B.08.03 19R4000 Amendment 1 07-437 GEO-REPORT 12-23-2019.PDF

REPORT OF

GEOTECHNICAL EXPLORATION

National Cemetery on Fort Jackson

Columbia, South Carolina S&ME Project No. 1611-07-437

Prepared For:

240 Stoneridge Drive, Suite 200 Columbia, South Carolina 29210

Prepared By:

134 Suber Road

Columbia, South Carolina 29210

October 10, 2007

TABLE OF CONTENTS

SECTION PAGE

1.0 PROJECT INFORMATION

2.0 EXPLORATION

3.0 LABORATORY TESTING

4.0 SITE CONDITIONS

4.1 SURFACE FEATURES

4.2 LOCAL PHYSIOGRAPHIC CONDITIONS AND GEOLOGY

4.3 SUBSURFACE CONDITIONS

5.0 BUILDING CODE SEISMIC PROVISIONS

5.1 SITE CLASS

5.2 DESIGN SPECTRAL VALUES

5.3 LIQUEFACTION

6.0 SITE GRADING CONCLUSIONS AND RECOMMENDATIONS

6.1 SITE PREPARATION

6.2 CONTROL OF SUBSURFACE WATER

6.3 EXCAVATION

6.4 FILL PLACEMENT AND COMPACTION

6.5 SUBGRADE REPAIR AND IMPROVEMENT METHODS

7.0 FOUNDATION DESIGN AND CONSTRUCTION

7.1 BEARING PRESSURE AND LATERAL CAPACITY

7.2 BEARING DEPTH AND DIMENSION

7.3 GRADE SLAB SUPPORT

7.4 RETAINING WALL PARAMETERS

8.0 LIMITATIONS OF REPORT

FIGURES

FIGURE 1 – SITE LOCATION MAP

FIGURE 2 – BORING LOCATION PLAN

FIGURE 3 – CROSS-SECTION

FIGURE 4 – CROSS-SECTION

APPENDICES

BORING LOGS

LAB RESULTS

Report of Geotechnical Exploration S&ME Project No. 1611-07-437 National Cemetery on Fort Jackson: Columbia, SC October, 2007

1.0 PROJECT INFORMATION

Information about the project was obtained via e-mail correspondence you and Mr. Jim Palmer of S&ME Inc. dated April 16, 2007. In addition S&ME received an associated topographic map outlining the proposed site via e-mail the same day. Additional informa-tion was received on September 11, 2007 including a boring location map and a re-quested scope of work. It is our understanding that development will include approxi-mately 492 net acres of land within Fort Jackson for the construction of a National Ceme-tery. The site is located southwest of I-20 and its intersection with Spears Creek Church Road in Columbia, South Carolina. The site is bordered by Percival Road to the north, Wildcat Road to the west, North Tower Road to the south, and Spears Creek Church Road to the east.

2.0 EXPLORATION

The field exploration included a visual site reconnaissance by the Geotechnical Professional and the performance of 8 soil test borings (B-1 through B-8). In addition to conventional soil test boring a sampling 4 infiltration test were also conducted (I-3, I-5, I-6 and I-8) at the lo-cations indicated on the boring location map (Fig. 2). Infiltration test results were provided under separate cover.

The soil test borings were conducted by a rubber tire ATV mounted drill rig, using hollow stem auger techniques to advance the borings. Split-spoon samples and Standard Penetration Resistance (N) values were obtained at selected intervals in general accordance with ASTM D-1586.

The requested boring locations were established in the field by our personnel by measuring distances and estimating right angles from existing roadway centerlines and numbered fire break lines. These locations should be considered approximate.

The approximate boring and infiltration testing locations are shown on Figure 2. Boring Logs presenting the subsurface information are included in the Appendix. No survey of bor-ing locations or elevation was conducted by S&ME, Inc.

3.0 LABORATORY TESTING

After visual observation and manual manipulation of the soil samples, it was determined that the samples obtained directly beneath the topsoil at the site consisted mainly of Poorly Graded Sands (SP), and Poorly Graded Sands with Clay (SP-SC). The bag sample obtained is likely representative of subgrade soils. We conducted quantitative laboratory tests on the bag sample soils consisting of:

• One Standard Proctor moisture density relationship test (ASTM D 698).

• One Natural Moisture Content (ASTM D 2116).

Test results indicate a standard Proctor maximum dry density of 117.8 pcf at an optimum moisture content of 7.2 percent. Natural moisture content was 2.3 percent as sampled in the field. Laboratory test results are attached in the Appendix.

4.0 SITE CONDITIONS

4.1 Surface Features

The majority of the proposed construction site is located east of Wild Cat Road with a small triangular parcel to the west. Currently the site is undeveloped and wooded with numbered fire breaks traversing from west to east across the project area. Ground cover consists of sapling to mature long leaf pines with sparsely spaced scrub oaks. Ground topography slopes upward primarily to the south with approximately forty feet of surface relief across the site based on topographical maps provided by Davis & Floyd, Inc.

4.2 Local Physiographic Conditions and Geology

The site lies within an area of high Sand Hills, which form the northwestern margin of the Coastal Plain. The higher elevations are comprised of surficial sand deposits consist-ing of poorly sorted, quartz sand which has been deposited by wind action or sheet wash on top of much older Coastal Plain sediments below. Sands are typically white or tan in coloration, contain only trace amounts of fine-grained material, and are weathered, mas-sive, and structureless. This region is typically distinguished by the surface flora, com-monly scrub oak, cactus and suppressed longleaf pine, evidencing a deep water table.

