOAA/NOS Tidal Benchmark

List “9494935 Barrow Offshore AK,” published 05/20/2011. Horizontal coordinates are based on

Alaska State Plane Coordinates Zone 6, North American Datum (NAD) 83 (1992) in U.S. survey feet. The Test Boring Location Maps are provided as Sheet A-2 in Appendix A and a summary table of boring coordinates is provided in Appendix B.

LABORATORY TESTING AND SOIL CLASSIFICATION

A laboratory testing program was established to classify and determine the physical and engineering properties of encountered soils. The program consisted of particle-size analysis, moisture content, engineering classification, salinity, density, and thaw strain. Golder and associates, under contract with the Alaska District, performed the tests using the latest version of the test standards listed in

Table 1. Laboratory test results are provided in Appendix C.

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Table 1: Soils Laboratory Test Standards Test Designation Test Description

ASTM D 6913 Standard Test Methods for Particle-Size Distribution (Gradation) of Soils Using

Sieve Analysis

ASTM D 2216 Standard Test Methods for Laboratory Determination of Water (Moisture)

Content of Soil and Rock by Mass

ASTM D 4318 Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of

Soils

ASTM D 7263 Laboratory Determination of Density (Unit Weight) of Soil Specimens

ASTM D 2487 Standard Practice for Classification of Soils for Engineering Purposes (Unified

Soil Classification System)

Salinity Test Soil Salinity Test measured in parts per thousand (PPT) (Golder and Associates

Method)

Thaw Consolidation

Test

One Dimensional Thaw Consolidation Properties of Soils (Golder and

Associates Method)

SITE CONDITIONS

Soil descriptions and classifications contained in this report and presented on the final exploration logs are the project engineer’s interpretation of the field logs and results of the laboratory testing program. Stratification lines represent approximate boundaries between soil types. Transitions are often gradual or not discernible by drill action.

Surface Conditions

Generally, the site is relatively flat with elevations ranging from a high point along the high bluffs at approximately 30 feet MLLW and continue to decrease in elevation to approximately 10 feet

MLLW at the eastern portion of the project limits. The surface conditions at the site can be generalized into three categories, beach sands, developed roadway shoulders, and surface vegetation.

Overhead utilities are located along the Stevenson Street corridor. The surface conditions are shown in Figures 9, 10, and 11.

Figure 7: General Beach Sands Surface Condition near AP-04

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Figure 8: General Developed Roadway Shoulder Surface Condition near AP-09

Figure 9: General Surface Vegetation Surface Condition near AP-02

Subsurface Conditions

Details of the subsurface conditions encountered by the test borings are shown on the Exploration

Log sheets in Appendix B. The subsurface conditions at the site can be generalized into two categories: the subsurface conditions of the western portion of the site (STA 10+00 to STA 90+00) and the eastern portion of the site (STA 90+00 to STA 264+00).

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Western Portion (STA 10+00 to STA 90+00)

The general subsurface conditions encountered along the western portion of the site are described in the following sections. The soils along the western portion of the site (AP-01 through AP-15) typically consisted of loose beach sands transitioning into interbedded silty sands and low plasticity silts and clays approximately 8 to 13 feet below the existing ground surface. Isolated areas of fill soils were encountered during the subsurface investigation and extended to approximately 3 to 7 feet below the existing ground surface. The fill soils were primarily located in the areas of roadway embankments.

Fill Soils

The fill soils along the western portion of the site primarily consisted of loose to medium dense sands and gravels. These soils extended approximately 3 to 7 feet below the existing ground surface.

The material had blows per foot (bpf) ranging from 4 bpf to 12 bpf. There was no indication of contaminated material such as chemical odor or discoloration of recovered fill soil samples. An example of the fill soils is shown in Figure 10.

Laboratory tests were performed on select samples of the fill soils. Natural moisture contents ranged from 5% to 12%. Grain size analysis tests indicated 4% to 11% of material passing a No. 200 sieve.

Based on laboratory tests performed, the soils were classified as poorly graded sand (SP), poorly graded sand with silt (SP-SM), and well graded sand with silt (SW-SM). A detailed laboratory summary can be found in Appendix C.

Figure 10: Fill Soils encountered in AP-14 2.5 to 4 feet below the ground surface

Upper Coarse Grain Soil Unit

The upper soils along the western portion of the site primarily consisted of very loose to medium dense sands and gravels. These soils extended approximately 8 to 13 feet below the existing ground surface. The material had blows per foot (bpf) ranging from 4 bpf to greater than 100 bpf. Blow counts collected within bonded and poorly bonded permafrost are exaggerated and not indicative of soil consistency. The characteristics of the permafrost soils are further discussed in section 7.2.5.

There was no indication of contaminated material such as chemical odor or discoloration of recovered coarse grain samples. An example of the upper soil unit is shown in Figure 11.

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Laboratory tests were performed on select samples of this upper coarse grain soil unit. Natural moisture contents ranged from 3% to 88%. Moisture contents can be elevated due to the ice content of the permafrost soils. Grain size analysis tests indicated 0% to 11% of material passing a No. 200 sieve. Based on laboratory tests performed, the soils were classified as silty sand (SM), poorly graded sand (SP), well graded sand (SW), poorly graded sand with silt (SP-SM), well graded sand with silt

(SW-SM), and poorly graded gravel (GP). A detailed laboratory summary is in Appendix C.

Figure 11: Coarse grain soils encountered in AP-03 2.5 to 4 feet below the ground surface

Interbedded Sands and Silts

The soils encountered below the fill soils and upper coarse grain soil unit consisted of a soil unit of very loose to very dense interbedded sands and silts. These soils consisted of varying lenses of fine and coarse grain soils. The material had blows per foot (bpf) ranging from WOH (weight of hammer) bpf to greater than 100 bpf. Blow counts collected within bonded and poorly bonded permafrost are exaggerated and not indicative of soil consistency. The characteristics of the permafrost soils are further discussed in section 7.2.5. There was no indication of contaminated material such as chemical odor or discoloration of recovered interbedded sands and silts. An example of the interbedded sands and silts is shown in Figure 12.

