Geotechnical Findings Report Anchorage Harbor Deepening June 2008.pdf

U.S. Army Corps of Engineers

Alaska District

Soils and Geology Section

GEOTECHNICAL FINDINGS REPORT

Anchorage Harbor Deepening

Port of Anchorage, Alaska

June 2008

Geotechnical Findings Report Anchorage Harbor Deeping U.S. Army Corps of Engineers i Port of Anchorage, Alaska

GEOTECHNICAL FINDINGS REPORT

Anchorage Harbor Deepening

TABLE OF CONTENTS

TITLE PAGE Page

TABLE OF CONTENTS................................................................................................................. i LIST OF FIGURES ........................................................................................................................ ii LIST OF APPENDICES................................................................................................................. ii

1.0 INTRODUCTION

1.1 Project Location and Description

1.2 Prior Geotechnical Investigations

1.3 Prior Environmental Investigation

2.0 FIELD EXPLORATION

2.1 Drilling Operations

2.2 Field Soil Sampling

2.3 Field Environmental Sampling

2.4 Standard Penetration Test Energy Measurements

2.5 Field Vane Shear Testing

2.6 Test Boring Locations

3.0 LABORATORY TESTING AND SOILS CLASSIFICATION

3.1 Environmental Sampling Results

4.0 REGIONAL GEOLOGY

5.0 SITE CONDITIONS

5.1 Surface Conditions

Potential Dredging Obstructions Northern Dredge Area Existing Dredge Area Southern Dredge Area

5.2 Subsurface Conditions

Northern Dredge Area Existing Dredge Area Southern Dredge Area

5.3 Port of Anchorage Tidal Data

U.S. Army Corps of Engineers ii Port of Anchorage, Alaska

LIST OF FIGURES

Project Location and Vicinity Map ........................................................ Figure 1 Test Boring Location Map..................................................................... Figure 2

LIST OF APPENDICES

APPENDIX A – EXPLORATION LOGS

Test Boring Location Coordinates and Depths .................................. 1 Page Potential Dredging Obstructions......................................................2 Pages Exploration Logs AP-4585 through AP-4632..................................48 Pages

APPENDIX B – LABORATORY RESULTS

Laboratory Testing Summary ..........................................................6 Pages Laboratory Results......................................................................105 Pages

APPENDIX C – STANDARD PENETRATION ENERGY MEASURMENTS

Gregg Drilling Results for Test Boring AP-4614 (TB-32) .................19 Pages Gregg Drilling Results for Test Boring AP-4598 (TB-16) .................21 Pages Gregg Drilling Results for Test Boring AP-4593 (TB-10) .................22 Pages

APPENDIX D – FIELD VANE SHEAR TEST RESULTS

Gregg Drilling Test Results............................................................13 Pages

APPENDIX E – USACE-AD Chemical Data Report Chemical Data Report, Anchorage Port Expansion Study NPDL WO# 07-083, March 2008 ...................................................84 Pages

U.S. Army Corps of Engineers 1 Port of Anchorage, Alaska

GEOTECHNICAL FINDINGS REPORT

Anchorage Harbor Deepening

1.0 INTRODUCTION

This report documents the results of a marine geotechnical investigation performed for the Anchorage Harbor Deepening Project at the Port of Anchorage, Alaska. The scope of this investigation was to identify subsurface conditions for future dredging associated with the expansion of the Port. This report presents a summary of the findings based on site observations and results of the field exploration and laboratory testing program.

1.1 Project Location and Description

The Port of Anchorage is located on the north edge of Anchorage, Alaska. The U.S. Army Corps of Engineers, Alaska District (USACE-AD) has the responsibility of maintaining commercial navigation to the port facility which is currently dredged to a depth of -35 feet mean lower low water (MLLW). The Port of Anchorage is currently engaged in a Port Intermodal Expansion Project which is anticipated to be completed by 2012. This work will include an expansion of the port facility that will increase the backland storage area of the port, improve road and rail service to the port, and modernize and expand the dock facility from the existing 3,000 linear feet to 8,800 linear feet. To provide commercial navigation access to the expanded port facility, USACE-AD plans to deepen the existing Port access to -45 feet MLLW and dredge new areas in the north to -25, -35, and -45 feet MLLW and in the south to -35 feet MLLW. A Project Location and Vicinity Map is enclosed as Figure 1 and the boundaries of proposed dredge areas are shown on the Test Boring Location Map enclosed as Figure 2.

1.2 Prior Geotechnical Investigations

A previous marine geotechnical investigation was conducted for the Port of Anchorage Intermodal Expansion Project by Terracon and Gregg Drilling & Testing. This investigation is presented in the following separate reports:

Terracon, March 16, 2004. “Marine Geotechnical Exploration Port of Anchorage Intermodal Expansion, Volume I”.

Gregg Drilling & Testing, Inc, September 10, 2003. “Marine Geotechnical Exploration Port of Anchorage Intermodal Expansion, Volume II, Site Investigation Project Data Presentation”.

These studies were conducted to investigate design options and develop geotechnical parameters for the expansion of the Port loading facilities.

U.S. Army Corps of Engineers 2 Port of Anchorage, Alaska

1.3 Prior Environmental Investigation

A previous environmental investigation was conducted for the Port of Anchorage Intermodal Expansion project by USACE-AD. This investigation is presented in the following separate report:

USACE-AD, January 2007, “Chemical Data Report, Anchorage Harbor ROST Study, Anchorage Harbor Expansion, Anchorage, Alaska”.

A total of 26 soil probes were advanced using a Geoprobe Rapid Optical Screening Tool (ROST) to screen for petroleum contamination. The results of this report showed the dredged material tested was suitable for open water disposal without additional testing.

2.0 FIELD EXPLORATION

The subsurface exploration for this project was conducted from 10 September to 5 October 2007. A total of 48 test borings were drilled, ranging in depth from 34 to 42 feet below mudline. The borings have been designated AP-4585 through AP-4632.

2.1 Drilling Operations

Jack-up barge and drilling services were provided by Gregg Drilling & Testing, Inc. The Skate III jack-up barge used to access the test boring locations had a deck area of 2,560 square feet (40 feet by 64 feet). Four jacking legs located on the corners of the barge were used to lift the barge out of the water and provide a stable drilling platform. The Skate III’s jacking legs were 30-inch diameter closed end pipe, approximately 110 feet in length, which allowed drilling in water depths of 80 feet. Drilling operations were conducted on a 24 hour per day basis with the jack-up barge moved between boring locations by a local tugboat service during high tides. A skid mounted Mobile B-80 drill rig fitted with 4.0-inch I.D. x 4.5-inch O.D. HWT casing was used to perform the exploration. Engineers with USACE-AD supervised the drilling and logged the test borings. A view of the drilling operations can be seen in Photograph 1.

At each boring location an outer conductor casing, 6.0-inch I.D. x 9.0-inch O.D., was installed from the deck of the jack-up barge to the mudline. The outer conductor casing was positioned several feet into the mudline to stabilize the casing against movement by the current. After the outer conductor casing was installed, an inner 4.0-inch I.D. x 4.5-inch O.D. HWT casing was installed and used to advance the boring employing rotary wash techniques. Generally, saltwater was used as the drilling fluid, however on occasion, guar gum was added to the saltwater to suspend drill cuttings and prevent accumulation around the bit and casing.

