SW3141103_HISTORICAL FILE_20141209

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO. SW_,�jl`O 3
DOC TYPE ❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
-L
YYYYMMDD

ECS CAROLINAS, LLP uSetting the Standard for Service"
Geotechnical : Construction Materials • Environmental • Facilities NC RegisWed Engomfing Fi. F-1078
Mr. Derek Salfia
The Keith Corporation
5935 Carnegie Blvd.
Charlotte, NC 28209
Reference: Report of SHWT Study
Project Marley
Salisbury, Rowan County,
ECS Project 08-10438
Dear Mr. Salfia
November 17, 2014
OMSION OF LAND RESOURCES
LAND QUALITY SECTION
DEC 0 9 2014
1WAh11VLLd„ -, _—invNMENT
AND NATURAL FdSOUFMa
North Carolina
ECS Carolinas, LLP (ECS) is pleased to provide you with our Report of Seasonal High Water
Table (SHWT) Study for the Project Marley site in Salisbury, North Carolina.
Project Information
The approximate 32.55-acre site is located on the south side of Corporate Center Drive, south of
Julian Road in Salisbury, Rowan County, North Carolina. The Rowan County parcel number
associated with the site is 402-A-001. ECS understands that a warehouse and office building are
proposed for the site. An aerial photograph was prepared by ECS identifying three SHWT boring
locations (Figure 1), which are in general proximity to proposed stormwater devices. The soil
investigation was conducted with a hand auger to a depth of 10 feet or auger refusal below
ground surface (bgs).
Scope of Services
ECS conducted a study/investigation of the soils to identify the depth of the seasonal high water
table, if present. The properties and characteristics of the soils retrieved from the borings were
observed and recorded in field notes. The properties include texture, depth, the presence of
restrictive horizons, depth to seasonal high water table, coarse fragments, etc. The assessment
was conducted in accordance with current soil science practices and technology.
Seasonal High Water Table Study
Below is a summary of the soils retrieved,from the borings.
SHWT Boring 1 — The surface layer to a depth of 4 inches bgs consists of brown sandy loam. The
structure appears to be granular with very friable consistence. The subsurface layer from 4 to 9
inches bgs consists of brown and yellow sandy clay loam. The structure appears to be weak fine
angular blocky with firm, sticky, plastic consistence. The subsurface layer from 9 to 48 inches bgs
consists of orange and brown clay, with gray mottles identified at 15 inches bgs. The structure
appears to be moderate medium angular blocky with very firm, sticky, very plastic consistence. The
subsurface layer from 48 to 68 inches bgs consists of brown and gray clay. The structure appears
1812 Center Park Drive, Suite D, Charlotte, NC 28217 • T: 704-525-5152 • F: 704-357-0023 • www.ecslimited.com
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SHWT Study
Project Marley
Salisbury, Rowan County, North Carolina
ECS Project 08-10438
November 17, 2014
to be angular blocky with very firm, very sticky, very plastic consistence. Auger refusal was
encountered at a depth of 68 inches bgs.
SHWT Boring 2 — The surface layer has been removed due to recent tree clearing and grading
activities. The ground surface to a depth of 16 inches bgs consists of olive brown clay. The
structure appears to be angular blocky with very firm, very sticky, very plastic consistence. The
subsurface layer from 16 to 25 inches bgs consists of multicolored saprolite with sandy clay loam
texture. The structure appears to be massive/structureless with friable, non -sticky non -plastic
consistence. Few clay lenses were identified within this layer. The subsurface layer from 25 to 120
inches bgs consists of multicolored saprolite with a sandy loam texture. The structure appears to
be massive/structureless with friable, non -sticky, non -plastic consistence. No clay lenses were
identified within this layer.
SHWT Boring 3 — The surface layer to a depth of 3 inches bgs consists of brown sandy loam. The
structure appears to be granular with very friable consistence. The subsurface layer from 3 to 36
inches bgs consists of gray clay. The structure appears to be moderate, medium, angular blocky
with very firm, very sticky, very plastic consistence. The subsurface layer from 36 to 72 inches bgs
consists of brown gray clay loam. The structure appears to be moderate medium angular blocky
with very firm, sticky, very plastic consistence. A clay increase was noted within the subsurface
layer from 72-80 inches bgs, and consisted of brown and gray clay. The structure appears to be
angular blocky with very firm, very sticky, very plastic consistence. The subsurface layer from 80 to
86 inches bgs consists of brown gray clay loam. The structure appears to be weak, medium, sub -
angular blocky with firm, slightly sticky, slightly plastic consistence. Lightly colored weathered rock
was noted in the aforementioned horizon. Auger refusal was encountered at a depth of 86 inches
bgs.
Findings
SHWT Boring 1 — Evidence of a SHWT appears at a depth of 15 inches bgs. Reducing conditions
were noted to the depth of auger refusal. It is possible that the shallow depth of the SHWT is from
an episaturated condition, or perched water table, due to slow saturated hydraulic conductivity of
the soil horizon occurring within and below 15 inches. Although field results indicate 15 inches bgs
as the SHWT, lighter colors were noted right before auger refusal. ECS compared previous
geotechnical data to determine depths to water in this area. Water was not identified within 10 feet
bgs. Based on previous geotechnical data and observations at the site, it is our opinion that the
true SHWT occurs lower than 68 inches bgs; however, a drill rig will be required to advance to
deeper depths to make a more conclusive determination of a perched or actual SHWT depth.
SHWT Boring 2 — Evidence of a perched SHWT appears at a depth just bgs. Reducing conditions
were noted to the depth of approximately 16 inches, indicating a restrictive soil horizon. Due to the
low saturated hydraulic conductivity of this layer, caused by expansive clay mineralogy, an
episaturated condition (perched water table) was identified. Soil horizons below the expansive clay,
from 16 to 120 inches bgs, did not exhibit indicators of an actual SHWT.
SHWT Boring 3 — Evidence of what is perceived as a perched SHWT appears at a depth 3 inches
bgs. Reducing conditions were noted to the depth of auger refusal. Soil depth horizons occurring
from 3 to 36 inches, and 72 to 80 inches, exhibited restrictive layers caused by expansive clay
2

SHWT Study
Project Marley
Salisbury, Union County, North Carolina
ECS Project 08-10438
November 17, 2014
mineralogy. Very low saturated hydraulic conductivities would occur throughout the soil profile as a
result of expansive mineralogy, very poor structure, and depth to rock. ECS compared previous
geotechnical data to determine Aepths to water in this area. Water was not identified within 10 feet
bgs. Based on previous geotechnical data and observations at *the site, it is our opinion that the
true SHWT occurs lower than 68 inches bgs;.however. a drill rig Will be required to advance to
deeper depths,to make a more conclusive determination of a perched or actual SHWT depth. .
The type of stormwater. management facility designed is based on the 'depth of the SHWT or
confining. layer. The, information above may be • potentially utilized to determine the type of
stormwater management facility best suited for this site:according to the North Carolina Division of
Water Quality Stormwater Best Management Practice Manual, datedJuly, 2007.
Closing
ECS is pleased to offer our professional services and look forward to assisting in any of.your site . ..'
analysis needs, in the future. If you:have any.questions or require further assistance, please contact
us at 704-525-5152.
Respectfully,
ECS CAROLINAS, LLP
K. -�
W. Brandon Fulton, LS PWS Lee J. McGui ness, PE
Environmental Department Manager Principal Engineer
Attachment: Figure.1 — SHWT Boring Location Map
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CAR O Lo NAS
DIVISION OF LAND RESOURCES
LAND QUALITY SECTION
DEC 0 9 2014
REPORT AND MATUML ROOM=
OF
SUBSURFACE EXPLORATION
SUMMIT CORPORATE CENTER — LOT 7
SALISBURY, NORTH CAROLINA
ECS PROJECT NO.08-4794
August31, 2007

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ECS CAROLINAS, LLP
Geotechnical • Construction Materials • Environmental
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cnr;c•�� iiunx
August 31, 2007
Mr. Derek Salfia
The Keith Corporation
2719 Coltsgate Road
Charlotte, NC 28211
Reference: Report of Subsurface Exploration
Summit Corporate Center —Tract 7
Salisbury, North Carolina
ECS Project No. 08-4794
Dear Mr. Salfia:
ECS Carolinas, LLP (ECS) has completed the subsurface exploration and geotechnical evaluation for
the above referenced project. This project was authorized and performed in general accordance with
ECS Proposal No. 08-7540P. The purpose of this exploration was to determine the general
subsurface conditions at the site and to evaluate those conditions with regard to foundation, floor slab
and pavement support along with general site development. This report presents our findings along
with our conclusions and recommendations for design and construction of the project.
/ECS'Ciiolinas, LLP appreciates the opportunity to assist you during this phase of the project. If you
have questions concerning this report, please contact our office.
Respectfiilly; "
fls-1'�+ECS CAROLINAS;'LLP
J'4e CA Q1
Jonathan R. Almond, E.I.
Geotechnical Project Manager
l
ek L. Clybum, P `IVi SARp�/i,���
Principal Engineer �+
NC Registered 032551t _ SEAL ,
032551 : gl Zoo'
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GINe �.
8702 Red Oak Boulevard, Suite A, Charlotte, North Carolina 28217.704-525-5152 • Fax: [phone] • www.ecslimited.com

n: as
REPORT OF. SUBSURFACE EXPLORATION
Summit Corporate Center — Lot 7
Salisbury, North Carolina
Prepared For:
Mr. Derek Salfia
The Keith Corporation
2719 Coltsgate Road
Charlotte, North Carolina
Prepared By:
ECS CAROLINAS, LLP
8702 Red Oak Boulevard, Suite A
Charlotte, North Carolina 28217
ECS Project No: OF. AND RESD�
!TY SE souncES
08-4794 ~
D& , DEC 0 9 2014
Aft tm 44- .. ENT
Report Date: --`Q
August 31, 2007

Report of Subsurface Exploration and Engineering Services
Summit Cm porate Center — Lot 7
Salisbury, North Carolina
ECS Project No. 08-4794
Prior to drilling, ECS personnel visited the site to perform
the field using a sub -meter Trimble Global Positioning
features of the site were observed with respect to drilling ac
a 2 Mr. DerekSal(Ia
O The Keith Corporation
U ( August 31, 2007
l o Page 1
N 1
Q ON o
�� c�
'iAclonnaisgance end locate the borings in
siftl(GPS) Backpack unit. The surface
ssnd existing ut 5-ilities.
Our subsurface exploration included the execution of eighteen (18) soil test borings (B-1 through B-
18) at the approximate locations shown on the Boring Location Diagram, included in the Appendix
(Figure 2). The boring locations were established and located in the field by personnel from ECS
using the mobile GPS unit. The borings were advanced to depths ranging between 10 and 25 feet
below the existing ground surface using a B-57 mounted rig using continuous -flight, hollow -stem
auger.
FIELD EXPLORATION
Standard Penetration Test (SPT) Drilling: Standard Penetration Tests (SPT's) were performed in
the current borings at designated intervals in general accordance with ASTM D 1586-84. 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. Brief descriptions of the field testing
procedures and Test Boring Records are included in Appendix. Elevations shown on the Test Boring
Records and referenced within this report were interpolated from a site plan provided by The Keith
Corporation.
The drill crew ,also! maintained a field log of the soils encountered at all the boring locations. After
`recovery„"}peach sample was removed from the sampler and visually classified. Representative
?3' ni;'.p'ortions bf each sample were then sealed and brought to our laboratory in Charlotte, North Carolina
for further visual examination and laboratory testing.
Groundwater measurements were attempted at the termination of drilling at all boring locations and
t ?_below' exi ti ggrade.oAlth utaBoring B
oximately 18 feet
Although one fluctuation groundwater ter levels rwith climatic
,wand
seasonal variations, construction problems related to groundwater are not anticipated in this project.
LABORATORY SERVICES
Recovered soil samples were transported to our laboratory where they were subjected to visual -
manual classification by a geoteclnnical engineer. A Test Boring Log was prepared for each boring.
The Test Boring Records were prepared using the observations made in the field during drilling, as
well as the visual — manual classification in the laboratory. In addition to visual classification,
Atterberg limits and in -situ moisture content testing were conducted to better evaluate the on -site
characteristics and current conditions.
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

Report ofSubsurfaee Exploration and Engineering Services
Summit Corporate Center —Lot 7
Salisbury, North Carolina
ECS Project No. 08-4794
Mr. Derek Salfea
The Keith Corporation
August 31, 2007
Page3
vertical and horizontal directions. The results of the boring visual classifications are presented on the
Test Boring Logs included in Appendix
Additional Laboratory Testing: In addition to visual classification, ECS also performed Atterberg
limit testing, Standard Proctor testing, and natural moisture testing. Atterberg limit testing was done
to evaluate the potential for shrink/swell potential and plasticity of the tested soils.
Data obtained from the laboratory tests are presented in the section labeled "Laboratory Test
Results" of this report and/or Appendix
SITE AND SUBSURFACE FINDINGS
Site Description: The area of study, Lot 7, exists in a previously developed industrial park along
Summit Place Drive in Salisbury, North Carolina. During the time of exploration the lot was wooded
but did exhibit some potential for the existence of previous grading or fill activities along the road
frontage and center of the site.
The site is moderately to heavily wooded, with topography sloping from the south to north.
Elevations on -site range between 770 and 815 feet above mean sea level (MSL) elevation.
Several drainage features traverse the site running from east to west.
Soil Survey: The following information is presented based on a review of the Soil Survey of Rowan
County, North Carolina, issued by the U.S. Department of Agriculture - Soil Conservation Service in
1995. According to the Soil Survey of Rowan County, North Carolina, the predominant soil type at
the subject site is the Sedgefield Sandy loam (SeB) for the northern most two-thirds of the property.
The soils survey also indicates that Cecil Sandy Clay loam (CeB2) series extend onto the lower third
of the property.
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. Based on our site reconnaissance and review of the published information pertaining
to the geology in the general vicinity of the site, the parent bedrock underlying the property is felsic
metamorphic or igneous rock. The onsite residual soils are the product of the weathering of the
parent bedrock.

