20090597 Ver 5_CCEP Lot 8 Geotech Report_20210318

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III
Geotechnical Exploration Report
CCEP Lot 8
Sanford, North Carolina
S&ME Project No. 1305-20-121
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
November 9, 2020

I I=
November 9, 2020
Samet Corporation
5420 Wade Park Blvd Suite 104
Raleigh, North Carolina 27607
Attention: Mr. Blake Malpass
Reference: Geotechnical Exploration Report
CCEP Lot 8
Sanford, North Carolina
S&ME Project No. 1305-20-121
NC PE Firm License No. F-0176
Dear Mr. Malpass:
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 13-2000430 dated October 1, 2020. 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.
Alyson K. Aarons, P.E.
Project Engineer
,,lyll 11 „ ,,,,'
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= 34358
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Senior reviewed by J. Adam Browning, P.E.
Kevin A. Nadeau, P.E.
Senior Geotechnical Engineer
NC Registration No. 34358
S&ME, Inc. 13201 Spring Forest Road I Raleigh, NC 27616 I p 919.872.2660 I www.smeinc.com

Geotechnical Exploration Report
CCEP Lot 8
Sanford, North Carolina
S&ME Project No. 1305-20-121
Table of Contents
III
1.0 Project and Site Information 1
2.0 Regional Geology 1
3.0 Exploration Program 2
4.0 Subsurface Conditions 3
4.1 Topsoil 3
4.2 Residual Soils 3
4.3 Partially Weathered Rock 3
4.4 Auger Refusal Materials 3
4.5 Water Levels 4
5.0 Laboratory Test Results 4
6.0 Conclusions and Recommendations 5
6.1 Earthwork 5
6.1.1 Site Preparation — General 5
6.1.2 Subgrade Evaluation 6
6.1.3 Drainage Feature 6
6.1.4 Excavations 6
6.1.5 Overexcavation for Utilities and Foundations 7
6.1.6 Particle Size Control 7
6.2 Groundwater and Surface Water 7
6.3 Structural Fill 8
6.3.1 Fill Induced Settlement 9
6.4 Slope Stability 9
6.5 Foundation Recommendations 10
6.5.1 Bearing Depth and Dimension 10
6.5.2 Settlement 10
6.5.3 Footing Evaluations 11
November 9, 2020 ii

Geotechnical Exploration Report
CCEP Lot 8
Sanford, North Carolina
S&ME Project No. 1305-20-121
6.6 Floor Slabs 11
6.7 Seismic Site Classification 11
6.8 Retaining Wall Parameters 11
6.8.1 General 11
6.8.2 Mechanically Stabilized Earth (MSE) Walls 12
6.8.3 Cast -In -Place Concrete Walls 13
6.9 Pavements 13
6.9.1 Asphalt Pavement 14
6.9.2 Concrete Pavement 14
7.0 Limitations of Report 15
Appendices
Appendix I —Figures
Appendix II — Soil Test Boring Logs
Appendix III — Laboratory Results
November 9, 2020 iii

Geotechnical Exploration Report
CCEP Lot 8
Sanford, North Carolina
S&ME Project No. 1305-20-121
1.0 Project and Site Information
This report is based on the following information:
III
Email communication between you and Mr. Kevin Nadeau (S&ME) between September 24, 2020.
Additional Boring Location Exhibit (PDF drawing and AutoCAD file) prepared by CE Group dated
September 14, 2020.
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, and cut/fill slopes. Lot 8 will include an approximate 117,133 square foot building with space to
accommodate an approximate 85,216 square foot future expansion. We understand the building will likely be
single -story metal -framed structure with concrete slab -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 7 feet and 12 feet,
respectively. Site grading within other areas of the site will require maximum cuts and fills on the order of 25 feet
and 12 feet, respectively. A cut slope with a max height of about 35 feet and slope inclination of 3 (horizontal) to
1 (vertical) is planned on the west/northwest side of the site. A fill slope, with a max height of about 10 feet and
inclination of 3H:1V is planned on the eastern side of the site. No retaining walls are shown on the provided
exhibit.
At the time of our reconnaissance, the site was generally moderately to heavily wooded. A drainage feature was
observed on the eastern side of the site but was dry at the time of our site visit. Some previously cleared access
trails were present within the site
2.0 Regional Geology
® Blue Ridge Belt • Raleigh Belt Charlotte Belt
❑ Coastal Plain • Carolina Slate Belt ❑ Kings lountain Belt
▪ !metPiedmonl Q Triassic Basin 1. Murphy Belt
▪ Eastern Slate Belt ❑ Yillon 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
November 9, 2020 1

Geotechnical Exploration Report
CCEP Lot 8
Sanford, North Carolina
S&ME Project No. 1305-20-121
I
I IMMIF
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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 nineteen soil test borings (B-1 through B-19).
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 8 to 21 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.
Water level measurements were attempted immediately after drilling within all borings and after a period of about
24-hours after drilling within select 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 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.
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.
November 9, 2020 2

Geotechnical Exploration Report
CCEP Lot 8
Sanford, North Carolina
S&ME Project No. 1305-20-121
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.
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 Residual Soils
Residual soils were encountered underlying topsoil at each boring location. Residual soils encountered were
generally comprised of sandy and elastic silts (USCS classification of ML and MH), low plasticity clays (CL), and silty
sands (SM). SPT N-values within residual soils ranged from 3 to 63 blows per foot (bpf). Residual soils were
generally observed relatively dry to wet. Laboratory testing on the bulk samples indicated natural moisture
contents 5.2 to 8.4 percent wet of optimum. 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
locations B-4, B-15, B-16, B-17, and B-19. Borings B-7, B-14 and B-16 were terminated in residual soils at their
planned depths.
4.3 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
above planned subgrade elevations in the pond and loading dock/parking areas at borings B-1, B-2, B-3, B-5, and
B-7 through B-12. Boring B-7 encountered a 4-foot layer of PWR at a depth of 8 feet before returning to residual
soil to boring termination. Standard penetration test values in partially weathered rock ranged from 50 blows in 6
inches of penetration (50/6") to 50 blows with no apparent penetration (50/0"). Partially weathered rock materials
were generally observed as relatively dry to moist. Borings B-1, B-2, B-3, B-4, B-12, B-13, B-15, B-17, and B-19
were terminated in PWR without encountering auger refusal.
4.4 Auger Refusal Materials
Auger refusal materials were encountered in borings B-5, B-6, B-8 through B-11, and B-18 at depths ranging from
approximately 8 to 21 feet below the existing ground surface. Note that boring B-18 transitioned abruptly from
soil to auger refusal at a depth of about 13 feet below the ground surface. Auger refusal may be indicative of less
weathered PWR, boulders, or the top of parent rock.
November 9, 2020 3

Geotechnical Exploration Report
CCEP Lot 8
Sanford, North Carolina
S&ME Project No. 1305-20-121
4.5 Water Levels
III
Water was encountered in borings B-15 and B-17 at depths of about 6 and 9 feet below the ground surface,
respectively. Cave depths were recorded between 41/2 to 13 feet below the existing 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 Appendix III.
Table 5-1 Summary of Laboratory Test Results
Boring
No.
Sample
Depth (ft)
Natural
Moisture
Content
(%)
Atterberg
Liquid
Limit
Limits
Plasticity
Index
Grain Size
Percent
Sand
Analysis
Percent
Fines
(Passing
#200 Sieve)
Standard
Opt.
Moisture
Content
(%)
Proctor
Max. Dry
Unit
Weight
(pcf)
CBR'
(%)
Swell
USCS
B-4
1 — 21/2
23.5
31
11
--
--
--
--
--
--
CL
B-5
1 — 21/2
26.4
62
29
--
--
--
--
--
--
MH
B-6
31/2 — 5
22.6
35
13
--
--
--
--
--
--
CL
B-7
131/2 — 15
7.8
--
--
14.3
85.7
--
--
--
--
ML
B-9
1 — 21/2
21.7
--
--
10.8
88.4
--
--
--
--
ML
B-9
6 — 701/2
11.0
--
--
31.9
58.6
--
--
--
--
ML
B-12
0 — 5*
17.4
33
13
--
--
12.2
121.0
3.3
2.2
CL
B-13
1 — 21/2
30.0
70
36
--
--
--
--
--
--
MH
B-15
1 — 5*
25.2
46
21
--
--
16.8
106.0
--
--
CL
B-16
1 — 21/2
23.2
41
17
--
--
--
--
--
--
CL
I Corrected CBR value at 0.1 inches of penetration. The sample was compacted to approximately 98% of its standard Proctor maximum dry density,
near its optimum moisture content. The sample was soaked for approximately 96 hours under a surcharge of approximately 100 pounds per square
foot.
* Bulk Sample
November 9, 2020
4

Geotechnical Exploration Report
CCEP Lot 8
Sanford, North Carolina
S&ME Project No. 1305-20-121
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, stripping depths on the order of 8 to 12
inches should be anticipated. Low -consistency soils that may be unstable under proofroll were
encountered in borings near final subgrade elevations. In addition, natural moisture contents of the bulk
soil samples tested in the laboratory were significantly 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.
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.
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 of about 3 to 4
inches in thickness. 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
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Geotechnical Exploration Report
CCEP Lot 8
Sanford, North Carolina
S&ME Project No. 1305-20-121
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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.
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 full 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
locations B-4, B-15, B-16, B-17, and B-19.
6.1.3 Drainage Feature
A drainage feature is present in the eastern -central portion of the site. 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 Excavations
Borings indicate that excavations will likely extend through moderate to high -consistency soils, PWR, and auger
refusal material. Moderate to high -consistency soils can be excavated using backhoes, dozers, and other types of
typical earthmoving equipment.
PWR and auger refusal material were encountered above planned subgrade elevations in the pond and loading
dock/parking footprint at borings B-1, B-2, B-3, B-5, and B-7 through B-12. 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
November 9, 2020 6

Geotechnical Exploration Report
CCEP Lot 8
Sanford, North Carolina
S&ME Project No. 1305-20-121
I
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. The 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.
6.1.5 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.
6.1.6 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
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
Groundwater was not encountered within the majority of our borings during this exploration. Borings B-15 and B-
17 encountered water at depths of approximately 6 and 9 feet, respectively. These water levels are below
anticipated excavation depths within the building footprint. Although not encountered in other borings, perched
water is known to exist in this geology and should be expected in unexplored areas of the site. Surface water that
November 9, 2020 7

Geotechnical Exploration Report
CCEP Lot 8
Sanford, North Carolina
S&ME Project No. 1305-20-121
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. Based on the boring logs, the majority of onsite soils
should be able to be reused as structural fill. On site soils may be used as fill provided the maximum particle size
meets the requirements of section 6.1.6 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 5 to 8 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
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.
November 9, 2020 8

Geotechnical Exploration Report
CCEP Lot 8
Sanford, North Carolina
S&ME Project No. 1305-20-121
6.3.1 Fill Induced Settlement
III
Planned site grading will require up to about 12 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.
Once fill has stabilized, the fill could be cut out to allow for construction of the retaining/foundation walls.
Foundation and slab construction should not begin until monitoring has confirmed that settlement has stabilized.
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6.4 Slope Stability
The soil stratigraphy within the Durham 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'.
1 Analysis of Slope Failure in Overconsolidated Fissured Residual Soils: A Case Study. S. Putrich et.al
November 9, 2020 9

