SW6231105_Soils/Geotechnical Report_20231114

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ECS Southeast, LLP
Revised Geotechnical Engineering Report
LHA Caton Road
590 Caton Road
Lumberton, North Carolina
ECS Project No. 33:5995-R1
July 7, 2023

ECS SOUTHEAST, LLP "Setting the Standard for Service"
Geotechnical • Construction Materials • Environmental • Facilities
July 7, 2023
Mr. Bob Egan
The Wooten Company
120 N Boylan Ave
Raleigh, NC 27603
ECS Project No. 33:5995-R1
Reference: Revised Geotechnical Engineering Report
LHA Caton Road
590 Caton Road
Lumberton, Robeson County, North Carolina
Dear Mr. Egan:
ECS Southeast, LLP (ECS) has completed the subsurface exploration, laboratory testing, and geotechnical
engineering analyses for the above-referenced project. Our services were performed in general
accordance with our agreed to scope of work. This revised report presents our understanding of the
geotechnical aspects of the project along with the results of the field exploration and laboratory testing
conducted, and our design and construction recommendations. This revised report is being issues to
correct the elevations of the borings per the request of Mr.Justin Bright with The Wooten Company.
It has been our pleasure to be of service to The Wooten Company during the design phase of this project.
We would appreciate the opportunity to remain involved during the continuation of the design phase,
and we would like to provide our services during construction phase operations as well to verify
subsurface conditions assumed for this report.Should you have any questions concerning the information
contained in this report, or if we can be of further assistance to you, please contact us.
Respectfully submitted,
ECS Southeast, LLP
Caitlin M. Cerza Winslow Goins, P.E.
Staff Project Manager Principal,Engineer
[e-mail] V1j ►ns@ecslirni,ted.com
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6151 Raeford Road, Suite A, Fayetteville, NC 28304 • T: 910-401-3288 • www.ecslimited.com
ECS Capitol Services,PLLC • ECS Florida,LLC • ECS Mid-Atlantic,LLC • ECS Midwest,LLC • ECS Southeast,LLP • ECS Southwest,LLP
NC Engineering No.F-1078•NC Geology No.C-553•SC Engineering No.3239

LHA Caton Road July 7,2023
ECS Project No.33:5995-R1 Page i
TABLE OF CONTENTS
EXECUTIVE SUMMARY 1
1.0 INTRODUCTION 2
2.0 PROJECT INFORMATION 2
2.1 Site Information 2
2.2 Proposed Construction 3
3.0 FIELD EXPLORATION AND LABORATORY TESTING 4
3.1 Field Exploration 4
3.2 Laboratory Testing 4
3.3 Subsurface Characterization 4
3.4 Groundwater Observations 5
4.0 DESIGN RECOMMENDATIONS 5
4.1 Foundations 5
4.2 Slabs On Grade 6
4.3 Seismic Design Considerations 7
4.4 Pavements 7
5.0 SITE CONSTRUCTION RECOMMENDATIONS 9
5.1 Subgrade Preparation 9
5.1.1 Stripping and Grubbing 9
5.1.2 Proofrolling 9
5.2 Earthwork Operations 10
5.2.1 Excavation Considerations 10
5.2.2 Structural Fill 10
5.3 Foundation and Slab Observations 11
5.4 Pavements 12
6.0 CLOSING 13
APPENDICES
Appendix A—Drawings& Reports
• Site Location Diagram
• Boring Location Diagram
• Subsurface Cross Sections
Appendix B—Field Operations
• Reference Notes for Boring Logs
• Subsurface Exploration Procedure: Standard Penetration Test (SPT)
• Boring Logs B-01 through B-12
Appendix C—Laboratory Testing
• Laboratory Test Results Summary

LHA Caton Road July 7,2023
ECS Project No.33:5995-R1 Page 1
EXECUTIVE SUMMARY
This executive summary is intended as a very brief overview of the primary geotechnical conditions that
are expected to affect design and construction. Information gleaned from the executive summary should
not be utilized in lieu of reading the entire geotechnical report.
• Structural loading for the proposed construction was not available at the time this report was
prepared. However, based on the assumed framing and anticipated construction material type,
we estimate maximum column and wall loads will likely be less than 100 kips and 3 kips per linear
foot, respectively for the apartment buildings. We estimate maximum column and wall loads will
likely be less than 50 kips and 2 kips per linear foot, respectively for the community center
building.
• Provided the subgrades are prepared as recommended in this report, the planned building may
be supported by conventional shallow foundations consisting of column or strip footings bearing
on compacted structural fill and natural soils sized using a net allowable soil bearing pressure of
2,500 psf.
• Based on the N-values measured in the borings,a Seismic Site Class D is recommended for seismic
design of the proposed structures. Geophysical testing to measure shear wave velocities of the
subsurface materials could be performed for this project to potentially improve the site class.
• ECS should be retained to review the design documents for conformance with our
recommendations.
• ECS should be retained for construction materials testing and special inspections to facilitate
proper implementation of our recommendations.

LHA Caton Road July 7,2023
ECS Project No.33:5995-R1 Page 2
1.0 INTRODUCTION
The purpose of this study was to provide geotechnical information for the design of roadways,
foundations, floor slabs, and stormwater control measure (SCM) areas for the proposed housing
development. The project will likely include the development of five multi-family residential areas and
their associated community center and pavements. The recommendations developed for this report are
based on project information supplied by Russell Pearlman and Justin Bright with The Wooten Company.
Our services were provided in accordance with our Proposal No. 33:5176-GP dated April 13, 2022, as
authorized by Bob Egan with The Wooten Company on April 29, 2022, which includes our Terms and
Conditions of Service.
This report contains the procedures and results of our subsurface exploration and laboratory testing
programs, review of existing site conditions, engineering analyses, and recommendations for the design
and construction of the project.
The report includes the following items.
• Observations from our site reconnaissance including current site conditions.
• Brief review of the published geologic conditions.
• Description of the field exploration and laboratory tests performed.
• Characterization of the subsurface conditions.
• Recommended allowable soil bearing pressure for conventional shallow foundations.
• Recommendations for slab-on-grade design and construction.
• Recommendations for seismic site classification.
• Recommendations for design and construction of the pavements.
• Evaluation of the on-site soil characteristics encountered at the testing locations, including reuse
of on-site soil as engineered fill, compaction requirements and structural fill material guidelines.
• Site and boring location diagrams.
• Logs of the soil borings and results of the laboratory testing.
2.0 PROJECT INFORMATION
2.1 SITE INFORMATION
The subject site is located east of 590 Caton Road in Lumberton, North Carolina. The property is further
identified by the Robeson County Online GIS Database as Parcel Identification Number (PIN)
938201325479. The location of the site is shown on Figure 2.1.1 and indicated on the Site Location
Diagram in Appendix A.
The property currently consists of undeveloped agricultural land on the southern portion of the property
and woods on the northern portion of the property.There is overhead electric running along the southern
boundary of the property along Caton Road. Based on the Robeson County GIS database, the existing
ground surface is relatively flat with approximate elevations of 139 to 142 feet, NAVD88.

LHA Caton Road July 7,2023
ECS Project No.33:5995-R1 Page 3
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2.2 PROPOSED CONSTRUCTION
The project involves construction of five multi-family residential buildings and a community center
building with their associated pavements, playground, and stormwater control measure area. Detailed
information about the proposed buildings have not been provided, we assume the residential buildings
will likely be a two-story, wood-framed structure with masonry load bearing walls and a slab-on-grade
ground floor. We assume the community center building will likely be a single-story, wood-framed
structure with masonry load bearing walls, and a slab-on-grade ground floor. We assume the maximum
unfactored foundation loads for the residential buildings will likely be 100 kips for the maximum column
load, 3 kips per foot for the maximum wall loads, and a maximum ground floor slab load of 150 pounds
per foot(psf). We assume the maximum unfactored foundation loads for the community center building
will likely be 50 kips for the maximum column load, 2 kips per foot for the maximum wall loads, and a
maximum ground floor slab load of 150 pounds per foot (psf).

LHA Caton Road July 7,2023
ECS Project No.33:5995-R1 Page 4
The structural engineer should verify these assumptions and notify ECS if the actual unfactored foundation
design loads exceed or are significantly less than these assumed values.
Design grades have not been provided to us. Based on the existing site grades and our experience with
similar projects, we assume that cut and fill depths will likely be less than 1 foot for general site grading.
Deeper cuts are anticipated for the proposed stormwater control measure area.
Detailed design traffic loading is not available at this time. We assume design traffic loads will likely be
limited to cars and light trucks in light-duty areas (less than 20,000 ESALs in 20 years), in addition to
occasional delivery,garbage, and recycling trucks in heavy-duty areas(less than 50,000 ESALs in 20 years).
3.0 FIELD EXPLORATION AND LABORATORY TESTING
3.1 FIELD EXPLORATION
Our exploration procedures are explained in greater detail in Appendix B including the insert titled
Subsurface Exploration Procedures. Our scope of work included drilling 12 borings. Our borings were
located with a handheld GPS unit and their approximate locations are shown on the Boring Location
Diagram in Appendix A.
3.2 LABORATORY TESTING
Each sample was visually classified on the basis of texture and plasticity in accordance with ASTM D2488
Standard Practice for Description and Identification of Soils (Visual-Manual Procedures). The laboratory
testing consisted of selected tests performed on samples obtained during our field exploration operations.
Classification and index property tests were performed on representative soil samples in accordance with
ASTM D2487 Standard Practice for Classification for Engineering Purposes (Unified Soil Classification
System (USCS)). Classification and index property tests performed included two natural moisture content
tests,two percent passing sieve number 200 (wash sieve)tests, and two Atterberg limits tests.
After identification and classification, the samples were grouped in the major zones noted on the boring
logs in Appendix B. The group symbols for each soil type are indicated in parentheses along with the soil
descriptions. The stratification lines between strata on the logs are approximate; in situ, the transitions
may be gradual.
3.3 SUBSURFACE CHARACTERIZATION
The site is located within the Coastal Plain physiographic province. The Coastal Plain is typically
characterized by marine,alluvial, and aeolian sediments that were deposited during periods of fluctuating
sea levels and moving shorelines. Basal formations are typical of those laid down in a shallow sloping sea
bottom;dense sand,consolidated clay, limestone,chalk,marl,claystone,and sandstone.Overburden soils
include marine interbedded gravel, sand, silt, and clay. Many of the clays have been preconsolidated by
desiccation from frequent rising and lowering of the sea level and groundwater table.Alluvial gravel,sand,
silt, and clay are typically present near rivers and creeks.
The following sections provide additional information about the soil and rock strata encountered during
our subsurface exploration.

