20090597 Ver 6_211601 CCEP Lot 6 Geotech Report_20220304

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III dill I
Geotechnical Exploration Report
CCEP Lot 6
Sanford, North Carolina
S&ME Project No. 211601
PREPARED FOR
Samet Corporation
5420 Wade Park Blvd Suite 104
Raleigh, North Carolina 27607
PREPAI
S&ME, Inc.
3201 Spring Forest Road
Raleigh, North Carolina 27616
April 28, 2021

I ! ;
April 28, 2021
Samet Corporation
309 Gallimore Dairy Road, Suite 102
Greensboro, North Carolina 27409
Attention: Mr. Hunter Nichols
Reference: Geotechnical Exploration Report
CCEP Lot 6
Enterprise Park Drive
Sanford, North Carolina
S&ME Project No. 211601
NC PE Firm License No. F-0176
Dear Mr. Nichols:
S&ME, Inc. (S&ME) is pleased to submit this geotechnical exploration report for the referenced project. Our
services were performed in general accordance with our proposal 211601 dated February 17, 2021. This report
presents a brief discussion of our understanding of the project, results of the exploration, and our geotechnical
conclusions and recommendations regarding the proposed construction.
We appreciate the opportunity to work with you on this project. Please contact us with any questions, or if you
need additional information.
Sincerely,
S&ME, Inc.
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J. Adam Browning, P.E. 34358 = Kevin A. Nadeau, P.E.
Geotechnical Area Manager ? 4.28_21 = Senior Geotechnical Engineer
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S&ME, Inc.13201 Spring Forest Road I Raleigh, NC 27616 I p 919.872.2660 I www.smeinc.com