Ground water depths are commonly greater than 20 feet and often approach 50 feet. The basal contact with underlying Coastal Plain strata is typically erratic and inconsistent in elevation, suggesting significant erosion of the original surface prior to deposition of the sands.

From a qualitative standpoint, the USDA Soil Conservation Service’s (SCS) Soil Surveys can often provide helpful information. The SCS surveys map the near surface soils (i.e., depths ≤ 6 ft) and provide general descriptions. The data is not intended to replace geotech-nical evaluations and testing but it can help identify trends. USDA Soils Conservation Ser-vice soils mapping for Richland County issued September, 1978 indicate this site to be lo-cated mainly within the Lakeland sand (LaB) association or group.

By the Unified Classification System Lakeland soils are described as being deep, excessively drained, gently sloping, sandy soil in the Sand Hills. Permeability is very rapid with infiltra-tion rates in excess of 20 inches per hour. Available water capacity is low and runoff is de-scribed as slow. Depth to seasonal high ground water table listed in the soil survey for Lake-land sand is greater the 6 feet. Ground water was not encountered in our borings during our field exploration. These surface soils as described by the Soil Conservation Service appear to be similar to the upper soils encountered in our borings.

4.3 Subsurface Conditions

The generalized subsurface conditions at the site are described below. For detailed descriptions and stratification at a particular boring location, the respective boring record should be reviewed.

Interpreted subsurface cross-sectional profiles of the site soils are attached in the Appendix as Figures 3 and 4. The strata indicated in the cross-section are characterized in the para-graphs below. The cross-section orientation in plan view is indicated on Figure 2 in the Ap-pendix. The profile depicts soil conditions penetrated by the borings generally west to east through the site. Elevations shown on the cross-section were approximated based on the provided topographical information. Subsurface conditions between the borings will likely vary from those indicated on our cross-sections. The nature and extent of variations between the sampling points will not become evident until construction, and stratification lines shown are not warranted.

4.3.1 Topsoil

Sandy topsoil thicknesses ranged from 1 to 2 inches near our boring locations. Topsoil thickness averaged about 1-1/2 inches, but will likely vary across the site.

4.3.2 Description of Soil Profile

The soil profile consists of primarily consist of sands. We expect that settlement, rather than bearing capacity, will control foundation design.

Below the topsoil our borings encountered poorly graded sand and poorly graded sands with clay to elevations ranging from approximately 387 to 366 feet. Recovered samples gener-ally contained fine to medium sands and exhibited very little plasticity. Various samples taken at shallow depths contained a trace amount of roots and had a slight organic odor.

Typically collected samples were moist, tan, orange to brown in color with Standard Penetra-tion Test (SPT) N-values ranging from 5 to 38 blows per foot (bpf) indicating a loose to dense relative density.

Underlying the poorly graded sands and poorly graded sands with clay our borings encoun-tered clayey sand from and elevation of approximately 387 to boring termination at elevation 380 feet below the existing ground surface in borings B-5 and B-6. In boring B-4 we encoun-tered at leans of clayey sand between elevation 387 and approximately elevation 384 feet.

SPT N-values in the clayey sand ranged from 15 to 21 bpf indicating a medium dense rela-tive density. Sampled material contained mostly fine to medium sands with some low plas-ticity fines. Collected samples were moist, brown, orange, and tan in color.

The only exception to the predominantly sandy profile encountered at this site was observed in boring B-7. Sandy silt was encountered between elevation 366 and boring termination at approximately elevation 364 feet. Sampled material generally contained low to medium plas-ticity fines and some sand with varying amounts of mica. Recovered material was generally moist, tan, brown, and light orange color with a SPT N-value recorded at 66 bpf indicating a very hard consistency.

The above description of subsurface conditions is relatively brief and general. For more de-tailed information, the individual Boring Logs in Appendix may be consulted.

4.3.3 Ground Water

Ground water was not encountered in our soil test borings at the time of drilling. After an elapsed time of approximately 72 hours ground water was measured again with no free water present. Ground water impact on construction is expected to be slight. However, nearby construction activity and rainfall amounts can have a significant impact on ground water ele-vations.

Our field exploration was conducted during serve drought conditions for the area with rain-fall amounts at approximately 13 inches below normal according to state climatology data.

The potential exist that ground water elevations at the time of construction will be higher than those encountered during our exploration.

5.0 BUILDING CODE SEISMIC PROVISIONS

Seismic induced ground shaking at the foundation is the effect taken into account by build-ing code seismic-resistant design provisions. Other effects, such as soil liquefaction, are not addressed in building codes but must also be considered for seismic design category D struc-tures.

5.1 Site Class

We classified the site as one of the Site Classes defined in IBC 2006 Section 1613.5.2 (Table 1613.5.2) using the procedures described in Section 1613.5.2. The Site Class is used in con-junction with mapped spectral accelerations SS and S1 to determine Site Coefficients FA and FV in IBC Section 1613.5.3, tables 1613.5.3(1) and 1613.5.3(2).

Determining Site Class involves several steps. The initial step in site class definition is a check for the four conditions described for Site Class F which would require a site specific evaluation to determine site coefficients FA and FV. Site Class F as defined in Section 1613 includes sites with soils under any of the following conditions:

1. Soils vulnerable to potential failure including quick and highly sensitive clays or col-lapsible weakly cemented soils;

2. peats and highly organic clays;

3. very high plasticity clays; and,

4. very thick soft/medium stiff clays.

None of the conditions described in items 1 – 4 above pertaining to Site Class F were evident in the soil test borings performed.

