Amendment 0007_5.4 GER_West Point Lee Barracks signed.pdf

EXHIBIT B-1

Preliminary Geotechnical Engineering Report

Lee Barracks Upgrade, Exterior Field Investigations US Military Academy, West Point, New York

September 12, 2018 Terracon Project No. JD185040

Prepared for:

JACOBS

299 Madison Avenue Morristown, NJ 07960

Prepared by:

Terracon Consultants-GeoConcepts Engineering, Inc.

Ashburn, Virginia

19955 Highland Vista Dr., Suite 170 Ashburn, Virginia 20147

(703) 726-8030 www.geoconcepts-eng.com

September 12, 2018

Mr. Gary Calligaro, RA

JACOBS

299 Madison Avenue Morristown, NJ 07960

Subject: Preliminary Geotechnical Engineering Report Lee Barracks Upgrade, Exterior Field Investigations US Military Academy, West Point, New York (Our JD185040)

Dear Mr. Calligaro:

GeoConcepts Engineering, Inc. (GeoConcepts) is pleased to present the following preliminary geotechnical engineering report prepared for Lee Barracks Upgrade, Exterior Field Investigations, US Military Academy, West Point, New York.

We appreciate the opportunity to serve as your geotechnical consultant on this project. Please do not hesitate to contact me if you have any questions or want to meet to discuss the findings and recommendations contained in the report.

Sincerely, GEOCONCEPTS ENGINEERING, INC.

Rebecca L. Smith-Zakowicz, PG Senior Associate rsmith@geoconcepts-eng.com

TABLE OF CONTENTS

Page No.

1.0 SCOPE OF SERVICES

2.0 SITE DESCRIPTION AND PROPOSED CONSTRUCTION

3.0 SUBSURFACE CONDITIONS

3.1 GEOLOGY

3.2 STRATIFICATION

3.3 GROUNDWATER

3.4 SOIL LABORATORY TEST RESULTS

3.5 SEISMIC SITE CLASSIFICATION

3.6 METAL CORROSION/CONCRETE ATTACK TEST RESULTS

3.7 ROCK UNCONFINED COMPRESSIVE STRENGTH TEST RESULTS

4.0 PRELIMINARY ENGINEERING ANALYSIS

4.1 PAVEMENTS

4.2 EARTHWORK

5.0 GENERAL LIMITATIONS

APPENDIX A SUBSURFACE INVESTIGATION

APPENDIX B SOIL LABORATORY TEST RESULTS

Preliminary Geotechnical Engineering Report Lee Barracks Upgrade, Exterior Field Investigations ■ US Military Academy September 12, 2018 ■ Terracon Project No. JD185040

September 12, 2018 JD185040 Page 1

1.0 SCOPE OF SERVICES

This preliminary geotechnical engineering report presents the results of the field investigation, soil laboratory testing, and engineering analysis of the geotechnical data. This report specifically addresses the following:

n An evaluation of subsurface conditions within the area of the proposed site development, including seismic site classification parameters per the 2015 International Building Code.

n An assessment of subgrade conditions for support of flexible and rigid pavements based on the field investigation and soil laboratory test results.

n Earthwork recommendations for construction of loadbearing fills, including an assessment of on-site soils to be excavated for re-use as fill.

Services not specifically identified in the contract for this project are not included in the scope of services.

2.0 SITE DESCRIPTION AND PROPOSED CONSTRUCTION

The site is located at the existing Lee Barracks at the United States Military Academy (USMA) in West Point, New York. Specifically, Lee Barracks is located on the east side of campus, southwest of the intersection of Thayer Road and Brewerton Road. Lee Barracks has two basement levels and five above grade levels.

Imagery provided by Google Earth dated April 2016.

Based on the Scope of Work dated January 11, 2018, it is our understanding that the Lee Barracks will be undergoing various renovations including improving surrounding pavements, landscape areas, and utility tie-ins.

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September 12, 2018 JD185040 Page 2

3.0 SUBSURFACE CONDITIONS

Subsurface conditions were investigated by drilling a total of two Standard Penetration Test (SPT) borings in the building area. The SPT borings were completed by Uni-Tech Drilling of Franklinville, New Jersey under our observation between July 23 and 25, 2018, utilizing 3-¼ inch inside diameter hollow stem auger with automatic hammer. The sampler was advanced by driving the spoon into undisturbed soil under the impact of a 140-lbf hammer free-falling from 30 inches height per ASTM D1586-11. The borings were staked by GeoConcepts using available site plans in the field. The project civil engineer returned to the site at a later date and performed an “as-drilled” survey of our boring locations. The elevations from this survey are indicated on the logs.

Test boring logs and a boring location plan are presented in Appendix A of this report.

3.1 Geology

The site lies within the Hudson Highlands Physiographic Province of New York. According to local geologic maps, the site is mapped in Grenville and Canada Hill Granite. Based on our subsurface investigation, the sediments and strata correspond favorably to the geologic publications.

Bedrock was cored in test borings B-1 and B-2 for identification and evaluation of the rock. The Rock Quality Designation (RQD) value in the cored rock was measured to be 72 to 73 percent, indicating an overall fair rock quality.

3.2 Stratification

The subsurface materials encountered have been stratified for purposes of our discussions herein. These stratum designations do not imply that the materials encountered are continuous across the site. Stratum designations have been established to characterize similar subsurface conditions based on material gradations and parent geology. The generalized subsurface materials encountered in the test borings completed at the site have been assigned to the following strata:

Stratum A (Existing Fill) generally medium dense or firm, POORLY GRADED SAND

WITH SILT AND GRAVEL, SILTY SAND WITH GRAVEL,

SILTY CLAY WITH SAND, FILL, moist, brown, black

Stratum B (Rock) slightly weathered, very hard, slightly fractured, GRANITE, dark gray, white

The two letter designations included in the strata descriptions presented above and on the test boring logs represent the Unified Soil Classification System (USCS) group symbol and group name for the samples based on laboratory testing per ASTM D2487 and visual classifications per ASTM D2488. It should be noted that visual classifications per ASTM D2488 may not match classifications determined by laboratory testing per ASTM D2487. Rock is classified in accordance with the Engineering Descriptions of Rock provided in Appendix A of this report.

3.3 Groundwater

Groundwater level observations were made in the field during drilling of the test borings.

Groundwater was not encountered during drilling. Due to safety concerns to pedestrians, the boreholes were backfilled upon completion of drilling.

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The groundwater observations presented herein and considered to be an indication of the groundwater levels at the dates and times indicated. Accordingly, the groundwater information presented herein should be used with caution. Also, fluctuations in groundwater levels should be expected with seasons of the year, construction activity, changes to surface grades, precipitation, or other similar factors.

