SW4200702_Soils/Geotechnical Report_20210810

STEWART
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GEOTECHNICAL
ENGINEERING REPORT
Lewisville Community Center
Lewisville Clemmons Road
Lewisville, North Carolina
February 5, 2020
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GEOTECHNICAL ENGINEERING REPORT
Lewisville Community Center
Lewisville Clemmons Road
Lewisville, North Carolina
February 5, 2020
Prepared For:
Town of Lewisville
6510 Shallowford Road
Lewisville, NC 27023
Prepared By:
STEWART
5400 Old Poole Road
Raleigh, NC 27610
Stewart Project No.: F20001.00
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OocuSig ned by:
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649F4D038900422...
Stephen Woods, GIT
Geotechnical Field Professional
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I,14O •• ��V f �� `�: ' ,� �ocuSigned by:
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Donald W. Brown Jr., PE, LEED AP
VP I Practice Leader, Geotechnical
& Construction Services
NC PE License No. 28422
Stewart License No. C-1051

TABLE OF CONTENTS
EXECUTIVE SUMMARY................................................................................................ 1
2 PROJECT INFORMATION............................................................................................ 2
2.1 Project Understanding........................................................................................ 2
2.2 Site Location and Description.............................................................................. 2
2.3 Geologic Area Overview...................................................................................... 2
3 SUBSURFACE EXPLORATION...................................................................................... 3
3.1 Field Testing..................................................................................................... 3
3.2 Laboratory Services........................................................................................... 3
3.3 Subsurface Conditions........................................................................................ 3
3.3.1 Ground Cover......................................................................................... 3
3.3.2 Fill........................................................................................................ 4
3.3.3 Residuum.............................................................................................. 4
3.3.4 Weathered Rock..................................................................................... 4
3.3.5 Rock..................................................................................................... 4
3.3.6 Groundwater..........................................................................................5
4 ENGINEERING ASSESSMENT AND RECOMMENDATIONS ............................................. 6
4.1
Site Grading...................................................................................................... 6
4.1.1 Subgrade Preparation.............................................................................. 6
4.1.2 Groundwater Management....................................................................... 6
4.1.3 Difficult Excavation................................................................................. 6
4.1.4 Fill Selection and Compaction................................................................... 6
4.2
Foundations...................................................................................................... 7
4.2.1 Design.................................................................................................. 7
4.2.2 Construction.......................................................................................... 8
4.3
Seismic Design Considerations............................................................................ 8
4.4
Flexible Pavement.............................................................................................. 8
4.4.1 Design.................................................................................................. 8
4.4.2 Construction.......................................................................................... 9
Appendix A
Site Vicinity Map
Boring Location Diagram
Appendix B
Boring Snapshot
Boring Logs
Legend to Soil Descriptions
Appendix C
Site Photographs

I EXECUTIVE SUMMARY
Stewart has completed a geotechnical exploration for the proposed 1-story community center in
Lewisville, North Carolina. This Executive Summary is provided as a brief overview of our geotechnical
engineering evaluation for the project and is not intended to replace more detailed information contained
elsewhere in this report. A summary of our findings, opinions, and recommendations is provided below.
• The current plan for this project includes a 1-story building, 12,120t SF community center.
• A total of 14 soil test borings were performed for this geotechnical exploration. Borings were
advanced to depths ranging from approximately 8.4 to 29.7 feet below the existing grade.
o The subgrade soils encountered at the boring locations consist of fill and residual
soils. The soil profile generally consists of Silty SAND (SM), Clayey SAND (SC), Lean
CLAY (CL), and Sandy SILT (ML) with lesser amounts of Fat CLAY (CH), and Elastic
SILT (MH) also encountered.
o Weathered rock (gneiss) was encountered in four borings at depths ranging from
approximately 4 to 24.5 feet below the current grade (el. 901.5t to 918t feet).
o Auger refusal on hard rock was encountered in three borings at depths of
approximately 8.4 to 29.7 feet below the current grade (el. 896.3t and 913.6t feet).
o Groundwater not encountered during this geotechnical exploration.
• The site meets the criteria of Seismic Site Class D.
• The use of conventional spread footings and slab -on -grade is recommended.
The owner/designer/contractor should not rely solely upon the summary above. This report should be
read in its entirety prior to implementing the recommendations in the preparation of design and
construction documents. Stewart should be retained to perform sufficient services to determine
plan/specification compliance with the recommendations in this report.
Lewisville Community Center - Lewisville, NC Page 1

2 PROJECT INFORMATION
2.1 Project Understanding
The current plans for the project include the demolition of the existing house and construction of a
new community center. The new center will be a one-story, 12,120t square foot structure with an
asphalt paved driveway and parking area. Maximum column loads for the building will be 125 kips.
2.2 Site Location and Description
The site is located on Lewisville Clemmons Road in Lewisville, North Carolina. The subject site is
situated on what was once private (residential) property, immediately adjacent to an existing park.
The site is mainly comprised of farm fields with an old single-family structure and gravel driveway
near the center of the property. Please refer to Figure Al in Appendix A of this report for an aerial site
vicinity map. Photographs of general site conditions are included in Appendix C of this report.
According to the Forsyth County topographical data, the site slopes downward from north to south
with a relief of approximately 18 feet.
2.3 Geologic Area Overview
The project site is located in Forsyth County, Lewisville, North Carolina, which lies within the Charlotte
Belt of the Piedmont Physiographic Province of North Carolina. Review of the Geologic Map of the East
Half of the Winston-Salem Quadrangle, North Carolina -Virginia (compiled by G.H. Espenshade, D.W.
Rankin, K. Wier Shaw, and R.B. Neuman, 1975) shows that the rock below the site is generally
comprised of gneiss (bc).
Based on our local experience, differential weathering of parent bedrock often results in highly
variable subsurface conditions over relatively short horizontal and vertical distances. Furthermore,
suspended boulders, discontinuous rock layers/lenses, rock pinnacles and/or zones of weathered
and/or fractured rock are commonly encountered within the residual soils in this region.
Lewisville Community Center - Lewisville, NC Page 2

3 SUBSURFACE EXPLORATION
3.1 Field Testing
The subsurface conditions below the site were explored with a total of fourteen soil test borings
(borings B-1 thru B-14). The boring layout is illustrated in Figure A2 in Appendix A of this report.
Borings were advanced to depths of approximately 8.4 feet to 29.7 feet below the current ground
surface. The soil test borings were performed by M&M Drilling with a truck -mounted B-57 drill rig
using 21/4-inch (ID) hollow -stem, continuous flight augers in general accordance with ASTM D6151.
Sampling operations were conducted in general accordance with ASTM D1586. At predetermined
intervals, soil samples were obtained with a split -barrel sampler (standard 2-inch O.D.). The sampler
was rested on the bottom of the borehole and driven to a penetration of 18 inches (or fraction thereof)
with blows of a 140-pound automatic drop hammer falling a distance of 30 inches. Of the 18 inches,
the number of hammer blows required to achieve 6 inches of penetration is recorded for three
consecutive segments. The sum of the blow counts for the second and third 6-inch segment is termed
the Standard Penetration Test (SPT) resistance, or N-value. The N-values presented on the Boring
Logs and Boring Snapshot are the actual, field -recorded blow counts and do not include correction
factors for hammer energy or overburden soil pressures.
All of the borings were backfilled with auger cuttings (soil) immediately after drilling for public safety.
3.2 Laboratory Services
The soil samples obtained during the drilling operations were placed in labeled containers and
transported to our laboratory where they were visually -manually classified in general accordance with
ASTM D2488 and logged by a member of Stewart's geotechnical engineering staff. The Boring Logs
are included in Appendix B of this report. All soil samples will be stored for two months before
discarding.
3.3 Subsurface Conditions
The following is a subsurface description of a generalized nature, provided to highlight the major soil
strata encountered. The stratification of the subsurface materials illustrated on the Boring Logs and
Boring Snapshot represent the conditions at the actual test locations; therefore, variations should be
expected between borings. Stratigraphy boundaries only represent the approximate depth/elevation of
a noticed material change but the transition between material types is typically gradual. The soil types
are based on the Unified Soil Classification System (USCS).
Please note that the ground surface elevations in this report, including those shown on logs and other
illustrations in the appendices, were interpolated from the provided topographic survey and should
therefore be considered approximate. If greater elevation accuracy is necessary, the boreholes should
be surveyed by a professional land surveyor.
3.3.1 Ground Cover
A thin veneer of surficial topsoil was encountered in 12 out of 14 borings. The thicknesses of the
topsoil ranged from approximately 3 to 8 inches at the boring locations; however, deeper pockets
could be encountered in unexplored areas of the site. In fact, it is not uncommon to encounter 10 to
12-inch thick topsoil layers on farmland such as this. Please note the term topsoil is used to describe
the organic -laden surficial material as mentioned above. No organic or nutrient testing was performed
for this exploration; therefore, the topsoil should not be assumed capable of establishing or
maintaining vegetation of any kind.
Lewisville Community Center - Lewisville, NC Page 3

