7164A_NGIP_Ph_II_Lot_1_Preliminary_Geotechnical_Report_-_Revised_082523.pdf

3620 Pelham Rd, PMB #292 Phone: 864-329-0013 Greenville, SC 29615-5044 FAX: 864-329-0014

REPORT OF PRELIMINARY GEOTECHNICAL EXPLORATION

Proposed Lot 1 Industrial Building

North Greenwood Industrial Park Ph. II US Highway 25

Hodges, Greenwood County, SC D&F Job No. 13984.01

GeoTrack Project No. 23-7164A

Prepared For:

1319 Highway 72/221 East

Greenwood, South Carolina 29649

Attention: Mr. Brent Robertson, P.E.

August 25, 2023

3620 Pelham Road, PMB #292 Phone: 864-329-0013 Greenville, SC 29615-5044 FAX: 864-329-0014

August 25, 2023

Davis & Floyd, Inc.

1319 Highway 72/221 East Greenwood, SC 29649

Attention: Mr. Brent Robertson, P.E. (broberts@davisfloyd.com)

Re: Report of Preliminary Geotechnical Exploration Proposed Lot 1 Industrial Building North Greenwood Industrial Park Phase II US Highway 25

Hodges, Greenwood County, SC D&F Job No. 13984.01

GeoTrack Project No. 23-7164A

Ladies and Gentlemen:

GeoTrack Technologies, Inc. has completed a preliminary subsurface exploration for Lot 1 at the referenced industrial park. The exploration was performed in general accordance with GeoTrack Proposal No. P23-2373, dated May 25, 2023, as authorized by Mr. Robertson on June 1, 2023.

The purposes of the exploration were to evaluate the site soil conditions and provide geotechnically-related design and construction recommendations for development of the pad for a future industrial building. This report presents our understanding of the project, the subsurface exploration performed, the results and our recommendations.

SUMMARY OF FINDINGS AND RECOMMENDATIONS

The following is an outline of our exploration findings and recommendations for the site. These recommendations are discussed in more detail in the report text. We suggest that a design phase geotechnical exploration be performed prior to construction of the future building.

• Eight borings (B-1 through B-8) were performed across the proposed 150,000 square foot

Lot 1 industrial building pad. The borings encountered about 4 to 8 inches of topsoil at the ground surface. Due to the site being heavily wooded, stripping to remove topsoil and tree roots will likely average on the order of 8 to 12 inches.

• Natural, residual soils were encountered beneath the topsoil in each of the borings. The residual soils consist of firm to very stiff sandy clays and sandy silts, and medium dense silty sands.

• None of the borings encountered partially weathered rock or auger refusal above the planned boring termination depths of 15 to 35 feet below the existing ground surface.

Based on the boring results, extensive difficult excavation due to partially weathered rock and mass rock appears unlikely.

file://gtiserver/geotrack%20files/PROJECTS/2020%20PROJECTS/20-5769%20Fretwell%20Property%20Business%20Park/broberts@davisfloyd.com

Report of Preliminary Geotechnical Exploration, GeoTrack Project No. 23-7164A NGIP Ph. II Lot 1 Building, Hodges, Greenwood Co., SC August 25, 2023

• None of the borings encountered groundwater at the time of drilling or after a period of 24 hours. Thus, it is unlikely that groundwater will influence the proposed construction.

• The on-site residual soils appear satisfactory for use as structural fill. Depending on prevailing weather conditions, some moisture adjustment (wetting or drying) of the clayey and silty soils may be required prior to reuse as structural fill.

• Based on the subsurface conditions and assumed modest column loads, we recommend supporting the proposed building on shallow spread footings bearing in residual soils or properly compacted fill. The foundations may be designed for a maximum net allowable bearing pressure of 3,000 psf.

• Based on the soil conditions encountered, the proposed finished floor elevation and our experience in the geological region, the site soil conditions beneath the proposed building pad are assessed to conform to IBC Seismic Site Class D.

PROJECT DESCRIPTION

We have been provided a North Greenwood Industrial Park-Master Plan, dated November 2022, by Davis & Floyd. The Phase II Industrial Park is east of US Highway 25 and north of Pumpkin Road in Greenwood County near Hodges, South Carolina. Lot 1 is in the southwest corner of the planned industrial park expansion. The proposed 150,000 square foot building will be situated near the center of the lot and generally surrounded by pavements. Several detention ponds are planned across the industrial park; however, none are currently planned on Lot 1.

The proposed building will likely be a pre-engineered metal building or steel framed structure with concrete tilt-up or precast panels supported on shallow spread footings with concrete slabs-on-grade. We estimate maximum column loads on the order of 100 to 200 kips and maximum wall loads on the order of 3 to 6 kips per linear foot. Based on a finished floor elevation of 605 feet, grading of the building pad and pavements will require maximum cuts on the order of 15 feet and maximum fills on the order of 8 feet. We assume maximum floor slab area loads will be less than 500 psf. Truck loading docks will likely be positioned along one of the building sides. Typical heavy-duty industrial access drives and parking lots are anticipated. The semi-tractor trailer traffic (frequency and loads) on the heavy-duty pavements will depend on the industry that occupies the building.

