SW3160202_HISTORICAL FILE_20160217

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO. I
DOC TYPE I ❑ CURRENT PERMIT
❑ APPROVED PLANS
�D HISTORICAL FILE
(❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE I ( 76�/Z
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Cabarrus County Schools
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4401 Old Airport Road
Concord, North Carolina 28205
Attention: Mr. Dave Burnett
P: 704-262-6243
E: [e-mail]
Regarding: Proposal for Geotechnical Engineering Services
Proposed Mt. Pleasant Middle School
Mt. Pleasant, North Carolina
Terracon Project No. 71155034
Dear Mr. Burnett:
Terracon Consultants, Inc. (Terracon) has completed the geotechnical engineering services for
the above referenced project. This study was performed in general accordance to our proposal
numbered 71155G058, dated June 8, 2015. This report presents the findings of the subsurface
exploration and provides geotechnical recommendations concerning earthwork and the design
and construction of foundations and pavements for the proposed project.
We appreciate the opportunity to be of service to you on this project. If you have any questions
concerning this report, or if we may be of further service, please contact us.
Sincerely,
Terracon Consultants, Inc.
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Prestons-��d, E.I.T.
Geotechnical Staff Professional
Reviewed by: David J. Corley, P.E.
Enclosures
cc: 1 —Client
1 — File
Scott W Gutowski, .E.
Project Geotechnical Engineer
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Terracon Consultants, Inc. 2020-E Slarita Rd. Charlotte, North Carolina 28206
NC License No. F-0869 P t7041 509 1777 F [704] 509 1888 lerracon.cont
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TABLE OF CONTENTS
Page
EXECUTIVE SUMMARY.............................................................................................................i
1.0
INTRODUCTION.............................................................................................................1
2.0
PROJECT INFORMATION.............................................................................................1
2.1 Project Description............................................................................................1
2.2 Site Location and Description...........................................................................2
3.0
SUBSURFACE CONDITIONS........................................................................................2
3.1 Geology..............................................................................................................2
3.2 Typical Profile....................................................................................................3
3.3 Groundwater......................................................................................................3
4.0
RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION......................................4
4.1 Geotechnical Considerations............................................................................4
4.2 Earthwork...........................................................................................................5
4.2.1 Site Preparation.......................................................................................5
4.2.2 Compaction Requirements.......................................................................6
4.2.3 Grading and Drainage..............................................................................7
4.2.4 Earthwork Construction Considerations....................................................7
4.2.5 Excavations..............................................................................................7
4.3 Foundations.......................................................................................................8
4.3.1 Foundation Design Recommendations.. ...................................................
8
4.3.2 Foundation Construction Considerations..................................................9
4.4 Slab-on-Grade..................................................................................................10
4.4.1 Slab -on -Grade Design Recommendations.............................................10
4.4.2 Slab -on -Grade Construction Considerations..........................................10
4.5 Pavements........................................................................................................11
4.5.1 Pavement Design Recommendations.....................................................11
4.5.2 Pavement Construction Considerations..................................................12
4.6 Seismic Considerations..................................................................................13
4.7 Infiltration Testing............................................................................................13
5.0
GENERAL COMMENTS...............................................................................................14
APPENDIX A — FIELD EXPLORATION
Exhibits A-1 a & A-1 b Site Topographic Map & Site Location Map
Exhibits A-2a & A-2b Aerial Boring Location Plan & Boring Location Plan
Exhibit A-3 Field Exploration Description
Exhibits A-4 to A-23 Boring Logs
APPENDIX B — SUPPORTING INFORMATION
Exhibits B-1 and B-2 Laboratory Testing
APPENDIX C —SUPPORTING DOCUMENTS
Exhibit C-1 General Notes
Exhibit C-2 Unified Soil Classification System
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Geotechnical Engineering Report ® o 0 1%rrac®n
Proposed Mt. Pleasant Middle School ■ Mt. Pleasant, No fGtirolirf a t
July 17, 2015 ■ Terracon Project No. 71155034 N
® Cn.3
EXECUTIVE SUMMARY '~ Z Cr
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w w a.�
A geotechnical investigation has been performed foQth buildings, parking lot and storm water
basin of the proposed Mt. Pleasant Middle School in Mt. Pleasant, North=Carolina. Thirty-two (32)
borings, designated B-01 through B-14 and S-01 through S-18, were performed to depths of
approximately 4.9 to 28.1 feet below the existing ground surface in the proposed building, parking
lot and detention pond areas.
Based on the information obtained from our subsurface exploration, the site can be developed for
the proposed project. The following geotechnical considerations were identified:
® The major geotechnical concern for this site is the potential for high plasticity soils, including
fat clay and elastic silt. These soils can be moisture sensitive and difficult to work. These
difficulties can include softening of exposed subgrade soils, excessive rutting or deflection
under construction traffic, and the inability to adequately dry and compact wet soil. This soil
should not be used as structural fill beneath proposed building areas or within 3 feet of
finished subgrades in pavement areas. Moderate plasticity soils were identified in the upper
3.0 feet of Borings B-10 and B-14. We recommend that the contractor be requested to submit
a unit rate cost for undercutting as part of the bidding process.
s In our opinion, the low to medium plasticity residual soils and partially weathered rock as
encountered in our borings at the site are suitable to support the proposed structure on
shallow foundations provided the subgrade is prepared as outlined in this report.
s The residual soils encountered in our borings, with the exception of any highly elastic or
plastic soils, appear to be suitable for re -use as engineered fill. Partially weathered rock
may also be suitable for reuse as engineered fill, as long as it is prepared and placed in
accordance with the Earthwork section of this report.
® The proposed buildings may be supported on conventional spread and strip footings with a
net allowable bearing pressure of 3,000 psf. If footings are bearing on or extended further
below existing grades to very dense/hard residual soils and/or PWR, a higher bearing
pressure of 5,000 psf may be used for spread and strip footings. The bearing soils should
be evaluated by a geotechnical engineer to determine if the footings are bearing on PWR.
Further details and recommendations are provided herein.
a The 2012 North Carolina Building Code seismic site classification for this site is C.
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Geotechnical Engineering Report 1rCri�c®�
Proposed Mt. Pleasant Middle School ■ Mt. Pleasant, North Carolina
July 17, 2015 ■ Terracon Project No. 71155034
■ The residual soils encountered at the boring locations may be excavated with conventional
construction equipment, such as bulldozers, backhoes, and trackhoes. However, difficult
excavation of very dense/hard residual soils and partially weathered rock may be
encountered beginning at the existing grade in the vicinity of specified boring locations, and
should be considered if site grading, basement foundations or utility trenches are considered.
We recommend that the contractor submit unit rates for excavation of rock in the bid
package.
This summary should be used in conjunction with the entire report for design purposes. It should
be recognized that details were not included or fully developed in this section, and the report must
be read in its entirety for a comprehensive understanding of the items contained herein. The
section titled GENERAL COMMENTS should be read for an understanding of the report
limitations.
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GEOTECHNICAL ENGINEERING REPORT
PORPOSED MT. PLEASANT MIDDLE SCHOOL
MT. PLEASANT, NORTH CAROLINA
Project No. 71155034
July 17, 2015
1.0 INTRODUCTION
A geotechnical investigation has been performed for the buildings, parking lot and storm water
basin of the proposed Mt. Pleasant Middle School in Mt. Pleasant, North Carolina. Thirty-two (32)
borings, designated B-01 through B-14 and S-01 through S-18, were performed to depths of
approximately 4.9 to 28.1 feet below the existing ground surface in the proposed building, parking
lot and detention pond areas. Logs of the borings and a description of the field exploration, along
with a Site Topographic Map, Site Location Map, Aerial Boring Location Plan and Boring Location
Plan are included in Appendix A of this report.
The purpose of these services is to provide information and geotechnical engineering
recommendations relative to:
s subsurface soil conditions
■ groundwater conditions
■ earthwork and excavations
■ pavement design and construction
2.0 PROJECT INFORMATION
2.1 Project Description
■ foundation design and construction
■ seismic considerations
■ slab -on -grade design and construction
■ infiltration rates
ITEM
DESCRIPTION
Site layout
See Appendix A, Exhibits A-2a and A-21b
Two-story masonry block and brick school buildings, bleachers,
Structures
tennis courts, baseball fields, track, school bus and vehicle parking
areas and access drives.
Steel framed structure (anticipated).
Building construction
Concrete slab -on -grade.
Finished floor elevation
Unknown. Assumed close to existing grades.
Columns: 155 kips (assumed)
Maximum loads
Walls: 5 kif (assumed)
Slabs: 150 psf (assumed)
General Site Grading
Not provided. Cuts and fills up to 5 feet anticipated.
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Geotechnical Engineering Report 1%rr�e®r�
Proposed Mt. Pleasant Middle School ■ Mt. Pleasant, North Carolina
July 17, 2015 ■ Terracon Project No. 71155034
ITEM DESCRIPTION
Cut and fill slopes Unknown. Assumed to be no steeper than 3H:1V (Horizontal to
Vertical).
Free-standing retaining walls None (assumed).
Below Grade Areas None (assumed).
2.2 Site Location and Description
ITEM
DESCRIPTION
This project is located on Walker Road in Mt. Pleasant, Cabarrus
County, North Carolina, The Mt. Pleasant High School campus
Location
(700 Walker Road) is located on the southern boundary of the
subject site.
The majority of the property is undeveloped with a few buildings
Existing development
located on the northeastern property boundary.
The majority of the site is covered with grassy areas with some
Current ground cover
areas covered in moderate to dense vegetation with light to heavy
tree cover and underbrush.
Based on available information, the site appears to gradually fall
Existing topography
from a high elevation of about 675 feet to the northeast to a low
elevation of about 625 feet in thesouthwest.
3.0 SUBSURFACE CONDITIONS
3.1 Geology
The project site is located in the Piedmont Physiographic Province, an area underlain by ancient
igneous and metamorphic rocks. The residual soils in this area are the product of in -place
chemical weathering of rock. The typical residual soil profile consists of clayey soils near the
surface where soil weathering is more advanced, underlain by sandy silts and silty sands that
generally become harder with depth to the top of parent bedrock. Alluvial soils are typically present
within floodplain areas along creeks and rivers in the Piedmont. According to the 1985 Geologic
Map of North Carolina, the site is within the Charlotte Belt. The bedrock underlying the site
generally consists of granite of the Salisbury Plutonic Suite.
The boundary between soil and rock in the Piedmont is not sharply defined. A transitional zone
termed "partially weathered rock" is normally found overlying the parent bedrock. Partially
weathered rock is defined for engineering purposes as residual material with a standard
penetration test resistance exceeding 100 blows per foot. The transition between hard/dense
residual soils and partially weathered rock occurs at irregular depths due to variations in degree of
weathering.
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Geotechnical Engineering Report r����e®p
1 Proposed Mt. Pleasant Middle School ■ Mt. Pleasant, North Carolina al YY �e
July 17, 2015 ■ Terracon Project No. 71155034
Groundwater is typically present in fractures within the partially weathered rock or underlying
bedrock in upland areas of the Piedmont. Fluctuations in groundwater levels on the order of 2 to 4
feet are typical in residual soils and partially weathered rock in the Piedmont, depending on
variations in precipitation, evaporation, and surface water runoff. Seasonal high groundwater levels
are expected to occur during or just after the typically cooler months of the year (November
through April).
3.2 Typical Profile
Based on the results of the borings, subsurface conditions on the project site can be generalized
as follows:
Surficial materials include approximately 3.5 to 9 inches of topsoil encountered in each of the
borings at the ground surface. Below the surficial materials, residual soils were encountered to
depths ranging from about 2.0 to 13.5 feet below existing grades. Residual soils encountered
consist of silty sands, silts with varying amounts of sand, sandy elastic silts, sandy lean clays
and sandy fat clays. These soils visually classify as SM, MIL, MH, CL and CH, respectively, in
accordance with the Unified Soil Classification System (USCS). Standard penetration test values
(N-values) in the silts and clays ranged from 4 to 79 blows per foot (bpf), indicating a soft to hard
consistency. N-values in the sands ranged from 12 to 77 bpf, indicating a medium dense to very
dense relative density.
Partially weathered rock (PWR) was encountered in Borings B-01 through B-14, S-03 through
S-05, S-07, S-17 and S-18, at depths ranging from the 2 to 28.1 feet below the existing grade.
PWR is defined for engineering purposes as residual material with a standard penetration test
resistance exceeding 100 blows per foot. Auger refusal materials were encountered in Borings
B-03, B-07, B-11 and B-13, at depths ranging from approximately 10.9 to 28.1 feet below existing
grades.
Conditions encountered at each boring location are indicated on the individual boring logs.
Stratification boundaries on the boring logs represent the approximate location of changes in soil
types; in -situ, the transition between materials may be gradual. Details for each of the borings can
be found on the boring logs in Appendix A of this report.
3.3 Groundwater
The boreholes were observed during and after completion of drilling for the presence and level of
groundwater. Groundwater was neither observed while drilling nor during the short amount of time
(less than 1 hour) the borings were left open after drilling. Long-term measurements may be
necessary for accurate groundwater levels.
Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff
and other factors not evident at the time the borings were performed. Therefore, groundwater
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Geotechnical Engineering Report lrerrac®9 E
Proposed Mt. Pleasant Middle School m Mt. Pleasant, North Carolina
July 17, 2015 m Terracon Project No. 71155034
levels during construction or at other times in the life of the structure may be higher or lower
than the levels indicated on the boring logs. The possibility of groundwater level fluctuations
should be considered when developing the design and construction plans for the project.
4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION
4.1 Geotechnical Considerations
The major geotechnical concern for this site is the potential for high plasticity soils, including fat
clay and elastic silt. These soils can be moisture sensitive and difficult to work. These difficulties
can include softening of exposed subgrade soils, excessive rutting or deflection under construction
traffic, and the inability to adequately dry and compact wet soil. This soil should not be used as
structural fill beneath proposed building areas or within 3 feet of finished subgrades in pavement
areas. Moderate plasticity soils were identified in the upper 3.0 feet of Borings B-10 and B-14. We
recommend that the contractor be requested to submit a unit rate cost for undercutting as part of
the bidding process.
In our opinion, the low to medium plasticity residual soils and partially weathered rock as
encountered in our borings at the site are suitable to support the proposed structure on shallow
foundations provided the subgrade is prepared as outlined in this report. We recommend close
examination of the bearing materials be performed during construction to confirm stable soil
conditions.
The residual soils encountered at the boring locations may be excavated with conventional
construction equipment, such as bulldozers, backhoes, and trackhoes: however, very dense/hard
residual soils and PWR were encountered at depths ranging from the 2.0 to 28.1 feet below
existing grades, and may be encountered at similar depths in other areas across the site.
Relatively deep excavations, such as for underground utility installation, may encounter hard
excavation and potential bedrock which may require blasting or hammering to remove efficiently.
Smaller equipment may have difficulty excavating PWR. A larger trackhoe or bulldozer equipped
with a single -tooth ripper may be required to excavate these materials. Some PWR, especially in
confined excavations, and rock will require blasting or impact hammering to efficiently excavate.
Based on the results of our subsurface exploration, it is our opinion that the proposed building
may be supported on conventional spread and strip footings with a net allowable bearing
pressure of 3,000 psf. If footings are bearing on or extended further below existing grades to
very dense/hard residual soils and/or PWR, a higher bearing pressure of 5,000 psf may be used
for spread and strip footings. The bearing soils should be evaluated by a geotechnical engineer
to determine if the footings are bearing on PWR. Further details and recommendations are
provided herein.
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Geotechnical Engineering Report 1iC'r��c®�
Proposed Mt. Pleasant Middle School ■ Mt. Pleasant, North Carolina
July 17, 2015 ■ Terracon Project No. 71155034
4.2 Earthwork
4.2.1 Site Preparation
Site preparation should begin with the demolition of existing structures and debris removal. As part
of the demolition, buried utilities and footings should also be removed. Existing utilities that are to
be abandoned should be removed or filled with grout. The excavations resulting from utility and
footing removal should be properly backfilled with compacted engineered fill as described in the
following subsections. Utilities that are to remain in service should be accurately located
horizontally and vertically to minimize conflict with new foundation construction.
Existing vegetation, topsoil and any otherwise unsuitable material should be removed from the
construction areas prior to placing fill. The exposed subgrade soils in areas to receive fill or at
the subgrade elevation in cut areas should be proofrolled to detect soft or loose soils and other
unsuitable materials that may be present. Proofrolling should be performed with a moderately
loaded, tandem axle dump truck or similar pneumatic -tired construction equipment weighing
approximately 10 to 15 tons in the proposed building areas. A Terracon representative should
observe this operation to aid in delineating unstable soil areas. Proofrolling should be performed
after a suitable period of dry weather to avoid degrading an otherwise acceptable subgrade.
Soils which continue to rut or deflect excessively under the proofrolling operations should be
remediated as recommended by the geotechnical engineer.
Based on the results of our laboratory tests, medium plasticity soils were identified in two (2) of
our borings. Medium to high plasticity soils can be moisture sensitive and difficult to work.
These difficulties can include softening of exposed subgrade soils, excessive rutting or
deflection under construction traffic, and the inability to adequately dry and compact wet soil. If
subgrade soils are unsuitable, they will require removal and replacement; however, if they are
unstable due to excessive moisture, the most economical solution for remediation may be to
scarify, dry and recompact the material. This remediation is most effective during the typically
hotter months of the year (May to October). If construction is performed during the cooler period
of the year, the timeline for scarifying, drying, and recompacting typically increases considerably
and may lead to alternative remediation solutions. These solutions can include overexcavation
of some or all of the unstable material to be backfilled with either approved engineered fill or
ABC Stone. Potential undercutting can be reduced if the site preparation work is performed
during a period of dry weather and if construction traffic is kept to a minimum on prepared
subgrades. We recommend that the contractor submit a unit rate cost for undercutting as part of
the bidding process.
The soils encountered in our borings appear to be suitable for re -use as engineered fill. Based
on the moderate plasticity soils encountered in Borings B-10 and B-14, there is a potential for
high plasticity soils at the site that are not suitable for re -use in the building area.
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Geotechnical Engineering Report 1��r���®�
Proposed Mt. Pleasant Middle School ■ Mt. Pleasant, North Carolina
July 17, 2015 ■ Terracon Project No. 71155034
Enqineered fill should meet the following material property requirements:
Fill Type'
USCS Classification
I Acceptable Location for Placement
On -site Low to Medium
ML, CL, SM, MH, CH
All locations and elevations
Plasticity Soils
(ILL < 60 & PI < 30)
On -site High Plasticity
MH, CH
Nonstructural areas and at depths greater than 3
Silts and Clays
(ILL >_ 60 & PI >_ 30)
feet below pavement subgrade elevations
2
ML, SM
Below the upper 2 feet in building pad. At any
On -Site PWR
(LL<50 & PI<20)
depth in pavement and non-structural areas.
ML, CL, SC, SM, GM
Imported soils
(ILL < 50 & PI < 20 with a
All locations and elevations
minimum 15% passing No.
200 sieve)
1. Controlled, compacted fill should consist of approved materials that are free of organic matter and
debris. A sample of each material type should be submitted to the geotechnical engineer for
evaluation.
2. Partially Weathered Rock may be used as engineered fill if it is broken into pieces smaller than 3
inches and thoroughly blended with soil prior to placement.
4.2.2 Compaction Requirements
We recommend that engineered fill be tested for moisture content and compaction during
placement. Should the results of the in -place density tests indicate the specified moisture or
compaction limits have not been met, the area represented by the test should be reworked and
retested as required until the specified moisture and compaction requirements are achieved.
Engineered fill should meet the following compaction requirements:
ITEM
DESCRIPTION
8 to 10 inches or less in loose thickness when heavy,
self-propelled compaction equipment is used
Fill Lift Thickness
4 to 6 inches in loose thickness when hand -guided
equipment (e.g. jumping jack or plate compactor) is used
95% of the materials maximum standard Proctor dry
density (ASTM D 698)
Minimum Compaction Requirements
The upper 12 inches in pavement and building areas
should be compacted to at least 100% of the materials
maximum standard Proctor dry density (ASTM D 698)
Within 3% of the optimum moisture content value as
Moisture Content Requirements
determined by the standard Proctor test at the time of
placement and compaction
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Geotechnical Engineering Report 1r�iC��C®�
Proposed Mt. Pleasant Middle School a Mt. Pleasant, North Carolina
July 17, 2015 ■ Terracon Project No. 71155034
4.2.3 Grading and Drainage
Final surrounding grades should be sloped away from the building on all sides to prevent ponding
of water. Gutters and downspouts that drain water a minimum of 10 feet beyond the footprint of
the proposed building are recommended. This can be accomplished through the use of splash -
blocks, downspout extensions, and flexible pipes that are designed to attach to the end of the
downspout. Flexible pipe should only be used if it is daylighted in such a manner that it gravity -
drains collected water. Splash -blocks should also be considered below hose bibs and water
spigots.
4.2.4 Earthwork Construction Considerations
Upon completion of filling and grading, care should be taken to maintain the subgrade moisture
content prior to construction of on -grade slab and pavements. Construction traffic over the
completed subgrade should be avoided to the extent practical. The site should also be graded
to prevent ponding of surface water on the prepared subgrades or in excavations. If the
subgrade should become frozen, desiccated, saturated, or disturbed, the affected material
should be removed or these materials should be scarified, moisture conditioned, and
recompacted prior to on -grade slab and pavement construction.
The geotechnical engineer should be retained during the construction phase of the project to
observe earthwork and to perform necessary tests and observations during subgrade
preparation and just prior to construction of building slabs and pavements.
4.2.5 Excavations
The residual soils encountered at the boring locations may be excavated with conventional
construction equipment, such as bulldozers, backhoes, and trackhoes; however, very
dense/hard residual soils and PWR were encountered at relatively shallow depths in many of
the borings and may be encountered during site development. The depth and thickness of
PWR, boulders, and rock lenses or seams can vary dramatically in short distances and between
the testing locations. Smaller equipment may have difficulty excavating PWR. A larger trackhoe
or bulldozer equipped with a single -tooth ripper may be required to excavate these materials.
Some PWR, especially in confined excavations, and rock will require blasting or impact
hammering to efficiently excavate. We recommend that unit rates for mass rock and trench
rock be included in the .bid package to limit disputes, in the case that rock -like materials are
encountered.
It is our opinion that a clear and appropriate definition of rock be included in the project
specifications to reduce the potential for misunderstandings. A sample definition of rock for
excavation specifications is provided below:
Mass Rock is defined as any material that cannot be dislodged by a Caterpillar
D-8 Bulldozer, or equivalent, equipped with a single tooth ripper, without the use
of impact hammers or drilling and blasting. Trench Rock is defined as any
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Geotechnical Engineering Report ®^ 1��r��c
Proposed Mt. Pleasant Middle School ■ Mt. Pleasant, North Carolina 6
July 17, 2015 ■ Terracon Project No. 71155034
material that cannot be dislodged by a Caterpillar 325 hydraulic backhoe, or
equivalent, without the use of impact hammers or drilling and blasting. Boulders
or masses of rock exceeding % or/< cubic yard in volume shall also be
considered mass or trench rock, respectively, during excavation. These
classifications do not include materials such as loose rock, concrete, or other
materials that can be removed by means other than impact hammering, but
which for any reason, such as economic reasons, the Contractor chooses to
remove by impact hammering.
As a minimum, all temporary excavations should be sloped or braced as required by
Occupational Safety and Health Administration (OSHA) regulations to provide stability and safe
working conditions. Temporary excavations will probably be required during grading operations.
The grading contractor should be responsible for designing and constructing stable, temporary
excavations and should shore, slope or bench the sides of the excavations as required, to
maintain stability of both the excavation sides and bottom. All excavations should comply with
applicable local, state and federal safety regulations, including the current OSHA Excavation
and Trench Safety Standards.
Construction site safety is the sole responsibility of the contractor who controls the means,
methods and sequencing of construction operations. Under no circumstances shall the
information provided herein be interpreted to mean that Terracon is assuming any responsibility
for construction site safety or the contractor's activities; such responsibility shall neither be implied
nor inferred.
4.3 Foundations
In our opinion, the proposed structure can be supported by shallow, spread footing foundation
systems bearing within suitable residual soils, new properly compacted fill, or partially
weathered rock. Design recommendations for shallow foundations for the proposed structure
are presented in the following sections.
4.3.1 Foundation Design Recommendations
DESCRIPTION
Column
Wall
Net allowable bearing pressure'''
3,000 psf
3,000 psf
Minimum dimensions
30 inches
18 inches
Minimum embedment below finished grade
18 inches
18 inches
Approximate total/differential settlement
< 1 inch
< 3/4 inch over 40 feet
1. The recommended net allowable bearing pressure is the pressure in excess of the minimum
surrounding overburden pressure at the footing base elevation. Assumes any fill or soft soils, if
encountered, will be undercut and replaced with engineered fill.
2. If footings bear on or are extended further into dense/hard residual soils and/or PWR, a higher
bearing pressure of 5,000 psf may be used for spread and strip footings.
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Geotechnical Engineering Report �rerr�c®�
Proposed Mt. Pleasant Middle School a Mt. Pleasant, North Carolina
July 17, 2015 a Terracon Project No. 71155034
4.3.2 Foundation Construction Considerations
The foundation bearing materials should be evaluated at the time of the foundation excavation.
A representative of Terracon should use a combination of hand auger borings and dynamic
cone penetrometer (DCP) testing in conjunction with visual observations to determine the
suitability of the bearing materials for the design bearing pressure.
The base of all foundation excavations should be free of water and loose soil and rock prior to
placing concrete. Concrete should be placed soon after excavating to reduce bearing soil
disturbance. Should the soils at bearing level become disturbed, saturated, or frozen, the
affected soil should be removed prior to placing concrete. Exposure to inclement weather can
introduce unwanted moisture into the footing subgrade. If construction occurs during inclement
weather, and concreting of foundations is not possible at the time they are excavated, a layer of
lean concrete should be placed on exposed bearing surfaces for protection. Where high
moisture conditions are encountered . at footing bearing elevations, the bottom of the
excavations could be stabilized with a relatively clean, well -graded crushed stone or gravel, or a
lean concrete mud mat to provide a working base for construction.
If unsuitable bearing soils are encountered in footing excavations, the excavations should be
extended deeper to suitable soils. The footings could bear directly on the soils at the lower level
or on lean concrete backfill placed in the excavations. The footings could also bear on properly
compacted structural fill extending down to the suitable soils. Overexcavation for compacted
structural fill placement below footings should extend laterally beyond all edges of the footings
at least 8 inches per foot of overexcavation depth below footing base elevation. The
overexcavation should then be backfilled up to the footing base elevation with well -graded
granular material placed in lifts of 10 inches or less in loose thickness and compacted to at least
98 percent of the material's maximum standard Proctor dry density (ASTM D-698). The
overexcavation and backfill procedures are described in the following figure.
Design %v r 1: Deslg
Foodng Level Footir
LEAN
. CONCRETE'
Reccrnnnehded Roca
.Excavation Level _•�.u_.. Exca�
Lean Concrete Backfill Overexcavation / Backfill
NOTE: Excavations in sketches shown vertical for convenience. Excavations should be sloped as necessary for safety.
D = Depth of overexcavation to suitable soils, as determined by a Terracon representative during construction.
Responsive o Resourceful a Reliable 9

