SW3170901_HISTORICAL FILE_20180220

PERMIT NO.
STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
SW_,V ZL, &
DOC TYPE I ❑ CURRENT PERMIT
DOC DATE
❑ APPROVED PLANS
HISTORICAL FILE
COMPLIANCE EVALUATION INSPECTION
YYYYMMDD

Energy, Mineral
and Land Resources
ENVIRONMENTAL QUALITY
Mr. Jeffery Lang
Teramore Construction, LLC
1970 Derita Road
Concord, NC 28027
October 31, 2017
Subject: Stormwater Permit No. SW3170901
Dollar General # 18434
Salisbury, North Carolina in Rowan County
Dear Mr. Lang:
ROY COOPER
Governor
MICHAEL S. REGAN
Secretary
TRACY DAMS
Director
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The Division of Energy, Mineral, and Land Resources (DELMR) received a complete Stormwater
Management Permit Application for the subject project on September 06, 2017. Staff review of the plans
and specifications has determined that the project, as proposed, will comply with the Stormwater
Regulations set forth in Title 15A NCAC 2H.1000 rules. We are forwarding Permit No. SW3170901, for
the construction, operation and maintenance of the subject project and the stormwater system. This permit
shall be effective from the date of issuance and shall be subject to the conditions and limitations as
specified therein, and does not supersede any other agency permit that may be required.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right to
request an adjudicatory hearing by filing a written petition with the Office of Administrative Hearings
(OAH). The written petition must conform to Chapter 150B of the North Carolina General Statutes. Per
NCGS 143-215(e) the petition must be filed with the OAH within thirty (30) days of receipt of this
permit. You should contact the OAH with all questions regarding the filing fee (if a filing fee is required)
and/or the details of the filing process at 6714 Mail Service Center, Raleigh, NC 27699-6714. or via
telephone at 919-431-3000, or visit their website at www.NCOAH.com. Unless such demands are made
this permit shall be final and binding.
After 30 days, this project will be kept on file at the Mooresville Regional Office. Before then, if you
have any questions, or need additional information concerning this matter, please contact Richard Riddle
at [phone]; or [e-mail].
Sincerely,
. Ozi9e. rd 44*wd 4 Re,," Z. ,Addle. Pt.
for Tracy E. Davis, PE, CPM, Director
ec: SW3170901 File,
Mooresville Regional Office
Justin Church, BREC
State of Nonh Carolina I Eavironn enlal Quality I Energy, Mineral and Land Resources
1612 Mail Serrtice Center 1 512 North Salisbury Street I Raleigh, NC 27699-1612
919 707 9200 T

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SUBSURFACE EXPLORATION
AND
GEOTECHNICAL ENGINEERING
EVALUATION
PROPOSED DOLLAR GENERAL STORE
GRACE CHURCH ROAD
SALISBURY, ROWAN COUNTY, NORTH CAROLINA
EAS-16-414
Prepared For:
TERAMORE DEVELOPMENT®
P.O. Box 6460
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Thomasville, Georgia 31758
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Prepared By:
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EAS PROFESSIONALS,
INC.
9 Pilgrim Road
Greenville, South Carolina 29607
k Phone: [phone]
March 7. 2017

9 PILGRIM ROAD
GREENVILLE' SM 29607
PHONE [phone]
PROFESSIONfiLS FAX [phone]
March 7, 2017
Teramore Development, LLC
P.O. Box 6460
Thomasville, Georgia 31758
[e-mail]
Attention: Mr. Zachary L. Crumley, P.E.
Reference: Report of Subsurface Exploration and
Geotechnical Engineering Evaluation
Proposed Dollar General Store
Grace Church Road US Highway 29
Salisbury, Rowan County, North Carolina
EAS Project No.: EAS 16-414
Mr. Crumley:
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The purpose of this report is to present the results of the subsurface exploration program and
geotechnical engineering analyses undertaken by Engineering and Surveying Professionals, Inc.
(EAS) in connection with the above referenced project in Salisbury, North Carolina. The attached
report presents our understanding of the project information provided to EAS, reviews our
exploration procedures, describes existing site and general subsurface conditions, and presents
our evaluations, conclusions, and recommendations.
We have enjoyed working with you on this project, and we are prepared to assist you with the
recommended quality assurance monitoring and testing services during construction. Please do
not hesitate to contact us if you have any questions regarding this report or if we may be of
further service.
d
Respectfully Submitted,
EAS PROFESSIONALS, INC.
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Westley C. Godfrey, EIT
Project Engineer
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Douglaslas R. Dunko, PE // �Wi��•'�•'G•MRE��PJi�♦
Senor Geotechnical Enginee(iAS";p`�
North Carolina PE License No. 031220
GEOTECHNICAL, ENVIRONMENTAL, CONSTRUCTION MATERIALS AND FORENSIC ENGINEERING
CONSTRUCTION MATERIALS TESTING I LA 90RATDRY TESTING I LAND SURVEYING I SPECIALTY SERVICES

-71
TABLE OF CONTENTS
1.
EXECUTIVE SUMMARY OUTLINE......................................................................................
1
1.1. Subsurface Conditions..........................................................................................................
1
1.2. Site Preparation....................................................................................................................
1
1.3. Structural Fill........................................................................................................................
2
1.4. Foundations..........................................................................................................................
3
1.5. Floor Slabs............................................................................................................................
3
1.6. Site Seismic Classification.....................................................................................................
3
1.7. Pavements............................................................................................................................
3
2.
SCOPE OF SERVICES........................................................................................................ 4
3.
SITE AND PROJECT DESCRIPTION.....................................................................................
4
4.
SUBSURFACE EXPLORATION...........................................................................................
5
4.1. Regional Geology..................................................................................................................
6
4.2. Subsurface Conditions..........................................................................................................
6
4.2.1. Surficial/Organic Laden Soils (Topsoil)..........................................................................
7
4.2.2. Residual Soils.................................................................................................................
7
4.2.3. Ground Water................................................................................................................
8
5.
ENGINEERING EVALUATION AND RECOMMENDATIONS..................................................9
5.1. Site Preparation Recommendations..................................................................................
10
5.2. Structural Fill Materials, Compaction and Placement.......................................................
11
5.2.1. Structural Fill Placement..............................................................................................
12
5.2.2. Compaction Requirements for Structural Fill...............................................................
12
5.3. Foundations........................................................................................................................
13
5.4. Floor Slabs..........................................................................................................................
14
5.5. Site Seismic Classification...................................................................................................
16
5.6. Pavement Recommendations............................................................................................
17
5.6.1. Assumed Traffic for Pavement Design.........................................................................
17
5.6.2. Pavement Subgrode Conditions and Preparation.......................................................
17
5.6.3. Recommended Pavement Sections..............................................................................
18
5.6.4. General Asphalt and Concrete Pavement Guidelines ..................................................
20
5.7. Temporary Excavation Recommendations........................................................................
21
6.
CONSTRUCTION OBSERVATIONS AND TESTING.............................................................
21
7.
LIMITATIONS................................................................................................................23
Figures: Appendix: Subsurface Investigation
Site Vicinity Map Key to Soil Classification Chart
Boring Location Plan Unified Soil Classification System (USCS)
Standard Penetration Test (SPT) Boring Logs
PROPOSED DOLLAR GENERAL STORE EAS PROJECT NO. 1 6-41 4
SALISBURY, NORTH CAROLINA MARCH 7, 20 17