SCOPE OF EXPLORATION

The subsurface exploration included a site reconnaissance, and eight soil test borings (B-1 through B-8) across the proposed building pad. The approximate boring locations are shown on the Boring Location Plan in the Appendix. The borings were located with a hand-held GPS unit based on coordinates obtained from Google Earth. Ground surface elevations at the boring locations were estimated from 10-foot contours shown on the Master Plan. Based on the methods used, the boring locations and elevations should be considered approximate.

The soil test borings were performed with a Diedrich D-50 drill rig mounted on a track rig, and the borings were extended to planned termination depths of 15 to 35 feet below existing grades using hollow stem augers. Standard Penetration Tests were performed at selected depth intervals with an automatic hammer to collect soil samples. A geotechnical engineer reviewed the data and visually classified the soil samples. Groundwater levels were checked in the borings at the time of drilling and after a period of 24 hours, and then the boreholes were backfilled with soil cuttings.

The boring results are summarized in the attached Boring Records. A more detailed description of our exploration procedures is also attached.

EXPLORATION RESULTS

SITE CONDITIONS

Lot 1 is located immediately east of US Highway 25 and north of an entrance road that will parallel Pumpkin Road to the south. The site is heavily wooded and appears to be former farmland. Some remnants of terracing from previous farming activities are visible. The site is characterized by a knoll in the southwest corner of the lot with a maximum elevation of about 620 feet. From the knoll, the ground surface generally slopes gently downward to the southwest and northwest to a minimum elevation of about 595 feet.

SUBSURFACE CONDITIONS

Surface Materials The borings encountered about 4 to 8 inches of topsoil and root mat at the ground surface. Some variability of the thickness of surface materials should be expected across the site.

Residuum Residual soils were encountered beneath the topsoil in each of the borings to the pre-planned termination depths. Residual soils are natural materials derived from the in-place weathering of the parent bedrock. The residual soils were classified as firm to very stiff sandy clays and sandy silts and medium dense silty sands with variable mica content. Standard penetration resistances ranged from 7 to 21 blows per foot (bpf).

Partially Weathered Rock and Auger Refusal None of the borings encountered partially weathered rock (material with penetration resistances greater than 100 bpf) or auger refusal (typically indicates the presence of mass rock) within the boring depths of 15 to 35 feet.

Groundwater Groundwater was not encountered in the borings at the time of drilling or after a period of 24-hours. Groundwater levels fluctuate with changes in seasons and rainfall levels. Thus, future levels may rise significantly. However, it appears unlikely that groundwater will influence the proposed development.

RECOMMENDATIONS

LIMITATIONS

Our conclusions and recommendations are based on the project described above and the data obtained from our fieldwork. The recommendations are based on generally accepted geotechnical engineering practice in South Carolina at the time of the report. No other warranties are expressed or implied.

The borings performed at this site represent the subsurface conditions only at the exploration and test locations. Some variation in the subsurface conditions should be expected between and beyond the boring locations due to natural variations and previous agricultural activities.

Consequently, subsurface conditions may be encountered during construction that will require alternative recommendations. We also suggest a supplemental geotechnical exploration be performed once the final building location and foundation loads are determined.

INTERNATIONAL BUILDING CODE SITE CLASSIFICATION

Seismic Site Class GeoTrack reviewed the boring results to classify the site according to the 2021 International Building Code (IBC) with South Carolina Modifications (SCBC). Based on the boring results, and our experience in the area, we assess that the building site conforms to IBC Site Class D.

Seismically-induced liquefaction is not a concern.

Seismic Design Values Section 1613.3 of the 2021 IBC with SC Amendments provides procedures for determining the seismic spectral response coefficients. The coefficients are calculated based on the seismic site class and the mapped spectral response acceleration values provided by the ASCE Hazard Tool website using the ASCE/SEI 7-16 document. Based on the referenced site class and an assumed Risk Category of II, the site seismic design spectral response coefficients are shown in the following table.

Table 1: Seismic Design Spectral Response Coefficients

Parameter Values for Site Class D

SDS 0.304g

SD1 0.153g

PGAM 0.165g

Resulting Seismic Design Category C

EARTHWORK

Site Preparation We anticipate that site stripping will average on the order of 8 to 12 inches to remove topsoil and extensive tree root systems. Although not identified by the borings, some cultivated soils (materials disturbed by previous agricultural activities such as plowing) could be encountered across the site. If the cultivated soils and/or clayey residual soils are excessively wet, they tend to become unstable under the weight of construction equipment (rut and pump). Thus, some drying (such as wind rows) and/or undercutting of those soils at final subgrade may be required along with drying them prior to reuse as compacted fill. Firm cultivated soils should not be stripped without being evaluated as discussed below. Stripped topsoil should be wasted in landscaped areas.

