SW3231201_Soils/Geotechnical Report_20240102

IT Ni
REPORT
OF
SUBSURFACE EXPLORATION
PRESCOT VILLAGE MULTI-USE DEVELOPMENT
WAXHAW, NORTH CAROLINA
ECS PROJECT NO. 08-7867
NOVEMBER 4, 2011

REPORT OF SUBSURFACE EXPLORATION
Prescot Village Multi-Use Development
Waxhaw, North Carolina
Prepared For:
DEWBERRY
6135 Lakeview Road, Suite 150
Charlotte, North Carolina 28269
Prepared By:
ECS CAROLINAS, LLP
1812 Center Park Drive, Suite D
Charlotte, North Carolina 28217
ECS Project No:
08-7867
Report Date:
November 4, 2011

E C S CAROLINAS L L P "Setting the Standard for Service"
I I.. Geotechnical • Construction Materials • Environmental • Facilities NC Registered Engitwemng Firm F-1079
November 4, 2011
Mr. Frederic M. Shmurak, PE, CFM
Dewberry
6135 Lakeview Road
Suite 150
Charlotte, North Carolina 28269
Reference: Report of Subsurface Exploration
Prescot Village - Mixed Use Development
Pine Oak Road & Providence Road
Waxhaw, North Carolina
ECS Project No. 08-7867
Dear Mr. Shmurak:
ECS Carolinas, LLP (ECS) has completed the subsurface exploration for the above referenced
project. This project was authorized and performed in general accordance with ECS Proposal
No. 08-13058P dated September 9, 2011. The purpose of this exploration was to determine the
general subsurface conditions at the site and to evaluate those conditions with regard to
foundation and floor slab support, along with general site development. This report presents our
findings, conclusions, and recommendations for design and construction of the project.
ECS Carolinas, LLP appreciates the opportunity to assist you during this phase of the project. If
you have questions concerning this report, please contact our office.
Respectfully,
ECS CAROLINAS, LLP
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Erik . Freeburg, P.E. 036328 it (i Lee J. McGuinnes , P.E.
Senior Project Manager Geotechnical Department Manager
NC Registration No. 026 •• �tiorNEE�''Qd
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Paul A. Blake, P.E.
Principal Engineer
i 812 Center Park Drive. Suite D. Charlotte, NC 28217 • T: 704-525-5152 • F: 704-357-0023 • www.ecslimited.com
ECS Capitol Services,PLLC • ECS Carolinas,LLP • ECS Florida,LLC • ECS Mid-Atlantic,LLC • ECS Midvtst,LLC • ECS Southeast,LLC • ECS Texas,LLP

Report of Subsurface Exploration
Prescot Village Multi-Use Development Dewberry
Waxhaw, North Carolina ECS Project No. 08-7867
Page 1 November 4, 2011
1. INTRODUCTION
1.1. Project Information
Based on the provided "Grading and Drainage Plan", the 65-acre site is located at the northwest
quadrant of the intersection of Providence Road and Pine Oak Road in Waxhaw, North Carolina.
Based on our discussions, we understand the proposed development will be considered mixed-
use with the main access road labeled as Prescot Glen Parkway. During this phase of the
development, Prescot Glen Parkway will be constructed along with the infrastructure. We
understand the lots will be developed as a separate phase once their occupants have been
determined. A creek crossing, likely consisting of a double box-culvert, is planned at the
western end of Prescot Glen Parkway.
We understand the site has been previously graded by others and no subsurface information
(including geotechnical evaluation, proofrolling, compaction testing, etc.) is available. Based on
our site observations, the majority of the site is clear and relatively level. Some heavy wooded
areas are located north of the site between the clearing limits and Twelve Mile Creek. Based on
our review of the provided grading plan, up to 21 feet of fill was likely placed within the northern
portion of the site and up to 20 feet of cut was likely excavated within the southern portion of the
site along Pine Oak Road.
1.2. Scope of Services
Our scope of services included a subsurface exploration with soil test borings, laboratory testing,
engineering analysis of the existing on-site fill, foundation support options, and preparation of
this report with our recommendations. The subsurface exploration included twenty-seven (27)
soil test borings (B-1 through B-27). Approximate boring locations are shown on the Boring
Location Diagram (Figure 2) included in the Appendix. Borings B-1 through B-13 were located
along the proposed sanitary sewer alignment for the Prescot Glen Parkway and advanced to
depths ranging from 13 to 20 feet below the existing ground surface. Borings B-14 through B-27
were located within the existing fill areas in the northern and eastern portion of the site and
advanced to depths ranging from 19.5 to 31.5 feet below the existing ground surface. The soil
borings were performed using a SIMCO 2400 track-mounted drill rig using continuous-flight,
hollow-stem augers.
2. FIELD SERVICES
2.1. Test Locations
The soil boring locations and depths were selected by ECS and located in the field using a
handheld global positioning systems (GPS) unit and existing landmarks as reference. The
approximate test locations are shown on the Boring Location Diagram (Figure 2) presented in
the Appendix of this report and should be considered accurate only to the degree implied by the
method used to obtain them. The ground surface elevations were obtained from the provided
topographic survey and should be considered approximate.

Report of Subsurface Exploration
Prescot Village Multi-Use Development Dewberry
Waxhaw, North Carolina ECS Project No. 08-7867
Page 2 November 4, 2011
2.2. Soil Test Borings
Twenty-seven (27) soil test borings were drilled to evaluate the stratification and engineering
properties of the subsurface soils at the project site. At Borings B-1 through B-13, Standard
Penetration Tests (SPT's) were performed at designated intervals in general accordance with
ASTM D 1586. Continuous SPT and sampling were performed at Borings B-14 through B-27 in
general accordance with ASTM D 1586. The Standard Penetration Test is used to provide an
index for estimating soil strength and density. In conjunction with the penetration testing, split-
barrel soil samples were recovered for soil classification and potential laboratory tests at each
test interval. In addition to split spoon sampling, undisturbed Shelby tube samples were
obtained at selected elevations within Borings B-14, B-18, and B-20, and bulk samples were
obtained at Borings B-16, B-21, and B-27. Boring Logs are included in the Appendix.
The drill crew also maintained a field log of the soils encountered at each of the boring locations.
After recovery, each sample was removed from the auger and visually classified.
Representative portions of each sample were then sealed and brought to our laboratory in
Charlotte, North Carolina for further visual examination and potential testing. Groundwater
measurements were attempted at the termination of drilling and after a 24-hour stabilization
period at each boring location.
3. LABORATORY SERVICES
Soil samples were collected from the borings and examined in our laboratory to check field
classifications and to determine pertinent engineering properties. Data obtained from the
borings, our visual/manual examinations, and laboratory test results are included on the
respective boring logs in the Appendix.
3.1. Soil Classification
A geotechnical engineer classified each soil sample on the basis of color, texture, and plasticity
characteristics in general accordance with the Unified Soil Classification System (USCS). The
soil engineer grouped the various soil types into the major zones noted on the boring logs. The
stratification lines designating the interfaces between earth materials on the boring logs and
profiles are approximate; in situ, the transition between strata may be gradual in both the vertical
and horizontal directions. The results of the visual classifications are presented on the Boring
Logs included in the Appendix.
3.2. Laboratory Testing
In addition to the manual-visual classification, ECS selected representative split-spoon, bulk,
and Shelby tube samples for further laboratory testing. The laboratory testing performed
included four (4) No. 200 washes, four (4) Atterberg limits, fifteen (15) natural moisture contents,
three (3) standard Proctors, and three (3) unit weight tests. Laboratory testing was performed in
general accordance with ASTM standards.

Report of Subsurface Exploration
Prescot Village Multi-Use Development Dewberry
Waxhaw, North Carolina ECS Project No. 08-7867
Page 3 November 4, 2011
4. SITE AND SUBSURFACE FINDINGS
4.1. Area Geology
The site is located in the Piedmont Physiographic Province of North Carolina. The native soils in
the Piedmont Province consist mainly of residuum with underlying saprolites weathered from the
parent bedrock, which can be found in both weathered and unweathered states. Although the
surficial materials normally retain the structure of the original parent bedrock, they typically have
a much lower density and exhibit strengths and other engineering properties typical of soil. In a
mature weathering profile of the Piedmont Province, the soils are generally found to be finer
grained at the surface where more extensive weathering has occurred. The particle size of the
soils generally becomes more granular with increasing depth and gradually changes first to
weathered and finally to unweathered parent bedrock. The mineral composition of the parent
rock and the environment in which weathering occurs largely control the resulting soil's
engineering characteristics. The residual soils are the product of the weathering of the parent
bedrock.
The quality of man-made fills can vary significantly, and it is often difficult to assess the
engineering properties of existing fills. Furthermore, there is no specific correlation between N-
values from standard penetration tests performed in soil test borings and the degree of
compaction of existing fill soils; however, a qualitative assessment of existing fills can
sometimes be made based on the N-values obtained and observations of the materials sampled
in the test borings.
4.2. Subsurface Conditions
The subsurface conditions at the site, as indicated by the borings, generally consisted of fill,
residual soil, partially weathered rock, and rock to the depths explored. The generalized
subsurface conditions are described below. For soil stratification at a particular test location, the
respective Boring Log found in the Appendix should be reviewed.
Topsoil was encountered at the ground surface at Borings B-1 through B-27 and extended to
depths ranging from 1 to 2 inches below the existing ground surface.
Fill soils were encountered below the topsoil at Borings B-2, and B-11 through B-27 extending to
depths ranging from 3 to 21 feet below the existing ground surface. The fill soils encountered
generally consist of Sandy SILT (ML) with varying amounts of organic material (trace roots) and
gravel. SPT N-values obtained in the fill range from 3 to in excess of 50 blows per foot (bpf) with
the majority between 10 and 20 bpf.
Alluvial soils were encountered beneath the existing fill soils at Borings B-15 and B-26 extending
to depths of approximately 26 and 22 feet below the existing ground surface, respectively.
Alluvial soils are deposited by water over time and are generally encountered near existing or
previous bodies of water. The encountered alluvial soils generally consist of Sandy SILT (ML)
and Silty SAND (SM) with SPT N-values ranging from 3 to 12 bpf.
Residual soil was encountered below the topsoil, fill, or alluvial soils at Borings B-1 through B-
27. Residual soils are formed by the in-place chemical and mechanical weathering of the parent
bedrock. The residual soils encountered in the borings generally consist of Sandy SILT (ML)
exhibiting SPT N-values ranging from 8 to 75 bpf. Each boring, with the exception of Borings B-
1, B-2, B-4, B-6, B-7, B-10, and B-27, was terminated in residual soil.

Report of Subsurface Exploration
Prescot Village Multi-Use Development Dewberry
Waxhaw, North Carolina ECS Project No. 08-7867
Page 4 November 4, 2011
Partially weathered rock (PWR) was encountered at Borings B-1, B-2, B-4, B-6, B-7, B-10, and
B-27. PWR was encountered at depths ranging from 4 to 19 feet below the existing ground
surface. A lens of PWR was encountered at Boring B-4 at a depth of approximately 6 feet below
the existing ground surface. PWR is defined as residual material exhibiting SPT N-values
greater than 100 bpf. The PWR encountered generally consist of Sandy SILT (ML) exhibiting
SPT N-values ranging from 50 per 2 inches to 50 blows per 6 inches. Borings B-2, B-4, B-6, B-
7, B-10, and B-27 were terminated in PWR.
Auger refusal was encountered at Boring B-1 at a depth of approximately 13 feet below the
existing ground surface. Auger refusal is defined as negligible penetration of the augers under
the full weight and down pressure of the drill rig. Auger refusal can occur on rock lenses,
boulders, or on top of continuous bedrock. Based on the subsurface conditions at the site, it is
probable that auger refusal at Boring B-1 occurred on continuous bedrock. Core sampling of the
refusal material to determine their character and continuity was beyond the scope of services for
this project.
4.3. Groundwater Observations
Groundwater measurements were attempted at the termination of drilling and after a 24-hour
stabilization period at each boring location. Groundwater was encountered at Boring B-15 at a
depth of approximately 15 feet below existing grades after stabilizing for a period of 24 hours.
Borehole cave-in depths were observed at each boring location at depths ranging from
approximately 12 to 27 feet below the existing ground surface. Cave-in of a soil test boring is
typically caused by groundwater hydrostatic pressure, weak soil layers, and/or drilling activities
(i.e. drilling fluid circulation or advancement of bit). Fluctuations in the groundwater elevation
should be expected depending on precipitation, run-off, utility leaks, and other factors not
evident at the time of our evaluation. Normally, highest groundwater levels occur in late winter
and spring and the lowest levels occur in late summer and fall.
4.4. Laboratory Testing
The results of our laboratory testing are summarized in the tables provided in the Appendix of
this report.
5. CONCLUSIONS AND RECOMMENDATIONS
The borings performed at this site represent the subsurface conditions at the location of the
borings. Due to inconsistencies associated with fill and the prevailing geology, there can be
changes in the subsurface conditions over relatively short distances that have not been
disclosed by the results of the test location performed. Consequently, there may be undisclosed
subsurface conditions that require special treatment or additional preparation once these
conditions are revealed during construction.
Our evaluation of the site suitability for support of future lightly-loaded structures has been
based on our understanding of the site, project information and the data obtained in our field
exploration. The general subsurface conditions utilized in our evaluation have been based on
interpolation of subsurface data between and away from the borings. In evaluating the boring
data, we have examined previous correlations between penetration resistance values and
foundation bearing pressures observed in soil conditions similar to those at your site. In
addition, we have evaluated the boring data for potential difficult excavation in the vicinity of the
proposed sanitary sewer line.

