EN225093JBCB460GeotechnicalEngineeringReport7.25.2022_Signed.pdf

REPORT COVER PAGE

Geotechnical Engineering Report

Joint Base Charleston B460 – Tier II Seismic Study North Charleston, South Carolina

July 25, 2022 Terracon Project No. EN225093

Prepared for:

CEMS Engineering

Summerville, SC

Prepared by:

Terracon Consultants, Inc.

North Charleston, SC

Terracon Consultants, Inc. 1800 Reynolds Avenue North Char leston, South Carol ina 29405 P (843) 884 1234 F (843) 884 9234 terracon.com

REPORT COVER LETTER TO SIGN

July 25, 2022

CEMS Engineering 108 Bentons Lodge Road, Suite B Summerville, SC 29485

Attn: Mr. Dave Yensan Senior Project Manager P: (843) 875-3637 ext. 136 E: dyensan@cems-ae.com

Re: Geotechnical Engineering Report Joint Base Charleston B460 – Tier II Seismic Study 219 N Davis Drive North Charleston, South Carolina Terracon Project No. EN225093

Dear Mr. Yensan:

We have completed our Geotechnical Engineering services for the Tier II seismic study of the Joint Base Charleston B460 project located on Joint Base Charleston in North Charleston, SC.

Our work was performed in general accordance with CEMS Work Order No. 15-154W dated May 26, 2022. This report describes our understanding of the project, presents the findings of the site subsurface exploration, and provides geotechnically related design recommendations for: 1) existing foundations and 2) seismic hazard/liquefaction potential.

We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report or if we may be of further service, please contact us.

Sincerely, Terracon Consultants, Inc.

Leonard Van Brunt, E.I.T. Thomas C. Smoak, III, P.E.

Staff Engineer Geotechnical Department Manager SC Registration No. 30792

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REPORT TOPICS

INTRODUCTION

SITE CONDITIONS

PROJECT DESCRIPTION

SITE CHARACTERIZATION

SEISMIC CONSIDERATIONS

DEEP FOUNDATIONS

GENERAL COMMENTS

Note: This report was originally delivered in a web-based format. For more interactive features, please view your project online at client.terracon.com.

ATTACHMENTS

EXPLORATION AND TESTING PROCEDURES

SITE LOCATION AND EXPLORATION PLANS

FENCE DIAGRAM AND PHOTOGRAPHY LOG

EXPLORATION RESULTS

LABORATORY TESTING RESULTS

SUPPORTING INFORMATION

Note: Refer to each individual Attachment for a listing of contents.

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Joint Base Charleston B460 – Tier II Seismic Study

219 N Davis Drive North Charleston, South Carolina

Terracon Project No. EN225093 July 25, 2022

INTRODUCTION

This report presents the results of our subsurface exploration and geotechnical engineering services performed for the existing Dormitory (B460) located at 219 N Davis Drive on the Joint Base Charleston in North Charleston, South Carolina. The purpose of these services is to provide information and geotechnical engineering recommendations relative to:

■ Subsurface soil conditions ■ Existing foundation design/capacities

■ Groundwater conditions ■ Seismic site classification per IBC

■ Liquefaction Settlement

The fieldwork for this project included the advancement of two Seismic Cone Penetration Tests (SCPTs) sounding, two Cone Penetration Test (CPT) soundings, and two Soil Test Borings (STBs) to depths ranging from approximately 49 to 51.5 feet below the existing ground surface.

Adjacent to each SCPT/CPT, Hand Auger Borings (HABs) were performed to a depth of 4 feet below existing grades.

Maps showing the site and sounding test locations are presented in the Site Location and Exploration Plan sections attached to this GeoReport. Logs of the soundings/borings are included in the Exploration Results section of the attachments.

Joint Base Charleston B460 – Tier II Seismic Study ■ North Charleston, South Carolina July 25, 2022 ■ Terracon Project No. EN225093

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SITE CONDITIONS

The following description of site conditions is based on observations made during the field exploration.

Item Description

Parcel Information

The parcel, located between North Davis Drive and Arthur Drive, includes several structures. The structure referenced in this study is located at 219 North Davis Drive in North Charleston, SC. The site coordinates are:

■ Approximate Latitude: 32.90415°

■ Approximate Longitude: -80.05557°

See Site Location in the report Attachments.

Existing Site Conditions

The property is developed with a three-story structure which currently serves as a dormitory for the Joint Base Charleston. The structure is surrounded by paved sidewalks, landscaped areas, and parking.

Current Ground Cover

The existing structure is surrounded by landscaped grass, paved sidewalks, asphalt parking, and sporadic trees/underbrush.

Existing Topography The site is relatively flat.

PROJECT DESCRIPTION

Our final understanding of the project is as follows:

Item Description

Information Provided Information about the project, existing foundation plans, and additional project documents were provided by CEMS via email.

Project Description

The proposed project consists of a Tier II seismic evaluation of the existing structure. The existing structure is supported on 12-inch pre-stressed concrete piles. This evaluation requires an analysis of the liquefaction potential onsite and an axial and lateral capacity evaluation of the existing pile foundations.

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SITE CHARACTERIZATION

Subsurface Profile

We have developed a general characterization of the subsurface soil and groundwater conditions based upon our knowledge of the geologic setting, the site-specific soil types and consistencies encountered in our soundings and borings, and our laboratory test results. This generalized soil stratification, described in the table below, forms the basis of our geotechnical calculations and in turn, our analysis of the liquefaction potential and existing foundations. In addition, a subsurface “fence diagram” of the logs is included the attached Figures section of this report. As noted in General Comments, the site characterization is based upon widely spaced exploration points across the site, and variations are likely.

Description Approximate

Depth to Bottom of Stratum

Material Encountered1

Surface 2 to 4 inches Topsoil

Stratum 1 18 feet Very loose to medium dense silty to clayey sand with interbedded poorly graded sand with silt seams

Stratum 2 20 feet Soft to medium stiff clay to clayey sand

Stratum 3 27 feet Very loose to medium dense clayey sand

Stratum 4 33 feet Medium stiff to stiff sandy silt

Stratum 5 50 feet2 Stiff clayey silt to sandy silt (Cooper Marl Formation3)

1. Material descriptions are based on visual classification from HAB/STB samples and correlations with the in-situ data.

2. Termination depth of deepest sounding.

3. The Cooper Marl Formation (CMF) consists of a relatively uniform, calcareous, clayey to sandy silt approximately 100 to 200 feet thick in the greater Charleston area. This soil stratum is a typical bearing layer for deep foundations as well as the basis for earthquake modeling in the Charleston area.

Conditions encountered at each boring location are indicated on the individual boring logs shown in the Exploration Results section of this report. Stratification boundaries on the boring logs and fence diagram represent the approximate locations of changes in soil type and consistency; in situ, the transition between materials may be gradual.

