SW4240902_Soils/Geotechnical Report_20241004

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ECS Southeast, LLP
Geotechnical Engineering Report
Hege Road Site
765 Hege Road
Lexington, North Carolina
ECS Project Number 09:28353
July 16, 2018
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E CS SOUTH EAST, "Setting the Standard for Service"
Geotechnical • Construction Materials • Environmental • Facilities
July 16,2018
Mr. Buddy Lyons
LeoTerra Development, Inc.
3608 West Friendly Avenue
Suite 202
Greensboro, NC 27410
ECS Project No.09:28356
Reference: Geotechnical Engineering Report
Hege Road Site
765 Hege Road
Lexington,Davidson County, North Carolina
Dear Mr.Lyons:
ECS Southeast, LLP (ECS) has completed the subsurface exploration, laboratory testing, and
geotechnical engineering analyses for the above-referenced project. Our services were performed in
general accordance with our Proposal No. 09:26120, dated May 31, 2018. This report presents our
understanding of the geotechnical aspects of the project, the results of the field exploration and
laboratory testing conducted, and our geotechnical design and construction recommendations for
the project.
ECS appreciates the opportunity to be of service to you during this phase of the project. If you or
any members of the project team have any questions or comments after reviewing this report,
please contact us. We welcome the opportunity to assist with the project through its design and
construction phases.
Respectfully submitted,
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EC5 Capitol Services,PLLC • ECS Florida,LLC • ECS Mid-Atlantic,LLC • ECS Midwest,LLC • ECS Southeast,LLP • ECS Southwest,LIP

Hege Road-Greensboro July 16,2018
ECS Project No.09:28353 Page 1
TABLE OF CONTENTS
EXECUTIVE SUMMARY 2
1.0 INTRODUCTION 3
1.1 General 3
1.2 Scope of Services 3
1.3 Authorization 3
2.0 PROJECT INFORMATION 4
2.1 Project Location 4
2.2 Past Site History/Current Slte conditions 4
2.3 Proposed Construction 4
3.0 FIELD EXPLORATION 5
3.1 Field Exploration Program 5
4.0 LABORATORY SERVICES 5
4.0 SUBSURFACE CONDITIONS 6
4.1 Regional/Site Geology 6
4.2 Subsurface Characterization 6
4.3 Groundwater Observations 7
5.0 DESIGN RECOMMENDATIONS 8
5.1 Building Design 8
5.1.1 Foundations 8
5.1.2 Floor Slabs 9
6.0 SITE CONSTRUCTION RECOMMENDATIONS 10
6.1 Subgrade Preparation 10
6.1.1 Stripping and Razing 10
6.1.2 Proofrolling 10
6.2 Earthwork Operations 10
6.2.1 Excavation Considerations 10
6.2.2 Structural Fill Materials 11
6.2.4 Compaction 12
6.3 Foundation and Slab Observations 13
6.5 General Construction Considerations 14
7.0 CLOSING 16
APPENDICES
Appendix A—Drawings&Reports
Site Location Map
Boring Location Diagram
Appendix B—Field Operations
Reference Notes for Boring Logs
Boring Logs
Appendix C—Laboratory Test Summary

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ECS Project No.09:28353 Page 2
EXECUTIVE SUMMARY
This report contains the results of our subsurface exploration and geotechnical engineering study
for the planned single-family residential development in Lexington, Davidson County, North
Carolina.
• All borings encountered a surface layer of topsoil with an approximate thickness of 2- to
3-inches. Beneath the topsoil at Boring B-10, fill material consisting of SAND (SP) was
encountered to a depth of approximately 3 feet below the ground surface. Below the fill
material, very week residual material with N value of Weight of Hammer (WOH) was
encountered till a depth of approximately 6 feet. Below the topsoil and fill materials,
residual materials were encountered to boring termination to depths ranging from about
20 to 25 feet.The residual material consisted of SILTS(ML), ELASTIC SILTS(MH), Silty SAND
(SM), and Clayey SAND (SC). The cohesive soils (ML) and (MH) had consistencies of soft to
stiff and the cohesionless soils (SM) had consistencies of very loose to medium dense. A
lower N value of 4 was encountered in the upper 3 feet at Borings B-15 and B-16, this
suggests that isolated softer pockets exist at this site.
• Groundwater was encountered at borings B-15 and B-16 at depths of 10.5 feet and 7
feet, respectively.
• The proposed residential buildings can be supported on conventional shallow foundations
bearing on low plasticity undisturbed residual soils or engineered fill with a net allowable
bearing pressure of 2,000 psf provided the recommendations discussed in this report are
implemented. Some undercutting of localized very soft to soft or very loose soils may be
required.
Specific information regarding the subsurface exploration procedures, the site and subsurface
conditions at the time of our exploration, and our conclusions and recommendations concerning
the geotechnical design and construction aspects of the project are discussed in detail in the
subsequent sections of this report. Please note this Executive Summary is an important part of
this report but should be considered a "summary" only. The subsequent sections of this report
constitute our findings, conclusions, and recommendations in their entirety. Furthermore, ECS
should review our findings and recommendations in their entirety once the final project criteria
have been established.

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ECS Project No.09:28353 Page 3
1.0 INTRODUCTION
1.1 GENERAL
The project site is located at 765 Hege Road in Lexington, North Carolina. We understand the
property is currently used as agricultural land and is mostly open farm fields. Development plans
have not been finalized. We assume the project will consist of the development of a single-family
residential subdivision.
1.2 SCOPE OF SERVICES
To obtain the necessary geotechnical information required for design of the proposed buildings
and pavements, ECS performed twenty two (22) soil borings at locations. A laboratory-testing
program was also implemented to characterize the physical and engineering properties of the
subsurface soils.
1.3 AUTHORIZATION
Our services were provided in accordance with our Proposal No. 09:26120 dated May 31, 2018
and includes the Terms and Conditions of Service outlined with our Proposal.

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ECS Project No.09:28353 Page 4
2.0 PROJECT INFORMATION
2.1 PROJECT LOCATION
The site is located at 765 Hege Road in Lexington, North Carolina included in Figure 1 in the
Appendix.The property is further identified by the Davidson County Online GIS Database as Parcel
Identification Number 6821-03-20-3882 (180.25 acres). The overall project site comprises two
parcels that are separated by Hege Road.
2.2 PAST SITE HISTORY/CURRENT SITE CONDITIONS
We understand the property is currently used as agricultural land and is mostly open farm fields.
There is a two-story wood-framed residential structure and several outbuildings (barns, sheds,
silos, etc.) on the site.
Site features generally consist of rolling topography that slopes downward from the north and
southeast to a central creek and two ponds that bisect the central portion of the site from
northeast to southwest. For the western parcel, the topography generally ranges from Elevation
830 feet in the north down to Elevation 730 feet in the south. For the eastern parcel, the
topography generally ranges from Elevation 840 feet in the north down Elevation 800 feet in the
south
2.3 PROPOSED CONSTRUCTION
Development plans have not been finalized. We assume the project will consist of the
development of a single-family residential subdivision. We assume the proposed buildings will be
up to 2-story, wood-framed structures with slabs-on-grade. Design foundation loads have not
been provided to us, but we assume they will be relatively light (column loads up to 50 kips and
wall loads up to 2 kips per foot).

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3.0 FIELD EXPLORATION
3.1 FIELD EXPLORATION PROGRAM
The field exploration was planned with the objective of characterizing the project site in general
geotechnical and geological terms and to evaluate subsequent field and laboratory data to assist
in the determination of geotechnical recommendations.
The subsurface conditions were explored by drilling twenty two (22) soil borings. A truck-mounted
Mobile B-57 drill rig was utilized to drill the soil borings. Borings were advanced to depths of
approximately 20 to 25 feet below the current ground surface.
Boring locations were identified in the field by ECS personnel using existing landmarks as
reference prior to mobilization of our drilling equipment. The approximate as-drilled boring
locations are shown on the Boring Location Plan in Appendix A.
Standard penetration tests (SPTs) were conducted in the borings at regular intervals in general
accordance with ASTM D 1586. Small representative samples were obtained during these tests
and were used to classify the soils encountered. The standard penetration resistances obtained
provide a general indication of soil shear strength and compressibility.
4.0 LABORATORY SERVICES
The laboratory testing performed by ECS for this project consisted of selected tests performed on
samples obtained during our field exploration operations.The following paragraphs briefly discuss
the results of the completed laboratory testing program. Classification and index property tests
were performed on representative soil samples obtained from the test borings in order to aid in
classifying soils according to the Unified Soil Classification System and to quantify and correlate
engineering properties.
A geotechnical staff professional visually classified each soil sample from the test borings on the
basis of texture and plasticity in accordance with the Unified Soil Classification System (USCS) and
ASTM D-2488 (Description and Identification of Soils-Visual/Manual Procedures). After
classification, the staff professional then grouped the various soil types into the major zones
noted on the boring logs in Appendix B. The group symbols for each soil type are indicated in
parentheses following the soil descriptions on the boring logs. The stratification lines designating
the interfaces between earth materials on the boring logs are approximate; in situ, the transitions
may be gradual.
In addition to visual classification, ECS performed four natural moisture content tests, four
Atterberg limit tests, and four percent passing number 200 sieve tests. The laboratory testing was
performed in general accordance with the applicable ASTM standards. The results of the
laboratory testing are presented on the respective Boring Logs.
At the time of this report the (2) two standard proctor tests and (2) two CBR tests have not been
performed. An addendum report with the test results and recommendations if needed will be
sent at a later date.