Report of Subsurface Exploration
Prescot Village Multi-Use Development Dewberry
Waxhaw, North Carolina ECS Project No. 08-7867
Page 5 November 4, 2011
5.1. Existing Fill
Fill was encountered at Borings B-2, and B-11 through B-27 extending to depths ranging from
approximately 3 to 21 feet below existing grades. Although the site was rough graded prior to
our subsurface exploration, previous compaction records for the existing fill were not available to
ECS at the time of this report. Based on our findings, the existing fill should be considered
undocumented.
The quality of fill soils can vary significantly, and it is often difficult to assess the engineering
properties of existing fill soil. Furthermore, there is no specific correlation between N-values
from standard penetration tests performed in soil test borings and the degree of compaction of
existing fill soils; however, a qualitative assessment of existing fill soils can sometimes be made
based on the N-values obtained and observations of the materials sampled in the test borings.
Based on our observations and analysis of the undocumented fill encountered on the site, it
appears that the majority of the fill soils were compacted in a relatively controlled manner within
the observed boring locations and depths. Varying amounts of trace roots and gravel were
present within the encountered undocumented fill; however, the majority of the fill appeared
relatively free of concentrated organics or construction debris at the observed boring locations
and depths. Please note that the undocumented fill soils encountered within the soil test borings
can only provide an indication of the suitability of the existing fill materials at the locations and
depths encountered.
Undocumented fill poses risks associated with undetected voids, debris, deleterious inclusions
within the fill, and/or deleterious materials at the virgin ground fill interface that are covered by
the fill. Deleterious materials can consist of a significant amount of organics derived from
organic rich strippings, rubbish, construction debris, stumps and roots, and logs. If these
materials are covered over by or are within undocumented fill, the organic materials tend to
decompose slowly in the anaerobic conditions in or under the fill. Decomposition can occur over
periods ranging from several years to several decades. As the organic materials decompose, a
void is created which can create soft conditions and even subsidence in areas above the
organics. Where these types of conditions exist under or within undocumented fill, they are
sometimes in discreet pockets that can go undetected by normal subsurface exploration
techniques, i.e., soil test borings and test pits.
The magnitude of settlement or subsidence associated with organic material is generally related
to the volume of organic materials. Therefore, when undocumented fill is present, soil test
borings and test pits can indicate generally good conditions when, in fact, undiscovered pockets
of organics occur under buildings, parking lots, or roadways. After the structure has been in
place for some time, the extra load, or pressure, caused by new facility or new fill constructed on
the undocumented fill causes subsidence and consolidation which is reflected in settlement,
sometimes excessive, in paved areas or in the structure. Resurfacing of parking lots can be
utilized to repair"bird baths" created by subsidence at a generally acceptable cost.
Repair of floor slabs that settle excessively typically entails more expensive measures such as
injecting grout below the slabs to raise and level them. The cost consequence of slab
settlement due to subsidence can be severe when sensitive equipment is affected by such
differential displacements. When subsidence causes differential settlements that impose
excessive stresses on structural members, the cost is typically substantial. This can entail
underpinning of foundations to raise portions of the structure that has settled excessively, as

Report of Subsurface Exploration
Prescot Village Multi-Use Development Dewberry
Waxhaw, North Carolina ECS Project No. 08-7867
Page 6 November 4, 2011
well as, repair to cracked walls, overstressed columns, beams, and connections where such
results.
The problem with uncontrolled fill is that the degree of risk associated with the above factors and
consequences cannot be quantified. Soil test borings on a very close grid of 20 to 30 feet could
still miss significant discreet volumes of organics such as a stump pile. The only way to totally
eliminate the risk associated with undocumented fill is to remove it, exposing the original ground
and allowing evaluation of the quality of the material in the fill volume. This is often expensive
and time consuming.
The other end of the risk spectrum, would be to accept the risks based on whatever information
is available and deal with the consequences, if any, later. An intermediate measure is to remove
undocumented fill exposing virgin ground under foundations and slabs accepting risk in the
pavement areas. Where the cost consequences tend to be less, i.e., in parking lots, taking the
risks associated with undocumented fill and being prepared to make repairs, if required, later is
sometimes the more cost effective approach.
Once the facts relating to undocumented fill are disclosed, the level of risk considered
acceptable becomes a business decision that only the owner can make.
5.2. Structure Foundations
The recommendations for foundation alternatives described below are based on our findings as
noted herein. Additional exploration will be required once building locations, construction
methodology, loading conditions, and finished grades are known to provide additional
recommendations.
Shallow Foundations (bearing on residual or engineered fill soils)
ECS recommends that the undocumented fill and underlying alluvial soils be undercut within the
proposed building footprint and backfilled with engineered fill. We offer this recommendation
with the anticipation that the owner will not accept the risk of poor foundation performance
associated with building on undocumented fill. The base of the undercut area should extend
beyond the building footprint a minimum of 5 feet plus one-half the depth of undercut. This will
facilitate proper distribution of the foundation pressures in the engineered backfill.
Provided the recommendations outlined herein are implemented, the planned structures can be
adequately supported on a shallow foundation system consisting of spread footings bearing on
firm undisturbed low plasticity residual soil or newly-placed engineered fill. A preliminary bearing
capacity of up to 3,000 psf is recommended for foundations bearing on firm undisturbed low
plasticity residual soil or newly-placed engineered fill. For this project, minimum wall and column
footing dimensions of 18 and 24 inches, respectively, should be maintained to reduce the
possibility of a localized, "punching" type, shear failure. Exterior foundations and foundations in
unheated areas should be embedded deep enough below exterior grades to reduce potential
movements from frost action or excessive drying shrinkage. For this region, we recommend
footings be placed at least 18 inches below finished grade.

Report of Subsurface Exploration
Prescot Village Multi-Use Development Dewberry
Waxhaw, North Carolina ECS Project No. 08-7867
Page 7 November 4, 2011
Total settlement is anticipated to be less than 1 inch, while differential settlement between
columns is anticipated to be less than 1/2 inch for shallow foundations bearing on low plasticity
residual soil or newly-placed structural fill. Foundation geometry, loading conditions, and/or
bearing strata different than those described in this report may result in magnitudes of
settlement inconsistent with the previous estimates.
Intermediate Foundations
As an alternative to removing and replacing the undocumented fill within the planned building
footprints or if higher bearing capacities are desired, an intermediate foundation system such as
aggregate piers may be considered. The aggregate pier system is a displacement type
foundation element that replaces soil (undocumented fill) with a column of compacted stone. A
stone column is installed by a specially designed vibrator or tamp that penetrates through the
ground with a combination of self-weight, vibrations, augers and/or water jets. The vibrator or
tamp is typically supported from a crane or trackhoe. Once the system has reached the desired
bearing depth, stone backfill is introduced in lifts in the created void. Each lift is exposed to
compactive effort until the desired compaction is achieved. The tamping or vibration action
compacts the stone and, to a lesser degree, the surrounding soil. The process is completed up
to ground level, forming a stone column surrounded by relatively dense in-situ soil. The probe
should extend to the top of a dense bearing stratum. After installation, spread footings can be
designed for an allowable bearing pressure based on the contractor's design recommendations.
Additional exploration will be required once building locations, construction methodology, loading
conditions, and finished grades are known to provide the contractor adequate subsurface
information for their design.
Shallow Foundations (bearing on undocumented fill soils)
If the owner is willing to accept the risk associated with poor foundation and slab performance
due to potential settlement or subsidence of the undocumented fill, lightly loaded structures may
be supported on a shallow foundation system consisting of spread footings with a preliminary
bearing capacity on the order of 1,500 to 2,000 psf. A partial undercut of the fill soils may also
be considered to lower, but not eliminate, the associated risk of poor soil performance, if
considered acceptable by the owner. Additional exploration will be required to better define the
risks associated with supporting structures on undocumented fill.
5.3. Slab-On-Grade Support
If the owner is willing to accept the risks associated with supporting concrete slabs-on-grade on
undocumented fill, additional site preparation will likely be required to provide a relatively
suitable base for slab support. Stabilization with geotextiles, additional aggregate stone base,
and/or localized undercutting will likely be required. Higher maintenance costs and a shorter
service life should be expected for slabs supported by undocumented fill.
ECS recommends that the undocumented fill be undercut within the proposed building footprint
and backfilled with engineered fill. We offer this recommendation with the anticipation that the
owner will not accept the risk of poor slab performance associated with building on
undocumented fill.
Slabs-on-grade can be adequately supported on undisturbed low plasticity residual soils or new
placed engineered fill provided the site preparation and fill recommendations outlined herein are
implemented. For a properly prepared site, a modulus of subgrade reaction (ks) for the soil of 90

Report of Subsurface Exploration
Prescot Village Multi-Use Development Dewberry
Waxhaw, North Carolina ECS Project No. 08-7867
Page 8 November 4, 2011
pounds per cubic inch (pci) for the soil can be used. This value is representative of a 1-ft square
loaded area and may need to be adjusted depending the size and shape of the loaded area
depending on the method of structural analysis.
We recommend the slabs-on-grade be underlain by a minimum of 4 inches of granular material
having a maximum aggregate size of 1% inches and no more than 2 percent fines. Prior to
placing the granular material, the floor subgrade soil should be properly compacted, proofrolled,
and free of standing water, mud, and frozen soil. A properly designed and constructed capillary
break layer can often eliminate the need for a moisture retarder and can assist in more uniform
curing of concrete. If a vapor retarder is considered to provide additional moisture protection,
special attention should be given to the surface curing of the slabs to minimize uneven drying of
the slabs and associated cracking and/or slab curling. The use of a blotter or cushion layer
above the vapor retarder can also be considered for project specific reasons.
Please refer to ACI 302.1R96 Guide for Concrete Floor and Slab Construction and ASTM E
1643 Standard Practice for Installation of Water Vapor Retarders Used in Contact with Earth or
Granular Fill Under Concrete Slabs for additional guidance on this issue.
ECS recommends that the slab be isolated from the footings so differential settlement of the
structure will not induce shear stresses on the floor slab. Also, in order to minimize the crack
width of shrinkage cracks that may develop near the surface of the slab, we recommend mesh
reinforcement as a minimum be included in the design of the floor slab. For maximum
effectiveness, temperature and shrinkage reinforcements in slabs on ground should be
positioned in the upper third of the slab thickness. The Wire Reinforcement Institute
recommends the mesh reinforcement be placed 2 inches below the slab surface or upper one-
third of slab thickness, whichever is closer to the surface.
Adequate construction joints, contraction joints and isolation joints should also be provided in the
slab to reduce the impacts of cracking and shrinkage. Please refer to ACI 302.1R96 Guide for
Concrete Floor and Slab Construction for additional information regarding concrete slab joint
design.
5.4. Pavement Considerations
If the owner is willing to accept the risks associated with supporting project pavements on
undocumented fill, additional site preparation will likely be required to provide a relatively
suitable base for pavement support. Stabilization with geotextiles, additional aggregate stone
base, and/or localized undercutting will likely be required. Higher maintenance costs and a
shorter service life should be expected for pavements supported by undocumented fill.
The existing undisturbed low plasticity residual soils or newly placed engineered fill can provide
adequate support for a pavement structure designed for appropriate subgrade strength and
traffic characteristics. Based on the results of the laboratory tests performed, the residual soil
types encountered in the soil test borings, and provided the site grading recommendations
outlined herein are implemented, we recommend a CBR value of 4 be used in design of the
project pavements.
We emphasize that good base course drainage is absolutely essential for successful pavement
performance. Water buildup in the base course will result in premature pavement failures. The
subgrade and pavement should be graded to provide rapid runoff to either the outer limits of the

Report of Subsurface Exploration
Prescot Village Multi-Use Development Dewberry
Waxhaw, North Carolina ECS Project No. 08-7867
Page 9 November 4, 2011
paved area or to catch basins so that standing water will not accumulate on the subgrade or
pavement.
The pavement at locations for refuse dumpsters should be properly designed for the high axial
loads and twisting movements of the trucks. Consideration should be given to the use of
concrete pavement for the dumpster and approach areas. We recommend that the refuse
collector be consulted to determine the size and thickness of the concrete pads for dumpsters.
At locations where delivery truck, semi-trailers, and/or buses will be turning and maneuvering,
the flexible pavement section should be designed to resist the anticipated shear stress on the
pavement throughout the required pavement service life. When the traffic volumes, wheel
loading conditions, and service life have been estimated, we can perform pavement analyses for
flexible and rigid pavements for an additional fee.
5.5. Below Grade Excavation
Based on our field exploration, it appears that difficult excavation will not be encountered across
the majority of the site. However, based on the depth of proposed sanitary sewer line (up to 20
feet), it appears that difficult excavation may be encountered within the vicinity of Borings B-1
and B-6. Auger refusal was encountered at a depth of approximately 13 feet below existing
grades at Boring B-1. In addition, shallow PWR was encountered at a depth of approximately 4
feet below existing grades at Boring B-6.
In mass excavation for general site work, dense soils and PWR can usually be removed by
ripping with a single-tooth ripper attached to a large crawler tractor or by breaking it out with a
large front-end loader. In confined excavations such as foundations, utility trenches, etc.,
removal of PWR may require use of heavy duty backhoes, pneumatic spades, or blasting.
As noted in the Geology section of this report, the weathering process in the Piedmont can be
erratic and significant variations of the depths of the more dense materials can occur in relatively
short distances. In some cases, isolated boulders or thin rock seams may be present in the soil
matrix.
5.6. Cut and Fill Slopes
ECS does not anticipate cut or fill slopes greater than 5 feet in height. We recommend that
permanent cut slopes with less than 5 feet crest height through undisturbed residual soils be
constructed at 2:1 (horizontal: vertical) or flatter. Permanent fill slopes less than 5 feet tall may
be constructed using controlled fill at a slope of 2:1 or flatter. A slope of 3:1 or flatter may be
desirable to permit establishment of vegetation, safe mowing, and maintenance. The surface of
all cut and fill slopes should be adequately compacted. All permanent slopes should be
protected using vegetation or other means to prevent erosion.
The outside face of building foundations and the edges of pavements placed near slopes should
be located an appropriate distance from the slope. Buildings or pavements placed at the top of
fill slopes should be placed a distance equal to at least 1/3 of the height of the slope behind the
crest of the slope. Buildings or pavements near the bottom of a slope should be located at least
'/2 of the height of the slope from the toe of the slope. Slopes with structures located closer than
these limits or slopes taller than the height limits indicated should be specifically evaluated by
the geotechnical engineer and may require approval from the building code official.

Report of Subsurface Exploration
Prescot Village Multi-Use Development Dewberry
Waxhaw, North Carolina ECS Project No. 08-7867
Page 10 November 4, 2011
Temporary slopes in confined or open excavations should perform satisfactorily at inclinations of
2:1. All excavations should conform to applicable OSHA regulations. Appropriately sized
ditches should run above and parallel to the crest of all permanent slopes to divert surface runoff
away from the slope face. To aid in obtaining proper compaction on the slope face, the fill
slopes should be overbuilt with properly compacted structural fill and then excavated back to the
proposed grades.

Report of Subsurface Exploration
Prescot Village Multi-Use Development Dewberry
Waxhaw, North Carolina ECS Project No. 08-7867
Page 11 November 4, 2011
6. CONSTRUCTION CONSIDERATIONS
6.1. Site Preparation
Prior to construction, the proposed construction area should be stripped of all topsoil, organic
material, undocumented fill as recommended herein, and other soft or unsuitable material.
Upon completion of these razing and stripping operations, the exposed subgrade in areas to
receive fill should be proofrolled with a loaded dump truck or similar pneumatic-tired vehicle
having a loaded weight of approximately 25 tons. After excavation, the exposed subgrades in
cut areas should be similarly proofrolled.
Proofrolling operations should be performed under the observation of a geotechnical engineer or
his authorized representative. The proofrolling should consist of two (2) complete passes of the
exposed areas, with each pass being in a direction perpendicular to the preceding one. Any
areas which deflect, rut or pump during the proofrolling, and fail to be remedied with successive
passes, should be undercut to suitable soils and backfilled with compacted fill.
The ability to dry wet soils, and therefore the ability to use them for fill, will likely be enhanced if
earthwork is performed during summer or early fall. If earthwork is performed during winter or
after appreciable rainfall then subgrades may be unstable due to wet soil conditions, which could
increase the amount of undercutting required. Drying of wet soils, if encountered, may be
accomplished by spreading and disking or by other mechanical or chemical means.
6.2. Fill Material and Placement
The project fill should be soil that has less than five percent organic content and a liquid limit and
plasticity index less than 50 and 30, respectively. Soils with Unified Soil Classification System
group symbols of SP, SW, SM, SC, and ML are generally suitable for use as project fill. Soils
with USCS group symbol of CL that meet the restrictions for liquid limit and plasticity index are
also suitable for use as project fill. Soils with USCS group symbol of MH or CH (high plasticity
soil) or corrosive soils are generally not suitable for use as project fill.
The fill should exhibit a maximum dry density of at least 90 pounds per cubic foot, as determined
by a standard Proctor compaction test (ASTM D 698). We recommend that moisture control
limits of -3 to +2 percent of the optimum moisture content be used for placement of project fill
with the added requirement that fill soils placed wet of optimum remain stable under heavy
pneumatic-tired construction traffic. During site grading, some moisture modification (drying
and/or wetting) of the onsite soils will likely be required. The majority of the onsite soils appear
suitable for use as project fill.
Project fill should be compacted to at least 95 percent of its standard Proctor maximum dry
density except within 24 inches of finished soil subgrade elevation beneath slab-on-grade and
pavements. Within the top 24 inches of finished soil subgrade elevation beneath slab on grade
and pavements, the approved project fill should be compacted to at least 100 percent of its
standard Proctor maximum dry density. Aggregate base course (ABC Stone) should be
compacted to 100 percent of standard Proctor maximum dry density. However, for isolated
excavations around footing locations or within utility excavations, a hand tamper will likely be
required. ECS recommends that field density tests be performed on the fill as it is being placed,
at a frequency determined by an experienced geotechnical engineer, to verify that proper
compaction is achieved.