LHA Caton Road July 7,2023
ECS Project No.33:5995-R1 Page 5
Surficial Material: The borings encountered approximately 1 inch of topsoil across the site.
Residuum: The natural soils encountered below the existing topsoil generally consisted of Clayey SAND
(SC), Clean SAND (SP), Silty SAND (SM), and SAND with clay(SP-SC), in addition to interbedded CLAY(CL,
CH).The SPT N-values within the sands ranged from 4 to 50+ bpf, indicating a relative density of very
loose to very dense. The SPT N-values within the silts and clays ranged from 2 to 26 bpf, indicating a
consistency varying from soft to very stiff.
Please note that the ground surface elevations shown on the boring logs were not surveyed by a licensed
surveyor. These elevations were interpolated using topographic information obtained from Robeson
County GIS database.They should be considered approximate and accurate to +/-several feet.
3.4 GROUNDWATER OBSERVATIONS
Water levels were measured in our borings as noted on the boring logs in Appendix B. Groundwater
depths measured at the time of drilling ranged from 5.5 to 17 feet below the ground surface. Borings B-
10 and B-12 did not encounter groundwater seepage during our exploration at the depths explored.
Variations in the long-term water table may occur as a result of changes in precipitation, evaporation,
surface water runoff, construction activities, and other factors.
4.0 DESIGN RECOMMENDATIONS
4.1 FOUNDATIONS
Provided subgrades and structural fills are prepared as recommended in this report, the proposed
structures can be supported by shallow foundations including column footings and continuous wall
footings. We recommend the foundation design use the following parameters:
Design Parameter Column Footing Wall Footing
Net Allowable Bearing Pressure(1) 2,500 psf 2,500 psf
Acceptable Bearing Soil Material Stable Natural Soil or Compacted Structural Fill
Minimum Width 24 inches 18 inches
Minimum Footing Embedment Depth (below
slab or finished grade)(2) 18 inches 18 inches
Estimated Total Settlement(3) Less than 1 inch Less than 1 inch
Estimated Differential Settlement(4) Less than 1/22inch Less than 1/2inch over
between columns 50 feet
Notes:
(1) Net allowable bearing pressure is the applied pressure in excess of the surrounding overburden soils above
the base of the foundation.
(2) For bearing considerations and frost penetration requirements.
(3) Based on assumed structural loads.If final loads are different,ECS must be contacted to update foundation
recommendations and settlement calculations.
(4) Based on maximum column/wall loads and variability in borings.Differential settlement can be re-evaluated
once the foundation plans are more complete.

LHA Caton Road July 7,2023
ECS Project No.33:5995-R1 Page 6
4.2 SLABS ON GRADE
Assuming the finished floor elevation is around the current site elevations, it appears that the slabs for
the structure will likely bear on the near-surface sandy soils and/or new compacted structural fill. These
materials can support a slab-on-grade; however, there may be areas of soft or yielding soils that should
be removed and replaced with compacted structural fill in accordance with the recommendations
included in this report.
We assume that the ground floor slabs-on-grade will likely be at or above finish exterior grades around
the entire building footprints. For this case, the 2018 North Carolina Building Code does not require
damproofing or waterproofing of the slab. However, depending on floor coverings and building use, a
capillary break layer and vapor retarder should be installed to prevent excessive moisture from coming in
contact with the concrete floor slab from the soils below.
The following graphic depicts our soil-supported slab recommendations:
- - - - Vapor Retarder or Vapor
Concrete Slab Barrier
OOoO 0c0 oO o 0 00 O o 00
0 0 0 0 °0 0 00 0 0 0 o O 0 0 0 0 0 0 0 0 Base Course
0 0 v
Firm,Stable, Compacted Soil Subgrade
4.2.1 Floor Slab Section
1. Base Course Layer Thickness: 4 inches,minimum
2. Base Course Layer Material:A compactable granular fill that will remain unyielding and support
construction traffic.At least 10%to 30%of the material should pass a No.100 sieve with a maximum
aggregate size of%inch.Satisfactory materials are GRAVEL(ABC,GW,GW-SM),SAND(SP-SM,SW-
SM),and SILTY SAND(SM)with less than 30%fines.
3. Base Course Layer Material should be compacted to at least 98%maximum dry density per ASTM
D698.
4. Undisturbed natural subgrade should proofroll as firm and unyielding.Upper 1 foot of structural fill
subgrade should be compacted to at least 98%maximum dry density per ASTM D698
5. Vapor Barrier or Vapor Retarder—Refer to ACI 302.1R-04 Guide for Concrete Floor and Slab
Construction and ASTM E 1643 Standard Practice for Installation of Water Vapor Retarders Used in
Contact with Earth or Granular Fill under Concrete Slabs for recommendations on this issue.
Additionally,any environmental vapor intrusions considerations should be taken into account by the
vapor barrier/vapor retarder material selection and design.
Subgrade Modulus: Provided a base course break layer is implemented in the slab section,the slabs may
be designed using a modulus of subgrade reaction of 150 psi/in.This value is applicable for design of slabs
subject to point loads and should be reduced based on loaded area for uniform sustained distributed
loads.

LHA Caton Road July 7,2023
ECS Project No.33:5995-R1 Page 7
Slab Isolation: Soil-supported slabs should be isolated from the foundations and foundation-supported
elements of the structure so that differential movement between the foundations and slab will not induce
excessive shear and bending stresses in the floor slab. Where the structural configuration does not allow
the use of a free-floating slab such as in a drop-down footing/monolithic slab configuration, the slab
should be designed with suitable reinforcement and load transfer devices to preclude overstressing of the
slab.
4.3 SEISMIC DESIGN CONSIDERATIONS
Seismic Site Classification:The 2018 North Carolina Building Code (2015 International Building Code with
North Carolina Amendments) requires that a Site Class be assigned for the seismic design of new
structures based on the upper 100 feet of a soil profile. At least two methods are utilized in classifying
sites, namely the shear wave velocity (vs) method and the Standard Penetration Resistance (N-value)
method.The N-value method was used for this project.
SEISMIC SITE CLASSIFICATION
Site Shear Wave Velocity, N value
Class Soil Profile Name Vs(ft./s) (bpf)
A Hard Rock Vs>5,000 N/A
B Rock 2,500<Vs<_5,000 N/A
C Very dense soil and soft rock 1,200<Vs<_2,500 >50
D Stiff Soil Profile 600 5 Vs<_ 1,200 15 to 50
E Soft Soil Profile Vs<600 <15
Based upon our interpretation of the subsurface conditions, the appropriate Seismic Site Classification is
"D" as shown in the preceding table. The Site Class definition should not be confused with the Seismic
Design Category designation which the Structural Engineer typically assesses.
Our experience indicates that evaluation of seismic site class in North Carolina using N-values can be
overly conservative. If it is evaluated that significant advantage could be gained with an improved Site
Class, additional site testing could be performed to measure actual shear wave velocities at the site. ECS
can provide a proposal for these services upon request.
4.4 PAVEMENTS
Design Traffic Loading: Detailed traffic loading information for the project is not available at this time.
We have assumed a design traffic loading of up to 20,000 ESALs in 20 years for light duty pavements and
up to 50,000 ESALs in 20 years,for heavy duty pavements.
Subgrade Characteristics: Based on the results of our borings, it appears that the soils that will likely be
exposed as pavement subgrades consist mainly of Clayey SAND(SC).California Bearing Ratio (CBR)testing
was not performed as part of this study. For section thickness design purposes, we estimate a CBR value
of 8 based on local experience. The pavement design assumes subgrades consist of unyielding materials
evaluated by ECS and placed and compacted to at least 98 percent of the maximum dry density as
evaluated by the standard Proctor test (ASTM D 698) in accordance with the project specifications.