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1. EXECUTIVE SUMMARY OUTLINE oo ��d Ads
The executive summary is provided solely for purpose of overvievl Y par�wh2 ' on this
Y
report must read the full report. The executive summary omits a n r of�etails, �n ne of
which could be critical to the proper application of this report.
1.1. SUBSURFACE CONDITIONS
• All of the soil test borings within the planned development area encountered residual
soils to the planned boring termination depths of approximately 10 to 20 feet below
existing site grades. The sampled soils generally consisted of medium to high plasticity
silty CLAY (CH/MH); silty CLAY (CL); and, clayey SILT (ML) soils. Standard Penetration
Resistance (SPT) N-values of the sampled soils ranged from 6 to 23 blows per foot (bpf)
with an average of approximately 12 bpf, which indicated generally stiff conditions of the
residual soils encountered at the soil test boring locations.
• Ground water was not encountered at any of the soil test boring locations during drilling
activities or prior to backfilling the boreholes upon completion of drilling. Based on these
observations and assumptions regarding site grading outlined in this report, shallow
ground water should not affect site grading or foundation and utility excavations.
However, if earthwork, foundation construction, or pavement construction are
performed during seasonally cold/wet times of the year or soon after periods of
significant precipitation, a transient perched ground water condition may occur within
the near surface clayey subgrade soils directly relating to rainfall, site grading, or other
factors.
1.2. SITE PREPARATION
• Initial site preparation will require significant clearing and grubbing of trees and
underbrush within the planned development area. All existing organic laden soils, trees,
vegetation, and surface soils containing organic matter or other deleterious materials
should be removed from within the proposed development area. The grading contractor
should take special care to avoid leaving any open excavations exposed to wet weather
and/or resulting runoff during site clearing and grubbing activities. Any existing utilities
(e.g., water lines or wells, sewer lines or septic tanks, etc.) encountered within the
proposed development should be properly abandoned and/or removed. Open pipes or
conduits, if any, left in -place adjacent to the construction area should be bulk headed and
grouted, as they might serve as conduits for subsurface erosion.
• Upon completion of site clearing activities, all areas to receive engineered fill,
foundations, slabs -on -grade and pavements should be proofrolled with a loaded tandem
axle dump truck, scraper, or other similar heavy construction equipment to confirm the
stability of the subgrade soils and detect the presence of any near surface soft or unstable
PROPOSED DOLLAR GENERAL STORE PAGE 1 EAS PROJECT NO. 1 C-414
SALISBURY, NORTH CAROLINA MARCH 7, 2017

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areas. EAS's geotechnical engineer or his representative should observe the
proofrolling operations.
• Based on the results of the soil test borings, we do not anticipate that widespread areas
of unstable subgrade will be encountered across the site. However, it should be noted
that wet weather conditions and/or substantial construction traffic during site clearing
and/or site grading could negatively impact the near surface fine-grained (clayey/silty)
subgrade soils within the planned development area. If proofrolling reveals unstable
conditions, the grading contractor should be prepared to re -work and/or undercut and
replace the existing subgrade to provide a stable subgrade for any structural fill,
foundations, building slab -on -grade or pavements, especially if site clearing and/or site
grading is performed during seasonally cold or wet weather conditions.
• The near surface silty CLAY (CH-MH and CL) soils are very moisture sensitive and can
quickly deteriorate and become unstable during normal construction traffic and
activities when wet. During earthwork and construction activities, surface water runoff
should be drained away from the construction areas to prevent water from ponding on
or saturating the soils within excavations or on subgrades.
1.3. STRUCTURAL FILL
• A topographic site plan was not available; however, based on the observed site grades,
we anticipate that minimal grading will be required to slightly raise/level existing site
grades to achieve finish subgrade elevations for the planned building and pavement
areas. Any required structural fill will likely be derived from excavation of the planned
storm water management area or imported from an off -site source.
• The encountered silty CLAY (CH/MH), CLAY (CL) and SILT (ML) soils are marginally
suitable for use as structural fill and will require a high degree of quality control during
placement. The grading contractor should be prepared to moisture condition structural
fill soils prior to placement, especially during prolonged wet and/or dry weather periods.
It is important to note that if water is needed to moisture condition (wet) the site clayey
soils, it will typically take 12 to 24 hours for the clays to hydrate the added water and be
workable with uniform moisture content for compaction.
• EAS recommends performing standard Proctor (ASTM D698) and Atterberg Limits (ASTM
D4318) testing on samples of soils planned for use as structural fill. In general, soils having
a PI (plasticity index) greater than 30 (PI less than 15 is preferred) and standard Proctor
test results that yield maximum dry densities below 90 pounds per cubic foot (pcf) are
not recommended as structural fill. Generally, structural fill should consist of non -
expansive soils having a maximum dry density of 95 pcf, and be free of organic and other
deleterious materials. Structural fill should be placed in accordance with structural fill
recommendations to the planned finish subgrade bearing elevations.
PROPOSED DOLLAR GENERAL STORE PAGE 2 EAS PROJECT NO. 15-414
SALISBURY, NORTH CAROLINA MARCH 7, 2017