Report ofSubstuface Exploration and Engineering Services
Summit Corporate Center —Lot 7
Salisbury, North Carolina
ECS Project No. 08-4794
Mr. Derek Salfta
The Keith Corporation
August 31, 2007
Page 4
Subsurface Conditions: The subsurface conditions at the site, as indicated by the borings, generally
consist of fill, alluvial soil and residual soil to at least the depths explored. The generalized
subsurface conditions are described below. For soil descriptions and general stratification at a
particular boring location, the respective Test Boring Record should be reviewed. The below
descriptions provide a general summary of the subsurface conditions encountered. The demarcation
designating the interfaces between various material types represent approximate boundaries and the
transition between identified layers may be gradual.
Topsoil is present at the ground surface in all our borings. The topsoil ranged in thickness from 2 to
4 inches across the site. For stripping purposes, we recommend including a budget for clearing at
least 8 inches of topsoil across the site. .
Previously placed fill materials were encountered at ground surface in borings B-9, B-17, and B-18.
The fill materials encountered extend 3 to 5.5 feet below the existing ground surface. The soil
component consisted mainly of silty sands and sandy silts. The SPT N-values measured in the fill
ranged mostly from 11 to 29 blows per foot (bpf). Possible fills were noted to exist in borings B-1
and B-13 to a depth of 3 feet below ground elevation. These materials exhibited SPT N-values
ranging between 11 and 16 bpf. Undocumented fill poses risks associated with undetected deleterious
inclusions within the fill and/or deleterious materials at the virgin ground/fill interface that are
covered by the fill. ECS Carolinas, LLP was not provided with any documentation to support that all
previously encountered deleterious materials have been removed from the project site. The existing
fill soils that will remain after excavating to the FFE generally are not suitable to support
foundations, floor slabs or pavements
Alluvial (water deposited) soils were encountered in boring location B-3, B-4, and B-9. The alluvial
soils were encountered at ground surface and extended to a depth of 3 to 5.5 feet below ground
elevation. The alluvial deposit consisted of Silty Clay. SPT N-values exhibited by the alluvial profile
ranged between 6 and 19 bpf.
Residual soils are present below the fill and alluvial soils, or at ground elevation at all of the borings.
Residual soils are formed by the in -place chemical and mechanical weathering of the parent bedrock.
The residual soil stratas were encountered at depths ranging between 0 and 5.5 feet and extending to
a minimum depth of 10 and at least 25 feet below ground elevation. The residual soils encountered
consisted of Clayey Silt, Sandy Silt, and Silty Sand, exhibiting SPT N-values ranging between 6 and
40 bpf, while averaging between 10 and 20 bpf. Residual profiles exhibiting extended soft soils
(blowcounts less than 7 bpf) were indicated in borings B-12 and B-14.
Materials hard enough to be classified as weathered rock (SPT N-values greater than 100 bpf) were
not encountered in any borings.
Groundwater & Cave -In Depth Observations: Groundwater measurements were attempted at the
termination of drilling and again at the end of the day prior to demobilization. Groundwater was
measured in boring B-7 at a depth of 18 feet below ground elevation.
Based on our soil test borings, groundwater is not anticipated to significantly affect the planned
development. Please note that fluctuations in the groundwater level can be expected depending on
variations in precipitation, run-off and other factors not evident at the time of our subsurface

Report ofSubsmjace Exploration and Engineering Services
Summit Corporate Center —Lot 7
Salisbury, North Carolina
F.CS Project No. 08-4794
Mr. Derek Sa7fia
77ie Keith Corporation
August 31, 2007
Page 5
exploration. Normally, the highest groundwater levels occur in late winter and spring and the lowest
levels occur in late summer and fall.
Cave-in depths noted on the boring logs ranged in depths of 5.9 to 20.1 feet below the existing
ground surface in our borings. The cave-in depths are sometimes an indication of the approximate
groundwater level at or below the caved depths or the result of the fall -in of soils as the augers were
removed.
i LABORATORY TEST RESULTS
Laboratory testing was performed on selected samples collected from the borings. The laboratory
testing program included visual classifications, moisture content tests (ASTM D 2216), Atterberg
Limit testing (ASTM D 4318) and standard Proctor testing (ASTM D-698). Results of the laboratory
testing are also provided in the Appendix. Refer to the table below for Atterberg Limits and natural
moisture content test results.
The Atterberg Limit Test and our visual classification confirms that the samples selected from
borings B-3 and B-9 are high plasticity clays. These materials are not suitable for the use as project
structural fill or foundation or slab bearing materials.
Natural Moisture Content & Atterberg Limits Test Results
•Boring
B-2
�
3.5-5.0
N""tu�al
16.1
Liquid
t
-
Plastic
Limitndex% e% k'!
PlasticityRmi
B-3
1.0-2.5
21.4
58
21
37
CH
B-5
3.5-5.0
13.5
-
-
B-7
8.5-10.0
13.8
-
-
-
-
B-9
3.5-5.0
22.9
50
18
32
CH
B-9
6.0-7.5
21.6
46
20
16
ML
B-9
13.5-15.0
32.7
-
B-11
6.0-7.5
9.4
B-13
6.0-7.5
13.1
B-14
1.0-2.5
5.0
B-15
6.0-7.5
25.2
-
B-15
13.5-15.0
22.2
B-16
3.5-5.0
26.5
B-16
8.5-10.0
34.9
B-17
6.0-7.5
25.6
43
33
10
ML
B-18
6.0-7.5
23.6
PROJECT DESCRIPTION
ECS anticipates that on -site construction will consists of a proposed 200,000 square foot
structure with associated parking areas and drives located to both the east and west of the
proposed structure. ECS anticipates that the structure will be steel framed, with tilt panel or
similar wall construction. ECS also anticipates that column loads to be on the order of 200 kips,
and wall loads no more than 5 kips per foot. Floor loadings are not expected to exceed 300
pounds per square foot.

Report of Subsurface Exploration and Engineering Services
Summit Corporate Center —Lot 7
Salisbury, North Carolina
ECS Project No. 08-4794
Mr. Derek Salfia
77re Keith Corporation
August 31, 2007
Page 6
f Drawings provided by The Keith Corporation have been used to estimate a proposed FIFE of 800
feet MSL for the structure. Based on this FIFE, ECS anticipates that cut and fill depths in the
magnitude of 15 feet will be required. No below grade structures are anticipated for construction.
Associated parking areas and drives will be located to the north of the proposed structure. No
traffic loadings or pavement information was provided at the time of report submittal.
CONCLUSIONS AND RECOMMENDATIONS
The borings performed at this site represent the subsurface conditions at the location of the borings
only. Due to 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 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,
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 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.
If the project information is incorrect or if the structure location (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 ground water of the site
was beyond the scope of this exploration.
The assessment of site environmental conditions for the presence of pollutants in the soil, rock, and
ground water of the site was beyond the scope of this exploration.
PROJECT DESIGN
Foundation Support: Provided the recommendations outlined herein are implemented, the
proposed structure can be adequately supported on a shallow foundation system consisting of spread
footings bearing on undisturbed residual soils or on newly -placed structural fill. A net allowable
bearing pressure of up to 3,000 pounds per square foot (pso can be used for design of the
foundations. The net allowable bearing pressure is that pressure which may be transmitted to the soil
( in excess of the minimum surrounding overburden pressure. Minimum wall and column footing
dimensions of 24 and 16 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 designed to bear at least 18 inches below finished grades for frost protection.

Report of Subsurface Exploration and Engineering Services
Sununit Corporate Center —Lot 7
Salisbury, North Carolina
ECS Project No. 08-4794
Mr. Derek Salf( a
The Keith Corporation
August 31, 2007
Page 7
Settlement: Based on. the subsurface conditions encountered and assuming that the
recommendations discussed herein are incorporated, total and differential settlement should be within
tolerable limits. Total settlement is anticipated to be less than 1.0 inch while differential settlement
between columns is anticipated to be less than 0.5 inch. We recommend that control joints be placed
within the masonry to allow movement.
Site Classification for Seismic Design: The 2006 Edition of the North Carolina Building Code
(NCBC) requires that the stiffness of the top 100-ft of soil profile be evaluated in determining a site
seismic classification. Alternately, designers can default by Code to a Site Class "D" site
assumption, unless soils data further reduces the site to an "E" classification.
To determine the stiffness of the top 100-ft of the soil profile at the site, a Refraction Microtremor
(ReMiTM) survey was performed at the ReMiT"tlocation (array) across the site as seen on the Boring
Location Diagram. The data was processed using SeisOpt® ReMiTM software to reveal a one-
dimensional average shear -wave (S-wave) velocity image for the array, which is provided in the
appendix. In addition, the survey also provides the average shear wave velocity to a depth of 100
feet that was used to determine the seismic Site Class. The data available to date indicates that a Site
Class "D" is appropriate for the project.
Slab -On -Grade Support: The proposed slab -on -grade floor system can be adequately supported on
undisturbed residual soils or on new, properly placed fill provided the site preparation and fill
recommendations outlined herein are implemented. For a properly prepared site, a modulus of
subgrade reaction (k) for the soil of 100 pounds per cubic inch 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 that a granular
material be placed immediately beneath the floor slab to provide a capillary barrier and to increase
the load distribution capabilities of the floor slab system.
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. This granular
layer will facilitate the fine grading of the subgrade and help prevent the rise of water through the
floor slab. Prior to placing the granular material, the floor subgrade soil should be properly
compacted, proofrolled, and free of standing water, mud, and frozen soil. Before the placement of
concrete, a vapor barrier may be placed on top of the granular material to provide additional moisture
protection. However, special attention should be given to the surface curing of the slab in order to
minimize uneven drying of the slab and associated cracking.
We recommend that the floor slab be isolated from building foundations unless the connection is
designed to accommodate anticipated foundation settlement.
Pavements: The undisturbed low plasticity silty sands and sandy silts observed in our borings or
newly placed approved controlled structural fill can provide adequate support for a pavement
structure designed for appropriate subgrade strength and traffic characteristics as long as the "Project
Construction" of this report is followed.
However, the existing highly plastic soils observed in boring B-3 and B-9 are not suitable for direct
support of project pavements. Depending on the site conditions during construction and based on the
final design grades, the areas containing the highly plastic soils (CH) materials may need to be
stabilized with geotextiles and ABC stone or undercut and replaced with compacted structural fill.

i Report of Subsurface Exploration and Engineering Services Mr. Derek Salfia
Summit Corporate Center —Lot 7 The Keith Corporation
Salisbury, North Carolina August 31, 1007
ECSProjeet No. 08-4794 Page 8
Design of the pavement sections is beyond our scope of work; however, typically, for light duty
areas, a minimum pavement section should consist of 3 inches of asphaltic concrete surface course
overlying 6 inches of compacted aggregate base course (ABC) stone. For heavy-duty areas, the
minimum pavement section should consist of 4 inches of asphaltic concrete (surface course and
binder) overlying 8 inches of compacted ABC stone. The pavement cross -sections provided do not
account for construction traffic. The cross-section provided are minimum cross -sections required to
support typical traffic loads for the type of development discussed in this report. Pavement cross-.
sections should conform to local standards if they will be maintained by local government. These
pavement sections may vary depending site conditions. Once pavement design criteria is determined,
1 CS should be further consulted to analyze the appropriateness of the designated pavement section.
Concrete should be properly cured to protect it against loss of moisture, rapid temperature changes,
and mechanical injury during the first several days. We suggest a suitable curing compound be
applied after concrete has been finished. All pavements should be sloped to allow for positive
drainage.
A concrete dumpster pad should be constructed to accommodate dumpsters and the dumpster trucks.
We recommend that a minimum 6-inch thick reinforced air entrained concrete pad be placed in front
of the dumpster for use by the refuse truck during loading operations. The refuse collector should be
consulted to confirm the size, thickness and layout of the concrete pad.
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
paved area or to catch basins so that standing water will not accumulate on the subgrade or
pavement. Any areas of landscaping with sprinkler systems, or areas of cut that would allow water to
enter the pavement system, may need subdrains installed to prevent entry.
It is quite likely that the subgrade in all pavement areas will be exposed to weather extremes and/or
construction traffic prior to placement of pavements. In this event, the upper 12 inches of subgrade
soil should be scarified and rolled to achieve a density of at least 100 percent of its standard Proctor
maximum dry density. If the subgrade soils become dry prior to placement of the pavements, they
should be moistened to approximately their optimum moisture content and recompacted to the above
density. In flexible pavement areas, the aggregate base should then be applied and compacted to at
least 100 percent of its standard Proctor maximum dry density prior to pavement construction. In
rigid pavement areas, the subgrade should be moistened lightly immediately prior to placement of
-• concrete.
The pavement subgrade should be prepared in accordance with the site preparation and fill
I..• recommendations provided in this report. The subgrade and the pavement surface should be sloped
and discharged to a suitable outlet area to provide positive subsurface and surface drainage away
from the pavement. Water within the base course layer can lead to softening of the subgrade and
I.., other problems that will result in accelerated deterioration of the pavement.

Report ojSubsurface Fzploratlon and Engineering Services
Summit Corporate Center— Lot 7
Salisbury, North Carolina
ECS Project No. 08-4794
Mr. Derek Salla
7be Keith Corporation
August 31, 2007
Page 9
It should be noted that all pavements require regular maintenance and occasional repairs to keep in a
serviceable condition. In addition, to minimize water infiltration to the pavement section and within
the base course layer resulting in softening of the subgrade and deterioration of the pavement, we
recommend the timely sealing of joints and cracks in existing paving.
Lateral Earth Pressures/Retaining Walls: According to the 2006 North Carolina Building Code,
retaining systems which provide a total vertical grade change of 5 feet over a horizontal distance of 50
feet or less must be designed and constructed under the responsible charge of a licensed professional
engineer. This includes retaining walls less than 5 feet tall that may have slopes above or below the
walls.
We recommend the following parameters for design of retaining walls:
5 dwfik , { i
"' F� '
-e
'Ty�`y
.f�li i�w4
{y We��p6y,{t,,x`
ROV
Coefliuent
' tCoetlictent+
Coeffnent
�aAngle,,.},
i e43
Cl]IdbL_
Onsite Soils
120
.50
.36
2.8
28
The parameters given above are for walls without appreciable backslopes. Sloping backfill behind the
wall will significantly increase the lateral pressure applied to the wall, which will require modification of
the earth pressure coefficients recommended above.
The Active Coefficient should be used where the wall is allowed to rotate. Rotation at the top of the
wall on the order of 0.5 percent to 1 percent of the wall height is normally required to develop the full
Active Earth Pressure condition. If rotation of the top of the wall is not an acceptable condition or if the
rotation will be restrained by bracing or by supported floors, then the At Rest Earth Pressure Coefficient
should be used to design the wall.
Resistance to lateral sliding of the wall will be derived from friction between the wall foundation and the
supporting soil and from passive earth pressure against the outside face of the embedded wall and
foundation. We recommend the resistance derived from both sources be considered to act
(. simultaneously. However, we recommend a minimum factor of safety of 2.0 be used to compute the
allowable resistance from passive pressure since considerable lateral displacement is typically required
to fully mobilize the passive resistance. Additionally, passive earth pressure should be neglected in the
top 1.5 feet of embedment to account for seasonal drainage, shrinkage, softening, or erosion. Also, a
minimum factor of safety of 2.0 should be applied to the coefficient of friction provided in the table
above.
Retaining wall design should account for any surcharge loads within a 45-degree slope from the base of
I- - the wall. Below grade walls that may retain water behind them should be designed to resist hydrostatic
pressures in addition to earth pressures unless an adequate wall drainage zone is provided. The surface
of the backfill should slope slightly to promote positive surface water flow away from the retaining wall
to prevent ponding of water behind the wall.
If segmental block retaining walls will be utilized in cut areas of the site, the wall face should be located
far enough away from adjacent property lines, structures, or other site constraints to permit construction
of the segmental block wall. We recommend the face of the wall be located away from the site
constraint by at least 2 times the total change in elevation that the retaining wall, including any slopes
1

Report t j Subsurface Exploration and Engineering Services
Sunni( Corporate Center —Lot 7
Salisbury, North Carolina
ECS Project No. 06-4794
Mr. Derek Salfia
The Keith Corporation
August 31, 2007
Page 10
above or below the wall, will provide. This separation should provide approximately one wall height
behind the wall face to accommodate the geogrid reinforcing sheets while still allowing enough space to
make a temporary excavation for construction of the segmental wall.
The onsite non -plastic silty sands and sandy silts are suitable for use as backfill behind conventional
below -grade walls provided they are compacted in accordance with those procedures outlined in a
subsequent section of this report.
Cut and Fill Slopes: We recommend that penmanent cut slopes less than 10 feet tall through
undisturbed residual soils be constructed at 2:1 (horizontal: vertical) or flatter. Permanent fill slopes
less than 20 feet tall may be constructed using controlled fill at a slope of 2.5:1 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
flocated an appropriate distance from the slope. The North Carolina Building Code lists the following
I requirements:
• Buildings or pavements placed at the top of fill slopes should be placed at distance equal to at
least 1/3 of the height of the slope behind the crest of the slope, but that distance need not be
more than 40 feet.
Buildings or pavements near the bottom of a slope should be located at least % of the height of
the slope from the toe of the slope, but the distance need not be more than 15 feet.
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.
°- Any fill placed in sloping areas should be properly benched into the adjacent soils. Temporary
slopes in confined or open excavations should perform satisfactorily at inclinations of l(H):l (V). All
excavations should conform to applicable OSHA regulations.
1 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.
PROJECT CONSTRUCTION
Site Preparation & Earthwork Operations: The proposed construction area should be stripped of
all topsoil, organic material, existing fill, alluvial soil and other soft or unsuitable material. Any
resulting isolated excavations should be backfilled with suitable fill material. We expect a stripping
depth of 8 inches based on the borings; however, deeper stripping depths are typically required in
wooded areas. Stripping depths will vary depending on the time of the year. During the wet seasons,
stripping may be deeper due to saturated soils on the surface. Upon completion of these stripping
operations, the exposed subgrade in areas to receive fill should be proofrolled with a loaded dump