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Geotechnical Exploration Report
CCEP Lot 6
Enterprise Park Drive I I s
Sanford, North Carolina
+ram
S&ME Project No. 211601
Table of Contents
1.0 Project and Site Information 1
2.0 Regional Geology 2
3.0 Exploration Program 2
4.0 Subsurface Conditions 3
4.1 Topsoil 3
4.2 Fill Soils 3
4.3 Residual Soils 3
4.4 Partially Weathered Rock 4
4.5 Auger Refusal Materials 4
4.6 Water Levels 4
5.0 Laboratory Test Results 4
6.0 Conclusions and Recommendations 5
6.1 Earthwork 6
6.1.1 Site Preparation—General 6
6.1.2 Subgrade Evaluation 7
6.1.3 Drainage Feature 7
6.1.4 Existing Fill Material 7
6.1.5 Highly Plastic Soils 7
6.1.6 Excavations 8
6.1.7 Overexcavation for Utilities and Foundations 8
6.1.8 Particle Size Control 8
6.2 Groundwater and Surface Water 9
6.3 Structural Fill 9
6.3.1 Fill Induced Settlement 10
6.4 Slope Stability 10
6.5 Foundation Recommendations 11
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Geotechnical Exploration Report
CCEP Lot 6
Enterprise Park Drive —
Sanford, North Carolina / I —
S&ME Project No. 211601
6.5.1 Bearing Depth and Dimension 11
6.5.2 Settlement 11
6.5.3 Footing Evaluations 11
6.6 Floor Slabs 12
6.7 Seismic Site Classification 12
6.8 Retaining Wall Parameters 12
6.8.1 General 12
6.8.2 Mechanically Stabilized Earth (MSE) Walls 13
6.8.3 Cast-In-Place Concrete Walls 14
6.9 Pavements 14
6.9.1 Asphalt Pavement 15
6.9.2 Concrete Pavement 15
7.0 Limitations of Report 16
Appendices
Appendix I—Figures
Appendix II—Soil Test Boring Logs
Appendix III—Laboratory Results
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Geotechnical Exploration Report
CCEP Lot 6 dr
Enterprise Park Drive I
Sanford, North Carolina / I
S&ME Project No. 211601
1.0 Project and Site Information
This report is based on the following information:
Email and telephone communication between you and Mr. Kevin Nadeau (S&ME) on February 12,
2020.
Preliminary Overall Site Plan—Central Carolina Enterprise Park prepared by Samet Corporation dated
May 14, 2020.
Additional Boring Location Exhibits for CCEP Lots 6 and 9 prepared by the CE Group dated February
12, 2021.
We understand Samet Corporation is in early design phase for a new business park in Sanford, North Carolina.
The business park will include 17 parcels ("lots") which will include building structures ranging in size from about
40,000 to 150,000 square feet. Development will also include stormwater control structures, asphalt parking and
driveways, cut/fill slopes, and retaining structures.
Lot 6 will include an approximate 117,000 square foot building and will be able to accommodate an approximate
117,000 square foot future expansion. We understand buildings will likely be single-story metal-framed structures
with concrete slabs-on-grade. We estimate maximum column, wall, and slab loads of 200 kips,4 kips/ft, and 150
psf, respectively.
Site grading within the building footprint will require maximum cuts and fills on the order of 11 feet and 10 feet,
respectively. Based on the provided exhibits, significant fill slopes or retaining walls will be required in the south
corner of proposed future expansions.
At the time of our reconnaissance, the site was moderately to heavily wooded with a gravel construction entrance
in the western corner of the site.A drainage feature was observed along the southern-central portion of the site
(near C-10, C-11, and C-14) but was dry at the time of our site visit. A probe rode was used along the length of the
drainage feature and the ground was observed as soft. Some previously cleared access trails were present within
the site. An apparent fill mound was observed on the western side of the site near boring locations C-4 and C-10.
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Geotechnical Exploration Report
CCEP Lot 6 dr
Enterprise Park Drive I
411,
Sanford, North Carolina / I
S&ME Project No. 211601
2.0 Regional Geology
•
$ Blue Relge Self 1. Raleigh Belt Gharlotle Belt
❑ Coastal Plain ■ Carolina Side Belt ❑ Kings Mountain kit
▪ Inner Nome' ❑ Maggie Bas+n Yurpfiy Belt
▪ Eastern Slale Belt ❑ Yiltan Bell
The site is located on the western edge of one of several trough shaped basins that are present within the
Piedmont Physiographic Province. The basins were formed during the Triassic and early Jurassic periods as a
result of faulting and regional subsidence. Over time, the basins were filled with sediment eroded from the
adjacent igneous and metamorphic formations. Although the basins may be grouped into areas having
distinguishable geologic characteristics, locally the area is simply referred to as the Triassic Basin. Sedimentary
sandstones, siltstones, mudstones and conglomerates are the predominant rock types within the Triassic Basin.
Igneous intrusions (dikes and sills) are present within the sedimentary rocks in many areas.
Near the ground surface, the Triassic rocks and igneous intrusions are often discontinuous with depth. The
Triassic rocks can be present as relatively thin layers and the intrusions in the form of boulders.Typical soils within
the Triassic Basin consist of silts, clays and clayey/silty sands. Near the surface the silts and clays are often
moderately to highly plastic. Where present, residual soils formed by weathering of igneous intrusions can be of a
softer/wetter consistency than surrounding Triassic sediments (silts and clays). In many locations, the transitional
zone between soil and rock is not well defined. Locally, the transitional zone is termed partially weathered rock
(PWR). For engineering purposes, partially weathered rock is considered as residual material in which standard
penetration test N-values exceed 100 blows per foot. Partially weathered rock can be penetrated with some
difficulty by power augers.
3.0 Exploration Program
Our geotechnical field evaluation included the performance of a 16 soil test borings (C-1 through C-16).
Approximate boring locations are shown on the attached Figure 2, Boring Location Plan. Boring locations were
established in the field by S&ME using a hand-held GPS and should be considered approximate.
Borings were drilled using a CME 550 drill rig mounted on an all-terrain vehicle. Borings were advanced using
31/4-inch inside-diameter hollow stem augers to depths ranging from approximately 9 to 29 feet below the
existing ground surface. Split-spoon soil samples were taken at approximate 21/2-foot intervals above a depth of
10 feet and then at 5-foot intervals below 10 feet. Standard penetration tests were conducted using an automatic
hammer in conjunction with split-spoon sampling in general accordance with ASTM D1586.
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Geotechnical Exploration Report Afflu.dr
CCEP Lot 6
Enterprise Park Drive —
Sanford, North Carolina
S&ME Project No. 211601
Water level measurements were attempted immediately after drilling within all borings. Borings were backfilled
with auger cuttings and closed in accordance with our standard borehole closure protocol prior to demobilization.
Test Boring Records and a Generalized Subsurface Profile (Figure 3) showing specific subsurface information from
each boring are included in Appendix I. Stratification lines shown on Test Boring Records and the Subsurface
Profile are intended to represent approximate depths of changes in soil types. Naturally, transitional changes in
soil types are often gradual and cannot be defined at exact depths. Ground surface elevations shown on the test
boring records and profile were obtained from topographic information presented on the Additional Boring
Exhibit prepared by the CE Group and thus should be considered approximate
Representative split-spoon samples and two bulk samples were returned to our laboratory for visual classification
and testing. Soils were classified in general accordance with Unified Soil Classification System guidelines.
Laboratory testing include natural moisture content, Atterberg limits, and grain size testing for general
classification purposes, as well as standard Proctor and California Bearing Ratio testing on the bulk samples.
Laboratory testing was performed in general accordance with applicable ASTM standards.
4.0 Subsurface Conditions
4.1 Topsoil
A surficial layer of topsoil, approximately 3 to 4 inches in thickness, was encountered at each boring location with
the exception of C-5 where an initial 3-inch thick layer of crushed gravel was encountered at the ground surface.
Actual topsoil depths will be greater than those shown on boring logs in wooded areas due to removal of tree
root mat. Topsoil is typically a dark-colored soil material containing roots, fibrous matter, and/or other organic
components, and is unsuitable for engineering purposes. Topsoil depths provided in this report are based on
measurements made during drilling and should be considered approximate.We note that the transition from
topsoil to underlying natural soils may be gradual.
4.2 Fill Soils
Fill soils were encountered underlying topsoil at boring locations C-4 and C-10 and extended to depths of about 3
feet below the ground surface. Fill soils sampled were visually classified as low to high plasticity silts (USCS
classification of ML and MH). Constituents within fill at C-10 were noted to be organic material. SPT N-values
recorded within fill soils were 2 and 9 blows per foot (bpf) indicating the fill materials were likely not compacted.
4.3 Residual Soils
Residual soils were encountered underlying fill soil, topsoil, or gravel layer at each boring location. Residual soils
encountered were generally comprised of low to high plasticity clay and silt (USCS designation CL, CH, ML, and
MH). SPT N-values within residual soils ranged from 2 to 76 blows per foot (bpf). Residual soils were generally
observed relatively dry to wet. Laboratory testing on the bulk samples indicated natural moisture contents 1.3 to
5.5 percent wet of optimum. Relatively low-consistency soils that may be unstable under proofroll were
encountered near existing site elevations in fill areas at boring C-11. Additional low-consistency soils were
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Geotechnical Exploration Report
CCEP Lot 6
Enterprise Park Drive s
Sanford, North Carolina / I .11k
S&ME Project No. 211601
encountered near existing site elevations at borings C-1, C-2, C-8, C-9, and C-12 through C-16; however, these
soils are expected to be removed during site grading to establish design subgrade elevations.
4.4 Partially Weathered Rock
Partially weathered rock (PWR) was encountered within most borings at depths ranging from about 3 to 17 feet
below the existing ground surface and were generally sampled as silty sand and sandy silt. PWR was encountered
at or near planned subgrade elevations at borings C-1, C-2, C-6, C-12, C-15, and C-16. Standard penetration test
values in partially weathered rock ranged from 50 blows in 5 inches of penetration (50/5") to 50 blows with no
apparent penetration (50/0"). Partially weathered rock materials were generally observed as relatively dry to moist.
Borings C-1, C-2, C-5, C-7, C-8, C-10, C-11, C-12, C-15, and C-16 were terminated in PWR without encountering
auger refusal.
4.5 Auger Refusal Materials
Auger refusal materials were encountered in borings C-6 and C-9 at depths of approximately 18.5 feet and 16 feet
below the existing ground surface, respectively. Auger refusal may be indicative of less weathered PWR, boulders,
or the top of parent rock.
4.6 Water Levels
Groundwater level measurements were attempted in the borings at completion of drilling operations. Borings
were observed to be dry above their cave depths, which ranged from about 6.5 to 23 feet below the ground
surface. Cave depths can sometimes be indicative of water levels. Perched water is known to exist in this geology
and should be expected in unexplored areas of the site. Additionally, surface water that is not effectively gravity-
drained, can become perched resulting in horizontal water movement based on local surface slopes. Groundwater
levels should be expected to fluctuate with seasonal changes and with rainfall and evaporation rates at other
times of the year.
5.0 Laboratory Test Results
A summary of laboratory test results is presented in the table below. Individual laboratory test results are included
in the Appendix.
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Geotechnical Exploration Reportiiiir
CCEP Lot 6 dr
Enterprise Park Drive I
Sanford, North Carolina / I
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S&ME Project No. 211601
Table 5-1 Summary of Laboratory Test Results
Atterberg Limits I Standard Proctor
Natural Percent Opt. 1 Max.Dry
Moisture Fines Moisture Unit
Boring Sample Content Liquid Plasticity (Passing Content Weight CBR1 0/0
No. Depth(ft) (%) Limit Index #200 Sieve) (%) (pcf) (%) Swell USCS
C-1 1 —21/2 22.4 50 25 -- -- -- CH
C-1 0— 5* 18.1 39 19 97.1 14.9 115 ###2 CL
C-2 1 —21/2 22.5 57 30 -- -- -- -- CH
C-3 81/2— 10 14.5 37 19 -- -- -- -- -- CL
C-8 31/2— 5 19.3 42 19 -- -- -- -- -- CL
C-9 5— 10* 15.9 -- -- 95.5 16 114 -- -- ML**
C-12 1 —21/2 28.0 48 25 -- -- -- -- -- CL
C-13 1 —21/2 22.5 45 26 -- -- -- -- -- CL
C-14 1 —21/2 25.0 -- -- -- -- -- -- -- ML**
C-15 1 —21/2 27.8 50 26 -- -- -- -- -- CH
'Corrected CBR value at 0.1 inches of penetration. The sample was compacted to approximately 110 pcf,at a moisture content of approximately
16%. The sample was soaked for approximately 96 hours under a surcharge of approximately 100 pounds per square foot.
2 CBR testing was not complete at the time of this report.Results will be presented in a separate letter upon completion.
*Bulk Sample
**Based on visual classification
6.0 Conclusions and Recommendations
The following sections provide our conclusions and recommendations regarding site development and building
foundation support. The recommendations herein are based upon review of test borings, our understanding of
the proposed construction, engineering analyses, and experience with similar projects and subsurface conditions.
If assumed structural loads, site grades or structure locations are different from those indicated, we should be
provided the opportunity to review and comment upon the recommendations of this report so that they may be
confirmed, extended, or modified as necessary.
Based on our review of the provided project information, results of our exploration, and our experience with
similar conditions, the site is adaptable for the proposed project. The primary geotechnical issues at this site will
include:
Site Preparation—Clearing and stripping of vegetation and topsoil will be required. Our borings indicate
topsoil thicknesses of approximately 3 to 4 inches; however, thicker stripping depths should be
anticipated. Low-consistency soils that may be unstable under proofroll were encountered in several
borings near final subgrade elevations. In addition, natural moisture contents of the bulk soil samples
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Geotechnical Exploration Report
CCEP Lot 6
Enterprise Park Drive —
Sanford, North Carolina
S&ME Project No. 211601
tested in the laboratory were wet of their optimum moisture content. Drying of soils to improve subgrade
stability and reuse on-site soils as structural fill will likely be required.
Existing Fill Material— Existing fill material was encountered in two of the borings, C-4 and C-10. This
material will require removal and replacement where present below planned subgrade elevations
Rock Excavation— Partially weathered rock (PWR) and/or auger refusal materials were encountered
within anticipated excavation depths in some borings.The elevations at which rock will be encountered
during site grading within this geology are highly variable. Ripping and/or blasting might be required
within unexplored areas.
Groundwater Control - Perched water is known to exist in this geology and should be expected in
unexplored areas of the site. Surface water that is not effectively gravity-drained, can becomes perched
resulting in horizontal water movement based on local surface slopes.
Highly Plastic Soils— Highly plastic soils (CH and MH) were encountered in the upper 3 to 6 feet in some
borings. Highly plastic soils should not be present within 2 feet of final subgrade elevations in pavement
areas or within 3 feet of final subgrade elevations in planned building areas.
Building Support— Buildings can be supported on conventional shallow foundations after proper site
preparation.
The following sections present more detailed conclusions and recommendations.
6.1 Earthwork
6.1.1 Site Preparation— General
Initial site preparation should include clearing of trees, grubbing of stumps, stripping or organics and topsoil, and
removing any other deleterious materials. Borings performed for this exploration indicate topsoil thicknesses of
about 3 to 4 inches. Greater thicknesses of topsoil (i.e. potentially 8 to 12 inches) should be expected in wooded
areas. Logging operations often disturb the upper soils, mixing topsoil with undisturbed soils below, thus
increasing stripping depths. This is especially true if logging occurs during wet conditions.
Site grading will be difficult during periods of extended rainfall that generally occur during the winter and early
spring months. Near-surface soils are moisture sensitive, and when wet, will tend to rut and pump under
construction equipment traffic. In addition, these soils are difficult to dry during wet weather conditions.To reduce
potential earthwork problems, site preparation and grading should be scheduled during drier summer months, if
possible. If grading during wet weather is attempted, repair of near-surface soils and possible use of select off-site
borrow will be necessary to adequately prepare subgrades for new construction.
Heavy rubber-tired construction equipment should not be allowed to operate on exposed subgrades during wet
conditions. Even during drier periods of the year, we recommend that exposed subgrades be sloped and sealed
at the end of each day to promote runoff and reduce infiltration from rainfall. Water should not be allowed to
pond on exposed subgrades. To further reduce potential deterioration of exposed subgrades, construction traffic
patterns should be managed to limit equipment passes across the site. An all-weather surface may be necessary
for heavy construction traffic to reduce degrading the soil subgrade during construction. Options for stabilizing
all weather surfaces include compacted crushed stone or chemical (lime) stabilization.
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Geotechnical Exploration Report
CCEP Lot 6
Enterprise Park Drive —
Sanford, North Carolina
S&ME Project No. 211601
6.1.2 Subgrade Evaluation
After initial site preparation is complete, the exposed subgrade of areas to receive fill and areas near final grades
should be evaluated by the geotechnical engineer or their representative. This evaluation should include
proofrolling with a fully loaded tandem-axle dump truck or similar rubber-tired construction equipment. Any
areas that deflect excessively and cannot be densified by rolling should be repaired by undercutting to suitable
soils and replacing with compacted structural fill or ABC stone. Depending on prevailing weather conditions at
the time of construction, drying, discing, and recompaction of soils may be a suitable alternative to undercutting.
This will be a field decision at time of grading. Relatively low-consistency soils that may be unstable under
proofroll were encountered near final subgrade elevations in cut areas or near existing site elevations in fill areas
at boring location C-11. Additional low-consistency soils were encountered near existing site elevations at
borings C-1, C-2, C-8, C-9, and C-12 through C-16; however, these soils are expected to be removed during site
grading to establish design subgrade elevations.
6.1.3 Drainage Feature
A drainage feature is present in the southern-central portion of the site between borings C-10, C-11, and C-14.
We expect undercutting of soft/wet alluvial (water-deposited) soils within drainage features will be required.
Undercut depths on the order of 2 to 4 feet should be anticipated.
We recommend replacing undercut materials along drainage features with French drains. French drains promote
site drainage by utilizing the natural site features and drainage patterns. French drains should consist of washed
stone (NCDOT#57) wrapped in a non-woven geotextile. French drains should gravity drain and daylight in low-
lying areas are be tied into the stormwater system.
6.1.4 Existing Fill Material
Existing fill materials were encountered at boring locations C-4 and C-10 to depths of about 3 feet below the
ground surface. Based on proposed grades, it appears fill materials at C-4 will be removed during site grading,
whereas new fill on top of existing fill is proposed at location C-10. Prior to structural fill placement, we
recommend existing fill materials be removed and replaced with structural fill.
6.1.5 Highly Plastic Soils
Highly plastic soils with the potential to shrink/swell with changes in moisture content were encountered in the
upper 3 to 6 feet at most borings. Based on proposed grading, most of these soils are to be removed during
mass grading. Where present, we recommend high plasticity soils (plasticity index of or greater than 30 percent)
not be present within 3 feet of final subgrade elevations within building footprints or within 2 feet of final
subgrade elevations in the pavement areas. We recommend undercutting and replacing highly plastic soils
encountered within these zones with low plasticity, compacted structural fill
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Geotechnical Exploration Report
CCEP Lot 6
Enterprise Park Drive —
Sanford, North Carolina
S&ME Project No. 211601
6.1.6 Excavations
Borings indicate that excavations will likely extend through moderate to high-consistency soils, and PWR material.
Moderate to high-consistency soils can be excavated using backhoes, dozers, and other types of typical
earthmoving equipment.
PWR material was encountered near or above planned subgrade elevations at borings C-1, C-2, C-6, C-12, C-15,
and C-16. Additional PWR should be expected within planned excavation depths in other unexplored areas of the
site. Where partially weathered rock is encountered during excavations, more weathered portions of the partially
weathered rock can sometimes be removed by using a large trackhoe, such as a CAT 330 equipped with new rock
teeth, or large dozers, such as a CAT D-8 pulling a single-tooth ripper. However, even if possible with this
equipment, excavation of partially weathered rock can be slow and incompatible with the construction schedule.
The use of hydraulic equipment (hoe ram, rock hammer, etc.) or rock blasting should be anticipated for removal of
the harder(less weathered) partially weathered rock and auger refusal material.
Prior to any blasting being performed, we recommend that a pre-blast survey be performed of any nearby
structures and that all blast vibrations be monitored. The depth of blasting should be carefully controlled. Over-
blasted materials should be removed to expose sound materials prior to fill placement or foundation construction.
This recommendation is made because over-blasted materials can settle significantly due to the weight of new fill
or building loads. The contractor should control blasting to keep vibrations below acceptable levels.
Excavations should be sloped or shored in accordance with local, state and federal regulations, including OSHA
(29 CFR Part 1926) excavation trench safety standards. The contractor is usually responsible for site safety. This
information is provided only as a service and under no circumstances should we be assumed responsible for
construction site safety.
6.1.7 Overexcavation for Utilities and Foundations
Past experience indicates that it is typically more efficient and economical to remove difficult excavation materials
in mass form as opposed to local excavation.Therefore, we suggest that consideration be given to mass
excavating PWR materials to a specified depth below finish floor elevation during the mass grading process. On
past projects it has been effective to mass excavate PWR materials to depths of approximately 3 to 4 feet beneath
the finish floor elevation (or the depth of expected utility line or footing installation) and then backfill to design
subgrade elevation using soil as structural fill. Utility line and footing excavation can then be performed through
soil. It is important that loose blasted materials be removed completely prior to replacing with compacted
structural fill.
6.1.8 Particle Size Control
Excavated partially weathered rock and rock should be broken down to acceptable particle sizes before being
used as structural fill. We recommend that the maximum particle size of fill not exceed 3 inches within the
structural fill beneath buildings, and within 3 feet of final subgrade in pavement areas. At fill depths greater than
3 feet below final subgrade in pavement areas, the maximum particle size should not exceed 6 inches. When
placing rock materials in fill areas, soil must be used to fill any voids, especially where larger particle materials are
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Geotechnical Exploration Report
CCEP Lot 6
Enterprise Park Drive —
Sanford, North Carolina
S&ME Project No. 211601
used. Rock pieces should not be stacked on top of each other, which could create void spaces and lead to
raveling of the soil fill. In addition, the rock formations in this geology have the potential to slake (weather rapidly)
or soften when exposed to water, thereby creating volume change resulting in post-construction settlement.
6.2 Groundwater and Surface Water
Borings were observed to be dry above their cave depths, which ranged from about 6.5 to 23 feet below the
ground surface. Although not encountered in borings, perched water is known to exist in this geology and should
be expected in unexplored areas of the site. Surface water that is not effectively gravity-drained, can become
perched resulting in horizontal water movement based on local surface slopes.
Groundwater and perched water elevations can be expected to fluctuate due to seasonal variations in rainfall,
evaporation, and other factors. The contractor should be prepared to control any groundwater during
construction.
Proper control of surface water will be critical to reduce water infiltration into pavement subgrades. At locations
where surface water may build behind the curb (i.e. landscaped slopes and islands), we recommend constructing
an edge drain behind the curb that is outleted through the curb to daylight on top of the pavement. At locations
where surface drainage flows from crushed stone onto pavement, we recommend constructing an "asphalt dam"
to prevent water from infiltrating through the stone section beneath asphalt pavement. The dam should consist
of a minimum 6-inch width of asphalt from the top of pavement to a minimum of 3-inches below the bottom of
stone base. The dam should extend across the entire crushed stone width.
To reduce surface water infiltration into foundation bearing soils, we recommend all soil surfaces that abut the
building be properly compacted and sloped a minimum 5% away from the building. Where sufficient elevation
difference and space are not available, we recommend constructing a subdrain immediately adjacent to the
building exterior wall. To prevent water infiltration to the foundation bearing soils, line the entire building side,
bottom, and lower 4 of the trench side opposite the building with an impermeable liner. Seal all liner joints.
Place a 4-inch diameter perforated, corrugated plastic pipe surrounded by#57 stone encapsulated by geotextile
filter fabric in the liner. Periodically discharge the subdrain with a solid pipe discharging to the stormwater
system.
6.3 Structural Fill
After site preparation, fill placement operations can proceed. On site soils may be used as fill provided the
maximum particle size meets the requirements of section 6.1.8 of this report, and the material has less than 3
percent organics and no deleterious materials. Highly plastic soils (plasticity index of greater than 30 percent)
should not be used within the upper 2 feet beneath pavements, within 3 feet beneath building subgrades, or
behind retaining structures. The bulk samples tested in the laboratory were approximately 1.3 to 5.5 percent wet
of their optimum moisture content. Thus, moisture manipulation will likely be required to utilize the soil as
structural fill.
Structural fill soil should be placed in 8 to 10-inch thick lifts and compacted to at least 95 percent of the standard
Proctor maximum dry density(MDD) (ASTM D 698). The top 12 inches beneath pavements and structures should
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Geotechnical Exploration Report
CCEP Lot 6
Enterprise Park Drive —
Sanford, North Carolina
S&ME Project No. 211601
be compacted to at least 98 percent. The moisture content of structural fill should be maintained at +/- 2 percent
of the materials' optimum moisture content. In addition to meeting the compaction criteria, compacted fill must
be stable under heavy rubber-tired construction equipment. For some materials, this may require that the
moisture content be controlled to a greater tolerance than described above.
Fill placement and compaction should be observed by a qualified soil technician working under the supervision of
the geotechnical engineer. An appropriate number of soil density tests should be conducted to confirm that
adequate fill compaction is achieved.
6.3.1 Fill Induced Settlement
Planned site grading will require up to about 8 feet of structural fill to establish planned subgrade elevation within
the building footprint. The weight of new structural fill will cause underlying soils to consolidate, and the mass
weight of the new fill will cause the lower parts of the new fill to compress as well. Settlements of new fill masses
should be monitored. After structural fill placement, at least three settlement hubs should be installed on the
placed fill surface within the building area. We recommend placing the hubs in the general areas shown in the
image below. Elevations of the settlement hubs should be measured at least twice weekly by a licensed surveyor
and results provided to the geotechnical engineer for evaluation to determine when settlement has stabilized.
Foundation and slab construction should not begin until monitoring has confirmed that settlement has stabilized.
6.4 Slope Stability
The soil stratigraphy within the Triassic Basin is characterized by bedding planes that are inclined, dipping
downward in a southeasterly direction. Therefore, an excavation made parallel to the direction of the dipping soil
layers (i.e., northwest-southeast direction) would have the lowest probability of sliding, with all other variables
constant (i.e., slope geometry, soil properties, and pore pressure).When the orientation of excavations is
otherwise, special attention must be given to the dipping of inclined layers into the cut'.
As previously discussed in this report, the geologic setting of this site (Triassic) is known for perched water
conditions. Perched groundwater can manifest in cut slope instability due to degradation of slope soil. If perched
water is encountered during construction of cut slopes, S&ME should be advised so that we may provide
additional slope drainage recommendations as necessary(i.e.toe drains and/or chimney drains).
Cut and fill slopes should be constructed at inclinations of 3(Horizontal):1(Vertical) or flatter for long term stability
and erosion control. Slopes should be vegetated as soon as possible to reduce surface erosion. Slopes of
3(H):1(V) or flatter are typically required to allow mowers and other landscaping equipment to operate safely.
During the grading of the site, any natural slopes that exceed 4(H):1(V) should be benched prior to receiving fill
materials.
Analysis of Slope Failure in Overconsolidated Fissured Residual Soils:A Case Study. S. Putrich et.al
April 28, 2021 10

