Appendix B Berth 6 Geotechnical Report.pdf

www.haleyaldrich.com

GEOTECHNICAL DATA REPORT

BERTH 6 REPAIRS AND IMPROVEMENTS

PORTSMOUTH NAVAL SHIPYARD

KITTERY, MAINE

by Haley & Aldrich, Inc.

Bedford, New Hampshire for Appledore Marine – CH2M Joint Venture (AME‐CH2M JV) Portsmouth, New Hampshire

File No. 134769‐002 Revised February 2021 December 2020

HALEY & ALDRICH, INC.

3 Bedford Farms Drive Bedford, NH 03110 603.625.5353 www.haleyaldrich.com

Revised 23 February 2021 10 December 2020

600 State Street, Suite E Portsmouth, New Hampshire 03801

Attention: Kirk Riden, P.E.

Subject: Geotechnical Data Report Berth 6 Repairs and Improvements Portsmouth Naval Shipyard Kittery, Maine

Dear Mr. Riden:

This report summarizes the existing site conditions, proposed construction, historic subsurface explorations, recent subsurface explorations, subsurface conditions, environmental laboratory test results, recent geotechnical laboratory test results, and the geophysical survey related to the geotechnical aspects of the project. This report has been prepared in accordance with our Master Consultant Agreement and Sub‐Agreement dated 17 April 2020 and your subsequent authorization. The work has been conducted under Contract No. RM19‐0760.

Elevation Datum

All elevations noted herein are in feet and reference the North American Vertical Datum of 1988

(NAVD88).

Elevations in other datums can be calculated as follows:

Mean Lower Low Water = NAVD88 + 4.623 Old Portsmouth Naval Shipyard Station = NAVD88 + 96.779

Site and Existing Conditions

As shown on Figure 1 (Project Locus), the site is located on the southwestern side of Seavey Island, adjacent to the Piscataqua River at the Portsmouth Naval Shipyard. Berth 6 encompasses three berthing areas designated Berths 6A, 6B and 6C. The structure was completed in 1903 and is an approximately 1,100‐ft‐long quay wall that varies between granite block, cast‐in‐place concrete, and pre‐cast concrete construction. The quay wall has undergone multiple repairs and modifications including steel and concrete facing.

Proposed Construction

The project at Berth 6 at the Portsmouth Naval Shipyard consists of the following:

1. Sea Level Rise Mitigation: A new concrete curb installed along the offshore face of Berth 6 to account for FEMA flood conditions and sea level rise. The top elevation of this curb is expected to be at El. 11.25 ft (NAVD88). This curb must tie in with the curb at Berth 6A, and must not inhibit operations, berthing, or line handling.

2. Electrical: Provide independent industrial power and hotel power to both berths. Provide supershore power capabilities to both berths, with the operational requirement to service just one berth at a time. Evaluate Load Center 10, Substation 6, existing feeders and the need to run additional feeders. In addition, remove crane hotel power and 99E heat trace off the current 400‐amp industrial power boxes, and utilize different methods as seen at design documents for Berth 11, P‐371/P‐310 and P‐1074.

3. Communication: Provide all necessary communications and communication infrastructure as required.

4. Utility Improvements: Provide all necessary utility upgrades to support two simultaneous outfitting operations at Berth 6. Utilities shall include but not be limited to fresh water, fire protection, sewer, steam, condensate, high pressure compressed air, pure water, nitrogen, wheeler, and compressed air.

5. Utility Crossings: Multiple utility crossings under the crane rail for utilities. These crossings will not affect the capacity or operations of the crane.

6. Temporary Utility Crossings: Provide minimum of two concrete utility trenches crossing the crane rails with removable covers to support pathways for temporary utility services required for berthing operations. These crossings will not affect the capacity or operations of the crane.

7. Utility Containment along Berth 6: Containment must be incorporated for all utilities (including electrical) as a raised or below deck concrete utility trench or tunnel. The designer must evaluate different options including a raised utility trench that is integrated with the concrete curb.

8. Mooring Hardware: Bollard (minimum 35‐ton capacity) and 42‐in. cleats (20‐ton capacity) must be provided according to the revised mooring hardware layout provided by the Shipyard on 12/9/2020.

9. Miscellaneous: Concrete pads for shipyard equipment at Berth 6. Adequate lighting must be provided for the outfitting piers and CIA fence. The U.S. Coast Guard fenders shall be removed from Berth 6C. Modifications may be necessary to the CIA fence.

Purpose of Geotechnical Investigation

The geotechnical investigation program included the following components which are described in detail in later sections of this report. The purpose of each component of the program is summarized below.

Test Borings – The test borings were conducted to confirm the top of bedrock elevation and the general condition of the bedrock. The purpose of the test borings was to determine bedrock characteristics and develop design parameters for the rock anchor design of the mooring hardware. In addition, the test borings were performed to understand the conditions of the overburden soils above the bedrock for shallow foundation design of the proposed equipment pads and utility vaults.

Test Pits – The purpose of the test pits was to gather information on the crane rail extents and subsurface conditions, identify any potential obstructions, and develop geotechnical design parameters for the utility crossings.

Geophysical Survey – The purpose of the shear wave velocity testing was to aid in the seismic site class evaluation at the project site.

Geotechnical design recommendations will be included in a separate technical memorandum.

Historic Subsurface Explorations

Several historic explorations have been completed at the site under various contracts between 1975 and 2014. It is assumed that the explorations were completed and logged in accordance with accepted geotechnical practices.

The historical subsurface exploration locations are shown on Figure 2. The historical subsurface information is presented in Appendix A. We assume that these explorations and soil/rock classifications are in accordance with generally accepted geotechnical practices in the area.

1975 EXPLORATIONS

Sixteen borings, designated 75‐30A through 75‐42B, were performed during the period from 26 August 1975 to 25 September 1975 as part of contract N‐62472‐78C‐0143 for the structural repairs of Berth 6.

The test borings were performed by C.L. Guild Drilling & Boring Co. of Avon, Massachusetts, for the firm of Fay, Spofford and Thorndike, Engineers.

1978 EXPLORATIONS

Nine borings, designated 78‐1 through 78‐9, were performed during the period from 16 October 1978 to 3 November 1978 as part of contract N‐62472‐78C‐0143 for the structural repairs of Berth 6. The test borings were performed by Bay State Test Boring, Inc. of Avon, Massachusetts.

1979 EXPLORATIONS

Eight borings, designated 79‐2‐1 through 79‐2‐8, were performed during the period from 19 April 1979 to 9 May 1979 as part of contract N‐62472‐78C‐0143 for the structural repairs of Berth 6. The test borings were performed by Bay State Test Boring, Inc. of Avon, Massachusetts.

2002 EXPLORATIONS

Four borings, designated B6‐1 through B6‐4, were performed during the period from 5 to 11 March 2002. The test borings were performed by GZA GeoEnvironmental, Inc. of Providence, Rhode Island.

2014 EXPLORATIONS

Six borings, designated B‐1 through B‐5 and B‐9 were performed during the period from 1 to 8 February 2014. The test borings were performed by Great Works Test Boring, Inc. of Rollinsford, New Hampshire and monitored in the field by S.W. Cole Engineering, Inc.

Recent Subsurface Explorations

2020 EXPLORATIONS ‐ TEST BORINGS

Five test borings, designated HA20‐B1 through HA20‐B5 were performed during the period from 17 to 24 August 2020. The test borings were performed by Northern Test Drilling, Inc. of Gorham, Maine and monitored in the field by Haley & Aldrich. Soil sampling was conducted with standard sampling practices in the overburden (sampling at 5‐ft intervals) until the top of bedrock was encountered. A 10‐ft core of bedrock was obtained at three of the boring locations (HA20‐B2, HA20‐B4, and HA20‐B5), a 20‐ft core was obtained at boring HA20‐B3, and 35 ft of core was obtained at boring HA20‐B1. The test borings numerically increase from north to south from Berth 6A to Berth 6C. Overburden samples consisted primarily of blast rock fill mixed with sand and gravel down to the bedrock surface. No naturally deposited soil was observed or recovered in the recent borings. The bedrock consisted mainly of metamorphosed sandstone as phyllite and as quartzite along with some igneous diorite bedrock at boring location HA20‐B5. The locations of the Berth 6 recent test borings are presented on Figure 2.