3.4 Soil Laboratory Test Results

Selected soil samples obtained from the field investigation were tested for grain size distribution, Atterberg limits, and natural moisture contents. A summary of soil laboratory test results is presented below in Table 3.4-1, and the results of natural moisture content tests are presented on the test boring logs in Appendix A.

Table 3.4-1: Summary of Soil Laboratory Test Results

Test Boring

No.

Depth

(ft) Sample

Type Stratum Description of Soil Specimen

Sieve Results

Atterberg Limits Natural

Moisture Content

Percent

Retained #4 Sieve

Percent Passing

#200 Sieve

LL PL PI

B-1 1.0-2.5 Jar A

POORLY GRADED SAND

(SP-SM) WITH SILT AND

GRAVEL

34.2 9.4 NP NP NP 15.2

B-1 4.0-4.4 Jar A

POORLY GRADED SAND

(SP-SM) WITH SILT AND

GRAVEL

38.7 11.8 NP NP NP 3.1

B-1 6.0-8.0 Jar A SILTY SAND (SM) 14.4 24.0 NP NP NP 7.1

B-1 8.0-10.0 Jar A

POORLY GRADED

GRAVEL (GP-GM) WITH

SILT AND SAND

58.6 10.5 NP NP NP 3.5

B-1 10.0-12.0 Jar A SILTY GRAVEL (GM) WITH

SAND 55.5 15.2 NP NP NP 5.5

B-2 2.5-4.0 Jar A

POORLY GRADED

GRAVEL (GP-GM) WITH

SILT AND SAND

61.0 7.5 NP NP NP 8.1

B-2 4.0-6.0 Jar A SILTY SAND (SM) WITH

GRAVEL 36.0 15.2 NP NP NP 9.5

B-2 6.0-8.0 Jar A SILTY CLAY (CL-ML) WITH

SAND 2.6 73.9 22 17 5 19.1

B-2 8.0-10.0 Jar A

POORLY GRADED SAND

(SP-SM) WITH SILT AND

GRAVEL

44.8 10.0 NP NP NP 2.5

Notes:

1. Soil tests are in accordance with applicable ASTM standards

2. Soil classification symbols are in accordance with Unified Soil Classification System

3. Visual identification of samples is in accordance with ASTM D2488

4. Key to abbreviations: LL = liquid limit; PL = plastic limit; PI = plasticity index; NP = nonplastic

3.5 Seismic Site Classification

Based on the results of the subsurface investigation and our knowledge of local geological conditions, the site soils have been assigned to a site class C per the 2015 International Building Code (IBC).

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September 12, 2018 JD185040 Page 4

The site coefficients and adjusted Maximum Considered Earthquake (MCE) spectral response acceleration parameters were obtained from the United States Geological Survey (USGS) website for Risk Category I/II/II and are presented below in Tables 3.5-1 and 3.5-2.

Table 3.5-1: Site Coefficients Mapped Spectral Accelerations for Site

Class B and 5% Damping (Step 1) Site Coefficients to Modify Accelerations Based on Site Classification C (Step 2) SS = 0.230 g Fa = 1.2

S1 = 0.069 g FV = 1.7

Table 3.5-2: Maximum Considered Earthquake (MCE) Spectral Response Acceleration

MCE Spectral Response Accelerations (Step 3)

Design Spectral Response Accelerations (Step 4)

SMS = 0.277 g (=SS*Fa) SDS = 0.184 g (=2/3*SMS)

SM1 = 0.117 g (=S1*FV) SD1 = 0.078 g (=2/3*SM1)

3.6 Metal Corrosion/Concrete Attack Test Results

In addition to standard geotechnical soil laboratory testing, one sample was submitted to an analytical laboratory for metal corrosion and concrete attack testing. Corrosion testing consisted of analysis for moisture content (EPA), pH (CA-643), resistivity (ASTM G187), chloride (CA-422), sulfides (EPA 376.2), and reduction-oxidation potential (Electrode). The results of these tests are presented below in Table 3.6-1:

Table 3.6-1: Analytical Laboratory Test Results Test

Boring No.

Sample Depth

(ft)

Moisture Content pH Resistivity

(ohm – cm) Chloride

(ppm) Sulfides (ppm)

Redox Potential

(mV) Point Total

B-1 0-5 13 9 1000 260 <1.2 +296 13

For each test presented in Table 3.6-1, points are assigned based on the range of the test results.

If the total points from the five tests completed for a particular sample are 10 or more, the soil is considered to be corrosive. The methods described herein are based on information from the American Water Works Association (AWWA) for ductile iron pipes. Using the methods described by AWWA, the point total for the sample was 13. Accordingly, the site soils are considered corrosive, and therefore, cathodic protection (i.e. polyethylene encasement) is recommended for ductile iron pipes below grade.

The low resistivity value and chloride test results suggest the soil may also be corrosive to steel.

Therefore, corrosion protection for steel is also recommended.

A sulfate test (EPA 375.4) was performed on a selected soil sample to determine the severity of sulfate attack on concrete structures. The results of sulfate testing are presented below in Table 3.6-2.

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September 12, 2018 JD185040 Page 5

Table 3.6-2: Sulfate Test Results

Test Boring No. Sample Depth (ft)

Sulfate Concentration (ppm)

B-1 0-5 97

Based on correlations between sulfate concentrations and severity of sulfate attack as presented in American Concrete Institute (ACI) 318, the above sulfate concentrations are considered to pose a negligible threat of sulfate attack on concrete.

3.7 Rock Unconfined Compressive Strength Test Results

Unconfined compressive strength tests were conducted on core specimens of the granite rock.

The results of the unconfined compressive strength tests are presented below in Table 3.7-1.

Table 3.7-1: Unconfined Compressive Strength Test Results

Test Boring No. Sample Depth (ft) Unconfined Compressive Strength (psi)

B-1 18.0-18.5 9,668

B-2 19.0-19.5 11,896

4.0 PRELIMINARY ENGINEERING ANALYSIS

Preliminary recommendations regarding pavements and earthwork are presented herein.

4.1 Pavements

Pavement subgrades are expected to consist of generally medium dense existing fill or new compacted fill. These materials are generally considered suitable for support of the planned roadways and parking areas. Where pavement subgrades consist of existing fill, we recommend budgeting for undercutting the existing fill to a depth of at least 2 feet and backfilling with new compacted fill. The decision to undercut the existing fill should be based on a thorough proofroll of the pavement subgrades under the observation of the geotechnical engineer. Pavements should be constructed to facilitate positive drainage of water to prevent ponding.