Borings B-10 and B-11 encountered both asphalt and gravel with thicknesses of approximately 3-3.5
inches and 3-5.5 inches, respectively.
3.3.2 Fill
Fill soils were only encountered in borings B-10 and B-11, extending to depths of approximately 3 feet
and 5.5 feet below the current grade, respectively. The fill material encountered was classified as
medium dense Silty SAND (SM) and medium stiff to stiff Sandy Clay (CL). The SPT N-values recorded
for the fill material were between 7 and 11 blows per foot (bpf), generally indicating a moderately
compacted condition.
3.3.3 Residuum
Residual soils, which are the product of in -place physical and/or chemical weathering of the parent
bedrock, were encountered below the fill soils noted above or the surficial topsoil layer. The residuum
encountered across the site generally consists of an upper zone of soft to very stiff Sandy CLAY (CL)
and loose to medium dense Clayey SAND (SC), underlain by medium stiff to very stiff Sandy SILT
(ML) and loose to very dense Silty SAND (SM). Lesser amounts of stiff to very stiff Elastic SILT (MH)
and Fat CLAY (CH) were also encountered in a few borings. The SPT N-values within the residuum
range from 4 to 56 bpf. Ten of the 14 borings were terminated in residuum.
Given the past use of this property, it is important to point out that farming/agricultural operations
can often disturb the upper 12-24 inches of soil profile by cultivation/plowing or other farming
activities. Such activities can lead to loose/soft soil conditions and pockets of elevated organic content.
Since a large part of the site is situated on farmland, it is reasonable to assume that areas of
soft/loose or organic -laden soils could be present. Furthermore, farming practices sometimes lead to
low spots in fields that hamper surface drainage and collect surface water. Ponding of surface water
typically leads to areas of elevated soil moisture content and/or water -softened ground.
3.3.4 Weathered Rock
Weathered rock (WR) is a transitional geomaterial between the parent rock and soil. For engineering
purposes, weathered rock is defined by SPT N-values of 50 bpf with 6 inches or less penetration.
Weathered rock was encountered in four borings at depths ranging from approximately 4 to 24.5 feet
below the current grade (el. 901.5t to 918t feet). The weathered rock was classified as gneiss, which
generally sampled as Silty SAND (SM).
3.3.5 Rock
Rock is defined as material of sufficient hardness to refuse mechanical drilling equipment. Rock was
encountered in borings B-1, B-2, and B-4 at depths ranging from of 8.4 to 29.7 feet below the current
grade, respectively (el. 896.3t and 913.6t feet).
Lewisville Community Center - Lewisville, NC Page 4

3.3.6 Groundwater
Groundwater measurements were attempted immediately after auger removal. Groundwater was not
encountered in any of the 14 borings.
The groundwater conditions represent the conditions at the time of the exploration. Fluctuations in
groundwater levels are common and should be expected. Common factors that influence groundwater
levels include, but are not limited to, soil stratification, climate/weather, nearby bodies of water (lakes,
ponds, etc.), underground springs, streams, rivers and surface water discharge. At the onset, as well as
continually throughout the construction process, the contractor should monitor groundwater levels if
determined to be detrimental to the project.
Lewisville Community Center - Lewisville, NC Page 5

4 ENGINEERING ASSESSMENT AND RECOMMENDATIONS
4.1 Site Grading
4.1.1 Subgrade Preparation
All vegetation, topsoil, root mat, and any other unsatisfactory or deleterious materials should be
removed from the limits of new construction. Such material should be considered unsuitable for reuse
as structural fill.
Areas of the site to receive fill or directly support new construction should be rolled/compacted and
then proofrolled. For building pads and fill areas, we recommend proofrolling with a tandem -axle
dump truck weighing between 10 and 20 tons. Proofrolling should occur immediately prior to fill
placement, or after reaching final grade in cut areas, and must be in the presence of Stewart so that
recommendations can be provided for areas that rut, pump, or deflect excessively. Proofrolling should
not be performed on frozen or excessively wet subgrades. If subgrades are exposed to precipitation or
freezing temperatures, the area should be re-proofrolled to verify its condition.
We expect that the existing surficial soils in the area of borings B-13 and B-14 will be unstable during
construction due to its soft/wet condition. This area will likely require undercutting and replacement to
provide adequate support for future pavement. We anticipate undercutting in both areas will be on the
order of 24 inches deep. If this area is to receive several feet of fill to reach finished grade, in -place
densification and possibly a bridge lift may also be viable alternatives to stabilize the area.
Given the fine/clayey nature of the onsite soil, the exposed surface soils are likely to become unstable
rapidly in the presence of excess moisture (water) and construction traffic loading. This will likely be
exacerbated by the presence of mica in the soil. Therefore, proper site drainage should be maintained
during earthwork operations. If not, the accumulation of water could result in construction delays.
Common approaches to reduce wet weather delays include grading the area so that surface water
flows away from the excavation, sealing exposed soil surface with a smooth -drum roller prior to
precipitation events, and forming temporary ditches, swales, berms or other surface water diversion
features. We also recommend limiting construction traffic during and after wet weather.
4.1.2 Groundwater Management
Based on the absence of groundwater in the borings during this geotechnical exploration, we do not
expect that it will impact the proposed construction. If isolated zones of perched groundwater are
encountered at shallower depths, conventional sump and pump techniques from the point of seepage
are expected to be adequate.
4.1.3 Difficult Excavation
Based on the WR elevations in borings B-1 (el. 918t ft), B-2 (915t feet), and B-5 (917.5t feet),
difficult excavations could be encountered during relatively shallow excavations around the building
pad (e.g. sewer line trenches). This material will likely require hammering to facilitate removal, but at
a minimum the use of large excavators with rock teeth.
4.1.4 Fill Selection and Compaction
Any material utilized as structural fill should not contain rocks greater than 3 inches in diameter or
greater than 30% retained on the 3/4-inch sieve. Structural fill material should not contain more than
3% (by weight) of organic matter or other deleterious material. Structural fill should exhibit a
Lewisville Community Center - Lewisville, NC Page 6