Subgrade Evaluation After the site is stripped as previously described, a qualified geotechnical representative should evaluate the exposed subgrade of areas that are to receive fill and areas that are cut to grade. The evaluation will help identify soft areas not identified during stripping and excavation, and should include proofrolling with a loaded dump truck, pan or similar pneumatic tired vehicle, where possible. During the proofrolling, areas that excessively rut or deflect (pump) should be undercut to satisfactory soils, or other corrective actions should be implemented. The clayey soils and micaceous soils are particularly susceptible to disturbance during initial construction procedures and inclement weather, and where exposed at final subgrade should be protected as much as possible.

Fill Placement Structural fills for the building pad and pavements will typically be required along the west and north sides of the site. Structural fill should be compacted to at least 95 percent of the soil’s maximum dry density obtained from the Standard Proctor Compaction Test (ASTM D-698). We recommend increasing the compaction to 98 percent in the upper 18 inches beneath floor slabs and pavements. To achieve the recommended compaction, the moisture content should generally be maintained within about three percent plus or minus of the optimum moisture content and the loose lift thicknesses should not exceed about 8 to 10 inches.

Except for the topsoil, the overburden soils in the borings appear satisfactory for use as structural fill. It may be necessary to adjust the moisture content to achieve sufficient compaction, as a result of natural soil moisture or weather conditions immediately before and during construction.

Full-time observation of fill placement should be performed during mass grading and include checking the compaction by performing density tests. The test frequency can be selected by the geotechnical engineer based on the areas to be filled and the construction schedule.

Excavation Difficulty The borings encountered moderate consistency soils to the planned termination depths of 15 to 35 feet. Maximum cut depths are expected on the order of 15 feet during mass grading. The depth to partially weathered rock and mass rock can be highly variable in the Upstate of South Carolina.

Thus, although unlikely, there is some potential that isolated difficult excavation could be encountered during mass grading of the southeast pavement area and in deep trench excavations.

Mass excavation of partially weathered rock can normally be accomplished with some pre-loosening with a ripper attached to a bulldozer, and trench excavation can be accomplished with a large-tracked excavator. Excavation of mass rock typically requires blasting or pneumatic equipment, such as a hoe ram.

Slopes Based on our experience with similar subsurface conditions, we recommend permanent cut and fill slopes no steeper than 2H:1V (horizontal to vertical). We also recommend that temporary slopes be inclined no steeper than about 1.5H:1V, depending on specific soil conditions in the excavations and OHSA requirements. We assess the residual soils at the site to meet the description of a Type C soil based on OSHA Standard 29 CFR (Soil Classification – 1926 Subpart P Appendix A).

It is difficult to construct soil fill slopes to 2H:1V without creating a loose poorly compacted zone near the slope face. For this reason, we recommend that the fill slopes be slightly over-built, and then cut back to firm, well compacted soils prior to applying a vegetative cover. The crest areas should also be sloped to prevent surface water run-off from flowing over the slope face. We further recommend a minimum building setback of at least 10 feet from the top of all slopes and a minimum setback of at least 3 feet from pavement curb lines.

FOUNDATIONS

Based on the subsurface conditions and assumed modest column loads, we recommend that footings for the building be designed to bear in residual soils or properly compacted fill with a maximum net allowable bearing pressure of 3,000 pounds per square foot (psf). Column and wall footings should have minimum dimensions of 24 inches and 18 inches, respectively, regardless of the applied foundation pressure. The foundation bottoms should bear at least 18 inches below minimum adjacent grade for protection from frost or landscaping activities. Based on the subsurface conditions and an assumed maximum column load of 200 kips, we estimate maximum total settlements of less than an inch and differential settlement of less than a half inch between adjacent, similarly loaded column foundations.

The foundation excavations should be evaluated to confirm that the soils are compatible with our recommendations. Any unsatisfactory soils or soils disturbed by excavation of the footings should be removed from the excavations before concrete placement. If encountered, the unsatisfactory soils should be selectively removed and replaced with either compacted crushed (No. 57) stone or concrete.

FLOOR SLABS

Like the foundations, the on-grade concrete floor slabs may be supported in either compacted structural fill or firm natural soils. Based on experience with the encountered soils, we recommend a design modulus of subgrade reaction of 150 pounds per cubic inch (pci) for concrete slab design.

We recommend that the floor slab be structurally isolated from the foundations to accommodate minor, routine differential settlements.

We recommend placement of a crushed stone layer over the slab subgrade to help protect the subgrade from weather and construction disturbance. The crushed stone layer should be at least 6 inches thick. A vapor retarder should be placed over the stone to help reduce potential slab moisture.

