FINAL_GeotechnicalReport_WatervlietArsenal_Rev1 8-7-23.pdf

Confidential

Prepared for

RS&H, Inc.

Prepared By

Ramboll US Consulting, Inc.

Date

August 2023

Project Number

1940103783

GEOTECHNICAL DATA

REPORT

WATERVLIET ARSENAL,

WATERVLIET, NY

Ramboll 333 West Washington Street Syracuse, NY 13221

USA

T 315-956-6100 F 315-463-7554 https://ramboll.com

GEOTECHNICAL DATA REPORT

WATERVLIET ARSENAL, WATERVLIET, NY

Project name Watervliet Arsenal Fire Station Project no. 1940103783 Recipient RS&H, Inc.

Version 1 Date August 7, 2023 Prepared by Russell Graziano Checked by Dave Farber Approved by Todd Farr

© 2023 Ramboll

Ramboll - Geotechnical Data Report i Confidential

CONTENTS

1. INTRODUCTION 1

2. SUBSURFACE INVESTIGATION 1

2.1 Test Pits 1

2.2 Geotechnical Soil Borings and Rock Coring 1

2.3 Infiltration Testing 2

3. SUBSURFACE CONDITIONS 3

3.1 Hydrologic Soil Group 4

4. GEOTECHNICAL LAB TESTING RESULTS 4

4.1 Atterberg Limits 5

4.2 Natural Moisture Content 6

4.3 Particle Size Distribution 7

4.4 Soil Chemical Properties for Resistivity and Corrosion Potential 8

4.5 Organic Content 8

4.6 Effective and Dry Unit Weight of Rock Cores 9

4.7 Water Content of Rock Cores 9

4.8 Uniaxial Compressive Strength of Intact Rock Core Specimens 9

5. Disclaimer and Limitations 10

FIGURES

Figure 1 – Subsurface Exploration Plan

TABLES

Table 1 – Infiltration Testing 2 Table 2 – Field Testing 3 Table 3 – Final Groundwater Depths 4 Table 4 – Atterberg Limits 5 Table 5 – Natural Moisture Content 6 Table 6 – Particle Size Distribution 7 Table 7 - Soil Resistivity and Corrosion Potential 8 Table 8 – Organic Content 8 Table 9 – Effective and Dry Unit Weight and Total Porosity of Rock Cores 9 Table 10 – Water Content of Rock Cores 9 Table 11 – Uniaxial Compressive Strength of Intact Rock Core Specimens 9 ii Confidential

APPENDICES

Appendix 1 Boring and Test Pit Logs

Appendix 2 Test Pit Photo Log

Appendix 3 Rock Core Photos

Appendix 4 USDA Hydrologic Soil Group

Appendix 5 Laboratory Test Reports

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1. INTRODUCTION

This summary report presents the findings of a geotechnical investigation completed by Ramboll Americas Engineering Solutions, Inc. (Ramboll) in connection with design of the proposed fire station at Watervliet Arsenal in Watervliet, NY. The proposed fire station is expected to be built in what is currently a grassed area, with some trees and a walking path. Ramboll was contracted by RS&H on behalf of the United States Army Corps of Engineers (USACE) to oversee the subsurface investigation and summarize the findings herein.

2. SUBSURFACE INVESTIGATION

Ramboll subcontracted Parratt-Wolff Inc. (Parratt-Wolff), a drilling contractor licensed in New York, to complete the subsurface investigation. Components of the investigation included the following:

• Test Pits

• Geotechnical Soil Borings and Rock Coring

• Infiltration Testing

2.1 Test Pits

Three test pits were dug to assess the site. Each test pit was excavated to be approximately 25 square feet in area and were terminated at a depth of 5.0 feet below ground surface (ft bgs).

Test pit logs can be found in Appendix 1. A photo log of the test pits can be found in Appendix 2.

The locations of the test pits are shown on Figure 1.

2.2 Geotechnical Soil Borings and Rock Coring

Nine geotechnical soil borings were advanced at the Site utilizing a conventional drill rig to depths ranging from 8.1 to 29.5 ft bgs. Boring logs can be found in Appendix 1. The locations of the geotechnical borings are shown on Figure 1.

The borings were advanced into the overburden soils utilizing mud rotary drilling techniques in accordance with American Society for Testing and Materials (ASTM) D 5783 Standard Guide for Use of Direct Rotary Drilling with Water-Based Drilling Fluid for Geoenvironmental Exploration and the Installation of Subsurface Water-Quality Monitoring Devices to obtain split-spoon samples and install monitoring wells.

Split-spoon samples were obtained using the standard penetration test (SPT) in accordance with the ASTM D1586 Standard Test Method for Standard Penetration Tests. The blow counts per 6 inches (hammer strikes with a 140 pound hammer falling 30 inches) required to advance the sampler a total of 24 inches were counted and reported. Soils were logged in accordance with the Unified Soil Classification System (USCS). Split spoon samples were collected continuously from grade to 10 feet below ground surface (bgs), then at standard sampling intervals every 5 feet until encountering bedrock.

Five borings, B-2, B-4, B-7, B-8, and B-9 were terminated at split-spoon refusal at the top of apparent bedrock. In the other 4 borings, rock core samples were continuously collected until

2/10 Confidential boring termination 10 feet into competent bedrock with a rock quality designation greater than 60%, in accordance with ASTM D2113 Standard Practice for Rock Core Drilling and Sampling of Rock for Site Exploration. The 5-foot core samples were placed in wooden boxes for storage and transportation to the lab. Rock samples were analyzed for geotechnical properties utilizing the laboratory testing described below. Rock core photos can be found in Appendix 3.

2.3 Infiltration Testing

Two infiltration tests were performed at the location of Test Pit 2 in accordance with the standards found within the New York State Department of Environmental Conservation Stormwater Design Manual Appendix D. One test was performed at a depth of 4 ft bgs and the other was performed at a depth of 6 ft bgs. Four-inch diameter PVC casing was installed to each depth, and 2 inches of coarse sand was placed to protect the bottom of the casing from scour during the testing. Two feet of water were added to both casings and allowed to presoak the test site for 24 hours. Four repetitions of the test were performed the next day as follows:

1. Two feet of clean water was added to each casing hole.

2. After an hour, the drop in water level was measured and the casing was refilled to the original starting depth.

3. Steps 1 and 2 were repeated 3 more times.

Upon completion of the testing, the casings were pulled out and the ground was restored. The results of the testing are recorded in the table below.

Table 1 – Infiltration Testing Test Depth

(ft bgs) Hour Number Drop in 1 hour

(ft) Infiltration Rate

(in/hr) 4 1 0.35 4.2

4 2 0.38 4.6

4 3 0.37 4.4

4 4 0.40 4.8

Average 0.38 4.5

6 1 0.00 0.0

6 2 0.09 1.1

6 3 0.08 1.0

6 4 0.05 0.60

Average 0.06 0.66

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3. SUBSURFACE CONDITIONS

Subsurface conditions encountered during the investigation consisted primarily of three soil strata. The first soil stratum is described as a loose to medium dense brown silty sand, with varying gravel content and trace amounts of brick and concrete fragments. Silt content generally increased with depth in this stratum. This material was encountered in each boring from grade until a depth of 4 to 8 ft bgs. The second soil stratum was encountered in borings B-3, B-5, B-7, and B-9, and consisted of a medium hard light gray clay with varying silt and fine sand and gravel content. This stratum was encountered at depths between 4 and 8 feet bgs and varied in thickness from 1 to 4 feet. At locations where this material was encountered, pocket penetrometer and Torvane shear testing was attempted in the field. The results of this testing are found in the table below.