Report of Subsurface Exploration
Prescot Village Multi-Use Development Dewberry
Waxhaw, North Carolina ECS Project No. 08-7867
Page 12 November 4, 2011
The maximum loose lift thickness depends upon the type of compaction equipment use. The
table below provides maximum loose lifts that may be placed based on compaction equipment
utilized.
LIFT THICKNESS RECOMMENDATIONS
Equipment Maximum Loose Lift
Thickness, in.
Large, Self-Propelled Equipment (CAT 815, etc.) 8
Small, Self-Propelled or Remote Controlled (Rammax, etc.) 6
Hand Operated (Plate Tamps, Jumping Jacks, Wacker- 4
Packers)
ECS recommends that fill operations be observed and tested by an engineering technician to
determine if compaction requirements are being met. The testing agency should perform a
sufficient number of tests to confirm that compaction is being achieved. For mass grading
operations we recommend a minimum of one density test per 2,500 SF per lift of fill placed or
per 1 foot of fill thickness, whichever results in more tests. When dry, the majority of the site soil
should provide adequate subgrade support for fill placement and construction operations. When
wet, the soil may degrade quickly with disturbance from construction traffic. Good site drainage
should be maintained during earthwork operations to prevent ponding water on exposed
subgrades.
We recommend at least one test per 1 foot thickness of fill for every 100 linear ft of utility trench
backfill. Where fill will be placed on existing slopes, we recommend that benches be cut in the
existing slope to accept the new fill. All fill slopes should be overbuilt and then cut back to
expose compacted material on the slope face. While compacting adjacent to below-grade walls,
heavy construction equipment should maintain a horizontal distance of 1(H):1(V). If this
minimum distance cannot be maintained, the compaction equipment should run perpendicular,
not parallel to, the long axis of the wall.

Report of Subsurface Exploration
Prescot Village Multi-Use Development Dewberry
Waxhaw, North Carolina ECS Project No. 08-7867
Page 13 November 4, 2011
7. GENERAL COMMENTS
The borings performed at this site represent the subsurface conditions at the location of the
borings only. Due to the prevailing geology and presence of existing undocumented fill,
changes in the subsurface conditions can occur over relatively short distances that have not
been disclosed by the results of the borings performed. Consequently, there may be
undisclosed subsurface conditions that require special treatment or additional preparation once
these conditions are revealed during construction.
Our evaluation of foundation support conditions has been based on our understanding of the site
and project information and the data obtained in our exploration. The general subsurface
conditions utilized in our foundation evaluation have been based on interpolation of subsurface
data between and away from the test holes. If the project information is incorrect or if the
structure locations (horizontal or vertical) and/or dimensions are changed, please contact us so
that our recommendations can be reviewed. The discovery of any site or subsurface conditions
during construction which deviate from the data outlined in this exploration should be reported to
us for our evaluation. The assessment of site environmental conditions for the presence of
pollutants in the soil, rock, and groundwater of the site was beyond the scope of this exploration.
The recommendations outlined herein should not be construed to address moisture or water
intrusion effects after construction is completed. Proper design of landscaping, surface and
subsurface water control measures are required to properly address these issues. In addition,
proper operation and maintenance of building systems is required to minimize the effects of
moisture or water intrusion. The design, construction, operation, and maintenance of
waterproofing and dampproofing systems are beyond the scope of services for this project.

APPENDIX

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41.3ub0 ).4

CLIENT JOB # BORING # SHEET
Dewberry 7867 B-1 1 OF
PROJECT NAME ARCHITECT-ENGINEER
Prescot Village Multi—Use Site — DTR OTM
SITE LOCATION -0- CALIBRATED PENETROMETER
Pine Oak Road & Providence Road, Waxhaw, NC 1 2 TON53FT.2 4 5+
PLASTIC WATER LIQUID
LIMIT % CONTENT % LIMIT %
X-- t A
DESCRIPTION OF MATERIAL ENGLISH UNITS cn F
ROCK QUALITY DESIGNATION & RECOVERY
w F z RQD%— — — REC.%
z a a BOTTOM OF CASING LOSS OF CIRCULATION I100%} a 20% % %40%-6080100%
$ $ $. o SURFACE ELEVATION 0 STANDARD PENETRATION
500 0 w BLOWS/FF.
0 10 20 30 40 50+
\Topsoil Depth 1"- /
1 SS 18 17 RESIDUAL: Very Stiff, Reddish Tan Fine — 0 21 (6-8-13)
Sandy SILT, Moist (ML) -
_ 2 SS 18 13 _ OD 21 (8-9-12)
5 —495
- 3 SS 18 8 2 (7-10-12)
4 SS 1 1 PARTIALLY WEATHERED ROCK: SAMPLED AS - \c (50/1) ►D i0
10 Tan Fine to Medium Sandy SILT, Moist 490
(PWR)
\\
5 SS 0 0 - (5o/0) ►D 0
AUGER REFUSAL C 13.00
15 —- 485
20— - 480
25 —475
30 —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
GNE ®OR WD BORING STARTED 09/30/1 1 DRILLER: Presley Drilling Co. Inc.
WL(BCR) ZWL(ACR) GNE BORING COMPLETED 0 9/3 0/1 1 CAVE IN DEPTH 0 12.6'
AWL RIG SIMCO 2400 FOREMAN RON DRILLING METHOD HSA

CLIENT JOB # BORING # SHEET
Dewberry 7867 B-2 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
Prescot Village Multi—Use Site — DTR OTM
SITE LOCATION -0- CALIBRATED PENETROMETER
Pine Oak Road & Providence Road, Waxhaw, NC 1 2 TON53FT.2 4 5+
PLASTIC WATER LIQUID
LIMIT % CONTENT % LIMIT %
X-- t A
DESCRIPTION OF MATERIAL ENGLISH UNITS cn F
6 ROCK QUALITY DESIGNATION & RECOVERY
w F RQD%— — — REC.%
z a BOTTOM OF CASING LOSS OF CIRCULATION I100%} z a % % %2040%-6080100%
$ $ a o SURFACE ELEVATION 0 STANDARD PENETRATION
500 0 w BLOWS/FF.
0
10 20 30 40 50+
Topsoil Depth 1"
- 1 SS 18 17 FILL: Soft, Tan, Fine Sandy SILT with _ 1�1 3 (1-1-2)
Trace Roots, Moist (FILL-ML) -
RESIDUAL: Stiff to Medium Stiff, Tan to -_
_ 2 SS 18 16 Reddish Tan, Fine Sandy SILT, Moist (ML) - C 9 (5-4-5)
5 —495
— 3 SS 18 17 — 010 (2-4-6)
_ 4 SS 18 17 ►�1 8 (2-3-5)
10 —490
Hard, Gray, Fine to Medium Sandy SILT with Rock Fragments, Dry (ML)
_ 5 SS 18 7 = (22-24-27)►D 51
15 —485
6 SS 6 5 PARTIALLY WEATHERED ROCK: SAMPLED AS - (50/6) 1D 60
Gray, Fine to Medium Sandy SILT with Rock —480
20— Fragments, Dry (PWR)
END OF BORING © 19.0'
25 —475
30 —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL o
GNE ®OR WD BORING STARTED 09/28/1 1 DRILLER: Presley Drilling Co. Inc.
WL(BCR) ZWL(ACR) GNE BORING COMPLETED 0 9/2 8/1 1 CAVE IN DEPTH 0 1 6.0'
AWL RIG SIMCO 2400 FOREMAN CODY DRILLING METHOD HSA

CLIENT JOB # BORING # SHEET
Dewberry 7867 B-3 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
Prescot Village Multi—Use Site — DTR OTM
SITE LOCATION -0- CALIBRATED PENETROMETER
Pine Oak Road & Providence Road, Waxhaw, NC 1 2 TON53FT.2 4 5+
I I I I I
PLASTIC WATER LIQUID
LIMIT % CONTENT % LIMIT %
X-- t A
DESCRIPTION OF MATERIAL ENGLISH UNITS 1-7ROCK QUALITY DESIGNATION & RECOVERY
z Pw ,4 RQD%- - - REC.%
a. a a BOTTOM OF CASING.-LOSS OF CIRCULATION I100%} N a % % %2040%-6080100%
al NNA $ $ a o SURFACE ELEVATION M 0 STANDARD PENETRATION
510 0 w BLOWS/FT.
0 10 20 30 40 50+
- \Topsoil Depth 1" /
- 1 SS 18 18 RESIDUAL: Stiff to Very Stiff, Tan, Fine 14 (5-6-8)
Sandy SILT, Moist (ML) -
_ 2 SS 18 16 _ • 27 (10-12-15)
5 -
-505 15.7
Very Hard, Tannish Gray, Fine Sandy -
- 3 SS 18 16 SILT, Moist (ML) _ (1s-28-31 59
Very Stiff, Tannish Gray, Fine Sandy -
4 SS 18 16 SILT, Moist (ML) _ ►�1 8 (8-9-9)
10 -500
- Very Hard, Tannish Gray, Fine to Medium -
Sandy SILT, Moist (ML) -
_ 5 SS 18 17 _ (21-26-33) 59
15 —495
- Very Stiff, Tannish Gray, Fine to Medium -
Sandy SILT, Moist (ML) -
_ 6 SS 18 18 _ ►D 24 (10-12-12)
20 _ 490
END OF BORING © 20.0' —
25 —485
30 —
s
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
0
7WL GNE ®OR WD BORING STARTED 09/28/1 1 DRILLER: Presley Drilling Co. Inc.
I WL(BCR) ZWL(ACR) GNE BORING COMPLETED 0 9/2 8/1 1 CAVE IN DEPTH ® 15.7'
AWL RIG SIMCO 2400 FOREMAN CODY DRILLING METHOD HSA
5

CLIENT JOB # BORING # SHEET
Dewberry 7867 B-4 1 OF
PROJECT NAME ARCHITECT-ENGINEER
Prescot Village Multi—Use Site — DTR OTM
SITE LOCATION -0- CALIBRATED PENETROMETER
Pine Oak Road & Providence Road, Waxhaw, NC 1 2 TON53FT.2 4 5+
PLASTIC WATER LIQUID
LIMIT % CONTENT % LIMIT %
X-- t A
DESCRIPTION OF MATERIAL ENGLISH UNITS cn F
ROCK QUALITY DESIGNATION & RECOVERY
w F z RQD%— — — REC.%
a. z a a BOTTOM OF CASING LOSS OF CIRCULATION I100%} a 20%40%-60%80%100%
A a 8 SURFACE ELEVATION 0 STANDARD PENETRATION
512 0 w BLOWS/FT.
0 10 20 30 40 50+
n�
\Topsoil Depth 2"- /
1 SS 18 18 RESIDUAL: Medium Dense, Reddish Brown, —510 ►i1 5 (9-12-13)
Silty Fine to Medium SAND, Moist (SM) -
Very Dense, Reddish Brown, Silty Fine to
_ 2 SS 18 17 Medium SAND, Moist (SM) _ • (18-28-35 63
5 12.6
3 SS 6 6 PARTIALLY WEATHERED ROCK: SAMPLED AS - \ (50/6) 50
_
-\Brown, Fine to Medium Sandy SILT, Moist �� 505
(PWR) /
_ 4 SS 18 18 Dense, Grayish Brown, Silty Fine SAND, — (9-19-19)►)38
10 Moist (SM)
—500
— 5 SS 17 17 `— (11-26-50/5)►�1 50
15 PARTIALLY WEATHERED ROCK: SAMPLED AS - .\
Grayish Brown, Silty Fine SAND, Moist \\-
(Ps\-495
_
6 SS 1 1 — (50/1) ►D 50
20— END OF BORING © 18.6'
—490
25
—485
30 —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL o
GNE ®OR WD BORING STARTED 09/28/1 1 DRILLER: Presley Drilling Co. Inc.
WL(BCR) ZWL(ACR) GNE BORING COMPLETED 0 9/2 8/1 1 CAVE IN DEPTH 0 15.6'
AWL RIG SIMCO 2400 FOREMAN CODY DRILLING METHOD HSA 3

CLIENT JOB # BORING # SHEET
Dewberry 7867 B-5 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
Prescot Village Multi—Use Site — DTR OTM
SITE LOCATION -0- CALIBRATED PENETROMETER
Pine Oak Road & Providence Road, Waxhaw, NC 1 2 TON53FT.2 4 5+
PLASTIC WATER LIQUID
LIMIT % CONTENT % LIMIT %
X-- t A
DESCRIPTION OF MATERIAL ENGLISH UNITS cn F
g 6 ROCK QUALITY DESIGNATION & RECOVERY
w F z RQD%— — — REC.%
z a a BOTTOM OF CASING LOSS OF CIRCULATION I100%} N
a 20%40%-60%80%100%
a 8 SURFACE ELEVATION 0 STANDARD PENETRATION
514 0 w BLOWS/FT.
0 10 20 30 40 50+
\Topsoil Depth 1"- /
1 SS 18 18 RESIDUAL: Medium Stiff to Stiff, Reddish 8 (2-4-4)
Tan, Fine Sandy SILT, Moist (ML) -
_ 2 SS 18 17 —- 510 7 (3-3-4)
5 — —
3 SS 18 18 _ ►D 13 (2-4-9)
10 — 4 SS 18 18 —505 ►�112 (2-6-6)
Very Stiff, Gray and Reddish Brown, Fine -
Sandy SILT, Moist (ML)
_ 5 SS 18 18 —- 500 • ►)n{9-1e-15}A
15 — 19.4 29 45
_ 6 SS 18 18 _- 495 ►:116 (4-7-s)
20
END OF BORING © 20.0' —
—490
25 —
—485
30 —
s
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
GNE ®OR WD BORING STARTED 09/30/1 1 DRILLER: Presley Drilling Co. Inc.
WL(BCR) ZWL(ACR) GNE BORING COMPLETED 0 9/2 8/1 1 CAVE IN DEPTH 0 16.0'
AWL RIG SIMCO 2400 FOREMAN CODY DRILLING METHOD HSA 3

CLIENT JOB # BORING # SHEET
Dewberry 7867 B-6 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
Prescot Village Multi—Use Site — DTR OTM
SITE LOCATION -0- CALIBRATED PENETROMETER
Pine Oak Road & Providence Road, Waxhaw, NC 1 2 TON53FT.2 4 5+
I I I I I
PLASTIC WATER LIQUID
LIMIT % CONTENT % LIMIT %
X-- t A
DESCRIPTION OF MATERIAL ENGLISH UNITS 1-7ROCK QUALITY DESIGNATION & RECOVERY
z Pw ,4 RQD%- - - REC.%
a a BOTTOM OF CASING.-LOSS OF CIRCULATION 1100%>- N a % % %2040%-6080100%
al NNA $ $ a o SURFACE ELEVATION M 0 STANDARD PENETRATION
51 6 0 w BLOWS/FF.
O 10 20 30 40 50+
- \Topsoil Depth 1" / -
—515—
1 SS 18 18 RESIDUAL: Stiff, Reddish Tan, Fine Sandy _ 0 ' (5-4-5)
SILT, Moist (ML) -
2 SS 11 10 (41-50/5 1D 50
— PARTIALLY WEATHERED ROCK: SAMPLED AS — s\—
5 _ Gray, Silty Fine to Medium SAND with \\_
Rock Fragments, Moist (PWR) \•
3 SS 5 5 ,\—510 (50/5) 1D 50
\\--
- \`
,\—
4 SS 4 4 �� (50/4) 1D 50
•
10 _
\\--505
— ,-\--
\\_
5 SS 6 6 (50/6) 1D 60
15
_
500
— \\
\\.—
6 SS 3 P ` ^ (50/3) 1D 30
20— _�_
END OF BORING © 20.0' —495
25 _ _—
—490
30 —
s
c.
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
0
7WL GNE ®OR WD BORING STARTED 09/28/1 1 DRILLER: Presley Drilling Co. Inc.
I WL(BCR) ZWL(ACR) GNE BORING COMPLETED 0 9/2 8/1 1 CAVE IN DEPTH ® 15.6'
AWL RIG SIMCO 2400 FOREMAN CODY DRILLING METHOD HSA
5