RETAINING WALLS

Earth retaining walls will be required for the loading dock walls and potentially in other areas of the site. The following soil parameters can be used to design the portions of the walls with essentially horizontal backfill:

Estimated angle of internal friction, Ø = 28 degrees No soil cohesion, C = 0 Vertical soil unit weight = 115 pounds per cubic foot (pcf)

Active earth pressure coefficient of horizontal backfill, Ka, = 0.36 Active lateral soil pressure (equivalent fluid pressure) = 40 pcf

At-rest earth pressure coefficient of horizontal backfill, Ka, = 0.53 At-rest lateral soil pressure (equivalent fluid pressure) = 60 pcf

Passive earth pressure coefficient, Kp, = 2.7 Passive (resisting) lateral soil pressure (equivalent fluid pressure) = 310 pcf

Friction coefficient between soil and foundation concrete = 0.35

The above soil parameters are actual values, and the walls should be designed utilizing appropriate safety factors (typically 1.5 to 2.5) for the various design modes. Walls that will be restrained at the top and not allowed to rotate should be designed utilizing the at-rest soil condition, and walls that will not be restrained at the top and allowed to rotate (potentially 1 to 2 inches over the height of the walls) should be designed for the active condition.

An effective drainage system should be used to minimize the possibility of water accumulating behind retaining walls. The drainage system should consist of a geosynthetic product specifically designed for that purpose or at least 12 inches of open-graded crushed stone (No. 57 stone) placed against the wall and separated from the backfill with a geotextile fabric designed for soil filtration.

The drainage medium should extend from the foundation to within 2 feet of the backfill surface.

The drainage medium should drain through a foundation drain which discharges to the storm drainage system.

The above recommendations are for rigid structures that are cantilever or gravity structures.

Alternative wall systems such as segmental walls should be designed using the angle of internal friction recommended above.

PAVEMENT THICKNESS DESIGN

The residual soils and properly compacted fill at the site are assessed as moderate relative to pavement support characteristics and should exhibit generally favorable long-term strength characteristics beneath completed pavements (as long as they are compacted properly and the pavement has adequate drainage). For industrial facilities, heavy duty pavement sections are typically designed for truck routes and loading dock areas, and light duty pavement sections are designed for automobile routes and parking areas. The truck traffic (frequency and loads) will depend on the industry that locates to the site.

Based on experience with similar soil conditions, the pavement thickness design should be based on an estimated California Bearing Ratio (CBR) of between about 4 and 6. Exposed micaceous soils and clayey soils may be locally unstable under rubber-tired construction equipment and variations in surface moisture conditions. Therefore, it may be necessary to scarify and re-compact the subgrades immediately before pavement construction, or implement other measures, such as undercutting and replacement, to maintain subgrade stability before or during pavement construction. The exposed subgrade should be evaluated in a manner described in the Earthwork Section, before placing crushed stone or pavement.

Based on our traffic assumptions, we have estimated approximately 200,000 Equivalent 18,000-pound Single Axle Loads (ESALs) over a theoretical 20-year design period for the heavy-duty pavements. The light-duty areas are based on the anticipated passenger vehicles and light delivery trucks, as well as occasional errant larger trucks. The recommendations below will result in theoretical pavement service life of roughly 20 years. Over the pavement life, concrete pavements require maintenance (such as crack sealing), and asphaltic pavements require maintenance (surface rehabilitation or overlays) after no more than 12 to 15 years due to surface wear and asphalt weathering.

The pavements should be constructed in accordance with the South Carolina Department of Transportation (SCDOT) Standard Specifications for Highway Construction. The applicable section numbers for asphalt pavements are referenced in the table below.

Asphaltic Pavement Thickness Recommendations The recommended minimum asphaltic section thicknesses are presented in the following table for light duty and heavy duty pavements. If provided, we would be glad to modify our recommendations based on actual truck traffic frequency and loads.

TABLE 2 – MINIMUM ASPHALT PAVEMENT RECOMMENDATIONS

Portland Cement Concrete Pavement Thickness Recommendations The recommended minimum Portland cement concrete section thicknesses are presented below for both heavy duty and light duty pavement areas:

Heavy Duty Truck Dock Loading Areas – 7 Inches Thick Light Duty Employee/Visitor Parking Areas – 5 Inches Thick We suggest using the heavy-duty sections in loading dock and dumpster areas at the site. We recommend using unreinforced pavement, with adequate crack control and construction joints to maintain aggregate interlock and appropriate load-transfer, as discussed below.

Temperature/shrinkage steel and/or welded wire mesh would be optional. A 4 to 6-inch layer of stone base beneath the concrete is also optional to protect the subgrade during construction.

