SW3170802_Geotech Report/Property Deed_20170802

e \ / 7606 Whitehall executive Center Drive, Suite 800
P17(V�ATC
vt Charlotte, -5 28273
Tel. [phone]
ATC ASSOCIATES OF NORTH CAROLINA, P.0 AUG 0 2 2017 Fax: [phone]
Engineering Individual Solutions www atcassociates com
IIFAIR-I AKin nl IAI ITY N.C. Engineering License No C-1598
STORMWATER PERMITTING
July 12, 2017
Mr. Bart Hopper
Hopper Communities
229 E. Jackson Avenue
Charlotte, NC 28203
Subject: Geotechnical Engineering Evaluation
Proposed Single Family Residential Community
Weddington-Matthews Road
Weddington, North Carolina
ATC Project Number 199HOP1710
Dear Mr. Hopper:
ATC Associates has completed the authorized Geotechnical Engineering Evaluation for the above referenced site.
This report reviews our current understanding of the project, presents our exploration procedures, describes
encountered subsurface conditions, and presents our evaluations, conclusions, and recommendations
concerning geotechnical aspects of the project.
PURPOSE AND SCOPE OF EXPLORATION
The purpose of this work is (a) to further define and evaluate the subgrade soils with specific intent to these
conditions as they relate to the site design and construction and (b) to provide recommendations as required for
design and construction of the proposed building foundations, roadways, and utility infrastructure.
Prior to the field exploration, a geotechnical engineer from our office evaluated the referenced information.
The observations and findings were used in planning this exploration, in establishing areas of special Interest,
and in relating site conditions to known geologic conditions in the area.
SITE DESCIRPTION
The property consists of two parcels, totaling 49.629 acres, located on the west side of Weddington —
Matthews Road in Weddington, North Carolina. The property address is Weddington — Matthews Road in
Weddington, Union County, North Carolina. The surrounding area is mostly residential and undeveloped. The
vicinity of the subject property is characterized by residential use to the north, east, and south, and
undeveloped land to the west. Local topography slopes from the center of the property out towards the
property boundaries.
The property is currently developed with seven mobile home structures, one residence on Blrchaven Drive
and one residence on Hemby Road. There is a garage and two sheds associated with the Hemby Road
residence. A majority of the property is undeveloped wooded land.

Weddington-Matthews Road
Weddington, North Carolina
FIELD EXPLORATION
In order to evaluate subsurface conditions of the proposed residential community and per your authorization, a
subcontractor working under the direction of ATC performed ten soil test borings (designated B-01 through B-
10) at the approximate locations indicated on the attached Boring Location Plan. The GPS coordinates of each
of the boring locations is indicated on the attached Boring Location Plan.
Seven of the soil test borings were drilled using a truck -mounted rig with a manual Standard Penetration Test
(SPT) hammer. These borings were extended to depths of 20 feet below the existing ground surface elevation.
Three of the borings were performed using Hand Auger drilling techniques due to the heavy vegetation on the
site.
Soil samples were collected during the drilling operations and retained in the field by ATC personnel. The samples
were brought back to the laboratory where each was classified by the geotechnical engineer using the Unified
Soil Classification System. These classifications were based on visual examination and selected laboratory testing.
The soil descriptions on the attached Soil Boring Logs should be considered approximate. The soil drilling logs are
included in the report Appendix. The groundwater observations represent conditions at the time of drilling.
SUBSURFACE CONDITIONS
The subsurface conditions discussed in the following paragraphs and those shown on the logs represent an
estimate of the subsurface conditions based on interpretation of the field data using normally accepted
geotechnical engineering judgments. We note that the transition between different soil strata is generally less
distinct than those indicated on the logs. Although individual logs are representative of the subsurface conditions
at the locations shown, they are not necessarily indicative of subsurface conditions at other locations or at other
times.
Residual Soils
Residual soils were encountered in the soil test borings and underlying the referenced fill materials. The residual
soils generally consisted of sandy and elastic SILT (ML) and (MH) and silty sand (SM) materials. The following
laboratory tests were performed on the bag soil samples obtained at the site. The laboratory test results will
be provide on completion.
Groundwater
Groundwater conditions were encountered during the drilling operations at depths ranging 1.5 to 17 feet below
the existing ground surface. We expect that the groundwater encountered at 1.5 feet was a perched water
condition. It should be noted that groundwater levels can fluctuate significantly with seasonal and climatic
variations and may be different at other times.
MATC
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Cn9fnocdnry NrOlvlOw I Solutlons