U.S. Army Corps of Engineers 3 Port of Anchorage, Alaska

Photograph 1: View of drilling operations during the night shift.

2.2 Field Soil Sampling

Soil samples were generally collected 2.5 feet below mudline and at approximately five-foot intervals thereafter. In all but two test borings, soil samples were obtained in accordance with ASTM D 1586, “Standard Test Method for Penetration Test and Split-Barrel Sampling of Soils” using a 2.0-inch outside diameter split spoon sampler driven with a 140-pound automatic hammer, falling 30 inches on an anvil and NWJ sample rods. Some of the soil samples collected in AP-4592 and AP-4603 used a 3.0-inch outside diameter split spoon to increase the sample recovery in coarse grained soils. These samples were also driven with the 140-pound automatic hammer. The number of blows required to drive each six-inch increment is recorded on the exploration logs. The blow count is an indication of the relative density or consistency of the soil. Some test borings encountered very soft or very loose soils during sampling. At these locations the weight of the hammer and sample rods caused the sampler to penetrate into the soil without any blows from the hammer. The value of “0” was recorded on the exploration logs at these locations. In the field, soil samples were classified in accordance with ASTM D 2488, “Description and Identification of Soils (Visual - Manual Procedure)”.

Pocket penetrometer tests were performed on cohesive soils at selected intervals using a Soiltest CL-700. The unconfined strength reported in tons per square foot from pocket penetrometer tests are recorded on the exploration logs.

U.S. Army Corps of Engineers 4 Port of Anchorage, Alaska

The soil descriptions and classifications contained in this report 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 discernible by drill action. The exploration logs are presented in Appendix A.

2.3 Field Environmental Sampling

A USACE-AD chemist collected soil samples for environmental contamination testing in test borings AP-4601, AP-4604, AP-4610, AP-4613, AP-4619, and AP- 4629. The chemical testing results from these samples are presented separately in the “Anchorage Port Expansion Chemical Data Report” dated March 2008, prepared by the USACE-AD Materials Section.

2.4 Standard Penetration Test Energy Measurements

During the Standard Penetration Tests performed in test borings AP-4593, AP- 4598, and AP-4614, dynamic energy measurements of the automatic hammer striking the anvil and sample rods were taken in accordance with ASTM D 4633, “Standard Test Method for Energy Measurement for Dynamic Penetrometers”. These tests were conducted with two strain gauges mounted on a two-foot section of NWJ rod to measure force, while two accelerometers bolted on the same rod measured acceleration. Signals from the strain gauges and accelerometers were collected and stored by a model PAK Pile Driving Analyzer. A summary of standard penetration test energy results are reported for each test boring in Table 1. A complete set of energy measurements and related calculations from Gregg Drilling and Testing is attached in Appendix C.

Table 1: Standard Penetration Test Energy Results

Test Boring No.

Field No. Permanent No.

Date Overall Average ETR (%)*

TB-32 AP-4614 11 Sep 2007 75 %

TB-16 AP-4598 22 Sep 2007 77 %

TB-10 AP-4593 28 Sep 2007 81 %

*ETR (%) = Ratio of the measured energy transferred to the sample rods to the theoretical potential energy.

U.S. Army Corps of Engineers 5 Port of Anchorage, Alaska

2.5 Field Vane Shear Testing

Field vane shear testing was conducted in AP-4605, AP-4611, and AP-4612 using a Geonor H-10 Vane Shear Borer with a 55-millimeter x 110-millimeter rectangular vane, as seen in Photograph 2. Torque measurements were made during the test by means of an electric torque transducer and data was collected and stored on a lap-top computer. The field vane shear tests were performed in accordance with ASTM D 2573, “Standard Test Method for Field Vane Shear Test in Cohesive Soils”. The undrained shear strengths and remolded undrained shear strengths are reported in kips per square foot and recorded on the exploration logs. A report from Gregg Drilling and Testing containing plots and tabular summaries of the field vane shear testing is attached in Appendix D.

Photograph 2: View of 55-millimeter x 110-millimeter rectangular vane used during the field vane shear testing.

2.6 Test Boring Locations

The horizontal locations of the test borings were determined by a real time kinematics global positioning system utilizing the existing beacon at the Anchorage International Airport. Test boring coordinates reported on the exploration logs are based on NAD83, Alaska State Plane Zone 4, in feet. The mudline elevations at each test boring were determined by importing the horizontal locations of the test borings into a CAD drawing titled “Port of Anchorage Expansion Survey”, dated 5 October 2007, Terrasond, LTD. Mudline elevations were selected from the digital surface within the bathymetry survey drawing. Vertical control from the 5 October 2007 survey is referenced to

U.S. Army Corps of Engineers 6 Port of Anchorage, Alaska

MLLW based on the 1983-2001 tidal epoch in feet based on NOAA/NOS tidal bench mark list “9455920 Anchorage, Knik Arm, Cook Inlet, Alaska”, published 04/21/2003, holding USCGS SBC “Tidal 16 1966” as 40.53’ and USCGS SBC “B 75 1965” as 36.82’. A test boring location map can be found as Figure 2 and a summary table of boring coordinates and elevations is presented in Appendix A.

3.0 LABORATORY TESTING AND SOILS CLASSIFICATION

A laboratory testing program was established to classify and determine the physical and engineering properties of the encountered soils. The program consisted of engineering classifications, sieve analyses, moisture contents, and Atterberg limits. The testing program used the latest version of the following test methods found in Table 2.

The soils laboratory test results are provided in Appendix B.

3.1 Environmental Sampling Results

Soil samples collected for environmental contamination testing in test borings AP-4601, AP-4604, AP-4610, AP-4613, AP-4619, and AP-4629 were used to characterize the dredge material. The chemical testing results from these samples are presented separately in the “Anchorage Port Expansion Chemical Data Report” dated March 2008, prepared by the USACE-AD Materials Section.

This report is attached as Appendix E. All sediments tested were reported suitable for open water disposal.

Table 2: Soils Laboratory Test Methods

Test Designation Test Description

ASTM D 422 Standard Test Method for Particle Size Analysis of Soils

(Sieve and Hydrometer)

ASTM D 2216 Laboratory Determination of Water (Moisture) Content of Soil and Rock

ASTM D 2487 Classification of Soils for Engineering Purposes (Unified

Soil Classification System)

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

U.S. Army Corps of Engineers 7 Port of Anchorage, Alaska

4.0 REGIONAL GEOLOGY

The Port of Anchorage is located within an area locally referred to as the Anchorage Bowl. The Anchorage Bowl is located within the Cook Inlet-Susitna Lowland Section of the Coastal Trough Physiographic Province of Alaska, and generally is bordered by the Chugach Mountains on the east, Turnagain Arm on the south, Knik Arm on the west and the Elmendorf Moraine on the north.

Glacial features including ground moraines, drumlins, eskers and outwash plains, characterize the Cook Inlet-Susitna Lowlands. Five major glacial advances of the Quaternary Period (Pleistocene and Holocene or Recent) can be recognized in the Cook Inlet-Susitna Lowlands section (Karlstrom, 1957). These glacial advances are discussed further in the following paragraph.

