SW4231202_Soils/Geotechnical Report_20231229 (3)

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ECS Southeast, LIP
Preliminary Geotechnical Engineering Report
Potts Property — Bermuda Run
US Highway 158
Bermuda Run, North Carolina 27006
ECS Project Number 09:30067
September 11, 2023
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ECS SOUTHEAST, LLP "One Firm. One Mission."
Geotechnical • Construction Materials • Environmental • Facilities
September 11,2023
Mr. Lee Bryant
Evans Engineering, Inc
4609 Dudas Drive
Greensboro, North Carolina 27407
ECS Project No. 09:30067
Reference: Preliminary Geotechnical Engineering Report
Potts Property—Bermuda Run
US Highway 158
Bermuda Run, North Carolina 27006
Dear Mr. Bryant:
ECS Southeast, LLP (ECS) has completed the limited subsurface exploration, laboratory testing, and
preliminary geotechnical engineering recommendations for the above-referenced project. Our
services were performed in general accordance with our agreed scope of work.This preliminary report
presents our understanding of the geotechnical aspects of the project, the results of the field
exploration conducted, and our geotechnical design and construction recommendations for the
project.
It has been our pleasure to be of service to you during this 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 [phone].
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Respectfully submitted, �� �� 0(0 •i•
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ECS Southeast, LLP
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Muhannad Abdelgadir Sun Breza, P.E. %fNNt1' tts4
Geotechnical Staff Project Manager Principal Engineer
[e-mail] NC License No. 029908
[e-mail]
4811 Koger Boulevard, Greensboro, NC 27407 • T: 336-856-7150 • F:336-856-7160 • www.ecslimited.com
ECS Florida,LLC • ECS Mid-Atlantic,LLC • ECS Midwest,LLC • ECS Southeast,LLP • ECS Southwest,LLP
NC Engineenng License No.F-1078 •NC Geology License No.C-553•SC Engineering License No.3239

Preliminary Geotechnical Engineering Report—Potts Property—Bermuda Run September 11,2023
ECS Project No.09:30067 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 SUBSURFACE CHARACTERIZATION 4
3.2 GROUNDWATER OBSERVATIONS 5
3.3 LABORATORY TESTING 6
4.0 PRELIMINARY DESIGN RECOMMENDATIONS 7
4.1 BUILDING/STRUCTURE DESIGN 7
4.1.1 Preliminary Shallow Foundations Recommendation 7
4.1.2 Ground Bearing Slab (Preliminary) 7
4.2 SEISMIC DESIGN CONSIDERATIONS 9
4.3 PRELIMINARY SITE DESIGN CONSIDERATION 9
4.3.1 Pavement Section (Preliminary) 9
4.3.2 Groundwater 10
5.0 SITE CONSTRUCTION RECOMMENDATIONS 11
5.1 SUBGRADE PREPARATION (PRELIMINARY) 11
5.1.1 Stripping and Grubbing 11
5.1.2 Proofrolling 11
5.1.3 Site Temporary Dewatering 11
5.2 EARTHWORK OPERATIONS (PRELIMINARY) 13
6.0 ADDITIONAL STUDY 14
7.0 CLOSING 14
APPENDICES
Appendix A—Diagrams and Cross Sections
• Site Location Diagram
• Boring Location Diagram
• Cross Section Location Diagram
• Generalized Subsurface Soil Cross Sections
Appendix B—Field Operations
• Reference Notes for Boring Logs
• Subsurface Exploration Procedure: Standard Penetration Testing(SPT)
• Boring Logs B-5000 to B-5009
Appendix C—Laboratory Testing
• Laboratory Test Results Summary
• Liquid and Plastic Limits Test Report
Appendix D—Supplementary Document
• Typical French Drain Detail
• Seasonal High Water Table (SHWT) Evaluation
• Site Photographs

Preliminary Geotechnical Engineering Report—Potts Property—Bermuda Run September 11,2023
ECS Project No.09;30067 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.
• Soil borings indicate that residual soils were encountered in the borings,classified as Elastic
SILT(MH),SILT with Sand and Sandy SILT(ML), Lean CLAY(CL),and Gravelly Lean CLAY(CL)
with Sand. Beneath these layers, borings encountered Clayey SAND (SC) and Silty SAND
(SM)soils, containing slight mica.
• Most soil borings indicate the presence of Elastic SILT (MH) soils within the subsurface to
depths 8 feet below the ground surface. Based on our limited laboratory testing,these soils
have a low to medium potential for expansion (i.e., shrink-swell). At this time, we do not
believe mitigation measures will be required to reduce the potential for structure or
pavement distress (cracking, excessive deformation) as a result of volumetric changes in
potentially expansive soils. Additional soil sampling and laboratory testing should be
performed during the construction phase of the project to further evaluate the potentially
expansive soils.
• Based on the soils encountered and the estimated bearing elevations in addition to the
preliminary information provided to us, we recommend the planned buildings can be
supported by shallow foundations.The proposed building can be designed for an allowable
bearing capacity of 2,000 psf.
• Based on the soil test borings B-5002 and B-5008, we anticipate undercutting of the very
soft to soft or very loose near-surface soils will be necessary in localized areas of the
planned stormwater control device. Alternatively temporary drainage ditches may be
excavated to facilitate drying of the soils prior to construction of the stormwater device. If
site earthwork is performed during the typically cooler, wetter months of the year,
additional undercutting is anticipated due to excessively wet inadequate soils.
• Based on the N-values measured in the borings, a Seismic Site Class "D" designation is
appropriate for seismic design for this site. Our experience indicates that evaluation of
seismic site class in North Carolina using N-values can be overly conservative. Geophysical
testing to measure shear wave velocities of the subsurface materials could be performed
for this project to potentially improve the site class.
• Groundwater was observed at the time of drilling as first encountered in the borings B-
5001,B-5002,B-5004 and B-5008 at approximate depths ranging from 3.5 to 6.0 feet below
the ground surface and encountered in borings B-5002 and B-5004 and B-5008 at depths
of 7.6 to 8.2 feet below the ground surface at the time of drilling completion.
• 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.

Preliminary Geotechnical Engineering Report—Potts Property—Bermuda Run September 11,2023
ECS Project No.09:30067 Page 2
1.0 INTRODUCTION
The purpose of this study was to provide preliminary geotechnical information for the design of a
new development of a residential complex at the Potts Property Site located in Bermuda Run, North
Carolina. The project involves townhome buildings, associated paved areas, and stormwater
management basins. The recommendations developed for this report are based on project
information provided by Mr. Lee Bryant with Evans Engineering, Inc.
Our services were provided in accordance with our Proposal No. 09:29533-P, dated July 25, 2023,
which includes our Terms and Conditions of Service and as authorized by Mr.Lee Bryant with Evans
Engineering, Inc, on July 27, 2023.
This report contains the procedures and results of our subsurface exploration and laboratory
testing programs, review of existing site conditions, engineering analyses, and preliminary
recommendations for the design and construction of the geotechnical aspects of the project and
includes the following items.
a. A site location diagram and a boring location diagram.
b. Boring logs prepared in accordance with the standard practice for geotechnical engineering.
c. Laboratory test results.
d. Observations from our site reconnaissance including current site conditions,surface drainage
features,and surface topographic conditions.
e. A review of the published geologic conditions and their relevance to the planned
development.
f. A subsurface characterization based on the field exploration and laboratory tests performed.
g. Preliminary recommendations for building foundations.
h. Preliminary recommendations for slab-on-grade design including modulus of subgrade
reaction.
i. Preliminary recommendations for seismic site classification in accordance with the current
North Carolina Building Code using the average N-value method.
j. Preliminary recommendations for pavement consideration based on assumed traffic loading
information ESAL's.
k. Preliminary recommendations for subgrade preparation and earthwork,including excavation
considerations, engineered fill material, engineered fill placement, and other applicable
special considerations (e.g., rock excavation, existing fill, potentially expansive soil, deep fill
sections,shallow groundwater).
2.0 PROJECT INFORMATION
2.1 SITE INFORMATION
ECS understands the subject site is located at US Highway 158 in Bermuda Run,Davie County,North
Carolina, at the approximate location shown in the following figure.

Preliminary Geotechnical Engineering Report—Potts Property—Bermuda Run September 11,2023
ECS Project No.09:30067 Page 3
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Approximate Site Location Shown in Red
Based on the ROKMAPS_Davie website and google earth maps,the subject property includes two
parcels identified by Parcel Identification Number (NCPIN) of 5872313806 and 5872302996 and
contains approximately 50.4 total acres. Our site visit indicates that the site currently is
undeveloped and wooded land and includes an existing pond with an earthen embankment dam in
the middle of the property. Topographic maps indicate that Smith Creek is located on the eastern
side of the property. The site generally slopes downward from the northeast to southwest with
elevations between 780 to 720 feet above mean sea level (msl).
2.2 PROPOSED CONSTRUCTION
Based on the Conceptual Grading Plan provided to us, the planned development involves
residential townhome buildings with their facilities and stormwater control measure basins. Our
understanding with similar projects, we anticipate that the proposed townhome buildings will be
up to 2 stories,wood framed structures on a slab-on-grade ground floor.
Structural loading information was not provided to us at this time. We have assumed that the
maximum unfactored foundation loads based on our experience will be:
• Maximum Column Load =75 kips
• Maximum Wall Loads=3 kips per foot
• Maximum Ground Floor Slab Load=150 pounds per square foot (psf)

Preliminary Geotechnical Engineering Report—Potts Property—Bermuda Run September 11,2023
ECS Project No.09:30067 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.
Based on the preliminary grading plan provided to us and our experience with similar projects,we
anticipated that cut and fill depths will be less than 20 feet for general site grading.
3.0 FIELD EXPLORATION AND LABORATORY TESTING
Our exploration procedures are explained in greater detail in Appendix B including the insert titled
Subsurface Exploration Procedure:Standard Penetration Testing(SPT). Our scope of work included
drilling 10 soil boings (B-5000 to B-5009) including performing of seasonal high-water table(SHWT)
evaluation for borings B-5001 and B-5002 based on the client's requested locations. Our borings
were located using a phone GPS application and their approximate locations are shown on the
Boring Location Diagram in Appendix A.
3.1 SUBSURFACE CHARACTERIZATION
The subsurface conditions encountered appeared to be generally consistent with published
geological mapping. The following sections provide generalized characterizations of the subsurface
conditions. For more detailed information, refer to the boring logs in Appendix B.
Site Geology: The site is located within the Piedmont physiographic province. The Piedmont is
characterized by residual overburden soils weathered in place from the underlying igneous and
metamorphic rock. The topography and relief of the Piedmont uplands have developed from
differential weathering of the bedrock.Because of the continued chemical and physical weathering,
the bedrock in the Piedmont is now generally covered with a mantle of soil that has weathered in
place from the parent bedrock. These soils have variable thicknesses and are referred to as
residuum or residual soils. The residuum is typically finer grained and has higher clay content near
the surface because of the advanced weathering. Similarly, the soils typically become coarser
grained with increasing depth because of decreased weathering. As the degree of weathering
decreases, the residual soils generally retain the overall appearance, texture, gradation and
foliations of the parent rock.
The boundary between soil and rock in the Piedmont is not sharply defined. A transitional zone
termed "partially weathered rock" is normally found overlying the parent bedrock. Partially
weathered rock (PWR) is defined for engineering purposes as residual material with Standard
Penetration Resistances (N-values) exceeding 100 blows per foot. The transition between
hard/dense residual soils and partially weathered rock occurs at irregular depths due to variations
in degree of weathering. Also, it is not unusual to find lenses and boulders of hard rock and/or
zones of partially weathered rock within the soil mantel well above the general bedrock level.
According to the 1985 Geologic Map of North Carolina, the site is underlain by Metamorphosed
mafic rock(PzZm), Phanerozoic.This formation is described as Metagabbro, metadiorite,and mafic
plutonic-volcanic complexes. The formation group and type are Intrusive Rocks. The formation
period is Permian.
Soil Stratigraphy: Based on the soil boring logs, we are briefly summarizing the subsurface soil as
the following:

Preliminary Geotechnical Engineering Report-Potts Property-Bermuda Run September 11,2023
ECS Project No.09:30067 Page 5
• Surficial Material: Borings encountered approximately 1 to 3 inches of topsoil.
• Residuum: Borings encountered residual soils of Elastic SILT (MH), SILT with Sand, Sandy
SILT (ML), Lean CLAY and Gravelly Lean CLAY with Sand (CL), trace Sand, containing slight
mica, in the upper 12.0 feet below the existing ground surface. Beneath of these soils,
Clayey SAND (SC) and Silty SAND (SM)were encountered in the borings to the termination
of the borings. Based on the Standard Penetration Test (SPT-N values), the consistency of
the cohesive soils was very soft to very stiff when the SPT-N values ranging between 1 to
18 blows per foot and the soil density was very loose to medium dense for the sandy soil
as the SPT-N values ranged from 3 to 16 blows per foot .
• Boring Termination depths: Boring drilling depths extended to up to approximately 15 feet
below the ground surface without auger refusal (Borings were terminated at elevations
ranging of 717.0 to 764.0 feet above msl.
The soil stratification shown on the boring logs represents the soil conditions at the actual locations.
Variations in the stratification can occur between sample intervals and widely spaced boring
locations.The subsurface conditions at other locations on the site may differ from those found at
the boring locations. If different site conditions are encountered during construction, ECS should
be contacted to review our recommendations relative to the new information. A graphical
presentation of the subsurface conditions is shown on the Subsurface Cross Section Diagram(s)
included in Appendix A.
3.2 GROUNDWATER OBSERVATIONS
Groundwater seepage into our borings was observed at the time of the drilling and measured after
the drilling completion and prior to backfilling. Please refer to the table below for details:
Table 3.2.1 Ground Water Table Observations
Approx. Estimated Water Observed Estimated
Boring Groundwater Elevation,ft Cave-in Cave-in
Depth,ft above msl Depth2,ft Elevation,ft
B-5000 Dry/Dry Dry/Dry 8.5 763.5
B-5001 6.0/Dry 743.0/Dry 5.2 743.8
B-5002 6.0/8.1 736.0/733.9 5.6 736.4
B-5003 Dry/Dry Dry/Dry 8.4 758.6
B-5004 6.0/8.2 723.0/720.8 5.2 723.8
B-5005 Dry/Dry Dry/Dry 4.4 746.6
B-5006 Dry/Dry Dry/Dry 4.3 760.7
B-5007 Dry/Dry Dry/Dry 4.2 769.8
B-5008 3.5/7.6 723.5/719.4 6.1 720.9
B-5009 Dry/Dry Dry/Dry 5.3 763.5
*Observed Groundwater depth at the time of drilling as first encountered and at time of the
drilling completion WL (First Encountered / Completion). Depths below existing ground
surface. Levels may not be stabilized.

•
Preliminary Geotechnical Engineering Report—Potts Property—Bermuda Run September 11,2023
ECS Project No.09:30067 Page 6
**Seasonal High-Water Table (SHWT) Evaluation performed by Willcox & Mabe dated
August 16.2023 indicates that evidence of a SHWT was identified at approximately depth of
2.2 feet below the ground surface in boring B-5001 (Ele. 747.1 feet above msl) and at
approximately depth of 1.9 feet below the ground surface in boring B-5002(Ele.739.8 feet
above msl).
***Cave-in depth can indicate possible groundwater seepage into the borehole after
completion.
Based upon our interpretation of the subsurface data, including water level measurements, it
appears the site may be underlain by two types of groundwater: perched and a water table aquifer.
Perched groundwater is distinguished differently from the water table aquifer.The definition below
can be referenced:
"Perched water is typically of limited quantity, replenished or recharged very slowly.
When encountered in an excavation, perched water will typically drain off very quickly,
with limited continuous flow or bleeding, unless a source of recharge,such as a leaking
utility, is present."
From:Construction Dewatering and Groundwater Control—New Methods and Applications,3,aAddition
A water table aquifer is distinguished from a perched groundwater table based on the water table
aquifer's recharge ability,which may be limitless but can be lowered temporarily through adequate
dewatering techniques such as deep wells and well points. Perched groundwater is often alleviated
in excavations by pumping from sump pits or temporary ditches.
Fluctuations in the groundwater elevation should be expected depending on precipitation, run-off,
utility leaks, and other factors not evident at the time of our evaluation. Normally, highest
groundwater levels occur in late winter and spring and the lowest levels occur in late summer and
fall. Depending on the time of construction,groundwater may be encountered at shallower depths
and locations not explored during this study. If encountered during construction, engineering
personnel from our office should be notified immediately.
3.3 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) and
including USCS classification symbols, and ASTM D2487 Standard Practice for Classification for
Engineering Purposes (Unified Soil Classification System (USCS).
After 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.
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. Laboratory tests performed on selected samples included percent finer than No. 200
sieve test(ASTM D 1140), moisture content tests (ASTM D 2216), and Atterberg limit test (ASTM D
4318). Please refer to the laboratory testing summary in Appendix C.

Preliminary Geotechnical Engineering Report—Potts Property—Bermuda Run September 11,2023
ECS Project No.09:30067 Page 7
4.0 PRELIMINARY DESIGN RECOMMENDATIONS
4.1 BUILDING/STRUCTURE DESIGN
Once final design grades, building locations, foundation layout, and foundation loads have been
determined, this information should be provided to ECS. We may be able to modify these
preliminary foundation recommendations once additional project information is available. Also,
additional field testing, including additional soil test borings, seismic refraction, and detailed
settlement analyses may reduce or eliminate the amount of ground improvement elements needed
for shallow foundation support of the buildings. We request the preliminary unfactored loads and
column/bearing wall foundation plans before performing further testing.
4.1.1 Preliminary Shallow Foundations Recommendation
Provided subgrades and structural fills are prepared as discussed herein, based on the settlement
tolerance for risk and assumed design foundation loads.The planned structures can be supported
by conventional spread shallow foundations consisting monolithic turned down grade slabs or pier
and curtain walls.The design of the shallow foundation should utilize the following parameters:
Figure 4.1.1 Preliminary Shallow Foundation Design
Design Parameter Column Footing Wall Footing
Net Allowable Bearing Pressurel-) 2,000 psf 2,000 psf
Acceptable Bearing Soil Material Residual soils or Approved Engineered Fill,
Minimum Width 24 inches 18 inches
Minimum Footing Embedment Depth 18 inches 18 inches
(below slab or finished grade)(2)
Estimated Total Settlement(3) Less than 1 inch Less than 1 inch
Estimated Differential Settlement(4) Less than 0.5 inches Less than 0.5 inches
between columns over 30 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 anticipated range of column/wall loads and variability in borings. Differential settlement can be re-evaluated once
the foundation plans are more complete.
4.1.2 Ground Bearing Slab (Preliminary)
The on-site lower plasticity natural soils and new engineered fill are considered adequate for
support of the ground bearing slabs (Slab-on-Grade), although moisture control during earthwork
operations, including the use of disking or appropriate drying equipment, may be necessary. The
on-site clay or silt will be difficult to dry and compact when wet of the optimum moisture content.
We anticipate that ground floor slabs-on-grade will be at or above finish exterior grades within the
building footprint. However, depending on floor coverings and building use,a capillary break layer

Preliminary Geotechnical Engineering Report—Potts Property—Bermuda Run September 11,2023
ECS Project No.09:30067 Page 8
and vapor retarder should be installed to reduce moisture vapor 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
00o00 .0o 00 00000o0o o00
o o 0 00 0 00 o o 0 0 0 0 o 0 o °0 0 0 0 Base Course
v
Firm, Compacted Soil Subgrade
1. Base Course Layer Thickness: 4 inches
2. Base Course Layer Material: A compactable granular fill that will remain firm 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. Adequate materials are Aggregate Base Course (ABC),SAND (SP-SM, SW-SM), and SILTY
SAND(SM)with less than 30%fines.
3. Base Course Layer Materials, ABC, 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 engineered 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,environmental vapor intrusions considerations should be taken into account by the vapor
barrier/vapor retarder material selection and design.
Soft or yielding soils may be encountered in localized areas. These soils should be removed and
replaced with compacted structural fill in accordance with the recommendations included in this
report.
Subgrade Modulus: Provided a base course layer is implemented in the slab section,the slabs may
be designed using a modulus of subgrade reaction, kl of 95 pci (lbs./cu. inch). This value is
applicable for design of slabs subject to point loads.
Vapor Barrier: Before the placement of concrete, a vapor barrier may be placed on top of the
granular drainage layer to provide additional protection against moisture penetration through the
floor slab. When a vapor barrier is used,special attention should be given to surface curing of the
slab to reduce the potential for uneven drying, curling and/or cracking of the slab. Depending on
proposed flooring material types, the structural engineer and/or the architect may choose to
eliminate the vapor barrier.
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

Preliminary Geotechnical Engineering Report—Potts Property—Bermuda Run September 11,2023
ECS Project No.09:30067 Page 9
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 adequate reinforcement
and load transfer devices to avoid overstressing of the slab.
4.2 SEISMIC DESIGN CONSIDERATIONS
The requires site classification for seismic design based on the upper 100 feet of a soil profile. Three
methods are utilized in classifying sites,namely the shear wave velocity(vs)method;the unconfined
compressive strength (s„)method;and the Standard Penetration Resistance(N-value) method.The
N-value method was used for this project.
The seismic site class definitions for the weighted average of shear wave velocity or SPT N-value in
the upper 100 feet of the soil profile are shown in the following table:
Table 4.2.1 Seismic Site Class vs.Shear Wave Velocity
Site Soil Profile Name Shear Wave Velocity,Vs, N value(bpf)
Class (ft./s)
A Hard Rock Vs>5,000 fps N/A
B Rock 2,500<Vs<—5,000 fps N/A
C Very dense soil and soft rock 1,200<Vs<_2,500 fps >50
D Stiff Soil Profile 600<_Vs<—1,200 fps 15 to 50
E Soft Soil Profile Vs<600 fps <15
The 2018 North Carolina Building requires that a Site Class be assigned for the seismic design of
new structures. The Site Class for the site was determined by calculating a weighted average SPT
N-value for the top 100 feet of the subsurface profile. Based on the conditions encountered in the
borings, a Seismic Site Class "D"is appropriate for this site.
Our experience indicates that evaluation of seismic site class in North Carolina using N-values can
be conservative. If it is determined that a 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.
4.3 PRELIMINARY SITE DESIGN CONSIDERATION
4.3.1 Pavement Section (Preliminary)
Traffic Loading:Traffic loadings information was not available at the time of this proposal. Based
on our experience with similar projects,we have assumed traffic loadings of 20,000 ESALs for light-
duty pavements and 70,000 ESALs for heavy-duty pavements and a service life of 20 years.The civil
engineer, developer, owner, and/or user should verify these assumptions and notify ECS if the
actual pavement design traffic loading conditions exceed or are significantly less than these
assumed values.
Subgrade Characteristics: Pavement subgrades soils should consist of firm, compacted low
plasticity soil. Based on our experience with similar soils, an estimated CBR value of 4 was used for