All Portland cement concrete should be entrained with 5 to 7 percent air assuming the mix will have 3/4 to 1-inch maximum size aggregate. The concrete should have a 28-day compressive strength of at least 4,000 pounds per square inch (psi) to achieve adequate flexural strength. Proper jointing is critical to achieve adequate load transfer across joints and to reduce the potential for irregular crack formation. We recommend that control joints consist of sawed joints at least 1/4 of the pavement thickness. The joints should be spaced a maximum of 12 to 15 feet apart. The panels should be cut as square as possible to prevent irregular cracking or skewed in order to minimize vehicle wheel bumping at jointed sections. Sawing of joints should be done as soon as the concrete has hardened sufficiently so that raveling will not occur.

Formed construction joints should be keyed or doweled to provide load transfer across the joint.

Any keyed joints should be constructed in accordance with current PCA recommendations.

Dowels should consist of A-36 steel at least 5/8 inches in diameter. The dowels should be at least 16 inches long and spaced 12 inches apart. The concrete should be properly cured to protect it

MATERIAL

RECOMMENDED

THICKNESSES

(inches)

RECOMMENDED FULL-

DEPTH THICKNESSES

(inches)

SCDOT

SPECIFICATION

SECTION

HEAVY DUTY PAVEMENTS

Stabilized Aggregate or Macadam Base Course 8 N/A 305

Type C Asphalt Concrete Intermediate Course 2.5 5 402

Type C Asphalt Concrete Surface Course 1.5 3 403

LIGHT DUTY PAVEMENTS

Stabilized Aggregate or Macadam Base Course 6 N/A 305

Type C Asphalt Concrete Intermediate Course N/A 2 402

Type C Asphalt Concrete Surface Course 2 2 403 against loss of moisture, rapid temperature changes, and mechanical injury during the first several days. We suggest an appropriate curing compound be applied after concrete has been finished.

CLOSING

GeoTrack Technologies, Inc. appreciates the opportunity to assist you during this phase of the project. Please call if there are any questions concerning this report, or if you need additional assistance.

Respectfully submitted, GeoTrack Technologies, Inc.

Kenneth W. Weinel, P.E.

Senior Professional South Carolina P.E. No. 15921 kweinel@geotracksc.com

David D. Wilson, P.E.

Senior Professional dwilson@geotracksc.com

APPENDIX

Boring Location Plan Boring Records

Exploration Procedures

- Approximate Boring Location Ref: NGIP - Master Plan By Davis & Floyd

Boring Location Plan NGIP Phase II Lot 1

Hodges, Greenwood County, SC GeoTrack Project No.: 23-7164A

Pelham Rd, PMB #292 Greenville, SC 29615 Phone: (864)329-0013

B-1 B-2

B-3

B-5

B-6 B-4

B-7

B-8

3.5

8.5

13.5

SS-1

SS-2

SS-3

SS-4

SS-5

0.67

Topsoil and Root Mat - 8 Inches

Residuum - Stiff to Very Stiff Reddish Brown Fine Sandy Clay (CL)

Firm to Stiff Light Brown and Red Slightly Micaceous Fine Sandy Silt (ML)

Boring Terminated at 15 Feet

Split Spoon Shelby Tube Rock Core, 1-1/8"

NQ

CU

CT

MATERIAL DESCRIPTION

Rotary Wash Rock Core

Rock Core, 1-7/8" Cuttings Continuous Tube

NGIP Lot 1 - 150,000 SQFT Pad Hodges, Greenwood County, SC GeoTrack Project No. 23-7164A

BORING No. B-1

BORING RECORDBORING RECORD

595.0

590.0

585.0

580.0

575.0

570.0

565.0

N V al ue

Drilling Method: HSA Hammer Type: Automatic

Notes:

Independence Drilling - Diedrich D-50

D ep th (f t)

LEGEND

0.0

Water Level: Dry ATD; Dry After 24 hrs

E le va tio n (f t)

RW

RC

20 40

SAMPLER TYPE DRILLING METHOD

SS

ST

AWG

1s t 6 in

2n d

6i n

3r d

6i n

Date Drilled: 6/12/23

S am pl e

D ep th (f t)

STD. PENETRATION TEST DATA

(blows/ft)

Boring Location: See Boring Location Plan

Hollow Stem Auger Continuous Flight Augers Driving Casing

5 10

3620 Pelham Road, PMB #292 Greenville, SC 29615

(864) 329-0013

S am pl e

N o.