Weddington-Matthews Road
Weddington, North Carolina
CONCLUSIONS AND RECOMMENDATIONS
General Findings and Recommendations
The following geotechnical conclusions and recommendations are based on our observations at the site,
interpretation of the field data obtained during the explorations, and our experience with similar subsurface
conditions. SPT N -Values have been used to estimate allowable bearing pressures using industry recognized
correlations. Subsurface conditions in unexplored locations may vary somewhat from those encountered.
Based on the results of the soil test borings performed, the site contains some near surface low and high plasticity
silts (ML and MH). With depth, the silty soils transition to silty sand soils and partially weathered rock materials.
The high plasticity elastic SILTS were encountered within generally the uppermost 3.5 to 6 feet of the existing
ground surface in some portions of the site. However, deeper depths are encountered in some areas of the site.
The moisture content tests indicated that some of these materials are at moisture contents near or above their
optimum moisture contents. The high plasticity silts encountered at the site are moisture sensitive and may
become unstable when exposed to moisture and heavy construction traffic. If unstable soil conditions are
encountered during the site construction operations, selected undercutting will be required as determined by
qualified site personnel. It is recommended that the proposed building pad slob not bear directly on MH soils.
We recommend at least 2 feet of engineered fill per placed between the floor slabs and any high plasticity elastic
silts (MH).
The ML, CL, and SM soils are suitable for use as fill materials and foundation bearing materials if the materials
are at or below their optimum moisture content and undergo a successful proofroll. Mass undercutting of the
materials is not recommended or expected. Some undercutting operations of the near surface soils may be
required as site conditions at the time of construction dictate, but extensive undercutting of the materials is not
anticipated. Additional recommendations regarding the soil use are provided in Site and Subgrade Preparation
section of this report.
Preliminary Foundations Recommendations
Pending completion of site and subgrade preparation as discussed in this report, the proposed single family
structures can be supported on shallow spread and continuous wall foundations orturned-down monolithic slabs
bearing on the in-place residual soils or properly placed structural fill placed over stable soils. A net allowable
design foundation bearing pressure of 2,000 pounds per square foot (psf) can be used for foundation design.
Total preliminary settlements are expected to be 1 -inch or less with differential settlements between adjacent
column footings of %-inch or less with a design foundation bearing pressure of 2,000 psf. These settlement
estimates are dependent on proper implementation of the recommended site preparation measures.
We recommend widths of not less than 24 inches for rectangular and continuous footings for ease of
construction and to reduce the possibility of localized shear failures. Exterior footing bottoms should be at least
24 inches below exterior grades for protection against frost damage and erosion.
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Weddington-Matthews Road
Weddington, North Carolina
Construction and Evaluation
Bottoms of foundation excavations should be evaluated by a geotechnical engineer prior to placement of
reinforcing steel and concrete to verify that adequate bearing materials are present and that all debris, mud, and
loose, frozen or water -softened soils are removed.
Foundation excavations should be concreted as soon as practical after they are excavated. Water should not be
allowed to pond in any excavation. If an excavation is left open for an extended period, a thin mat of lean concrete
should be placed over the bottom to minimize damage to the bearing surface from weather or construction
activities. Foundation concrete should not be placed on frozen or saturated subgrades.
Groundwater Conditions
If groundwater is encountered, the contractor should be responsible for assuring adequate groundwater control
is in-place and functioning prior to the start of any work to allow the work to be performed in a dry (free from
flowing or standing water) condition. The contractor should be responsible for establishing the means and
methods of groundwater control and to include all such items in his bid and scope of work. Methods to control
groundwater include temporary ditches, sumps, pumps, well points, or other methods.
In order to prevent adverse effects of groundwater to exposed subgrade materials, it has been our experience
that groundwater levels when lowered and maintained at a depth of at least 3 feet below the limits of subgrade
excavation and undercutting elevation typically provide a stable working platform. Additionally, the dewatering
system should be in-place and functioning sufficiently prior to beginning earthwork construction within the area.
Inadequate dewatering may cause the subgrade to destabilize under loads from earthwork equipment and be
problematic in placement and compaction of fill soils.
Site and Subgrade Preparation
All vegetation, root systems, and other deleterious non -soil materials and topsoil should be stripped from
proposed construction areas. Topsoil may be stockpiled and reused later in landscaped areas or other non -load
bearing areas. After clearing, stripping, and undercutting, areas intended to support floor slabs, pavements, new
fill, and foundations should be carefully evaluated by a geotechnical engineer. At that time, the engineer may
require proofrolling of the subgrade with a 20- to 30 -ton, loaded dump truck or other pneumatic -tired vehicle of
similar size and weight. The purpose of the proofrolling is to locate soft, weak, or excessively wet soils present
at the time of construction that may not have been detected in our borings. Any unsuitable materials observed
during the evaluation and proofrolling operations should be undercut and replaced with compacted fill or
stabilized in-place.
Low to high plasticity silts were encountered in the some of the near surface soils at the site. Based on the in-
place moisture contents of these soils, utilization of these soils as structural fill material may be difficult in
seasonally wet periods of the calendar year. In some instances mechanical or chemical drying of the soils prior
to placement and compaction may be required. The silty and potential clayey soils encountered on-site are
moisture sensitive and if these soils are subjected to moisture and construction traffic they may become unstable
and require stabilization or removal and replacement. At the time of construction and prior to fill placement
operations, an ATC Geotechnical Engineer should evaluate these areas.
(MATC
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EnDlnccrfnq hrtllvltlua! Solutlnns

Weddington-Matthews Road
Weddington, North Carolina
Soil Supported Slabs
Floor slabs for the proposed building may be soil -supported and subject to the subgrade preparation and
earthwork recommendations contained in this report. Provided the subgrade is prepared as recommended and
a 6 -inch thick layer of gravel (ASTM #57 stone or GAB) is properly placed and compacted, a subgrade modulus
(k) of 125 pci may be used for the design of the floor slab based on short term and concentrated loads, such as
fork lift loads. This value is based on soil properties evaluated from field and laboratory data. The value is
appropriate for design using the Portland Cement Association (PCA) publication "Slab Thickness Design for
Industrial Concrete Floors or Grade." If alternate design methods are used for slab design, ATC should be
consulted such that appropriate parameters can be provided.
Structural Fill
Natural moisture content analysis was performed to assess the suitability of the on-site soils in cut areas for re-
use as structural fill. Our testing and observation of the soil samples indicates that the in-situ moisture content
of the on-site soils is generally at or above the soils optimum moisture content range required for compaction.
These soils included silty sands, sandy clays sandy elastic silts, and sandy silts. Soil should generally be within + 3
percent of optimum moisture content for use as structural fill.
The wetter than optimum soils encountered above groundwater levels will require drying for re -use as structural
fill. Mechanical drying (discing) is one option for drying the wetter than optimum soils. Mechanical drying is time-
consuming and is dependent on ideal weather. Chemical drying with lime or soil cement is a less time consuming
option, as is mixing the wetter soils with drier soils. Chemical drying or mixing should be performed under the
supervision of the Geotechnical Engineer.
Structural fill installed to replace undercut areas or achieve finished grades should be free of deleterious
materials and rock fragments larger than 3 inches in diameter and placed at soil moisture contents within 3
percent of the soil's optimum moisture content.
Import fill materials should be evaluated prior to use for adherence to CBR and unit weight requirements. The
following guidelines are recommended and preferred:
Maximum Dry Density
(ASTM D-698 Method) >_90 pcf
Liquid Limit <_50
Plasticity Index <_25
California Bearing Ratio >_5
Structural fill should be placed in lifts of 6 to 8 inches loose measure. We recommend that structural fill within
the building pad or parking areas be compacted to a minimum of 95 percent of the Standard Proctor maximum
dry density. Structural fill in the upper 1 foot below floor slab and pavement subgrade should be compacted to
at least 98 percent of Standard Proctor. All fill material should be placed in horizontal lifts and adequately keyed
into stripped and scarified subgrade soils.
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Engtatv;rinq brdlufdwr! Solatlaay