The recent test boring logs are presented in Appendix B. Rock core photos from the recent test boring explorations are presented in Appendix C.

2020 EXPLORATIONS – TEST PITS

Three test pits designated HA20‐TP1 through HA20‐TP3 were excavated on 4 and 5 November 2020. The test pits were performed by Drilex of Auburn, Massachusetts. The asphalt was cut with a Stihl TS420 demolition saw and placed in a temporary stockpile. The test pits were vacuum excavated with a Vacmasters System 4000 air vacuum excavation truck monitored in the field by Haley & Aldrich. Upon completion the test pits were paved by GVC Construction of Leominster, Massachusetts per NAVFAC specifications.

The approximate test pits dimensions are presented below:

Test Pit Number Approximate Width and Length

Approximate Depth

HA20‐TP1 60 in. by 96 in. 63 to 78 in.

HA20‐TP2 58 in. by 56 in. 76 in.

HA20‐TP3 51 in. by 71 in. 50 in.

The test pit locations are presented on Figure 3. Test pit observations and cross sections are presented in Appendix B.

Regional Geology

The stratigraphic sequence begins with the Kittery Formation and Eliot Formation which are both part of a larger group of rocks referred to as the Merrimack Group. The older unit of the Merrimack Group is the Kittery Formation which has been dated to ~413+/‐12Ma. The Kittery Formation is bounded to the southeast by the Portsmouth Fault, which separates it from the Rye Complex. The Kittery Formation is a variable thickness bedded sequence of fine‐grained calcareous and feldspathic metawacke and lesser dark gray to brownish gray metashale as well as feldspathic quartzite and dark gray phyllite. A metawacke is a slightly metamorphosed (low grade) sandstone and/or mudstone. A metashale is a shale type rock that has been slightly metamorphosed by minimal heat and/or pressure. The Kittery was deposited in a continental rise environment by turbidity currents, forming a shifting submarine fan type of environment. The bedding thicknesses are variable and thus contribute to joint segments that represent these thickness variations. The presence of thick beds of material correlate to joint sets that are a wider distance apart and thin beds of material correlate to joint sets that are more closely grouped. Field observations have shown that the bedding thickness in the Kittery Formation can range from 0.05 m to 0.2 meters in thickness. The Kittery Formation contains at least five distinct rock types within the boundaries of Portsmouth Naval Shipyard (PNSY) including quartzite, phyllite, slate, shale, and intrusive altered diorite. The most common type of bedrock observed at PNSY is a mix of quartzite and phyllite which is seen throughout Berths 1, 2, 6, 11, 12, and 13. An intrusive altered diorite of igneous origin is present in the basin between Berth 11 and Berth 1 as well as in small areas of Berth 6.

The bedrock occasionally has a thin layer of weathered bedrock at the rock/soil interface but is typically overlain by glacial till deposits which can vary in thickness from a few inches to 20 ft or greater. The glacial till consists of very dense silty sand with gravel and occasional cobbles. The till is overlain by glaciofluvial deposits which typically range in thickness from 10 to 30 ft containing poorly to well graded sand with gravel and occasional boulders. The glaciofluvial deposits are overlain by recently deposited alluvial deposits. The alluvial deposits contain fine sand typically from a few inches to 10‐feet in thickness. The alluvial material is occasionally overlain by recently deposited marine deposits consisting of silt, clay, and fine dark colored organic material. The marine deposits are typically found in layers less than 4‐ft thick and only in low energy depositional environments. It should be noted that most of the above sea level land at PNSY consists of manmade fill material ranging in thickness from a few inches to as much as 60 ft. The manmade fill consists of sand and gravel mixed with blast rock generated from historical construction work on the property.

Generalized Site Subsurface Conditions

Berth 6 is divided into 3 different areas in order from north to south including 6A, 6B, and 6C.

The generalized subsurface conditions from the test borings (including historical subsurface data) of Berth 6A are the following:

Unit Approximate Encountered Thickness (ft)

Generalized Description

Fill 20 to 50

Medium dense to very dense well graded GRAVEL, poorly graded GRAVEL, and/or poorly graded SAND with varying amounts of silt, sand, and gravel.

Probable blast rock fragments. Frequently required coring of boulders and concrete. At test boring locations 75‐31, 75‐32, 75‐33, 75‐33A, and 75‐40 the existing granite wall was cored through portions of the boring. At test boring locations B‐4, 75‐30A, 75‐30B, 75‐42, and 75‐42A the fill was not fully terminated due to damaged equipment or refusal on blast rock or obstruction. Drilling equipment was damaged when attempting to advance through the fill at test boring locations 75‐30A and 75‐42. At test boring location 75‐42A an air conduit line was encountered at 6 ft and the boring was terminated.

Note that the range of fill thickness encountered includes only the test boring locations that fully penetrated the fill without encountering early refusal in the fill or breaking equipment when attempting to advance through the fill.

Other test boring locations that encountered and cored through the existing quay wall were also excluded from the range of fill thickness.

Alluvial Deposits

1 to 5 Silty SAND and/or ORGANIC SILT or organic silty fine SAND.

Encountered at test boring locations 79‐2‐1 and 75‐42B.

Glaciofluvial Deposits

5 to 5.7 Sandy GRAVEL or fine to coarse SAND and GRAVEL with trace silt.

Encountered at test boring locations 79‐2‐3 and 79‐42B.

Marine Clay 7 No split spoon sample taken to determine strata. Observed on auger flights.

Encountered at test boring location B‐1.

Glacial Till 3 No split spoon sample taken to determine strata. Interpreted on boring log by drilling action.

Encountered at test boring location B‐1.

Bedrock

Fractured SHALE or QUARTZITE with biotite. Fractured bedrock was noted at test boring locations B‐2, B‐3, 75‐33A, 75‐39, and 75‐42B. Possible weathered bedrock was encountered at 30 ft at test boring location B‐1 but was not advanced further. Bedrock was encountered at depths ranging from 27 to 56 ft below ground surface (El. ‐27.8 to ‐47.8).

The explorations considered to be within the Berth 6A area are: B‐1, B‐2, B‐3, B‐4, 79‐2‐1, 79‐2‐3, 75‐ 30A, 75‐30B, 75‐31, 75‐32, 75‐33, 75‐33A, 75‐39, 75‐40, 75‐42, 75‐42A, and 75‐42B. Note that water borings or borings drilled at an angle from the edge of land into the water were not included in the summary above.

The generalized subsurface conditions from the test borings (including historical subsurface data) of Berth 6B are the following:

Unit Approximate Encountered Thickness (ft)

Generalized Description

Fill 22.1 to 40.5

Loose to very dense well graded GRAVEL, poorly graded GRAVEL, well graded SAND, silty SAND, and/or poorly graded SAND with varying amounts of silt, sand, and gravel. Probable blast rock fragments and steel. Frequent cobbles and boulders. Test boring locations B‐4 and B‐5 were terminated on refusal on probable boulder, steel, or rock fill material at 19.5 ft and 8.5 ft below ground surface, respectively. Test boring location 78‐5 encountered the existing granite wall from 26.2 to 42.7 ft below ground surface. Drilling equipment was damaged when attempting to advance through the fill at test boring locations 78‐8 and 75‐36 at 23.5 ft and 40 ft below ground surface, respectively. The fill was not fully terminated at test boring locations B‐4, B‐5, 78‐8, 78‐9, and 75‐36.

Note that the range of fill thickness encountered includes only the test boring locations that fully penetrated the fill without encountering early refusal in the fill or breaking equipment when attempting to advance through the fill. Other test boring locations that encountered and cored through the existing quay wall were also excluded from the range of fill thickness.