Maximum Dry Density (MDD) of 90 pounds per cubic foot (pcf) or greater as determined by the
Standard Proctor Compaction Test (ASTM D698). We recommend that the Plasticity Index (PI) for
structural fill soil be 25 or less and the Liquid Limit (LL) 50 or less, as determined by Atterberg Limits
testing (ASTM D4318). The onsite SILT (ML), Silty SAND (SM), Clayey SAND (SC), and lean CLAY (CL)
will meet the criteria. Reuse of the fat CLAY (CH) and Elastic SILT (MH) encountered onsite should be
limited to 3 feet or greater below the finished subgrade in areas outside of the building pad.
The water content of the structural fill should be maintained within t3% of the material's optimum water
content as determined by the Standard Proctor Compaction Test (ASTM D698); however, slight deviation
from this can sometimes be tolerated depending on the grading plan and type of material being placed.
Such deviation should be considered by the engineer representing the owner's material testing firm.
When using large, ride -on compactors, fill should be placed in loose lifts measuring 8 to 10-inch thick.
Lifts should be thinned to 6 inches when using smaller, Rammax-type compactors and 4 inches for sled
and jumping -jack tampers. Structural fill should be compacted to 95 percent of the soil's maximum dry
density as determined by ASTM D698, except for the upper 12 inches of the finished subgrade which
should be compacted to 98 percent of the same standard.
It is recommended that the placement and compaction of structural fill be monitored by an engineering
technician from Stewart. Field compaction testing should be performed in accordance with ASTM D1556
(Sand Cone Method), ASTM D2167 (Rubber Balloon Method), ASTM D2937 (Drive Cylinder Method),
and/or ASTM 6938 (Nuclear Method).
4.2 Foundations
4.2.1 Design
Based on a maximum column load of 125 kips and the site preparation recommendations provided in this
report, we recommend the use of conventional shallow spread footings to support the proposed structure.
In designing the foundations, we recommend the parameters provided in the Table 1.
Table 1: Spread Footing Design Parameters
Parameter
Value
Net Allowable Soil Bearing Capacity, psf
2,500
Minimum Bearing Depth, in.
18
Minimum Wall Footing Width, in.
18
Minimum Column Footing Width, in.
36
Estimated Post -Construction Settlement, in.
Total
Differential
1 or less
1/2 or less
Moist Soil Unit Weight, pcf
120
Passive Earth Pressure Coefficient'
2.77
Ultimate Friction Factor (tan b)
0.30
Notes:
1. We recommend that a safety factor of at least 1.5 be used to determine the
soil's allowable passive resistance and the soil's allowable friction.
Lewisville Community Center - Lewisville, NC Page 7

4.2.2 Construction
It is preferable for spread footing excavations to be performed using a bucket with a flat cutting edge (no
teeth) to reduce disturbance of the exposed bearing soil. Regardless, footing bottoms should be tamped
with a jumping -jack or sled compactor prior to the foundation inspection and placement of reinforcing
steel. Footings should be clean of loose material and debris and protected from disturbance. This includes
protection from surface water run-off and freezing. If water is allowed to accumulate within a footing
excavation and soften the bearing soils, or if the bearing soils are allowed to freeze, the deficient soils
should be removed from the excavation and rechecked by Stewart prior to concrete placement. When
concrete cannot be placed immediately, we recommend placing a mud -mat to protect the bearing soil.
Foundation bearing soils should be checked by Stewart during construction to verify satisfactory bearing
conditions (i.e. materials and strength). This typically involves using a 1/2-inch diameter, T-handled probe
rod for an overall qualitative assessment throughout the foundation excavations, followed by strategically -
placed hand auger borings and Dynamic Cone Penetrometer (ASTM STP-399) testing for quantitative
evaluation. DCP testing should be performed in accordance with and completed prior to stone, steel, or
concrete placement. Unsuitable soil detected during this evaluation should be repaired as recommended
by Stewart.
4.3 Seismic Design Considerations
Per the 2018 NC State Building Code, the design of a structure must consider dynamic forces resulting
from seismic events, regardless of their likelihood of occurrence. As part of a generalized procedure
to estimate seismic forces, the code assigns a Seismic Site Classification (letter designation of Class A
through F) based on the subgrade soil/rock conditions within the upper 100 feet of the ground surface
at the subject site. Based on our review of the SPT N-values, we recommend designing for a Seismic
Site Class "D".
The following bulleted items briefly discuss our qualitative assessments of the other seismic -related
issues. Detailed quantitative analyses for these items were not included in our Scope of Work and are not
considered necessary at this time given the development plans and the subsurface conditions
encountered.
Liquefaction Hazard - Risk level is low - The soils encountered were of sufficient fines
content and/or density to render them not readily liquefiable during the design
earthquake.
• Slope Stability - Risk level is low - Based on the grading plan, neither tall nor overly
steep cut/fill slopes are planned for construction.
• Surface Rupture - Risk is low - No active faults underlie the site.
4.4 Flexible Pavement
4.4.1 Design
For this project, we have assumed that the asphalt -paved parking lot and driveways will be subjected
to a wide mix of traffic. Based on the traffic assumptions shown, the site soil conditions encountered in
the borings, an assumed CBR of 4, and the site preparation recommendations herein, we recommend
the minimum pavement sections in Table 2.
Lewisville Community Center - Lewisville, NC Page 8

Table 2: Recommended Minimum Asphalt Pavement Sections
Course
Light -Duty
Heavy -Duty
Thickness, in.
Thickness, in.
Surface (S9.5C)
2
4
Aggregate Base (ABC)
6
8
500f automobiles per day
Traffic Assumptions
500f automobiles per day
5f delivery trucks per week
if garbage truck per week
5f school/activity buses per week
The flexible pavement design above is based on the standard 20-year design life and the NCDOT/AASHTO
design methodology. All materials and workmanship used during construction should conform to the
North Carolina Department of Transportation Standard Specifications for Roads and Structures, current
edition.
4.4.2 Construction
The pavement recommendations above are predicated by the assumption that the subgrade soils are
suitable for pavement support and have been properly moisture conditioned and compacted to a
uniform and stable condition. Experience has shown that most pavement failures are caused by
localized soft spots in the subgrade or inadequate drainage. Proofrolling observed by an experienced
engineer or technician will reduce the likelihood of weak spots in the subgrade.
For finished subgrades in paved areas of the site, as well as the compacted stone base, we
recommend proofrolling with a tandem -axle dump truck weighing between 30 and 40 tons.
Proofrolling should occur in the presence of Stewart so that recommendations can be provided for
areas that rut, pump, or deflect excessively. Proofrolling should not be performed on frozen or
excessively wet subgrades. If subgrades are exposed to precipitation or freezing temperatures prior to
paving, the area should be re-proofrolled to verify its condition.
The aggregate base course should be compacted to at least 98 percent of the stone's maximum dry
density as determined by AASHTO T-180 (modified Proctor). Asphalt shall be placed with appropriate
lift thicknesses and achieve the proper compaction for the mix(es) used, as specified in the latest
edition of the NCDOT HMA/QMS manual.
The pavement sections provided herein do not account for construction traffic (dump trucks, concrete
trucks, Lulls, etc.), which is typically very heavy. If construction traffic is allowed to operate on paved
surfaces, damage should be expected. Operating construction equipment on an early placement of
base/intermediate course, and then placing a final surface lift at the end of construction, is not an
appropriate approach unless the pavement is designed accordingly. This common practice only masks
underlying pavement issues. In light of this, we recommend that paving operations be scheduled for
the end of construction when heavy construction traffic will be less.
Lewisville Community Center - Lewisville, NC Page 9

prepare All documents includingcomputerof professional
and drawings CAFM
Project No.: F20001.00 Figure No.:
prepared or Stewart are instrumentsofprofessionalservice SITE VICINITY MAP
intended for one-time use. They are subject to copyright and
other property right laws and shall remain the property of Lewisville Community Center Scale: NTS
Stewart. They are not to be copied, modified, or changed in any Alnner whatsoever nor assigned to a third party without prior STEWART Lewisville Clemmons Road I,, /„\
written permission of Stewart. Prepared by: DB
Note: All test locations are approximate (unless otherwise Lewisville, North Carolina
reported) and intended for illustration purposes only. o F,,..��,roK�om Date: FEB 2020