CLIENT JOB # BORING # SHEET
Dewberry 7867 B-7 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
Prescot Village Multi—Use Site — DTR OTM
SITE LOCATION -0- CALIBRATED PENETROMETER
Pine Oak Road & Providence Road, Waxhaw, NC 1 2 TON53FT.2 4 5+
PLASTIC WATER LIQUID
LIMIT % CONTENT % LIMIT %
X-- t A
DESCRIPTION OF MATERIAL ENGLISH UNITS cn F
g ROCK QUALITY DESIGNATION & RECOVERY
w F z RQD%— — — REC.%
z a a BOTTOM OF CASING LOSS OF CIRCULATION I100%} 20%40%-60%80%100%
a. Ia o SURFACE ELEVATION 0 STANDARD PENETRATION
518 0 w BLOWS/FT.
0 10 20 30 40 50+
\Topsoil Depth 1"- /
1 SS 18 17 RESIDUAL: Very Stiff to Hard, Gray and 22 (6-11-11)
Tan, Fine Sandy SILT, Moist (ML) -
-515
_ 2 SS 18 17 0(13-17-15)►i132
5 — 16.4
- 3 SS 18 18 = • (13-17-28)►D 45
15.2
510
Very Hard, Gray and Tan, Fine Sandy -
_ 4 SS 18 18 SILT, Moist (ML) _ (17-28-23)1) 51
10 —
—505
_ 5 SS 18 18 (18-26-45)1) 71
15 —
_-500
6 SS 11 11 — (40-50/5) ►D 50
PARTIALLY WEATHERED ROCK: SAMPLED AS -
20— and Tan, Fine Sandy SILT, Moist
\Gra
(ML� /
END OF BORING © 20.0'
—495
25 —
—490
30 •
—
s
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
GNE ®OR WD BORING STARTED 09/29/1 1 DRILLER: Presley Drilling Co. Inc.
WL(BCR) ZWL(ACR) GNE BORING COMPLETED 0 9/2 9/1 1 CAVE IN DEPTH 0 15.4'
RIG SIMCO 2400 FOREMAN CODY DRILLING METHOD HSA

CLIENT JOB # BORING # SHEET
Dewberry 7867 B-8 1 OF
PROJECT NAME ARCHITECT-ENGINEER
Prescot Village Multi—Use Site — DTR OTM
SITE LOCATION —0— CALIBRATED PENETROMETER
Pine Oak Road & Providence Road, Waxhaw, NC 1 2 TON53FT.2 4 5+
PLASTIC WATER LIQUID
LIMIT % CONTENT % LIMIT %
X-- t A
DESCRIPTION OF MATERIAL ENGLISH UNITS cn F
g 6 ROCK QUALITY DESIGNATION & RECOVERY
w F z RQD%— — — REC.%
z a a BOTTOM OF CASING LOSS OF CIRCULATION I100%} a 20%40%-60%80%100%
$ $ a o SURFACE ELEVATION 0 STANDARD PENETRATION
519 0 w BLOWS/FT.
0 10 20 30 40 50+
-\Topsoil Depth 1"
1 SS 18 17 RESIDUAL: Hard, Reddish Tan to Tannish _ 0-15-2o)►435
Gray, Fine Sandy SILT, Moist (ML) -
_ 2 SS 18 17 —- 515 (16-20-23) 43
5 _ —
Very Stiff to Hard, Tannish Gray, Fine- —
3 SS 18 16 Sandy SILT, Moist (ML) = 1I425 (8-12-13)
4 SS 18 17 —- 510 C 29 (7-12-17)
10 —
_ 5 SS 18 18 —- 505 (12-17-2o) 37
15 —
_ 6 SS 18 18 —- 500 (7-14-18) 32
20 — —
END OF BORING © 20.0' —
—495
25 —
—490
30 —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
GNE ®OR WD BORING STARTED 09/30/1 1 DRILLER: Presley Drilling Co. Inc.
I WL(BCR) ZWL(ACR) GNE BORING COMPLETED 0 9/2 9/1 1 CAVE IN DEPTH 0 1 4.1
AWL RIG SIMCO 2400 FOREMAN CODY DRILLING METHOD HSA

CLIENT JOB # BORING # SHEET
Dewberry 7867 B-9 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
Prescot Village Multi—Use Site — DTR OTM
SITE LOCATION -0- CALIBRATED PENETROMETER
Pine Oak Road & Providence Road, Waxhaw, NC 1 2 TON53FT.2 4 5+
PLASTIC WATER LIQUID
LIMIT % CONTENT % LIMIT %
X-- t A
DESCRIPTION OF MATERIAL ENGLISH UNITS cn F
g 6 ROCK QUALITY DESIGNATION & RECOVERY
w F z RQD%— — — REC.%
z a a BOTTOM OF CASING LOSS OF CIRCULATION I100%} a 20%40%-60%80%100%
$ $ a o SURFACE ELEVATION 0 STANDARD PENETRATION
521 0 w BLOWS/FT.
0 10 20 30 40 50+
-\Topsoil Depth 1" -
—520-
1 SS 18 16 RESIDUAL: Stiff to Very Stiff, Tan to 15 (4-6-9)
Tannish Gray, Fine Sandy SILT, Moist -
(ML) —
_ 2 SS 18 17 ►D 15 (5-7-8)
5
—515—
3 SS 18 18 ►�112 (4-5-7)
_ 4 SS 18 18 ►D 23 (5-9-14}
10 _
—510
_ 5 SS 18 18 _ ►D 21 (6-8-13)
15 _
—505
Very Hard, Tannish Gray, Fine Sandy -
SILT, Moist (ML)
_ 6 SS 18 18 = (2o-23-3o) 53
20 _
END OF BORING © 20.0' —500
25 _
—495
30 —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
2WL GNE ®OR WD BORING STARTED 09/27/1 1 DRILLER: Presley Drilling Co. Inc.
WL(BCR) ZWL(ACR) GNE BORING COMPLETED 0 9/2 7/1 1 CAVE IN DEPTH ® 15.8'
AWL RIG SIMCO 2400 FOREMAN CODY DRILLING METHOD HSA

CLIENT JOB # BORING # SHEET
Dewberry 7867 B-10 1 OF 1
PROJECT NAME ARCHITECT—ENGINEER
Prescot Village Multi—Use Site — DTR OTM
SITE LOCATION —0— CALIBRATED PENETROMETER
Pine Oak Road & Providence Road, Waxhaw, NC 1 2 TON53FT.2 4 5+
PLASTIC WATER LIQUID
LIMIT % CONTENT % LIMIT %
X-- t A
DESCRIPTION OF MATERIAL ENGLISH UNITS cn F
g ROCK QUALITY DESIGNATION & RECOVERY
w F z RQD%— — — REC.%
z a BOTTOM OF CASING LOSS OF CIRCULATION I100%} a % % %2040%-6080100%
$ $ a o SURFACE ELEVATION 0 STANDARD PENETRATION
521 0 w BLOWS/FT.
0 10 20 30 40 50+
-\Topsoil Depth 1" —
—520—
1 SS 18 18 RESIDUAL: Stiff to Very Stiff, Reddish 12 (3-5-7)
Brown, Fine Sandy SILT with Trace Roots from 1.5 to 3 feet, Moist (ML) —
_ 2 SS 18 18 _ •21 (6-9-12)
5
_—515—
3 SS 18 18 — 0 20 (5-8-12)
r3.,
_ 4 SS 18 18 ►D 28 (12-13-15)
10 _
—510
Hard, Tan, Fine Sandy SILT, Moist (ML) —
_ 5 SS 18 16 = (8-17-1s)►D 33
15 _
—505
6 SS 12 12 (26-50/6) ►4 60
PARTIALLY WEATHERED ROCK: SAMPLED AS
20— Tan, Fine to Medium Sandy SILT, Moist —
(ML) / —500
END OF BORING © 19.5'
25 _
—495
30 —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
GNE ®OR WD BORING STARTED 09/30/1 1 DRILLER: Presley Drilling Co. Inc.
WL(BCR) ZWL(ACR) GNE BORING COMPLETED 0 9/2 9/1 1 CAVE IN DEPTH 0 15.4'
RIG SIMCO 2400 FOREMAN CODY DRILLING METHOD HSA 3

CLIENT JOB # BORING # SHEET
Dewberry 7867 B-11 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
Prescot Village Multi—Use Site — DTR OTM
SITE LOCATION —0— CALIBRATED PENETROMETER
Pine Oak Road & Providence Road, Waxhaw, NC 1 2 TON53FT.2 4 5+
PLASTIC WATER LIQUID
LIMIT % CONTENT % LIMIT %
X-- t A
DESCRIPTION OF MATERIAL ENGLISH UNITS cn F
ROCK QUALITY DESIGNATION & RECOVERY
w F z RQD%— — — REC.%
z a a BOTTOM OF CASING LOSS OF CIRCULATION lion}
a. I 20%40%-60%80%100%
a o SURFACE ELEVATION 0 STANDARD PENETRATION
520 0 w BLOWS/FF.
O 10 20 30 40 50+
Topsoil Depth 1" •
- 1 SS 18 17 FILL: Medium Stiff to Stiff, Grayish Tan °' — ►�1 6 (2-2-4)
to Reddish Tan, Fine Sandy SILT with -
Trace Roots, Moist (FILL-ML) • —
_ 2 SS 18 18 ¢ 1D 13 (3-5-8)
5 —515
e.
- 3 SS 18 18 ►D 14 (4-6-8)
FILL: Medium Stiff, Reddish Tan, Fine -
Sandy SILT, Moist (FILL-ML) •
_ 4 SS 18 12 7 (2-3-4)
10 —510
_ 5 SS 18 18 _ 5 (1-2-3)
15 —505
•
6 SS 18 18 RESIDUAL: Medium Stiff, Tan and Gray, — �Q 8 (2-4-4)
20 - Fine Sandy SILT, Moist (ML) 500
END OF BORING (4 20.0'
25 —495
30 —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL o
GNE ®OR WD BORING STARTED 09/30/11 DRILLER: Presley Drilling Co. Inc.
I WL(BCR) ZWL(ACR) GNE BORING COMPLETED 0 9/2 9/1 1 CAVE IN DEPTH 0 15.9'
AWL RIG SIMCO 2400 FOREMAN CODY DRILLING METHOD HSA

CLIENT JOB # BORING # SHEET
Dewberry 7867 B-12 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
Prescot Village Multi—Use Site — DTR OTM
SITE LOCATION -0- CALIBRATED PENETROMETER
Pine Oak Road & Providence Road, Waxhaw, NC 1 2 TON53FT.2 4 5+
PLASTIC WATER LIQUID
LIMIT % CONTENT % LIMIT %
X-- 1t A
DESCRIPTION OF MATERIAL ENGLISH UNITS rn r:
g ROCK QUALITY DESIGNATION & RECOVERY
w F z RQD%— — — REC.%
z a a BOTTOM OF CASING LOSS OF CIRCULATION I100%}a. a 20% % %40%-6080100%
$ $ a o SURFACE ELEVATION 0 STANDARD PENETRATION
51 6 0 w BLOWS/FT.
0 10 20 30 40 50+
Topsoil Depth 2"
/ _-515-
1 SS 18 18 FILL: Stiff, Reddish Tan to Grayish Tan, ° — 1D 13 (4-6-7)
Fine Sandy SILT, Moist (FILL-ML) -
•
2 SS 18 18 ►�113 (3-6-7)
5
- _—510
3 SS 18 17 — C 9 (2-4-5)
_ 4 SS 18 17 ►�112 (3-5-7)
10 _
—505
_ 5 SS 18 18 _ 12 (4-5-7)
15 _
—- 500
RESIDUAL: Stiff, Grayish Brown, Fine -
Sandy SILT, Moist (ML)
_ 6 SS 18 18 ►�112 (4-5-7)
20
END OF BORING © 20.0' —- 495
25 _
—490
30 —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
GNE ®OR WD BORING STARTED 09/30/11 DRILLER: Presley Drilling Co. Inc.
WL(BCR) ZWL(ACR) GNE BORING COMPLETED 0 9/2 9/1 1 CAVE IN DEPTH ® 1 5.1'
AWL RIG SIMCO 2400 FOREMAN CODY DRILLING METHOD HSA

CLIENT JOB # BORING # SHEET
Dewberry 7867 B-13 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
Prescot Village Multi—Use Site — DTR OTM
SITE LOCATION -0- CALIBRATED PENETROMETER
Pine Oak Road & Providence Road, Waxhaw, NC 1 2 TON53FT.2 4 5+
PLASTIC WATER LIQUID
LIMIT % CONTENT % LIMIT %
X-- t A
DESCRIPTION OF MATERIAL ENGLISH UNITS cn F
g ROCK QUALITY DESIGNATION & RECOVERY
w F z RQD%— — — REC.%
z a a BOTTOM OF CASING LOSS OF CIRCULATION I100%} a 20% % %40%-6080100%
$ $ a o SURFACE ELEVATION 0 STANDARD PENETRATION
513 0 w BLOWS/FT.
0 10 20 30 40 50+
Topsoil Depth 1"
- 1 SS 18 18 FILL: Medium Stiff to Stiff, Reddish ° — 1�1 7 (2-3-4)
Tan, Fine Sandy SILT, Moist (FILL-ML) -
• —510
•
_ 2 SS 18 18 ►�112 (4-6-6)
5 —
e.
- 3 SS 18 18 — ►415 (3-6-9)
—505
_ 4 SS 18 18 _ ►D 14 (4-6-8)
10
—500
_ 5 SS 18 18 _ ►4 10 (2-5-5)
15
RESIDUAL: Medium Stiff, Dark Brown, Fine
to Medium Sandy SILT, Moist (ML) —495
_ 6 SS 18 18 ►�� 8 (3-4-4)
20
END OF BORING © 20.0' —
—490
25 —
—485
30 —
s
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
GNE ®OR WD BORING STARTED 09/30/11 DRILLER: Presley Drilling Co. Inc.
I WL(BCR) ZWL(ACR) GNE BORING COMPLETED 0 9/2 9/1 1 CAVE IN DEPTH 0 1 6.4'
AWL RIG SIMCO 2400 FOREMAN CODY DRILLING METHOD HSA

CLIENT JOB # BORING # SHEET
Dewberry 7867 B-14 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
Prescot Village Multi—Use Site — DTR OTM
SITE LOCATION -0- CALIBRATED PENETROMETER
Pine Oak Road & Providence Road, Waxhaw, NC 1 2 TON53FT.2 4 5+
I I I I I
PLASTIC WATER LIQUID
LIMIT % CONTENT % LIMIT %
X-- t A
E DESCRIPTION OF MATERIAL ENGLISH UNITS 1-7w - ROCK QUALITY DESIGNATION & RECOVERY
,4 RQD%- - - REC.%
z P a a BOTTOM OF CASING.-LOSS OF CIRCULATION I100%} N a % % %2040%-6080100%
PA NA $ $ a 8 SURFACE ELEVATION M 0 STANDARD PENETRATION
512 0 w BLOWS/FT.
0 10 20 30 40 50+
- 1 SS 18 8 Topsoil Depth 1" •/-
— ►Q 8 (2-4-4)
2 SS 18 12 FILL: Medium Stiff, Tan, Fine Sandy SILT °' -510 ►D with Trace Roots, Moist (FILL-ML) 16 5-7-9- • ( )
— 3 SS 18 18 FILL: Very Stiff to Stiff, Tan to Reddish _ ►D 14 (5-6-8}
Tan, Fine Sandy SILT, Moist (FILL-ML) . -
5 _ 4 SS 18 12 i, _ ►D 16 (7-8-8)
— 5 SS 18 16 . —505 ►i/ 9 (4-4-*
`i 25.7
6 SS 18 16 FILL: Very Stiff to Stiff, Reddish Tan, - ►Q 17 (5-8-9)
Fine Sandy SILT, Moist (FILL-ML)
10 7 SS 18 18 — ►D 11 (5-5-6)
8 SS 18 18 FILL: Very Stiff to Stiff, Reddish Tan, - 1�019 (6-8-11)
Fine Sandy SILT, Moist (FILL-ML) _
- 9 SS 18 18 _ ►D 13 (4-6-7)
_ 10 SS 18 18 FILL: Very Stiff, Reddish Tan to Brown, _y - ►D 18 (9- -9)
15 Fine Sandy SILT with Gravel from 13.5 to _
_ 15 feet, Moist (FILL-ML)
11 SS 18 18 -s. ►D 16 (4-7-s)
_ 12 SS 18 17 , _ 0495 20 (9-9-11)
•
- 13 SS 18 18 RESIDUAL: Stiff, Dark Gray, Fine Sandy - ►Q 12 (4-5-7)
SILT, Moist (ML) -
20— 14 SS 18 18 _ ►D 14 (4-7-7}
— 15 SS 18 18 —490 ►:112 (4-5-7)
— END OF BORING © 22.5' —
25 —
—485
30 —
s
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
0
7WL GNE ®OR WD BORING STARTED 09/30/1 1 DRILLER: Presley Drilling Co. Inc.
I WL(BCR) ZWL(ACR) GNE BORING COMPLETED 0 9/2 9/1 1 CAVE IN DEPTH 0 1 9.0'
AWL RIG SIMCO 2400 FOREMAN CODY DRILLING METHOD HSA
5