Weddington-Matthews Road
Weddington, North Carolina
Slopes, embankments, and inclines on greater than 5 horizontal to 1 vertical may require benching in order to
place and compact fill to the required density and to establish an adequate bond between lifts. Prior to fill
placement, approved surfaces should be scarified or rolled with a sheepsfoot type roller.
During fill placement, density tests should be performed by a soils technician to determine the degree of
compaction and compliance with the project specifications. For underfloor areas, at least one field density test
should be made per 2,500 square feet of fill area for each 1 -foot thickness of compacted soil. Testing frequency
should be increased in confined areas. Any areas that do not meet the compaction specifications should be
recompacted to achieve compliance.
We recommend that the grading contractor have equipment on site during earthwork for both drying and
wetting fill soils. We do not anticipate significant problems in controlling moistures within the fill during dry
weather, but moisture control may be difficult during winter months or extended periods of rain, especially if
poor grading practices are used.
Wet Weather Construction
Site grading that occurs during traditional wet weather periods will be problematic at this site. Some targeted
undercutting of saturated soils and chemical drying may be required if prolonged periods of unfavorable weather
conditions occur during fill placement operations at the site. Although specific recommendations would be made
at the time of construction, the following guidelines are provided.
• Saturated surface soils are difficult to dry by mechanical and/or chemical methods depending on the
season and the soil type. Consequently, consideration should be given to removal and wasting of
saturated surface soils at the site.
• Lime or cement can be an effective in drying of soils that are typically about 4 to 8 percent wet of their
optimum moisture content. We expect chemical drying will be required during periods of wet weather
construction.
• The on-site soils are sensitive to excessive moisture. These soils types may require undercutting and
chemical drying if subjected to inclement weather conditions.
• Disturbed or uncompacted soils will more readily absorb and hold water. Disturbed or uncompacted
soils should be kept to a minimum area. Special attention and detail should be given to "sealing -off" or
compaction with a sooth drummed roller of disturbed areas prior to wet weather periods. The
contractor should also provide cut ditches to channel surface water runoff from the construction areas.
The site should also be graded to prevent ponding of water on the site. Pumping should be performed
in a timely manner in areas where water has collected.
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En91nccring Indlvldunf Sola(Ians

Weddington-Matthews Road
Weddington, North Carolina
Retaining Walls
Earth pressures on walls below grade are influenced by structural design of the walls, conditions of wall restraint,
methods of construction and/or compaction, and the strength of the materials being restrained. The most
common conditions assumed for earth retaining wall design are the active and at -rest conditions.
Active conditions apply to relatively flexible earth retention structures, such as freestanding walls, where some
movement and rotation may occur to mobilize soil shear strength. Walls which are rigidly restrained, such as
basement, tunnel, or loading dock walls, should be designed for the at -rest condition. A third condition, the
passive state, represents the maximum possible pressure when a structure is pushed against the soil, and is used
in wall foundation design to help resist active or at -rest pressures. Because significant wall movements are
required to develop the passive pressure, the total calculated passive pressure should be reduced by one-half
for design purposes.
Based on previous experience with similar soils and construction, we recommend the following earth pressure
coefficients and equivalent fluid pressures for design of reinforced concrete retaining or below grade walls on
this project:
Earth Pressure Conditions Coefficient Recommended Equivalent Fluid Pressure, (pcf)
Active (Ka) 0.36 43
At -Rest (Ko) 0.53 64
Passive (KP) 2.77 166
A moist soil unit weight of 120 pounds per cubic foot (pcf) should be used for design calculations. Our
recommendations assume that the ground surface above the wall is level. A coefficient of friction value between
soil and concrete of 0.35 is recommended. A preliminary allowable bearing pressure of 2,000 psf may be used
for footings designed to bear on competent existing fill materials, residual soils, or new structural fills.
The recommended equivalent fluid pressures assume that constantly functioning drainage systems are installed
between walls and soil backfill to prevent the accidental buildup of hydrostatic pressures and lateral stresses in
excess of those stated. If a functioning drainage system is not installed, then lateral earth pressures should be
determined using the buoyant weight of the soil (approximately 58 pcf). Hydrostatic pressures calculated with
the unit weight of water (62.4 pcf) should be added to these earth pressures to obtain the total stresses for
design.
Tractors and other heavy equipment should not operate within 10 feet of below grade walls to prevent lateral
pressures in excess of those cited. If foundations or other surcharge loadings are located a short distance outside
below grade walls, they may also exert appreciable additional lateral pressures that must be considered in design.
These retaining wall/below grade wall recommendations should not be correlated with soil parameters for use
in mechanically stabilized earth (MSE) wall design. We recommend that soil parameters for any MSE retaining
wall design be established through appropriate laboratory testing by the wall designer.
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Weddington-Matthews Road
Weddington, North Carolina
Recommended Pavement Desien and Construction
Based on the anticipated site loading and volumes and an estimated California Bearing Ratio (CBR) value of 4 to
6 based on the on-site soil conditions, we recommend the below pavement sections for the site.
Light Duty Asphalt Pavement:
2 inches of asphaltic concrete (2.0 -inches of Surface Course SM -9.5) overlying a minimum of 8 -inches of
compacted Aggregate Base Course (ABC).
Heavy Duty Asphalt Pavement:
3 inches of asphaltic concrete (1.25 -inches of Surface Course SM -9.5 and 1.75 -inches of Intermediate
Course IM -19.0) overlying a minimum of 8 -inches of compacted Aggregate Base Course (ABC)
The recommended pavement design alternatives are subject to successful completion of site and subgrade
preparation and structural fill placement as recommended in this report. If off-site soils are used in paved areas,
this pavement design may require revision. The compaction, quality, and gradation of the aggregate base course
materials will directly affect the quality and life of the pavement section. Consequently, we recommend a
minimum compaction of 100 percent of the Modified Proctor maximum dry density for the aggregate base
course material (ABC) as determined by the North Carolina Department of Transportation. A soil engineering
technician working under the direction of a geotechnical engineer should observe placement and compaction of
the base course material and perform soil density tests to confirm that the material has been placed in
accordance with our recommendations.
Seasonal Groundwater Conditions
Based on the data collected, we estimate that the Seasonal High Groundwater Table at the site per the Table
provided below.
Boring No. Estimated Seasonal High Groundwater Elevation, ft. J
I
B-01
690
B-02 690
B-03 690
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Weddington-Matthews Road
Weddington, North Carolina
CLOSURE
ATC appreciates the opportunity to be of continued service to you on this project. Please contact us if you have
any questions about this report, or if we may be of further service.
Sincerely yours,
ATC Associates of N.C., P.C.
Brain Carpenter, P.E.
Staff Engineer
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Joseph G. Schold, P.E.
Principal Geotechnical Engineer
Registered, N.C. 21736