Groundwater Conditions

At the time of our exploration, groundwater was measured or estimated to be 6 to 8 ft below the ground surface. Groundwater depths were determined by physical measure in the voids left by in situ testing and by estimates from the cone penetrometer porewater pressure data. The water levels as observed during field exploration are summarized on the sounding and boring logs, in

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Exploration Results, and are also depicted on the fence diagram attached in the Figures section of this report.

Groundwater levels will fluctuate with seasonal variations in the amount of rainfall, surficial runoff and other factors not evident at the time the borings were performed. Therefore, groundwater levels during construction or other times in the life of the structure may be higher or lower than the levels indicated on the logs. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project. The groundwater surface should be checked prior to construction to assess its effect on site work and other construction activities.

Fine-grained soils located near the existing ground surface may impede percolation of rainfall into the ground surface. Therefore, after periods of heavy rainfall “perched” groundwater conditions may occur for extended periods. A “perched” groundwater table occurs when water collects above low permeability soils, such as the sandy clays located on this site. During heavy rainfall periods, water will tend to move laterally across the site and collect in low-lying areas before it slowly descends into the groundwater table.

SEISMIC CONSIDERATIONS

Due to the high seismicity of the Coastal Plain of South Carolina, designing buildings and other structures to withstand or “survive” the forces imparted by an earthquake are an important part of the design process, which first begins with determining the magnitude of ground motions at the building site caused by the design earthquake. Local seismic design requirements for buildings and other structures are prescribed by the International Building Code (currently the 2018 edition) based on Seismic Design Category. Site Classification is required to determine the Seismic Design Category for a structure. The Site Classification is based on the upper 100 feet of the site profile defined by a weighted average value of either shear wave velocity, standard penetration resistance, or undrained shear strength in accordance with Section 20.4 of ASCE 7-16, and whether the potential occurrence of soil liquefaction[1] during the design earthquake is significant.

The design earthquake has a 50-year exposure period with a 2% probability of exceedance (i.e., a 2500-year design earthquake) with a Moment Magnitude (Mw) of 7.3.

[1] Liquefaction occurs when a rapid buildup in water pressure, caused by the ground motion, pushes sand particles apart, resulting in a loss of strength and later densification as the water pressure dissipates. This loss of strength can cause bearing capacity failure while the densification can cause excessive settlement.

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Site Class and Seismic Design Parameters

Based on our liquefaction analysis of the site soils and our knowledge of area subsurface conditions below the top of the Cooper Marl Formation[2], the site classifies as site class F according to IBC (2018) and ASCE 7-16 due to the presence of liquefiable soils. However, we understand based on conversations with the client, that the existing structure currently meets the exemption[3] outlined in section 20.3.1. Therefore, the seismic site coefficients can be determined from the site class as determined in accordance with 20.3. The spectral design parameters for this site are as follows:

Code Used Site Classification

2018 International Building Code (IBC)1 F2

Seismic Design Parameter Value

Fa 1.000

Fv 1.756

FPGA 1.100

SDS 1.241 g

SD1 0.637 g

PGAM

3 1.388 g

1. In general accordance with the 2018 International Building Code and ASCE 7-16 Table 20.3-1.

2. Based upon the average weighted shear wave velocity of 897 feet per second at this site.

3. Based on procedures outlined in ASCE 7-16 for geotechnical hazards.

A Site-Specific Seismic Response Analysis (SSRA) is typically required for design of taller structures having a fundamental period of >0.5 seconds on sites with liquefaction. Although this SSRA analysis increases design costs, the results typically produce a 20% reduction in the above mapped seismic design parameters for Site Class D provided by IBC 2018 and ASCE 7-16.

Although the reduced parameters don’t typically reduce the anticipated liquefaction settlement magnitudes, these lowered values can reduce the seismic demand of structural connections, [2] In the Charleston area, locating the depth to the top of the Cooper Marl Formation is sufficient for determining Site Classification purposes, as its extent and properties (including shear wave velocity) are common to the general site area.

[3] For structures with a fundamental period of less than 0.5 seconds, spectral design parameters can be determined using the Site Class determined assuming no liquefaction occurs. Neglecting liquefaction and based on an average weighted shear wave velocity of 897 feet per second, the site would classify as Site Class D.

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Liquefaction

Our liquefaction analyses of the site soils indicate that up to 3 inches of potential vertical settlement may result from liquefaction of soils above the Cooper Marl Formation. Liquefiable soils are generally present between the depths of 6 and 27 feet below existing grade, as indicated on the attached CPT sounding logs and Soil Test Boring logs. Since the building is supported on deep foundations embedded in a non-liquefiable bearing layer (Cooper Marl Formation), while the ground may exhibit up to 3 inches of ground subsidence, the effects of liquefaction on the structure would be mitigated, assuming the structural loads don’t exceed the geotechnical axial and lateral resistances of the deep foundation elements.

Lateral spreading up to 3 inches due to liquefaction is anticipated. Per Table 12.13-2 in ASCE 7-16, this value is tolerable for shallow foundations (regardless of the structure’s risk category).

Therefore, we expect that the anticipated lateral spreading magnitude is tolerable for the existing structure since it is supported by deep foundations.

DEEP FOUNDATIONS

Based on the previously discussed liquefaction potential, we have evaluated the axial and lateral capacities of the existing structure’s deep foundation system. The structure is currently supported by 12-inch pre-stressed concrete (PSC) piles driven to a depth of 45 feet below existing grades.

Our axial capacity analysis of the existing piles has discounted soils within the upper 27 feet of skin friction since these layers will liquefy. The tables below provide the factored compressive and uplift geotechnical resistances of the existing 12-inch PSC piles using LRFD methodology, as well as the resistance factors used in determining the resistances.

Pile Type Embedment

Depth (feet)

Factored Compressive Geotechnical Resistance

(Allowable Capacity) (kips)

Factored Uplift Geotechnical Resistance

(Allowable Capacity) (kips)

12-inch PSC 45 109 92

Pile Type Compressive Geotechnical

Resistance Factor Uplift Geotechnical Resistance Factor

Driven Piles 0.651 0.501

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1. The use of this resistance factor is based on the existing plans indicating that a pile load test program utilizing Pile Dynamic Analyzer (PDA) for driven piles was conducted to verify/modify the pile length/embedment depth. Otherwise, a lower geotechnical resistance factor will be necessary.

If a different design methodology, such as the Allowable Stress Design (ASD) methodology is utilized, Terracon should be notified to convert the resistance factors to the appropriate factors of safety.

The structural engineer should verify that the piles can structurally tolerate the factored geotechnical resistances determined in the above table. The above analysis assumes the pile elements were installed at a center-to-center spacing no closer than three times the pile diameter (3D) so that no reduction in axial resistance will be necessary.

If it is determined that new deep foundations are needed to carry additional load due to the newer IBC, similar 12-inch driven PSC piles could be used. For every additional foot of Cooper Marl Embedment below 45 feet, an additional 6.8 kips of factored axial resistance is gained.