Table 2 – Field Testing Boring No. Sample No. Sample Depth

(ft-ft) USCS Classification Pocket Penetrometer

Reading (tsf) Torvane Shear

(tsf)

B-3 S-3 4.0-6.0 SM 0.75 0.05

B-5 S-3 4.0-6.0 CL 2.5 0.52

B-7 S-3 4.0-6.0 SC 3.5 0.4

B-9 S-3 4.0-6.0 CL 0.6 0.4

B-9 S-4B 7.0-8.0 CL 2.0 0.5

A third soil stratum was encountered below in each boring except B-4 and B-6 extending from the bottom of either the silty sand or clay layer to bedrock. This soil stratum consisted of a saturated lose to dense gray sand with varying gravel and silt content and was encountered at depths ranging from 6 to 8 ft bgs and ended at bedrock.

Shale bedrock was encountered at all 9 geotechnical boring locations. The top of bedrock encountered in the geotechnical borings ranged from approximately 6.5 ft bgs in B-6 to 18.5 ft bgs in B-2. Rock coring found that competent bedrock with RQD greater than 60% began at depths ranging from 15 to 19.5 ft bgs.

The groundwater table was encountered at the top of the gray sand stratum. Piezometer observation wells were installed in borings B-3, B-5, B-7, B-8, and B-9 to the top of bedrock allow the collection of groundwater readings. The installation of each piezometer consisted of a two-inch PVC pipe, screened in the bottom 10 feet, with filter pack sand placed to 2 feet above the screen, 3 feet of bentonite chips placed above the sand, and a cement grout cap placed above the bentonite to grade. Groundwater readings were collected at each well until two days in a row of groundwater measurements were within 0.5 feet of each other. The final day of groundwater readings are found in the table below.

4/10 Confidential

Table 3 – Final Groundwater Depths Boring

No.

Depth to Groundwater

(ft) B-3 4.90 B-5 6.75 B-7 3.80 B-8 5.05 B-9 5.08

Test pits provided a different understanding of the top 5 feet of soil. Test Pits TP-1 and TP-2 indicated less than 2 feet of a silty sand soil present, overlying weathered rock, concrete, and brick material. Test pit TP-3 indicated an increased proportion of the silty sand throughout the first five feet, but with the same concrete and brick present throughout.

3.1 Hydrologic Soil Group

The hydrologic soil group for the surficial soils located at the site were investigated utilizing the Web Soil Survey tool provide by the United States Department of Agriculture. From the area of the site analyzed, the unpaved portions of the site were evaluated to be part of the Nassau channery silt loam, undulating, with a hydrologic soil group rating of D. The hydrologic soil group results provided through the Web Soil Survey tool can be found in Appendix 4.

4. GEOTECHNICAL LAB TESTING RESULTS

Following a review of the soil boring logs, a laboratory testing program was developed by Ramboll to analyze select soil samples to assess site specific geotechnical properties of the native soils. The laboratory testing program for the soil samples, performed by PW Labs, Inc., included the following:

• Atterberg Limits (ASTM D4318)

• Natural Moisture Content (ASTM D2216)

• Particle Size Distribution (ASTM D6913 and ASTM D7928-21e1)

• Modified Proctor Compaction (ASTM D1557)

• California Bearing Ratio (ASTM D1883)

• Reduction/Oxidation (Redox) Potential (ASTM D1948)

• pH (ASTM D4972)

• Resistivity (ASTM G57)

• Sulfides (ASTM D4568M)

• Chlorides and Water Soluble-Sulfates (ASTM D4327)

The laboratory testing program for the rock samples includes the following:

• Effective and Dry Unit Weight and Total Porosity of Rock Cores (United States Army Corps of

Engineers (USACE) Rock Testing Handbook (RTH) 109)

• Water Content of Rock Cores (USACE RTH 106)

• Uniaxial Compressive Strength of Rock Cores (USACE RTH 111)

A summary of the tests performed and their results are provided in the sections below.

Laboratory reports are provided in Appendix 5.

5/10 Confidential

4.1 Atterberg Limits

Atterberg Liquid and Plastic Limit testing was conducted on 4 soil samples obtained from the site.

Atterberg limits were determined in accordance with ASTM D4318 Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils. The results of the testing are summarized below.

Table 4 – Atterberg Limits Boring No. Sample No. Sample Depth

(ft-ft) USCS Classification LL PL PI % Fines

B-3 S-3 4.0-6.0 SM Non-Plastic 33.1

B-5 S-3 4.0-6.0 CL 42 22 20 59.5

B-7 S-3 4.0-6.0 SC 29 19 10 48.9

B-9 S-3 4.0-6.0 CL 38 25 13 54.2

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4.2 Natural Moisture Content

Natural moisture content tests were performed on 27 soil samples obtained from the site. The tests were completed in accordance with ASTM D2216 Standard Test Method for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass. The results of the testing are summarized below.

Table 5 – Natural Moisture Content Boring No. Sample No. Sample Depth

(ft-ft) USCS Classification Moisture Content (%)

B-1 S-3 4.0-6.0 SC 24.4

B-1 S-4A 6.0-7.0 GP 222.8

B-1 S-4B 7.0-8.0 SC 16.7

B-1 S-5 8.0-10.0 SP-SM 20.3

B-2 S-3 4.0-6.0 ML 25.2

B-3 S-3 4.0-6.0 SM 148.8

B-4 S-1 0.0-2.0 SM 12.8

B-4 S-3 4.0-6.0 SM 18.0

B-5 S-3 4.0-6.0 CL 27.6

B-5 S-4 6.0-8.0 SP 15.4

B-6 S-1 0.0-2.0 SM 24.1

B-6 S-2A 2.0-3.5 ML 19.9

B-6 S-2B 3.5-4.0 SP-SM 23.9

B-6 S-3A 4.0-5.0 SM 16.2

B-7 S-1 0.0-2.0 SM 13.0

B-7 S-2 2.0-4.0 SM 10.2

B-7 S-3 4.0-6.0 SC 23.4

B-7 S-4 6.0-8.0 SC 19.3

B-8 S-1 0.0-2.0 SM 10.0

B-8 S-2 2.0-4.0 SM 9.0

B-8 S-3 4.0-6.0 SM 12.4

B-8 S-4 6.0-8.0 SP-SM 9.0

B-9 S-1 0.0-2.0 SM 20.3

B-9 S-2 2.0-4.0 SM 12.8

B-9 S-3 4.0-6.0 CL 33.0

B-9 S-4B 7.0-8.0 CL 28.8

B-9 S-5 8.0-10.0 SC 10.9

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4.3 Particle Size Distribution

Particle size analysis and hydrometer testing was performed on 18 soil samples obtained from the site. Analyses were performed in accordance with ASTM D6913 Standard Test Method for Particle-Size Distribution (Gradation) of Soils Using Sieve Analysis and ASTM D7928-21e1 Standard Test Method for Particle-Size Distribution (Gradation) of Fine-Grained Soils Using the Sedimentation (Hydrometer) Analysis. The results of the testing are summarized below.

Table 6 – Particle Size Distribution Boring

No.