Geotechnical Exploration Report
CCEP Lot 8
Sanford, North Carolina
S&ME Project No. 1305-20-121
I
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.
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 2,500 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.
November 9, 2020 10

Geotechnical Exploration Report
CCEP Lot 8
Sanford, North Carolina
S&ME Project No. 1305-20-121
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
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
November 9, 2020 11

Geotechnical Exploration Report
CCEP Lot 8
Sanford, North Carolina
S&ME Project No. 1305-20-121
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.
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
November 9, 2020 12

Geotechnical Exploration Report
CCEP Lot 8
Sanford, North Carolina
S&ME Project No. 1305-20-121
6.8.3 Cast -In -Place Concrete Walls
III
&
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, q (degrees)
25
At -Rest Earth Pressure Coefficient (Ko)
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
Pavement
[Daily Trips]
Standard Duty
Pavement
[Daily Trips]
Tractor Trailers
8
--
Cars
100
100
Fire trucks
1*
--
Garbage Trucks
2**
--
Small Delivery Trucks
2
2
ESAL 20 -year Design
Value
125,000
5,000
* 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.
November 9, 2020 13

Geotechnical Exploration Report
CCEP Lot 8
Sanford, North Carolina
S&ME Project No. 1305-20-121
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
Based on past experience and laboratory data, a design CBR value of 3 percent was used for pavement design.
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
2 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
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. Project
plans indicate a preliminary heavy-duty concrete pavement section of 7 inches of concrete over 4 inches of
compacted ABC stone. We have evaluated this alternative section and find it to be acceptable. 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.
November 9, 2020 14

Geotechnical Exploration Report
CCEP Lot 8
Sanford, North Carolina
S&ME Project No. 1305-20-121
I
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; however, the section shown on the
plans (listed as Alternate Concrete Section below) is acceptable if preferred.
Table 6-5 - Concrete Pavement Section
Material Type
Thickness Alternate Concrete Section
Air Entrained Concrete (4000 psi)
Aggregate Base Course (ABC) stone
6 inches
6 inches
7 inches
4 inches
Maximum Joint Spacing
12 feet in all directions
14 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.
November 9, 2020 15

Appendices

Appendix I -Figures

SITE VICINITY MAP
CCEP LOT 8
ENTERPRISE PARK DRIVE
SANFORD, NORTH CAROLINA
SCALE:
NOT TO SCALE
DATE:
10/23/2020
PROJECT NUMBER
FIGURE NO.
1
1305-20-121 J

III
Qo
VNI1O21VJ H1210N '42103NvS
3A1214 >121dd 3S121d2131N3
8 101 d3JJ
NV'Id NOI1VDO1 1S 11
lZI-OZ-SO£l
N38Wf1N 1J3fONd
cn
N
= n
0
C m
z
N
'ON 32ifDId
in Z
m O
CC 0 m
0 D
Z
0 Z
m -0
C 0
m G
� O
m
A W
I -1
2 -1
m
m
m
D m
c Z
m D
� Z
0
� D
Om
�H
p0
0
m
o D
p
D
Z =
m D
0
0
0
0
D
Z
0
Ll
z
D
r-
z
0
0
z
0
z
D
Z
0
ri
ri
z
•
uoge)o1 6uuoe sal I!°S
z

ELEVATION (feet-MSL)
295
290
285
280
275
270
265
260
255
250
245
240
B-1
B-2 1���� 50/3C
10 1111
13 IIII
IIII 63 11 50/6"
50/5"
HC
HC
(II 50/4" I11 50/3"
Illl\l�
50/2" I�I,f 50/5"
BT@19' BT@19'
POND
FG = 247'
B-7
B-5 I 14
1111
1111
II 13
B-3 5 �I
N B-6 IIII33 `1
12 50/511Ct
III 23 B-4 HC 50/4" �I� I 50/0" II HC p
50/4" BAT @ 8 94 1111 57
20 1111 HCIIII
"It 5
111142 53
BR @@ 17' 0/0
BT @ 20
LOADING DOCK / PARKING
B-8
N
HC
50/6"
50/0"
50/5"
50/2"
56
BT @ 10' 1 1 1 1 50/0
SITE
50/2" FG = 272'
AR@13'
BT @ 13'
FG = 268'
B-9
10
14
30
29
HC
50/3"
50/0"
AR @ 21'
BT@21'
B-10
N
12
27
50/5"
B-12
50/4" N
50/2"
AR @ 18.5Q/1
RT )1R5' HC
FG = 270' FG = 272'
B-11
N
50/3"
AR @ 16 13/0"
BT @ 16'
FG = 270'
FG = 274'
HC
BUILDING
FG = 272'
B-13 B-16
B-14
N
8
8
21
28
HC
35 —
t I 1\1 50/5"
BT @ 19'
6
8
50
24
59
58
BT @ 20'
B-15
j
A
4
7
HC
20
28
5
8
9
15
19
25 .-
21 BT @ 20'
50/5"
BT @ 19'
B-17
N
HC
1
B-18
B-19
l N
7 6
20 HC 12
28 50/3"
27 BT @ 9'50/2„
AR @ 1350/0"
22 BT @ 13'
30
50/2"
50/4"
BT @ 19'
■ Topsoil
CL, Low Plasticity Clay
MH, High Plasticity Silt
SM, Silty Sand
® ML, Low Plasticity Silt
BT
Boring Termination Depth
Partially Weathered Rock
AR Auger Termination Depth
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.
1 24-hr Groundwater Level
HC Hole Cave Depth
295
290
285
280
275
270
265
260
255
250
245
240
Diagram: Generalized Subsurface Profile JOB NO:
1305-20-121
PROJECT: CCEP Lot 8
DATE:
LOCATION: Sanford, North Carolina 11/5/20
III
Figure
3

Appendix II - Soil Test Boring Logs

PROJECT: CCEP Lot 8
Sanford, North Carolina
S&ME Project No. 1305-20-121
BORING LOG B-1
DATE DRILLED: 10/14/20
ELEVATION: 265.0 ft
NOTES: Boring locations and elevations should be
considered approximate.
DRILL RIG: CME 550
BORING DEPTH: 19.0 ft
DRILLER: R. Studnicky
WATER LEVEL: Caved dry at 11' 24 hr
HAMMER TYPE: Automatic
LOGGED BY: M. Hartman
SAMPLING METHOD: Split spoon
DRILLING METHOD: 2'/<" H.S.A.
DEPTH
(feet)
GRAPHIC
LOG
MATERIAL DESCRIPTION
WATER LEVEL
ELEVATION
(feet-MSL)
SAMPLE NO.
SAMPLE TYPE
1st 6in/RUN #�W
0
2nd6in/REC m0
00
3rd6in/RQD
STANDARD PENETRATION TEST DATA
(blows/ft)
/REMARKS
10 2,0 30 , 6080
N VALUE
Topsoil-4 inches
HC
-
260.0—
-
-
-
255.0—
250.0 —
-
SS-1 1
SS-2
SS-3
SS-4
SS-5 1
SS-6 mc
2
5
8
5015°
50/4"
50/2"
4
6
21
6
7
42
=
10
13
63
o/5^
0/4"
RESIDUUM: ELASTIC SILT (MH)
stiff, brown, moist
5
SANDY SILT (ML)
stiff, tan and brown, moist
-
-
-
SANDY SILT (ML)
very hard, tan and brown, relatively dry
10
15
i
�(
�11
� 1
I
111
11
1
PARTIALLY WEATHERED ROCK
relatively dry, sampled as: reddish brown sandy
silt
>♦50/2"
Boring terminated at 19 ft
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
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.
Page 1 of 1

PROJECT: CCEP Lot 8
Sanford, North Carolina
S&ME Project No. 1305-20-121
BORING LOG B-2
DATE DRILLED: 10/14/20
ELEVATION: 265.0 ft
NOTES: Boring locations and elevations should be
considered approximate.
DRILL RIG: CME 550
BORING DEPTH: 19.0 ft
DRILLER: R. Studnicky
WATER LEVEL: Caved dry at 10' 24 hr
HAMMER TYPE: Automatic
LOGGED BY: M. Hartman
SAMPLING METHOD: Split spoon
DRILLING METHOD: 2'/<" H.S.A.
DEPTH
(feet)
GRAPHIC
LOG
MATERIAL DESCRIPTION
WATER LEVEL
ELEVATION
(feet-MSL)
SAMPLE NO.
SAMPLE TYPE
1st 6in/RUN #�W
0
2nd6in/REC m0
00
3rd6in/RQD
STANDARD PENETRATION TEST DATA
(blows/ft)
/REMARKS
10 2,0 30 , 6080
N VALUE
Topsoil-4 inches
HC
-
260.0—
-
255.0—
250.0—
-
SS-1 1
SS-2
SS-3 Q
SS-4
SS-5
SS-6 i
1
5
32
50/2"
50/3"
50/5"
2
7
50/6"
4
7
=
6
14
0/6"
;50/2"
.50/3"
050/5'
RESIDUUM: SANDY SILT (ML)
firm, reddish brown, moist
5
10
15
SANDY SILT (ML)
stiff, reddish brown, moist
1 �
L`I
..61 I
1 11
1
��
1� 11
1 11
0
PARTIALLY WEATHERED ROCK
relatively dry, sampled as: reddish brown sandy
silt
Boring terminated at 19 ft
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
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.
Page 1 of 1

PROJECT: CCEP Lot 8
Sanford, North Carolina
S&ME Project No. 1305-20-121
BORING LOG B-3
DATE DRILLED: 10/15/20
ELEVATION: 276.0 ft
NOTES: Boring locations and elevations should be
considered approximate.
DRILL RIG: Diedrich D-50
BORING DEPTH: 9.5 ft
DRILLER: T. Williams
WATER LEVEL: Caved dry at 4.5' 24 hr
HAMMER TYPE: Automatic
LOGGED BY: M. Hartman
SAMPLING METHOD: Split spoon
DRILLING METHOD: 3'/<" H.S.A.
DEPTH
(feet)
GRAPHIC
LOG
MATERIAL DESCRIPTION
WATER LEVEL
ELEVATION
(feet-MSL)
SAMPLE NO.
SAMPLE TYPE
1st 6in/RUN #�W
0
2nd6in/REC m0
00
3rd6in/RQD
STANDARD PENETRATION TEST DATA
(blows/ft)
/REMARKS
1,0 2,0 30 , 6080
N VALUE
Topsoil-3 inches
/
HD
271.0—
_
SS-1 1
SS-2
SS 3
SS-4 1
4
12
50/4"
14
7
5014"
50/5"
16
23
0/4"
RESIDUUM: SANDY ELASTIC SILT (MH)
very stiff, reddish brown, moist-
ig
PARTIALLY WEATHERED ROCK
111 111
relatively dry, sampled as: reddish brown silty fine
sand
150/4"
z
650/5'
i
Relatively dry, sampled as: reddish brown sandy
silt
Boring terminated at 9.5 ft
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
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.
Page 1 of 1
11=