Weathered Bedrock

1.5 Weathered bedrock was noted at test boring location 79‐2‐7 from 29 to 30.5 ft below ground surface.

Bedrock

Hard, fresh to slightly weathered PHYLLITE and QUARTZITE with biotite.

GNEISS was encountered at test boring location B6‐1. Bedrock was encountered at depths ranging from 22.1 to 42.7 ft below ground surface (El. ‐ 14 to ‐34.5).

The explorations considered to be within the Berth 6B area are: B‐4, B‐5, B6‐1, B6‐2, 79‐2‐5, 79‐2‐7, 78‐ 1, 78‐3, 78‐5, 78‐8, 78‐9, HA20‐B1, HA20‐B2, and 75‐36. Note that water borings or borings drilled at an angle from the edge of land into the water were not included in the summary above.

The generalized subsurface conditions from the test borings (including historical subsurface data) of Berth 6C are the following:

Unit Approximate Encountered Thickness (ft)

Generalized Description

Fill 23 to 50

Loose to very dense well graded GRAVEL, poorly graded GRAVEL, well graded SAND, poorly graded SAND, and/or silty SAND with varying amounts of silt, sand, and gravel. Probable blast rock fragments, voids, and reinforced concrete (test boring location B6‐4 encountered reinforced concrete from 31 to 37 ft below ground surface). Frequent cobbles. Frequently required coring of boulders and concrete.

Weathered Bedrock

Weathered, highly fractured bedrock encountered at test boring location B6‐3 at El. ‐14.62 from 23 to 31 ft below ground surface.

Bedrock Hard, fresh to slightly weathered PHYLLITE, QUARTZITE, or DIORITE.

Encountered at depths ranging from 25 to 50 ft below ground surface (El. ‐16.8 to ‐41.6).

The explorations considered to be within the Berth 6C area are: HA20‐B3, B‐9, B6‐3, HA20‐B4, HA20‐B5, and B6‐4.

Detailed soil and rock descriptions are provided on the test boring logs in Appendices A and B.

Laboratory Testing

ENVIRONMENTAL

One composite soil sample in the fill was collected from each of the three test pits and submitted to Alpha Analytical Laboratory for analysis of the following parameters:

Total 8 RCRA Metals (7060/7740) TCLP 8 RCRA Metals Total Petroleum Hydrocarbons Total Volatiles (8260) Total Semi‐Volatiles (8270) Total Pesticides (8081) Total Herbicides (8151) Total PCB’s (8082) Ignitability/Flash (1010‐liquids, 1030‐solids) Corrosivity/pH/Reactivity/Conductivity (9045) Total Mercury (EPA 7471B)

A summary of the soil quality data is included in Table I. The complete laboratory testing results are presented in Appendix D. Our environmental report for this project is being submitted under separate cover.

We have reviewed our project files and information provided by AME‐CH2M JV and are not aware of any historical soil quality data at the site.

GEOTECHNICAL

Geotechnical laboratory testing including unconfined compressive strength tests (ASTM D7012 Method D) and unit weight measurements (ASTM D4543) were performed on five rock core samples recovered from the recent test borings. Sieve analyses (ASTM D6913) were performed on five soil samples recovered from the recent test borings. The laboratory testing was completed by GeoTesting Express, Inc. of Acton, Massachusetts.

A summary of the laboratory testing results on the rock samples is presented below:

Boring No.

Sample

Depth

(ft)

Peak Unconfined Compressive Strength (psi)

Unit Weight

(pcf)

HA20‐B1 C1 22.14‐22.52 21,155 170

HA20‐B2 C6 47.87‐48.25 29,971 169

HA20‐B3 C4 42.66‐43.06 28,703 169

HA20‐B4 C5 31.95‐32.35 7,895 169

HA20‐B5 C6 52.10‐52.49 8,009 176

A summary of the laboratory testing results on the soil samples is presented below:

Boring

Sample No.

Depth (ft)

Percent Passing (%)

2 in. 1 in. 0.5 in. No. 4 No. 40 No. 100 No. 200

HA20‐

B1

S2 10.0‐12.0 100 83 64 44 15 9 6.7

HA20‐

B2

S3 10.0‐12.0 100 100 93 90 30 8 6.3

HA20‐

B3

S2 5.0‐7.0 100 100 95 75 34 19 14

HA20‐

B4

S2 5.0‐7.0 100 100 69 45 21 13 10

HA20‐

B5

S9 40.0‐42.0 100 100 84 50 15 8 6.4

The geotechnical laboratory test results from the recent explorations are presented in Appendix D.

Geophysical Survey

A geophysical survey program utilizing the ReMi (Refraction Microtremor) surface refraction method was completed at Berth 6 on 21 August 2020 by Hager Richter Geoscience, Inc. of Salem, New Hampshire. The program included a total of four survey lines situated along Berth 6. The shear wave velocity survey result for each line is presented below:

Test Line No.

Measured Shear Wave Velocity, Vs100 (ft/sec)

1 1,722

2 1,722

3 1,901

4 2,067

The geophysical survey report is included in Appendix E.

Closure

This report has been prepared for specific application to Berth 6 at the Portsmouth Naval Shipyard in Kittery, Maine. The nature and extent of variations between explorations will not become evident until construction.

We wish to thank you for the opportunity to participate during this phase of work, and we look forward to our association with you during future phases of development. Please contact us if we can be of further assistance or if you wish to discuss the contents of this report.

Sincerely yours, HALEY & ALDRICH, INC.

Justin A. DuBois, P.E.

Senior Geotechnical Engineer

Erin A. Force, P.E.

Senior Project Manager

John G. DiGenova, P.E.

Associate

Enclosures:

Table I – Summary of Soil Quality Data Figure 1 – Project Locus Figure 2 – Test Boring Location Plan Figure 3 – Test Pit Location Plan Appendix A – Historic Subsurface Information Appendix B – Recent Test Boring Logs and Test Pit Cross Sections Appendix C – Rock Core Photos from Recent Test Borings Appendix D – Recent Laboratory Test Results Appendix E – Geophysical Survey Report

\\haleyaldrich.com\share\CF\Projects\134769\002\Deliverables\Data Report\2021‐0223‐HAI‐PNSY Berth 6‐Geotechnical Data Report‐Revised‐F2.docx

TABLES

TABLE I

SUMMARY OF SOIL QUALITY DATA

PNSY BERTH 6

KITTERY, ME

FILE NO. 134769‐002

Precharacterization Grid

Location Name HA20‐TP1 HA20‐TP2 HA20‐TP3

Sample Name HA20‐TP1 HA20‐TP2 HA20‐TP3

Sample Date 11/04/2020 11/05/2020 11/05/2020

Lab Sample ID

L2048794‐01

L2051644‐01

L2048845‐01

L2051644‐02

L2048845‐02

L2051644‐03

Volatile Organic Compounds (mg/kg)

Sum of Volatile Organic Compounds NA NA NA NA ND ND ND

Semi‐Volatile Organic Compounds (mg/kg)

Sum of Semi‐Volatile Organic Compounds NA NA NA NA ND ND ND

Total Petroleum Hydrocarbons (mg/kg)

Total Petroleum Hydrocarbons (C10‐C28) DRO NA NA NA NA ND (36) ND (35) ND (35)

Inorganic Compounds (mg/kg)

Arsenic 41 54 40 40 21.5 17.5 13.4

Barium 100000 20000 NA NA 26.9 26.8 23.7

Cadmium 1400 42 30 80 0.54 1.02 ND (0.421)

Chromium NA NA 1000 1000 27.9 26.8 20.9

Lead 440 450 1000 2000 12.2 46.4 30

Mercury 3.1 3.1 10 10 ND (0.075) 0.105 0.142

Selenium 8000 1700 NA NA ND (0.837) ND (0.834) ND (0.842)

Silver 8000 1700 NA NA ND (0.419) ND (0.417) ND (0.421)