The Anchorage Bowl is near the east border of a deep structural trough filled with moderately consolidated Tertiary rocks that underlie Cook Inlet and extend northeastward toward Mount McKinley (Capps, 1940). These Tertiary rocks are overlain by Pleistocene deposits as a result of repeated glacial advances during that epoch. These deposits accumulated to a thickness of 650 feet and more and appear to thicken westward from the mountain front toward Cook Inlet. They consist chiefly of three categories of material: 1) glaciofluvial consisting primarily of outwash sands and gravels, 2) proglacial silty clays of estuarine-marine or lacustrine-estuarine origin (including Bootlegger Cove Clay), and 3) glacial till deposited as ground moraine. Most of the Anchorage Bowl is overlain by relatively clean coarse-grain soils derived from outwash and glacial debris deposited in front of the youngest Pleistocene glacier (Naptowne-Wisconsin) that migrated into the area. This glacier produced a large east-west end moraine (Elmendorf moraine) across Fort Richardson and the north side of Elmendorf AFB. Outwash from this glacier spread southward across the Anchorage Bowl and buried ground moraine and the proglacial silty clays. The outwash thins toward the west and south away from its source and tends to become coarser toward the mountains, grading laterally into cobble and boulder sizes. The silty clays below the outwash are interbedded with silt and fine sand. The clay deposit extends to depths on the order of 200 to 250 feet within the Anchorage Bowl and "pinches-out" on the east near the Chugach Mountains and on the north near a line connecting Dishno Pond and Sixmile Lake. Glacial till, consisting of boulders, cobbles, gravels, sand, and fine-grain soils, underlies the silty clays (where encountered) and extends to the Tertiary rock. Ground moraine of the Naptown glaciation overlies the advance outwash of that glaciation and glacial till of the earlier Knik glaciation to the north of the Elmendorf moraine.

U.S. Army Corps of Engineers 8 Port of Anchorage, Alaska

5.0 SITE CONDITIONS

The Anchorage Harbor Deepening project can be divided into three separate areas: the northern area which includes all proposed dredging north of the existing dredge limits, the area within the existing dredge limits, and the southern area which includes all proposed dredging south of the existing dredge limits. These boundaries are shown on the Test Boring Location Map enclosed as Figure 2.

5.1 Surface Conditions

Potential Dredging Obstructions Two bathymetric surveys performed on 26 July 2007 by Hughes and Associates and 5 October 2007 by Terrasond, LTD located a total of 60 potential dredging obstructions protruding above the mudline. There were 57 obstructions located in the northern dredge area and three located in the southern dredge area.

These potential dredging obstructions were selected from abrupt elevation anomalies in the digital surface within the bathymetric surveys. The location of obstruction number “22” is a group of nine obstructions. Obstruction number “30” has been identified as concrete pill boxes by divers. A barge bridal chain was also brought to the surface by dredgers at this location. Obstruction numbers “T20” and “T22” are steel pipe piling. The other obstructions are assumed to be boulders lying on or partially covered near the mudline surface.

Potential dredging obstruction locations are presented on the Test Boring Location Map enclosed as Figure 2 and a list of coordinates and elevations is provided in Appendix A.

Northern Dredge Area The bathymetry of the northern dredge area shows the mudline surface elevations range from zero to greater than -45 feet MLLW. The ground surface, observed within the tidal zone on the northern edge of the dredge area, is covered primarily with fine-grained soils with local areas of sand, gravel, and cobbles and a few boulders. Drilling resistance and drill cuttings viewed on the barge deck from cleaning out the conductor casing indicated similar soil conditions on the mudline in the subtidal zones.

Large boulders, greater than 10 feet in diameter, are visible on the mudflats at low tide near the edge of the northern dredge area. An example of these boulders can be seen in Photograph 3. This indicates that large boulders are present within the end-moraine deposits of glacial till and outwash-stream deposits which are located in the proposed dredge area.

U.S. Army Corps of Engineers 9 Port of Anchorage, Alaska

Photograph 3: View of three large boulders during a -0.6 feet MLLW tide just offshore in the northern dredge area.

Existing Dredge Area The bathymetry of the existing dredge area shows the mudline surface elevations range from -35 to greater than -45 feet MLLW. This area is dredged annually to maintain commercial navigation to the Port. The mudline surface is comprised of fine-grained soils deposited by sedimentation and tidal action.

Southern Dredge Area The bathymetry of the southern dredge area shows the mudline surface elevations range from five to greater than -45 feet MLLW. This area gently slopes seaward, becoming steeper near the existing dredge boundary. The ground surface, visually seen within the tidal zone, is covered primarily with fine-grained soils with local areas of sand and gravel. Drilling resistance and drill cuttings viewed on the barge deck indicated similar soil conditions at the mudline in the subtidal zones. An example of these soil conditions and potential dredging obstruction numbers “T20” and “T22” can be seen in photograph 4.

U.S. Army Corps of Engineers 10 Port of Anchorage, Alaska

Photograph 4: View looking southwest during a -0.6 feet MLLW tide in the southern dredge area.

5.2 Subsurface Conditions

Northern Dredge Area The subsurface soils in the northern dredge area vary significantly in composition. Generally, end-moraine deposits of glacial till and outwash-stream deposits were found overlying estuarine or lacustrine deposits to the limits of exploration. The glacial till and outwash-stream deposits consisted of sands or gravels with silt or clay and cobbles (SP, SP-SM, SP-SC, SM, SC, GW, GP, GW-GM, GP-GM, GP-GC, GM, GC). This coarse-grained soil unit extended from the mudline to a depth ranging from 2.5 feet to the limits of exploration.

Some test borings did not encounter this coarse-grained soil unit near the southern portion of the area. Laboratory results indicate the fines content in these coarse-grained deposits range from four to 49 percent, and a visual-manual description of the soils plasticity range from nonplastic to medium plasticity. Atterberg Limit test results reported on one sample had a liquid limit of 25 percent and a plasticity index of eight. Photograph 5 shows a sample of this coarse-grained soil unit encountered during our exploration.

U.S. Army Corps of Engineers 11 Port of Anchorage, Alaska

Photograph 5: Sample from test boring AP-4628 taken between 3.0 and 5.0 feet below the mudline.

Within these coarse-grained deposits, zones of fine-grained soils consisting of clay or silt (CL, ML) were encountered with thicknesses ranging from 2.5 to 16 feet thick. Blow counts indicated the relative density of the glacial till and outwash-stream deposits range from medium dense to very dense and the consistency of the interbedded zones of fine-grained soils range from soft to hard. Cobbles are present in the glacial till and outwash-stream deposits as indicated by drill action, cuttings, and drive fractured particles in the samples.

The boulders visible on the mudflats at low tide indicate their presents within these deposits. It was not possible to determine the amount or maximum size of cobbles or boulders encountered during the drilling program due to the type and size of sampling equipment used.

Below the glacial till and outwash-stream deposits or at the mudline, estuarine or lacustrine deposits consisting of clay and silt with sand and gravel (CL, ML) were encountered to the limits of exploration. Laboratory results indicate the fines content in these deposits range from 80 to 89 percent, moisture contents range from 20 to 36 percent, and a visual-manual description of the soils plasticity range from nonplastic to medium plasticity. Atterberg Limit test results indicate liquid limits range from 21 to 39 percent and plasticity indexes range from nonplastic to 18 percent. Blow counts indicate the consistency of these fine-grained soils range from firm to hard and the unconfined compressive strength approximated by the pocket penetrometer range from 2.0

U.S. Army Corps of Engineers 12 Port of Anchorage, Alaska to greater than 4.5 tons per square foot. Photograph 6 shows a typical sample of these fine-grained soils encountered during our exploration.

