Amendment_0007_Q8_Geotechnical_Report_Bradley_Barracks.pdf

DRAFT

Geotechnical Engineering Report

Bradley Barracks Upgrade United States Military Academy West Point, New York

January 31, 2018

19955 Highland Vista Drive, Suite 170 � Ashburn, Virginia 20147 � 703-726-8030

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

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

January 31, 2018

Mr. Gary Calligaro, RA

JACOBS

299 Madison Avenue Morristown, New Jersey 07960

Subject: DRAFT Geotechnical Engineering Report Bradley Barracks Upgrade, United States Military Academy (USMA) (Our 16423.01) West Point, New York

Dear Mr. Calligaro:

GeoConcepts Engineering, Inc., a Terracon Company (GeoConcepts) is pleased to present the following geotechnical engineering report prepared for Bradley Barracks at the United States Military Academy (USMA) in 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., A Terracon Company

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

Table of Contents

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

3.8 Concrete Compressive Strength Test Results

3.9 Ground Penetrating Radar (GPR) Test Results

3.10 Torvane and Pocket Penetrometer Test Results

4.0 Engineering Analysis

4.1 Spread Footings

4.2 Underpinning

4.3 Earthwork

5.0 General Limitations

Figure 1: Site Vicinity Map

Appendix A: Subsurface Investigation Appendix B: Soil Laboratory Test Results

January 31, 2018 16423.01 Page 1

1.0 Scope of Services

This 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:

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

Foundation recommendations for support of new columns for the renovation.

Recommendations regarding underpinning of the existing building.

Earthwork recommendations for construction of loadbearing fills.

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 Bradley Barracks at the United States Military Academy (USMA) in West Point, New York. Specifically, the barracks are located within the Central Zone, northwest of the intersection of Thayer Road and Brewerton Road. Bradley Barracks has one basement level and six above grade levels.

Imagery provided by Google Earth dated April 2016.

Based on the scope of work dated August 11, 2017, it is our understanding the Bradley Barracks will undergo various renovations including the expansion or replacement of the existing elevator and shaft located on the northeast corner of the north wing of the building. Currently, the elevator services the basement to fourth floors, and we understand that the expanded or replaced elevator will service the basement to sixth floor.

According to an email dated January 17, 2018, the existing elevator pit is approximately 4 feet below existing grades. It is our understanding that underpinning may be required if the existing elevator pit is deepened. We also understand that a new column associated with the renovations may be required below

January 31, 2018 16423.01 Page 2 the basement level, and will carry a dead load of approximately 140 kips and a live load of approximately 70 kips.

We also understand that the proposed work may include the removal and replacement of bituminous pavement, curbs, sidewalks, exterior masonry stairs and platforms, and utility lines. Portions of the site may also be regraded.

3.0 Subsurface Conditions

Subsurface conditions were investigated by drilling one Standard Penetration Test (SPT) boring in the building area. The SPT boring was completed by Uni-Tech Drilling of Franklinville, New Jersey under our observation on December 29, 2017, 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. A test boring log and a boring location plan are presented in Appendix A of this report.

3.1 Geology

The site lies within the Valley and Ridge Physiographic Province of New York. According to local geologic maps, the site is mapped in Gneiss of the Middle Proterozoic geologic eon. Based on our subsurface investigation, the sediments and strata correspond favorably to the geologic publications. The underlying natural soils are residual materials derived from the physical and chemical weathering of the underlying bedrock.

Bedrock was cored from about 41 to 46 feet depth in test boring B-1 for identification and evaluation of the rock. The RQD (Rock Quality Designation) value in the cored rock was measured to be 29 percent, indicating an overall poor 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 (Approximately 0 to 6 feet) medium dense to very dense, POORLY GRADED SAND (SP)

WITH GRAVEL, SILTY SAND (SM) WITH GRAVEL, WELL

GRADED SAND (SW-SM) WITH SILT AND GRAVEL, FILL,

moist, dark gray, red-brown, white

Stratum B1 – Residual (Approximately 6 to 40 feet) generally loose to medium dense, POORLY GRADED SAND

WITH SILT (SP-SM), WELL GRADED SAND (SW-SM) WITH

SILT, CLAYEY SAND (SC), SILTY SAND (SM), WITH GRAVEL,

moist, dark gray, red-brown

Stratum B2 – Weathered Rock (Approximately 40 to 41 feet) very dense, POORLY GRADED SAND (SP) WITH GRAVEL, moist, dark gray

Stratum B3 – Rock (Approximately 41 feet and deeper) moderately weathered, hard, highly fractured, GRANITIC GNEISS ROCK, light gray

January 31, 2018 16423.01 Page 3

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.

3.3 Groundwater

Groundwater level observations were made in the field during drilling of test boring B-1. Groundwater was not encountered during drilling. Due to safety concerns to pedestrians, the borehole was backfilled upon completion.