Report ofSubsurfgce Exploration and Engineering Services
Summit Corporate Center —Lot 7
Salisbuty, North Carolina
ECS Project No. 08-4794
Mr. Derek Salfia
The Keith Corporation
August 31, 1007
Page 11
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 geoteclmical 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 controlled fill. .
Based on our site reconnaissance and subsurface findings, the do not anticipate that major
undercutting will be required for the project. However, depending on final design grades,
undercutting should be anticipated in the vicinity of borings B-1, B-3, B-4 and B-9 to address the
removal and replacement of existing fill, alluvial soils and high plasticity clays. Additionally,
because of the clayey near -surface soils, proofrolling may reveal unstable areas due to high moisture
content. 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.
We anticipate that most site soils can be adequately compacted without need for special drying
measures. Drying of wet soils, if encountered, may be accomplished by spreading and discing or by
other mechanical or chemical means. The ability to dry wet soils, and therefore the ability to use them
for fill, will be reduced if earthwork is performed during late winter or spring. We recommend a
shrinkage factor of 15 to 20 percent for calculating earthwork balances using site soils as fill.
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.
The residual soils at the site may be elastic in nature due to the presence of mica minerals. These
micaceous soils may rebound elastically (fluff) within the upper 12 to 24 inches after the removal of
several feet of confining overburden soils. In cuts where this condition may exist, the elastic rebound
problem may be handled by compacting the exposed surface in cut with proper compaction
equipment, analogous to man-made fill. Another method which may prevent the elastic rebound
problem is to place a 2 to 4-inch thick "mud -mat" of "lean" concrete immediately after the excavation
has been completed.
Excavation: Based on the results of our subsurface exploration, it appears that the onsite soils,
within the depths of the borings, can be excavated with conventional construction equipment.
Although there can be changes in the subsurface conditions over relatively short distances, problems
associated with excavating very dense soils are not anticipated for this project.
We have generally found that material that our soil drilling augers can penetrate can also be
excavated with a large backhoe or ripped with a dozer mounted ripper. Weathered rock or rock that
cannot be penetrated by the mechanical auger will normally require blasting to loosen it for removal.

Report ofSubsurfaee Exploration and Engineering Services
Summit Corporate Center —Lot 7
Salisbury, North Carolina
ECS Project No. 08-4794
Mr. Derek Sa ylla
The Keith Corporation
August 31,1007
Page 11
Surface Water Control: The site should be graded as to confirm that adequate surface water
drainage is accomplished. Free drainage of all surface water contributes to the quality and integrity
of structures, parking areas, retaining structures, and slopes. In areas which "pond" water, swales,
french drains, or drainage tiles should be used to help direct water away from structural areas.
FII Material and Placement: The project fill should be soil that has less than five percent fibrous
organic content and a liquid limit and plasticity index less than 50 and 20, respectively. Soils with
Unified Soil Classification System group symbols of SP, SW, SM, SC, and ML are 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. During site grading, some moisture
modification (drying and/or wetting) of the onsite soils will likely be required.
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. Based on the results of our visual classification, the onsite silty
sands and sandy silts 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 the 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. We recommend that field density
tests be performed on the fill as it is being placed, at a frequency determined by an experienced
geoteclmical engineer, to verify that proper compaction is achieved.
The maximum loose lift thickness depends upon the type of compaction equipment used. Below are
maximum loose lifts that may be placed based on compaction equipment utilized.
°Rd �Sh�� iS + 4..'Ritti a IS "�E4ilF't' t J ru
n4R tY lF
�, r3 t r �h Yl fpi!
LMaX1m LLIQi�005C Yiltt�t�F�
F utv�z,,,q, ,. 5, N
+�Thicicness �a�irti'�v��k�i
Large, Self -Propelled Equipment (CAT 815, etc.)
8
Small, Self -Propelled or Remote Controlled (Rammax, etc.)
6
Hand Operated (Plate Tamps, Jumping Jacks, Wacker -Packers)
4
We recommend that all 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 per 300 cubic yards of fill placed or per 1 foot of fill
thickness, whichever results in more tests. We recommend at least one test per 1 foot thickness of fill
for every 100 linear feet of utility trench backfill.

Report of Subsurface Exploration and Engineering Services
Summit Corporate Center— Lot 7
Salisbury, North Carolina
ECSProject No. 08-4794
Mr. Derek Salfia
The Keith Corporation
August 31, 2007
Page 13
Density tests in the field shall be performed using the Drive Tube Method (ASTM D2937), the Sand
Cone Method (ASTM D1556), or the Nuclear Method (ASTM D2922). If the Nuclear Method is
used, the moisture content determined by the nuclear density equipment shall be verified by
performing one moisture content test per ASTM D2216 for every five nuclear density 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.
Based on the results of our visual classification, the onsite sandy silts and silty sands appear suitable
for use as project fill. However, the near -surface clayey soils are only marginally suitable for use as
project fill. Due to the plasticity characteristics associated with these clayey soils, difficulties will
likely be encountered while attempting to dry these soils to acceptable moisture content prior to their
[ placement as fill. In addition, these clayey soils are susceptible to inclement weather and with the
introduction of repeated construction traffic can be remolded, resulting in a loss of strength. In
addition to the plasticity characteristics, most of the on -site soils contain appreciable amounts of
mica, which can cause problems with compaction and stability.
White compacting adjacent to below -grade walls, heavy construction equipment should maintain a
horizontal distance of l(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.
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.
Foundation Construction & Testing: Foundation excavations should be tested to confirm adequate
bearing prior to installation of reinforcing steel or placement of concrete. We recommend testing all
shallow foundations to confirm the presence of foundation materials similar to those assumed in the
design. We recommend the testing consist of hand auger borings with Dynamic Cone Penetrometer
testing performed by an engineer or engineering technician.
If soft or unsuitable materials are encountered, they should be undercut and replaced with properly
compacted fill or lean concrete. If soil or aggregate is used as backfrll, the undercut excavation
should be oversized 1-foot horizontally beyond each edge of the footing for every 2 feet of undercut
performed below the design bottom of footing level. Oversizing is not required if lean concrete is
used as backfrll for the undercut excavation to design bottom of footing level.
Exposure to the environment may weaken the soils at the footing bearing level if the foundation
excavations remain open for too long a time; therefore, foundation concrete should be placed the
same day that foundations are excavated. If the bearing soils are softened by surface water intrusion
or exposure, the softened soils must be removed from the foundation excavation bottom immediately
prior to placement of concrete. If the excavation trust remain open overnight, or if rainfall becomes
imminent while the bearing soils are exposed, a 1- to 3-inch thick "mud mat" of "lean" concrete may
be placed on the bearing surface to protect the bearing soils. The mud mat should not be placed until
the bearing soils have been tested for adequate bearing capacity.

APPENDIX
Figure 1 - Site Location Map
Figure 2 - Boring Location and Seismic Array Diagram
Figure 3 — Soil Boring Profile
Figure 4 — Shear Wave Velocity Profile
Reference Notes for Cross Sections
Unified Soil Classification System
Reference Notes for Boring Logs
Test Boring Records
Laboratory Test Data
ASFE Reference Document

I�f�]�:L•7i
Source:
www.mapquestcom
SCALE (IN FEET)
400 800
.
800 0
FIGURE 1
enmineen
bu F
JRA
As Shown
SITE LOCATION MAP
Summit Corporate Center - Lot i
DRAFTSMAN
DWG
PROJECTNO.
084794
REVISIONS
FIGURE
Corporate Center Drive
Salisbury, North Carolina
DATE
nnnsa7

830
820
810
J 800
C) 790
>
W
w 780
770
760
750
(SECTION)
LEGEND
TOPSOIL DEPTH
® ASPHALT DEPTH
O ABC STONE
MSL = MEAN SEA LEVEL
GP (POORLY GRADED'GRAVEL)
GW (WELL GRADED GRAVEL)
® GM (SILTY GRAVEL)
FFE = FINISHED FLOOR ELEVATION
SP (POORLY GRADED SAND)
SW (WELL GRADED SAND)
® GC (CLAYEY GRAVEL)
GNE = GROUNDWATER NOT ENCOUNTERED
® ML (LOW PLASTICITY SILT)
® MH (HIGH PLASTICITY SILT)
[o SM (SILTY SAND)
EOB = END OF BORING
® CL (LOW PLASTICITY CLAY)
® CH (HIGH PLASTICITY CLAY)
0 SC (CLAYEY SAND)
AR = AUGER REFUSAL
OL (LOW PLASTICITY ORGANICS)
EM ON (HIGH PLASTICITY ORGANICS)
F-1 ALLV (ALLUVIAL SOIL)
= CAVE-IN DEPTH
FILL/POSSIBLE FILL .
® PWR(PARTIALLY WEATHERED ROCK)® ROCK
WD GROUNDWATER WHILE DRILLING
TY BR BEFORE AUGER REMOVAL
L AR AFTER AUGER REMOVAL
24 GROUNDWATER AFTER 24 HOUR
830
820
800 1
vi
7900
�a
>
J
780 w Q
770
n
N
0 N
C
760
J >
LL ffi _
m
O cLU
aU. t
o U
750
Z
w 02
U. O a
co00�
_ U E. 0
U) u
E N
0
W
ECS REVISIONS
ENGINEER
DRAFTN
JRA
DWG
SCALE
PROJECT NO.
08♦794
FIGURE
0
DATE .
08.16-07

� r 1
/l .I //// A-i_7-
I�Vy/
I I1 I
8-3
8.10
-I' \ \_v / / °•` /��_ // --� q_ ��1 \ III ��` \\ \ \\
a,1' B9
B12
\
5-14
/
1
6.17 1 \ \ \
\
\
/
6-16 \ \
111
111
\
I
( I
SCALE (IN FEET)
\\\
1
I 1
80 160
160
0
I_
?y = Approximate Location of Borings
= Seismic ReMI Array
•�N ?j`ra
s
Source:
FIGURE 2
ENGINEER
SCALE
JRA
AS Shown
I
BORING LOCATION and
DRAFTSMAN
PROJECT NO.
Cole Jenest & Stone
��LiSp
SEISMIC ARRAY DIAGRAM
Dwo
88-4784
REVISIONS
FIGURE
Summit Corporate Center - Lot 7
�; ,�3393.u,tLr'Jc
2
Corporate Center Drive
DATE
srnwonR.o
Salisbury, North Carolina
08-16-07
POR RHRVIC6

Summit Corporate Center Lot 7, 8m spacing: Vs Profile
0
0
-10
-20
-30
-40
-50
-60
-70
-80
-90
-100
1000
2000
V s, 00' = 1017 ft/s
Shear -Wave Velocity, ft/s
3000
FIGURE 4
ARRAY 1 SHEAR WAVE VELOCITY PROFILE
GEOPHONE SPACING = 8 meter Summit Corporate Center Lot 7
wEeLL(p Salisbury, NORTH CAROLINA
C�G^aG3 aOC�OG"JG^��
ECS Project 08-4794

SOIL CLASSIFICATION LEGEND
FILL -FIL
SM-SILTY SAND
ALL PESSSIDLEIPROBABLE)
O
Sr- POORLY GRADED SAND
g8
GW- WELL GRADED GRAVEL
,o
GM -SILTY GRAVEL
SC -CLAYEY SAND
GP- POORLY GRADED GRAVEL
®ATL- LOW PLASTICITY SILT
GC -CLAYEY GRAVEL
® MIT- HIGH PLASTICITY SILT
SW -WELL GRADED SAND
0CL-
LOW PLASTICITY CLAY
BORING DESIGNATION
EXISTING GRADE B-7
—� (Projected)
STANDARDTO
PENETRATION —>RESISTANCE
(N—Value)
STABILIZED 13.1
17
GROUNDWATER SP
50 BLOWS PER —e50/4"
4 INCHES I PWR
END OF BORING —>EOB
AUGER REFUSAL AR
CORING TERMINATED—► CT
TYPICAL BORING GRAPHIC
8702 RED OAK BOULEVARD
®
C13. HIGH PLASTICITY CLAY
OH- HIGH PLASnCrY ORGANIC
SILTS AND CLAYS
OL-LOW PLASTICITY ORGANIC
SILTS AND CLAYS
®PWR.PARTIALLY
WEATHERED
ROCK
PT -PEAT
®CULTIVATED
OR DISTURBED
RESIDUAL SOIL
Notes
• Existing grade elevations are
estimated from furnished topographic
plans unless otherwise noted.
• Thickness of topsoil, asphalt or
other surface coverings are not typically
shown on cross sections.
• Depth of stratigraphic changes are
approximate and may be gradational
or complex.
• Projected borings are located
distant to the cross section.
• Horizontal distances between
borings shown on cross sections
are not to scale unless otherwise
noted.
• Occasionally significant changes in
soil density occur within a 6-inch
increment These are identified on
the boring logs and are indicated
on cross sections with an asterisk (*).
• A (-All) following the Unified Soil
Classification symbol indicates an alluvial
origin (water -deposited sediment).
SUITE A
REFERENCE NOTES
CHARLOTTE, NC 28217
FOR CROSS SECTIONS
704/525-5152
FAX/525-7178

I
Major Divisions
o
N
N
n w I
d
� >
ti o i
0
0 0 0
o
s
�
v
o'
m=
� �
v o�0
o
U Uu
U w
n u
w
h
o
cs
p y
A
=
p U O
M
n o Z
rn w
—
m
o
n
U n
� h
1
7
in a
4G,
G�
GC
SW
SP
she
SC
NIL
CL
OL
1361
C0101
91
Typical Names
Laboratory Classification Criteria
Well graded gravels,. gravel-
-
C"=DsafDio greater than 4
sand mixtures, little or no fines
N
C. (D3o)2/(D10 x DO) between 1 and 3
U
V
Poorly graded gravels, gravel-
U y
is c,
N
Not meeting all gradation requirements for GW
sand mixtures, little or no fines
�z a
m a 70 N v n
o
d
Silty Sr Gravels, avel-sand-silt
Atte berg limits
"A"
^ _ $
below line or P.L
Above "A" line with P.I.
u
mixtures
E v y u m
less than 4
between 4 and 7 are
d E a r7 g
' U
borderline cases requiring
Atterberg limits
Clayey Gravels, gavel -sand-
E c g'
eu 3 :
above "A" line with
use of dual symbols
clay mixtures
o v, 0 n
P.I. greater than 7
V y y V
Well -graded sands, gravelly
„ ,9 .N
C,=D,,/D10 greater than 6
sands, little or no fines
C.7= (D3o)2/(Dio x 1%40) between 1 and 3
� o"LejL W
Poorly graded sands, gravelly
c `o
"2
Not meeting all gradation requirements for SW
sands, little or no fines
A. g i o
C aU
vs o
c ,,,
d
Atterberg limits
Silty sands, sand -silt mixtures
A m
below "A" line or P.L
Limits plotting inhatched
less than 4
zone with P.I. between 4
u
e
and 7 are borderline cases
requiring use of dual
Atterberg limits
Clayey sands, sand -clay
v
"A" line with
symbols
p
above
trimaires P.I. greater than 7
2organic silts and very fine sands,
rock flour, silty or clayey fine 60
sands, or clayey silts with slight
w to medium I 50
clays, sandy
Organic silts and organic silty
clays of low plasticity
I
,:
Inorganic silts, micaceous or
';, 30
diatomaceous fine sandy or silty
:=
soils, elastic silts
6
2t
Inorganic clays of high plasticity,
fat clays
Organic clays of medium to high
plasticity, organic silts
10
7
4
0
0
ID. 20 30 40 So 60 70 80 90 100
Liquid limit, wy
Pt I Peat and other highly organic soils I Reference: W interkom Ba 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 useu
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.
'Borderline 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.
t 9702 RED OAK BOULEVARD
C SUAEA i7-�7
CHARLOTTE, NC 28217 Vl\IFIED SAIL
STD7041525-5152
FAX/525-7179 CLASSIFICATION SYSTEM
►D