PROJECT: CCEP Lot 8
Sanford, North Carolina
S&ME Project No. 1305-20-121
BORING LOG B-4
DATE DRILLED: 10/15/20
ELEVATION: 273.0 ft
NOTES: Boring locations and elevations should be
considered approximate.
DRILL RIG: Diedrich D-50
BORING DEPTH: 10.0 ft
DRILLER: T. Williams
WATER LEVEL: Caved dry at 6' 24 hr
HAMMER TYPE: Automatic
LOGGED BY: M. Hartman
SAMPLING METHOD: Split spoon
DRILLING METHOD: 3'/<" H.S.A.
DEPTH
(feet)
GRAPHIC
LOG
MATERIAL DESCRIPTION
WATER LEVEL
ELEVATION
(feet-MSL)
SAMPLE NO.
SAMPLE TYPE
1st 6in/RUN #�W
0
2nd6in/REC m0
00
3rd6in/RQD
STANDARD PENETRATION TEST DATA
(blows/ft)
/REMARKS
10 2,0 30 , 6080
N VALUE
rTopsoil-3
inches /
HC
-
-
268.0—
-
263.0—
SS-1 1
SS-2
SS-3
SS-4
1
3
10
11
2
3
17
24
2
4
25
5015"
`
=
4
7
42
0/5"
RESIDUUM: LEAN CLAY (CL)
soft, brown, moist, trace rootlets
5
SANDY SILT (ML)
firm, brown, moist, trace to little roots
SANDY SILT (ML)
hard, reddish brown and tan, relatively dry-
PARTIALLY WEATHERED ROCK
relatively dry, sampled as: reddish brown and tan
sandy silt
10
Boring terminated at 10 ft
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
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.
Page 1 of 1

PROJECT: CCEP Lot 8
Sanford, North Carolina
S&ME Project No. 1305-20-121
BORING LOG B-5
DATE DRILLED: 10/15/20
ELEVATION: 280.0 ft
NOTES: Boring locations and elevations should be
considered approximate.
DRILL RIG: Diedrich D-50
BORING DEPTH: 8.0 ft
DRILLER: T. Williams
WATER LEVEL: Caved dry at 6' 24 hr
HAMMER TYPE: Automatic
LOGGED BY: M. Hartman
SAMPLING METHOD: Split spoon
DRILLING METHOD: 3'/<" H.S.A.
DEPTH
(feet)
GRAPHIC
LOG
MATERIAL DESCRIPTION
WATER LEVEL
ELEVATION
(feet-MSL)
SAMPLE NO.
SAMPLE TYPE
1st 6in/RUN #�W
0
2nd6in/REC m0
00
3rd6in/RQD
STANDARD PENETRATION TEST DATA
(blows/ft)
/REMARKS
1,0 2,0 30 , 6080
N VALUE
_
-
5 —
Topsoil-4 inches
He
-
275.0—
-
SS-1 1
SS-2
SS-3 X
SS-4
2
2
5014°
50/0"
2
4
3
8
-
5
12
o/a"
RESIDUUM: SANDY ELASTIC SILT (MH)
firm, brown, moist, trace roots
D (ML)
stiffSAN, brownYSILT a
nd tan, moist
PARTIALLY WEATHERED ROCK
moist, sampled as: brown and tan sandy silt
Boring terminated at 8 ft due to auger refusal
.50/0"
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
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.
Page 1 of 1

PROJECT: CCEP Lot 8
Sanford, North Carolina
S&ME Project No. 1305-20-121
BORING LOG B-6
DATE DRILLED: 10/15/20
ELEVATION: 275.0 ft
NOTES: Boring locations and elevations should be
considered approximate.
DRILL RIG: Diedrich D-50
BORING DEPTH: 13.0 ft
DRILLER: T. Williams
WATER LEVEL: Caved dry at 8' 24 hr
HAMMER TYPE: Automatic
LOGGED BY: M. Hartman
SAMPLING METHOD: Split spoon
DRILLING METHOD: 3'/<" H.S.A.
DEPTH
(feet)
GRAPHIC
LOG
MATERIAL DESCRIPTION
WATER LEVEL
ELEVATION
(feet-MSL)
SAMPLE NO.
SAMPLE TYPE
1st 6in/RUN #�W
0
2nd6in/REC m0
00
3rd6in/RQD
STANDARD PENETRATION TEST DATA
(blows/ft)
/REMARKS
10 20 30 , 6080
N VALUE
Topsoil-3 inches
HC
270.0—
-
-
-
265.0—
SS-1
��
SS-2
SS-3
SS-4
SS-5
2
2
4
7
50/0"
1
2
8
22
2
4
12
31
3
6
20
53
RESIDUUM: SANDY ELASTIC SILT (MH)
soft, brown, moist, trace roots
5
/
CLAY WITH SAND (CL)
firm, brown, moist, trace roots
-
-
SANDY SILT (ML)
very stiff, brown, moist
10
SANDY SILT (ML)
very hard, brown, relatively dry
•0/0"
Boring terminated at 13 ft due to auger refusal
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
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.
Page 1 of 1

PROJECT: CCEP Lot 8
Sanford, North Carolina
S&ME Project No. 1305-20-121
BORING LOG B-7
DATE DRILLED: 10/15/20
ELEVATION: 284.0 ft
NOTES: Boring locations and elevations should be
considered approximate.
DRILL RIG: CME 550
BORING DEPTH: 20.0 ft
DRILLER: R. Studnicky
WATER LEVEL: Caved dry at 12' 24 hr
HAMMER TYPE: Automatic
LOGGED BY: M. Hartman
SAMPLING METHOD: Split spoon
DRILLING METHOD: 2'/<" H.S.A.
DEPTH
(feet)
GRAPHIC
LOG
MATERIAL DESCRIPTION
WATER LEVEL
ELEVATION
(feet-MSL)
SAMPLE NO.
SAMPLE TYPE
1st 6in/RUN #�W
0
2nd6in/REC m0
00
3rd6in/RQD
STANDARD PENETRATION TEST DATA
(blows/ft)
/REMARKS
10 20 30 , 6080
N VALUE
Topsoil-4 inches
HC
-
279.0—
-
274.0—
-
269.0—
264.0—
SS-1 1
SS-2
SS 3
SS-4 R
SS-5
SS-6 1
5
5
12
50/5"
20
23
7
6
15
26
29
7
7
18
31
27
•
14
13
33
0/5
57
56
RESIDUUM: SILTY SAND (SM)
medium dense, reddish brown, fine, moist
5
ELASTIC SILT (MH)
stiff, brown, moist
.I
SANDY SILT (ML)
hard, reddish brown, relatively dry
10
r i
d r
PARTIALLY WEATHERED ROCK
relatively dry, sampled as: reddish brown sandy
silt
-
-
15 —
RESIDUUM: SILT (ML)
very hard, reddish brown, relatively dry
0
20
Boring terminated at 20 ft
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
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.
Page 1 of 1

PROJECT: CCEP Lot 8
Sanford, North Carolina
S&ME Project No. 1305-20-121
BORING LOG B-8
DATE DRILLED: 10/15/20
ELEVATION: 283.0 ft
NOTES: Boring locations and elevations should be
considered approximate.
DRILL RIG: CME 550
BORING DEPTH: 17.0 ft
DRILLER: R. Studnicky
WATER LEVEL: Caved dry at 8' 24 hr
HAMMER TYPE: Automatic
LOGGED BY: M. Hartman
SAMPLING METHOD: Split spoon
DRILLING METHOD: 2'/<" H.S.A.
DEPTH
(feet)
GRAPHIC
LOG
MATERIAL DESCRIPTION
WATER LEVEL
ELEVATION
(feet-MSL)
SAMPLE NO.
SAMPLE TYPE
1st 6in/RUN #�W
0
2nd6in/REC m0
00
3rd6in/RQD
STANDARD PENETRATION TEST DATA
(blows/ft)
/REMARKS
1,0 2,0 30 , 6080
N VALUE
III
Topsoil-4 inches
HC
278.0—
_
_
273 0 —
268.0—
-
SS 1
SS-2 Q
SS-3
SS-4
SS-5
SS-6
2
5
50/0"
50/5"
50/2"
50/0
3
50/6"
3
-
6
0/6„
.50/5"
RESIDUUM: SANDY SILT (ML)
firm, brown and tan, moist
5
1 0
15
�(
11 1
�� 1
��
I 10
,If
PARTIALLY WEATHERED ROCK
relatively dry, sampled as: brown sandy silt
.50/0"
>♦50/2"
Boring terminated at 17 ft due to auger refusal
i50/0
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
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.
Page 1 of 1

PROJECT: CCEP Lot 8
Sanford, North Carolina
S&ME Project No. 1305-20-121
BORING LOG B-9
DATE DRILLED: 10/15/20
ELEVATION: 293.0 ft
NOTES: Boring locations and elevations should be
considered approximate.
DRILL RIG: CME 550
BORING DEPTH: 21.0 ft
DRILLER: R. Studnicky
WATER LEVEL: Caved dry at 12' 24 hr
HAMMER TYPE: Automatic
LOGGED BY: M. Hartman
SAMPLING METHOD: Split spoon
DRILLING METHOD: 2'/<" H.S.A.
DEPTH
(feet)
GRAPHIC
LOG
MATERIAL DESCRIPTION
WATER LEVEL
ELEVATION
(feet-MSL)
SAMPLE NO.
SAMPLE TYPE
1st 6in/RUN #�W
0
2nd6in/REC m0
00
3rd6in/RQD
STANDARD PENETRATION TEST DATA
(blows/ft)
/REMARKS
10 2,0 30 , ,6080
N VALUE
_
-
5—
-
-
10 —
Topsoil-4 inches /
HC
-
288.0—
-
283.0—
278.0—
273.0—
SS-1 1
SS-2 1
SS-3
SS-4
SS-5
SS-6
3
5
12
10
50/3"
50/0"
5
7
14
17
5
7
16
12
`
=
10
14
30
29
0/3"
050/0"
RESIDUUM: SILT (ML)
stiff, light brown and reddish brown, moist
`
SANDY SILT (ML)
very stiff, brown and tan, relatively dry
- - - Reddish brown
15
20
I 1
1 (
1
PARTIALLY WEATHERED ROCK
relatively dry, sampled as: reddish brown sandy
silt
Boring terminated at 21 ft due to auger refusal
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
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.
Page 1 of 1