Figure 12: Interbedded sands and silts in AP-09 30 to 31.5 feet below ground surface

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Laboratory tests were performed on select samples interbedded sands and silts. Natural moisture contents ranged from 4% to 126%. Moisture contents can be elevated due to the ice content of the permafrost soils. Grain size analysis tests indicated 9% to 96% of material passing a No. 200 sieve.

Atterberg limits tests indicated the material has plasticity indexes ranging from 5 to 31. Based on laboratory tests performed, the soils were classified as lean clay (CL), fat clay (CH) silt (ML) silty sand (SM), and poorly graded sand with silt (SP-SM). A detailed laboratory summary can be found in Appendix C.

Organic Soils

Soils with varying amounts of organics were encountered in test boring locations AP-02, AP-05, AP-06, and AP-08. The organics encountered in test boring locations AP-02 and AP-05 were surface organics and extended 18 to 24 inches below the existing ground surface. A 6-inch layer of peat was encountered in test boring location TB-06 approximately 7 feet below the existing ground surface.

This layer had a very strong organic odor. Trace root fibers were in countered in test boring AP-08 approximately 13 to 28 feet below the existing ground surface. The organic soils typically consisted of peat with varying amounts of organic fibers. The organic soils encountered in AP-06 is shown in

Figure 13.

Figure 13: Organic soils encountered in AP-09 7.5 to 9 feet below ground surface.

Eastern Portion (STA 90+00 to STA 264+00)

The general subsurface conditions encountered along the eastern portion of the site are described in the following sections. The soils along the eastern portion of the site (AP-16 through AP-35) typically consisted of loose beach sands transitioning into dense sands and gravels approximately 10 feet below the existing ground surface. Isolated areas of fill soils were encountered during the subsurface investigation and extended to approximately 2 to 4 feet below the existing ground surface. The fill soils were primarily located in the areas of roadway embankments.

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Fill Soils

The fill soils along the western portion of the site primarily consisted of loose to medium dense sands and gravels. These soils extended approximately 2 to 4 feet below the existing ground surface.

The material had blows per foot (bpf) ranging from 18 bpf to 25 bpf. There was no indication of contaminated material such as chemical odor or discoloration of recovered fill soil samples. An example of the fill soils is shown in Figure 14.

Laboratory tests were performed on select samples of the fill soils. Natural moisture contents ranged from 2% to 4%. Grain size analysis tests indicated 1% to 12% of material passing a No. 200 sieve.

Based on laboratory tests performed, the soils were classified as silty sand (SM), poorly graded sand

(SP), well graded sand (SW), and well graded sand with silt (SW-SM). A detailed laboratory summary can be found in Appendix C.

Figure 14: Fill Soils encountered in AP-19 2.5 to 4 feet below the ground surface

Upper Coarse Grain Soil Unit

The upper soils along the western portion of the site primarily consisted of very loose to medium dense sands and gravels. These soils extended approximately 10 to 13 feet below the existing ground surface. The material had blows per foot (bpf) ranging from 6 bpf to greater than 100 bpf. Blow counts collected within bonded and poorly bonded permafrost are exaggerated and not indicative of soil consistency. The characteristics of the permafrost soils are further discussed in section 7.2.5.

There was no indication of contaminated material such as chemical odor or discoloration of recovered upper coarse grain samples. An example of the upper soil unit is shown in Figure 15.

Laboratory tests were performed on select samples of this upper coarse grain soil unit. Natural moisture contents ranged from 2% to 19%. Moisture contents can be elevated due to the ice content of the permafrost soils. Grain size analysis tests indicated 0% to 19% of material passing a No. 200 sieve. Based on laboratory tests performed, the soils were classified as silty sand (SM), poorly graded sand (SP), well graded sand (SW), poorly graded sand with silt (SP-SM), and well graded sand with silt (SW-SM). A detailed laboratory summary can be found in Appendix C.

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Figure 15: Typical upper soil unit encountered in AP-35 2.5 to 4 feet below the ground surface

Lower Coarse Grain Soil Unit

The soils encountered below the fill soils and upper coarse grain soil unit consisted of dense to very dense sands and gravels. The material had blows per foot (bpf) ranging from 37 bpf to greater than

100 bpf. Blow counts collected within bonded and poorly bonded permafrost are exaggerated and not indicative of soil consistency. The characteristics of the permafrost soils are further discussed in section 7.2.5. There was no indication of contaminated material such as chemical odor or discoloration of recovered lower coarse grain soils. An example of the lower coarse grain soils is shown in Figure 16.

Laboratory tests were performed on select samples of this lower coarse grain soil unit. Natural moisture contents ranged from 6% to 34%. Moisture contents can be elevated due to the ice content of the permafrost soils. Grain size analysis tests indicated 1% to 50% of material passing a No. 200 sieve. Based on laboratory tests performed, the soils were classified as silty sand (SM), poorly graded sand (SP), well graded sand (SW), poorly graded sand with silt (SP-SM), well graded sand with silt

(SW-SM), silty gravel (GM), poorly graded gravel (GP), and well graded gravel (GW). A detailed laboratory summary can be found in Appendix C.

Figure 16: Typical lower soil unit encountered in AP-20 15 to 16.5 feet below ground surface

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Groundwater

Tidally influenced groundwater was encountered above the permafrost and ranged from 4 to 7 feet below the existing ground surface. Groundwater elevations can fluctuate seasonally with changes in precipitation, snowmelt, runoff conditions, and tidal fluctuations.

Cobbles and Boulders

Cobbles and boulders were not encountered within the test boring locations. Sparse amounts of cobbles could be seen along the surface throughout the project site. Boulders are not anticipated to be encountered within the project site.

Permafrost Soils

The project area is underlain by continuous permafrost, defined as ground that maintains a temperature at or below 32° Fahrenheit (F) for at least two consecutive years. Available information indicates that permafrost in the Barrow area may extend as much as 1,300 feet below the surface.