1.4. FOUNDATIONS
• Foundations bearing on approved residual soils or properly compacted structural fill can
be designed for a 2,500 psf maximum net allowable soil bearing pressure. Actual
foundation sizes, depths and steel reinforcement should be determined by the project
structural engineer based on actual design loads, building code requirements and other
structural considerations.
1.5. FLOOR SLABS
• Ground floor slabs may be designed as a free-floating slab -on -grade supported by at least
4 inches of properly compacted ABC stone (aggregate base course) overlying an approved
residual subgrade or properly compacted structural fill soils placed in accordance with
structural fill and site preparation recommendations within this report.
1.6. SITE SEISMIC CLASSIFICATION
• Based upon the subsurface conditions encountered at the soil test borings and in
accordance with Section 1613.5.2 of the 2009 IBC, the subject site currently meets the
conditions for a Site Classification D, for sites with a "stiff soil" profile, where 15 bpf <the
average N-value < 50 bpf within the upper 100 feet.
• Based on the design spectral response accelerations and the structure's seismic use group
(assumed as Use Group II), the site is assigned a Seismic Design Category B for SDs and a
Seismic Design Category C for SD>. Utilizing the most severe of these design categories,
the site is assigned a Seismic Design Category C, in general accordance with the
procedures outlined in Chapter 16 of the 2009 IBC.
1.7. PAVEMENTS
• An assumed California Bearing Ratio (CBR) value of 3.0 for approved site soils or properly
compacted structural fill similar to the encountered near surface CLAY (CL) soils sampled
at the soil test boring locations was used to analyze the pavement sections. EAS
recommends that CBR testing is performed as part of a formal pavement design for
flexible pavements to confirm that adequate bearing of the planned pavement
subgrade soils is available. The recommended flexible (asphalt) and rigid (concrete)
pavements are shown in Section 5.6.3. of this report.
• If this phase of the project is being performed during seasonally cold/wet weather, a
stabilization geosynthetic and an approximate 6 to 9-inch thick layer of ABC may be
required to protect the moisture sensitive subgrade and allow for construction
equipment. This stone may be considered part of the recommended pavement section if
it is maintained in a structurally sound, clean condition.
PROPOSED DOLLAR GENERAL STORE PAGE 3 EAS PROJECT NO. 16-414
SALISeURY, NORTH CAROLINA MARCH 7, 2077

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2. SCOPE OF SERVICES
The purposes of our involvement on this project were as follows: 1) provide general descriptions
of the subsurface conditions encountered at the project site, 2) provide shallow foundation and
pavement design recommendations, and 3) comment on geotechnical aspects of the proposed
construction. In order to accomplish the above objectives, we undertook the following scope of
services:
1. Visited the site to observe existing surface conditions and to field locate the soil test
boring locations.
2. Coordinated limited site clearing activities to provide access for the subsurface
investigation.
3. Coordinated utility clearance with applicable utility services.
4. Reviewed readily available geologic and subsurface information relative to the project
site.
5. Executed a subsurface exploration consisting of seven soil test borings with split -spoon
testing (SPT): four borings within the proposed building footprint (B-1 through B-4) and
three borings within planned pavement areas (P-1 through P-3). The borings were drilled
to the boring termination depths of approximately 10 feet to 20 feet below existing site
grades.
6. Evaluated the findings of the soil test borings relative to general subsurface
characterization, foundation and pavement support, and other geotechnical aspects of
the project.
7. Prepared this written report summarizing our services for the project, and providing
descriptions of the subsurface conditions encountered, foundation and pavement design
recommendations, as well as geotechnical considerations for construction. Copies of the
boring logs are provided in the Appendix of this report.
3. SITE AND PROJECT DESCRIPTION
We understand that Teramore Development, LLC is considering construction of a new Dollar
General store on a 1.26-acre site located on the northeast side of Grace Church on the northwest
side of its intersection with US Highway 29 in Salisbury, Rowan County, North Carolina. A Site
Plan -Aerial by Kimley-Horn dated November 30, 2016, was provided to EAS for our use in
preparing this report. The proposed construction will consist of an approximate 9,100 square
foot (SF) building with associated paved parking and drive areas. The planned development
includes a storm water management area in the west portion of the site. Access to the planned
development will be via a new entrance from Grace Church Road in the south area of the site.
At the time of our subsurface investigation (drilling activities) the majority of the site consisted
of undeveloped moderate to heavily wooded land with moderate underbrush. A residence was
located in the west/northwest area of the site. Aerial and buried (marked by others) utilities
PROPOSED DOLLAR GENERAL STORE PAGE 4 EAS PROJECT NO. 16-414
SALIS6u RY, NORTH CAROLINA MARCH 7, 2017

EAS
PROFESSIONRLS
were observed within the right-of-way alignments of Grace Church Creek Road and US Highway
29. The topography of the site slopes slightly downward from northwest to the southeast, with
approximately 2 to 3 feet of elevation change across the planned development area.
We understand the project involves construction of a new single -story metal frame building with
a footprint of approximately 130 feet by 70 feet. Structural loads were not provided to us;
however, based upon our past experience, we have assumed that the building will likely require
shallow foundations with column and continuous wall footings that have loads of up to
approximately 30 kips and 1 kip per linear foot, respectively. Typically, heavy duty pavement will
be used within the planned drive areas with standard duty pavement utilized within the parking
areas. Our assumptions for traffic loading are outlined/discussed in the Assumed Traffic for
Pavement Design section of this report. A topographic site plan was not available; however,
based on the observed site grades, we anticipate that minimal grading will be required to slightly
raise/level existing site grades to achieve finish subgrade elevations for the planned building and
pavement areas. Any required structural fill will likely be derived from excavation of the planned
storm water management area or imported from an off -site source.
The information presented in this section was used in our evaluation for the planned
development. Estimated loads and corresponding foundation sizes have a direct effect on the
recommendations, including the type of foundation, the allowable bearing pressure, and
settlement due to foundation loads. In addition, estimated finish subgrade elevations and
assumed cut/fill grading quantities can have a direct effect on the provided recommendations.
If any of the noted/assumed information is incorrect or has changed, please inform EAS so that
we may amend the recommendations presented in this report, if necessary.
4. SUBSURFACE EXPLORATION
Seven (7) soil test borings with split -spoon testing (SPT) were drilled for this project to depths of
approximately 10 to 20 feet below existing site grades. The borings were located in the field
based on the provided site plan by an EAS representative by making tape measurements from
known site features. Given the method of determination, the boring locations should only be
considered approximate. The approximate test boring locations are indicated on the Boring
Location Plan (Figure No. 2) enclosed in this report.
The soil test borings were advanced using hollow stem augers for borehole stabilization.
Representative soil samples were obtained using a standard two-inch outside diameter (O.D.)
split barrel sampler in general compliance with ASTM Standards. The number of blows required
to drive the split barrel samplerthree consecutive 6-inch increments was recorded, and the blows
of the last two 6-inch increments were added to obtain the Standard Penetration Test (SPT) N-
values representing the penetration resistance of the soil. Standard Penetration Tests were
PROPOSED DOLLAR GENERAL STORE PAGE S EAS PROJECT NO, 1 6-41 4
SALISBURY, NORTH CAROLINA MARCH 7, 201 7