Geotechnical Engineering Report
Proposed Mt. Pleasant Middle School ■ Mt. Pleasant, North Carolina
July 17, 2015 ■ Terracon Project No. 71155034
4.4 Slab -on -Grade _
4.4.1 Slab -on -Grade Design Recommendations
Irerrac®n
ITEM
DESCRIPTION
Recompacted site soils or new engineered fill
Slab -on -grade support
compacted in accordance with Earthwork section of
this report'
150 pounds per square inch per inch (psi/in) for
Modulus of subgrade reaction
point loading conditions
4 inches of free draining granular material (< 5
Aggregate base course/capillary break
percent passing the No. 200 sieve)
1. Slab -on -grade should be structurally independent of any building footings or walls to reduce the
possibility of slab cracking caused by differential movements between the slab and foundation.
As previously outlined, the exposed subgrade soils should be proofrolled to detect soft, loose soils
or unsuitable fill in the slab areas. The proofrolling operations should be observed by a
representative of the geotechnical engineer. If excessive deflection or rutting is observed, the
geotechnical engineer should be contacted for stabilization options. We recommend on -grade
slab subgrades be maintained in a relatively moist yet stable condition until slabs are
constructed.
If the subgrade should become excessively desiccated or wet prior to construction of on -grade
slabs and pavements, the affected material should be either removed and replaced or scarified,
moisture conditioned, and recompacted. Upon completion of grading operations in the building
areas, care should be taken to maintain the recommended subgrade moisture content and
density prior to construction of the on -grade slabs.
Saw -cut control joints should be placed in the slab to help control the location and extent of
cracking. In addition, we recommend separating the slab and foundation using isolation joints to
allow for differential movement. For additional recommendations refer to the ACI 330R-1.
4.4.2 Slab -on -Grade Construction Considerations
Upon completion of grading operations in the building area, care should be taken to maintain
the recommended subgrade moisture content and density prior to construction of the building
on -grade slab.
On most project sites, the site grading is generally accomplished early in the construction phase.
However as construction proceeds, the subgrade may be disturbed due to utility excavations,
construction traffic, desiccation, rainfall, etc. As a result, the slab subgrade may not be suitable for
placement of base rock and concrete and corrective action will be required.
We recommend the area underlying the on -grade slab be rough graded and then thoroughly
proofrolled with a loaded tandem axle dump truck prior to final grading and placement of base
Responsive a Resourceful s Reliable 10

Geotechnical Engineering Report l��rp.�c®�
Proposed Mt. Pleasant Middle School ■ Mt. Pleasant, North Carolina tltl
July 17, 2015 ■ Terracon Project No. 71155034
rock. Particular attention should be paid to high traffic areas that were rutted and disturbed earlier
and to areas where backfilled trenches are located. Areas where unsuitable conditions are
located should be repaired by removing and replacing the affected material with properly
compacted fill. All slab subgrade areas should be moisture conditioned and properly compacted
to the recommendations in this report immediately prior to placement of the base rock and
concrete.
4.5 Pavements
4.5.1 Pavement Design Recommendations
Following the stripping of deleterious materials, we recommend the proposed pavement subgrade
be prepared and compacted in accordance with the recommendations provided in the Earthwork
section of this report. Proofrolling and recompacting of the upper 1-foot of subgrade is
recommended immediately prior to stone base placement. Soft or unstable areas delineated by the
proofrolling operations should be undercut or stabilized in -place to achieve the appropriate
subgrade support. Potential areas for encountering unsuitable or unstable soils are in the vicinity of
drainage features and in the low lying areas of the site.
Traffic patterns and anticipated loading conditions were not available; however, we anticipate
that traffic loads will be produced primarily by automobiles, school buses, and occasional
delivery and trash removal trucks. We have assumed approximately 10 trucks per day and
automobile traffic for the drive lane along the alignment. If heavier traffic loading is expected,
this office should be provided with the information and allowed to review these pavement
sections. A design life of 20 years was assumed to develop the total traffic used in thickness
design.
Based on our borings and assumed grading, we anticipate the on -site silts or similar imported
materials will be present at subgrade elevation. Two flexible pavement section alternatives have
been provided. Light duty for areas expected to receive only car traffic and heavy duty for truck
access areas. Recommended flexible pavements, summarized for each traffic area, are as follows:
Material
NCDOT Grading
Pavement Section (inches)
Light Duty
Heavy Duty
Asphalt Surface Course
S — 9.513
3*
1.5
Asphalt Binder Course
I — 19.0B
2.5
Aggregate Base Course
ABC
6
8
"Should be placed in two equal lifts.
Rigid pavement can be used as an alternative to flexible pavements. Our recommended light
and heavy duty sections are as follows:
i Responsive u Resourceful a Reliable 11