LHA Caton Road July 7,2023
ECS Project No.33:5995-R1 Page 8
Minimum Material Thicknesses: Pavements for the project are expected to consist of light duty parking
areas and heavy-duty pavements in truck traffic areas.We recommend the following minimum pavement
sections for the project.
PROPOSED PAVEMENT SECTIONS
MATERIAL FLEXIBLE PAVEMENT RIGID
Light Duty Heavy Duty PAVEMENT
Portland Cement Concrete
(f'c=4,000 psi, air-entrained) 6 inches
Asphalt Surface Course(S9.5B) 2 inches 2 inches -
Aggregate Base Course(ABC) 6 inches 8 inches 4 inches
In general, heavy-duty sections are areas that will likely be subjected to trucks, buses, or other similar
vehicles including main drive lanes of the development. Light duty sections are appropriate for vehicular
traffic and parking areas.
ECS should be allowed to review these recommendations and make appropriate revisions based upon the
formulation of the final traffic design criteria for the project. It is important to note that the design sections
do not account for construction traffic loading.
It should also be noted that these design recommendations may not satisfy the North Carolina
Department of Transportation traffic guidelines. Any roadways constructed for public use and to be
dedicated to the State for repair and maintenance must be designed in accordance with the State
requirements.
Concrete Pavements: Large, front loading garbage trucks frequently impose concentrated front wheel
loads on pavements during loading of trash dumpsters. This type of loading typically results in rutting of
bituminous pavements and ultimately pavement failures and costly repairs. Therefore, we suggest that
the pavements in trash pickup areas utilize the aforementioned Portland Cement Concrete (PCC)
pavement section. It may be prudent to use rigid pavement sections in areas planned for heavy truck
traffic.
The Portland cement concrete pavement section should consist of air-entrained Portland cement
concrete having a minimum 28-day compressive strength of 4,000 psi.The rigid pavement section should
be provided with construction joints and saw-cut control joints at appropriate intervals per Portland
Cement Association (PCA) requirements. The construction joints should be reinforced with dowels to
transfer loads across the joints. Wire mesh should be included to control shrinkage cracking of the
concrete.
We used a Load Transfer Coefficient,J,of 4.2 to evaluate the recommended concrete pavement thickness
given in the preceding table. The concrete pavement section thickness is for plain jointed concrete
pavement with reinforcement dowels only at construction joints.

LHA Caton Road July 7,2023
ECS Project No.33:5995-R1 Page 9
Drainage: An important consideration with the design and construction of pavements is surface and
subsurface drainage. Where standing water develops, either on the pavement surface or within the
aggregate base course layer, softening of the subgrades and other problems related to the deterioration
of the pavement can be expected. This is particularly important at the site due to the moisture sensitive
near-surface soils. Furthermore, good drainage should help reduce the possibility of the subgrade
materials becoming saturated during the normal service period of the pavement.
5.0 SITE CONSTRUCTION RECOMMENDATIONS
5.1 SUBGRADE PREPARATION
5.1.1 Stripping and Grubbing
The subgrade preparation should consist of stripping vegetation, rootmat, topsoil, existing fill, and any
soft or unsuitable materials from the 10-foot expanded building and 5-foot expanded pavement limits,
and 5 feet beyond the toe of structural fills. The borings encountered approximately 1 inch of topsoil.
Deeper topsoil or organic laden soils may be present in wet, low-lying, and poorly drained areas. In
wooded areas,the root balls may extend as deep as about 2 feet and will likely require additional localized
stripping to completely remove the organics. ECS should be retained to document that topsoil and
unsuitable surficial materials have been removed prior to the placement of structural fill or construction
of structures.
5.1.2 Proofrolling
Prior to fill placement or other construction on subgrades, the subgrades should be evaluated by an ECS
field technician. The exposed subgrade should be thoroughly proofrolled with construction equipment
having a minimum axle load of 10 tons [e.g.,fully loaded tandem-axle dump truck]. Proofrolling should be
traversed in two perpendicular directions with overlapping passes of the vehicle under the observation of
an ECS technician.This procedure is intended to assist in identifying any localized yielding materials.
Where proofrolling identifies areas that are yielding or "pumping" subgrade, those areas should be
repaired prior to the placement of any subsequent structural fill or other construction materials. Methods
of stabilization include undercutting,moisture conditioning,or chemical stabilization.The situation should
be discussed with ECS to evaluate the appropriate procedure. Test pits may be excavated to explore the
shallow subsurface materials to help in evaluating the cause of the observed unstable materials, and to
assist in the evaluation of appropriate remedial actions to stabilize the subgrade.
Undercut excavations should be backfilled with properly placed and compacted structural fill. Use of
geotextiles and select granular fill may be recommended by ECS during construction to reduce the
required undercut depths and/or aid in stabilization of subgrades.

LHA Caton Road July 7,2023
ECS Project No.33:5995-R1 Page 10
5.2 EARTHWORK OPERATIONS
5.2.1 Excavation Considerations
Excavation Safety: Excavations and slopes should be made and maintained in accordance with OSHA
excavation safety standards. The contractor is solely responsible for designing and constructing stable,
temporary excavations and slopes and should shore, slope, or bench the sides of the excavations and
slopes as required to maintain stability of both the excavation sides and bottom. The contractor's
responsible person, as defined in 29 CFR Part 1926, should evaluate the soil exposed in the excavations
as part of the contractor's safety procedures. In no case should slope height, slope inclination, or
excavation depth, including utility trench excavation depth, exceed those specified in local, state, and
federal safety regulations. ECS is providing this information solely as a service to our client. ECS is not
assuming responsibility for construction site safety or the contractor's activities; such responsibility is not
being implied and should not be inferred.
Construction Dewatering: Based on the borings, our experience with groundwater fluctuations on
comparable sites, and assumed design grades, most of the temporary excavations are unlikely to
encounter groundwater. However, some of the stormwater and utility excavations may encounter
groundwater. The contractor should be prepared to remove any precipitation or groundwater that may
seep into temporary construction excavations using open pumping. Open pumping utilizes submersible
sump pumps in pits or trenches dug below the bottom of the excavation and backfilled with No. 57 stone.
5.2.2 Structural Fill
Prior to placement of structural fill, representative bulk samples (about 50 pounds) of on-site and/or off-
site borrow should be submitted to ECS for laboratory testing,which will typically include Atterberg limits,
natural moisture content, grain-size distribution, and moisture-density relationships (i.e., Proctors) for
compaction. Import materials should be evaluated prior to being hauled to the site to evaluate if they
meet project specifications. Alternatively, Proctor data from other accredited laboratories can be
submitted if the test results are within the last 90 days.
Structural Fill Materials: Materials for use as structural fill should consist of inorganic soils with the
following engineering properties and compaction requirements.
STRUCTURAL FILL INDEX PROPERTIES
Subject Property
Building and Pavement Areas LL<40, PI<20
Max. Particle Size 3 inches
Max. Organic Content 2%by dry weight

LHA Caton Road July 7,2023
ECS Project No.33:5995-R1 Page 11
STRUCTURAL FILL COMPACTION REQUIREMENTS
Subject Requirement
Compaction Standard Standard Proctor,ASTM D698
Required Compaction 98%of Max. Dry Density within
top 12 inches,and 95%elsewhere
Moisture Content -3 to+3%points of the soil's
optimum value
Loose Thickness 8 inches prior to compaction
On-Site Borrow Materials: The on-site soils meeting the classifications for recommended structural fill,
plus meeting the restrictions on organic content and debris, may be reused as structural fill.We anticipate
that most soils encountered in the borings within the anticipated excavation depths can be used as
compacted structural fill. On-site soils used as structural fill will likely require careful moisture control to
achieve compaction and stability.
Depending on weather conditions at the time of construction, moisture conditioning of the on-site soils
may be difficult. As such,the potential need for importing drier materials should be considered in project
planning.
Fill Placement: Fill materials should not be placed on frozen soils, on frost-heaved soils, and/or on
excessively wet soils. Borrow fill materials should not contain frozen materials at the time of placement,
and frozen or frost-heaved soils should be removed prior to placement of structural fill or other fill soils
and aggregates. Excessively wet soils or aggregates should be scarified, aerated, and moisture
conditioned.
5.3 FOUNDATION AND SLAB OBSERVATIONS
Protection of Foundation Excavations: Exposure to the environment may weaken the soils at the footing
bearing level if the foundation excavations remain open for too long a time. Therefore, foundation
concrete should be placed the same day that excavations are made. If the bearing soils are softened by
surface water intrusion or exposure,the softened soils must be removed from the foundation excavation
bottom immediately prior to placement of concrete. If the excavation must remain open overnight, or if
rainfall becomes imminent while the bearing soils are exposed, a 1 to 3-inch thick "mud mat" of "lean"
concrete should be placed on the bearing soils before the placement of reinforcing steel.
Footing Subgrade Observations: Most of the soils at the foundation bearing elevation are anticipated to
be suitable for support of the proposed structure. It is important to have ECS observe the foundation
subgrade prior to placing foundation concrete,to confirm the bearing soils are what was anticipated.
Slab Subgrade Observation: A representative of ECS should be called to observe exposed subgrades
within the expanded building limits prior to structural fill placement to confirm that adequate subgrade
preparation has been achieved. Proofrolling using a drum roller or loaded dump truck should be
performed in their presence at that time. Once subgrades have been evaluated to be firm and unyielding,
structural fill can be placed.