Based on the soil laboratory test results for the materials expected at pavement subgrades, a preliminary design CBR value of 5 is recommended for pavement design purposes. If fill placed at the site is generated from off-site borrow areas, the actual CBR value for the pavement subgrades may be significantly different from the preliminary value presented herein. Therefore, CBR tests should be performed on the in-place subgrade after rough grading and installation of utilities within roadways. Final pavement sections should be based on CBR tests taken on subgrade soils at the time of construction. Concrete pavements should be utilized in loading dock areas and for dumpster pads.

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4.2 Earthwork

New fill may be required for the site improvements. Unsuitable existing fill, soft or loose natural soils, organic material, and rubble should be stripped to approved subgrades as determined by the geotechnical engineer.

Fill material should be placed in lifts not exceeding 8 inches loose thickness, with fill materials compacted by hand operated tampers or light compaction equipment placed in maximum 4-inch thick loose lifts. Fill should be compacted at +/- 2% of the optimum moisture content to at least 95 percent of the maximum dry density per ASTM D1557.

Materials used for compacted fill should consist of soils classifying SC, SM, SP, SW, GC, GM, GP, or GW per ASTM D2487. The Stratum A existing fill may not be suitable for re-use as new compacted fill due to deleterious man-made materials in the fill. The existing fill encountered in borings B-1 and B-2 contained boulders and/or construction debris at depths of approximately 4 and 5 feet, respectively. Also, an obstruction was encountered at a depth of about 13 feet in test boring B-2. In addition, drying of excavated soils by spreading and aerating may be necessary to obtain proper compaction. This may not be practical during the wet period of the year. Accordingly, earthwork operations should be planned for early spring through late fall, when drier weather conditions can be expected. Individual borrow areas, both from on-site and off-site sources, should be sampled and tested to verify classification of materials prior to their use as fill.

Fill materials should not be placed on frozen or frost-heaved soils, and/or soils that have been recently subjected to precipitation. All frozen or frost-heaved soils should be removed prior to continuation of fill operations. Borrow fill materials should not contain frozen materials at the time of placement.

Compaction equipment that is compatible with the soil type used for fill should be selected.

Theoretically, any equipment type can be used as long as the required density is achieved;

however, sheepsfoot roller equipment are best suited for fine-grained soils and vibratory smooth drum rollers are best suited for granular soils. Ideally, a smooth drum roller should be used for sealing the surface soils at the end of the day or prior to upcoming rain events. In addition, compaction equipment used adjacent to walls below grade should be selected so as to not impose undesirable surcharge on walls. All areas receiving fill should be graded to facilitate positive drainage of any water associated with precipitation and surface run-off.

After completion of compacted fill operations in building areas, construction of building elements should begin immediately, or the finished subgrade should be protected from exposure to inclement weather conditions. Exposure to precipitation and freeze/thaw cycles will cause the finished subgrade to soften and become excessively disturbed. If development plans require that finished subgrades remain exposed to weather conditions after completion of fill operations, additional fill should be placed above finished grades to protect the newly placed fill.

Alternatively, a budget should be established for reworking of the upper 1 to 2 feet of previously placed compacted fill.

5.0 GENERAL LIMITATIONS

Recommendations contained in this report are based upon the data obtained from the relatively limited number of test borings. This report does not reflect conditions that may occur between the points investigated, or between sampling intervals in test borings. The nature and extent of

September 12, 2018 ■ Terracon Project No. JD185040

September 12, 2018 JD185040 Page 7 variations between test borings and sampling intervals may not become evident until the course of construction. Therefore, it is essential that on-site observations of subgrade conditions be performed during the construction period to determine if re-evaluation of the recommendations in this report must be made. It is critical to the successful completion of this project that Terracon be retained during construction to observe the implementation of the recommendations provided herein.

This report has been prepared to aid in the evaluation of the site and to assist your office and the design professionals in the design of this project. It is intended for use with regard to the specific project as described herein. Changes in proposed construction, grading plans, etc. should be brought to our attention so that we may determine any effect on the recommendations presented herein.

An allowance should be established for additional costs that may be required for foundation and earthwork construction as recommended in this report. Additional costs may be incurred for various reasons including wet fill materials, soft subgrade conditions, unexpected groundwater problems, etc.

This report should be made available to bidders prior to submitting their proposals to supply them with facts relative to the subsurface conditions revealed by our investigation and the results of analyses and studies that have been performed for this project. In addition, this report should be given to the successful contractor and subcontractors for their information only.

We recommend the project specifications contain the following statement: “A geotechnical engineering report has been prepared for this project by Terracon Consultants – NY, Inc. This report is for informational purposes only and should not be considered part of the contract documents. The opinions expressed in this report are those of the geotechnical engineer and represent their interpretation of the subsoil conditions, tests and results of analyses that they performed. Should the data contained in this report not be adequate for the contractor’s purposes, the contractor may make their own investigations, tests and analyses prior to bidding.”

This report was prepared in accordance with generally accepted geotechnical engineering practices. No warranties, expressed or implied, are made as to the professional services included in this report.

We appreciate the opportunity to be of service for this project. Please contact the undersigned if you require clarification of any aspect of this report.

Sincerely, Terracon Consultants – NY, Inc.

Michele A. Fiorillo, PE Geotechnical Department Manager

RKS/DN/KF/RSZ/PEB/shm N:\Projects\2018\JD185040\Working Files\DRAFTS (Proposal-Reports-Communications)\GER\GER_West Point Lee Barracks.docx

Appendix A Subsurface Investigation Subsurface Investigation Procedures (1 page)

Identification of Soil (1 page)

Engineering Descriptions of Rock (2 pages)

Figure 1, Boring Location Plan (1 page)

Test Boring Notes (1 page)

Test Boring Logs (2 pages)

Rock Core Photograph (1 page)

Subsurface Investigation Procedures

1. Test Borings – Hollow Stem Augers The borings are advanced by turning an auger with a center opening of 3-¼ inches. A plug device blocks off the center opening while augers are advanced. Cuttings are brought to the surface by the auger flights. Sampling is performed through the center opening in the hollow stem auger, by standard methods, after removal of the plug. Usually, no water is introduced into the boring using this procedure.

2. Standard Penetration Tests Standard penetration tests are performed by driving a 2-inch O.D., 1-⅜ inch I.D. sampling spoon with a 140-pound hammer falling 30 inches, according to ASTM D1586. After an initial 6 inches penetration to assure the sampling spoon is in undisturbed material, the number of blows required to drive the sampler an additional 12 inches is generally taken as the N value. In the event 30 or more blows are required to drive the sampling spoon the initial 6-inch interval, the sampling spoon is driven to a total penetration resistance of 100 blows or 18 inches, whichever occurs first.