Geotechnical Engineering Report �r�rr�c®Y 9
Proposed Mt. Pleasant Middle School ■ Mt. Pleasant, North Carolina
July 17, 2015 ■ Terracon Project No. 71155034
Material NCDOT Grading Pavement Section (inches)
Light Duty Heavy Duty
Portland Cement 4,000 psi 5 6
Concrete
For areas subject to concentrated and repetitive heavy duty loading conditions such as dumpster
pads, truck delivery docks and ingress/egress aprons, we recommend using a Portland cement
concrete pavement with a thickness of at least 8 inches underlain by at least 4 inches of crushed
stone. Prior to placement of the crushed stone the areas should be thoroughly proofrolled. For
dumpster pads, the concrete pavement area should be large enough to support the container and
tipping axle of the refuse truck.
ACI 330R-01 provides recommendations for control joints, joint spacing, and joint construction.
Concrete slabs should be separated from other structures or fixed objects within or abutting paved
areas with expansion joints to offset the effects of expected differential horizontal and vertical
movements.
The minimum pavement sections outlined above were recommended based on assumed post -
construction traffic loading conditions for this type of development. These pavement sections do
not account for heavy construction traffic during construction. A partially constructed structural
section that is subjected to heavy construction traffic can result in pavement deterioration and
premature failure. Our experience indicates that this pavement construction practice can result in
pavements that will not perform as intended. Considering this information, several alternatives are
available to mitigate the impact of heavy construction traffic on the pavement construction. These
include using thicker sections to account for the construction traffic, using some method of soil
stabilization to improve the support characteristics of the pavement subgrade, or by routing heavy
construction traffic around paved streets.
4.5.2 Pavement Construction Considerations
Materials and construction of flexible pavements for the project should be in accordance with
the requirements and specifications of the North Carolina Department of Transportation
"Standard Specifications for Roads and Structures". Materials and construction of rigid pavements
for the project should be in accordance with the requirements and specifications of ACI 330.1.
Base course or pavement materials should not be placed when the surface is wet. Surface
drainage should be provided away from the edge of paved areas to minimize lateral moisture
transmission into the subgrade.
Preventative maintenance should be planned and provided through an on -going pavement
management program in order to enhance future pavement performance. Preventative
maintenance activities are intended to slow the rate of pavement deterioration, and to preserve
the pavement investment.
Responsive ■ Resourceful u Reliable 12

Geotechnical Engineering Report �{���,r��®�
Proposed Mt. Pleasant Middle School ■ Mt. Pleasant, North Carolina
July 17, 2015 ■ Terracon Project No. 71155034
Maintenance consists of both localized maintenance (e.g. crack sealing and patching) and
global maintenance (e.g. surface sealing). Preventative maintenance is usually the first priority
when implementing a pavement maintenance program. Additional engineering observation is
recommended to determine the type and extent of a cost effective program. Even with periodic
maintenance, some movements and related cracking may still occur and repairs may be
required.
4.6 Seismic Considerations
Code Used Site Classification
2012 North Carolina Building Code (NCBC)' I C
1. The 2012 NCBC requires a site soil profile determination extending a depth of 100 feet for seismic
site classification. The borings performed for this report extended to a maximum depth of 28.1 feet,
and an average weighted N-value in the soils below this depth has been assumed based on
experience in the region.
The subsurface materials are not considered subject to liquefaction under the magnitude of
seismic events predicted for the area.
4.7 Infiltration Testing
We understand that a storm -water detention area is proposed at the subject project site. Infiltration
testing was performed at two of the SPT boring locations (S-16 and S-17) as shown on the Boring
Location Plan (Figure A-2b). After drilling, the borings were cleaned out with hand auger
equipment, filled with water to a depth of 24 inches, and allowed to pre-soak for 24 hours. After 24
hours, water was added to the borings to bring the water level back to 24 inches. The drop in the
water level was monitored for 1 hour and the change in the water level was recorded. This
process was repeated for a total of four times. Upon completion of the infiltration testing, the
borings were backfilled with the soil cuttings from the drilling operations. The table below provides
a summary of the infiltration rate measured during the final (fourth) test at each location.
Boring Number
Infiltration Rate
(inches per hour)
S-16 I < 0.12
S-17 I 1.68
Responsive m Resourceful m Reliable 13

Geotechnical Engineering Report 1r�r���®�,q
Proposed Mt. Pleasant Middle School ■ Mt. Pleasant, North Carolina tl 11I1 HH
July 17, 2015 ■ Terracon Project No. 71155034
5.0 GENERAL COMMENTS
Terracon should be retained to review the final design plans and specifications so comments
can be made regarding interpretation and implementation of our geotechnical recommendations
in the design and specifications. Terracon also should be retained to provide observation and
testing services during grading, excavation, foundation construction and other earth -related
construction phases of the project.
The analysis and recommendations presented in this report are based upon the data obtained
from the borings performed at the indicated locations and from other information discussed in
this report. This report does not reflect variations that may occur between borings, across the
site, or due to the modifying effects of construction or weather. The nature and extent of such
variations may not become evident until during or after construction. If variations appear, we
should be immediately notified so that further evaluation and supplemental recommendations
can be provided.
The scope of services for this project does not include either specifically or by implication any
environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or
prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the
potential for such contamination or pollution, other studies should be undertaken.
This report has been prepared for the exclusive use of our client for specific application to the
project discussed and has been prepared in accordance with generally accepted geotechnical
engineering practices. No warranties, either express or implied, are intended or made. Site
safety, excavation support, and dewatering requirements are the responsibility of others. In the
event that changes in the nature, design, or location of the project as outlined in this report are
planned, the conclusions and recommendations contained in this report shall not be considered
valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this
report in writing.
Responsive ® Resourceful s Reliable 14

Co.'d Spnn9s
N
r
n
Watts Crossroads
Mc P4ram't
it
2 miles
- -
O 2015 Microsoft Corporation 0 2015 HERE
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS
AERIAL PHOTOGRAPHY PROVIDED
NOT INTENDED FOR CONSTRUCTION PURPOSES
BY MICROSOFT BING MAPS
RojectMmaBer: Project No.
SWG 71155034
SITE LOCATION MAP Exhibit
DfiM9 by: PDM $[BIAS HOWN 1rerracon
Checked by: File Name:
Mt. Pleasant Middle School
SWG A-26 2020E Starlta Road
Walker Road A-1 b
Approved by: DJC Date: 5/15115 Charlotte, INC 28206
Mt. Pleasant, NC

N
it
B-01
S-03
S-02
B-02
B-03 S-01
B-04
S-04
8-14-B-05
B-06
B 08
B-07 B-09
S-06
S-16
B 11
B-10 S-05
S-18
S-17
B-13
B-12
S 1
S-07
S-09 S-08
S-11
S-12 S-13
S-14
5-15
LEGEND:
= Approximate Location
of Soil Test Borings
Project Manager. Preleet Na. BORING LOCATION PLAN EXHIBIT
SWG 711550S,
Drawn by: Scale:
1 rerracon
PDM N.T.s.
Mt. Pleasant Middle School
DIAGRAM IS FOR GENERAL LOCATION
Chtt4ed by: File Nam¢:
SWG A-2b
2020-E Starita Road
Walker Road
ONLY, AND IS NOT INTENDED FOR
CONSTRUCTION PURPOSES
APProved by: Date:
Charlotte, NC 28206
Mt. Pleasant, NC
DJC 7/16f2015

Geotechnical Engineering Report ��erB ��®�
Proposed Mt. Pleasant Middle School ■ Mt. Pleasant, North Carolina
July 17, 2015 ■ Terracon Project No. 71155034
Field Exploration Description
The boring locations were laid out on the site by Terracon personnel utilizing a site map provided
by Cabarrus County Schools and a handheld GPS, accurate to within approximately 30 feet. Right
angles for the boring locations were estimated. The locations of the borings should be considered
accurate only to the degree implied by the means and methods used to define them.
The borings were drilled with a track -mounted rotary drill rig using hollow stem augers to advance
the boreholes. Samples of the soil encountered in the borings were obtained using the split -barrel
sampling procedure.
In the split barrel sampling procedure, the number of blows required to advance a standard 2
inch O.D. split barrel sampler the last 12 inches of the typical total 18 inch penetration by means
of a 140 pound hammer with a free fall of 30 inches, is the standard penetration resistance
value (SPT-N). This value is used to estimate the in -situ relative density of cohesionless soils
and consistency of cohesive soils.
An automatic SPT hammer was used to advance the split -barrel sampler in the borings
performed on this site. A significantly greater efficiency is achieved with the automatic hammer
compared to the conventional safety hammer operated with a cathead and rope. This higher
efficiency has an appreciable effect on the SPT-N value. The effect of the automatic hammer's
efficiency has been considered in the interpretation and analysis of the subsurface information
for this report.
The samples were tagged for identification, sealed to reduce moisture loss, and taken to our
laboratory for further examination, testing, and classification. Information provided on the boring
logs attached to this report includes soil descriptions, consistency evaluations, boring depths,
sampling intervals, and groundwater conditions. The borings were backfilled with auger cuttings
prior to the drill crew leaving the site.
A field log of each boring was prepared by the drill crew. These logs included visual classifications
of the materials encountered during drilling as well as the driller's interpretation of the subsurface
conditions between samples. Final boring logs included with this report represent the engineer's
interpretation of the field logs and include modifications based on laboratory observation and tests
of the samples.
Exhibit A-3

BORING LOG NO. B-01 Page 1 of 1
PROJECT: Mt. Pleasant Middle School
CLIENT: Cabarrus County Schools
Concord, North Carolina
SITE: Walker Road
Mt. Pleasant, North Carolina
o
o
O
LOCATION See Exhibits A-2a 8A-2b
Latitude: 35.41186- Longitude:-80.48141°
DEPTH
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TOPSOIL, 4 inches of topsoil
SANDY SILT WILL brown, tan, and dark gray, stiff to hard, residuum
8
7-6-7
N=13
12
12-15-21
N=36
s.5
5
SILTY SAND (SMI, fine to coarse grained, light gray, tan, and dark gray,
16
11-12-20
N=32
dense, residuum
14
12-14-20
N=34
1
—
13.5
PARTIALLY WEATHERED ROCK (PWRI, sampled as dark gray and tan
10
32-50/5"
silty sand
15
19.0
6
50/6"
Boring Terminated at 19 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of Feld
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
abbreviations.
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
WATER LEVEL OBSERVATIONS
����1111 p
Boring Started: 7/8/2015
Boring Completed: 7/8/2015
NFWO during au erin
�� 11I1ff��
e0�pNN0 s con
2020E Starita Road
Charlotte, North Carolina
Drill Rig: Diedrich D-50
Duller: J. Cain
Project No.: 71155034
Exhibit'. A4
- Dry Cave -In at 14 feel

BORING LOG NO. B-02
Page 1 of 1
PROJECT: Mt. Pleasant Middle School
CLIENT: Cabarrus County Schools
Concord, North Carolina
SITE: Walker Road
Mt. Pleasant, North Carolina
co
LOCATION See Exhibits A-2a 8A-2b
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Latitude: 35.41159° Longitude:-80.48196'
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DEPTH
TOPSOIL, 5.5 inches of topsoil
SILT/ SAND (SMI, fine to coarse grained, brown, medium dense, residuum
6-6-7
4
N=13
3.0
PARTIALLY WEATHERED ROCK (PWR), sampled as gray and brown
5
50/61,
sandy silt
5.0
5
SILTY SAND (SM), gray and brown, very dense, residuum
10
25-31-43
g
NP
32
N=74
12
28-34-43
N=77
1
5
13.5
AM
PARTIALLY WEATHERED ROCK (PWR), sampled as gray, brown, and
8
42-50/5'
14
tan sandy silt
Boring Terminated at 14.4 Feet
Stratification lines are approximate. to -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
Boring Started: 7/2/2015
Boring Completed: 702015
NFWO during aughering
IRi e®rac®n
2020-E Starks Road
Charlotte, North Carolina
Dnll Rig: Diedrich D-50
Duller: J. Cain
Project No.: 71155034
Exhibit: A-5
JM Dry Cave -In a1 12 feet

a
0
y
0
a
0
0
0
BORING LOG NO. B-03
Page 1 of 1
PROJECT: Mt. Pleasant Middle School
CLIENT: Cabarrus County Schools
Concord, North Carolina
SITE: Walker Road
Mt. Pleasant, North Carolina
O
LOCATION See Exhibits A-2a 8 A-2b
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ATTERBERG
LIMITS
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Latitude: 35.4116' Longitude:-80.48088'
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DEPTH
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TOPSOIL, 4.5 inches of topsoil
SANDY SILT (ML), dark gray, gray, and tan, very stiff to hard, residuum
10
6-12-15
N=27
10
19-34-32
N=66
5
4
6-12-24
N=36
8.0
PARTIALLY WEATHERED ROCK (PWR), sampled as gray silty sand
8
32-50/3"
1
0s
4
50/5"
Auger Refusal at 10.9 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backflled with soil cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
CCCC���.� p
�'Up
�'�etr@�Iq ac®�
2020-E Starts Road
Charlotte, North Carolina
Boring Started: 7/8/2015
Boring Completed: 7/8/2015
NFWO during augenng
Drill Rig: Diedrich D-50
Driller J. Cain
Project No.: 71155034
Exhibit: A-6
Dry Cave -In at 6.5 feet

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BORING LOG NO. B-04
Page 1 of 1
PROJECT: Mt. Pleasant Middle School
CLIENT: Cabarrus County Schools
Concord, North Carolina
SITE: Walker Road
Mt. Pleasant, North Carolina
O
LOCATION See Exhibits A-2a 8A-2b
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F
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ATTERBERG
LIMITS
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Latitude: 35.41148° Longitude: -80.48137°
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DEPTH
TOPSOIL, 4.5 inches of topsoil
SILTY SAND (SMI, fine to medium grained, brown and white, dense to very
9-27-21
dense, residuum
8
N=48
12
21-20-51
N=71
5
6.o
PARTIALLY WEATHERED ROCK (PWR), sampled as tan and white silty
12
37-50/5"
sand
7.5
SILTY SAND (SM), fine to medium grained, tan and white, dense, residuum
10
11-12-24
N=36
1
13.5
PARTIALLY WEATHERED ROCK (PWR), sampled as tan and white silty
2
50/2"
sand
15
18.7
2
5012"
Boring Terminated at 18.7 Feet
Stratification lines are approximate. lmsitu, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
��werrac®n
Boring Started: 7/2/2015
Boring Completed: 7/2/2015
NFWO duringauenn
2020-E Shuttle Road
Charlotte. North Carolina
Drill Rig: Diedrich D-50
Driller. J. Cain
Project No.: 71155034
Exhibit: A-7
JEJ Dry Cave In at 13 feet