=EAS
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performed at frequent intervals to evaluate the consistency and general engineering properties
of the subsurface soils.
Representative portions of the soil samples obtained from each SPT interval were sealed in
containers, labeled, and transported to our laboratory for final classification by our geotechnical
staff. The soil samples were visually classified in general accordance with the Unified Soil
Classification System (USCS), using visual -manual identification procedures (ASTM Method D
2488). Copies of the Boring Logs are enclosed in the Appendix of this report.
4.1. REGIONAL GEOLOGY
The proposed development is located in Piedmont physiographic province in North Carolina.
Based on geologic maps provided by the United States Geologic Survey, the primary geologic
formation underlying the site is Metavolcanic Rock. Metavolcanic rock generally consists of
interbedded felsic to mafic tuffs and flowrock that have been subjected to high pressures and
temperatures, causing the rock to recrystallize. The Piedmont region is categorized by rolling
t hills and valleys and denudational terrain the result of physical weathering of previous
mountainous terrain. Drainage features tend to be dendritic in nature, resulting from differential
weathering of fractured rock sets due to faulting and resulting weakening of bedrock. In residual
soils the rock fabric is often present. No unusual geologic hazards are present in the Piedmont
physiographic region except the potential of unstable clay soils.
The boundary between soil and rock is not clearly defined. The transitional zone, termed as
"weathered rock", is normally found overlying the parent bedrock. Weathering is facilitated by
fractures, joints, and by the presence of less resistant rock types. Also, the rock structure governs
groundwater movement and may affect rock weathering more than mineral dissolution kinetics.
In some areas, weathering has resulted in a structureless soil termed residuum or "residual soil".
In general, a gradual downward lithological and textural change from residuum to weathered
rock and from weathered rock to bedrock exists.
The depth of the soil profile is continually altered over geologic time by gradual weathering at
the soil/rock interface, and more rapidly by erosion of surficial soils. As discussed above,
weathering is facilitated by fractures, joints, and by the presence of less resistant rock types and
weathering of the parent rock is generally more rapid near fracture zones. Consequently, the
profile of the weathered rock and hard rock may be highly irregular and erratic, even over short
horizontal distances. Lenses and boulders of hard rock and zones of weathered rock are often
encountered within the soil mantle, well above the general bedrock level.
4.2. SUBSURFACE CONDITIONS
This section of the report provides a general discussion of the subsurface conditions encountered
within areas of proposed construction at the project site. The subsurface conditions discussed in
the following paragraphs and those shown on the boring logs represent an estimate of the
PROPOSED DOLLAR GENERAL STORE PAGE 6 EAS PROJECT NO. 16-414
SALISBURY, NORTH CAROLINA MARCH 7, 20 1 7

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PRDFESSIONfiLS
subsurface conditions based on interpretation of the boring data using normally accepted
geotechnical engineering judgments. The transitions between different soil strata are usually
less distinct than those shown on the boring logs. Although individual test borings are
representative of the subsurface conditions at the boring locations on the dates shown, they are
not necessarily indicative of subsurface conditions at other locations or at other times.
The soil test borings were performed within cleared areas across the planned development area.
The soil test borings encountered residual soils below the surficial soil layer. The materials
encountered in our soil test borings are generally discussed in the following paragraphs. The
following discussion of the subsurface conditions has been simplified for ease of report
interpretation. More detailed descriptions of the subsurface conditions at the individual boring
locations are presented on the Boring Logs in the Appendix of this report
4.2.1. SURFICIAL/ORGANIC LADEN SOILS (TOPSOIL)
Surficial soils typically contain root mat and/or other fibrous organic matter and are generally
unsuitable for engineering purposes. Site clearing of trees and underbrush was required in order
to access all of the soil test boring locations. Surficial soils containing significant root and organic
content were observed to depths of approximately 2 to 3 inches at all of the soil test boring
locations within the cleared areas. Actual surficial soil depths may vary in unexplored areas of
the site. It should be noted that the surficial/organic laden soil depth in the open areas between
medium to large diameter trees and areas of heavily overgrown brush could be much thicker
than those encountered at the soil test boring locations. For stripping estimates, we recommend
anticipating an average surficial soil depth of up to 4 to 6 inches in moderately wooded or open
areas and up to approximately 12 to 18 inches for root mats associated with the large diameter
trees.
4.2.2. RESIDUAL SOILS
Residual soils are formed by the weathering of the bedrock immediately beneath it. A residual
soil is formed 'in place', made up of rock particles weathered from the bedrock below, and it is
therefore chemically similar to that bedrock.
Residual soils were encountered below the existing surficial soil layer at all of the soil test boring
locations across the planned development area extending to the planned boring termination
depths of approximately 10 to 20 feet below existing site grades. The sampled soils generally
consisted of medium to high plasticity silty CLAY (CH/MH); silty CLAY (CL); and, clayey SILT (ML)
soils. Standard Penetration Resistance (SPIT) N-values of the sampled soils ranged from 6 to 23
blows per foot (bpf) with an average of approximately 12 bpf, which indicated generally stiff
conditions of the residual soils encountered at the soil test boring locations.
PROPOSED DOLLAR GENERAL STORE PAGE 7 EAS PROJECT NO. 1 6-41 4
SALISBURY, NORTH CAROLINA MARCH 7, 2131 7

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4.2.3. GROUND WATER
Groundwater was note ncountered at any of the soil test boring locations during drilling activities
or prior to backfilling the boreholes upon completion of drilling. We note that the elevation of
the ground water table is dependent upon seasonal factors, such as precipitation and
temperature. Therefore, the elevation of the ground water table may be different at other times
of the year and from the elevations presented in this report. Generally, the highest ground water
levels occur in late winter and early spring; and the lowest levels in late summer and early fall.
A natural ground water level was not measured in any of the soil test boring locations. However,
due to the presence of restrictive clayey soils that will inhibit vertical infiltration of rainwater, we
anticipate a perched ground water condition would more likely form within the clayey soils
encountered near the existing ground surface during the rainy season. A perched ground water
level will generally flow along the top or within the clayey soils laterally until it either baseflows
into depressional areas or flows downward to the true ground water level. Wet soil conditions
were observed at sampling intervals of 8.5 feet and 13.5 feet within the 20-foot borings (B-1, B-
2, B-3 and B-4) in the SILT (ML) soil layers below the encountered CLAY (CH-MH and CL) soils.
Based on historical data, the rainy (wet) season in western North Carolina occurs in winter and
early spring (typically November to April). In order to estimate the seasonal high water level at
the boring locations, many factors are examined, including the following:
• Measured ground water level
• Drainage characteristics of existing soil types
• Current and historical rainfall data
• Natural relief points (i.e. lakes, rivers, streams, wetlands, etc.)
• On -site types of vegetation
• Review of available data (soil surveys, USGS maps, etc.)
• Redoximorphic features of sampled soils (mottling, stripping, etc.)
Based on the conditions encountered at the soil test boring locations, the factors listed above,
and assumptions regarding site grading outlined in this report, shallow ground water should not
affect site grading or foundation and utility excavations. However, if earthwork, foundation
construction, or pavement construction are performed during seasonally cold/wet times of the
year or soon after periods of significant precipitation, a transient perched ground water condition
may occur within the near surface clayey subgrade soils directly relating to rainfall, site grading,
or other factors. The near surface clayey soils may become saturated (pump) and require
undercutting and/or remediation measures to provide a stable subgrade for structural fill,
building and pavement loads if site grading, building or pavement construction are performed
during seasonally wet times of the year. Typical remediation measures include: discing and
aerating the soil during dry weather; mixing the soil with drier materials; removing and replacing
the soil with an approved fill material; or mixing the soil with an approved lime or cement
PROPOSED DOLLAR GENERAL STORE PAGE 6 EAS PROJECT NO. 15-414
SALISBURY, NORTH CAROLINA MARCH 7, 201 7