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7606 Whitehall Executive Center Drive
TEST BORING LOG
Ar
AkTCCharlotte,
NC 28273
jr
704-529-3200
Fax [phone]
CLIENT ATC Group Services, LLC
BORING #
B-01
PROJECT NAME Weddington-Matthews,
Geotechnical Phase
JOB #
199HOP1710
PROJECT LOCATION Hemby
Road
DRAWN BY
JL
Weddington,
North Carolina
APPROVED BY JIGS
DRILLING and SAMPLING INFORMATION
TEST DATA
Date Started 7/6/17 Hammer Wt. NA lbs
Date Completed 7/6/17 Hammer Drop NA in.
Drill Foreman JL/ES Spoon Sampler OD NA in
Inspector MB Rock Core Dia NA in
Boring Method HAND AUGER Shelby Tube OD NA in
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05
1.5
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17.5
DCP Blow Counts
Brown sandy SILT with some clay
1
Tan and orangish brown sandy SILT with trace
11-20
organics
35
GRAE5
158
DCP Blow Counts
25-23
2
Brown and tan silty coarse SAND
5
60
:3RAE5
129
DCP Blow Counts
25+
3
HAND AUGER TERMINATED
Sample Type
SS - Driven Split Spoon
ST - Pressed Shelby Tube
CA - Continuous Flight Auger
RC - Rock Core
CU - Cuttings
CT - Continuous Tube
Depth to Groundwater
! Noted on Drilling Tools NA ft
I At Completion (in augers) NA ft.
9 At Completion (open hole) NA ft
7- After NA hours NA ft.
t After NA hours NA ft.
X Cave Depth NA ft.
Boring Method
HSA - Hollow Stem Augers
CFA - Continuous Flight Augers
DC - Driving Casing
MD -Mud Drilling
Page 1 of 1

IF
7606 Whitehall Executive Center Drive
TEST BORINGLOG
ACharlotte,
NC 28273
NkTc704-529-3200
Date Completed 6/21/17 Hammer Drop NA in
Fax [phone]
CLIENT ATC Group Services, LLC
BORING #
B-02
PROJECT NAME Weddington-Matthews,
Geotechnical Phase
JOB #
199HOP1710
PROJECT LOCATION Hemby
Road
DRAWN BY
JL
Weddington,
North Carolina
APPROVED BY JGS
DRILLING and SAMPLING INFORMATION
TEST DATA
Date Started 6/21/17 Hammer Wt. NA lbs
Date Completed 6/21/17 Hammer Drop NA in
Drill Foreman JL/MHO Spoon Sampler OD NA in
Inspector MB Rock Core Dia NA in.
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Boring Method HAND AUGER Shelby Tube OD NA in.
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152
DCP Blow Counts
Brownish tan silty SAND with rock fragments
1
Brown, tan, and reddish brown sandy SILT with some
16-24
rock fragments
2
GRAE5
154
DCP Blow Counts
4.515-16
3
RA
2 8
DCP Blow Counts
Reddish brown sandy SILT
5
10-12
6.5
RA
442
DCP Blow Counts
12-16
4
HAND AUGER REFUSAL
Sample Type
SS - Driven Split Spoon
ST - Pressed Shelby Tube
CA - Continuous Flight Auger
RC - Rock Core
CU - Cuttings
CT - Continuous Tube
Depth to Groundwater
! Noted on Drilling Tools NA ft.
f At Completion (in augers) NA ft.
6 At Completion (open hole_) NA ft.
3 After NA hours NA ft.
T After NA hours NA ft
!a Cave Depth NA ft
Boring Method
HSA - Hollow Stem Augers
CFA -Continuous Flight Augers
DC - Driving Casing
MD -Mud Drilling
Page 1 of 1

AW7606 Whitehall Executive Center Drive TEST BORING LOG
JVAkT Charlotte, NC 28273
® 704-529-3200
Fax [phone]
CLIENT ATC Group Services, LLC
PROJECT NAME Weddington-Matthews, Geotechnical Phase
PROJECT LOCATION Hemby Road
Weddington, North Carolina
DRILLING and SAMPLING INFORMATION
BORING #
B-03
JOB #
199HOP1710
DRAWN BY
JL
APPROVED BY JGS
TEST DATA
Date Started 6/21/17 Hammer Wt. NA lbs
Date Completed 6/21/17 Hammer Drop NA in.
Drill Foreman JL/MHO Spoon Sampler OD NA in.
Inspector MB Rock Core Dia NA in
rn
Boring Method HAND AUGER Shelby Tube OD NA In.
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159
DCP Blow Counts
Brown sandy SILT with trace organics
1
Reddish brown sandy SILT
5-6
35
3RAE5
22
DCP Blow Counts
2
Tan and gray SILT with some sand
13-16
5.5
5
3RAE5
397
DCP Blow Counts
3
Reddish brown sandy clayey SILT
9-11
5
3RAE5
588
DCP Blow Counts
11-10
4
Orangish brown sandy clayey SILT
95
3RAE5
DCP Blow Counts
5
HAND AUGER TERMINATED
3-6
Sample Type
SS - Driven Split Spoon
ST - Pressed Shelby Tube
CA - Continuous Flight Auger
RC - Rock Core
CU - Cuttings
CT - Continuous Tube
Depth to Groundwater
.0 Noted on Drilling Tools NA ft
f At Completion (in augers) NA ft
At Completion (open hole) NA ft
Y After NA hours NA ft.
1 After NA hours NA ft
g Cave Depth NA ft.
Boring Method
HSA - Hollow Stem Augers
CFA - Continuous Flight Augers
DC - Driving Casing
MD -Mud Drilling
Page 1 of 1

AV
7606 Whitehall Executive Center Drive TEST BORING LOG
®CAkT Charlotte, NC 28273
704-529-3200
Fax [phone]
CLIENT ATC Group Services, LLC BORING # B-04
PROJECT NAME Weddington-Matthews, Geotechnical Phase JOB # 199HOP1710
PROJECT LOCATION Hemby Road DRAWN BY A
Weddington, North Carolina APPROVED BY JIGS
nRn I INC; anri SAMPI INC; INFnRMATIC)N
TFST nATA
Date Started 6/28/17 Hammer Wt. 140 lbs.
Date Completed 6/28/17 Hammer Drop 30 in.
Drill Foreman RDL Spoon Sampler OD 2 in.
Inspector MB Rock Core Dia NA In.
C:
L
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Boring Method HSA Shelby Tube OD NA in
oz
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tree line due
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1
to overly wet
conditions
SS
26
2
5
6.0
3
Very stiff brown and tan sandy SILT
SS
21
SS
25
4
100
10
BORING TERMINATED
Sample Type
SS - Driven Split Spoon
ST - Pressed Shelby Tube
CA - Continuous Flight Auger
RC - Rock Core
CU - Cuttings
CT - Continuous Tube
Depth to Groundwater
! Noted on Drilling Tools 1.5 ft.
f At Completion (in augers) 2.0 ft.
At Completion (open hole) NA ft.
s After NA hours NA ft.
X After NA hours NA ft
_V Cave Depth NA ft
Boring Method
HSA - Hollow Stem Augers
CFA - Continuous Flight Augers
DC - Driving Casing
MD -Mud Drilling
Page 1 of 1

