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.

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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

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

APPENDIX 5

LABORATORY TEST REPORTS

Project #:

Report #:

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 Sieve Analysis (ASTM D422 & D1140)

Grain Size Analysis

Project #:

Report #:

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 Sieve Analysis (ASTM D422 & D1140)

Grain Size Analysis

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)