3. Rock Core Drilling Rock is core drilled using NQ size core bits set with carbide steel or diamond, depending upon the rock texture. The bit is fitted onto a double tube swivel-type core barrel in which an exterior tube and bit rotate, and an interior barrel remains stationary to receive the rock core. Water is circulated between the barrels and across the bit face to cool the core bit and to flush away cuttings.

4. Test Boring Stakeout The test boring stakeout was provided by GeoConcepts personnel using available site plans. The project civil engineer performed an as-drilled survey of the boring locations after a later date.

Identification of Soil I. DEFINITION OF SOIL GROUP NAMES ASTM D2487 Symbol Group Name

Coarse-Grained Soils More than 50% retained on No. 200 sieve

Gravels More than 50% of coarse fraction retained on No. 4 sieve

Clean Gravels Less than 5% fines

GW WELL GRADED GRAVEL

GP POORLY GRADED GRAVEL

Gravels with Fines More than 12% fines

GM SILTY GRAVEL

GC CLAYEY GRAVEL

Sands 50% or more of coarse fraction passes No. 4 sieve

Clean Sands Less than 5% fines

SW WELL GRADED SAND

SP POORLY GRADED SAND

Sands with fines More than 12% fines

SM SILTY SAND

SC CLAYEY SAND

Fine-Grained Soils 50% or more passes the No. 200 sieve

Silts and Clays Liquid Limit less than

Inorganic CL LEAN CLAY

ML SILT

Organic OL ORGANIC CLAY

ORGANIC SILT

Silts and Clays Liquid Limit 50 or more

Inorganic CH FAT CLAY

MH ELASTIC SILT

Organic OH ORGANIC CLAY

ORGANIC SILT

Highly Organic Soils Primarily organic matter, dark in color, and organic odor PT PEAT

II. DEFINITION OF MINOR COMPONENT PROPORTIONS

Minor Component Approximate Percentage of Fraction by Weight Gravelly, Sandy (adjective) 30% or more coarse grained Sand, Gravel 15% to 29% coarse grained Silt, Clay 5% to 12% fine grained

III. GLOSSARY OF MISCELLANEOUS TERMS

SYMBOLS Unified Soil Classification Symbols are shown above as group symbols. Use “A” Line Chart for laboratory identification. Dual symbols are used for borderline classification.

BOULDERS &

COBBLES

Boulders are considered pieces of rock larger than 12 inches, while cobbles range from 3 to 12 inches.

WEATHERED ROCK Residual rock material with a standard penetration test (SPT) resistance of at least 50 blows per 6 inches.

ROCK/SPOON

REFUSAL

Rock material with a standard penetration test (SPT) resistance of 50 blows for 1 inch.

ROCK FRAGMENTS Angular pieces of rock which have separated from original vein or strata and are present in a soil matrix. Only used in residual soils

QUARTZ A hard silicate mineral often found in residual soils. Only used when describing residual soils.

CEMENTED SAND Usually localized rock-like deposits within a soil stratum composed of sand grains cemented by calcium carbonate, iron oxide, or other minerals. Commonly encountered in Coastal Plain sediments, primarily in the Potomac Group sands (Kps).

MICACEOUS A term used to describe soil that “glitters” or is shiny. Most commonly encountered in fine-grained soils.

ORGANIC MATERIALS

(Excluding Peat)

Topsoil - Surface soils that support plant life and contain organic matter.

Lignite - Hard, brittle decomposed organic matter with low fixed carbon content (a low grade of coal).

FILL Man-made deposit containing soil, rock, and other foreign matter.

CONTAINS This is used when a soil contains a secondary component that does not apply to a USCS classification.

WITH This is used when a residual soil contains a secondary component that is included in the USCS classification.

PROBABLE FILL Soils which contain no visually detected foreign matter but which are suspect with regard to origin.

LAYERS ½ to 12 inch seam of minor soil component.

COLOR Two most predominant colors present should be described.

MOISTURE

CONDITIONS

Wet, moist, or dry to indicate visual appearance of specimen.

GRAIN SIZE Fine-medium-coarse

Engineering Descriptions of Rock The terminology used by GeoConcepts to describe rock cores can also be applied to rock outcrops and hand sized specimens.

Rock Hardness Very Hard Specimen cannot be scratched with a knife.

Hard Specimen can be scratched with a knife with difficulty.

Moderately Hard Specimen can be scratched with a knife with ease.

Soft Specimen can be scratched with a fingernail.

Very Soft Specimen can be deformed by hand.

Rock Weathering Unweathered No evidence of chemical or mechanical alteration Slightly Weathered slight discoloration on surface, slight alteration along fractures, <10% of the rock volume altered Moderately Weathered Obvious discoloration, iron and magnesium minerals look rusty, 10-

50% of the rock volume altered Highly Weathered Entire mass discolored, alteration through most of the rock, some pockets of slightly weathered rock, some minerals leached away Decomposed Rock reduced to soil with relic rock structure. Can be molded and crumbled by hand

Fracturing (excludes mechanical breaks) Very widely fractured: No observed fractures. Spacing >5 ft.

Slightly Fractured: Core recovered mostly in lengths of 2 ft. to less than 5 ft.

Moderately Fractured: Core recovered mostly in lengths of 0.7 ft. to less than 2 ft.

Highly Fractured: Core recovered mostly in lengths of 0.2 ft. to less than 0.7 ft.

Intensely Fractured: Core recovered mostly in lengths of less than 0.2 ft.

Percent Core Recovery and Rock Quality Designation Percent Core Recovery: Percent of recovered core calculated as the length of the core recovered, divided by the length of the core run, times 100.

Rock Quality Designation: RQD is the summed length of individual rock core pieces 4 inches or greater divided by the length of the rock core run times 100. Based on the percent RQD the following designations are assigned:

RQD Designation 0 to 25 % Very Poor Rock 25 to 50 % Poor Rock 50 to 75 % Fair Rock 75 to 90 % Good Rock 90 to 100 % Excellent Rock

For example, the sum of the rock core pieces greater than 4 inches in length from a core run of

5.0 feet equals 3.5 feet, then the RQD equals 3.5 feet, divided by 5.0 feet, times 100, or 70 % - Fair Rock.

B-2

B-1

(703) 726-8032 fax

(703) 726-803019955 Highland Vista Dr., Suite 170

B-1

Test Boring Notes

1. Classification of soil is by visual inspection and is in accordance with the Unified Soil

Classification System.

2. Estimated groundwater levels are indicated on the logs. These are only estimates from available data and may vary with precipitation, porosity of soil, site topography, etc.