LHA Caton Road July 7,2023
ECS Project No.33:5995-R1 Page 12
If there will likely be a considerable time lag between the site grading work and final grading of concrete
slab areas prior to the placement of the design floor slab section materials,a representative of ECS should
be called to observe the condition of the prepared soil subgrade. Prior to final floor slab section
construction, the soil subgrade may require scarification, moisture conditioning, and re-compaction to
restore stable conditions.
5.4 PAVEMENTS
Subgrade Evaluation:The soil subgrade should be smooth-rolled and proofrolled prior to ABC placement.
Areas that pump, rut, or are otherwise yielding should be re-compacted or undercut and replaced. The
amount of undercutting will likely be dependent on design grades and weather conditions at the time of
construction.
Aggregate Base Course: The ABC should conform with the gradation, liquid limit, plasticity index,
resistance to abrasion, and soundness per Section 1005 of the 2012 NCDOT Standard Specifications for
Roads and Structures.
The ABC should be placed and be compacted in accordance with Section 520 of the 2012 NCDOT Standard
Specifications for Roads and Structures.The ABC should be placed in a single lift. It should be spread after
end-dumping on previously placed ABC to prevent rutting and degradation of the relatively clean sand
subgrade soils by rubber-tired dump trucks. The ABC should be compacted to at least 98 percent of its
modified Proctor maximum dry unit weight per ASTM D1557 or AASHTO T180 (as modified by NCDOT),
provided nuclear density testing is performed. Otherwise, at least 100 percent compaction is
recommended.
To document that the specified degree of compaction is being obtained, field compaction testing should
be performed in each ABC lift by the geotechnical engineer's representative. We recommend that
compaction tests be performed at a minimum frequency of one test per 5,000 square feet per lift in
pavement areas.
The early placement of the ABC will likely minimize the deterioration of the prepared soil subgrades.
However,some loss of graded aggregate due to rutting and surface contamination may occur prior to final
asphalt or concrete paving. Some infilling and re-grading of the aggregate base course may be required.
The ABC should be smooth-rolled and proofrolled prior to asphalt or concrete pavement placement.Areas
that pump, rut, or are otherwise yielding should be wetted or dried as needed and re-compacted.
Alternatively,yielding areas could be undercut and replaced.
Minimum Material Lift Thickness: The minimum lift thickness for asphalt surface course mix S9.5B is 1.0
inch and the maximum lift thickness for S9.5B is 1.5 inches. For sections with more than 1.5 inches of
S9.5B surface asphalt, it should be placed in two lifts. Asphalt pavement S9.5B should be compacted to
least 90.0 percent of the material's specific gravity Gmm.
Asphalt Quality Control/Quality Assurance: We recommend that the asphalt contractor perform quality
control procedures and testing per the project specifications to establish the required roller pattern(s).
Quality assurance testing should be provided by ECS and should consist of coring the placed asphalt
pavement to check thickness and compaction.

LHA Caton Road July 7,2023
ECS Project No.33:5995-R1 Page 13
6.0 CLOSING
ECS has prepared this report to guide the geotechnical-related design and construction aspects of the
project. We performed these services in accordance with the standard of care expected of professionals
in the industry performing similar services on projects of like size and complexity at this time in the region.
No other representation expressed or implied, and no warranty or guarantee is included or intended in
this report.
The description of the proposed project is based on information provided to ECS by The Wooten Company.
If any of this information is inaccurate or changes, either because of our interpretation of the documents
provided or site or design changes that may occur later, ECS should be contacted so we can review our
recommendations and provide additional or alternate recommendations that reflect the proposed
construction.
We recommend that ECS review the project plans and specifications so we can confirm that those
plans/specifications are in accordance with the recommendations of this geotechnical report.
Field observations, and quality assurance testing during earthwork and foundation installation are an
extension of, and integral to, the geotechnical design. We recommend that ECS be retained to apply our
expertise throughout the geotechnical phases of construction, and to provide consultation and
recommendation should issues arise.
ECS is not responsible for the conclusions, opinions, or recommendations of others based on the data in
this report.

APPENDIX A— Diagrams & Reports
Site Location Diagram
Boring Location Diagram
Subsurface Cross Sections

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,wa` 0 a+.1• .„ - Feet
SITE LOCATION DIAGRAM ENER
/U GEG
LHA CATON ROAD SCALE
AS NOTED
PROJECT NO.
33:5995
590 CATON ROAD, LUMBERTON, NORTH CAROLINA SHEET
1 OF 2
THE WOOTEN COMPANY DATE
6/6/2022

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HOUSING AUTHORITY C
Legend THE CITY OF LLM BERTC
- • PIN 93&2O1325479
W.CANTON ROAD
Approximate Boring Locations D.B.1077,PG.BR
B-09
0 TO 200
•
Approximate Cross-Section Locations Feet
BORING LOCATION DIAGRAM EN7UGEGER
LHA CATON ROAD SCALE
AS NOTED
Fli • PROJECT NO.
33:5995
590 CATON ROAD, LUMBERTON, NORTH CAROLINA FIGURE
2 OF 2
THE WOOTEN COMPANY DATE
6/13/2022
t

C'1
O O
142 142
:i:/: Topsoil Topsoil
140 ;:i. , SP 140
138 1-1-.°. : SC a 138
12 i-i• 12 f:t136 :
136
4 :/:/: SC
134 1 /•/`/ 12 1F:1:/: 134
!,7t-i;
r /. _CL
132 1•5 f 34 132
/ /I
130 .f/i 130
SP
128 - 128
17 SP 39
126 126
124 - 124
122 - 5 iddd CH 5 �91a CH 122
/� EOB @ 20
120 ICI/ 120
t JT 4
118 SP 118
24
116 EOB @ 25 116
114 - 114
112 112
Legend 110 110
Key 108 108
Topsoil 106 106
104 104
SP
102 102
SC 100 100
98 98
/' ` i CL
i f96 96
r CH sa sa
92 92
O O N co N O• N •
Notes: Plastic Limit Water Content Liquid Limit Q WL(First Encountered) - Fill -
X • A GENERALIZED SUBSURFACE SOIL PROFILE A-A'
1-EOB:END OF BORING AR:AUGER REFUSAL SR:SAMPLER REFUSAL. [FINES CONTENT°O/a] IWL(Completion) - Possible Fill
2-THE NUMBER BELOW THE STRIPS IS THE DISTANCE ALONG THE BASELINE.
3-SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL INFORMATION. E .
LHA Caton Road
D1886)DARD PENETRATION TEST RESISTANCE(LEFT OF BORING)IN BLOWS PER FOOT(ASTM BOTTOM OF CASING WL(Estimated Seasonal Probable Fill
High Water) The Wooten Company
CEI LOSS OF 590 Caton Road,Lumberton,North Carolina 28360
WL(Stabilized) - Rock
CIRCULATION
Project NO: 33:5995 IDdYe: 07/07/2023

10
O t'V O
141 r -1:13m 141
m m
* * : Topsoil
139 : Topsoil 'f:[:!: Topsoil 7 Sp 139
13 SP-SC 5 /:f.:•f•:
137 {:.{'% r• 137
- i.i: l:I:
14
135 - 13 /:•:• ; 1-2 i:i:i• ; 'F:I:. Sc 135
'l:•/y: SC :/:/::.!' = 3D /:f,:f„
133 a:. 7 1-c. .l:/:!• 133
• 17.1;
131 .•`.•` 29- 131
22 1/ 37 SP
129 /,��; ---Ci eoe@.io 129
//f •
127 .%.;; - • 127
%:,f,::f: 35
/
125 32 /::!•t. SC - 125
-l:A:
123 -a 123
121 ,••'.,7 f CL 26 . • 121
2
SP
119 'EOB @ 20 119
117 117
26
115 115
113 - 113
Legend 111 15
111
Key 109 109
Topsoil 107 107
7
105 1'! 105
SP : 3C_
103 l::.. 103
SC liii
101
18 ft 101
SP-SC 99 - 7 99
�� CH
' ` ` • CL 97 11. , 97
% % 24 f
i ss �',a,a ss
s: 7
+•: CH 93 fC3C3i- 93
i r
f.7 is i CH
91
213 9/./, 91
EOB @50
O LO)Lr) U, [.._
O O N ti N.
• M •
Notes: Plastic Limit Water Content Liquid Limit Q WL(First Encountered) - Fill
X • A GENERALIZED SUBSURFACE SOIL PROFILE B-B'
1-EOB:END OF BORING AR:AUGER REFUSAL SR:SAMPLER REFUSAL. [FINES CONTENT°O/a] IWL(Completion) - Possible Fill
2-THE NUMBER BELOW THE STRIPS IS THE DISTANCE ALONG THE BASELINE.
3-SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL INFORMATION. E .
LHA Caton Road
D1586).DARD PENETRATION TEST RESISTANCE(LEFT OF BORING)IN BLOWS PER FOOT(ASTM BOTTOM OF CASING WL(Estimated Seasonal Probable Fill
High Water) The Wooten Company
CEI LOSS OF 590 Caton Road,Lumberton,North Carolina 28360
WL(Stabilized) - Rock
CIRCULATIONMIIIII Project NO: 33:5995 IDdYe: 07/07/2023

rn I-
C
140 m m 140
Topsoil :!:!:1: Topsoil
138
12 SP 7 f: :f 138
136 f:F:F• 136
•F:1:!:
9 10 0:•F,
134 - 134
:F:1:!:
f:-' f;f:F: SC
132 4 SC 28_ :r:1:!, 132
f: ::
130 Q 1b ; f� 2T {•1:!' 130
fIN:
' •r:1:fi
128 l=f:F• 128
t r'1•!
126 { jjj, 126
29 15 ri /
j 124 jj CL
r!! 124
• jjj•
122 -SP-SCs� t 122
120 23 • SP 120
EOB @ 20
118 118
116 • SP 116
25
114 EOB@ 25 114
112 - 112
110 110
Legend 108 108
Key 106 106
Topsoil 104 - 104
102 102
SP
100 loo
SC 98 98
96 96
SP-SC
94 94
92 92
90 90
OO O N N CO co
Notes: Plastic Limit Water Content Liquid Limit Q WL(First Encountered) - Fill -
X • A GENERALIZED SUBSURFACE SOIL PROFILE C-C'
1-EOB:END OF BORING AR:AUGER REFUSAL SR:SAMPLER REFUSAL. [FINES CONTENT°O/a] IWL(Completion) - Possible Fill
2-THE NUMBER BELOW THE STRIPS IS THE DISTANCE ALONG THE BASELINE.
3-SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL INFORMATION. PE .
LHA Caton Road
D1586).DARD PENETRATION TEST RESISTANCE(LEFT OF BORING)IN BLOWS PER FOOT(ASTM BOTTOM OF CASING WL(Estimated Seasonal Probable Fill
High Water) The Wooten Company
LOSS OF 590 Caton Road,Lumberton,North Carolina 28360
WL(Stabilized) - Rock
CIRCULATIONMIIIII Project NO: 33:5995 IDdYe: 07/07/2023