TCLP Inorganic Compounds (mg/L)

Arsenic NA NA NA NA ND (1) ND (1) ND (1)

Barium NA NA NA NA ND (0.5) ND (0.5) ND (0.5)

Cadmium NA NA NA NA ND (0.1) ND (0.1) ND (0.1)

Chromium NA NA NA NA ND (0.2) ND (0.2) ND (0.2)

Lead NA NA 5 5 ND (0.5) ND (0.5) ND (0.5)

Mercury NA NA NA NA ND (0.001) ND (0.001) ND (0.001)

Selenium NA NA NA NA ND (0.5) ND (0.5) ND (0.5)

Silver NA NA NA NA ND (0.1) ND (0.1) ND (0.1)

PCBs (mg/kg)

Aroclor‐1016 (PCB‐1016) 70 16 NA NA ND (0.0366) ND (0.0355) ND (0.0358)

Aroclor‐1221 (PCB‐1221) NA NA NA NA ND (0.0366) ND (0.0355) ND (0.0358)

Aroclor‐1232 (PCB‐1232) NA NA NA NA ND (0.0366) ND (0.0355) ND (0.0358)

Aroclor‐1242 (PCB‐1242) NA NA NA NA ND (0.0366) ND (0.0355) ND (0.0358)

Aroclor‐1248 (PCB‐1248) NA NA NA NA ND (0.0366) ND (0.0355) ND (0.0358)

Aroclor‐1254 (PCB‐1254) NA NA NA NA ND (0.0366) ND (0.0355) ND (0.0358)

Aroclor‐1260 (PCB‐1260) NA NA NA NA ND (0.0366) ND (0.0355) ND (0.0358)

Aroclor‐1262 (PCB‐1262) NA NA NA NA ND (0.0366) ND (0.0355) ND (0.0358)

Aroclor‐1268 (PCB‐1268) NA NA NA NA ND (0.0366) ND (0.0355) ND (0.0358)

Polychlorinated biphenyls (PCBs) 13 74 2 2 ND (0.0366) ND (0.0355) ND (0.0358)

Other

Total Solids (%) NA NA NA NA 90.4 92.2 92.2

Reactive Cyanide (mg/kg) NA NA 250 250 ND (10) ND (10) ND (10)

Reactive Sulfide (mg/kg) NA NA 500 500 ND (10) ND (10) ND (10)

Ignitability (Flashpoint) NA NA NA NA NI NI NI pH (lab) (pH units) NA NA 12.5 12.5 8.5 8.2 8.7

Conductivity (umhos/cm) NA NA NA NA 33 35 130

Herbicides (mg/kg)

2‐(2‐Methyl‐4‐chlorophenoxy)‐propionic acid (MCPP) 1100 2600 NA NA ND (3.58) ND (3.51) ND (3.55)

2,4,5‐T 11000 26000 NA NA ND (0.179) ND (0.175) ND (0.177)

2,4,5‐TP (Silvex) 9000 2100 NA NA ND (0.179) ND (0.175) ND (0.177)

2,4‐DB NA NA NA NA ND (0.179) ND (0.175) ND (0.177)

2,4‐Dichlorophenoxyacetic acid (2,4‐D) NA NA NA NA ND (0.179) ND (0.175) ND (0.177)

2‐Methyl‐4‐chlorophenoxyacetic acid (MCPA) 560 130 NA NA ND (3.58) ND (3.51) ND (3.55)

Dalapon 34000 7700 NA NA ND (0.0358) ND (0.0351) ND (0.0355)

Dicamba NA NA NA NA ND (0.0358) ND (0.0351) ND (0.0355)

Dichloroprop NA NA NA NA ND (0.0358) ND (0.0351) ND (0.0355)

Pesticides (mg/kg)

4,4'‐DDD 34 7.7 NA NA ND (0.00175) ND (0.00167) ND (0.00169)

4,4'‐DDE 130 100 NA NA ND (0.00175) ND (0.00167) ND (0.00169)

4,4'‐DDT 120 160 NA NA ND (0.00328) ND (0.00314) ND (0.00317) IP

Aldrin 2.5 14 NA NA ND (0.00175) ND (0.00167) ND (0.00169) alpha‐BHC 5 29 NA NA ND (0.000729) ND (0.000697) ND (0.000704) alpha‐Chlordane NA NA NA NA ND (0.00219) ND (0.00209) ND (0.00211) beta‐BHC 17 100 NA NA ND (0.00175) ND (0.00167) ND (0.00169)

Chlordane NA NA NA NA ND (0.0146) ND (0.0139) ND (0.0141) delta‐BHC NA NA NA NA ND (0.00175) ND (0.00167) ND (0.00169)

Dieldrin 2 12 NA NA ND (0.00109) ND (0.00104) ND (0.00106)

Endosulfan I NA NA NA NA ND (0.00175) ND (0.00167) ND (0.00169)

Endosulfan II NA NA NA NA ND (0.00175) ND (0.00167) ND (0.00169)

Endosulfan sulfate NA NA NA NA ND (0.000729) ND (0.000697) ND (0.000704)

Endrin 340 510 NA NA ND (0.000729) ND (0.000697) ND (0.000704)

Endrin aldehyde NA NA NA NA ND (0.00219) ND (0.00209) ND (0.00211)

Endrin ketone NA NA NA NA ND (0.00175) ND (0.00167) ND (0.00169) gamma‐BHC (Lindane) 35 3 NA NA ND (0.000729) ND (0.000697) ND (0.000704) gamma‐Chlordane NA NA NA NA ND (0.00219) ND (0.00209) ND (0.00211)

Heptachlor 8.7 34 NA NA ND (0.000874) ND (0.000836) ND (0.000844)

Heptachlor epoxide 4.5 4.4 NA NA ND (0.00328) ND (0.00314) ND (0.00317)

Methoxychlor 5600 1300 NA NA ND (0.00328) ND (0.00314) ND (0.00317)

Toxaphene NA NA NA NA ND (0.0328) ND (0.0314) ND (0.0317)

ABBREVIATIONS AND NOTES:

‐: Not Analyzed bgs: below ground surface ft: feet

I: The lower value for the two columns has been reported due to obvious interference.

MADEP: Massachusetts Department of Environmental Protection

MCP: 310 CMR 40.0000 Massachusetts Contingency Plan effective 25 April 2014; revisions 23 May 2014.

mg/kg: milligram per kilogram mg/L: milligram per liter

NA: Not Applicable

ND (2.5): Not detected, number in parentheses is the laboratory detection limit

NI: Not Ignitable

RAGs: Remedial Action Guidelines

P: The RPD between the results for the two columns exceeds the method‐specified criteria

‐ Analytes detected in Volatile and Semi‐Volatile Organics for at least one sample are reported herein. For a complete list of analytes see the laboratory data sheets.

‐ Samples with concentrations of total chromium greater than or equal to 100 mg/kg are deemed not reportable under the MCP if hexavalent chromium is less than 100 mg/kg.

Action Level

MADEP

Group II‐2

Lined Landfill

MADEP

Group II‐1

Unlined

Landfill

Maine RAGs

Construction

Worker

Maine RAGs

Commercial

Worker

Haley & Aldrich, Inc.