3. Sampling data presents standard penetrations for 6-inch intervals or as indicated with graphic representations adjacent to the sampling data.

4. The energy applied to the split-spoon sampler using the automatic hammer is about 33 percent greater than the applied energy using the standard safety hammer. The hammer blows shown on the boring logs are uncorrected for the higher energy.

5. The logs and related information depict subsurface conditions at the specific locations and at the particular time when drilled. Soil conditions at other locations may differ from conditions occurring at the test locations. Also, the passage of time may result in a change in the subsurface conditions at the test locations.

6. The stratification lines represent the approximate boundary between soil types as determined in the sampling operation. Some variation may be expected vertically between samples taken.

The soil profile, groundwater level observations and penetration resistances presented on the logs have been made with reasonable care and accuracy and must be considered only an approximate representation of subsurface conditions to be encountered at the particular location.

7. Weathered rock is defined as residual earth material with a penetration resistance between 50 blows per 6 inches and refusal. Spoon refusal at the surface of rock, boulders, or obstructions is defined as a penetration resistance of 50 blows for 1-inch penetration or less.

Auger refusal is taken as the depth at which further penetration of the auger is not possible without risking significant damage to the drilling equipment.

8. Rock Quality Designation (RQD) represents the sum of cores recovered with lengths of 4 inches or longer, divided by the total length of rock core, expressed in percentage.

97 73

9+12+18

50/5

32+7+7+17

25+8+6+5

11+7+5+3

50/1

172.6 172.4 171.9 171.6

168.6

166.6

164.6

162.6

158.6

153.6

A

B

Asphalt = 3 in.

Concrete = 9 in.

Fill, brown, fine to coarse, POORLY GRADED SAND WITH SILT AND GRAVEL, dense, moist, SP-SM

Very dense

Fill, brown, fine to coarse, SILTY SAND, medium dense, moist, SM

Fill, brown, fine to coarse, POORLY GRADED GRAVEL WITH SILT AND SAND, medium dense, moist, GP-GM

Fill, brown, fine to coarse, SILTY GRAVEL WITH SAND, medium dense, moist, GM

Slightly weathered, very hard, dark gray mottled white, GRANITE, slightly fractured

Bottom of Borehole at 19.0 ft.

15.2

3.1

7.1

3.5

5.5

DRILLER:

DRILLING METHOD:PROJECT NUMBER:

7/23/18 - 7/25/18Jacobs

JD185040

D. Evans

172.6

DATES DRILLED:OWNER/CLIENT:

GROUND SURFACE ELEVATION (ft.): DRILL RIG:

3.25 ID HSA; Automatic Hammer

SOIL

DRILLING CONTRACTOR:

BORING NUMBER:

SHEET 1 OF 1

MATERIAL DESCRIPTION

NOT ENCOUNTERED UPON COMPLETION

NOT ENCOUNTERED DURING DRILLING

19955 Highland Vista Dr., #170 Ashburn, Virginia 20147

703-726-8030 703-726-8032 fax

Lee Barracks Upgrade, Exterior Field Investigation

US Military Academy, West Point, New York

THE STRATIFICATION LINES REPRESENT APPROXIMATE BOUNDARIES. THE TRANSITION MAY BE GRADUAL.

SAMPLE TYPES:

SPT

Rock Core

REMARKS:

UniTech

J. Von Erden

B-1LOCATION:

LOGGED BY:

GROUND WATER LEVELS:

LOCATION:

PROJECT:

B O

R E

H O

LE

/T

E S

T P

IT

L

O G

S .G

P J

G E

O C

O N

C E

P T

S

6.

G D

T

/2 1/

R E

C

R Q

D

ROCK

SPT

BLOW

COUNTS R

E

C (in

ELEV.

(ft.)

ELEV. 167.6

20 40 60 80

STANDARD

PENETRATION

TEST RESISTANCE

(BPF)

5.0 ft.CAVED:

DEPTH

(ft.)

S T

R A

T U

M

S A

M P

LE

T

Y P

E

G R

A P

H

IC

M C

100 72

5+4+7

5+3+12

7+4+7+7

3+3+2+2

3+10+32+26

173.2 173.1 172.5

170.7

169.2

167.2

165.2

157.2

152.2

A

B

Asphalt = 1.5 in.

Concrete = 7.5 in.

Fill, brown-black, fine to coarse, POORLY GRADED GRAVEL WITH SILT AND SAND, medium dense, wet, GP-GM

Fill, brown-black, fine to coarse, SILTY SAND WITH GRAVEL, medium dense, moist, SM

Fill, brown, fine to coarse, SILTY CLAY WITH SAND, firm, moist, CL-ML

Fill, brown and black, fine to coarse, POORLY GRADED SAND WITH SILT AND GRAVEL, very dense, moist, SP-SM

Slightly weathered, dark gray white, GRANITE, slightly fractured

Bottom of Borehole at 21.0 ft.

8.1

9.5

19.1

2.5

DRILLER:

DRILLING METHOD:PROJECT NUMBER:

7/25/18 - 7/25/18Jacobs

JD185040

D. Evans

173.2

DATES DRILLED:OWNER/CLIENT:

GROUND SURFACE ELEVATION (ft.): DRILL RIG:

3.25 ID HSA; Automatic Hammer

SOIL

DRILLING CONTRACTOR:

BORING NUMBER:

SHEET 1 OF 1

MATERIAL DESCRIPTION

NOT ENCOUNTERED UPON COMPLETION

NOT ENCOUNTERED DURING DRILLING

19955 Highland Vista Dr., #170 Ashburn, Virginia 20147

703-726-8030 703-726-8032 fax

Lee Barracks Upgrade, Exterior Field Investigation

US Military Academy, West Point, New York

THE STRATIFICATION LINES REPRESENT APPROXIMATE BOUNDARIES. THE TRANSITION MAY BE GRADUAL.

SAMPLE TYPES:

SPT

Rock Core

REMARKS:

UniTech

J. Von Erden

B-2LOCATION:

LOGGED BY:

GROUND WATER LEVELS:

LOCATION:

PROJECT:

Encountered obstruction at 13 feet. Advanced to 16 feet using rock core techniques and had zero recovery.

B O

R E

H O

LE

/T

E S

T P

IT

L

O G

S .G

P J

G E

O C

O N

C E

P T

S

6.

G D

T

/2 1/

R E

C

R Q

D

ROCK

SPT

BLOW

COUNTS R

E

C (in

ELEV.

(ft.)

ELEV. 168.2

20 40 60 80

STANDARD

PENETRATION

TEST RESISTANCE

(BPF)

5.0 ft.CAVED:

DEPTH

(ft.)