The groundwater observations presented herein are 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 Sieve

Results Atterberg

LimitsTest Boring

No.

Depth

(ft) Sample

Type Stratum Description of Soil Specimen Percent

Retained #4 Sieve

Percent Passing #200 Sieve

LL PL PI

Natural Moisture Content

B-1 2.5-4 Jar A SILTY SAND (SM)

WITH GRAVEL 38.1 14.2 NP NP NP 15.9

B-1 4-4.8 Jar A

WELL GRADED SAND

(SW-SM) WITH SILT

AND GRAVEL

44.7 10.6 NP NP NP 11.5

B-1 6-7.5 Jar B1 SILTY SAND (SM)

WITH GRAVEL 28.7 13.9 23 NP NP 13.1

B-1 8.5-10 Jar B1 CLAYEY SAND (SC)

WITH GRAVEL 18.9 32.5 30 18 12 16.7

B-1 10-11.5 Jar B1

SILTY CLAYEY SAND

(SC-SM) WITH

GRAVEL

21.4 14.9 25 19 6 7.8

B-1 11.5-13 Jar B1 WELL GRADED SAND

(SW-SM) WITH SILT 13.9 10.1 NP NP NP 7.7

B-1 13.5-15 Jar B1 WELL GRADED SAND

(SW-SM) WITH SILT 0.0 11.0 NP NP NP 6.5

B-1 23.5-25 Jar B1

POORLY GRADED

SAND (SP-SM) WITH

SILT

0.0 8.2 NP NP NP 5.6

B-1 28.5-30 Jar B1

WELL GRADED SAND

(SW-SM) WITH SILT

AND GRAVEL

35.7 11.2 19 NP NP 6.3

January 31, 2018 16423.01 Page 4

Test Boring

No.

Depth

(ft) Sample

Type Stratum Description of Soil Specimen

Sieve Results

Atterberg Limits Natural

Moisture Content

B-1 33.5-35 Jar B1

POORLY GRADED

SAND (SP-SM) WITH

SILT AND GRAVEL

34.5 9.2 NP NP NP 2.6

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 geologic conditions, the site soils have been assigned to a site class D per the International Building Code (IBC).

The site coefficients and adjusted Maximum Considered Earthquake (MCE) spectral response acceleration parameters were obtained from the United States Geological Survey (USGS) website 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 D (Step 2) SS = 0.230 g Fa = 1.6

S1 = 0.069 g FV = 2.4

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

(Step 3) Design Spectral Response Accelerations

(Step 4) SMS = 0.368 g (=Ss*Fa) SDS = 0.245 g (=2/3*SMS)

SM1 = 0.165 g (=S1*Fv) SD1 = 0.110 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 (ASTM D2216), pH (EPA 9045/AASHTO T29), resistivity (ASTM G57/AASHTO T288), sulfides (EPA 9030), and reduction-oxidation potential (ASTM D1498 mod.). 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) Sulfides (ppm)

Redox Potential

(mV) Point Total

B-1 0-5 11.0 9.6 8,300 <1.2 134 6

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). Using the methods described by AWWA, the point total for the samples tested averaged 6. Accordingly, the site soils are considered non-corrosive.

January 31, 2018 16423.01 Page 5

Sulfate tests (CA Test 417/AASHTO T290) and Chloride (AASHTO T291) were performed on selected soil samples to determine the severity of sulfate attack on concrete structures. The results of sulfate testing are presented below in Table 3.6-2.

Table 3.6-2: Sulfate Test Results

Test Boring No. Sample Depth (ft)

Sulfate Concentration (ppm)

B-1 0-5 82

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 gneiss 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 42 - 42.8 9,810

3.8 Concrete Compressive Strength Test Results

A total of eight concrete cores were collected from the existing slabs and columns inside the Bradley Barracks. Specific locations of the cores are shown on Figures 3 through 6 in Appendix A. A total of seven concrete cores were tested for compressive strength testing in accordance with ASTM-C39. The results of the compressive strength tests are presented below in Table 3.8-1.

Table 3.8-1: Unconfined Compressive Strength Test Results

Test Boring No. Location Compressive Strength (psi)

C-1 Column, Second Floor, Room 2102 5,180

C-2 Column, Second Floor, Room 2102 5,240

C-3 Column, Third Floor, Room 3102 4,070

C-4 Column, Third Floor, Room 3102 4,680

C-5 Slab, Fifth Floor, Room 585 3,840

C-6 Slab, Fifth Floor, Room 585 3,920

C-7 Slab, Sixth Floor, Room 685 Not Tested

C-8 Slab, Sixth Floor, Room 685 3,580DRAFT

January 31, 2018 16423.01 Page 6

3.9 Ground Penetrating Radar (GPR) Test Results

A total of five areas of the existing slab on the Second Floor in Room 263, the hallway, and the adjacent lockers, were scanned using ground penetrating radar (GPR) by GPRS. GPR results indicated the reinforcing steel in the slab is approximately 10-inch spacing on center, and the depth to the cover of the reinforcing steel varied. The slab thickness ranged from approximately 8 to 10 inches thick. The GPRS report can be found in Appendix A.