N 7606 Whitehall Executive Center Drive TEST BODING LOGC/
/ Charlotte, NC 28273 704-529-3200
Fax [phone]
CLIENT ATC Group Services, LLC
PROJECT NAME Weddington-Matthews, Geotechnical Phase
PROJECT LOCATION Hemby Road
Weddington, North Carolina
npu I INC, nnri SAMPI INC, INIMRMATinN
BORING # B-055
JOB # 199HOP1710
DRAWN BY JL
APPROVED BY JGS
TEST DATA
Date Started 6/28/17 Hammer Wt. 140 lbs
Date Completed 6/28/17 Hammer Drop 30 in.
Drill Foreman RDL Spoon Sampler OD 2 in.
Inspector MB Rock Core Dia NA in.
w
Boring Method HSA Shelby Tube OD NA in.
w°
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1
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X
25
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Very stiff reddish brown sandy SILT
SS
26
2
5
SS
20
3
SS
29
4
10 0
10
BORING TERMINATED
Sample Twe
SS - Driven Split Spoon
ST - Pressed Shelby Tube
CA - Continuous Flight Auger
RC - Rock Core
CU - Cuttings
CT - Continuous Tube
Depth to Groundwater
-0 Noted on Drilling Tools Dry ft
S At Completion (in augers) Dry ft.
6 At Completion (open hole) NA ft
7 After NA hours NA ft
t After NA hours NA ft
_ Cave Depth NA ft
Boring Method
HSA - Hollow Stem Augers
CFA - Continuous Flight Augers
DC - Driving Casing
MD -Mud Drilling
Page 1 of 1

;STC
7606 Whitehall Executive Center Drive
Charlotte, NC 28273
704-529-3200
Fax [phone]
CLIENT ATC Group Services, LLC
PROJECT NAME Weddington-Matthews, Geotechnical Phase
PROJECT LOCATION Hemby Road
Weddington, North Carolina
nRII I INC; nnri RAMPI IN(', INFC)RMATIC)N
BORING #_
JOB #
DRAWN BY
TEST BORING LOG
B-06
199HOP1710
JL
APPROVED BY JGS
TFST nATA
Date Started 6/28/17 Hammer Wt 140 lbs.
Date Completed 6/28/17 Hammer Drop 30 in
Drill Foreman RDL Spoon Sampler OD 2 In
Inspector MB Rock Core Dia NA in
Cn
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Boring Method HSA Shelby Tube OD NA in
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25
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SS
X
20
2
5-
SS
21
3
SS
22
4
10
SS
10
5
150
15
BORING TERMINATED
Sample Type
SS - Driven Split Spoon
ST - Pressed Shelby Tube
CA - Continuous Flight Auger
RC - Rock Core
CU - Cuttings
CT - Continuous Tube
Depth to Groundwater
* Noted on Drilling Tools D!y ft.
f At Completion (in augers) Dry ft.
§ At Completion (open hole) NA ft.
7 After NA hours NA ft
Y After NA hours NA ft.
1U Cave Depth NA ft
Boring Method
HSA - Hollow Stem Augers
CFA - Continuous Flight Augers
DC - Driving Casing
MD -Mud Drilling
Page 1 of 1

A 7606 Whitehall Executive Center Drive TEST BORING LOG
VAkT
Charlotte, NC 28273
® 704-529-3200
Fax [phone]
CLIENT ATC Group Services, LLC
PROJECT NAME Weddington-Matthews, Geotechnical Phase
PROJECT LOCATION Hemby Road
Weddington, North Carolina
rlpli I INV', a ,! CAIIAPI INV'. INFC1pKAATi()N
BORING # B-07
JOB # 199HOP1710
DRAWN BY JL
APPROVED BY JGS
TEST DATA
Date Started 6/28/17 Hammer Wt. 140 lbs.
Date Completed 6/28/17 Hammer Drop 30 In
Drill Foreman RDL Spoon Sampler OD 2 In
in
Inspector MB Rock Core Dia NA in.
c
w
Boring Method HSA Shelby Tube OD NA in.
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1
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13
2
5
SS
14
3
75
PARTIALLY WEATHERED ROCK Sampled as tan
and gray silty sand
4
SS
50/6"
100
10
BORING TERMINATED
Sample Type
SS -Driven Split Spoon
ST - Pressed Shelby Tube
CA - Continuous Flight Auger
RC - Rock Core
CU - Cuttings
CT - Continuous Tube
Depth to Groundwater
a Noted on Drilling Tools Dry ft.
f At Completion (in augers) Dry ft.
At Completion (open hole) NA ft
Y After NA hours NA ft.
t After NA hours NA ft.
V Cave Depth NA ft
Boring Method
HSA - Hollow Stem Augers
CFA - Continuous Flight Augers
DC - Driving Casing
MD -Mud Drilling
Page 1 of 1

®7606 Whitehall Executive Center Drive TEST BORING LOGAV k CCharlotte, NC 28273
704-529-3200
Fax [phone]
CLIENT ATC Group Services, LLC
PROJECT NAME Weddington-Matthews, Geotechnical Phase
PROJECT LOCATION Hemby Road
Weddington, North Carolina
DRILLING and SAMPLING INFORMATION
BORING # B-08
JOB # 199HOP1710
DRAWN BY JL
APPROVED BY JGS
TEST DATA
Date Started 6/28/17 Hammer Wt 140 lbs
Date Completed 6/28/17 Hammer Drop 30 in
Drill Foreman RDL Spoon Sampler OD 2 in.
Inspector MB Rock Core Dia NA in
C
Boring
Bong Method HSA Shelby Tube OD NA in.
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5
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SS
22
3
SS
16
4
10
SS
9
5
15
SSX
9
6
20.0
20
BORING TERMINATED
Sample Type
SS - Driven Split Spoon
ST - Pressed Shelby Tube
CA - Continuous Flight Auger
RC - Rock Core
CU - Cuttings
CT - Continuous Tube
Depth to Groundwater
A Noted on Drilling Tools 17.0 ft
S At Completion (in augers) NA ft.
6 At Completion (open hole) NA ft
-7 After NA hours NA ft
t After NA hours NA ft
_* Cave Depth NA ft.
Boring Method
HSA - Hollow Stem Augers
CFA - Continuous Flight Augers
DC - Driving Casing
MD -Mud Drilling
Page 1 of 1