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4.0 SUBSURFACE CONDITIONS
4.1 REGIONAL/SITE GEOLOGY
The site is located in the Piedmont Physiographic Province of North Carolina. The native soils in
the Piedmont Province consist mainly of residuum with underlying saprolites weathered from the
parent bedrock, which can be found in both weathered and unweathered states. Although the
surficial materials normally retain the structure of the original parent bedrock, they typically have
a much lower density and exhibit strengths and other engineering properties typical of soil. In a
mature weathering profile of the Piedmont Province, the soils are generally found to be finer
grained at the surface where more extensive weathering has occurred. The particle size of the
soils generally becomes more granular with increasing depth and gradually changes first to
weathered and finally to unweathered parent bedrock. The mineral composition of the parent
rock and the environment in which weathering occurs largely control the resulting soil's
engineering characteristics. The residual soils are the product of the weathering of the parent
bedrock.
The Geologic Map of North Carolina indicates that the site is underlain by Metamorphosed
Granite Rock-foliated to massive rock of the Cambrian/Late Proterozoic age.
In the vicinity of Borings B-10, it was apparent that the natural geology within the site has been
modified in the past by grading that included the placement of possible fill materials. The quality
of man-made fills can vary significantly, and it is often difficult to assess the engineering
properties of existing fills. Furthermore, there is no specific correlation between N-values from
standard penetration tests performed in soil test borings and the degree of compaction of
existing fill soils; however, a qualitative assessment of existing fills can sometimes be made based
on the N-values obtained and observations of the materials sampled in the test borings.
4.2 SUBSURFACE CHARACTERIZATION
The subsurface conditions at the site, as indicated by the borings, generally consisted of natural
soils to the depths explored. The generalized subsurface conditions are described below. For soil
stratification at a particular test location, the respective boring log found in the Appendix should
be reviewed.
Topsoil was encountered at the ground surface in the borings to a depth of 2 to 3 inches. The
surficial material depths provided in this report and on the individual boring logs are based on
driller observations and should be considered approximate.
The natural soil encountered below the surficial materials generally consisted of Silty SAND (SM)
and CLAYEY SAND (SC) exhibiting SPT N-values ranging from 2 to 30 blows per foot (bpf) indicating
a relative density varying between very loose to medium dense. These soils were typically loose
with N-values between 5 and 10, and extended to the typical boring termination depth of 20 feet.

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ECS Project No.09:28353 Page 7
Some variations to this typical subsurface profile were encountered. Boring B-10 encountered
existing fill to a depth of 3 feet, which classified as SAND (SP) with an N-value of 6 bpf. Very loose
alluvial Silty SAND (SM) was encountered in B-10 below the fill to a depth of 6 feet. Boring B-22
encountered stiff ELASTIC SILT(MH) and soft to firm Sandy SILT(ML) below a depth of 6 feet.
4.3 GROUNDWATER OBSERVATIONS
Groundwater measurements were attempted at the termination of drilling and prior to
demobilization from the site. Groundwater was encountered at the boring locations B-15 and B-
16 at depths of 10.5 feet and 7 feet, respectively. Cave-in depths observed in the borings ranged
from approximately 11 to 15.8 feet. Cave-in of a soil boring can be caused by groundwater
hydrostatic pressure, weak soil layers, and/or drilling activities (i.e. drilling fluid circulation or
advancement of bit).
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 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.

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5.0 DESIGN RECOMMENDATIONS
5.1 BUILDING DESIGN
The following sections provide recommendations for foundation design and soil supported slabs.
5.1.1 Foundations
Provided subgrades and structural fills are prepared as discussed herein, the proposed structures
can be supported by conventional shallow foundations. The design of the foundation shall utilize
the following parameters:
Foundation Design
Design Parameter Commercial Structure
Net Allowable Bearing Pressure' 2,000 psf
Acceptable Bearing Soil Material Low Plasticity Soils(SC,SM, ML). Firm and stable
undisturbed or properly compacted structural fill.
Minimum Footing Width 24 inches(Isolated Spread Footings)
18 inches(Continuous Footings)
Minimum Footing Embedment Depth
(below slab or finished grade) 18 inches
Estimated Total Settlement Less than 1 inch
Estimated Differential Settlement Less than%inch
1. Net allowable bearing pressure is the applied pressure in excess of the surrounding
overburden soils above the base of the foundation.
A grading plans has not been provided at this time. We recommend a low plasticity fill material to
reach planned grades, as discussed in the following sections
Residual high plasticity soils consisting of ELASTIC SILT (MH) were encountered at Boring B-22 at
approximate depths ranging from 6 to 8 feet. ECS does not recommend foundations bearing on
these soils without some form of remediation (See Section 6.3). High plasticity residual soils
encountered within proposed structural areas should be undercut and replaced with low plasticity
engineered fill to a minimum depth of 2 feet below the planned foundation bottom subgrade.
Fill materials were encountered in the upper 3 feet of Boring B-10. In regard to the existing fill
materials, they could be encountered in areas between our borings. If encountered within a
building footprint, there is a risk of excessive and/or non-uniform settlement caused by extensive
zones or pockets of soft, loose, or uncompacted material not disclosed by our borings. The risk
could be reduced with documentation supporting acceptable fill placement methods and
compaction. However in the absence of this documentation, we recommend that where existing
fill soils are encountered in foundation excavations, these soils should be excavated and replaced
with low plasticity soils (or other approved backfill material) or the foundations should extend
through these fill soils to the depth of residual soils.
Very loose, weak, compressible alluvial soils with an N value of Weight of Hammer (WOH) were
encountered in B-10 from depths ranging from 3 to 6 feet. ECS does not recommend foundations
bearing on these soils without some form of remediation (See Section 6.3). These very loose,
weak, compressible soils encountered within proposed structural areas should be undercut and

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ECS Project No.09:28353 Page 9
replaced with low plasticity engineered fill to a minimum depth of 2 feet below the planned
foundation bottom subgrade.
We recommend upon addressing these foundation concerns, the site soils should be suitable for
the proposed structure and recommended bearing pressure.
5.1.2 Floor Slabs
As previously mentioned in the foundation section, Boring B-10 encountered fill materials in the
upper 3 feet and alluvial soil ranging from 3 to 6 feet. Fill could be present between our borings. If
fill materials are present within a building footprint, there is a risk of excessive and/or non-
uniform settlement caused by extensive zones or pockets of soft, loose, or uncompacted material.
The risk could be reduced with documentation supporting acceptable fill placement methods and
compaction. However in the absence of this documentation, we recommend that where existing
undocumented fill soils are encountered at floor slab subgrades, these soils should be excavated
and replaced with low plasticity soils. Existing fill soils without deleterious materials may be
moisture conditioned and reused as new fill materials.
Residual high plasticity soils consisting of ELASTIC SILT (MH) were encountered at Boring B-22 at
approximate depths ranging from 6 to 8 feet. ECS does not recommend floor slabs bearing on
these soils without some form of remediation (See Section 6.3). High plasticity residual soils
encountered within proposed structural areas should be undercut and replaced with low plasticity
engineered fill to a minimum depth of 2 feet below the planned foundation bottom subgrade.
The on-site low plasticity residual soils are considered suitable for support of the floor slabs,
although moisture control during earthwork operations, including the use of discing or
appropriate drying equipment, may be necessary. This material is likely suitable for the support
of a slab-on-grade, however, there may be areas of soft or yielding soils that should be removed
and replaced with compacted structural fill in accordance with the recommendations included in
this report.
The following graphic depicts our soil-supported slab recommendations:
Vapor Barrier
Concrete Slab
0000 0o0 00 0000 000 0 00
0 0 0 o °o 0 00 ° o 0 ° ° o o O o ° 0 0 0 o Granular Capillary Break/Drainage Layer
V
Compacted Subgrade
Figure 5.1.2.1
1. Drainage Layer Thickness: 4 inches
2. Drainage Layer Material: GRAVEL(GP,GW),SAND(SP,SW)
3. Subgrade compacted to 95%maximum dry density per ASTM D698,upper foot compacted to 98%.
Subgrade Modulus: Provided the placement of Structural Fill and Granular Drainage Layer per the
recommendations discussed herein, the slab may be designed assuming a modulus of subgrade

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ECS Project No.09:28353 Page 10
reaction, kl of 100 pci (lbs/cu. inch). The modulus of subgrade reaction value is based on a 1 ft by
1 ft plate load test basis.
Slab Isolation: Ground-supported slabs should be isolated from the foundations and foundation-
supported elements of the structure so that differential movement between the foundations and
slab will not induce excessive shear and bending stresses in the floor slab. Where the structural
configuration prevents the use of a free-floating slab, the slab should be designed with suitable
reinforcement and load transfer devices to preclude overstressing of the slab.
6.0 SITE CONSTRUCTION RECOMMENDATIONS
6.1 SUBGRADE PREPARATION
6.1.1 Stripping and Razing
The subgrade preparation should consist of stripping vegetation, topsoil, and other soft or
unsuitable materials from the 10-foot expanded buildings and 5-foot expanded pavement limits
and to 5 feet beyond the toe of structural fills. Borings generally encountered topsoil across the
site. ECS should be called on to document that unsuitable surficial materials have been removed
prior to the placement of Structural Fill.
6.1.2 Proofrolling
After removing unsuitable materials, cutting to the proposed grade, and prior to the placement of
structural fill or other construction materials, the exposed subgrade should be observed by the
ECS personnel. The exposed subgrade should be proofrolled with previously approved
construction equipment having a minimum axle load of 10 tons (e.g. fully loaded tandem-axle
dump truck). The 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 personnel. This procedure is intended to assist in identifying localized yielding
materials. In the event that unstable or "pumping" subgrade is identified by the proofrolling,
those areas should be marked for repair prior to the placement of subsequent structural fill or
other construction materials. Methods of repair of unstable subgrade, 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 instability. A test pit(s)
may be excavated to explore the shallow subsurface materials in the area of the instability to help
in determined the cause of the observed unstable materials and to assist in the evaluation of the
appropriate remedial action to stabilize the subgrade.
6.2 EARTHWORK OPERATIONS
6.2.1 Excavation Considerations
Excavation Safety: Excavations and slopes should be made and maintained in accordance with
OSHA excavation safety standards. The contractor is solely responsible for designing and
constructing stable, temporary excavations and slopes and should shore, slope, or bench the sides
of the excavations and slopes as required to maintain stability of both the excavation sides and
bottom. The contractor's responsible person, as defined in 29 CFR Part 1926, should evaluate the