Boring data available at this site extend to 50 feet. Based on our knowledge of the general geologic profile of this area, Site Class D appears to generally represent conditions in and around the site. Site Coefficients FA and FV were then obtained directly from tables 1613.5.3(1) and 1613.5.3(2).

5.2 Design Spectral Values

S&ME determined the spectral response parameters for the site using the general procedures outlined under the 2006 International Building Code Section 1613.5. This approach utilizes a mapped acceleration response spectrum corresponding to an earthquake having a 2 percent statistical probability of exceedance in 50 years to determine the spectral response accelera-tion at the top of seismic bedrock for any period.

The 2006 International Building Code seismic provisions of Section 1613 use the 2002 Seis-mic Hazard Maps published by the National Earthquake Hazard Reduction Program (NEHRP) to define the base rock motion spectra. The 2002 seismic hazard maps used in Section 1613 of the 2006 IBC have been updated several times since their original publica-tion, reflecting updated knowledge of the probabilistic hazard in different parts of the coun-try as well as advances in the understanding of seismic wave propagation and damping through the various soil and rock strata.

The Site Class is used in conjunction with mapped spectral accelerations SS and S1 to deter-mine Site Coefficients FA and FV in IBC Section 1613.5.3, tables 1613.5.3(1) and 1613.5.3(2). For purposes of computation, the Code includes mapped induced acceleration at frequencies of 5 hertz (SS) and 1 hertz (S1), which are then used to derive the remainder of the response spectra at all other frequencies. Mapped SS and S1 values represent motion at the top of bedrock. The surface ground motion response spectrum, accounting for inertial effects within the soil column overlying rock, is then determined for the design earthquake using spectral coefficients FA and FV for the appropriate Site Class.

The design ground motion at any period is taken as 2/3 of the smoothed spectral acceleration as allowed in section 1613.5.4. The design spectral response acceleration values at short pe-riods SDS and at one second periods SD1 are tabulated below for the unimproved soil profile.

Peak ground acceleration (PGA) was obtained by dividing the SDS value by 2.5.

SDS 0.50 g SD1 0.22 g PGA 0.201 g

Based on table 1613.5.6(1) and 1613.5.6(2) of the 2006 IBC and the above spectral ac-celeration values a seismic design category D is available for the proposed structures. If is it determined cost effective to achieve a design category C, a site specific study can be performed at a later date. Techniques in a site specific study use seismic shear wave analysis resulting in a less conservative approach than the Standard Penetration N-value average.

5.3 Liquefaction

The effect of geologic age on the liquefaction susceptibility of a geologic formation was ad-dressed in 1978 by Youd and Perkins. Liquefaction potential decreases with increasing age of a soil deposit. Pre-Holocene (<11,000 years) generally do not liquefy, though liquefaction has noted in the upper Pleistocene-age (250,000 years) deposits of the lower coastal plain in South Carolina in connection with the 1886 Charleston earthquake. Soils encountered at this site are “pre-pleistocene” age sedimentary deposits as described by Youd and Perkins.

Liquefaction appears unlikely at this site due to the age of the materials encountered and the depth to ground water.

6.0 SITE GRADING CONCLUSIONS AND RECOMMENDATIONS

The exploration indicates that foundations for the Nation Cemetery may be designed as con-ventional shallow foundations.

The following presents our geotechnical recommendations regarding site grading and struc-tural support. When reviewing these recommendations, please keep in mind that subsurface conditions will vary between explored locations and grading will be significantly affected by prevailing weather conditions. Accordingly, field engineering modifications to our recom-mendations may be required during grading.

6.1 Site Preparation

Site preparation for the proposed structure should include the removal of all unsuitable sur-face materials. This will include striping and grubbing all root bulbs, topsoil and any organic laden unstable surface soils.

In cut areas and in areas to receive less than 12 inches of new fill, the upper 8 inches of ex-isting subgrade material within pavement and building footprints should be compacted to at least 98 percent of standard Proctor maximum dry density.

Where fill will exceed 12 inches, prior to placement fill, the exposed subgrade should be evaluated by a representative of the Geotechnical Engineer to confirm that all unsuitable ma-terials have been removed. Evaluation will likely consist of proofrolling exposed subgrades with a loaded dump truck or pan. Areas that exhibit excessive movement or rutting under proofrolling should be stabilized prior to placement of fill material. Stabilization may take the form of removal and replacement or drying and densification in place. New fill should be placed as indicated in Section 6.4.

6.2 Control of Subsurface Water

Subsurface water should have very little impact on the proposed construction. If water is encountered during grading, it can likely be controlled by ditching. If subsurface water or infiltrating surface water is not properly controlled during construction, the subgrade soils that will support foundations or slabs may be damaged. Furthermore, construction equipment mobility may be impaired.

6.3 Excavation

The boring data indicates that shallow excavation (less than 2 feet) expected at this site will be in loose to medium dense soils. These soils can be excavated by earth moving equipment typically used in this area. Care should be used during excavation so that the exposed sub-grade is not disturbed any more than necessary. Working equipment on the subgrade when wet will likely cause deterioration of the subgrade.

Loose poorly graded sands and poorly graded sands with clay, similar to those encountered in our borings, will tend to cave into excavations as they dry. This may require forming of excavation sides or cleaning of excavation bottoms prior to placing concrete.

Excavations should be sloped or shored in accordance with local, state, and federal regula-tions, including OSHA (29 CFR Part 1926) excavation trench safety standards. The contrac-tor is usually solely responsible for site safety. This information is provided only as a ser-vice and under no circumstances should we be assumed to be responsible for construction site safety.