Preliminary Geotechnical Engineering Report—Potts Property—Bermuda Run September 11,2023
ECS Project No.09:30067 Page 10
this project. The pavement sections assume that the subgrades consist of adequate materials
evaluated by ECS and placed and compacted to at least 98 percent of the maximum dry density as
determined by the Standard Proctor test(ASTM D 698).
Minimum Material Thicknesses: Based on the anticipated traffic and assumed subgrade
characteristics,we recommend the services roads consist of a minimum of 8 inches of compacted
aggregate base course(ABC)gravel.The aggregate base course should be compacted to at least 98
percent of their modified Proctor maximum dry density (ASTM D 1557).
The pavement at locations for refuse dumpsters should be properly designed for the high axial loads
and twisting movements of the trucks.Consideration should be given to the use of Portland cement
concrete (PCC) pavement for the dumpster and approach areas. We recommend that the refuse
collector be consulted to determine the size and thickness of the concrete pads for dumpsters. At
locations where delivery truck, semi-trailers, and/or buses will be turning and maneuvering, the
flexible pavement section should be designed to resist the anticipated shear stress on the pavement
throughout the required pavement service life.
It should 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.
4.3.2 Groundwater
Groundwater observations were detailed in Section 3.2 of this report and on the boring logs. We
recommend the Civil Engineer review those readings and plan grades to provide at least 3 feet of
separation between the lowest finished floor levels and the highest water levels observed to date.
If site grades will be cut by more than 10 feet, we recommend a review of the groundwater
conditions relative to the planned development and below grade construction. Depending on
proposed grades, it may be prudent to install temporary piezometers in deep cut areas to confirm
stabilized water levels.
Depending on actual construction conditions,the installation of deep cutoff drains and foundation
waterproofing may be needed in areas with groundwater seepage. At a minimum, the site
contractor should be prepared to use sump pumps and rim ditches to control groundwater seepage
during construction.
Based on the SPT N-values and the visual assessment of soil samples collected during the drilling,
very soft and loose wet soil stratums were encountered in the vicinity of the borings B-5002 and B-
5008. It appears that undercutting of these soils during the construction of the stormwater device
would likely be required. Alternatively,temporary drainage ditches may be excavated to facilitate
drying of the soils prior to construction of the stormwater device. We recommend test pits in this
area of the site to determine depths of adequate support materials for the earthen dam
embankment core.

Preliminary Geotechnical Engineering Report—Potts Property—Bermuda Run September 11,2023
ECS Project No.09:30067 Page 11
5.0 SITE CONSTRUCTION RECOMMENDATIONS
5.1 SUBGRADE PREPARATION (PRELIMINARY)
5.1.1 Stripping and Grubbing
The subgrade preparation should consist of stripping vegetation, rootmat,topsoil and soft or poor-
quality materials from the proposed construction areas.The borings generally encountered 1 to 3
inches of topsoil and grass. In the wooded areas,the rootmat may extend as deep as about 1 to 2
feet and will require additional localized stripping and grubbing depth to completely remove the
organics. The topsoil encountered in the borings was not analyzed for its suitability for reuse in
landscaping areas. ECS should be retained to verify that topsoil and poor-quality surficial materials
have been completely removed prior to the placement of engineered fill or construction of
structures and pavements.
5.1.2 Proofrolling
After removing poor-quality surface materials, cutting to the proposed grade, and prior to the
placement of engineered fill or other construction materials, the exposed subgrade should be
examined by ECS. 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). The
pavement areas subject to proofrolling should be traversed by the equipment in two perpendicular
(orthogonal) directions with overlapping passes of the vehicle under the observation of ECS. This
procedure is intended to assist in identifying localized shallow depth yielding materials.
If soft, yielding or "pumping" subgrade is identified by the proofrolling, those areas should be
repaired prior to the placement of subsequent engineered fill or other construction materials.
Methods of repair such as undercutting or moisture conditioning or chemical stabilization, should
be discussed with ECS to determine the appropriate procedure with regard to the existing
conditions causing the soft conditions. Test pits and/or hand auger borings may be excavated to
explore the shallow subsurface materials to help in determining the most likely cause of the
observed poor-quality materials and to assist in the evaluation of the appropriate remedial action
to establish a firm and unyielding subgrade.
Based on the soil test borings,we anticipate undercutting of soft or loose near-surface natural soils
will be necessary in localized areas of the site. If site earthwork is performed during the typically
cooler,wetter months of the year, additional undercutting in other areas of the site is anticipated
due to potentially excessively wet unstable soils. Undercut excavations should be backfilled with
properly placed and engineered 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.
5.1.3 Site Temporary Dewatering
The contractor should make their own assessment of temporary dewatering needs based upon the
limited subsurface groundwater information presented in this report. Soil sampling is not
continuous, and thus soil and groundwater conditions may vary between sampling intervals
(typically 5 feet). If the contractor believes additional subsurface information is needed to assess

Preliminary Geotechnical Engineering Report—Potts Property—Bermuda Run September 11,2023
ECS Project No.09:30067 Page 12
dewatering needs, they should obtain such information at their own expense. ECS makes no
warranties or guarantees regarding the adequacy of the provided information to determine
dewatering requirements;such recommendations are beyond our scope of services.
Dewatering systems are a critical component of many construction projects. Dewatering systems
must be selected, designed, and maintained by a qualified and experienced (specialty or other)
contractor familiar with the geotechnical and other aspects of the project. The failure to properly
design and maintain a dewatering system for a given project can result in delayed construction,
unnecessary foundation subgrade undercuts, detrimental phenomena such as 'running sand'
conditions, internal erosion (i.e., 'piping'), the migration of 'fines' down-gradient towards the
dewatering system, localized settlement of nearby infrastructure,foundations,slabs-on-grade and
pavements,etc.Water discharged from site dewatering system should be discharged in accordance
with the local,state and federal requirements.
Strategies for Addressing Perched Groundwater: The typical primary strategy for addressing
perched groundwater seeping into excavations is pumping from trench (or French) and sump pits
with sump pumps. A typical sump pump drain (found in a sump pit or along a French drain) is
depicted below. The inlet of the sump pump is placed at the bottom of the corrugated pipe and
the discharge end of the sump is directed to an appropriate stormwater drain.
SOLD PE/HOSE TO DISCHARGE<SDINt
12°-1B`
12°a4°DIAMETER-
REV-CRATED PIPE``� -__
'-. - SIDE ELOPE OPTIONAL(AS
NEEDED FOR CONSI RUCTION)
1
RECOMMENDED 12" -t r-AASHTO#57 STONE
A66RE SATE BROW BASE
IRECOMMENCED 12"MIN.AESREASATE.
EEIVOEBJ PERFORATED PIPE AND SOUS
Sump Pit/Pump Diagram
Details of a typical French drainage installation are included in Appendix D. A typical French drain
consists of an 18 to 24-inch wide by 18 to 24-inch deep bed of AASHTO#57 (or similar open graded
aggregate) aggregate wrapped in a medium duty, non-woven geotextile and (sometimes)
containing a 6-inch diameter,Schedule 40 PVC perforated or slotted pipe.After the installation has
been completed,the geotextile should be wrapped over the top of the aggregate and pipe followed
by placement of backfill. The top of the drain should be positioned at least 18 inches below the
design subgrade elevations. Drains should not be routed within the expanded building limits.

Preliminary Geotechnical Engineering Report—Potts Property—Bermuda Run September 11,2023
ECS Project No.09:30067 Page 13
Pumping wells or a vacuum system could also be used to address perched groundwater. These
techniques often are only effective during the initial depletion of the perched water quantity and
may quickly be ineffective at addressing accumulation of water from rain,snow, etc.
5.2 EARTHWORK OPERATIONS (PRELIMINARY)
Potentially Expansive Soil:Based on limited laboratory testing and our experience,the on-site soils
appear to have a low to medium potential for expansion (i.e., shrink-swell). We estimate that the
potential heave of footings, floor slabs, and pavements due to potential wetting and settlement
due to drying of potentially expansive soils will be less than 1 inch. As such, no specific mitigation
measures for footings, floor slabs, or pavements due to potentially expansive soils are
recommended.
High plasticity, expansive, moisture sensitive soils (MH and CH) should not be used for direct
support of slabs,foundations,and pavements. Please,note MH/CH soils should be evaluated during
construction to determine their plasticity. If encountered, MH and CH soils (High Plastic Index,
PI>30) within proposed structural areas should be undercut and replaced with low plasticity
structural fill to a minimum depth of 2 feet below subgrade elevations in slab,foundation areas and
pavements. Upon completion of the undercut,the resulting subgrade soils should be evaluated for
stability prior to the placement of structural fill. Alternatively, chemical (lime) stabilization may be
considered to improve/modify high plasticity, moisture sensitive soils in lieu of undercut and
replacement and/or for re-,use as structural fill.
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 tested prior to
being hauled to the site to determine 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.
On-Site Borrow: The on-site soils meeting the classifications for recommended adequate
engineered fill, plus meeting the restrictions on separation distances, organic content, and debris,
may be used as engineered fill. We anticipate that most of the soils encountered within the
anticipated excavation depths will be adequate for use as engineered fill. We recommend that
elastic SILT(MH)soils are placed in fill portions of the site greater than 3 feet from finished subgrade
to mitigate potential for shrink/swell due to changes of the soils moisture and/or utilized for
construction of the earthen pond embankments.
Fill Compaction: Engineered fill should be placed in maximum 8-inch loose lifts. In confined areas
such as utility trenches, portable compaction equipment and thin lifts of 4 inches to 6 inches may
be required to achieve specified degrees of compaction.
Engineered fill should be moisture conditioned as necessary to within -3 and +3 % of the soil's
optimum moisture content. Moisture conditioning options include spraying and mixing in water to
excessively dry soils, scarifying and drying of excessively wet soils, and adding lime to excessively
wet soils.
Engineered fill should be compacted with suitable equipment to a dry density of at least 95%of the
Standard Proctor maximum dry density (ASTM D698) more than 12 inches below the finish
subgrade elevation and to a least 98% in the upper 12 inches.