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ECS Project No.09:28353 Page 11
soil exposed in the excavations as part of the contractor's safety procedures. In no case should
slope height, slope inclination, or excavation depth, including utility trench excavation depth,
exceed those specified in local, state, and federal safety regulations. ECS is providing this
information solely as a service to our client. ECS is not assuming responsibility for construction
site safety or the contractor's activities; such responsibility is not being implied and should not be
inferred.
Construction Dewatering: Based on the borings, our experience with groundwater fluctuations
on similar sites, and anticipated grades, most of the temporary excavations are unlikely to
encounter groundwater. However, the contractor should be prepared to remove any
precipitation or groundwater that may seep into temporary construction excavations using open
pumping. Open pumping utilizes submersible sump pumps in pits or trenches dug below the
bottom of the excavation and backfilled with No. 57 stone.
Excavatibility: Based on the assumed excavations depths for mass grading, footings and utilities,
we anticipate that the majority of the materials to be excavated will be residual soils, which can
be removed with conventional earth excavation equipment such as track-mounted backhoes,
loaders, or bulldozers. As noted in the Regional/Site Geology section of this report, however, the
weathering process in the Piedmont can be erratic and significant variations of the depths of the
more dense materials can occur in relatively short distances. In some cases, isolated boulders or
thin rock seams may be present in the soil matrix.
6.2.2 Structural Fill Materials
Product Submittals: Prior to placement of Structural Fill, representative bulk samples (about 50
pounds) of on-site and off-site borrow should be submitted to ECS for laboratory testing, which
will include Atterberg limits, natural moisture content, grain-size distribution, and moisture-
density relationships for compaction. Import materials should be tested prior to being hauled to
the site to determine if they meet project specifications.
Satisfactory Structural Fill Materials: Materials satisfactory for use as Structural Fill should consist
of inorganic soils classified as CL, ML, SM, SC, SW, SP, GW, GP, GM and GC, or a combination of
these group symbols, per ASTM D 2487. The materials should be free of organic matter, debris,
and should contain no particle sizes greater than 4 inches in the largest dimension. Open graded
materials, such as Gravels (GW and GP), which contain void space in their mass should not be
used in structural fills unless properly encapsulated with filter fabric. Suitable Structural Fill
material should have the index properties shown in the following table:
Structural Fill Index Properties
Location LL PI
Building Areas 50 max 30 max
Pavement Areas 50 max 30 max
Unsatisfactory Materials: Unsatisfactory fill materials include materials which do not satisfy the
requirements for suitable materials, as well as topsoil and organic materials (OH, OL), Elastic Silt
(MH) (with a PI greater than 30), and high plasticity Clay (CH). The owner can consider allowing

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ECS Project No.09:28353 Page 12
soils with a maximum Liquid Limit of 65 and Plasticity Index of 30 to be used as Structural Fill at
depths greater than 4 feet below pavement subgrades outside the expanded structural limits and
within non-structural areas.
6.2.4 Compaction
Structural Fill Compaction: Structural Fill within the building footprints, pavement, and
embankment limits should be placed in maximum 8-inch loose lifts, moisture conditioned as
necessary to within -2 and +3 % of the soil's optimum moisture content, and be compacted with
suitable equipment to a dry density of at least 95 percent of the Standard Proctor maximum dry
density (ASTM D698) except within 12 inches of finished soil subgrade elevation beneath slab-on-
grade and pavements. Within the top 12 inches of finished soil subgrade elevation beneath slab
on grade and pavements, the approved project fill should be compacted to at least 98 percent of
its standard Proctor maximum dry density. ECS should be called on to document that proper fill
compaction has been achieved.
Fill Compaction Control: The expanded limits of the proposed construction areas should be well
defined, including the limits of the fill zones for buildings, pavements, and slopes, etc., at the time
of fill placement. Grade controls should be maintained throughout the filling operations. Filling
operations should be observed on a full-time basis by ECS personnel to document that the
minimum compaction requirements are being achieved. Field density testing of fills should be
performed at the frequencies shown below, but not less than 1 test per lift.
Frequency of Compaction Tests in Fill Areas
Location Frequency of Tests
Expanded Building Limits 1 test per 2,500 sq.ft. per lift
Pavement Areas 1 test per 10,000 sq.ft. per lift
Utility Trenches 1 test per 200 linear ft. per lift
Outparcels/SWM Facilities 1 test per 5,000 sq.ft. per lift
All Other Non-Critical Areas 1 test per 10,000 sq.ft. per lift
Compaction Equipment: Compaction equipment suitable to the soil type being compacted should
be used to compact the subgrades and fill materials. Sheepsfoot compaction equipment should
be suitable for the fine-grained soils (Clays and Silts). A vibratory steel drum roller should be used
for compaction of coarse-grained soils (Sands) as well as for sealing compacted surfaces.
Fill Placement Considerations: Fill materials should not be placed on frozen soils, on frost-heaved
soils, and/or on excessively wet soils. Borrow fill materials should not contain frozen materials at
the time of placement, and all frozen or frost-heaved soils should be removed prior to placement
of Structural Fill or other fill soils and aggregates. Excessively wet soils or aggregates should be
scarified, aerated, and moisture conditioned.
At the end of each work day, fill areas should be graded to facilitate drainage of precipitation and
the surface should be sealed by use of a smooth-drum roller to limit infiltration of surface water.
During placement and compaction of new fill at the beginning of each workday, the Contractor may

Hege Road-Greensboro July 16,2018
ECS Project No.09:28353 Page 13
need to scarify existing subgrades to a depth on the order of 4 inches so that a weak plane will not be
formed between the new fill and the existing subgrade soils.
Drying and compaction of wet soils is typically difficult during the cold, winter months.
Accordingly, earthwork should be performed during the warmer, drier times of the year, if
practical. Proper drainage should be maintained during the earthwork phases of construction to
prevent ponding of water which has a tendency to degrade subgrade soils. Alternatively, if these
soils cannot be stabilized by conventional methods as previously discussed, additional
modifications to the subgrade soils such as lime or cement stabilization may be utilized to adjust
the moisture content. If lime or cement are utilized to control moisture contents and/or for
stabilization, Quick Lime, Calciment® or regular Type 1 cement can be used. The construction
testing laboratory should evaluate proposed lime or cement soil modification procedures, such as
quantity of additive and mixing and curing procedures, before implementation. The contractor
should be required to minimize dusting or implement dust control measures, as required.
Where fill materials will be placed to widen existing embankment fills, or placed up against
sloping ground, the soil subgrade should be scarified and the new fill benched or keyed into the
existing material. Fill material should be placed in horizontal lifts. In confined areas such as utility
trenches, portable compaction equipment and thin lifts of 3 inches to 4 inches may be required to
achieve specified degrees of compaction.
We recommend that the grading contractor have equipment on site during earthwork for both
drying and wetting fill soils. We do not anticipate significant problems in controlling moisture
within the fill during dry weather, but moisture control may be difficult during winter months or
extended periods of rain. The control of moisture content of higher plasticity soils is difficult
when these soils become wet. Further, such soils are easily degraded by construction traffic when
the moisture content is elevated.
6.3 FOUNDATION AND SLAB OBSERVATIONS
Protection of Foundation Excavations: Exposure to the environment may weaken the soils at the
footing bearing level if the foundation excavations remain open for too long a time. Therefore,
foundation concrete should be placed the same day that excavations are made. If the bearing
soils are softened by surface water intrusion or exposure, the softened soils must be removed
from the foundation excavation bottom immediately prior to placement of concrete. If the
excavation must remain open overnight, or if rainfall becomes imminent while the bearing soils
are exposed, a 1 to 3-inch thick "mud mat" of "lean" concrete should be placed on the bearing
soils before the placement of reinforcing steel.
Footing Subgrade Observations: Most of the soils at the foundation bearing elevation are
anticipated to be suitable for support of the proposed structure. The high plasticity residual soils
encountered at Boring B-2 within the proposed structural area should be undercut and replaced
with low plasticity engineered fill to a minimum depth of 2 feet below the planned foundation
bottom subgrade. It will be important to have ECS observe the foundation subgrade prior to
placing foundation concrete, to document that the bearing soils are what was anticipated. If soft
or unsuitable soils are observed at the footing bearing elevations, the unsuitable soils should be
undercut and removed. The undercut zone should be backfilled with lean concrete (f'c> 1,000 psi

Hege Road-Greensboro July 16,2018
ECS Project No.09:28353 Page 14
at 28 days) up to the original design bottom of footing elevation; the original footing shall be
constructed on top of the hardened lean concrete.
Slab Subgrade Verification: ECS personnel should be called on to observe exposed subgrades
within the expanded building limits prior to Structural Fill Placement to document that adequate
subgrade preparation has been achieved. A proofrolling using a drum roller or loaded dump truck
should be performed in their presence at that time. Once subgrades have been prepared to the
satisfaction of ECS, subgrades should be properly compacted and new Structural Fill can be
placed. Existing subgrades to a depth of at least 10 inches and Structural Fill should be moisture
conditioned to within -2/+3 percentage points of optimum moisture content then be compacted
to the required density. If there will be a significant time lag between the site grading work and
final grading of concrete slab areas prior to the placement of the subbase stone and concrete, ECS
personnel should be called on to document the condition of the prepared subgrade. Prior to final
slab construction, the subgrade may require scarification, moisture conditioning, and re-
compaction to restore stable conditions.
6.5 GENERAL CONSTRUCTION CONSIDERATIONS
Moisture Conditioning: During the cooler and wetter periods of the year, delays and additional
costs should be anticipated. At these times, reduction of soil moisture may need to be
accomplished by a combination of mechanical manipulation and the use of chemical additives,
such as lime or cement, in order to lower moisture contents to levels appropriate for compaction.
Alternatively, during the drier times of the year, such as the summer months, moisture may need
to be added to the soil to provide adequate moisture for successful compaction according to the
project requirements.
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 a
haul road and construction staging area to limit the areas of disturbance and to prevent
construction traffic from excessively degrading sensitive subgrade soils and existing pavement
areas. Haul roads and construction staging areas could be covered with excess depths of
aggregate to protect those subgrades. The aggregate can later be removed and used in pavement
areas.
Surface Drainage: Surface drainage conditions should be properly maintained. Surface water
should be directed away from the construction area, and the work area should be sloped away
from the construction area at a gradient of 1 percent or greater to reduce the potential of
ponding water and the subsequent saturation of the surface soils. At the end of each work day,
the subgrade soils should be sealed by rolling the surface with a smooth drum roller to minimize
infiltration of surface water.
Excavation Safety: Cuts or excavations associated with utility excavations may require forming or
bracing, slope flattening, or other physical measures to control sloughing and/or prevent slope
failures. Contractors should be familiar with applicable OSHA codes to ensure that adequate
protection of the excavations and trench walls is provided.