Photograph 6: Sample from test boring AP-4606 taken between 8.0 and 10.0 feet below the mudline.

Existing Dredge Area The subsurface soils in the existing dredge area are composed of three major soil units. Generally, recent marine deposits from sedimentation are found overlying fluvial deposits and estuarine or lacustrine deposits to the limits of exploration. The recent marine deposits consist of silt with sand, sandy silt, or silty sand (ML, SM). This soil unit extends from the mudline to depths ranging from eight feet to the limits of exploration. Laboratory results indicate the fines content in these deposits range from 44 to 91 percent, and a visual-manual description of the soils plasticity range from nonplastic to medium plasticity.

Atterberg Limit test results reported these soils as nonplastic. Blow counts indicate the consistency of these fine-grained soils range from very soft to soft.

Photograph 7 shows a sample of this soil unit encountered during our exploration.

U.S. Army Corps of Engineers 13 Port of Anchorage, Alaska

Photograph 7: Sample from test boring AP-4615 taken between 2.5 and 4.5 feet below the mudline.

Below the recent marine deposits, fluvial deposits consisting of silt, sand, and gravel (GP, GP-GM, SM, and ML) were encountered with thickness ranging from a few feet to the limits of exploration. Laboratory results indicate the fines content in these deposits range from 14 to 77 percent and a visual-manual description of the soils plasticity range from nonplastic to medium plasticity.

Atterberg Limit test results reported these soils as nonplastic. Blow counts indicate the relative density of the fluvial deposits range from medium dense to very dense. Below the fluvial deposits estuarine or lacustrine deposits consisting of clay and silt with sand and gravel (CL, ML, SP-SM) were encountered to the limits of exploration. Laboratory results indicate moisture contents range from 24 to 30 percent, and a visual-manual description of the soils plasticity range from nonplastic to medium plasticity. Atterberg Limit test results indicate liquid limits range from 32 to 39 percent and plasticity indexes range from 11 to 16 percent. Blow counts indicate the consistency of these fine-grained soils range from firm to hard and the unconfined compressive strength approximated by the pocket penetrometer range from 1.0 to 3.75 tons per square foot.

Southern Dredge Area The subsurface soils in the southern dredge area are composed of two major soil units. Generally, fluvial deposits are found overlaying estuarine or lacustrine deposits to the limits of exploration; however, recent marine deposits from sedimentation were encountered in AP-4630 to a depth of 17.5 feet below

U.S. Army Corps of Engineers 14 Port of Anchorage, Alaska mudline. The fluvial deposits consisted of sand and gravel with clay and silt (GP, GC, GP-GM, GW-GC, SP, SW, SP-SM, and SM). This soil unit extends from the mudline to thickness ranging from a few feet to 22.5 feet. Laboratory results indicate the fines content in these deposits range from four to 21 percent and a visual-manual description of the soils plasticity range from nonplastic to medium plasticity. Blow counts indicate the relative density of the fluvial deposits range from medium dense to very dense. Photograph 8 shows a sample of this soil unit encountered during our exploration.

Photograph 8: Sample from test boring AP-4609 taken between 6.5 and 8.5 feet below the mudline.

Below the fluvial deposits, estuarine or lacustrine deposits consisting of clay and silt (CL, ML) were encountered to the limits of exploration. Laboratory results indicate moisture contents range from 23 to 43 percent, and a visual-manual description of the soils plasticity range from nonplastic to medium plasticity. Atterberg Limit test results indicate liquid limits range from 31 to 40 percent and plasticity indexes range from 11 to 18 percent. Blow counts indicated the consistency of these fine-grained soils range from very soft to firm and the unconfined compressive strength approximated by the pocket penetrometer range from 0.5 to 1.25 tons per square foot. Field vane shear testing indicated the undrained shear strengths range from 0.597 to 1.945 kips per square foot (kip/ft2), remolded undrained shear strengths range from 0.158 to 0.714 kip/ft2 and a sensitivity range from 1.8 to 4.3. Photograph 9 shows a sample of this soil unit encountered during our exploration.

U.S. Army Corps of Engineers 15 Port of Anchorage, Alaska

Photograph 9: Sample from test boring AP-4609 taken between 21.5 and 23.5 feet below the mudline.

5.3 Port of Anchorage Tidal Data

Tidal data from the Port of Anchorage, referenced to MLLW in feet, is provided below in Table 3.

Table 3: Anchorage Tidal Datum

Tidal Level Elevation (ft) (MLLW)

Highest Tide +34.45 Mean Higher High Water +29.01 Mean High Water +28.30 Mean Tide Level +15.30 Mean Low Water +2.3 Mean Lower Low Water 0.00 Lowest Tide Observed -6.30

Note: Tidal datum at the Port of Anchorage is based on five years of records, 1984-1988, reduced to mean values. NOAA / NOS Publication dated 04/02/90.

SOILS AND GEOLOGY

CORPS OF ENGINEERS

ALASKA DISTRICT

CORPS OF ENGINEERS U.S. ARMY

ANCHORAGE HARBOR DEEPENING

NTS

MAY 2008

JR/CW

PORT OF ANCHORAGE, ALASKA

PROJECT LOCATION AND VICINITY MAP

EXISTING DREDGE LIMITS

EXIS

TIN

G D

REDGE LI

MITS

AP-4621 AP-4620 AP-4619 AP-4618 AP-4617 AP-4616 AP-4615 AP-4614 AP-4613 AP-4612

AP-4630

AP-4611

AP-4605

AP-4609

AP-4604

AP-4594

AP-4595

AP-4623

AP-4596AP-4597

AP-4624AP-4625

AP-4598

AP-4626

AP-4631

AP-4599

AP-4606

AP-4629

AP-4608

AP-4602

AP-4607

AP-4600

AP-4588

AP-4592

AP-4601

AP-4591

AP-4587

AP-4589AP-4590

AP-4585AP-4586

AP-4610

AP-4628 AP-4622

EXISTING DREDGE AREA

NORTHERN DREDGE AREA PROPOSED -45' DREDGE

PROPOSED -35' DREDGE

SOUTH BACKLANDS

SOUTH EXTENSION

2010 - 2011

SOUTH REPLACEMENT

2011 - 2012

NORTH REPLACEMENT

2010 - 2011

NORTH EXTENSION

2008 - 2009

BARGE BERTHS

2007 - 2009

19 22

4 5

7 10

393736

T15

T25

T9 T30

T5

T10 T31

T3

T22T20

T23

AP-4603

AP-4593

AP-4627

AP-4632

0 500 1000 2000AP-XXXX

Test Boring Locations

Scale (feet)Bathymetry taken 5 Oct 2007 (feet MLLW)

T3 21 Potential Dredging Obstructions from Bathymetry taken 26 July 2007

Additional Potential Dredging Obstructions from Bathymetry taken 5 October 2007 Photo Taken 17 September 2007