3.10 Torvane and Pocket Penetrometer Test Results

Cohesive soil samples were tested with a Torvane and Pocket Penetrometer. Test results can be found below in Table 3.10-1 for the samples tested.

Table 3.10-1: Torvane and Pocket Penetrometer Test Results

Boring Depth (feet) Torvane Reading (tsf)

Pocket Penetrometer Reading (tsf)

B-1 8.5-10 0.5 0.5

4.0 Engineering Analysis

Recommendations regarding foundations, underpinning, and earthwork are presented herein.

4.1 Spread Footings

Based on the basement floor elevation for the existing building, generally medium dense natural soils should be encountered at proposed spread footing elevations for possible new columns. Spread footings founded in these materials are considered suitable for support of the possible new columns, and may be designed with a net allowable soil bearing pressure of 2,500 psf.

Individual column footing should be at least 30 inches wide for local or punching shear considerations. A maximum slope of one horizontal to one vertical (1H:1V) should be maintained between the bottom edges of adjacent footings. Settlement of the spread footing should not exceed about 0.75-inch, and different settlement between adjacent foundation elements should not exceed about this amount.

Footing subgrades should be observed and approved prior to placement of concrete, to ascertain that footings are placed on suitable bearing soils as recommended herein. Footings should be excavated and concrete placed the same day in order to avoid disturbance from water or weather. Disturbance of footing subgrades by exposure to water seepage or weather conditions should be avoided. Any existing fill, disturbed, frozen, or soft subgrade soils should be removed prior to placing footing concrete. Forms may be used if necessary, but less subgrade disturbance is anticipated if excavations are made to the required dimensions and concrete placed against the soil. If footings are formed, the forms should be removed and the excavation backfilled as soon as possible. Water should not be allowed to pond along the outside of footings for long periods of time.

4.2 Underpinning

It may be necessary to underpin the existing buildings to transfer building loads below excavation levels.

Underpinning of the existing foundations using traditional pit type construction should be feasible. The pits should be sized with an allowable soil bearing pressure of 2,500 psf when founded on the medium dense soils of Stratum B1. There is a risk of additional building movements during the underpinning procedure.

The excavations for underpinning should be completed in relatively short lengths to minimize damage to the existing building. Maximum lengths of underpinning pits should be provided by the structural engineer.

January 31, 2018 16423.01 Page 7

The underpinning work should be completed by a specialty contractor with demonstrated experienced in this kind of work. The subgrade for each pit should be observed by a geotechnical engineer to verify conditions are similar to those assumed in this analysis and to confirm construction is performed consistent with these recommendations. It may be necessary to perform hand auger borings into the underpinning pit bearing surface to verify soil conditions.

4.3 Earthwork

Fill may be required for new pavement, curbs, sidewalks, exterior masonry stairs and platforms, and regrading. 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 D698.

Materials used for compacted fill should consist of soils classifying SC, SM, SP, SW, GC, GM, GP, or GW per ASTM D2487, with a maximum dry density greater than 105 pcf. It is expected that the majority of soils excavated at the site will be suitable for re-use as fill based on classification. However, 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. 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.

For utility excavation backfill, we recommend that open graded stone be used to backfill the pipe trench to the spring line of the pipe. Backfill should be compacted in lifts not exceeding 6 inches loose thickness, to at least 95 percent of the maximum dry density per ASTM D698. Hand operated compaction equipment should be used until the backfill has reached a level 1 foot above the top of the pipe to prevent damaging the pipe. Also, backfill material within 2 feet of the top of the pipe should not contain rock fragments or gravel greater than 1-inch in diameter.

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.

January 31, 2018 16423.01 Page 8

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 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 GeoConcepts 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, structural loads, 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, rock excavation, 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 GeoConcepts Engineering, 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, GEOCONCEPTS ENGINEERING, INC., A Terracon Company

Rebecca L. Smith-Zakowicz, PG Paul E. Burkart, PE Senior Associate Senior Principal

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Appendix A Subsurface Investigation Subsurface Investigation Procedures (1 page) Identification of Soil (1 page) Engineering Descriptions of Rock (2 pages) Figure 2, Boring Location Plan (1 page) Figures 3 to 6, Coring Location Plans (4 pages) Test Boring Notes (1 page) Test Boring Logs (2 pages) GPRS Report (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. Ground surface elevations were estimated from topographic information contained on the site plan provided to us and should be considered approximate. If the risk related to using approximate boring locations and elevations is unacceptable, we recommend an as-drilled survey of boring locations and elevations be completed by a licensed surveyor.