Sample No. Sample Depth

(ft-ft)

USCS

Classification

Cobbles % Gravel % Sand % Fine

B-1 S-3 4.0-6.0 SC 0 38.7 47.0 14.3

B-1 S-4A 6.0-7.0 GP 0 48.5 48.1 3.4

B-1 S-4B 7.0-8.0 SC 0 23.9 55.2 20.9

B-1 S-5 8.0-10.0 SP-SM 0 5.5 87.7 6.8

B-2 S-3 4.0-6.0 ML 0 0 13.2 86.8

B-3 S-3 4.0-6.0 SM 0 11.3 55.6 33.1

B-4 S-3 4.0-6.0 SM 0 23.9 38.1 38.0

B-5 S-3 4.0-6.0 CL 0 4.1 36.4 59.5

B-6 S-1 0.0-2.0 SM 0 4.9 50.5 44.6

B-6 S-2B 3.5-4.0 SP-SM 0 3.5 86.0 10.5

B-6 S-3A 4.0-5.0 SM 0 9.8 53.3 36.9

B-7 S-2 2.0-4.0 SM 0 32.6 52.8 14.6

B-7 S-3 4.0-6.0 SC 0 12.7 38.4 48.9

B-8 S-1 0.0-2.0 SM 0 35.6 42.3 22.1

B-9 S-1 0.0-2.0 SM 0 11.8 56.2 32.0

B-9 S-3 4.0-6.0 CL 0 4.8 41.0 54.2

B-9 S-4B 7.0-8.0 CL 0 5.8 25.2 69.0

B-9 S-5 8.0-10.0 SC 0 26.8 50.1 23.1

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4.4 Soil Chemical Properties for Resistivity and Corrosion Potential The first 2 samples from each of 4 different borings were combined and analyzed for the following chemical analyses: redox, pH, resistivity, sulfides, water-soluble sulfate, and chlorides.

The redox test was completed in accordance with ASTM D1948 Standard Test Method for Oxidation-Reduction Potential of Water. The pH test was completed in accordance with ASTM D4972 Standard Test Methods for pH of Soils. The soil resistivity test was completed in accordance with ASTM G57 Standard Test Methods for Measurement of Soil Resistivity Using the Wenner Four-Electrode Method. The sulfide test was completed in accordance with ASTM D4658M Standard Test Method for Sulfide Ion in Water. The chloride and water soluble-sulfate tests were completed in accordance with ASTM D4327 Standard Test Method for Anions in Water by Suppressed Ion Chromatography. The results of the testing are summarized below.

Table 7 - Soil Resistivity and Corrosion Potential

Sample No. Depth (ft-ft)

Redox (mV) pH Resistivity (As Received)

(ohms-cm)

Resistivity (100%

Saturation) (ohms-cm)

Sulfide (mg/kg)

Chloride (mg/kg)

Sulfate (mg/kg)

B-1/S-1 & -2 0-4 250 7.23 11,000 6,400 ND ND ND

B-2/S-1 & -2 0-4 290 6.93 >20,000 12,000 ND ND ND

B-3/S-1 & -2 0-4 310 7.06 10,000 5,600 ND ND 25

B-5/S-1 & -2 0-4 290 8.10 5,500 4,400 ND 61 ND

Reporting Limit: -- -- -- 50 15 15

Notes:

ND = Not Detected

4.5 Organic Content

Organic Content tests were performed on 3 soil samples obtained from the site. Organic Content tests were performed in accordance with ASTM D5268 Standard Specification for Topsoil Used for Landscaping and Construction Purposes. The results of the testing are summarized below.

Table 8 – Organic Content Boring No. Sample No. Sample Depth

(ft-ft) USCS Classification Organic Content

B-1 S-4A 6.0-7.0 GP 56.7

B-3 S-3 4.0-6.0 SM 29.3

B-4 S-1 0.0-2.0 SM 4.7

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4.6 Effective and Dry Unit Weight of Rock Cores

Effective and Dry Unit Weight tests were performed on 4 rock core samples. The tests were performed in accordance with USACE RTH 109 Effective and Dry Unit Weight and Total Porosity of Rock Cores. The results of the testing are summarized below.

Table 9 – Effective and Dry Unit Weight and Total Porosity of Rock Cores Boring No. Run No. Core Depth

(ft-ft) Effective Unit Weight

(pcf) Dry Unit Weight

(pcf) B-1 R-1 19.0-19.5 169.7 169.0 B-1 R-2 24.0-24.5 169.5 169.0 B-3 R-2 19.5-20.0 169.4 168.9 B-5 R-1 15.5-15.9 170.8 170.1

4.7 Water Content of Rock Cores

Water Content tests were performed on 4 rock core samples. The tests were performed in accordance with USACE RTH 106 Water Content of Rock Cores. The results of the testing are summarized below.

Table 10 – Water Content of Rock Cores Boring No. Run No. Core Depth

(ft-ft) Water Content

(% of Dry Weight) B-1 R-1 19.0-19.5 0.4 B-1 R-2 24.0-24.5 0.3 B-3 R-2 19.5-20.0 0.3 B-5 R-1 15.5-15.9 0.4

4.8 Uniaxial Compressive Strength of Intact Rock Core Specimens Uniaxial Compressive Strength tests were performed on 4 rock core samples. The tests were performed in accordance with USACE RTH 111 Uniaxial Compressive Strength of Intact Rock Core Specimens. The results of the testing are summarized below.

Table 11 – Uniaxial Compressive Strength of Intact Rock Core Specimens Boring No. Run No. Core Depth

(ft-ft) Compressive Strength

(psi) B-1 R-1 19.5-20.0 169.7 B-1 R-2 24.5-24.9 169.5 B-3 R-2 20.0 169.4 B-5 R-1 15.5-15.9 170.8

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5. DISCLAIMER AND LIMITATIONS

This report has been prepared by Ramboll with all reasonable skill, care and diligence, and taking account of the Services and the Terms agreed between Ramboll and the Client.

This report has been prepared in conformance with generally accepted standards of practice in the fields of engineering at the time the services were rendered. Ramboll makes no other warranty or representation, either express or implied, with respect to its services. The report findings are based on information/data obtained during the site-specific geotechnical investigation and the lab test results presented.

APPENDIX 1

BORING AND TEST PIT LOGS

TEST BORING LOG 5879 Fisher Road East Syracuse, NY 13057

PROJECT Watervliet Arsenal

HOLE NO. B-1

LOCATION Watervliet, New York JOB NUMBER: 23058A

SURF. EL.

GROUNDWATER DEPTH DATE STARTED: 04/18/23

WHILE DRILLING 7.0' DATE COMPLETED: 04/18/23

BEFORE CASING N - NO. OF BLOWS TO DRIVE SAMPLER 12" W/140# HAMMER

REMOVED FALLING 30" - ASTM D-1586 STANDARD PENETRATION TEST

AFTER CASING C - NO. OF BLOWS TO DRIVE CASING 12" W/ # HAMMER

REMOVED FALLING "/ OR PERCENT CORE RECOVERY

CASING TYPE HOLLOW STEM AUGER SHEET 1 OF 1

HW FLUSH JOINT CASING

SAMPLE

DRIVE STRATA

SAMPLE SAMPLE RECORD DESCRIPTION OF MATERIAL CHANGE

DEPTH DEPTH NO. Rec PER 6" N DEPTH

0.0'- S-1 1.2' 5 5 Brown moist stiff SILT, little fine to 2.0' 5 2 10 medium gravel 2.0'- S-2 1.2' 2 3 4.0' 2 2 5

5.0 4.0'- S-3 1.1' 1 1 6.0' 6 3 7 6.0'

WL ▼ 6.0'- S-4 1.7' 2 18 Brown moist very stiff PEAT 7.0' 8.0' 5 5 23 Gray wet loose to medium dense fine to 8.0'- S-5 1.3' 3 3 medium SAND, little silt, trace fine gravel

10.0 10.0' 4 4 7 10.0'- S-6 1.3' 14 11 12.0' 11 9 22

15.0 15.0'- S-7 0.3' 7 6 17.0' 8 11 14 17.0'- S-8 0.2' 50/0.3' Black SHALE 17.0' 17.3'

20.0 19.0'- R-1 4.5' NX CORE

24.0' 90% RQD - 53.3%

25.0 24.0'- R-2 4.8' NX CORE

29.0' 96.7% RQD - 78.3%

30.0 Bottom of Boring 29.0'

35.0

40.0

PROJECT Watervliet Arsenal

HOLE NO. B-2

LOCATION Watervliet, New York JOB NUMBER: 23058A

SURF. EL.