Preliminary Geotechnical Engineering Report—Potts Property—Bermuda Run September 11,2023
ECS Project No.09:30067 Page 14
ECS should be retained to observe and test the placement and compaction of engineered fill.
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 adequate, 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.
Excavatibility: Based on the assumed excavation depths for mass grading, footings and utilities,
we anticipate that the majority of the materials to be excavated will be natural soils,which can be
removed with conventional earth excavation equipment such as track-mounted backhoes, loaders,
or bulldozers. However, the weathering process in the Piedmont can be erratic and significant
variations of the depths of the denser materials can occur in relatively short distances. In some
cases, isolated boulders or thin rock seams may be present in the soil matrix. These isolated
boulders or rock seams may require ripping, hammering, or blasting to remove.
Subgrade Protection: Measures should also be taken to limit site disturbance, especially from
rubber-tired heavy construction equipment, and to control and remove surface water from
development areas, including structural and pavement areas. It would be advisable to designate
and cover haul roads and construction staging areas to limit the areas of disturbance and to prevent
construction traffic from excessively degrading subgrade soils. Haul roads and construction staging
areas should be covered with ABC to protect those subgrades.
6.0 ADDITIONAL STUDY
As discussed previously, groundwater was found at the site. Once finished floor elevations (FFE)
have been established, we recommend ECS review the data for potential impact to the proposed
construction. Depending on proposed grades/FFE it may also be appropriate to install several
temporary piezometers in deep cut areas to better assess stabilized groundwater levels and the
possible need for cutoff/underslab underdrains or foundation waterproofing.
Section 4.1 presents our initial and preliminary foundation recommendations and settlement
estimates based on the assumed structural loading information. Once the design team has the final
building layout, FFE elevations, loads, and have reviewed our recommendations, it may be
appropriate for us to refine our settlement estimates for the preliminary foundation layout and
discuss additional geotechnical exploration and foundation options further with the team.
Based on our observations of the existing site pond, ECS can perform additional borings to evaluate
the subsurface material in the dam section of the existing pond embankment upon request.
7.0 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

Preliminary Geotechnical Engineering Report—Potts Property—Bermuda Run September 11,2023
ECS Project No.09:30067 Page 15
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. 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 and Cross Section(s)
Site Location Diagram
Boring Location Diagram
Cross Section Location Diagram
Generalized Subsurfece Cross Section(s)

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Appendix B — Field Operations
Reference Notes for Boring Logs
Subsurface Exploration Procedures: Standard Penetration Test(SPT)
Boring Logs

E.
REFERENCE NOTES FOR BORING LOGS
imoinsiii
MATERIAL1'2 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%
•4::,':• PA Power Auger(no sample) RQD Rock Quality Designation%
o .o P. GRAVEL HSA Hollow Stem Auger
TOPSOIL PARTICLE SIZE IDENTIFICATION
DESIGNATION PARTICLE SIZES
VOID
Boulders 12 inches(300 mm)or larger
I BRICK Cobbles 3 inches to 12 inches(75 mm to 300 mm)
Gravel: Coarse %inch to 3 inches(19 mm to 75 mm)
.o,v .o
p..0 0° AGGREGATE BASE COURSE Fine 4.75 mm to 19 mm(No.4 sieve to'A inch)
no..
Sand: Coarse 2.00 mm to 4.75 mm(No. 10 to No.4 sieve)
10 GW WELL-GRADED GRAVEL
• � Medium 0.425 mm to 2.00 mm(No.40 to No. 10 sieve)
a►. gravel-sand mixtures,little or no fines Fine 0.074 mm to 0.425 mm(No.200 to No.40 sieve)
O o'Q GP POORLY-GRADED GRAVEL
a 0 Silt&Clay("Fines") <0.074 mm(smaller than a No.200 sieve)
,9:.a ,, gravel-sand mixtures,little or no fines
tc a� `� gravel-sand-silt mixtures. GM SILTY GRAVEL
<? COHESIVE SILTS&CLAYS COARSE FINE
GC CLAYEY GRAVEL UNCONFINED RELATIVE GRAINED GRAINED
iizq gravel-sand-clay mixtures COMPRESSIVE SPT5 CONSISTENCY AMOUNT (%)6 (%)8
■ c SW WELL-GRADED SAND STRENGTH,QP4 (BPF) (COHESIVE) Trace <5 <5
ro ■ . 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
SM SILTY SAND 1.00-<2.00 9-15 Stiff (ex:"Silty")
sand-silt mixtures 2.00-<4.00 16-30 Very Stiff
r SC CLAYEY SAND 4.00-8.00 31 -50 Hard
1f: sand-clay mixtures >8.00 >50 Very Hard 6
ML SILT WATER LEVELS
non-plastic to medium plasticity
GRAVELS,SANDS&NON-COHESIVE SILTS 0 WL(First Encountered)
MH ELASTIC SILT
high plasticity SPT5 DENSITY = WL(Completion)
<5 Very Loose
f/// CL lowLEAN to mCediumLAY plasticity 5-10 Loose •C WL(Seasonal High Water)
AY 11-30 Medium Dense
yi CH highFAT plastiCLcity 31 -50 Dense 0 WL(Stabilized)
f OL ORGANIC SILT or CLAY >50 Very Dense
S ff fsf non-plastic to low plasticity
OH ORGANIC SILT or CLAY "— FILL AND ROCK
�$ high plasticity
_r.. -AA PT PEAT -r -
- it% .1 highly organic soils 1 - - - -
FILL POSSIBLE FILL PROBABLE FILL ROCK
1Classifications 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.
7Minor deviation from ASTM D 2488-17 Note 14.
6Percentages 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 TESTING (SPT)
ASTM D 1586
Split-Barrel Sampling
Standard Penetration Testing, or 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 N-Value, or blow counts, when corrected and
correlated, can approximate engineering properties of soils used for
geotechnical design and engineering purposes.
'Pro Gdui D,
• Involves driving a hollow tube (split-spoon) into
the ground by dropping a 140-lb hammer a height
of 30-inches at desired depth
• Recording the number of hammer blows required {�
to drive split-spoon a distance of 18-24 inches (in 37;`. ` ,;' i '
or 4 Increments of 6 inches each)
1 44 :{ [
4.
`'
• Auger is advanced* and an additional SPT is per- \ -. • .11.11
formed
• One SPT typically performed for every two to five
feet. An approximate 1.5 inch diameter soil sam- T ,I ihoi
ple is recovered.
`Drilling Methods May Vary— The predominant drilling �'� tr _ _,
methods used for SPT are open hole fluid rotary drilling and 1 '
hollow-stem auger drilling.