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

GW WELL GRADED GRAVELClean Gravels Less than 5% fines GP POORLY GRADED GRAVEL

GM SILTY GRAVEL

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

Gravels with Fines More than 12% fines GC CLAYEY GRAVEL

SW WELL GRADED SANDClean Sands Less than 5% fines SP POORLY GRADED SAND

SM SILTY SAND

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

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

More than 12% fines SC CLAYEY SAND CL LEAN CLAYInorganic

ML SILT

ORGANIC CLAY

Silts and Clays Liquid Limit less than 50 Organic OL

ORGANIC SILT

CH FAT CLAYInorganic

MH ELASTIC SILT

ORGANIC CLAY

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

Silts and Clays Liquid Limit 50 or more Organic OH

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.DRAFT

B-1

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B-1 DRAFT

C-1 C-2

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C-1 DRAFT

C-4

C-3

(703) 726-8032 fax

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

C-5

C-6

(703) 726-8032 fax

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

C-7

C-8

(703) 726-8032 fax

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

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.

9. The information presented in the PP column is the results of pocket penetrometer readings on soil samples obtained from the split spoon. The pocket penetrometer is a hand-held instrument used to measure shear strength, and indicates unconfined compressive strength (qu).

15+17+13

14+12+9

5+50/3

4+6+10

8+12+20

5+10+5

4+6+5

3+4+3

4+3+2

160.0 159.7 159.0

157.5

156.0

154.0

151.5

150.0

148.5

146.5

141.5

A

B1

Asphalt = 4 in.

Crushed aggregate = 8 in.

Fill, dark gray, medium to coarse, POORLY GRADED SAND WITH GRAVEL, dense, moist, SP

Fill, dark gray red-brown, fine to coarse, SILTY SAND WITH GRAVEL, medium dense, moist, SM

Fill, red-brown and white, medium to coarse, WELL GRADED SAND WITH SILT AND GRAVEL, very dense, moist, SW-SM

Residual, dark gray, fine to coarse, SILTY SAND WITH GRAVEL, medium dense, moist, SM

Residual, red-brown, CLAYEY SAND WITH GRAVEL, dense, moist, SC

Residual, dark gray, fine to coarse, SILTY CLAYEY SAND, with gravel, medium dense, moist, SC-SM

Residual, dark gray, medium to coarse, WELL GRADED SAND WITH SILT, medium dense, moist, SW-SM

Loose

9.3

15.9

11.5

13.1

16.7

7.8

7.7

6.5

7.5

0.5

DRILLER:

DRILLING METHOD:PROJECT NUMBER:

12/29/17JACOBS-EwingCole JV

16423.01

W. Lindsey

160.0 ±

DATES DRILLED:OWNER/CLIENT:

GROUND SURFACE ELEVATION (ft.): DRILL RIG:

CME 5503.25 ID HSA; Automatic Hammer

SOIL

DRILLING CONTRACTOR:

BORING NUMBER:

SHEET 1 OF 2

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

Bradley Barracks Upgrade

USMA, West Point, New York

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

SAMPLE TYPES:

SPT

Rock Core

REMARKS:

Uni-Tech Drilling

D. Nixon

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

-1 2-

.G

P J

G E

O C

O N

C E

P T

S

.G D

T

/3

/1

R E

C

R Q

D

ROCK

SPT

BLOW

COUNTS R

E

C (i n)

ELEV.

(ft.)

20 40 60 80

STANDARD

PENETRATION

TEST RESISTANCE

(BPF)

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

P oc ke t

P en et ro m et er

57 29

0+3+5

5+5+2

11+11+10

9+10+11

13+50/6 50/0

136.5

131.5

126.5

120.0

119.0

114.0

B1

B2

B3

Residual, dark gray, fine to coarse, POORLY GRADED SAND WITH SILT, loose, moist, SP-SM

Residual, dark gray, fine to coarse, WELL GRADED SAND WITH SILT, loose, moist, SW-SM

Residual, gray, medium to coarse, POORLY

GRADED SAND WITH SILT AND GRAVEL,

medium dense, moist, SP-SM

Weathered rock, dark gray, medium to coarse, POORLY GRADED SAND WITH GRAVEL, very dense, moist, SP Moderately weathered, hard, light gray, GNEISS, highly fractured

Bottom of Borehole at 46.0 ft.

5.6

6.3

2.6

3.2

3.8

SOIL

DRILLING CONTRACTOR:

BORING NUMBER:

SHEET 2 OF 2

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

Bradley Barracks Upgrade

USMA, West Point, New York

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

SAMPLE TYPES:

SPT

Rock Core

REMARKS:

Uni-Tech Drilling

D. Nixon

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

-1 2-

.G

P J

G E

O C

O N

C E

P T

S

.G D

T

/3

/1

R E

C

R Q

D

ROCK

SPT

BLOW

COUNTS R

E

C (i n)

ELEV.