APPENDIX B — Field Operations
Reference Notes for Boring Logs
Subsurface Exploration Procedure: Standard Penetration Test (SPT)
Boring Logs B-01 through B-12

TS REFERENCE NOTES FOR BORING LOGS
MATERIAL12 I DRILLING SAMPLING SYMBOLS&ABBREVIATIONS
SS Split Spoon Sampler PM Pressuremeter Test
ASPHALT
ST Shelby Tube Sampler RD Rock Bit Drilling
WS Wash Sample RC Rock Core, NX,BX,AX
CONCRETE BS Bulk Sample of Cuttings REC Rock Sample Recovery%
(' o PA Power Auger(no sample) RQD Rock Quality Designation%
;o;Pe; GRAVEL HSA Hollow Stem Auger
TOPSOIL
PARTICLE SIZE IDENTIFICATION
VOID DESIGNATION PARTICLE SIZES
Boulders 12 inches(300 mm)or larger
I
BRICK Cobbles 3 inches to 12 inches(75 mm to 300 mm)
0 o Gravel: Coarse 3/4 inch to 3 inches(19 mm to 75 mm)
p oo o` AGGREGATE BASE COURSE Fine 4.75 mm to 19 mm(No.4 sieve to inch)
i Sand: Coarse
It � 2.00 mm to 4.75 mm(No. 10 to No.4 sieve)
GW WELL-GRADED GRAVEL Medium 0.425 mm to 2.00 mm(No.40 to No. 10 sieve)
w + gravel-sand mixtures,little or no fines
Q�o '� ("Fines") <0.074 mm(smaller than a No.Fine 0.074 mm to 0.425 mm(No.200 to No.40 sieve)
0 GP POORLY-GRADED GRAVEL Silt&Clay200 sieve)
I
0 c gravel-sand mixtures,little or no fines
�
a
C � GM SILTY GRAVEL
o 0 „„ gravel-sand-silt mixtures COHESIVE SILTS&CLAYS COARSE FINE
P 1,A
RELATIVE GRAINED GRAINED
GC CLAYEY GRAVEL UNCONFINED ems (%)8
, AMOUNT
gravel-sand-clay mixtures COMPRESSIVE SPT5 CONSISTENCY
■ o SW WELL-GRADED SAND STRENGTH• ,OP4 (BPF) (COHESIVE)• Trace <5 <5
o • x gravelly sand,little or no fines <0.25 <2 Very Soft
SP POORLY-GRADED SAND 0.25-<0.50 2-4 Soft With 10-20 10-25
: : . gravelly sand,little or no fines 0.50-<1.00 5-8 Firm Adjective 25-45 30-45
1 .• SM SILTY SAND 1.00-<2.00 9-15 Stiff (ex:"Silty")
• sand-silt mixtures
2.00-<4.00 16-30 Very Stiff
SC CLAYEY SAND 4.00-8.00 31 -50 Hard
:• : X sand-clay mixtures >8.00 >50 Very Hard WATER LEVELS6
ML SILT
non-plastic to medium plasticity
GRAVELS,SANDS&NON-COHESIVE SILTS V WL(First Encountered)
MH ELASTIC SILT
high plasticity SPT6 DENSITY V WL(Completion)
rI/' i CL LEAN CLAY <5 Very Loose
J low to medium plasticity 5-10 Loose _v_ WL(Seasonal High Water)
11 -30 Medium Dense
// /// CH highFAT plastiCLAYcity 31 -50 Dense I V WL(Stabilized)
///5 OL ORGANIC SILT or CLAY >50 Very Dense
non-plastic to low plasticity
5 $ $ OH ORGANIC SILT or CLAY
high plasticity FILL AND ROCK
a r PT PEAT
- .. r, .L highly organic soils
FILL POSSIBLE FILL PROBABLE FILL ROCK
'Classifications and symbols per ASTM D 2488-17(Visual-Manual Procedure)unless noted otherwise.
2To be consistent with general practice,"POORLY GRADED"has been removed from GP,GP-GM,GP-GC,SP,SP-SM,SP-SC soil types on the boring logs.
3Non-ASTM designations are included in soil descriptions and symbols along with ASTM symbol[Ex:(SM-FILL)].
4Typically estimated via pocket penetrometer or Torvane shear test and expressed in tons per square foot(tsf).
6Standard Penetration Test(SPT)refers to the number of hammer blows(blow count)of a 140 lb.hammer falling 30 inches on a 2 inch OD split spoon sampler
required to drive the sampler 12 inches(ASTM D 1586)."N-value"is another term for"blow count"and is expressed in blows per foot(bpf).SPT correlations per 7.4.2 Method B
and need to be corrected if using an auto hammer.
6The water levels are those levels actually measured in the borehole at the times indicated by the symbol.The measurements are relatively reliable
when augering,without adding fluids,in granular soils.In clay and cohesive silts,the determination of water levels may require several days for the
water level to stabilize. In such cases,additional methods of measurement are generally employed.
'Minor deviation from ASTM D 2488-17 Note 14.
$Percentages are estimated to the nearest 5%per ASTM D 2488-17.
Reference Notes for Boring Logs(09-02-2021).doc ©2021 ECS Corporate Services,LLC.All Rights Reserved

SUBSURFACE EXPLORATION PROCEDURE:
STANDARD PENETRATION TEST (SPT) - ASTM D 1586
Split-Barrel Sampling
The Standard Penetration Test (SPT) is the most frequently used subsurface exploration test
performed worldwide. This test provides samples for identification purposes, as well as a measure of
penetration resistance, or N-value. The SPT N-value (or blow counts), when corrected and
correlated, can be used to approximate the engineering properties of soils for geotechnical design
and engineering purposes.
SPT Procedure:
• Involves driving a 2-inch outer diameter split-barrel (split-
spoon) sampler into the soil by dropping a 140-lb hammer a
height of 30 inches at the desired test depth.
• Recording the number of hammer blows required to drive
the split-spoon sampler a distance of 18 to 24 inches (in 3 or r'-
4 increments of 6 inches each).
�,.' li. If it. ..ate
• The SPT N-value (blows per foot) is determined by summing — ;,�
the blow counts for the 2nd and 3rd six-inch intervals. W
V �
• The boring is advanced* to the desired depths and additional tail /4;
~SPTs are performed. - 4 ,
• SPT tests are typically performed at 21/2-foot intervals within
the upper 10 feet of the boring and 5-foot intervals
thereafter.
• Soil samples are obtained at each test depth for visual
classification and laboratory testing.
• The drill rig is equipped with either an automatic hammer or ,�- v
a rope and cathead driving assembly. The automatic hammer
generally delivers more energy to the sampler than the 6�r.
standard cathead assembly.
• Although the differences in energy will vary, it is common to
assume the automatic hammer delivers about 1.3 times the
energy of the cathead assembly.
• The uncorrected N-values recorded in the field are typically
reported on the soil test boring logs.
*Drilling methods may vary, but the predominant drilling methods used for SPT are the open hole
fluid rotary (mud rotary) drilling and hollow-stem auger drilling.