PROJECT: CCEP Lot 8
Sanford, North Carolina
S&ME Project No. 1305-20-121
BORING LOG B-10
DATE DRILLED: 10/15/20
ELEVATION: 292.0 ft
NOTES: Boring locations and elevations should be
considered approximate.
DRILL RIG: CME 550
BORING DEPTH: 18.5 ft
DRILLER: R. Studnicky
WATER LEVEL: Caved dry at 11' 24 hr
HAMMER TYPE: Automatic
LOGGED BY: M. Hartman
SAMPLING METHOD: Split spoon
DRILLING METHOD: 2'/<" H.S.A.
DEPTH
(feet)
GRAPHIC
LOG
MATERIAL DESCRIPTION
WATER LEVEL
ELEVATION
(feet-MSL)
SAMPLE NO.
SAMPLE TYPE
1st 6in/RUN #�W
0
2nd6in/REC m0
00
3rd6in/RQD
STANDARD PENETRATION TEST DATA
(blows/ft)
/REMARKS
10 2,0 30 , 6080
N VALUE
Topsoil-4 inches
HC
-
287.0—
-
282.0—
-
277.0-
-
SS-1 1
SS-2
1
SS-3 Q
SS-4
SS-5 Q
SS-6 �50/1"
3
10
12
50/4"
15
6
14
50/5"
50/2"
6
13
r
12
27
0/5"
0/4"
•50/1"
RESIDUUM: SANDY SILT (ML)
stiff, brown, moist
5
10
15
SANDY SILT (ML)
very stiff, brown, relatively dry
-
1:-
��
1 �
`I
I
'il
1
, 1
�1
�
1 11
Ir
1 11
PARTIALLY WEATHERED ROCK
relatively dry, sampled as: brown and tan sandy
silt
-
.50/2"
Boring terminated at 18.5 ft due to auger refusal
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
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.
Page 1 of 1

PROJECT: CCEP Lot 8
Sanford, North Carolina
S&ME Project No. 1305-20-121
BORING LOG B-11
DATE DRILLED: 10/14/20
ELEVATION: 280.0 ft
NOTES: Boring locations and elevations should be
considered approximate.
DRILL RIG: CME 550
BORING DEPTH: 16.0 ft
DRILLER: R. Studnicky
WATER LEVEL: Caved dry at 8' 24 hr
HAMMER TYPE: Automatic
LOGGED BY: M. Hartman
SAMPLING METHOD: Split spoon
DRILLING METHOD: 2'/<" H.S.A.
DEPTH
(feet)
GRAPHIC
LOG
MATERIAL DESCRIPTION
WATER LEVEL
ELEVATION
(feet-MSL)
SAMPLE NO.
SAMPLE TYPE
1st 6in/RUN #�W
0
2nd6in/REC m0
00
3rd6in/RQD
STANDARD PENETRATION TEST DATA
(blows/ft)
/REMARKS
10 2,0 30 , 6080
N VALUE
5
10
15
Topsoil-4 inches
HC
275.0—
-
270.0—
265.0-
-
SS-1
SS-2
SS-3 Q
SS-4 X
SS-5 X
SS-6 —
1
1
23
50/4"
50/3"
50/0"
2
2
50/5"
2
3
4
5
0/5"
450/4"
r50/3"
*50/0
RESIDUUM: ELASTIC SILT (MH)
soft, brown, moist
ELASTIC SILT (MH)
firm, brown, moist
i
��
I
1 11
\'')
,Il
1
PARTIALLY WEATHERED ROCK
relatively dry, sampled as: reddish brown sandy
silt
Boring terminated at 16 ft due to auger refusal
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
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.
Page 1 of 1

PROJECT: CCEP Lot 8
Sanford, North Carolina
S&ME Project No. 1305-20-121
BORING LOG B-12
DATE DRILLED: 10/14/20
ELEVATION: 283.0 ft
NOTES: Boring locations and elevations should be
considered approximate.
Bulk sample collected from auger cuttings from
1'-5'/
DRILL RIG: CME 550
BORING DEPTH: 13.5 ft
DRILLER: R. Studnicky
WATER LEVEL: Caved dry at 7' 24 hr
HAMMER TYPE: Automatic
LOGGED BY: M. Hartman
SAMPLING METHOD: Split spoon
DRILLING METHOD: 2'/<" H.S.A.
DEPTH
(feet)
GRAPHIC
LOG
MATERIAL DESCRIPTION
WATER LEVEL
ELEVATION
(feet-MSL)
SAMPLE NO.
SAMPLE TYPE
1st 6in/RUN #�W
0
2nd6in/REC m0
00
3rd6in/RQD
STANDARD PENETRATION TEST DATA
(blows/ft)
/REMARKS
10 2,0 30 , 6080
N VALUE
5
-
10
-
rTopsoil-4
inches /
HC
-
-
278.0
-
273.0—
SS-1 1
SS-2 -2
SS-3 R
-
SS-4
SS-5 �50/1"
2
6
50/5"
50/4"
2
11
8
14
`
=
-
10
25
0/5"
0/4"
r0/1"
RESIDUUM: CLAY WITH SAND (CL)
stiff, brown, moist
CLAY WITH SAND (CL)
very stiff, brown and tan, relatively dry
-
I 1
`
`I
I
I
PARTIALLY HD
relativelydry,WEATsampledEREas: brownROCK and tan sandy
sllt
-
-
Boring terminated at 13.5 ft
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
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.
Page 1 of 1

PROJECT: CCEP Lot 8
Sanford, North Carolina
S&ME Project No. 1305-20-121
BORING LOG B-13
DATE DRILLED: 10/14/20
ELEVATION: 270.0 ft
NOTES: Boring locations and elevations should be
considered approximate.
DRILL RIG: Diedrich D-50
BORING DEPTH: 19.0 ft
DRILLER: T. Williams
WATER LEVEL: Caved dry at 12' 24 hr
HAMMER TYPE: Automatic
LOGGED BY: M. Hartman
SAMPLING METHOD: Split spoon
DRILLING METHOD: 3'/<" H.S.A.
DEPTH
(feet)
GRAPHIC
LOG
MATERIAL DESCRIPTION
WATER LEVEL
ELEVATION
(feet-MSL)
SAMPLE NO.
SAMPLE TYPE
1st 6in/RUN #�W
0
2nd6in/REC m0
00
3rd6in/RQD
STANDARD PENETRATION TEST DATA
(blows/ft)
/REMARKS
1,0 2,0 30 , 6080
N VALUE
_
Topsoil-3 inches
HC
-
265.0—
-
260.0—
-
255.0—
SS-1 1
SS-2
SS-3
SS-4 1
SS-5 1
SS-6 1
3
2
6
8
11
50/5"
4
2
9
13
14
4
6
12
15
21
$
8
21
28
35
0/5"
RESIDUUM: ELASTIC SILT WITH SAND (MH)
firm, brown, moist, trace roots
-
5 —
-
-
10 —
SANDY SILT (ML)
firm, brown and tan, moist
-
-
SANDY SILT (ML)
very stiff, purplish brown, relatively dry
_
-
-
15 —
SANDY SILT (ML)
hard, purplish brown, relatively dry
PARTIALLY WEATHERED
a
relatively dry, sampled as: brownROCK sandy silt
Boring terminated at 19 ft
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
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.
Page 1 of 1

PROJECT: CCEP Lot 8
Sanford, North Carolina
S&ME Project No. 1305-20-121
BORING LOG B-14
DATE DRILLED: 10/14/20
ELEVATION: 269.0 ft
NOTES: Boring locations and elevations should be
considered approximate.
DRILL RIG: Diedrich D-50
BORING DEPTH: 20.0 ft
DRILLER: T. Williams
WATER LEVEL: Caved dry at 13' 24 hr
HAMMER TYPE: Automatic
LOGGED BY: M. Hartman
SAMPLING METHOD: Split spoon
DRILLING METHOD: 3'/<" H.S.A.
DEPTH
(feet)
GRAPHIC
LOG
MATERIAL DESCRIPTION
WATER LEVEL
ELEVATION
(feet-MSL)
SAMPLE NO.
SAMPLE TYPE
1st 6in/RUN #�W
0
2nd6in/REC m0
00
3rd6in/RQD
STANDARD PENETRATION TEST DATA
(blows/ft)
/REMARKS
1,0 20 30 , 6080
N VALUE
_
5
-
-
A
Topsoil-3 inches /
FiC
264.0
-
259.0—
-
254.0—
-
249.0—
SS-1 1
SS-2
SS-3
I�
SS-4
SS-5 1
SS-6
2
2
21
9
9
12
3
3
22
9
21
23
3
5
28
15
38
35
_
_
6
8
50
24
59
58
RESIDUUM: SANDY LEAN CLAY (CL)
firm, brown, moist
-
SANDY SILT (ML)
hard, reddish brown, relatively dry-
-
10 —
SANDY SILT (ML)
very stiff, purplish brown, relatively dry
-
-
15 —
-
SANDY SILT (ML)
very hard, purplish brown, relatively dry
- - - Reddish brown
20
Boring terminated at 20 ft
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
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.
Page 1 of 1

PROJECT: CCEP Lot 8
Sanford, North Carolina
S&ME Project No. 1305-20-121
BORING LOG B-15
DATE DRILLED: 10/14/20
ELEVATION: 264.0 ft
NOTES: Boring locations and elevations should be
considered approximate.
Bulk sample collected from auger cuttings, from
approx. 1 -5'.
DRILL RIG: Diedrich D-50
BORING DEPTH: 19.0 ft
DRILLER: T. Williams
WATER LEVEL: 6' 24 hr
HAMMER TYPE: Automatic
LOGGED BY: M. Hartman
SAMPLING METHOD: Split spoon
DRILLING METHOD: 3'/<" H.S.A.
DEPTH
(feet)
GRAPHIC
LOG
MATERIAL DESCRIPTION
WATER LEVEL
ELEVATION
(feet-MSL)
SAMPLE NO.
SAMPLE TYPE
1st 6in/RUN #�W
0
2nd6in/REC m0
00
3rd6in/RQD
STANDARD PENETRATION TEST DATA
(blows/ft)
/REMARKS
1,0 20 30 , 6080
N VALUE
Topsoil-3 inches
1
-
259.0—
-
-
254.0—
249.0—
SS-1 1
SS-2 1
SS-3
SS-4 1
SS-5 1
SS-6
2
3
4
5
5
50/5"
2
3
8
12
9
2
4
12
16
12
4
7
20
28
21
0/5"
RESIDUUM: LEAN CLAY (CL)
soft, brown, moist
5
-
10 —
-
15 —
A
LEAN CLAY (CL)
firm, tan and brown, moist
-
SANDY SILT (ML)
very stiff, reddish brown, wet
;PARTIALLY
WEATHERED ROCK
wet, sampled as: brown silty fine sand
Boring terminated at 19 ft
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
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.
Page 1 of 1

PROJECT: CCEP Lot 8
Sanford, North Carolina
S&ME Project No. 1305-20-121
BORING LOG B-16
DATE DRILLED: 10/15/20
ELEVATION: 270.0 ft
NOTES: Boring locations and elevations should be
considered approximate.
DRILL RIG: Diedrich D-50
BORING DEPTH: 20.0 ft
DRILLER: T. Williams
WATER LEVEL: Caved dry at 12' 24 hr
HAMMER TYPE: Automatic
LOGGED BY: M. Hartman
SAMPLING METHOD: Split spoon
DRILLING METHOD: 3'/<" H.S.A.
DEPTH
(feet)
GRAPHIC
LOG
MATERIAL DESCRIPTION
WATER LEVEL
ELEVATION
(feet-MSL)
SAMPLE NO.
SAMPLE TYPE
1st 6in/RUN #�W
0
2nd6in/REC m0
00
3rd6in/RQD
STANDARD PENETRATION TEST DATA
(blows/ft)
/REMARKS
1,0 20 30 , 6080
N VALUE
_
5
-
-
-
10 —
j
A
Topsoil-3 inches /
HC
265.0
-
-
260.0—
-
255.0—
250.0—
SS-1
SS-2
SS-3
SS-4 1
SS-5 1
SS-6 1
2
3
3
3
6
T
2
3
4
6
9
10
3
5
5
9
10
15
-
-
5
8
9
15
19
25
RESIDUUM: LEAN CLAY (CL)
firm, brown, moist
_
SANDY SILT (ML)
stiff, reddish brown and tan, moist
_
-
-
15 —
SANDY SILT (ML)
very stiff, reddish brown and tan, moist
20
Boring terminated at 20 ft
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
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.
Page 1 of 1