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product. EAS should be consulted prior to implementing remedial measures to observe the
unstable subgrade conditions and provide appropriate recommendations.
EAS recommends that that positive surface drainage be established and maintained during
construction to prevent the accumulation of water in construction areas. We further recommend
permanent measures be constructed to maintain positive drainage throughout the life of the
project. EAS recommends that the grading, drainage and foundation designs account for
potential perched water conditions within the near surface clay subgrade.
It should be noted that the estimated seasonal high water levels (or potential perched water
condition) do not provide any assurance that ground water levels will not exceed these estimated
levels during any given year in the future. Should the impediments to surface water drainage be
present, or should rainfall intensity and duration, or total rainfall quantities, exceed the normally
anticipated rainfall quantities, ground water levels might exceed our seasonal high estimates.
Furthermore, it should be understood that changes in the surface hydrology and subsurface
drainage from on -site and/or off -site improvements could have significant effects on the normal
and seasonal high ground water levels.
5. ENGINEERING EVALUATION AND RECOMMENDATIONS
The following evaluations and recommendations contained in this section of the report are based
on the results of the soil test borings, site observations, interpretation of the field data obtained
during this exploration, and information provided regarding theproposed development.
Provided our recommendations are strictly followed throughout the design and construction
phases of this project the project site is suitable for the proposed construction.
Soil penetration data have been used to estimate an allowable bearing pressure range and
settlement using established correlations. Subsurface conditions in unexplored locations may
vary from those encountered. If structure locations, loadings, or elevations are changed, we
request that we be advised so that we may re-evaluate our recommendations.
Determination of an appropriate foundation system for a given structure is dependent on the
proposed structural loads, soil conditions, and construction constraints such as proximity to other
structures. The subsurface exploration aids the geotechnical engineer in determining the soil
stratum appropriate for structural support. This determination includes considerations with
regard to both allowable bearing capacity and compressibility of the soil strata. In addition, since
the method of construction greatly affects the soils intended for structural support, consideration
must be given to the implementation of suitable methods of site preparation, soil compaction,
and other aspects of construction.
PROPOSED DOLLAR GENERAL STORE PAGE 9 EAS PROJECT NO. 1 6-41 4
SALISBURY, NORTH CAROLINA MARCH 7, 2017

=EAS
® PROFESSIONRLS
5.1. SITE PREPARATION RECOMMENDATIONS
Initial site preparation will require significant clearing and grubbing of trees and underbrush
within the planned development area. All existing organic laden soils, trees, vegetation, and
surface soils containing organic matter or other deleterious materials should be removed from
within the proposed development area. The grading contractor should take special care to
avoid leaving any open excavations exposed to wet weather and/or resulting runoff during site
clearing and grubbing activities. Although not anticipated, any existing utilities (e.g., water lines
or wells, sewer lines or septic tanks, etc.) encountered within the proposed development area
should be abandoned and/or removed. All excavations resulting from the removal of tree stumps
or utilities should be backfilled with controlled structural fill placed in accordance with the
recommendations presented in subsequent sections of this report. All structural fill should be
placed under the full-time control and supervision of EAS's geotechnical engineer or engineering
technician working under the direction of our geotechnical engineer. Open pipes or conduits, if
any, left in -place adjacent to the construction area should be bulkheaded and grouted as they
might serve as conduits for subsurface erosion. During the clearing and stripping operations,
positive surface drainage should be maintained to prevent the accumulation of water in
construction areas. It should be noted that wet weather conditions and/or substantial
construction traffic during site clearing activities could negatively impact the near surface clayey
subgrade soils within the planned development area, especially if these activities are performed
during seasonally cold or wet weather conditions.
Upon completion of site clearing activities, all areas to receive engineered fill, foundations and/or
pavements should be proofrolled with a loaded tandem axle dump truck, scraper, or other similar
heavy construction equipment to confirm the stability of the subgrade soils and detect the
presence of any near surface soft or unstable areas. EAS's geotechnical engineer or his
representative should observe the proofrolling operations. Proofrolling should be performed
during a time of good weather and not while the site is wet, frozen, or severely desiccated. The
proofrolling observation is a good opportunity for the geotechnical engineer to locate
inconsistencies intermediate of our boring locations in the existing subgrade.
Based on the results of the soil test borings, we do not anticipate widespread areas of unstable
subgrade will be encountered across the site. However, it should be noted that wet weather
conditions and/or substantial construction traffic during site clearing and/or site grading, could
negatively impact the near surface fine-grained (clay and silt) subgrade soils within the planned
development area, especially if clearing or site grading is performed during seasonally cold or
wet weather conditions. If proofrolling reveals unstable conditions, the method of repair should
be as directed by EAS's project geotechnical engineer, but will likely consist of undercutting the
unsuitable soils and replacement with adequately compacted structural fill. The grading
contractor should be prepared to re -work and/or undercut and replace the existing subgrade to
provide a stable subgrade for structural fill, foundations, building slab -on -grade or pavements if
PROPOSED DOLLAR GENERAL STORE PAGE 10 EAS PROJECT NO. 16-414
SALISBLIRY, NORTH CAROLINA MARCH 7, 2017