Geotechnical Exploration Report
CCEP Lot 6
Enterprise Park Drive —
Sanford, North Carolina
S&ME Project No. 211601
Experience indicates that it is difficult to achieve adequate compaction near the surface of fill slopes. To improve
compaction and reduce potential sloughing, fill slopes should be overbuilt beyond the design geometry and cut
back to firm material following compaction.
The soils at the site will be susceptible to erosion from rainwater runoff, particularly when used as fill. Rainwater
should be diverted away from the crest of slopes. If seepage is observed along permanent cut slopes, flattening of
the slope angle, installation of a toe drain, or other measures may be required to improve long-term stability.
6.5 Foundation Recommendations
Building foundations can be supported on shallow spread footings designed for an allowable net soil bearing
pressure of 3,000 pounds per square foot (psf). This bearing pressure assumes that footings will bear in approved
natural soils or compacted structural fill, and that the site is prepared as recommended herein.This includes
undercutting low-consistency soils, properly placing and compacting structural fill, and allowing settlement due to
fill to occur prior to foundation construction.
If water collects in any excavations, it should be removed promptly. Care should be exercised during construction
of foundations in order not to disturb bearing soils and reduce their bearing strength. Concrete for the footings
should be placed as soon as practical following excavation. If concrete placement is delayed, placement of a
concrete "mud mat" on exposed bearing soils should be considered.
6.5.1 Bearing Depth and Dimension
Footings should bear at least 18 inches below exterior grade to avoid frost penetration and develop the design
bearing capacity. Continuous wall footings should be at least 18 inches wide and isolated column footings should
be at least 24 inches wide. This recommendation is made to prevent a localized or"punching" shear failure
condition which can occur with very narrow footings.
6.5.2 Settlement
Based on conditions encountered by this exploration, anticipated structural loads, our current understanding of
site grading and provided the site is prepared as recommended above, we expect that maximum total settlements
beneath footings will be 1 inch or less. Differential settlements are expected to be 1/2 inch or less.
6.5.3 Footing Evaluations
The bottom of footing excavations should be evaluated by the project geotechnical engineer (or a soils technician
working under their direction) using a hand auger and dynamic cone penetrometer (DCP) to gauge the
consistency of subgrade soils and determine that subsurface conditions beneath foundation elements agree with
those encountered in the soil borings. Foundation subgrades that are unstable should be over-excavated and
replaced with washed (NCDOT#57) stone. The acceptability of#57 stone for use as over-excavation backfill must
be evaluated on a case-by-case basis during construction considering the potential for undermining due to future
adjoining excavations, underground repair work, interference with subdrains, etc. Washed stone should be
April 28, 2021 11

Geotechnical Exploration Report
CCEP Lot 6
Enterprise Park Drive —
Sanford, North Carolina
S&ME Project No. 211601
available to immediately backfill over excavation and not left open and exposed to rainfall where pooling within
the stone can occur.
6.6 Floor Slabs
A properly prepared subgrade should be suitable for slab-on-grade support. We recommend a 4 to 6-inch
thickness of compacted dense graded aggregate (NCDOT ABC gradation) beneath the slab to enhance uniform
slab support. A vapor retarder should be included in the slab design if vapor penetration is an unacceptable
condition. The slab subgrade should be evaluated by proofrolling with overlapping passes of a loaded tandem-
axle dump truck or similar pneumatic tire vehicle with a minimum weight of 20 tons immediately prior to
placement of concrete. Provided subgrade materials are stable under proofrolling, a modulus of subgrade
reaction value (k-value) of 100 psi/inch may be used for slab-on-grade design.
6.7 Seismic Site Classification
Based on our test borings and Section 1613 of the North Carolina Building Code 2018 Edition, the site is a Seismic
Site Class D.
6.8 Retaining Wall Parameters
6.8.1 General
Proposed retaining walls must be designed to resist lateral earth pressures from backfill. In addition to the lateral
stresses from the backfill, the walls may be subjected to surcharge loading from adjacent traffic, stockpiled
materials, or stresses from nearby footings or floor slabs. If present, these surcharge stresses should be resolved
into appropriate lateral stress distributions and added to the earth pressures outlined below. Walls should have
adequate factors of safety against overturning, sliding, and global failure.
We recommend placing a drainage medium, such as washed stone (NCDOT#57) wrapped in geotextile fabric or a
prefabricated geocomposite drain, behind any wall. The drainage medium should be connected to a footing drain
or weep holes to reduce potential buildup of hydrostatic pressure due to surface water, perched water, or utility
leaks.
Backfill soils placed behind retaining walls should be compacted to at least 95 percent of the soil's standard
Proctor maximum dry density(ASTM D 698) and within 2 percent of optimum moisture. Soil types suitable for
wall backfill are presented below. Operating heavy compaction equipment within 5 feet behind the retaining
structures can create lateral earth pressures far in excess of those recommended for design. As such, we
recommend that hand-operated equipment be used within 5 feet from walls.
April 28, 2021 12

Geotechnical Exploration Report
CCEP Lot 6 dr
Enterprise Park Drive I
Sanford, North Carolina / I
S&ME Project No. 211601
6.8.2 Mechanically Stabilized Earth (MSE) Walls
Off-site soils such as clean sands, stone screenings, ABC stone, or washed stone, are recommended for use as
reinforced backfill (backfill containing mechanical reinforcement or geogrid) behind MSE walls. On-site soils with
fines (silt/clay) contents of greater than 25 percent should not be used as backfill within the reinforced zone.
Depending on several factors (i.e., geogrid length, compaction conditions of backfill, and others), use of silts or
clays as backfill could cause wall instability. It is our opinion that silt and clay backfill cause more long-term lateral
deflection of the backfill mass (and wall face) when compared to granular soil backfill. Excessive lateral deflection
could cause leaning of the wall face and development of cracks behind the wall (e.g., cracking of ground surface
or asphalt behind the wall). Cracks behind the wall can create a path for surface water infiltration into the backfill.
Water infiltration into the backfill can create loss of backfill strength (i.e. soil strength lower than the design
strength) and lead to wall instability(i.e. possible wall failure).
Provided that granular soils are used as reinforced backfill, a friction angle of at least 30 degrees should be
available for reinforced backfill, provided that the backfill is properly compacted in accordance with our
recommendations. The above friction angle would correspond to an active earth pressure coefficient Ka of 0.33.
This coefficient assumes a level backfill surface behind the wall. The following unit weights should be available for
various backfill types.
95 pounds per cubic foot for compacted washed stone
110 to 120 pounds per cubic foot for properly compacted sands
140 pounds per cubic foot for properly compacted ABC stone
Once a backfill material is selected, sufficient laboratory testing (i.e., grain size analysis, standard Proctor and
triaxial testing) of the backfill should be performed prior to construction, or empirical judgments made, to verify
design soil parameters for reinforced fill.
The parameters in the table below are applicable for retained soils (i.e. soils behind the reinforced zone). The
parameters assume that retained soils are properly compacted in accordance with recommendations presented
previously.
Table 6-1 —Recommended Parameters for Retained Soil
Parameter Value
Friction Angle, (degrees) 25
Cohesion, c(psf) 0
Active Coefficient Earth Pressure (Ka) 0.41
Moist Unit Weight(pcf) 130
April 28, 2021 13

Geotechnical Exploration Report Asimu.w
CCEP Lot 6
Enterprise Park Drive —
Sanford, North Carolina
S&ME Project No. 211601
6.8.3 Cast-In-Place Concrete Walls
On-site low plasticity clayey sands, silty sands, sandy clays, and sandy silts or off-site soils consisting of the same
soil types, can be used as backfill behind cast-in-place concrete walls. Backfill soils should have a maximum
plasticity index of 20 percent. On-site CH and MH soils should not be used as wall backfill. The lateral earth
pressure coefficients presented on the following table assume no wall friction between the wall and soil backfill (S
= 0 degrees) and are based on placement of properly compacted backfill and a level backfill surface.
Table 6-2 - Recommended Parameters for Cast-In-Place Wall Backfill
Parameter Value
Friction Angle,4 (degrees) 25
At-Rest Earth Pressure Coefficient(K0) 0.58
Active Coefficient Earth Pressure (Ka) 0.41
Passive Earth Pressure Coefficient (Kp) 2.46
Moist Unit Weight of Backfill (pcf) 130
Ultimate Friction Coefficient Between Wall Foundations and Bearing Soils 0.3
6.9 Pavements
Pavement design procedures are based on AASHTO "Guide for Design of Pavement Structures" (1993) and
associated literature. At the time of this report, traffic loading information was not available. For our analysis, we
considered standard duty pavement with an 18-kip equivalent single axle loads (ESAL)value of 5,000 and a heavy-
duty pavement with an ESAL value of 125,000.
Table 6-3 Assumed Traffic Loading for Pavement Design
Trip Generator Heavy Duty Standard Duty
Pavement Pavement
[Daily Trips] [Daily Trips]
Tractor Trailers 8 --
Cars 100 100
Fire trucks 1* --
Garbage Trucks 2** --
Small Delivery Trucks 2 2
ESAL 20 -year Design 125,000 5,000
Value
*Assuming one fire truck per month **Assuming two trash pickups per week
If these assumed values are not realistic for the anticipated traffic, please notify us so that our design analysis can
be evaluated.
April 28, 2021 14

Geotechnical Exploration Report
CCEP Lot 6
Enterprise Park Drive —
Sanford, North Carolina
S&ME Project No. 211601
The pavement analysis was based on an initial serviceability index of 4.2 (4.5 for concrete), a terminal serviceability
index of 2.0 and a 20-year design life.
6.9.1 Asphalt Pavement
At the time of this report, laboratory CBR testing was not complete. However, based on past experience and
laboratory data from nearby lots in this development, a design CBR value of 3 percent was used for pavement
design. This assumed CBR value will be confirmed once laboratory testing is complete. Recommendations for the
standard and heavy-duty pavements are provided in the table below.
Table 6-4 - Asphalt Pavement Sections
Material Type Standard Duty Heavy Duty
Asphalt Surface Course 3 inches S-9.5B* 1.5 inches S-9.5B
Asphalt Intermediate Course -- 2.5 inches I-19.0C
ABC Stone Base 6 inches 8 inches
*Placed in two lifts.
All materials and construction methods should conform to the 2018 edition of the NCDOT"Standard
Specifications for Roads and Structures." In-place density tests of subgrade soils and crushed stone base course
should be performed by a qualified soils technician and the area should be thoroughly proofrolled under his
observation.
Asphaltic concrete should conform to Section 610 in the 2018 edition of the NCDOT"Standard Specifications for
Roads and Structures." Sufficient testing and observation should be performed during pavement construction to
confirm that the required thickness, density, and quality requirements of the specifications are achieved.
Although our analysis was based on traffic loading for a 20-year design life, our experience indicates that
pavement maintenance is necessary due to normal weathering of the asphaltic concrete. Normal weathering (i.e.,
oxidation) causes asphalt to become more brittle resulting in loss of tensional strength. This loss in strength can
cause minor cracking which provides access for water infiltration into the stone base and subgrade. As the degree
of saturation of the subgrade increases, the strength of the subgrade decreases leading to pavement failure.
Routine maintenance in the form of sealing, patching, and maintaining proper drainage is required to increase
pavement life. It is not uncommon for overlays to be required after 10 to 12 years.
6.9.2 Concrete Pavement
The concrete pavement design was performed using the same design traffic as in the heavy-duty asphalt
pavement areas (125,000 ESALs).The compressive strength of the concrete was assumed to be 4,000 psi. A
modulus of subgrade reaction of 100 pci was used for design assuming 6 inches of compacted ABC stone. We
have assumed that load transfer across contraction (saw)joints will be handled by aggregate interlock. Aggregate
base course should meet the material and compaction requirements stated in the "Flexible (Asphalt) Pavement"
section above.
April 28, 2021 15

Geotechnical Exploration Report
CCEP Lot 6
Enterprise Park Drive —
Sanford, North Carolina
S&ME Project No. 211601
We understand that concrete pavement is planned for areas near loading docks and dumpster pads.The table
below presents our recommended concrete pavement section thicknesses.
Table 6-5 - Concrete Pavement Section
Material Type Thickness
Air Entrained Concrete (4000 psi) 6 inches
Aggregate Base Course (ABC) stone 6 inches
Maximum Joint Spacing 12 feet in all directions
Saw joints should be cut to a depth of at least'/4 of the thickness of the concrete pavement to promote shrinkage
cracking along the joint.The ABC stone should be compacted to at least 98 percent of its modified Proctor
maximum dry density.
7.0 Limitations of Report
This report has been prepared in accordance with generally accepted geotechnical engineering practice for
specific application to this project. The conclusions and recommendations contained in this report are based
upon applicable standards of our practice in this geographic area at the time this report was prepared. No other
representation or warranty either express or implied, is made.
We relied on project information given to us to develop our conclusions and recommendations. If project
information described in this report is not accurate, or if it changes during project development, we should be
notified of the changes so that we can modify our recommendations based on this additional information if
necessary.
Our conclusions and recommendations are based on limited data from a field exploration program. Subsurface
conditions can vary widely between explored areas. Some variations may not become evident until construction.
If conditions are encountered which appear different than those described in our report, we should be notified.
This report should not be construed to represent subsurface conditions for the entire site.
Unless specifically noted otherwise, our field exploration program did not include an assessment of regulatory
compliance, environmental conditions or pollutants or presence of any biological materials (mold, fungi, bacteria).
If there is a concern about these items, other studies should be performed. S&ME can provide a proposal and
perform these services if requested.
S&ME should be retained to review the final plans and specifications to confirm that earthwork, foundation, and
other recommendations are properly interpreted and implemented. The recommendations in this report are
contingent on S&ME's review of final plans and specifications followed by our observation and monitoring of
earthwork and foundation construction activities.
April 28, 2021 16

Appendices

Appendix I -Figures

I
REFERENCE:
Google EarthT
&
SITE VICINITY PLAN
CCEP LOT 6
SANFORD, NORTH CAROLINA
SCALE:
AS SHOWN
DATE:
4-27-21
PROJECT NUMBER
211601
FIGURE NO.
1