/T yp e

G ra p h ic L o g

HSA

CFA

DC

Ground Elevation: 600 ft

Boring Diameter: 6 in

B O

R

IN

G R

E C

O R

D

4A

N G

IP

L

O T

.G

P J

G E

O T

R A

C K

.G D

T

/5 /2

8.5

13.5

SS-1

SS-2

SS-3

SS-4

SS-5

0.33

Topsoil and Root Mat - 4 Inches

Residuum - Stiff Reddish Brown Fine Sandy Clay (CL)

Firm Red, Yellowish Brown and Gray Slightly Micaceous Fine Sandy Silt (ML)

Boring Terminated at 15 Feet

Split Spoon Shelby Tube Rock Core, 1-1/8"

NQ

CU

CT

MATERIAL DESCRIPTION

Rotary Wash Rock Core

Rock Core, 1-7/8" Cuttings Continuous Tube

NGIP Lot 1 - 150,000 SQFT Pad Hodges, Greenwood County, SC GeoTrack Project No. 23-7164A

BORING No. B-2

BORING RECORDBORING RECORD

601.0

596.0

591.0

586.0

581.0

576.0

571.0

N V al ue

Drilling Method: HSA Hammer Type: Automatic

Notes:

Independence Drilling - Diedrich D-50

D ep th (f t)

LEGEND

0.0

Water Level: Dry ATD; Dry After 24 hrs

E le va tio n (f t)

RW

RC

20 40

SAMPLER TYPE DRILLING METHOD

SS

ST

AWG

1s t 6 in

2n d

6i n

3r d

6i n

Date Drilled: 6/12/23

S am pl e

D ep th (f t)

STD. PENETRATION TEST DATA

(blows/ft)

Boring Location: See Boring Location Plan

Hollow Stem Auger Continuous Flight Augers Driving Casing

5 10

3620 Pelham Road, PMB #292 Greenville, SC 29615

(864) 329-0013

S am pl e

N o.

/T yp e

G ra p h ic L o g

HSA

CFA

DC

Ground Elevation: 606 ft

Boring Diameter: 6 in

B O

R

IN

G R

E C

O R

D

4A

N G

IP

L

O T

.G

P J

G E

O T

R A

C K

.G D

T

/5

8.5

13.5

18.5

SS-1

SS-2

SS-3

SS-4

SS-5

SS-6

0.5

Topsoil and Root Mat - 6 Inches

Residuum - Stiff Reddish Brown Fine Sandy Clay (CL)

Stiff Reddish Brown and Yellowish Brown Fine Sandy Silt (ML)

Medium Dense Red, Yellowish Brown and Gray Micaceous Silty Fine Sand (SM)

Boring Terminated at 20 Feet

Split Spoon Shelby Tube Rock Core, 1-1/8"

NQ

CU

CT

MATERIAL DESCRIPTION

Rotary Wash Rock Core

Rock Core, 1-7/8" Cuttings Continuous Tube

NGIP Lot 1 - 150,000 SQFT Pad Hodges, Greenwood County, SC GeoTrack Project No. 23-7164A

BORING No. B-3

BORING RECORDBORING RECORD

601.0

596.0

591.0

586.0

581.0

576.0

571.0

N V al ue

Drilling Method: HSA Hammer Type: Automatic

Notes:

Independence Drilling - Diedrich D-50

D ep th (f t)

LEGEND

0.0

Water Level: Dry ATD; Dry After 24 hrs

E le va tio n (f t)

RW

RC

20 40

SAMPLER TYPE DRILLING METHOD

SS

ST

AWG

1s t 6 in

2n d

6i n

3r d

6i n

Date Drilled: 6/12/23

S am pl e

D ep th (f t)

STD. PENETRATION TEST DATA

(blows/ft)

Boring Location: See Boring Location Plan

Hollow Stem Auger Continuous Flight Augers Driving Casing

5 10

3620 Pelham Road, PMB #292 Greenville, SC 29615

(864) 329-0013

S am pl e

N o.

/T yp e

G ra p h ic L o g

HSA

CFA

DC

Ground Elevation: 606 ft

Boring Diameter: 6 in

B O

R

IN

G R

E C

O R

D

4A

N G

IP

L

O T

.G

P J

G E

O T

R A

C K

.G D

T

/5

8.5

13.5

SS-1

SS-2

SS-3

SS-4

SS-5

0.33

Topsoil and Root Mat - 4 Inches

Residuum - Very Stiff Reddish Brown Fine Sandy Clay (ML)

Stiff to Very Stiff Red and Yellowish Brown Slightly Micaceous Fine Sandy Silt (ML)

Boring Terminated at 15 Feet

Split Spoon Shelby Tube Rock Core, 1-1/8"

NQ

CU

CT

MATERIAL DESCRIPTION

Rotary Wash Rock Core

Rock Core, 1-7/8" Cuttings Continuous Tube

NGIP Lot 1 - 150,000 SQFT Pad Hodges, Greenwood County, SC GeoTrack Project No. 23-7164A

BORING No. B-4

BORING RECORDBORING RECORD

595.0

590.0

585.0

580.0

575.0

570.0

565.0

N V al ue

Drilling Method: HSA Hammer Type: Automatic

Notes:

Independence Drilling - Diedrich D-50

D ep th (f t)

LEGEND

0.0

Water Level: Dry ATD; Dry After 24 hrs

E le va tio n (f t)

RW

RC

20 40

SAMPLER TYPE DRILLING METHOD

SS

ST

AWG

1s t 6 in

2n d

6i n

3r d

6i n

Date Drilled: 6/12/23

S am pl e

D ep th (f t)

STD. PENETRATION TEST DATA

(blows/ft)

Boring Location: See Boring Location Plan

Hollow Stem Auger Continuous Flight Augers Driving Casing

5 10

3620 Pelham Road, PMB #292 Greenville, SC 29615

(864) 329-0013

S am pl e

N o.