BORING LOG NO. B-05 Page 1 of 1
PROJECT: Mt. Pleasant Middle School
CLIENT: Cabarrus County Schools
Concord, North Carolina
SITE: Walker Road
Mt. Pleasant, North Carolina
�_
w5
U'
LOCATION See Exhibits A-2a & A-2b
Latitude: 35.41132° Longitude:-80.48197°
DEPTH
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w
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LL-PL-PI
TOPSOIL, 4 inches of topsoil
5
1
SILTY SAND (Still, fine to medium grained, tan and dark gray, very dense,
residuum
3.0
8
' 9-24-36
N=60
i
PARTIALLY WEATHERED ROCK IPWRL sampled as tan, gray, and dark
gray silty sand, no recovery from 13.5'to 13.8'
13.B
15
25-45-5014"
8
34-50/5"
12
26-36-50/3"
i
Boring Terminated at 13.8 Feet
0
50/3"
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
Hollow Stem Auger
See Exhibit A-3 for description of field
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
abbreviations.
Notes:
-
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
WATER LEVEL OBSERVATIONS
((((����IIII �q
Irer� r�iY'c®tll �p m
11�1
2020.E Starita Road
Charlotte, North Carolina
Boring Started: 7/8/2015
Boring Completed: 7/8/2015
NFWO duringspearing
Orill Rig: Diedrich 0.50
Duller: J. Cain
Project No.: 71155034
Exhibit: A-8
IM Dry Cave -In at 9 feet

s
T
BORING LOG NO. B-06
Page 1 of 1
PROJECT: Mt. Pleasant Middle School
CLIENT: Cabarrus County Schools
Concord, North Carolina
SITE: Walker Road
Mt. Pleasant, North Carolina
o
LOCATION See Exhibits A-28&A-2b
..
Wz
wa
v
F
ATTMITS
IMITS
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LLLu
O
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e
wz
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i
Latitude: 35.41137` Longitude:-80.4809'
i
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a
DEPTH
TOPSOIL, 4.5 inches of topsoil
SANDY LEAN CLAY (CL), brown and gray, very stiff to hard, residuum
10-12-13
6
N=25
14
32-20-12
61
16
8-12-25
N=37
5
ss
PARTIALLY WEATHERED ROCK (PWRI, sampled as light gray and tan
10
28-32-50/4"
silty sand
8.0
SILTY SAND (SMI, fine to medium grained, light gray and tan, medium
16
29-12-13
dense, residuum
N=25
1
13.5
PARTIALLY WEATHERED ROCK (PWRI, sampled as light gray and tan
5
9-50/6"
silty sand
15
12
15-38-50/2"
t 9 7
Boring Terminated at 19.7 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
Sae Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with sail cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
(�
�'W qO7
Bonng Started: 7/8/2015
Boring Completed: 7/8/2015
NFWO during au erin
erra®®n lye
2020-E Starita Road
Charlotte, North Carolina
Drill Rig: Diedrich D-50
Dnllec J. Cain
Project No.: 71155034
Exhibit: A-9
JW Div Cave -In at 14 feet

BORING LOG NO. B-07 Page 1 Of 1
PROJECT: Mt. Pleasant Middle School
CLIENT: Cabarrus County Schools
Concord, North Carolina
SITE: Walker Road
Mt. Pleasant, North Carolina
O
g
a
W
LOCATION See Exhibits A-2a&A-2b
Latitude: 35.411180 Longitude:-80.48137°
DEPTH
w
wz
O
G
w�
rw
307
O
n.
ii
Q
y
_
_—O-
w
>
O
W
r
mn
r
oy
ww
EL
e
z
aw
3z
OU
ATTERBERG
LIMITS
z
z
W
a
LL-PL-PI
TOPSOIL, 3.5 inches of topsoil
SILTY SAND ISM, fine to medium grained, tan and white, dense, residuum
8
8-22-20
N=42
3.0
SANDY SILT (MIL), gray, tan, and white, hard, residuum
15
18-30-37
N=67
5
—
15
17-31A4
N=75
1
14
19-26-29
N=55
3.5
PARTIALLY WEATHERED ROCK (MR), sampled as tan and gray sandy
3
50/3"
silt
15
2
50/3"
2
2
50/3"
25
28.1
Auger Refusal at 28.1 Feet
1
50/1"
Stratification lines are approximate.lu-situ, the transition maybe gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
abbreviations.
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
WATER LEVEL OBSERVATIONS
errac®n
2020-E Stanta Road
Charlotte, North Carolina
Boring Started: 7/2/2015
Boring Completed: 7Z2015
NFWO dunn au enn
Drill Rig: Diedrich D-50
Driller: J. Cain
Project No.: 71155034
Exhibit: A-10
IM Dw Cave -In at 22.5 feet

BORING LOG NO. B-08 Page 1 of 1
PROJECT: Mt. Pleasant Middle School
CLIENT: Cabarrus County Schools
Concord, North Carolina
SITE: Walker Road
Mt. Pleasant, North Carolina
m
O
U
LOCATION See Exhibits A-2a&A-21b
Latitude: 35.41115° Longitude:-80.48177°
DEPTH
i
w
wz
wO
w w
n.
ii
E
K
p
F
r�
w w
wzof
3 z
ATTERLIMIBSRG
w
z
F
UU
LL-PL-PI
Ga-19ES011-, 4 inches of topsoil
13.0
SANDY LEAN CLAY (CLI, tan, white, and gray, very stiff, residuum
10
7 N=26
26
'
15
43-18-25
58
PARTIALLY WEATHERED ROCK (PWR), sampled as gray, tan, and white,
sandy silt
2
50/3"
5
3
50151,
2
50/2"
1
14.0
3
50/6"
Boring Terminated at 14 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method',
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (If any).
See Appendix C for explanation of symbols and
abbreviations.
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
WATER LEVEL OBSERVATIONS
Boring Started: 7/2/2015
Baring Completed: 7/2/2015
NFWO during augering
errac®n
2020-E Slants Road
Charlotte, North Carolina
Drill Rig: Diedrich D-50
Driller: J. Cain
Project No.: 71155034
Exhibit: A-11
IM Dry Cave-in of 12.5 feet

C
BORING LOG NO. B-09
Page 1 of 1
PROJECT: Mt. Pleasant Middle School
CLIENT: Cabarrus County Schools
Concord, North Carolina
SITE: Walker Road
Mt. Pleasant, North Carolina
O
Sea
LOCATION SExhibits A-2a&A-2b
wz
a
v
a
ATTERBERG
LIMITS
w
Latitude: 35.41113° Longitude:-80.48088°
o
r
NN
z
z
w
K0f
I w
J
o
❑
W
3 Fz
LL-PL-PI
(')
3 m
a
w
W
LL
00i
DEPTH
O
o-
-LL
TOPSOIL, 6 inches of topsoil
LEAN CLAY WITH SAND (CLI, brown and gray, stiff, residuum
—
0
N-9
N=9
3.0
SILT WITH SAND (ML), tan and dark gray, very stiff to hard, residuum
18
5-7-10
N=17
5
8
9-13-24
N=37
8.0
SILTY SAND ISM), fine to medium grained, tan and dark gray, very dense,
18
10-22-34
residuum
N=56
1
—
12.0
PARTIALLY WEATHERED ROCk IPWRI, sampled as tan and dark gray
silty sand
10
32-50/5"
15
8
42-50/3"
2
23.8
3
50/4"
Boring Terminated at 23.8 Feet
r
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional date (if any).
See Appendix C for explanation of symbols and
Abandonment Method
Boring backflled with soil cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
t�
1'IMerr��L�iy®c®n tey
Boring Started: 7/8/2015
Boring Completed: 7/8/2015
NFWO duringangering
tut
2020-E State Road
Charlotte, North Carolina
Drill Rig: Diedrich D-W
Driller. J. Cain
Project No.: 71155034
Exhibit: A-12
Dry Cave -In at 17 feet

BORING LOG NO. B-10
Page 1 of 1
PROJECT: Mt. Pleasant Middle School
CLIENT: Cabarrus County Schools
Concord, North Carolina
SITE: Walker Road
Mt. Pleasant, North Carolina
(0
LOCATION See Exhibits A-2a & A-2b
W Z
2
_
F
e
ATTE ITS
MITS
at
w
O
f
wz
Latitude: 35.41084- Longitude:-80.48136'
i
a~
w
of
r
r
z
a
a
Woo
r
>
OU
oy
w_
aw
3 z
LL-PL-PI
U
KU
w
p
N
3
WorU
U
W
O
a
DEPTH
TOPSOIL, 3.5 inches of topsoil
SANDY FAT CLAY ICHI, tan, stiff, residuum
4-5-5
10
N=10
20
51-21-31
66
3.0
SANDY SILT IMLI, tan, gray, and brown, hard, residuum
16
25-31-32
N=63
5
18
19-25-36
N=61
13
22-28-28
N=56
10
13.5
PARTIALLY WEATHERED ROCK (PWR), sampled as tan, gray, and
15
14-18-50/5"
reddish -brown silt with sand
15
18.7
2
50/2"
Boring Terminated at 18.7 Feet
Stratification lines are approximate. In -situ, the transition maybe gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of Feld
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
lrerrac®n
Boring Started: 7/2/2015
Boring Completed: 7/2/2015
NFWO during augenniq
2020-E Starita Road
Charlotte, North Carolina
Drill Rig: Diedrich D-50
Dnllec J. Cain
Project No.: 71155034
Exhibit: A-13
3MI Dry Cave -In at 16.5 feel

BORING LOG NO. B-11
Page 1 of 1
PROJECT: Mt. Pleasant Middle School
CLIENT: Cabarrus County Schools
Concord, North Carolina
SITE: Walker Road
Mt. Pleasant, North Carolina
LOCATION See Exhibits A-2a &A-2b
w z
w
e
ATTERBERG
LIMITS
w
O
Latitude: 35.41061° Longitude:-80.48186°
LL
o
Q
>>
W
X
F
H
w z
z
r
a
i
r
w
¢>
w
>
o
ID
W
¢W
3 z
LL-PL-PI
z
aq
Q
W
LL
0
W
DEPTH
TOPSOIL, 4 inches of topsoil
SILTY SAND fSMI, fine to medium grained, tan, gray, and black, medium
dense, residuum
9
12=N12
3.0
SILTY SAND (SMI, fine to medium grained, gray and tan, hard, residuum
10
18-19-37
7
NP
23
N=56
5
—
6.0
PARTIALLY WEATHERED ROCK MR), sampled as gray, tan, and dark
5
50/6"
brown sandy silt
13
27-40-50/5"
1
3.1
Auger Refusal at 13.1 Feet
0
1 50/1"
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
l,re17 W WOco f➢
2020�E Starts Road
Charlotte, North Carolina
Boring Started: 7/2/2015
Boring Completed: 7/2/2015
NFWO duringau enn
Drill Rig: Diedrich D-50
Duller: J. Cain
Project No.: 71155034
Exhibit: A-14
Dry Cave -In of 10.5 feet

BORING LOG NO. B-12
Page 1 of 1
PROJECT: Mt. Pleasant Middle School
CLIENT: Cabarrus County Schools
Concord, North Carolina
SITE: Walker Road
Mt. Pleasant, North Carolina
o
LOCATION See Exhibits A-2a&A-2b
w0
a
_
v
r
e
ATTERBERG
LIMITS
z
J
w
LJ
Latitude: 35.41056° Longitude. -80.48107°
v
€
tt>
w
Q
w z
z
Q
w
F w
a
O
w w
3 z
LL-PL-PI
U
(7
O
3m
Q
to
LLX
o
O
K
O
Ca
K
a
DEPTH
TOPSOIL, 4 inches of topsoil
SANDY LEAN CLAY ICU, tan, medium stiff to stiff, residuum
0-58
9
10
47-23-24
53
3.0
SILTY SAND ISM), line to medium grained, tan, white, and black, medium
16
9-11-19
dense to very dense, residuum
N=30
5
13
17-34-43
N=77
8.5
PARTIALLY WEATHERED ROCK (PWRI, sampled as tan, white and gray
10
41-5015"
sandy silt
1
14 3
9
45-50/3"
Boring Terminated at 14.3 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method
Boring backfilled with soil cuttings upon completion,
abbreviations.
WATER LEVEL OBSERVATIONS
�I
pal
reirracon
Boring Started: 702015
Boring Completed: 7/2/2015
NFWO Bunn angeringI
CC�Q
2020-E Starita Road
Charlotte, North Carolina
Dnll Rig: Diedrich D-50
Dollar. J. Cain
Project No.: 71155034
Exhibit: A-15
BE Dry Cave-in of 10.5 feet

BORING LOG NO. B-13
Page 1 of 1
PROJECT: Mt. Pleasant Middle School
CLIENT: Cabarrus County Schools
Concord, North Carolina
SITE: Walker Road
Mt. Pleasant, North Carolina
LOCATION See Exhibits A-2a & A-2b
w z
a
v
A LIMITS
w
LL
O
tt
F
y n
v
2
Latitud 35.41058° Longitude: -80.48141-
a
J
W
r
orz
FW
F
KJ
W
d
O
O7
w w
3 z
LL-PL-PI
Z
U
W
am
3
Q
to
W�
O
U
K
to
DEPTH
C
y
of
o.
TOPSOI 4.5 inches of topsoil
SANDY SILT (MIL), brown, stiff to very stiff, residuum
5
11-8-7
N=15
13.0
SILT WITH SAND (MU, tan and gray, hard, residuum
15
13-16-23
N=39
5
16
13-17-23
N=40
!
8.5
PARTIALLY WEATHEED ROCK (PWRI, sampled as gray and tan sandy
8
26-50/4"
silt
1
11.8
3
50/4"
Auger Refusal at 11.8 Feet
Stratification lines are approximate. In-silu, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for desorption of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
Ip�
11'I
Boring Started: 7/2/2015
Boring Completed: 7/2/2015
NFWO during, angeringlie
racon PtlJ �UssYo//EE 111`7�7hee I�
2020-E Starita Road
Charlotte, North Carolina
Dnll Rig: Diedrich D-50
Driller J. Cain
Project No.: 71155034
Exhibit: A-16
_M1 Dry Cave-in at 10.5 feet

BORING LOG NO. B-14
Page 1 of 1
PROJECT: Mt. Pleasant Middle School
CLIENT: Cabarrus County Schools
Concord, North Carolina
SITE: Walker Road
Mt. Pleasant, North Carolina
00
LOCATION See Exhibits A-2a 8 A-21a
w z
Wa
F
a
A L MITSRG
z
wF
v
wy
r<z
U_
Latitude: 35.41153° Longitude:-80.48329-
'Q
F
u.
2
F
w
K>
F w
o-
>
O
in
w w
aW
3 z
LL-PL-PIof
Z
u
.
Q
W
1
of
as
o
m
of
UO
W
o
DEPTH
OPSOIL, 4 inches of topsoil
SANDY ELASTIC SILT IMHI, brown, stiff, residuum
8
21
52-32-19
61
N=14
14
3.0
SILT WITH SAND (ML), dark gray and tan, hard, residuum
10
13-23-33
N=56
5
—
12
12-28-46
N=74
8.5
77K4
50/4"
PARTIALLY WEATHERED ROCK fPWRI, sampled as light gray and tan
silty sand
10
X
12
8-50/5"
14 a
Boring Terminated at 14.4 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled vdth soil cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
(`fir
I r`U raco O
2020-E Starita Road
Charlotte, North Carolina
Boring Started: 7/8/2015
Boring Completed: 7/8/2015
NFWO during augering
Drill Rig: Diedrich 0-50
Duller: J. Cain
Project No.: 71155034
Exhibit: A-17
ffi Dry Cave -In at 9.5 feet