especially where minimal structural fill is required to achieve finish subgrade elevations. A
stabilization geotextile or geogrid and/or select materials may be required in areas that continue
to deflect excessively to stabilize subgrades within the building and/or pavement areas,
especially if site grading is performed during seasonally cold/wet weather conditions.
The near surface CLAY (CH-MH and CL) soils are very moisture sensitive and can quickly
deteriorate and become unstable during normal construction traffic and activities when wet.
During earthwork and construction activities, surface water runoff should be drained away from
the construction areas to prevent water from ponding on or saturating the soils within
excavations or on subgrades. However, if the subgrade should become desiccated, the affected
soils should be removed and replaced or the materials should be scarified, moisture conditioned
(wetted) and re -compacted prior to placement of additional structural fill, slabs, or pavements,
etc. It is imperative to maintain the specified moisture levels in the clay soils prior to placement.
Earthwork construction during seasonally wet times of the year (typically November to April)
may result in unstable subgrade conditions, difficulties in properly placing and compacting the
on -site soils and possible undercutting in excess than would otherwise be expected. The
presence of EAS's geotechnical engineer during site preparation activities will aid in eliminating
any unnecessary undercutting of otherwise suitable soils.
5.2. STRUCTURAL FILL MATERIALS, COMPACTION AND PLACEMENT
A topographic site plan was not available; however, based on the observed site grades, we
anticipate that minimal grading will be required to slightly raise/level existing.site grades to
achieve finish subgrade elevations for the planned building and pavement areas. Any required
structural fill will likely be derived from excavation of the planned storm water management area
or imported from an off -site source.
The encountered silty CLAY (CH/MH), CLAY (CL) and SILT (ML) soils are marginally suitable for
use as structural fill and will require a high degree of quality control during placement. The
grading contractor should be prepared to moisture condition structural fill soils prior to
placement, especially during prolonged wet and/or dry weather periods. It is important to note
that if water is needed to moisture condition (wet) the site clayey soils, it will typically take 12 to
24 hours for the clays to hydrate the added water and be workable with uniform moisture
content for compaction.
EAS recommends performing standard Proctor (ASTM D698) and Atterberg Limits (ASTM D4318)
testing on samples of soils planned for use as structural fill. In general, soils having a PI (plasticity
index) greater than 30 (PI less than 15 is preferred) and standard Proctor test results that yield
maximum dry densities below 90 pcf are not recommended as structural fill. Typically, structural
fill should consist of non -expansive soils having a maximum dry density of 95 pcf, and be free of
organic and other deleterious materials. We recommend that our geotechnical engineer or his
representative help identify the best -suited engineering fill soils.
PROPOSED DOLLAR GENERAL STORE PAGE 1 1 EAS PROJECT NO. 1 6-41 4
SALISBURY, NORTH CAROLINA MARCH 7, 2D 17

EA5
PROFESSIONRLS
5.2.1. STRUCTURAL FILL PLACEMENT
EAS recommends that earthwork operations be performed during the seasonally drier months
(typically May to October) when weather conditions are more conducive to soil moisture
conditioning (e.g. wetting) and achieving proper compaction of structural fill. It should also be
noted that any excavated soils that are intended to be used as structural fill may be wet of
optimum conditions, which will also require adequate drying time prior to use as structural fill.
If earthwork is performed during the seasonally wet months, it may be more difficult to
properly compact structural fill and additional subgrade undercutting and repair will likely be
required.
We recommend that the contractor have equipment on site during earthwork for both drying
and wetting of fill soils. Moisture control may be difficult during winter months or extended
periods of rain. As previously discussed, EAS recommends that earthwork operations be
performed during the seasonally drier months (typically May to October) when weather
conditions are more conducive to soil moisture conditioning (e.g. drying) and achieving proper
compaction of structural fill. During fill operations, positive surface drainage should be
maintained to prevent the accumulation of water. Attempts to work the soils when wet can be
expected to result in deterioration of otherwise suitable soil conditions or of previously placed
and properly compacted fill. Where construction traffic or weather has disturbed the subgrade,
the upper 8 inches of soils intended for structural support should be scarified and re -compacted.
5.2.2. COMPACTION REQUIREMENTS FOR STRUCTURAL FILL
Structural fill should be adequately keyed into existing subgrade soils that have been stripped
and scarified, exposing acceptable subgrade soils. All structural earth fill should be placed in
loose lifts not exceeding 8 inches and be compacted to at least 95 percent of the standard Proctor
maximum dry density as determined by ASTM D698. The top 18 inches of fill below the building
slabs and pavements in load bearing areas should be compacted to 100 percent of the standard
Proctor value. EAS recommends that all structural fill material be compacted at a moisture
content±3 percent of the soil's optimum moisture content (as determined byASTM Test Method
D698). Any clay fills and scarified clay subgrades which receive fill should be compacted at a
moisture content of at least 2 percent over the soil's optimum moisture content (as determined
by ASTM Test Method D-698). It is imperative to maintain the specified moisture levels in the
CLAY (CH/MH and CL) soils prior to placement. As previously mentioned, it is important to note
that if water is needed to moisture condition (wet) the site clayey soils, it takes 12 to 24 hours
for clays to hydrate the added water and be workable with uniform moisture content for
compaction. Placing and compacting the clayey soils at moisture contents above the optimum
moisture content is intended to reduce the potential for post construction heave of the
compacted clay material. Aggregate base course (underlying the building floor slab) should be
compacted to least 98 percent of the material's maximum dry density as determined by ASTM
Test Method D1557. All structural fill should be placed under the full-time control and
PROPOSED DOLLAR GENERAL STORE PAGE 12 EAS PROJECT NO. 1 5-414
SAL155URY, NORTH CAROLINA MARCH 7, 201 7

OsmEFIS
.'EMIW
supervision of EAS's geotechnical engineer or engineering technician working under the direction
of our geotechnical engineer. The placement and compaction of all fill material should be tested
frequently in order to confirm that the recommended degree of compaction is obtained.
Recommended compaction criteria:
StanclardlProctor
.. -.
D•
Density,
Location.
ASTM D.
Frequency
AASHTO
• :•
Structures and Walkways
95
92
15,000 sf with max
spacing of 150 feet
Retaining Walls
95
92
1,000 sf with max
spacing of 100 feet
100 If on both sides of
Trenches
95
92
pipe and a min of one
per reach of trench
Structure (each
Storm Drainage Manholes, Catch
95
92
successive test shall
Basins and Storm Inlets
be 90 deg. from
previous)
Lawn or Unimproved Areas
92
90
20,000 sf with max
spacing of 200 feet
Building and Pavement
sfwithmax
Subgrades
100
95
spacing
s
spacing of 100 feet
(Top 18 inches)
Building and Pavement
sf with max
Subgrades
95
92
,000
spacing
spacing of 150 feet
(Below Top 18 inches)
Out -Parcels
95
92
20,000 sf with max
(Below Top 18 inches)
spacing of 200 feet
5.3. FOUNDATIONS
The proposed Dollar General building can be supported on conventional shallow spread
foundations bearing on approved stiff or better residual soils or properly compacted structural
fill placed in accordance with structural fill recommendations in this report. Spread foundations
constructed in accordance with the recommendations presented in this report can be
proportioned for a maximum net allowable soil bearing pressure of 2,500 psf. All exterior
foundations should bear at least 18 inches below the adjacent finished grade for bearing capacity
and frost protection considerations (actual frost embedment depth should be verified by local
building officials). Interior foundations should bear at a nominal depth of at least 1-foot. Wall
and column foundations should have minimum widths of 24 and 30 inches, respectively. The
PROPOSED DOLLAR GENERAL STORE PAGE 13 EAS PROJECT NO. 16-414
SALISBu RYA NORTH CAROLINA MARCH 7, 2017