GROUNDWATER DEPTH DATE STARTED: 04/19/23

WHILE DRILLING 6.0' DATE COMPLETED: 04/19/23

BEFORE CASING N - NO. OF BLOWS TO DRIVE SAMPLER 12" W/140# HAMMER

REMOVED FALLING 30" - ASTM D-1586 STANDARD PENETRATION TEST

AFTER CASING C - NO. OF BLOWS TO DRIVE CASING 12" W/ # HAMMER

REMOVED FALLING "/ OR PERCENT CORE RECOVERY

CASING TYPE HOLLOW STEM AUGER SHEET 1 OF 1

HW FLUSH JOINT CASING

SAMPLE

DRIVE STRATA

SAMPLE SAMPLE RECORD DESCRIPTION OF MATERIAL CHANGE

DEPTH DEPTH NO. Rec PER 6" N DEPTH

0.0'- S-1 1.8' 2 6 Brown moist stiff SILT, some fine to 2.0' 8 5 14 medium gravel 2.0'- S-2 1.2' 4 3 4.0' 5 3 8

5.0 4.0'- S-3 1.5' 5 8 5.0' WL ▼ 6.0' 2 2 10 Gray moist to wet loose fine to medium

6.0'- S-4 1.8' 4 3 SAND, some silt 8.0' 2 2 5 8.0'- S-5 1.4' 8 2

10.0 10.0' 2 2 4 10.0' 10.0'- S-6 0.8' 19 15 Gray wet medium dense fine to medium 12.0' 5 3 20 SAND, trace silt 12.0'- S-7 1.8' 2 8 14.0' 10 10 18

15.0 15.0'- S-8 1.7' 5 5 17.0' 5 14 10 17.5'- S-9 0.9' 15 50/0.5' 17.5' 18.5' Black weathered SHALE

20.0 Bottom of Boring (top of bedrock) 18.5'

25.0

30.0

PROJECT Watervliet Arsenal

HOLE NO. B-3

LOCATION Watervliet, New York JOB NUMBER: 23058A

SURF. EL.

GROUNDWATER DEPTH DATE STARTED: 04/19/23

WHILE DRILLING 6.0' DATE COMPLETED: 04/19/23

BEFORE CASING N - NO. OF BLOWS TO DRIVE SAMPLER 12" W/140# HAMMER

REMOVED FALLING 30" - ASTM D-1586 STANDARD PENETRATION TEST

AFTER CASING C - NO. OF BLOWS TO DRIVE CASING 12" W/ # HAMMER

REMOVED FALLING "/ OR PERCENT CORE RECOVERY

CASING TYPE HOLLOW STEM AUGER SHEET 1 OF 1

HW FLUSH JOINT CASING

NQ CORE

SAMPLE

DRIVE STRATA

SAMPLE SAMPLE RECORD DESCRIPTION OF MATERIAL CHANGE

DEPTH DEPTH NO. Rec PER 6" N DEPTH

0.0'- S-1 1.6' 3 3 Brown moist stiff SILT, some fine 2.0' 4 4 7 to medium gravel, trace fine sand 2.0'- S-2 1.1' 3 4 4.0' 4 7 8 4.0'

5.0 4.0'- S-3 2.0' 2 1 Brown moist soft PEAT

WL ▼ 6.0' 1 3 2 6.0'

6.0'- S-4 1.7' 4 4 Gray wet loose fine to medium SAND, 8.0' 5 4 9 some silt 8.0'- S-5 1.4' 5 4

10.0 10.0' 4 5 8 10.0' 10.0'- S-6 1.3' 8 3 Gray wet loose fine to medium SAND, 12.0' 3 25 6 trace silt

15.0 14.5'- S-7 0.1' 50/0.1' 14.5' 14.6' Black SHALE

14.5'- R-1 4.0' NX CORE

19.5' 80% RQD - 36.7%

20.0

19.5'- R-2 5.0' NX CORE

24.5' 100% RQD - 73.3%

25.0

24.5'- R-3 5.0' NX CORE

29.5' 100% RQD - 93.3%

30.0 Bottom of Boring 29.5'

Note: Installed 2" PVC piezometer bentonite chips 29.5' to 16.0'

35.0 2" PVC 10 slot screen 15.6' to 5.6' 2" PVC riser 5.6' to grade #0 sand 16.0' to 3.0' bentonite chips 3.0' to 1.0' Flush mount well cover

PROJECT Watervliet Arsenal

HOLE NO. B-4

LOCATION Watervliet, New York JOB NUMBER: 23058A

SURF. EL.

GROUNDWATER DEPTH DATE STARTED: 04/19/23

WHILE DRILLING None DATE COMPLETED: 04/19/23

BEFORE CASING N - NO. OF BLOWS TO DRIVE SAMPLER 12" W/140# HAMMER

REMOVED FALLING 30" - ASTM D-1586 STANDARD PENETRATION TEST

AFTER CASING C - NO. OF BLOWS TO DRIVE CASING 12" W/ # HAMMER

REMOVED FALLING "/ OR PERCENT CORE RECOVERY

CASING TYPE HOLLOW STEM AUGER SHEET 1 OF 1

HW FLUSH JOINT CASING

SAMPLE

DRIVE STRATA

SAMPLE SAMPLE RECORD DESCRIPTION OF MATERIAL CHANGE

DEPTH DEPTH NO. Rec PER 6" N DEPTH

0.0'- S-1 1.3' 3 3 Brown moist medium stiff to stiff SILT, 2.0' 3 3 6 some fine to coarse gravel, little fine to 2.0'- S-2 0.9' 3 2 medium sand 4.0' 2 4 4

5.0 4.0'- S-3 1.5' 3 5 6.0' 8 12 13 6.0'- S-4 1.4' 12 14 7.4' 50/0.4' 8.0'- S-5 0.1' 50/0.1'

10.0 8.1' Bottom of Boring 8.1'

15.0

20.0

25.0

30.0

PROJECT Watervliet Arsenal

HOLE NO. B-5

LOCATION Watervliet, New York JOB NUMBER: 23058A

SURF. EL.

GROUNDWATER DEPTH DATE STARTED: 04/21/23

WHILE DRILLING 4.9' DATE COMPLETED: 04/24/23

BEFORE CASING N - NO. OF BLOWS TO DRIVE SAMPLER 12" W/140# HAMMER

REMOVED FALLING 30" - ASTM D-1586 STANDARD PENETRATION TEST

AFTER CASING C - NO. OF BLOWS TO DRIVE CASING 12" W/ # HAMMER

REMOVED FALLING "/ OR PERCENT CORE RECOVERY

CASING TYPE HOLLOW STEM AUGER SHEET 1 OF 1

HW FLUSH JOINT CASING

NQ CORE

SAMPLE

DRIVE STRATA

SAMPLE SAMPLE RECORD DESCRIPTION OF MATERIAL CHANGE

DEPTH DEPTH NO. Rec PER 6" N DEPTH

0.0'- S-1 1.4' 3 4 Brown moist loose fine SAND, some fine 2.0' 3 3 7 to medium gravel, little to some silt 2.0'- S-2 1.4' 3 3 4.0' 6 7 9 4.0'