CLIENT: PROJECT NO.: BORING NO.: SHEET:
Evans Engineering,Inc. 09:30067 B-5000 1 of 1
PROJECT NAME: DRILLER/CONTRACTOR:
atE
Potts Property-Bermuda Run Soil Drilling Services
SITE LOCATION:
LOSS OF CIRCULATION }1007}
US Hwy 158,Bermuda Run,North Carolina,27006
NORTHING: EASTING: STATION: SURFACE ELEVATION: BO1TOM OF CASING
821848.3 1573034.8 772
m Z LIQUID LIMIT
EX PIASTICLIMIT
v 7 - 8 N ®STANDARD PENETRATION BLOWS/FT
H Z
a. > DESCRIPTION OF MATERIAL oc F 3 20 40 60 BG 100 0 CALIBRATED PENETROMETERTSF
Wa 2 O L1J Q ROCK QUALITY DESIGNATIONS 1 2 3 4 5
O Q ~Q CO ROCK
V.) CC W •WATER CONTENT%
N N ROD [FINES CONTENT]%
—REC 10 20 30 40 50
\Topsoil Thickness[1.0011] / -
(MH)Residuum, ELASTIC SILT,trace _ 2-5-7
_ St SS 18 18 sand,brown,moist,stiff I — (12) 2
(ML)SILT WITH SAND,brown to dull -
- 3-5-7
_ S-2 SS 18 16 brown,moist,stiff - (12) 2
•
5 767—
(ML)SANDY SILT,contains slight mica, - 5 7-7
.1 S-3 SS 18 18 brown to dull yellow-brown,moist, — (14) 4
stiff -
2-4-6
_ S-4 SS 18 18 _ (10) D
10 762
(SM)SILTY SAND,contains slight mica, -
yellow-brown,moist,loose • _
2-3-4
Ti S-5 SS 18 18 - (7) 7
15 END OF BORING AT 15 FT 757 -
20— 752—
25— 747—
30— 742—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
SZ WL(First Encountered) Dry BORING STARTED: Aug 17 2023 CAVE IN DEPTH: 8.50
WL(Completion) Dry BORING
SL Aug 172023 HAMMER TYPE: Auto
WL(Seasonal High Water)
COMPLETED:
EQUIPMENT: LOGGED BY: DRILLING METHOD:HSA
52 WL(Stabilized) Track FHi
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET: iins
Evans Engineering,Inc. 09:30067 B-5001 1 of 1 •
LErilis
PROJECT NAME: DRILLER/CONTRACTOR:
Potts Property-Bermuda Run Soil Drilling Services smommis
SITE LOCATION: LOSS OF CIRCULATION E+
US Hwy 158,Bermuda Run,North Carolina,27006
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTTOM oFCASING
821698.9 1573414.8 749
cc w Z
m W V z WW L/1 A LIQUID OMIT
O X PLASTIC LIMIT
—
Z I\/1 ®STANDARD PENETRATION BLOWS/FT
= z p, o W DESCRIPTION OF MATERIAL
F- W 0. W > LL, Q 20 40 60 80 100 Q CALIBRATED PENETROMETER TSF
w Q Q w m ROCK QUALITY DESIGNATION St 1 2 3 4 5
RECOVERY
QN Q K L j •WATER CONTENT%
VI N ROD [FINES CONTENT)%
—REC 10 20 30 40 50
- \Topsoil Thickness[1.001 /i ' _ .
(MH)Residuum,ELASTIC SILT,trace 3-5-5 :
_ S-1 SS 18 7 sand,white to brown to dark yellow- — (1o) o
— ,brown,moist,stiff ; —
(ML)SANDY SILT,contains slight mica, 2-4-6 •
S-2 SS 18 18 •
•
tan to dark brown to dull light orange (101 D '
5 •
_ to dark yellow-brown,moist to wet, 744—
stiff to firm SZ 3-3-4
_ S-3 SS 18 18 — P)
(ML)SILT WITH SAND,contains slight -
- 2-3-2
S-4 SS 18 10 mica,variegated,wet,firm - (5) 5
10 739 END OF BORING AT 10 FT -
15— 734—
20— 729—
25— 724-
30— 719—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
2 WL(First Encountered) 6.00 BORING STARTED: Aug 162023 CAVE IN DEPTH: 5.20 .
t WL(Completion) Dry BORING
Aug 16 2023 HAMMER TYPE: Auto
7WL(Seasonal High Water)
COMPLETED:
EQUIPMENT: LOGGED BY: DRILLING METHOD:HSA
YL WL(Stabilized) Track FH1
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET: aiii
Evans Engineering,Inc. 09:30067 B-5002 1 of 1Mini
PROJECT NAME: DRILLER/CONTRACTOR:
Potts Property-Bermuda Run Soil Drilling Services
SITE LOCATION: LOSS OF CIRCULATION )lour)
US Hwy 158,Bermuda Run,North Carolina,27006
NORTHING: EASTING: STATION: SURFACE ELEVATION: 8011CM OF CASING Mit
821624.7 1573335.0 742
cc Lii
W J Q tIQUID UNIT
m } Z z W lD X PLASTIC LIMIT
—
X Z F-- ai J Q N ®STANDARD PENETRATION BLOWS/FT
H Z a o > DESCRIPTION OF MATERIAL 3
W Q Q 20 40 60 80 100 0 CALIBRATED PENETROMETER 75F
W 0 I--. > m ROCK QUALITY DESIGNATION& 1 2 3 4 5
U Q W RECOVERY
Q N < Ce 3 W RQD •WATER CONTENT%
N N [FINES CONTENT[%
—REC 10 20 30 40 50
\Topsoil Thickness[2.00"] /� -
(MH)Residuum,ELASTIC SILT,trace _ WOH-2-2
_ S-1 SS 18 18 sand,light brown to light gray,moist, — (4)
_ .,soft - '
(MH)ELASTIC SILT WITH SAND,light )j _ 1-1-2
S-2 SS 18 18 gray to dark red-brown,moist to wet, 1 - 13)
5 - soft 737 •
(SM)SILTY SAND,contains slight mica, :s _ 2-1-2
= S-3 SS 18 18 tan to orange-brown to dark brown, — (3) g
_ ,wet,very loose
(NO RECOVERY) _ WOH-1-1
_ S 4 SS 18 0 (2) t�
10 END OF BORING AT 10 FT — 732 •
.
15 727
• i
20— 722-
25— 717— .
30— 712—
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: Aug 20 2023 CAVE IN DEPTH: 5.60
1 WL(Completion) 8.10 BORING
Aug 20 2023 HAMMER TYPE: Auto
SC WL(Seasonal High Water)
COMPLETED:
EQUIPMENT: LOGGED BY: DRILLING METHOD:HSA
S2 WL(Stabilized) Track FH1
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET: rini
Evans Engineering,Inc. 09:30067 B-5003 1 of 1
PROJECT NAME: DRILLER/CONTRACTOR:
Potts Property-Bermuda Run Soil Drilling Services
SITE LOCATION: LOSS OF CIRCULATION )lion)
US Hwy 158,Bermuda Run,North Carolina,27006
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTtOM OF CASING
821666.3 1572926.8 767 _
w z v� A LIQUID LIMIT
ff, w
m [L Z ,y, LO x PIASTICUMIT
V7 ®STANDARD PENETRATION BLOWS/FT
= Z o w DESCRIPTION OF MATERIAL ¢ 3 20 40 so 80 100 0 CALIBRATED PENETROMETER TSF
w R 2 d 8 u, CO ROCK QUAUTY DESIGNATION& 1 2 3 4 5
RECOVERY
N � K w •WATER CONTENT%
ROD (FINES CONTENT)%
—REC 10 20 30 40 50
(MH)Residuum,ELASTIC SILT WITH -
SAND,contains slight mica,brown to _ 3-5-7 •
= S 1 SS 18 18 •
dull brown,moist,stiff — (12) 2
—
(ML)SANDY SILT,contains slight mica, - 2-4-6
_ S-2 SS 18 18 brown to dull brown,moist,stiff - (10) D
5 762—
_ 3-5-5
.1S-3 SS 18 17 — (10) D
(SM)SILTY SAND,contains mica,
1-2-3
= S-4 SS 18 18 brown to dark brown to dull dark : 1; (5)
10 yellow-brown,moist,loose to 757_
— medium dense 1 —
•
_ — 3-6-6
S-5 SS 18 18 { - (12)
12
15 END OF BORING AT 15 FT 752
20— 747—
25— 742-
30— 737—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
2 WL(First Encountered) Dry BORING STARTED: Aug 202023 CAVE IN DEPTH: 8.40
V. WL(Completion) Dry BORING
Aug 20 2023 HAMMER TYPE: Auto
7WL(Seasonal High Water)
COMPLETED:
EQUIPMENT: LOGGED BY: DRILLING METHOD:HSA
3Z WL(Stabilized) Track FH1
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET: mommomi
Evans Engineering,Inc. 09:30067 B-5004 1 of 1MI
PROJECT NAME: DRILLER/CONTRACTOR:
Potts Property-Bermuda Run Soil Drilling Services
SITE LOCATION:
LOSS OF CIRCULATION y100i>
US Hwy 158,Bermuda Run,North Carolina,27006
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTTOM OF CASING
821056.1 1572779.2 729
Weg w — A LIQUID OMIT
O. - W v X PLASTIC LIMIT
K J I1 ®STANDARD PENETRATION BLOWS/FT
IT, LL a w j DESCRIPTION OF MATERIAL w I- 3 20 40 60 Bo 100 O CALIBRATED PENETROMETER TSF
W a it F- O ROC(QUALITY DESIGNATION& 1 2 3 4 5
p Q W I- J m RECOVERY
Qy Q 0= W •WATER CONTENT%
Ln ul I .RQD [FINES CONTENT)%
--REC 10 20 30 40 50
- \Topsoil Thickness[3.00 7[F
11) - . •
(CL)Residuum,LEAN CLAY,trace sand, 3-4-6 •
_ S-1 SS 18 18 •
gray to dull brown to dull orange- _ (10)
— , brown,stiff
_ (SC)CLAYEY SAND,tan to gray,moist, - 5-7-9
_ S-2 SS 18 18 medium dense - 0.6) 5
5 ...{T 724_
(SM)SILTY SAND,trace clay,contains i. :sz -
- 3-3-4
- S-3 SS 18 18 significant mica,dull brown to gray, _ (7)
wet,loose - ••
(SM)SILTY SAND,contains slight mica, ti . C -
- S-4 SS 18 12 dull dark brown to dull gray-brown, — 1-3-4
- - (7) 7 •
10 \wet,loose /. 719_
•
END OF BORING AT 10 FT —
•
15— 714-
20— 709—
25— 704—
•
30— 699— •
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
Si WL(First Encountered) 6.00 BORING STARTED: Aug 202023 CAVE IN DEPTH: 5.20
t WL(Completion) 8.20 BORING
Aug202023 HAMMER TYPE: Auto
7 WL(Seasonal High Water)
COMPLETED:
EQUIPMENT: LOGGED BY: DRILLING METHOD:HSA
S'Z WL(Stabilized) Track FH1
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET: issmiummot
Evans Engineering,Inc. 09:30067 B-5005 1 of 1Ell
PROJECT NAME: DRILLER/CONTRACTOR:
Potts Property-Bermuda Run Soil Drilling Services 1= 1
SITE LOCATION: LOSS OF CIRCULATION }1007)
US Hwy 158,Bermuda Run,North Carolina,27006
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOUOM OF CASING
821084.6 1573278.1 751
w w Z n l' A SQUID UMrr
Em }�} Z u1 V zo X PLASTIC MIT
- N -I O N
-
K ®STANDARD PENETRATION BLOWS/FT
= z 0 w DESCRIPTION OF MATERIAI- ccla: W o- W W Q O 20 40 60 BO 100 O CALIBRATED PENETROMETER TSF
w 0. c a 8 Q m ROCK QUALITY DESIGNATION& 1 2 3 4 5
RECOVERY
N < K W •WATER CONTENT%
N N ROD IRKS CONTENT)%
—REC 10 20 30 40 50
- \Topsoil Thickness[1.00") I r -
(MH)Residuum, ELASTIC SILT WITH j _ 3-6-8
•
_ S-1 SS 18 18 SAND,brown to dull yellow-brown, — (1A) 4 •
moist,stiff I -
- 3 6-7
- S-2 SS 18 18 I. - (13)
5 746—
(MH)SANDY ELASTIC SILT,brown, I '1 —
_ 3-5-5
•
= S-3 SS 18 16 moist,stiff — (10) D
1
(ML)SANDY SILT,white to brown to
2-3-5
- S-4 SS 18 15 dark yellow-brown to black, moist, - (8) 8
10 \firm / 741_
- END OF BORING AT 10 FT _
•
15— 736-
20— 731-
25— 726 •
—
30— 721—
• THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
SZ WL(First Encountered) Dry BORING STARTED: Aug 212023 CAVE IN DEPTH: 4.40
Y WL(Completion) Dry BORING
Aug 212023 HAMMER TYPE: Auto
St WL(Seasonal High Water) COMPLETED:
EQUIPMENT: LOGGED BY: DRILLING METHOD:HSA
SE WL(Stabilized) Track FHi
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET: IMIlill
Evans Engineering,Inc. 09:30067 B-5006 1 of 1
PROJECT NAME: DRILLER/CONTRACTOR:
Elliell
Potts Property-Bermuda Run Soil Drilling Services h -SITE LOCATION: LOSS OF CIRCULATION In
US Hwy 158,Bermuda Run,North Carolina,27006
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTTOM OF CASING
821096.4 1573541.2 765
W W Z r A UQUID UMIT
E2 }a} Z > v Tn X PLASTIC LIMIT
F- it w O 4.)
®STANDARD PENETRATION BLOWS/FT
x Z - W DESCRIPTION OF MATERIAL
I- W a. W > cC W {.. 20 40 60 AO 100 0 CALIBRATED PENETROMETER TSF
w a d O Q j m ROCK QUALITY DESIGNATION& 1 2 3 4 5
[al RECOVERY
<C v) < CC T j •WATER CONTENT%
In . 4 ROD (FINES CONTENT)%
—REC 10 20 30 40 50
- \Topsoil Thickness[2.001 ii -
{MH)Residuum,ELASTIC SILT,trace _ 3-6-8 •
_ S-1 SS 18 18 sand,brown to dull red-brown,moist, I _ (14) a •
— `stiff d —
(MH)SANDY ELASTIC SILT,contains - 3-6-8
S-2 SS 18 18 slight mica,brown,moist,stiff - p.m 4 • .
5 760-
•
(SM)SILTY SAND,contains slight mica, —
_ 6-7-7
S-3 SS 18 17 tan to brown to dark yellow-brown to — (14) 4
black,moist,medium dense to loose -
_ 2-3-4 .
S-4 SS 18 18 - (7) 7
10 END OF BORING AT 10 FT 755_
15- 750- -
20- 745-
25- 740-
30- 735-
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOILTYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
SZ WL(First Encountered) Dry BORING STARTED: Aug 212023 CAVE IN DEPTH: 4.30
1 WL(Completion) Dry BORING
Aug212023 HAMMER TYPE: Auto
SC WL(Seasonal High Water)
COMPLETED:
EQUIPMENT: LOGGED BY: DRILLING METHOD:USA
S2 WL(Stabilized) Track FH1
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET: immis
Evans Engineering,Inc. 09:30067 B-5007 1 of 1Ell
PROJECT NAME: DRILLER/CONTRACTOR:
Potts Property-Bermuda Run Soil Drilling Services
SITE LOCATION: Loss OF CIRCULATION IIIA
US Hwy 158,Bermuda Run,North Carolina,27006
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTTOM OF CASING la
821111.8 1573757.7 774
W W z p A UQUID OMIT
{� m as} Z ly, Lo X PLASTIC LIMIT
V F- N K -I 0 N ®STANDARD PENETRATION BLOWS/FT
S• Z J 0 w DESCRIPTION OF MATERIALCG F. 20 40 60 80 IOD C)CALIBRATED PENETROMETER TSF
W J� U Q m ROCK QUALITY DESIGNATION& 1 2 3 4 5
? RECOVERY
N > MI 0 WATER CONTENT%
V) N . .RQO VINES CONTENT]%
—REC 10 20 30 40 50
- \Topsoil Thickness[2.0011] /I T -
(MN) Residuum,ELASTIC SILT,trace I - 5-8-10
— S-1 SS 18 18 sand,brown to dull dark red-brown, i - (18)
- , moist,very stiff „;; —
(MH)ELASTIC SILT WITH SAND, 1 1 _ 3-740
- S-2 SS 18 18 brown,moist,very stiff to stiff (17) i
5 769—
- 456
— S-3 SS 18 17 - (u)
— (SM)SILTY SAND,trace clay,contains -
__ 2-2-3
- S-4 SS 18 16 slight mica,variegated,moist,loose - (5) s
10 END OF BORING AT 10 FT I 764_
•
15— 759-
20— 754-
25— 749— -
30— 744—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
SZ WL(First Encountered) Dry BORING STARTED: Aug 212023 CAVE IN DEPTH: 4.20
t WL(Completion) " Dry BORING
Aug 212023 HAMMER TYPE: Auto
7WL(Seasonal High Water)
COMPLETED:
EQUIPMENT: LOGGED BY: DRILLING METHOD:USA
YZ WL(Stabilized) Track FHi
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET: isami.
Evans Engineering,Inc. 09:30067 B-5008 1 of 1EU".
PROJECT NAME: DRILLER/CONTRACTOR:
Potts Property-Bermuda Run Soil Drilling Services
SITE LOCATION: LOSS OF CIRCULATION IIID
US Hwy 158,Bermuda Run,North Carolina,27006
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTtOM OF CASING
820739.2 1573120.1 727
cc
W. ,, E A LIQUID LIMIT
{r-� m D p„ "� Z W' �O X PLASTICLIMR
CC
F- —, 0 ®STANDARD PENETRATION GLOWS/FT -
= Z J o W DESCRIPTION OF MATERIAL Dc F 3 30 40 60 80 100 0 CALIBRATED PENETROMETER TSF
W2 d U Q j m ROCK QUALITY DESIGNATION& I 2 3 4 5
Cl/ 2Cu RECOVERY
Q - Q W W RQU S WATER CONTENT%
V) N [FINES CONTENT]%
—REC 10 20 30 40 50
- \Topsoil Thickness[2.0011] / -
(SM) Residuum,SILTY SAND,tan to _ 3-2-3
S-1 SS 18 18 — (5)
— brown to dark gray-brown,moist, .
— loose Il '1� —
(CL)GRAVELLY LEAN CLAY WITH SAND, I _ 144
— S-2 SS 18 10 tan to gray to dark gray brown, moist, 1 722—
- (2)
5 _ very soft ' -
(MH) ELASTIC SILT,trace sand,gray to WOH-WOH-1�
_ S-3 SS 18 18 light gray,moist to wet,very soft — (1)
_ (ML)SANDY SILT,contains mica, _ •
variegated,wet to saturated,very soft _ 1-2-3
= S-4 SS 18 18 (SM)SILTY SAND,contains mica, - (5)
10 variegated,wet,loose 717
— END OF BORING AT 10 FT •
—
•
15— 712 •
20— 707-
25— 702—
30— 697
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
2 WL(First Encountered) 3.50 BORING STARTED: Aug 212023 CAVE IN DEPTH: 6.10
Y WL(Completion) 7.60 BORING
Aug212023 HAMMER TYPE: Auto
St WL(Seasonal High Water) COMPLETED:
EQUIPMENT: LOGGED BY: DRILLING METHOD:HSA
S2 WL(Stabilized) Track FH1
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET: isimit
Evans Engineering,Inc. 09:30067 B-5009 1 of 1LECS
PROJECT NAME: DRILLER/CONTRACTOR:
Potts Property-Bermuda Run Soil Drilling Services
SITE LOCATION: LOSS OF CIRCULATION )I007)
US Hwy 158,Bermuda Run,North Carolina,27006
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTTOM OF CASING 10
820554.4 1573637.5 739
cc
W Zr.
l' /1 LIQUID LIMIT
m p}}- Z W X PLASTICUMIT
—
F-- .g ®STANDARD PENETRATION BLOWS/FT
= W o W DESCRIPTION OF MATERIAL
F, W d L„ > W ¢ a 20 40 60 BO 100 0 CALIBRATED PENETROMETER TSF
w Q I- > m ROCK QUALITY DESIGNATION& 1 2 3 4 5
U Q W RECOVERY
En < c I j WATER CONTENT TB
Cl) VI ROD [FINESCONTENTI%
—NEC 10 20 30 40 50
- \Topsoil Thickness[2.00") / -
(MH)Residuum,ELASTIC SILT,gray to 1 _ 3-5-7 �2
•
_ S 1 SS 18 18 dull yellow-brown to dull dark brown, ; — (12) I\92 • 23.9, n.%I
— , moist,stiff i' —
(CL)LEAN CLAY,trace sand,gray to _ 3-6-8
= S-2 SS 18 18 dull gray-brown to dark red-brown, - (14)
5 734—
moist,stiff ,
(CL)GRAVELLY LEAN CLAY WITH SAND, 4-4-6
_ S-3 SS 18 1 trace sand,gray-brown,moist,stiff, ' — (10)
_ Driller's Note:Quartz layer from—5.9 _
1 to 6.5 feet _ 12-14-17
= S-4 SS 18 0 (NO RECOVERY) - (31) 31
10 END OF BORING AT 10 FT 729
•
•
•
15— 724 •
—
20— 719-
25— 714—
30— 709—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
SZ WL(First Encountered) Dry BORING STARTED: Aug 20 2023 CAVE IN DEPTH: 5.30
V WL(Completion) Dry BORING
Aug 20 2023 HAMMER TYPE: Auto
SL WL(Seasonal High Water) COMPLETED:
EQUIPMENT: LOGGED BY: DRILLING METHOD:HSA
5Z WL(Stabilized) Track FH1
GEOTECHNICAL BOREHOLE LOG