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©2020: All documents including computer files and drawings .
prepared by Stewart are instruments of professional service
intended for one-time use. They are subject to copyright and
other property right laws and shall remain the property of
Stewart. They are not to be copied, modified, or changed in any
manner whatsoever nor assigned to a third party without prior \ T E WA R T
written permission of Stewart. v
Note: All test locations are approximate (unless otherwise F
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BORING LOCATION DIAGRAM
Lewisville Community Center
Lewisville Clemmons Road
Lewisville, North Carolina
1
NORTH
Project No.: F20001.00
Figure No.:
Scale: 1 IN = 100 FT
Prepared by: DB
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Date: FEB 2020

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LITHOLOGY GRAPHICS
Topsoil / Organic Lean Clay (CL) +' Silty Sand (SM) Weathered Rock Clayey Sand (SC)
Layer (WR) LEWISVILLE COMMUNITY CENTER
® Silt (ML) m Asphalt EE Gravel ® Fill - Lean Clay (CL) Fill - Silty Sand (SM) LEWISVI LLE NC
® Fat Clay (CH) ® elastic Silt (MH) PROJECT NO.: F20001.00

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BORING LOG: B-1
PAGE 1 OF 1
STEWART
PROJECT
LEWISVILLE COMMUNITY CENTER
CLIENT TOWN OF LEWISVILLE
LOCATION
LEWISVILLE, NC
PROJECT NO. F20001.00
DATE DRILLED 1/17/20 LOGGED BY S. WOODS
GROUND SURFACE EL. 922 ft
BORING DEPTH 8.4 ft
DRILLING CONTRACTOR M&M DRILLING
TIME OF DRILLING: WL DRY
CAVE-IN 5 ft
DRILLING METHOD H.S. AUGER AUGERSIZE 2-1/4 INCH (ID)
AFTER DRILLING: WL DRY
CAVE-IN
DRILL RIG
B-57 HAMMERTYPE AUTO
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SM
`"".'
MEDIUM DENSE, TAN -ORANGE, MOIST, SILTY SAND
9180
3.5 SS
19
WEATHERED ROCK - GNEISS, SAMPLED AS TAN -ORANGE, SILTY SAND
4.2
0/0.2'
WR
917
6
SS
13
...:...:... _...:...:...:...:...:...:...
3
7.3 X
5
50/0.3'
50/0.3
........ ........ ........................
8.
8.4 4
...:...:....... :...:...:...:...:...:...
AUGER REFUSAL
50/0.0'
0/0.0
NOTE(S):
GSE INTERPOLATED FROM FORSYTH COUNTY TOPOGRAPHIC DATA
BORING ENCOUNTERED AUGER REFUSAL AT 4.4 FEET ON FIRST ATTEMPT
AND WAS OFFSET 10 FEET AND REDRILLED AS ILLUSTRATED ABOVE.
Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted.

`
BORING LOG: B- 2
PAGE 1 OF 1
STEWART
PROJECT
LEWISVILLE COMMUNITY CENTER
CLIENT TOWN OF LEWISVILLE
LOCATION
LEWISVILLE, NC
PROJECT NO. F20001.00
DATE DRILLED 1/17/20 LOGGED BY S. WOODS
GROUND SURFACE EL. 922 ft
BORING DEPTH 11.3 ft
DRILLING CONTRACTOR M&M DRILLING
TIME OF DRILLING: WL DRY
CAVE-IN 6.8 ft
DRILLING METHOD H.S. AUGER AUGERSIZE 2-1/4 INCH (ID)
AFTER DRILLING: WL DRY
CAVE-IN
DRILL RIG
B-57 HAMMERTYPE AUTO
W
SAMPLE
A SPT N-VALUE (BPF) A
a
}
~
J
471
10 20 30 40 50 60 70 80 90
PL WC LL
Q
z
O
W
0-1
LLy
_
a
ry
<
Q
L
U
m
=
a a z
u)
I—
O
W
D
Q
10 20 30 40 50 0 80 90
MATERIAL DESCRIPTION
J
W >_
I—
a _j O
.
El FINES CONTENT %❑
( )
o
W
>J
>
0 H
U M U
Z
10 20 30 40 50 60 70 80 90
0.5
TOPSOIL
1
RESIDUAL -STIFF, ORANGE -RED, MOIST, CLAYEY SAND WITH TRACE MICA
SC
AND ROOT FRAGMENTS
SS
2
6
.
1
5
11
... ...:......:...:...:. ..:...:...:
3.0
2 5
MEDIUM STIFF, ORANGE, MOIST, SANDY SILT WITH TRACE MICA
3.5
M L
3
3
2S
4
7
555
5
-.......... ...-...................
LOOSE, ORANGE, MOIST, SILTY SAND WITH TRACE MICA
6
SM
:';
SS
4
7.0
5
$ 0 WR
WEATHERED ROCK (LENS)- GNEISS, SAMPLED AS ORANGE, SILTY SAND
7.3
WITH TRACE MICA
9140
RESIDUAL - LOOSE, ORANGE, MOIST, SILTY SAND WITH TRACE MICA
3 5SS
3
SM ;:'::::
4
3
g
10
....:....... ...:...:....... :.......
. ...:
11.
11 5
........ ........ .........................
AUGER REFUSAL
50/0.0'
0/0.0
NOTE(S):
GSE INTERPOLATED FROM FORSYTH COUNTY TOPOGRAPHIC DATA
BORING ENCOUNTERED AUGER REFUSAL AT 7.4 FEET ON FIRST ATTEMPT
AND WAS OFFSET 8 FEET AND REDRILLED AS ILLUSTRATED ABOVE.
Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted.

I
STEWART
PROJECT LEWISVILLE COMMUNITY CENTER
LOCATION LEWISVILLE. NC
BORING LOG: B- 3
PAGE 1 OF 1
CLIENT TOWN OF LEWISVILLE
PROJECT NO. F20001.00
DATE DRILLED 1/20/20 LOGGED BY S. WOODS
GROUND SURFACE EL. 926 ft
BORING DEPTH 20 ft
DRILLING CONTRACTOR M&M DRILLING
TIME OF DRILLING: WL
DRY
CAVE-IN 11.5 ft
DRILLING METHOD H.S. AUGER AUGERSIZE 2-1/41NCH (ID)
AFTER DRILLING: WL
DRY
CAVE-IN
DRILL RIG
B-57 HAMMERTYPE AUTO
W
SAMPLE
A SPT N-VALUE (BPF) A
a
}
~
J
471
10 20 30 40 50 60 70 80 90
Q
z
O
W
0-1
LLy
PL WC LL
=
a
IY
LU
<
Q
L
U
m
=
a a z
u)
H
O
W
D
Q
10 20 30 40 50 0 80 90
MATERIAL DESCRIPTION
J
W >_
I-
a _j O
.
El FINES CONTENT %❑
( )
o
W
>J
>
0 H
U) M U
Z
10 20 30 40 50 60 70 80 90
0.7
111
TOPSOIL9253
RESIDUAL - MEDIUM STIFF, RED, MOIST, SANDY LEAN CLAY WITH TRACE
1
3
CL
ROOTS
SS
4
1
4
8
.. ...:......:...:...:...: ...:...:...
3.0
2.5
MEDIUM DENSE TO VERY DENSE, RED -TAN, MOIST, CLAYEY SAND WITH
3 5
"r
TRACE ROOTS, ROCK FRAGMENTS
gg
5
_ ... .... ...:...
......
2
8
5
13
-
SM
6
SS
5
14
_
8.0
7.5
42
56
MEDIUM STIFF TO VERY STIFF, BROWN -RED, MOIST, SANDY SILT, WITH
8.5
TRACE MICA AND ROCK FRAGMENTS
SS
$
4
9
6
15
10
...:.:..._...:...:...:.......:.......
914.5
13.5
3
ML
N SS
3
..:...:..._...:...:...:...:...:...:...
5
4
15
. �:...:... ....:...:...:...:...:...:...
18.5
9
'
6S
M
16
2n n
9R
BORING TERMINATED
NOTE(S):
GSE INTERPOLATED FROM FORSYTH COUNTY TOPOGRAPHIC
Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted.