6.4 Fill Placement and Compaction

All fill should be free of deleterious materials and compacted to at least 95 percent of the soil's maximum dry density, as compared to a laboratory standard Proctor compaction test (ASTM D-698). Fill placed in the upper 12 inches below slabs and pavements should be compacted to at least 98 percent of standard Proctor maximum dry density. The fill should be uniformly spread and compacted in lift thicknesses of 6 to 8 inches (loose measure), and the moisture content should be controlled to at least plus three to minus three percent of op-timum. Based on the single natural moisture content conducted the upper soils are currently below optimum moisture content and would need moisture added. This condition can be ex-pected to change depending on weather conditions during grading.

It is very important that all fill is uniformly well-compacted. Accordingly, a qualified Mate-rial Technician working under the direction of the Geotechnical Engineer should monitor fill placement. In addition to this visual evaluation, the Technician should perform at least one in-place field density test per 2000 square feet per lift in mass grading and one field density test per 50 feet in utility lines and trenches to confirm compaction.

6.4.1 Use of Excavated Soils as Structural Fill

The poorly graded sands, poorly graded sands with clay and clayey sands encountered in our borings are suitable for use as structural fill. However, the clayey sand soils, if encountered during excavation will likely require some moisture conditioning prior to use. During wet weather the clayey sands, depending on fines content, will tend to hold moisture and if allowed to become wet may require extended drying times.

6.4.2 Imported Fill

All import fill should be free of debris and other deleterious materials. Import fill should consist of a uniform soil with a maximum plasticity index of 15. As a minimum the import fill should have not more than 40 percent of the particle size passing the No. 200 sieve and preferably not more than 20 percent. All new fill shall be approved prior to use.

6.5 Subgrade Repair and Improvement Methods

The exposed subgrade soil can deteriorate when exposed to construction activity and envi-ronmental changes such as freezing, erosion, softening from ponded rainwater, and rutting from construction traffic. We recommend that deteriorated exposed subgrade surface in the grade slab areas, be repaired by scarifying and recompacting immediately prior to construc-tion. If this operation has to be performed during wet weather conditions, it would be worthwhile to consider undercutting the deteriorated soil and replacing it with a well graded crushed stone. Sealing exposed subgrades with a smooth drum roller prior to rain events can also help protect them during periods of rain.

7.0 FOUNDATION DESIGN AND CONSTRUCTION

Our exploration was conducted as a general exploration prior to finalization of the site plan.

Therefore, some additional exploration may be necessary if the borings conducted do not fall within a reasonable distance of the actual building locations. While our borings show good consistency of the soil profile within the site, S&ME should be given the opportunity to re-view final site plans and make recommendations for further work as deemed necessary by the geotechnical engineer.

The exploration indicates that the National Cemetery structures may be designed as conven-tional shallow footing and slab-on-grade foundations. The following presents our geotechni-cal conclusions and recommendations regarding structural support.

7.1 Bearing Pressure and Lateral Capacity

The various building structures to be associated with the National Cemetery on Fort Jackson may be designed as conventional shallow foundations bearing in virgin soils or in fill mate-rial placed as indicated above. Information regarding building types and loads were not available as of this writing, we assume typical loads of 75 kips supported by a 5 foot by 5 column and wall loads not to exceed 4 kips per linear foot.

For the conventional wall and column type foundations assumed above, a soil bearing pres-sure of 3000 psf is recommended for design. We estimated total settlements of less than ½ inch with differential settlements between two adjacent similarly loaded footings expected to be about one half the total settlement or less than ¼ inch.

Lateral capacity of footings includes a soil lateral pressure and coefficient of friction as described in IBC Section 1804. Footings will be embedded in material similar to those described as class 4 as described in Table 1804.2. Where footings are cast neat against the sides of excavations in natural soils, an allowable lateral bearing pressure of 150 psf per foot depth below natural grade may be used in computations. A lateral sliding coefficient of friction of .25 may be used for design.

All foundation excavation bottoms should be evaluated by the Geotechnical Engineer prior to concrete placement. This evaluation will help verify that individual footings are directly underlain by suitable bearing material. The contractor should be prepared to remove and replace or otherwise stabilize any soft or loose material encountered in footing excavations.

7.2 Bearing Depth and Dimension

Isolated footings should bear at least 18 inches below grade to prevent being adversely af-fected by frost penetration and to develop the design bearing pressure. Continuous wall foot-ings should not be less than 18 inches wide and isolated column footings should not be less than 24 inches wide. This recommendation is made to help prevent a "localized" or "punch-ing" shear failure condition that could exist with very narrow footings.

7.3 Grade Slab Support

After cut operations and fill placement are completed to achieve subgrade elevation for the cemetery structures, the subgrade soils should be evaluated by an experienced soils technician working under the supervision of the geotechnical engineer. Areas of soft soils may require selective undercutting or further stabilization prior to plac-ing the slab.

A wheel load modulus of subgrade reaction (k) of 200 psi/in may be used for reinforcing design, assuming a subgrade consisting of compacted soils without segregation by composition. This recommendation is based on the subgrade material being compacted as previously recommended.

7.4 Retaining Wall Parameters

The equivalent fluid pressures given below should be used to design proposed retaining or below surface walls. The values given in the following table assume placement and compac-tion of the backfill in accordance with recommendations elsewhere in this report. These val-ues assume backfill similar to the material sampled on site with an angle of internal friction of at least 30 degrees and a moist density of 118 pcf when compacted as indicated below.