(ft.)

20 40 60 80

STANDARD

PENETRATION

TEST RESISTANCE

(BPF)

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

P oc ke t

P en et ro m et er

Equipment Used:

The following equipment was used on this project:

1600 MHz GPR antenna. Provides high-resolution images at depths up to 18-24 inches, depending on concrete conditions.

400 MHz GPR antenna. Typically capable of detecting objects several feet deep. Maximum effective depth depends on site and soil conditions.

At this site, the maximum effective depth of the GPR was 5'.

RD 7000/8000 Radio Frequency detector. Detects electromagnetic fields. Used to actively trace metallic pipes and tracer wires, or passively detect electric,communications and other lines.

Work Performed

Ground Penetrating Radar Systems performed the following work on this project:

Scanning areas where holes are to be drilled through the concrete. The areas to be drilled were scanned to locate any reinforcing steel, conduits, beams, or other significant obstructions to drilling. Unless otherwise directed, the locations of these obstructions are marked directly onto the surface, and the results discussed with the onsite contact.

A total of 6 hole locations were scanned.

Scanned locations on floors 3,4,5 for core drilling samples. All marks were made in blue tape.

The slab is a cast-in-place rebar slab. GPRS marked the locations of any rebar, conduits, beams, and other obstructions to drilling.

Scanning designated areas to gather data to assist in analysis of the concrete. The data collected at each area includes:

Concrete thickness

Rebar spacing, measured center to center

Rebar cover: the thickness of concrete over the top of the rebar

Thank you for using Ground Penetrating Radar Systems on your project. We appreciate the opportunity to work with you. If you have questions regarding the results of this scanning, please contact the lead GPRS technician on this project.

GeoConcepts Engineering, Inc.Customer Phone Number 540.229.0386

Billing Address

19955 Highland Vista Dr, Ste

Lead Technician ELAM, JOSHUA S Phone Email josh.elam@gp-radar.com

Job Details

631-241-2261

City

Ashburn

State

VA

Zip

20147

54576 Job Num

PO Num

WA Number 54576 Job Num

PO Num

WA Number 54576 Job Num

PO Num

WA Number City West Point State NY

Jobsite Location West Point Academy Bradley Barracks

Job Date : 27-Dec-17

A total of 5 areas were scanned. The client was responsible for indicating which areas were to be scanned.

2 areas were scanned on columns rebar spacing was approximately 10'' on center. Depth to cover varied. Slab thickness ranged from 8''-10'' thick.

Scanning the specified area to locate underground utilities and other significant anomalies. A tracer signal was sent along any accessible metallic utility or tracer wire, and the area was scanned with GPR to locate any additional targets.

The locations of any detected utilities and anomalies were marked directly at the site with paint, flags, stakes, or other appropriate means, and results were reviewed with onsite personnel.

Scanning the areas around proposed soil borings. Typically a 10' radius around each proposed soil boring will be scanned. A total of 2 boring locations were scanned.

Scanned parking lot of Bradley Barracks for 2 soil boring locations. All marks were made in red.

TERMS & CONDITIONS

http://www.gp-radar.com/termsandconditions.html

SIGNATURE

Contact Name Contact Phone Contact Email Dylan Nixon 540.229.0386 Dnixon@geoconcepts-eng.com http://m.gp-radar.com/terms-conditions

Bradley Barracks Upgrade, United States Military Academy (USMA), West Point, New York Project No. 16423.01

Rock Core Photographs

Boring # Run # Length From To Recovery Length (feet)

Recovery (%) RQD (%)

1 1 5.0 41.0 46.0 2.8 57% 29%

Appendix B Soil Laboratory Test Results Liquid and Plastic Limit, and Grain Size Analysis Test Data (11 pages) Rock Compressive Strength Test Data (1 page) Concrete Core Compressive Strength Data (1 page) Corrosion Series Test Data (4 pages)

Jay Kay Testing, Inc. (AASHTO-Accredited)