I
STEWART
PROJECT LEWISVILLE COMMUNITY CENTER
LOCATION LEWISVILLE. NC
BORING LOG: B- 4
PAGE 1 OF 1
CLIENT TOWN OF LEWISVILLE
PROJECT NO. F20001.00
DATE DRILLED 1/20/20
LOGGED BY S. WOODS
GROUND SURFACE EL. 926 ft
BORING DEPTH 29.7 ft
DRILLING CONTRACTOR M&M DRILLING
TIME OF DRILLING: WL DRY
CAVE-IN 19.8 ft
DRILLING METHOD H.S. AUGER
AUGERSIZE 2-1/4 INCH (ID)
AFTER DRILLING: WL DRY
CAVE-IN
DRILL RIG B-57
HAMMERTYPE AUTO
W
SAMPLE
A SPT N-VALUE (BPF) A
a
}
J
471
10 20 30 40 50 60 70 80 90
PL WC LL
Q~
z
O
W
LLU
z
2
a
IY
Q
U
m
=
a a z
u)
I—
O
W
Q
10 20 30 40 0 80 90
o
MATERIAL DESCRIPTION
J
W >-
a O
.
El FINES CONTENT %❑
( )
W
>J
>
0 H
_j
U) m U
Z
10 20 30 40 50 60 70 80 90
3.0
17.0
CL
SM
ML
SM
WR
TOPSOIL
RESIDUAL - STIFF, RED, MOIST, SILTY SAND WITH TRACE MICA
LOOSE, RED, MOIST, SILTY SAND WITH TRACE MICA
MEDIUM STIFF TO VERY STIFF, ORANGE -RED, MOIST, SANDY SILT WITH
TRACE MICA
DENSE, GRAY, MOIST, SILTY SAND WITH SOME ROCK FRAGMENTS AND
MICA
WEATHERED ROCK - GNEISS, SAMPLED AS GRAY, SILTY SAND WITH
TRACE MICA
AUGER REFUSAL
NOTE(S):
GSE INTERPOLATED FROM FORSYTH COUNTY TOPOGRAPHIC
Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted.

I
STEWART
PROJECT LEWISVILLE COMMUNITY CENTER
LOCATION LEWISVILLE. NC
BORING LOG: B- 5
PAGE 1 OF 1
CLIENT TOWN OF LEWISVILLE
PROJECT NO. F20001.00
DATE DRILLED 1/20/20 LOGGED BY S. WOODS GROUND SURFACE EL. 924 ft
BORING DEPTH 20 ft
DRILLING
CONTRACTOR M&M DRILLING TIME OF DRILLING: WL
DRY
CAVE-IN 10.4 ft
DRILLING
METHOD H.S. AUGER AUGERSIZE 2-1/4 INCH (ID) AFTER DRILLING: WL
DRY
CAVE-IN
DRILL
RIG
B-57 HAMMERTYPE AUTO
W
SAMPLE
A SPT N-VALUE (BPF) A
a
}
~
J
471
10 20 30 40 50 60 70 80 90
Q
z
O
W
0-1
LLy
PL WC LL
=
a
IY
LU
<
Q
L
U
m
=
a a z
u)
H
O
W
D
Q
10 20 30 40 50 0 80 90
MATERIAL DESCRIPTION
J
W >_
I-
a _j O
.
El FINES CONTENT %❑
( )
o
W
>J
>
0 H
U) M U
Z
10 20 30 40 50 60 70 80 90
0.4
TOPSOIL9236
RESIDUAL- ERY STIFF, RED TO GRAY, MOIST, SANDY CLAY WITH TRACE
1
CL
MICA AND ROCK FRAGMENTS
SS
3
12
1
6
18
...:.. ......:...:...:...: ...:...:...
3.0
2.5
c
MEDIUM DENSE, GRAY -RED, MOIST, SILTY SAND WITH TRACE MICA AND
3.5
ROCK FRAGMENTS
SS
5
.:........
SM
::'::::
2
8
12
20
6.5
......
6
WEATHERED ROCK (LENS) - GNEISS, SAMPLED AS GRAY, SILTY SAND
3
50/0.4'
..... _ .:.......... : ...... ... ..: ...
WITH TRACE MICA
7.4
0/0.4'
8.5
SS
37
........ :........ ............:...:...
_
4
50/0.3'
WR
913.6
9.8
0/0.3
.......
13.0
RESIDUAL - MEDIUM DENSE, TAN, MOIST, SILTY SAND WITH TRACE MICA
13.5
SS
6
6
:...:.......:...:.........:...:...
5
5
11
:
15
...�...:....... ...:...:...:...:...:...
SM
.':.'.
18.5
6
M SS
2nn
i":ii
.
6
10
1R
BORING TERMINATED
NOTE(S):
GSE INTERPOLATED FROM FORSYTH COUNTY TOPOGRAPHIC
Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted.

I
STEWART
PROJECT LEWISVILLE COMMUNITY CENTER
LOCATION LEWISVILLE. NC
BORING LOG: B- 6
PAGE 1 OF 1
CLIENT TOWN OF LEWISVILLE
PROJECT NO. F20001.00
DATE DRILLED 1/20/20
LOGGED BY S. WOODS
GROUND SURFACE EL. 922 ft
BORING DEPTH 20 ft
DRILLING CONTRACTOR M&M DRILLING
TIME OF DRILLING: WL DRY
CAVE-IN 10.7 ft
DRILLING METHOD H.S. AUGER
AUGERSIZE 2-1/4 INCH (ID)
AFTER DRILLING: WL DRY
CAVE-IN
DRILL RIG B-57
HAMMERTYPE AUTO
W
SAMPLE
A SPT N-VALUE (BPF) A
a
}
J
471
10 20 30 40 50 60 70 80 90
PL WC LL
Q~
z
O
W
LLU
z
2
a
IY
Q
U
m
=
a a z
u)
I—
O
W
Q
10 20 30 40 0 80 90
o
MATERIAL DESCRIPTION
J
W >-
a O
.
El FINES CONTENT %❑
( )
W
>J
>
0 H
_j
U) m U
Z
10 20 30 40 50 60 70 80 90
8.0
CL
ELI
SM
TOPSOIL
RESIDUAL - MEDIUM STIFF, ORANGE, MOIST, SANDY LEAN CLAY WITH
TRACE MICA
MEDIUM STIFF, ORANGE, MOIST, SANDY SILT WITH TRACE MICA
LOOSE TO DENSE, TAN TO BROWN, MOIST, SILTY SAND WITH TRACE
MICA AND ROCK FRAGMENTS
BORING TERMINATED
NOTE(S):
GSE INTERPOLATED FROM FORSYTH COUNTY TOPOGRAPHIC
Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted.