CLIENT: PROJECT NO.: BORING NO.: SHEET:
The Wooten Company 33:5995 B-01 1 of 1
PROJECT NAME: DRILLER/CONTRACTOR:
FiSi
LHA Caton Road Mid Atlantic Drilling,Inc.
SITE LOCATION:
LOSS OF CIRCULATION In
590 Caton Road,Lumberton,North Carolina 28360
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTTOM OF CASING '
321240.6 1979829.0 141
m Lu
LU Z Z J LL Q LIQUID LIMIT
I- F ; `� L. X PLASTIC LIMIT
w p DESCRIPTION OF MATERIAL J Q N 0 STANDARD PENETRATION BLOWS/FT
w 'Liw Q O 20 40 60 80 100 0 CALIBRATED PENETROMETER TSF
O CL Q CL 8 Q > m ROCK QUALITY DESIGNATION& 1 2 3 4 5
QN < CC > it RECOVERY •WATER CONTENT%
An An > — RQD
[FINES CONTENT]%
— REC 10 20 30 40 50
\Topsoil Thickness[1.0011] / - • -
(SC)CLAYEY FINE TO MEDIUM SAND, • 2-4-5
S 1 SS 18 18 brown, moist, loose to medium dense — (9) `°
466
S-2 SS 18 18 - (12) 0 z
5 - 136—
4 -
(CL)SANDY LEAN CLAY,gray,tan, red, —
_ S-3 SS 18 18 wet,very stiff _ 315)
(15) '5
Ti4-8-10
S-4 SS 18 18 (18) 's
10 — 131—
(SP) MEDIUM SAND,gray,tan, red, -
wet, medium dense _
Ti Ti4-12-5
S-5 SS 18 18 - (17) ';;
15 126—
(CH)SANDY FAT CLAY, pink,gray,wet, -
firm -
- Ti2-2-3
5-6 SS 18 18 - (5) ':0
20 121—
(SP) MEDIUM SAND,orange,wet, -
medium dense •
Ti •
Ti4-12-12
S 7 SS 18 18 - (24) 24
25 •END OF BORING AT 25 FT 116_
30— 111—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
SZ WL(First Encountered) 5.50 BORING STARTED: May 312022 CAVE IN DEPTH:
Y WL(Completion) BORING
7 WL(Seasonal High Water)
COMPLETED: May 312022 HAMMER TYPE: Automatic
EQUIPMENT: LOGGED BY:
2Z WL(Stabilized) ATVCME-45C CC6 DRILLING METHOD: Mud rotary
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET:
The Wooten Company 33:5995 B-02 1 of 1
PROJECT NAME: DRILLER/CONTRACTOR:
FiSi
LHA Caton Road Mid Atlantic Drilling,Inc.
SITE LOCATION:
LOSS OF CIRCULATION MD
590 Caton Road,Lumberton,North Carolina 28360
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTTOM OF CASING '
321324.6 1979944.3 140cc
Lu LU Z Z J H Q LIQUID LIMIT
I- F ; `� L. X PLASTIC LIMIT
w p J Q N 0 STANDARD PENETRATION BLOWS/FT
w 'Li
DESCRIPTION OF MATERIAL w Q O 20 40 60 80 100 0 CALIBRATED PENETROMETER TSF
O CL Q CL 8 Q > m ROCK QUALITY DESIGNATION& 1 2 3 4 5
QN < CC > it RECOVERY •WATER CONTENT%
An An > - RQD
[FINES CONTENT]%
— REC 10 20 30 40 50
\Topsoil Thickness[1.0011] / - : -
(SC)CLAYEY FINE TO MEDIUM SAND, • 3-3-3
S 1 SS 18 18 brown,tan,gray, moist to wet, loose — (6) P.
to medium dense •
—
345
S-2 SS 18 18 - (9) .,
5 - 135—
'=
S-3 SS 18 18 - s(17)
- (17) 'i
3-8-10
S-4 SS 18 18 _ (18) s
10 - 130—
(SP) MEDIUM SAND,trace clay, pink, -
gray,wet, loose to dense
10-14-19
- S-5 SS 18 18 - (33) •
3
15 125—
2-3-3
- S-6 SS 18 18 - (6) �6
20 END OF BORING AT 20 FT 120_
25— 115-
30— 110—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
SZ WL(First Encountered) 6.00 BORING STARTED: May 312022 CAVE IN DEPTH:
Y WL(Completion) BORING
WL(Seasonal High Water) COMPLETED:
7May312022 HAMMER TYPE: Automatic
EQUIPMENT: LOGGED BY:
S'Z WL(Stabilized) ATVCME-45C CC6 DRILLING METHOD: Mud rotary
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET:
The Wooten Company 33:5995 B-03 1 of 1
PROJECT NAME: DRILLER/CONTRACTOR:
FiSi
LHA Caton Road Mid Atlantic Drilling,Inc.
SITE LOCATION:
LOSS OF CIRCULATION In
590 Caton Road,Lumberton,North Carolina 28360
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTTOM OF CASING '
321429.4 1979967.5 141cc
Lu LU Z Z J LL Q LIQUID LIMIT
I- F ; `� E. X PLASTIC LIMIT
w p J Q N 0 STANDARD PENETRATION BLOWS/FT
w 'Li
DESCRIPTION OF MATERIAL w Q O 20 40 60 80 100 0 CALIBRATED PENETROMETER TSF
O CL Q Cl_ Q > m ROCK QUALITY DESIGNATION& 1 2 3 4 5
QN < CC > it RECOVERY •WATER CONTENT%
An An > — RQD
[FINES CONTENT]%
— REC 10 20 30 40 50
Topsoil Thickness[1.0011] / -
—
(SP) FINE TO MEDIUM SAND,tan, 2-3-4
S 1 SS 18 18 moist, loose — (7) �'
(SC)CLAYEY FINE TO MEDIUM SAND, • -
_ S-2 SS 18 18 orange, brown,gray, moist to wet, = (12)
(12) 0'
2
5 - medium dense • 136—
S-3 SS 18 18 2-5-7iy
2)
- (12)
•
(SP) FINE TO MEDIUM SAND,orange,
S-4 SS 18 18 gray, pink,wet, dense - 7-14-20
(34) 4
10 — — 131—
_ — 11-17-22
S-5 SS 18 18 - (39) '4
15 126—
(CH) FAT CLAY,gray,wet,firm -
5-6 SS 18 18 1-2-3
- (S) s
20 END OF BORING AT 20 FT f 121_
25— 116—
30— 111—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
SZ WL(First Encountered) 6.00 BORING STARTED: May 312022 CAVE IN DEPTH:
Y WL(Completion) BORING
WL(Seasonal High Water) COMPLETED:
SC May312022 HAMMER TYPE: Automatic
EQUIPMENT: LOGGED BY:
S'Z WL(Stabilized) ATVCME-45C CC6 DRILLING METHOD: Mud rotary
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET:
The Wooten Company 33:5995 B-04 1 of 1
PROJECT NAME: DRILLER/CONTRACTOR:
FiSi
LHA Caton Road Mid Atlantic Drilling,Inc.
SITE LOCATION:
LOSS OF CIRCULATION MD
590 Caton Road,Lumberton,North Carolina 28360
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTTOM OF CASING '
321539.9 1980113.2 140
m Lo
LU Z Z J LL Q LIQUID LIMIT
I- F ; `� L. X PLASTIC LIMIT
w p J Q N 0 STANDARD PENETRATION BLOWS/FT
w 'Li
DESCRIPTION OF MATERIAL w Q O 20 40 60 80 100 0 CALIBRATED PENETROMETER TSF
O CL Q Cl_ Q > m ROCK QUALITY DESIGNATION& 1 2 3 4 5
< N < CC > it RECOVERY •WATER CONTENT%
An An > — RQD
[FINES CONTENT]%
— REC 10 20 30 40 50
Topsoil Thickness[1.0011]
(SP) FINE SAND, brown, moist, loose 2-3-3
_ S-1 SS 18 18 — (6) •.•
(SC)CLAYEY FINE TO MEDIUM SAND,
_ S-2 SS 18 18 orange, moist,very loose _ 2-2-2
0 1 X 3
5 - 135—
(SC)CLAYEY SAND,tan, red,gray,wet, —
S-3 SS 18 18 medium dense - 3-4-7— (11) I.
io-lo-io
S-4 SS 18 18 - (20) A
10 — 130—
(SP) MEDIUM SAND,tan,orange,wet, -
dense to very dense
_ _ 7-11-20
S-5 SS 18 18 - (31) °'
3
15 125—
— S-6 SS 11 11 • — 16-50/5^
20— END OF BORING AT 19.42 FT 120— (s0/s") sD/s^
25— 115-
30— 110—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
SZ WL(First Encountered) 5.50 BORING STARTED: May 312022 CAVE IN DEPTH:
Y WL(Completion) BORING
SC WL(Seasonal High Water)
COMPLETED: May 312022 HAMMER TYPE: Automatic
EQUIPMENT: LOGGED BY:
2Z WL(Stabilized) ATVCME-45C CC6 DRILLING METHOD: Mud rotary
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET:
The Wooten Company 33:5995 B-05 1 of 2
PROJECT NAME: DRILLER/CONTRACTOR:
FiSi
LHA Caton Road Mid Atlantic Drilling,Inc.
SITE LOCATION:
LOSS OF CIRCULATION MD
590 Caton Road,Lumberton,North Carolina 28360
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTTOM OF CASING '
321369.2 1980132.9 140cc
Lu LU Z Z J LL Q LIQUID LIMIT
I- F ; E. X PLASTIC LIMIT
w p J Q N 0 STANDARD PENETRATION BLOWS/FT
w 'Li
DESCRIPTION OF MATERIAL w Q O 20 40 60 80 100 0 CALIBRATED PENETROMETER TSF
O CL Q Cl_ Q > m ROCK QUALITY DESIGNATION& 1 2 3 4 5
< N < CC > it RECOVERY •WATER CONTENT%
An An > - RQD
[FINES CONTENT]%
- REC 10 20 30 40 50
Topsoil Thickness[1.0011] / -
(SP) FINE TO MEDIUM SAND,tan, - 3-3-4
_ S-1 SS 18 18 moist, loose — (7)
(SC)CLAYEY FINE TO MEDIUM SAND, • -
_ S-2 SS 18 18 red,tan,gray, moist to wet, medium = (14)
(14)
5 - dense • 135—
S-3 SS 18 18 Q - 3-11-19
— (30) 0
•
(SP) FINE TO MEDIUM SAND,trace
5
S-4 SS 18 18 clay,tan,gray,orange, moist to wet, -— 9-(29)29) y
10 — — medium dense 130—
— — 6-17-18
S-5 SS 18 18 - (35) 5
15 125—
- S-6 SS 18 18 — 7-12-16 f
- - Raig
20 — 120—
•
•
6-12-14
- S-7 SS 18 18 - (26) i
25 115—
— — 4-6-9
S-8 SS 18 18 - (15)
30 110—
CONTINUED ON NEXT PAGE
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
S7 WL(First Encountered) 6.50 BORING STARTED: May 312022 CAVE IN DEPTH:
Y WL(Completion) BORING
7 WL(Seasonal High Water)
COMPLETED: May 312022 HAMMER TYPE: Automatic
EQUIPMENT: LOGGED BY:
2Z WL(Stabilized) ATVCME-45C CC6 DRILLING METHOD: Mud rotary
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET:
The Wooten Company 33:5995 B-05 2 of 2
PROJECT NAME: DRILLER/CONTRACTOR:
FiSi
LHA Caton Road Mid Atlantic Drilling,Inc.
SITE LOCATION:
LOSS OF CIRCULATION In
590 Caton Road,Lumberton,North Carolina 28360
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTTOM OF CASING '
321369.2 1980132.9 140
m Lo
LU Z Z J LL Q LIQUID LIMIT
L~i F ; `� L. X PLASTIC LIMIT
w p J Q N 0 STANDARD PENETRATION BLOWS/FT
w 'Li
DESCRIPTION OF MATERIAL w Q O 20 40 60 80 100 0 CALIBRATED PENETROMETER TSF
O CL Q [L Q > m ROCK QUALITY DESIGNATION& 1 2 3 4 5
QN < CC > it RECOVERY •WATER CONTENT%
An An > — RQD
[FINES CONTENT]%
- REC 10 20 30 40 50
(SP) FINE TO MEDIUM SAND,trace -
clay,tan,gray,orange, moist to wet,
medium dense
S 9 SS 18 18 (SC)CLAYEY FINE TO MEDIUM SAND, - 2-3-4 *
35 light gray,wet, loose 105— 171
(CH) FAT CLAY,gray, moist,very stiff •
• _ 3-7-11
S 10 SS 18 18 _ (1s) 0 s
40 100-
•
• - 5-12-12
_ S-11 55 18 18 (24) 11
4
45 95-
(CH)SANDY FAT CLAY,gray, moist,very :;..r
stiff
5-12 SS 18 18 ii' ' - 4-12-14
Cp
t:! : - (26) 26
50 END OF BORING AT 50 FT 90
55— 85—
60— 80—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
S7 WL(First Encountered) 6.50 BORING STARTED: May 312022 CAVE IN DEPTH:
Y WL(Completion) BORING
7 WL(Seasonal High Water)
COMPLETED: May 312022 HAMMER TYPE: Automatic
EQUIPMENT: LOGGED BY:
2Z WL(Stabilized) ATVCME-45C CC6 DRILLING METHOD: Mud rotary
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET:
The Wooten Company 33:5995 B-06 1 of 1
PROJECT NAME: DRILLER/CONTRACTOR:
FiSi
LHA Caton Road Mid Atlantic Drilling,Inc.
SITE LOCATION:
LOSS OF CIRCULATION In
590 Caton Road,Lumberton,North Carolina 28360
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTTOM OF CASING '
321368.0 1980291.4 140cc
Lu LU Z Z J H Q LIQUID LIMIT
I- F ; `� E. X PLASTIC LIMIT
w p J Q N 0 STANDARD PENETRATION BLOWS/FT
w 'Li
DESCRIPTION OF MATERIAL w Q O 20 40 60 80 100 0 CALIBRATED PENETROMETER TSF
O CL Q CL 8 Q > m ROCK QUALITY DESIGNATION& 1 2 3 4 5
< N < CC > it RECOVERY •WATER CONTENT%
An An > — RQD
[FINES CONTENT]%
— REC 10 20 30 40 50
Topsoil Thickness[1.0011] / -
—
(SP) FINE TO MEDIUM SAND,trace 2-3-4
S 1 SS 18 18 clay,tan,gray, red, moist, loose — (7) �'
(SC)CLAYEY FINE TO MEDIUM SAND, • -