The depth of the active layer below the surface typically varies between 1 and 6 feet. A unique aspect of coastal permafrost is that the permafrost contains dissolved salts in its pore water. Saline permafrost, also referred to as unbonded permafrost, freezes at lower sub-zero temperatures because of freezing-point depression of the dissolved salts, resulting in the permafrost only being partially frozen.

Permafrost soils were encountered in all test boring locations. The permafrost was typically initially encountered between 1 and 8 feet below the existing ground surface and extended through the boring termination depths. The permafrost encountered typically consisted in well bonded samples with an ice content of 5 to 10 percent transitioning into unbonded samples with no visible ice approximately

15 feet below the existing ground surface. Zones of ice rich samples were encountered approximately

8 to 12 feet below the existing ground surface. The samples were typically poorly bonded and had approximately 30 to 50 percent ice by volume. Natural moisture contents within the permafrost ranged from 6% to 267%. The moisture contents within the permafrost soils are influenced by the ice content. Examples of the permafrost samples are shown in the following figures.

Figure 17: Typical Bonded Permafrost

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Figure 18: Typical Ice Rich Permafrost

Figure 19: Typical Unbonded Permafrost with No Visible Ice

Potential Soil Contamination

Soil samples were scanned for volatile organic compounds by the Alaska District Engineers using a photoionization detector (PID). All PID readings were reported to range from zero to 11 parts per million (ppm). Select samples were collected to be analyzed for contamination. The results of these tests can be found in the Chemical Data Report prepared by the Environmental

Engineering Branch of the USACE-AD.

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APPENDIX A

LOCATION MAPS

Project Location and Vicinity Map ................................................................................. 1 Sheet

Test Boring Location Map (AP-01 – AP-35) .............................................................. 10 Sheets

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REFERENCE

SHEET NUMBER

A-1

PROJECT LOCATION AND VICINITY MAP

Barrow Coastal Erosion Protection

SCALE: NTS

DRAWN: JMM

REVIEWED:JJR

DATE: MAY 2021

Utqiagvik, Alaska

Geotechnical and Materials

CORPS OF ENGINEERS

ALASKA DISTRICT

P r o j e c t

L o c a t i o n

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AN

SI

D

FI

LE

C O

N

TR

AC

T

N O

TA

SK

O R

D

ER

N O

C O

N

TR

AC

TO

R

JO

B

N O

C

IT

Y:

ST

AT

E:

SC

AL

E:

BA

R

JJ

R

JJ

M

TE

ST

B O

R E

LO

C

AT

IO

N M

AP

C O

AS

TA

L

ER

O

SI

O N

P R

O

TE

C

TI

O N

U

TQ

IA

G

VI

K, A

LA

SK

A

REFERENCE

NUMBER:

A-2

BA

R

- T

ES

T

BO

R

IN

G L

O C

AT

IO

N M

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.D

W G

As S ho w n

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Section 35 73 20.00 29 Attachment (1) Page 22 of 133

40+

45+

50+

55+

60+

LOWER

(TASIGAROOK)

LAGOON

MIDDLE

(ISATKOAK)

LAGOON

OLD PLAYGROUND,

PREVIOUSLY BOAT

LAUNCH

200'0 100'

SHEET OF

ALASKA DISTRICT

US ARMY CORPS

OF ENGINEERS

SU

R

VE

YE

D B

Y:

D R

AW

N

B Y:

C H

EC

KE

D B

Y:

AP

PR

O

VE

D B

Y:

SU

R

VE

Y

D

AT

E:

U

PC

SI

ZE

AN

SI

D

FI

LE

C O

N

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AC

T

N O

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SK

O R

D

ER

N O

C O

N

TR

AC

TO

R

JO

B

N O

C

IT

Y:

ST

AT

E:

SC

AL

E:

BA

R

JJ

R

JJ

M

TE

ST

B O

R E

LO

C

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IO

N M

AP

C O

AS

TA

L

ER

O

SI

O N

P R

O

TE

C

TI

O N

U

TQ

IA

G

VI

K, A

LA

SK

A

REFERENCE

NUMBER:

A-2

BA

R

- T

ES

T

BO

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IN

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Section 35 73 20.00 29 Attachment (1) Page 23 of 133

70+

75+

80+ 00 85+

00 90+ 00 95+

BROWER ST

TA

HA

K

ST

O

KA

KO

K

ST

AH

KO

VA

K

ST

C A

VE

APPROXIMATE REVETMENT/EARTHWORK

FOOTPRINT - SUBJECT TO CHANGE.

RAISED ROAD, CREST AT +14.5 FEET.

PROPOSED BEACH

ACCESS POINT, EXISTING

BOAT RAMP

NAPA / GAS STATION

OVERFLOW BOAT

RAMP, CALMER HERE

200'0 100'

SHEET OF

ALASKA DISTRICT

US ARMY CORPS

OF ENGINEERS

SU

R

VE

YE

D B

Y:

D R

AW

N

B Y:

C H

EC

KE

D B

Y:

AP

PR

O

VE

D B

Y:

SU

R

VE

Y

D

AT

E:

U

PC

SI

ZE

AN

SI

D

FI

LE

C O

N

TR

AC

T

N O

TA

SK

O R

D

ER

N O

C O

N

TR

AC

TO

R

JO

B

N O

C

IT

Y:

ST

AT

E:

SC

AL

E:

BA

R

JJ

R

JJ

M

TE

ST

B O

R E

LO

C

AT

IO

N M

AP

C O

AS

TA

L

ER

O

SI

O N

P R

O

TE

C

TI

O N

U

TQ

IA

G

VI

K, A

LA

SK

A

REFERENCE

NUMBER:

A-2

BA

R

- T

ES

T

BO

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IN

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N M

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Section 35 73 20.00 29 Attachment (1) Page 24 of 133

100+

105+

110+

115+

120+

125+

130+

AH

M

O

AG

AK

A

VE

ICAS = INUPIAT COMMUNITY

OF THE ARCTIC SLOPE

PROPOSED BEACH ACCESS POINT,

IMPORTANT FOR SPRING WHALING

200'0 100'