I
STEWART
PROJECT LEWISVILLE COMMUNITY CENTER
LOCATION LEWISVILLE. NC
BORING LOG: B- 7
PAGE 1 OF 1
CLIENT TOWN OF LEWISVILLE
PROJECT NO. F20001.00
DATE DRILLED 1/20/20 LOGGED BY S. WOODS
GROUND SURFACE EL. 926 ft
BORING DEPTH 8.5 ft
DRILLING CONTRACTOR M&M DRILLING
TIME OF DRILLING: WL DRY
CAVE-IN 4.8 ft
DRILLING METHOD H.S. AUGER AUGERSIZE 2-1/41NCH (ID)
AFTER DRILLING: WL DRY
CAVE-IN
DRILL RIG
B-57 HAMMERTYPE AUTO
w
SAMPLE
A SPT N-VALUE (BPF) A
a
}
~
J
471
10 20 30 40 50 60 70 80 90
PL WC LL
Q
z
O
w
0-1
LLy
=
a
IY
LU
<
Q
L
U
m
=
a a z
u)
H
O
w
D
Q
10 20 30 40 50 0 80 90
o
MATERIAL DESCRIPTION
J
w >_
I—
a _j O
.
El FINES CONTENT %❑
( )
W
>J
>
0 H
U) M U
Z
10 20 30 40 50 60 70 80 90
0.3
TOPSOIL9257
1
.
RESIDUAL - MEDIUM DENSE, RED, MOIST, CLAYEY SAND WITH TRACE
SC
:.
ROOTS AND MICA
SS
2
5
1
8
13
..:........:...:...: .
3.0
2.5
MEDIUM DENSE TO VERY DENSE, RED -TAN TO TAN, CLAYEY SILTY SAND
3 5
'r
WITH TRACE MICA AND ROCK FRAGMENTS
SS
5
.:...-...:...:.. .......:.... ...
2
9
10
19
-
SM
6
SS
22
31
20
51
7.5
8.5q17L
BORING TERMINATED
4S
Lo
0/0.
NOTE(S):
GSE INTERPOLATED FROM FORSYTH COUNTY TOPOGRAPHIC
Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted.

I
STEWART
PROJECT LEWISVILLE COMMUNITY CENTER
LOCATION LEWISVILLE. NC
BORING LOG: B- 8
PAGE 1 OF 1
CLIENT TOWN OF LEWISVILLE
PROJECT NO. F20001.00
DATE DRILLED 1/20/20 LOGGED BY S. WOODS GROUND SURFACE EL. 925 ft BORING DEPTH 10 ft
DRILLING CONTRACTOR M&M DRILLING TIME OF DRILLING: WL DRY CAVE-IN 4.8 ft
DRILLING METHOD H.S. AUGER AUGERSIZE 2-1/41NCH (ID) AFTER DRILLING: WL DRY CAVE-IN
DRILL RIG B-57 HAMMERTYPE AUTO
w
SAMPLE
A SPT N-VALUE (BPF) A
a
}
~
J
471
10 20 30 40 50 60 70 80 90
PL WC LL
Q
z
O
w
0-1
LLy
=
a
IY
LU
<
Q
L
U
m
=
a a z
u)
H
O
w
D
Q
10 20 30 40 50 0 80 90
o
MATERIAL DESCRIPTION
J
w >_
I-
a _j O
.
El FINES CONTENT %❑
( )
W
>J
>
0 H
U) M U
Z
10 20 30 40 50 60 70 80 90
0.3
TOPSOIL9247
1
..
RESIDUAL - STIFF, RED, MOIST, SANDY LEAN CLAY
CL
SS
5
7
12
-
3.0
2.5
MEDIUM STIFF TO STIFF, RED, MOIST, CLAYEY SANDY SILT WITH TRACE
3.5
MICA
IS
2
.:...�... _... ...:...:...:...:...:...
2
4
5
9
6
2
ML
SS
3
:
3
5
$
7.5
8.5
: : :
SS
M
3
...:...:........ .........:...�...:...
inn
n�❑ n
4
4
7
. . . . . .
BORING TERMINATED
NOTE(S):
GSE INTERPOLATED FROM FORSYTH COUNTY TOPOGRAPHIC
Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted.

I
STEWART
PROJECT LEWISVILLE COMMUNITY CENTER
LOCATION LEWISVILLE. NC
BORING LOG: B- 9
PAGE 1 OF 1
CLIENT TOWN OF LEWISVILLE
PROJECT NO. F20001.00
DATE DRILLED 1/20/20 LOGGED BY S. WOODS
GROUND SURFACE EL. 920 ft
BORING DEPTH 10 ft
DRILLING CONTRACTOR M&M DRILLING
TIME OF DRILLING: WL
DRY
CAVE-IN 5.0 ft
DRILLING METHOD H.S. AUGER AUGERSIZE 2-1/4 INCH (ID)
AFTER DRILLING: WL
DRY
CAVE-IN
DRILL RIG B-57 HAMMERTYPE AUTO
w
SAMPLE
A SPT N-VALUE (BPF) A
a
}
~
J
471
10 20 30 40 50 60 70 80 90
Q
z
O
w
0-1
LLy
PL WC LL
=
a
IY
LU
<
Q
L
U
m
=
a a z
u)
H
O
w
D
Q
10 20 30 40 50 0 80 90
o
MATERIAL DESCRIPTION
J
w >_
I-
a _j O
.
El FINES CONTENT %❑
( )
W
>J
>
0 H
U) M U
Z
10 20 30 40 50 60 70 80 90
0.6
TOPSOIL
CL
RESIDUAL- TIFF, RED, MOIST, SANDY LEAN CLAY WITH TRACE MICA
1
SS
2
.
1
$
12
... ..:......:...:...:. .....:...:
3.0
2.5
�
MEDIUM DENSE, RED, MOIST, CLAYEY SAND WITH TRACE MICA
3.5
SC
2S
7
9
11
20
6.6
915
5
...-.. �.._...:...:...:...:...:...:...
MEDIUM DENSE, RED, MOIST, SILTY SAND WITH TRACE MICA
6
SS
3
5
:
7
12
...,.................
SM
7.5
8.5
4
.... ...:...:...:...:...:...:...
100
8
95
BORING TERMINATED
NOTE(S):
GSE INTERPOLATED FROM FORSYTH COUNTY TOPOGRAPHIC
Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted.

I
STEWART
PROJECT LEWISVILLE COMMUNITY CENTER
LOCATION LEWISVILLE. NC
BORING LOG: B-10
PAGE 1 OF 1
CLIENT TOWN OF LEWISVILLE
PROJECT NO. F20001.00
DATE DRILLED 1/20/20 LOGGED BY S. WOODS
GROUND SURFACE EL. 925 ft
BORING DEPTH 10 ft
DRILLING CONTRACTOR M&M DRILLING
TIME OF DRILLING: WL
DRY
CAVE-IN 4.8 ft
DRILLING METHOD H.S. AUGER AUGERSIZE 2-1/41NCH (ID)
AFTER DRILLING: WL
DRY
CAVE-IN
DRILL RIG
B-57 HAMMERTYPE AUTO
W
SAMPLE
A SPT N-VALUE (BPF) A
a
}
~
J
471
10 20 30 40 50 60 70 80 90
Q
z
O
W
0-1
LLy
PL WC LL
=
a
IY
LU
<
Q
L
U
m
=
a a z
u)
H
O
W
D
Q
10 20 30 40 50 0 80 90
MATERIAL DESCRIPTION
J
W >_
I-
a _j O
.
El FINES CONTENT %❑
( )
o
W
>J
>
0 H
U) M U
Z
10 20 30 40 50 60 70 80 90
0.3
ASPHALT (3.5 INCHES)
9247
07
GRAVEL (5.5 INCHES)
924 21
................-
FILL - MEDIUM STIFF, RED, MOIST, SANDY LEAN CLAY WITH TRACE MICA
4
1
4
$
.......
2.5
CL
.......:.......
3.5
2
3
..:...:..._...:...:...:...........:...
2
2
4
7
9195
RESIDUAL - MEDIUM DENSE, TAN -ORANGE, MOIST, CLAYEY SILTY SAND
6
WITH TRACE MICA
SS
4
......
3
7
9
16
.... .......... ............:...:
8.5
_
SS
...:...:... ...:...:.........:...:...
100
7.i .<
n�cn
4
10
97
. . .
BORING TERMINATED
NOTE(S):
GSE INTERPOLATED FROM FORSYTH COUNTY TOPOGRAPHIC
Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted.