CLIENT JOB # BORING # SHEET
Dewberry 7867 B-15 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
Prescot Village Multi-Use Site - DTR OTM
SITE LOCATION -0- CALIBRATED PENETROMETER
Pine Oak Road & Providence Road, Waxhaw, NC 1 2 TON53FT.2 4 5+
I I I I I
PLASTIC WATER LIQUID
LIMIT % CONTENT % LIMIT %
X-- t A
DESCRIPTION OF MATERIAL ENGLISH UNITS m 1-7w 5 ROCK QUALITY DESIGNATION & RECOVERY
F z RQD%— — — REC.%
z P a a BOTTOM OF CASING.-LOSS OF CIRCULATION I100% N a 20%40%-60%80%100%
RI' NA $ $ a 8 SURFACE ELEVATION M 0 STANDARD PENETRATION
51 1 0 w BLOWS/FT.
0 10 20 30 40 50+
- 1 SS 18 18 Topsoil Depth 1"
/ —510 ►�1 8 (2-3-5)
-
2.
2 SS 18 17 FILL: Medium Stiff, Tan, Fine Sandy SILT °' — ►�1
with Trace Roots, Moist (FILL-ML) - • 16 (3-s-10
)
- 3 SS 18 18 FILL: Very Stiff to Stiff, Tan to Reddish _ 15 (5-6-9)
Tan, Fine Sandy SILT with trace gravel ¢ -
5 _ 4 SS 18 18 from 1.5 to 3 feet, Moist (FILL-ML) : _ ►�114 (6-6-8)
—505-
5 SS 18 18 _ OD 13 (5-6-7)
lf
6 SS 18 18 FILL: Very Stiff to Stiff, Reddish Tan, — 0 21 (5-10-11)
Fine Sandy SILT, Moist (FILL-ML)
10 7 SS 18 18 _ 0 21 (7-10-11)
8 SS 18 18 - —500 ►�113 (5-6-7)
- 9 SS 18 18 — 011 (4-4-7)
_ 10 SS 18 18 _. _ 12 (5-5-7)
15 —
- 11 SS 18 18 _495 ►e1 10 (3-4-6)
12 SS 18 18 FILL: Very Stiff to Stiff, Reddish Tan, ' — 0 20 (7-10-10)
Fine Sandy SILT with Trace Roots at 17 -
- feet, Moist (FILL-ML) _
13 SS 18 18 \ ; ►D 13 (4-5-8)
FILL: Medium Stiff, Gray and Tan, Fine
20 14 SS 18 18 Sandy SILT with Trace Wood Fragments, — 5 (4-2-3)
Moist (FILL-ML) _490
- 15 SS 18 18 ALLUVIAL: Medium Stiff to Stiff, Dark — OD 12 (3-5-7)
Brown and Gray, Fine Sandy SILT, Moist
_ 16 SS 18 18 \(ALLUV-ML) / _ ►�1 8 (3-4-4)
- 17 SS 18 18 ALLUVIAL: Loose to Very Loose, Gray, 3 (2-2-1)
25 \Silty Fine SAND, Moist (ALLUV-SM)
/- t
485 ►Q 7 (2-3-4)
18 SS 18 18
RESIDUAL: Loose to Medium Dense, Brown, -
- Silty Fine to Medium SAND, Moist (SM) —
19 SS 18 18 _ ►�116 (4-7-s)
_ 20 SS 18 17 Very Stiff, Reddish Brown and Black Fine — ►s1 _ 1 6-10-10)
Sandy SILT, Moist (ML) _
30 21 SS 16 16 - (10-25- I !„ 75
END OF BORING © 31 .3' .
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN SITU THE TRANSITION MAY BE GRADUALo
0
2WL 25.70 ®OR WD BORING STARTED 09/28/1 1 DRILLER: Presley Drilling Co. Inc.
I WL(BCR) ZWL(ACR) 25.10 BORING COMPLETED 09/28/1 1 CAVE IN DEPTH ® 27.4'
AWL RIG SIMCO 2400 FOREMAN RON DRILLING METHOD HSA
5

CLIENT JOB # BORING # SHEET
Dewberry 7867 B-16 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
Prescot Village Multi—Use Site — DTR OTM
SITE LOCATION -0- CALIBRATED PENETROMETER
Pine Oak Road & Providence Road, Waxhaw, NC 1 2 TON53FT.2 4 5+
I I I I I
PLASTIC WATER LIQUID
LIMIT % CONTENT % LIMIT %
X-- t A
DESCRIPTION OF MATERIAL ENGLISH UNITS rn 1-7w - ROCK QUALITY DESIGNATION & RECOVERY
,4 RQD%— — — REC.%
z P a a BOTTOM OF CASING.-LOSS OF CIRCULATION 1100%>- N a % % %2040%-6080100%
A $ $PA NN a 0 SURFACE ELEVATION M 0 STANDARD PENETRATION
51 1 0 w BLOWS/FT.
0 r----'
10 20 30 40 50+
- 1 SS 18 16 Topsoil Depth 2" —510 ►�1 6 (2-2-4) • — — — -A
/ ` 25.230 52
FILL: Medium Stiff, Tan, Fine Sandy SILT, °: —
_ 2 SS 18 18 with Trace Roots, Moist (FILL-ML) _ ►116 (6-7-9)
- 3 SS 18 18 FILL: Very Stiff to Stiff, Tan, Fine _ ►�1 11 (4-5-6)
Sandy SILT, Moist (FILL-ML) s
5 4 SS 18 13 \ '= ►D 17 -8-9)
FILL: Very Stiff to Stiff, Tan, Fine —
- Sandy SILT, Moist (FILL-ML) —505 25.4
5 SS 18 16 _ ►�116 (3-7-9)
_ 6 SS 18 18 _ 019 (7-8-11)
10 7 SS 18 18 _ ►D 14 (4-6-8)
8 SS 18 17 FILL: Very Stiff to Stiff, Tan to Reddish - —500 019 (4-7-12)
Tan, Fine Sandy SILT, Moist (FILL-ML)
- 9 SS 18 0 — ►D 24 (7-9-15)
_ 10 SS 18 13 _ ►�115 (7-7-8)
15 —
11 SS 18 16 FILL: Very Stiff to Stiff, Reddish Tan, - 0 20 (7-10-10)
Fine Sandy SILT, Moist (FILL-ML) —495
_ 12 SS 18 18 ' _ ►D 15 (4-6-9)
:J
- 13 SS 18 18 FILL: Very Stiff, Brown, Fine Sandy SILT, - 24 (8-12-12)
Moist (FILL-ML) -
\ /20T 14 SS 18 18 RESIDUAL: Stiff, Dark Brown and Gray, _- C 9 (3-3-6)
Fine Sandy SILT, Moist (ML) —490
- 15 SS 18 14 _ 010 (3-4-6)
- END OF BORING © 22.5' —
25 _ _—
—485
30 —
i
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
2WL GNE ®OR WD BORING STARTED 09/29/1 1 DRILLER: Presley Drilling Co. Inc.
I WL(BCR) ZWL(ACR) GNE BORING COMPLETED 0 9/2 9/1 1 CAVE IN DEPTH 0 18.3'
AWL RIG SIMCO 2400 FOREMAN RON DRILLING METHOD HSA
6

CLIENT JOB # BORING # SHEET
Dewberry 7867 B-17 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
Prescot Village Multi—Use Site — DTR OTM
SITE LOCATION -0- CALIBRATED PENETROMETER
Pine Oak Road & Providence Road, Waxhaw, NC 1 2 TON53FT.2 4 5+
I I I I I
PLASTIC WATER LIQUID
LIMIT % CONTENT % LIMIT %
X-- t A
DESCRIPTION OF MATERIAL ENGLISH UNITS 1-7w - ROCK QUALITY DESIGNATION & RECOVERY
,4 RQD%- - - REC.%
z P a a BOTTOM OF CASING.-LOSS OF CIRCULATION 1100%>- N a % % %2040%-6080100%
PA NA $ $ a o SURFACE ELEVATION M 0 STANDARD PENETRATION
512 0 w BLOWS/FT.
0 10 20 30 40 50+
- 1 SS 18 12 Topsoil Depth 1" • ►) 7 (2_2-5)
2 SS 18 18 FILL: Medium Stiff, Tan, Fine Sandy SILT '' -510 CI 20 7-10-10
with Trace Roots, Moist (FILL-ML) - w ( )
- 3 SS 18 12 FILL: Very Stiff to Stiff, Tan to Reddish = 13 (3-6-7)
Tan, Fine Sandy SILT, Moist (FILL-ML) s:.
5 _ 4 SS 18 7 \FILL: Very Stiff to Stiff, Reddish Tan, / y^ ►�0 19 (8-8-11)
-
Fine Sandy SILT with Trace Roots, Moist • _
5 SS 18 18 (FILL-ML) -505 ►i/ 14 (3-5-9)
-.If
_ 6 SS 18 13 FILL: Very Stiff to Stiff, Reddish Tan to = ►D 22 (9-10-12)
Tan, Fine Sandy SILT, Moist (FILL-ML) -
10 7 SS 18 18 _ ►D 16 (4-6-1o)
_ 8 SS 18 12 _ 021 (8-9-12)
- _-500
9 SS 18 18 - ►413 (5-5-8)
_ 10 SS 18 17 FILL: Very Stiff to Stiff, Reddish Tan, _y - ►Q 18 (5-8-10)
15 Fine Sandy SILT, Moist (FILL-ML)
— 11 SS 18 18 - ►415 (5-8-7)
12 SS 18 12 FILL: Very Stiff, Tan, Fine Sandy SILT, , -495 16 (7-7-s)
Moist (FILL-ML) -
N /
_ '13 SS 18 18 RESIDUAL: Stiff, Brown and Tan Fine Sandy _- ►s1 10 (3-4-6)
SILT, Moist (ML)
_ END OF BORING © 19.5' _—
-490
25 -
—485
30 —
i
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
7WL GNE ®OR WD BORING STARTED 09/29/1 1 DRILLER: Presley Drilling Co. Inc.
I WL(BCR) ZWL(ACR) GNE BORING COMPLETED 0 9/2 9/1 1 CAVE IN DEPTH 0 16.4'
AWL RIG SIMCO 2400 FOREMAN RON DRILLING METHOD HSA
6

CLIENT JOB # BORING # SHEET
Dewberry 7867 B-18 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
Prescot Village Multi—Use Site — DTR OTM
SITE LOCATION -0- CALIBRATED PENETROMETER
Pine Oak Road & Providence Road, Waxhaw, NC 1 2 TON53FT.2 4 5+
I I I I I
PLASTIC WATER LIQUID
LIMIT % CONTENT % LIMIT %
X-- t A
DESCRIPTION OF MATERIAL ENGLISH UNITS m 1-7w 5 ROCK QUALITY DESIGNATION & RECOVERY
F RQD%- - - REC.%
z P a a BOTTOM OF CASING.-
LOSS OF CIRCULATION 1100%>- a 20%40%-60%80%100%
RI' NA $ $ a 0 SURFACE ELEVATION M 0 STANDARD PENETRATION
511 0 w BLOWS/FT.
0 \ 10 20 30 40 50+
- 1 SS 18 12 - Topsoil Depth 1"
/ -510 ►) 7 (2-3-4)
2 SS 18 16 FILL: Medium Stiff, Tan, Fine Sandy SILT '' - 0117 5-7-10
with Trace Roots, Moist (FILL-ML) - • ( )
- 3 SS 18 18 FILL: Very Stiff to Stiff, Reddish Tan, _ 14 (3-5-9)
Fine Sandy SILT, Moist (FILL-ML) s
5 _ 4 SS 18 12 \FILL: Very Stiff to Stiff, Reddish Tan, / y^ - CO 20 (9-9-11)
-
Fine Sandy SILT, Moist (FILL-ML) _Fine 5 SS 18 18 - 211 (3-5-6)
6 SS 18 14 FILL: Very Stiff to Stiff, Reddish Tan to - 17 6-9)
Reddish Brown, Fine Sandy SILT, Moist -
(�
(FILL-ML) 26.3
10 7 SS 18 16 - OD 11 (4-5-6)
_ 8 SS 18 15 - _500 1D 13 (5-5-8)
- 9 SS 18 18 FILL: Very Stiff to Stiff, Reddish Tan, - ►Q 17 (6-6-11)
Fine Sandy SILT, Moist (FILL-ML) -
_ 10 SS 18 17 y _ ►4 23 (10-11-12)
15 —
— 11 SS 18 18 -495 ►D 13 (3-6-7)
_ 12 SS 18 12 '•' _ ►D 15 (4-6-9)
•
- 13 SS 18 18 RESIDUAL: Stiff, Dark Brown, Fine Sandy — 0�1 11 (5-6-5)
SILT, Moist (ML) -
-.
20— —
END OF BORING © 19.5' -490
25 _ _—
—485
30 —
s
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN SITU THE TRANSITION MAY BE GRADUALo
0
7WL GNE ®OR WD BORING STARTED 09/30/1 1 DRILLER: Presley Drilling Co. Inc.
I WL(BCR) ZWL(ACR) GNE BORING COMPLETED 0 9/3 0/1 1 CAVE IN DEPTH 0 16.6'
AWL RIG SIMCO 2400 FOREMAN RON DRILLING METHOD HSA
5