PROJECT: CCEP Lot 8
Sanford, North Carolina
S&ME Project No. 1305-20-121
BORING LOG B-17
DATE DRILLED: 10/15/20
ELEVATION: 260.0 ft
NOTES: Boring locations and elevations should be
considered approximate.
DRILL RIG: Diedrich D-50
BORING DEPTH: 19.0 ft
DRILLER: T. Williams
WATER LEVEL: 9' 24 hr
HAMMER TYPE: Automatic
LOGGED BY: M. Hartman
SAMPLING METHOD: Split spoon
DRILLING METHOD: 3'/<" H.S.A.
DEPTH
(feet)
GRAPHIC
LOG
MATERIAL DESCRIPTION
WATER LEVEL
ELEVATION
(feet-MSL)
SAMPLE NO.
SAMPLE TYPE
1st 6in/RUN #�W
0
2nd6in/REC m0
00
3rd6in/RQD
STANDARD PENETRATION TEST DATA
(blows/ft)
/REMARKS
1,0 2,0 30 , 6080
N VALUE
5
10
d
Topsoil-3 inches /
1
-
255.0—
-
-
250.0—
245.0—
SS-1 1
SS-2 1
SS-3
SS-4
SS-5 138
SS-6 X
2
2
6
T
50/4"
3
2
9
10
50/2"
3
3
13
20
`
6
5
22
30
0/2"
RESIDUUM: SANDY LEAN CLAY (CL)
firm, brown, moist
-
SANDY SILT (ML)
very stiff, reddish brown and tan, moist to wet
15
t
i,_
Ss
PARTIAL
wetsampledLY as:WEATHEREDreddishbrownROCKsandy silt--
1150/4"
Boring terminated at 19 ft
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
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.
Page 1 of 1

PROJECT: CCEP Lot 8
Sanford, North Carolina
S&ME Project No. 1305-20-121
BORING LOG B-18
DATE DRILLED: 10/15/20
ELEVATION: 268.0 ft
NOTES: Boring locations and elevations should be
considered approximate.
DRILL RIG: Diedrich D-50
BORING DEPTH: 13.0 ft
DRILLER: T. Williams
WATER LEVEL: Caved dry at 9' 24 hr
HAMMER TYPE: Automatic
LOGGED BY: M. Hartman
SAMPLING METHOD: Split spoon
DRILLING METHOD: 3'/<" H.S.A.
DEPTH
(feet)
GRAPHIC
LOG
MATERIAL DESCRIPTION
WATER LEVEL
ELEVATION
(feet-MSL)
SAMPLE NO.
SAMPLE TYPE
1st 6in/RUN #�W
0
2nd6in/REC m0
00
3rd6in/RQD
STANDARD PENETRATION TEST DATA
(blows/ft)
/REMARKS
10 20 30 , 6080
N VALUE
jTopsoil-3
ASANDY
inches /
HC
-
-
263.0-
-
-
258.0—
SS-1 1
SS-2
SS-3 1
SS-4
SS-5 �50/0"
2
3
8
6
3
6
12
10
4
14
16
17
`
`
-
7
20
28
27
0/0"
RESIDUUM: LEAN CLAY (CL)
firm, brown, moist
5
10
SILT (ML)
very stiff, brown, moist, trace roots
- - - Reddish brown and yellow
-
-
Boring terminated at 13 ft due to auger refusal
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
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.
Page 1 of 1

PROJECT: CCEP Lot 8
Sanford, North Carolina
S&ME Project No. 1305-20-121
BORING LOG B-19
DATE DRILLED: 10/15/20
ELEVATION: 268.0 ft
NOTES: Boring locations and elevations should be
considered approximate.
DRILL RIG: Diedrich D-50
BORING DEPTH: 9.0 ft
DRILLER: T. Williams
WATER LEVEL: Caved dry at 5.5' 24 hr
HAMMER TYPE: Automatic
LOGGED BY: M. Hartman
SAMPLING METHOD: Split spoon
DRILLING METHOD: 3'/<" H.S.A.
DEPTH
(feet)
GRAPHIC
LOG
MATERIAL DESCRIPTION
WATER LEVEL
ELEVATION
(feet-MSL)
SAMPLE NO.
SAMPLE TYPE
1st 6in/RUN #�W
0
2nd6in/REC m0
00
3rd6in/RQD
STANDARD PENETRATION TEST DATA
(blows/ft)
/REMARKS
1,0 2,0 30 , 6080
N VALUE
_
Topsoil-3 inches
HC
-
263.0—
-
-
SS-1 1
SS-2
SS-3
SS 4
2
3
11
38
3
5
33
50/2"
3
7
5013"
-
6
12
0/3"
•50/2
RESIDUUM: SANDY SILT (ML)
firm, brown, moist
-
5 —
SANDY SILT (ML)
stiff, reddish brown, moist
-
z
PARTIALLY WEATHERED ROCK
relatively dry, sampled as: reddish brown sandy
silt
Boring terminated at 9 ft
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
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.
Page 1 of 1

SOIL CLASSIFICATION CHART
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS
MAJOR DIVISIONS
SYMBOLS
TYPICAL
DESCRIPTIONS
GRAPH
LETTER
COARSE
GRAINED
SOILS
MORE THAN 50%
OF MATERIAL IS
LARGER THAN
NO. 200 SIEVE
SIZE
GRAVEL
AND
GRAVELLY
SOILS
MORE THAN 50%
OF COARSE
FRACTION
RETAINED ON NO.
4 SIEVE
•-
CLEAN k.
GRAVELS P.
••
III •-III
4. •' 4.
�•� �/
S�• S
? ?'�
GW
WELL -GRADED GRAVELS, GRAVEL -
SAND MIXTURES, LITTLE OR NO
FINES
°
,°
(LITTLE OR NO FINES) )o
000000
0
. ° b.
pOo DC
GP
POORLY -GRADED GRAVELS,
GRAVEL - SAND MIXTURES, LITTLE
OR NO FINES
0`)
GRAVELS WITH
FINES
00
o
°
�0
0
U
p
GM
SILTY GRAVELS, GRAVEL - SAND -
SILT MIXTURES
(APPRECIABLE
AMOUNT OF FINES)
GC
CLAYEY GRAVELS, GRAVEL - SAND -
CLAY MIXTURES
SAND
AND
SANDY
SOILS
MORE THAN 50%
OF COARSE
FRACTION.
PASSING ON NO.
4 SIEVE
CLEAN SANDS
o
SW
WELL -GRADED SANDS, GRAVELLY
SANDS, LITTLE OR NO FINES
(LITTLE OR NO FINES)
•.
SP
POORLY -GRADED SANDS,
GRAVELLY SAND, LITTLE OR NO
FINES
SANDS WITH
FINES
SM
SILTY SANDS, SAND - SILT
MIXTURES
(APPRECIABLE
AMOUNT OF FINES)
:. ..
:
c�+
v7v
CLAYEY SANDS, SAND - CLAY
MIXTURES
FINE
GRAINED
SOILS
MORE THAN 50%
OF MATERIAL IS
SMALLER THAN
NO. 200 SIEVE
SIZE
SILTS
AND
CLAYS
ML
INORGANIC SILTS AND VERY FINE
SANDS, ROCK FLOUR, SILTY OR
CLAYEY FINE SANDS OR CLAYEY
SILTS WITH SLIGHT PLASTICITY
LIQUID LIMIT
LESS THAN 50
CL
INORGANIC CLAYS OF LOW TO
MEDIUM PLASTICITY, GRAVELLY
CLAYS, SANDY CLAYS, SILTY
CLAYS, LEAN CLAYS
— —
OL
ORGANIC SILTS AND ORGANIC
SILTY CLAYS OF LOW PLASTICITY
SILTS
AND
CLAYS
MH
INORGANIC SILTS, MICACEOUS OR
DIATOMACEOUS FINE SAND OR
SILTY SOILS
LIQUID LIMIT
GREATER THAN 50
CHPLASTICITY
INORGANIC CLAYS OF HIGH
OH
ORGANIC CLAYS OF MEDIUM TO
HIGH PLASTICITY, ORGANIC SILTS
HIGHLY ORGANIC SOILS
PT
PEAT, HUMUS, SWAMP SOILS WITH
HIGH ORGANIC CONTENTS

Appendix III - Laboratory Results

Form No: TR-D2216-T265-2
Revision No. 1
Revision Date: 08/16/17
LABORATORY DETERMINATION OF
WATER CONTENT
ASTM D 2216 a AASHTO T 265
III
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
Project #: 1305-20-121
Report Date: 10/26/2020
Project Name: CCEP Lot 8
Test Date(s): 10/25 - 10/26/2020
Client Name: Samet Corporation
Client Address:
Sample by: S&ME
Sampling Method: Bulk & Split Spoon
Sample Date(s): 10/14/2020
Drill Rig : N/A
Method: A cm) ❑ B (o.1 %)
Balance ID. 20977 Calibration Date:
Oven ID.
1454
Calibration Date:
4/5/2020
11/29/2019
Boring No.
Sample
No.
Sample
Depth
Tare #
Tare Weight
Tare Wt.+
Wet Wt
Tare Wt. +
Dry Wt
Water
Weight
Percent
Moisture
ft.
grams
grams
grams
grams
%
B-4
SS-1
1 - 2.5
34.90
130.06
111.98
18.08
23.5%
B-5
SS-1
1 - 2.5
52.87
129.15
113.23
15.92
26.4%
B-6
SS-2
3.5 - 5
45.67
116.25
103.26
12.99
22.6%
B-7
SS-5
13.5 - 15
8.35
185.60
172.77
12.83
7.8%
B-9
SS-1
1 - 2.5
8.13
157.52
130.90
26.62
21.7%
B-9
SS-3
6 - 7.5
8.88
187.90
170.23
17.67
11.0%
B-12
Bulk
0 - 5
48.61
173.11
154.69
18.42
17.4%
B-13
SS-1
1 - 2.5
45.60
100.81
88.07
12.74
30.0%
B-15
Bulk
1 - 5
45.87
188.14
159.47
28.67
25.2%
B-16
SS-1
1 - 2.5
38.78
128.87
111.88
16.99
23.2%
Notes / Deviations / References
AASHTO T 265: Laboratory Determination of Moisture Content of Soils
ASTM D 2216: Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass
Mal Krajan, ET
Technical Responsibility
Laboratory Manager 10/26/2020
Signature Position Date
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
S&ME, Inc. - Corporate 3201 Spring Forest Road
Raleigh, NC. 27616
Moisture Table.xls
Page 1 of 1