Hege Road-Greensboro July 16,2018
ECS Project No.09:28353 Page 15
Erosion Control: The surface soils may be erodible. Therefore, the Contractor should provide and
maintain good site drainage during earthwork operations to maintain the integrity of the surface
soils. Erosion and sedimentation controls should be in accordance with sound engineering
practices and local requirements.

Hege Road-Greensboro July 16,2018
ECS Project No.09:28353 Page 16
7.0 CLOSING
ECS has prepared this report of findings, evaluations, and recommendations to guide
geotechnical-related design and construction aspects of the project.
The description of the proposed project is based on information provided to ECS. If any of this
information is inaccurate, either due to our interpretation of the documents provided or site or
design changes that may occur later, ECS should be contacted immediately in order that we can
review the report in light of the changes and provide additional or alternate recommendations as
may be required to reflect the proposed construction.
We recommend that ECS be allowed to review the project's plans and specifications pertaining to
our work so that we may ascertain consistency of those plans/specifications with the intent of the
geotechnical report.
Field observations, monitoring, and quality assurance testing during earthwork and foundation
installation are an extension of and integral to the geotechnical design recommendation. We
recommend that the owner retain these quality assurance services and that ECS be allowed to
continue our involvement throughout these critical phases of construction to provide general
consultation as issues arise. ECS is not responsible for the conclusions, opinions, or
recommendations of others based on the data in this report.

APPENDIX A— Drawings & Reports
Site Location Map
Boring Location Diagram

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SCALE 1" =700' REFERENCE: SITE LOCATION MAP
2018 DigitalGlobe, GeoEye,
350 700 U.S. Geological Survey, I I 765 HEGE ROAD
U.S.D.A. Farm Service Agency, LEXINGTON, NORTH CAROLINA
I 2018 Google
700 0 I I DRAWN BY/DATE PROJECT NO.
HME/07-06-18 09-28353

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REFERENCE: I FIGURE 2
2018 DigitalGlobe, GeoEye, I BORING LOCATION PLAN
U.S. Geological Survey, I I HEGE ROAD
U.S.D.A. Farm Service Agency, LEXINGTON,NORTH CAROLINA
2018 Google
I I ECS PROJECT 09.28353

APPENDIX B — Field Operations
Reference Notes for Boring Logs
Boring Logs

�..
REFERENCE NOTES FOR BORING LOGS
MATERIAL1'2 DRILLING SAMPLING SYMBOLS&ABBREVIATIONS
MI ASPHALT SS Split Spoon Sampler PM Pressuremeter Test
ST Shelby Tube Sampler RD Rock Bit Drilling
.,
���3 � CONCRETE WS Wash Sample RC Rock Core, NX, BX,AX
�
`K.:.' ik BS Bulk Sample of Cuttings REC Rock Sample Recovery%
a GRAVEL
� PA Power Auger(no sample) RQD Rock Quality Designation
C
HSA Hollow Stem Auger
i' ' < t-
',� TOPSOIL
�a:� ^ PARTICLE SIZE IDENTIFICATION
VOID DESIGNATION PARTICLE SIZES
I I I BRICK Boulders 12 inches(300 mm)or larger
I � Cobbles 3 inches to 12 inches(75 mm to 300 mm)
Da AGGREGATE BASE COURSE Gravel: Coarse 3/4 inch to 3 inches(19 mm to 75 mm)
Q®e? Fine 4.75 mm to 19 mm(No.4 sieve to 3/4 inch)
rN FILLS MAN-PLACED SOILS Sand: Coarse 2.00 mm to 4.75 mm(No. 10 to No.4 sieve)
14'`,,: Medium 0.425 mm to 2.00 mm (No.40 to No. 10 sieve)
GW WELL-GRADED GRAVEL Fine 0.074 mm to 0.425 mm(No.200 to No.40 sieve)
10 gravel-sand mixtures,little or no fines
Silt&Clay("Fines") <0.074 mm(smaller than a No.200 sieve)
*6hitaiGP POORLY-GRADED GRAVEL
f.r gravel-sand mixtures,little or no fines -
KV; GM SILTY GRAVEL COHESIVE SILTS&CLAYS COARSE FINE
4110. gravel-sand-silt mixtures UNCONFINED RELATIVE GRAINED GRAINED
GC CLAYEY GRAVEL COMPRESSIVE SPT5 CONSISTENCY AMOUNT (%)8 (%)8
r°' gravel-sand-clay mixtures STRENGTH,Qp4 (BPF) (COHESIVE)
Trace <5 <5
SW WELL-GRADED SAND <0.25 <3 Very Soft Dual Symbol 10 10
.,,, gravelly sand,little or no fines 0.25-<0.50 3-4 Soft (ex:SW-SM)
SP POORLY-GRADED SAND 0.50-<1.00 5-8 Firm
®-°-
,.1 gravelly sand,little or no fines With 15 20 15 25
1.00-<2.00 9-15 Stiff Adjective >25 >30
g SM SILTY SAND 16 30 VeryStiff (ex:"Silty")
sand-silt mixtures 2.00-<4.00
Mb• SC CLAYEY SAND 4.00-8.00 31 -50 Hard
„' sand-clay mixtures >8.00 >50 Very Hard WATER LEVELS6
ML SILT v WL Water Level(WS)(WD)
non-plastic to medium plasticity GRAVELS,SANDS&NON-COHESIVE SILTS (WS)While Sampling
I I I
I I MH ELASTIChighplasticity SILT SPT5 DENSITY (WD)While Drilling
<5 Very Loose ! SHW Seasonal High WT
VI °,,:` r' CL LEAN CLAY ♦ ACR After CasingRemoval
�." E low to medium plasticity 5-10 Loose
CH FAT CLAY 11 -30 Medium Dense v SWT Stabilized Water Table
Vi high plasticity 31 -50 Dense DCI Dry Cave-In
` ' OL ORGANIC SILT or CLAY >50 Very Dense WCI Wet Cave-In
non-plastic to low plasticity
OH ORGANIC SILT or CLAY
high plasticity
' , PT PEAT
highly organic soils
1Classifications and symbols per ASTM D 2488-09(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).
5Standard 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).
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 2488-09 Note 16.
8Percentages are estimated to the nearest 5%per ASTM D 2488-09.
Reference Notes for Boring Logs(03-22-2017) ©2017 ECS Corporate Services,LLC. All Rights Reserved

CLIENT Job#: BORING# SHEET 0
LeoTerra Development, Inc. 09:28353 B-1 1 OF 1 Er
PROJECT NAME ARCHITECT-ENGINEER
Hege Road Site
SITE LOCATION
765 Hege Road -0-CALIBRATED PENETROMETER TONS/FT2
Lexington, Davidson County, North Carolina
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD% — —— REC%
35.97210833 -80.27948611
DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
w • z • LIMIT% CONTENT% LIMIT%
a w X • A
E z p BOTTOM OF CASING M LOSS OF CIRCULATION " w O -
J ¶5
a 2 f g Ov SURFACE ELEVATION 815 ft w > 3 ® STANDARD PENETRATION
w ¢ ¢ ¢ w ¢ BLOWS;FT
co co co ce3 w m
0 — \Topsoil Depth[2.00"] / ` 815 •
(SM)Residuum,SILTY SAND,contains mica, — 3
S-1 SS 18 18 orangish-brown to tan-brown,moist,loose 4 10 ►e
6
3
_- S-2 SS 18 18 3 7 .�
5— - 810 4
2
_ S-3 SS 18 14 2 ►:�
3
2
_ S-4 SS 18 18 3 7 ►:�
10 - 805 4
2
S-5 SS 18 18 3 7 ►.�
15— 800 4
2
S-6 SS 18 18 3 7 .�
20 _ END OF BORING @ 20.00' _
4
- 795
25— —790
30— —785
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
Q WL WS❑ WD E BORING STARTED 06/25/18 CAVE IN DEPTH @ 12.33'
• WL(SHW) WL(ACR) BORING COMPLETED 06/25/18 HAMMER TYPE Auto
WL RIG Truck FOREMAN M.Hartley DRILLING METHOD HSA