\\haleyaldrich.com\share\CF\Projects\134769\002\Deliverables\Data Report\Tables\2020-1123-HAI Soil Summary.xlsx November 2020

FIGURES

SITE

70°43'0"W70°44'0"W70°45'0"W 43°6'0"N

43°5'0"N

43°4'0"N

GI

S F

ILE

PA

TH

ha ley ald ric h.c om \sh are \C F\P roj ec ts\ \G

IS

\M ap s\2 0_ \13 _0 _0 1_

PR

OJ

EC

T_

LO

CU

S.

mx d U

SE

R:

hw ac hh olz

LA

ST

SA

VE

D:

/8/ 1:

:28

PM

MAP SOU RCE: ESRI

SIT E COORDIN AT ES: 43°04'50"N , 70°44'21"W

BERT H 6 REPAIRS AN D IMPROV EMEN T S

PORT SMOU T H N AV AL SHIPY ARD

KIT T ERY , MAIN E

PROJECT L OCU S

FIGU RE 1APPROXIMAT E SCAL E: 1 IN = 2000 FT

DECEMBER 2020

BASE MAP SERVICES

Ideal scales for site vincity figures 1 : 108,000 Sca le ba r = 4 m iles 1 : 54,000 Sca le ba r = 2 m iles 1 : 24,000 (defa ult) 1 : 13,500 Sca le ba r = 0.5 m ile

ME

-10.5 ESTIMATED EL. BOE (NAVD 88)

-19.0 ESTIMATED EL. TO TOP OF BEDROCK (NAVD 88)

-11.0 ESTIMATED EL. TOP OF NATURAL SOIL (NAVD 88)

9.0 ESTIMATED SURFACE EL. (NAVD 88)

75-W41

79-2-8

75-40

75-39

79-2-1

79-2-3

79-2-6

75-42B

75-42 75-42A

75-31

75-32

75-30A 75-30B

75-33A75-33

75-W35

75-W34

79-2-4

79-2-5

78-6

75-36

78-8

78-4

75-W38 78-2

78-5

78-1

78-3

78-9

79-2-2

79-2-7

78-7

Berth 6A Berth 6B Berth 6C

HA20-B1

HA20-B2 HA20-B3 HA20-B4 HA20-B5

HA20-B1

PROPOSED TEST BORING LOCATION

mbrassard

BERTH 6 REPAIRS AND IMPROVEMENTS

PORTSMOUTH NAVAL SHIPYARD

KITTERY, MAINE

SCALE: AS SHOWN

DATE: DECEMBER 2020 FIGURE 2

TEST BORING LOCATION PLAN

LEGEND:

DESIGNATION AND APPROXIMATE LOCATION OF RECENT TEST BORING MADE

BY NORTHERN TEST DRILLING, INC. OF GORHAM, MAINE DURING THE PERIOD

FROM 17 TO 24 AUGUST 2020.

DESIGNATION AND APPROXIMATE LOCATION OF 1975 HISTORIC TEST BORING

MADE BY C.L. GUILD DRILLING & BORING, CO. OF AVON, MASSACHUSETTS

DURING THE PERIOD FROM 26 AUGUST 1975 TO 25 SEPTEMBER 1975.

DESIGNATION AND APPROXIMATE LOCATION OF 1978 HISTORIC TEST BORING

MADE BY BAY STATE BORING, INC. OF AVON, MASSACHUSETTS DURING THE

PERIOD FROM 16 OCTOBER 1978 TO 3 NOVEMBER 1978.

DESIGNATION AND APPROXIMATE LOCATION OF 1979 HISTORIC TEST BORING

MADE BY BAY STATE BORING, INC. OF AVON, MASSACHUSETTS DURING THE

PERIOD FROM 19 APRIL 1979 TO 9 MAY 1979.

DESIGNATION AND APPROXIMATE LOCATION OF 2002 HISTORIC TEST BORING

MADE BY GZA GEOENVIRONMENTAL OF PROVIDENCE, RHODE ISLAND DURING

THE PERIOD FROM 5 TO 11 MARCH 2002.

DESIGNATION AND APPROXIMATE LOCATION OF 2014 HISTORIC TEST BORING

MADE BY GREAT WORKS TEST BORING, INC. OF ROLLINGSFORD, NEW

HAMPSHIRE DURING THE PERIOD FROM 1 TO 8 FEBRUARY 2014.

NOTES:

1. THE RECENT 2020 TEST BORING EXPLORATIONS WERE LAID OUT IN

THE FIELD BY A REPRESENTATIVE OF HALEY & ALDRICH.

2. THE RECENT 2020 TEST BORING EXPLORATIONS WERE MONITORED

IN THE FIELD BY A REPRESENTATIVE OF HALEY & ALDRICH.

3. THE BASE DRAWING WAS PROVIDED IN ELECTRONIC FORMAT BY

APPLEDORE MARINE ENGINEERING, LLC.

HA20-B1

75-39

78-6

79-2-5

B6-1

B4 mbrassard

HA20-TP1

BERTH 6 REPAIRS AND IMPROVEMENTS

PORTSMOUTH NAVAL SHIPYARD

KITTERY, MAINE

SCALE: AS SHOWN

DATE: DECEMBER 2020 FIGURE 3

TEST PIT LOCATION PLAN

HA20-TP2

HA20-TP3

NOTES:

1. TEST PIT LOCATIONS WERE LAID OUT IN THE FIELD BY A REPRESENTATIVE

OF HALEY & ALDRICH.

2. TEST PITS WERE MONITORED IN THE FIELD BY A REPRESENTATIVE OF HALEY

& ALDRICH.

3. TEST PIT DIMENSIONS SHOWN ARE NOT TO SCALE.

4. UPON COMPLETION TEST PITS WERE PAVED BY GVC CONSTRUCTION OF

LEOMINSTER, MASSACHUSETTS,

5. BASE PLAN PROVIDED IN ELECTRONIC FORMAT BY APPLEDORE MARINE

ENGINEERING, LLC.

LEGEND:

DESIGNATION AND APPROXIMATE LOCATION OF TEST PIT MADE BY

DRILEX OF AUBURN, MASSACHUSETTS DURING THE PERIOD FROM

4 TO 5 NOVEMBER 2020.

HA20-TP1

APPENDIX A

Historic Subsurface Information

1975 Explorations

1978 Explorations

1979 Explorations

2002 Explorations

2014 Explorations

APPENDIX B

Recent Test Boring Logs and Test Pit Cross Sections

Test Boring Logs

S1

S2

S3

S4

4.0 5.0

10.0 12.0

15.0 17.0

20.0 22.0

7.8 0.3

4.1 4.0

-1.9 10.0

-6.9 15.0

-14.0 22.1

-ASPHALT PAVEMENT-

-CONCRETE-

Loose gray silty SAND (SM), mps 5 mm, no structure, no odor, moist

-FILL-

Medium dense dark brown to light brown well graded GRAVEL with sand (GW), mps 0.75 in., no structure, no odor, moist

-FILL-

Note: Recovered one 0.75 in. rock fragment.

-FILL-

Note: Recovered four (4) small rock fragments less than 0.75 in.

-TOP OF BEDROCK-

SEE CORE BORING REPORT FOR ROCK DETAILS

SM

GW

GP

GP

M. NadeauBarrel

Sample ID

J. Fletcher

HA20-B1

11:34

Driller

Overburden (ft)

Rig Make & Model:

of Casing

Inside Diameter (in.)

8/19/20 Rock Cored (ft)

Samples

S

Drill Mud:

Casing:

Hoist/Hammer:

Hammer Fall (in.)

Drilling Equipment and Procedures

H&A Rep.

Plasticity: N - Nonplastic L - Low M - Medium H - High Dry Strength: N - None L - Low M - Medium H - High V - Very High

File No.

of Hole

Location

Date Bottom Filter Sand

2.0

Dilatancy: R - Rapid S - Slow N - None Toughness: L - Low M - Medium H - High

Cuttings3.2

*Note: Maximum particle size (mps) is determined by direct observation within the limitations of sampler size.

Time

Water Level Data

Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

O - Open End Rod

T - Thin Wall Tube

U - Undisturbed Sample

Time (hr.)

Grout

HA20-B1

134769-002

0.1

Sampler

Elapsed Riser Pipe

Elevation

Finish

Field Tests:

Summary

Casing

Depth (ft) to:

Sheet No.

Bottom

See Plan

S - Split Spoon Sample

8.1 est.

HW Drive

Bit Type: Roller Bit

Well Diagram

Water

Diedrich D50 ATVType

Hammer Weight (lb)

18 August 2020 17 August 2020

22.1

Concrete Bentonite Seal

Datum

Screen

Boring No.