BORING LOG NO. S-01
Page 1 of 1
PROJECT: Mt. Pleasant Middle School
CLIENT: Cabarrus County Schools
Concord, North Carolina
SITE: Walker Road
Mt. Pleasant, North Carolina
O
LOCATION See Exhibits A-2a 8 A-21,
wz
2
c
e
ATTERBERG
LIMITS
w
O
ff
H
z'
U
Latitude: 35.41154° Longitude:-80.47878°
Q
W
¢
H
w z
a
w
r w
p
w
r
�W
z
L-PL-PI
Z
UH
❑
u_m
O
Of
O
ado
uQi
W
W
DEPTH
TOPSOIL, 4.5 inches of topsoil
SANDY SILT (MIL), dark gray to tan, hard, residuum
16
7-15-32
N=47
16
19-33-35
10
5u
5
N=88
Boring Terminated at 5 Feet
Stratification Imesare approximate. In -situ, the transition maybegradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method'
Boring backfilled with soil cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
Ire
Boring Started: 7/8/2015
Boring Completed: 7/8/2015
NFWO during auQering
hI aco O
2020-E Stanta Road
Charlotte, North Carolina
Drill Rig: Diedrich D-50
Driller: J. Cain
Project No.: 71155034
Exhibit: A-18
E. Dry Cave -In at 2.5 feet

r
0
0
a
a
z
u
ad
g
O
rc
BORING LOG NO. S-02
Page 1 of 1
PROJECT: Mt. Pleasant Middle School
CLIENT: Cabarrus County Schools
Concord, North Carolina
SITE: Walker Road
Mt. Pleasant, North Carolina
o
LOCATION See Exhibits A-2a & A-2b
w o
c
F
e
BERG
A LIMITS
z
in
>a
o
Latitude: 35.41173- Longitude:-80.47948-
G~
of
F
z
r
Q
w
Fw
d
p
3z
LL-PL-PI
w
ce
❑
3m
<
w
ww
LLw
p0
w
p
u
¢
a
DEPTH
0.6 TOPSOIL, 7 inches of topsoil
SILTY SAND fSMI, fine to coarse grained, tan to light gray, dense to very
dense, residuum
8
5-9-28
N=37
16
16
30-32-45
.
5.0
5
N=77
Boring Terminated at 5 Feet
Stratification lines are approximate. Imsitu, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backflled With soil cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
Boring Started: 7/8/2015
Baring Completed: 7/8/2015
NFWO duringau erin
rrac®n
2020-E Starita Road
Charlotte, North Carolina
Drill Rig: Diedrich D-50
Driller: J. Cain
Project No.: 71155034
Exhibit: A-19
Illik Dry Cave -In at 2.5 feet

BORING LOG NO. S-03
Page 1 of 1
PROJECT: Mt. Pleasant Middle School
CLIENT: Cabarrus County Schools
Concord, North Carolina
SITE: Walker Road
Mt. Pleasant, North Carolina
O
LOCATION See Exhibits A-2a 8A-2b
wz
2
5
e
ATTERBERG
LIMITS
w
J
O
_U
Latitude: 35.41189° Longitude:-80.48041°wz
F
2
F
K>
Fw
J
W
O
�J
FW
3z
LL-PL-PI
Z
w
(�
in
O
Q m
30
Q
W
wu,
LL
O
O
ad
DEPTH
w
a
TOPSOIL, 4 inches of topsoil
SILTY SAND (Still fine to coarse grained, tan and light gray, very dense,
`z.0
residuum
16
26-25-50/5"
10
PARTIALLY WEATHERED ROCK (PWRI, sampled as tan and light gray
silty sand
3.8
4
50/4"
Boring Terminated at 3.8 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method
Boring backfilled with soil cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
��II Ip
�t]eaCpl le(
Boring Started: 7/8/2015
Boring Completed: 7/8/2015
NFWO duringsugaring
rmac®r�yY LL�p�Iq
202G E Stanta Road
Charlotte, North Carolina
Drill Rig: Diedrich 0.50
Driller J. Cain
Project No.: 71155034
Exhibit: A-20
IM Dry Cave -In at 3 feet

n
BORING LOG NO. S-04
Page 1 of 1
PROJECT: Mt. Pleasant Middle School
CLIENT: Cabarrus County Schools
Concord, North Carolina
SITE: Walker Road
Mt. Pleasant, North Carolina
a
LOCATION See Exhibits A-2a&A-2b
wz
c-
c
f-
o
ATTERBERG
LIMITS
bb
w
0
Up
o
wF­
w
0
z
Latitude: 35.41144° Longitude:-80.48062-
i
z
aw
z
o.
r
w
tt>
F w
,�
a
>
O
❑y
w Up3
z
LL-PL-PI
cwi
3m
a
w
LL�
w
O
N
m
a
DEPTH
TOPSOIL, 4 inches of topsoil
SILT WITH SAND (MIL), brown, very stiff, residuum
6-7-10
5
N=17
3.5
PARTIALLY WEATHERED ROCK (MR), sampled as light gray silty sand
16
36-35-50/5"
4.9
Boring Terminated at 4.9 Feet
Stratification lines are approximate. lo-situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 far description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
Boring Started: 7/8/2015
Boring Completed: 7/8/2015
NFWO during augerinQ
■■\
N L'! erraco
2020-E Starita Road
Charlotte, North Carolina
Drill Rig: Diedrich D-50
Driller; J. Cain
Project No.: 71155034
Exhibit: A-21
_M Dry Cave -In at 2 feet

BORING LOG NO. S-05
Page 1 of 1
PROJECT: Mt. Pleasant Middle School
CLIENT: Cabarrus County Schools
Concord, North Carolina
SITE: Walker Road
Mt. Pleasant, North Carolina
cs
LOCATION See Exhibits A-2a&A-2b
wz
c-
`
F
e
ATTERBERG
LIMITS
z
U_
Latitude: 35.41087° Longitude:-80.48075°
LL
cr Q
Lu
r
w z
z
2
F
w
wM
F w
d
W
00
UW
w w
FW
3 z
LL-PL-PI
w
U
m
o
3m
¢
w
LL�
w
DEPTH
o
m
a
TOPSOI 3.5 inches of topsoil
SANDY SILT (ML), tan and light gray, very stiff, residuum
13.0
16
5-9-13
N=22
PARTIALLY WEATHERED ROCK (PWR), sampled as tan and light gray
10
17-50/5"
silty sand
5
5.5
SANDY SILT (MIL), dark gray and tan, hard, residuum
X12
11-25-34
7.5
N=59
Boring Terminated at 7.5 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
� (((ppp -
tII0prV1
Boring Started: 7/8/2015
Boring Completed: 7/82015
NFWO Burin arresting
� Ili,err®c®r�
2020-E Starita Road
Charlotte, North Carolina
Drill Rig: Diedrich D-50
Duller. J. Cain
Project No.: 71155034
Exhibit A-22
-M Dry Cave In at 5 feet

BORING LOG NO. S-06
Page 1 of 1
PROJECT: Mt. Pleasant Middle School
CLIENT: Cabarrus County Schools
Concord, North Carolina
SITE: Walker Road
Mt. Pleasant, North Carolina
U'
LOCATION See Exhibits A-2a8A-2b
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LIMITS
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Latitude: 35.411' Longitude:-80.47999°
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ran
a
DEPTH
TOPSOI , 4 inches of topsoil
SILT WITH SAND (MIL), brown, medium stiff to stiff, residuum
—
5-7-6
6
N=13
9
4
3-4-4
N=8
5
—
5.5
SANDY SILT (MIL), dark gray and tan, stiff to very stiff, residuum
—
16
446
1111110.0
N=10
16
6-11-14
N=25
1 �—
Boring Terminated at 10 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfiiled with sdl cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
�erracon
Boring Started: 7/8/2015
Boring Completed: 7/8/2015
NFWO during auffefinq
2020-E Starita Road
Charlotte, North Carolina
Drill Rig: Diedrich D-50
Duller: J. Cain
Project No.: 71155034
Exhibit: A-23
29L Dry Cave -In at 7 feet

BORING LOG NO. S-07
Page 1 of 1
PROJECT: Mt. Pleasant Middle School
CLIENT: Cabarrus County Schools
Concord, North Carolina
SITE: Walker Road
Mt. Pleasant, North Carolina
O
LOCATION See Exhibits A-2a & A-2b
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LIMITS
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Latitude: 35.41036` Longitude:-80.48045°
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3M
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tt
a
DEPTH
TOPSOIL, 4 inches of topsoil
SANDY SILT (ML), tan and dark gray, very stiff, residuum
9
5-11-13
N=24
14.0
12
9-29-5015"
PARTIALLY WEATHERED ROCK (PWR), sampled as tan and dark gray
4.9
Sandy Silt
Boring Terminated at 4.9 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
Boring Started: 7/8/2015
Boring Completed: 7/8/2015
NFWO duringsugaring
ear®mWac®n
2020.E Starts Road
Charlotte, North Carolina
Drill Rig: Diedrich 0.50
Driller: J. Coln
Project No.: 71155034
Exhibit: A-24
JM D Cave -In at 2feet

s
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BORING LOG NO. S-08
Page 1 of 1
PROJECT: Mt. Pleasant Middle School
CLIENT: Cabarrus County Schools
Concord, North Carolina
SITE: Walker Road
Mt. Pleasant, North Carolina
O
LOCATION See Exhibits A-2a 8 A-2b
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ATTERBERG
LIMITS
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LatiWde: 35.4ID24° Longitude:-80.48093°
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¢
w
DEPTH
TOPSOIL, 4.5 inches of topsoil
SANDY SILT (MIL), brown, dark gray, and tan, stiff to hard, residuum
off
X
8
14=N14
10
1446-26
5.0
5
N=44
Boring Terminated at 5 Feet
Stratification lines are approximate.ln-situ, thetransition maybegradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of Feld
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method
Boring backfilled with soil cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
I rerr p!
Boring Started: 7/8/2015
Boring Completed: 7/8/2015
_
NFWO during augering
coINS lO
2020-E Starita Road
Charlotte, North Carolina
D
Drill Rig: Diedrich 50
Driller: J. Cain
Project No.: 71155034
Exhibit: A-25
Dry Cave -In at 2 feet

BORING LOG NO. S-09
Page 1 of 1
PROJECT: Mt. Pleasant Middle School
CLIENT: Cabarrus County Schools
Concord, North Carolina
SITE: Walker Road
Mt. Pleasant, North Carolina
0
LOCATION See Exhibits A-2a SA-2b
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tti
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ATTERBERG
LIMITS
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Latitude: 35.410250 Longitude:-80.481350
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3z
LL-PL-PI
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ww
oof
0
DEPTH
0
w
a
TOPSOIL, 3.5 inches of topsoil
LEAN CLAY WITH SAND (CLI, gray and tan, soft to medium -stiff, residuum
3.0
8
2-2-2
N=4
SANDY SILT (MU dark gray and tan, hard, residuum
J1217-21-29
5.0
5
N=50
Boring Terminated at 5 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method
Boring backfilled with soil cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
Boring Started: 7/8/2015
Boring Completed: 7/8/2015
NFWO during angering
rrac®n
2020-E Starita Road
Charlotte, North Carolina
Grill Rig: Diedrich D-50
Duller: J. Cain
Project No.: 71155034
Exhibit: A-26
ffi Dry Cave -In at 3 feet

BORING LOG NO. S-10
Page 1 of 1
PROJECT: Mt. Pleasant Middle School
CLIENT: Cabarrus County Schools
Concord, North Carolina
SITE: Walker Road
Mt. Pleasant, North Carolina
0
LOCATION See Exhibits A.2a8A-2b
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ATTERBERG
LIMITS
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Latitude: 35.41028° Longitude:-80.48182-
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DEPTH
TOPSOIL, 4 inches of topsoil
SANDY SILT (ML), brown, dark gray, and tan, stiff to hard, residuum
6-5-7
6
N=12
15
4-6-10
16
N=16
5
12
17-23-34
N=57
7.5
Boring Terminated at 7-5 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
ppp/� Ie�
"Irertlr/�Vc®n
Boring Started: 7/8/2015
Boring Completed: 7/8/2015
NFWO duringauerin
2020-E Starita Road
Charlotte, North Carolina
Drill Rig: Diedrich D-50
Duller: J. Cain
Project No.: 71155034
Exhlbit: A-27
/ffi D Cave -In at 5 feet

BORING LOG NO. S-11
Page 1 Of 1
PROJECT: Mt. Pleasant Middle School
CLIENT: Cabarrus County Schools
Concord, North Carolina
SITE: Walker Road
Mt. Pleasant, North Carolina
O
LOCATION See Exhibits A-2a 8 A-2b
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Latitude: 35.4P Longitude:-80.48194°
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3 z
LL-PL-PI
Ur
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3m
Q
W
u_x
W
DEPTH
O
N
a
TOPSOIL, 4 inches of topsoil
SANDY SILT WILL brown, dark gray, and tan, stiff to very stiff, residuum
4
7-7-10
N=17
6
3-6-9
N=15
5
18
6-9-14
7.5
N=23
Boring Terminated at 7.5 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
"Irerr
Boring Started: 7/8/2015
Boring Completed: 7/8/2015
NFWO during au enn
��Lf'rl
co U
2020-E Starita Road
Charlotte, North Carolina
Drill Rig: Diedrich D-50
Driller: J. Cain
Project No.: 71155034
Exhibit: A-28
ZIL Dry Cave -In at 5 feet

BORING LOG NO. S-12
Page 1 of 1
PROJECT: Mt. Pleasant Middle School
CLIENT: Cabarrus County Schools
Concord, North Carolina
SITE: Walker Road
Mt. Pleasant, North Carolina
a
LOCATION See Exhibits A-2a 8A-2b
wo
a
c
r
ATTERBERG
LIMITS
to
NN
O
Latitude: 35.40995' Longitude:-80.48149'
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ww
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LL-PL-PI
0
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K
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DEPTH
TOPSOIL, 4 inches of topsoil
SANDY SILT (MIL), brown and gray, stiff to hard, residuum
14
13=N13
10
11-17-23
5.0
5
N=40
Boring Terminated at 5 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
Sea Appendix C for explanation of symbols and
Abandonment Method:
Boring backglled with soil cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
Boring Started: 7/8/2015
Boring Completed: 7/8/2015
NFWO duringGuerin
acoAnll
er 1/ 17ie/■ !r
2020.E Starts Road
Charlotte, North Carolina
DRig: Diedrich D-50
Driller: J. Cain
Project No.: 71155034
Exhibit: A-29
IME Dry Cave -In at 2 feet

BORING LOG NO. S-13
Page 1 of 1
PROJECT: Mt. Pleasant Middle School
CLIENT: Cabarrus County Schools
Concord, North Carolina
SITE: Walker Road
Mt. Pleasant, North Carolina
0
LOCATION See Exhibits A-2a 8 A-2b
w z
a
c
F
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ATTERBERG
LIMITS
to
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O
Latitude: 35.40989' Longitude:-80.48105-
G-
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K
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a
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w
J
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3 z
LL-PL-PI
Ur
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Q
W
LL�
OU
W
DEPTH
O
u
a
TOPSOIL, 3.5 inches of topsoil
SILT WITH SAND (MU, tan and gray, hard, residuum
14
11
N=48
48
i
16
10-16-25
.5.0
5
N=41
Boring Terminated at 5 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
_prVc®nDrill
Boring Slamed7/8/2015
Boring Completed: 7/8/2015
NFWO durin adhering
2020-E Starita Road
Charlotte, North Carolina
Rig: Diedrich D-50
Driller: J. Cain
Project No.: 71155034
Exhibit: A-30
IML Dry Cave4n at 5 feet