S T

R A

T U

M

S A

M P

LE

T

Y P

E

G R

A P

H

IC

M C

Lee Barracks Upgrade, Exterior Field Investigation

US Military Academy, West Point, New York

JD185040

Rock Core Photographs

Boring # Run # Length

(feet)

From

(feet)

To

(feet)

Recovery Length

(inches)

Recovery

RQD

Length

(inches)

RQD

B-1 1 5.0 14.0 19.0 58 97 43.5 73

B-2 1 5.0 16.0 21.0 60 100 43 72

Appendix B Soil Laboratory Test Results Liquid and Plastic Limit, and Grain Size Analysis Test Data (18 pages)

Unconfined Rock Compressive Strength Test Data (1 page)

Corrosion Series Test Results (3 pages)

(703) 726-8030 www.geoconcepts-eng.com

Project No.

Sample ID

Lab Order No.

#4 #200

POORLY GRADED SAND

with silt and gravel

NP NP NP 65.8 9.4 SP-SM 15.2

Color

Test Method: ASTM D 4318

Soil Classification by ASTM D2487 and AASHTO M 145

Reviewed by

Material Description LL PL PI w (%)

Brown AASHTO Classification

% Passing

USCS

A-1-b

7/31/2018

LIQUID AND PLASTIC LIMIT - ASTM D4318

Project Name Lee Barracks Exterior

Depth (Feet) 1.0-2.5

JD185040

B-1

4367-1 Date

0 10 20 30 40 50 60 70 80 90 100

P L A

S T

IC

IT

Y I

N D

E X

P

I)

LIQUID LIMIT (LL)

(703) 726-8030 www.geoconcepts-eng.com

Project No.

Sample ID

Lab Order No.

SIEVE % Passing

1 ½ " 100

3/4" 78

3/8" 78

#4 66

#10 51

#20 41

#40 32

#60 23

#100 15

#200 9

Pan -- Test Method: ASTM D 422

Soil Classification by ASTM D2487 and AASHTO M 145

Reviewed by:

A-1-b

NP

Gravel

Sand

Fines

AASHTO Classification

Cu

9.4

POORLY GRADED SAND with silt and

44.8

0.5

NP

34.2

56.4

USCS Group Name

SP-SMUSCS Group Symbol

LL

PI

Color Brown

Cc

Lee Barracks ExteriorJD185040

B-1

GRAIN SIZE ANALYSIS - ASTM D422

Project Name

Depth (Feet)

7/31/2018Date4367-1

1.0-2.5

0.010.1110100

Grain Size Diameter (mm)

N o

N o

N o

¾ in

P e rc e n t

F in e r

(703) 726-8030 www.geoconcepts-eng.com

Project No.

Sample ID

Lab Order No.

#4 #200

POORLY GRADED SAND

with silt and gravel

NP NP NP 61.3 11.8 SP-SM 3.1

Color

Test Method: ASTM D 4318

Soil Classification by ASTM D2487 and AASHTO M 145

Reviewed by

Material Description LL PL PI w (%)

Grey AASHTO Classification

% Passing

USCS

A-1-a

7/31/2018

LIQUID AND PLASTIC LIMIT - ASTM D4318

Project Name Lee Barracks Exterior

Depth (Feet) 4.0-4.4

JD185040

B-1

4367-2 Date

0 10 20 30 40 50 60 70 80 90 100

P L A

S T

IC

IT

Y I

N D

E X

P

(703) 726-8030 www.geoconcepts-eng.com

Project No.

Sample ID

Lab Order No.

SIEVE % Passing

1 ½ " 100

3/4" 89

3/8" 74

#4 61

#10 46

#20 35

#40 27

#60 21

#100 16

#200 12

Pan -- Test Method: ASTM D 422

Soil Classification by ASTM D2487 and AASHTO M 145

Reviewed by:

A-1-a

NP

Gravel

Sand

Fines

AASHTO Classification

Cu

11.8

POORLY GRADED SAND with silt and

NP

38.7

49.5

USCS Group Name

SP-SMUSCS Group Symbol

LL

PI

Color Grey

Cc

Lee Barracks ExteriorJD185040

B-1

GRAIN SIZE ANALYSIS - ASTM D422

Project Name

Depth (Feet)

7/31/2018Date4367-2

4.0-4.4

0.010.1110100

Grain Size Diameter (mm)

N o

N o

N o

¾ in

P e rc e n t

F in

(703) 726-8030 www.geoconcepts-eng.com

Project No.

Sample ID

Lab Order No.

#4 #200

SILTY SAND NP NP NP 85.6 24.0 SM 7.1

Color

Test Method: ASTM D 4318

Soil Classification by ASTM D2487 and AASHTO M 145

Reviewed by

7/31/2018

LIQUID AND PLASTIC LIMIT - ASTM D4318

Project Name Lee Barracks Exterior

Depth (Feet) 6.0-8.0

JD185040

B-1

4367-3 Date

Brown AASHTO Classification

% Passing

USCS

A-1-b

Material Description LL PL PI w (%)

0 10 20 30 40 50 60 70 80 90 100

P L A

S T

IC

IT

Y I

N D

E X

P

(703) 726-8030 www.geoconcepts-eng.com

Project No.

Sample ID

Lab Order No.

SIEVE % Passing

1 ½ " 100

3/4" 100

3/8" 92

#4 86

#10 71

#20 58

#40 48

#60 39

#100 32

#200 24

Pan -- Test Method: ASTM D 422

Soil Classification by ASTM D2487 and AASHTO M 145

Reviewed by:

4367-3

6.0-8.0

GRAIN SIZE ANALYSIS - ASTM D422

Project Name

Depth (Feet)

7/31/2018Date

Lee Barracks ExteriorJD185040

B-1

USCS Group Name

SMUSCS Group Symbol

LL

PI

Color Brown

Cc

24.0

SILTY SAND

NP

14.4

61.6

A-1-b

NP

Gravel

Sand

Fines

AASHTO Classification

Cu

0.010.1110100

Grain Size Diameter (mm)

N o

N o

N o

¾ in

P e rc e n t

F in

(703) 726-8030 www.geoconcepts-eng.com

Project No.

Sample ID

Lab Order No.

#4 #200

POORLY GRADED GRAVEL

with silt & sand

NP NP NP 41.4 10.5 GP-GM 3.5

Color

Test Method: ASTM D 4318

Soil Classification by ASTM D2487 and AASHTO M 145

Reviewed by

Material Description LL PL PI w (%)

Brown AASHTO Classification

% Passing

USCS

A-1-a

7/31/2018

LIQUID AND PLASTIC LIMIT - ASTM D4318

Project Name Lee Barracks Exterior

Depth (Feet) 8.0-10.0

JD185040

B-1

4367-4 Date

0 10 20 30 40 50 60 70 80 90 100

P L A

S T

IC

IT

Y I

N D

E X

P

(703) 726-8030 www.geoconcepts-eng.com

Project No.