` i i ...., .\ --------- ---.-
i.
1 1 :•.- . -- - - �q�/ I �' 1 ._ _ Legend
ACCM EM
,•4 \\ 4
1
i61HiEREDhVGS r : :9E igw464 ----_,!`>>_ ' Boring Locations
-..,.-_..3. r / I 1 C-6 PROPos Dcur=9 •..' ;__
\ DUPE , . -n +r, 74,;
PROP mcuT•Ism•el a , C-5 �'' C-7 *N _f-_ a-
y �� •. •-4I f7, _a. r BORE IeChfTOH 11 f
s.
l / — f ,4l. "® PROPOSED C71T•g '� "�
\ f� • @ORE LOCATgi I4 69RE OCRTlp1 PI C-9
1 y v+ . J PROP0.•£R cur-v C-4 �/' rP oeFiE RCIITr ,rm --
! . .,.rfz. .;� J. fII . 11
I
/ . r ',. *' r PP14Pa5EnCiT=6 r
+'° Ks ` ' C-10 _oclT ka•. Sit•"Mt C-12 .t
r;: � `iii�1_ ��•�; ` f `'•,`� FFE BCM.ELIIT•S 4POSED �. �
PRtiptl3ED CUT Ki' 1 1
PRoPcsEO cur=e • F a.
I n a C-2 .-_.. -- p' C-11 RE LOCATION"tt t.• ,/
1.
,/` 'MORE LOCATb1i ",. _ .. 5:1
r.. / PRORINDCUT=r' "- It
,- /
l7rein
{ y* , I— f Fearura / � 1
C.-3 .. , V�.,,1'APPROK SORE LOCA TEN 6;
E• {".. - OUERALI CTECH En / I
i' P M1ATrOEED�IO.Nr NE� _ . • EEI000ArEEED AT M3'
r .�
> �',*
+• r10AE LOC•4IIt ale",
...**...tti / /l Ci-16 R)POSED Jr•77'
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kn a
I
*` ��� C-14 --�f / ++ N
_ �YQ f
qE La[ATIVE 4144�`� C-15 /� a �fi
AFPA4k,BfYIE LUCArIOA D-6 sEASONM1L tACCI wh1BR TAB ` / 1
imgmais;atouTEcnRErtlrrn PR�o-amcLTr•a, ----- -- &
RCC4ENCCI nE0Ar143' �OMELtlGAigHitSa - f
r s<
SCALE: FIGURE NO.
® BORING LOCATION PLAN As Shown
® & DATE:
I/I I
4/27/2021 2
SanfordCNo otCarolina PROJECT NUMBER
211601 J

270 — — 270
C-06 C-07
265 — N N — 265
C-05 14 7 C-09
N N
C-01 C-08
260 — N 11 14 8 N 5 C-12 C-13 — 260
C-04 N N
2 C-02 N C-03 N N 38 73 5
15 I� 9 5 4
255 — HC 50/4" 3 7 711
9 17 50/1"19 36 8 I 23 C-10 1�1` 50/3" 9 — 255
19 N I,,l`l
50 69 �f
Vf 10 37 50/2" 23 HC HC 14 50/4" HC III'
76 16
250 — BT @9 28 22 62 53 i II 2 I` — 250
50/2" 13
HC 40 l i 50/4" 50/1" liii 9 C-11
►N HC
HC 50/4" 21 BT @ 14' li,J fr, C-16
HC A AR @ 18. Q/0" 50/5" 50/3" AR' 16' 50/3" 3 HC C-15 N —
245 — BT @ 18.5' I
245
BT @ 16' 50/2" 68 66 N3y 50/4" 63 4 BT @ 15'
BT @ 14' 50 BT @ 15' HC HC C-145
dBT @ 15' 50/5" 50/4" 34 ` 55 N /, / 14
z 240 — HC 50/3" 50/4" BT @ 18.50/0" 4 II
17 50/2n-
240
O
� � 50/2"
> I�, II' 50/1" 50/4" ( 18 JJ
1 HC I (' 50/4"
W 235 — BT @ 29' BT @ 24' ` — 235
50/5" HC 27 HC 37 ��
BT @ 19' 26 ('I
150/4"
38 BT @ 14'
HC
230 — 50/1" I1 50/3" — 230
BT@19' BT @ 14.5'
25
225 — BT @ 15' — 225
■ Topsoil j CH,High Plasticity Clay j CL,Low Plasticity Clay I`�1� Partially Weathered Rock HC Hole Cave AR Auger Refusal
In MH,High Plasticity Silt ® ML,Low Plasticity Silt 0• Gravel I , Fill BT Boring Terminated Approximate Final Grade
f. NA
N=Standard Penetration Test resistance value(blows per foot). The depicted stratigraphy is shown for illustrative purposes only. The actual subsurface conditions will vary between boring locations. Elevations are approximate.
Diagram: Generalized Subsurface Profile JOB NO: i
211601 Figure
PROJECT: CCEP Lot 6
DATE: lIZ
3
LOCATION: Sanford,North Carolina 4/27/21
1

Appendix II - Soil Test Boring Logs

SOIL CLASSIFICATION CHART
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS
MAJOR DIVISIONS SYMBOLS TYPICAL
GRAPH LETTER DESCRIPTIONS
•— III •— III
CLEAN k.4. •'4. WELL-GRADED GRAVELS,GRAVEL-
GRAVEL GRAVELS ,. Ob. b/ GW SAND MIXTURES, LITTLE OR NO
AND •• S�• S FINES
GRAVELLY ° ?•
3 ° ?Li---
SOILS b. ob. POORLY-GRADED GRAVELS,
(LITTLE OR NO FINES) )o pC147, pC Gp GRAVEL-SAND MIXTURES, LITTLE
00 0 00 0 OR NO FINES
COARSE 0jOO2
°
GRAINED GRAVELS WITH ) SILTY GRAVELS,GRAVEL-SAND-
SOILS MORE THAN 50% FINES p GM SILT MIXTURES
OF COARSE O
FRACTION
RETAINED ON NO.
4 SIEVE (APPRECIABLE CLAYEY GRAVELS,GRAVEL-SAND-
AMOUNT OF FINES) GC CLAY MIXTURES
CLEAN SANDS WELL-GRADED SANDS,GRAVELLY
MORE THAN 50% SAND SW SANDS, LITTLE OR NO FINES
OF MATERIAL IS AND
LARGER THAN SANDY POORLY-GRADED SANDS,
NO.200 SIEVE SOILS
SIZE (LITTLE OR NO FINES) • Sp GRAVELLY SAND, LITTLE OR NO
FINES
SANDS WITH SILTY SANDS, SAND-SILT
MORE THAN 50% FINES SM MIXTURES
OF COARSE
FRACTION .
PASSING ON NO. •
4 SIEVE (APPRECIABLE •A CLAYEY SANDS, SAND-CLAY
AMOUNT OF FINES) • • SC MIXTURES
INORGANIC SILTS AND VERY FINE
ML SANDS, ROCK FLOUR, SILTY OR
CLAYEY FINE SANDS OR CLAYEY
SILTS WITH SLIGHT PLASTICITY
SILTS INORGANIC CLAYS OF LOW TO
FINE LIQUID LIMIT MEDIUM PLASTICITY, GRAVELLY
GRAINED AND LESS THAN 50 CL CLAYS,SANDY CLAYS,SILTY
CLAYS CLAYS, LEAN CLAYS
SOILS — —
OL ORGANIC SILTS AND ORGANIC
SILTY CLAYS OF LOW PLASTICITY
MORE THAN 50% INORGANIC SILTS, MICACEOUS OR
OF MATERIAL IS MH DIATOMACEOUS FINE SAND OR
SMALLER THAN SILTY SOILS
NO.200 SIEVE
SIZE SILTS LIQUID LIMIT INORGANIC CLAYS OF HIGH
AND
CLAYS GREATER THAN 50 CHPLASTICITY
OH ORGANIC CLAYS OF MEDIUM TO
HIGH PLASTICITY,ORGANIC SILTS
HIGHLY ORGANIC SOILS PT PEAT, HUMUS,SWAMP SOILS WITH
HIGH ORGANIC CONTENTS

PROJECT: CCEP Lot 6
Sanford, North Carolina BORING LOG C-01
S&ME Project No.211601
DATE DRILLED: 3/4/21 ELEVATION: 260.0 ft NOTES: Boring locations and elevations should be
considered approximate.
Bulk sample collected from 0 to 5 feet.
DRILL RIG: CME 550 BORING DEPTH: 9.0 ft
DRILLER: T.Whitehead WATER LEVEL: Caved dry at 6.5'
HAMMER TYPE: Automatic LOGGED BY: M.Millette
SAMPLING METHOD: Split Spoon
DRILLING METHOD: 3'/<"H.S.A.
J w BLOW COUNT
j Z (2, } I CORE DATA STANDARD PENETRATION TEST DATA w
= 0 , w ~ z c) (blows/ft)
o MATERIAL DESCRIPTION w a
0 - /REMARKSW a <Q >
cn g M 10 20 30 , ,6080
TOPSOIL 4 inches
RESIDUUM:FAT CLAY(CH) SS 1 I 1 1 1 _ 2
very soft, red brown, moist
LEAN CLAY(CL)
very stiff, red brown, moist -SS-2 5 9 10 L 19
5 255.0—
PARTIALLY WEATHERED ROCK HC -SS-3 X 50/4' 0/4"
Sampled as purple brown,silt with sand, moist
SS-4 z 50/2" 050/2"
Boring terminated at 9 ft
N
H
0
ui
*25
a
F-
0
O
J
a
w
O
O
0
Co
N
0
Z
N
W
O
Z
0
Z_
H
K
O
Z
O
Z
0
O
J
0
Z
O
co
W
cn
UU
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED Page 1 of 1
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE
WITH ASiTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY. <-

PROJECT: CCEP Lot 6
Sanford, North Carolina BORING LOG C-02
S&ME Project No.211601
DATE DRILLED: 3/4/21 ELEVATION: 257.0 ft NOTES: Boring locations and elevations should be
considered approximate.
DRILL RIG: CME 550 BORING DEPTH: 14.0 ft
DRILLER: T.Whitehead WATER LEVEL: Caved dry at 10'
HAMMER TYPE: Automatic LOGGED BY: M.Millette
SAMPLING METHOD: Split Spoon
DRILLING METHOD: 3'/<"H.S.A.
J w BLOW COUNT
o j Z a Z } /CORE DATA STANDARD PENETRATION TEST DATA in
r " = 0E , w ~ z c) (blows/ft)
w a o MATERIAL DESCRIPTION W > ii a ' - - /REMARKS >
o g
0 Q W a < Z
cc D g M 10 20 30 , ,6,0,8,0
TOPSOIL 4 inches
RESIDUUM:FAT CLAY(CH) SS 1 I 2 1 2 4 - 3
soft, brown, moist
SILT WITH SAND(MH)
stiff, purple brown, moist -SS-2 1 3 5 5 io
5 252.0—
SILT WITH SAND(ML) -
very stiff, purple brown, moist SS-3 6 13 15 28
PARTIALLY WEATHERED ROCK 6 20 50/4"
Sampled as purple brown silt with sand, moist SS-4 0/4"
10— HC 247.0—
N
CVi
a
o -
Llj SS-5 50/4" 050/4"
Boring terminated at 14 ft
a
0
F-
I—
O
J
a
w
O
0
0
co
N
0
Z_
F
N
Q
W
0
Z
Q
0
Z_
T
H
K
O
Z
O
Z
0
O
J
0
Z
E
O
co
W
m
UU
cn
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED Page 1 of 1
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT. r
2. BORING SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE
WITH ASiTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

PROJECT: CCEP Lot 6
Sanford, North Carolina BORING LOG C-03
S&ME Project No.211601
DATE DRILLED: 3/4/21 ELEVATION: 257.0 ft NOTES: Boring locations and elevations should be
considered approximate.
DRILL RIG: CME 550 BORING DEPTH: 15.0 ft
DRILLER: T.Whitehead WATER LEVEL: Caved dry at 11'
HAMMER TYPE: Automatic LOGGED BY: M.Millette
SAMPLING METHOD: Split Spoon
DRILLING METHOD: 3'/<"H.S.A.
J w BLOW COUNT
U j Z a (2, } /CORE DATA STANDARD PENETRATION TEST DATA w
= 0
t, w z - (blows/ft)
o MATERIAL DESCRIPTION w a /REMARKS W0 Q a
>
Z
cc g M 10 20 30 , ,6080
TOPSOIL 3 inches
RESIDUUM:SILT WITH SAND(MH) SS 1 I 2 3 4 _ 7
firm, purple brown, moist
SILT WITH SAND(ML)
hard, purple brown, moist SS-2 1 18 28 22 NN26 - 50
5 252.0—
LEAN CLAY(CL) -
very stiff, purple brown, moist SS-3 1 16 12 10 22
SS-4 10 9 12 21
10 247.0—
N / HC -
N
SILT WITH SAND(ML)
o hard, purple brown, moist
w
SS-5 10 18 32 50
a 15 242.0—
Boring terminated at 15 ft
cci
O
J
a
w
O
O
0
Co
N
0
Z
N
W
O
Z
0
Z_
H
K
O
Z
O
Z
0
O
J
0
Z
O
co
cn
UU
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED Page 1 of 1
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE
WITH ASiTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY. <-

PROJECT: CCEP Lot 6
Sanford, North Carolina BORING LOG C-04
S&ME Project No.211601
DATE DRILLED: 3/4/21 ELEVATION: 258.0 ft NOTES: Boring locations and elevations should be
considered approximate.
DRILL RIG: CME 550 BORING DEPTH: 15.0 ft
DRILLER: T.Whitehead WATER LEVEL: Caved dry at 9.5'
HAMMER TYPE: Automatic LOGGED BY: M.Millette
SAMPLING METHOD: Split Spoon
DRILLING METHOD: 3'/<"H.S.A.
w BLOW COUNT
U j 6a (2, } /CORE DATA STANDARD PENETRATION TEST DATA w
= 0
tc w z (blows/ft)
o MATERIAL DESCRIPTION w a a REMARKS W0 a - co co
cc g M 10 2,0 30 , ,6080
% TOPSOIL 4 inches
FILL:SILT WITH SAND(MH) 6 4 5
‘�� stiff, purple brown, moist -SS-1 - 9
•
RESIDUUM:SILT WITH SAND(MH)
very stiff, purple brown, moist SS-2 8 9 10 L 19
5 253.0—
-SS-3 10 11 12 i 23
SILT WITH SAND(ML)
hard, purple brown, moist HD SS-4 10 18 22 - 40
10 248.0—
N
N - i
SILT WITH SAND(ML) _
0 very hard, purple brown, moist
Li; _
SS-5 12 30 33 63
a 15 243.0— ""'
Boring terminated at 15 ft
cci
0
a
W
U'
O
J
0]
U
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED Page 1 of 1
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE
WITH ASiTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY. <-