REFERENCE NOTES FOR BORING LOGS
I. Drilling and Sampling Symbols:
SS:
Split Spoon Sampler
CME:
Central Mining Equipment
ST:
Shelby Tube Sampler
RB:
Rock Bit Drilling
RC:
Rock Core; NY, BX, AX
BS:
Bulk Sample of Cuttings
NQ:
Rock Core, 2-1116" Diameter
PA:
Power Auger (no sample)
PM:
Pressuremeter
HSA:
Hollow Stem Auger
DC:
Dutch Cone Penetrometer
WS:
Wash Sample
REC:
Recovery of Core Run (%)
RQD:
Rock Quality of Core Run
Standard Penetration (Blows/Ft) refers to the blows per foot of a 140 lb. hammer falling 30 inches on a 2
inch O.D. split spoon sample, as specified in ASTM D-1586. The blow count is commonly referred to as
the N value. Autohammer refers to an automatic hammer as opposed to the manual "Cathead" and rope
type. Core drilling meets ASTM D-2113.
IL Correlation of Penetration Resistances to Soil Properties:
Relative Density of Cohesionless Soils
SPT-N Relative Density
0-4
Very Loose
5 - 10
Loose
11 - 30
Medium Dense
31 - 50
Dense
51 or more
Very Dense
III. Unified Soil Classification Symbols:
GP:
Poorly Graded Gravel
GW:
Well Graded Gravel
GM:
Silty Gravel
GC:
Clayey Gravel
SP:
Poorly Graded Sands
SW:
Well Graded Sands
SM:
Silty Sands
SC:
Clayey Sands
IV. Water Level Measurement Symbols:
WL: Water Level
WS: While Sampling
WD: While Drilling
Consistency of Cohesive Soils
SPT-N Consistency
0-1
Very Soft
2-4
Soft
5-8
Firm
9 - 15
Stiff
16 - 30
Very Stiff
31 - 50
Hard
50 or more
Very Hard
ML:
Low Plasticity Silts
MH:
High Plasticity Silts
CL:
Low Plasticity Clays
CH:
High Plasticity Clays
OL:
Low Plasticity Organics
OH:
High Plasticity Organics
CL - ML:
Dual Classification (Typical)
BCR:
Before Casing Removal
ACR:
After Casing Removal
WCI:
Wet Cave In
DCI:
Dry Cave In
The water levels are those water levels actually measured in the borehole at the times indicated by the
symbol. The measurements are relatively reliable when auguring, without adding fluids, in a granular soil.
In clays 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.
The elevations indicated on the boring logs should be considered approximate and were not determined
using accepted surveying techniques.

CLIENT
SOB #
BORING N
SHEET
The Keith Corporation
08-4794
B-1
1 OF 1
PROJECT NAME
ARCHITECT —ENGINEER
LLP
Summit Corporate Center — Tract 7
CAROLINAS
SITE LOCATION
-0- CALIBRATED PENETROMETER
TONS3 FT. 2
Salisbury, North Carolina
1 2 4 5+
PLASTIC WATER LIQUID
LIMIT % CONTENT UNIT Y.
X--------- Iw__--------A
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
ROCK QUALITY DESIGNATION & RECOVERY
F
z
a
F
F
o
�-
BOTTOM OF CASING — LOSS OF CIRCULATION tODx
.w-� o
RODY.— — — REC.%
c
E.
20%40%-60%e0%1OOV
E
c
a
N
a
h
i
h
o
�
a [��
3 w
® STANDARD PENETRATION
HLOWS/F'1'.
10 20 30 40 50+
SURFACE ELEVATION
777.0
0
Topsoil Depth 3"
—
1
SS
18
16
POSSIBLE FILL — Stiff, Tannish
775
11 (5-4-7)
Orange, Sandy SILT, Moist,
(FILL)
2
SS
18
16
12 (3-5-7)
RESIDUAL — Stiff to Firm,
5
Reddish Orange, Sandy SILT,
Moist, (ML)
3
SS
18
16
770
:7 (3-4-3)
—_
9 (3-4-5)
4
SS
18
18
10
END OF BORING @ 10.0,
765
15
760
2D
—
755
25
750
30
—
—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
!WwL GNE WS OR Y®
BORING STARTED 08-21 —07
17 WL(BCR) OWL(ACR)
BORING COMPLETED 08-21 —0'7
CAVE IN DEPTH 9 7.2'
!0WL
RIG ATV550 FOREMAN BRIAN
DRILLING METHOD HOLLOW STEM AUGER
A

CLIENT
JOB #
BORING N
SHEET
The Keith Corporation
08-47 )4
B-2
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
LLP
Summit Corporate Center - Traci 7
CAROLINAS
SITE LOCATION
-o- CALIBRATED PENETROMETER
TONS/FT. 2
Salisbury, North Carolina
1 2 3 4 5+
PLASTIC WATER LIQUID
LIMIT 7 CONTENT 7. LIMIT %
X---------a---------- A
ROCK QUALITY DESIGNATION a¢ RECOVERY
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
a
z
F
°'
a
BOTTOM OF CASING LOSS OF CIRCULATION t00%
g
ROD%— — — REC.%
—20%-40%-60%80%1D0%
F
c
a
y
a
N
o
=
m
o
F,
F W
¢ ,�
3 m
® STANDARD PENETRATION
BLOWS/FT.
10 20 30 40 50+
SURFACE ELEVATION
78S.O
0
Topsoil Depth 3"
1
SS
18
16
RESIDUAL - Stiff, Reddish
15 (4-7-8)
Orange, Clayey SILT, Moist,
12
(ML)
SS
18
18
18
Stiff, Reddish Orange, Sandy
5
SILT, Moist, (ML)
—780
16%
-
—
10 (3-5-5)
3
SS
18
18
Stiff, Brownish Orange, Sandy
_
SILT, Moist, (ML)
_
_
9 (3-4-5)
4
SS
18
18
10
775
END OF BORING @ 10.0'
15
770
20—
—765
25
760
30—
—
—
T14E STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION My BE GRADUAL
oWL GNE WS OR ®
BORING STARTED 08-21 —07
`9WL(BCR) TWL(ACR)
BORING COMPLETED 08—L1 —07
CAVE IN DEPTH 0 7.0'
�7WL
RIG ATV550 FOREMAN BRIAN
DRILLING METHOD HOLLOW STEM AUGER

CLIENT
JOB BORING N SHEET
The Keith Corporation
08-4794 B-3 1 OF 1
PROJECT NAME
ARCHITECT —ENGINEER
LLP
Summit Corporate Center — Tract 7
CAl20LINAS
SITE LOCATION
-0- CALIBRATED PENETROMETER
TONS/FT. 2
Salisbury, North Carolina
1 2 a 4 5+
PLASTIC WATER LIQUID
LIMIT CONTENT % WMIT %
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
c
i
ROCK QUALITY DESIGNATION & RECOVERY
m
z
a
F
o
r
BOTTOM OF CASING M�ss ____ LOSS OF CIRCULATION
ice— �-
z
o
ROD%— — — REC.Y.
20%-40Y.-60%-80Y.-100Y.
o
a
a
a
o
F
a N
; w
® STANDARD PENETRATION
BLOWS/FT.
SURFACE ELEVATION
777.0
h
N
10 20 30 40 SO+
U
Topsoil Depth 3"
�-
21% 58%
1
SS
18
18
ALLUVIAL - Very Stiff, Greenish
775
21 (e-10-11):
Gray, Silty CLAY, Moist, (CH)
®21%:
RESIDUAL - Stiff, Brown, Sandy
2
SS
18
18
SILT, Moist, (ML)
-
13.(3-s-B):
5
—
Stiff, Orangish Brown, Sandy
—
3
SS
18
18
SILT, Moist, (ML)
—770
17 (6-8-9)
22 (9-10-12)'
4
SS
18
18
10
—
END OF BORING @ 10.0'
—765
15
760
20
—755
25
—
750
30
—
—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY DE GRADUAL
VWL GNE WS OR ®
BORING STARTED 0$-21 —07
YWL(BCR) WL(ACR)
BORING COMPLETED 08 —'L1 —07
CAVE IN DEPTH 0 B 1'
"YWL
RIG ATV550 FOREMAN BRIAN
DRILLING METHOD HOLLOW STEM AUGER
y

CLIENT
JOB #
BORING
SHEET
The Keith Corporation
08-4794
B-4
1 DF 1
PROJECT NAME
ARCHITECT —ENGINEER
ULLP
Summit Corporaie Center — Tract 7
GAROLiNAS
SITE LOCATION
-0- CALIBRATED PENETROMETER
TON53FT. z
Salisbury, North Carolina
1 2 4 5+
PLASTIC WATER LIQUID
LIMIT 7. CONTENT % LIMIT 7.
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
✓
E
m
i
m
ROCK QUALITY DESIGNATION & RECOVERY
F
z
°
i=
o
�'
a
BOTTOM OF CASING LOSS OF CIRCULATION t00%
z
o
ROD%— — — REC.%
c
F,
20%-40%-60%-80Y.-100%
a
c
m
a
a
m
a
<
`<
m
'o
r ¢
<
m
(2) STANDARD PENETRATION
BLOWS/FT.
SURFACE ELEVATION
780.0
y
w
m
C
10 20 3D 40 50+
0
Topsoil Depth 3"
1
SS
18
18
ALLUVIAL — Very Stiff to Firm,
19 (7-9-1o)
Greenish Gray, Silty CLAY,
Moist, (CH)
2
SS
18
18
5
775
RESIDUAL — Very Stiff, Orangish
3
SS
18
18
Brown, Sandy SILT, Moist, (ML)
19 (7-9-10)
23�(6-11-12)
4
SS
18
IB
10
770
END OF BORING @ 10.0'
15
765
20—
—760
25
755
30
—I—
THE STRATIFICATIDN LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
VwL GNE WS OR YD
BORING STARTED 08-21 —07
YWL(BCR) T'WL(ACR)
BORING COMPLETED 08-21 —07
CAVE IN DEPTH 0 5.9'
7WL
RIG ATV550 FOREMAN BRIAN
DRILLING METHOD HOLLOW STEM AUGER

CLIENT
JOB p
BORING (/
StIEET
The Keith Corporation
08-4794
B-5
1 GF 1
PROJECT NAME
ARCHITECT -ENGINEER
LLP
Summit Corporate Center — Tract 7
CAROLINAS
SITE LOCATION
-0- CALIBRATED PENETROMETER
TONS/FT. 2
Salisbury, North Carolina
1 2 3 4 5+
PLASTIC WATER LIQUID
LIMIT 7. CONTENT % LIMIT %
X__------- &_-
i
DESCRIPTION OF MATERIAL ENGLISH UNITS
v
ROCK QUALITY DESIGNATION &RECOVERY
F
z
a
F
o
BOTTOM OF CASING LOSS OF CIRCULATION20%40%-60%-80%-100%
z
ROD%— — — REC.Y.
o
a
a
a
o
C
a
® STANDARD PENETRATION
BLOWS/FT.
SURFACE ELEVATION
787.0
m
SO 20 30 40 50+
0
Topsoil Depth 3"
1
SS
18
18
RESIDUAL - Very Stiff to Firm,
785
19 (7-8-10)
Brownish Orange, Sandy SILT,
Moist, (ML)
Z
SS
18
18
12 (3-5-7)
5
14%
3
SS
18
18
780
11 (3-5-6)
8 (3-4-4)
4
SS
18
18
1
END OF BORING @ 10.0'
775
15
770
20—
—765
25
760
30
—
—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
oWti G N E WS OR ®
BORING STARTED 08-21 —07
®WL(RCR) _7WL(ACR)
BORING COMPLETED 08-21 —0'7
CAVE IN DEPTH ® 6,1'
OWL
RIG ATV550 FOREMAN BRIAN
DRILLING METHOD HOLLOW STEM AUGER

CLIENT -
JOB n
BORING N
SHEET
The Keith Corporation
08-4794
B-6
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
LAP
Summit Corporate Center — Tract 7
GAROLINAS
SITE LOCATION
-0- CALIBRATED PENETROMETER
2
Salisbury, North Carolina
TONS/FT.
1 2 3 4 5+
PLASTIC WATER LIQUID
LIMIT 7. CONTENT 7. LIMIT 7.
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
--
z
m
ROCK QUALITY DESIGNATION 8 RECOVERY
F
z
F
F
o
BOTTOM OF CASING &- LOSS OF CIRCULATION tour.
z
a
ROD%- - - REC.Y.
a
F
207-407-60Y.-807-1007
m
a
y
d
o
w
C
a
(0 STANDARD PENETRATION
BLOWS/Fr.
10 20 30 40 50+
SURFACE ELEVATION
791.0
0 -'
-
Topsoil Depth 3"
—
790
1
SS
18
18
RESIDUAL - Very Stiff to Stiff,
-
020 (7-B-12)
-
Brownish Orange, Sandy SILT,
Moist, (ML)
-
2
SS
18
18
19 (6-8-11).
5
_-
785
3
SS
18
18
11 (4-5-6)
Stiff to Firm, Orongish Brown,
4
SS
18
18
Sandy SILT, Moist, (ML)
10 (3-5-5)
10
780
B (3-5-4)
5
SS
1B
18
15—
775
10 (3-4-5)
6
SS
18
18
20
END OF BORING @ 20.0'
770
25
1-765
30--
THE STRATIFICATION LINES REPRESENT THE APPRO91MATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
wL GNE WS OR a
BORING STARTED 08-21 —07
V WL(BCR) OWL(ACR)
BORING COMPLETED 08-21-07
CAVE IN DEPTH ® 16.1'
OWL
RIG ATV550 FOREMAN BRIAN
DRILLING METHOD HOLLOW STEM AUGER