BORING LOG NO. S-14
Page 1 of 1
PROJECT: Mt. Pleasant Middle School
CLIENT: Cabarrus County Schools
Concord, North Carolina
SITE: Walker Road
Mt. Pleasant, North Carolina
0
LOCATION See Exhibits A-2a 8 A-2b
w z
c-
ATTERBERG
LIMITS
z
0
J
wp
Lu
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X
F
wz
U
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Latitude: 35.40966- Longitude:-80.48103°
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Ki
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pJN
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Q
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F w
a
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Q
w
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3 z
LL-PL-PI
3w
Q
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LL�
O
K
w
p
u
w
K
U
a
DEPTH
TOPSOIL, 4 inches of topsoil
SILT WITH SAND fMLI, tan and gray, stiff to hard, residuum
4
11=N11
-
16
10-16-14
N=30
5
8
12-20-26
7.5
N=46
Boring Terminated at 7.5 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
rrac®n
Boring Started: 7/8/2015
Boring Completed: 7/8/2015
NFWO Burin au edn
2020.E SMrita Road
Chadotte, North Carolina
Drill Rig: Diedrich D-50
Driller: J. Cain
Project No.: 71155034
Exhibit: A-31
Dry Cave -In at 5 feet

BORING LOG NO. S-15
Page 1 of 1
PROJECT: Mt. Pleasant Middle School
CLIENT: Cabarrus County Schools
Concord, North Carolina
SITE: Walker Road
Mt. Pleasant, North Carolina
J
LOCATION See Exhibits A-2a & A-2b
w to
a
5
ATTERB ERG
LIMITS
w
_O
Latitude. 35.40935' Longitude:.80.48159'
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w z
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3to
2i
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w�
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DEPTH
O
u1
ar
0.
TOPSOIL, 4.5 inches of topsoil
SANDY SILT (MU tan and dark gray, very stiff to hard, residuum
/
14
14
N=24
24
10
18-36-43
5.0
5
N=7g
Boring Terminated at 5 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger _
procedures.
See Appendix B for description of laboratory
procedures and additional data (If any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfiIled with soil cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
IIIII�����
Boring Started: 7/82015
Boring Completed: 7/8/2015
NFWO duringau erfn
p�
mY
1 IrerPsOl� co S
2020.E Stanta Road
Charlotte, North Carolina
Drill Rig: Diedrich 0.50
Duller: J. Cain
Project No.: 71155034
Exhibit: A-32
ffi Dry Cave -In at 3 feet

BORING LOG NO. S-16
Page 1 of 1
PROJECT: Mt. Pleasant Middle School
CLIENT: Cabarrus County Schools
Concord, North Carolina
SITE: Walker Road
Mt. Pleasant, North Carolina
LOCATION See Exhibits Ala 8 A-2b
w o
u
ou
c
r
a
ATL LIMITS
w
>
ad
z
sa
Latitude: 35.41077' Longitude:-80.48491'
¢
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rw
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ra
a
O
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3 z
LL-PL-PI
U
w
0
3m
Q
w
U
a
p
m
ad
DEPTH
OPSOIL, 4 inches of topsoil
SANDY LEAN CLAY (CLI, brown to gray and brown, medium stiff to stiff,
residuum
6
N=13
13
12
43-21-22
57
15.5
18
2-3-5
N=8
5
SANDY SILT (MIL), trace mica, gray, tan, and dark brown, medium stiff,
X
18
3-3-4
17.5
residuum
N=7
Boring Terminated at 7.5 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
Infiltration testing equipment installed to a depth of 7.5 feet.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method
Boring backflled with soil cuttings upon completion of
abbreviations.
infiltration testing.
WATER LEVEL OBSERVATIONS
l re racun
Boring Started: 7/212015
Boring Completed: 702015
NFWO during angering
Drill Rig: Diedrich 0.50
Driller: J. Cain
2020.E Stands Road
'
Chadotle, North Carolina
Project No.: 71155034
Exhibit: A-33

BORING LOG NO. S-17
Page 1 of 1
PROJECT: Mt. Pleasant Middle School
CLIENT: Cabarrus County Schools
Concord, North Carolina
SITE: Walker Road
Mt. Pleasant, North Carolina
a
LOCATION See Exhibits A-2a 8A-2b
wz
2
v
f-
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ATTERBERG
LIMITS
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}
tt
wz
2
Latitude: 35.41048° Longitude:-80.48482`
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H�
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a
w
ww
a
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3z
LL-PL-PI
U
c�
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3m
a
w
LL�
Do
DEPTH
O
m
a
TOPSOIL, 4 inches of topsoil
SANDY SILT (MU gray and tan, hard, residuum
15
8-15-16
N=31
3.0
PARTIALLY WEATHERED ROCK (PWR), sampled as dark gray and tan
9
26-50/6"
AI
sandy silt
5
5.s
IX
8
1 29-50/5"
Boring Terminated at 6.9 Feet
Stratification li nes are a pproxi mate. In-si lu, the transition may be g radual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hollow Stem Auger
procedures.
Infiltration testing equipment installed to a depth of 7.5 feet.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Baring backfilled with soil cuttings upon completion of
abbreviations.
infiltration testing.
WATER LEVEL OBSERVATIONS
{j
1r® Uerrac®
Boring Started: 7/22015
Boring Completed: 7/2/2015
NFWO during augering
Dnll Rig: Diedrich D-50
Driller: J. Cain
2020-E Starita Road
Charlotte, North Carolina
Project Ni 71155034
Exhibit: A-34

BORING LOG NO. S-18
Page 1 of 1
PROJECT: Mt. Pleasant Middle School
CLIENT: Cabarrus County Schools
Concord, North Carolina
SITE: Walker Road
Mt. Pleasant, North Carolina
O
LOCATION See Exhibits A-2a&A-2b
Wz
a
c
a
ERBE
ATLMITSRG
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J
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o
F
be W
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w
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Latitude: 35.410695° Longitude:-80.480205°
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w w
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3 z
LL-PL-PI
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3o
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a
DEPTH
0 `.
0.5 TOPSOIL, 9 inches of topsoil
SILT WITH SAND (MIL), brown, hard, residual
14
5-7-35
N=42
3.0
PARTIALLY WEATHERED ROCK (PWR), sampled as dark gray and tan
16
21-35-50/5"
sandy silt
MAX
5
6.5
3
50/6"
Boring Terminated at 6.5 Feet
i
Stratification lines are approximate.In-situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Hallow Stem Auger
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
r�p ���I/oo�, �,�s w
Boring Started: 7/8/2015
Boring Completed: 7/82015
NFIVO duringspearing
I➢rerr /�r®d 11
2020-E Stanta Road
Charlotte, North Carolina
Drill Rig: Diedrich A50
Driller J. Cain
Project No.: 71155034
Exhibit: A-35
Dry Cave-in of 4.5 feet

Geotechnical Engineering Report l�err�c®n
Proposed Mt. Pleasant Middle School ■ Mt. Pleasant, North Carolina
July 17, 2015 ■ Terracon Project No. 71155034
Laboratory Testing
Samples retrieved during the field exploration were taken to the laboratory for further
observation by the project geotechnical engineer and were classified in accordance with the
Unified Soil Classification System (USCS) described in Appendix A. At that time, the field
descriptions were confirmed or modified as necessary. Moisture content, Atterberg Limits, and
wash no. 200 sieve tests were conducted in general accordance with the applicable ASTM
standards on selected soil samples and the test results are presented on the boring logs. The
laboratory test results were used for the geotechnical engineering analyses, and the
development of foundation, earthwork and pavement recommendations.
Selected soil samples obtained from the site were tested for the following engineering
properties:
■ In -situ Water Content
■ Sieve Analysis
■ Atterberg Limits
Descriptive classifications of the soils indicated on the boring logs are in accordance with the
enclosed General Notes and the Unified Soil Classification System. Also shown are estimated
Unified Soil Classification Symbols. A brief description of this classification system is included
in Appendix C of this report. All classification was by visual manual procedures. The Water
Content, Material Finer than No. 200 Sieve and Atterberg limit test results are provided on the
boring logs.
The following table summarizes the in -situ moisture content, wash No. 200 sieve tests, and
Atterberg Limits test results. These results are also shown on the boring logs in Appendix A.
In -situ
Sample
%Passing
Moisture
Liquid
Plastic
Plasticity
Location,
Depth (feet)
the No. 200
Content
Limit, (%)
Limit, (%)
Index, (%)
Depth
Sieve
(%)
B-02
6.0-7.5
8
32
NP
NP
NP
B-06
1.0 — 2.5
14
61
32
20
12
B-08
1.0 — 2.5
15
58
43
18
25
B-10
1.0 — 2.5
20
66
51
21
31
B-11
3.5 — 5.0
7
23
NP
NP
NP
B-12
1.0 — 2.5
10
53
47
23
24
B-14
1.0 — 2.5
21
61
52
32
19
S-01
3.5 — 5.0
10
-
-
-
S-02
1.0 — 2.5
16
-
-
-
-
S-03
1.0 — 2.4
10
-
-
-
-
S-06
1.0 — 2.5
9
-
-
-
-
S-10
3.5-5.0
16
-
-
-
-
Exhibit B-1

Geotechnical Engineering Report
��p��p��®�
Proposed Mt. Pleasant Middle School
■ Mt. Pleasant, North Carolina
` 7
July 17, 2015 ■ Terracon Project No. 71155034
In -situ
Sample
% Passing
Moisture
Liquid
Plastic
Plasticity
Location,
Depth (feet)
the No. 200
Content
Limit, (%)
Limit, (%)
Index, (%)
Depth
Sieve
(%)
S-13
1.0-2.5
11
S-15
1.0 — 2.5
14
-
-
-
S-16
1.0 — 2.5
12
57
43
21
22
1: NP = Non -plastic
Exhibit B-2

GENERAL NOTES
DESCRIPTION OF SYMBOLS AND ABBREVIATIONS
DESCRIPTIVE SOIL CLASSIFICATION
Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry
weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have
less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and
silts if they are slightly plastic or non -plastic. Major constituents may be added as modifiers and minor constituents may be
added according to the relative proportions based on grain size. In addition to gradation, coarse -grained soils are defined
on the basis of their in -place relative density and fine-grained soils on the basis of their consistency.
LOCATION AND ELEVATION NOTES
Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracy
of such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey was
conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic
maps of the area.
RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY
Descriptive Ternri Percent of Maier Component
of other constituents Dry Weiaht of Sample Particle Size
Trace < 15 Boulders Over 12 in. (300 mm)
With 15 - 29 Cobbles 12 in. to 3 in. (300mm to 75mm)
Modifier > 30 Gravel 3 in. to #4 sieve (75mm to 4.75 mm)
Sand #4 to #200 sieve (4.75mm to 0.075mm
Silt or Clay Passing #200 sieve (0.075mm)
RELATIVE PROPORTIONS OF FINES PLASTICITY DESCRIPTION
Descriptive Term(s) Percent of Term Plasticity Index
of other constituents Dry Weight Non -plastic 0
Trace < 5 Low 1 - 10
With 5-12 Medium 11 -30
Modifier > 12 High > 30
Exhibit C-1
Water Initially
Encountered
(HP) Hand Penetrometer
Auger Split Spoon
Water Level Aker a
� Specified Period of Time
(T) Torvane
� Water Level Aker
to
�
W
a Specified Period of Time
F--
(blf) Standard Penetration
Z
�
N
Test (blows per foot)
Shelby Tube Macro Core
W
W
a
Q
J
�
Water levels indicated on the soil boring
logs are the levels measured in the
❑
W
(pID) Photo -Ionization Detector
W
borehole at the times indicated.
�
Q
Groundwater level variations will occur
ly
(OVA) Organic vapor Analyzer
Ring Sampler Rock core
�
over time. In low permeability soils,
accurate determination of groundwater
.
V �
levels is not possible with short term
water level observations.
Grab Sample No Recovery
RELATIVE DENSITY OF COARSE -GRAINED SOILS
CONSISTENCY OF FINE-GRAINED SOILS
(More than 50 % retained on No. 200 sieve.)
(50 % or more passing the No. 200 sieve.)
Density determined by Standard Penetration Resistance
Consistency determined by laboratory shear strength testing, field
Includes gravels, sands and silts.
visual -manual procedures or standard penetration resistance
N
Descriptive Term
Standard Penetration or
Ring Sampler
Descriptive Term
Unconfined Compressive
Standard Penetration or
Ring Sampler
�
(Density)
N-Value
Blows/Ft.
(Consistency)
Strength, Du, psf
N-Value
BlowslFt.
W
BlowslFt.
Blows/Ft.
F—
Very Loose
0-3
0-6
Very Sofi
less than 500
0-1
<3
2
~
C�
Loose
4-9
7-18
Soft
500 to 1,000
2-4
3-4
2
W
Medium Dense
10 - 29
19 - 58
Medium -Stile
1,000 to 2,000
4-8

UNIFIED SOIL CLASSIFICATION SYSTEM
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests"
Group
Symbol
Group Name e
Coarse Grained Soils:
More than 50% retained
Gravels:
More than 50% of
coarse fraction retained
on No. 4 sieve
Clean Gravels:
Less than 5%fines°
Cu 2 4 and 1 5 Cc <3 e
GW
Well -graded gravel
Cu < 4 and/or 1 > Cc> 3e
GP
Poorly graded gravel
Gravels with Fines:
More than 12% fines °
Fines classify as ML or MH
GM
Silty gravel '"
Fines classify as CL or CH
GC
Clayey gravel""
on No. 200 sieve
Sands:
50% or more of coarse
fraction passes No. 4
sieve
Clean Sands:
Less than 5% fines
Cu 2 6 and 1 5 Cc < 3 e
SW
Well -graded sand
Cu < 6 and/or 1 > Cc> 3e
SP
Poorly graded sand
Sands with Fines:
More than 12% fines °
Fines classify as ML or MH
SM
Silty sand °"'
Fines classify as CL or CH
SC
Clayey sand"'
Fine -Grained Soils:
or more the
Silts and Clays:
Liquid limit less than 50
Inorganic:
PI > 7 and plots on or above "A" line
CL
Lean clay
PI <4 or plats below "A" line`
ML
Sili
Organic:
Liquid limit - oven dried
<0.75
OL
`
Organic clay '"''"
Liquid limit - not dried
Organic silt '`'"''
passes
No.200 sieve
No.
�
Silts and Clays:
Liquid limit 50 or more
Inorganic:
PI plots on or above "A" line
CH
Fat clay "'`'M
PI plots below "A" line
MH
Elastic Silt"'""
Organic:
Liquid limit - oven dried
<0.75
OH
Organic clay"' My
Liquid limit -not dried
Organic sill '`'"''°
Highly organic soils:
Primarily organic matter, dark in color, and organic odor
PT
Peat
" Based on the material passing the 3-inch (75-mm) sieve
e If field sample contained cobbles or boulders, or both, add "with cobbles
or boulders, or both" to group name.
° Gravels with 5 to 12% fines require dual symbols: GW-GM well -graded
gravel with sill, GW-GC well -graded gravel with clay, GP -GM poorly
graded gravel with silt, GP -GC poorly graded gravel with clay.
° Sands with 5 to 12% fines require dual symbols: SW-SM well -graded
sand with silt, SW -SC well -graded sand with clay, SP-SM poorly graded
sand with silt, SP-SC poorly graded sand with clay
e Cu = D,,/Dl, Cc = (D30)2
D, x D6o
r If soil contains 2 15% sand, add "with sand" to group name.
c If fines classify as CL-ML, use dual symbol GC -GM, or SC-SM.
U9
\ 50
d
IX 40
LI
Z
30
U
Q 20
J
a
" If fines are organic, add "with organic fines" to group name.
If soil contains 2 15% gravel, add "with gravel" to group name.
If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.
x If soil contains 15 to 29% plus No. 200, add "with sand" or "with gravel,'
whichever is predominant.
` If soil contains >_ 30 % plus No. 200 predominantly sand, add "sandy" to
group name.
m If soil contains>_ 30% plus No. 200, predominantly gravel, add
"gravelly" to group name.
" PI 24 and plots on or above "A" line.
° PI <4 or plots below "A" line.
° PI plots on or above "A" line. -
° PI plots below "A" line.
For classification of fine-grained
soils and fine-grained fraction
—of coarse -grained soils
\cey
e
�
w0
Equation of "A" - line
Horizontal at PI=4 to LL=25.5.
— then PI=0.73 (ILL-20)
°t
G�
Equation of "Ll" - line
Vertical at Li 6 to PI=7,
then PI=0.9 (I L-8)
IOiOV
GI —
I
MH or
OH
ML or OIL
CG - MC
10
7
4
0 11
0 10 16 20 30 40
50 60 70
LIQUID LIMIT (LL)
80 90 100 110
Exhibit C-2