. / 7606 Whitehall Executive Center Drive TEST BORING LOG
/C Charlotte, NC 28273
/ 704-529-3200
Fax [phone]
CLIENT
ATC Group Services, LLC
3
BORING #
B-09
PROJECT NAME
Weddington-Matthews,
Geotechnical Phase
JOB #
199HOP1710
PROJECT LOCATION
Hemby
Road
DRAWN BY
JL
CL
Weddington,
North Carolina
c,
APPROVED BY JGS
DRILLING and SAMPLING INFORMATION
TEST DATA
Date Started
6/28/17
Hammer Wt.
140 lbs.
C7
Date Completed
6/28/17
Hammer Drop
30 in
E
E
J
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RDL
Spoon Sampler OD
2 in
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SOIL CLASSIFICATION
SURFACE ELEVATION
4" TOPSOIL
Very stiff reddish brown sandy elastic SILT
Medium dense reddish brown silty SAND
Firm brown sandy SILT
Loose brown and tan silty SAND
BORING TERMINATED
Sample Type
SS - Driven Split Spoon
ST - Pressed Shelby Tube
CA - Continuous Flight Auger
RC - Rock Core
CU - Cuttings
CT - Continuous Tube
03
1 SS 18
2.5
2 SS 26
5.0 5
75
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7
7
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150115
Depth to Groundwater
* Noted on Drilling Tools 13.0 ft.
f At Completion (in augers 1) 3.0 ft
9 At Completion (open hole) NA ft
_T After NA hours NA ft.
1 After NA hours NA ft
_V Cave Depth NA ft
N
N
E
m
Boring Method
HSA - Hollow Stem Augers
CFA - Continuous Flight Augers
DC - Driving Casing
MD -Mud Drilling
Page 1 of 1

7606 Whitehall Executive Center Drive TEST BORING -LOG
FIAT Charlotte, NC 28273
® 704-529-3200
Fax [phone]
CLIENT ATC Group Services, LLC BORING # B-10
PROJECT NAME Weddington-Matthews, Geotechnical Phase JOB # 199HOP1710
PROJECT LOCATION Hemby Road DRAWN BY JL
Weddington, North Carolina APPROVED BY JIGS
DRILLING and SAMPLING INFORMATION
TEST DATA
Date Started 6/28/17 Hammer Wt. 140 lbs
Date Completed 6/28/17 Hammer Drop 30 in.
Drill Foreman RDL Spoon Sampler OD 2 in.
Inspector MB Rock Core Dia. NA in
Boring Method HSA Shelby Tube OD NA in.
cn
�L
°o
o
0 0
a) 2
0
E
n a7
a) (n
q__ (4)
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a
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a a>0
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SURFACE ELEVATION
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o
0
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in
D a
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Q�
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a
U) 0
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U) z
U) rn T_
E-
C7 U
2
�
d
8" TOPSOIL
07
SS
13
Stiff reddish brown sandy SILT with some clay
1
2.5
Very stiff reddish brown and tan sandy SILT
SS
X
20
2
5-
SS
22
3
75
Loose tan and gray silty SAND
SS
10
4
100
10
BORING TERMINATED
Sample Type
SS -Driven Split Spoon
ST - Pressed Shelby Tube
CA - Continuous Flight Auger
RC - Rock Core
CU - Cuttings
CT - Continuous Tube
Depth to Groundwater
! Noted on Drilling Tools Dry ft.
f At Completion (in augers) Dry ft.
At Completion (open hole) NA ft
3 After NA hours NA ft.
X After NA hours NA ft
_V Cave Depth NA ft.
Boring Method
HSA - Hollow Stem Augers
CFA - Continuous Flight Augers
DC - Driving Casing
MD -Mud Drilling
Page 1 of 1

uu7j
0860 `
�f 3095Pr
860
Excise Tax $None I Recording Time, Book and Page
26963
-.-M
Tax Lot No. 06-120-002B Parcel Identifier No
Verified by County on the _ day of 20_
by
Mail after recording to Griffin, Smith, Caldwell, Helder & Lee, P.A. (emw)
This instrument was prepared by Jake C. Helder
Brief Description for the index
NORTH CAROLINA GENERAL WARRANTY DEED
, 2003, by and
GRANTOR
REBECCA HEMBY JONES, widow
GRANTEE
JASON N. SIMPSON
5532 Matthews-Weddington Road
Weddington, NC 28104
Enter in appropriate block for each party name, address, and, if appropriate, character of entity, e.g., 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.
WITNESSETH, 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, all that certain lot or parcel of land situated in
Sandy Ridge Township, Union County, North Carolina and more particularly described as follows:
BEGINNING at a railroad spike east of the center line of Matthews-Weddington Road (State Road #1344), in a line
of property of the Herman Hemby Heirs; thence with a line of the said Hemby heirs property North 65 degrees 06
minutes West 606.7 feet to an iron, passing an iron in the westem right of way line of the road at 35.0 feet; thence
North 06 degrees 21 minutes East 118.65 feet to an iron, a comer of the Billy Joe Simpson property designated as
Lot #2; thence with a line of the said Billy Joe Simpson property South 68 degrees 54 minutes East 63147 feet to
another point within the right of way of Matthews-Weddington Road, passing an iron in the western right of way line
of the road at 600.17 feet; thence South 19 degrees 35 minutes West 155.0 feet to the point of BEGINNING,
containing 1.91 acres, more or less, and being designated as Lot #1 on a plat of property of Rebecca Hemby Jones by
William J. Alexander, NCRLS, dated December 5, 1975.
N. C Bar Assoc. Form No. 3 ® 1977
Printed by Agreement with the N C. Bar Assoc.#003

�u70
0861
RK3095PG861
The property hereutabove descnbed was acquired by Grantor by instrument recorded in Book , Page .
A map showing the above described property is recorded in , .
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and appurtenances thereto belonging to the Grantee in
fee simple.
And the Grantor covenants with the Grantee, that Grantor is seized of the premises in fee simple, has the right to convey the same in fee
simple, that title is marketable and free and clear of all encumbrances, and that Grantor will warrant and defend the title against the
lawful claims of all persons whomsoever except for the exceptions hereinafter stated
Title to the property hereinabove descnbed is subject to the following exceptions -
Rights of way for roads and utilities that might border or cross the above described property.
IN WITNESS WHEREOF, the Grantor has hereunto set his hand and seal, or if corporate, has caused this instrument (d e signed in
its corporate name by its duly authorized officers and its seal to be hereunto affixed by authonty of its Board of Direct � ' id
year first above wntten. ,.�r „�'
(Corporate Name)
By.
President
Hemby Jones
h � 1't�'hLi1;lpitritt �t
(SEAL)
ATTEST:
(SEAL)
Secretary (Corporate Seal; _ (SEAL)
NORTH CAROLINA, Union County.
SEAL. STAMP 1, the undersigned, a Notary Public of the County and State aforesaid, certify that Rebecca Hemby
Jones, widow, Grantor, personally appeared before me flus day and acknowledged the execution of
the foregoing instrument Witness my hand and official stamp or seal, this '7'0 day of
MAY 2003..
My commission expires:
Notary Ablic
NORTH CAROLINA, Union County.
SEAL -STAMP I, the undersigned, a Notary Public of the County and State aforesaid, certify that personally came
before me this day and acknowledged that he/she is Secretary of , a North Carolina corporation, and
that by authonty duly given and as the act of the corporation, the foregoing instrument was signed in its
name by its President, sealed with its corporate seal and attested by hun/her as its Secretary Witness
my Band and official stamp or seal, this day of , 2002
My commission expires -
Notary Public
The foregoing Certifrcatek'of lbau
V d. �yU� n P
islare certified to be
correct This instrument and this certificate are duly registered at the date and time and in the Book and Page shown on the first page
hereof.
JUDY G. PRICE REGISTER OF DEEDS FOR UNION COUNTY
By L d Deputy/Assi�rt-Register of Deeds
N C. Bar Assoc. Form No. 3 0 1977
Printed by Agreement with the N.C. Bar Assoc.#003