Form No. TR-D4318-T89-90
Revision No.
Revision Date: 8/28/17
LIQUID LIMIT, PLASTIC LIMIT,
& PLASTIC INDEX
ASTM D 4318 ❑x AASHTO T 89 ❑ AASHTO T 90 0
III1111,
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
Project #: 1305-20-121
Report Date: 10/29/2020
Project Name: CCEP Lot 8
Client Name: Samet Corporation
Client Address:
Test Date(s) 10/25 - 10/29/2020
Boring #: B-4 Sample #: SS-1 Sample Date: 10/14/2020
Location: Site -Borehole Offset: N/A
Depth (ft): 1 - 2.5 ft.
Sample Description: Tan -Brown CLAY
Type and Specification S&ME ID # Cal Date: Type and Specification S&ME ID # Cal Date:
Balance (0.01 g) 20977 4/5/2020 Grooving tool 1801 5/21/2020
LL Apparatus 1803 8/2/2020
Oven
1454
11/29/2019
Pan #
Liquid Limit
Plastic Limit
Tare #:
A
Tare Weight
21.19
21.30
21.18
16.73
16.71
B
Wet Soil Weight + A
35.35
32.55
34.27
25.81
26.04
C
Dry Soil Weight + A
32.02
29.86
31.07
24.32
24.48
D
Water Weight (B-C)
3.33
2.69
3.20
1.49
1.56
E
Dry Soil Weight (C-A)
10.83
8.56
9.89
7.59
7.77
F
% Moisture (D/E)*100
30.7%
31.4%
32.4%
19.6%
20.1%
N
# OF DROPS
30
23
15
Moisture Contents determined by
ASTM D 2216
LL
LL = F * FACTOR
Ave.
Average
19.9%
?
One Point Liquid Limit
34.0 -
N
Factor
N
Factor
20
0.974
26
1.005
33.0
21
0.979
27
1.009
22
0.985
28
1.014
©
32.0
23
0.99
29
1.018
C.
24
0.995
30
1.022
CIJ
io
25
1
31.0
.000
li
NP, Non -Plastic 0
Liquid Limit 31
e
3
30.0
Plastic Limit 20
Plastic Index 11
29.0
1
1
Group Symbol CL
10 15 20 25 30 35 40
# of Drops
100
Multipoint Method
One -point Method ❑
Wet Preparation ❑ Dry Preparation ❑
Air Dried 0
Estimate the % Retained on the #40 Sieve: 3.2%
Notes / Deviations / References:
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
Mal Krajan, ET
Technical Responsibility
Laboratory Manager
Signature Position
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
10/29/2020
Date
S&ME, INC. - Corporate
3201 Spring Forest Road B-4 SS-1 (1-2.5ft) Plxls
Raleigh, NC. 27616 Page 1 of 1

Form No. TR-D4318-T89-90
Revision No.
Revision Date: 8/28/17
LIQUID LIMIT, PLASTIC LIMIT,
& PLASTIC INDEX
ASTM D 4318 ❑x AASHTO T 89 ❑ AASHTO T 90 0
III1111,
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
Project #: 1305-20-121
Report Date: 10/29/2020
Project Name: CCEP Lot 8
Client Name: Samet Corporation
Client Address:
Test Date(s) 10/25 - 10/29/2020
Boring #: B-5 Sample #: SS-1 Sample Date: 10/14/2020
Location: Site -Borehole Offset: N/A
Depth (ft): 1 - 2.5 ft.
Sample Description: Tan -Brown SILT
Type and Specification S&ME ID # Cal Date: Type and Specification S&ME ID # Cal Date:
Balance (0.01 g) 20977 4/5/2020 Grooving tool 1801 5/21/2020
LL Apparatus 1803 8/2/2020
Oven
1454
11/29/2019
Pan #
Tare #:
Liquid Limit
Plastic Limit
A
Tare Weight
13.39
21.25
20.93
21.10
11.12
B
Wet Soil Weight + A
23.68
32.08
31.63
29.40
20.95
C
Dry Soil Weight + A
19.82
27.88
27.43
27.31
18.55
D
Water Weight (B-C)
3.86
4.20
4.20
2.09
2.40
E
Dry Soil Weight (C-A)
6.43
6.63
6.50
6.21
7.43
F
% Moisture (D/E)*100
60.0%
63.3%
64.6%
33.7%
32.3%
N
# OF DROPS
32
22
17
Moisture Contents determined by
ASTM D 2216
LL
LL = F * FACTOR
Ave.
Average
33.0%
?
66.0 -
One Point Liquid Limit
N
Factor
N
Factor
65.0
"
20
0.974
26
1.005
21
0.979
27
1.009
64.0
22
0.985
28
1.014
c
•
23
0.99
29
1.018
U
63.0
cu
24
0.995
30
1.022
62.0
25
1.000
o
NP, Non Plastic 0
61.0
Liquid Limit 62
e
60.0
Plastic Limit 33
Plastic Index 29
59.0
1 1
1 I fGroup
Symbol MH
10 15 20 25 30 35 40
# of Drops
1 100
Multipoint Method
One -point Method ❑
Wet Preparation ❑ Dry Preparation ❑
Air Dried 0
Estimate the % Retained on the #40 Sieve: 0.3%
Notes / Deviations / References:
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
Mal Krajan, ET
Technical Responsibility
Laboratory Manager
Signature Position
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
10/29/2020
Date
S&ME, INC. - Corporate
3201 Spring Forest Road B-5 SS-1 (1-2.5ft) Plxls
Raleigh, NC. 27616 Page 1 of 1

Form No. TR-D4318-T89-90
Revision No.
Revision Date: 8/28/17
LIQUID LIMIT, PLASTIC LIMIT,
& PLASTIC INDEX
ASTM D 4318 ❑x AASHTO T 89 ❑ AASHTO T 90 0
III1111,
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
Project #: 1305-20-121
Report Date: 10/29/2020
Project Name: CCEP Lot 8
Client Name: Samet Corporation
Client Address:
Boring #: B-6
Sample #: SS-2
Test Date(s) 10/25 - 10/29/2020
Sample Date: 10/14/2020
Location: Site -Borehole Offset: N/A
Depth (ft): 3.5 - 5 ft.
Sample Description: Tan -Brown CLAY with Sand
Type and Specification S&ME ID # Cal Date: Type and Specification
Balance (0.01 g) 20977 4/5/2020 Grooving tool
LL Apparatus 1803 8/2/2020
S&ME ID # Cal Date:
1801 5/21/2020
Oven
1454
11/29/2019
Pan #
Liquid Limit
Plastic Limit
Tare #:
A
Tare Weight
13.60
20.61
21.07
21.35
20.91
B
Wet Soil Weight + A
23.65
31.37
33.49
30.28
29.42
C
Dry Soil Weight + A
21.10
28.57
30.09
28.70
27.90
D
Water Weight (B-C)
2.55
2.80
3.40
1.58
1.52
E
Dry Soil Weight (C-A)
7.50
7.96
9.02
7.35
6.99
F
% Moisture (D/E)*100
34.0%
35.2%
37.7%
21.5%
21.7%
N
# OF DROPS
30
24
16
Moisture Contents determined by
ASTM D 2216
LL
LL = F * FACTOR
Ave.
Average
21.6%
?
One Point Liquid Limit
39.0
N
Factor
N
Factor
20
0.974
26
1.005
38.0
21
0.979
27
1.009
22
0.985
28
1.014
'
37.0
c
23
0.99
29
1.018
CL
24
0.995
30
1.022
cu
36.0
L.
25
1.000
.,
0
°
35.0
NP, Non -Plastic
Liquid Limit 35
e
Plastic Limit 22
34.0
Plastic Index 13
33.0
1 1
Group Symbol CL
10 15 20 25 30 35 40
# of Drops
100
Multipoint Method
One -point Method ❑
Wet Preparation ❑ Dry Preparation ❑
Air Dried 0
Estimate the % Retained on the #40 Sieve: 8.2%
Notes / Deviations / References:
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
Mal Krajan, ET
Technical Responsibility
Signature
Laboratory Manager
Position
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
10/29/2020
Date
S&ME, INC. - Corporate
3201 Spring Forest Road B-6 SS-2 (3.5 - 5ft) PI.xls
Raleigh, NC. 27616 Page 1 of 1

Form No TR-D6913-GR-01
Revision No. 1
Revision Date: 9/5/17
Single sieve set
SIEVE ANALYSIS OF SOIL
ASTM D6913
III
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
Project #:
Project Name:
1305-20-121
CCEP Lot 8
Record Date: 10/21/2020
Lab Report #: 1
Client Name:
Samet Corporation
Date Received: 10/21/2020
Received By:
Location:
La b
Site -Borehole
Sampled by: S&ME
Boring #: B-7
Date Sampled: 10/14/2020
Sample #: SS-5
Log/Sample Id. 381
Sample Description: Red -Brown SILT
Type: SS
Elev/Depth (ft): 13.5-15 ft.
100% -
90%
80%
70%
60%
50%
40%
30%
20%
10%
3 ' 2" 1.5" 1" 3/4" 3/8" #4
#10
#20 #40 #60 #100 #140 #200
0% 1-
♦
100.00
10 00
♦
•
Millimeters
1.00
•
♦
0.10
0.01
Cobbles
< 300 mm (12") and > 75 mm (3")
Fine Sand
< 0.425 mm and > 0.075 mm
Gravel
< 75 mm and > 4.75 mm (#4)
Silt
< 0.075 and > 0.005 mm
Coarse Sand
< 4.75 mm and >2.00 mm (#10)
Clay
< 0.005 mm
Medium Sand
< 2.00 mm and > 0.425 mm (#40)
Colloids
< 0.001 mm
Method: B
Procedure for obtaining Specimen: Moist
Maximum Particle Size
Gravel
Liquid Limit
Maximum Dry Density
Optimum Moisture
3/8"
0.0%
ND
ND
ND
Coarse Sand
Medium Sand
Plastic Limit
Bulk Gravity (C127)
Natural Moisture
1.1%
4.3%
ND
N/A
7.8%
Fine Sand
Silt & Clay
Plastic Index
% Absorption
8.9%
85.7%
ND
N/A
Notes / Deviations / References:
ND=Not Determined.
Mal Krajan, ET
Technical Responsibility
Signature
Laboratory Manager
Position
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
10/28/2020
Date
S&ME, Inc. - Corporate 3201 Spring Forest Road B-7 SS-5 (13.5-15ft) Grainsize.xls
Raleigh, NC. 27616 Page 1 of 1