Geotechnical resistances of other pile types and sizes can be provided upon request.

Lateral Resistance of Deep Foundations

The behavior of deep foundation elements under lateral loads was analyzed using LPILE v2016. The lateral pile analysis was conducted for a 12-inch pre-stressed concrete (PSC) pile considering the following design requirements and/or assumptions:

n Free-head and fixed-head conditions.

n Static and seismic loading conditions with appropriate (liquefied) soil parameters.

n ½ inch, 1 inch, and 1½ inches of deflection.

n Concrete compressive strength of 5,000 psi for PSC.

n Assumed factored axial resistance of 80 kips for both pile types.

n Top of pile modeled 6 feet below existing grade.

n Soil parameters based on site-specific soil data, published information and experience with the local soil conditions.

n Single foundation element (group effects not considered).

The results of our lateral analysis are presented in the table below as well as graphical LPILE outputs in Supporting Information in the report Appendix. The raw LPILE results and/or data input files can be provided on request along with additional pile types and sizes.

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Deep Foundation Element (Loading

Condition)

Foundation Length

(ft)

Axial Load2

(kips)

Single Pile Displacement

(in)

Pile Head Loading

Condition

Maximum Shear

(kip) / Depth3

Maximum Moment (kip-ft) / Depth3

12-inch PSC- (Seismic) 451 80

0.5 Fixed head 28.0 / 0 ft. 110.5 / 0 ft.

Free head 11.8 / 0 ft. 42.3 / 5.4 ft.

1.0 Fixed head 39.8 / 0 ft. 176.4 / 0 ft.

Free head 18.2 / 0 ft. 73.7 / 5.9 ft.

1.5 Fixed head 44.0 / 0 ft. 187.6 / 0 ft.

Free head 22.7 / 0 ft. 99.9 / 5.9 ft.

12-inch PSC- (Static) 451 80

0.5 Fixed head 31.7 / 0 ft. 126.7 / 0 ft.

Free head 12.1 / 0 ft. 44.2 / 5.9 ft.

1.0 Fixed head 50.6 / 0 ft. 223.7 / 0 ft.

Free head 19.3 / 0 ft. 80.5 / 6.3 ft.

1.5 Fixed head 64.0 / 0 ft. 303.3 / 0 ft.

Free head 24.8 / 0 ft. 113.6 / 6.3 ft.

1. Top of pile is modeled at existing grade. The embedment depth of 45 feet is noted on the provided plans by

CEMS.

2. Assumed capacity. The structural engineer should verify the structural capacity of the deep foundation element.

3. Depth below top of pile at which maximum value occurs.

It should be noted that the lateral pile analysis performed for this project is based on the behavior of a single element. However, dependent on the required lateral demand, it may be prudent to consider conducting a group analysis of all the foundation elements for this structure. The behavior of a single pile versus that of a group may differ. The group analysis may be performed utilizing the software Group v7.0 (or similar) which is also developed and distributed by Ensoft. Terracon can provide a proposal detailing costs and an anticipated timeframe to perform this analysis, if deemed necessary by the project structural engineer.

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GENERAL COMMENTS

Our analysis and opinions are based upon our understanding of the project, the geotechnical conditions in the area, and the data obtained from our site exploration. Natural variations will occur between exploration point locations or due to the modifying effects of construction or weather.

The nature and extent of such variations may not become evident until during or after construction.

Terracon should be retained as the Geotechnical Engineer, where noted in this report, to provide observation and testing services during pertinent construction phases. If variations appear, we can provide further evaluation and supplemental recommendations. If variations are noted in the absence of our observation and testing services on-site, we should be immediately notified so that we can provide evaluation and supplemental recommendations.

Our Scope of Services does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken.

Our services and any correspondence or collaboration through this system are intended for the sole benefit and exclusive use of our client for specific application to the project discussed and are accomplished in accordance with generally accepted geotechnical engineering practices with no third-party beneficiaries intended. Any third-party access to services or correspondence is solely for information purposes to support the services provided by Terracon to our client.

Reliance upon the services and any work product is limited to our client, and is not intended for third parties. Any use or reliance of the provided information by third parties is done solely at their own risk. No warranties, either express or implied, are intended or made.

Site characteristics as provided are for design purposes and not to estimate excavation cost. Any use of our report in that regard is done at the sole risk of the excavating cost estimator as there may be variations on the site that are not apparent in the data that could significantly impact excavation cost. Any parties charged with estimating excavation costs should seek their own site characterization for specific purposes to obtain the specific level of detail necessary for costing.

Site safety, and cost estimating including, excavation support, and dewatering requirements/design are the responsibility of others. If changes in the nature, design, or location of the project are planned, our conclusions and recommendations shall not be considered valid unless we review the changes and either verify or modify our conclusions in writing.

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ATTACHMENTS

EXPLORATION AND TESTING PROCEDURES

Field Exploration

Type of Test Test Location Number of Tests Test Depth 1

Soil Test Boring (STB) Existing Structure (B460) 2 50 to 51.5 feet

Seismic Cone Penetration Test (SCPT) Existing Structure (B460) 2 49 feet

Cone Penetration Test (CPT) Existing Structure (B460) 2 50 feet

Hand Auger Boring (HAB) Adjacent to each SCPT/CPT 4 4 feet

1. Below ground surface.

Boring Layout and Elevations: The test locations were determined by Terracon and located in the field by Terracon personnel utilizing a commercially available handheld Global Position System (GPS) unit which are typically considered accurate to within ±20 feet. The locations should be considered accurate only to the degree implied by the means and methods used to define them.

Subsurface Exploration Procedures: The soundings were performed with the appropriate ASTM Standards.

The in-situ tests were advanced with a Pagani TG73-200 rig and the test borings advanced with a GP-3230 DT Geoprobe drill rig. The field exploration included observations for groundwater which occurred during the exploration program after or as the soundings/auger borings were advanced. No provisions have been made to collect water level data other than the observations made during the advancement of the soundings/auger borings.

The field data was processed by the geotechnical engineer to create the final in situ sounding and hand auger boring logs.

SITE LOCATION AND EXPLORATION PLANS

Contents:

Site Location Plans Exploration Plans

SITE LOCATION 1 OF 2

JBC 460 ■ North Charleston, SC July 25, 2022 ■ Terracon Project No. EN225093

TOPOGRAPHIC MAP IMAGE COURTESY OF THE U.S. GEOLOGICAL SURVEY

QUADRANGLES INCLUDE: LADSON, SC (1/1/1979).