Table1- Equivalent Fluid Pressures for Retaining Walls

Support Condition

(All conditions assume level, drained backfill)

Equivalent Fluid Pressure

Static Condition

Equivalent Fluid Pressure Seismic Condition peak ground acceleration = 0.201 g

Active Condition (Wall deflects laterally, as with a conventional cantilevered retaining wall) 39 56

At-rest Condition (Wall restrained from movement, as with a basement wall) 59 84

Passive Condition (Wall movement toward retained soil, as with a thrust block) 354 310

Coefficient of Sliding Friction (Tan δ) 0.35 0.25

The above values represent a fully-drained soil condition at or near the optimum moisture content. Where backfill soils are not drained, the lateral soil pressure must consider hydro-static forces below the water level, and submerged soil unit weight.

We have not been provided details regarding the location or height of the retaining walls.

Below ground surface walls lower than 8 feet high are not considered relatively rigid or re-strained walls. Note that any below surface wall which is backfilled prior to being braced internally by framing must, in addition to being designed as a fully braced wall using the at-rest earth pressure, also be designed to resist the lateral earth pressure for the active case as a fully cantilevered wall.

Organic silts (OL or OH), inorganic elastic silts (MH), or inorganic highly plastic clays (CL or CH) soils should not be used as backfill.

Compact backfill directly behind walls with light, hand-held compactors. Heavy compactors and grading equipment should not be allowed to operate within 10 feet of the walls during backfilling to avoid developing excessive temporary or long-term lateral soil pressures. The soil backfill placed behind retaining walls must be compacted to at least 95 percent of the soil standard Proctor maximum dry density. We caution that operating compaction equip-ment directly behind the retaining structures can create lateral earth pressures far in excess of those recommended for design. Therefore, bracing of the walls may be needed during back-filling operations.

Provide positive gravity drainage of the backfill using a permanent toe drain to limit buildup of hydrostatic pressures in the backfill. Gravity drainage may consist of a minimum two foot wide blanket of clean crushed stone or washed sand, separated from the backfill by a prop-erly graded filter or approved filter fabric, or a specially designed geotextile material such as Enka-drain, or equivalent. Vertical drains should be tied into a permanent "toe" drain in-stalled at the base of the wall. Where gravity drainage of retaining walls is not feasible, de-sign walls to resist hydrostatic forces in addition to lateral earth pressure.

8.0 LIMITATIONS OF REPORT

This report has been prepared in accordance with generally accepted geotechnical engineering practice for specific application to this project. The conclusions and recommendations contained in this report are based upon applicable standards of our practice in this geographic area at the time this report was prepared. No other warranty, express or implied, is made.

The analyses and recommendations submitted herein are based, in part, upon the data obtained from the subsurface exploration. The nature and extent of variations between the borings will not become evident until construction. If variations appear evident, then we will re-evaluate the recommendations of this report. In the event that any changes in the nature, design, or location of the proposed structures are planned, the conclusions and recommendations contained in this report will not be considered valid unless the changes are reviewed and conclusions modified or verified in writing.

We recommend that S&ME be provided the opportunity to review the final design plans and specifications in order that earthwork and foundation recommendations are properly inter-preted and implemented. Also, this report was prepared without review of a final grading plan. When complete, we should be allowed to review this plan and make any necessary modifications to our recommendations in light of this information.

FIGURES

SOURCE: Google Earth

SCALE: NTS SITE LOCATION MAP FIGURE NO.

CHECKED BY: JTP NATIONAL CEMETERY ON FORT JACKSON

DRAWN BY:

WMJ COLUMBIA, SOUTH CAROLINA 1

DATE: 9/27/2007 JOB NO. 1611-07-437

Bickley Road Site

USC AIKEN

FRESHMEN RESIDENCE HALL

SITE LOCATION

SITE

SOURCE: Davis & Floyd, Inc.

SCALE: NTS BORING LOCATION PLAN FIGURE NO.

CHECKED BY: JTP NATIONAL CEMETERY ON FORT JACKSON

DRAWN BY:

WMJ COLUMBIA COUNTY, SOUTH CAROLINA 2

DATE: 9/27/2007 JOB NO. 1611-07-437

Bickley Road Site

SITE LOCATION

B-1 B-2

B-3

Fig. 3

Fig. 3

Adelaide Street

B-1

B-2

B-3

B-1

B-2

B-3

Fig. 3Fig. 3

B-1

B-2

B-3

Fig. 3

Fig. 3

Fig.4 Fig.4

Fig.3 Fig.3

CLAYEY SAND (SC)

APPROXIMATE DISTANCE ALONG PROFILE (feet)

SP, Poorly-graded Sand

SP/SC, Poorly-graded Sand with Clay

SC, Clayey Sand

POORLY GRADED SAND WITH CLAY (SP-SC)

Project: National Cemetery at Fort Jackson

Location: Columbia, SC

Figure: 3

1611-07-437

10/4/07

POORLY GRADED SAND (SP)

EL

EV

A

TI

O N fe et -M

SL

POORLY GRADED SAND WITH CLAY (SP-SC)

1,6001,2001,0008006004002000

EAST

1,400

JOB NO:

DATE:

N = Standard Penetration Test resistance value (blows per foot). The depicted stratigraphy is shown for illustrative purposes only. The actual subsurface conditions will vary between boring locations.

POORLY GRADED SAND (SP)

N

B-3

POORLY GRADED SAND (SP)

BT @ 20

B-5

BT @ 25

N

BT @ 20

B-4

WEST

EXISTING GROUND ELEVATION

N

JOB NO:

DATE:

APPROXIMATE DISTANCE ALONG PROFILE (feet)

SP, Poorly-graded Sand

SC, Clayey Sand

N = Standard Penetration Test resistance value (blows per foot). The depicted stratigraphy is shown for illustrative purposes only. The actual subsurface conditions will vary between boring locations.