HERS
PROFESSIONRLS
project structural engineer should determine final foundation sizes and minimum foundation
excavation depths based on the actual design loads; building code requirements and other
structural considerations.
We recommend that EAS's geotechnical engineer or his representative evaluate the foundation
excavations and bearing grades prior to installation of reinforcing steel or concrete to assess
whether the actual bearing conditions are compatible with the conditions anticipated during the
preparation of this report. The foundation bearing soils are anticipated to be residual soils
suitable to support the recommended bearing pressure. Soft zones of soils could be encountered
during construction below the foundation bearing level that may require selective undercutting
to repair these areas. The actual need for, and extent of, undercutting should be based on field
observations and testing performed by the geotechnical engineer at the time of construction.
The field-testing will consist of performing shallow hand auger borings and Dynamic Cone
Penetrometer (DCP) testing of the bearing grade soils in selected areas. If soft, loose or otherwise
unsuitable soils are encountered at the foundation bearing level, undercutting and repair of
foundation subgrades will likely be recommended.
Exposure to the environment may weaken the soils at the foundation bearing level if excavations
remain open for long periods of time. The foundation -bearing surface should be level or suitably
benched and free of loose soil, ponded water and debris. If the bearing soils are softened by
surface water intrusion or exposure, the softened soils must be removed from the foundation
excavation immediately prior to placement of concrete. Foundation excavations. must be
maintained in a drained/de-watered condition throughout the foundation construction process.
If the foundation excavations must remain open overnight, or if rainfall becomes imminent while
the bearing soils are exposed, we recommend that a 2 to 4-inch thick "mud mat" of lean concrete
(1,500 psi) be placed on the exposed subgrade or additional undercutting/mucking of soft,
saturated subgrade soils may be required prior to placement of the reinforcing steel and/or
foundation concrete. In addition, EAS stresses the need for positive perimeter surface drainage
around the building area to direct all runoff water away from the building and foundations.
5.4. FLOOR SLABS
Ground floor slabs may be designed as a free-floating slab -on -grade supported by at least 4
inches of properly compacted ABC stone (aggregate base course) overlying an approved residual
subgrade or properly compacted structural fill placed in accordance with structural fill
recommendations within this report. A modulus of subgrade reaction (k) of 100 pounds per
cubic inch (pci) can be used for slab design for slabs placed on approved stiff/medium dense or
better existing subgrade soils or structural fill compacted to at least 98% of the soil's maximum
dry density as determined by ASTM test method D698 within the upper 18 inches of finish
subgrade elevation. Slab -on -grade support is contingent upon completion of site preparation
activities and properly placed structural fill as described in Sections 5.1 Site Preparation
PROPOSED DOLLAR GENERAL STORE PAGE 14 EAS PROJECT No. 16-474
SALISBURY, NORTH CAROLINA MARCH 7. 2017

=EFIS
PROFESSIONRLS
Recommendations and 5.2 Structural Fill Materials, Compaction and Placement of this report.
Although not anticipated, some subgrade undercutting and/or in -place stabilization may be
necessary in soil -supported slab areas underlain by low -consistency soils. If this phase of the
project is performed during seasonally cold or wet weather conditions, the grading contractor
should be prepared to remove the upper 6 to 12 inches of unsuitable soils and replace them
properly compacted structural fill or stabilization geotextiles and/or select materials to provide
suitable bearing for the planned concrete floor slabs. If the subgrade should become desiccated,
the affected soils should be removed and replaced or the materials should be scarified, moisture
conditioned (wetted) and re -compacted prior to placement of additional fill, aggregate base
course, layer or building slab concrete. The floor slab should be supported on at least 4 inches
of ABC stone (aggregate base course) compacted to 98 percent of the material's modified
Proctor maximum dry density value to provide a uniform well -compacted material
immediately beneath the slab.
A minimum 10-mil thick vapor barrier should be used beneath ground floor slabs that will be
covered by tile, wood, carpet, impermeable floor coatings, and/or if other moisture -sensitive
equipment or materials will be in contact with the floor. However, the use of vapor retarders
may result in excessive curling of floor slabs during curing. We refer the floor slab designer to
ACI 302.1R-96, Sections 4.1.5 and 11.11, for further discussion on vapor retarders, curling, and
the means to minimize concrete shrinkage and curling.
After finishing operations have been completed, immediately after free water has evaporated,
and before jointing begins, the surface of the slab and any exposed edges should be uniformly
coated with a high -solids curing compound meeting ASTM C309 or C1315 (Type II) requirements.
The application rate should be at least that recommended by the manufacturer. A second
application at 90 degrees offset is recommended on windy days or whenever a single application
results in coverage that is not uniform. Other acceptable curing methods and materials can be
used and are described in more detail in ACI 30811-01, Section 2.4.2.3.
Proper jointing of the ground floor slab is of key importance to minimize cracking. Contraction
joints pre -determine the location of cracks caused by restrained shrinkage of the concrete and
by the effects of loads and warping or curling. The purpose of contraction joints is to create
planes of weakness that subsequently produce, and control the location of, cracks as the
concrete shrinks. ACI suggests that unreinforced, plain concrete slabs may be jointed at spacings
of 24 to 36 times the slab thickness, up to a maximum of 18 feet for standard concrete mixtures.
Saw -cutting of contraction joints should begin as soon as the concrete has hardened sufficiently
to avoid raveling of the coarse aggregate. The early -entry dry -cut process should be used so that
joints can be placed before development of tensile stresses that are great enough to initiate
cracking, thus increasing the probability of cracks forming at the joint. The time of cut is
immediately after initial set of the concrete in that joint location, which will typically vary from 1
hour after finishing in hot weather to 4 hours after finishing in cold weather. The sawing of any
PROPOSED DOLLAR GENERAL STORE PAGE 15 EAS PROJECT NO. 1 6-414
SALISBURY, NORTH CAROLINA MARCH 7, 2017