PROJECT: CCEP Lot 6
Sanford, North Carolina BORING LOG C-05
S&ME Project No.211601
DATE DRILLED: 3/4/21 ELEVATION: 262.0 ft NOTES: Boring locations and elevations should be
considered approximate.
DRILL RIG: CME 550 BORING DEPTH: 14.0 ft
DRILLER: T.Whitehead WATER LEVEL: Caved dry at 11'
HAMMER TYPE: Automatic LOGGED BY: M.Millette
SAMPLING METHOD: Split Spoon
DRILLING METHOD: 3'/<"H.S.A.
w BLOW COUNT
o j 6 (2, } I CORE DATA STANDARD PENETRATION TEST DATA w
" = 0
tc w z (blows/ft)
o MATERIAL DESCRIPTION iw W W ia REMARKS
a coQ
cc g M 10 20 30 , ,6080
CRUSHED GRAVEL 3 inches
RESIDUUM:SILT WITH SAND(ML) SS 1 I 5 5 6 - 11
stiff, purple brown, moist
SS-2 6 7 8 15
5— 257.0—
SILT WITH SAND(ML) -
very stiff, purple gray brown, moist SS-3 8 8 9 - 17
SILT WITH SAND(ML)
hard, purple brown, moist SS-4 I 14 20 17 37
10— 252.0—
HC
PARTIALLY WEATHERED ROCK
0 Sampled as purple brown silt with sand, moist SS-5 X 5014" 0/4"
Boring terminated at 14 ft
a
O
cci
O
a
w
N
U'
O
O
U
O
J
0]
U
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED Page 1 of 1
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE
WITH ASiTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY. <-

PROJECT: CCEP Lot 6
Sanford, North Carolina BORING LOG C-06
S&ME Project No.211601
DATE DRILLED: 3/2/21 ELEVATION: 265.0 ft NOTES: Boring locations and elevations should be
considered approximate.
DRILL RIG: CME 550 BORING DEPTH: 18.5 ft
DRILLER: T.Whitehead WATER LEVEL: Caved dry at 13.5'
HAMMER TYPE: Automatic LOGGED BY: M.Millette
SAMPLING METHOD: Split Spoon
DRILLING METHOD: 3'/<"H.S.A.
w BLOW COUNT
j 6Z } I CORE DATA STANDARD PENETRATION TEST DATA w
= 0 Cn w ~ z U (blows/ft)
o MATERIAL DESCRIPTION vaw - - /REMARKSw 2Q >
0 cc g M 10 2,0 30 , ,6080
71\ TOPSOIL 3 inches
RESIDUUM:SILT WITH SAND(MH) SS 1 I 3 6 8 • - 14
stiff, purple brown, moist
SS-2 3 6 8 14
5— 260.0—
SILT W SAND L) -
hard, purple
ITH brown(M, moist -SS-3 3 8 30 - 38
r(1‘ PARTIALLY WEATHERED ROCK R 38 5011"
Sampled as purple brown silt with sand, moist -SS-4 0/1"
10 #1 255.0—
-
HC SS-5 X50/4" 050/4"
�� —
a 15 ( 250.0
o
0
0
a I
w
SS-6 50/0" •50/0"
Boring terminated at 18.5 ft due to auger refusal
0
z
w
0
z
0
z_
0
0
z
0
z
0
0
J
0
z
o
co
cn
UU
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED Page 1 of 1
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE
WITH ASiTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY. <-

PROJECT: CCEP Lot 6
Sanford, North Carolina BORING LOG C-07
S&ME Project No.211601
DATE DRILLED: 3/2/21 ELEVATION: 265.0 ft NOTES: Boring locations and elevations should be
considered approximate.
DRILL RIG: CME 550 BORING DEPTH: 29.0 ft
DRILLER: T.Whitehead WATER LEVEL: Caved dry at 23'
HAMMER TYPE: Automatic LOGGED BY: M.Millette
SAMPLING METHOD: Split Spoon
DRILLING METHOD: 31/4"H.S.A.
J w BLOW COUNT
U j z0 , Z } /CORE DATA STANDARD PENETRATION TEST DATA w
r " = 0 I c w ~ z U (blows/ft)
w A a o MATERIAL DESCRIPTION W > ii a . _ _ /REMARKS >
o g
0 Q W a z
5 cc cn g M 10 20 30 , ,6080
TOPSOIL 4 inches
RESIDUUM:SILT WITH SAND(ML) SS 1 2 3 4- •
firm, purple brown, moist
SS-2 13 4 4 8
5 260.0—
SILT WITH SAND(ML) -
very hard, purple brown, moist SS-3 1 10 31 42 73
SILT WITH SAND(ML) I
hard, purple brown, moist SS-4 11 18 18 36
10 255.0— •
N ii
n
N
1- SILT WITH SAND(ML)o
_
O very hard, purple brown, moist
m
v«ii SS-5 12 32 30 62
a 15 250.0—
0
Co -
1-
0
J
PARTIALLY WEATHERED ROCK
? Sampled as purple brown silt with sand, moist to - I
N very moist SS-6 15 50/5" .0/5'
z 20 ` 245.0—
w
o a 1
z �` HC
o I/ SS-7 X 50/5" 0/5"
z
0z 25 � 240.0—
•
2
z Nr
0
m
SS-8 50/1" .0/1"
cn
Boring terminated at 29 ft
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED Page 1 of 1
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE
WITH ASiTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY. - <-

PROJECT: CCEP Lot 6
Sanford, North Carolina BORING LOG C-08
S&ME Project No.211601
DATE DRILLED: 3/2/21 ELEVATION: 260.0 ft NOTES: Boring locations and elevations should be
considered approximate.
DRILL RIG: CME 550 BORING DEPTH: 24.0 ft
DRILLER: T.Whitehead WATER LEVEL: Caved dry at 18'
HAMMER TYPE: Automatic LOGGED BY: M.Millette
SAMPLING METHOD: Split Spoon
DRILLING METHOD: 3'/<"H.S.A.
J w BLOW COUNT
U j z0 a 2 } /CORE DATA STANDARD PENETRATION TEST DATA w
r " = 0 E c w ~ z c' (blows/ft)
w a o MATERIAL DESCRIPTION W > ru ii a = - - /REMARKS >
o g
0 Q W - a < f z
5 cc cc g M 10 20 30 , ,6080
TOPSOIL 4 inches
RESIDUUM:SILT WITH SAND(MH) SS 1 1 2 3 - 5
SS 2
firm, purple brown, moist
LEAN CLAY(CL)
5 firm, brown, moist 255.0 2 3 5 -
d
SILT WITH SAND(ML) - -
very hard, purple brown, moist SS-3 Q 10 29 40 - 69
•
SS-4 12 25 28 53
10 250.0—
N
n
N
1- PARTIALLY WEATHERED ROCK _
0 Sampled as purple brown with gray silt with sand,
Lii
_ moist -SS-5 33 50/3" 0/3"
15—, 1 245.0-
0
cci
-
1- -
o
a
w
0 HC -
SS 6 IX 50/4" .50/4"
N I
z 20 �� 240.0— '
w
o ,111
z -�
o `
Ll
z z
-
SS-7 50/4" 650/4"
o
o Boring terminated at 24 ft
z
0
0
J
o
z
E
0
0]
W
m
cn
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED Page 1 of 1
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT. r
2. BORING SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE
WITH ASiTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

PROJECT: CCEP Lot 6
Sanford, North Carolina BORING LOG C-09
S&ME Project No.211601
DATE DRILLED: 3/2/21 ELEVATION: 262.0 ft NOTES: Boring locations and elevations should be
considered approximate.
DRILL RIG: CME 550 BORING DEPTH: 16.0 ft Bulk sample collected from 5 to 10 feet.
DRILLER: T.Whitehead WATER LEVEL: Caved dry at 11'
HAMMER TYPE: Automatic LOGGED BY: M.Millette
SAMPLING METHOD: Split Spoon
DRILLING METHOD: 3'/<"H.S.A.
J w BLOW COUNT
j 6a (2, } /CORE DATA STANDARD PENETRATION TEST DATA w
= 0 , w ~ z c) (blows/ft)
w a o MATERIAL DESCRIPTION W t ii a - /REMARKS >
0 Q W a co
cn g M 10 2,0 30 , ,6080
TOPSOIL 4 inches
RESIDUUM:SILT WITH SAND(MH) SS 1 I 2 2 3 _ s
firm,tan brown,with clay,slightly moist
SILT WITH SAND(MH)
stiff,tan brown, moist -SS-2 3 4 5 L s
5 257.0—
SILT WITH SAND(ML) -
very stiff, purple brown, moist -SS-3 8 10 13 - 23
SILT WITH SAND(ML)
stiff, purple brown, moist SS-4 3 6 8 14
10 252.0—
HC
PARTIALLY WEATHERED ROCK
o -` Sampled as purple brown silt with sand, moist SS 5 �50/1" 0/1"
r
15 \I 247.0-
1 ..
J
Boring terminated at 16 ft due to auger refusal
a
w
O
0
0
Co
N
0
Z
N
W
O
Z
0
Z_
H
K
O
Z
O
Z
0
O
J
0
Z
O
co
cn
UU
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED Page 1 of 1
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE
WITH ASiTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY. <-

PROJECT: CCEP Lot 6
Sanford, North Carolina BORING LOG C-10
S&ME Project No.211601
DATE DRILLED: 3/4/21 ELEVATION: 253.0 ft NOTES: Boring locations and elevations should be
considered approximate.
DRILL RIG: CME 550 BORING DEPTH: 19.0 ft
DRILLER: T.Whitehead WATER LEVEL: Caved dry at 13.5'
HAMMER TYPE: Automatic LOGGED BY: M.Millette
SAMPLING METHOD: Split Spoon
DRILLING METHOD: 3'/<"H.S.A.
J w BLOW COUNT
U j z0 , Z } I CORE DATA STANDARD PENETRATION TEST DATA w
r " = C7 I Cn w ~ z U (blows/ft) -J
w A a o MATERIAL DESCRIPTION a i gW ia /REMARKS >
0 g
s cc 4' g M 10 20 30 , ,6080
IIO
TOPSOIL 4 inches
FILL:SILT WITH SAND(ML) 1 1 1
Na .. 1._•5
very soft,tan brown,with organics, moist -SS 1 - 2
RESIDUUM:SILT WITH SAND(ML)
stiff, purple brown, moist SS-2 2 4 5 9
5 248.0—
il
i
PARTIALLY WEATHERED ROCK -
11
�� Sampled as purple brown silt with sand, moist SS-3 8 19 5013" 0/3"
11 `
SS 4 z 50/2" 050/2"
10cicv/ 243.0—
N nNv
0 -
HCLi;
SS-5 X 50/3" .50/3"
a 15 cll 238.0—o
cci
o
_1
W
U
iS
SS-6 X 50/5" 050/5"
Boring terminated at 19 ft
z
0,
0
Q
W
0
z
a
0
z_
T
1-
0
0
z
0
z
0
0
J
0
z
0
O
co
W
0
UU
cn
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED Page 1 of 1
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE
WITH ASiTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
,

PROJECT: CCEP Lot 6
Sanford, North Carolina BORING LOG C-11
S&ME Project No.211601
DATE DRILLED: 3/3/21 ELEVATION: 248.0 ft NOTES: Boring locations and elevations should be
considered approximate.
DRILL RIG: CME 550 BORING DEPTH: 19.0 ft
DRILLER: T.Whitehead WATER LEVEL: Caved dry at 13.5'
HAMMER TYPE: Automatic LOGGED BY: M.Millette
SAMPLING METHOD: Split Spoon
DRILLING METHOD: 31/4"H.S.A.
w BLOW COUNT
j 6Z } /CORE DATA STANDARD PENETRATION TEST DATA w
= 0 c w ~ z U (blows/ft)
w a MATERIAL DESCRIPTION W ii a /REMARKS
0 Q W a co
cc g M 10 20 30 , ,6080
TOPSOIL 4 inches
RESIDUUM:SILT WITH SAND(ML) SS 1 11 2 1 - 3
soft,tan brown,some clay, moist
SS-2 1 2 2 2 4
5 243.0—
SILT WITH SAND(ML) -
hard, purple brown, moist -SS-3 1 8 14 20 - 34
PARTIALLY WEATHERED ROCK -SS-4 IX 5014" 0/4'
Sampled as purple brown silt with sand, moist
10 � /` 238.0—
N I`�\
RESIDUUM:SILT WITH SAND(ML)
0 very stiff, purple brown, moist HC
Li;
.6 SS-5 10 11 15 26
a 15 233.0—
-
0
0
LIJ
PARTIALLY WEATHERED ROCK
(` 1 Sampled as purple brown silt with sand, moist SS-6 —50/1" .0/1„
Boring terminated at 19 ft
0
0
J
0]
cn
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED Page 1 of 1
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE
WITH ASiTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY. <-

PROJECT: CCEP Lot 6
Sanford, North Carolina BORING LOG C-12
S&ME Project No.211601
DATE DRILLED: 3/3/21 ELEVATION: 259.0 ft NOTES: Boring locations and elevations should be
considered approximate.
DRILL RIG: CME 550 BORING DEPTH: 18.5 ft
DRILLER: T.Whitehead WATER LEVEL: Caved dry at 14'
HAMMER TYPE: Automatic LOGGED BY: M.Millette
SAMPLING METHOD: Split Spoon
DRILLING METHOD: 3'/<"H.S.A.
J w BLOW COUNT
U j z0 , Z } I CORE DATA STANDARD PENETRATION TEST DATA w
r " = 0 IIL ~ z U (blows/ft)
w a o MATERIAL DESCRIPTION W ii a - - - /REMARKS >
0
O Q w o) Q 2 � z
5 cc cn g M 10 2,0 30 , ,6080
TOPSOIL 3 inches
RESIDUUM:LEAN CLAY(CL) SS 1 2 3 2 _ s
0 firm, brown, moist
50/3"
PARTIALLY WEATHERED ROCK SS-2 . •0/3"
Sampled as gray brown silt with sand, moist
5 �� 254.0
RESIDUUM:SILT WITH SAND(ML) - -
very hard, purple brown, moist SS-3 Q 11 36 40 - 76
PARTIALLY WEATHERED ROCK
Sampled as purple brown silt with sand, moist SS-4 1 9 23 50/2" 0/2„
10 (� `■/ 249.0—
N III
N
1- RESIDUUM:SILT WITH SAND(ML)
o
very hard, purple brown, moist
w HC
.6 SS-5 11 36 32 68
a 15 244.0 •
—
•
o .
Co -
1-
0
J
LIJ
- �\� PARTIALLY WEATHERED ROCK
O 1 \I1 - No Recovery — SS-6 50/0" . 0/0"
N Boring terminated at 18.5 ft
c0
z
r
a
w
0
z
a
0
z_
T
1-
ce
z
0
z
0
0
J
0
z
re
0
co
W
0
UU
cn
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED Page 1 of 1
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE
WITH ASiTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY. <-