1,3000 100 200

ML, Low Plasticity Silt

300 400 500 600

1,200900 1,1001,000

N

N

BT @ 20

B-6

SP/SC, Poorly-graded Sand with Clay

BT @ 25

B-8

N

BT @ 50

B-7

HC

EXISTING GROUND ELEVATION

EASTWEST

CLAYEY SAND (SC)

Project: National Cemetery at Fort Jackson

Location: Columbia, SC

Figure: 4

EL

EV

A

TI

O N fe et -M

SL

1611-07-437

10/4/07

SANDY SILT (ML)

POORLY-GRADED SAND (SP)

POORLY GRADED SAND (SP)

POORLY GRADED SAND WITH CLAY (SP/SC)

POORLY GRADED SAND (SP)

APPENDIX

WATER LEVEL:

B O

R

IN

G L

O G

7-

LO

G

S .G

P J

W

IT

H C

P T.

G D

T

0/

/0

DRILL RIG:

POORLY GRADED SAND WITH CLAY (SP-SC) - mostly fine to medium sands, few low plasticity fines, moist, tan/brown/orange, dense.

W A

TE

R

L E

V E

L

N V

A

LU

E

D E

P

TH

(fe et

394.0

389.0

384.0

379.0

BORING TERMINATED AT 20 FEET.

POORLY GRADED SAND (SP) - mostly fine to medium sands, trace non-plastic fines, moist, tan/brown, loose to medium dense.

- light-tan

- light-tan/light-orange

ELEVATION:

BORING DEPTH:

Mobile B-57

STANDARD PENETRATION TEST DATA

(blows/ft)

E

LE

V A

TI

O

N (fe et -M

S L)

NOTES:

Not encountered

10/3/2007

3¼" H.S.A.

JWD

Mike Bailey

B-1 PROJECT: National Cemetery at Fort Jackson

Columbia, SC 1611-07-437

NOTES:

BORING LOG

MATERIAL DESCRIPTION

DATE DRILLED:

DRILLING METHOD:

LOGGED BY:

DRILLER:

1.

2.

3.

4.

THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED

PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.

BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE

WITH ASTM D-1586.

STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.

WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

G R

A P

H

IC

LO

G

60S A

M P

LE

N

O

S A

M P

LE

T

Y P

E

B O

R

IN

G L

O G

7-

LO

G

S .G

P J

W

IT

H C

P T.

G D

T

0/

/0

DRILL RIG:

POORLY GRADED SAND WITH CLAY (SP-SC) - mostly fine to medium sands, few low plasticity fines, moist, tan/brown/orange, medium dense.

W A

TE

R

L E

V E

L

N V

A

LU

E

D E

P

TH

(fe et

400.0

395.0

390.0

385.0

BORING TERMINATED AT 20 FEET.

POORLY GRADED SAND (SP) - mostly fine to medium sands, trace non-plastic fines, moist, tan/brown, loose to medium dense.

- tan/brown

- light-tan

ELEVATION:

BORING DEPTH:

Mobile B-57

STANDARD PENETRATION TEST DATA

(blows/ft)

E

LE

V A

TI

O

N (fe et -M

S L)

NOTES:

Not encountered

10/3/2007

3¼" H.S.A.

JWD

Mike Bailey

B-2 PROJECT: National Cemetery at Fort Jackson

Columbia, SC 1611-07-437

NOTES:

BORING LOG

MATERIAL DESCRIPTION

DATE DRILLED:

DRILLING METHOD:

LOGGED BY:

DRILLER:

1.

2.

3.

4.

THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED

PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.

BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE

WITH ASTM D-1586.

STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.

WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

G R

A P

H

IC

LO

G

60S A

M P

LE

N

O

S A

M P

LE

T

Y

B O

R

IN

G L

O G

7-

LO

G

S .G

P J

W

IT

H C

P T.

G D

T

0/

/0

POORLY GRADED SAND (SP) - mostly fine to medium sands, trace non-plastic fines, moist, light-tan/light-brown/light-orange, medium dense.

POORLY GRADED SAND WITH CLAY (SP-SC) - mostly fine to medium sands, few low plasticity fines, moist, tan/brown/orange, medium dense.

396.0

391.0

386.0

381.0

376.0

DRILL RIG:

WATER LEVEL:

W A

TE

R

L E

V E

L

N V

A

LU

E

BORING TERMINATED AT 25 FEET.

POORLY GRADED SAND (SP) - mostly fine to medium sands, trace non-plastic fines, moist, tan/brown, medium dense.

- tan/light-brown

DATE DRILLED:

DRILLING METHOD:

LOGGED BY:

DRILLER:

ELEVATION:

BORING DEPTH:

Mobile B-57

STANDARD PENETRATION TEST DATA

(blows/ft)

E

LE

V A

TI

O

N (fe et -M

S L)

D E

P

TH

(fe et

Not encountered

10/3/2007

3¼" H.S.A.

JWD

Mike Bailey

B-3 PROJECT: National Cemetery at Fort Jackson

Columbia, SC 1611-07-437

8030S A

M P

LE

N

O

S A

M P

LE

T

Y P

E

BORING LOG

NOTES:

MATERIAL DESCRIPTION

NOTES:

1.

2.

3.

4.

THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED

PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.

BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE

WITH ASTM D-1586.

STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.

WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

G R

A P

H

IC

LO

G

387.0

382.0

377.0

372.0

B O

R

IN

G L

O G

7-

LO

G

S .G

P J

W

IT

H C

P T.

G D

T

0/

/0

BORING TERMINATED AT 20 FEET.

DRILL RIG:

WATER LEVEL:

W A

TE

R

L E

V E

L

N V

A

LU

E

D E

P

TH

(fe et

POORLY GRADED SAND (SP) - mostly fine to medium sands, trace non-plastic fines, moist, brown/tan, loose.

CLAYEY SAND (SC) - mostly fine to medium sands, some low plasticity fines, moist, brown/orange, medium dense.

POORLY GRADED SAND WITH CLAY (SP-SC) - mostly fine to medium sands, few low plasticity fines, moist, brown/orange, medium dense.

- tan/brown/orange

DATE DRILLED:

DRILLING METHOD:

LOGGED BY:

DRILLER:

ELEVATION:

BORING DEPTH:

Mobile B-57

STANDARD PENETRATION TEST DATA

(blows/ft)

E

LE

V A

TI

O

N (fe et -M

S L)

Not encountered

10/3/2007

3¼" H.S.A.

JWD

Mike Bailey

B-4 PROJECT: National Cemetery at Fort Jackson

Columbia, SC 1611-07-437

S A

M P

LE

N

O

S A

M P

LE

T

Y P

E

BORING LOG

MATERIAL DESCRIPTION

NOTES:

NOTES:

1.

2.

3.

4.

THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED

PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.

BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE

WITH ASTM D-1586.

STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.

WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

G R

A P

H

IC

LO

B O

R

IN

G L

O G

7-

LO

G

S .G

P J

W

IT

H C

P T.

G D

T

0/

/0

DRILL RIG:

CLAYEY SAND (SC) - mostly fine to medium sands, some low plasticity fines, moist, tan/brown/orange, medium dense.

W A

TE

R

L E

V E

L

N V

A

LU

E

D E

P

TH

(fe et

398.0

393.0

388.0

383.0

BORING TERMINATED AT 20 FEET.

POORLY GRADED SAND (SP) - mostly fine to medium sands, trace non-plastic fines, moist, brown, loose to medium dense.

- tan/brown

- light-tan/light-brown

ELEVATION:

BORING DEPTH:

Mobile B-57

STANDARD PENETRATION TEST DATA

(blows/ft)

E

LE

V A

TI

O

N (fe et -M

S L)

NOTES:

Not encountered

10/2/2007

3¼" H.S.A.

JWD

Mike Bailey

B-5 PROJECT: National Cemetery at Fort Jackson

Columbia, SC 1611-07-437

NOTES:

BORING LOG

MATERIAL DESCRIPTION

DATE DRILLED:

DRILLING METHOD:

LOGGED BY:

DRILLER:

1.

2.

3.

4.

THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED

PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.

BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE

WITH ASTM D-1586.

STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.

WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

G R

A P

H

IC

LO

G

60S A

M P

LE

N

O

S A

M P

LE

T

Y

DRILL RIG:

BORING TERMINATED AT 20 FEET.

W A

TE

R

L E

V E

L

N V

A

LU

E

D E

P

TH

(fe et

395.0

390.0

385.0

380.0

S A

M P

LE

N

O

S A

M P

LE

T

Y P

E

POORLY GRADED SAND (SP) - mostly fine to medium sands, trace non-plastic fines, moist, brown, loose to medium dense.

- tan/brown

CLAYEY SAND (SC) - mostly fine to medium sands, some low plasticity fines, moist, brown/orange, medium dense.

ELEVATION:

BORING DEPTH:

Mobile B-57

STANDARD PENETRATION TEST DATA

(blows/ft)

E

LE

V A

TI

O

N (fe et -M

S L)

NOTES:

Not encountered

10/2/2007

3¼" H.S.A.

JWD

Mike Bailey

B-6 PROJECT: National Cemetery at Fort Jackson

Columbia, SC 1611-07-437

NOTES:

BORING LOG

MATERIAL DESCRIPTION

DATE DRILLED:

DRILLING METHOD:

LOGGED BY:

DRILLER:

1.

2.

3.

4.

THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED

PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.

BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE

WITH ASTM D-1586.

STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.

WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

G R

A P

H

IC

LO

G

B O

R

IN

G L

O G

7-

LO

G

S .G

P J

W

IT

H C

P T.

G D

T

0/

/0

HC

MATERIAL DESCRIPTION

NOTES:

1.

2.

3.

4.

THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED

PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.

BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE

WITH ASTM D-1586.

STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.

WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

G R

A P

H

IC

LO

G

E

LE

V A

TI

O

N (fe et -M

S L)

STANDARD PENETRATION TEST DATA

(blows/ft)

NOTES:

DATE DRILLED:

DRILLING METHOD:

LOGGED BY:

DRILLER:

ELEVATION:

BORING DEPTH:

Mobile B-57

W A

TE

R

L E

V E

L

N V

A

LU

E

D E

P

TH

(fe et

DRILL RIG:

S A

M P

LE

N

O

S A

M P

LE

T

Y P

E

409.0

404.0

399.0

394.0

389.0

BORING LOG

Not encountered

10/2/2007

3¼" H.S.A.

JWD

Mike Bailey

B-7 PROJECT: National Cemetery at Fort Jackson

Columbia, SC 1611-07-437

B O

R

IN

G L

O G

7-

LO

G

S .G

P J

W

IT

H C

P T.