Appendix C — Laboratory Testing
Laboratory Testing Summary
Liquid and Plastic Limits Test Report

2
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1

LIQUID AND PLASTIC LIMITS TEST REPORT
60 i
Dashed line indicates the approximate //
I upper limit boundary for natural soils I
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LIQUID LIMIT
TEST RESULTS (ASTM D4318-10(MULTIPOINT TEST))
Sample Sample Sample LL PL PI %<#40 %<#200 AASHTO USCS Material Description
Location Number Depth(ft)
II B-5000 S-1 1.00-2.50 73 56 17 85.6 ELASTIC SILT(MH)
• B-5004 S-1 1.00-2.50 41 23 18 65.5 LEAN CLAY(CL)
A B-5007 S-1 1.00-2.50 92 67 25 88.5 ELASTIC SILT(MH)
•
• B-5009 S-1 1.00-2.50 51 32 19 72.0 ELASTIC SILT(MH)
Project: Potts Property-Bermuda Run Project No.: 09:30067
Client: Evans Engineering,Inc. Date Reported:8/29/2023
MONIMIIIIIMIN Office/Lab Address Office Number/Fax
E.I.11011
4811 Koger Boulevard [phone]
ECS Southeast LLP-Greensboro Greensboro,NC 27407 [phone]
Tested by Checked by Approved by Date Received
DMabe MAbdelgadir MAbdelgadir

Appendix D — Supplemental Documents
Typical French Drain Detail
Seasonal High Water Table(SHWT) Evaluation
Site Photographs

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willcox&mabe
SOIL SOLUTIONS
August 16, 2023
ECS Southeast, LLP
4811 Koger Boulevard
Greensboro, North Carolina 27407
Attention: Mr. Muhannad Abdelgadir
Transmitted by e-mail: [e-mail]
Reference: Stormwater Control Measure (SCM) Soil Testing
Seasonal High Water Table (SHWT) Evaluation
Proposed SCM
Bermuda Run Site—Davie County, N.C.
Willcox & Mabe Soil Solutions, PLLC Project No. 22-06; Phase: 22
Dear Mr. Abdelgadir:
Willcox & Mabe Soil Solutions, PLLC (WMSS) has conducted Stormwater Control
Measures (SCM) Soil Testing in accordance with ECS Southeast, LLP (ECS) Subconsultant
Agreement dated September 14, 2022, and WMSS Subconsultant Work Authorization
No. 15-23 dated August 15, 2023. The SCM Soil Testing was performed to provide
information for technical assistance with the design of a proposed SCM. A soil scientist
investigation was conducted to evaluate the soil properties at two (2) locations
associated with the possible SCM, to determine suitability for stormwater management
systems. The soil scientist investigation was conducted to evaluate: seasonal high
water table (SHWT) elevation below existing ground surface (bgs). A
"Site Plan" was provided to WMSS by ECS that identified relative site features and
potential location for the proposed SCM.
PROJECT BACKGROUND
The areas evaluated were located within the area associated with the planned SCM.
The SCM is planned in conjunction with proposed site improvements associated with
the Bermuda Run site in Davie County, North Carolina (N.C.). The proposed locations
evaluated, B-5001 and B-5002, are located in existing wooded areas within the
proposed development site. The site is located southeast United States (U.S.) Highway
158, southwest of the intersection of U.S. Highway 158 and N.C. Highway 801 in Davie
County, North Carolina. (Figure 1).
Use of on-site stormwater management systems, is being considered to comply with
stormwater management requirements. The use of stormwater SCMs is subject to the
suitability of site soils and regulatory approval. Regulatory guidance on requirements
for
Willcox&Mabe Soil Solutions,PLLC/7231B Summerfield Road/Summerfield,NC 27358/Rob 336.339.9128 or Martin
336.312.1396/www.willcoxmabesoil.com

SHWT Evaluation WMSS Project No.22-06;Phase:22
Bermuda Run Site August 16,2023
permitting of stormwater SCMs is provided in the North Carolina Department of
Environmental Quality (NCDEQ), Division of Energy, Mineral and Land Resources
(DEMLR) — Stormwater Design Manual (NCDEQ-DEMLR-SDM), (Revised, 2017). The
NCDEQ-DEMLR-SDM requires that the SHWT shall be taken into consideration for the
design of most SCMs.
A WMSS soil scientist conducted an evaluation of the soils through the review of hand
auger borings within the areas identified on a base map provided by ECS, and located in
the field by ECS. Maps were prepared using Arcview 10.8 a Geographic Information
System (GIS). Base maps were generated using information from the ESRI Web site and
maps provided by ECS (Figures 1 and 2).
FINDINGS
Seasonal High Water Table Evaluation
The SHWT evaluation was performed on August 15, 2023 by evaluating 2 hand auger
borings, B-5001 and B-5002, to depths of approximately 36 to 48 inches bgs (Figure 2).
The soils were evaluated under the guidance of a NC Licensed Soil Scientist for evidence
of seasonal high water table influence. This evaluation involved observing the actual
moisture content in the soil and observing the matrix and mottle colors. Depending on
the soil texture, the soil color will indicate processes that are driven by SHWT
fluctuations such as iron reduction and oxidation and organic matter staining.
B-5001 was observed to consist of dark yellowish brown loam in the surface horizon.The
subsurface horizons consisted of yellowish brown to brownish yellow clay to clay loam.
B-5001 transitioned into massive structure (parent material/saprolite) at approximately
37 inches bgs that consisted of multicolored clay loam saprolite. Evidence of a SHWT
was identified at approximately 26 inches bgs, and no apparent water table (AWT) was
observed prior to the boring being terminated at 48 inches bgs.
B-5002 was observed to consist of yellowish brown loam in the surface horizon. The
subsurface horizons consisted of brown and brownish yellow clay loam to clay. B-5002
transitioned into massive structure (parent material/saprolite) at approximately 26
inches bgs that consisted of light brownish gray clay. Evidence of a SHWT was identified
at approximately 23 inches bgs, and no AWT was observed prior to the boring being
terminated at 36 inches bgs. Reference attached Figure 2 for the approximate SHWT test
locations, and Table 1 and the attached soil profile descriptions for the approximated
SHWT depths.
Please note that SHWT evaluations are based on secondary evidence and not on direct
groundwater level measurements. Groundwater levels fluctuate for numerous reasons
and these findings do not indicate that groundwater levels have not or will not rise
above the noted depths.
2