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS

NOT INTENDED FOR CONSTRUCTION PURPOSES

SITE

SITE LOCATION 2 OF 2

July 25, 2022 ■ Terracon Project No. EN225093

AERIAL PHOTOGRAPHY PROVIDED

BY MICROSOFT BING MAPS

EXPLORATION PLAN

July 25, 2022 ■ Terracon Project No. EN225093

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS

NOT INTENDED FOR CONSTRUCTION PURPOSES

AERIAL PHOTOGRAPHY PROVIDED

BY MICROSOFT BING MAPS

FIGURES

Contents:

Fence Diagram Photography Log

-55

-50

-45

-40

-35

-30

-25

-20

-15

-10

-5

-55

-50

-45

-40

-35

-30

-25

-20

-15

-10

-5

CPTT-50

CPT-1

CPTT-49

SCPT-2

BT-50

STB-3

CPTT-50

CPT-4

CPTT-49

SCPT-5

BT-50

STB-6

7 Gravelly sand to dense sand

8 Very stiff sand to clayey sand

9 Very stiff fine grained

D E

P T

H fe et

4 Silt mixtures - clayey silt to silty clay

5 Sand mixtures - silty sand to sandy silt

6 Sands - clean sand to silty sand

Water Level Reading at time of drilling.

Water Level Reading after drilling.

Silty Sand Silty Clayey Sand Clayey Sand

Poorly-graded Sand with Silt Sandy Silt

Legend for USCS Classification Graphic Symbols CPT Soil Classification Graphic Symbols

NORMALIZED FRICTION RATIO, FR

N O

R M

A

LI

Z E

D C

O N

E R

E S

IS

T

A N

C E q t a tm

0.1 10 atm = atmospheric pressure = 101 kPa = 1.05 tsf

1 Sensitive, fine grained

2 Organic soils - clay

3 Clay - silty clay to clay100

Soil Behavior Type (SBT)

NOTES:

See Exhibit for orientation of soil profile.

See General Notes in Appendix for symbols and soil classifications.

Soils profile provided for illustration purposes only.

Soils between borings may differ.

For presentation purposes, some locations are offset to allow display of both borings and CPTs.

BT - Boring Termination (Ft) CPTT - CPT Termination (Ft)

APPROXIMATE STATIONING

1800 Reynolds Ave North Charleston, SC

PH. 843-884-1234 FAX. 843-884-9234

FENCE DIAGRAM EXHIBIT

Approved by: File Name:

Scale:

Project No.: EN225093

Drawn by:

Date: 7/19/2022

JBC 460

BUILDING (DORMITORY) B460, 219 N DAVIS DRIVE

NORTH CHARLESTON, SC

Project Manager: L. Van Brunt

T H

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0 -100 -200 -300 -400

SBT Friction Ratio (%)Tip Resistance, qt (tsf)

0 8 16 24 32 400 -100 -200 -300 -400

SBT Friction Ratio (%)Tip Resistance, qt (tsf)

0 8 16 24 32 400 -100 -200 -300 -400

SBT Friction Ratio (%)Tip Resistance, qt (tsf)

0 8 16 24 32 40

0 -100 -200 -300 -400

SBT Friction Ratio (%)Tip Resistance, qt (tsf)

0 8 16 24 32 40

1800 Reynolds Ave North Charleston, South Carolina 29405 Phone (843) 884 1234 Fax (843) 884 9234

Project Manager:

EN225093

7/25/2022

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EN225093 JBC B460 Seismic Study North Charleston, South Carolina

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PHOTOGRAPHY LOG

General Site Photograph taken facing SCPT-2 (northwest).

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EN225093 JBC B460 Seismic Study North Charleston, South Carolina

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PHOTOGRAPHY LOG

General Site Photograph taken facing SCPT-2 (north).

Project Manager:

EN225093

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EN225093 JBC B460 Seismic Study North Charleston, South Carolina

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PHOTOGRAPHY LOG

General Site Photograph taken facing CPT-4 (north).

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EN225093

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EN225093 JBC B460 Seismic Study North Charleston, South Carolina

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PHOTOGRAPHY LOG

General Site Photograph taken facing STB-6 (northeast).

Project Manager:

EN225093

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EN225093 JBC B460 Seismic Study North Charleston, South Carolina

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PHOTOGRAPHY LOG

General Site Photograph taken facing SCPT-5 (south).

Project Manager:

EN225093

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EN225093 JBC B460 Seismic Study North Charleston, South Carolina

Drawn by:

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Scale:

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Image Courtesy of Google Earth™

PHOTOGRAPHY LOG

General Site Photograph taken facing STB-3 (southwest).

Project Manager:

EN225093

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EN225093 JBC B460 Seismic Study North Charleston, South Carolina

Drawn by:

Checked by:

Approved by:

Project No.:

Scale:

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Date:

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Image Courtesy of Google Earth™

PHOTOGRAPHY LOG

General Site Photograph taken facing CPT-1 (south).

EXPLORATION RESULTS

Note: All attachments are one page unless noted above.

Contents:

In-situ Sounding Logs Soil Test Boring Logs Hand Auger Boring Logs

Depth (ft)

Approx.

Elev.

(ft)

-5

-10

-15

-20

-25

-30

-35

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T H

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5 10 15 20 Tip Resistance, qt

(tsf)

50 100 150 200

Friction Ratio, Fr

2 4 6

0.04 0.08 0.12 0.16 Sleeve Friction, fs

(tsf)

0.4 0.8 1.2 1.6

WATER LEVEL OBSERVATION

4 Silt mixtures - clayey silt to silty clay 5 Sand mixtures - silty sand to sandy silt 6 Sands - clean sand to silty sand

1 Sensitive, fine grained 2 Organic soils - clay 3 Clay - silty clay to clay

Project No.: EN225093

CPT Started: 6/29/2022

Rig: Pagani TG73-200

Probe no. 5384 with net area ratio of .86 U2 pore pressure transducer location Manufactured by Geotech A.B.; calibrated 1/12/2022 Tip and sleeve areas of 10 cm2 and 150 cm2

Ring friction reducer with O.D. of 2 in

7 Gravelly sand to dense sand 8 Very stiff sand to clayey sand 9 Very stiff fine grained

CPT Completed: 6/29/2022

Operator: B. Rozier

1800 Reynolds Ave North Charleston, SC

SITE: Building (Dormitory) B460, 219 N Davis Drive North Charleston, SC

CPT LOG NO. CPT-1

CLIENT: CEMS Engineering, Inc.

Summerville, SC

PROJECT: JBC 460

7 ft estimated water depth

TEST LOCATION:

See Exploration Plan

(used in normalizations and correlations;

See Supporting Information)

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

Elevations not obtained

CPT sensor calibration reports available upon request.

Latitude:

Longitude:

32.903843° -80.054999°

Material Description

Normalized CPT Soil Behavior Type 1 2 3 4 5 6 7 8

Hydrostatic Pressure

Pore Pressure, u2

(tsf)

0 2 4 6 8 10 12 14 16

CPT Terminated at 50.1 Feet

Red shading notes liquefiable strata

Approx.

Elev.