Form No TR-D6913-GR-01
Revision No. 1
Revision Date: 9/5/17
Single sieve set
SIEVE ANALYSIS OF SOIL
ASTM D6913
III
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
Project #:
Project Name:
1305-20-121
CCEP Lot 8
Record Date: 10/21/2020
Lab Report #: 1
Client Name:
Samet Corporation
Date Received: 10/21/2020
Received By:
Location:
La b
Site -Borehole
Log/Sample Id. 381
Sample Description: Tan -Brown SILT
Sampled by: S&ME
Boring #: B-9
Type: SS
Date Sampled: 10/14/2020
Sample #: SS-1
Elev/Depth (ft): 1 - 2.5 ft.
100%
90%
80%
70%
60%
50%
40%
30%
20%
10%
3 ' 2" 1.5" 1" 3/4"
3/8" #4 #10 #20 #40 #60 #100 #140 #200
•
0%
♦
100.00
10 00
♦
•
Millimeters
1.00
•
♦
0.10
0.01
Cobbles
< 300 mm (12") and > 75 mm (3")
Fine Sand
< 0.425 mm and > 0.075 mm
Gravel
< 75 mm and > 4.75 mm (#4)
Silt
< 0.075 and > 0.005 mm
Coarse Sand
< 4.75 mm and >2.00 mm (#10)
Clay
< 0.005 mm
Medium Sand
< 2.00 mm and > 0.425 mm (#40)
Colloids
< 0.001 mm
Method: B
Procedure for obtaining Specimen: Moist
Maximum Particle Size
Gravel
Liquid Limit
Maximum Dry Density
Optimum Moisture
3/8"
0.8%
ND
ND
ND
Coarse Sand
Medium Sand
Plastic Limit
Bulk Gravity (C127)
Natural Moisture
1.4%
1.6%
ND
N/A
21.7%
Fine Sand
Silt & Clay
Plastic Index
% Absorption
7.8%
88.4%
ND
N/A
Notes / Deviations / References:
ND=Not Determined.
Mal Krajan, ET
Technical Responsibility
Signature
Laboratory Manager
Position
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
10/28/2020
Date
S&ME, Inc. - Corporate 3201 Spring Forest Road B-9 SS-1 (1-2.5ft) Grainsize.xls
Raleigh, NC. 27616 Page 1 of 1

Form No TR-D6913-GR-01
Revision No. 1
Revision Date: 9/5/17
Single sieve set
SIEVE ANALYSIS OF SOIL
ASTM D6913
III
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
Project #:
Project Name:
1305-20-121
CCEP Lot 8
Record Date: 10/21/2020
Lab Report #: 1
Client Name:
Samet Corporation
Date Received: 10/21/2020
Received By:
Location:
La b
Site -Borehole
Log/Sample Id. 381
Sample Description: Red -Brown Sandy SILT
Sampled by: S&ME
Boring #: B-9
Type: SS
Date Sampled: 10/14/2020
Sample #: SS-3
Elev/Depth (ft): 6 - 7.5 ft.
100% -
90%
80%
70%
60%
50%
40%
30%
20%
10%
3 ' 2" 1.5" 1" 3/4"
3/8" #4 #10 #20 #40 #60 #100 #140 #200
0% 1-
♦
100.00
10 00
♦
•
Millimeters
1.00
•
♦
0.10
0.01
Cobbles
< 300 mm (12") and > 75 mm (3")
Fine Sand
< 0.425 mm and > 0.075 mm
Gravel
< 75 mm and > 4.75 mm (#4)
Silt
< 0.075 and > 0.005 mm
Coarse Sand
< 4.75 mm and >2.00 mm (#10)
Clay
< 0.005 mm
Medium Sand
< 2.00 mm and > 0.425 mm (#40)
Colloids
< 0.001 mm
Method: B
Procedure for obtaining Specimen: Moist
Maximum Particle Size
Gravel
Liquid Limit
Maximum Dry Density
Optimum Moisture
9.5%
3/4" Coarse Sand
Medium Sand
ND Plastic Limit
ND Bulk Gravity (C127)
ND Natural Moisture
11.6%
11.1%
ND
N/A
11.0%
Fine Sand
Silt & Clay
Plastic Index
% Absorption
9.2%
58.6%
ND
N/A
Notes / Deviations / References:
ND=Not Determined.
Mal Krajan, ET
Technical Responsibility
Signature
Laboratory Manager
Position
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
10/28/2020
Date
S&ME, Inc. - Corporate 3201 Spring Forest Road B-9 SS-3 (6-7.5ft) Grainsize.xls
Raleigh, NC. 27616 Page 1 of 1

Form No. TR-D1883-T193-3
Revision No. 2
Revision Date: 08/11/17
CBR (CALIFORNIA BEARING RATIO)
OF LABORATORY COMPACTED SOIL
ASTM D 7883
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
Project #: 1305-20-121
Report Date: 10/31/2020
Project Name: CCEP Lot 8
Test Date(s) 10/25 - 10/31/2020
Client Name: Samet Corporation
Client Address:
Boring #: B-12
Sample #: Bulk
Sample Date: 10/14/2020
Location: Site -Borehole
Offset: N/A
Depth (ft): 0 - 5 ft.
Sample Description: Red -Brown CLAY with Sand
ASTM D 698 Method A Maximum Dry Density: 121.0 PCF
Compaction Test performed on grading complying with CBR spec.
Optimum Moisture Content: 12.2%
% Retained on the 3/4" sieve:
0.0%
Uncorrected CBR Values
Corrected CBR Values
CBR at 0.1 in. 3.3
CBR at 0.2 in. 3.3
CBR at 0.1 in. 3.3
CBR at 0.2 in. 3.3
• I
90.0
80.0
Corrected Value
at I
70.0
.2"
60 0
Corrected Value
at .1" F
po.,
50.0
y
E
40.0
v7
30.0
20.0
10.0
0.0
• • ♦
0.00 0.10
♦ ♦ • y • • ♦
0 20 0.30 0.40 0.50
Strain ( inches)
I
CBR Sample Preparation:
The entire gradation was used and compacted in a 6" CBR mold in accordance with ASTM D 1883, Section 6.1.1
Before Soaking
After Soaking
Compactive Effort (Blows per Layer)
42
Final Dry Density (PCF)
116.2
Initial Dry Density (PCF)
118.5
Average Final Moisture Content
15.3%
Moisture Content of the Compacted Specimen
12.7%
Moisture Content (top 1" after soaking)
16.3%
Percent Compaction
97.9%
Percent Swell
2.2%
Soak Time: 96 hrs.
Liquid Limit 33
Surcharge Weight 20.0 Surcharge Wt. per sq. Ft. 101.9
Plastic Index 13
Notes/Deviations/References:
Test specimen compacted to 98% at optimum moisture.
Mal Krajan, ET
Technical Responsibility
Signature
Laboratory Manager
Position
10/31/2020
Date
This report shall not be reproduced, except in full without the written approval of S&ME, Inc.
S&ME, Inc. - Corporate
3201 Spring Forest Road B-12 Bulk (0-5ft) CBR.xls
Raleigh, NC. 27616 Page 1 of 1

Form No. TR-D4318-T89-90
Revision No.
Revision Date: 8/28/17
LIQUID LIMIT, PLASTIC LIMIT,
& PLASTIC INDEX
ASTM D 4318 ❑x AASHTO T 89 ❑ AASHTO T 90 0
III1111,
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
Project #: 1305-20-121
Report Date: 10/29/2020
Project Name: CCEP Lot 8
Client Name: Samet Corporation
Client Address:
Boring #: B-12
Sample #: Bulk
Test Date(s) 10/25 - 10/29/2020
Sample Date: 10/14/2020
Location: Site -Borehole Offset: N/A
Depth (ft): 0 - 5 ft.
Sample Description: Red -Brown CLAY with Sand
Type and Specification S&ME ID # Cal Date: Type and Specification
Balance (0.01 g) 20977 4/5/2020 Grooving tool
LL Apparatus 1803 8/2/2020
S&ME ID # Cal Date:
1801 5/21/2020
Oven
1454
11/29/2019
Pan #
Liquid Limit
Plastic Limit
Tare #:
A
Tare Weight
13.56
21.12
21.16
21.07
21.30
B
Wet Soil Weight + A
26.21
31.15
33.62
30.62
31.47
C
Dry Soil Weight + A
23.19
28.60
30.40
29.00
29.75
D
Water Weight (B-C)
3.02
2.55
3.22
1.62
1.72
E
Dry Soil Weight (C-A)
9.63
7.48
9.24
7.93
8.45
F
% Moisture (D/E)*100
31.4%
34.1%
34.8%
20.4%
20.4%
N
# OF DROPS
33
21
16
Moisture Contents determined by
ASTM D 2216
LL
LL = F * FACTOR
Ave.
Average
20.4%
One Point Liquid Limit
N
Factor
N
Factor
20
0.974
26
1.005
35.0
21
0.979
27
1.009
22
0.985
28
1.014
34.0
•
c
23
0.99
29
1.018
24
0.995
30
1.022
cu
33.0
25
1.000
�
.5
0
32.0
NP, Non -Plastic
Liquid Limit 33
e'
Plastic Limit 20
31.0
Plastic Index 13
j
30.0
1 1
Group Symbol CL
10 15 20 25 30 35 40
# of Drops
100
Multipoint Method
One -point Method ❑
Wet Preparation ❑ Dry Preparation ❑
Air Dried 0
Estimate the % Retained on the #40 Sieve: 5.6%
Notes / Deviations / References:
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
Mal Krajan, ET
Technical Responsibility
Signature
Laboratory Manager
Position
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
10/29/2020
Date
S&ME, INC. - Corporate
3201 Spring Forest Road B-12 Bulk (0-5ft) Plxls
Raleigh, NC. 27616 Page 1 of 1

Form No. TR-D698-2
Revision No.: 1
Revision Date: 07/25/17
Quality Assurance
MOISTURE - DENSITY REPORT
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
S&ME Project #: 1305-20-121
Report Date: 10/26/2020
Project Name: CCEP Lot 8
Test Date(s): 10/24-10/26/2020
Client Name: Samet Corporation
Client Address:
Boring #: B-12
Sample #: Bulk Sample Date: 10/14/2020
Location: Site -Borehole
Offset: N/A Depth (ft): 0-5
Sample Description: Red -Brown CLAY with Sand
Maximum Dry Density 121.0 PCF.
ASTM D 698 - - Method A
Optimum Moisture Content 12.2%
Soil Properties
Moisture -Density Relations of Soil and Soil -Aggregate Mixtures
i IL
Natural
Moisture 17.4%
Jail
I\
1 1 1 1 1
2.650
100% Saturation
Content
\
Curve
Assumed
130.0
\
Specific 2.650
\
Gravity
\
Liquid Limit 33
\
Plastic Limit 20
\
Plastic Index 13
125.0
\
U
\\
•
% Passing
a
3/4" 100.0%
\
120.0
100.0%
98.8%
Q#4al
71\
#10 ND
\
#40 ND
115.0
\
\
#60 ND
I
#200 ND
I
I
\
1
\
110.0
I
\
\
\
Oversize Fraction
I
I
\
I
\
Bulk Gravity
I
\
105.0
I
\
% Moisture
0.0 5 0 10.0 15.0
20.0
I 25.0
% Oversize
Moisture Content (%)
I
MDD
O
Opt. MC
Moisture -Density Curve Displayed: Fine Fraction 0
Sieve Size used to separate the Oversize Fraction:
Mechanical Rammer 0 Manual Rammer p
Corrected for Oversize Fraction (ASTM D 4718) 0
#4 Sieve 0 3/8 inch Sieve 0 3/4 inch Sieve 0
Moist Preparation ❑ Dry Preparation O
References / Comments / Deviations: ND=Not Determined.
ASTM D 2216: Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass
ASTM D 698: Laboratory Compaction Characteristics of Soil Using Standard Effort
o/\
Mal Krajan, ET — - Laboratory Manager 10/26/2020
Technical Responsibility Signature Position Date
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
S&ME,Inc. - Corporate
3201 Spring Forest Road B-12 Bulk (0-5ft) Proctor.xls
Raleigh, NC. 27616 Page 1 of 1