Sample ID

Lab Order No.

SIEVE % Passing

1 ½ " 100

3/4" 87

3/8" 53

#4 41

#10 34

#20 27

#40 22

#60 18

#100 14

#200 11

Pan -- Test Method: ASTM D 422

Soil Classification by ASTM D2487 and AASHTO M 145

Reviewed by:

A-1-a

NP

Gravel

Sand

Fines

AASHTO Classification

Cu

10.5

POORLY GRADED GRAVEL with silt &

NP

58.6

30.8

USCS Group Name

GP-GMUSCS Group Symbol

LL

PI

Color Brown

Cc

Lee Barracks ExteriorJD185040

B-1

GRAIN SIZE ANALYSIS - ASTM D422

Project Name

Depth (Feet)

7/31/2018Date4367-4

8.0-10.0

0.010.1110100

Grain Size Diameter (mm)

N o

N o

N o

¾ in

P e rc e n t

F in

(703) 726-8030 www.geoconcepts-eng.com

Project No.

Sample ID

Lab Order No.

#4 #200

SILTY GRAVEL with sand NP NP NP 44.5 15.2 GM 5.5

Color

Test Method: ASTM D 4318

Soil Classification by ASTM D2487 and AASHTO M 145

Reviewed by

Material Description LL PL PI w (%)

Brown AASHTO Classification

% Passing

USCS

A-1-a

7/31/2018

LIQUID AND PLASTIC LIMIT - ASTM D4318

Project Name Lee Barracks Exterior

Depth (Feet) 10.0-12.0

JD185040

B-1

4367-5 Date

0 10 20 30 40 50 60 70 80 90 100

P L A

S T

IC

IT

Y I

N D

E X

P

(703) 726-8030 www.geoconcepts-eng.com

Project No.

Sample ID

Lab Order No.

SIEVE % Passing

1 ½ " 100

3/4" 73

3/8" 53

#4 45

#10 39

#20 33

#40 28

#60 23

#100 20

#200 15

Pan -- Test Method: ASTM D 422

Soil Classification by ASTM D2487 and AASHTO M 145

Reviewed by:

A-1-a

NP

Gravel

Sand

Fines

AASHTO Classification

Cu

15.2

SILTY GRAVEL with sand

NP

55.5

29.3

USCS Group Name

GMUSCS Group Symbol

LL

PI

Color Brown

Cc

Lee Barracks ExteriorJD185040

B-1

GRAIN SIZE ANALYSIS - ASTM D422

Project Name

Depth (Feet)

7/31/2018Date4367-5

10.0-12.0

0.010.1110100

Grain Size Diameter (mm)

N o

N o

N o

¾ in

P e rc e n t

F in

(703) 726-8030 www.geoconcepts-eng.com

Project No.

Sample ID

Lab Order No.

#4 #200

POORLY GRADED GRAVEL

with silt & sand

NP NP NP 39.0 7.5 GP-GM 8.1

Color

Test Method: ASTM D 4318

Soil Classification by ASTM D2487 and AASHTO M 145

Reviewed by

Material Description LL PL PI w (%)

Brown AASHTO Classification

% Passing

USCS

A-1-a

7/31/2018

LIQUID AND PLASTIC LIMIT - ASTM D4318

Project Name Lee Barracks Exterior

Depth (Feet) 2.5-4.0

JD185040

B-2

4367-6 Date

0 10 20 30 40 50 60 70 80 90 100

P L A

S T

IC

IT

Y I

N D

E X

P

(703) 726-8030 www.geoconcepts-eng.com

Project No.

Sample ID

Lab Order No.

SIEVE % Passing

1 ½ " 100

3/4" 47

3/8" 43

#4 39

#10 32

#20 26

#40 20

#60 14

#100 9

#200 8

Pan -- Test Method: ASTM D 422

Soil Classification by ASTM D2487 and AASHTO M 145

Reviewed by:

A-1-a

NP

Gravel

Sand

Fines

AASHTO Classification

Cu

7.5

POORLY GRADED GRAVEL with silt &

147.4

0.7

NP

61.0

31.4

USCS Group Name

GP-GMUSCS Group Symbol

LL

PI

Color Brown

Cc

Lee Barracks ExteriorJD185040

B-2

GRAIN SIZE ANALYSIS - ASTM D422

Project Name

Depth (Feet)

7/31/2018Date4367-6

2.5-4.0

0.010.1110100

Grain Size Diameter (mm)

N o

N o

N o

¾ in

P e rc e n t

F in

(703) 726-8030 www.geoconcepts-eng.com

Project No.

Sample ID

Lab Order No.

#4 #200

SILTY SAND with gravel NP NP NP 64.0 15.2 SM 9.5

Color

Test Method: ASTM D 4318

Soil Classification by ASTM D2487 and AASHTO M 145

Reviewed by

Material Description LL PL PI w (%)

Brown AASHTO Classification

% Passing

USCS

A-1-b

7/31/2018

LIQUID AND PLASTIC LIMIT - ASTM D4318

Project Name Lee Barracks Exterior

Depth (Feet) 4.0-6.0

JD185040

B-2

4367-7 Date

0 10 20 30 40 50 60 70 80 90 100

P L A

S T

IC

IT

Y I

N D

E X

P

(703) 726-8030 www.geoconcepts-eng.com

Project No.

Sample ID

Lab Order No.

SIEVE % Passing

1 ½ " 100

3/4" 75

3/8" 73

#4 64

#10 53

#20 41

#40 32

#60 25

#100 20

#200 15

Pan -- Test Method: ASTM D 422

Soil Classification by ASTM D2487 and AASHTO M 145

Reviewed by:

A-1-b

NP

Gravel

Sand

Fines

AASHTO Classification

Cu

15.2

SILTY SAND with gravel

NP

36.0

48.9

USCS Group Name

SMUSCS Group Symbol

LL

PI

Color Brown

Cc

Lee Barracks ExteriorJD185040

B-2

GRAIN SIZE ANALYSIS - ASTM D422

Project Name

Depth (Feet)

7/31/2018Date4367-7

4.0-6.0

0.010.1110100

Grain Size Diameter (mm)

N o

N o

N o

¾ in

P e rc e n t

F in

(703) 726-8030 www.geoconcepts-eng.com

Project No.

Sample ID

Lab Order No.