(ft)

-5

-10

-15

-20

-25

-30

-35

-40

-45

-50

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

T

C P

T R

E P

O R

T E

N

J B

C

.G

P J

T E

R R

A C

O N

_D A

T A

T E

M P

LA

T

E .G

D T

/5

/2

5 10 15 20 Tip Resistance, qt

(tsf)

50 100 150 200

Friction Ratio, Fr

2 4 6

0.04 0.08 0.12 0.16 Sleeve Friction, fs

(tsf)

0.4 0.8 1.2 1.6

WATER LEVEL OBSERVATION

4 Silt mixtures - clayey silt to silty clay 5 Sand mixtures - silty sand to sandy silt 6 Sands - clean sand to silty sand

1 Sensitive, fine grained 2 Organic soils - clay 3 Clay - silty clay to clay

Project No.: EN225093

CPT Started: 6/29/2022

Rig: Pagani TG73-200

Probe no. 5384 with net area ratio of .86 U2 pore pressure transducer location Manufactured by Geotech A.B.; calibrated 1/12/2022 Tip and sleeve areas of 10 cm2 and 150 cm2

Ring friction reducer with O.D. of 2 in

7 Gravelly sand to dense sand 8 Very stiff sand to clayey sand 9 Very stiff fine grained

CPT Completed: 6/29/2022

Operator: B. Rozier

1800 Reynolds Ave North Charleston, SC

SITE: Building (Dormitory) B460, 219 N Davis Drive North Charleston, SC

CPT LOG NO. SCPT-2

CLIENT: CEMS Engineering, Inc.

Summerville, SC

PROJECT: JBC 460

8 ft estimated water depth

TEST LOCATION:

See Exploration Plan

(used in normalizations and correlations;

See Supporting Information)

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

Elevations not obtained

CPT sensor calibration reports available upon request.

Latitude:

Longitude:

32.903869° -80.05545°

Shear Wave Velocity, Vs

(ft/sec)

450 900 1350 1800

Material Description

Normalized CPT Soil Behavior Type 1 2 3 4 5 6 7 8

Hydrostatic Pressure

Pore Pressure, u2

(tsf)

0 2 4 6 8 10 12 14 16

CPT Terminated at 49.2 Feet

9-11-9-7 N=20

4-4-4-5 N=8

2-2-3-4 N=5

2-3-3-2 N=6

1/12"-1-1 N=1

1/12"-1-1 N=1

1-1-1 N=2

WOH-1-1

N=2

2-2-3 N=5

1-1/12" N=1

2-2-3 N=5

1-2-4 N=6

2-3-2 N=5

2-4-7 N=11

16.5

18.8

25.9

30.5

36.3

31.4

31.1

30.5

26.2

37.5

NP

20-16-4

26-19-7

NP

25-20-5

NP

NP

NP

20-16-4

42-25-17

TOPSOIL, 2 inches SILTY SAND (SM), fine grained, subangular, dark brown, moist, medium dense SILTY CLAYEY SAND (SC-SM), fine grained, subangular, light brown to reddish brown, moist, loose

SILTY SAND (SM), fine grained, subangular, light reddish brown, wet, loose

CLAYEY SAND (SC), fine grained, subangular, light reddish brown, wet, very loose SAND WITH SILT (SP-SM), fine grained, subangular, light grayish brown, wet, very loose

SILTY SAND (SM), fine grained, subangular, light grayish brown, wet, very loose

CLAYEY SAND (SC), fine grained, subangular, light grayish brown, wet, very loose SILTY SAND (SM), fine grained, subangular, light grayish brown, wet, very loose

SILTY CLAYEY SAND (SC-SM), fine grained, subangular, grayish brown, wet, loose SANDY SILT (ML), dark gray, moist, soft to medium stiff

CLAYEY SAND (SC), fine grained, subangular, dark gray, moist, very loose

SANDY SILT - COOPER MARL FORMATION (ML), olive brown, moist, medium stiff to stiff

Boring Terminated at 51.5 Feet

0.2 2.0

6.0

8.0

10.0

13.5

18.5

20.0

25.0

26.5

30.0

33.0

51.5

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

T

G E

O S

M A

R T

L O

G -N

O W

E

LL

E N

J

B C

.G P

J T

E R

R A

C O

N _D

A T

A T

E M

P

LA

T E

.G D

T

/2

/2

D E

P T

H

F t.)

W A

T E

R L

E V

E L

O B

S E

R V

A T

IO

N

S

F

IE

LD

T

E S

T R

E S

U

LT

S

W A

T E

R C

O N

T E

N T

LL-PL-PI

ATTERBERG

LIMITSLOCATION See Exploration Plan

Latitude: 32.9041° Longitude: -80.0552°

G R

A P

H

IC

L O

G

DEPTH

Advancement Method:

Rotary Wash

Abandonment Method:

Boring backfilled with soil cuttings upon completion.

Notes:

Project No.: EN225093

Drill Rig: GP-408

BORING LOG NO. STB-3

CEMS Engineering, Inc.CLIENT:

Summerville, SC

Driller: W. Duggins

Boring Completed: 07-12-2022

PROJECT: JBC 460

Elevations not obtained

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

Building (Dormitory) B460, 219 N Davis Drive North Charleston, SC

SITE:

Boring Started: 07-12-2022

1800 Reynolds Ave North Charleston, SC

Groundwater not observed

WATER LEVEL OBSERVATIONS

P E

R C

E N

T F

IN

E

S

S A

M P

LE

T

Y P

E

Approx.

Elev.

(ft)

-5

-10

-15

-20

-25

-30

-35

-40

-45

-50

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

T

C P

T R

E P

O R

T E

N

J B

C

.G

P J

T E

R R

A C

O N

_D A

T A

T E

M P

LA

T

E .G

D T

/5

/2

5 10 15 20 Tip Resistance, qt

(tsf)

50 100 150 200

Friction Ratio, Fr

2 4 6

0.04 0.08 0.12 0.16 Sleeve Friction, fs

(tsf)

0.4 0.8 1.2 1.6

WATER LEVEL OBSERVATION

4 Silt mixtures - clayey silt to silty clay 5 Sand mixtures - silty sand to sandy silt 6 Sands - clean sand to silty sand

1 Sensitive, fine grained 2 Organic soils - clay 3 Clay - silty clay to clay

Project No.: EN225093

CPT Started: 6/30/2022

Rig: Pagani TG73-200

Probe no. 5384 with net area ratio of .86 U2 pore pressure transducer location Manufactured by Geotech A.B.; calibrated 1/12/2022 Tip and sleeve areas of 10 cm2 and 150 cm2

Ring friction reducer with O.D. of 2 in

7 Gravelly sand to dense sand 8 Very stiff sand to clayey sand 9 Very stiff fine grained

CPT Completed: 6/30/2022

Operator: B. Rozier

1800 Reynolds Ave North Charleston, SC

SITE: Building (Dormitory) B460, 219 N Davis Drive North Charleston, SC

CPT LOG NO. CPT-4

CLIENT: CEMS Engineering, Inc.

Summerville, SC

PROJECT: JBC 460

7 ft estimated water depth

TEST LOCATION:

See Exploration Plan

(used in normalizations and correlations;

See Supporting Information)

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

Elevations not obtained

CPT sensor calibration reports available upon request.