/T yp e

G ra p h ic L o g

HSA

CFA

DC

Ground Elevation: 600 ft

Boring Diameter: 6 in

B O

R

IN

G R

E C

O R

D

4A

N G

IP

L

O T

.G

P J

G E

O T

R A

C K

.G D

T

/5

8.5

13.5

18.5

SS-1

SS-2

SS-3

SS-4

SS-5

SS-6

0.4

Topsoil and Root Mat - 5 Inches

Residuum - Stiff Reddish Brown Fine Sandy Clay (CL)

Firm to Stiff Red, Yellow and Gray Slightly Micaceous Fine Sandy Silt (ML)

Boring Terminated at 20 Feet

Split Spoon Shelby Tube Rock Core, 1-1/8"

NQ

CU

CT

MATERIAL DESCRIPTION

Rotary Wash Rock Core

Rock Core, 1-7/8" Cuttings Continuous Tube

NGIP Lot 1 - 150,000 SQFT Pad Hodges, Greenwood County, SC GeoTrack Project No. 23-7164A

BORING No. B-5

BORING RECORDBORING RECORD

603.0

598.0

593.0

588.0

583.0

578.0

573.0

N V al ue

Drilling Method: HSA Hammer Type: Automatic

Notes:

Independence Drilling - Diedrich D-50

D ep th (f t)

LEGEND

0.0

Water Level: Dry ATD; Dry After 24 hrs

E le va tio n (f t)

RW

RC

20 40

SAMPLER TYPE DRILLING METHOD

SS

ST

AWG

1s t 6 in

2n d

6i n

3r d

6i n

Date Drilled: 6/12/23

S am pl e

D ep th (f t)

STD. PENETRATION TEST DATA

(blows/ft)

Boring Location: See Boring Location Plan

Hollow Stem Auger Continuous Flight Augers Driving Casing

5 10

3620 Pelham Road, PMB #292 Greenville, SC 29615

(864) 329-0013

S am pl e

N o.

/T yp e

G ra p h ic L o g

HSA

CFA

DC

Ground Elevation: 608 ft

Boring Diameter: 6 in

B O

R

IN

G R

E C

O R

D

4A

N G

IP

L

O T

.G

P J

G E

O T

R A

C K

.G D

T

/5

8.5

13.5

18.5

23.5

28.5

33.5

SS-1

SS-2

SS-3

SS-4

SS-5

SS-6

SS-7

SS-8

SS-9

0.33

Topsoil and Root Mat - 4 Inches

Residuum - Stiff Red Fine Sandy Silt (ML)

Stiff to Very Stiff Red and Gray Slightly Micaceous Fine Sandy Silt (ML)

Very Stiff Red, Gray and Yellow Slightly Micaceous to Micaceous Fine to Medium Sandy Silt (ML)

Boring Terminated at 35 Feet

Split Spoon Shelby Tube Rock Core, 1-1/8"

NQ

CU

CT

MATERIAL DESCRIPTION

Rotary Wash Rock Core

Rock Core, 1-7/8" Cuttings Continuous Tube

NGIP Lot 1 - 150,000 SQFT Pad Hodges, Greenwood County, SC GeoTrack Project No. 23-7164A

BORING No. B-6

BORING RECORDBORING RECORD

599.0

594.0

589.0

584.0

579.0

574.0

569.0

N V al ue

Drilling Method: HSA Hammer Type: Automatic

Notes:

Independence Drilling - Diedrich D-50

D ep th (f t)

LEGEND

0.0

Water Level: Dry ATD; Dry After 24 hrs

E le va tio n (f t)

RW

RC

20 40

SAMPLER TYPE DRILLING METHOD

SS

ST

AWG

1s t 6 in

2n d

6i n

3r d

6i n

Date Drilled: 6/12/23

S am pl e

D ep th (f t)

STD. PENETRATION TEST DATA

(blows/ft)

Boring Location: See Boring Location Plan

Hollow Stem Auger Continuous Flight Augers Driving Casing

5 10

3620 Pelham Road, PMB #292 Greenville, SC 29615

(864) 329-0013

S am pl e

N o.