PROJECT: CCEP Lot 6
Sanford, North Carolina BORING LOG C-13
S&ME Project No.211601
DATE DRILLED: 3/3/21 ELEVATION: 259.0 ft NOTES: Boring locations and elevations should be
considered approximate.
DRILL RIG: CME 550 BORING DEPTH: 15.0 ft
DRILLER: T.Whitehead WATER LEVEL: Caved dry at 11'
HAMMER TYPE: Automatic LOGGED BY: M.Millette
SAMPLING METHOD: Split Spoon
DRILLING METHOD: 31/4"H.S.A.
-J w BLOW COUNT
j z0 Z } /CORE DATA STANDARD PENETRATION TEST DATA in
= 0 c w ~ z U (blows/ft)
w a o MATERIAL DESCRIPTION W ii a /REMARKS
0 C W a <
cn g M 10 2,0 30 , ,6080
jTOPSOIL 4 inches
RESIDUUM:LEAN CLAY(CL) SS 1 11 2 2- 4
soft,orange, moist
CLAY WITH SAND(CL)
stiff,tan orange gray, moist SS-2 I4 5 4
5 / 254.0—
- s
SILT WITH SAND(ML) -
very stiff, purple brown, moist SS-3 4 6 10 - 16
SILT WITH SAND(ML)
stiff, purple gray brown, moist SS-4 I 3 5 8 - 13
10 249.0—
HC -
N -
SILT WITH SAND(ML) _
0 very hard, purple brown, moist
SS-5 15 32 34 66
a 15 244.0—
Boring terminated at 15 ft
cci
0
a
w
N
U'
O
J
0]
U
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED Page 1 of 1
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE
WITH ASiTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY. <-

PROJECT: CCEP Lot 6
Sanford, North Carolina BORING LOG C-14
S&ME Project No.211601
DATE DRILLED: 3/3/21 ELEVATION: 241.0 ft NOTES: Boring locations and elevations should be
considered approximate.
DRILL RIG: CME 550 BORING DEPTH: 15.0 ft
DRILLER: T.Whitehead WATER LEVEL: Caved dry at 10.5'
HAMMER TYPE: Automatic LOGGED BY: M.Millette
SAMPLING METHOD: Split Spoon
DRILLING METHOD: 3'/<"H.S.A.
w BLOW COUNT
U j 6a (2, } /CORE DATA STANDARD PENETRATION TEST DATA w
= 0 c w ~ z U (blows/ft)
w a o MATERIAL DESCRIPTION W t ii a /REMARKS
0 Q W a c
cc g M 10 20 30 , ,6080
TOPSOIL 4 inches
RESIDUUM:SILT WITH SAND(ML) SS 1 12 2 2 a
soft, red brown,with clay, moist
SILT WITH SAND(ML)
very stiff, purple brown,slightly moist SS-2 5 9 9 18
5 236.0—
-SS-3 22 15 12 27
SILT WITH SAND(ML) II��
hard, purple brown,slightly moist SS-4 11 20 18 38
10 HC 231.0— • -
N -
SILT WITH SAND(ML) _
0 very stiff, purple brown,slightly moist
w
SS-5 13 10 15 25
a 15 226.0—
Boring terminated at 15 ft
cci
0
a
N
W
U'
O
J
0]
U
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED Page 1 of 1
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE
WITH ASiTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY. <-

PROJECT: CCEP Lot 6
Sanford, North Carolina BORING LOG C-15
S&ME Project No.211601
DATE DRILLED: 3/3/21 ELEVATION: 244.0 ft NOTES: Boring locations and elevations should be
considered approximate.
DRILL RIG: CME 550 BORING DEPTH: 14.5 ft
DRILLER: T.Whitehead WATER LEVEL: Caved dry at 10'
HAMMER TYPE: Automatic LOGGED BY: M.Millette
SAMPLING METHOD: Split Spoon
DRILLING METHOD: 3'/<"H.S.A.
J w BLOW COUNT
U j 6 (2, } I CORE DATA STANDARD PENETRATION TEST DATA in
= 0 c w ~ z c' (blows/ft)
w a o MATERIAL DESCRIPTION W > 0_ a _ _ /REMARKS
0 Q W a z
cc g M 10 2,0 30 , ,6080
TOPSOIL 4 inches
RESIDUUM:FAT CLAY(CH) SS 1 12 3 2 _ s
firm,tan brown, moist
SILT WITH SAND(ML)
very stiff, purple brown, moist SS-2 6 10 7 17
5 239.0—
PARTIALLY WEATHERED ROCK Q 25 50/2"
_ Sampled as purple brown silt with sand, moist -SS-3 ' 0/2"
RESIDUUM:SILT WITH SAND(ML)
hard, purple brown, moist SS-4 8 22 15 37
10— HC 234.0—
•
N - i
PARTIALLY WEATHERED ROCK _
Sampled as purple brown silt with sand, moist -
�, - - - -SS-5 33 50/3" , 0/3"
a Boring terminated at 14.5 ft
cci
O
J
a
w
O
O
o
Co
N
0
z
N
W
O
z
0
z_
2
H
K
O
z
O
z
0
O
J
co
cn
z
O
W
UU
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED Page 1 of 1
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE
WITH ASiTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
II ®

PROJECT: CCEP Lot 6
Sanford, North Carolina BORING LOG C-16
S&ME Project No.211601
DATE DRILLED: 3/3/21 ELEVATION: 246.0 ft NOTES: Boring locations and elevations should be
considered approximate.
DRILL RIG: CME 550 BORING DEPTH: 14.0 ft
DRILLER: T.Whitehead WATER LEVEL: Caved dry at 10'
HAMMER TYPE: Automatic LOGGED BY: M.Millette
SAMPLING METHOD: Split Spoon
DRILLING METHOD: 3'/<"H.S.A.
J w BLOW COUNT
o j z0 , Z } I CORE DATA STANDARD PENETRATION TEST DATA in
r " = 0E , to ~ z c) o (blows/ft)
w a o MATERIAL DESCRIPTION W ii a /REMARKS >
o g
0 Q W - a < f z
5 cn g M 10 2,0 30 , ,6080
TOPSOIL 4 inches
RESIDUUM:CLAY(CH) SS 1 I 1 1 2 N
3soft,tan,with sand,fat, moist
CLA (CHstiff,tan gray,with sand,few rock fragments,fat, SS-2 14 6 81a
5 / moist 241.0—
PARTIALLY WEATHERED ROCK
)1Sampled as purple brown silt with sand, moist SS-3 30 5012" 0/2"11 `
SS 4 30 50/4" �50/4"
1
10 �� /I HC 236.0—
N 1
n
CV
I- p
w SS-5 X 50/4" 050/4"
a) Boring terminated at 14 ft
a
0
F-
1-
0
J
a
w
O
0
0
co
N
0
z
F
N
Q
W
O
z
Q
0
z_
T
H
K
O
z
O
z
0
O
J
0
z
E
O
co
W
m
UU
cn
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED Page 1 of 1
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE
WITH ASiTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY. - <-
.,