01/11/18 TESTED BY: ST/JT REVIEWED BY: KF/RSZ PAGE 1 OF 11

B-1 S-13 38.5-40.0 3.2 - - - - - -

B-1 S-14 40.0-41.0 3.8 - - - - - -

B-1 S-11 28.5-30.0 6.3 - 19 NP NP 11.2 SW-SM

B-1 S-12 33.5-35.0 2.6 - NP NP NP 9.2 SP-SM

B-1 S-9 18.5-20.0 7.5 - - - - - -

B-1 S-10 23.5-25.0 5.6 - NP NP NP 8.2 SP-SM

B-1 S-7 11.5-13.0 7.7 - NP NP NP 10.1 SW-SM

B-1 S-8 13.5-15.0 6.5 - NP NP NP 11.0 SW-SM

B-1 S-5 8.5-10.0 16.7 - 30 18 12 32.5 SC

B-1 S-6 10.0-11.5 7.8 - 25 19 6 14.9 SC-SM

B-1 S-3 4.0-6.0 11.5 - NP NP NP 10.6 SW-SM

B-1 S-1 1.0-2.5 9.3 -

B-1 S-4 6.0-7.5 13.1 - 23 NP NP 13.9 SM

% FINES USCS

B-1 S-2 2.5-4.0 15.9 - NP NP NP 14.2 SM

SUMMARY OF LABORATORY TESTING

BRADLEY BARRACKS

PROJECT NO. 16423.01 SAMPLE DATE - JAY KAY TESTING, INC.

SAMPLES: 14 LOCATION: 5233 Lehman Road, Suite 110

Spring Grove, PA 17362

Phone: (410) 259-5101

REPORT: 01/11/18 REMARKS:

BORING SAMPLE DEPTH MC % OM % LL PL PI

3/8 #60 #100

ASTM D-4318

ATTERBERG LIMITS CLASSIFICATION

Plastic Limit NP USCS SM

Plasticity Index NP

SOIL DESCRIPTION

Brown silty SAND with gravel

01/11/18 TESTED BY: ST/JT REVIEWED BY: KF/RSZ PAGE 2 OF 11

Moisture Content 15.9 Organic Content -pH - Other -

Liquid Limit NP AASHTO A-1-a

38.1 47.7 17.8 20.3 14.9 17.9 14.9 - -

% GRAVEL % SAND Coarse Gravel Fine Gravel Coarse Sand Medium Sand Fine Sand CC CU

Sieve Size 3" 2" 1.5" 1" 3/4" 1/2" 3/8" #4 #10 #40 #60 #100 # 200

% Passing - - 100.0 92.6 82.2 76.8 72.7 61.9 47.0 29.1 23.3 18.6 14.2

GRAIN SIZE ANALYSIS

Diameter 75.0 50.8 37.5 25.4 19.0 12.7 9.51 4.75 2.0 0.42 0.25 0.147 0.074

GRAIN SIZE (mm) ASTM D-422

Diameter U.S. Standard Sieve Hydrometer

GRAVEL SAND SILT OR CLAY

3 3/4 #4 #10 #40 #200

BRADLEY BARRACKS

Boring: B-1 Project No.: 16423.01 JAY KAY TESTING, INC.

Sample: S-2 Sample Date: - 5233 Lehman Road, Suite 110

Spring Grove, PA 17362

Phone: (410) 259-5101 Depth: 2.5-4.0' Location: -

0.0010.010.1110100

P

ER

C

EN

T

FI

N

ER

P

ER

C

EN

T C O

A R

SER

0 20 40 60 80 100 120 140

ATTERBERG LIMITS CLASSIFICATION

Plastic Limit NP USCS SW-SM

Plasticity Index NP

SOIL DESCRIPTION

Dark brown well graded SAND with silt and gravel

01/11/18 TESTED BY: ST/JT REVIEWED BY: KF/RSZ PAGE 3 OF 11

Moisture Content 11.5 Organic Content -pH - Other -

Liquid Limit NP AASHTO A-1-a

44.7 44.7 27.1 17.6 18.7 14.8 11.2 2.50 97.83

% GRAVEL % SAND Coarse Gravel Fine Gravel Coarse Sand Medium Sand Fine Sand CC CU

Sieve Size 3" 2" 1.5" 1" 3/4" 1/2" 3/8" #4 #10 #40 #60 #100 # 200

% Passing - - 100.0 86.6 72.9 64.6 62.9 55.3 36.6 21.8 17.5 14.1 10.6

GRAIN SIZE ANALYSIS

Diameter 75.0 50.8 37.5 25.4 19.0 12.7 9.51 4.75 2.0 0.42 0.25 0.147 0.074

GRAIN SIZE (mm) ASTM D-422

Diameter U.S. Standard Sieve Hydrometer

GRAVEL SAND SILT OR CLAY

3 3/4 #4 #10 #40 #200

Sample: S-3 Sample Date: - 5233 Lehman Road, Suite 110

Spring Grove, PA 17362

Phone: (410) 259-5101 Depth: 4.0-6.0' Location: -

BRADLEY BARRACKS

Boring: B-1 Project No.: 16423.01 JAY KAY TESTING, INC.