SHEET OF

ALASKA DISTRICT

US ARMY CORPS

OF ENGINEERS

SU

R

VE

YE

D B

Y:

D R

AW

N

B Y:

C H

EC

KE

D B

Y:

AP

PR

O

VE

D B

Y:

SU

R

VE

Y

D

AT

E:

U

PC

SI

ZE

AN

SI

D

FI

LE

C O

N

TR

AC

T

N O

TA

SK

O R

D

ER

N O

C O

N

TR

AC

TO

R

JO

B

N O

C

IT

Y:

ST

AT

E:

SC

AL

E:

BA

R

JJ

R

JJ

M

TE

ST

B O

R E

LO

C

AT

IO

N M

AP

C O

AS

TA

L

ER

O

SI

O N

P R

O

TE

C

TI

O N

U

TQ

IA

G

VI

K, A

LA

SK

A

REFERENCE

NUMBER:

A-2

BA

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- T

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Section 35 73 20.00 29 Attachment (1) Page 25 of 133

130+

135+

140+

145+

150+

155+

160+

SOUTH SALT

LAGOON

SOUTH SALT

LAGOON

200'0 100'

SHEET OF

ALASKA DISTRICT

US ARMY CORPS

OF ENGINEERS

SU

R

VE

YE

D B

Y:

D R

AW

N

B Y:

C H

EC

KE

D B

Y:

AP

PR

O

VE

D B

Y:

SU

R

VE

Y

D

AT

E:

U

PC

SI

ZE

AN

SI

D

FI

LE

C O

N

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AC

T

N O

TA

SK

O R

D

ER

N O

C O

N

TR

AC

TO

R

JO

B

N O

C

IT

Y:

ST

AT

E:

SC

AL

E:

BA

R

JJ

R

JJ

M

TE

ST

B O

R E

LO

C

AT

IO

N M

AP

C O

AS

TA

L

ER

O

SI

O N

P R

O

TE

C

TI

O N

U

TQ

IA

G

VI

K, A

LA

SK

A

REFERENCE

NUMBER:

A-2

BA

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- T

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Section 35 73 20.00 29 Attachment (1) Page 26 of 133

160+

165+

170+

175+

180+

185+

190+

CAKEEATTER RD 2

CAKEEATTER RD 1 (-4.65%

SOUTH SALT

LAGOON

MIDDLE SALT

LAGOON

PROPOSED BEACH

ACCESS POINT

200'0 100'

SHEET OF

ALASKA DISTRICT

US ARMY CORPS

OF ENGINEERS

SU

R

VE

YE

D B

Y:

D R

AW

N

B Y:

C H

EC

KE

D B

Y:

AP

PR

O

VE

D B

Y:

SU

R

VE

Y

D

AT

E:

U

PC

SI

ZE

AN

SI

D

FI

LE

C O

N

TR

AC

T

N O

TA

SK

O R

D

ER

N O

C O

N

TR

AC

TO

R

JO

B

N O

C

IT

Y:

ST

AT

E:

SC

AL

E:

BA

R

JJ

R

JJ

M

TE

ST

B O

R E

LO

C

AT

IO

N M

AP

C O

AS

TA

L

ER

O

SI

O N

P R

O

TE

C

TI

O N

U

TQ

IA

G

VI

K, A

LA

SK

A

REFERENCE

NUMBER:

A-2

BA

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- T

ES

T

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IN

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Section 35 73 20.00 29 Attachment (1) Page 27 of 133

190+

195+

200+

205+

210+

215+

220+

POTENTIAL BARGE

LANDING AREA

POTENTIAL STAGING AREA

APPROXIMATELY 4.9 ACRES

N O

T N

AM

ED

MIDDLE SALT

LAGOON

200'0 100'

SHEET OF

ALASKA DISTRICT

US ARMY CORPS

OF ENGINEERS

SU

R

VE

YE

D B

Y:

D R

AW

N

B Y:

C H

EC

KE

D B

Y:

AP

PR

O

VE

D B

Y:

SU

R

VE

Y

D

AT

E:

U

PC

SI

ZE

AN

SI

D

FI

LE

C O

N

TR

AC

T

N O

TA

SK

O R

D

ER

N O

C O

N

TR

AC

TO

R

JO

B

N O

C

IT

Y:

ST

AT

E:

SC

AL

E:

BA

R

JJ

R

JJ

M

TE

ST

B O

R E

LO

C

AT

IO

N M

AP

C O

AS

TA

L

ER

O

SI

O N

P R

O

TE

C

TI

O N

U

TQ

IA

G

VI

K, A

LA

SK

A

REFERENCE

NUMBER:

A-2

BA

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- T

ES

T

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Section 35 73 20.00 29 Attachment (1) Page 28 of 133

225+ 00 230+00

235+

240+

245+

250+

FIR

E LN

IMIKPUK

LAKE

BOWHEAD BARGE LANDING, NOT A

WHALE BUTCHERING SITE, FALL

BUTCHERING SITE IS AT NORTHERN END

OF OLD NARL RUNWAY.