G D

T

0/

/0

POORLY GRADED SAND (SP) - mostly fine to medium sands, trace non-plastic fines, moist, tan/brown, loose to medium dense.

WATER LEVEL:

- light-tan/light-orange

B O

R

IN

G L

O G

7-

LO

G

S .G

P J

W

IT

H C

P T.

G D

T

0/

/0 7 66

379.0

374.0

369.0

364.0

DRILL RIG:

WATER LEVEL:

W A

TE

R

L E

V E

L

N V

A

LU

E

D E

P

TH

(fe et

POORLY GRADED SAND WITH CLAY (SP-SC) - mostly fine to medium sands, few low plasticity fines, moist, tan/brown, medium dense.

(continued)

- light-tan/brown/orange, dense

POORLY GRADED SAND (SP) - mostly fine to medium sands, trace non-plastic fines, moist, light-tan/light-orange, dense.

SILT (ML) - mostly low to medium plasticity fines, trace very fine sand, slightly micaceous, moist, tan/orange, very hard.

BORING TERMINATED AT 50 FEET.

ELEVATION:

BORING DEPTH:

Mobile B-57

STANDARD PENETRATION TEST DATA

(blows/ft)

E

LE

V A

TI

O

N (fe et -M

S L)

80S A

M P

LE

N

O

S A

M P

LE

T

Y P

E

Not encountered

10/2/2007

3¼" H.S.A.

JWD

Mike Bailey

B-7 PROJECT: National Cemetery at Fort Jackson

Columbia, SC 1611-07-437

1.

2.

3.

4.

BORING LOG

MATERIAL DESCRIPTION

DATE DRILLED:

DRILLING METHOD:

LOGGED BY:

DRILLER:

THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED

PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.

BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE

WITH ASTM D-1586.

STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.

WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

G R

A P

H

IC

LO

G

NOTES:

NOTES:

B O

R

IN

G L

O G

7-

LO

G

S .G

P J

W

IT

H C

P T.

G D

T

0/

/0

POORLY GRADED SAND WITH CLAY (SP-SC) - mostly fine to medium sands, few low plasticity fines, moist, tan/brown/orange, medium dense.

425.0

420.0

415.0

410.0

405.0

DRILL RIG:

WATER LEVEL:

W A

TE

R

L E

V E

L

N V

A

LU

E

BORING TERMINATED AT 25 FEET.

POORLY GRADED SAND (SP) - mostly fine to medium sands, trace non-plastic fines, moist, tan/light-orange, medium dense. 7

POORLY GRADED SAND (SP) - mostly fine to medium sands, trace non-plastic fines, moist, tan/brown, loose to medium dense.

DATE DRILLED:

DRILLING METHOD:

LOGGED BY:

DRILLER:

ELEVATION:

BORING DEPTH:

Mobile B-57

STANDARD PENETRATION TEST DATA

(blows/ft)

E

LE

V A

TI

O

N (fe et -M

S L)

D E

P

TH

(fe et

Not encountered

10/2/2007

3¼" H.S.A.

JWD

Mike Bailey

B-8 PROJECT: National Cemetery at Fort Jackson

Columbia, SC 1611-07-437

BORING LOG

MATERIAL DESCRIPTION

NOTES:

S A

M P

LE

N

O

S A

M P

LE

T

Y P

E

NOTES:

1.

2.

3.

4.

THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED

PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.

BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE

WITH ASTM D-1586.

STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.

WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

G R

A P

H

IC

LO

240 Stoneridge Drive, Suite 200, Columbia, Souht Carolina 29210

MDD

Opt. MC

Maximum Dry Density

Poorly Graded Sand (SP) fine to medium sand, trace non-plastic fines, brown and tan

Liquid Limit:

117.8 PCF. Optimum Moisture Content

Moisture - Density Report

Davis & Floyd, Inc.

National Cemetery on Fort Jackson 1611-07-437S&ME Project #:

Project Name:

Client Name:

ASTM D 2488: Description and Identification of Soils (Visual-Manual Procedure)

Position William JonesTechnical Responsibility:

Signature

ASTM D 698

Soil Properties

3/4 inch Sieve

ASTM D 2216: Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass

Plastic Limit:

2.3%

7.2

3 October 1, 2007

B-3 Sample #:

Depth:

% Passing

Sample Description:

Test Date(s):

Client Address:

Sample Date:

Location: 0-2.0'

Bulk 1Boring #:

October 5, 2007 October 5, 2007

Specific Gravity:

Natural Moisture Content:

Method A

Report Date:

Oversize Fraction

Fine Fraction

Bulk Sp. Gravity

Corrected for Oversize Fraction (ASTM D 4718)

Moist PreparationMechanical Hammer Manual Hammer 3/8 inch Sieve#4 Sieve

Dry Preparation Sieve Size used to separate the Oversize Fraction:

Plastic Index:

Oversize Fraction % Moisture

Soil Discription is based on a visual classification.

Laboratory Report Version 4.2

Staff Professional

ASTM D 698: Laboratory Compaction Characteristics of Soil Using Standard EffortReferences:

Moisture-Density Curve Displayed:

Moisture-Density Relations of Soil and Soil-Aggregate Mixtures

2.65

100% Saturation Curve

90.0

95.0

100.0

105.0

110.0

115.0

120.0

125.0

130.0

135.0

0.0 5.0 10.0 15.0 20.0 25.0

Moisture Content (%)

D ry

D en si ty

(P C

F)

S&ME INC. 134 Suber Road, Columbia, S.C. 29210