SHWT Evaluation WMSS Project No.22-06;Phase:22
Bermuda Run Site August 16,2023
Table 1: Approximated SHWT and AWT Depths
Seasonal High Apparent Water Depth Boring
Boring Water Table Table Terminated
Location (SHWT) (AWT) (inches bgs)
(inches bgs) (inches bgs)
B-5001 26 >48 48
B-5002 23 >36 36
CONCLUSIONS
Based upon our findings associated with the locations evaluated, a SHWT was identified at
location B-5001 at approximately 26 inches bgs and at location B-5002 at approximately 23
inches bgs. These findings should be taken into careful consideration when designing an
appropriate SCM for the proposed location. If the proposed SCM location changes from
the locations evaluated, further evaluation may be necessary.
CLOSING
Willcox & Mabe Soil Solutions appreciates the opportunity to provide these services to
you. If you have any questions, please contact us.
Sincerely,
Willcox& Mabe Soil Solutions, PLLC
42 e41. �{`w i<<c '�ti
5:2 i 1,Q„#4(—7;4 Ity i;)i
1098 O
OF NORTH C'��
i(it, - 7/104 tiZ. 4Aii-l-4r)Z.
Martin Mabe Rob Willcox, L.S.S.
Partner/Agronomist Partner/Soil Scientist
Tables: Approximated SHWT and AWT Depths
Attachments: Figure 1—Vicinity Map
Figure 2—Boring Location Map
Boring Profile Sheets
Shared\WMSS Projects\2022\22-06 ECS Southeast,LLP\Phase 22-Bermuda Run SHWT\22-06 Bermuda Run Site Stormwater SCM Soil Report.doc
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PURPOSES ONLY. IT IS NOT MEANT FOR DESIGN,LEGAL,OR ANY OTHER USES.THERE ARE NO o
GUARANTEES ABOUT ITS ACCURACY. WMSS,PLLC ASSUMES NO RESPONSIBILITY FOR ANY DECISION
MADE OR ANY ACTIONS TAKEN BY THE USER BASED UPON THIS INFORMATION.
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os-�s-2s - (o� �j[,.�,Jry VICINITY MAP 4
DRAWN BY: MEM willco X"&rna
.PROJECTNO: soli_ 5oiLIT10N5 BERMUDA RUN SITE
`` 22-06 Ph:22 DAVIE COUNTY, NORTH CAROLINA I

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GIS DATA LAYERS WERE OBTAINED FROM ECS SOUTHEAST. PLEASE NOTE THIS MAP IS FOR 4'' `rr • 0 a - w
INFORMATIONAL PURPOSES ONLY. IT IS NOT MEANT FOR DESIGN,LEGAL,OR ANY OTHER USES. • •i K •'. . �' ;,.• q
THERE ARE NO GUARANTEES ABOUT ITS ACCURACY. WMSS,PLLC ASSUMES NO RESPONSIBILITY • 7 �,, 1 - `�
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DATE: 08-15-23 ��-`- --{•�� BORING LOCATION MAP ii
DRAWN BY: MEM vvMllcox&mabe
s0IL $0LUTI0N5 BERMUDA RUN SITE
,PROJECT NO: 22-06 Ph:22 DAVIE COUNTY, NORTH CAROLINA

WILLCOX & MABE SOIL SOLUTIONS, PLLC
SITE/SOIL EVALUATION
Project No. '',' i Phone No. Date:
Location f -: ,, Pin County: 1; 1, Property Size
Proposed Facility: t, , `- -�, Water Supply: On-Site Well ❑ Evaluation: Auger Boring
Community ❑ Pit ❑
Described By: i Public ❑ Cut ❑
Weather: Antecedent Moisture ,, ' Surface Water:
FACTORS PROFILE PROFILE PROFILE PROFILE
f r i
Landscape Position%
I LEGEND
horizon Depth I i- '% - LANDSCAPE POSITION
Color Munsell ,t,- ' f ';>' ^, R Ridge Interfluve
Texture l S Shoulder
Structure „' ; v,,!-'.t= I, Linear Slope
Consistence /)= r°'i r ,z.: FS Foot Slope
N Nose Slope
II I-lead Slope
Boundary Cc Concave Slope
Horizon Depth II Cv Convex Slope
Color-Munsell 'L'.i ,, ' :- "77f i Y <,'�,- _ T Terrace
Texture ., ,i P Flood Plain
Mottles TEXTURE
Structure t, ':.. ).<� .; ' ;'" s sand
Consistence 1 _; ,,s 7 ;!` Is loamy sand
t sl sandy loam
I loam
Boundary si silt
Horizon Depth HI 1,' •` -1 % sii silt loam
Color-Munsell )0 },, 1- l r;r' - sicl silty clay loam
Texture i - el clay loam
Mottles j sci sandy clay loam
Structure i,„,; t,ryt, 1.,--k. sc sandy clay
Consistence u'
r sic silty day
c clay
CONSISTENCE WET
Boundary Ns non-sticky
Horizon Depth IV f',.- `', -f Sc slightly sticky
Color-Munsell I I :,,•, t / ;r _ _ S sticky
Texture ;.I r^I - -•.,.1 Vs very sticky
Mottles
'
Structure ei I c' ; Np non•plastic
Consistence , _- j7-. - ' _; i Sp slightly plastic
P plastic
Vp very plastic
Boundary MOIST
Soil Wetness
' ,j ;;- i vre Very friable
Restrictive Horizon fr friable
Saprolite fi firm
LTAR vfi Very firm
Classification STRUCTURE
sg single grain
m massive
cr crumb
gr granular
sbk suhangular blocky
abk angular blocky
pl platy
pr prismatic

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Potts Property
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Site Photographs ECS Project No. 09-30067
August 31, 2023

ECS SOUTHEAST, LLP "One Finn. One Mission."
immemmemmw- Geotechnical • Construction Materials • Environmental • Facilities
October 23, 2023
Mr. Lee Bryant
Evans Engineering, Inc
4609 Dudas Drive
Greensboro, North Carolina 27407
Reference: Addendum-1 to Geotechnical Engineering Report
Seasonal High Water Table (SHWT) Evaluation (Revision)
Potts Property—Bermuda Run
US Highway 158
Bermuda Run, North Carolina 27407
ECS Project No.09:30067
Dear Mr. Bryant:
ECS Southeast, LLP (ECS) is pleased to submit this addendum 1 for revision of Seasonal High Water Table
(SHWT) evaluation. This SHWT evaluation was performed by our subconsultant Mr. Rob Willcox, L.S.S, NC
Licensed Soil Scientist#1098.The subject site is located at US Highway 158 in Bermuda Run, Davie County,
North Carolina. ECS completed a Preliminary Geotechnical Engineering Report dated September 11,2023. A
revision of Seasonal High Water Table (SHWT) evaluation was performed at two revised boring locations
staked by your surveyors.
The site is located within the Piedmont physiographic province. The Piedmont is characterized by residual
overburden soils weathered in place from the underlying igneous and metamorphic rock. The topography
and relief of the Piedmont uplands have developed from differential weathering of the bedrock.
Based on our reviews, the SHWT evaluation indicates that evidence of SHWT was identified in B-5001A at
approximately 2.4 feet below the ground surface and evidence of SHWT was identified in B-5002A at
approximately 2.6 feet below the ground surface.However,an apparent water table(AWT)was not observed
prior to the borings being terminated at depths 3.75 feet and 4.17 feet below the ground surface for B-5001A
and B-5002A,respectively.
ECS does not design these SCMs, nor are we typically involved with construction of the SCMs unless
specifically requested by the client. ECS is not responsible for the functionality of SCMs. ECS and our
subconsultant provides test data/results to our client based on the location of the site and the SCM
requested by our client. If there are field conditions that differ from the data contained in this SHWT study
(based on limited test locations)during construction,please contact ECS for further evaluation of the SCM.
ECS is pleased to offer our professional services and look forward to assisting in any of your site analysis needs
in the future. If you have any questions or require further assistance, please contact me at 336-856-7150.
4811 Koger Boulevard, Greensboro, NC 27407 • T: 336-856-7150 • F:336-856-7160 • www.ecslimited.com
ECS Florida,LLC • ECS Mid-Atlantic,LLC • ECS Midwest,LLC • ECS Southeast,LLP • ECS Southwest,LLP
NC Engineering License No.F•1078 •NC Geology License No.C-553•SC Engineering License No.3239

Seasonal High Water Table(Revised)—Potts Property—Bermuda Run October 23,2023
ECS Project No.09:30067 Page 2
Respectfully,
ECS SOUTHEAST,LLP
•
Muhannad Abdelgadir Sun Breza, P.E.
Geotechnical Staff Project Manager Principal Engineer
[e-mail] [e-mail]
Attachments: Site Location Diagram
SHWT Locations
Subconsultant's SHWT Evaluation

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willcox&mabe
SOIL SOLUTIONS
October 20,2023
ECS Southeast,LLP
4811 Koger Boulevard
Greensboro,North Carolina 27407
Attention: Mr. Muhannad Abdelgadir
Transmitted by e-mail: [e-mail]
Reference: Stormwater Control Measure(SCM) Soil Testing
Seasonal High Water Table(SHWT)Evaluation
Proposed SCM
Bermuda Run Site—Davie County,N.C.
Willcox&Mabe Soil Solutions,PLLC Project No.22-06;Phase:22(Revision 2)
Dear Mr.Abdelgadir:
Willcox&Mabe Soil Solutions,PLLC (WMSS)has conducted Stormwater Control
Measures (SCM) Soil Testing in accordance with ECS Southeast,LLP (ECS)
Subconsultant Agreement dated September 14,2022,and WMSS Subconsultant Work
Authorization No. 15-23 dated August 15,2023. The SCM Soil Testing was performed
to provide information for technical assistance with the design of a proposed SCM. A
soil scientist investigation was conducted to evaluate the soil properties at two (2)
locations associated with the possible SCM,to determine suitability for stormwater
management systems. The soil scientist investigation was conducted to evaluate:
seasonal high water table(SHWT)elevation below existing ground surface (bgs). A
"Site Plan"was provided to WMSS by ECS that identified relative site features and
potential location for the proposed SCM.
PROJECT BACKGROUND
The areas evaluated were located within the area associated with the planned SCM. The
SCM is planned in conjunction with proposed site improvements associated with the
Bermuda Run site in Davie County,North Carolina(N.C.). The proposed locations
evaluated,B-5001A and B-5002A, are located in existing wooded areas within the
proposed development site and have moved from the previous locations evaluated on
August 15, 2023. The site is located southeast United States(U.S.)Highway 158,
southwest of the intersection of U.S.Highway 158 and N.C.Highway 801 in Davie County,
North Carolina. (Figure 1).
Use of on-site stormwater management systems,is being considered to comply with
stormwater management requirements. The use of stormwater SCMs is subject to the
Willcox&Mabe Soil Solutions,PLLC/72316 Summerfield Road/Summerfield,NC 27358/Rob 336.339.9128 or
Martin 336.312.1396/www.willcoxmabesoil.com