0.0010.010.1110100

P

ER

C

EN

T

FI

N

ER

P

ER

C

EN

T C O

A R

SER

ATTERBERG LIMITS CLASSIFICATION

Plastic Limit NP USCS SM

Plasticity Index NP

SOIL DESCRIPTION

Brown silty SAND with gravel

01/11/18 TESTED BY: ST/JT REVIEWED BY: KF/RSZ PAGE 4 OF 11

Moisture Content 13.1 Organic Content -pH - Other -

Liquid Limit 23 AASHTO A-1-b

28.7 57.4 6.0 22.7 18.5 21.9 17.0 - -

% GRAVEL % SAND Coarse Gravel Fine Gravel Coarse Sand Medium Sand Fine Sand CC CU

Sieve Size 3" 2" 1.5" 1" 3/4" 1/2" 3/8" #4 #10 #40 #60 #100 # 200

% Passing - - - 100.0 94.0 87.1 81.5 71.3 52.8 30.9 23.7 18.5 13.9

GRAIN SIZE ANALYSIS

Diameter 75.0 50.8 37.5 25.4 19.0 12.7 9.51 4.75 2.0 0.42 0.25 0.147 0.074

GRAIN SIZE (mm) ASTM D-422

Diameter U.S. Standard Sieve Hydrometer

GRAVEL SAND SILT OR CLAY

3 3/4 #4 #10 #40 #200

Sample: S-4 Sample Date: - 5233 Lehman Road, Suite 110

Spring Grove, PA 17362

Phone: (410) 259-5101 Depth: 6.0-7.5' Location: -

BRADLEY BARRACKS

Boring: B-1 Project No.: 16423.01 JAY KAY TESTING, INC.

0.0010.010.1110100

P

ER

C

EN

T

FI

N

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P

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C

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T C O

A R

SER

ATTERBERG LIMITS CLASSIFICATION

Plastic Limit 18 USCS SC

Plasticity Index 12

SOIL DESCRIPTION

Dark brown clayey SAND with gravel

01/11/18 TESTED BY: ST/JT REVIEWED BY: KF/RSZ PAGE 5 OF 11

Moisture Content 16.7 Organic Content -pH - Other -

Liquid Limit 30 AASHTO A-2-6

18.9 48.6 7.7 11.2 14.6 16.0 18.0 - -

% GRAVEL % SAND Coarse Gravel Fine Gravel Coarse Sand Medium Sand Fine Sand CC CU

Sieve Size 3" 2" 1.5" 1" 3/4" 1/2" 3/8" #4 #10 #40 #60 #100 # 200

% Passing - - - 100.0 92.3 88.0 85.9 81.1 66.5 50.5 43.8 38.4 32.5

GRAIN SIZE ANALYSIS

Diameter 75.0 50.8 37.5 25.4 19.0 12.7 9.51 4.75 2.0 0.42 0.25 0.147 0.074

GRAIN SIZE (mm) ASTM D-422

Diameter U.S. Standard Sieve Hydrometer

GRAVEL SAND SILT OR CLAY

3 3/4 #4 #10 #40 #200

Sample: S-5 Sample Date: - 5233 Lehman Road, Suite 110

Spring Grove, PA 17362

Phone: (410) 259-5101 Depth: 8.5-10.0' Location: -

BRADLEY BARRACKS

Boring: B-1 Project No.: 16423.01 JAY KAY TESTING, INC.

0.0010.010.1110100

P

ER

C

EN

T

FI

N

ER

P

ER

C

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T C O

A R

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ATTERBERG LIMITS CLASSIFICATION

Plastic Limit 19 USCS SC-SM

Plasticity Index 6

SOIL DESCRIPTION

Dark brown silty clayey SAND with gravel

01/11/18 TESTED BY: ST/JT REVIEWED BY: KF/RSZ PAGE 6 OF 11

Moisture Content 7.8 Organic Content -pH - Other -

Liquid Limit 25 AASHTO A-1-b

21.4 63.7 - 21.4 25.3 27.0 11.4 - -

% GRAVEL % SAND Coarse Gravel Fine Gravel Coarse Sand Medium Sand Fine Sand CC CU

Sieve Size 3" 2" 1.5" 1" 3/4" 1/2" 3/8" #4 #10 #40 #60 #100 # 200

% Passing - - - - 100.0 98.1 94.0 78.6 53.3 26.3 21.5 18.3 14.9

GRAIN SIZE ANALYSIS

Diameter 75.0 50.8 37.5 25.4 19.0 12.7 9.51 4.75 2.0 0.42 0.25 0.147 0.074

GRAIN SIZE (mm) ASTM D-422

Diameter U.S. Standard Sieve Hydrometer

GRAVEL SAND SILT OR CLAY

3 3/4 #4 #10 #40 #200

Sample: S-6 Sample Date: - 5233 Lehman Road, Suite 110

Spring Grove, PA 17362

Phone: (410) 259-5101 Depth: 10.0-11.5' Location: -

BRADLEY BARRACKS

Boring: B-1 Project No.: 16423.01 JAY KAY TESTING, INC.