ANCHORAGE HARBOR DEEPENING

TEST BORING LOCATION MAP

CORPS OF ENGINEERS

ALASKA DISTRICT

SOILS AND GEOLOGY PORT OF ANCHORAGE, ALASKA

GRAPHIC

MAY 2008

JR/CW

APPENDIX A

EXPLORATION LOGS

Test Boring Location Coordinates and Depths ...................... 1 Page

Potential Dredging Obstructions..........................................2 Pages

Exploration Logs AP-4585 through AP-4632 ......................48 Pages

NORTHING EASTING

TB-2 AP-4585 2,650,544 1,659,871 -39.3 38 38.7

TB-3 AP-4586 2,650,838 1,659,981 -33.7 35.3 37.8

TB-4 AP-4587 2,649,897 1,659,842 -32.8 41 38.2

TB-5 AP-4588 2,649,622 1,659,955 -27.1 39 35.9

TB-6 AP-4589 2,649,997 1,660,090 -36.9 38.5 40.1

TB-7 AP-4590 2,650,365 1,660,221 -25.3 38.5 38.2

TB-8 AP-4591 2,649,367 1,660,070 -36.8 39.8 37.2

TB-9 AP-4592 2,649,738 1,660,217 -35.3 39 36.7

TB-10 AP-4593 2,650,108 1,660,345 -22.7 36.9 37.3

TB-11 AP-4594 2,641,877 1,657,195 -43.0 40 37.5

TB-12 AP-4595 2,646,877 1,659,356 -42.0 37 36

TB-14 AP-4596 2,647,604 1,659,655 -38.7 40 37.3

TB-15 AP-4597 2,647,978 1,659,775 -39.2 42 35.8

TB-16 AP-4598 2,648,353 1,659,920 -39.7 35 27.3

TB-17 AP-4599 2,648,726 1,660,055 -40.4 35 38.6

TB-18 AP-4600 2,649,118 1,660,188 -42.1 42 36.9

TB-19 AP-4601 2,649,491 1,660,326 -26.6 34.5 35.8

TB-20 AP-4602 2,649,855 1,660,471 -19.9 34 38.1

TB-21 AP-4603 2,650,231 1,660,607 -10.7 34.5 38.3

TB-22 AP-4604 2,641,963 1,657,594 -30.8 39.5 36.1

TB-23 AP-4605 2,642,451 1,657,964 -35.2 35.75 30.8

TB-24 AP-4606 2,648,799 1,660,297 -37.7 40 38.3

TB-25 AP-4607 2,649,256 1,660,382 -20.9 39 37.1

TB-26 AP-4608 2,649,605 1,660,581 -17.3 37.25 35.7

TB-27 AP-4609 2,642,198 1,658,088 -7.7 38.5 34.8

TB-28 AP-4610 2,642,380 1,658,176 -13.1 37 31.9

TB-29 AP-4611 2,642,574 1,658,253 -17.6 34.25 32.2

TB-30 AP-4612 2,642,951 1,658,374 -34.1 37.35 28.9

TB-31 AP-4613 2,643,711 1,658,645 -41.7 37 37.3

TB-32 AP-4614 2,644,150 1,658,753 -40.5 40 36.7

TB-33 AP-4615 2,644,469 1,658,909 -40.3 39.5 37.2

TB-34 AP-4616 2,644,833 1,659,062 -40.7 36 35.3

TB-35 AP-4617 2,645,209 1,659,196 -41.6 40 35.4

TB-36 AP-4618 2,645,589 1,659,334 -40.9 36 31.6

TB-37 AP-4619 2,645,961 1,659,473 -40.2 38.5 27.3

TB-38 AP-4620 2,646,334 1,659,610 -39.1 42 30.9

TB-39 AP-4621 2,646,717 1,659,754 -38.0 41 32

TB-40 AP-4622 2,647,089 1,659,888 -38.4 40 33.6

TB-41 AP-4623 2,647,470 1,660,021 -37.7 40 33.3

TB-42 AP-4624 2,647,845 1,660,157 -39.7 41 30.3

TB-43 AP-4625 2,648,220 1,660,295 -38.7 41 32.3

TB-44 AP-4626 2,648,589 1,660,430 -32.8 37 32.2

TB-45 AP-4627 2,648,946 1,660,551 -24.3 39 32.7

TB-46 AP-4628 2,649,351 1,660,666 -16.8 39.5 39.2

TB-47 AP-4629 2,649,701 1,660,837 -8.1 35 33.9

TB-48 AP-4630 2,642,697 1,658,493 -3.5 40 33.5

TB-49 AP-4631 2,648,709 1,660,683 -11.6 42 33.4

TB-50 AP-4632 2,649,103 1,660,814 -10.6 40 35.4

1. Horizontal control is in Alaska State Plane, Zone 4, NAD83, in U.S. survey feet

2. Vertical control is in feet, referring to Mean-Lower-Low-Water (MLLW)

Anchorage Harbor Deepening

3. Vertical control used to establish mudline elevations came from Terrasond, LTD survey conducted 5 Oct 07.

Test Boring Location Coordinates and Depths

TOTAL

DEPTH

(FEET)

JACK-UP BARGE

DECK ELEVATION

(FEET)

BORING

NUMBER

(FIELD)

BORING

NUMBER

(PERMANENT)

COORDINATES (FEET) MUDLINE

ELEVATION

(FEET)

NUMBER NORTHING EASTING ELEVATION

1 2650966.30 1659880.23 -33.0 2 2650785.92 1659839.34 -35.3 3 2650792.22 1659856.41 -34.0 4 2650912.46 1660031.81 -27.6 5 2650948.43 1660046.85 -26.7 6 2650872.17 1660201.32 -16.1 7 2650472.58 1659826.23 -35.1 8 2650483.38 1660334.22 -11.7 9 2650573.56 1660555.75 -4.5

10 2650300.14 1659821.12 -36.3 11 2650187.70 1659790.57 -34.9 12 2649942.85 1659789.88 -30.4 13 2649866.59 1659752.92 -34.0 14 2649721.59 1659693.44 -38.5 15 2649790.89 1660136.22 -26.8 16 2649817.99 1660698.57 -1.7 17 2649868.28 1660792.80 -0.5 18 2649808.15 1660885.57 4.1 19 2649207.69 1660462.27 -14.3 20 2649174.49 1660433.56 -14.2 21 2649310.91 1660447.58 -16.0 22 2648873.14 1660314.76 -19.2 23 2649197.92 1659802.90 -43.4 24 2649226.23 1659759.69 -46.3 25 2649374.63 1659600.43 -32.3 26 2648753.07 1659727.01 -38.9 27 2648727.40 1659879.44 -38.2 28 2648518.42 1659960.88 -33.6 29 2648555.51 1660153.32 -33.8 30 2648558.09 1660255.17 -26.7 31 2648597.54 1660600.27 -16.4 32 2648656.58 1660619.83 -17.1 33 2648639.06 1660701.66 -4.5 34 2647869.19 1660501.66 -21.1 35 2647918.37 1660344.04 -30.5 36 2648085.74 1660236.03 -29.2 37 2648058.92 1660231.31 -31.3 38 2648104.41 1660136.77 -21.4 39 2647967.81 1660190.53 -29.7 40 2649927.20 1660903.59 -1.5 41 2649308.95 1660751.54 -3.9

T3 2650896.40 1659658.60 -45.6 T5 2649845.00 1660878.00 -5.1 T9 2650647.70 1660540.70 -5.8 T10 2649995.30 1661034.80 1.9 T15 2651030.40 1659735.10 -36.4 T25 2650811.40 1659481.10 -44.1 T30 2649308.95 1660490.20 -9.3 T31 2649125.60 1660878.00 -8.8

POTENTIAL DREDGING OBSTRUCTIONS

NORTHERN DREDGE AREA

NOTES: Obstruction numbers 1 through 41 were identified by Hughes and Associates on 26 July 2007. Obstruction numbers with "T" were identified by Terrasond, LTD. on 5 October 2007. Horizontal control is NAD 83, Alaska State Plane Zone 4 in feet and vertical control is referring to mean lower low water (MLLW) in feet. Obstruction number 30 was identified as "Pillboxes" by divers. A barge bridal chain was brought to the surface by the dredger at this location. Obstruction number 22 is a group of nine obstructions.