SHWT Evaluation WMSS Project No. 22-06; Phase:22(Revision 2)
Bermuda Run Site October 20, 2023
suitability of site soils and regulatory approval. Regulatory guidance on requirements for
permitting of stormwater SCMs is provided in the North Carolina Department of
Environmental Quality (NCDEQ),Division of Energy,Mineral and Land Resources
(DEMLR)—Stormwater Design Manual (NCDEQ-DEMLR-SDM), (Revised,2017).
The NCDEQ-DEMLR-SDM requires that the SHWT shall be taken into consideration for
the design of most SCMs.
A WMSS soil scientist conducted an evaluation of the soils through the review of hand
auger borings within the areas identified on a base map provided by ECS, and located in
the field by others (locations were staked by ECS Client). Maps were prepared using
Arcview 10.8 a Geographic Information System (GIS). Base maps were generated using
information from the ESRI Web site and maps provided by ECS (Figures 1 and 2).
FINDINGS
Seasonal High Water Table Evaluation
The SHWT evaluation was performed on October 16, 2023 by evaluating 2 hand auger
borings, B-5001A and B-5002A, to depths of approximately 45 to 50 inches bgs (Figure
2). The soils were evaluated by a NC Licensed Soil Scientist for evidence of seasonal
high water table influence. This evaluation involved observing the actual moisture
content in the soil and observing the matrix and mottle colors. Depending on the soil
texture, the soil color will indicate processes that are driven by SHWT fluctuations such
as iron reduction and oxidation and organic matter staining.
B-5001A was observed to consist of dark brown loam in the surface horizon. The
subsurface horizons consisted of yellowish red to dark yellowish brown clay loam to
clay. B-5001A transitioned into massive structure (parent material/saprolite) at
approximately 24 inches bgs that consisted of dark yellowish brown and multicolored
clay loam saprolite. Evidence of a SHWT was identified at approximately 29 inches bgs,
and no apparent water table(AWT)was observed prior to the boring being terminated at
45 inches bgs.
B-5002A was observed to consist of dark brown loam in the surface horizon. The
subsurface horizons consisted of strong brown and yellowish red clay loam to clay. B-
5002A transitioned into massive structure (parent material/saprolite) at approximately 25
inches bgs that consisted of strong brown and multicolored clay loam. Evidence of a
SHWT was identified at approximately 31 inches bgs, and no AWT was observed prior
to the boring being terminated at 50 inches bgs. Reference attached Figure 2 for the
approximate SHWT test locations, and Table 1 and the attached soil profile descriptions
for the approximated SHWT depths.
Please note that SHWT evaluations are based on secondary evidence and not on direct
groundwater level measurements. Groundwater levels fluctuate for numerous reasons
and these findings do not indicate that groundwater levels have not or will not rise above
the noted depths.
2

SHWT Evaluation WMSS Project No.22-06; Phase:22(Revision 2)
Bermuda Run Site October 20, 2023
Table 1: Approximated SHWT and AWT Depths
Seasonal High Apparent Water Depth Boring
Boring Water Table Table Terminated
Location (SHWT) (AWT) (inches bgs)
(inches bgs) (inches bgs)
B-5001A 29 >45 45
B-5002A 31 >50 50
CONCLUSIONS
Based upon our findings associated with the locations evaluated, a SHWT was identified at
location B-5001A at approximately 29 inches bgs and at location B-5002A at approximately
31 inches bgs. These findings should be taken into careful consideration when designing an
appropriate SCM for the proposed location. If the proposed SCM location changes from the
locations evaluated, further evaluation may be necessary.
CLOSING
Willcox &Mabe Soil Solutions appreciates the opportunity to provide these services to
you. If you have any questions,please contact us.
Sincerely,
Willcox &Mabe Soil Solutions,PLLC
SOIL SC
co
Q•i e� srn 4<044 O `',
OF 1098 PRO~
NORTH G
Alti " 71je fk/Zikir)Z-
Martin Mabe Rob Willcox, L.S.S.
Partner/Agronomist Partner/Soil Scientist
Tables: Approximated SHWT and AWT Depths
Attachments: Figure 1 —Vicinity Map
Figure 2—Boring Location Map
Boring Profile Sheets
Shared\WMSS Projects\2022\22-06 ECS Southeast,LLP\Phase 22-Bermuda Run SHWT\Revision 2\22-06 Bermuda Run Site(Revision 2)Stormwater SCM Soil Report.doc
3

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DATE: 08-15-23 - `�= � p VICINITY MAP 1
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_PROJECT NO: SOIL SOLUTIONS BERMUDA RUN SITE
` 22-06 Ph:22 DAVIE COUNTY, NORTH CAROLINA IF

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FIGURE NO. '
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DATE: 10-20-23 �l^ X �- BORING LOCATION MAP - REV. 2 d
DRAWN BY: RPW will ox&mabe 2
PROJECT NO: SOIL SOLUTIONS BERMUDARUNSITE
22-06 Ph:22 DAVIE COUNTY, NORTH CAROLINA

' WILLCOX & MABE SOIL SOLUTIONS, PLLC
SITE/SOIL EVALUATION
Project No. 22-0(: 'OM; 77 Phone No. Date: /O//I'/.
Location /)/=,;�•v,t��rt; /'ti;t1 Pin County: 91 tit E' Propertysize
nc"t T..(
Proposed Facility: 7 //ht/,4i1;i'I 1/7' Water Supply: On-Site Well ❑ Evaluation: Auger Boring JC .
Community ❑ Pit ❑
Described By: POi 41/u C Public ❑ Cut ❑
Weather: 5-GrLt/d✓v, 01 Antecedent Moisture "5 j Surface Water: A)//4
FACTORS PROFILE PROFILE ` PROFILE PROFILE
5001 A 5SU(J(1� (CDA .�\ k-..,Ga2A, 0-SDo2 Co )
Landscape Position% 1,_ 2_3V)o 2- 2--.5� ' LEGEND
Horizon Depth I - 4 6 _(1, LANDSCAPE POSITION
Color Munsell '7,5,,, 314 /Qy/2 3/3 R Ridgelnterfluve
Texture / 3
( S Shoulder
Structure l.4) ( /jjC tr L Linear Slope
Consistence 7)5 / /`j - ,S 4p . FS Foot Slope
N Nose Slope
H Head Slope
Cc Concave Slope
Boundary Cv Convex Slope
Horizon Depth II 4- - /5 20/ - 35. 6 / 7 3/` 4.-2_, T Terrace
Color-Munsell 5(0 41(p 0(4/C 4ll, 7 S 4-14 1,S y,e_44 P Flood Plain
Texture 1 C) / a/ el /,l TEXTURE
Mottles - Ai- /Ut,,/1 L"/2 0/A_/p , (o/2_ s sand
Structure (,r/.�//c AOG C'<./\/' WS a iY 15 i✓E Is loamy sand
IG�
Consistence .S.S S - 5c S P /� S 5 S 7 SS Sp .F✓ sl sandy loam
✓Yl-r7,S�fe .itt-rode ir"a, . Cf lh-/ 1 e 4,/¢ I loam
! ., si silt
sil silt loam
Boundary sicl silty clay loam
Horizon Depth III /S 2 4 / :35- 4c, -4- /1 Z5 L�-2_50 4cl clay loam
Color-Munsell /0q/2 'e ( A i i-, Sc12 f 4.J tq 11--t` scl sandy clay loam
Texture 1 of c I / 1 ` ( 1 c, 1 sc sandy clay
Mottles 7/'-/9///6'i4- m_ /Or/2 (l2 _ 2 eivvc I „,kif,„-�l1 sic silty clay
Structure /,t15. (Y?h$�t +rQ WSb f.. Ma S!/ve_ c clay
Consistence SS Sp 42-Y SS S) -ram S'S .f) 1Cr Ss Sp 4 , CONSISTENCE WET
2- G'31 Yo,i.r ir 10/jpi•f/' / /C , , �'., /�4 C, i Na non-sticky
'F'C-rock 4 Ss slightly sticky
S sticky
Boundary Vs very sticky
Horizon Depth IV Zd_2q 25-s Np non-plastic
Color-Munsell to y>2 4/(Q '7. j wiz �/(p Sp slightly plastic
Texture c( f _( P plastic
Mottles 761/U /, 6/3 /6/)y� /p1 4/ Vp very plastic
Structure AG/J S d/t 7)9Z/C 5,'a Q MOIST
Consistence 55 Sr ,ry SS 5 p-Pr- vfr Very friable
fr friable
fi firm
vfi Very firm
Boundary STRUCTURE
Soil Wetness 5L11 27 II .S{iki-l-_ 3111 sg single grain
Restrictive Horizon m massive
Saprolite cr crumb
LTAR gr granular
Classification sbk subangular blocky
abk angular blocky
pl platy
pr prismatic

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Soil Map—Davie County,North Carolina
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
CfB2 Clifford sandy clay loam,2 to 8 1.0 0.5%
percent slopes,moderately
eroded
CoA Codorus loam,0 to 2 percent 23.4 11.1%
slopes,frequently flooded
FaD Fairview sandy loam, 15 to 45 4.7 2.2%
percent slopes
FcB2 Fairview sandy clay loam,2 to 27.1 12.9%
8 percent slopes,moderately
eroded
FcC2 Fairview sandy clay loam,8 to 23.5 11.2%
15 percent slopes,
moderately eroded
JkB Jackland loam, 1 to 6 percent 1.6 0.7%
slopes
MsC Mocksville sandy loam,8 to 15 1.8 0.9%
percent slopes
OkC2 Oak Level clay loam,8 to 15 7.0 3.3%
percent slopes,moderately
eroded
TmD Tomlin loam, 15 to 25 percent 16.8 8.0%
slopes
ToB2 Tomlin clay loam,2 to 8 80.6 38.3%
percent slopes,moderately
eroded
ToC2 Tomlin clay loam,8 to 15 19.0 9.0%
percent slopes,moderately
eroded
Ud Udorthents,loamy 1.8 0.9%
W Water 2.2 1.0%
Totals for Area of Interest 210.5 100.0%
USDA Natural Resources Web Soil Survey 11/16/2023
Conservation Service National Cooperative Soil Survey Page 3 of 3