0.0010.010.1110100

P

ER

C

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T

FI

N

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P

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C

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T C O

A R

SER

ATTERBERG LIMITS CLASSIFICATION

Plastic Limit NP USCS SW-SM

Plasticity Index NP

SOIL DESCRIPTION

Gray brown well graded SAND with silt

01/11/18 TESTED BY: ST/JT REVIEWED BY: KF/RSZ PAGE 7 OF 11

Moisture Content 7.7 Organic Content -pH - Other -

Liquid Limit NP AASHTO A-1-b

13.9 76.0 - 13.9 8.9 41.3 25.8 1.65 13.83

% GRAVEL % SAND Coarse Gravel Fine Gravel Coarse Sand Medium Sand Fine Sand CC CU

Sieve Size 3" 2" 1.5" 1" 3/4" 1/2" 3/8" #4 #10 #40 #60 #100 # 200

% Passing - - - - 100.0 96.7 92.7 86.1 77.2 35.9 19.2 13.6 10.1

GRAIN SIZE ANALYSIS

Diameter 75.0 50.8 37.5 25.4 19.0 12.7 9.51 4.75 2.0 0.42 0.25 0.147 0.074

GRAIN SIZE (mm) ASTM D-422

Diameter U.S. Standard Sieve Hydrometer

GRAVEL SAND SILT OR CLAY

3 3/4 #4 #10 #40 #200

Sample: S-7 Sample Date: - 5233 Lehman Road, Suite 110

Spring Grove, PA 17362

Phone: (410) 259-5101 Depth: 11.5-13.0' Location: -

BRADLEY BARRACKS

Boring: B-1 Project No.: 16423.01 JAY KAY TESTING, INC.

0.0010.010.1110100

P

ER

C

EN

T

FI

N

ER

P

ER

C

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T C O

A R

SER

ATTERBERG LIMITS CLASSIFICATION

Plastic Limit NP USCS SW-SM

Plasticity Index NP

SOIL DESCRIPTION

Gray brown well graded SAND with silt

01/11/18 TESTED BY: ST/JT REVIEWED BY: KF/RSZ PAGE 8 OF 11

Moisture Content 6.5 Organic Content -pH - Other -

Liquid Limit NP AASHTO A-2-4

- 89.0 - - 3.3 39.9 45.8 2.71 7.67

% GRAVEL % SAND Coarse Gravel Fine Gravel Coarse Sand Medium Sand Fine Sand CC CU

Sieve Size 3" 2" 1.5" 1" 3/4" 1/2" 3/8" #4 #10 #40 #60 #100 # 200

% Passing - - - - - - - 100.0 96.7 56.8 24.3 15.1 11.0

GRAIN SIZE ANALYSIS

Diameter 75.0 50.8 37.5 25.4 19.0 12.7 9.51 4.75 2.0 0.42 0.25 0.147 0.074

GRAIN SIZE (mm) ASTM D-422

Diameter U.S. Standard Sieve Hydrometer

GRAVEL SAND SILT OR CLAY

3 3/4 #4 #10 #40 #200

Sample: S-8 Sample Date: - 5233 Lehman Road, Suite 110

Spring Grove, PA 17362

Phone: (410) 259-5101 Depth: 13.5-15.0' Location: -

BRADLEY BARRACKS

Boring: B-1 Project No.: 16423.01 JAY KAY TESTING, INC.

0.0010.010.1110100

P

ER

C

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T

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N

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P

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C

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T C O

A R

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ATTERBERG LIMITS CLASSIFICATION

Plastic Limit NP USCS SP-SM

Plasticity Index NP

SOIL DESCRIPTION

Gray brown poorly graded SAND with silt

01/11/18 TESTED BY: ST/JT REVIEWED BY: KF/RSZ PAGE 9 OF 11

Moisture Content 5.6 Organic Content -pH - Other -

Liquid Limit NP AASHTO A-3

- 91.8 - - 1.4 5.7 84.7 1.20 2.39

% GRAVEL % SAND Coarse Gravel Fine Gravel Coarse Sand Medium Sand Fine Sand CC CU

Sieve Size 3" 2" 1.5" 1" 3/4" 1/2" 3/8" #4 #10 #40 #60 #100 # 200

% Passing - - - - - - - 100.0 98.6 92.9 57.8 14.9 8.2

GRAIN SIZE ANALYSIS

Diameter 75.0 50.8 37.5 25.4 19.0 12.7 9.51 4.75 2.0 0.42 0.25 0.147 0.074

GRAIN SIZE (mm) ASTM D-422

Diameter U.S. Standard Sieve Hydrometer

GRAVEL SAND SILT OR CLAY

3 3/4 #4 #10 #40 #200

Sample: S-10 Sample Date: - 5233 Lehman Road, Suite 110

Spring Grove, PA 17362

Phone: (410)…