NUMBER NORTHING EASTING ELEVATION

T20 2642225 1658417 NA

T22 2642134 1658362 NA

T23 2641790 1656829 -50.2

POTENTIAL DREDGING OBSTRUCTIONS

SOUTHERN DREDGE AREA

NOTES: Obstruction numbers with "T" were identified by Terrasond, LTD. on 5 October 2007. Horizontal control is NAD 83, Alaska State Plane Zone 4 in feet and vertical control is referring to mean lower low water (MLLW) in feet. Obstruction numbers T20 and T22 are steel pipe piling.

Poorly graded GRAVEL with Sand

Silty SAND

Poorly graded SAND with Silt, Gravel, and Cobbles

Silty SAND with Gravel

No Recovery

Silty SAND with Gravel

Silty GRAVEL with Sand

Sandy SILT

EXPLORATION LOG

Sa nd

Fin es

Lit ho log y

Sa mp le Re co ve ry

AS

TM

D

Fr oz en

E X

P

LO

R A

TI

O

N L

O G

A N

C H

O R

A G

E .G

P J

A C

E _A

N C

.G D

T

8/ 5/

Jack-Up Barge Deck Elevation: 38.7 ft.

Sy mb ol

>1.4

GP

SM

SP-

SM

SM

NR

SM

ML

>1.4

1.25

>1.4

46GM

Grey, wet, subrounded gravel, fine to medium sand, NP fines, gravel fractured while driving, drill action indicates cobbles

Bottom of Hole 38.0 ft.

Elevation -77.3 ft.

Drilled Below Water PID = (Cold/Hot) Photo Ionization Detector

Grey, wet, fine to medium sand, NP to low plasticity fines

Grey, wet, subrounded gravel, fine to coarse sand, NP fines

Drill action indicates the same as above

Grey, wet, subangular to subrounded gravel, fine to coarse sand, nonplastic (NP) fines, gravel fractured while driving

Grey, wet, subangular gravel, fine to coarse sand, low plasticity fines

Grey, wet, subangular gravel, fine to coarse sand, Atterberg Limits-Nonplastic

Drill action indicates gravel

Grey, wet, subrounded gravel, fine to coarse sand, gravel fractured while driving

Type of Hole:

Alaska DistrictSoils and Geology Section

Total Depth:

29 Sep 2007Date:

Top of Hole Elevation:

X

Datum:

Bl ow

C ou nt

Test Pit

Other

Project:

Type of Samples:

Chris St. Pierre other

4 in. I.D. x 4.5 in. O.D. HWT Casing140 lbs

Vertical

Split Spoon I.D.:

Monitoring Well

Permanent:

-39.3 ft.

Auger Hole

X

Operator:

Anchorage Harbor Deepening

Drilling Agency:

2,650,544 ft.

1,659,871 ft.

AP-4585

36.0 ft.

Mud Rotary

John RajekTB-2

Page 1 of 1ALASKA DISTRICT

CORPS OF ENGINEERS

ENGINEERING SERVICES

Fr os t C las s.

ufc

3-

0-fa

F ine r

0.0 2m m

Classification ASTM: D 2487 or D 2488

Hole Number, Field:

Hole Number:

Ma x S ize (in

PI

D

(p pm

W ate r

Grain Size

Gr av el

De pth

(f t.)

Description and Remarks

MLLW

Project:

Piezometer

Anchorage Harbor Deepening Port of Anchorage, Alaska

Mobile B-80 w/ Automatic Hammer1.375 in.

Hammer Weight: Size and Type of Bit:

Depth to Groundwater: Depth Drilled:

Inspector:

NAD83

* Indicates Estimated Frost Classification

Horizontal

38.0 ft.Drilled Below Water

Gregg Drilling / Fugro Jack-Up Barge

Drive

AP-4585

Location: Northing:

Easting:

Type of Equipment:

Sandy SILT

No Recovery

Lean CLAY

Gravelly SILT with Sand

Gravelly SILT with Sand

Sandy SILT

Sa mp le Re co ve ry

De pth

(f t.)

Description and Remarks

E X

P

LO

R A

TI

O

N L

O G

A N

C H

O R

A G

E .G

P J

A C

E _A

N C

.G D

T

8/ 5/

EXPLORATION LOG

Lit ho log y

AS

TM

D

Fr oz en

Jack-Up Barge Deck Elevation: 37.8 ft.

Bl ow

C ou nt

Sy mb ol

Fin es

ML

SILT

50/4in.

NR

ML

12ML

ML

ML

0.75

1.25

0.75

0.5

0.2519 70

CL

Bottom of Hole 35.3 ft.

Elevation -69.0 ft.

Drilled Below Water PID = (Cold/Hot) Photo Ionization Detector

Grey, wet, subrounded gravel, fine sand, medium plasticity fines

Grey, wet, subangular gravel, fine sand, medium plasticity fines, very low sample recovery

Grey, wet, subangular to subrounded gravel, fine to coarse sand, Atterberg Limits-Nonplastic

Grey, wet, fine to coarse sand, Atterberg Limits-Nonplastic

Grey, wet, Atterberg Limits-LL=24, PI=1

Grey, wet, subangular to subrounded gravel, fine to coarse sand, medium plasticity fines

Drill action indicates cobbles or boulder

TB-3

X

Operator:

Anchorage Harbor Deepening

Split Spoon I.D.:

2,650,838 ft.

1,659,981 ft.

AP-4586

33.5 ft.Auger Hole

Inocencio Roman

-33.7 ft.

Sa nd

Total Depth:

Gr av el

Mud RotaryX

* Indicates Estimated Frost Classification

NAD83

MLLW

Depth Drilled:

Type of Equipment:

Depth to Groundwater:

Size and Type of Bit:Hammer Weight:

4 in. I.D. x 4.5 in. O.D. HWT Casing

Walter Mahousky

Project:

Top of Hole Elevation:

Date: 30 Sep 2007

Soils and Geology Section Datum:

140 lbs

Monitoring Well

Permanent:

Test Pit

AP-4586

ALASKA DISTRICT

Hole Number, Field:

Hole Number:

Northing:

Easting:Location:

Anchorage Harbor Deepening Port of Anchorage, Alaska

Drive

Gregg Drilling / Fugro Jack-Up Barge

Drilled Below Water 35.3 ft.

Horizontal

1.375 in.