200'0 100'

SHEET OF

ALASKA DISTRICT

US ARMY CORPS

OF ENGINEERS

SU

R

VE

YE

D B

Y:

D R

AW

N

B Y:

C H

EC

KE

D B

Y:

AP

PR

O

VE

D B

Y:

SU

R

VE

Y

D

AT

E:

U

PC

SI

ZE

AN

SI

D

FI

LE

C O

N

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AC

T

N O

TA

SK

O R

D

ER

N O

C O

N

TR

AC

TO

R

JO

B

N O

C

IT

Y:

ST

AT

E:

SC

AL

E:

BA

R

JJ

R

JJ

M

TE

ST

B O

R E

LO

C

AT

IO

N M

AP

C O

AS

TA

L

ER

O

SI

O N

P R

O

TE

C

TI

O N

U

TQ

IA

G

VI

K, A

LA

SK

A

REFERENCE

NUMBER:

A-2

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Section 35 73 20.00 29 Attachment (1) Page 29 of 133

255+

260+

265+

270+

275+

280+

280+ 59.19

O

FF

R

AI

SE

D

(D

EW

LI

N

E R

O

AD

IMIKPUK

LAKE

200'0 100'

SHEET OF

ALASKA DISTRICT

US ARMY CORPS

OF ENGINEERS

SU

R

VE

YE

D B

Y:

D R

AW

N

B Y:

C H

EC

KE

D B

Y:

AP

PR

O

VE

D B

Y:

SU

R

VE

Y

D

AT

E:

U

PC

SI

ZE

AN

SI

D

FI

LE

C O

N

TR

AC

T

N O

TA

SK

O R

D

ER

N O

C O

N

TR

AC

TO

R

JO

B

N O

C

IT

Y:

ST

AT

E:

SC

AL

E:

BA

R

JJ

R

JJ

M

TE

ST

B O

R E

LO

C

AT

IO

N M

AP

C O

AS

TA

L

ER

O

SI

O N

P R

O

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C

TI

O N

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TQ

IA

G

VI

K, A

LA

SK

A

REFERENCE

NUMBER:

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Section 35 73 20.00 29 Attachment (1) Page 30 of 133

APPENDIX B

EXPLORATION LOGS

Key to Exploration Logs ................................................................................................... 1 Sheet

Test Boring Location Coordinates ................................................................................... 1 Sheet

Exploration Logs AP-4812 through AP-4901 ............................................................ 45 Sheets

W911KB24R0009

Section 35 73 20.00 29 Attachment (1) Page 31 of 133

Geotechnical and Materials

CORPS OF ENGINEERS

ALASKA DISTRICT

CORPS OF ENGINEERS

U.S. ARMY

UNIFIED SOIL CLASSIFICATION AND SYMBOL CHART (modified from ASTM D2487)

O

R

M

O R

E

P

A S

S E

S

T H

E

N

O

S

I E

V E

M O

E

T

H A

N

T

A I N

E D

N

N

S

I E

V E

F I N

E

G

R A

I N

D

S

I L S

C O

A R

G

A

I N

D

I L S

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

GW

CLEAN

GRAVELS

GRAVEL AND

GRAVELLY

SOILS

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

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

Peat humus, swamp soils with high organic content

Organic clays of high plasticity, fat clays

Inorganic clays of high plasticity, fat clays

Inorganic silts, macaceous or dimaceous fine sandy or silty soils, elastic silt

Organic silts and organic silty clays of low plasticity

Inorganic silts, very fine sands, rock flour, silty/clayey fine sands or clayey silts of slight plasticity

Clayey sands, sand-clay mixtures

Silty sands, sand-silt mixtures

Poorly graded sands, gravelly sands, little or no fines

Clayey gravels, gravel-sand-clay mixtures

Silty gravels, gravel-sand-silt mixtures

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

SILTS AND CLAYS

HIGHLY ORGANIC SOILS

PT

OH

CH

MH

OL

>12% FINES

>12% FINES

<5% FINES

<5% FINES

SANDS WITH

FINES

CLEAN

SANDS

GRAVELS

WITH FINES

SAND AND

SANDY

SOILS

> 50% OF COARSE

FRACTION PASSING

NO. 4 SIEVE

> 50% OF COARSE

FRACTION

RETAINED ON NO. 4

SIEVE

CL

ML

SC

SM

SP

SW

GC

GM

GP

DESCRIPTIONS

MAJOR DIVISIONS SYMBOLS

LIQUID LIMIT <50

SILTS AND CLAYS

LIQUID LIMIT ≥50

I f s o i l c o n t a i n s s a n d a d d w i t h s a n d

I f s o i l c o n t a i n s g r a v e l a d d w i t h g r a v e l

I f s o i l c o n t a i n s c o a r s e g r a i n e d s o i l f r m t a d d w i t h s a n d o r w i t h g r a v e l f o r w h i c h e v e r t y p e i s p r o m i n e n t o r f o r a d d s a n d y o r g r a v e l l y

P L A

S T

I C

I T

Y

C

H A

R T

C u

≥ 4 AND 1 ≤ C

c

≤ 3

C u

< 4 AND/OR [C

c

< 1 OR C

c

> 3]

FINES CLASSIFY AS ML OR MH

FINES CLASSIFY AS CL OR CH

C u

≥ 6 AND 1 ≤ C

c

≤ 3

C u

< 6 AND/OR [C

c

< 1 OR C

c

> 3]

FINES CLASSIFY AS ML OR MH

FINES CLASSIFY AS CL OR CH

SAMPLER ABBREVIATIONS/SYMBOLS

AUGER

CORE

GRAB

LPT

NR

DP

SPT

UNDIST

VANE

Auger Cuttings

Rock Core

Grab Sample

Large Penetration Test

No Recovery

Direct Push

Standard Penetration Test

(ASTM D 1586)

Undisturbed Sample

Vane Shear

FROST DESIGN SOIL CLASSIFICATION

(UFC 3-250-01FA, TABLE 18-2)

F1

F2

F3

F4

NFS

PFS

S1

S2

Gravelly Soils

Gravelly Soils, Sands

Gravelly Soils, Sands, Except Very Fine Silt

Sands

All Silts, Very Fine Silty Sands, Clays, PI >12, Varved Clays and Other Fine-Grained

Banded Sediments

Non-Frost-Susceptible

Possibly Frost Susceptible

Gravelly Soils

Sandy Soils

GROUP

TYPICAL SOILS

DESCRIPTION OF

FROZEN SOILS (ASTM D4083)