CLIENT Job#: BORING# SHEET
LeoTerra Development, Inc. 09:28353 B-2 1 OF 1 rime%
PROJECT NAME ARCHITECT-ENGINEER
Hege Road Site
SITE LOCATION
765 Hege Road -0-CALIBRATED PENETROMETER TONS/FT2
Lexington, Davidson County, North Carolina
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD% ——— REC%
35.97200833 -80.27711111
DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
w • z
LIMIT% CONTENT% LIMIT%
a w X • A
E z p BOTTOM OF CASING M LOSS OF CIRCULATION " w O -
J
a g Ov SURFACE ELEVATION 822 ft W > 3 (8) STANDARD PENETRATION
C coco co c 3 w coBLOWSIFT
0 — \Topsoil Depth[2.00"] /
(SM)Residuum,SILTY SAND,trace clay, — 3
S-1 SS 18 14 contains mica,orangish brown,dry to moist, 820 5 12 0
medium dense 7
4
_- S-2 SS 18 18 7 16 �0
5— 9
(SM)SILTY SAND,contains mica, tannish
orange to tan-white,moist,medium dense 4
— S-3 SS 18 18 815 6 12
6
3
_ S-4 SS 18 16 5 11 �0
10 6
—810
4
S-5 SS 18 18 6 13
15
805
5
_ S-6 SS 18 18 _ 6 14
20 8
END OF BORING @ 20' —
—800
25—
795
30— —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
g WL WS❑ WD E BORING STARTED 06/25/18 CAVE IN DEPTH @ 11.50'
• WL(SHW) WL(ACR) BORING COMPLETED 06/25/18 HAMMER TYPE Auto
WL RIG Truck FOREMAN M.Hartley DRILLING METHOD HSA

CLIENT Job#: BORING# SHEET 0
LeoTerra Development, Inc. 09:28353 B-3 1 OF 1 Er
PROJECT NAME ARCHITECT-ENGINEER
Hege Road Site
SITE LOCATION
765 Hege Road -0-CALIBRATED PENETROMETER TONS/FT2
Lexington, Davidson County, North Carolina
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD% — —— REC%
35.97210556 -80.27478889
DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
w • z • LIMIT% CONTENT% LIMIT%
a w X • A
E z p BOTTOM OF CASING M LOSS OF CIRCULATION MD O -
J ¶5
o_ g 8 SURFACE ELEVATION 821 ft w > 3 ® STANDARD PENETRATION
w ¢ ¢ ¢ w ¢ BLOWS;FT
co co co ce3 w m
0 — \Topsoil Depth[2.25"] •
(SM)Residuum,SILTY SAND,contains mica, —820 3
S-1 SS 18 16 orangish brown to tan-white,moist,loose 4 10 ►e
6
3
S-2 SS 18 18 4 • ►:�
5— 5
815 3
S-3 SS 18 18 4 8 .�
4
2
_ S-4 SS 18 18 4 8 ►e
10 4
810
2
S-5 SS 18 18 4 8 ►.�
15— 4
805
3
S-6 SS 18 18 4 8 ►e
20 4
END OF BORING @ 20'
800
25-
- —795
30— —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
g WL WS❑ WD E BORING STARTED 06/25/18 CAVE IN DEPTH @ 12'
• WL(SHW) WL(ACR) BORING COMPLETED 06/25/18 HAMMER TYPE Auto
WL RIG Truck FOREMAN M.Hartley DRILLING METHOD HSA

CLIENT Job#: BORING# SHEET 0
LeoTerra Development, Inc. 09:28353 B-4 1 OF 1 Er
PROJECT NAME ARCHITECT-ENGINEER
Hege Road Site
SITE LOCATION
765 Hege Road -0-CALIBRATED PENETROMETER TONS/FT2
Lexington, Davidson County, North Carolina
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD% - —- REC%
35.97181389 -80.272625
Z DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
w Z co p LIMIT% CONTENT% LIMIT%
a w X • A
E z r p BOTTOM OF CASING MLOSS OF CIRCULATION " L., O -
J t0
a 1 f g Ov SURFACE ELEVATION 822 ft w > 3 (3) STANDARD PENETRATION
w < ¢ < w ¢ _i _i BLOWS;FT
o co co co c 3 w co
0 — 'Topsoil Depth[3.00"] ' x,-
-1111 (SM)Residuum,SILTY SAND,contains mica, — 3
S-1 SS 18 16 orangish brown to tannish orange to tan-white, 820 s 10
moist,loose s
_ 3
_ S-2 SS 18 18 5 10 i
5— 5
.1111 2
— S-3 SS 18 16 815 4 8
4
_ 3
_ S-4 SS 18 18 4 8 ►e
10 4
—
— —810
_ 3
S-5 SS 18 18 3 8 ►.�
15— — 5
— 805
2
_ S-6 SS 18 18 3 7 .�
20 4
END OF BORING @ 20'
— —800
25—
795
30— —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
g WL WS❑ WD® BORING STARTED 06/26/18 CAVE IN DEPTH @ 11.83'
g WL(SHW) 1 WL(ACR) BORING COMPLETED 06/26/18 HAMMER TYPE Auto
WL RIG Truck FOREMAN M.Hartley DRILLING METHOD HSA

CLIENT Job#: BORING# SHEET 0
LeoTerra Development, Inc. 09:28353 B-5 1 OF 1Er
PROJECT NAME ARCHITECT-ENGINEER
Hege Road Site
SITE LOCATION
765 Hege Road -0-CALIBRATED PENETROMETER TONS/FT2
Lexington, Davidson County, North Carolina
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD% - —- REC%
35.97049167 -80.27953056
Z DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
w Z co p LIMIT% CONTENT% LIMIT%
a v w
"3 X • A
E z r p BOTTOM OF CASING M LOSS OF CIRCULATION w O -
J t0
a
g SURFACE ELEVATION 803 ft w > 3 ® STANDARD PENETRATION
Li, ¢ ¢ ¢ w -, _i _i BLOWS'FT
o co co co c 3 w co
0 1Topsoil Depth[2.001 / •
-1111 (SC)Residuum,CLAYEY SAND,trace silt, 3
5-1 SS 18 16 contains slight mica,brown,dry,loose 4 10
— '� •
6
(SM)SILTY SAND,trace clay,contains mica, 300
_- S-2 SS 18 18
orangish-brown,moist,loose — 5 10 i
5— 5
.1111 3
S-3 SS 18 18 4 8 ►:�
4
(SM)SILTY SAND,contains mica, tannish -795
_ S-4 SS 18 18 orange to tan-black,moist,loose 2 6 .�
10 3
790
2
S-5 SS 18 18 3 6 ►.�
15— 3
— 785
2
_ S-6 SS 18 18 4 8 ►e
20 4
END OF BORING @ 20'
— —780
25-
- —775
30— —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
g WL WS❑ WD E BORING STARTED 06/26/18 CAVE IN DEPTH @ 12.75'
g WL(SHW) 1 WL(ACR) BORING COMPLETED 06/26/18 HAMMER TYPE Auto
WL RIG Truck FOREMAN M.Hartley DRILLING METHOD HSA

CLIENT Job#: BORING# SHEET
LeoTerra Development, Inc. 09:28353 B-6 1 OF 1 Er
PROJECT NAME ARCHITECT-ENGINEER
Hege Road Site
SITE LOCATION
765 Hege Road -0-CALIBRATED PENETROMETER TONS/FT2
Lexington, Davidson County, North Carolina
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD% - —- REC%
35.97070278 -80.27630833
DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
w • z • LIMIT% CONTENT% LIMIT%
a v " w X • A
E z p BOTTOM OF CASING M LOSS OF CIRCULATION w O -
J
a 2 f g Ov SURFACE ELEVATION 799 ft w > 3 ® STANDARD PENETRATION
w ¢ ¢ ¢ w BLOWS TT
o m CO CO C 3 w m
0 -\Topsoil Depth[3.00"] / P�.. -
(SC)Residuum,CLAYEY SAND,trace silt, .• 4
S-1 SS 18 16 contains slight mica,brown,dry,medium dense . 7 15 ►.�
— 8
(SM)SILTY SAND,contains mica, orangish
3
S-2 SS 18 18 brown to tannish orange to tan-black,moist, —795 6 14 ►e
medium dense to loose 8
5—
4
S-3 SS 18 18 4 • ►:�
5
2
_ S-4 SS 18 18 —790 3 7 ►:�
4
10
3
- S-5 SS 18 18 785 4 8 ►.�
15— 4
3
_ S-6 SS 18 18 780 3 7 .�
20 4
END OF BORING @ 20' -
775
25—
770
30— —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
g WL WS❑ WD E BORING STARTED 06/26/18 CAVE IN DEPTH @ 11.67'
• WL(SHW) WL(ACR) BORING COMPLETED 06/26/18 HAMMER TYPE Auto
WL RIG Truck FOREMAN M.Hartley DRILLING METHOD HSA

CLIENT Job#: BORING# SHEET 0
LeoTerra Development, Inc. 09:28353 B-7 1 OF 1 Er
PROJECT NAME ARCHITECT-ENGINEER
Hege Road Site
SITE LOCATION
765 Hege Road -0-CALIBRATED PENETROMETER TONS/FT2
Lexington, Davidson County, North Carolina
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD% — —— REC%
35.97031389 -80.27317222
Z DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
w Z co p LIMIT% CONTENT% LIMIT%
a v W X • A
E z r p BOTTOM OF CASING]♦ LOSS OF CIRCULATION ") L., O -
J t0
a 1 f g Ov SURFACE ELEVATION 800 ft w > 3 (3) STANDARD PENETRATION
w < < < w ¢ _i BLOWS'FT
o co co co c 3 w co
0 — 'Topsoil Depth[3.00"] , ? 800
(SP-SM)Residuum,SAND WITH SILT,orange, ••l'.— 4
S-1 SS 18 15 dry to moist,medium dense to loose . ••.` 6 16 j
..' 10
— ;: ':L_
_ • 3
S-2 SS 18 18 . `'•: 5 10 ►)
5 :.1: ' 795 5
(SM)SILTY SAND,contains mica, tan, moist,
.1111 loose — 3
S-3 SS 18 14 4 8 ►:�
4
_ 3
_ S-4 SS 18 16 3 8
10 - 790 5
_ 3
S-5 SS 18 18 4 8 ►.�
15— —785 4
2
S-6 SS 18 18 3 7 .�
20 END OF BORING @ 20' _
—
4
- 780
25— —775
30— —770
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
Q WL WS❑ WDE BORING STARTED 06/27/18 CAVE IN DEPTH p@ 12'
g WL(SHW) 1 WL(ACR) BORING COMPLETED 06/27/18 HAMMER TYPE Auto
WL RIG Truck FOREMAN M.Hartley DRILLING METHOD HSA