CLIENT
The Keith Corporation
SOB # BORING #
08-47S B-7
SHEET
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
LLP
Summit Corporate Center - Tract 7
GAROLINAS
SITE LOCATION
Salisbury, North Carolina
-0- CALIBRATED PENETROMETER
TONS/FT, 2
1 2 3 4 5+
PLASTIC WATER LIQUID
LIMIT % CONTENT 7 LIMIT %
x
z
m
ti
m
F
m
N
i
c
=
h
a
m
'o
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING LOSS OF CIRCULATION 100X
z
o
z
; m
ROCK QUALITY DESIGNATION @ RECOVERY
ROD%— — — REC.%
20%-40%-60%-80%—I 00%
® STANDARD PENETRATION
BLOWS/FT.
SO 20 30 40 50+
SURFACE. ELEVATION
788.0
0
Topsoil Depth 3"
1
SS
18
18
RESIDUAL - Stiff, Brownish
12 (5-5-7)
Gray, Sandy SILT, Moist, (ML)
785
2 .
SS
18
18
9 (3-4-5)
5
Very Stiff to Stiff, Orangish
-
3
SS
18
18
Brown, Sandy SILT, Moist, (ML)
1;6 (5-7-9)
780
4
SS
1S
18
_
12 (5-7-5)
10
14%
Stiff, Brown, Sandy SILT,
Moist, (ML)
775
5
SS
18
18
15 (3-7-8)
15
—
Y 770
6
SS
18
18
14 (3-6-8j
20
765
7
SS
is
18
: 15 (5-7-9)
25
END OF BORING @ 25.0'
760
30
—
—
—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
77WL 24,0' WS OR ©D
BORING STARTED 08-21 —07
7WL(13CR) VIWL(ACR) 1 8,0'
BORING COMPLETED 08-21 —07
CAVE IN DEPTH ® 17.8'
QWL
RIG ATV550 FOREMAN BRIAN
DRILLING METHOD HOLLOW STEM AUGER

CLIENT
JOB 6
BORING N
SHEET
The Keith Corporation
08-4794
B-8
1 OF
PROJECT NAME
ARCHITECT -ENGINEER
d
LLP
Summit Corporate Center - Tract 7,nlsas
SITE LOCATION
-Q' CALIBRATED PENETROMETER
TONS/FT2
Salisbury, North Carolina
1 2 4 5+
PLASTIC WATER LIQUID
LIMIT 7 CONTENT % LIMIT 7.
X--------- &--------- A
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
E_
v
;
ROCK QUALITY DESIGNATION & RECOVERY
m
z
pw�
F
o
N
100
BOTTOM OF CASING LOSS OF CIRCULATION Y.
z
o
ROD%— — — REC.Y.
F.
20%-40%-60%80%100%—
w
S
m
y
m
c0i
w
m
a
w
® STANDARD PENETRATION
BLOWS/FT.
10 20 3D 40 G0+
SURFACE ELEVATION
792.0
0—
Topsoil Depth 3"
—
1
SS
18
18
RESIDUAL — Stiff, Brownish
790
Orange, Sandy SILT, Moist, (ML)
14 (4-6-8) .
2
SS
18
IS
5
785
13 (4-7-6):
3
SS
18
16
Stiff, Brown, Sandy SILT,
4
SS
18
18
Moist, (ML)
10 (3-5-5) .
10
END OF BORING @ 10.0'
780
15
—775
20
—
770
25
—765
30
—
—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
VWL GNE WS OR ED
BDRING STARTED 08-21 —07
YWL(BCR) 7WL(ACR)
BORING COMPLETED 08-21 —07
CAVE IN DEPTH 0 6.8'
ZWL
RIG ATV550 FOREMAN BRIAN
DRILLING METHOD HOLLOW STEM AUGER

CLIENT
JOB #
BORING $
SHEET
The Keith Corporation
08-4794
B-9
1 of 1
PROJECT NAME
ARCHITECT —ENGINEER
LLP
Summit Corporate Center — Tract 7
GAROLINAS
SITE LOCATION
-0- CAUBRATED PENETROMETER
2
Salisbury, North Carolina
TONS/FT.
1 2 3 4 6+
PLASTIC WATER LIQUID
LIMITS CONTENT % LIMIT S
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
m
?
m
Rocx QUALITY DESIGNATION & RECOVERY
o
r
z
BOTTOM OF CASING ®-- LOSS OF CIRCULATION 10oY.
ca z
.a o
ROD%— — — REC.Y.
20%-40/-60%80%-100%
m
a
a
<
a
a
m
a
m
o
w
a
F
M
(2) STANDARD PENETRATION
BLOWS/FT.
SURFACE ELEVATION
801.0
�'
�'
10 20 30 40 50+
0
Topsoil Depth 3"
800
i
SS
18
18
FILL — Medium Dense, Gray,
Silty SAND, Moist, (FILL)
_—
® 23%
ALLUVIAL — Stiff, Gray, Silty
2
SS
18
18
CLAY, Moist, (CH)
13;(5-6-7):
5—
X_ — =--- 0
795
1 022% 507.
RESIDUAL — Stiff, Grayish
3
SS
18
18
Brown, Clayey SILT, Moist, (ML)
—_
18 (6-e-10)
iE— — — —-i�s
_
—
20% 46%:
Very Stiff to Firm, Tannish
4
SS
18
18
Brown, Sandy SILT, Moist, (ML)
13 (5-6-7):
10-
-
790
20 (779-11)
5
SS
IS
18
15
785
33%
13.(5-6-7):
6
SS
18
18
20-
--
-780
9 (3-4-5)
7
SS
18
16
25-
-
END OF BORING @ 25.0'
775
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
VWL GNE WS OR Q
BORING STARTED 08-21-07
®WL(BCR) VWL(ACR)
BORING COMPLETED 08-2 t —D'7
CAVE IN DEPTH 0 17 0'
AWL
RIG ATV550 FOREMAN BRIAN
DRILLING METHOD HOLLOW STEM AUGER

CLIENT
The Keith Corporation
JOB H
08-4794
BORING $
B-10
SHEET
1 GF 1
PROJECT NAME
ARCHITECT -ENGINEER
LLP
Summit Corporate Center - Tract 7
CAROLINAS
SITE LOCATION
Salisbury, North Carolina
-0- CALIBRATED PENETROMETER
TONS/rr.
1 2 3 4 5+
PLASTIC WATER LIQUID
LIMIT % CONTENT % LIMIT 7.
X--------- 0----------- o
m
�
o
z
a
�
�
F
a
y
o
a
h
r
a,
o
C
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING LOSS OF CIRCULATION IGDY.
� �
m z
a o
� a
Fa
3
790
ROCK QUALITY DESIGNATION k RECOVERY
ROD%— — — REC.Y.
20%-405:-60%60%-100%
® STANDARD PENETRATION
BLOWS/FT.
20
10 30 40 50+
SURFACE ELEVATION
791.0
Topsoil Depth 3"
0—
-
—
1
SS
18
1B
RESIDUAL - Stiff to Very Stiff,
=
—
11 (6-5-B)
-
Tannish Orange, Sandy SILT,
-
—
Moist, (ML)
2
SS
18
1B
_
12 i4-5-8
5
—
—785
3
SS
18
IB
16 (4-6-1D)
17 (6-7-10)
4
SS
18
18
10
780
—
—
Firm to Stiff, Orangish Brown,
—
Sandy SILT, Moist, (ML)
5
SS
18
18
(4-3-3)
15
775
12 (3-5-7)
6
$$
18
18
20
END OF BORING @ 20.0'
770
25
-
-765
30
—
—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
awl. GNE WS OR ®
BORING STARTED 08-21 —07
7 WL(BCR) VVL(ACR)
BORING COMPLETED 08-21 —07
CAVE IN DEPTH W 16.8'
yWL
RIG ATV550 FOREMAN BRIAN
DRILLING METHOD HOLLOW STEM AUGER

I
CLIENT
JOB #
DORING N
SHEET
The Keith Corporation
08-4794
B-11
1 DF 1
PROJECT NAME
ARCHITECT -ENGINEER
LLP
Summit Corporate Center — Tract 7
CAFZOLINAS
SITE LOCATION
-0- CALIBRATED PENETROMETER
TON531T.
Salisbury, North Carolina
1 2 4 5+
PLASTIC WATER LIQUID
LIMIT 7. CONTENT 7. LIMIT S
2_
DESCRIPTION OF MATERIAL ENGLIS}I UNITS
a
m
ROCK QUALITY DESIGNATION & RECOVERY
s
z
>
BOTTOM OF CASING LOSS OF CIRCULATION lour. -
a z
o
ROD%— — -- REC.%
a
o
z
F
20%-4D%-60%-80%10OY.
a
a
<
a
<
>
a
(2) STANDARD PENETRATION
BLOWS/FT-
SURFACE ELEVATION
794.0
0
'�
°'
x
10 20 30 40 50+
Topsoil Depth 3"
1
SS
1B
18
RESIDUAL — Very Stiff, Brown
17 (4-7710)
and White, Sandy SILT, Moist,
(MI-)
_
2
SS
18
18
790
18 (5-6-10)
5-
—
19 (8-9-10)
33
SS
IS
18
9%
Medium Dense to Dense, Pinkish
4
SS
18
18
—
Brown, Silty SAND, Moist, (SM)
785
22 (n-9-13):
10
780
22 (4-9-13):
5
SS
18
18
15
775
(18-19-23) 42.
6
SS
18
16
20
END OF BORING @ 20.0'
770
25
765
30
—
—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
7WL GNE WS OR (a
BORING STARTED 08-21 —07
�WL(BCR) TWL(ACR)
BORING COMPLETED 08-21 —07
CAVE IN DEPTH
!ZwL
RIG ATV550 FOREMAN BRIAN
DRILLING METHOD HOLLOW STEM AUGER

CLIENT
JOB N BORING N SHEET
The Keith Corporation
08-4794 B-12 1 OF 1
PROJECT NAME
ARCHITECT —ENGINEER
LLP
Summit Corporate Center — Tract 7
CAROLINAS
SITE LOCATION
-0- CALIBRATED PENETROMETER
TONS/FT. 2
Salisbury, North Carolina
1 2 D 4 B+
PLASTIC WATER LIQUID
LIMIT 7. CONTENT 7. LIMIT 7.
2
DESCRIPTION OF MATERIAL ENGLISH UNITS
I r
w
w
ROCK QUAMTY DESIGNATION k RECOVERY
F
z
a
F
o
_
a
BOTTOM OF CASING LOSS OF CIRCULATION 100%
�
z
."i o
RODY.— — — REC.%
z
E.
20Y.-40Y.-60%—BO%100%
N
N
�`+
Ii
f �9--+
s
® STANDARD PENETRATION
BLOWS/F'r.
10 20 30 40 se+
SURFACE ELEVATION
789.0
0
Topsoil Depth 3"
1
SS
1B
18
RESIDUAL - Medium Dense, Gray,
_
_
19 (T-B-10)
-
Silty SAND, Moist, (SM)
-
—
785
Medium Dense to Loose, Orangish
2
SS
18
1g
Brown, Silty SAND, Moist, (SM)
11 (3-s-5)
5—
6 (5-3-3)
3
SS
18
18
780
:7 (2-3_4)
4
SS
16
18
10
END OF BORING @ 10.0'
—
775
15
—
770
20
765
25
—760
THE STRATIFICATIDN LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
7WL GNE WS OR 15
BORING STARTED 08-21 —07
®WL(BCR) VIWL(ACR)
BORING COMPLETED 08-21 —07
CAVE IN DEPTH ® 7.0'
`7WL
RIG ATV550 FOREMAN BRIAN
DRILLING METHOD HOLLOW STEM AUGER

CLIENT
JOB #
BORING N
SHEET
The Keith Corporation
08-4794
B-13
1 DF 1
PROJECT NAME
ARCHITECT -ENGINEER
LLP
Summit Corporate Center — Tract 7
CA�20LINAS
SITE LOCATION
-0- CALIBRATED PENETROMETER
Salisbury, North Carolina
1 2 TON53FT. 4 5+
PLASTIC WATER LIQUID
].[MIT % CONTENT 7. UMIT 7.
2
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
m
OK
NOQUALITY DESIGNATION &RECOVERY
z
z
a
F
r
BOTTOM OF CASING LOSS OF CIRCULATION
z
o
RQD%— — — REC./
�
20%-40%-60%--80%700%
w
N
w
y
w
w
z ¢
a.
w
® STANDARD PENETRATION
BLOWS/FT.
10 20 30 90 50+
SURFACE ELEVATION
802.0
0 —
-
Topsoil Depth 3"
1
SS
16
0
Note: No Recovery During
-
800
16 (5-7-§)
Sampling
—
RESIDUAL - Medium Dense,
2
SS
18
18
Tannish Brown, Silty SAND,
19 (<-e-Ii)
5
Moist, (SM)
3
SS
18
18
795
® : 20 (T-9-11)
13%
24 (9-n-n)
4
SS
18
16
10
790
Very Stiff to Hard, Brown,
Silty SAND, Moist, (SM)
S
S$
1B
18
17 (10-8-9)
15
—
7B5
(17-19-21) 40
6
SS
18
�11
20—
END OF BORING @ 20.0'
780
25
—
775
30
—
—
—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
oWL GNE WS OR ®
BORING STARTED 08-21 —07
TWL(BCR) TWL(ACR)
BORING COMPLETED 08-21 —07
CAVE IN DEPTH
OWL
RIG ATV550 FOREMAN BRIAN
DRILLING METHOD HOLLOW STEM AUGER

CLIENT
JOB $ BORING B SHEET
The Keith Corporation
08-4794 B-14 1 OF 1
I
I�
PROJECT NAME.
ARCHITECT -ENGINEER
V LLP
Summit Corporate Center — Tract 7
CAROLINAS
SItE LOCATION
-o- CALIBRATED PENETROMETER
TONS/FT. Z
Salisbury, North Carolina
1 2 3 4 5+
PLASTIC WATER LIQUID
LIMIT 7. CONTENT 7 LIMIT 7.
K-.—------- &--------- �
DESCRIPTION OF MATERIAL ENGLISH UNITS
ROCK QUALITY DESIGNATION & RECOVERY
F SING LOSS OF CIRCULATION IOOY
BOTTOM OCA
z
a g
ROD%— — — REC.Y.
�
F..
20%-40Y.-60%80%100Y.
y
h
u
a a
w
® STANDARD PENETRATION
BIAWS/FT.
10 20 30 40 50+
SURFACE ELEVATION
798.0
0
Topsoil Depth 3"
I
SS
18
18
RESIDUAL - Loose to Medium
—
7 (3-4-3)
-
Dense, Gray, Silty SAND, Moist,
(SM)
795
57
2
SS
18
18
11 (3-5-6)
5—
.7 (2-4-3) .
3
SS
18
18
—790
Medium Dense to Loose, Orongish
4
SS
18
18
Brown, Silty SAND, Moist, (SM)
12 (3-5-7)
10
785
5
SS
18
18
6 (3-3-3)
15
780
6
SS
18
18
—
6 (4-33)
20
-
END OF BORING @ 20.0'
—775
25
770
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
!�WL GNE WS OR ©D
BORING STARTED 08-21 —07
'IV WL(BCR) V1WL(ACR)
BORING COMPLETED 08-21 —07
CAVE IN DEPTH 0 17,0'
Do'L
RIG ATV550 FOREMAN BRIAN
DRILLING METHOD HOLLOW STEM AUGER

r
CLIENT
JOB N
BORING N
SHEET
The Keith Corporation
08-4794
B-15
1 OF 1
PROJECT NAME
ARCHITECT —ENGINEER
LLP
Summit Corporate Center — Tract-7--
SITE LOCATION
CALIBRATED PENETROMETER
TONS/FT. 2
Salisbury, North Carolina
1 2 3 4 5+
PLASTIC WATER LIQUID
LIMIT % CONTENT 7. LIMIT R
X_—------- 0---_-------�
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
v�
..-.
2
ROCK QUALITY DESIGNATION k RECOVERY
F
d
z
n.
o
r
BOTTOM OF CASING — LOSS OF CIRCULATION IODY.
z
0
ROD%— — — REC.Y.
20%-40%-60%80%-100%
m
m
>
a
o
a
y
y
a
m
o
SURFACE ELEVATION
808.0
a
3
® STANDARD PENETRATION
BLOWS/FT.
10 20 30 40 50+
0
Topsoil Depth 3"
I
SS
18
18
RESIDUAL — Firm, Brownish
7 (2-3-4)
Orange, Sandy SILT, Moist, (ML)
805
Very Stiff, Brownish Red, Sandy
2
SS
18
18
SILT, Moist, (ML)
5
Stiff to Firm, Orangish Red,
—
-
3
SS
18
18
-
Sandy SILT, Moist, (ML)
=
12 i+-®l
800
. 25%
4
SS
18
18
_
16 (4-7-e)
10—
795
5
SS
18
18
I1 (?® 6)
15
22%
—790
6
SS
18
18
_—
9 (2-4-5)
20
—
785
7
SS
16
18
8 (3-5-3) .
25—
END OF BORING @ 25.0'
780
30
—
—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
YWL GNE WS OR ©D
BORING STARTED 08-21 —07
T_WL(BCR) VWL(ACR)
BORING COMPLETED 08-21 —07
CAVE 1N DEPTH ® 19.8'
O W'L
RIG ATV550 FOREMAN BRIAN
DRILLING METHOD HOLLOW STEM AUGER