ICE NOT VISIBLE

Nf

Nbn

Nbe

Vx

Vc

Vr

Vs

Poorly Bonded or Friable

Well Bonded, No Excess Ice

Well Bonded, Excess Ice

Crystals

Ice Coatings or Particles

Ice Formations

Stratified or Distinctly Oriented Ice Formations

GROUP DESCRIPTION

VISIBLE ICE, < 1 IN. THICK

VISIBLE ICE, > 1 IN. THICK

Ice

Ice without Soil Inclusions

Ice + Soil

Ice with Soil Inclusions

COMPONENT DEFINITIONS BY GRADATION

COMPONENT

BOULDERS

COBBLES

GRAVEL

COARSE GRAVEL

FINES GRAVEL

SAND

COARSE SAND

MEDIUM SAND

FINE SAND

SILT & CLAY (FINES)

> 12 IN. (300 MM)

12 IN. (300 MM) to 3 IN. (75 MM)

3 IN. (75 MM) to #4 SIEVE (4.76 MM)

SIZE RANGE

3 IN. (75 MM) to 3/4 IN. (18.75 MM)

3/4 IN. to #4 SIEVE (4.76 MM)

#4 (4.76 MM) to #200 (0.074 MM)

#4 (4.76 MM) to #10 (2.0 MM)

#10 (2.0 MM) to #40 (0.42 MM)

#40 (0.42 MM) to #200 (0.074 MM)

< #200 (0.074 MM)

OTHER MATERIAL SYMBOLS

ASPHALT PAVEMENT

BASALT

BEDROCK

PORTLAND CEMENT

CONCRETE

COBBLES/BOULDERS

NOTES:

1: Coefficient of uniformity : C u

= D

/D

2: Coefficient of curvature: C c

= [(D

] / (D x D

3: D

(x%) is soil particle diameter where x% is % finer.

4: Gravels or sands with 5% to 12% fines require dual symbols (GW-GM, GW-GC, GP-GM, GP-GC, SW-SM, SW-SC, SP-SM, SP-SC) and add "with clay" or "with silt" to group name. If fines classify as CL-ML for GM or SM, use dual symbol GC-GM or SC-SM.

Dry

Moist

Wet

Absence of moisture, dusty, dry to the touch

Damp, but no visible water

Visible free water, usually soil is below water table

CRITERIA FOR DESCRIBING

MOISTURE CONDITION (ASTM D2488)

PRIMARILY ORGANIC MATTER, DARK IN COLOR, AND ORGANIC ODOR

TEST BORING NOTES:

1: The number of blows required to drive each six-inch increment is recorded on the exploration logs. The reported blow count is an indication of the relative density or consistency of the soil. It should be noted that blow counts obtained in frozen soils do not represent the penetration of those same soils in a thawed state.

2: Soil classifications and descriptions reported on the exploration logs are in accordance with ASTM D

2488, Standard Practice for Description and Identification of Soils (Visual-Manual Procedure) and ASTM

D 2487, Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification

System).

3: The soil classifications and descriptions contained on the exploration logs are the project engineer's interpretation of the field logs and results of the laboratory testing program. The stratification lines shown on the exploration logs represent approximate boundaries between soil types. The actual transitions are often gradual or not discernable by drill action.

4: The percent sample recovery is illustrated with a black solid symbol in the sample recovery column of each Exploration Log.

EXPLORATION LOG NOTES

NOTES TO UNIFIED SOIL CLASSIFICATION AND SYMBOL CHART

LEGEND TO EXPLORATION LOGS

BCOES2 BARROW ALASKA COASTAL EROSION - BASE CONTRACT

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BAR008

Section 35 73 20.00 29 Attachment (1) Page 32 of 133

AutoCAD SHX Text

SCALE: NTS

AutoCAD SHX Text

DATE: JAN 2021

AutoCAD SHX Text

DRWN/RVW: GF/CJC

AutoCAD SHX Text

LOG LEGEND

Auger Points located this survey NAVD88

ID Northing Easting Elevation Description Survey Point No.

*AP-01 *6321583.5 *1780595.5 *6.5 Soil Test Boring 101

AP-02 6321511.4 1780631.9 38.7 Soil Test Boring 201

*AP-03 *6322088.8 *1781004.8 *6.5 Soil Test Boring 103

AP-04 6322630.7 1781446.3 6.5 Soil Test Boring 202

AP-05 6322551.4 1781516.4 28.6 Soil Test Boring 203

AP-06 6323129.6 1781870.1 24.8 Soil Test Boring 204

AP-07 6323966.9 1782548.0 12.5 Soil Test Boring 205

AP-08 6324813.8 1783347.7 6.8 Soil Test Boring 207

AP-09 6324743.4 1783406.6 8.3 Soil Test Boring 208

AP-10 6324889.7 1783413.1 7.1 Soil Test Boring 209

AP-11 6324586.8 1783116.7 10.5 Soil Test Boring 206

AP-12 6326113.9 1784367.5 11.6 Soil Test Boring 210

AP-13 6325367.6 1783714.6 11.1 Soil Test Boring 219

AP-14 6326845.5 1785056.5 12.5 Soil Test Boring 216

AP-15 6327420.3 1785646.4 12.3 Soil Test Boring 224

AP-16 6328246.1 1786452.0 9.5 Soil Test Boring 272

AP-17 6328978.4 1787174.8 11.5 Soil Test Boring 271

AP-18 6329721.0 1787965.6 11.6 Soil Test Boring 270

AP-19 6330356.1 1788615.0 12.1 Soil Test Boring 269

AP-20 6331172.3 1789344.9 11.4 Soil Test Boring 262

AP-21 6331853.5 1789938.7 10.0 Soil Test Boring 261

AP-22 6332591.7 1790630.5 10.6 Soil Test Boring 260

AP-23 6333275.9 1791326.4 12.1 Soil Test Boring 259

AP-24 6333985.7 1792035.4 11.4 Soil Test Boring 258

AP-25 6334700.5 1792737.2 11.9 Soil Test Boring 251

AP-26 6335079.3 1793172.6 10.1 Soil Test Boring 249

AP-27 6335210.8 1793293.3 8.4 Soil Test Boring 248

AP-28 6335122.1 1793106.0 9.2 Soil Test Boring 250

AP-29 6335434.4 1793487.8 11.8 Soil Test Boring 247

AP-30 6336109.9 1794165.3 12.5 Soil Test Boring 240

AP-31 6336777.4 1794858.4 13.4 Soil Test Boring 239

AP-32 6337408.6 1795554.5 13.1 Soil Test Boring 238

AP-33 6338142.6 1796359.7 11.5 Soil Test Boring 231

AP-34 6338891.5 1797026.3 12.8 Soil Test Boring 230

AP-35 6339566.7 1797780.0 12.3 Soil Test Boring 225

NOTE:

Vertical control is referenced to Mean Lower Low Water (MLLW = 0.0-ft) based on NOAA/NOS Tidal

Benchmark List “9494935 Barrow Offshore AK,” published 05/20/2011.