_ S-2 SS 18 18 orange, brown, moist, loose _ 2-4-5
5 - • 135—
(SP) FINE TO MEDIUM SAND,gray, = —
S-3 SS 18 18 tan, red,wet, dense ( 2z
34) 4
(SC)CLAYEY MEDIUM SAND,gray,
S-4 SS 18 18 orange,wet, dense _ 14-15-18
(33) 1,5
10 — — 130—
(SP) MEDIUM SAND,tan,gray,orange, -
wet, medium dense
_ _ 5-15-15
S-5 SS 18 18 - (30) ee
0
15 125—
_ _ 6-12-13
S-6 SS 18 18 - (25) is
20 END OF BORING AT 20 FT 120_
25— 115-
30— 110—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
SZ WL(First Encountered) 6.00 BORING STARTED: May 312022 CAVE IN DEPTH:
Y WL(Completion) BORING
WL(Seasonal High Water) COMPLETED:
7May312022 HAMMER TYPE: Automatic
EQUIPMENT: LOGGED BY:
S'Z WL(Stabilized) ATVCME-45C CC6 DRILLING METHOD: Mud rotary
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET:
The Wooten Company 33:5995 B-07 1 of 1
PROJECT NAME: DRILLER/CONTRACTOR:
FE
LHA Caton Road Mid Atlantic Drilling,Inc.
SITE LOCATION:
LOSS OF CIRCULATION MD
590 Caton Road,Lumberton,North Carolina 28360
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTTOM OF CASING '
321196.3 1980211.0 139cc
Lu LU Z Z J LL Q LIQUID LIMIT
I- F ; `� E. X PLASTIC LIMIT
w p J Q 0 STANDARD PENETRATION BLOWS/FT
w 'Li
DESCRIPTION OF MATERIAL w Q O 20 40 60 80 100 0 CALIBRATED PENETROMETER TSF
O CL Q CL 0 I- > m ROCK QUALITY DESIGNATION& 1 2 3 4 5
< N < CC it RECOVERY •WATER CONTENT%
An VI > — RQD
[FINES CONTENT]%
- REC 10 20 30 40 50
\Topsoil Thickness[1.0011] / - • -
(SC)CLAYEY FINE TO MEDIUM SAND, • 3-3-4
S 1 SS 18 18 tan,orange,gray, moist, loose to — (7) �'
medium dense •
—
4-4-6
S-2 SS 18 18 - (10) "F
5 - 134—
5-3 SS 18 18 - 4-18-10
(28)
(28) °is
8-12-15
S-4 SS 18 18 _ (27) A
10 — 129—
(CL)SANDY LEAN CLAY,gray, orange,
red, moist,stiff
3-6-9
- S-5 SS 18 18 - (15)
5
15 124—
Q —
(SP) MEDIUM SAND,gray,orange, -
wet, medium dense _
9-11-12
- S-6 SS 18 18 - (23) :4
20 END OF BORING AT 20 FT 119_
25— 114-
30— 109—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
SZ WL(First Encountered) 17.00 BORING STARTED: May 312022 CAVE IN DEPTH:
Y WL(Completion) BORING
WL(Seasonal High Water) COMPLETED:
7May312022 HAMMER TYPE: Automatic
EQUIPMENT: LOGGED BY:
S'Z WL(Stabilized) ATVCME-45C CC6 DRILLING METHOD: Mud rotary
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET:
The Wooten Company 33:5995 B-08 1 of 1
PROJECT NAME: DRILLER/CONTRACTOR:
FIS
LHA Caton Road Mid Atlantic Drilling,Inc.
SITE LOCATION:
LOSS OF CIRCULATION MD
590 Caton Road,Lumberton,North Carolina 28360
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTTOM OF CASING '
321176.3 1980139.7 139cc
Lu LU Z Z J LL Q LIQUID LIMIT
I- F ; `� E. X PLASTIC LIMIT
w p J Q 0 STANDARD PENETRATION BLOWS/FT
w 'LiDESCRIPTION OF MATERIAL 05 w Q O 20 40 60 80 100 0 CALIBRATED PENETROMETER TSF
O CL Q Cl- Q > m ROCK QUALITY DESIGNATION& 1 2 3 4 5
QN < CC it RECOVERY •WATER CONTENT%
An VI > — RQD
[FINES CONTENT]%
- REC 10 20 30 40 50
Topsoil Thickness[1.0011] / -
-
(SP) FINE TO MEDIUM SAND,trace 3-5-5
S 1 SS 18 18 clay,gray, moist, loose - (10) 'o
(SC)CLAYEY FINE TO MEDIUM SAND, • -
5-2 SS 18 18 tan, moist, medium dense 3-
(14) 4
5 - 134-
(SM)SILTY FINE TO MEDIUM SAND, -
_ 5-3 SS 18 18 tan,gray, red, moist, medium dense _ 3(1 )1
(18) 1:.
(SP) FINE TO MEDIUM SAND,trace
S-4 SS 18 18 clay,gray,tan, moist, dense _ 12-20-27
(47) ,'
10 - - 129-
12-24-26
- S-5 SS 18 18 - (50) 'o
15 124-
4 -
(SM)SILTY FINE SAND,gray,wet, -
medium dense _
. - 2-6-8
- S-6 55 18 18 - (14) q
20 END OF BORING AT 20 FT 119_
25- 114-
30- 109-
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
SZ WL(First Encountered) 17.00 BORING STARTED: May 312022 CAVE IN DEPTH:
Y WL(Completion) BORING
WL(Seasonal High Water) COMPLETED:
7May312022 HAMMER TYPE: Automatic
EQUIPMENT: LOGGED BY:
2Z WL(Stabilized) ATVCME-45C CC6 DRILLING METHOD: Mud rotary
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET:
The Wooten Company 33:5995 B-09 1 of 1
PROJECT NAME: DRILLER/CONTRACTOR:
FiSi
LHA Caton Road Mid Atlantic Drilling,Inc.
SITE LOCATION:
LOSS OF CIRCULATION MD
590 Caton Road,Lumberton,North Carolina 28360
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTTOM OF CASING '
321019.5 1980055.1 139cc
Lu LU Z Z J LL Q LIQUID LIMIT
ifF ; `� l0 X PLASTIC LIMIT
w p J Q N 0 STANDARD PENETRATION BLOWS/FT
w 'Li
DESCRIPTION OF MATERIAL w Q O 20 40 60 80 100 0 CALIBRATED PENETROMETER TSF
O CL Q Cl- 0 I- > m ROCK QUALITY DESIGNATION& 1 2 3 4 5
QN < CC > it RECOVERY •WATER CONTENT%
An An > — RQD
[FINES CONTENT]%
— REC 10 20 30 40 50
\Topsoil Thickness[1.0011]
(SP) FINE TO MEDIUM SAND,trace 6-6-6
SA. SS 18 18 clay,gray, moist, medium dense — (12) �z
(SC)CLAYEY FINE TO MEDIUM SAND,
_ S-2 SS 18 18 gray,tan, moist to wet,very loose to -
4-4-5
5 - medium dense 134—
2-2-2 16
_ S-3 SS 18 18 • (a) '� 1 14044ii
_ 3-7-8
S-4 SS 18 18 - (15) 4
10 129—
•
(SP-SC) MEDIUM SAND WITH CLAY, -
tan,gray,orange,wet, medium dense
— — 9-13-16
S-5 SS 18 18 - (29) 01
9
15 124—
•
9-13-7
- S-6 SS 18 18 • - (20) o
20 • 119-
31
(SP) FINE TO MEDIUM SAND,tan, •
-
_ orange,gray,wet, medium dense _
9-11-14
- S-7 SS 18 18 - (25) 25
25 END OF BORING AT 25 FT 114_
30— 109—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
SZ WL(First Encountered) 8.50 BORING STARTED: Jun 012022 CAVE IN DEPTH:
Y WL(Completion) BORING
WL(Seasonal High Water) COMPLETED:
SC Jun012022 HAMMER TYPE: Automatic
EQUIPMENT: LOGGED BY:
S'Z WL(Stabilized) ATVCME-45C CC6 DRILLING METHOD: Mud rotary
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET:
The Wooten Company 33:5995 B-10 1 of 1
PROJECT NAME: DRILLER/CONTRACTOR:
FiSi
LHA Caton Road Mid Atlantic Drilling,Inc.
SITE LOCATION:
LOSS OF CIRCULATION MD
590 Caton Road,Lumberton,North Carolina 28360
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTTOM OF CASING '
321172.8 1979975.5 139
m LU Z Z J LL Q LIQUID LIMIT
I- F ; `� E. X PLASTIC LIMIT
w p J Q N 0 STANDARD PENETRATION BLOWS/FT
w 'LiDESCRIPTION OF MATERIAL w Q O 20 40 60 80 100 0 CALIBRATED PENETROMETER TSF
O CL Q CL 8 Q > m ROCK QUALITY DESIGNATION& 1 2 3 4 5
QN < CC > it RECOVERY •WATER CONTENT%
An An > - RQD
[FINES CONTENT]%
— — REC 10 20 30 40 50
\Topsoil Thickness[1.00"]
(SP-SC) FINE TO MEDIUM SAND WITH 3-6-7
S 1 SS 18 18 CLAY, brown,gray, moist, medium — (13) 13
\ dense
(SC)CLAYEY FINE TO MEDIUM SAND, _ 3-6-7
S 2 SS 18 18 brown,tan,gray, moist, medium - (13)
5 -_ dense 134=
S-3 SS 18 18 3-5-6
— — 111)11)
�i•
(CL)SANDY LEAN CLAY, light gray,tan,
S-4 SS 18 18 moist,very stiff — s-(22)
(zz) 1112
10 - — 129—
(SC)CLAYEY FINE TO MEDIUM SAND, -
tan, red, moist, medium dense •
_ 5-12-20
S-5 SS 18 18 - (32) 2
15 124—
•
•
(CL)SANDY LEAN CLAY,dark gray, -
moist, soft _
_ _ 1-1-1
5-6 SS 18 18 - (2) 2
20 •END OF BORING AT 20 FT • 119_
25— 114-
30— 109—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
SZ WL(First Encountered) NE BORING STARTED: Jun 012022 CAVE IN DEPTH:
Y WL(Completion) BORING
7 WL(Seasonal High Water)
COMPLETED: Jun 012022 HAMMER TYPE: Automatic
EQUIPMENT: LOGGED BY:
2Z WL(Stabilized) ATVCME-45C CC6 DRILLING METHOD: Mud rotary
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET:
The Wooten Company 33:5995 B-11 1 of 1
PROJECT NAME: DRILLER/CONTRACTOR:
FiSi
LHA Caton Road Mid Atlantic Drilling,Inc.
SITE LOCATION:
LOSS OF CIRCULATION MD
590 Caton Road,Lumberton,North Carolina 28360
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTTOM OF CASING '
321539.8 1980267.8 140
cc
Lu LU Z Z J LL Q LIQUID LIMIT
L~i F ; `� L0 X PLASTIC LIMIT
w p J Q I 0 STANDARD PENETRATION BLOWS/FT
w 'Li
DESCRIPTION OF MATERIAL w Q O 20 40 60 80 100 0 CALIBRATED PENETROMETER TSF
O CL Q [L Q > m ROCK QUALITY DESIGNATION& 1 2 3 4 5
QN Q CC it RECOVERY •WATER CONTENT%
vl Ln > — RQD
[FINES CONTENT]%
— REC 10 20 30 40 50
Topsoil Thickness[1.001I] / -
-
(SP) FINE TO MEDIUM SAND,tan, 2-2-3
S 1 SS 18 18 moist, loose — (5) �°
(SC)CLAYEY FINE TO MEDIUM SAND, • -
-5-6
_ S-2 SS 18 18 orange tan, red, moist to wet, _ (11)
(11) °1
5 - medium dense • 135—
S-3 SS 18 18 7-11-13
— (24) 'T.
•
(SM)SILTY FINE TO MEDIUM SAND,
S-4 SS 18 18 tan,gray,wet, dense _ 11-20-20
(40) '0
10 — — 130—
(SP) MEDIUM SAND,tan,gray,wet, -
dense -
- — 10-19-20
S-5 SS 18 18 - (39) 3Ci
9
15 END OF BORING AT 15 FT 125—
20— 120—
25— 115-
30— 110—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
SZ WL(First Encountered) 6.00 BORING STARTED: Jun 012022 CAVE IN DEPTH:
Y WL(Completion) BORING
WL(Seasonal High Water) COMPLETED:
SC Jun012022 HAMMER TYPE: Automatic
EQUIPMENT: LOGGED BY:
S'Z WL(Stabilized) ATVCME-45C CC6 DRILLING METHOD: Mud rotary
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET:
The Wooten Company 33:5995 B-12 1 of 1
PROJECT NAME: DRILLER/CONTRACTOR:
FiSi
LHA Caton Road Mid Atlantic Drilling,Inc.
SITE LOCATION:
LOSS OF CIRCULATION MD
590 Caton Road,Lumberton,North Carolina 28360
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTTOM OF CASING '
321286.6 1980070.9 139
cc
Lu m LU Z Z J LL Q LIQUID LIMIT
L~i F LU l0 X PLASTIC LIMIT
w p J Q Ln 0 STANDARD PENETRATION BLOWS/FT
LU 'Li
DESCRIPTION OF MATERIAL w Q O 20 40 60 80 100 O CALIBRATED PENETROMETERTSF
O CL Q CL 8 Q > m ROCK QUALITY DESIGNATION& 1 2 3 4 5
QN Q C > w RECOVERY •WATER CONTENT%
UI An > — RQD
[FINES CONTENT]%
REC 10 20 30 40 50
\Topsoil Thickness[1.0011] / T
(SC)CLAYEY FINE TO MEDIUM SAND, 2_2_3
_ S-1 SS 18 18 brown,orange,tan, loose to medium — (5)
dense —
•
$ 2 SS 18 18 2-4-8
- (12) \\s)
5 - 134—
_ 4-8-12
_ S-3 SS 18 18 — (20)
(SP) FINE TO MEDIUM SAND, red,
S 4 SS 18 18 brown,gray, moist, dense _ 12-17-20
(37) 37
10 END OF BORING AT10FT 129 _
15— 124-
20— 119—
25— 114-
30— 109—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
S7 WL(First Encountered) NE BORING STARTED: Jun 012022 CAVE IN DEPTH:
Y WL(Completion) BORING
7 WL(Seasonal High Water)
COMPLETED: Jun 012022 HAMMER TYPE: Automatic
EQUIPMENT: LOGGED BY:
2Z WL(Stabilized) ATVCME-45C CC6 DRILLING METHOD: Mud rotary
GEOTECHNICAL BOREHOLE LOG