CLIENT
JOB H BORING q SHEET
The Keith Corporation
08-4794 B-16 1 DF 1
PROJECT NAME
ARCHITECT -ENGINEER
LLP
Summit Corporate Center — Tract 7
CgiiOLINA0.1
SITE LOCATION
-O- CALIBRATED PENETROMETER
TONS/FT. 2
Salisbury, North Carolina
1 2 3 4 5+
PLASTIC WATER LIQUID
LIMIT % CONTENT % LIMIT %
X---------a------------
ROCK QUALITY DESIGNATION & RECOVERY
DESCRIPTION OF MATERIAL ENGLISH UNITS
F
z
a
F
F:
o
�-
BOTTOM OF CASING LOSS OF CIRCULATION 100%
z
.� o
ROD%— — — REC,%
20Y.-40%-60%BO%-100%—
a
m
rm
a
m
E;,
z a
STANDARD PENETRATION
SURFACE ELEVATION
814.0
BLOWS/FT.
m
y
10 20 30 40 50+
O
Topsoil Depth 4"
-
1
SS
18
18
RESIDUAL - Stiff, Brownish
_
Orange, Sandy SILT, Moist, (ML)
—
810
4-11-IB) 35
2
SS
16
18
Hard to Stiff, Brownish Red,
Sandy SILT, Moist, (ML)
27%0:
5
-
1;6 (4-8--;e)
. 3
SS
18
18
35%
805
14: (4-6-8)
4
SS
18
18
10
Firm, Brownish Pink, Sandy
SILT, Moist, (ML)
_-800
8 (7-4-4)
5
SS
18
18
15-
—795
6
SS
18
18
20
790
8 (2-4-4)
7
SS
18
18
25
END OF BORING @ 25.0'
785
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETVEE14 SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
YwL GNE WS OR (D
BORING STARTED 08-21 —07
TWL(BCR) VWL(ACR)
DORING COMPLETED 08-21 —O7
CAVE IN DEPTH & 20.1'
AWL
RIG ATV550 FOREMAN BRIAN
DRILLING METHOD HOLLOW STEM AUGER

CLIENT
The Keith Corporation
JOB #
08-4794
BORING a
B-17
SHEET
1 OF 1
in
7
PROJECT NAME
ARCHITECT -ENGINEER
mmm
US LLp
Summit Corporate Center - Tract 7
CAROLINAS
SITE LOCATION
Salisbury, North Carolina
CALIBRATED PENETROMETER
1 2 TONS3FT. 2 4 5+
PLASTIC WATER LIQUID
LIMIT Z CONTENT % LIMIT Z
F
z
AQ/1
c�
F
N
2
�•
o
N
z
a
o
C
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING — LOSS OF CIRCULATION 700Z
chi
z
o
��-' I'a
a ti
ROCK QUALITY DESIGNATION &RECOVERY
ROD%— — — REC.Y.
® STANDARD PENETRATION
BLOWS/FT.
10 20 30 40 50+
SURFACE ELEVATION
81 1.0
O
Topsoil Depth 4"
810
FILL - Medium Dense, Orangish
_
1
SS
18
16
19 (7=8-10)
-
Brown, Silty SAND With Rock
—
Fragments, Moist, (FILL)
2
SS
18
IB
19 (7-9-1D)
5 _
RESIDUAL - Stiff, Brownish Tan,1-805
=
3
SS
18
iB
Sandy SILT, Moist, (ML)
9 (3'5-A) X_ �
® 33% 43%
26%
4
SS
18
18
10 (3-3-7)
10 _
—
800
—
Loose, White, Silty SAND,
Moist, (SM)
5
SS
16
16
15
795
—
Medium Dense, Grayish Brown,
Silty SAND, Moist, (SM)
6
SS
18
1B
16 (6-7-�9)
20
—
END OF BORING @ 20.0'
790
25
785
30
—
—
THE STRATIFICATION LINES REPRESENT THE APPRD%IMATE BOUNDARY LINES BETWEEN SDIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
`AWL GNE WS OR ED
BORING STARTED 08-21 —07
VWL(BCR) VWL(ACR)
BORING COMPLETED 08-21 —O7
CAVE IN DEPTH ® 15.9'
SWL
RIG ATV550 FOREMAN BRIAN
DRILLING METHOD HOLLOW STEM AUGER

CLIENT
JOB N
BORING N
SHEET
The Keith Corporation
08-4794
B-18
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
LLP
Summit Corporate Center — Traci 7
CAROLINAS
SITE LOCATION
-�- CALIBRATED PENETROMETER
TONS/FT. 2
Salisbury, North Carolina
1 2 3 4 5+
i
PLASTIC WATER LIQUID
LIMIT % CONTENT 7. LIMIT X
X--------- &'----------�
z
�-
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
_
ROCK QUALITY DESIGNATION k RECOVERY
a
F
BOTTOM OF CASING LOSS OF CIRCULATION 100X
�
z
o
ROD%— — — REC.Y.
m
F,
20%-40%-60%80Y.-100%
y
y
a
(D STANDARD PENETRATION
BLOWS/FT.
10 20 30 40 5D+
SURFACE ELEVATION
803.0
0
Topsoil Depth 3"
1
SS
18
18
FILL — Medium Dense, Tannish
�17 (6-8-9)
Orange, Silty SAND With Rock
Fragments, Moist,(FILL)
800
2
SS
18
18
_
29 (7-11-18)
5
_
RESIDUAL — Stiff to Very Stiff,
—
3
SS
IB
18
=
Brownish Orange, Sandy SILT,
=
13'(a
Moist, (ML)
—795
2®
4
SS
16
18
_
11 (5-5-5)
10
790
5
SS
18
18
12 (12-6-6)
15
785
6
SS
18
18
_
16 (6-8-10)
20
—
END OF BORING @ 20.0'
780
25—
775
30
—
—
THE STRATIFICATION LINES REPRESENT THE APPRDXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
QWL GNE WS OR ®
BORING STARTED 08-21 —07
T1WL(ACR)
BORING COMPLETED 08-21 —07
CAVE IN DEPTH ® 16.1 '
�YWL(BCR)
3WL
RIG ATV550 FOREMAN BRIAN
DRILLING METHOD HOLLOW STEM AUGER

I'
0
0
Laboratory Test Summary
Poject Name: Summit Corporate Center -Lot 7
Project No.: 4794
Project Location:
Boring
Location
Depth (ft)
Natural Moisture
Content (%)
Liquid
Limit (%)
Plastic
Limit (%)
Plasticity
Index (%)
USCS
B-2
3.5-5.0
16.1
-
-
B-3
1.0-2.5
21.4
58
21
37
CH
B-5
3.5-5.0
13.5
-
-
-
B-7
8.5-10.0
13.8
-
-
-
B-9
3.5-5.0
22.9
50
18
32
CH
B-9
6.0-7.5
21.6
46
20
16
ML
B-9
13.5-15.0
32.7
-
-
B-11
6.0-7.5
9.4
B-13
6.0-7.5
13.1
B-14
1.0-2.5
5.0
B-15
6.0-7.5
25.2
B-15
13.5-15.0
22.2
B-16
3.5-5.0
26.5
B-16
8.5-10.0
34.9
B-17
6.0-7.5
25.6
43
33
10
ML
B-18
6.0-7.5
23.6
-
-

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r
Geotechnical Services Are Performed for
Specific Purposes, Persons, and Projects
Geotechnical engineers structure their services to meet the spe-
cific needs of their clients. A geotechnical engineering study con-
ducted for a civil engineer may not fulfill the needs of a construc-
tion contractor or even another civil engineer. Because each geot-
echnical engineering study is unique, each geotechnical engi-
neering report is unique, prepared solely for the client. No one
except you should rely on your geotechnical engineering report
without first conferring with the geotechnical engineer who pre-
pared it. And no one —not even you —should apply the report for
any purpose or project except the one originally contemplated.
A Geotechnical Engineering Report is Based on
A Unique Set of Project -Specific Factors
Geotechnical engineers consider a number of unique, project -spe-
cific factors when establishing the scope of a study. Typical factors
include: the client's goals, objectives, and risk management pref-
erences; the general nature of the structure involved, Its size, and
configuration; the location of the structure on the site; and other
planned or existing site improvements, such as access roads,
parking lots, and underground utilities. Unless the geotechnical
engineer who conducted the study specifically indicates other-
wise, do not rely on a geotechnical engineering report that was:
• not prepared for you,
• not prepared for your project,
• not prepared for the specific site explored, or
e completed before important project changes were made.
Typical changes that can erode the reliability of an existing
geotechnical engineering report Include those that affect:
e the function of the proposed structure, as when
it's changed from a parking garage to an office
building, or from a light Industrial plant to a
refrigerated warehouse,
e elevation, configuration, location, orientation, or
weight of the proposed structure,
• composition of the design team, or
• project ownership.
As a general rule, always inform your geotechnical engineer
of project changes --even minor ones —and request an
assessment of their impact. Geotechnical engineers cannot
accept responsibility or liability for problems that occur
because their reports do not consider developments of which
they were not Informed.
Subsurface Conditions Can Change
A geotechnical engineering report is based on conditions that
existed at the time the study was performed. Do not rely on a
geotechnical engineering report whose adequacy may have
been affected by: the passage of time; by man-made events,
such as construction on or adjacent to the site; or by natural
events, such as floods, earthquakes, or groundwater fluctua-
tions. Always contact the geotechnical engineer before apply-
ing the report to determine if it Is still reliable. A minor amount
of additional testing or analysis could prevent major problems.
Most Geotechnical Findings Are
Professional Opinions
Site exploration identifies subsurface conditions only at those
points where subsurface tests are conducted or samples are
taken. Geotechnical engineers review field and laboratory data
and then apply their professional judgment to render an opinion
about subsurface conditions throughout the site. Actual sub-
surface conditions may differ —sometimes significantly —from
those indicated in your report. Retaining the geotechnical engF
neer who developed your report to provide construction obser.
vation is the most effective method of managing the risks asso-
ciated with unanticipated conditions.

A Report's Recommendations Are Not Final
Do not overrely on the construction recommendations included
in your report. Those recommendations are not final, because
geotechnical engineers develop them principally from judgment
and opinion. Geotechnical engineers can finalize their reconr
mendations only by observing actual subsurface conditions
revealed during construction. The geotechnical engineer who
developed your report cannot assume responsibility or liability for
the report's recommendations if that engineer does not perform
construction observation.
A Geotechnical Engineering Report Is Subject
To Misinterpretation
Other design team members' misinterpretation of geotechnical
engineering reports has resulted in costly problems. Lower
that risk by having your geotechnical engineer confer with
approp�ate members of the design team after submitting the
report. Also retain your geotechnical engineer to review pert~
nent elements of the design team's plans and specifications.
Contractors can also misinterpret a geotechnical engineering
report Reduce that risk by having your geotechnical engineer
participate in prebid and preconstruction conferences, and by
providing construction observation.
Do Not Redraw the Engineer's Logs
Geotechnical engineers prepare final boring and testing logs
based upon their interpretation of field logs and laboratory
data. To prevent errors or omissions, the logs included in a
geotechnical engineering report should never be redrawn for
inclusion in architectural or other design drawings. Only photo-
graphic or electronic reproduction is acceptable, but recognize
that separating logs from the report can elevate risk.
Give Contractors a Complete
Report and Guidance
Some owners and design professionals mistakenly believe they
can make contractors liable for unanticipated subsurface condi-
tions by limiting what they provide for bid preparation. To help
prevent costly problems, give contractors the complete geotech-
nical engineering report, but preface it with a clearly written let-
ter of transmittal. In that letter, advise contractors that the report
was not prepared for purposes of bid development and that the
report's accuracy is limited; encourage them to confer with the
geotechnical engineer who prepared the report (a modest fee
may be required) and/or to conduct additional study to obtain
the specific types of information they need or prefer. A prebid
conference can also be valuable. Be sure contractors have suffi-
cient time to perform additional study. Only then might you be in
a position to give contractors the best information available to
you, while requiring them to at least share some of the financial
responsibilities stemming from unanticipated conditions.
Read Responsibility Provisions Closely
Some clients. design professionals, and contractors do not
recognize that geotechnical engineering is far less exact than
other engineering disciplines. This lack of understanding has
created unrealistic expectations that have led to disappoint-
ments, claims, and disputes. To help reduce such risks, geot-
echnical engineers commonly include a variety of explanatory
provisions in their reports. Sometimes labeled 'limitations',
many of these provisions indicate where geotechnical engi-
neers responsibilities begin and end, to help others recognize
their own responsibilities and risks. Read these provisions
closely. Ask questions. Your geotechnical engineer should
respond fully and frankly.
Geoenvironmental Concerns Are Not Covered
The equipment, techniques, and personnel used to perform a
geoenvironmenta) study differ significantly from those used to
Perform a geotechnical study. For that reason, a geotechnical
engineering report does not usually relate any geoenvironmen-
tal findings, conclusions, or recommendations: e.g., about the
likelihood of encountering underground storage tanks or regu-
lated contaminants. Unanticipated environmental problems have
led to numerous project failures. If you have not yet obtained
your own geoenvironmenta) Information, ask your geotechnical
consultant for risk management guidance. Do not rely on an
environmental report prepared for someone else.
Rely on Your Geotechnical Engineer lop
Additional Assistance
Membership in ASFE exposes geotechnical engineers to a wide
array of risk management techniques that can be of genuine ben-
efit for everyone involved with a construction project. Confer with
your ASFE-member geotechnical engineer for more Information.
PROFESSIONAL
FIRMS PRACTICING
IN THE GEOSCIENCES
8811 Colesvllle Road Suite G106 Silver Spring, MD 20910
Telephone:[phone] Facsimile:301-589-2017
emoil:[e-mail] www.asfe.org
copyright 1998 by ASFE. Inc. Unless ASFE Crants written permission to do so. duplication or this document by any means whatsoever is expressly prohibited.
Rease or the warding in this document. In whole or in part. also is expressly prohibited, and may be done only with the express permission or ASm or for purposes
of r"iew or scholarly research.
IIGER06983.5M