CLIENT JOB # BORING # SHEET
Dewberry 7867 B-19 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
Prescot Village Multi—Use Site — DTR OTM
SITE LOCATION -0- CALIBRATED PENETROMETER
Pine Oak Road & Providence Road, Waxhaw, NC 1 2 TON53FT.2 4 5+
I I I I I
PLASTIC WATER LIQUID
LIMIT % CONTENT % LIMIT %
X-- . A
DESCRIPTION OF MATERIAL ENGLISH UNITS 1-7w - ROCK QUALITY DESIGNATION & RECOVERY
,4 RQD%- - - REC.%
z P a a BOTTOM OF CASING.-LOSS OF CIRCULATION 1100%>- N a % % %2040%-6080100%
PA NA $ $ a o SURFACE ELEVATION M 0 STANDARD PENETRATION
511 0 w BLOWS/FT.
0 10 20 30 40 50+
- 1 SS 18 12 Topsoil Depth 1" / ►�0 9 (2-4-5)
-510 FILL: Stiff to Very Stiff, Tan, Fine '` _
-
2 SS 18 13 0113 4-5-8
Sandy SILT, Moist (FILL-ML) - • ( )
- 3 SS 18 18 _ ►D 25 (6-11-14)
5 _ 4 SS 18 18 : _ ►) 16 (6-8-8)
- -505
5 SS 18 13 _ ►�116 (10-8-8)
li
6 SS 18 18 FILL: Stiff to Very Stiff, Tan, Fine - ►s1 10 (2-4-6)
Sandy SILT, Moist (FILL-ML)
10 7 SS 18 18 _ ►1118 (7- -0)
8 SS 18 18 FILL: Stiff to Very Stiff, Reddish Tan, - -500 ►tee 9 (3-4-5)
Fine Sandy SILT, Moist (FILL-ML) _
- 9 SS 18 17 _ D 18 (6-8-10)
_ 10 SS 18 18 FILL: Stiff to Very Stiff, Reddish Tan, y - Cif (3-4-6)
15 Fine Sandy SILT, Moist (FILL-ML) _
- 11 SS 18 18 _495 ►D 16 (6-8-8)
12 SS 18 18 FILL: Soft to Very Soft, Reddish Tan to ' - 4 (2-2-2)
Reddish Brown, Fine Sandy SILT, Moist -
-
(FILL-ML)
13 SS 18 13 -
14 2 (2)
20 14 SS 18 18 FILL: Medium Stiff, Brown Fine Sandy -. _ 1�1 5 (2-2-3)
N SILT, Moist (FILL-ML) / _< 490
- 15 SS 18 17 RESIDUAL: Medium Stiff, Dark Brown and - ►�1 8 (3-4-4)
Orange, Fine Sandy SILT, Moist (ML) / -
_ END OF BORING © 22.5' _—
25 _ __
—485
30 —
s
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
0
7WL GNE ®OR WD BORING STARTED 09/29/1 1 DRILLER: Presley Drilling Co. Inc.
I WL(BCR) ZWL(ACR) GNE BORING COMPLETED 0 9/2 9/1 1 CAVE IN DEPTH 0 1 8.1'
AWL RIG SIMCO 2400 FOREMAN RON DRILLING METHOD HSA
5

CLIENT JOB # BORING # SHEET
Dewberry 7867 B-20 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
Prescot Village Multi—Use Site — DTR OTM
SITE LOCATION -0- CALIBRATED PENETROMETER
Pine Oak Road & Providence Road, Waxhaw, NC 1 2 TON53FT.2 4 5+
I I I I I
PLASTIC WATER LIQUID
LIMIT % CONTENT % LIMIT %
X-- t A
DESCRIPTION OF MATERIAL ENGLISH UNITS m 1-7w 5 ROCK QUALITY DESIGNATION & RECOVERY
F RQD%— — — REC.%
p z P a a BOTTOM OF CASING.-LOSS OF CIRCULATION 1100%>- N a 20%40%-60%80%100%
A $ $ a 8 SURFACE ELEVATION M 0 STANDARD PENETRATION
512 0 w BLOWS/FT.
0 10 20 30 40 50+
- 1 SS 18 17 Topsoil Depth 1" •/-
— ►Q 8 (2-3-5)
FILL: Medium Stiff, Reddish Tan, 17 s-s Fine —510
2 SS 18 12 ►Q
Sandy SILT, Moist (FILL-ML) - • ( -9)
- 3 SS 18 16 FILL: Very Stiff, Reddish Tan to Tan, :,_ _ ►D 17 (5-8-9)
Fine Sandy SILT, Moist (FILL-ML) s. -
5 _ 4 SS 18 13 : _ ►D 24 (10-12-12)
- 5 SS 18 18 —505 ►D 17 (4-8-9)
• 26.4
_ 6 SS 18 18 _ (9-10-12)
10 - 7 SS 14 8 - (5-11-50 �►D 20
FILL: Very Hard, Reddish Tan, Fine to
Medium SandySILT, Moist (FILL-ML)SS 18 16 ( ) _ 09 (17-15-14)
- 9 SS 18 18 FILL: Very Stiff, Reddish Tan and Tan, _500 ►D 18 (5-8-1o)
Fine Sandy SILT, Moist (FILL-ML) —
_ 10 SS 18 16 _y _ ►D 22 (8-11-11)
15 —
- 11 SS 18 18 _ ►s120 (7-9-11)
_ 12 SS 18 13 ', _495 ►s120 (8-18-10)
•
- 13 SS 18 18 RESIDUAL: Very Stiff, Grayish Tan, Fine - ►�116 (5-8-8)
Sandy SILT, Moist (ML) -
-.
20— —
END OF BORING © 19.5' _
—490
25 —
—485
30 —
s
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
0
7WL GNE ®OR WD BORING STARTED 09/30/1 1 DRILLER: Presley Drilling Co. Inc.
I WL(BCR) ZWL(ACR) GNE BORING COMPLETED 0 9/3 0/1 1 CAVE IN DEPTH 0 16.8'
AWL RIG SIMCO 2400 FOREMAN RON DRILLING METHOD NSA
5

CLIENT JOB # BORING # SHEET
Dewberry 7867 B-21 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
Prescot Village Multi—Use Site — DTR OTM
SITE LOCATION -0- CALIBRATED PENETROMETER
Pine Oak Road & Providence Road, Waxhaw, NC 1 2 TON53FT.2 4 5+
I I I I I
PLASTIC WATER LIQUID
LIMIT % CONTENT % LIMIT %
X-- t A
DESCRIPTION OF MATERIAL ENGLISH UNITS m 1-7w 5 ROCK QUALITY DESIGNATION & RECOVERY
F RQD%- - - REC.%
z P E' a BOTTOM OF CASING.-LOSS OF CIRCULATION 1100%>- a % % %2040%-6080100%
RI' NA $ $ a 0 SURFACE ELEVATION M 0 STANDARD PENETRATION
511 0 w BLOWS/FT.
0 \ 10 20 30 40 50+
- 1 SS 18 14 - Topsoil Depth 1"
/ -510 ►�1 7 (2-3-4)
FILL: Medium Stiff, Reddish Brown, Fine °.
_ 2 SS 18 18 Sandy SILT with Trace Roots, Moist _ 1D 13 (4-5-8 -
(FILL-ML) • - -
- 3 SS 18 18 _ ►�1 F4Ts-�q 7-11) 45
FILL: Stiff to Very Stiff, Reddish Brown, ¢5 _ 4 SS 18 17 Fine Sandy SILT, Moist (FILL-ML) =i. 1�125 (9-12-13)
505-
5 SS 18 18 FILL: Stiff to Very Stiff, Reddish Brown, - ►D 14 (4-6-8)
Fine Sandy SILT, Moist (FILL-ML) _ •26.1
_ 6 SS 18 17 _ 1D 17 (7-8-9)
- 7 SS 18 18 FILL: Stiff to Very Stiff, Reddish Brown • - ►s1 10 (3-4-6)
10 to Tannish Red, Fine Sandy SILT with -
_ 8 SS 18 18 (FILL-ML)RootsTrace from 13.5 to 15 feet, Moist _500 ►Q 18 (6-8-10)
- 9 SS 18 18 - ►�118 (5-8-10)
_ 10 SS 18 18 _. _ ►D 25 (10-12-13)
15 —
11 SS 18 18 FILL: Stiff, Reddish Tan and Brown, Fine _495 ►4 10 (4-4-6)
Sandy SILT with Trace Wood Fragments,
\Moist (FILL-ML) _
_ 12 SS 18 17 _ 12 (5-6-6)
RESIDUAL: Stiff, Dark Brown and Gray, -
- 13 SS 18 18 Fine Sandy SILT, Moist (ML) _ ►) 12 (4-6-6)
20 END OF BORING © 19.5' -
-490
25 _ _—
—485
30 —
s
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN SITU THE TRANSITION MAY BE GRADUALo
0
7WL GNE ®OR WD BORING STARTED 09/30/1 1 DRILLER: Presley Drilling Co. Inc.
I WL(BCR) ZWL(ACR) GNE BORING COMPLETED 0 9/3 0/1 1 CAVE IN DEPTH 0 1 6.5'
AWL RIG SIMCO 2400 FOREMAN RON DRILLING METHOD HSA
5

CLIENT JOB # BORING # SHEET
Dewberry 7867 B-22 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
Prescot Village Multi—Use Site — DTR OTM
SITE LOCATION -0- CALIBRATED PENETROMETER
Pine Oak Road & Providence Road, Waxhaw, NC 1 2 TON53FT.2 4 5+
I I I I I
PLASTIC WATER LIQUID
LIMIT % CONTENT % LIMIT %
X-- t A
DESCRIPTION OF MATERIAL ENGLISH UNITS m 1-7w 5 ROCK QUALITY DESIGNATION & RECOVERY
F RQD%— — — REC.%
z P a a BOTTOM OF CASING.-LOSS OF CIRCULATION 1100%>- N az % % %2040%-6080100%
RI' NA $ $ a 8 SURFACE ELEVATION M 0 STANDARD PENETRATION
511 0 w BLOWS/FT.
0 \ 10 20 30 40 50+
- 1 SS 18 17 - Topsoil Depth 1"
/ —510 0-3-4)►�1 7 -3=4)
2 SS 18 17 FILL: Medium Stiff, Tan and Gray, Fine ° — OD 11 4-5-s
Sandy SILT, Moist (FILL-ML) - • ( )
- 3 SS 18 18 FILL: Stiff to Medium Stiff, Reddish Tan = 011 (4-5-6)
to Reddish Brown, Fine Sandy SILT, Moist ¢ —
5 _ 4 SS 18 18 (FILL-ML) _ 1i115 (7-7-8)
- _-505
5 SS 18 18 — 8 (3-4-4)
6 SS 18 18 FILL: Stiff, Reddish Tan and Reddish — OD 11 (4-5-6)
Brown, Fine Sandy SILT with Trace Wood
Fragments from 13.5 to 15 feet, Moist
10 7 SS 18 18 (FILL-ML) —- OD 11 (4-5-6)
- 8 SS 18 18 . _500 ►:112 (4-6-6) •
-- 46.6-
9 SS 18 18 — ►�112 (4-5-7)
_ 10 SS 18 18 _. _ ►D 12 (5-5-7)
15 —
11 SS 18 18 RESIDUAL: Medium Stiff to Stiff, Dark - ►Q 6 (2-3-3)
Brown and Orange, Fine Sandy SILT, Moist —495
_ 12 SS 18 17 (ML) _ 0 9 (3-4-5)
- 13 SS 18 18 — OD 11 (3-5-6)
20— 14 SS 18 18 _ ►D 14 (6-7-7)
_ -- _ 490
END OF BORING © 21 .0' —
25 _ _—
—485
30 —
i
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
7WL GNE ®OR WD BORING STARTED 09/29/1 1 DRILLER: Presley Drilling Co. Inc.
I WL(BCR) ZWL(ACR) GNE BORING COMPLETED 0 9/3 0/1 1 CAVE IN DEPTH 0 16.0'
AWL RIG SIMCO 2400 FOREMAN RON DRILLING METHOD HSA
6

CLIENT JOB # BORING # SHEET
Dewberry 7867 B-23 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
Prescot Village Multi—Use Site — DTR OTM
SITE LOCATION -0- CALIBRATED PENETROMETER
Pine Oak Road & Providence Road, Waxhaw, NC 1 2 TON53FT.2 4 5+
I I I I I
PLASTIC WATER LIQUID
LIMIT % CONTENT % LIMIT %
X-- t A
DESCRIPTION OF MATERIAL ENGLISH UNITS rn 1-7w - ROCK QUALITY DESIGNATION & RECOVERY
,4 RQD%- - - REC.%
z P a a BOTTOM OF CASING.-LOSS OF CIRCULATION 1100%>- N a % % %2040%-6080100%
RI' NA $ $ a 0 SURFACE ELEVATION M 0 STANDARD PENETRATION
514 0 w BLOWS/FT.
0 r----'
10 20 30 40 50+
- 1 SS 18 18 Topsoil Depth 2" ►D 7 (2-3-4)
/ _ -
2 SS 18 16 FILL: Medium Stiff, Reddish Tan, Fine ° - ►Q 15 4-7-8
Sandy SILT, Moist (FILL-ML) - • ( )
- 3 SS 18 18 FILL: Stiff to Very Stiff, Reddish Tan, -510 OD 11 (3-5-6)
Fine Sandy SILT, Moist (FILL-ML) ¢ -
5 _ 4 SS 18 13 e. _ OD 21 (8-11-10)
- 5 SS 18 18 FILL: Stiff to Very Stiff, Reddish Tan, - ►Q 12 (3-5-7)
Fine Sandy SILT, Moist (FILL-ML) -
_ 6 SS 18 16 _ •17 (7-8-9)
505-
7 SS 18 18 FILL: Stiff to Very Stiff, Reddish Tan, - 14 (5-6-8}
10 Fine Sandy SILT, Moist (FILL-ML) _
8 SS 18 18 _ •21 (8-10-11)
- 9 SS 18 17 FILL: Stiff to Very Stiff, Reddish Tan, - ►Q 12 (5-5-7)
Fine Sandy SILT, Moist (FILL-ML) _
_ 10 SS 18 18 .. _500 0�117 (6-8-9)
15 —
11 SS 18 18 FILL: Stiff, Reddish Tan, Fine Sandy SILT - ►�114 (4-6-8}
with Trace Wood Fragments, Moist -
(FILL-ML)
_ 12 SS 18 18 _ 0 21 (7-10-11)
RESIDUAL: Very Stiff to Stiff, Dark Brown -
- 13 SS 18 18 and Gray, Fine Sandy SILT, Moist (ML) -
-495 1�115 (6-7-8)
20—
END OF BORING © 19.5' —
_ _-490
25 —
_ _-485
30 —
s
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN SITU THE TRANSITION MAY BE GRADUALo
0
7WL GNE ®OR WD BORING STARTED 09/29/1 1 DRILLER: Presley Drilling Co. Inc.
I WL(BCR) ZWL(ACR) GNE BORING COMPLETED 0 9/3 0/1 1 CAVE IN DEPTH 0 1 6.2'
AWL RIG SIMCO 2400 FOREMAN RON DRILLING METHOD HSA 3
5

CLIENT JOB # BORING # SHEET
Dewberry 7867 B-24 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
Prescot Village Multi—Use Site — DTR OTM
SITE LOCATION -0- CALIBRATED PENETROMETER
Pine Oak Road & Providence Road, Waxhaw, NC 1 2 TON53FT.2 4 5+
I I I I I
PLASTIC WATER LIQUID
LIMIT % CONTENT % LIMIT %
X-- t A
DESCRIPTION OF MATERIAL ENGLISH UNITS 1-7w - ROCK QUALITY DESIGNATION & RECOVERY
,4 RQD%- - - REC.%
z P a a BOTTOM OF CASING.-LOSS OF CIRCULATION 1100%>- N a % % %2040%-6080100%
PA NA $ $ a 8 SURFACE ELEVATION M 0 STANDARD PENETRATION
513 0 w BLOWS/FT.
0 10 20 30 40 50+
- 1 SS 18 18 Topsoil Depth 1" • ►�� 7 (2-3=4)
2 SS 18 17 FILL: Medium Stiff, Reddish Brown, Fine t. - ►� 14 4-6-s
Sandy SILT with Trace Roots, Moist - • ( )
(FILL-ML) • -510
- 3 SS 18 18 - 0.1 11 (4-5-6)
FILL: Stiff to Very Stiff, Reddish Brown ¢5 4 SS 18 18 to Tannish Red, Fine Sandy SILT, Moist _ - 0 20 (7-9-11)
(FILL-ML) e. -
- 5 SS 18 18 FILL: Stiff to Very Stiff, Tannish Red, - ►�0 12 (4-5-7)
Fine Sandy SILT, Moist (FILL-ML) -
6 SS 18 17 _505 13 (4-6-7)
10 7 SS 18 18 _ ►:� 16 (s-s-e)
8 SS 18 18 _ 020 (7-10-10)
- 9 SS 18 18 FILL: Stiff to Very Stiff, Tannish Red, - ►Q 15 (5-6-9)
Fine Sandy SILT, Moist (FILL-ML) —500
_ 10 SS 18 18 _. _ 019 (10-10-9)
15 —
11 SS 18 18 FILL: Stiff, Brown and Tan, Fine Sandy - 0:1 11 (3-5-6)
SILT with Trace Roots, Moist (FILL-ML) -
\ / _
_ 12 SS 18 18 RESIDUAL: Very Stiff to Stiff, Dark Brown - ►�0 18 (9-0-8)
and Tan, Fine to Medium Sandy SILT, Moist -495
- 13 SS 18 18 (ML) — 010 (3-5-5)
20— 14 SS 18 18 _ ►�114 (5-7-7)
_ END OF BORING © 21 .0' —
_
—490
25 —
—485
30 —
s
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN SITU THE TRANSITION MAY BE GRADUALo
0
7WL GNE ®OR WD BORING STARTED 09/29/1 1 DRILLER: Presley Drilling Co. Inc.
I WL(BCR) ZWL(ACR) GNE BORING COMPLETED 0 9/2 9/1 1 CAVE IN DEPTH 0 15.6'
AWL RIG SIMCO 2400 FOREMAN RON DRILLING METHOD HSA
5