WL ▼ 4.9' 4.0'- S-3 1.7' 2 2 Brown moist to wet medium stiff CLAY 6.0' 4 4 6 and SILT 6.0'- S-4 1.3' 4 9 6.5' 8.0' 20 10 29 Gray wet medium dense fine to medium

8.0'- S-5 0.9' 27 50/0.5' SAND

10.0 8.9' 10.0' 10.0'- S-6 0.4' 50/0.5' Black wet extremely weathered SHALE 10.5'

15.0 15.0'- S-7 No 50/0.0' 15.0' 15.0' Rec Black SHALE

15.0'- R-1 5.0' NX CORE

20.0' 100% RQD - 95.0%

20.0

20.0'- R-2 5.0' NX CORE

25.0' 100% RQD - 78.3%

25.0 Bottom of Boring 25.0'

Note: Installed 2" PVC piezometer bentonite chips 25.'0 to 13.5'

30.0 2" PVC 10 slot screen 13.0' to 3.0' 2" PVC riser 3.0' to grade #0 sand 13.5' to 1.5' bentonite chips 1.5' to 0.5' Flush mount well cover

PROJECT Watervliet Arsenal

HOLE NO. B-6

LOCATION Watervliet, New York JOB NUMBER: 23058A

SURF. EL.

GROUNDWATER DEPTH DATE STARTED: 04/20/23

WHILE DRILLING None DATE COMPLETED: 04/20/23

BEFORE CASING N - NO. OF BLOWS TO DRIVE SAMPLER 12" W/140# HAMMER

REMOVED FALLING 30" - ASTM D-1586 STANDARD PENETRATION TEST

AFTER CASING C - NO. OF BLOWS TO DRIVE CASING 12" W/ # HAMMER

REMOVED FALLING "/ OR PERCENT CORE RECOVERY

CASING TYPE HOLLOW STEM AUGER SHEET 1 OF 1

HW FLUSH JOINT CASING

NQ CORE

SAMPLE

DRIVE STRATA

SAMPLE SAMPLE RECORD DESCRIPTION OF MATERIAL CHANGE

DEPTH DEPTH NO. Rec PER 6" N DEPTH

0.0'- S-1 0.4' 2 2 Brown moist soft SILT, little fine to 2.0' 2 3 4 medium sand 2.0' 2.0'- S-2 1.7' 3 7 Gray moist stiff CLAY and SILT 3.0' 4.0' 11 7 18 Brown moist medium dense fine to

5.0' 4.0'- S-3 1.6' 4 14 coarse SAND, little to some silt 5.0' 6.0' 40 50/0.3' 54 Black extremely weathered SHALE

6.5'- R-1 2.0' NX CORE 6.5'

11.5' 40% RQD - 6.7% Black SHALE

10.0

11.5'- R-2 4.75' NX CORE

16.5' 95% RQD - 30.0%

15.0

16.5'- R-3 4.5' NX CORE

21.5' 90% RQD - 63.3%

20.0

21.5'- R-4 5.0' NX CORE

26.5' 100% RQD - 61.7%

25.0

Bottom of Boring 26.5'

30.0

PROJECT Watervliet Arsenal

HOLE NO. B-7

LOCATION Watervliet, New York JOB NUMBER: 23058A

SURF. EL.

GROUNDWATER DEPTH DATE STARTED: 04/24/23

WHILE DRILLING 8.0' DATE COMPLETED: 04/24/23

BEFORE CASING N - NO. OF BLOWS TO DRIVE SAMPLER 12" W/140# HAMMER

REMOVED FALLING 30" - ASTM D-1586 STANDARD PENETRATION TEST

AFTER CASING C - NO. OF BLOWS TO DRIVE CASING 12" W/ # HAMMER

REMOVED FALLING "/ OR PERCENT CORE RECOVERY

CASING TYPE HOLLOW STEM AUGER SHEET 1 OF 1

HW FLUSH JOINT CASING

SAMPLE

DRIVE STRATA

SAMPLE SAMPLE RECORD DESCRIPTION OF MATERIAL CHANGE

DEPTH DEPTH NO. Rec PER 6" N DEPTH

0.0'- S-1 1.3' 3 1 Brown moist very loose fine to coarse 2.0' 2 2 3 SAND, little fine to medium gravel 2.0' 2.0'- S-2 1.3' 2 3 Brown moist medium stiff SILT and fine to 4.0' 3 3 6 coarse SAND, trace fine to medium gravel 4.0'

5.0 4.0'- S-3 1.4' 2 3 Gray moist medium stiff SILT and CLAY, 6.0' 2 2 5 trace fine gravel 6.0'- S-4 1.3' 2 3

WL ▼ 8.0' 3 3 6 8.0'

8.0'- S-5 1.1' 4 2 Gray wet very loose fien to coarse SAND,

10.0 10.0' 1 13 3 some silt, trace fine to medium gravel 10.0'- S-6 0.3' 25 50/0.2' 10.7' Bottom of Boring 10.7'

Note: Installed 2" PVC piezometer

15.0 2" PVC 10 slot screen 10.0' to 3.0'

2" PVC riser 3.0' to grade #0 sand 10.7' to 2.0' bentonite chips 2.0' to 0.5' Flush mount well cover

20.0

25.0

30.0

PROJECT Watervliet Arsenal

HOLE NO. B-8

LOCATION Watervliet, New York JOB NUMBER: 23058A

SURF. EL.

GROUNDWATER DEPTH DATE STARTED: 04/25/23

WHILE DRILLING 10.0' DATE COMPLETED: 04/25/23

BEFORE CASING N - NO. OF BLOWS TO DRIVE SAMPLER 12" W/140# HAMMER

REMOVED FALLING 30" - ASTM D-1586 STANDARD PENETRATION TEST

AFTER CASING C - NO. OF BLOWS TO DRIVE CASING 12" W/ # HAMMER

REMOVED FALLING "/ OR PERCENT CORE RECOVERY

CASING TYPE HOLLOW STEM AUGER SHEET 1 OF 1

HW FLUSH JOINT CASING

SAMPLE

DRIVE STRATA

SAMPLE SAMPLE RECORD DESCRIPTION OF MATERIAL CHANGE

DEPTH DEPTH NO. Rec PER 6" N DEPTH

0.0'- S-1 1.3' 2 4 Brown moist stiff SILT, some organics, 2.0' 4 3 8 some fine to coarse gravel, trace clay 2.0'- S-2 1.1' 23 7 4.0' 5 10 12

5.0 4.0'- S-3 0.7' 4 14 6.0' 20 18 34 6.0' 6.0'- S-4 0.6' 14 16 Gray moist dense fine to medium SAND, 8.0' 17 9 33 trace fine gravel, trace silt 8.5' 8.0'- S-5 0.3' 5 4 Gray moist loose fine to medium SAND

WL ▼ 10.0 10.0' 3 6 7 and SILT 10.0' 10.0'- S-6 No 7 9 Gray wet medium dense fine to coarse 12.0' Rec 6 7 15 SAND, trace silt

13.0'- S-7 0.1' 50/0.1'

15.0 13.1' Bottom of Boring 13.1'

Note: Installed 2" PVC piezometer 2" PVC 10 slot screen 12.7' to 2.7' 2" PVC riser 2.7' to grade

20.0 #0 sand 13.1' to 1.5' bentonite chips 1.5' to 0.5' Flush mount well cover

25.0

30.0

PROJECT Watervliet Arsenal

HOLE NO. B-9

LOCATION Watervliet, New York JOB NUMBER: 23058A

SURF. EL.