North Carolina
Elaine F. Marshall DEPARTMENT OF THE
Secretary SECRETARY OF STATE
PO Box 29622 Raleigh, NC 27626-0622 [phone]
Date: 11 /13/2014
ick here to:
ew Document Filings I File an Annual Report i
JPrint a Pre -populated Annual Report Fillable PDF Form i Amend A Previous Annual Report i
rporation Names
Name Name Type
NC TKC CXVII, LLC LEGAL
Limited Liability Company Information
SOS I D:
1038748
Status:
Current -Active
Effective Date:
4/15/2008
Citizenship:
DOMESTIC
State of Inc.:
NC
Duration:
PERPETUAL
Annual Report Status:
CURRENT
Registered Agent
Agent Name:
Office Address:
Mailing Address:
Principal Office
BEULEY, KENNETH R
5935 CARNEGIE BLVD SUITE 200
CHARLOTTE NC 28209-4645
5935 CARNEGIE BLVD SUITE 200
CHARLOTTE NC 28209-4645
Office Address:
5935 CARNEGIE BLVD SUITE 200
CHARLOTTE NC 28209-4645
Mailing Address:
5935 CARNEGIE BLVD SUITE 200
CHARLOTTE NC28209-4645
Officers/Company Officials
Title:
MANAGER
Name:
KEITH REAL ESTATE ASSOCIATES, LLC
Business Address:
5935 CARNEGIE BLVD, STE 200
CHARLOTTE NC 28209
Title:
MANAGER
Name:
GRAEME KEITH JR
Business Address:
5935 CARNEGIE BLVD, STE 200
CHARLOTTE NC 28209

i
4604
Title:
Name:
Business Address:
Title:
Name:
Business Address:
Title:
Name:
Business Address:
to
MANAGER
KENNETH R BEULEY
5935 CARNEGIE BLVD, STE 200
CHARLOTTE NC 28209
MANAGER
ELIZABETH JAGIELSKI
5935 CARNEGIE BLVD, STE 200
CHARLOTTE NC28209
MANAGER
ALAN LEWIS
5935 CARNEGIE BLVD, STE 200
CHARLOTTE NC28209
as a part of the Secretary
system. Version:

SEE ADDEN D U�j
FILED in ROWAN County.
an Jun 20 2008 at 11:2711
by: Bobbie K Earnhardt
Register of Deede
BOOK 1124 PAGE
q�w, 4F�og 1� a
Prepared y:MOORE & VAN ALLEN PLLC (KES)
4NcQ/QC' Po(I (d 100 North Tryon Street, Suite 4700 ATV Q
Charlotte, North Carolina 28202
Grantee's Address: TKC CXVII, LLC
5935 Carnegie Boulevard, Suite 200
Charlotte, North Carolina 28209
BRIEF DESCRIPTION FOR INDEX: Lots 4 and 12, Plat Book 9995 at Pages 6466 and 6467,
Rowan County Registry
STATE OF NORTH CAROLINA
COUNTY OF ROWAN
SPECIAL WARRANTY DEED
NC
AM
120
Excise Stamps: $0.00
THIS SPECIAL WARRANTY DEED is made as of the 2_0 day of June, 2008, by and
between ROWAN COUNTY, a body corporate and politic ("Grantor"), having an address of
130 West Innes Street, Salisbury, North Carolina 28144, for the benefit of TKC CXVH, LLC, a
North Carolina limited liability company ("Grantee"), having an address of 5935 Carnegie
Boulevard, Suite 200, Charlotte, North Carolina 28209. The designation Grantor and Grantee as
used herein shall include said parties, their heirs, successors, and assigns, and shall include
singular, plural, masculine, feminine or neuter as required by context.
WITNESSETH, that Grantor, for valuable consideration paid by Grantee, the receipt of
which is hereby acknowledged, has and by these present does grant, bargain, sell and convey
unto Grantee in fee simple, all that certain lot or parcel of land situated in Rowan County, North
Carolina, and more particularly described on Exhibit A attached hereto and incorporated herein
by reference (the "Property").
CHAR2\1102617Q I /

The Property was acquired by Grantor by instrument recorded in Book _ at Page
of the
A map showing the Property is recorded in Plat Book 9995 at Pages 6466 and 6467 of the
aforesaid Registry.
TO HAVE AND TO HOLD the Property, together with all privileges and appurtenances
thereto belonging to Grantee in fee simple.
AND GRANTOR covenants with Grantee, that Grantor has done nothing to impair such
title as Grantor received, and Grantor will warrant and defend the title against the lawful claims
of all persons claiming by, under or through Grantor, except for the exceptions hereinafter stated.
Title to the Property is subject to the exceptions set forth on Exhibit B attached hereto and
incorporated herein by reference.
[REMAINDER OF PAGE INTENTIONALLY LEFT BLANK]
CHAR2\I 10261M 2
2

IN WITNESS WHEREOF, Grantor has executed this Deed as of the day and year first
above written.
GRANTOR:
Duly adopted by the Board of Commissioners of the
County of Rowan, North Carolina, as of the _/� day
of__ &e;vl 2008.
By:
Name: Amold S. Chamberlain r
Title: Chairperson
By: �' �
Name: Carolyn
Title: Clerk
STATE OF NORTH CAROLINA
COUNTY OF 99 V✓A 1-
1, 1%An K • P"4$ -Z , a Notary Public of the aforesaid County and
State, do hereby certify that Arnold S. Chamberlain appeared before me this day and
acknowledged that he is the Chairperson of the Rowan County Board of Commissioners, a North
Carolina body politic, and that he, as Chairperson, being authorized to do so, executed the
foregoing on behalf of the Rowan County Board of Commissioners, which execution and
authority is sealed and attested by Carolyn Athey, as the Clerk of Rowan County..
Witness my hand and notarial seal this %'y day of ✓4" h e , 2008:
A-1�7
Notary Public
My Commission Expires:
1 /- Z - 200 9,
[NOTARIAL SEAL]
CHAR211102617v2 3 -

i� QUA(Ry SE �pN�FS
snn
SEC 0 9 2014
" mph,
EXHIBIT A ��> ""Fnlr
Legal Description _ftx�
TRACT 4
BEING ALL THAT CERTAIN tract or parcel of land situated, lying and being in the Summit
Corporate Center, Rowan County, North Carolina, being described as Tract 4 (containing
32.5486 acres, more or less) on that certain "Recombination Plat Prepared at the Request of TKC
CXVII, LLC (TKC CXXII, LLC)" recorded in Plat Book 9995 at Pages 6466 in the office of the
Register of Deeds of Rowan County, North Carolina, such land being more particularly described
by metes and bounds as follows:
BEGINNING AT AN EXISTING IRON ROD SITUATED UPON THE SOUTHERN RIGHT-
OF-WAY LIMIT OF CORPORATE CENTER DRIVE (60' PUBLIC R/W PER MAP BOOK
9995 PAGE 3223, ROWAN COUNTY REGISTRY, SAID IRON ROD ALSO BEING THE
NORTHWEST CORNER OF TRACT 6, SUMMIT CORPORATE CENTER PER MAP BOOK
9995 PAGE 3694, ROWAN COUNTY REGISTRY; THENCE ALONG THE WESTERN LINE
OF TRACT 6, SUMMIT CORPORATE CENTER SOUTH 14-59-29 EAST A DISTANCE OF
591.91 FEET TO AN EXISTING IRON PIPE, SAID IRON PIPE BEING THE COMMON
CORNER OF THE DENNIS & SONDRA STILLER PROPERTY PER DEED BOOK 618
PAGE 683, ROWAN COUNTY REGISTRY AND THE ALFRED R. & DEBRA R. CARTER
PROPERTY PER DEED BOOK 618 PAGE 887, THENCE ALONG THE WESTERN LINES
OF SAID ALFRED R. & DEBRA R. CARTER PROPERTY AND THE ALFRED R. &
DEBRA R. CARTER PROPERTY PER DEED BOOK 1085 PAGE 888 RESPECTIVELY,
SOUTH 10-37-34 EAST A DISTANCE OF 379.14 FEET TO AN EXISTING IRON PIPE,
SAID IRON PIPE BEING THE NORTHERN MOST CORNER OF THE RACHEL J.
HORTON PROPERTY PER DEED BOOK 776 PAGE 586, ROWAN COUNTY REGISTRY,
THENCE ALONG THE WESTERN LINE OF SAID RACHEL J. HORTON PROPERTY
SOUTH 28-43-19 WEST A DISTANCE OF 130.90 FEET TO AN EXISTING IRON PIPE,
SAID IRON PIPE BEING THE NORTHERN MOST CORNER OF THE JUDITH ANNETTE
ARTHURS PROPERTY PER DEED BOOK 1067 PAGE 700, ROWAN COUNTY
REGISTRY; THENCE ALONG THE WESTERN LINE OF SAID JUDITH ANNETTE
ARTHURS PROPERTY SOUTH 59-21-58 WEST A DISTANCE OF 278.00 FEET TO AN
EXISTING IRON ROD, SAID IRON ROD BEING SITUATED UPON THE NORTHERN
LINE OF THE DONNA S. BARBEE PROPERTY PER DEED BOOK 668 PAGE 574,
ROWAN COUNTY REGISTRY; THENCE ALONG THE NORTHERN LINES OF SAID
DONNA S. BARBEE PROPERTY, AND THE DONNA S. BARBEE PROPERTY PER DEED
BOOK 894 PAGE 392, ROWAN COUNTY REGISTRY RESPECTIVELY, NORTH 61-57-55
WEST (PASSING AN EXISTING IRON PIPE AT 53.03 FEET) A TOTAL DISTANCE OF
346.25 FEET TO AN EXISTING IRON PIPE, THENCE CONTINUING ALONG THE
NORTHERN LINE OF THE DONNA S. BARBEE PROPERTY AND ALONG THE
NORTHERN LINE OF THE DONALD LEE & NANCY J. MENIUS PROPERTY
RESPECTIVELY, SOUTH 88-51-49 WEST (PASSING AN EXISTING CONCRETE
MONUMENT AT 340.72 FEET, AN EXISTING IRON ROD AT 434.00 FEET, AND AN
EXISTING IRON ROD AT 533.21 FEET) A TOTAL DISTANCE OF 537.66 FEET TO A 24"
(Exhibit A continued on following page)
CHARM 102617Q 4 Ij

OAK TREE, SAID OAK TREE BEING THE COMMON CORNER OF THE DARREN
WAYNE MENIUS PROPERTY PER DEED BOOK 700 PAGE 276, ROWAN COUNTY
REGISTRY AND THE JACK T. MYERS JR. & CATHY N. MYERS PROPERTY PER DEED
BOOK 579 PAGE 215, ROWAN COUNTY REGISTRY; THENCE ALONG THE EASTERN
AND NORTHERN LINES RESPECTIVELY, OF SAID JACK T. MYERS JR. & CATHY N.
MYERS PROPERTY THE FOLLOWING TWO (2) COURSES AND DISTANCES:' I.)
NORTH 2O-26-57 WEST (PASSING AN EXISTING IRON ROD AT 4.75 FEET) A TOTAL
DISTANCE OF 404.29 FEET TO AN EXISTING IRON PIPE; 2.) SOUTH 71-32-10 WEST A
DISTANCE OF 236.54 FEET TO AN EXISTING IRON ROD, SAID IRON ROD BEING
SITUATED UPON THE NORTHERN RIGHT-OF-WAY LIMIT OF RICHIE ROAD (60-
PUBLIC R/W), THENCE ALONG THE NORTHERN RIGHT-OF-WAY LIMIT OF RICHIE
ROAD NORTH 19-35-31 WEST A DISTANCE OF 240.04 FEET TO AN EXISTING IRON
PIPE, SAID IRON PIPE BEING SITUATED UPON THE SOUTHERN LINE OF THE JAMES
R. EARNHARDT JR. & MARY C. EARNHARDT PROPERTY PER DEED BOOK 567,
PAGE 742, ROWAN COUNTY REGISTRY, THENCE ALONG THE SOUTHERN AND
EASTERN LINES RESPECTIVELY, OF SAID JAMES R. EARNHARDT JR. & MARY C.
EARNHARDT PROPERTY THE FOLLOWING TWO (2) COURSES AND DISTANCES: 1.)
SOUTH 89-27-00 EAST A DISTANCE OF 152.08 FEET TO AN EXISTING IRON PIPE; 2.)
NORTH 35-15-50 EAST A DISTANCE OF 237.75 FEET TO AN EXISTING IRON ROD,
SAID IRON ROD BEING THE SOUTHEAST CORNER OF THE HERBERT A RITCHIE
PROPERTY PER DEED BOOK 171 PAGE 23, ROWAN COUNTY REGISTRY; THENCE
ALONG THE EASTERN LINE OF SAID HERBERT A. RITCHIE PROPERTY NORTH 36-
16-41 EAST A DISTANCE OF 244.06 FEET TO AN EXISTING CONCRETE MONUMENT,
SAID CONCRETE MONUMENT BEING THE SOUTHEAST CORNER OF THE DUKE
ENERGY CORP. PROPERTY PER DEED BOOK 638 PAGE 724, ROWAN COUNTY
REGISTRY; THENCE ALONG THE EASTERN LINE OF SAID DUKE ENERGY CORP.
PROPERTY NORTH 35-45-04 EAST A DISTANCE OF 572.15 FEET TO AN EXISTING
IRON PIPE, SAID IRON PIPE BEING THE SOUTHWEST CORNER OF THE ROWAN
COUNTY PROPERTY PER DEED BOOK 638 PAGE 724, ROWAN COUNTY REGISTRY;
THENCE ALONG THE SOUTHERN LINE OF SAID ROWAN COUNTY PROPERTY
NORTH 78-09-56 EAST A DISTANCE OF 135.09 FEET TO AN EXISTING IRON ROD,
SAID IRON ROD BEING SITUATED UPON THE SOUTHERN RIGHT-OF-WAY LIMIT OF
SAID CORPORATE CENTER DRIVE; THENCE ALONG THE SOUTHERN RIGHT-OF-
WAY LIMIT OF CORPORATE CENTER DRIVE ALONG THE ARC OF A CIRCULAR
CURVE TO THE LEFT HAVING A RADIUS OF 430.00 FEET, (PASSING AN EXISTING
IRON ROD AT AN ARC LENGTH OF 284.29 FEET) A TOTAL ARC LENGTH OF 653.21
FEET, LONG CHORD BEARING OF SOUTH 52-13-45 EAST, AND LONG CHORD
LENGTH OF 592.19 FEET TO THE POINT OF BEGINNING; CONTAINING 32.5486
ACRES (AS DETERMINED BY COORDINATE COMPUTATION) AS SHOWN ON THAT
SURVEY PERFORMED BY R.B. PHARR & ASSOCIATES DATED JUNE 9, 2008 (FILE
NO. G-D-472).
(Exhibit A continued on following page)
CHARM 1026170 - 5