Alaska State Plane, Zone 6 (NAD83), in U.S. Ft.

Utqiagvik, Alaska

BAR008 - Barrow Coastal Erosion Protection

Coordinates are ASPC Zone 6, NAD83 (1992) in US Survey Feet.

HORIZONTAL CONTROL - ASPC Zone 6, NAD83 in U.S. Feet

VERTICAL CONTROL

* Locations AP-01 and AP-03 were located in the field with a handheld recreational GPS. The locations and elevations should be considered approximate.

BCOES2 BARROW ALASKA COASTAL EROSION - BASE CONTRACT

UTQIAGVIK, ALASKA

W911KB24R0009

Section 35 73 20.00 29 Attachment (1) Page 33 of 133

ELEV

4.5

0.5 -0.5

-3.0

-11.5

-16.5

-26.5

DEPTH

2.00

6.00 7.00

9.50

18.00

23.00

33.00

LE

G

EN

D

Fr oz en C la ss

Nb n- Vx Nb n- Vx Nb n- Vx

Vx

Nf

Vx

Fr os t C la ss uf c3 -2

PFS

PFS

PFS

PFS

F3

F4

F3

F4

TY

PE

BL

O

W S/

0.

5f t

N

REC

SA

M

PL

E

N U

M

BE

R

6A 6B

7A 7B

LA

B

C

LA

SS

GP

SP

SM

ML

SMSP-

SM

SM

SM

FIELD CLASSIFICATION OF

MATERIALS

(Description)

POORLY GRADED

GRAVEL WITH SAND (GP)

about 50% gravel subrounded; about 45% sand, medium to coarse;

about 5% non plastic fines;

brown, moist, max size =

0.5 in.

POORLY GRADED SAND

(SP) about 10% gravel subrounded; about 85% sand, fine to coarse; about 5% non plastic fines; brown, moist, max size = 0.25 in.

Frozen POORLY GRADED SAND (SP) about 10% gravel subrounded; about 85% sand, fine to coarse;

about 5% non plastic fines;

gray, max size = 0.25 in.

Frozen WELL GRADED SAND (SW) about 5% gravel subrounded; about 90% sand, fine to coarse;

about 5% non plastic fines;

brown, max size = 0.25 in.

Frozen SILTY SAND (SM) about 5% gravel subrounded; about 55% sand, fine to medium; about 40% non plastic fines; gray, max size = 0.25 in.

Interbedded Sands and Silts Frozen SANDY SILT (ML) about 40% sand, fine to medium; about 60% non plastic fines; gray Interbedded Sands and Silts Frozen SILTY SAND (SM) about 5% gravel subrounded; about 60% sand, fine to medium; about 35% non plastic fines; gray, max size = 0.25 in.

Interbedded Sands and

Frozen SANDY SILT (ML) about 5% gravel subrounded; about 35% sand, fine to medium; about 60% non plastic fines; gray, max size = 0.25 in.

Interbedded Sands and Silts

(continued on next page)

LABORATORY

M C

G ra ve l

Sa nd

Fi ne s

0.

m m

LL PI

PI

D

C ol d/ H ot (p pm

0.0 /0.0

0.0 /0.0

REMARKS

-3

-8

-13

-18

-23

Boring Designation AP-01

DRILLING LOG DIVISION

Pacific Ocean INSTALLATION Sheet 1 of 2

1. PROJECT 10. COORDINATE SYSTEM VERTICAL

Barrow Coastal Erosion Protection Utqiagvik, Alaska

NAD 1983 StatePlane Alaska 5 FIPS 5005 Feet NAVD88

LOCATION COORDINATES LOCATION METHOD:

N: 6321583.45 E: 1780595.57 Handheld GPS

2. HOLE NUMBER

AP-01

3. DRILLING AGENCY

Discovery Drilling 11. DATE BORING

STARTED

Aug 31 2021

COMPLETED

Aug 31 2021

4. NAME OF DRILLER 12. HAMMER TYPE EFFICIENCY (%)

Gary Erickson Automatic, 30" drop, 340 lb

5. EQUIPMENT 13. SIZE AND TYPE OF BIT

Geoprobe 6712DT 6" HSA with Bullet Bit

6. DIRECTION OF BORING DEG FROM VERTICAL BEARING 14. ELEVATION SURFACE

15. ELEVATION GROUND WATER

6.5'

7. THICKNESS OF OVERBURDEN 51.5' 16. TOTAL NUMBER CORE BOXES

8. DEPTH DRILLED INTO ROCK

9. TOTAL DEPTH OF BORING 51.5'

17. SIGNATURE AND TITLE OF INSPECTOR

Justin Miller, Geotechnical Engineer

USACE FORM 1836 Boring Designation AP-01 Sheet 1 of 2

BCOES2 BARROW ALASKA COASTAL EROSION - BASE CONTRACT

UTQIAGVIK, ALASKA

W911KB24R0009

Section 35 73 20.00 29 Attachment (1) Page 34 of 133

-31.5

-36.5

-45.0

DEPTH

38.00

43.00

51.50

LE

G

EN

D

Fr oz en C la ss

Nf

Vx

Nf

Vx

Nf

Vx

Fr os t C la ss uf c3 -2

F3

F4

TY

PE

BL

O t

N

REC

SA

M

PL

E

N U

M

BE

R

A11 B

LA

B

C

LA

SS

ML

SM

ML

ML

FIELD CLASSIFICATION OF

MATERIALS

(Description)

Frozen SILTY SAND (SM) about 5% gravel subrounded; about 60% sand, fine to medium; about 35% non plastic fines; gray, max size = 0.25 in.