Appendix III - Laboratory Results

eotechnics
April 6, 2021 geotechnicaI &geosynthetic testing
Project No. R-2021-069-001
Mr. Kevin Nadeau
S&ME, Inc.
3201 Spring Forest Rd.
Raleigh, NC 27616
[e-mail]
Transmittal
Laboratory Test Results
CCEP Lot 6
Please find attached the laboratory test results for the above referenced project. The tests were outlined
on the Project Verification Form that was transmitted to your firm prior to the testing. The testing was
performed in general accordance with the methods listed on the enclosed data sheets. The test results are
believed to be representative of the samples that were submitted for testing and are indicative only of the
specimens which were evaluated. We have no direct knowledge of the origin of the samples and imply no
position with regard to the nature of the test results, i.e. pass/fail and no claims as to the suitability of the
material for its intended use.
The test data and all associated project information provided shall be held in strict confidence and disclosed
to other parties only with authorization by our Client. The test data submitted herein is considered integral
with this report and is not to be reproduced except in whole and only with the authorization of the Client
and Geotechnics. The remaining sample materials for this project will be retained for a minimum of 90 days
as directed by the Geotechnics' Quality Program.
We are pleased to provide these testing services. Should you have any questions or if we may be of further
assistance, please contact our office.
Respectively submitted,
Geotechnics, Inc.
Michael P. Smith
Regional Manager
We understand that you have a choice in your laboratory services
and we thank you for choosing Geotechnics.
DCN.Data Transmittal Letter Date..1/28/05 Rev..1
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eotechnics
genie(hnicaI&geosynthetic testing
MOISTURE CONTENT
ASTM D 2216-10
Client: S&ME, Inc.
Client Reference: CCEP Lot 6
Project No.: R-2021-069-001
Lab ID: -001 -002 -003 -004 -005
Boring No.: C-1 C-9 C-1 C-2 C-3
Depth (ft): 0-5 5-10 1-2.5 1-2.5 8.5-10
Sample No.: C-1 (0-5) C-9 (5-10) SS-1 SS-1 SS-4
Tare Number 819 856 AC V AO
Wt. of Tare&Wet Sample (g) 357.64 375.48 51.97 49.87 51.13
Wt. of Tare& Dry Sample (g) 322.48 342.78 45.28 43.49 46.59
Weight of Tare (g) 128.16 137.08 15.47 15.18 15.33
Weight of Water(g) 35.16 32.70 6.69 6.38 4.54
Weight of Dry Sample (g) 194.32 205.70 29.81 28.31 31.26
Water Content(%) 18.1 15.9 22.4 22.5 14.5
Lab ID -006 -007 -008 -009 -010
Boring No. C-8 C-12 C-13 C-15 C-14
Depth (ft) 3.5-5 1-2.5 1-2.5 1-2.5 1-2.5
Sample No. SS-2 SS-1 SS-1 SS-1 SS-1
Tare Number Y AP K E T
Wt. of Tare &Wet Sample (g) 72.40 49.84 47.71 43.17 53.75
Wt. of Tare & Dry Sample (g) 63.21 42.33 41.72 37.08 46.03
Weight of Tare (g) 15.52 15.49 15.15 15.17 15.11
Weight of Water(g) 9.19 7.51 5.99 6.09 7.72
Weight of Dry Sample (g) 47.69 26.84 26.57 21.91 30.92
Water Content(%) 19.3 28.0 22.5 27.8 25.0
Notes:
Tested By RFF Date 3/21/2021 Checked By AES Date 3/30/2021
page 1 of 1 DCN:CT-S1 DATE:3/18/13 REVISION:4
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SIEVE ANALYSIS gtechnics
ASTM D 422-63 (2007) geotechni[al&geosynthetictesting
Client: S&ME, Inc. Boring No.: C-1
Client Reference: CCEP Lot 6 Depth (ft): 0-5
Project No.: R-2021-069-001 Sample No.: C-1 (0-5)
Lab ID: R-2021-069-001-001 Soil Color: Brown Red
SIEVE ANALYSIS HYDROMETER
USCS cobbles _ gravel I sand I silt and clay fraction
USDA cobbles gravel sand silt •lay
100 0 0 03/0" �/ " #tom # 0 # 0 0 #1,00 #200
90
80
70
•0- 60
T -
m -
a, 50
c
LL _
Y _
aci 40
-
L
d
a -
30
20
10
0 r— I I I
1000 100 10 1 0.1 0.01 0.001
Particle Diameter(mm)
USCS Summary
Sieve Size (mm) Percentage (%)
Greater Than #4 Gravel 0.49
#4 to#200 Sand 2.40
Finer Than #200 Silt& Clay 97.11
USCS Symbol:
CL, TESTED
USCS Classification:
LEAN CLAY
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eotechnics
WASH SIEVE ANALYSIS geotechnicaI&geosynlhetictesting
ASTM D 422-63(2007)
Client: S&ME, Inc. Boring No.: C-1
Client Reference: CCEP Lot 6 Depth (ft): 0-5
Project No.: R-2021-069-001 Sample No.: C-1 (0-5)
Lab ID: R-2021-069-001-001 Soil Color: Brown Red
Moisture Content of Passing 3/4" Material Moisture Content of Retained 3/4" Material
(Tare No.: 841 Tare No.: NA
Wt. of Tare &Wet Sample (g): 809.65 Weight of Tare &Wet Sample (g): NA
Wt. of Tare & Dry Sample (g): 765.94 Weight of Tare & Dry Sample (g): NA
Weight of Tare (g): 260.17 Weight of Tare (g): NA
Weight of Water(g): 43.71 Weight of Water(g): NA
Weight of Dry Soil (g): 505.77 Weight of Dry Soil (g): NA
'Moisture Content(%): 8.6 Moisture Content (%): 0.0
Wet Weight of-3/4" Sample (g): NA Weight of the Dry Sample (g): 505.77
Dry Weight of -3/4" Sample (g): 505.77 Weight of Minus#200 Material (g): 491.14
Wet Weight of+3/4" Sample (g): 0.00 Weight of Plus#200 Material (g): 14.63
Dry Weight of+ 3/4" Sample (g): 0.00
Total Dry Weight of Sample (g): 505.77
Sieve Sieve Weight of Soil Percent Accumulated Percent Accumulated
Size Opening Retained Retained Percent Finer Percent
Retained Finer
(mm) (g) (%) (%) (%) (%)
12" 300 0.00 0.00 0.00 100.00 100.00
6" 150 0.00 0.00 0.00 100.00 100.00
3" 75 0.00 0.00 0.00 100.00 100.00
2" 50 0.00 ( * ) 0.00 0.00 100.00 100.00
1 1/2" 37.5 0.00 0.00 0.00 100.00 100.00
1" 25.0 0.00 0.00 0.00 100.00 100.00
3/4" 19.0 0.00 0.00 0.00 100.00 100.00
1 1/2" 12.5 0.00 0.00 0.00 100.00 100.00
3/8" 9.50 2.48 0.49 0.49 99.51 99.51
#4 4.75 0.00 0.00 0.49 99.51 99.51
#10 2.00 0.05 0.01 0.50 99.50 99.50
#20 0.85 0.84 ( ** ) 0.17 0.67 99.33 99.33
#40 0.425 3.38 0.67 1.33 98.67 98.67
#60 0.250 2.12 0.42 1.75 98.25 98.25
#140 0.106 3.64 0.72 2.47 97.53 97.53
#200 0.075 2.12 0.42 2.89 97.11 97.11
Pan - 491.14 97.11 100.00 - -
Notes : (*) The + 3/4"sieve analysis is based on the Total Dry Weight of the Sample
(**) The -3/4"sieve analysis is based on the Weight of the Dry Sample
Tested By SS Date 3/26/21 Checked By AES Date 3/30/21
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eotechnics
genie(hnicaI&yea synthetic testing
ATTERBERG LIMITS
ASTM D 4318-17
Client: S&ME, Inc. Boring No.: C-1
Client Reference: CCEP Lot 6 Depth (ft): 0-5
Project No.: R-2021-069-001 Sample No.: C-1 (0-5)
Lab ID: R-2021-069-001-001 Soil Description: BROWN RED LEAN CLAY
Note: The USCS symbol used with this test refers only to the minus No.40 (Minus No.40 sieve material,Air dried)
sieve material.See the "Sieve and Hydrometer Analysis"graph page for the complete material description.
As Received Moisture Content Liquid Limit Test
ASTM D2216-19 1 2 3 M
(Tare Number: 819 A-N KP AB U
Wt. of Tare &Wet Sample (g): 357.64 28.55 30.58 28.44 L
Wt. of Tare & Dry Sample (g): 322.48 25.02 26.32 24.65 T
Weight of Tare (g): 128.16 15.32 15.43 15.50
Weight of Water(g): 35.2 3.5 4.3 3.8 P
Weight of Dry Sample (g): 194.3 9.7 10.9 9.2 0
Was As Received MC Preserved: Yes
Moisture Content(%): 18.1 36.4 39.1 41.4 N
Number of Blows: 35 25 15 T
Plastic Limit Test 1 2 Range Test Results
Tare Number: 2M C Liquid Limit(%): 39
Wt. of Tare &Wet Sample (g): 22.30 23.05
Wt. of Tare & Dry Sample (g): 21.20 21.75 Plastic Limit(%): 20
Weight of Tare (g): 15.52 15.14
Weight of Water(g): 1.1 1.3 Plasticity Index (°/a): 19
Weight of Dry Sample (g): 5.7 6.6
USCS Symbol: CL
Moisture Content(%): 19.4 19.7 -0.3
Note: The acceptable range of the two Moisture Contents is ± 1.12
Flow Curve Plasticity Chart
45 60
40 • 50
144 - CL • CH
❑ 0 40
35 x /.
m • '
c
o w 30
30 . '5 MH
Vi
a 20
25 -
10
'
20 f/ . ML
1 10 100 0
Number of Blows 0/ 20 40 60 80 100
Liquid Limit(%)
CL-ML
Tested By TB Date 3/24/21 Checked By AES Date 3/29/21
page 1 of 1 DCN:CTS4B,DATE:5/22/18 REVISION:8
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eotechnics
genie(hnicaI&yea synthetic testing
MOISTURE - DENSITY RELATIONSHIP
ASTM D698-12
Client: S&ME, Inc. Boring No.: C-1
Client Reference: CCEP Lot 6 Depth (ft): 0-5
Project No.: R-2021-069-001 Sample No.: C-1 (0-5)
Lab ID: R-2021-069-001-001 Test Method STANDARD
Visual Description: Brown Red Lean Clay
Optimum Moisture Content(%): 12.6
Maximum Dry Density(pcf): 114.6
120
Specific Gravity 2.70
Assumed
115 —
_ I
- I
- I
a
110 —
coCi
_ I
d I
_ I
- I
- I
105 —
_
_ I
- I
- I
100 - I I I I I I I I I I I I . 1 I I I I I I I I I
0 5 10 15 20 25
Moisture Content (%)
Tested By ECL Date 3/23/2021 Checked By AES Date 3/24/21
page 1 of 2 DCN:CT-S12 DATE:5/1/13 REVISION:16
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eotechnics
genie(hnicaI&yea synthetic testing
MOISTURE - DENSITY RELATIONSHIP
ASTM D698-12
Client: S&ME, Inc. Boring No.: C-1
Client Reference: CCEP Lot 6 Depth (ft): 0-5
Project No.: R-2021-069-001 Sample No.: C-1 (0-5)
Lab ID: R-2021-069-001-001
Visual Description: Brown Red Lean Clay
Total Weight of the Sample (g): 22400 Test Type: STANDARD
As Received Water Content(%): NA Rammer Weight(lb): 5.5
Assumed Specific Gravity: 2.70 Rammer Drop (in): 12
Rammer Type: MECHANICAL
Percent Retained on 3/4": 0 Machine ID: R174
Percent Retained on 3/8": 0 Mold ID: R552
Percent Retained on#4: 0 Mold diameter: 4"
Oversize Material: Not included Weight of the Mold (g): 4222
Procedure Used: B Volume of the Mold (cm3): 942
Mold / Specimen
Point No. 1 2 3 4 5
Weight of Mold &Wet Sample (g): 6066 6117 6162 6191 6195
Weight of Mold (g): 4222 4222 4222 4222 4222
Weight of Wet Sample (g): 1844 1895 1940 1968 1972
Mold Volume (cm3): 942 942 942 942 942
Moisture Content / Density
Tare Number: 857 855 861 852 851
Weight of Tare &Wet Sample (g): 490.50 484.30 483.10 483.20 473.20
Weight of Tare & Dry Sample (g): 462.20 450.85 445.77 439.46 426.58
Weight of Tare (g): 137.10 135.70 139.20 136.10 140.00
Weight of Water(g): 28.30 33.45 37.33 43.74 46.62
Weight of Dry Sample (g): 325.10 315.15 306.57 303.36 286.58
Wet Density(g/cm3): 1.96 2.01 2.06 2.09 2.09
Wet Density(pcf): 122.2 125.5 128.5 130.4 130.7
Moisture Content (%): 8.7 10.6 12.2 14.4 16.3
Dry Density(pcf): 112.4 113.5 114.5 114.0 112.4
Zero Air Voids
Moisture Content (%): 16.0 19.0 22.0
Dry Unit Weight(pcf): 117.7 111.4 105.7
Tested By ECL Date 3/23/21 Checked By AES Date 3/24/21
page 2 of 2 DCN:CT-S12 DATE:5/1/13 REVISION:16
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SIEVE ANALYSIS eotech n i cs
ASTM D 422-63 (2007) genie(hnicaI&yea synthetic testing
Client: S&ME, Inc. Boring No.: C-9
Client Reference: CCEP Lot 6 Depth (ft): 5-10
Project No.: R-2021-069-001 Sample No.: C-9 (5-10)
Lab ID: R-2021-069-001-002 Soil Color: Red Brown
SIEVE ANALYSIS HYDROMETER
USCS cobbles gravel I sand I silt and clay fraction
USDA cobbles gravel I sand silt clay
100 — � � o v 03," 03/ ' #4 #'0 # 0 # 0 #1p0 # 0
90
80
70
•G 60
> -
m
d 50
c
LL
40
a
30
20
10
0 — r—
1000 100 10 1 0.1 0.01 0.001
Particle Diameter(mm)
USCS Summary
Sieve Size (mm) Percentage (%)
Greater Than #4 Gravel 0.05
#4 to#200 Sand 4.48
Finer Than #200 Silt& Clay 95.47
USCS Symbol:
ml, ASSUMED
USCS Classification:
SILT
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eotechnics
WASH SIEVE ANALYSIS geotechnIQI&geosynlhetictesting
ASTM D 422-63 (2007)
Client: S&ME, Inc. Boring No.: C-9
Client Reference: CCEP Lot 6 Depth (ft): 5-10
Project No.: R-2021-069-001 Sample No.: C-9 (5-10)
Lab ID: R-2021-069-001-002 Soil Color: Red Brown
Moisture Content of Passing 3/4" Material Moisture Content of Retained 3/4" Material
(Tare No.: SS-2 Tare No.: NA
Wt. of Tare &Wet Sample (g): 422.28 Weight of Tare &Wet Sample (g): NA
Wt. of Tare & Dry Sample (g): 392.84 Weight of Tare & Dry Sample (g): NA
Weight of Tare (g): 100.46 Weight of Tare (g): NA
Weight of Water(g): 29.44 Weight of Water(g): NA
Weight of Dry Soil (g): 292.38 Weight of Dry Soil (g): NA
Moisture Content (%): 10.1 Moisture Content (%): 0.0
Wet Weight of-3/4" Sample (g): NA Weight of the Dry Sample (g): 292.38
Dry Weight of - 3/4" Sample (g) 292.38 Weight of Minus#200 Material (g): 279.13
Wet Weight of +3/4" Sample (g) 0.00 Weight of Plus#200 Material (g): 13.25
Dry Weight of + 3/4" Sample (g) 0.00
Total Dry Weight of Sample (g): 292.38
Sieve Sieve Weight of Soil Percent Accumulated Percent Accumulated
Size Opening Retained Retained Percent Finer Percent
Retained Finer
(mm) (g) (%) (%) (%) (%)
12" 300 0.00 0.00 0.00 100.00 100.00
6" 150 0.00 0.00 0.00 100.00 100.00
3" 75 0.00 0.00 0.00 100.00 100.00
2" 50 0.00 ( * ) 0.00 0.00 100.00 100.00
1 1/2" 37.5 0.00 0.00 0.00 100.00 100.00
1" 25.0 0.00 0.00 0.00 100.00 100.00
3/4" 19.0 0.00 0.00 0.00 100.00 100.00
1/2" 12.5 0.00 0.00 0.00 100.00 100.00
3/8" 9.50 0.00 0.00 0.00 100.00 100.00
#4 4.75 0.15 0.05 0.05 99.95 99.95
#10 2.00 0.22 0.08 0.13 99.87 99.87
#20 0.85 2.13 ( ** ) 0.73 0.86 99.14 99.14
#40 0.425 2.60 0.89 1.74 98.26 98.26
#60 0.250 1.19 0.41 2.15 97.85 97.85
#140 0.106 3.53 1.21 3.36 96.64 96.64
#200 0.075 3.43 1.17 4.53 95.47 95.47
Pan - 279.13 95.47 100.00 - -
Notes: (*) The + 3/4"sieve analysis is based on the Total Dry Weight of the Sample
(**) The - 3/4"sieve analysis is based on the Weight of the Dry Sample
Tested By SS Date 3/26/21 Checked By AES Date 3/30/21
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ectechnics
geotechnic I&geosynthetic testing
MOISTURE - DENSITY RELATIONSHIP
ASTM D698-12
Client: S&ME, Inc. Boring No.: C-9
Client Reference: CCEP Lot 6 Depth (ft): 5-10
Project No.: R-2021-069-001 Sample No.: C-9 (5-10)
Lab ID: R-2021-069-001-002 Test Method STANDARD
Visual Description: Red Brown Silt
Optimum Moisture Content (%): 14.6
Maximum Dry Density(pcf): 113.1
125
- Specific Gravity 2.70
Assumed
120 -
115 -
4—
t�
Ci
� _ I
N I
_ - I
m
// NG
110 —
- I
- I