Boring No.

of

35.0

Start

HW

54.3

NQ

NAVD88

S4, C17

None

Winch / Automatic Hammer

26.8

Client Contractor

Project Berth & Maintenance & Repairs, Kittery, Maine Appledore Engineering Northern Test Drilling

D ep th ft)

H

A -T

E S

T B

O R

IN

G

-0 7-

9_

H A

-L

IB

-R

E V

.G

LB

H A

-T B

C

O R

E

W E

LL

-0

7- 1.

G D

T

G

G

IN

T

\P O

R T

LA

N

D \1

9-

P

N S

Y \1

9_ H

A

-B 1-

B 5.

G P

J an

TEST BORING REPORT

S am pl e

N o.

R ec in

S am pl er

B lo w s pe r in

S am pl e

D ep th ft)

Gravel Sand Field Test

F in e

C oa rs e

M ed iu m

F in e

F in es

D ila ta nc y

C oa rs e

T ou gh ne ss

P la st ic ity

S tr en g th

Field Test

S tr at u m C ha ng e E le v/

D ep th

ft) VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION

(Density/consistency, color, GROUP NAME, max. particle size*, structure, odor, moisture, optional descriptions

GEOLOGIC INTERPRETATION)

U S

C S

S ym bo l

N 89928.319 E 2800111.626

C1

C2

C3

C4

C5

C6

C7 C8

C9

C10

C11

C12

C13

C14 C15

22.1 26.2

26.2 28.7

28.7 30.1

30.1 31.7

31.7 34.3

34.3 35.6

35.6 36.1 36.1 37.4 37.4 39.6

39.6 41.9

41.9 42.8 42.8 45.0

45.0 48.3

48.3 48.8 48.8 52.6

Fresh to

Slight

Fresh to

Slight

Fresh

Fresh

Fresh

Fresh

Fresh Fresh

Fresh

Fresh

Fresh

Fresh to

Slight

Fresh to

Slight

Fresh Fresh

-14.0 22.1

C1: Hard, fresh to slightly weathered, dark gray, fine-grained, PHYLLITE. Primary joint set dipping at moderate angle, close, rough, quartz stringers present.

-KITTERY FORMATION-

C2: Hard, fresh to slightly weathered, dark gray, aphanitic to fine-grained, PHYLLITE.

Primary joint set dipping at moderate angle, close, rough, quartz stringers present.

C3: No Recovery.

C4: Hard, fresh, dark gray, aphanitic to fine-grained, PHYLLITE. Primary joint set dipping at low angle, close, rough, quartz stringers present.

C5: Hard, fresh, dark gray, aphanitic to fine-grained, PHYLLITE. Primary joint set dipping at low angle, close, rough, quartz stringers present.

C6: Hard, fresh, dark gray, aphanitic to fine-grained, PHYLLITE. Primary joint set dipping at high angle, close, rough.

C7: Hard, fresh, dark gray, aphanitic to fine-grained, PHYLLITE. Primary joint set dipping at high angle, close, rough.

C8: Hard, fresh, dark gray, aphanitic to fine-grained, PHYLLITE. Primary joint set dipping at high angle, close, rough, fresh. Secondary joint set dipping moderately, very close to close, rough, fresh, perpendicular to primary joint set.

C9: Hard, fresh, dark gray, aphanitic to fine-grained, PHYLLITE. Primary joint set dipping at high angle, close, rough.

C10: Hard, fresh, dark gray, aphanitic to fine-grained, PHYLLITE. Primary joint set dipping at high angle, close, rough, fresh, calcite infilling. Secondary joint set dipping moderately, close, rough, fresh, calcite infilling, perpendicular to primary joint set.

C11: Hard, fresh, gray, aphanitic to fine-grained, PHYLLITE. Primary joint set dipping at high angle, close, rough.

C12: Hard, fresh to slightly weathered, dark gray, aphanitic to fine-grained, PHYLLITE. Primary joint set dipping at low to moderate angle, close, smooth, quartzite stringers present.

C13: Hard, fresh to slightly weathered, dark gray, fine-grained, PHYLLITE. Primary joint set dipping at low to moderate angle, close, smooth.

C14: Hard, fresh, dark gray, aphanitic to fine-grained, PHYLLITE. Primary joint set dipping at low to moderate angle, close, smooth to rough, thick 0.25-in. calcite infilling, quartzite intrusion present.

C15: Hard, fresh, dark gray, aphanitic to fine-grained, PHYLLITE. Primary joint set dipping at low to moderate angle, close, rough, quartzite intrusion present.

SEE TEST BORING REPORT FOR OVERBURDEN DETAILS

Sheet No.

Recovery/RQD

Boring No.

CORE BORING REPORT File No.

Sheet No.

H

A _C

O R

E

W E

LL

-1

_H A

-L

IB

-R

E V

-T B

C

O R

E

W E

LL

-0

7- 1.

G

G

IN

T \P

O R

T

LA

N D

\1

9-

P N

S Y

\1

9_

H A

-B

1- B

5.

G

Ja n

134769-002

Run No.

Run Depth

(ft)

Weath-ering

Drilling Rate

(min./ft)

Elev./ Depth

(ft)

Depth (ft)

Visual Description and Remarks

in. %

C16

C17

52.6 54.6

54.6 57.5

Fresh

Fresh

-49.4 57.5

C16: Hard, fresh, dark gray, aphanitic to fine-grained, PHYLLITE AND QUARTZITE.

Primary joint set dipping at moderate to high angle, close, rough, quartzite stringers present.

C17: Hard, fresh, dark gray, aphanitic to fine-grained, PHYLLITE AND QUARTZITE.

Primary joint set dipping low angle, close, rough, quartzite stringers present.

-KITTERY FORMATION-

BOTTOM OF EXPLORATION 57.5 FT

Sheet No.

Recovery/RQD

Boring No.

CORE BORING REPORT File No.

Sheet No.

H

A _C

O R

E

W E

LL

_H A

-L

IB

-R

E V

-T B

C

O R

E

W E

LL

-0

7- 1.

G

G

IN

T \P

O R

T

LA

N D

\1

9-

P N

S Y

\1

9_

H A

-B

1- B

5.

G n

134769-002

Run No.

Run Depth

(ft)

Weath-ering

Drilling Rate

(min./ft)

Elev./ Depth

(ft)

Depth (ft)

Visual Description and Remarks

S2

S3

S4

S5

0.4 2.4

5.0 7.0

10.0 12.0

15.0 17.0

20.0 22.0

8.2 0.4

-1.4 10.0

-11.4 20.0

-ASPHALT PAVEMENT-

Medium dense light brown silty SAND with gravel (SM), mps 2 in., no structure, no odor, dry

-FILL-

Loose light brown silty SAND with gravel (SM), mps 1.5 in., no structure, no odor, wet

-FILL-

Medium dense light brown poorly graded SAND (SP), mps 1 in., no structure, no odor, wet

-FILL-

Loose dark gray poorly graded SAND with gravel (SP), mps 2.5 in., no structure, no odor, wet

-FILL-

Loose dark gray poorly graded GRAVEL with sand (GP), mps 1 in., no structure, no odor, wet

-FILL-

SM

SM

SP

SP

GP

M. NadeauBarrel

Sample ID

J. Fletcher

HA20-B2

11:27

Driller

Overburden (ft)

Rig Make & Model:

of Casing

Inside Diameter (in.)

8/20/20 Rock Cored (ft)

Samples

S

Drill Mud:

Casing:

Hoist/Hammer:

Hammer Fall (in.)

Drilling Equipment and Procedures

H&A Rep.

Plasticity: N - Nonplastic L - Low M - Medium H - High Dry Strength: N - None L - Low M - Medium H - High V - Very High

File No.

of Hole

Location

Date Bottom Filter Sand

2.0

Dilatancy: R - Rapid S - Slow N - None Toughness: L - Low M - Medium H - High

Cuttings6.3

*Note: Maximum particle size (mps) is determined by direct observation within the limitations of sampler size.