APPENDIX C — Laboratory Testing
Laboratory Test Results Summary

Laboratory Testing Summary
Atterberg Limits Moisture-Density CBR(%)
Sample Depth AMC Soil **Percent — — #Organic
Sample Location Number (feet) (%) Type Passing No. <Maximum <Optimum Content(%)
LL PL PI 200 Sieve Density(pcf) Moisture(%) 0.1 in. 0.2 in.
B-04 S-2 3.5-5 14.3 *SC 37 21 16 36.4
B-09 S-3 6-7.5 19.7 *SC 43 16 27 40.9
Notes: See test reports for test method,AASTM D2216-19,*ASTM D2488,**ASTM D1140-17,#ASTM D2974-20e1 <See test report for D4718 corrected values
Definitions: MC:Moisture Content,Soil Type:USCS(Unified Soil Classification System),LL:Liquid Limit,PL:Plastic Limit, PI: Plasticity Index,CBR:California
Bearing Ratio,OC:Organic Content
Project: LHA Caton Road Project No.: 33:5995
Client: The Wooten Company Date Reported:
Office/Lab Address Office Number/Fax
Els-
6151 Raeford Road [phone]
ECS Southeast LLP - Fayetteville Suite A
Fayetteville, NC 28304 [phone]
Tested by Checked by Approved by Date Received
awiggs RRodriguez2 RRodriguez2