/T yp e

G ra p h ic L o g

HSA

CFA

DC

Ground Elevation: 604 ft

Boring Diameter: 6 in

B O

R

IN

G R

E C

O R

D

4A

N G

IP

L

O T

.G

P J

G E

O T

R A

C K

.G D

T

/5

8.5

13.5

SS-1

SS-2

SS-3

SS-4

SS-5

0.5

Topsoil and Root Mat - 6 Inches

Residuum - Stiff Red Fine Sandy Silt (ML)

Stiff Yellowish Brown, Red and Gray Slightly Micaceous Fine Sandy Silt (ML)

Boring Terminated at 15 Feet

Split Spoon Shelby Tube Rock Core, 1-1/8"

NQ

CU

CT

MATERIAL DESCRIPTION

Rotary Wash Rock Core

Rock Core, 1-7/8" Cuttings Continuous Tube

NGIP Lot 1 - 150,000 SQFT Pad Hodges, Greenwood County, SC GeoTrack Project No. 23-7164A

BORING No. B-7

BORING RECORDBORING RECORD

593.0

588.0

583.0

578.0

573.0

568.0

563.0

N V al ue

Drilling Method: HSA Hammer Type: Automatic

Notes:

Independence Drilling - Diedrich D-50

D ep th (f t)

LEGEND

0.0

Water Level: Dry ATD; Dry After 24 hrs

E le va tio n (f t)

RW

RC

20 40

SAMPLER TYPE DRILLING METHOD

SS

ST

AWG

1s t 6 in

2n d

6i n

3r d

6i n

Date Drilled: 6/12/23

S am pl e

D ep th (f t)

STD. PENETRATION TEST DATA

(blows/ft)

Boring Location: See Boring Location Plan

Hollow Stem Auger Continuous Flight Augers Driving Casing

5 10

3620 Pelham Road, PMB #292 Greenville, SC 29615

(864) 329-0013

S am pl e

N o.

/T yp e

G ra p h ic L o g

HSA

CFA

DC

Ground Elevation: 598 ft

Boring Diameter: 6 in

B O

R

IN

G R

E C

O R

D

4A

N G

IP

L

O T

.G

P J

G E

O T

R A

C K

.G D

T

/5

8.5

13.5

18.5

SS-1

SS-2

SS-3

SS-4

SS-5

SS-6

0.4

Topsoil and Root Mat - 5 Inches

Residuum - Firm to Stiff Red Fine Sandy Silt (ML)

Stiff to Very Stiff Yellowish Brown, Red and Gray Fine Sandy Silt (ML)

Boring Terminated at 20 Feet

Split Spoon Shelby Tube Rock Core, 1-1/8"

NQ

CU

CT

MATERIAL DESCRIPTION

Rotary Wash Rock Core

Rock Core, 1-7/8" Cuttings Continuous Tube

NGIP Lot 1 - 150,000 SQFT Pad Hodges, Greenwood County, SC GeoTrack Project No. 23-7164A

BORING No. B-8

BORING RECORDBORING RECORD

605.0

600.0

595.0

590.0

585.0

580.0

575.0

N V al ue

Drilling Method: HSA Hammer Type: Automatic

Notes:

Independence Drilling - Diedrich D-50

D ep th (f t)

LEGEND

0.0

Water Level: Dry ATD; Dry After 24 hrs

E le va tio n (f t)

RW

RC

20 40

SAMPLER TYPE DRILLING METHOD

SS

ST

AWG

1s t 6 in

2n d

6i n

3r d

6i n

Date Drilled: 6/15/23

S am pl e

D ep th (f t)

STD. PENETRATION TEST DATA

(blows/ft)

Boring Location: See Boring Location Plan

Hollow Stem Auger Continuous Flight Augers Driving Casing

5 10

3620 Pelham Road, PMB #292 Greenville, SC 29615

(864) 329-0013

S am pl e

N o.

/T yp e

G ra p h ic L o g

HSA

CFA

DC

Ground Elevation: 610 ft

Boring Diameter: 6 in

B O

R

IN

G R

E C

O R

D

4A

N G

IP

L

O T

.G

P J

G E

O T

R A

C K

.G D

T

/5

EXPLORATION AND TESTING PROCEDURES

Soil Test Borings: Soil sampling and penetration testing for this project were performed in accordance with ASTM D 1586. The borings were advanced with hollow-stem, continuous flight augers and, at standard intervals, soil samples were obtained with a standard 1.4-inch I.D., 2 inch O.D., split-tube sampler. The sampler was first seated six (6) inches to penetrate any loose cuttings, then driven an additional foot with blows of a 140 pound hammer falling 30 inches or with an automatic safety hammer. The number of hammer blows required to drive the sampler the final foot was recorded and is designated the "Standard Penetration Resistance" (N-Value). The Standard Penetration Resistance, when properly evaluated, is an index to soil consistency, strength, density, and ability to support foundations.

Representative portions of each soil sample were placed in glass jars or re-sealable plastic bags and transported to our laboratory. The samples were then visually classified by an engineer to supplement the driller's field classifications. Test Boring Records are attached indicating the soil descriptions and Standard Penetration Resistances.