CLIENT JOB # BORING # SHEET
Dewberry 7867 B-25 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
Prescot Village Multi—Use Site — DTR OTM
SITE LOCATION -0- CALIBRATED PENETROMETER
Pine Oak Road & Providence Road, Waxhaw, NC 1 2 TON53FT.2 4 5+
I I I I I
PLASTIC WATER LIQUID
LIMIT % CONTENT % LIMIT %
X-- t A
DESCRIPTION OF MATERIAL ENGLISH UNITS 1-7w - ROCK QUALITY DESIGNATION & RECOVERY
,4 RQD%- - - REC.%
z P a a BOTTOM OF CASING.-LOSS OF CIRCULATION 1100%>- N a % % %2040%-6080100%
A $ $ a 0 SURFACE ELEVATION M 0 STANDARD PENETRATION
517 0 w BLOWS/FT.
0 10 20 30 40 50+
- 1 SS 18 12 Topsoil Depth 1" •/-
- ►�1 8 (3-4-4)
2 SS 18 16 FILL: Medium Stiff, Reddish Brown and °` -51 5 ►�114 (4-6-8}
Gray, Fine Sandy SILT with Trace Roots, -
Moist (FILL-ML) • -
- 3 SS 18 18 - ►I 10 (4-5-5)
FILL: Stiff to Very Stiff, Reddish Tan, ¢5 _ 4 SS 18 18 Fine Sandy SILT, Moist (FILL-ML) : _ ►Q 17 (6-8-9)
- 5 SS 18 17 FILL: Stiff to Very Stiff, Reddish Tan, - 1D 13 (2-6-7)
Fine Sandy SILT, Moist (FILL-ML) -510
_ 6 SS 18 18 _ 18 (5-8-10)
10
7 SS 18 18 FILL:
Tannish Stiff toBrown VeryFine Stiff,Sandy ReddishSILT Tan
Moist -
to - 1)13 (4-5-8)
, ,
(FILL-ML) _
_ 8 SS 18 14 _ ►�/ ' 11-10-9)
- 9 SS 12 12 -505 (9-50 •s► 60
FILL: Very Hard, Tannish Brown, Fine -
Sandy SILT, Moist (FILL-ML)
_ 10 SS 18 0 ':y' - ►�1 : (9-0-8)
15 FILL: No Recovery (FILL-NR)
,
- 11 SS 18 12 '° - ►D 7 (5-3-4)
FILL: Medium Stiff to Stiff, Tannish
Brown to Reddish Tan, Fine Sandy SILT, , -500 v
►s1_ 12 SS 18 16 Moist (FILL-ML) y' - 10 (3-4-6)
- 13 SS 18 14 _ C 9 (3-4-5)
20 14 SS 18 18 FILL: Very Stiff to Stiff, Tan and Brown, +} - 1�019 (5-9-10)
Fine Sandy SILT with Trace Roots from • _
21.5 to 23 feet, Moist (FILL-ML)
- 15 SS 18 18 -495 ►:113 (3-6-7)
16 SS 18 18 RESIDUAL: Very Stiff, Tan and Gray, Fine - ►Q 26 (10-12-14)
Sandy SILT, Moist (ML) -
25 17 SS 18 18 — ►�126 (12-13-13)
- END OF BORING © 25.5' —
-490
30 —
s
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN SITU THE TRANSITION MAY BE GRADUAL
0
7WL GNE ®OR WD BORING STARTED 09/29/1 1 DRILLER: Presley Drilling Co. Inc.
I WL(BCR) ZWL(ACR) GNE BORING COMPLETED 0 9/2 9/1 1 CAVE IN DEPTH 0 18.2'
AWL RIG SIMCO 2400 FOREMAN RON DRILLING METHOD HSA
5

CLIENT JOB # BORING # SHEET
Dewberry 7867 B-26 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
Prescot Village Multi—Use Site — DTR OTM
SITE LOCATION -0- CALIBRATED PENETROMETER
Pine Oak Road & Providence Road, Waxhaw, NC 1 2 TON53FT.2 4 5+
I I I I I
PLASTIC WATER LIQUID
LIMIT % CONTENT % LIMIT %
X-- t A
DESCRIPTION OF MATERIAL ENGLISH UNITS m 1-7w 5 ROCK QUALITY DESIGNATION & RECOVERY
F RQD%- - - REC.%
z P a a BOTTOM OF CASING.-LOSS OF CIRCULATION 1100%>- a % % %2040%-6080100%
RI' NA $ $ a 0 SURFACE ELEVATION M 0 STANDARD PENETRATION
0515 0 w BLOWS/FT.
0 10 20 30 40 50+
- 1 SS 18 12 Topsoil Depth 1" ►�1 7 (3-3-4)
2 SS 18 17 FILL: Medium Stiff, Reddish Tan, Fine ° - ►Q 12 3-6-6
Sandy SILT, Moist (FILL-ML) - • ( )
- 3 SS 18 18 FILL: Stiff to Very Stiff, Reddish Tan, _ 019 (6-8-11)
Fine Sandy SILT, Moist (FILL-ML) ¢ -
5 _ 4 SS 18 17 e. _510 OD 21 (10-10-11)
- 5 SS 18 17 FILL: Stiff to Very Stiff, Reddish Tan, - 1D 13 (4-6-7)
Fine Sandy SILT, Moist (FILL-ML) -
_ 6 SS 18 18 _ ►D 24 (10-11-13)
- 7 SS 18 17 FILL: Stiff to Very Stiff, Reddish Tan, - ►Q 15 (5-6-9)
10 Fine Sandy SILT, Moist (FILL-ML) -505
_ 8 SS 18 17 _ OD 21 (s-10-11)
•
- 9 SS 18 17 FILL: Stiff to Very Stiff, Reddish Tan, - ►D 14 (5-6-8}
Fine Sandy SILT, Moist (FILL-ML) -
_ 10 SS 18 14 _. _ 020 (10-10-10)
15 500
- 11 SS 18 18 FILL: Stiff to Very Stiff, Reddish Tan, - ►�114 (5-6-8}
Fine Sandy SILT, Moist (FILL-ML) -
_ 12 SS 18 18 '' _ 020 (10-10-10)
•
- 13 SS 18 18 ALLUVIAL: Stiff to Medium Stiff, Dark - C 9 (3-4-5)
Brown and Gray, Fine Sandy SILT, Moist -
(ALLUV-ML)
20— 14 SS 18 18 -495 0:1 11 (4-5-6)
- 15 SS 18 18 — 8 (1-3-5)
16 SS 18 18 RESIDUAL: Very Stiff to Stiff, Dark - 1�117 (6-7-10)
Brown and Gray, Fine Sandy SILT, Moist -
_ (ML) _
25 17 SS 18 18 -490 ►:115 (7-7-8)
- END OF BORING © 25.5' —
30 —
s
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN SITU THE TRANSITION MAY BE GRADUALo
0
7WL GNE ®OR WD BORING STARTED 09/29/1 1 DRILLER: Presley Drilling Co. Inc.
I WL(BCR) ZWL(ACR) GNE BORING COMPLETED 0 9/2 9/1 1 CAVE IN DEPTH 0 18.0'
AWL RIG SIMCO 2400 FOREMAN RON DRILLING METHOD HSA
5

CLIENT JOB # BORING # SHEET
Dewberry 7867 B-27 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
Prescot Village Multi—Use Site — DTR OTM
SITE LOCATION -0- CALIBRATED PENETROMETER
Pine Oak Road & Providence Road, Waxhaw, NC 1 2 TON53FT.2 4 5+
I I I I I
PLASTIC WATER LIQUID
LIMIT % CONTENT % LIMIT %
X-- t
DESCRIPTION OF MATERIAL ENGLISH UNITS 1-7w - ROCK QUALITY DESIGNATION & RECOVERY
,4 z RQD%— — — REC.%
z - a BOTTOM OF CASING LOSS OF CIRCULATION 1100%>- a 20%40%-60%80%100%
PA Na $ $ a o SURFACE ELEVATION M 0 STANDARD PENETRATION
519 0 w BLOWS/FT.
Ocn cn cil
�*^ 10 20 30 40 50+
- 1 SS 18 17 Asphalt Depth 1" / _ ►�/ 11 (2-5-6)
I - FILL: Stiff to Very Stiff, Reddish Tan, ' _
2 SS 18 17 Fine Sandy SILT, Moist (FILL-ML) 1�115 (5-6-9)
- 3 SS 18 17 ` —515 ►i113 (5-6-7)_ 3.1E31 —
5 _ 4 SS 18 17 _ ►D 16 (8-7-9) 55
- 5 SS 18 17 FILL: Stiff to Very Stiff, Reddish Tan, - 0 9 (3-4-5)
Fine Sandy SILT, Moist (FILL-ML) —
_ 6 SS 18 17 _ ►4 16 (5-7-9)
510-
7 SS 18 17 RESIDUAL: Stiff, Reddish Tan, Fine Sandy - ►Q 3 (6-9-4)
10 SILT, Moist (ML) —
\ / _
_ 8 SS 18 18 Hard, Reddish Tan, Fine Sandy SILT, - (12-16-18 34
Moist (ML) -
- 9 SS 18 18 = (12-14-18) 32
_ 10 SS 18 17 _- 505 (06-21-21 ►4 42
15 —
11 SS 18 16 Very Stiff, Reddish Tan, Fine Sandy - ►Q 6 (8-13-13)
SILT, Moist (ML) —
\ / _
_ 12 SS 18 17 Very Hard, Reddish Tan, Fine Sandy SILT, - (12-20-3 57
Moist (ML) —
13 SS P P ,\ (50/2) ►Q 50
PARTIALLY WEATHERED ROCK: SAMPLED AS - ��`
500 2
20— Tan, Silty Fine to Medium SAND, Moist \`
(PWR)
14 SS 1 1 \ ._ 495 (50/1) 10
- END OF BORING © 23.6'
25
_ _-- 490
30 —
0
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUALo
0
7WL GNE 0 OR WD BORING STARTED 09/29/1 1 DRILLER: Presley Drilling Co. Inc.
I WL(BCR) 1WL(ACR) GNE BORING COMPLETED 0 9/2 9/1 1 CAVE IN DEPTH 0 19.8'
AWL RIG SIMCO 2400 FOREMAN RON DRILLING METHOD HSA 2

ECS Carolinas, LLP
Charlotte, NC
Laboratory Testing Summary
Printed on(date): November 03,2011
Project No. 7867 Project Name. Prescot Village Multi-Use Site-DTR
Project Engineer Erik H. Freeburg Principal Engineer Paul A. Blake Summary By Erik H. Freeburg
Atterberg Limits3 Percent Moisture-Density(Corr.)5 Wet Unit Weight
Boring Sample Depth MC1 Soil2 Passing Maximum Optimum CBR6 cf
Number Number (feet) (%) Type LL PL PI No. 200 Density Moisture Value (pcf)
Sieve (pcf) (%)
B-3 S-2 3.50-5.00 15.7 ML 79.5
B-4 S-2 3.50-5.00 12.6 ML 55.2
B-5 S-5 13.50-15.00 19.4 ML 45 29 16
B-7 S-2 3.50-5.00 16.4 ML 91.8
B-7 S-3 6.00-7.50 15.2
B-10 S-3 6.00-7.50 23.0 ML 89.6
B-14 S-5 6.00-7.50 25.7 113.4 pcf @ 9 feet
B-16 S-1 0.00-10.00 25.2 MH 52 30 22 88.7 95.9 22.0
B-16 S-4 4.50-6.00 25.4 ML 86.5
B-18 S-6 7.50-9.00 26.3 122.4 pcf @ 16 feet
B-20 S-5 6.00-7.50 26.4 ML 92.3 117.2 pcf @ 5 feet
B-21 S-2 0.00-10.00 24.5 ML 45 27 18 89.7 96.3 22.0
B-21 S-5 6.00-7.50 26.1 ML 76.3
B-22 S-8 10.50-12.00 46.6
B-27 S-3 1.00-8.00 23.1 MH 55 31 24 91.9 96.4 21.8
Notes: 1.ASTM D 2216,2.ASTM D 2487,3.ASTM D 4318,4.ASTM D 1140,5.See test reports for test method,6.See test reports for test method
Definitions: MC:Moisture Content,Soil Type:USCS(Unified Soil Classification System),LL:Liquid Limit,PL:Plastic Limit,PI:Plasticity Index,CBR:California Bearing Ratio,OC:Organic Content(ASTM D 2974)

Proctor (ASTM D 698 )Test Summary
105 ' - .
104 ' - -
103 ' - .
102 .
101 - • -
100 - ,
99 : - _
97
95 _
QJ 94 -
L 92 -
89 '
88 _ -
10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37
Moisture Content (%)
Liquid Limit(LL) 52 Natural Moisture Content 25
Plastic Limit(PL) 30 Percent Passing No.200 Sieve 88.7
Plasticity Index(PI) 22 Percent Retained on the
No.4 Sieve
Liquidity Index(LI) ---- Maximum Dry Density(pcf) 95.9
Optimum Moisture Content(%) 22.0
Description Light Brown Highly Elastic SILT
Corr. Maximum Dry Density(pcf) 95.90
Classification MH Corr.Optimum Moisture 22.00
Content(%)
Test Method A Test Standard ASTM D 698
Specific Gravity of Soil 2.65 Specific Gravity of Soil Determination Test Estimated
Method
Specific Gravity of Oversize 2.65 Specific Gravity of Oversize Fraction Test Method Estimated
Fraction
Boring Number B-16 Sample Number S-1
Preparation Method Dry Rammer Type Manual
Project No. 7867 ECS Carolinas, LLP
Project Name: Prescot Village Multi-Use Site-DTR
PM: Erik H.Freeburg C
PE: Paul A.Blake Charlotte,NC
Approved Date: October 12,2011

Proctor (ASTM D 698 )Test Summary
106 - - - _ . . .
105 : •
104 - - - .
103 : _ _ . - .
102 - - - -
101 :- .
100 - . _ .
99 : .
98 : - -
Q 97 . _
ir
96 .
95 : --7.'"+
94 ; -93 _91 _ - • -
89 i - .
88 .
87 -
86 :- , -
85 - ' - .
84 _
8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36
Moisture Content (%)
Liquid Limit(LL) 45 Natural Moisture Content 25
Plastic Limit(PL) 27 Percent Passing No.200 Sieve 89.7
Plasticity Index(PI) 18 Percent Retained on the
No.4 Sieve
Liquidity Index(LI) ---- Maximum Dry Density(pcf) 96.3
Optimum Moisture Content(%) 22.0
Description Light Brown and Orange Sandy SILT
Corr. Maximum Dry Density(pcf) 96.30
Classification ML Corr.Optimum Moisture 22.00
Content(%)
Test Method A Test Standard ASTM D 698
Specific Gravity of Soil 2.65 Specific Gravity of Soil Determination Test Estimated
Method
Specific Gravity of Oversize 2.65 Specific Gravity of Oversize Fraction Test Method Estimated
Fraction
Boring Number B-21 Sample Number S-2
Preparation Method Dry Rammer Type Manual
Project No. 7867 ECS Carolinas, LLP
Project Name: Prescot Village Multi-Use Site-DTR
PM: Erik H.Freeburg
PE: Paul A.Blake Charlotte,NC
Approved Date: October 12,2011