I
STEWART
PROJECT LEWISVILLE COMMUNITY CENTER
LOCATION LEWISVILLE. NC
DATE DRILLED 1/20/20 LOGGED BY S. WOODS
DRILLING CONTRACTOR M&M DRILLING
DRILLING METHOD H.S. AUGER AUGERSIZE 2-1/4 INCH (ID)
DRILL RIG B-57 HAMMERTYPE AUTO
W
a
Q
ry
LU
LLU Q MATERIAL DESCRIPTION
0 !!--
BORING LOG: B-11
PAGE 1 OF 1
CLIENT TOWN OF LEWISVILLE
PROJECT NO. F20001.00
GROUND SURFACE EL. 920 ft BORING DEPTH 10 ft
TIME OF DRILLING: WL DRY CAVE-IN 4.2 ft
AFTER DRILLING: WL DRY CAVE-IN
0.3 ASPHALT (3 INCHES)
0 GRAVEL (3 INCHES)
SM FILL - MEDIUM DENSE, ORANGE, MOIST, SILTY SAND WITH TRACE MICA,
CLAY AND ROCK FRAGMENTS
3.0
RESIDUAL - MEDIUM STIFF, RED -BROWN, MOIST, SANDY LEAN CLAY WITH
TRACE MICA
CL
5.5
STIFF, BROWN -GRAY -RED, MOIST, SILTY FAT CLAY WITH TRACE MICA
CH
8.0
ML
STIFF. ORANGE. MOIST. SANDY SILT WITH TRACE MICA
BORING TERMINATED
NOTE(S):
GSE INTERPOLATED FROM FORSYTH COUNTY TOPOGRAPHIC
SAMPLE
A SPT N-VALUE (BPF) A
J
W
471
fl-
10 20 30 40 50 60 70 80 90
PL WC LL
p
W
LLy
>
>
Q
U
_ m
=
0- 0- z
cn
I—
O
W
D
Q
10 20 30 40 50 0 80 90
S D
>
❑ FINES CONTENT %❑
( )
>
>_
O
W
>
0 H
(0100,
Z
10 20 30 40 50 60 70 80 90
)195
1
SS
4 4
2.5
7
11
3.5
2
SS
3
... .. _......
915.8
2
3
)145
5
:...:....... ...:...:....... :.......
6 SS
3
3
5
.
7.5
7
12
8.5
SS
q
........ ........ ................:...:
��n n
4
6
90
:...
Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted.

I
STEWART
PROJECT LEWISVILLE COMMUNITY CENTER
LOCATION LEWISVILLE. NC
BORING LOG: B-12
PAGE 1 OF 1
CLIENT TOWN OF LEWISVILLE
PROJECT NO. F20001.00
DATE DRILLED 1/17/20
LOGGED BY S. WOODS
GROUND SURFACE EL. 919 ft
BORING DEPTH 10 ft
DRILLING CONTRACTOR M&M DRILLING
TIME OF DRILLING: WL DRY
CAVE-IN 5.2 ft
DRILLING METHOD H.S. AUGER
AUGERSIZE 2-1/41NCH (ID)
AFTER DRILLING: WL DRY
CAVE-IN
DRILL RIG B-57
HAMMERTYPE AUTO
W
SAMPLE
A SPT N-VALUE (BPF) A
a
}
J
471
10 20 30 40 50 60 70 80 90
PL WC LL
Q~
z
O
W
LLU
z
2
a
ry
Q
U
m
=
a a z
u)
I—
O
W
Q
10 20 30 40 0 80 90
o
MATERIAL DESCRIPTION
J
W >-
a O
?
❑ FINES CONTENT %❑
( )
W
>J
>
0 I—
_j
U) m U
Z
10 20 30 40 50 60 70 80 90
CL
3.0
MH
5.5
bN
TOPSOIL
RESIDUAL - SOFT. BROWN. WET. SANDY LEAN CLAY
VERY STIFF, RED, MOIST, SANDY CLAYEY ELASTIC SILT WITH TRACE
MICA
MEDIUM STIFF TO STIFF, ORANGE, MOIST, SANDY SILT WITH TRACE MICA
BORING TERMINATED
NOTE(S):
GSE INTERPOLATED FROM FORSYTH COUNTY TOPOGRAPHIC
1 WOH
SS 3 1
1
2.5
3.5 4
2 8
2 10
5
2
3 4
3 6
7.5
8.5 2
4 4
4
18
..._..♦
....... ........................
10
...:...:..._
...:...:...:...:...:...:...
R
Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted.

I
STEWART
PROJECT LEWISVILLE COMMUNITY CENTER
LOCATION LEWISVILLE. NC
BORING LOG: B-13
PAGE 1 OF 1
CLIENT TOWN OF LEWISVILLE
PROJECT NO. F20001.00
DATE DRILLED 1/17/20 LOGGED BY S. WOODS
GROUND SURFACE EL. 920 ft
BORING DEPTH 10 ft
DRILLING CONTRACTOR M&M DRILLING
TIME OF DRILLING: WL
DRY
CAVE-IN 4.8 ft
DRILLING METHOD H.S. AUGER AUGERSIZE 2-1/41NCH (ID)
AFTER DRILLING: WL
DRY
CAVE-IN
DRILL RIG B-57 HAMMERTYPE AUTO
W
SAMPLE
A SPT N-VALUE (BPF) A
a
}
~
J
471
10 20 30 40 50 60 70 80 90
Q
z
O
W
0-1
LLy
PL WC LL
=
a
IY
LU
<
Q
L
U
m
=
a a z
u)
H
O
W
D
Q
10 20 30 40 50 0 80 90
MATERIAL DESCRIPTION
J
W>_
I- D
a � O
?
El FINES CONTENT %❑
()
o
W
>J
>
0 H
U) M U
Z
10 20 30 40 50 60 70 80 90
0.4
TOPSOIL9196
CL
RESIDUAL - MEDIUM STIFF, RED, WET, SANDY LEAN CLAY
1
SS
2
2
3
5
3.0
2.5
MEDIUM DENSE TO DENSE, RED -TAN, MOIST, SILTY SAND WITH TRACE
3 5
'r
MICA AND ROCK FRAGMENTS
SS
3
_...:..... .......:.... ...
2
7
25
32
-
6
5
SM
SS
1 1
......
..:
3
...:...:
7.5
8.5
16
SS
inn
::'r::bi
non n
4
12
99
BORING TERMINATED
NOTE(S):
GSE INTERPOLATED FROM FORSYTH COUNTY TOPOGRAPHIC
Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted.

I
STEWART
PROJECT LEWISVILLE COMMUNITY CENTER
LOCATION LEWISVILLE. NC
BORING LOG: B-14
PAGE 1 OF 1
CLIENT TOWN OF LEWISVILLE
PROJECT NO. F20001.00
DATE DRILLED 1/17/20
LOGGED BY S. WOODS
GROUND SURFACE EL. 915 ft
BORING DEPTH 10 ft
DRILLING CONTRACTOR M&M DRILLING
TIME OF DRILLING: WL DRY
CAVE-IN 4.9 ft
DRILLING METHOD H.S. AUGER
AUGERSIZE 2-1/41NCH (ID)
AFTER DRILLING: WL DRY
CAVE-IN
DRILL RIG B-57
HAMMERTYPE AUTO
W
SAMPLE
A SPT N-VALUE (BPF) A
a
}
J
471
10 20 30 40 50 60 70 80 90
PL WC LL
Q~
z
O
W
LLU
z
2
a
IY
Q
U
m
=
a a z
u)
I—
O
W
Q
10 20 30 40 0 80 90
o
MATERIAL DESCRIPTION
J
W >-
a O
?
El FINES CONTENT %❑
( )
W
>J
>
0 I—
_j
U) m U
Z
10 20 30 40 50 60 70 80 90
SM
TOPSOIL
RESIDUAL - LOOSE, RED AND BROWN, MOIST, SILTY SAND WITH TRACE
MICA AND CLAY
BORING TERMINATED
NOTE(S):
GSE INTERPOLATED FROM FORSYTH COUNTY TOPOGRAPHIC
1 2
1 3
1 5
2.5
3.5 2
2 4
2 4
eio., 5
6 3
3 4
3 5
7.5
8.5 9
4 10
8
r
17
Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted.