TRACT 12
BEING ALL THAT CERTAIN tract or parcel of land situated, lying and being in the Summit
Corporate Center, Rowan County, North Carolina, being described as Tract 12 (containing
7.5561 acres, more or less) on that certain "Recombination Plat Prepared at the Request of TKC
CXVII, LLC" recorded in Plat Book 9995 at Pages 6467 in the office of the Register of Deeds of
Rowan County, North Carolina, such land being more particularly described by metes and
bounds as follows:
BEGINNING AT A NEW IRON ROD SITUATED UPON THE EASTERN RIGHT-OF-WAY
LIMIT OF SUMMIT PARK DRIVE (60- PUBLIC R/W PER MAP BOOK 9995 PAGE 3221,
ROWAN COUNTY REGISTRY), SAID IRON ROD ALSO BEING THE NORTHWEST
CORNER OF A NEW 51.2252 ACRE TRACT, SUMMIT CORPORATE CENTER PER MAP
BOOK 9995 PAGE 6467, ROWAN COUNTY REGISTRY; THENCE ALONG THE
EASTERN RIGHT-OF-WAY LIMIT OF SUMMIT PARK DRIVE THE FOLLOWING TWO
(2) COURSES AND DISTANCES: 1.) NORTH 12-21-32 WEST A DISTANCE OF 124.83
FEET TO AN EXISTING IRON ROD; 2.) ALONG THE ARC OF A CIRCULAR CURVE TO
THE RIGHT HAVING A RADIUS OF 470.00 FEET, ARC LENGTH OF 525.93 FEET, LONG
CHORD BEARING OF NORTH 19-40-23 EAST, AND LONG CHORD DISTANCE OF
498.92 FEET TO AN EXISTING IRON ROD, SAID IRON ROD BEING THE SOUTHWEST
CORNER OF TRACT 15, SUMMIT CORPORATE CENTER PER MAP BOOK 9995 PAGE
5615, ROWAN COUNTY REGISTRY; THENCE ALONG THE SOUTHERN LINE OF
TRACT 15, SUMMIT CORPORATE CENTER SOUTH 54-56-00 EAST A DISTANCE OF
715.80 FEET TO AN EXISTING IRON PIPE, SAID IRON PIPE BEING THE SOUTHWEST
CORNER OF THE CHURCH OF JESUS CHRIST OF LATTER DAY SAINTS CORP.
PROPERTY PER DEED BOOK 645 PAGE 536, ROWAN COUNTY REGISTRY, SAID
CORNER ALSO BEING A COMMON CORNER OF SAID NEW 51.2252 ACRE TRACT,
SUMMIT CORPORATE CENTER; THENCE ALONG THE NORTHERN LINE OF SAID
NEW 51.2252 ACRE TRACT THE FOLLOWING THREE (3) NEW LINES; 1.) SOUTH 48-
18-00 WEST A DISTANCE OF 543.05 FEET TO A NEW IRON ROD; 2.) NORTH 52-11-12
WEST A DISTANCE OF 320.88 FEET TO A NEW IRON ROD; 3.) SOUTH 76-48-54 WEST
A DISTANCE OF 70.01 FEET TO THE POINT OF BEGINNING; CONTAINING 7.5561
ACRES (AS DETERMINED BY COORDINATE COMPUTATION) AS SHOWN ON THAT
SURVEY PERFORMED BY R.B. PHARR & ASSOCIATES DATED JUNE 9, 2008 (FILE
NO. G-D-472).
(End of Exhibit A)
CHAR2\I 10261M 61

Exhibit B
PERMITTED EXCEPTIONS
Ad valorem taxes for calendar year 2008 and subsequent years, not yet due and payable.
2. Restrictive covenants recorded in Book 776, Page 395, amended in Book 866, Page 95,
Book 872, Page 395; and Book 1037, Page 188, Rowan County Registry.
AS TO THE PROPERTIES IDENTIFIED AS TRACT 4:
3. Easement(s) to Duke Power Company recorded in Book 573, Page(s) 941 and Book 737,
Page 594, Rowan County Registry.
4. Agreement for main sewer access granted in instrument recorded in Book 786, Page(s)
236, Rowan County Registry.
5. Easement(s) to the City of Salisbury, recorded in Book 706, Page 922 and Book 707,
Page 576, Rowan County Registry and as shown on survey by J. Jeffrey Cob, R. B. Pharr
& Associates dated June 9, 2008, last revised June 16, 2008.
6. Those matters shown on that certain Survey by J. Jeffrey Cobb, R. B. Pharr & Associates,
dated June 9, 2008, last revised June 16, 2008.
AS TO THE PROPERTY IDENTIFIED AS TRACT 12:
7. Easement(s) to Duke Power Company recorded in Book 387, Page(s) 607, Rowan County
Registry.
8. Easement(s) to the City of Salisbury, recorded in Book 641, Page 901, Rowan County
Registry and as shown on survey by J. Jeffrey Cobb, R. B. Pharr & Associates dated June
9, 2008, last revised June 16, 2008, also as shown on plat recorded in Plat Book 9995,
Page 2332, Rowan County Registry.
9. Easement(s) to Eastern Rowan Telephone Company, recorded in Book 353, Page(s) 136,
Rowan County Registry.
10. Those matters shown on that certain Survey by J. Jeffrey Cobb, R. B. Pharr & Associates,
dated June 9, 2008, last revised June 16, 2008.
CHARM 102617Q 7

Rowan County Assessor's Office
Multiple Parcel Identification
Tract:Parcel ID
Tract/. ---LL Parcel ID
Tract/-L-et' Parcel ID
Tract/Lot Parcel ID
Tract/Lot Parcel ID
Tract/Lot Parcel ID
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MAP: ISIMI PAR SIP . U/IN UIN.. C/C PART INi
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MAP. 5/M PAR $/P U/IN C/IN C1C PAR7 INT
MAP Y/M PAR SIP I WIN I UIN lCiCl PART I IN
Tract/Lot
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MAP 5/M PAR 5/P U/1'N UIN CIG PAgi INT
Tract/Lot
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Tract/Lot
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Transmittal
Attention:
From:
Project Name:
Project Number:
Date:
Re:
Via:
NCDENR Stormwater Permitting
Physical Office:
512 N. Salisbury Street
Archdale Building - 9th Floor
Raleigh, NC 27604
[phone]
Mailing Address:
1612 Mail Service Center
Raleigh, NC 27699-1612
Greg Welsh, PE — Burton Engineering Associates
Project Marley
554-004
November 19, 2014
State Stormwater Approval Request
UPS Overnight
BURTON
ENGINEERING
ASSOCIATES
CIVIL ENGINEERS
LANDPLANNERS
5950 F3iM RE. • S ".O t00 •cne ", NC 28210
("I SSM S1 F.
(1 X) 553A060
RECEIVED
NOV 20 2014
DENR-LAND QUALITY
STORMWATER PERIVIITTING
Copies
Date
Sheets
Description
2
11/19/14
Stormwater Management Permit Application Form
1
11/19/14
Supplemental Forms for three (3) Sand Filters
1
Application Processing Fee of $505.00
2
11/19/14
Stormwater Management Report (includes calculations, narrative, USGS
map, soils report, and NRCS soils ma
2
11/18/14
14
Civil Plans
1
Deed
1
Information from the Secretary of State
1
08/31/07
Geotechnical Report
1
11/17/14
SHWT Report
1
O&M Form
1
❑ As Requested ® For Approval ❑ For Your Use ❑ For Review and Comment
If you have any questions concerning this information, please contact me at [phone] or by email at
Greq a)burtonengineering.com
Sincerely,
Greg Welsh, PE
PLEASE NOTIFY AT ONCE IF ALL ENCLOSURES ARE NOT INCLUDED

_ DEMLR USE ONLY '
Date Received
Fee Paid
Permit Number
Applicable Rules: ❑ Coastal SW -1995 ❑ Coastal SW - 2008 ❑ Ph II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ M mt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Energy, Mineral and Land Resources 47to
STORMWATER MANAGEMENT PERMIT APPLICATION FO - ¢>!j��9iy
This form may be photocopied for use as an original O O `1SFCy+
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name - should be consistent vri .tnject no plans,
specifications, letters, operation and maintenance agreements, etc.): �l/q�`•
2. Location of Project (street address):
1010 Corporate Center Drive
City:Salisbury Comrty:Rowan Zip:
3. Directions to project (from nearest major intersection):
Interstate 85 to Tulian Road exit in southern Salisbury. Head east. Turn Right on Summit Park Drive.
Turn Left onto Corporate Center Drive. Parcel is on the south side of road
4. Latitude:35° 37' 27.31" N Longitude:80° 29' 22.74" W of the main entrance to the project.
II. PERMIT INFORMATION
1. a. Specify whether project is (check one): ®New ❑Modification ❑ Renewal w/ Modification'
tRennuals tuith modifications also requires S WU-102 - Renawl Application Form
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number , its issue date (if known) and the status of
construction: []Not Started ❑Partially Completed* ❑ Completed* *provide a designer's certification
2. Specify the type of project (check one):
❑Low Density "High Density ❑Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from
DEMLR requesting a state Stormwater management permit application, list the stormwater project number,
if assigned, n/a and the previous name of the project, if different than currently
proposed,n/a
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major
❑NPDES Industrial Stormwater
®Sedimentation/Erosion Control: 19.5 ac of Disturbed Area
0404/401 Permit: Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit:Rowan County Erosion Control Approval -Summit Corporate Center.
Tract 4, Approved 08/04/20140. No permit number provided.
5. Is the project located within 5 miles of a public airport? ❑No ®Yes
If yes, see S.L. 2012-200, Part VI: httl2://12ortii.ncdenr.org/web/Ir/rules-and-regulations
Form SWU-101 Version Oct. 31, 2013 Page I of 6

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
There are two separate drainage basins on the project. Water on the west side will be treated by 2 sand filters.
The drainage to the east will be treated by 1 sand filter.
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b.If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW -1995 ❑ Ph II - Post Construction
3. Stormwater runoff from this project drains to the
4. Total Property Area: 32.55 acres
River basin.
5. Total Coastal Wetlands Area: n/a acres
6. Total Surface Water Area: 0 acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area': 32.55 acres
Total project area shall be calculated to exclude the following: the normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water (NM line or Mean High Water
(MHW) line, and coastal wetlands landward from the NHW (or MHIO line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal wetlands landward of the NHW (or MHW) line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100
9. How many drainage areas does the project have? 3 (For high density, count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
_. .
Basis Information
Drains e Area la
Drains a Area 16
Drains e Area 2
Drains e Area
Receiving Stream Name
Town Creek
Town Creek
Town Creek
Stream Class *
C
C
C
Stream Index Number *
12-115-3
12-115-3
12-115-3
Total Drainage Area (so
127116
191664
194713
On -site Drainage Area (so
127116
191664
194713
Off -site Drainage Area (so
0
0
0
Proposed Impervious Area** (so
81907
188617
166798
% Impervious Area** total
64.41%
98.41%
85.68%
In ervious- Surface Area
Drains e Area la,
Drains e Area lb
Drains e Ar_ea 2
Drains e Area _
On -site Buildings/Lots (so
0
102060
102060
On -site Streets (sf)
23963
0
6628
On -site Parkin (so
54635
85629
9108
On -site Sidewalks (sf)
3309
928
1508
Other on -site (so
Future (so
50096
Off -site (so
Existing BUA*** (so
Total (so:
81907
188617
169400
* Stream Class and Index Number can be determined at: httn://nortal.ncdenr.or uebAuq/ps/csu/classifcatious
Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
***Report only that amount of existing BUA that will remain after development. Do not report any existing B UA that
is to be removed and which will be replaced by nezu B UA.
Form SWU-101 Version Oct. 31, 2013 Page 3 of 6

III.. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the project):
Applicant/Organization:TKC CXXIL LLC
Signing Official & Title:Alan Lewis, Development Partner
b. Contact information for person listed in item 1a above:
Street Address:5935 Carnegie Blvd., Suite 200
City:Charlotte State:NC Zip:28209
Mailing Address (if applicable):Same as above
City: State: Zip:
Phone: (704 ) 365-6000
Email:[e-mail]
Fax: (704 ) 365-0733
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (Phis is the
person who owns the property that the project is located on):
Property Owner/Organization:
Signing Official &
b. Contact information for person listed in item 2a above:
Street Address:
Mailing Address (if
Phone:
State: Zip:
Fax: ( )
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:
Signing Official &
b. Contact information for person listed in item 3a above:
Mailing Address:
City:
Phone: ( )
4. Local jurisdiction for building permits:
Point of Contact:
State: Zip:
Fax: ( )
Phone #:
Form SWU-101 Version Oct. 31, 2013 Page 2 of 6

11. How was the off -site impervious area listed above determined? Provide documentation.
Projects in Union Countv: Contact DEMLR Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that may he subject to more stringent stormwater requirements as per 15A NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from httD://Dortil.ncdenr.ore/web/wo/ws/su/bmD-manual.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Energy, Mineral and
Land Resources (DEMLR). A complete package includes all of the items listed below. A detailed application
instruction sheet and BMP checklists are available from
http://portal.ncdenr.orst/web/wq/ws/su/statesw/forms dots. The complete application package should be
submitted to the appropriate DEMLR Office. (The appropriate office may be found by locating project on the
interactive online map at http: / /portal.nccienr.org/web/wq/ws/su/ma nos.)
Please indicate that the following required information have been provided by initialing in the space provided
for each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package from htto•//12ortal.nedenr.org/web/wq/ws/su/statesw/forms does.
Initials
1. Original and one copy of the Stormwater Management Permit Application Form.
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants �1�A
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to
htt2://www.envhell2.org/12ages/onestol2exj2ress.html for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/management for
the project. This is required in addition to the brief summary provided in the Project
Information, item 1.
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the
receiving stream drains to class SA waters within'h mile of the site boundary, include the'h
mile radius on the map.
7. Sealed, signed and dated calculations (one copy).
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
l^g I4ff (1,002T)
Form SWU-101 Version Oct. 31, 2013 Page 4 of 6

p. Vegetated buffers (where required). /�
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify l9(J ';a at�Ti
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"xll" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit for DEMLR to verify the SNWT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: 1124 Page No: 120
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC Cow_
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per 15A NCAC 2H.1003(e).
The corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
httR://www.secretary.state.nc.us/Corl2orations/CSearch.asl2x
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be provided
as an attachment to the completed and notarized deed restriction form. The appropriate deed restrictions and
protective covenants forms can be downloaded from htto://vorlal.ncdenr.org/web/Ir/slate-stormwater-
forms does. Download the latest versionsfor each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DEMLR, and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:Carlton T. Burton
Consulting Firm: Burton Engineering Associates
Mailing Address:5950 Fairview Road Suite 100
City:Charlotte
Phone: (704 ) 553-8881
State:NC Zip:28210
Fax: (704 ) 553-8860
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
1, (print or type name of person listed in Contact Information, item 2a) . certify that I
own the property identified in this permit application, and thus give permission to (print or type name of person
listed in Contact Information, item la) with (print or type name of organization listed in
Contact Information, item 1a) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system.
Form SWU-101 Version Oct. 31, 2013 Page 5 of 6

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DEMLR Stormwater permit reverts back
to me, the property owner. As the property owner, it is my responsibility to notify DEMLR immediately and
submit a completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater
treatment facility without a valid permit. I understand that the operation of a stormwater treatment facility
without a valid permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement
action including the asses ent civ' enalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
Signature:
/ Date: DV j r3 aory
I, Li du. 3 Cruz a %i n Notar Public for the State of / Or7h G,✓ea__ . County of
Q%2teft ih y ✓ J . do hereby certify that enn e / Ai , att. kcG personally appeared
t J..//
before me this j2day of Na✓Pp1�j 2✓ e�0/ "and acknowledge�the�7due execution of the application for a
stormwater permit. Witness my hand and official seal,Y oa �,"J L� t✓�
"W1111 Will,
a NotutV PubllC
Goston Cou expire
MY Comn'isslon
071061�01^ =Q
C P�o\\�����
X. APPLICANT'S CERTIFICATION
SEAL
My commission expires / -P- / /
I, (print or type name of person listed in Contact Information, item la)
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of the
applicable stormwater 1 15 CA 21-1.1000 and any other applicable state stormwater requirements.
Signature: 404 Date:%. /!y dol *
I, JII /1 � /f
/,/, S a B 6-4 t_ a Notary Public /for the State of 4A( `A1d it 6L. . County of
ledlel)l"tt doh�errebycertify that �)t/'1/1?CH I.1• dekl,-q personally appeared
before me this -dday of MJVem dt✓ 40 , and acknowledge the due execution of the application for a
stormwater permit. Witness my hand and official seal, '< d 4,-,
NotuN Public
g G0. onC°UntV ,slon ex Tres=
MV C°mtnl
071081201'1 Q.
pn' %H1WO
SEAL
My commission expires 7- 0 - / 7
Form SWU-101 Version Oct. 31, 2013 Page 6 of 6