Proctor (ASTM D 698 )Test Summary
106 : 1 - r i 1 _ - 1 1
105 ,
104 - - •
103 : •
102 —
101 - •
100 ' - •
0- 98 ; .
> 97 - - - _
E 96 - • _
C 95 ; • - -4*--------7--------74
---TN _
0 94 _ - .
> 93 ; .
0 92 _ .
91 -
89 •
88 - - •
87 - •
86 -
85
11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36
Moisture Content (%)
Liquid Limit(LL) 55 Natural Moisture Content 23
Plastic Limit(PL) 31 Percent Passing No.200 Sieve 91.9
Plasticity Index(PI) 24 Percent Retained on the
No.4 Sieve
Liquidity Index(LI) ---- Maximum Dry Density(pcf) 96.4
Optimum Moisture Content(%) 21.8
Description Light Brown Highly Elastic SILT
Corr. Maximum Dry Density(pcf) 96.40
Classification MH Corr.Optimum Moisture 21.80
Content(%)
Test Method A Test Standard ASTM D 698
Specific Gravity of Soil 2.65 Specific Gravity of Soil Determination Test Estimated
Method
Specific Gravity of Oversize 2.65 Specific Gravity of Oversize Fraction Test Method Estimated
Fraction
Boring Number B-27 Sample Number S-3
Preparation Method Dry Rammer Type Manual
Project No. 7867 ECS Carolinas, LLP
Project Name: Prescot Village Multi-Use Site-DTR
PM: Erik H.Freeburg
PE: Paul A.Blake Charlotte,NC
Approved Date: October 12,2011

Grou
Major Divisions Symbol s Typical Names Laboratory Classification Criteria
GW Well graded gravels,gravel- Q Cu D60/D10 greater than 4
o sand mixtures,little or no fines .. C�(D30)2/(D10 x D60)between 1 and 3
U ... O 0
N 0 rn 0N
cn 5) 0 N .rn
N I) > ° Poorly graded gravels,gravel- o
> .2 ru - GP c A Not meeting all gradation requirements for GW
° c j sand mixtures,little or no fines ; ". o
o > � . a � z
° z = = 3
o 8 y ° a Atterberg limits
Z ,4 GMa d Silty Gravels,gravel-sand-silt °A w v' below"A"line or P.I.
g 3 u mixtures E Above"A"line with P.I.
° ° '' E -0 less than 4 between 4 and 7 are
o 2 Ti a a. C-7 ',, borderline cases requiring
° � GC Clayey Gravels,gravel-sand- L.9- Atterberg limits use of dual symbols
3 above"A"line with
o clay mixtures b o c7 C7 P.I.greater than 7
.� 4 0
Lw 6 c U
°,:' '5' '- i Well-graded sands,gravelly .o 0 0 CU D6o�lo greater than 6
5 F 'd w SW sands,little or no fines o ,4 - C�(D30)2/(D10 x D60)between 1 and 3
N z~ o
o U •. 01 O N 4-, 0 o 0 O
- CA •. Poorly graded sands,gravelly oo • aSP oa Not meetingall gradation requirements for SW
sands,little or no fines Q, o
,-0• 0C.,, O C) aU N
• CeOZ
01 v1 � ,5 2
d �, , v, Atterberg limits
°' y y SMa Silty sands,sand-silt mixtures I) C below"A"line or P.I. Limits plotting in hatched
° °' 3 Q less than 4 zone with P.I.between 4
u and 7 are borderline cases
o Atterberglimits requiring use of dual
° Clayey sands,sand-clay o q g
cip SC mixtures Q above"A"line with symbols
_ P.I.greater than 7
Inorganic silts and very fine sands,
rock flour,silty or clayey fine 60 i , r , ., , r , , , I 1 1 I r I I , , t i Ty!! I I i r 1 i i rl
>, ML sands,or clayey silts with slight - / cS -
1.
�' o plasticity - / -
0o b o Inorganic clays of low to medium 50 �/ 1�r�
N .H `r' CL plasticity,gravelly clays,sandy 'a / ��' _
o = .a clays,silty clays,lean clays - °j \e -
a Organic silts and organic silty 40- 14/ o���`°�
o'/
y OL clays of low plasticity - •pj C.. 'P -
0 ,.S/
ri on Inorganic silts,micaceous or Y 30 f •
'o E MH diatomaceous fine sandy or silty _
.Z .„ y soils,elastic silts i - /�Ov MH or OH -
- , $-, _ a - / t -
• 8 -o to CH Inorganic clays of high plasticity, - /
w E fat clays //
o E 10 /
54 a
Organic clays of medium to high 41-c"ct rip
" ML or OL -
ct 2 OH plasticity,organic silts 0 l r r i/, I r J I I ! 1 1 r r l 1 1 1 1 1 1 1 r 1 1 1 r 1111
0 10 20 30 40 50 60 70 80 90 100
I Liquid limit,wi,
o > 4
woo o o o Pt Peat and other highly organic soils
•- Reference:Winterkorn&Fang, 1975(ASTM D-2487)
'Division of GM and SM groups into subdivision of d and u are for road and airfields only. Subdivision is based on Atterberg limits;suffix d used
when L.L.is 28 or less and the P.I.is 6 or less;the suffix u is used when L.L.is greater that 28.
bBorderline classifications,used for soils possessing characteristics of two groups,are designated by combinations of group symbols. For example:
GW-GC,well-graded gravel-sand mixture with clay binder.
1 I 8702 RED OAK BOULEVARD
C SUITE A
CHARLOTTE,NC 28217 UNIFIED SOIL
LTD 704/525-5152
FAX/525-7178 CLASSIFICATION SYSTEM

REFERENCE NOTES FOR BORING LOGS
I. Drilling Sampling Symbols
SS Split Spoon Sampler ST Shelby Tube Sampler
RC Rock Core, NX, BX, AX PM Pressuremeter
DC Dutch Cone Penetrometer RD Rock Bit Drilling
BS Bulk Sample of Cuttings PA Power Auger(no sample)
HSA Hollow Stem Auger WS Wash sample
REC Rock Sample Recovery % RQD Rock Quality Designation %
II. Correlation of Penetration Resistances to Soil Properties
Standard Penetration (blows/ft) refers to the blows per foot of a 140 lb. hammer falling 30
inches on a 2-inch OD split-spoon sampler, as specified in ASTM D 1586. The blow count is
commonly referred to as the N-value.
A. Non-Cohesive Soils (Silt, Sand, Gravel and Combinations)
Density Relative Properties
Under 4 blows/ft Very Loose Adjective Form 12% to 49%
5 to 10 blows/ft Loose With 5% to 12%
11 to 30 blows/ft Medium Dense
31 to 50 blows/ft Dense
Over 51 blows/ft Very Dense
Particle Size Identification
Boulders 8 inches or larger
Cobbles 3 to 8 inches
Gravel Coarse 1 to 3 inches
Medium 1/2 to 1 inch
Fine '/4 to inch
Sand Coarse 2.00 mm to 1/4 inch (dia. of lead pencil)
Medium 0.42 to 2.00 mm (dia. of broom straw)
Fine 0.074 to 0.42 mm (dia. of human hair)
Silt and Clay 0.0 to 0.074 mm (particles cannot be seen)
B. Cohesive Soils (Clay, Silt, and Combinations)
Unconfined Degree of Plasticity
Blows/ft Consistency Comp. Strength Plasticity Index
Qp (tsf)
Under 2 Very Soft Under 0.25 None to slight 0—4
3 to 4 Soft 0.25-0.49 Slight 5—7
5 to 8 Medium Stiff 0.50-0.99 Medium 8—22
9 to 15 Stiff 1.00-1.99 High to Very High Over 22
16 to 30 Very Stiff 2.00-3.00
31 to 50 Hard 4.00-8.00
Over 51 Very Hard Over 8.00
Ill. Water Level Measurement Symbols
WL Water Level BCR Before Casing Removal DCI Dry Cave-In
WS While Sampling ACR After Casing Removal WCI Wet Cave-In
WD While Drilling 0 Est. Groundwater Level 9 Est. Seasonal High GWT
The water levels are those levels actually measured in the borehole at the times indicated by the
symbol. The measurements are relatively reliable when augering, without adding fluids, in a granular
soil. In clay and plastic silts, the accurate determination of water levels may require several days for
the water level to stabilize. In such cases, additional methods of measurement are generally applied.

Important Information About Your
Geotechnical Engineering Report -.
Subsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes
The following information is provided to help you manage your risks.
Geotechnical Services Are Performed for • elevation,configuration,location,orientation,or weight of the
Specific Purposes, Persons, and Projects proposed structure,
Geotechnical engineers structure their services to meet the specific needs of • composition of the design team,or
their clients.A geotechnical engineering study conducted for a civil engineer • project ownership.
may not fulfill the needs of a construction contractor or even another civil
engineer.Because each geotechnical engineering study is unique,each geo- As a general rule, always inform your geotechnical engineer of project
technical engineering report is unique,prepared solely for the client.No one changes - even minor ones - and request an assessment of their impact.
except you should rely on your geotechnical engineering report without first Geotechnical engineers cannot accept responsibility or liability for problems
conferring with the geotechnical engineer who prepared it.And no one-not that occur because their reports do not consider developments of which they
even you-should apply the report for any purpose or project except the one were not informed.
originally contemplated.
Subsurface Conditions Can Change
Read the Full Report A geotechnical engineering report is based on conditions that existed at the
Serious problems have occurred because those relying on a geotechnical time the study was performed. Do not rely on a geotechnical engineering
engineering report did not read it all. Do not rely on an executive summary. report whose adequacy may have been affected by:the passage of time; by
Do not read selected elements only. man-made events,such as construction on or adjacent to the site;or by natu-
ral events,such as floods,earthquakes,or groundwater fluctuations.Always
A Geotechnical Engineering Report Is Based on contact the geotechnical engineer before applying the report to determine if it
A Unique Set of Project-Specific Factors is still reliable.A minor amount of additional testing or analysis could prevent
Geotechnical engineers consider a number of unique,project-specific factors major problems.
when establishing the scope of a study. Typical factors include:the client's
goals,objectives,and risk management preferences;the general nature of the Most Geotechnical Findings Are Professional
structure involved, its size, and configuration; the location of the structure Opinions
on the site;and other planned or existing site improvements,such as access Site exploration identifies subsurface conditions only at those points where
roads,parking lots,and underground utilities.Unless the geotechnical engi- subsurface tests are conducted or samples are taken.Geotechnical engineers
neer who conducted the study specifically indicates otherwise,do not rely on review field and laboratory data and then apply their professional judgment
a geotechnical engineering report that was: to render an opinion about subsurface conditions throughout the site.Actual
• not prepared for you, subsurface conditions may differ-sometimes significantly from those indi-
• not prepared for your project, cated in your report.Retaining the geotechnical engineer who developed your
• not prepared for the specific site explored,or report to provide construction observation is the most effective method of
• completed before important project changes were made. managing the risks associated with unanticipated conditions.
Typical changes that can erode the reliability of an existing geotechnical A Report's Recommendations Are Not Final
engineering report include those that affect: Do not overrely on the construction recommendations included in your re-
•the function of the proposed structure,as when it's changed from a port.Those recommendations are not final,because geotechnical engineers
parking garage to an office building,or from alight industrial plant develop them principally from judgment and opinion.Geotechnical engineers
to a refrigerated warehouse, can finalize their recommendations only by observing actual
J

subsurface conditions revealed during construction.The geotechnical engi- to disappointments, claims, and disputes. To help reduce the risk of such
neer who developed your report cannot assume responsibility or liability for outcomes,geotechnical engineers commonly include a variety of explanatory
the report's recommendations if that engineer does not perform construction provisions in their reports. Sometimes labeled "limitations" many of these
observation. provisions indicate where geotechnical engineers' responsibilities begin
and end,to help others recognize their own responsibilities and risks.Read
A Geotechnical Engineering Report Is Subject to these provisions closely.Ask questions.Your geotechnical engineer should
Misinterpretation respond fully and frankly.
Other design team members' misinterpretation of geotechnical engineer-
ing reports has resulted in costly problems. Lower that risk by having your Geoenvironmental Concerns Are Not Covered
geotechnical engineer confer with appropriate members of the design team The equipment, techniques, and personnel used to perform a geoenviron-
after submitting the report.Also retain your geotechnical engineer to review mental study differ significantly from those used to perform a geotechnical
pertinent elements of the design team's plans and specifications.Contractors study.For that reason,a geotechnical engineering report does not usually re-
can also misinterpret a geotechnical engineering report. Reduce that risk by late any geoenvironmental findings,conclusions,or recommendations;e.g.,
having your geotechnical engineer participate in prebid and preconstruction about the likelihood of encountering underground storage tanks or regulated
conferences,and by providing construction observation. contaminants. Unanticipated environmental problems have led to numerous
project failures. If you have not yet obtained your own geoenvironmental in-
Do Not Redraw the Engineer's Logs formation,ask your geotechnical consultant for risk management guidance.
Geotechnical engineers prepare final boring and testing logs based upon Do not rely on an environmental report prepared for someone else.
their interpretation of field logs and laboratory data. To prevent errors or
omissions, the logs included in a geotechnical engineering report should Obtain Professional Assistance To Deal with Mold
never be redrawn for inclusion in architectural or other design drawings. Diverse strategies can be applied during building design,construction, op-
Only photographic or electronic reproduction is acceptable, but recognize eration,and maintenance to prevent significant amounts of mold from grow-
that separating logs from the report can elevate risk. ing on indoor surfaces.To be effective,all such strategies should be devised
for the express purpose of mold prevention,integrated into a comprehensive
Give Contractors a Complete Report and plan,and executed with diligent oversight by a professional mold prevention
Guidance consultant. Because just a small amount of water or moisture can lead to
Some owners and design professionals mistakenly believe they can make the development of severe mold infestations, a number of mold prevention
contractors liable for unanticipated subsurface conditions by limiting what strategies focus on keeping building surfaces dry. While groundwater, wa-
they provide for bid preparation.To help prevent costly problems,give con- ter infiltration, and similar issues may have been addressed as part of the
tractors the complete geotechnical engineering report,but preface it with a geotechnical engineering study whose findings are conveyed in-this report,
clearly written letter of transmittal.In that letter,advise contractors that the the geotechnical engineer in charge of this project is not a mold prevention
report was not prepared for purposes of bid development and that the report's consultant; none of the services performed in connection with
accuracy is limited;encourage them to confer with the geotechnical engineer the geotechnical engineer's study were designed or conducted
who prepared the report(a modest fee may be required)and/or to conduct ad- for the purpose of mold prevention.Proper implementation of
ditional study to obtain the specific types of information they need or prefer. the recommendations conveyed in this report will not of itself
A prebid conference can also be valuable.Be sure contractors have sufficient be sufficient to prevent mold from growing in or on the struc-
time to perform additional study.Only then might you be in a position to give ture involved.
contractors the best information available to you,while requiring them to at
least share some of the financial responsibilities stemming from unantici- Rely on Your ASFE-Member Geotechnical
pated conditions. Engineer For Additional Assistance
Membership in ASFE/The Best People on Earth exposes geotechnical engi-
Read Responsibility Provisions Closely neers to a wide array of risk management techniques that can be of genuine
Some clients,design professionals,and contractors do not recognize that benefit for everyone involved with a construction project. Confer with your
geotechnical engineering is far less exact than other engineering disciplines. ASFE-member geotechnical engineer for more information.
This lack of understanding has created unrealistic expectations that have led
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I IGER06045.OM