Time

Water Level Data

Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

O - Open End Rod

T - Thin Wall Tube

U - Undisturbed Sample

Time (hr.)

Grout

HA20-B2

134769-002

0.1

Sampler

Elapsed Riser Pipe

Elevation

Finish

Field Tests:

Summary

Casing

Depth (ft) to:

Sheet No.

Bottom

See Plan

S - Split Spoon Sample

8.6 est.

HW Drive

Bit Type: Roller Bit

Well Diagram

Water

Diedrich D50 ATVType

Hammer Weight (lb)

20 August 2020 19 August 2020

37.2

Concrete Bentonite Seal

Datum

Screen

Boring No.

Boring No.

of

10.0

Start

HW

41.7

NQ

NAVD88

S8, C6

None

Winch / Automatic Hammer

Client Contractor

Project Berth & Maintenance & Repairs, Kittery, Maine Appledore Engineering Northern Test Drilling

D ep th ft)

H

A -T

E S

T B

O R

IN

G

-0

9_

H A

-L

IB

-R

E V

-T B

C

O R

E

W E

LL

-0

7- 1.

G

G

IN

T

\P O

R T

LA

N

D \1

9-

P

N S

Y \1

9_ H

A

-B 1-

B 5.

G an

TEST BORING REPORT

S am pl e

N o.

R ec in

S am pl er

B lo w s pe r in

S am pl e

D ep th ft)

Gravel Sand Field Test

F in e

C oa rs e

M ed iu m

F in e

F in es

D ila ta nc y

C oa rs e

T ou gh ne ss

P la st ic ity

S tr en g th

Field Test

S tr at u m C ha ng e E le v/

D ep th

ft) VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION

(Density/consistency, color, GROUP NAME, max. particle size*, structure, odor, moisture, optional descriptions

GEOLOGIC INTERPRETATION)

U S

C S

S ym bo l

N 89719.650 E 2800073.413

S6

S7

S8

25.0 27.0

30.0 32.0

35.0 37.0

-16.4 25.0

-26.4 35.0

-28.6 37.2

Medium dense dark gray poorly graded SAND with gravel (SP), mps 2 in., no structure, no odor, wet

-FILL-

Medium dense dark gray poorly graded SAND with gravel (SP), mps 1 in., no structure, no odor, wet

Very dense gray well graded SAND with gravel (SW), mps 1 in., no structure, no odor, wet

-FILL-

-TOP OF BEDROCK-

SEE CORE BORING REPORT FOR ROCK DETAILS

SP

SP

SW

Sheet No. of

NOTE: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

Boring No.

File No.

Boring No.

134769-002

HA20-B2

HA20-B2

D ep th ft)

H

A -T

E S

T B

O R

IN

G

-0

9_

H A

-L

IB

-R

E V

-T B

C

O R

E

W E

LL

-0

7- 1.

G

G

IN

T

\P O

R T

LA

N

D \1

9-

P

N S

Y \1

9_ H

A

-B 1-

B 5.

G an

TEST BORING REPORT

S am pl e

N o.

R ec in

S am pl er

B lo w s pe r in

S am pl e

D ep th ft)

Gravel Sand Field Test

F in e

C oa rs e

M ed iu m

F in e

F in es

D ila ta nc y

C oa rs e

T ou gh ne ss

P la st ic ity

S tr en g th

Field Test

S tr at u m C ha ng e E le v/

D ep th

ft) VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION

(Density/consistency, color, GROUP NAME, max. particle size*, structure, odor, moisture, optional descriptions

GEOLOGIC INTERPRETATION)

U S

C S

S ym bo l

C3

C4 C5

C6

38.0 41.1

41.1 42.8

42.8 44.7

44.7 45.1 45.1 46.9

46.9 48.0

Slight

Fresh to

Slight

Fresh

Fresh Fresh

Slight

-28.6 37.2

-39.4 48.0

C1: Hard, slightly weathered, dark gray, aphanitic to fine-grained, QUARTZITE.

Primary joint set dipping at moderate angle, moderate, rough, quartz veins present.

-KITTERY FORMATION-

C2: Hard, fresh to slightly weathered, dark gray, fine-grained, QUARTZITE. Primary joint set dipping high angle, moderate, rough, quartz veins present as well as infilling.

C3: Hard, fresh, dark gray, fine-grained, PHYLLITE AND QUARTZITE. Primary joint set dipping at moderate angle, moderate, rough, fresh to discolored, quartz veins present.

C4: Similar rock description to core run C3.

C5: Similar rock description to core run C3.

C6: Hard, slightly weathered, dark gray, fine to medium-grained, PHYLLITE AND QUARTZITE. Primary joint set dipping at moderate angle, moderate, rough, discolored.

-KITTERY FORMATION-

BOTTOM OF EXPLORATION 48.0 FT

SEE TEST BORING REPORT FOR OVERBURDEN DETAILS

Sheet No.

Recovery/RQD

Boring No.

CORE BORING REPORT File No.

Sheet No.

H

A _C

O R

E

W E

LL

_H A

-L

IB

-R

E V

-T B

C

O R

E

W E

LL

-0

7- 1.

G

G

IN

T \P

O R

T

LA

N D

\1

9-

P N

S Y

\1

9_

H A

-B

1- B

5.

G n

134769-002

Run No.

Run Depth

(ft)

Weath-ering

Drilling Rate

(min./ft)

Elev./ Depth

(ft)

Depth (ft)

Visual Description and Remarks

HA20-B2

S2

S3

S4

S5

0.4 2.4

5.0 7.0

10.0 12.0

15.0 15.4

20.0 22.0

8.3 0.4

3.7 5.0

-1.3 10.0

-ASPHALT PAVEMENT-

Medium dense light brown poorly graded SAND with silt and gravel (SP- SM), mps 1.5 in., no structure, no odor, dry

Loose light brown silty SAND with gravel (SM), mps 0.5 in., no structure, no odor, dry

-FILL-

Loose light brown poorly graded SAND with gravel (SP), mps 1.5 in., no structure, no odor

-FILL-

Very dense dark gray poorly graded SAND with gravel (SP), mps 1 in., no structure, no odor, wet

-FILL-

No Recovery

SP-SM

SM

SP

SP

M. NadeauBarrel

Sample ID

J. Fletcher

HA20-B3

11:45

Driller

Overburden (ft)

Rig Make & Model:

of Casing

Inside Diameter (in.)

8/21/20 Rock Cored (ft)

Samples

S

Drill Mud:

Casing:

Hoist/Hammer:

Hammer Fall (in.)

Drilling Equipment and Procedures

H&A Rep.

Plasticity: N - Nonplastic L - Low M - Medium H - High Dry Strength: N - None L - Low M - Medium H - High V - Very High

File No.

of Hole

Location

Date Bottom Filter Sand

2.0

Dilatancy: R - Rapid S - Slow N - None Toughness: L - Low M - Medium H - High

Cuttings8.5

*Note: Maximum particle size (mps) is determined by direct observation within the limitations of sampler size.

Time

Water Level Data

Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

O - Open End Rod

T - Thin Wall Tube

U - Undisturbed Sample

Time (hr.)

Grout

HA20-B3

134769-002

0.1

Sampler

Elapsed Riser Pipe

Elevation

Finish

Field Tests:

Summary

Casing

Depth (ft) to:

Sheet No.

Bottom

See Plan

S - Split Spoon Sample

8.7 est.

HW Drive

Bit Type: Roller Bit

Well Diagram

Water

Diedrich D50 ATVType

Hammer Weight (lb)

21 August 2020 20 August 2020

33.6

Concrete Bentonite Seal

Datum

Screen

Boring No.

Boring No.

of

20.0

Start

HW

45.5

NQ

NAVD88

S7, C7

None

Winch / Automatic Hammer

28.1

Client Contractor

Project Berth & Maintenance & Repairs, Kittery, Maine Appledore Engineering Northern Test Drilling

D ep th ft)

H

A -T

E S

T B

O R

IN

G

-0

9_

H A

-L

IB

-R

E V

-T B

C

O R

E

W E

LL

-0

7- 1.