Form No. TR-D4318-T89-90
Revision No.
Revision Date: 8/28/17
LIQUID LIMIT, PLASTIC LIMIT,
& PLASTIC INDEX
ASTM D 4318 ❑x AASHTO T 89 ❑ AASHTO T 90 0
III1111,
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
Project #: 1305-20-121
Report Date: 10/29/2020
Project Name: CCEP Lot 8
Client Name: Samet Corporation
Client Address:
Boring #: B-13
Sample #: SS-1
Test Date(s) 10/25 - 10/29/2020
Sample Date: 10/14/2020
Location: Site -Borehole Offset: N/A
Depth (ft): 1 - 2.5 ft.
Sample Description: Tan -Brown SILT with Sand
Type and Specification S&ME ID # Cal Date: Type and Specification
Balance (0.01 g) 20977 4/5/2020 Grooving tool
LL Apparatus 1803 8/2/2020
S&ME ID # Cal Date:
1801 5/21/2020
Oven
1454
11/29/2019
Pan #
Tare #:
Liquid Limit
Plastic Limit
A
Tare Weight
13.52
21.29
13.66
12.47
11.02
B
Wet Soil Weight + A
23.70
32.61
25.73
21.06
20.75
C
Dry Soil Weight + A
19.54
27.96
20.60
18.91
18.30
D
Water Weight (B-C)
4.16
4.65
5.13
2.15
2.45
E
Dry Soil Weight (C-A)
6.02
6.67
6.94
6.44
7.28
F
% Moisture (D/E)*100
69.1%
69.7%
73.9%
33.4%
33.7%
N
# OF DROPS
30
25
17
Moisture Contents determined by
ASTM D 2216
LL
LL = F * FACTOR
Ave.
Average
33.6%
?
75.0 -
One Point Liquid Limit
N
Factor
N
Factor
74.0
"
•
20
0.974
26
1.005
0.979
27
1.009
73.0
22
0.985
28
1.014
c
23
0.99
29
1.018
Cf.)
24
0.995
30
1.022
I.
71.0
.
\
69.0
by.o
Plastic Limit 3421
Plastic Limit 34
Plastic Index 36
68.0
1 1
1 I fGroup
Symbol MH
10 15 20 25 30 35 40
# of Drops
1 100
Multipoint Method
One -point Method ❑
Wet Preparation ❑ Dry Preparation ❑
Air Dried 0
Estimate the % Retained on the #40 Sieve: 5.7%
Notes / Deviations / References:
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
Mal Krajan, ET
Technical Responsibility
Signature
Laboratory Manager
Position
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
10/29/2020
Date
S&ME, INC. - Corporate
3201 Spring Forest Road B-13 SS-1 (1-2.5ft) PI.xls
Raleigh, NC. 27616 Page 1 of 1

Form No. TR-D4318-T89-90
Revision No.
Revision Date: 8/28/17
LIQUID LIMIT, PLASTIC LIMIT,
& PLASTIC INDEX
ASTM D 4318 ❑x AASHTO T 89 ❑ AASHTO T 90 0
III1111,
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
Project #: 1305-20-121
Report Date: 10/29/2020
Project Name: CCEP Lot 8
Client Name: Samet Corporation
Client Address:
Boring #: B-15
Sample #: Bulk
Test Date(s) 10/25 - 10/29/2020
Sample Date: 10/14/2020
Location: Site -Borehole Offset: N/A
Depth (ft): 1 - 5 ft.
Sample Description: Tan -Brown CLAY
Type and Specification S&ME ID # Cal Date: Type and Specification
Balance (0.01 g) 20977 4/5/2020 Grooving tool
LL Apparatus 1803 8/2/2020
S&ME ID # Cal Date:
1801 5/21/2020
Oven
1454
11/29/2019
Pan #
Tare #:
Liquid Limit
Plastic Limit
A
Tare Weight
21.17
13.48
21.31
16.72
21.17
B
Wet Soil Weight + A
33.10
24.65
31.93
24.48
29.78
C
Dry Soil Weight + A
29.40
21.10
28.44
22.93
28.05
D
Water Weight (B-C)
3.70
3.55
3.49
1.55
1.73
E
Dry Soil Weight (C-A)
8.23
7.62
7.13
6.21
6.88
F
% Moisture (D/E)*100
45.0%
46.6%
48.9%
25.0%
25.1%
N
# OF DROPS
30
23
15
Moisture Contents determined by
ASTM D 2216
LL
LL = F * FACTOR
Ave.
Average
25.1%
?
51.0 -
One Point Liquid Limit
N
Factor
N
Factor
50.0
"
20
0.974
26
1.005
21
0.979
27
1.009
49.0
22
0.985
28
1.014
c
23
0.99
29
1.018
48.0
.
24
0.995
30
1.022
1..
47.0
25
1.000
\
Plastic Limit 25
Plastic Index 21
44.0
1 1
1 I 1
Group Symbol CL
10 15 20 25 30 35 40
# of Drops
100
Multipoint Method
One -point Method ❑
Wet Preparation ❑ Dry Preparation ❑
Air Dried 0
Estimate the % Retained on the #40 Sieve: 4.9%
Notes / Deviations / References:
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
Mal Krajan, ET
Technical Responsibility
Signature
Laboratory Manager
Position
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
10/29/2020
Date
S&ME, INC. - Corporate
3201 Spring Forest Road B-15 Bulk (1-5ft) Plxls
Raleigh, NC. 27616 Page 1 of 1

Form No. TR-D698-2
Revision No.: 1
Revision Date: 07/25/17
Quality Assurance
MOISTURE - DENSITY REPORT
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
S&ME Project #: 1305-20-121
Report Date: 10/26/2020
Project Name: CCEP Lot 8
Test Date(s): 10/24-10/26/2020
Client Name: Samet Corporation
Client Address:
Boring #: B-15
Sample #: Bulk Sample Date: 10/14/2020
Location: Site -Borehole
Offset: N/A Depth (ft): 1-5
Sample Description: Tan -Brown CLAY
Maximum Dry Density 106.0 PCF.
ASTM D 698 - - Method A
Optimum Moisture Content 16.8%
Soil Properties
Moisture -Density Relations of Soil and Soil -Aggregate Mixtures
120.0
IL
Natural
Moisture 25.2%
1 1 1 I
2 650
100% Saturation
Content
\
Curve
Assumed
115.0
\
Specific 2.650
\
Gravity
\
Liquid Limit 46
\
Plastic Limit 25
\
Plastic Index 21
110.0
\
w
\\
% Passing
a•
\
3/4" 100.0%
\
105.0
l
\
3/8" 100.0%
1
#4 96.9%
Q
i
\
\\
#70 ND
ali
1
\
#40 ND
100.0
1
\
1
\
#60 ND
1
\
\
#200 ND
1
1
\
1
\
95.0
1
\
1
\\
Oversize Fraction
1
1
1
\
Bulk Gravity
1
90.0
1
% Moisture
5.0 10.0 15.0 20.0
25.0 I 30.0
% Oversize
Moisture Content (%)
I
MDD
O
Opt. MC
Moisture -Density Curve Displayed: Fine Fraction 0
Sieve Size used to separate the Oversize Fraction:
Mechanical Rammer 0 Manual Rammer p
Corrected for Oversize Fraction (ASTM D 4718) 0
#4 Sieve 0 3/8 inch Sieve 0 3/4 inch Sieve 0
Moist Preparation ❑ Dry Preparation O
References / Comments / Deviations: ND=Not Determined.
ASTM D 2216: Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass
ASTM D 698: Laboratory Compaction Characteristics of Soil Using Standard Effort
o/\
Mal Krajan, ET — - Laboratory Manager 10/26/2020
Technical Responsibility Signature Position Date
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
S&ME,Inc. - Corporate
3201 Spring Forest Road B-15 Bulk (1-5ft) Proctor.xls
Raleigh, NC. 27616 Page 1 of 1

Form No. TR-D4318-T89-90
Revision No.
Revision Date: 8/28/17
LIQUID LIMIT, PLASTIC LIMIT,
& PLASTIC INDEX
ASTM D 4318 ❑x AASHTO T 89 ❑ AASHTO T 90 0
III1111,
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
Project #: 1305-20-121
Report Date: 10/29/2020
Project Name: CCEP Lot 8
Client Name: Samet Corporation
Client Address:
Test Date(s) 10/25 - 10/29/2020
Boring #: B-16 Sample #: SS-1 Sample Date: 10/14/2020
Location: Site -Borehole Offset: N/A
Depth (ft): 1 - 2.5 ft.
Sample Description: Tan -Brown CLAY
Type and Specification S&ME ID # Cal Date: Type and Specification S&ME ID # Cal Date:
Balance (0.01 g) 20977 4/5/2020 Grooving tool 1801 5/21/2020
LL Apparatus 1803 8/2/2020
Oven
1454
11/29/2019
Pan #
Liquid Limit
Plastic Limit
Tare #:
A
Tare Weight
21.27
13.24
13.59
21.22
13.74
B
Wet Soil Weight + A
33.00
26.01
25.68
32.13
27.41
C
Dry Soil Weight + A
29.61
22.29
22.01
30.02
24.78
D
Water Weight (B-C)
3.39
3.72
3.67
2.11
2.63
E
Dry Soil Weight (C-A)
8.34
9.05
8.42
8.80
11.04
F
% Moisture (D/E)*100
40.6%
41.1%
43.6%
24.0%
23.8%
N
# OF DROPS
30
24
15
Moisture Contents determined by
ASTM D 2216
LL
LL = F * FACTOR
Ave.
Average
23.9%
?
One Point Liquid Limit
45.0
N
Factor
N
Factor
20
0.974
26
1.005
44.0
21
0.979
27
1.009
22
0.985
28
1.014
4
43.0
c
23
0.99
29
1.018
U
24
0.995
30
1.022
cu
42.0
N41.0
25
1.000
�,
0
°
NP, Non -Plastic
Liquid Limit 41
e
40.0
Plastic Limit 24
Plastic Index 17
39.0
1 1
Group Symbol CL
10 15 20 25 30 35 40
# of Drops
100
Multipoint Method
One -point Method ❑
Wet Preparation ❑ Dry Preparation ❑
Air Dried 0
Estimate the % Retained on the #40 Sieve: 1.1 %
Notes / Deviations / References:
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
Mal Krajan, ET
Technical Responsibility
Laboratory Manager
Signature Position
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
10/29/2020
Date
S&ME, INC. - Corporate
3201 Spring Forest Road B-16 SS-1 (1-2.5ft) PI.xls
Raleigh, NC. 27616 Page 1 of 1