Latitude:

Longitude:

32.904296° -80.055748°

Material Description

Normalized CPT Soil Behavior Type 1 2 3 4 5 6 7 8

Hydrostatic Pressure

Pore Pressure, u2

(tsf)

0 2 4 6 8 10 12 14 16

CPT Terminated at 50 Feet

Approx.

Elev.

(ft)

-5

-10

-15

-20

-25

-30

-35

-40

-45

-50

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

T

C P

T R

E P

O R

T E

N

J B

C

.G

P J

T E

R R

A C

O N

_D A

T A

T E

M P

LA

T

E .G

D T

/5

/2

5 10 15 20 Tip Resistance, qt

(tsf)

50 100 150 200

Friction Ratio, Fr

2 4 6

0.04 0.08 0.12 0.16 Sleeve Friction, fs

(tsf)

0.4 0.8 1.2 1.6

CPT LOG NO. SCPT-5

CLIENT: CEMS Engineering, Inc.

Summerville, SC

PROJECT: JBC 460

7 ft estimated water depth

TEST LOCATION:

See Exploration Plan

(used in normalizations and correlations;

See Supporting Information)

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

Elevations not obtained

CPT sensor calibration reports available upon request.

Latitude:

Longitude:

32.904368° -80.055463°

Shear Wave Velocity, Vs

(ft/sec)

450 900 1350 1800

WATER LEVEL OBSERVATION

4 Silt mixtures - clayey silt to silty clay 5 Sand mixtures - silty sand to sandy silt 6 Sands - clean sand to silty sand

1 Sensitive, fine grained 2 Organic soils - clay 3 Clay - silty clay to clay

Project No.: EN225093

CPT Started: 6/29/2022

Rig: Pagani TG73-200

Probe no. 5384 with net area ratio of .86 U2 pore pressure transducer location Manufactured by Geotech A.B.; calibrated 1/12/2022 Tip and sleeve areas of 10 cm2 and 150 cm2

Ring friction reducer with O.D. of 2 in

7 Gravelly sand to dense sand 8 Very stiff sand to clayey sand 9 Very stiff fine grained

CPT Completed: 6/29/2022

Operator: B. Rozier

1800 Reynolds Ave North Charleston, SC

SITE: Building (Dormitory) B460, 219 N Davis Drive North Charleston, SC

Material Description

Normalized CPT Soil Behavior Type 1 2 3 4 5 6 7 8

Hydrostatic Pressure

Pore Pressure, u2

(tsf)

0 2 4 6 8 10 12 14 16

CPT Terminated at 49.2 Feet

2-3-5-7 N=8

4-2-1-3 N=3

WOH/12"-1-3

N=1

WOH-1-2-4

N=3

3-3-2-1 N=5

1/18"-1 N=0

2-2-4 N=6

4-5-4 N=9

1-2-3 N=5

WOH/12"-3

N=3

1/12"-1 N=1

3-2-3 N=5

3-5-10 N=15

2-5-7 N=12

25.5

33.2

33.0

34.8

41.9

29.2

23.1

29.0

48.5

32-19-13

37-24-13

22-18-4

NP

NP

NP

27-14-13

24-16-8

41-27-14

TOPSOIL, 4 inches SILTY SAND (SM), fine grained, subangular, dark brown to reddish brown, loose CLAYEY SAND (SC), fine grained, subangular, light brown to reddish brown, very loose

SILTY CLAYEY SAND (SC-SM), fine grained, subangular, light reddish brown to gray, very loose SILTY SAND (SM), fine grained, subangular, light reddish brown to gray, very loose to loose

SAND WITH SILT (SP-SM), fine grained, subangular, light gray, loose

CLAYEY SAND (SC), fine grained, subangular, light brown to gray, loose

SANDY SILT (ML), dark gray, very loose

CLAYEY SAND (SC), fine grained, subangular, dark brown to dark olive brown, very loose

SANDY SILT - COOPER MARL FORMATION (ML), very soft to stiff

Boring Terminated at 50 Feet

0.3 2.0

6.0

8.0

15.0

16.5

25.0

30.0

33.5

50.0

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

T

G E

O S

M A

R T

L O

G -N

O W

E

LL

E N

J

B C

.G P

J T

E R

R A

C O

N _D

A T

A T

E M

P

LA

T E

.G D

T

/2

/2

D E

P T

H

F t.)

W A

T E

R L

E V

E L

O B

S E

R V

A T

IO

N

S

F

IE

LD

T

E S

T R

E S

U

LT

S

W A

T E

R C

O N

T E

N T

LL-PL-PI

ATTERBERG

LIMITSLOCATION See Exploration Plan

Latitude: 32.9047° Longitude: -80.0556°

G R

A P

H

IC

L O

G

DEPTH

Advancement Method:

Rotary Wash

Abandonment Method:

Boring backfilled with soil cuttings upon completion.

Notes:

Project No.: EN225093

Drill Rig: GP-408

BORING LOG NO. STB-6

CEMS Engineering, Inc.CLIENT:

Summerville, SC

Driller: W. Duggins

Boring Completed: 07-12-2022

PROJECT: JBC 460

Elevations not obtained

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

Building (Dormitory) B460, 219 N Davis Drive North Charleston, SC

SITE:

Boring Started: 07-12-2022

1800 Reynolds Ave North Charleston, SC

At completion of drilling

WATER LEVEL OBSERVATIONS

P E

R C

E N

T F

IN

E

S

S A

M P

LE

T

Y P

TOPSOIL, 4 inches

SILTY SAND (SM), reddish brown to brown

Boring Terminated at 4 Feet

0.3

4.0

Hammer Type: N/AStratification lines are approximate. In-situ, the transition may be gradual.

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

T . G

E O

S M

A R

T L

O G

-N O

W E

LL

E

N

J B

C

.G

P J

T E

R R

A C

O N

_D A

T A

T E

M P

LA

T

E .G

D T

/2

1/

D E

P T

H

F t.)

W A

T E

R L

E V

E L

O B

S E

R V

A T

IO

N

S

F

IE

LD

T

E S

T R

E S

U

LT

S

W A

T E

R C

O N

T E

N T

LL-PL-PI

ATTERBERG

LIMITSLOCATION See Exploration Plan

Latitude: 32.9038° Longitude: -80.0550°

G R

A P

H

IC

L O

G

DEPTH

Advancement Method:

Auger

Abandonment Method:

Boring backfilled with soil cuttings upon completion.