4163 BK4l63PG0522
FILED
6522 UNION COUNTY
CRYSTAL CRUMP
REGISTER OF DEEDS
FILED May 17, 2006
AT 09.15 am
BOOK 04163
START PAGE 0522
END PAGE 0524
INSTRUMENT # 21468
EXCISE TAX (None)
EJC
------------ ----SPACE ABOVE THIS LINE FOR RECORDER'S USE
QUITCLAIM DEED
TITLE OF DOCUMENT
EXCISE TAX: $0.00
PARCEL NO: 06120003
After Recording Mail To: Mail Tax Statements To: This Instrument Prepared By:
American Family 011ie H. Manus Law office of Robert Train
Prepaid Legal Plan 5009 Hemby Road 964 East Street
1 Centerview Drive Matthews, NC 28105 Suite 209
Suite 102 P.O. Box 1546
Greensboro, NC 27407 Pittsboro, North Carolina 27312
THIS DEED OF GIFT made this r day of 1i� `7 , 2AL, by
and between 011ie H. Manus, a widow, hereinafter calleA GRANTOR, AND 011ie H.
Manus, Trustee of The 011ie H. Manus Revocable Trust, hereinafter called GRANTEE,
WHOSE address is: 5009 Hemby Road, Matthews, North Carolina 28105.
WITNESSETH:
That the GRANTOR, as a DEED OF GIFT, has bargained and sold, and by these
presents does bargain, sell, remise, release, and forever quitclaim unto the GRANTEE,
his heirs and/or successors and assigns, premises in Sandy Ridge Township, Union
County, North Carolina, described as follows:
First Tract:
BEGINNING at an iron stake on a line of the 13.40 acre tract, being S. 80 degrees 30
Min. W. 300 feet from the beginning corner of said tract and runs thence 4 new lines,
1- N. 80 degs. 30 min. W. 344 feet to an iron stake; 2nd N. 31 degs. 15 min. W. 161 feet
to an iron stake; 3rd S. 88 degs. 15 min. W. 1096 feet to an iron stake; 4th S. 4 degs E.
421 feet to an iron stake, a corner of the 13.40 acre tract; thence with line of said tract
N. 80 degs. 30 min. E. 1507 feet to the BEGINNING and containing 9.35 acres, as
surveyed by Ralph W. Elliott, Surveyor, June 28th, 1958. This being the same property
conveyed to Herman L. Hemby by R. S. Morris and wife, Ola Lee Morris, said deed being
recorded in Book 108, Page 569, Registry of Union County.
Second Tract:
BEGINNING at an iron stake in the E. S. DeLaney line with the H. L. Hemby property
and runs thence the Hemby property lines, First - North 80 degs. 30 min. East 505 ft.
to an iron. Second - South 42 degs. E. 1461.1 ft. more or less to an iron, a new corner
in the center line of the proposed transmission power line; thence along and with the
center of the proposed transmission power line North 72 degs. 1 min. West 531.1 ft. to
an iron in the old line with Mrs. Lottie Hemby Morris property North 33 degs. 30 min.

4163 BK4I63PGO523
0523
West 644 ft. more or less to a stone; thence South 61 degs. 30 mins. West 704.0 feet to
a stone in the E. S. Delaney line; thence with the Delaney line due North 655 feet to the
point of BEGINNING and containing 12.35 acres more or less as surveyed by O. J.
Byrnes, Feb. 16, 1959, and being a portion of the 17 acre tract deeded to S. F. Hemby
by Lillie Wolfe Hemby by deed recorded in Book 115, Page 331 Registry of Union
County. For further reference see deed from S. F. Hemby and wife Elbridge C. Hemby
to Herman L. Hemby recorded in Book 152, Page 362 Registry of Union County.
Third Tract:
BEGINNING at a stake (iron) on the East side of the Matthews Road L. W. Whippie and
W. L. Cox property corner, also a corner of Mrs. Rebecca Hemby Jones 13.65 acre tract,
and runs thence with said road and with W. L. Cox line S. 23 degs. 30 min. W. 430 feet
to a point in said road, a little to the west of the center line of said road, a corner of S.
F. Hemby's 17 acre tract indicated by an iron stake in range of the next line and west
side of the road; thence, with the North line of S. F. Hemby's 17 acre tract N. 42 degs.
W. 1930 feet to a stake on H. L. Hemby's line; thence, with his line N. 80 degs. 30 mins.
East 375 feet to an iron stake on said line, a corner of Mrs. Rebecca Hemby Jones'
13.65 acre tract; thence, with the south line of her tract S. 44 degs. 30 min. E. 1555.5
feet to the BEGINNING containing 14 acres as surveyed by Ralph W. Elliott, Surveyor,
June 19, 1951. For further reference see deed from Russell L. Goodwin and wife, Elaine
Hemby Goodwin to Herman Hemby recorded in Book 127, page 356 Registry of Union
County.
Fourth Tract:
BEGINNING at an iron stake, R. S, Morris' corner and runs thence with his lines 19t N.
61 degs. 30 min. E. (crossing the Monroe Road) 379.5 feet to an iron stake in a field; 2nd
S. 41 degs. E. 330 feet to a stake in W. edge of the Matthews Road and N. side of the
Monroe Road, W. J. Morris' corner; thence with W. J. Morris' lines, 1st S. 13 degs. W.
201 feet to a point on the W. shoulder of the Matthews Road; 2nd S. 18 degs. 15 mins.
W. 468 feet to a point in the center of the Matthews Road, A corner of Mrs. Rebecca
Hemby Jones' 13.65 acre tract, indicated by an iron stake in range of next line W. side
of the Road; thence with the North line of said 13.65 acre tract N. 50 degs. 30 min. W.
997 feet to an iron stake, on H. L. Hemby's line of another tract; thence with said line N.
80 degs. 30 min. E. (passing said Hemby's corner at 102 feet and with R. S. Morris line)
402.5 feet to the BEGINNING and containing 9.80 acres, as surveyed by Ralph W.
Elliott, June 19th, 1951, and the grantors and the grantee are all of the heirs at law and
next of kin of the said W. Scott Hemby. The widow, Mrs. Lillie Wolfe Hemby joined the
deed for the purpose of conveying her dower interest in same. See deed recorded in
Book 115, Page 334, Registry of Union County.
LESS AND EXCEPTING THE FOLLOWING: The parts of Tract No. 4 Tract previously
deed to R. S. Morris of 2/ 10 of an acre, and part of Tracts 3 and 4 deeded to Rebecca
Hemby Jones, and part of Tract No. 3 deeded to Scott Franklin Hemby, and portion
deeded to H. L. and 011ie M. Hemby by deed recorded in Book 179, Page 194 Registry of
Union County.
EXCEPT for all property sold to Ricky Lee Helms on April 14, 2000, in deed recorded at the Union
County Register of Deeds office in Book 1379, Page 493, more commonly known as: Parcel no.
06120003B; 3.34 acres.
Prior Recorded Doc. Ref.: Deed: Recorded: September 30, 1963; BK 186, PG 562
Subject To: Restrictions, Conditions, Covenants, Rights, Rights of Way, and Easements
now of record, if any.