_ I
105 -
-
_ I
- I
_ I
100 i i u I i I I I • I I 1 I I III
5 10 15 20 25
Moisture Content (%)
Tested By CJH Date 3/26/2021 Checked By AES Date 3/29/21
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eotechnics
genie(hnicaI&yea synthetic testing
MOISTURE - DENSITY RELATIONSHIP
ASTM D698-12
Client: S&ME, Inc. Boring No.: C-9
Client Reference: CCEP Lot 6 Depth (ft): 5-10
Project No.: R-2021-069-001 Sample No.: C-9 (5-10)
Lab ID: R-2021-069-001-002
Visual Description: Red Brown Silt
Total Weight of the Sample (g): 27300 Test Type: STANDARD
As Received Water Content(%): NA Rammer Weight(lb): 5.5
Assumed Specific Gravity: 2.70 Rammer Drop (in): 12
Rammer Type: MECHANICAL
Percent Retained on 3/4": 0 Machine ID: R606
Percent Retained on 3/8": 0 Mold ID: R607
Percent Retained on#4: 0 Mold diameter: 4"
Oversize Material: Not included Weight of the Mold (g): 4275
Procedure Used: A Volume of the Mold (cm3): 943
Mold / Specimen
Point No. 1 2 3 4 5
Weight of Mold &Wet Sample (g): 6072 6137 6227 6242 6224
Weight of Mold (g): 4275 4275 4275 4275 4275
Weight of Wet Sample (g): 1797 1862 1951 1966 1949
Mold Volume (cm3): 943 943 943 943 943
Moisture Content / Density
Tare Number: 858 856 854 853 860
Weight of Tare &Wet Sample (g): 461.00 671.60 521.80 381.90 416.80
Weight of Tare & Dry Sample (g): 431.49 614.40 473.40 347.40 369.00
Weight of Tare (g): 137.30 137.00 134.70 136.30 135.10
Weight of Water(g): 29.51 57.20 48.40 34.50 47.80
Weight of Dry Sample (g): 294.19 477.40 338.70 211.10 233.90
Wet Density(g/cm3): 1.91 1.97 2.07 2.09 2.07
Wet Density(pcf): 118.9 123.2 129.1 130.1 129.0
Moisture Content (%): 10.0 12.0 14.3 16.3 20.4
Dry Density(pcf): 108.1 110.0 113.0 111.8 107.1
Zero Air Voids
Moisture Content (%): 15.0 19.5 24.0
Dry Unit Weight(pcf): 119.9 110.4 102.2
Tested By CJH Date 3/26/21 Checked By AES Date 3/29/21
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eotechnics
genie(hnicaI&yea synthetic testing
ATTERBERG LIMITS
ASTM D 4318-17
Client: S&ME, Inc. Boring No.: C-1
Client Reference: CCEP Lot 6 Depth (ft): 1-2.5
Project No.: R-2021-069-001 Sample No.: SS-1
Lab ID: R-2021-069-001-003 Soil Description: BROWN FAT CLAY
Note: The USCS symbol used with this test refers only to the minus No.40 (Minus No.40 sieve material,Air dried)
sieve material.See the "Sieve and Hydrometer Analysis"graph page for the complete material description.
As Received Moisture Content Liquid Limit Test
ASTM D2216-19 1 2 3 M
(Tare Number: AC 8 3 29 U
Wt. of Tare &Wet Sample (g): 51.97 18.83 19.25 19.01 L
Wt. of Tare & Dry Sample (g): 45.28 14.97 15.17 14.85 T
Weight of Tare (g): 15.47 7.02 7.07 6.99
Weight of Water(g): 6.7 3.9 4.1 4.2 P
Weight of Dry Sample (g): 29.8 8.0 8.1 7.9 0
Was As Received MC Preserved: Yes
Moisture Content(%): 22.4 48.6 50.4 52.9 N
Number of Blows: 33 25 15 T
Plastic Limit Test 1 2 Range Test Results
Tare Number: 19 17 Liquid Limit(%): 50
Wt. of Tare &Wet Sample (g): 13.02 13.77
Wt. of Tare & Dry Sample (g): 11.80 12.40 Plastic Limit(%): 25
Weight of Tare (g): 7.01 6.95
Weight of Water(g): 1.2 1.4 Plasticity Index (°/a): 25
Weight of Dry Sample (g): 4.8 5.5
USCS Symbol: CH
Moisture Content(%): 25.5 25.1 0.3
Note: The acceptable range of the two Moisture Contents is ± 1.4
Flow Curve Plasticity Chart
55 60
LI
50 Ce
❑ 50
45 CL '' CH
0 40
y 40 Z. y -
c -a
o w 30
d 35 - 'v ® MH
Vi
`6 20
30 a
25 10
20 f .
t ML
1 10 100 0
Number of Blows 0/ 20 40 60 80 100
Liquid Limit(%)
CL-ML
Tested By TB Date 3/24/21 Checked By AES Date 3/29/21
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genie(hnicaI&yea synthetic testing
ATTERBERG LIMITS
ASTM D 4318-17
Client: S&ME, Inc. Boring No.: C-2
Client Reference: CCEP Lot 6 Depth (ft): 1-2.5
Project No.: R-2021-069-001 Sample No.: SS-1
Lab ID: R-2021-069-001-004 Soil Description: BROWN FAT CLAY
Note: The USCS symbol used with this test refers only to the minus No.40 (Minus No.40 sieve material,Air dried)
sieve material.See the "Sieve and Hydrometer Analysis"graph page for the complete material description.
As Received Moisture Content Liquid Limit Test
ASTM D2216-19 1 2 3 M
(Tare Number: V H A-D 1-7 U
Wt. of Tare &Wet Sample (g): 49.87 26.90 27.80 29.12 L
Wt. of Tare & Dry Sample (g): 43.49 22.72 23.21 23.95 T
Weight of Tare (g): 15.18 15.04 15.29 15.40
Weight of Water(g): 6.4 4.2 4.6 5.2 P
Weight of Dry Sample (g): 28.3 7.7 7.9 8.6 0
Was As Received MC Preserved: Yes
Moisture Content(%): 22.5 54.4 58.0 60.5 N
Number of Blows: 35 24 15 T
Plastic Limit Test 1 2 Range Test Results
Tare Number: 33 18 Liquid Limit(%): 57
Wt. of Tare &Wet Sample (g): 14.69 14.77
Wt. of Tare & Dry Sample (g): 13.03 13.09 Plastic Limit(%): 27
Weight of Tare (g): 6.96 6.98
Weight of Water(g): 1.7 1.7 Plasticity Index (°/a): 30
Weight of Dry Sample (g): 6.1 6.1
USCS Symbol: CH
Moisture Content(%): 27.3 27.5 -0.1
Note: The acceptable range of the two Moisture Contents is ± 1.4
Flow Curve Plasticity Chart
65 60
60 ❑
1.114 50
55 � Er '
CL • CH
0 50 0 40
Z. /.
m 45
c
C 30
i 40 '5 MH
is
35 R 20
o_
30
10
25
20 t ML
1 10 100 ,3
Number of Blows 0/ 20 40 60 80 100
Liquid Limit(%)
CL-ML
Tested By SS Date 3/24/21 Checked By AES Date 3/29/21
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ATTERBERG LIMITS
ASTM D 4318-17
Client: S&ME, Inc. Boring No.: C-3
Client Reference: CCEP Lot 6 Depth (ft): 8.5-10
Project No.: R-2021-069-001 Sample No.: SS-4
Lab ID: R-2021-069-001-005 Soil Description: DARK BROWN LEAN CLAY
Note: The USCS symbol used with this test refers only to the minus No.40 (Minus No.40 sieve material,Air dried)
sieve material.See the "Sieve and Hydrometer Analysis"graph page for the complete material description.
As Received Moisture Content Liquid Limit Test
ASTM D2216-19 1 2 3 M
ITare Number: AO 33 9 20 U
Wt. of Tare &Wet Sample (g): 51.13 20.70 22.89 23.86 L
Wt. of Tare & Dry Sample (g): 46.59 17.11 18.59 19.02 T
Weight of Tare (g): 15.33 6.93 7.01 7.01
Weight of Water(g): 4.5 3.6 4.3 4.8 P
Weight of Dry Sample (g): 31.3 10.2 11.6 12.0 0
Was As Received MC Preserved: Yes
Moisture Content(%): 14.5 35.3 37.1 40.3 N
Number of Blows: 35 25 15 T
Plastic Limit Test 1 2 Range Test Results
Tare Number: 21 1 Liquid Limit(%): 37
Wt. of Tare &Wet Sample (g): 13.46 13.41
Wt. of Tare & Dry Sample (g): 12.49 12.44 Plastic Limit(%): 18
Weight of Tare (g): 7.02 6.99
Weight of Water(g): 1.0 1.0 Plasticity Index (°/a): 19
Weight of Dry Sample (g): 5.5 5.5
USCS Symbol: CL
Moisture Content(%): 17.7 17.8 -0.1
Note: The acceptable range of the two Moisture Contents is ± 1.12
Flow Curve Plasticity Chart
45 60
40 • ❑ 50
- CL • CH
• / �
40
35 n x /.
m • '
c •
o w 30
: 30 . '5 MH
a 20
25 -
10
20 ft ML
1 10 100 0
Number of Blows 0/ 20 40 60 80 100
Liquid Limit(%)
CL-ML
Tested By TB Date 3/25/21 Checked By AES Date 3/29/21
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genie(hnicaI&yea synthetic testing
ATTERBERG LIMITS
ASTM D 4318-17
Client: S&ME, Inc. Boring No.: C-8
Client Reference: CCEP Lot 6 Depth (ft): 3.5-5
Project No.: R-2021-069-001 Sample No.: SS-2
Lab ID: R-2021-069-001-006 Soil Description: BROWN LEAN CLAY
Note: The USCS symbol used with this test refers only to the minus No.40 (Minus No.40 sieve material,Air dried)
sieve material.See the "Sieve and Hydrometer Analysis"graph page for the complete material description.
As Received Moisture Content Liquid Limit Test
ASTM D2216-19 1 2 3 M
ITare Number: Y KP A-D A-L U
Wt. of Tare &Wet Sample (g): 72.40 26.36 28.44 29.49 L
Wt. of Tare & Dry Sample (g): 63.21 23.22 24.52 25.11 T
Weight of Tare (g): 15.52 15.42 15.28 15.43
Weight of Water(g): 9.2 3.1 3.9 4.4 P
Weight of Dry Sample (g): 47.7 7.8 9.2 9.7 0
Was As Received MC Preserved: Yes
Moisture Content(%): 19.3 40.3 42.4 45.2 N
Number of Blows: 35 25 15 T
Plastic Limit Test 1 2 Range Test Results
Tare Number: 17 32 Liquid Limit(%): 42
Wt. of Tare &Wet Sample (g): 15.44 15.22
Wt. of Tare & Dry Sample (g): 13.83 13.69 Plastic Limit(%): 23
Weight of Tare (g): 6.95 6.96
Weight of Water(g): 1.6 1.5 Plasticity Index (°/a): 19
Weight of Dry Sample (g): 6.9 6.7
USCS Symbol: CL
Moisture Content(%): 23.4 22.7 0.7
Note: The acceptable range of the two Moisture Contents is ± 1.12
Flow Curve Plasticity Chart
50 60
45 • ❑ 50
: Si, - CL CH 1
0 40 _CI
0 40
Z. 1I
•
0 35 • 30
o • w
: '5 MH
is • N•
30 o_ 20 `.�
•
25 : 10
20 •
ft ML
1 10 100 0
Number of Blows 0/ 20 40 60 80 100
Liquid Limit(%)
CL-ML
Tested By SS Date 3/26/21 Checked By AES Date 3/29/21
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eotechnics
genie(hnicaI&yea synthetic testing
ATTERBERG LIMITS
ASTM D 4318-17
Client: S&ME, Inc. Boring No.: C-12
Client Reference: CCEP Lot 6 Depth (ft): 1-2.5
Project No.: R-2021-069-001 Sample No.: SS-1
Lab ID: R-2021-069-001-007 Soil Description: BROWN LEAN CLAY
Note: The USCS symbol used with this test refers only to the minus No.40 (Minus No.40 sieve material,Air dried)
sieve material.See the "Sieve and Hydrometer Analysis"graph page for the complete material description.
As Received Moisture Content Liquid Limit Test
ASTM D2216-19 1 2 3 M
(Tare Number: AP 32 22 6 U
Wt. of Tare &Wet Sample (g): 49.84 18.90 19.51 22.04 L
Wt. of Tare & Dry Sample (g): 42.33 15.22 15.44 16.92 T
Weight of Tare (g): 15.49 6.96 6.96 7.02
Weight of Water(g): 7.5 3.7 4.1 5.1 P
Weight of Dry Sample (g): 26.8 8.3 8.5 9.9 0
Was As Received MC Preserved: Yes
Moisture Content(%): 28.0 44.6 48.0 51.7 N
Number of Blows: 35 25 15 T
Plastic Limit Test 1 2 Range Test Results
Tare Number: W-5 A-L Liquid Limit(%): 48
Wt. of Tare &Wet Sample (g): 21.71 23.17
Wt. of Tare & Dry Sample (g): 20.58 21.73 Plastic Limit(%): 23
Weight of Tare (g): 15.55 15.54
Weight of Water(g): 1.1 1.4 Plasticity Index (%): 25
Weight of Dry Sample (g): 5.0 6.2
USCS Symbol: CL
Moisture Content(%): 22.5 23.3 -0.8
Note: The acceptable range of the two Moisture Contents is ± 1.12
Flow Curve Plasticity Chart
55 60
LI
50
50
1-1, /..
45 ❑
0 40
y 40 Z. y -
c -a
V w 30
35 -
Vi
`6 20
30 a
25 10
20 f .
t ML
1 10 100 0
Number of Blows 0/ 20 40 60 80 100
Liquid Limit(%)
CL-ML
Tested By TB Date 3/24/21 Checked By AES Date 3/29/21
page 1 of 1 DCN:CTS4B,DATE:5/22/18 REVISION:8
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eotechnics
genie(hnicaI&yea synthetic testing
ATTERBERG LIMITS
ASTM D 4318-17
Client: S&ME, Inc. Boring No.: C-13
Client Reference: CCEP Lot 6 Depth (ft): 1-2.5
Project No.: R-2021-069-001 Sample No.: SS-1
Lab ID: R-2021-069-001-008 Soil Description: ORANGE LEAN CLAY
Note: The USCS symbol used with this test refers only to the minus No.40 (Minus No.40 sieve material,Air dried)
sieve material. See the "Sieve and Hydrometer Analysis"graph page for the complete material description.
As Received Moisture Content Liquid Limit Test
ASTM D2216-19 1 2 3 M
Tare Number: K Z-4 A-F A-Q U
Wt. of Tare &Wet Sample (g): 47.71 26.35 31.15 30.57 L
Wt. of Tare & Dry Sample (g): 41.72 23.10 26.25 25.53 T
Weight of Tare (g): 15.15 15.50 15.35 15.38
Weight of Water(g): 6.0 3.3 4.9 5.0 P
Weight of Dry Sample (g): 26.6 7.6 10.9 10.2 0
Was As Received MC Preserved: Yes
Moisture Content(%): 22.5 42.8 45.0 49.7 N
Number of Blows: 35 25 15 T
Plastic Limit Test 1 2 Range Test Results
Tare Number: U F Liquid Limit(%): 45
Wt. of Tare &Wet Sample (g): 21.44 22.32
Wt. of Tare & Dry Sample (g): 20.41 21.15 Plastic Limit (%a): 19
Weight of Tare (g): 15.09 15.02
Weight of Water(g): 1.0 1.2 Plasticity Index(%): 26
Weight of Dry Sample (g): 5.3 6.1
USCS Symbol: CL
Moisture Content (%): 19.4 19.1 0.3
Note: The acceptable range of the two Moisture Contents is ± 1.12
Flow Curve Plasticity Chart
55 - 60
50 H 50
45 t?4 - CL CH
0
'� ❑ e 40 ,
y 40 0
C
o ,
T
C.) 30
35
y U ® MH
N
> . 20
30 a
25 10
11
20 • . . . . o / t ML
1 10 100 0 / 20 40 60 80 100
Number of Blows � Liquid Limit(%)
CL-ML
Tested By TB Date 3/24/21 Checked By AES Date 3/29/21
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genie(hnicaI&yea synthetic testing
ATTERBERG LIMITS
ASTM D 4318-17
Client: S&ME, Inc. Boring No.: C-15
Client Reference: CCEP Lot 6 Depth (ft): 1-2.5
Project No.: R-2021-069-001 Sample No.: SS-1
Lab ID: R-2021-069-001-009 Soil Description: BROWN FAT CLAY
Note: The USCS symbol used with this test refers only to the minus No.40 (Minus No.40 sieve material,Air dried)
sieve material.See the "Sieve and Hydrometer Analysis"graph page for the complete material description.
As Received Moisture Content Liquid Limit Test
ASTM D2216-19 1 2 3 M
ITare Number: E 3 A-K D-1 U
Wt. of Tare &Wet Sample (g): 43.17 27.62 27.39 28.84 L
Wt. of Tare & Dry Sample (g): 37.08 23.64 23.41 24.11 T
Weight of Tare (g): 15.17 15.35 15.47 15.17
Weight of Water(g): 6.1 4.0 4.0 4.7 P
Weight of Dry Sample (g): 21.9 8.3 7.9 8.9 0
Was As Received MC Preserved: Yes
Moisture Content(%): 27.8 48.0 50.1 52.9 N
Number of Blows: 35 25 15 T
Plastic Limit Test 1 2 Range Test Results
Tare Number: 4 18 Liquid Limit(%): 50
Wt. of Tare &Wet Sample (g): 13.03 13.82
Wt. of Tare & Dry Sample (g): 11.87 12.51 Plastic Limit(%): 24
Weight of Tare (g): 6.97 6.98
Weight of Water(g): 1.2 1.3 Plasticity Index (°/a): 26
Weight of Dry Sample (g): 4.9 5.5
USCS Symbol: CH
Moisture Content(%): 23.7 23.7 0.0
Note: The acceptable range of the two Moisture Contents is ± 1.4
Flow Curve Plasticity Chart
55 60
CI
50 0:4
CI
45 CL 4. CH
0 40
y 40 xZ. -
c -a
V w 30
d 35 - '5 ® MH
Vi
`6 20
30 a
25 10
20 f .
t ML
1 10 100 0
Number of Blows 0/ 20 40 60 80 100
Liquid Limit(%)
CL-ML
Tested By TB Date 3/25/21 Checked By AES Date 3/29/21
page 1 of 1 DCN:CTS4B,DATE:5/22/18 REVISION:8
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