Grain Size

W ate r

PI

D

(p pm

Ma x S ize (in

CORPS OF ENGINEERS

ENGINEERING SERVICES

Classification ASTM: D 2487 or D 2488

F ine r

0.0 2m m

Fr os t C las s.

ufc

3-

0-fa

Alaska District

Mobile B-80 w/ Automatic Hammer

Vertical other

Type of Samples:

Other Drilling Agency:

Inspector:

Project:

Piezometer Type of Hole:

Lean CLAY

W ate r

Grain Size

Gr av el

De pth

(f t.)

E X

P

LO

R A

TI

O

N L

O G

A N

C H

O R

A G

E .G

P J

A C

E _A

N C

.G D

T

8/ 5/

Sa nd

Fin es

Lit ho log y

Sa mp le Re co ve ry

AS

TM

D

Fr oz en

Jack-Up Barge Deck Elevation: 38.2 ft.

Bl ow

C ou nt

Sy mb ol

Lean CLAY

EXPLORATION LOG

Drill action indicates gravel and cobbles

Grey, wet, medium plasticity fines, low recovery, lean clay on outside of sampler

CL

CL

CL

CL

CL

CL

CL

CL

>1.4

Lean CLAY

Lean CLAY

Lean CLAY

Lean CLAY

Lean CLAY with Gravel

Gravelly lean CLAY Grey, wet, subangular to subrounded gravel, medium plasticity fines, gravel fractured while driving

Grey, wet, subrounded gravel, medium plasticity fines

Bottom of Hole 41.0 ft.

Elevation -73.8 ft.

Drilled Below Water PID = (Cold/Hot) Photo Ionization Detector

Grey, moist, fine to medium sand, medium plasticity fines, greater than 4.5 TSF indicated by pocket penetrometer

Grey, moist, medium plasticity fines, greater than 4.5 TSF indicated by pocket penetrometer

Grey, moist, medium plasticity fines, 4.0 TSF indicated by pocket penetrometer

Grey, moist, Atterberg Limits-LL=35, PI=13, 3.0 TSF indicated by pocket penetrometer

Grey, moist, Atterberg Limits-LL=34, PI=12, 2.0 TSF indicated by pocket penetrometer

Description and Remarks

Mud Rotary

X

Operator:

Anchorage Harbor Deepening

Split Spoon I.D.:

2,649,897 ft.

1,659,842 ft. -32.8 ft.

39.0 ft.

Permanent:

John RajekTB-4

PI

D

(p pm

AP-4587* Indicates Estimated Frost Classification

NAD83

MLLW

Depth Drilled:

Type of Equipment:

Depth to Groundwater:

Size and Type of Bit:Hammer Weight:

4 in. I.D. x 4.5 in. O.D. HWT Casing

Chris St. Pierre

Project:

Auger HoleTest Pit Total Depth:X

Top of Hole Elevation:

Date: 30 Sep 2007

Soils and Geology Section Datum:

140 lbs

Monitoring Well

Gregg Drilling / Fugro Jack-Up Barge

Hole Number:

Northing:

Easting:Location:

Drive

ALASKA DISTRICT

Drilled Below Water 41.0 ft.

Horizontal

1.375 in. Mobile B-80 w/ Automatic Hammer

AP-4587

Ma x S ize (in

Hole Number, Field:

F ine r

0.0 2m m

Fr os t C las s.

ufc

3-

0-fa

CORPS OF ENGINEERS

ENGINEERING SERVICES

Classification ASTM: D 2487 or D 2488

Type of Samples:

Vertical

Type of Hole:

Inspector:

Other

Anchorage Harbor Deepening Port of Anchorage, Alaska other

Drilling Agency:

Project:

Alaska District

Piezometer

Lean CLAY

Lean CLAY

Sa mp le Re co ve ry

De pth

(f t.)

Description and Remarks

E X

P

LO

R A

TI

O

N L

O G

A N

C H

O R

A G

E .G

P J

A C

E _A

N C

.G D

T

8/ 5/

EXPLORATION LOG

Lit ho log y

Lean CLAY

AS

TM

D

Fr oz en

Jack-Up Barge Deck Elevation: 35.9 ft.

Bl ow

C ou nt

Sy mb ol

Fin es

CL

Lean CLAY

CL

CL

CL

CL

CL

SP-

SC

0.75

0.25

1.2570 7

CL

Poorly graded SAND with Clay and Gravel

Bottom of Hole 39.0 ft.

Elevation -66.1 ft.

Drilled Below Water PID = (Cold/Hot) Photo Ionization Detector

Grey, wet, subangular gravel, fine sand, medium plasticity fines

Grey, wet, Atterberg Limits-LL=31, PI=11

Grey, wet, medium plasticity fines, trace gravel in the sampler drive shoe

Grey, wet, medium plasticity fines

Grey, wet, Atterberg Limits-LL=34, PI=11, trace gravel

Grey, wet, Atterberg Limits-LL=35, PI=14

Grey, wet, Atterberg Limits-LL=29, PI=9

Grey, wet, subangular gravel, fine to coarse sand, medium plasticity fines, gravel fractured while driving

Drill cuttings indicate sand and gravel

Lean CLAY

TB-5

Vertical X

Operator:

Anchorage Harbor Deepening

Split Spoon I.D.:

2,649,622 ft.

1,659,955 ft.

AP-4588

37.0 ft.Auger Hole

Inocencio Roman

-27.1 ft.

Sa nd

Gr av el

Mud RotaryX

* Indicates Estimated Frost Classification

NAD83

MLLW

Depth Drilled:

Type of Equipment:

Depth to Groundwater:

Size and Type of Bit:Hammer Weight:

4 in. I.D. x 4.5 in. O.D. HWT Casing

Walter Mahousky

Project:

Top of Hole Elevation:

Date: 1 Oct 2007

Soils and Geology Section Datum:

140 lbs

Monitoring Well

Permanent:

Test Pit Total Depth:

ALASKA DISTRICT

Hole Number, Field:

Hole Number:

Northing:

Easting:

AP-4588

Drive

Gregg Drilling / Fugro Jack-Up Barge

Drilled Below Water 39.0 ft.

Horizontal

Location:

Grain Size

W ate r

PI

D

(p pm

Ma x S ize (in

CORPS OF ENGINEERS

ENGINEERING SERVICES

Anchorage Harbor Deepening Port of Anchorage, Alaska

Classification ASTM: D 2487 or D 2488

F ine r

0.0 2m m

Fr os t C las s.

ufc

3-

0-fa

Other

1.375 in. Mobile B-80 w/ Automatic Hammer other

Type of Samples:

Alaska District

Inspector:

Project:

Piezometer

Drilling Agency:

Type of Hole:

Poorly graded SAND with Silt

Poorly graded SAND with Silt

Poorly graded SAND with Silt

No Recovery

Poorly graded SAND with Silt

Poorly graded SAND with Silt

SILT

Poorly graded SAND

Poorly graded GRAVEL with Sand and Cobbles

EXPLORATION LOG

Sa nd

Fin es

Lit ho log y

Sa mp le Re co ve ry

E X

P

LO

R A

TI

O

N L

O G

A N

C H

O R

A G

E .G

P J

A C

E _A

N C

.G D

T

8/ 5/

Bl ow

C ou nt

Sy mb ol

SP-

SM

50/3in.

50/3in.