Interbedded Sands and Silts Frozen SANDY SILT (ML) about 5% gravel subrounded; about 35% sand, fine to medium; about 60% non plastic fines; gray, max size = 0.25 in.

Interbedded Sands and Silts Frozen SILTY SAND (SM) about 10% gravel subrounded; about 55% sand, fine to medium; about 35% non plastic fines; gray, max size = 0.25 in.

Interbedded Sands and Silts Frozen SANDY SILT (ML) about 40% sand, fine to medium; about 60% non plastic fines; gray Interbedded Sands and Silts

Borehole finished at 51.5

LABORATORY

M C

G ra ve l

Sa nd

Fi ne s

0.

m m

LL PI

PI

D

C ol d/ H ot (p pm

REMARKS

-28

-33

-38

-43

-48

-53

-58

-63

-68

Boring Designation AP-01 DRILLING LOG (Cont Sheet) INSTALLATION Sheet 2 of 2

PROJECT COORDINATE SYSTEM VERTICAL

Barrow Coastal Erosion Protection Utqiagvik, Alaska

NAD 1983 StatePlane Alaska 5 FIPS 5005 Feet NAVD88

LOCATION COORDINATES LOCATION METHOD:

N: 6321583.45 E: 1780595.57 Handheld GPS

USACE FORM 1836 Boring Designation AP-01 Sheet 2 of 2

BCOES2 BARROW ALASKA COASTAL EROSION - BASE CONTRACT

UTQIAGVIK, ALASKA

W911KB24R0009

Section 35 73 20.00 29 Attachment (1) Page 35 of 133

37.2

32.7

29.2

25.7

20.7

15.7

10.7

DEPTH

1.50

6.00

9.50

13.00

18.00

23.00

28.00

LE

G

EN

D

Fr oz en C la ss

Vr

Vr- Vc

Vr- Vc

Vr- Vc

Vx

Vx

Vx

Nf

Fr os t C la ss uf c3 -2

F4

F4

PFS

PFS

PFS

PFS

F3

F4

TY

PE

BL

O t

N

REC

SA

M

PL

E

N U

M

BE

R

LA

B

C

LA

SS

ML

SP-

SM

SP

GP

SP

SM

SM

FIELD CLASSIFICATION OF

MATERIALS

(Description)

Topsoil, ORGANIC SOIL (OL) about 20% sand, fine to medium; about 80% low plasticity fines; dark brown, moist Frozen SANDY SILT (ML) about 5% gravel subrounded; about 25% sand, fine to medium; about 70% low plasticity fines;

dark brown to dark gray, max size = 0.5 in.

Frozen POORLY GRADED

SAND WITH SILT (SP-SM)

about 10% gravel subrounded; about 80% sand, fine to coarse; about 10% non plastic fines;

brown, max size = 0.75 in.

Frozen POORLY GRADED

SAND WITH GRAVEL (SP)

about 25% gravel subrounded; about 70% sand, medium to coarse;

about 5% non plastic fines;

brown, max size = 0.5 in.

Ice Rich Sands and Gravels Frozen POORLY GRADED

GRAVEL WITH SAND (GP)

about 55% gravel subrounded; about 40% sand, medium to coarse;

about 5% non plastic fines;

brown, max size = 0.5 in.

Ice Rich Sands and Gravels Frozen POORLY GRADED SAND (SP) about 5% gravel subrounded; about 90% sand, fine to coarse;

about 5% non plastic fines;

brown, max size = 1 in.

Frozen SILTY SAND (ML) about 40% sand, fine to medium; about 60% low plasticity fines; gray Interbedded Sands and Silts

(continued on next page)

LABORATORY

M C

G ra ve l

Sa nd

Fi ne s

0.

m m

LL PI

PI

D

C ol d/ H ot (p pm

0.0 /0.0

REMARKS

Boring Designation AP-02

DRILLING LOG DIVISION

Pacific Ocean INSTALLATION Sheet 1 of 2

1. PROJECT 10. COORDINATE SYSTEM VERTICAL

Barrow Coastal Erosion Protection Utqiagvik, Alaska

NAD 1983 StatePlane Alaska 5 FIPS 5005 Feet NAVD88

LOCATION COORDINATES LOCATION METHOD:

N: 6321511.36 E: 1780631.93 RTK

2. HOLE NUMBER

AP-02

3. DRILLING AGENCY

Discovery Drilling 11. DATE BORING

STARTED

Sep 04 2021

COMPLETED

Sep 04 2021

4. NAME OF DRILLER 12. HAMMER TYPE EFFICIENCY (%)

Gary Erickson Automatic, 30" drop, 340 lb

5. EQUIPMENT 13. SIZE AND TYPE OF BIT

Geoprobe 6712DT 6" HSA with Bullet Bit

6. DIRECTION OF BORING DEG FROM VERTICAL BEARING 14. ELEVATION SURFACE

15. ELEVATION GROUND WATER

38.7'

7. THICKNESS OF OVERBURDEN 51.5' 16. TOTAL NUMBER CORE BOXES

8. DEPTH DRILLED INTO ROCK

9. TOTAL DEPTH OF BORING 51.5'

17. SIGNATURE AND TITLE OF INSPECTOR

Justin Miller, Geotechnical Engineer

USACE FORM 1836 Boring Designation AP-02 Sheet 1 of 2

BCOES2 BARROW ALASKA COASTAL EROSION - BASE CONTRACT

UTQIAGVIK, ALASKA

W911KB24R0009

Section 35 73 20.00 29 Attachment (1) Page 36 of 133

0.7

-12.8

DEPTH

38.00

51.50

LE

G

EN

D

Fr oz…