STEWART
PROJECT LEWISVILLE COMMUNITY CENTER
LOCATION LEWISVILLE, NC
BORING SUMMARY TABLE
PAGE 1 OF 1
CLIENT TOWN OF LEWISVILLE
PROJECT NO. F20001.00
Borehole
ID
Date
Performed
Ground
Surface El.
(ft)
Boring
Depth
(ft)
Time of Drilling GW
Depth El.
(ft) (ft)
After Drilling
Depth
(ft)
GW
El.
(ft)
Weathered Rock
Depth El.
(ft) (ft)
Auger Refusal
Depth EI.
(ft) (ft)
B- 1
1 /17/2020
922
8.4
DRY
DRY
4
918
8.4
913.6
B- 2
1 /17/2020
922
11.3
DRY
DRY
7
915
11.3
910.7
B- 3
1 /20/2020
926
20
DRY
DRY
B- 4
1 /20/2020
926
29.7
DRY
DRY
24.5
901.5
29.7
896.3
B- 5
1 /20/2020
924
20
DRY
DRY
6.5
917.5
B- 6
1 /20/2020
922
20
DRY
DRY
B- 7
1 /20/2020
926
8.5
DRY
DRY
B- 8
1 /20/2020
925
10
DRY
DRY
B- 9
1 /20/2020
920
10
DRY
DRY
B-10
1 /20/2020
925
10
DRY
DRY
B-11
1 /20/2020
920
10
DRY
DRY
B-12
1 /17/2020
919
10
DRY
DRY
B-13
1 /17/2020
920
10
DRY
DRY
B-14
1 /17/2020
915
10
DRY
DRY
Note: Blank cells indicate not encountered or not measured/recorded. Refer to the individual boring log and report for additional details

UNIFIED SOIL CLASSIFICATION (ASTM D-2487)
MATERIAL CRITERIA FOR ASSIGNING SOIL GROUP NAMES
TYPES
GROUPI SOIL GROUP NAMES & LEGEND
GRAVELS
CLEAN GRAVELS
Cu>4 AND 1<Cc<3
GW
WELL -GRADED GRAVEL
w
>50% OF COARSE
<5% FINES
Cu>4 AND 1>Cc>3
GP
POORLY -GRADED GRAVEL
a
o �a °o
p z
FRACTION RETAINED
a
Q o w
ON NO 4. SIEVE
GRAVELS WITH FINES
FINES CLASSIFY ASMLORCL
GM
SILTY GRAVEL
w w
z
Z lA
>12% FINES
FINES CLASSIFY AS CL OR CH
GC
CLAYEY GRAVEL
Q
� O
O
0 � N
SANDS
CLEAN SANDS
Cu>6AND 1<Cc<3
SW
WELL -GRADED SAND
0
o z
<5% FINES
Cu>6AND 1>Cc>3
SP
POORLY -GRADED SAND
< A
>50% OF COARSE
Ov
FRACTION PASSES
FINES CLASSIFY ASMLORCIL
SM
SILTY SAND
ON NO 4. SIEVE
SANDS AND FINES
> 12% FINES
FINES CLASSIFY AS CL OR CH
SC
CLAYEY SAND
SILTS AND CLAYS
PI>7 AND PLOTS>"A" LINE
CL
LOW PLASTICITY (LEAN) CLA
�
INORGANIC
LU
0 w
LIQUID LIMIT<50
PI>4 AND PLOTS<"A" LINE
ML
LOW PLASTICITY SILT
>
Lnw
w a o
ORGANIC
LL(ovendried)/LL(notdried)<0.75
OL
ORGANIC CLAY OR SILTIIIII
o
SILTS AND CLAYS
PI PLOTS >"A" LINE
CH
HIGH PLASTICITY (FAT) CLA
Ln p
INORGANIC
z z
LIQUID LIMIT>50
PI PLOTS <"A" LINE
MH
HIGH ELASTICITY SILT
ORGANIC
LL (oven dried)/LL (not dried)<0.75
OH
ORGANIC CLAY OR SILT
HIGHLY ORGANIC SOILS
PRIMARILY ORGANIC MATTER, DARK IN COLOR, AND ORGANIC ODOR
PT
PEAT
0I, 0
MATERIAL TYPES ENCOUNTERED ONSITE
SAMPLE TYPES
- Asphalt
® Fat Clay (CH)
® Split Spoon
® Lean Clay (CL)
® Fill - Lean Clay (CL)
Fill - Silty Sand (SM)
o . a
Gravel
® Elastic Silt (MH)
F7Silt (ML)
ADDITIONAL ABBREVIATIONS, TERMS, & SYMBOLS
Clayey Sand (SC)
ED Silty Sand (SM)
SPT -
BPF
STANDARD PENETRATION TEST
BLOWS PER FOOT
DRY - REQUIRES WETTING TO REACH OPTIMUIv
MOIST - AT OR NEAR OPTIMUM
Topsoil / Organic Layer
ul Weathered Rock (WR)
PL -
LL -
MC -
PLASTIC LIMIT
LIQUID LIMIT
MOISTURE CONTENT
WET - REQUIRES DRYING TO REACH OPTIMUM
SAT - SATURATED, NEARLY LIQUID
TRACE- < 5%
PLASTICITY CHART
80
70
60
x 50
z CL
r 40
V
30 �
g OH & MH
a 2p P
10
rEEEIT�ML OL
0
0 10 20 30 40 50 60 70 80 90 100 110 120
LIQUID LIMIT (%)
POP I
TEWART
SS -
SPLIT SPOON
FEW -
5 - 10%
AP -
AUGER PROBE
LITTLE -
15 - 25%
WL -
WATER LEVEL
SOME -
30 - 45%
USCS -
UNIFIED SOIL CLASSIFICATION SYSTEM
V
�L
WATER LEVEL AT TIME OF DRILLING
WOH -
WEIGHT OF HAMMER
WOR -
WEIGHT OF RODS
V
WATER LEVEL AFTER DRILLING
EOD -
END OF DAY
CAVE-IN LEVEL
FIAD -
FILLED IMMEDIATELYn
AFTER DRILLING/DIGGING
PENETRATION RESISTANCE
(RECORDED AS BLOWS PER 6IN.)
SAND & GRAVEL SILT & CLAY
UNDRAINED SHEAR
RELATIVE DENSITY
BLOWS/FOOT-
CONSISTENCY BLOWS/FOOT-
STRENGTH (KSF)
VERYLOOSE
0-3
VERY SOFT 0-1
0 - 0.25
LOOSE
4-9
SOFT 2 - 4
0.26 - 0.50
MEDIUM DENSE
10 - 30
MEDIUM STIFF (FIRM) 5 - 8
0.51 - 1.0
DENSE
31 - 50
STIFF 9 - 15
1.1 - 2.0
VERYDENSE
51+
VERY STIFF 16 - 30
2.1 - 4.0
HARD 31+
4.0+
* NUMBER OF BLOWS OF 140 LB HAMMER FALLING 30 INCHES TO DRIVE A 2 INCH
O.D. (1-3/8 INCH I.D.) SPLIT -BARREL SAMPLER THE LAST 12 INCHES OF AN 18-INCH
DRIVE(ASTM-1586 STANDARD PENETRATION TEST).
LEGEND TO SOIL
DESCRIPTIONS

,: •� �lrj ri
• � �`y `'��-off-__ ��. x �--
� � 'N� x 4��^ems _ � �b •.�.
-
_

. �G
4P�
_ +n