CLIENT Job#: BORING# SHEET 0
LeoTerra Development, Inc. 09:28353 B-8 1 OF 1 Er
PROJECT NAME ARCHITECT-ENGINEER
Hege Road Site
SITE LOCATION
765 Hege Road -0-CALIBRATED PENETROMETER TONS/FT2
Lexington, Davidson County, North Carolina
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD% — —— REC%
35.96878333 -80.27968333
DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
w • z p LIMIT% CONTENT% LIMIT%
a w X • A
E z r p BOTTOM OF CASING M LOSS OF CIRCULATION la w O -
J
a Ov SURFACE ELEVATION 778 ft w > 3 (3) STANDARD PENETRATION
w < ¢ < w ¢ BLOWS;FT
co co co ce3 w m
0 — 'Topsoil Depth[3.00"] / Nxi,c\x
-1111 (SM)Residuum,SILTY SAND,contains mica, — 3
S-1 SS 18 16 orangish brown to tannish orange to tan,moist, — 5 13 ►e
medium dense to loose _ 8
775
3
_- S-2 SS 18 18 4 8 ►:�
5— 4
.1111 2
_ S-3 SS 18 15 3 6
3
770
2
_ S-4 SS 18 18 3 76�
10 4
765
3
S-5 SS 18 18 3 7 g�
15— — 4
760
3
_ S-6 SS 18 18 4 • ►D
20 s
END OF BORING @ 20'
—755
25—
—750
30— —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
Q WL WS❑ WDE BORING STARTED 06/26/18 CAVE IN DEPTH @ 12.25'
• WL(SHW) WL(ACR) BORING COMPLETED 06/26/18 HAMMER TYPE Auto
WL RIG Truck FOREMAN M.Hartley DRILLING METHOD HSA

CLIENT Job#: BORING# SHEET 0
LeoTerra Development, Inc. 09:28353 B-9 1 OF 1 Er
PROJECT NAME ARCHITECT-ENGINEER
Hege Road Site
SITE LOCATION
765 Hege Road -0-CALIBRATED PENETROMETER TONS/FT2
Lexington, Davidson County, North Carolina
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD% — —— REC%
35.96939722 -80.27723889
DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
w • z • LIMIT% CONTENT% LIMIT%
a w X • A
E z p BOTTOM OF CASING M LOSS OF CIRCULATION la w O -
J ¶5
a Ov SURFACE ELEVATION 784 ft w > 3 (3) STANDARD PENETRATION
w ¢ ¢ ¢ w ¢ BLOWS;FT
co co co c 3 w m
0 — \Topsoil Depth[2.001
(SM)Residuum,SILTY SAND,contains mica, — 3
S-1 SS 18 18 tannish-orange to tan-black,moist,medium 5 11 ►e
dense to loose 6
2
_- S-2 SS 18 18 780 3 6 .'
3
5—
2
S-3 SS 18 16 2 ►:�
3
2
_ S-4 SS 18 16 —775 3 6 .'
3
10
3
- S-5 SS 18 18 770 3 7 ►:4
15— 4
3
_ S-6 SS 18 18 765 4 8 ►:�
20 4
END OF BORING @ 20'
760
25—
755
30— —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
Q WL WS❑ WD E BORING STARTED 06/26/18 CAVE IN DEPTH @ 11.75'
• WL(SHW) WL(ACR) BORING COMPLETED 06/26/18 HAMMER TYPE Auto
WL RIG Truck FOREMAN M.Hartley DRILLING METHOD HSA

CLIENT Job#: BORING# SHEET 0
LeoTerra Development, Inc. 09:28353 B-10 1 OF 1 _Eris,
PROJECT NAME ARCHITECT-ENGINEER
Hege Road Site
SITE LOCATION
765 Hege Road -0-CALIBRATED PENETROMETER TONS/FT2
Lexington, Davidson County, North Carolina
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD% - —- REC%
35.96905 -80.27534444
Z DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
w • Z co p LIMIT% CONTENT% LIMIT%
a w X • A
E z p E2 BOTTOM OF CASING MLOSS OF CIRCULATION " L., O -
J Zip
a 1118 SURFACE ELEVATION 774 ft w > 3 ® STANDARD PENETRATION
w < ¢ < w ¢ _i _i BLOWS;FT
C CO CO CO C 3 w CO
0 - 'Topsoil Depth[3.00") / NX/T L
-1111 (SP FILL)FILL,SAND,trace silt,trace clay, .� 7
— S-1 SS 18 15 contains slight roots,light tan,dry,loose — 4 6
i :: :_
z
;! ;i ;
(SM)Alluvium,SILTY SAND,greenish tan, wet, NP
S-2 SS 18 15 very loose —770 WO NP •
5 WOH 12.4
.1111 (SC)Residuum,CLAYEY SAND,contains slight 2
— S-3 SS 18 18 mica,grayish tan to gray,moist,loose to 5 12
medium dense
_ 3
S-4 SS 18 18 765 6 13 ►:�
10
%l7
5
_
S-5 SS 18 18 760 0 17 ►D
15— y'�. . .
..?
S-6 SS 18 16 d.••./._.•. 755 2 6 ►:�
20 4
END OF BORING @ 20'
750
25—
745
30— —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
g WL WS❑ WDE BORING STARTED 06/27/18 CAVE IN DEPTH p@ 12'
g WL(SHW) 1 WL(ACR) BORING COMPLETED 06/27/18 HAMMER TYPE Auto
WL RIG Truck FOREMAN M.Hartley DRILLING METHOD HSA

CLIENT Job#: BORING# SHEET
LeoTerra Development, Inc. 09:28353 B-11 1 OF 1Eil
PROJECT NAME ARCHITECT-ENGINEER
Hege Road Site
SITE LOCATION
765 Hege Road -0-CALIBRATED PENETROMETER TONS/FT2
Lexington, Davidson County, North Carolina
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD% — —— REC%
35.96701111 -80.27941389
DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
w • z p LIMIT% CONTENT% LIMIT%
a v " w X
E z E E2 BOTTOM OF CASING]♦ LOSS OF CIRCULATION w O -
J
o_ LU f g 8 SURFACE ELEVATION 748 ft w > 3 ® STANDARD PENETRATION
w ¢ ¢ ¢ w BLOWS'FT
o co co co c 3 w m
0 1Topsoil Depth[2.001 / 're
-1111 (SC)Residuum,CLAYEY SAND,red-brown to 3
S-1 SS 18 16 tan-gray,moist,loose 3 • ►.�
6
745
2
_ •..
S-2 SS 18 15 4 8 ►:�
5— Y 4
(SM)SILTY SAND,trace clay,contains mica, 5
— S-3 SS 18 15 orangish tan to dark gray, moist to wet,loose to 3 8 e
very loose
740
WOH
_ S-4 SS 18 16 1 2
10 1
735
woh
- S-5 SS 18 13 1 ►D 3
15— 2
730
2
_ S-6 SS 18 14 3 8 ►D
20 5
END OF BORING @ 20' —
—725
25—
—720
30— —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
Q WL WS❑ WD® BORING STARTED 06/26/18 CAVE IN DEPTH @ 11.33'
WL(SHW) WL(ACR) BORING COMPLETED 06/26/18 HAMMER TYPE Auto
WL RIG Truck FOREMAN M.Hartley DRILLING METHOD HSA

CLIENT Job#: BORING# SHEET 0
LeoTerra Development, Inc. 09:28353 B-12 1 OF 1Eis,
PROJECT NAME ARCHITECT-ENGINEER
Hege Road Site
SITE LOCATION
765 Hege Road -0-CALIBRATED PENETROMETER TONS/FT2
Lexington, Davidson County, North Carolina
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD% — —— REC%
35.96723056 -80.27663611
Z DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
w Z co LIMIT% CONTENT% LIMIT%
a 1- v w X • A
E z p BOTTOM OF CASING]♦ LOSS OF CIRCULATION " w O -
J zo
P —
a 2 f g Ov SURFACE ELEVATION 795 ft w > 3 ® STANDARD PENETRATION
w ¢ ¢ ¢ w ¢ _i _i BLOWS TT
o co co co c 3 w co
0 1Topsoil Depth[2.001 / 795
(SC)Residuum,CLAYEY SAND,red-brown, ,r 4
S-1 SS 18 16 moist,medium dense 6 14 .�
8
(SM)SILTY SAND,contains mica,orange-tan,
_- S-2 SS 18 18 moist,loose 4 8 ►��
5— 790 4
3
S-3 SS 18 18 4 8
4
(SM)SILTY SAND,trace clay,contains mica,
_ S-4 SS 18 18 dark gray,moist,loose 3 7 d�
10 - - 785 4
_ 3
S-5 SS 18 18 3 8 ►.�
15— 780 5
3
S-6 SS 18 18 4 • ►.�
5
20 - 775
END OF BORING @ 20' —
—
25— —770
30— —- 765
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
g WL WS❑ WD E BORING STARTED 06/27/18 CAVE IN DEPTH @ 11.92'
g WL(SHW) 1 WL(ACR) BORING COMPLETED 06/27/18 HAMMER TYPE Auto
WL RIG Truck FOREMAN M.Hartley DRILLING METHOD HSA