.LC
Date: February 4, 2016
To: Bradley Bennett, From: Michael B. Westcott, PE
Supervisor Westcott, Small & Associates, PLLC
NCDI:NR 125 S. Elm Street, Suite 606
1612 Mail Service Center Greensboro, NC 27401
Raleigh, NC 27699-1612
We are sending you ® attached ❑ under separate cover the following items:
❑
Shop Drawings
❑
Estimate
❑ Disk
®
Prints
❑
Specifications
® Other
❑
Contracts
❑
Copy of Letter
# COPIES
DRAWING NO
DESCRIPTION
DISPOSITION
2
Mt. Pleasant Middle School
For Approval
Plans
1
New Permit Application and
For Approval
Supporting Documents
1
Check $505.00
For Review Fee
REMARKS:
cc: File
R E, -: CEll V
FEB o 8 2016
125 S. Elm Street, Suite 606 a Greensboro, North Carolina 27401 e phone: [phone] web: www.wsaaengxom

Mount Pleasant Middle School
Mount Pleasant, NC CABARRUS County
Yadkin River Basin
RAINFALL & CALCULATION DATA
Project County: CABARRUS
Project City: Mount Pleasant
Rainfall Source: Charlotte
Loaded Rainfall:
Charlotte
Design Storm:
P90
Discrete SCS Method,
Calculation Method
Pre - Post
(Minimum Design Storm = P90 for non -SA, 1-yr, 24-hr for SA)
100-yr, 24-hr
NOTE: Please use the Storm-EZ calculation sheets to document the stormwater design
and create the O&M Agreement. Highlighted Storm is Design Storm
ern
NCDENR
PROJECT INFORMATION - 1
Total Property Area 0.00 acres
Total Coastal Wetlands Area 0,00 acres
Total Surface Water Area 0,00 acres
Complete the breakdown of impervious area for the project
Basin Information - - Entire Site
Receiving Stream name UT to Adams Creek
Stream Class Issified Adam
Stream Index Number N/A
Total Drainage Area 968774
On -Site Drainage Area (sf) 968,774
Offsite Drainage Area s 0
Proposed Impervious Area s 453,459
% Impervious Area total 47%
impervious Surface Area Entire Site
On -Site Buildings/Lots s 131,713
On -Site Streets s 107,778
On -Site Parkin s 115,226
On -Site Sidewalks s 60.552
Other On -Site s 33,859
Future s 4,331
Off -site s 0
Existin BUA s 0
Total 453.459
Total Impervious Area 10.41 acres
li Project % impervious area 47
ALL AREAS ARE IN SQUARE FEET
Use Worksheet Da[a? Yes
Data in italics is derived from application
forms and land use data worksheets and
cannot be changed by user.
STORM-EZ 1/25/2016
Version 1.4 Project Data Page 1 of 1
Complete the breakdown of impervious area for the project
Basin Information - - Entire Site
Receiving Stream name UT to Adams Creek
Stream Class Issified Adam
Stream Index Number N/A
Total Drainage Area 968774
On -Site Drainage Area (sf) 968,774
Offsite Drainage Area s 0
Proposed Impervious Area s 453,459
% Impervious Area total 47%
impervious Surface Area Entire Site
On -Site Buildings/Lots s 131,713
On -Site Streets s 107,778
On -Site Parkin s 115,226
On -Site Sidewalks s 60.552
Other On -Site s 33,859
Future s 4,331
Off -site s 0
Existin BUA s 0
Total 453.459
Total Impervious Area 10.41 acres
li Project % impervious area 47
ALL AREAS ARE IN SQUARE FEET
Use Worksheet Da[a? Yes
Data in italics is derived from application
forms and land use data worksheets and
cannot be changed by user.
STORM-EZ 1/25/2016
Version 1.4 Project Data Page 1 of 1
Total Impervious Area 10.41 acres
li Project % impervious area 47
ALL AREAS ARE IN SQUARE FEET
Use Worksheet Da[a? Yes
Data in italics is derived from application
forms and land use data worksheets and
cannot be changed by user.
STORM-EZ 1/25/2016
Version 1.4 Project Data Page 1 of 1

Mount Pleasant Middle School
Mount Pleasant, NC CABARRUS County ®��
t Area
River Basin NCDENR
Drainage Area # �1� of ���
PRE -DEVELOPMENT LAND USE CALCULATIONS
Pre -Development Land Us
Note: Enter BUA Draining to
Permeable Pavement Below
User Defined Drainage Areas:
Existing Permeable Pavement (Infiltration):
SCN10 Description
too[ —NIA
Existing Green Roofs:
SCM k
Soil
Gravel
Total
Orifice
Orifice
HSG
Pavement Area
Additional BUA
In0lVatio
VOitl Space
Gravel
Dia.
Height
BUA%
Has Synthetic
D.S.
nRate
Depth
Liner!
BMP
(s0
(ar)
Onmd
(%)
(iN
(in)
(iN
C
1 0
1 0
0
1 0%
o
1 0
1 0
0%
NO
0
l.mi Ilse Summnrv,
DS SCM N
Area far I
Notes
From Land Use Tables:
968,]]4
22.24
cues
Permeable Paveme2 +Additional BUA:
0
000
dues
Green Roots:
0
0.00
acres
Preserved $unite Waters 6 Non-0Odslal Wetlands:
0
000
attes
Preserved (baslal Wetlands:
0
0.00
acres
Total Site Area:
968,774
22.24
acres
Pre -Development SCMs:
SCM N SCM Type
200 "No BMP"
WO Volume
Provided
Drains a Area
Downstream
SCM
Im
0 en
si
I (sf
HSG
1 14374
1 954400
0
C
1 0
1 0
Rainfall Volume=
31A4 acre -inches =
113,024
cf
Runoff Reduction Components:
Natural Infiltration & ET =
-26.22 acre -inches =
-102,424
cf
Disconnected Impervious Surfaces =
0.00 acre -inches =
0
cf
SCM Infiltration =
0.00 acus4nches =
0
cf
Permeable Pavement Infiltration =
000 acre -inches =
0
cf
Green Roof ET =
0 00 acre -inches =
0
cf
Post Filtration Discharge =
0.00 acre -Inches =
0
cf
Total Runoff Reduction =
.28.22 acre -inches =
-102,424
cf
SCM Treatment:
Treated SCM Outflow =
0.00 acre -inches =
0
cf
Untreated Surface Runoff =
2.92 acre -Inches
10,599
cf
The Pre -Development project area contains 14374
at of built upon area, resulting In
an overall density of 1,48%.
STORM EZ 112512016
Version 1.4 Pre -Development Page 1 of 1

act p
a00
Mount Pleasant Middle School AA
Mount Pleasant, NC CABARRUS County ©�6a
Yadkin River Basin NCDENR
Drainage Area# 1 of 1
POST -DEVELOPMENT LAND USE CALCULATIONS
Permeable Pavement:
PavemenlArea
.ddaional RUA
InliXrto
Void Space
Total
Gravel
ryas
Orifice
nrifiro
Down-
Detention
Pvmt Type
Rale
DopiM1
SLi�nRc
Dia.
Ha9M1lstC
LI.N.Ilan
CXec
CM1ech
p0
(acres)
(s0
(ecresl
Onmp
(%)
6N
[n)
[ )
000
oao
No
award? I "ZZ; Comments
Evehadin RhV and dedlutedo
Leta—
pot .is Maz lmplLat
%imp
Woods l Lot
Open space l Lot
Avg Lot size
(aq
pit
(s0
(50
(s)
Oco
Romemine Land Use:
Area
HfiG Land -Use
Imrvua
CC
aCN.0
4540
04
0A
%
OpanSpace(MpbpenGpaca)
740
515
3.191
Permeable
NIA
0
000
000%
Green Roof.:
NIA
0
000
000%
Subtotal:
966]]4
n24
1)0.00%
LandExcludeE or Panlall Exclutletl from Volume Calculation: sl.
5unacewalen6 Npn .neater Wauanea: o oao
coaalal wan.Ma: 0 oao
Tolalsite Ama: 969]]4 1 22.24
Rainfall Volume= 31,14 acre-incnee- 113,024
Runoff Reduction Components:
Natural Inlillralon B ET=
-1747 acre inches=
-63,409
ct
De;cconecmd Impervious Surfaces=
OW .trenches =
0
n
SCM Infiltration =
.068 acre -inches =
-2481
ct
Permissible Pavement lnhitretlon =
0.OR por, ravwa
o
ct
Gteen R00I ET =
0.00 one -inches =
o
aPos(
Filiralion Discharge =
0X aarenwea =
0
n
Total Runoff Reduction =
-13.15 acn:nches =
-55,890
et
STOPM£Z ln5 016
Version 14 Peal Dwelognent Page 1 of 2

Mount Pleasant Middle School
Mount Pleasant, NC CABARRUS County
©�n
Yadkin River Basin NCDENR
Drainage Area# 1 of 1
POST -DEVELOPMENT LAND USE CALCULATIONS
Treated SCM Outflow = -12.98 .,rcnes =-47,134
Untreated Surface Runoff= 000 acre-nc6as 0 cf
Pre -Development Runoff = 2,92 acre -inches - 10,599 Of
DMerence= 292 ec mcnps = -10599 Cr
The Post -Development project area contains 453459 st of built upon area, resulting in an overall density of 46.81%.
STORM EZ 1QM016
Version 1 d Puts Development Page 2012

Mount Pleasant Middle
Mount Pleasant, NC CA9ARRUSCounty ®'Ss
Yadkin River Basin NCDENR
Ovens, Area# 1 of 1
PROPOSED SIPS B STRUCTURAL RUNOFF VOLUME CONTROLS
Enter only runoff volume below that will be infiltrated or drawn down over 2 to 5 days. Additional volume provided in devices should not be entered in this worksheet.
Drawdown time requirement applies to all storm events.
olArex TnaleIe mceltias 0 sf
Son
wamini
numaae midi Foa
1.l T.Rl Rollo.' slnn9e
'Arm n,a µolscm
mcewbue Fenlwe vo.me mseln k— Vol— ET oumow oumaw
Area Alx 77�-r--1 . an Icn Ice Ice Ice
11,ou.
amhrx1. IIXM
mrpreebeSH]9stroMeLIdNupnNcue [ yw afe east
aMe rprRcue
Stan, Slat. Runoff Fale Summery:
Rainfall Volume=
31.14 Mo.-nee •
113,034
of
Runoff Reduction Componenre:
Natural lnfillration& ET=
-RO one-mcnes•
63,a0a
Deuxonne[ted hin,nnIo. Alan=
OW an—hm-
0
cl
SCM lnfillration=
a6e —he. -
-Z411
of
PenneaOle Pavement lnNlration =
.ad xn.znee •
c
Groan Rotor ET=
pad xrswaroa•
a
of
PoSt Retain. 0isGle9e=
a ecre.wlwe -
0
d
Total Runoff Reduction=
-nra aanaldwa-
-65,e90
of
SCM True enC
TnRled SCM OUMow=
-11 as•c—.s•
-07,134
Cr
Untreated Surface Runoff =
o.w aoeaanee
0
of
Per-Oevelopmeto Runoff =
190--Im
10599
of
Deference
.2Q.— .a
-10,599
of
"BASIC TREATMENT MET"
Tile PollO pvnnent project arm corns eSLsa slat wilt upon arm. reau'6rq man overdo
century of asa1%.
Nd.. I.e...r.a. eevkx. as wWfin eneiNan to., ccest umd—a-. o,.., extra may nawe ca^6lowne aalWwon. Tile-11. r.Iau.xne Nwk In. p,wleee In xemm le M. ew..6•am1
STORM EZ 5lolmwder Cwmc6 1Ry1016
V— I a Paee I on

[
Mount Pleasant Middle school
MountPl•aaant,NC CABARRUS county
Yadkin RMr 9aain
OninaB•Area 0 t of t
®NA
NCDENR
' FATE OF RAINFALL
Salts storm:
P80
BASIC TREATMENT SCALE
Com lia ca to P80 St.. ainfall Depth m lAinches
"o'notm•m Th nMld
VOLUME MATCHING SCALE
80 Stom, -Rainfall Da Ih=1A aches
vd4me matmvTw<a4ou
FATE OF RAINFALL GRAPHS
cola
Pre Development Fates
Post Development Fates
looa
--
sm
m4a„w•wn.loruae n«wowlm.n•m ems-4n
. ar • m .. . r
• .WnFW �tl l • rMrnre aum� r
• o-eaq•wu •Avm•�4tl aG—Pue".rY-4tlr
m —
Inbo-.,, and re.ra •m wr.anaad ammarm mn..ex..on.on
..o.rn ra . o„.4n T e.r
•in rnMn Mn�lYle •.amw arwmrnl ar rn n.
• nnnN•no•rWrinlgrnM�on •4r•s•wrFrawlram>Mn�aC
enl ,tley,Nx•e 4WTMNd-,.1o5n.,
planin rumxam4angb Ms hynnquo h• 1rwvnw•o..r [loemwaler
IM'F•1•dPaiflelvYOW/0aR/bdapeW mwupem1.
a4alepin
STORM£Z gvyy FM Gap1 IrzY1018
Verbs 14 ppe I of l

Mount Pleasant Middle School
e Mount Pleasant, NC CABARRUS County
so Yadkin River Basin NCDENR
Drainage Area # 1 of 1
ADDITIONAL CALCULATIONS -
TIME OF CONCENTRATION CALCULATIONS:
Pre -Development
Channel Flow:
Channel Flow:
Post Development
Channel Flow
Channel Flow:
Pre -Development
Sheet Flow:
Sheet Flow:
Shallow Flow:
Shallow Flow:
Length (ft)
Slope (fVft)
Surface Cover
T, (hrs)
100
0.0317
Grass
0.19
1414
0.03W
Unpaved
0.14
Length (ft)
Slope (ftlfq
n-value
Flow Area
(ftrl
Wetted Perimeter (ft)
T, (hrs)
Pre -development T.= 19.79 min (Minimum smaoresl
Sheet Flow:
Sheet Flow:
Shallow Flow:
Shallow Flow:
I,--
Length (ft)
Slope (ftlft)
Surface Cover
T, (hrs)
100
0.0317
Paved or Bare Soil
0.02
Length (ft)
Slope (ftlft)
n-value
Area
(ftr)
WettedPerimeter (ft)
T, (hrs)
7414
0.317
0.013
3.1
63.0
0.04
Post -development T,= 5.00 min (Minimum 5mmures)
Analysis Area = 22.24 Acres (0.035 sq. miles)
F.F.
P90
P95
1-Yr
2-Vr
10-Vr
I 25-Yr
I 50-Yr
100-Vr
Rainfall in =
1.00
1.40
1.86
2.78
3.36
4.89
5.80
6.53
7.27
O'„ =
0.03
0.13
0.34
0.80
1.17
2.31
3.06
3.67
4.32
CNad =
76
75
75
75
74
74
74
74
74
Post Development
F.F.
P90
P95
1-Yr
2-Yr
10-Yr
25-Vr
50-Yr
100-Yr
Rainfall (in )=
1A0
1.40
1.86
2.18
3.36
4.89
5.80
6.53
7.27
O'r =
0.00
0.00
0.00
0.66
1.12
2A4
3.26
3,93
4.62
JCNa,j
1 67
1 59
52
71
74
76
77
77
77
Analysis Area = 22.24 Acres (0.035 sq. miles)
F.F. P90 P95 1-Yr 2-Yr 10-Yr 25-Yr 50-Vr 100-Yr
Pre -Development
O' (in)
0.03
0.13
0.31
0.80
1'.17
2.31
3.06
q (csm/in)
Q (cfs)
Post Development
Q' (in)
q, (csm/in)
3.67
4.32�
227.58
227.58
396.02' -
443.64
536.70'
536.70
536.70-
536.70
536.70
0.27
1.04
4.22
12.31
21.89
43.12
56.98
68.54
80.55
0.00
0.00
0.00
0.66!
1.17 -
- 2.44'
3.26
-'3.93 -
4.62
385.00
385.00
STORM-EZ 112512016
Version 1 4 Peak Flow Calcs Page 1 of 2