#4 #200 silty Clay with sand 22 17 5 97.4 73.9 CL-ML 19.1

Color

Test Method: ASTM D 4318

Soil Classification by ASTM D2487 and AASHTO M 145

Reviewed by

Material Description LL PL PI w (%)

Brown AASHTO Classification

% Passing

USCS

A-4

7/31/2018

LIQUID AND PLASTIC LIMIT - ASTM D4318

Project Name Lee Barracks Exterior

Depth (Feet) 6.0-8.0

JD185040

B-2

4367-8 Date

0 10 20 30 40 50 60 70 80 90 100

P L A

S T

IC

IT

Y I

N D

E X

P

(703) 726-8030 www.geoconcepts-eng.com

Project No.

Sample ID

Lab Order No.

SIEVE % Passing

1 ½ " 100

3/4" 100

3/8" 100

#4 97

#10 95

#20 93

#40 90

#60 88

#100 85

#200 74

Pan -- Test Method: ASTM D 422

Soil Classification by ASTM D2487 and AASHTO M 145

Reviewed by:

A-4

Gravel

Sand

Fines

AASHTO Classification

Cu

73.9 silty Clay with sand

2.6

23.5

USCS Group Name

CL-MLUSCS Group Symbol

LL

PI

Color Brown

Cc

Lee Barracks ExteriorJD185040

B-2

GRAIN SIZE ANALYSIS - ASTM D422

Project Name

Depth (Feet)

7/31/2018Date4367-8

6.0-8.0

0.010.1110100

Grain Size Diameter (mm)

N o

N o

N o

¾ in

P e rc e n t

F in

(703) 726-8030 www.geoconcepts-eng.com

Project No.

Sample ID

Lab Order No.

#4 #200

POORLY GRADED SAND

with silt and gravel

NP NP NP 55.2 10.0 SP-SM 2.5

Color

Test Method: ASTM D 4318

Soil Classification by ASTM D2487 and AASHTO M 145

Reviewed by

Material Description LL PL PI w (%)

Brown AASHTO Classification

% Passing

USCS

A-1-a

7/31/2018

LIQUID AND PLASTIC LIMIT - ASTM D4318

Project Name Lee Barracks Exterior

Depth (Feet) 8.0-10.0

JD185040

B-2

4367-9 Date

0 10 20 30 40 50 60 70 80 90 100

P L A

S T

IC

IT

Y I

N D

E X

P

(703) 726-8030 www.geoconcepts-eng.com

Project No.

Sample ID

Lab Order No.

SIEVE % Passing

1 ½ " 100

3/4" 100

3/8" 72

#4 55

#10 42

#20 33

#40 26

#60 21

#100 16

#200 10

Pan -- Test Method: ASTM D 422

Soil Classification by ASTM D2487 and AASHTO M 145

Reviewed by:

A-1-a

NP

Gravel

Sand

Fines

AASHTO Classification

Cu

10.0

POORLY GRADED SAND with silt and

NP

44.8

45.2

USCS Group Name

SP-SMUSCS Group Symbol

LL

PI

Color Brown

Cc

Lee Barracks ExteriorJD185040

B-2

GRAIN SIZE ANALYSIS - ASTM D422

Project Name

Depth (Feet)

7/31/2018Date4367-9

8.0-10.0

0.010.1110100

Grain Size Diameter (mm)

N o

N o

N o

¾ in

P e rc e n t

F in

Sample No.

Sample Depth

(feet) Rock Type Test Date

Length

Uncapped (0.01 in.)

Diameter

(0.01 in.)

Area

(in

Load (lbs.)

Compressive

Strength (psi) L/D

B-1 18.0-18.5 Granite 7/30/2018 3.86 1.99 3.11 30070 9668 1.94

B-2 19.0-19.5 Granite 7/30/2018 3.61 1.97 3.05 36260 11896 1.83

Reported by:

Project

Number:

JD185040

Project Name: Lee Barracks Upgrade

UNCONFINED ROCK COMPRESSIVE STRENGTH TEST REPORT

19955 Highland Vista Dr., Suite 170 Ashburn, Virginia 20147

(703) 726-8030 www.geoconcepts-eng.com

GeoConcepts Engineering, Inc Report Number: 184685 Katherine Fordnev Date Received: 08/14/18 16:00 19955 Highland Vista Dr., Suite 170 Date Reported: 08/17/18 14:05 Ashburn, VA 20147 Project Location: Lee Barracks, West Point, NY

Client Sample No: B-1 (0'-5') Lab Sample No.: 184685-01 Sample Matrix: Soil Collection Date/Time: 07/23/18 00:00 Sample Description:

Soil Corrosion Potential Tests

Parameter Method Result Units Limit Dilution Qualifier Cont. Analysis Date Analyst Resistivity ASTM G187 1000 ohm-cm N/A 1 A 08/15/18 JMP Redox Potential Electrode + 296 mV N/A 1 A 08/17/18 JMP pH CA-643 9.0 pH N/A A 08/15/18 JMP Chloride (Water Soluble) CA-422 260 mg/Kg 2.5 1 D A 08/16/18 JMP Sulfate (Water Soluble) EPA 375.4 97 mg/Kg 5.0 1 D A 08/16/18 JMP Sulfide (Water Soluble) EPA 376.2 < 1.2 mg/Kg 1.2 1 U A 08/16/18 JMP Moisture (Percent) EPA 13 % N/A A 08/15/18 JMP

Certificate of Laboratory Analysis

HP ENVIRONMENTAL INCORPORATED

GeoConcepts Engineering, Inc Report Number: 184685 Katherine Fordnev Date Received: 08/14/18 16:00 19955 Highland Vista Dr., Suite 170 Date Reported: 08/17/18 14:05 Ashburn, VA 20147 Project Location: Lee Barracks, West Point, NY

Qualifier Codes:

U = Analyte was not detected at or above reporting limit D = Analyte reported from a sample dilution

Sample Container Codes:

Plastic Bag A Soil

Notes:

Soil Results are reported on a wet weight basis (as received) unless stated as "dry".

The lab results reflect the measurement of the sample received only and may not be completely representative of the sampled site.

The Client has the responsibility for assessing risk and appropriate data interpretation of the results contained herein.

Laboratory reports issued are intended for the exclusive use by the Client and shall not be reproduced except in its entirety.

The chain-of-custody is a part of the entire analytical report.

Residual sample(s) will be disposed of in three months unless otherwise notified.

Laboratory Report Approved by:

J Pfaff Laboratory Director, Chemistry Date

Certificate of Laboratory Analysis

HP ENVIRONMENTAL INCORPORATED

08/17/18

P age 3 of 3