CLIENT Job#: BORING# SHEET 0
LeoTerra Development, Inc. 09:28353 B-13 1 OF 1Eis,
PROJECT NAME ARCHITECT-ENGINEER
Hege Road Site
SITE LOCATION
765 Hege Road -0-CALIBRATED PENETROMETER TONS/FT2
Lexington, Davidson County, North Carolina
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD% — —— REC%
35.96657222 -80.274175
Z DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
w Z • LIMIT% CONTENT% LIMIT%
a 0) w X • A
z p
E E
BOTTOM OF CASING MLOSS OF CIRCULATION " w O -
J ¶5
a g SURFACE ELEVATION 781 ft w > 3 ® STANDARD PENETRATION
w ¢ ¢ ¢ w ¢ _i _i BLOWSFT
o co co co c 3 w co
0 — \Topsoil Depth[2.00"] /
(SM)Residuum,SILTY SAND,contains mica, —- 780 5
•
S-1 SS 18 14 brown-black,dry,loose 4 10 ►e
6
_ 5
_ S-2 SS 18 16 3 7 .�
5— 4
(SM)SILTY SAND,trace clay,contains mica, 775 4
— S-3 SS 18 16 dark gray,moist,loose 3 7 ►'�
a
_ 3
_ S-4 SS 18 18 3 6 .�
10 3
—
— 770
_ 3
S-5 SS 18 18 4 8 ►.�
15— 4
- 765
3
_ S-6 SS 18 16 4 • ►.�
20 5
END OF BORING @ 20'
760
25-
- —755
30— —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
g WL WS❑ WD E BORING STARTED 06/27/18 CAVE IN DEPTH @ 11.33'
XI WL(SHW) 1 WL(ACR) BORING COMPLETED 06/27/18 HAMMER TYPE Auto
WL RIG Truck FOREMAN M.Hartley DRILLING METHOD HSA

CLIENT Job#: BORING# SHEET 0
LeoTerra Development, Inc. 09:28353 B-14 1 OF 1Eil
PROJECT NAME ARCHITECT-ENGINEER
Hege Road Site
SITE LOCATION
765 Hege Road -0-CALIBRATED PENETROMETER TONS/FT2
Lexington, Davidson County, North Carolina
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD% — —— REC%
35.96601944 -80.27814444
DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
w • z p LIMIT% CONTENT% LIMIT%
w X • A
E z p E2 BOTTOM OF CASING MLOSS OF CIRCULATION la O -
J ¶5
a g SURFACE ELEVATION 768 ft w >Li, 3 (3) STANDARD PENETRATION
w ¢ ¢ ¢ w ¢ BLOWS;FT
co co co c 3 w co
0 — \Topsoil Depth[2.00"] -
-11111 (SM)Residuum,SILTY SAND,orange red- — 4
S-1 SS 18 14 brown,dry to moist,medium dense 5 13 ►e
8
765
4
_- S-2 SS 18 18 5 12 .�
5— 7
.1111 (SM)SILTY SAND,trace clay,contains mica, — 3
— S-3 SS 18 18 dark gray,moist,loose 3 8 .�
5
760
3
_ S-4 SS 18 18 4 8
10 4
755
2
- S-5 SS 18 18 4 • ►:�
15— 5
750
3
_ S-6 SS 18 18 5 10 ►D
20 5
END OF BORING @ 20' —
—745
25—
—740
30— —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
Q WL WS❑ WD E BORING STARTED 06/27/18 CAVE IN DEPTH @ 11.42'
• WL(SHW) WL(ACR) BORING COMPLETED 06/27/18 HAMMER TYPE Auto
WL RIG Truck FOREMAN M.Hartley DRILLING METHOD HSA

CLIENT Job#: BORING# SHEET 0
LeoTerra Development, Inc. 09:28353 B-15 1 OF 1 Eil
PROJECT NAME ARCHITECT-ENGINEER
Hege Road Site
SITE LOCATION
765 Hege Road -0-CALIBRATED PENETROMETER TONS/FT2
Lexington, Davidson County, North Carolina
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD% — —— REC%
35.96456111 -80.27970278
DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
w • z p LIMIT% CONTENT% LIMIT%
w X • A
E z r p BOTTOM OF CASING MLOSS OF CIRCULATION " w O -
J ¶5
a Ov SURFACE ELEVATION 752 ft w > 3 (3) STANDARD PENETRATION
w < ¢ < w ¢ BLOWS TT
co co co c 3 w co
0 — 'Topsoil Depth[3.00"] / 'x``-\x
-11111 (SM)Residuum,SILTY SAND,red-brown,dry, — 2
S-1 SS 18 15 very loose - 750 2 ►e 4
2
(SM)SILTY SAND,tan brown-tan white, moist,
S-2 SS 18 16 loose to medium dense 3 6 I 38 iK Q 65
5_ 3 25.8
.1111
— S-3 SS 18 8 745 2 ►.�
3
3
_ S-4 SS 18 15 4 10 ►D
10 6
740
_ — 7
S-5 SS 18 16 8 21
15 13
- 735
8
_ S-6 SS 18 16 14 30 ►e
20 - 16
END OF BORING @ 20'
—- 730
25—
725
30— —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
Q WL 13.50 WS❑ WD E BORING STARTED 06/27/18 CAVE IN DEPTH p@ 11.00'
• WL(SHW) WL(ACR) 10.50 BORING COMPLETED 06/27/18 HAMMER TYPE Auto
WL RIG Truck FOREMAN M.Hartley DRILLING METHOD HSA

CLIENT Job#: BORING# SHEET 0
LeoTerra Development, Inc. 09:28353 B-16 1 OF 1Eil is,
PROJECT NAME ARCHITECT-ENGINEER
Hege Road Site
SITE LOCATION
765 Hege Road -0-CALIBRATED PENETROMETER TONS/FT2
Lexington, Davidson County, North Carolina
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD% - —- REC%
35.96275833 -80.27997778
Z DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
w Z co p LIMIT% CONTENT% LIMIT%
a v W X • A
E z r p BOTTOM OF CASING]♦ LOSS OF CIRCULATION " L., O -
J t0
a
g SURFACE ELEVATION 726 ft w > 3 (3) STANDARD PENETRATION
Li, ¢ ¢ ¢ w ¢ _i _i BLOWS'FT
o co co co c 3 w co
0 1Topsoil Depth[2.00"] / ::.
-11111 (SC)Residuum,CLAYEY SAND,tan-brown to 1 ; 725
i
S-1 SS 18 16 tan,moist,very loose to medium dense 2 4
2
3
_ S-2 SS 18 18 1. 5 127
.�
5—
.1111 Fj'/-. 720 3
— S-3 SS 18 13 4 8 .�
4
..../
_ 1
S-4 SS 18 16 2 4
10 ;;:t 2
- :7— 715
(SM)SILTY SAND,tan,wet,loose to medium
_ 1
S-5 SS 18 12 dense 2 • ►��
15—
710
5
_ S-6 SS 18 8 7 13 ►:�
20 6
END OF BORING @ 20'
705
25-
- —700
30— —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
Q WL 8.33 WS❑ WD® BORING STARTED 06/27/18 CAVE IN DEPTH @ 12.33'
XI WL(SHW) 1 WL(ACR) 7.00 BORING COMPLETED 06/27/18 HAMMER TYPE Auto
WL RIG Truck FOREMAN M.Hartley DRILLING METHOD HSA

CLIENT Job#: BORING# SHEET 0
LeoTerra Development, Inc. 09:28353 B-17 1 OF 1 Er
PROJECT NAME ARCHITECT-ENGINEER
Hege Road Site
SITE LOCATION
765 Hege Road -0-CALIBRATED PENETROMETER TONS/FT2
Lexington, Davidson County, North Carolina
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD% - —- REC%
35.97153611 -80.26913611
DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
w • z p LIMIT% CONTENT% LIMIT%
w X • A
E z r p BOTTOM OF CASING MLOSS OF CIRCULATION la w O -
J ¶5
a Ov SURFACE ELEVATION 843 ft w > 3 (3) STANDARD PENETRATION
w < ¢ ¢ w ¢ BLOWS;FT
co co co c 3 w m
0 — 'Topsoil Depth[3.001 / Nxi,c\x
-1111 (SM)Residuum,SILTY SAND,contains mica, — 2
5-1 SS 18 16 orange-brown to orange-tan to tan-gray,moist, — 3 8 ►.�
loose _ 5
840
2
_- S-2 SS 18 18 3 7 .�
5— 4
.1111 2
_ S-3 SS 18 18 3 6
3
835
2
_ S-4 SS 18 18 3 76�
10 4
830
2
S-5 SS 18 18 3 7 ►.�
15— 4
825
3
_ S-6 SS 18 18 4 8 ►e
20 4
END OF BORING @ 20'
—820
25—
—815
30— —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
g WL WS❑ WDE BORING STARTED 06/26/18 CAVE IN DEPTH p@ 12.42'
• WL(SHW) WL(ACR) BORING COMPLETED 06/26/18 HAMMER TYPE Auto
WL RIG Truck FOREMAN M.Hartley DRILLING METHOD HSA