SP-

SM

SP-

SM

SP-

SM

SP-

SM

ML

SP

GP

>1.4

>1.4

NR

Grey, wet, fine to medium sand, NP fines30 57 Bottom of Hole 38.5 ft.

Elevation -75.4 ft.

Drilled Below Water PID = (Cold/Hot) Photo Ionization Detector

Grey, wet, fine to medium sand, NP fines

Grey, wet, fine to medium sand, NP fines

Gravel stuck in sampler driving shoe

Grey, wet, fine to medium sand, NP fines

Grey, wet, fine to medium sand, nonplastic (NP) fines

Grey, wet, low plasticity fines

Grey, wet, fine to medium sand

Grey, wet, subangular gravel, fine to coarse sand, gravel fractured while driving, drill action indicates cobbles

Drill action indicates sand, gravel and cobbles

AS

TM

D

Fr oz en

Other

Anchorage Harbor Deepening

Split Spoon I.D.:

2,649,997 ft.

1,660,090 ft.

AP-4589

37.0 ft.

Mud Rotary

John RajekTB-6

X

Inspector:

Description and Remarks

Vertical

Jack-Up Barge Deck Elevation: 40.1 ft.

Total Depth:

Top of Hole Elevation:

* Indicates Estimated Frost Classification

NAD83

MLLW

Depth Drilled:

Type of Equipment:

Depth to Groundwater:

Size and Type of Bit:Hammer Weight:

4 in. I.D. x 4.5 in. O.D. HWT Casing

Chris St. Pierre

Project:

Test Pit

Operator:

140 lbs

Auger Hole

-36.9 ft.

Permanent:

X

Datum:Soils and Geology Section 27 Sep 2007Date:

Type of Hole:

Monitoring Well

Hole Number:

Fr os t C las s.

ufc

3-

0-fa

CORPS OF ENGINEERS

ENGINEERING SERVICES

ALASKA DISTRICT

38.5 ft.

Hole Number, Field:

Northing:

Easting:Location:

AP-4589

Drive

Gregg Drilling / Fugro Jack-Up Barge

Ma x S ize (in

De pth

(f t.)

Gr av el

Grain Size

F ine r

0.0 2m m

PI

D

(p pm

Classification ASTM: D 2487 or D 2488

Horizontal

W ate r

Type of Samples:

other

Alaska DistrictDrilling Agency:

Project:

Piezometer Drilled Below Water

Anchorage Harbor Deepening Port of Anchorage, Alaska

1.375 in. Mobile B-80 w/ Automatic Hammer

Clayey SAND with gravel

Clayey GRAVEL with Sand

Clayey GRAVEL with Sand

Clayey SAND with gravel

SILT with Gravel

Poorly graded GRAVEL with Silt and Sand

EXPLORATION LOG

Sa nd

Fin es

Lit ho log y

Sa mp le Re co ve ry

AS

TM

D

Fr oz en

E X

P

LO

R A

TI

O

N L

O G

A N

C H

O R

A G

E .G

P J

A C

E _A

N C

.G D

T

8/ 5/

Bl ow

C ou nt

0.75

CL

CL

SC

GC

GC

SC

ML

GP-

GM

50/5in.

0.5

1.25

>1.4

1.25

>1.4

0.5

Grey, wet, subangular to subrounded gravel, fine to coarse sand, medium plasticity fines, gravel fractured while driving

Bottom of Hole 38.5 ft.

Elevation -63.8 ft.

Drilled Below Water PID = (Cold/Hot) Photo Ionization Detector

Grey, wet, subangular gravel, fine sand, medium plasticity fines

Grey, wet, subangular to subrounded gravel, fine to coarse sand, medium plasticity fines, gravel fractured while driving

Jack-Up Barge Deck Elevation: 38.2 ft.

Grey, wet, subangular to subrounded gravel, fine to coarse sand, medium plasticity fines, gravel fractured while driving

Grey, wet, subangular to subrounded gravel, fine to coarse sand, medium plasticity fines, gravel fractured while driving

Grey, wet, subrounded gravel, fine sand, Atterberg Limits-Nonplastic

Grey, wet, subangular to subrounded gravel, fine to coarse sand, low plasticity fines, gravel fractured while driving

Grey, wet, subangular gravel, fine sand, medium plasticity fines

140 lbs

Total Depth:

Soils and Geology Section 29 Sep 2007

Date:

Top of Hole Elevation:

Vertical

Type of Hole:

Inspector:

Sy mb ol Test Pit

Type of Samples:

Project:

other

Walter Mahousky

4 in. I.D. x 4.5 in. O.D. HWT Casing

X

Split Spoon I.D.:

Monitoring Well

Permanent:

-25.3 ft.

Auger Hole

X

Operator:

Datum:

Anchorage Harbor Deepening

Project:

2,650,365 ft.

1,660,221 ft.

AP-4590

36.5 ft.

Mud Rotary

Inocencio Roman/Greg CarpenterTB-7

Page 1 of 1ALASKA DISTRICT

CORPS OF ENGINEERS

ENGINEERING SERVICES

Fr os t C las s.

ufc

3-

0-fa

F ine r

0.0 2m m

Classification ASTM: D 2487 or D 2488

Alaska District

Hole Number:

Ma x S ize (in

PI

D

(p pm

W ate r

Grain Size

Gr av el

De pth

(f t.)

Description and Remarks

Depth Drilled:

Other

Piezometer

Anchorage Harbor Deepening Port of Anchorage, Alaska

Mobile B-80 w/ Automatic Hammer1.375 in.

Horizontal

Hammer Weight: Size and Type of Bit: Type of Equipment:

Hole Number, Field:

MLLW

NAD83

* Indicates Estimated Frost Classification

38.5 ft.Drilled Below Water

Gregg Drilling / Fugro Jack-Up Barge

Drive

AP-4590

Location: Northing:

Easting:

Drilling Agency:

Depth to Groundwater:

Silty SAND with Gravel

Silty SAND with Gravel

Silty SAND with Gravel

Silty SAND with Gravel

Lean CLAY

Silty SAND with Gravel

Sandy SILT with Gravel Sandy lean CLAY

Lean CLAY

EXPLORATION LOG

Sa nd

Fin es

Lit ho log y

Sa mp le Re co ve ry

E X

P

LO

R A

TI

O

N L

O G

A N

C H

O R

A G

E .G

P J

A C

E _A

N C

.G D

T

8/ 5/

Bl ow

C ou nt

Sy mb ol

SM

SM

SM

SM

CL

ML

CL

CL

>1.4

>1.4

>1.4

>1.4

0.75

0.5

36 47

SM

Low recovery, gravel lodged in sampler shoe, material is similar to previous sample

AS

TM

D

Fr oz en

50/4in. Bottom of Hole 39.8 ft.

Elevation -76.6 ft.

Drilled Below Water PID = (Cold/Hot) Photo Ionization Detector

Grey, wet, angular to subrounded gravel, fine sand, low plasticity fines, gravel fractured while driving

Grey, wet, angular to subrounded gravel, fine sand, low plasticity fines, gravel fractured while driving

Grey, wet, angular to subrounded gravel, fine to medium sand, low plasticity fines, gravel fractured while driving

Grey, wet, Atterberg Limits-LL=26, PI=9, greater than 4.5 TSF indicated by pocket penetrometer

Grey, wet, subrounded gravel, fine to coarse sane, low plasticity fines

Grey…