416:1
0524 BX4I63PG0524
TO HAVE AND TO HOLD the above described premises with all the appurtenances
thereunto belonging, or in any wise appertaining, unto the GRANTEE, his heirs and/or
successors and assigns forever.
When reference is made to the GRANTOR or GRANTEE, the singular shall include the
plural and masculine shall include the feminine or the neuter;
IN WITNESS WHEREOF, the GRANTOR has caused this deed to be executed the day
and year first above written. r
011ie H. Manus
ACKNOWLEDGMENT
STATE OF V G )
COUNTY OF Ctii-'-v-- ) ss
1,Z GC- Q , do hereby certify that 011ie H. Manus
personally appeared before me this day and acknowledged the due execution of the
foregoing instrument.
NOTARY STAMP/SEAL
Michael B. Sloop
Notuy Public
Cabm,nd County, NC
My eo..n. !on expmn 3-19.201
WITNESS my hand and official seal this the
day of C , A.D., 20-02-0
NOTARY PUBLIC
MY Commission Expires: 3 . ly_ `�%

Z0001/0003
31 FAX
FILED
UNION COUNTY
CRYSTAL CRUMP
REGISTER OF DEEDS
FILED Feb 21, 2008
AT 10:22 am
BOOK 04812
START PAGE 0888
END PAGE 0890
INSTRUMENT # 06044
EXCISE TAX (None)
SKH
Excise Tax: S -0 -
Tax Lot No.
Parcel Identifier No. 09-174-068
Verified by County on the _ day of , 2005 by
Mail after recording to Grantee.
This mstrument was prepared by Cynthia J. Robinson, Esq.
Brief description for the Index: Lot 5, Country Haven, Flat Cab. B, File 337A
NON -WARRANTY DEED AND
, , SEL `ASE OF MARITAL INTEREST
This decd made the day of , �008, by and between
GRANTOR GRANTEE
DANIELLE K. WHITE, married JOSEPH R. WHITE, JR., married
Mailing address: 505 Baucom Deese Road
Monroe, NC 28110
WITNESSETH, for and in consideration of the sum of One Dollar and other good and valuable
consideration paid by Grantee to Grantor, the receipt of which is hereby acknowledged, Grantor has
released, remised and forever quitclaimed and does herby release, remise and quitclaim unto Grantee all
such right, title and interest as Grantor may have in and to that certain tract or parcel of land situate in the
City of Unionville, Monroe Township, Union County, State of North Carolina and pore particularly
described as follows:
Being all of Lot 5 of COUNTRY HAVEN, as shown on plat recorded in plat Cabinet B, File 337A, Union
County Public Registry, reference to which is hereby made for a more particular description.
The property hereinabove described was acqu red by Grantor by inset ment recorded in Book 3721, Page
507. A map showing the above described property is recorded in Plat Cabinet B, File 337A.

4812 _
0889 - FAX 1W,
This conveyance is made pursuant to and in accordance with the provisions ofN.C.G.S. 39-13.3{e} and 52-
10 for the purpose of vesting sole ownership in Grantee and for this purpose, Grantor does hereby waive,
release, quitclaim and renounce unto Grantee all and every right to a share in the estate of Grantee upon
Grantee's death as provided in N.C.G.S. 29-14, and all other rights and interest in said real estate which
Grantor now has or would hereafter have arising out of or accruing to Grantor by reason of the marital
relationship of Grantor and Grantee. By execution of this deed, Grantor does hereby release, convey, and
quitclaim forever all and any marital rights Grantor may presently or in the future have in or to the
described real property resulting from the marriage between Grantor and Grantee, including specifically,
but not limited to, the right to claim as elective life estate in the real property described, and a right to claim
a marital property interest in the described property.
Joseph �. wh�k,Jr,, as Grantee, joins in the execution of this instnunent in order to comply with the
requirements ofN_C_G_S. Section 52-10.
TO HAVE AND TO HOLD the above-described premises unto Grantee, his heirs and assigns,
forever with all appurtenances thereunto belonging, or in anywise appertaining.
When reference is made to Grantor or Grantee, the singular shall include the plural and the
masculine shall include the feminine or neuter.
IN WITNESS WHEREOF, Grantor has hereunto set his hand and seal, the day and year first
above written.
SEAL -STAMP
DONALD J. BUTLER
NOTARY PUBLIC
UNION COUNTY
NORTH CAROLINA
My Com=won Expires September 12, 2011
NORTH CAROLINA, (.tilI c County
L a Notary Public of the County and State aforesaid, certify that
C. WHITE, Grantor, personally appeared before me this
day and acknowledged the execution of the foregoing instri went.
Witness my band and official stamp or seal, this 15- day ofJan=3-
2008.
Notary Pu
My commission expires: / Z/zc, t l
F-,3 I

4812 - [a 0003/0003
0*390 11:33 FAY
SEAL -STAMP NORTH CAROLINA, 0,4J4610 County
I, a Notary Public of the County and State aforesaid, certify that
JOSEPH R. WHITE, JR., Grantee, personally appeared before me this
day and acknowledged the execution of the foregoinginstrument.
Witness my hand and official stamp or seal, this - 4ay of basaary, Plr. } iacp iv
2008.
Ey
THIA J ROBINSON
MAWPUBM
a= , Worth Oa OSfib+ Egim parch 27,02 Notary lic
My commission expires:
The foregoing certificate of
islare certified to be correct This instrument and this certificate are duly registered at the date and time and
in the Book and Page shown on the first page hereof
Register of Duds for
By: ` Deputy/Assistant Register of Dceds
County