"Note: To decrease Post -development peak flows -increase storage volume being drawdown or infiltrated orlengthen post.
development time o/concentration. See LID HELP formore information.
STORM-EZ 1/25/2016
Version 1.4 Peak Flow Calcs Page 2 of 2

FILE COM
GATE: Tit''..
BOOK: PAGE:
REGISTER OF DEEDS, CABABROS GO, RC
Tax Lot No. Parcel Identifier No. 5650-87-4724, 5650-98-2166
Verified by County on the day of
by
Mail after recording to Richard M. Koch (ROD Box 74)
This instrument was prepared by Richard M. Koch
Brief description for the Index Two Tracts 440 Walker Road
NORTH CAROLINA GENERAL WARRANTY DEED
THIS DEED made this day of January . 2016 ,by and between
KENNETH R. MISENHEIMER (Individually and as Executor CABARRUS COUNTY
of the.Estate of Roy Banks Misenheimer, Deceased) Post Office Box 707
and wife, PATTI M. MISENHEIMER, Concord, North Carolina 28028
JUANITA M. MULLIS (unmarried)
Enter inappropriate block for each party, name, address, and, if appropriate, character of entity, e.q, corporation or partnership.
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.
W ITNESSETH, that the Grantor, for a valuable consideration paid by the Grantee, the receipt of which is hereby
acknowledged, has and by these presents does grant, bargain, sell and convey unto the Grantee in fee simple, a one-half
undivided interest in and to those certain parcels of land situated In , No. 8 Township,
Cabarrus County, North Carolina and more particularly described as follows:
See Exhibit A, attached.
Grantor conveys all land still owned by them described in the deeds referenced below.

�'i61r A
LEGAL DESCRIPTION -(PIN: 5650-87-4 724
LYING AND BEING IN THE NUMBER 8 TOWNSHIP, CABARRUS COUNTY,
NORTH CAROLINA, WEST OF WALKER ROAD, BEING THE PROPERTY
CONVEYED TO CAREY HEINTZ AND RAY MISENHEIMER (DB. 240, PG. 3,
CABARRUS COUNTY REGISTER OF DEEDS), AND BEING MORE
PARTICULARLY DESCRIBED AS FOLLOWS:
BEING AT A FOUND MAG NAIL IN WALKER ROAD (S.R. 2710), BEING THE
TRUE POINT OF BEGINNING, HAVING NORTH CAROLINA NAD 83(2011)
GRID COORDINATES OF N: 608,150.89' E: 1,559,594.77', ALSO BEING THE
SOUTHEAST CORNER OF U.S. BANK, N.A. (DB. 11270, PG. 180, CABARRUS
COUNTY REGISTER OF DEEDS):
THENCE RUNNING FROM THE TRUE POINT OF BEGINNING 528013'37"W
78.45' TO AN EXISTING MAO NAIL IN SAID WALKER ROAD;
THBNCE 529013'46"W 470.39' TO A SET RAILROAD SPIKE N SAID WALKER
ROAD;
THENCE WITH CABARRUS COUNTY (DB. 4015, PG. 181, CABARRUS COUNTY
REGISTER, OF DEEDS) TWO (2) COURSES AND DISTANCES AS FOLLOWS:
I. 530024'57"W 845.75' TO AN EXISTING #5 REBAR;
2. N71010'28"W 1814.20' TO AN EXISTING 2" PIPE, ALSO BEING THE
NORTHWEST CORNER OF SAID CABARRUS COUNTY;
THENCE NI1044'S9"E 188.06' TO AN EXISTING I" IRON PIPE, ALSO BEING THE
SOUTHEAST CORNER OF DIATZIKIS, EVANGELOS VASILLIOS (DB. 604, PG.
213, CABARRUS COUNTY REGISTER OF DEEDS;
THENCE WITH SAID DIATZIKIS, EVANGELOS VASILLIOS N12004'35"E 19.82'
TO AN E)GSTING 1" IRON PIPE;
THENCE WITH SAID DIATZIKIS, EVANGELOS VASILLIOS AND CHARLES
WAYNE HATLEY (DB. 10150, PG. 40, CABARRUS COUNTY REGISTER OF
DEEDS) NI 9-3 462.64' TO A 49" OAK TREE;
THENCE N32018'20"E 159.60' TO AN EXISTING 1" IRON PIPE;
THENCE N85013'13"E 272.30' TO A COMPUTED POINT, ALSO BEING THE
SOUTHWEST CORNER OF TROY L. MILLER (DB. 502, PG. 244, CABARRUS
COUNTY REGISTER OF DEEDS);
THENCE WITH SAID TROY MILLER (DB. 502, PG. 244), TROY MILLER (DB. 455,
PG. 130, CABARRUS COUNTY REGISTER OF DEEDS), TROY MILLER (DB. 6.02,
PG. 671, CABARRUS COUNTY REGISTER OF DEEDS), DAVID M.
YARBOROUGH SR (DB. 5624, PG. 13, CABARRUS COUNTY REGISTER OF
DEEDS) AND NED KRIMMINGER MILLER (DB. 1499, PAGE 171, CABARRUS
COUNTY REGISTER OF DEEDS) N85003'15"E (PASSING AN EXISTING ANGLE

Cabarrus County
Register of Deeds
P.O. Box 707
Concord, NC 28026
[phone]
Wayne Nixon, Register of Deeds
Receipt For: LAW OFFICES OF RICHARD M KOCH PA
Instrument Type : COM-D Receipt #
Instrument # : 00784 Date
Book/Page : 11748 / 0275-00280 Pages : 6 Document
1st Grantor: RHONDA M. EARNHARDT COMR
1st Grantee : CABARRUS COUNTY
Description: T8
Receipted By:
Melissa Lilly
2016-295621
01/13/2016 09:33am
1 of 2
Description
Qty
Unit Cost
Extended
Deed - first 15 pages
1
26.00
26.00
EXCISE TAX STAMPS
1
700.00
700.00
Document 1
726.00
Instrument Type: DEED
Receipt # : 2016-295621
Instrument # : 00785
Date: 01/13/2016 09:33am
Book/Page : 11748 / 0281-00285 Pages : 5
Document : 2 of 2
1st Grantor : KENNETH R. MISENHEIMER
1st Grantee : CABARRUS COUNTY
Description: T8
D_
Qty
Unit Cost
Extended
Deed - first 15 pages
1
26.00
_ _
26.00
EXCISE TAX STAMPS
1
600.00
600.00
Document 2
626.00
Grand Total 1,362.00
Check 5102-1,226.00
Check 5103-126.00
Balance 0.00
ustomer Copy

McGee, Superior Court Judge on January 8, 2016 and filed in Superior Court on January
8, 2016,
3. There were no upset bids and the purchase price has been fully paid.
The Grantor, acting as Commissioner under authority of the Order of Court, and
in consideration of the purchase price of $350,000.00 has bargained and sold and by these
presents does bargain, sell and convey to Grantee and its successors and assigns a one-
half undivided interest in the property described in Exhibit A and all of Grantor's interest
in the real property described in Exhibit B, both Exhibits A and B attached and
incorporated by reference. These are the lands of Carl Carey Heintz as described in Book
304, page 265; Book 240, page 3; Book 338, page 265 and Book 700, page 264 in the
Cabanms Public Registry.
TO HAVE AND TO HOLD such lands and premises, together with all privileges
and appurtenances thereunto belonging to the Grantee and its successors and assigns in as
full and ample a manner as said party of the first part as Commissioner is authorized and
empowered to convey the same.
IN `VITNESS, the Grantor acting as Commissioner has set her hand and seal, the
day and year first above written.
L&J11,111 �Gi/�I4�1l (SEAL)
RH DAM. EARNHARDT, COMMISSIONER
Grantor, and Guardian of the Estate of
Carl Carey Heintz
STATE OF NORTH CAROLINA
COUNTY OF CABARRUS
I, I&Cw l, l- fin'o%n , a Notary Public of the County and State aforesaid,
hereby do certify that Rhonda M. Earnhardt, Commissioner, Grantor and Guardian of the
Estate, personally appeared before me this clay and acknowledged the due execution of
the foregoing instrument, for the purposes herein expressed.
WITNESS my hand and official seal this the II -day of January, 20I6.
NOTARY
0 ` NOTARY PUBLIC
��°6B@ 6 U My Commission Expires: ..=1C3/S>

IRONAT A DISTANCE OF 99.34'; ALSO PASSING AN EXISTING ANGLE IRON
AT A DISTANCE OF2709" ALSO PASSING AN'EXIST INC! ANGLE IRON AT A
DISTANCE OF 330.68', ALSO PASSING AN EXISTING AXLE AT A DISTANCE
OF 402,84') FOR A TOTAL DISTANCE OF 1569.01' TO AN EXISTNG M5 REBAR,
ALSO BEIINm THE NORTHWEST CORNER OF SAID U.S. BANK, N.A.;
THENCE S20614'30E,243.63' TO AN EXISTING 95 REBAR, ALSO BEING THE
NORTHEAST CORNER OF WILLENE HEINTZ MORRELL AND CARL CASEY
HEINTZ (DB. 304, P.G. 265, CABARRUS COUNTY REGISTER OF DEEDS);
THENCE WITH SAID WILLENE HEINTZ MORRELL AND CARL CASEY HEINTZ
S84021'28"W 118.75' TO A SET 45 REBAR, ALS 0 BEING THE NORTHEAST
CORNER OF WILLEM HEINTZ MORRELL AND CARL,CASEY HEINTZ (DB.
338, PG. 265, CABARRUS COUNTY REGISTER OF DEEDS);
THENCE WITH :8AID WILLENE BENTZ MORRELL AND CARL CASEY BLINTZ
(DB. 338. PG. 265,) FOUR (4) COURSES AND DISTANCES AS FOLLOWS:
1. S88°16'41"W203.27'TOANEXISTING I"PIPE;
2. S25915TIV 118.17' TO ANEXISTNG V PIPE;
3. S61944'22"E 103,55' TO AN EXISTING #3 REBAR;
4. N79027'27"E 200;50' TO AN EXISTING 5/8"IRONROD, ALSO BEING THE
SOUTHWEST CORNER OP SAID WILLENE HENTZ MORRELL AND
CARL CAREY HEINTZ (DB. 304, PG, 265);
THENCE WITH SAID WILLENE HENNTZ. MORRELL AND CARL CAREY HEINTZ
(DB. 304, PG. 265) N77912' I4"E 126,75' TO AN EXISTING''/z" IRON ROD, ALSO
BEING THE SOUTHWEST CORNER OF SAID U.S. BANK, N.A.;
THENCE WITH SAIDU:S. BAND, N.A. N8I°32'04"E 23119' TO A POINT, THE
TRIM POINT OP BEGINNING, CONTAINING 53.207ACRES, AS SHOWN ON A
PLAT OF SURVEY ENTITLED "BOUNDARY AND TOPOGRAPHIC SURVEY OF
HEINTZ PROPER TV", COMPLETED BY CESI LAND DEVELOPMENT SERVICES
DATED ON AUGUST 8, 2015, CESI JOB NO. '150251.000,
1EGAL;DE8CRIPTION - (PN: 5650-98-2166)
LYING AND BEING IN'THENUMBER 8 TOWNSHIP, CABARRUS COUNTY,
NORTH CAROLNA, WEST OF WALKER ROAD, BENG THE PROPERTY
CONVEYED TO WILLENE HEINTZ MORRELL AND CARL CAREY HEINTZ (DB.
304, PG. 265, CABARRUS COUNTY REGISTER OF DEEDS), AND BEING MORE
PARTICULARLY DESCRIBED AS FOLLOWS:
BEGINNING AT A FOUND MAG NAIL N WALI(ER ROAD (S.R. 2710), HAVING
NORTH CAROLINA NAD VI(2011) GRID COORDINATES OFN: 608,150.89' E:
1,559,594,77" ALSO BEING THE SOUTHEAST CORNER OF U.S. BANK, N.A. (DB.

6rt 1w 9
LEGAL DESCRIPTION — (PIN: 5650-98-0173)
LYING AND BEING IN THE NUMBER 8 TOWNSHIP, CABARRUS COUNTY,
NORTH CAROLINA, WEST OF WALKER ROAD, BEING THE PROPERTY
CONVEYED TO WILLENE MINTZ MORRELL AND CART, CAREY HEINTZ (DB.
338, PG. 265, CABARRUS COUNTY REGISTER OF DEEDS), AND BEING MORE
PARTICULARLY DESCRIBED AS FOLLOWS:
BEGINNING AT A FOUND MAG NAIL IN WALKER ROAD (S.R. 2710), HAVING
NORTH CAROLINANAD 83(2011) GRID COORD MATES OFN; 608,150.89' E:
1,559,594.77'; ALSO BEING THE SOUTHEAST CORNER OF U.S. BANK, N.A. (DB.
11270, PG. 180, CABARRUS COUNTY REGISTER OF DEEDS): THENCE
S81032'04"W 232.19' TO AN EXISTING %" IRON ROD, AND THEN S77612'14"W
126.75' TO AN � ISTING 5/8" IRON ROD, BEING A CORNER OF CAREY
HEINTZ AND I2AY IvIISENHEIMER (DB. 240, PGA, CABARRUS COUNTY
REGISTER OF DEEDS), ALSO BEING THE, TRUE POINT OF BE,
THENCE FROM THE TRUE POINT OF BE, FOUR (4) COURSES AND
DISTANCES AS FOLLOWS:
1. 879027'27"W 200.50' TO AN EXISTING #3 REBAR;
2, N61044'22"W 103.55' TO AN EXISTING 1" IRON PIPE;
3. N25-15'd1"E 118AT TO AN EXISTING 1" IRON PIPE;
4. N88016'41 "E 203.27' TO A SET #5 REBAR, ALSO BEING THE
NORTIiWEST CORNER OF SAID WILLENE HEINTZ MORRELL AND
CARL CAREY HEINTZ -(DB. 304, PG. 265);
THENCE WI`II-I SAID WILLENE BEINTZ MORRELL AND CARL CAREY HEINTZ
(DB. 304, PG. 265); S15°29'32"E 130.06' TO THE TRUE POINT OF BEGINNING,
CONTAINING 0.805 ACRES, AS SHOWN ON APLAT OF SURVEY ENTITLED
"BOUNDARY AND TOPOGRAPHIC SURVEY OF HEINTZ PROPERTY",
COMPLETED BY CESI LAND DEVELOPMENT SERVICES DATED ON AUGUST
8, 2.015, CESI JOB NO. 150251.000.