CLIENT Job#: BORING# SHEET 0
LeoTerra Development, Inc. 09:28353 B-18 1 OF 1Eil
PROJECT NAME ARCHITECT-ENGINEER
Hege Road Site
SITE LOCATION
765 Hege Road -0-CALIBRATED PENETROMETER TONS/FT2
Lexington, Davidson County, North Carolina
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD% — —— REC%
35.97031111 -80.27047222
DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
w • z p LIMIT% CONTENT% LIMIT%
w X • A
E z r p BOTTOM OF CASING MLOSS OF CIRCULATION MD O -
J ¶5
o_ g 8 SURFACE ELEVATION 820 ft w >Li, 3 ® STANDARD PENETRATION
w ¢ ¢ ¢ w ¢ BLOWSFT
co co co c 3 w co
0 — \Topsoil Depth[2.00"] / 820
-11111 (SM)Residuum,SILTY SAND,contains mica, — 3
S-1 SS 18 18 orange-brown to tannish gray,moist,loose 4 • ►.�
5
2
_- S-2 SS 18 18 4 8 ►:�
5— - 815 4
.1111 2
_ S-3 SS 18 18 3 6
3
2
_ S-4 SS 18 18 3 7d'�
10 - 810 4
3
S-5 SS 18 18 4 8 ►.�
15— —805 4
3
S-6 SS 18 18 4 • ►.�
5
20 - 800_ END OF BORING @ 20' _
25— —795
30— —- 790
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
g WL WS❑ WDE BORING STARTED 06/26/18 CAVE IN DEPTH p@ 12'
• WL(SHW) WL(ACR) BORING COMPLETED 06/26/18 HAMMER TYPE Auto
WL RIG Truck FOREMAN M.Hartley DRILLING METHOD HSA

CLIENT Job#: BORING# SHEET
LeoTerra Development, Inc. 09:28353 B-19 1 OF 1 Eilis,
PROJECT NAME ARCHITECT-ENGINEER
Hege Road Site
SITE LOCATION
765 Hege Road -0-CALIBRATED PENETROMETER TONS/FT2
Lexington, Davidson County, North Carolina
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD% — —— REC%
35.96903333 -80.27139722
DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
w • z p LIMIT% CONTENT% LIMIT%
a v w
" X • A
E z r p BOTTOM OF CASING]♦ LOSS OF CIRCULATION w O -
J
a Ov SURFACE ELEVATION 813 ft w > 3 (3) STANDARD PENETRATION
w < < < w BLOWS'FT
o co co co ce3 w m
0 — 'Topsoil Depth[3.00"] / P�.:..—
-11111 (SC)Residuum,CLAYEY SAND,tan-brown, 2
S-1 SS 18 15 moist,loose 3 8 ►.�
5
(SM)SILTY SAND,contains mica,orange- 810
brown to tan to tannish gray,moist,medium 3
S-2 SS 18 18 5 11
dense to loose 6
5—
.1111 3
_ S-3 SS 18 16 4 • ►:�
5
805
2
_ S-4 SS 18 18 3 6 .�
10 3
800
3
- S-5 SS 18 18 3 6 ►.�
15— 3
795
2
_ S-6 SS 18 16 4 8 ►e
20 4
END OF BORING @ 20'
—790
25—
—785
30— —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
Q WL WS❑ WD E BORING STARTED 06/26/18 CAVE IN DEPTH @ 12.17'
• WL(SHW) WL(ACR) BORING COMPLETED 06/26/18 HAMMER TYPE Auto
WL RIG Truck FOREMAN M.Hartley DRILLING METHOD HSA

CLIENT Job#: BORING# SHEET
LeoTerra Development, Inc. 09:28353 B-20 1 OF 1 Er
PROJECT NAME ARCHITECT-ENGINEER
Hege Road Site
SITE LOCATION
765 Hege Road -0-CALIBRATED PENETROMETER TONS/FT2
Lexington, Davidson County, North Carolina
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD% - —- REC%
35.96571944 -80.273175
DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
w • z p LIMIT% CONTENT% LIMIT%
a v w
" X • A
E z r p BOTTOM OF CASING]♦ LOSS OF CIRCULATION w O -
J
a Ov SURFACE ELEVATION 762 ft w > 3 (3) STANDARD PENETRATION
w < < < w BLOWS'FT
o co co co ce3 w m
0 1Topsoil Depth[2.001 /
-1111 (SC)Residuum,CLAYEY SAND,tan-brown, •' 3
S-1 SS 18 18 moist,loosed 760 43 7 .►
(SM)SILTY SAND,contains mica,orange- 3
S-2 SS 18 18 brown to tannish gray-white,moist,medium — 6 11
dense to loose 6
5—
.1111 3
— S-3 SS 18 12 755 3 8
5
2
_ S-4 SS 18 18 3 7 6�
10 4
750
2
S-5 SS 18 16 3 6 ►.�
15— 3
2
S-6 SS 18 16 3 7 ►:�
-411 745 4
20 END OF BORING @ 20'
—740
25—
735
30 —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
Q WL WS❑ WD E BORING STARTED 06/27/18 CAVE IN DEPTH @ 12.33'
WL(SHW) WL(ACR) BORING COMPLETED 06/27/18 HAMMER TYPE Auto
WL RIG Truck FOREMAN M.Hartley DRILLING METHOD HSA

CLIENT Job#: BORING# SHEET 0
LeoTerra Development, Inc. 09:28353 B-21 1 OF 1 Er
PROJECT NAME ARCHITECT-ENGINEER
Hege Road Site
SITE LOCATION
765 Hege Road -0-CALIBRATED PENETROMETER TONS/FT2
Lexington, Davidson County, North Carolina
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD% — —— REC%
35.96493889 -80.27437222
DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
w • z • LIMIT% CONTENT% LIMIT%
a w X • A
E z p BOTTOM OF CASING M LOSS OF CIRCULATION MD O -
J ¶5
a Ov SURFACE ELEVATION 762 ft w > 3 (3) STANDARD PENETRATION
w < ¢ ¢ w ¢ BLOWS TT
co co co ce3 w m
0 — \Topsoil Depth[2.001 —
(SM)Residuum,SILTY SAND,orange-brown, — 3
S-1 SS 18 16 moist,loose to medium dense 760 5 13 ►e
a
3
S-2 SS 18 18 5 10 ►:4
5— 5
3
— S-3 SS 18 18 755 6 13 ►:�
3
_ S-4 SS 18 18 5 11 ►D
10 6
750
(SM)SILTY SAND,tan brown,moist,loose
3
S-5 SS 18 18 5 10 ►D
15— 5
745
4
_ S-6 SS 18 18 4 • ►.�
20 5
END OF BORING @ 20' —
—740
25—
735
30— —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
Q WL WS❑ WD E BORING STARTED 06/27/18 CAVE IN DEPTH @ 12.25'
WL(SHW) WL(ACR) BORING COMPLETED 06/27/18 HAMMER TYPE Auto
WL RIG Truck FOREMAN M.Hartley DRILLING METHOD HSA

CLIENT Job#: BORING# SHEET 0
LeoTerra Development, Inc. 09:28353 B-22 1 OF 1
Eis,
PROJECT NAME ARCHITECT-ENGINEER
Hege Road Site
SITE LOCATION
765 Hege Road -0-CALIBRATED PENETROMETER TONS/FT2
Lexington, Davidson County, North Carolina
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD% — —— REC%
35.96279167 -80.27636944
Z DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
w • Z co LIMIT% CONTENT% LIMIT%
a — " W X • A
E z E BOTTOM OF CASING M LOSS OF CIRCULATION L., O -
J t0
a 1118 SURFACE ELEVATION 741 ft w > 3 ® STANDARD PENETRATION
w < < < w ¢ _i _i BLOWS TT
o m CO CO C 3 w CO
0 -\Topsoil Depth[3.00"] / f3
(SC)Residuum,CLAYEY SAND,tannish 740 4
S-1 SS 18 16 orange-gray,moist,medium dense 5 11 ►e
6
lr
/ ' 4
_- S-2 SS 18 18 / 5 12 .�
5—
"`..'` 735
(MH)ELASTIC SILT,contains slight mica, tan 3
_ S-3 SS 18 18 gray,moist,stiff 6 14 ►:4 28.4♦ X54
g y' 8 33
(SM)SILTY SAND,orange-white and black to
_ S-4 SS 18 18 light orange,moist,medium dense. — 16 24 ►��
10 13
— 730
(ML)SANDY SILT,light orange, moist, soft to
_ 1
S-5 SS 18 18 firm — 1 j►.► 3 NP 36.2♦
15— — 2
NP
725
_ 1
_ S-6 SS 18 18 1 ►D 4
20' — 3
720
2
_ S-7 SS 18 18 2 ►�
25 3
END OF BORING @ 25'
— —715
30— —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
Q WL WS❑ WDE BORING STARTED 06/27/18 CAVE IN DEPTH @ 15.81'
XI WL(SHW) 1 WL(ACR) BORING COMPLETED 06/27/18 HAMMER TYPE Auto
WL RIG Truck FOREMAN Matt Hartley DRILLING METHOD HSA

APPENDIX C - LABORATORY TESTING SUMMARY

Laboratory Testing Summary
Page 1 of 1
Atterberg Limits3 Percent Moisture-Density(Corr.)5
Sample Sample Depth MCI Soil Passing Maximum Optimum CBR Other
Source Number (feet) (%) Type2 LL PL PI No. 200 Density Moisture Value6
Sieve4 (pcf) (%)
B-10
S-2 3.50 -5.00 12.4 SM NP NP NP 28.4
B-15
8-2 3.50 -5.00 25.8 SM 65 38 27 47.5
B-22
S-3 6.00 -7.50 28.4 MH 54 33 21 76.4
S-5 13.50 -15.00 36.2 ML NP NP NP 55.1
Notes: 1.ASTM D 2216,2.ASTM D 2487,3.ASTM D 4318,4.ASTM D 1140,5.See test reports for test method,6.See test reports for test method
Definitions: MC:Moisture Content,Soil Type:USCS(Unified Soil Classification System),LL:Liquid Limit,PL:Plastic Limit,PI:Plasticity Index,CBR:California Bearing Ratio,OC:Organic Content(ASTM D 2974)
Project No. 09:28353
Project Name: Hege Road Site I ECS SOUTHEAST, LLP
IWI 4811 Koger Boulevard
PM: Dharani Vallabhaneni Greensboro,NC 27407
PE: David C.Boger iS, Phone:[phone]
g err Fax:[phone]
Printed On: Friday,July 13,2018