GROUNDWATER DEPTH DATE STARTED: 04/24/23

WHILE DRILLING 8.0' DATE COMPLETED: 04/24/23

BEFORE CASING N - NO. OF BLOWS TO DRIVE SAMPLER 12" W/140# HAMMER

REMOVED FALLING 30" - ASTM D-1586 STANDARD PENETRATION TEST

AFTER CASING C - NO. OF BLOWS TO DRIVE CASING 12" W/ # HAMMER

REMOVED FALLING "/ OR PERCENT CORE RECOVERY

CASING TYPE HOLLOW STEM AUGER SHEET 1 OF 1

HW FLUSH JOINT CASING

SAMPLE

DRIVE STRATA

SAMPLE SAMPLE RECORD DESCRIPTION OF MATERIAL CHANGE

DEPTH DEPTH NO. Rec PER 6" N DEPTH

0.0'- S-1 1.2' 2 6 Brown moist medium stiff to stiff SILT, 2.0' 5 3 11 some fine to medium gravel, some fine 2.0'- S-2 1.0' 2 3 sand 4.0' 2 1 5 4.0'

5.0 4.0'- S-3 1.3' 1 1 Brown moist soft SILT, some clay 6.0' 1 1 2 6.0'- S-4 1.8' 2 4 7.0'

WL ▼ 8.0' 3 4 7 Gray moist stiff SILT and fine SAND 8.0' 8.0'- S-5 0.3' 10 10 Gray wet medium dense fine to coarse

10.0 8.2' 7 22 17 SAND, some silt, little fine gravel 10.0'- S-6 0.2' 50/0.2' Bottom of Boring 10.2' 10.2'

Note: Installed 2" PVC piezometer 2" PVC 10 slot screen 10.0' to 3.0'

15.0 2" PVC riser 3.0' to grade #0 sand 10.0' to 2.0' bentonite chips 2.0' to 0.5' Flush mount well cover

20.0

25.0

30.0

Test Pit Log 5879 Fisher Road

PROJECT Watervliet Arsenal

HOLE NO. TP-1

LOCATION Watervliet, New York JOB NUMBER: 23058A

GROUNDWATER DEPTH DATE STARTED: 04/25/23

WHILE CLEARING None DATE COMPLETED: 04/25/23

GROUNDWATER DEPTH TIME STARTED:

BEFORE BACKFILL

TIME COMPLETED:

PIT DIMENSIONS

EQUIPMENT MINI-EXCAVATOR SHEET 1 OF 1

STRATA

SAMPLE SAMPLE CHANGE

DEPTH DEPTH NO. DEPTH

S-1

1.0 1.0' S-2

2.0

3.0 3.0' S-3

4.0 4.0' S-4

5.0 5.0'

DESCRIPTION OF MATERIAL

TOPSOIL

Dark Grey WEATHERED ROCK, some Silt, moist

Orange Concrete and Brick Debris

Light Gray/White SAND and GRAVEL, rock fragments, moist

Bottom of Test Pit

PROJECT Watervliet Arsenal

HOLE NO. TP-2

WHILE CLEARING 5.0' DATE COMPLETED: 04/25/23

GROUNDWATER DEPTH TIME STARTED:

BEFORE BACKFILL

TIME COMPLETED:

DEPTH DEPTH NO. DEPTH

0.5'

1.0

2.0 2.0' S-1

3.0 3.5'

4.0 S-2 4.0'

S-3

Gray SAND, some rock and brick

TOPSOIL

Brown SAND and BRICK, little Gravel, little Silt

WEATHERED ROCK, some Silt

Light brown SILT, some concrete, some brick, some seepage at 5'

PROJECT Watervliet Arsenal

HOLE NO. TP-3

WHILE CLEARING None DATE COMPLETED: 04/25/23

GROUNDWATER DEPTH TIME STARTED:

BEFORE BACKFILL

TIME COMPLETED:

DEPTH DEPTH NO. DEPTH

1.0

2.0

3.0

4.0

FILL: Brown SAND and CONCRETE and BRICK, little Gravel, little Silt Weathered Rock in base of test pit

APPENDIX 2

TEST PIT PHOTO LOG

1. TP-1

2. TP-2

3. TP-3

APPENDIX 3

ROCK CORE PHOTOS

4. B-1, R-1 and R-2 and B-3, R-1

5. B-3, R-2 and R-3, and B-6, R-1 and R-2

6. B-6, R-3 and R-4, and B-5, R-1 and R-2

APPENDIX 4

USDA HYDROLOGIC SOIL GROUP

Hydrologic Soil Group—Albany County, New York

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

7/17/2023

605940 605970 606000 606030 606060 606090 606120 606150

605940 605970 606000 606030 606060 606090 606120 606150

42° 43' 16'' N

2'

2' ' W

42° 43' 16'' N

2'

2' ' W

42° 43' 5'' N

2'

2' ' W

42° 43' 5'' N

2'

2' ' W

N

Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 50 100 200 300

Feet 0 20 40 80 120

Meters Map Scale: 1:1,530 if printed on A portrait (8.5" x 11") sheet.

Soil Map may not be valid at this scale.

MAP LEGEND MAP INFORMATION

Area of Interest (AOI) Area of Interest (AOI)

Soils Soil Rating Polygons

A

A/D

B

B/D

C

C/D

D

Not rated or not available

Soil Rating Lines A

A/D

B

B/D

C

C/D

D

Not rated or not available

Soil Rating Points A

A/D

B

B/D

C

C/D

D

Not rated or not available

Water Features Streams and Canals

Transportation Rails

Interstate Highways

US Routes

Major Roads

Local Roads

Background Aerial Photography

The soil surveys that comprise your AOI were mapped at 1:15,800.

Warning: Soil Map may not be valid at this scale.

Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale.

Please rely on the bar scale on each map sheet for map measurements.

Source of Map: Natural Resources Conservation Service Web Soil Survey URL:

Coordinate System: Web Mercator (EPSG:3857)

Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required.

This product is generated from the USDA-NRCS certified data as of the version date(s) listed below.

Soil Survey Area: Albany County, New York Survey Area Data: Version 20, Sep 10, 2022

Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.

Date(s) aerial images were photographed: Aug 15, 2021—Nov 8, 2021

The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident.

Hydrologic Soil Group—Albany County, New York

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

7/17/2023

Hydrologic Soil Group

Map unit symbol Map unit name Rating Acres in AOI Percent of AOI

NaB Nassau channery silt loam, undulating

D 4.4 67.2%

Ur Urban land 2.1 32.8%

Totals for Area of Interest 6.5 100.0%

Description

Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms.

The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows:

Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission.

Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture.

These soils have a moderate rate of water transmission.

Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission.

Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission.

If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes.