Notes:

Project No.: EN225093

Drill Rig: N/A

BORING LOG NO. HAB AT CPT-1

CEMS Engineering, Inc.CLIENT:

Summerville, SC

Driller: B. Rozier

Boring Completed: 06-29-2022

PROJECT: JBC 460

Elevations not obtained

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

Building (Dormitory) B460, 219 N Davis Drive North Charleston, SC

SITE:

Boring Started: 06-29-2022

1800 Reynolds Ave North Charleston, SC

Groundwater not encountered

WATER LEVEL OBSERVATIONS

P E

R C

E N

T F

IN

E

S

S A

M P

LE

T

Y P

SILTY SAND (SM), reddish brown to brown

SILTY SAND (SM), trace hair and finger roots, dark brown

SILTY SAND (SM), brown

Boring Terminated at 4 Feet

0.3

2.5

3.2

4.0

Hammer Type: N/AStratification lines are approximate. In-situ, the transition may be gradual.

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

T . G

E O

S M

A R

T L

O G

-N O

W E

LL

E

N

J B

C

.G

P J

T E

R R

A C

O N

_D A

T A

T E

M P

LA

T

E .G

D T

/2

1/

D E

P T

H

F t.)

W A

T E

R L

E V

E L

O B

S E

R V

A T

IO

N

S

F

IE

LD

T

E S

T R

E S

U

LT

S

W A

T E

R C

O N

T E

N T

LL-PL-PI

ATTERBERG

LIMITSLOCATION See Exploration Plan

Latitude: 32.9039° Longitude: -80.0555°

G R

A P

H

IC

L O

G

DEPTH

Advancement Method:

Auger

Abandonment Method:

Boring backfilled with soil cuttings upon completion.

Notes:

Project No.: EN225093

Drill Rig: N/A

BORING LOG NO. HAB AT SCPT-2

CEMS Engineering, Inc.CLIENT:

Summerville, SC

Driller: B. Rozier

Boring Completed: 06-29-2022

PROJECT: JBC 460

Elevations not obtained

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

Building (Dormitory) B460, 219 N Davis Drive North Charleston, SC

SITE:

Boring Started: 06-29-2022

1800 Reynolds Ave North Charleston, SC

Groundwater not encountered

WATER LEVEL OBSERVATIONS

P E

R C

E N

T F

IN

E

S

S A

M P

LE

T

Y

SILTY SAND (SM), brown to gray reddish brown to light brown

Boring Terminated at 4 Feet

0.3

4.0

Hammer Type: N/AStratification lines are approximate. In-situ, the transition may be gradual.

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

T . G

E O

S M

A R

T L

O G

-N O

W E

LL

E

N

J B

C

.G

P J

T E

R R

A C

O N

_D A

T A

T E

M P

LA

T

E .G

D T

/2

1/

D E

P T

H

F t.)

W A

T E

R L

E V

E L

O B

S E

R V

A T

IO

N

S

F

IE

LD

T

E S

T R

E S

U

LT

S

W A

T E

R C

O N

T E

N T

LL-PL-PI

ATTERBERG

LIMITSLOCATION See Exploration Plan

Latitude: 32.9043° Longitude: -80.0557°

G R

A P

H

IC

L O

G

CEMS Engineering, Inc.CLIENT:

Summerville, SC

Driller: B. Rozier

Boring Completed: 06-30-2022

PROJECT: JBC 460

Elevations not obtained

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

Building (Dormitory) B460, 219 N Davis Drive North Charleston, SC

SITE:

Boring Started: 06-30-2022

1800 Reynolds Ave North Charleston, SC

Groundwater not encountered

WATER LEVEL OBSERVATIONS

P E

R C

E N

T F

IN

E

S

DEPTH

Advancement Method:

Auger

Abandonment Method:

Boring backfilled with soil cuttings upon completion.

Notes:

Project No.: EN225093

Drill Rig: N/A

BORING LOG NO. HAB AT CPT-4

S A

M P

LE

T

Y

TOPSOIL, 3 inches

SILTY SAND (SM), grayish brown to reddish brown

Boring Terminated at 4 Feet

0.3

4.0

Hammer Type: N/AStratification lines are approximate. In-situ, the transition may be gradual.

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

T . G

E O

S M

A R

T L

O G

-N O

W E

LL

E

N

J B

C

.G

P J

T E

R R

A C

O N

_D A

T A

T E

M P

LA

T

E .G

D T

/2

1/

D E

P T

H

F t.)

W A

T E

R L

E V

E L

O B

S E

R V

A T

IO

N

S

F

IE

LD

T

E S

T R

E S

U

LT

S

W A

T E

R C

O N

T E

N T

LL-PL-PI

ATTERBERG

LIMITSLOCATION See Exploration Plan

Latitude: 32.9044° Longitude: -80.0555°

G R

A P

H

IC

L O

G

DEPTH

Advancement Method:

Auger

Abandonment Method:

Boring backfilled with soil cuttings upon completion.

Notes:

Project No.: EN225093

Drill Rig: N/A

BORING LOG NO. HAB AT SCPT-5

CEMS Engineering, Inc.CLIENT:

Summerville, SC

Driller: B. Rozier

Boring Completed: 06-29-2022

PROJECT: JBC 460

Elevations not obtained

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

Building (Dormitory) B460, 219 N Davis Drive North Charleston, SC

SITE:

Boring Started: 06-29-2022

1800 Reynolds Ave North Charleston, SC

Groundwater not encountered

WATER LEVEL OBSERVATIONS

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LABORATORY RESULTS

Contents:

Summary of Laboratory Results Atterberg Limit Results Grain Size Distribution Curves

STB-3 0-2

SILTY SAND(SM)

16.5 NP NP NP 15.9

STB-3 2-4

SILTY, CLAYEY SAND(SC-SM)

18.8 20 16 4 19.8

STB-3 4-6

SILTY, CLAYEY SAND(SC-SM)

25.9 26 19 7 23.3

STB-3 6-8

SILTY SAND(SM)

30.5 NP NP NP 14.7

STB-3 8-10

SILTY, CLAYEY SAND(SC-SM)

36.3 25 20 5 18.8

STB-3 10-12

SAND WITH SILT (SP-SM)

31.4 NP NP NP 8.3

STB-3 15-16.5

SILTY SAND(SM)

31.1 NP NP NP 21.3

STB-3 20-21.5

SILTY SAND(SM)

30.5 NP NP NP 26.0

STB-3 25-26.5

SILTY, CLAYEY SAND(SC-SM)

26.2 20 16 4 18.6

STB-3 30-31.5

CLAYEY SAND(SC)

37.5 42 25 17 39.5

STB-6 2-4

CLAYEY SAND(SC)

25.5 32 19 13 30.5

STB-6 4-6

CLAYEY SAND(SC)

33.2 37 24 13 33.7

STB-6 6-8

SILTY, CLAYEY SAND(SC-SM)

33.0 22 18 4 18.7

STB-6 8-10

SILTY SAND(SM)

34.8 NP NP NP 13.8

STB-6 10-12

SILTY SAND(SM)

41.9 NP NP NP 15.7

STB-6 15-16.5

SAND WITH SILT (SP-SM)

29.2 NP NP NP 5.4

STB-6 18.5-20

CLAYEY SAND(SC)

23.1 27 14 13 27.8

STB-6 23.5-25

CLAYEY SAND(SC)

29.0 24 16 8 23.8

STB-6 28.5-30

SANDY SILT(ML)

48.5 41 27 14 58.5

PAGE 1 OF 1SUMMARY OF LABORATORY RESULTS

PROJECT: JBC 460 PROJECT NUMBER: EN225093

CLIENT: CEMS Engineering, Inc.