G

G

IN

T

\P O

R T

LA

N

D \1

9-

P

N S

Y \1

9_ H

A

-B 1-

B 5.

G an

TEST BORING REPORT

S am pl e

N o.

R ec in

S am pl er

B lo w s pe r in

S am pl e

D ep th ft)

Gravel Sand Field Test

F in e

C oa rs e

M ed iu m

F in e

F in es

D ila ta nc y

C oa rs e

T ou gh ne ss

P la st ic ity

S tr en g th

Field Test

S tr at u m C ha ng e E le v/

D ep th

ft) VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION

(Density/consistency, color, GROUP NAME, max. particle size*, structure, odor, moisture, optional descriptions

GEOLOGIC INTERPRETATION)

U S

C S

S ym bo l

N 89607.572 E 2800052.507

S7

25.0 27.0

30.0 32.0

-21.3 30.0

-24.9 33.6

Medium dense dark gray poorly graded SAND (SP), mps 1 in., no structure, no odor, wet

-FILL-

Medium dense dark gray poorly graded GRAVEL with sand (GP), mps 2 in., no structure, no odor, wet

-FILL-

-TOP OF BEDROCK-

SEE CORE BORING REPORT FOR ROCK DETAILS

SP

GP

Sheet No. of

NOTE: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

Boring No.

File No.

Boring No.

134769-002

HA20-B3

HA20-B3

D ep th ft)

H

A -T

E S

T B

O R

IN

G

-0

9_

H A

-L

IB

-R

E V

-T B

C

O R

E

W E

LL

-0

7- 1.

G

G

IN

T

\P O

R T

LA

N

D \1

9-

P

N S

Y \1

9_ H

A

-B 1-

B 5.

G an

TEST BORING REPORT

S am pl e

N o.

R ec in

S am pl er

B lo w s pe r in

S am pl e

D ep th ft)

Gravel Sand Field Test

F in e

C oa rs e

M ed iu m

F in e

F in es

D ila ta nc y

C oa rs e

T ou gh ne ss

P la st ic ity

S tr en g th

Field Test

S tr at u m C ha ng e E le v/

D ep th

ft) VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION

(Density/consistency, color, GROUP NAME, max. particle size*, structure, odor, moisture, optional descriptions

GEOLOGIC INTERPRETATION)

U S

C S

S ym

C3

C4

C5

C6

C7

34.0 37.9

37.9 41.5

41.5 42.4 42.4 45.7

45.7 46.8

46.8 51.8

51.8 54.0

Slight

Slight

Slight

Slight

Slight

Fresh to

Slight

Fresh to

Slight

-24.9 33.6

-45.3 54.0

C1: Hard, slightly weathered, dark gray, fine-grained, PHYLLITE. Primary joint set dipping at moderate angle, moderate, rough, thick 3/8-in. thick calcite infilling.

Secondary joint set dipping horizontal, close to moderate, rough, fresh. Frequent quartz stringers.

-KITTERY FORMATION-

C2: Hard, slightly weathered, dark gray, fine-grained, PHYLLITE. Primary joint set dipping at moderate angle, moderate, rough. Singular secondary joint set dipping high angle.

C3: Hard, slightly weathered, dark gray, fine-grained, PHYLLITE. Primary joint set dipping at moderate angle, moderate, rough. Secondary joint set dipping high angle, moderate, slickensided, fresh to discolored.

C4: Hard, slightly weathered, dark gray, fine-grained, PHYLLITE. Primary joint set dipping at moderate angle, moderate, rough, fresh to discolored.

C5: Hard, slightly weathered, dark gray, fine-grained, PHYLLITE. Primary joint set dipping at moderate angle, moderate, rough, discolored. Secondary joint set dipping high angle, wide, rough, discolored.

C6: Hard, fresh to slightly weathered, dark gray, fine-grained, PHYLLITE. Primary joint set dipping at moderate angle, moderate, rough, fresh to discolored, minor quartz infilling.

C7: Hard, fresh to slightly weathered, dark gray, fine-grained, PHYLLITE. Primary joint set dipping at low to moderate angle, rough, discolored.

-KITTERY FORMATION-

BOTTOM OF EXPLORATION 54.0 FT

SEE TEST BORING REPORT FOR OVERBURDEN DETAILS

Sheet No.

Recovery/RQD

Boring No.

CORE BORING REPORT File No.

Sheet No.

H

A _C

O R

E

W E

LL

_H A

-L

IB

-R

E V

-T B

C

O R

E

W E

LL

-0

7- 1.

G

G

IN

T \P

O R

T

LA

N D

\1

9-

P N

S Y

\1

9_

H A

-B

1- B

5.

G n

134769-002

Run No.

Run Depth

(ft)

Weath-ering

Drilling Rate

(min./ft)

Elev./ Depth

(ft)

Depth (ft)

Visual Description and Remarks

HA20-B3

S2

S3

S4

S5

S6

0.5 2.5

5.0 7.0

10.0 12.0

15.0 17.0

20.0 22.0

25.0 25.0

7.7 0.5

-6.8 15.0

-11.8 20.0

-16.8 25.0

-ASPHALT PAVEMENT-

Medium dense light brown and gray poorly graded GRAVEL with silt and sand (GP-GM), mps 0.75 in., no structure, no odor, dry

-FILL-

Medium dense light brown poorly graded GRAVEL with silt and sand (GP-GM), mps 0.75 in., no structure, no odor, dry to moist

Medium dense brown and gray poorly graded GRAVEL with silt and sand (GP-GM), mps 1.5 in., no structure, no odor

Medium dense dark gray poorly graded SAND (SP), mps 0.5 in., no structure, no odor, wet

-FILL-

Medium dense dark gray well graded GRAVEL with sand (GW), mps 2 in., no structure, no odor, wet

Note: Rollerbit used through cobbles and possible boulder from 22.0 to

24.0 ft depth.

-FILL-

No Recovery -TOP OF BEDROCK-

SEE CORE BORING REPORT FOR ROCK DETAILS

GP-

GM

GP-

GM

GP-

GM

SP

GW

M. NadeauBarrel

Sample ID

J. Fletcher

HA20-B4

Driller

Overburden (ft)

Rig Make & Model:

of Casing

Inside Diameter (in.)

Rock Cored (ft)

Samples

S

Drill Mud:

Casing:

Hoist/Hammer:

Hammer Fall (in.)

Drilling Equipment and Procedures

H&A Rep.

Plasticity: N - Nonplastic L - Low M - Medium H - High Dry Strength: N - None L - Low M - Medium H - High V - Very High

File No.

of Hole

Location

Date Bottom Filter Sand

2.0

Dilatancy: R - Rapid S - Slow N - None Toughness: L - Low M - Medium H - High

Cuttings

*Note: Maximum particle size (mps) is determined by direct observation within the limitations of sampler size.

Time

Water Level Data

Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

O - Open End Rod

T - Thin Wall Tube

U - Undisturbed Sample

Time (hr.)

Grout

HA20-B4

134769-002

Sampler

Elapsed Riser Pipe

Elevation

Finish

Field Tests:

Summary

Casing

Depth (ft) to:

Sheet No.

Bottom

See Plan

S - Split Spoon Sample

8.2 est.

HW Drive

Bit Type: Roller Bit

Well Diagram

Water

Diedrich D50 ATVType

Hammer Weight (lb)

24 August 2020 21 August 2020

25.0

Concrete Bentonite Seal

Datum

Screen

Boring No.

Boring No.

of

10.0

Start

HW

NQ

NAVD88

S6, C6

None

Winch / Automatic Hammer

Client Contractor

Project Berth & Maintenance & Repairs, Kittery, Maine Appledore Engineering Northern Test Drilling

D ep th ft)

H

A -T

E S

T B

O R

IN

G

-…