Rating Options

Aggregation Method: Dominant Condition

Hydrologic Soil Group—Albany County, New York

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

Component Percent Cutoff: None Specified

Tie-break Rule: Higher

Hydrologic Soil Group—Albany County, New York

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

APPENDIX 5

LABORATORY TEST REPORTS

Lab I.D. # Boring I.D. Sample I.D. Depth (Feet) Moisture Content as a Percent of Dry Weight

43833 B-1 S-3 4 - 6 24.4 43834 B-1 S-4A 6 - 7 222.8 43835 B-1 S-4B 7 - 8 16.7 43836 B-1 S-5 8 - 10 20.3 43838 B-2 S-3 4 - 6 25.2 43840 B-3 S-3 4 - 6 148.8 43841 B-4 S-1 0 - 2 12.8 43842 B-4 S-3 4 - 6 18.0 43844 B-5 S-3 4 - 6 27.6 43845 B-5 S-4 6 - 8 15.4 43846 B-6 S-1 0 - 2 24.1 43847 B-6 S-2A 2.0 - 3.5 19.9 43848 B-6 S-2B 3.5 - 4.0 23.9 43849 B-6 S-3A 4.5 - 5.0 16.2 43850 B-7 S-1 0 - 2 13.0 43851 B-7 S-2 2 - 4 10.2 43852 B-7 S-3 4 - 6 23.4 43853 B-7 S-4 6 - 8 19.3 43854 B-8 S-1 0 - 2 10.0 43855 B-8 S-2 2 - 4 9.0 43856 B-8 S-3 4 - 6 12.4 43857 B-8 S-4 6 - 8 9.0 43858 B-9 S-1 0 - 2 20.3 43859 B-9 S-2 2 - 4 12.8 43860 B-9 S-3 4 - 6 33.0 43861 B-9 S-4B 7 - 8 28.8 43862 B-9 S-5 8.0 - 8.2 10.9

Report Date: 6/23/2023

L-23008 Laboratory Testing

Watervliet Arsenal (WVA) - Watervliet, NY

(Parratt-Wolff Project #SP23058A)

Natural Moisture Content (ASTM D2216)

Project Title:

Project #: L-23008 Report #:

Test Method: ASTM D422 & D1140 Report Date:

Lab I.D. # Boring I.D. Sample I.D. Depth (Feet) 1" 3/4" 1/2" 3/8" 1/4" #4 #10 #30 #40 #60 #100 #200

43833 B-1 S-3 4 - 6 - 100 85.0 78.0 67.4 61.3 42.4 27.1 24.5 21.4 18.1 14.3 43834 B-1 S-4A 6 - 7 - 100 94.6 83.0 63.3 51.5 33.3 16.1 12.4 9.0 5.6 3.4 43835 B-1 S-4B 7 - 8 - 100 90.2 84.8 78.8 76.1 70.5 54.0 44.3 33.1 26.1 20.9 43836 B-1 S-5 8 - 10 - - 100 98.4 96.0 94.5 90.6 68.9 47.6 17.0 9.7 6.8 43838 B-2 S-3 4 - 6 - - - - - 100 99.5 98.8 98.5 97.3 95.6 86.8 43840 B-3 S-3 4 - 6 - - 100 92.0 91.5 88.7 74.7 52.6 48.6 42.8 37.1 33.1 43842 B-4 S-3 4 - 6 - 100 92.2 86.4 79.4 76.1 65.1 53.9 51.2 47.4 42.4 38.0 43844 B-5 S-3 4 - 6 - - 100 98.7 97.4 95.9 92.6 85.9 82.1 75.1 67.3 59.5 43846 B-6 S-1 0 - 2 - - - 100 98.1 95.1 86.6 74.9 71.1 64.4 54.4 44.6 43848 B-6 S-2B 3.5 - 4.0 - - 100 98.8 98.8 96.5 87.8 44.3 29.5 17.1 12.8 10.5 43849 B-6 S-3A 4 - 5 - 100 96.9 94.9 92.8 90.2 84.0 60.4 52.9 40.2 41.6 36.9 43851 B-7 S-2 2 - 4 - 100 85.1 81.2 74.7 67.4 46.4 28.5 25.2 22.9 18.1 14.6 43852 B-7 S-3 4 - 6 - 100 95.5 94.0 89.7 87.3 79.0 66.1 62.6 57.5 53.3 48.9 43854 B-8 S-1 0 - 2 100 84.7 81.2 76.4 70.0 64.4 51.4 39.0 36.4 32.8 27.9 22.1 43858 B-9 S-1 0 - 2 - 100 95.8 92.9 90.8 88.2 81.0 69.4 65.4 55.6 43.4 32.0 43860 B-9 S-3 4 - 6 - - - 100 96.7 95.2 90.1 80.9 74.2 67.8 61.0 54.2 43861 B-9 S-4B 7 - 8 - - 100 97.9 95.9 94.2 90.5 84.3 81.9 77.5 72.8 69.0 43862 B-9 S-5 8.0 - 8.2 100 90.2 90.2 84.2 78.4 73.2 59.9 43.8 39.7 34.2 28.0 23.1

Yes No X

Performed By: Patrick Edmiston Entire Sample

Remarks: Mass Retained on #200 Only

Not Prewashed:

Sieve Analysis of Soil / Aggregate

Sieve Size - Percent Passing Sieve

June 23, 2023

Laboratory Testing Watervliet Arsenal (WVA) - Watervliet, NY

(Parratt-Wolff Project #SP23058A)

Sample mass, as received, meets minimum mass requirements of test method:

Prewashed

XMark Santorelli

Project #:

Report #:

Date:

Project #: L-23008 Project Title: Laboratory Testing - Watervliet Arsenal (WVA) - Watervliet, NY (Parratt-Wolff Project #SP23058A) Laboratory I.D. #: 43833 Boring I.D.: B-1 Sample I.D.: S-3 Depth (Feet): 4.0 - 6.0

Hydrometer Analysis (ASTM D422)

June 23, 2023

L-23008

ASTM Test Method Sieve Analysis (ASTM D422 & D1140)

Grain Size Analysis

Date:

Project #: L-23008 Project Title: Laboratory Testing - Watervliet Arsenal (WVA) - Watervliet, NY (Parratt-Wolff Project #SP23058A) Laboratory I.D. #: 43835 Boring I.D.: B-1 Sample I.D.: S-4B Depth (Feet): 7.0 - 8.0

Hydrometer Analysis (ASTM D422)

June 23, 2023

L-23008

ASTM Test Method

Date:

Project #: L-23008 Project Title: Laboratory Testing - Watervliet Arsenal (WVA) - Watervliet, NY (Parratt-Wolff Project #SP23058A) Laboratory I.D. #: 43836 Boring I.D.: B-1 Sample I.D.: S-5 Depth (Feet): 8.0 - 10.0

Hydrometer Analysis (ASTM D422)

June 23, 2023

L-23008

ASTM Test Method

Date:

Project #: L-23008 Project Title: Laboratory Testing - Watervliet Arsenal (WVA) - Watervliet, NY (Parratt-Wolff Project #SP23058A) Laboratory I.D. #: 43838 Boring I.D.: B-2 Sample I.D.: S-3 Depth (Feet): 4.0 - 6.0

Hydrometer Analysis (ASTM D422)

June 23, 2023

L-23008

ASTM Test Method

Date:

Project #: L-23008 Project Title: Laboratory Testing - Watervliet Arsenal (WVA) - Watervliet, NY (Parratt-Wolff Project #SP23058A) Laboratory I.D. #: 43840 Boring I.D.: B-3 Sample I.D.: S-3 Depth (Feet): 4.0 - 6.0

Hydrometer Analysis (ASTM D422)

June 23, 2023

L-23008

ASTM Test Method

Date:

Project #: L-23008 Project Title: Laboratory Testing - Watervliet Arsenal (WVA) - Watervliet, NY (Parratt-Wolff Project #SP23058A) Laboratory I.D. #: 43842 Boring I.D.: B-4 Sample I.D.: S-3 Depth (Feet): 4.0 - 6.0

Hydrometer Analysis (ASTM D422)

June 23, 2023

L-23008

ASTM Test Method

Date:

Project #: L-23008 Project Title: Laboratory Testing - Watervliet Arsenal (WVA) - Watervliet, NY (Parratt-Wolff Project #SP23058A) Laboratory I.D. #: 43844 Boring I.D.: B-5 Sample I.D.: S-3 Depth (Feet): 4.0 - 6.0

Hydrometer Analysis (ASTM D422)

June 23, 2023

L-23008

ASTM Test Method

Date:

Project #: L-23008 Project Title: Laboratory Testing - Watervliet Arsenal (WVA) - Watervliet, NY (Parratt-Wolff Project #SP23058A) Laboratory I.D. #: 43846 Boring I.D.: B-6 Sample I.D.: S-1 Depth (Feet): 0.0 - 2.0

Hydrometer Analysis (ASTM D422)

June 23, 2023

L-23008

ASTM Test Method

Date:

Project #: L-23008 Project Title: Laboratory Testing - Watervliet Arsenal (WVA) - Watervliet, NY (Parratt-Wolff Project #SP23058A) Laboratory I.D. #: 43848 Boring I.D.: B-6 Sample I.D.: S-2B Depth (Feet): 3.5 - 4.0

Hydrometer Analysis (ASTM D422)

June 23, 2023

L-23008

ASTM Test Method

Date:

Project #: L-23008 Project Title: Laboratory Testing - Watervliet Arsenal (WVA) - Watervliet, NY (Parratt-Wolff Project #SP23058A) Laboratory I.D. #: 43849 Boring I.D.: B-6 Sample I.D.: S-3A Depth (Feet): 4.0 - 5.0

Hydrometer Analysis (ASTM D422)

June 23, 2023

L-23008

ASTM Test Method

Date:

Project #: L-23008 Project Title: Laboratory Testing - Watervliet Arsenal (WVA) - Watervliet, NY (Parratt-Wolff Project #SP23058A) Laboratory I.D. #: 43851 Boring I.D.: B-7 Sample I.D.: S-2 Depth (Feet): 2.0 - 4.0

Hydrometer Analysis (ASTM D422)

June 23, 2023

L-23008

ASTM Test Method

Date:

Project #: L-23008 Project Title: Laboratory Testing - Watervliet Arsenal (WVA) - Watervliet, NY (Parratt-Wolff Project #SP23058A) Laboratory I.D. #: 43852 Boring I.D.: B-7 Sample I.D.: S-3 Depth (Feet): 4.0 - 6.0

Hydrometer Analysis (ASTM D422)

June 23, 2023

L-23008

ASTM Test Method

Date:

Project #: L-23008 Project Title: Laboratory Testing - Watervliet Arsenal (WVA) - Watervliet, NY (Parratt-Wolff Project #SP23058A) Laboratory I.D. #: 43854 Boring I.D.: B-8 Sample I.D.: S-1 Depth (Feet): 0.0 - 2.0

Hydrometer Analysis (ASTM D422)

June 23, 2023

L-23008

ASTM Test Method

Date:

Project #: L-23008 Project Title: Laboratory Testing - Watervliet Arsenal (WVA) - Watervliet, NY (Parratt-Wolff Project #SP23058A) Laboratory I.D. #: 43858 Boring I.D.: B-9 Sample I.D.: S-1 Depth (Feet): 0.0 - 2.0

Hydrometer Analysis (ASTM D422)

June 23, 2023

L-23008

ASTM Test Method

Date:

Project #: L-23008 Project Title: Laboratory Testing - Watervliet Arsenal (WVA) - Watervliet, NY (Parratt-Wolff Project #SP23058A) Laboratory I.D. #: 43860 Boring I.D.: B-9 Sample I.D.: S-3 Depth (Feet): 4.0 - 6.0

Hydrometer Analysis (ASTM D422)

June 23, 2023

L-23008

ASTM Test Method

Date:

Project #: L-23008 Project Title: Laboratory Testing - Watervliet Arsenal (WVA) - Watervliet, NY (Parratt-Wolff Project #SP23058A) Laboratory I.D. #: 43861 Boring I.D.: B-9 Sample I.D.: S-4B Depth (Feet): 7.0 - 8.0

Hydrometer Analysis (ASTM D422)

June 23, 2023

L-23008

ASTM Test Method

Date:

Project #: L-23008 Project Title: Laboratory Testing - Watervliet Arsenal (WVA) - Watervliet, NY (Parratt-Wolff Project #SP23058A) Laboratory I.D. #: 43862 Boring I.D.: B-9 Sample I.D.: S-5 Depth (Feet): 8.0 - 8.2

Hydrometer Analysis (ASTM D422)

June 23, 2023

L-23008

ASTM Test Method

Lab I.D. # Boring I.D. Sample I.D. Depth (Feet) Plastic Limit Liquid Limit Plasticity Index

43840 B-3 S-3 4 - 6 Non-Plastic - -

43844 B-5 S-3 4 - 6 22 42 20

43852 B-7 S-3 4 - 6 19 29 10

43860 B-9 S-3 4 - 6 25 38 13

L-23008

Laboratory Testing

Watervliet Arsenal (WVA) - Watervliet, NY

(Parratt-Wolff Project #SP23058A)

Report Date: 6/23/2023

Atterberg Limits (ASTM D4318)

Lab I.D. # Boring I.D. Sample I.D. Depth (Feet) Organic Content as a Percent of Original Weight

43834 B-1 S-4A 6 - 7 56.7

43840 B-3 S-3 4 - 6 29.3

43841 B-4 S-1 0 - 2 4.7

L-23008

Laboratory Testing

Watervliet Arsenal (WVA) - Watervliet, NY

(Parratt-Wolff Project #SP23058A)

Organic Content (ASTM D5268)

Lab. I.D.# Boring I.D. Run # Depth (Feet) Effective Unit Weight (PCF) Dry Unit Weight (PCF)

43863 B-1 R-1 19.0 - 19.5 169.7 169.0

43865 B-1 R-2 24.0 - 24.5 169.5 169.0

43867 B-3 R-2 19.5 - 20.0 169.4 168.9

43969 B-5 R-1 15.5 - 15.9 170.8 170.1

L-23008

Laboratory Testing

Watervliet Arsenal (WVA) - Watervliet, NY

(Parratt-Wolff Project #SP23058A)

Effective [As Received] and Dry Unit Weight and Total Porosity of Rock Cores (USACE - RTH 109)

Lab. I.D.# Boring I.D. Run # Depth (Feet)

Moisture Content as a

Percent of Dry Weight

43863 B-1 R-1 19.0 - 19.5 0.4

43865 B-1 R-2 24.0 - 24.5 0.3

43867 B-3 R-2 19.5 - 20.0 0.3

43969 B-5 R-1 15.5 - 15.9 0.4

L-23008

Laboratory Testing

Watervliet Arsenal (WVA) - Watervliet, NY

(Parratt-Wolff Project #SP23058A)

Water Content of Rock Cores (USACE - RTH 106)

Prepared by: Report Date:

Measured by: Project #:

Tested by: Project Title:

Date Tested: Client: Parratt-Wolff, Inc.

(1) Rock Core specimen fractured during machining process, therefore the sample could not be tested.

43870

Rock Core #4

B-5

2.27

1.96 - 1.96

8,070 -

R-2 R-1

Compressive Strength (psi):

- 1.91

2,0904,860 2,680 -

6,300

L/D Ratio: 2.04

Total Pounds Force (lbf) 14,510

15.0 - 15.5Depth (Feet):

3.74

Diameter (Inches): 1.95

19.5 - 20.0 24.5 - 24.9 20.0 - 20.4

Length (Inches): 3.97 4.45 -

Run #: R-1 R-2

Core I.D.: B-1 B-1

Uniaxial Compressive Strength of Intact Rock Core Specimens (RTH-111)

Knise & Krick, Inc.

PW Laboratories, Inc.

Friday, June 23, 2023

Friday, June 23, 2023

L-23008

Watervliet Arsenal (WVA) - Watervliet, NY ( (PW #SP23058A)PW Laboratories, Inc.

Rock Core #3 (1)Rock Core #2

B-3

Laboratory I.D. #: 43864 43866

Rock Core #1

43868