Summerville, SC

SITE: Building (Dormitory) B460, 219 N Davis Drive North Charleston, SC

PH. 843-884-1234 FAX. 843-884-9234

1800 Reynolds Ave North Charleston, SC

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BORING

ID

Soil Classification

USCS

Depth (Ft.) Liquid Limit % FinesWater

Content (%) Plastic Limit

Plasticity Index

0 20 40 60 80 100

CH

o r

OH

CL

o r

OL

ML or OL

MH or OH

"U " L ine

"A " L ine

ATTERBERG LIMITS RESULTS

ASTM D4318

P L A S T I C I T Y

I N D E X

LIQUID LIMIT

1800 Reynolds Ave North Charleston, SC

PROJECT NUMBER: EN225093

SITE: Building (Dormitory) B460, 219 N Davis Drive

North Charleston, SC

PROJECT: JBC 460

CLIENT: CEMS Engineering, Inc.

Summerville, SC

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NP

NP

NP

NP

NP

NP

NP

NP

NP

NP

NP

NP

NP

NP

NP

NP

NP

NP

NP

NP

NP

NP

NP

NP

PIPLLL

STB-3

STB-3

STB-3

STB-3

STB-3

STB-3

STB-3

STB-3

STB-3

STB-3

STB-6

STB-6

STB-6

STB-6

STB-6

STB-6

STB-6

STB-6

STB-6

15.9

19.8

23.3

14.7

18.8

8.3

21.3

26.0

18.6

39.5

30.5

33.7

18.7

13.8

15.7

5.4

27.8

23.8

58.5

Fines

0 - 2

2 - 4

4 - 6

6 - 8

8 - 10

10 - 12

15 - 16.5

20 - 21.5

25 - 26.5

30 - 31.5

2 - 4

4 - 6

6 - 8

8 - 10

10 - 12

15 - 16.5

18.5 - 20

23.5 - 25

28.5 - 30

SM

SC-SM

SC-SM

SM

SC-SM

SP-SM

SM

SM

SC-SM

SC

SC

SC

SC-SM

SM

SM

SP-SM

SC

SC

ML

SILTY SAND

SILTY, CLAYEY SAND

SILTY, CLAYEY SAND

SILTY SAND

SILTY, CLAYEY SAND

SAND WITH SILT (SP-SM)

SILTY SAND

SILTY SAND

SILTY, CLAYEY SAND

CLAYEY SAND

CLAYEY SAND

CLAYEY SAND

SILTY, CLAYEY SAND

SILTY SAND

SILTY SAND

SAND WITH SILT (SP-SM)

CLAYEY SAND

CLAYEY SAND

SANDY SILT

DescriptionUSCSBoring ID Depth (Ft)

CL-ML

0.0010.010.1110100

3/4 1/23/8 30 403 60

HYDROMETERU.S. SIEVE OPENING IN INCHES

16 20

U.S. SIEVE NUMBERS

44 10063 2 10 14 506 2001.5 81 140

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GRAIN SIZE DISTRIBUTION

ASTM D422 / ASTM C136

1800 Reynolds Ave North Charleston, SC

PROJECT NUMBER: EN225093

SITE: Building (Dormitory) B460, 219 N Davis Drive

North Charleston, SC

PROJECT: JBC 460

CLIENT: CEMS Engineering, Inc.

Summerville, SC

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STB-3

STB-3

fine coarse finemedium

COBBLES

GRAVEL SAND

SILT OR CLAY

D30

D60

BORING ID

#200 15.93 #200 19.77 23.27#200

CC

CU

coarse

D10

15.9

19.8

23.3

0 - 2

2 - 4

4 - 6

SM

SC-SM

SC-SM

SILTY SAND (SM)

SILTY, CLAYEY SAND (SC-SM)

Sieve

REMARKS

SOIL DESCRIPTION

% Finer% Finer SieveSieve% Finer

USCS% CLAY% FINES% SILT% SAND% GRAVEL% COBBLESDEPTH

COEFFICIENTS

GRAIN SIZE

0.0010.010.1110100

3/4 1/23/8 30 403 60

HYDROMETERU.S. SIEVE OPENING IN INCHES

16 20

U.S. SIEVE NUMBERS

44 10063 2 10 14 506 2001.5 81 140

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GRAIN SIZE DISTRIBUTION

ASTM D422 / ASTM C136

1800 Reynolds Ave North Charleston, SC

PROJECT NUMBER: EN225093

SITE: Building (Dormitory) B460, 219 N Davis Drive

North Charleston, SC

PROJECT: JBC 460

CLIENT: CEMS Engineering, Inc.

Summerville, SC

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STB-3

GRAVEL SAND

SILT OR CLAY

D30

D60

BORING ID

#200 14.69 #200 18.78 8.29#200

14.7

18.8

8.3

6 - 8

8 - 10

10 - 12

SM

SC-SM

SP-SM

SILTY SAND (SM)

SAND WITH SILT (SP-SM) (SP-SM)

SOIL DESCRIPTION

% Finer% Finer SieveSieve% Finer

USCS% CLAY% FINES% SILT% SAND% GRAVEL% COBBLESDEPTH

0.0010.010.1110100

3/4 1/23/8 30 403 60

HYDROMETERU.S. SIEVE OPENING IN INCHES

16 20

U.S. SIEVE NUMBERS

44 10063 2 10 14 506 2001.5 81 140

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GRAIN SIZE DISTRIBUTION

ASTM D422 / ASTM C136

1800 Reynolds Ave North Charleston, SC

PROJECT NUMBER: EN225093

SITE: Building (Dormitory) B460, 219 N Davis Drive

North Charleston, SC

PROJECT: JBC 460

CLIENT: CEMS Engineering, Inc.

Summerville, SC

LA

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STB-3

GRAVEL SAND

SILT OR CLAY

D30

D60

BORING ID

#200 21.32 #200 25.97 18.55#200

21.3

26.0

18.6

15 - 16.5

20 - 21.5

25 - 26.5

SM

SM

SC-SM

SILTY SAND (SM)

SILTY SAND (SM)

SOIL DESCRIPTION

% Finer% Finer SieveSieve% Finer

USCS% CLAY% FINES% SILT% SAND% GRAVEL% COBBLESDEPTH

0.0010.010.1110100

3/4 1/23/8 30 403 60

HYDROMETERU.S. SIEVE OPENING IN INCHES

16 20

U.S. SIEVE NUMBERS

44 10063 2 10 14 506 2001.5 81 140

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GRAIN SIZE DISTRIBUTION

ASTM D422…