J sLYaY YWeCLqq .:ud��\
X*9m � Y PJ6JIJ.�Rd+
joint should be discontinued or omitted if a crack occurs at or near the joint location before or
during sawing. For additional jointing guidance, refer to "Concrete Intersections — A Guide for
Design and Construction" (American Concrete Pavement Association 2007).
Floor slab construction should incorporate isolation joints around any fixed objects including
columns, utility penetrations and along bearing walls, to allow for minor differential movement
of the slab without damage to the floor. Utility or other construction excavations in the prepared
floor slab subgrade should be backfilled in accordance with previously referenced structural fill
criteria to aid in providing uniform floor support. Controlled low -strength material (CLSM), a
mixture of granular and cementitious materials and water, is often recommended for use instead
of backfill.
5.5. SITE SEISMIC CLASSIFICATION
The following recommendations are based on Sections 1613.5 of the 2009 International Building
Code (IBC). Our scope of services did not include a seismic conditions survey to determine site -
specific shear wave velocity information. IBC 2009 provides a methodology for interpretation of
Standard Penetration Test resistance values (N-values) to determine a Site Class Definition.
However, this method requires an averaging of N values over the top 100 feet of the subsurface
profile. We note that the soil test borings for this project were assigned to depths of
approximately 10 to 20 feet below existing site grades in order to characterize soils within the
zone of influence for anticipated new foundation and pavement loads.
Based upon the subsurface conditions described herein, and in accordance with Section 1613.5.2
of the 2009 IBC, the subject site currently meets the conditions for a Site Classification D. The D
classification is assigned for sites with a "stiff soil" profile, where 15 bpf < the average N-value <
50 bpf within the upper 100 feet. Based on a site class D determination, the geographical site
location, and the mapped Maximum Considered Earthquake (MCE) ground motion for 0.2 and
1.0-second spectral response acceleration, we have estimated the following design spectral
response coefficients:
Adjusted MCE
Mapped MCE
Design Spectral
Period
(sec)
Spectral Response
Site Coefficients
Spectral Response
Response
Acceleration (g)
Acceleration (g)
Acceleration (g)
The Seismic Design Category for a structure is based on the structure's seismic use group and the
design spectral response acceleration, SDs and SDI, determined in accordance with Section
1613.5.4 and the most severe seismic design category in accordance with Table 1613.5.6(1) or
1613.5.6(2). Based on the above design spectral response accelerations and the structure's
PROPOSED DOLLAR GENERAL STORE PAGE 16 EAS PROJECT NO. 15-414
SALISBURY, NORTH CAROLINA MARCH 7, 21317

seismic use group (assumed as Use Group II), the site is assigned a Seismic Design Category B for
SDs and a Seismic Design Category C for 5D1. Utilizing the most severe of these design categories,
the site is assigned a Seismic Design Category C, in general accordance with the procedures
outlined in Chapter 16 of the 2009 IBC. The project architect and/or structural engineer should
verify the above information taking into account the appropriate Seismic Use Group and other
code specific requirements.
5.6. PAVEMENT RECOMMENDATIONS
We understand that heavy duty asphalt pavement will be used within the planned drive areas
with standard duty asphalt pavement utilized within the parking areas. We have also provided
concrete pavement sections for consideration in these areas. In designing the proposed new
standard and heavy duty pavements, the existing subgrade conditions must be considered
together with the expected traffic use and loading conditions. The conditions that influence
pavement design include vehicular traffic in terms of expected load and frequency for the design
life of the pavement; bearing values of the subgrade represented by California Bearing Ratio
values; groundwater conditions, expansive conditions, and the necessity for under drains; and,
availability of suitable materials to be used in construction of the pavement.
5.6.1. ASSUMED TRAFFIC FOR PAVEMENT DESIGN
For the purpose of evaluating the proposed flexible (asphalt) pavement section, EAS utilized the
AASHTO design method's Equivalent Single Axle Load (ESAL) method for determining a loading
profile. To accomplish this, EAS assumed traffic volumes similar to those used in similar facilities.
This includes daily traffic counts of approximately 300 cars and 3 light dual -wheel trucks and/or
heavy tractor -trailers or other similar heavy truck traffic (1% truck traffic) over a 20-year design
life. Should this traffic profile not fit the intended site utilization, please inform EAS so that we
may revise our pavement recommendations.
For the purpose of evaluating the proposed rigid (concrete) pavement section, EAS utilized the
PCA design methodology employed by the ACI 330R design procedure. When using the ACI
design procedure, the expected vehicle types to use the facility are categorized from A to D. The
assumed traffic type (light vehicles such as cars, SUV's, and light trucks) for the standard duty
pavement correspond to a traffic category of A, while the heavy vehicles using the heavy duty
section correspond to traffic Category C. Category C uses a minimum 100 applications per day,
while only 20 per day are expected (to correlate with the equivalent number of ESALs over a 20-
year design life). In order to design for the specific truck volumes, EAS used the actual software
(Streetpave) used to develop the ACI 330 design tables. This software is capable of using the
actual ADTT with axle load distribution for type of vehicles in each design category.
5.6.2. PAVEMENT SUBGRADE CONDITIONS AND PREPARATION
All pavement areas should be proofrolled and inspected as recommended within this report to
confirm the stability of the subgrade soils and detect the presence of any near surface soft or
PROPOSED DOLLAR GENERAL STORE PAGE 17 EAS PROJECT NO. 16-414
SALISBURY, NORTH CAROLINA MARCH 7, 20 1 7

E FIS
unstable areas. EAS's geotechnical engineer or his representative should observe the
proofrolling operations. Based on the results of the soil test borings, we do not anticipate that
widespread areas of unstable subgrade will be encountered across the site. However, it should
be noted that wet weather conditions and/or substantial construction traffic during site
clearing and/or site grading, could negatively impact the near surface fine-grained (clay and
silt) subgrade soils within the planned pavement areas. If proofrolling reveals unstable
conditions, the method of repair should be as directed by EAS's project geotechnical engineer,
but will likely consist of undercutting the unsuitable soils and replacement with adequately
compacted structural fill. If this phase of the project is performed during seasonally cold/wet
weather, a stabilization geogrid (Tensar TX140) and/or select materials may be required in areas
that continue to deflect excessively to stabilize subgrades within pavement areas, especially
where minimal structural fill is required to achieve finish subgrade elevations.
Structural fill for flexible and/or rigid pavements placed within pavement and drive areas should
be compacted to a minimum of 98 percent of the material's standard Proctor maximum dry
density as determined by ASTM Test Method D698 within the upper eighteen, inches below
planned finish subgrade elevations. The aggregate base course (ABC) beneath flexible or rigid
pavements should be compacted to least 98 percent of the material's modified Proctor maximum
dry density as determined by ASTM D1557. Density testing should be performed at a sufficient
frequency to verify that the fill has been compacted in accordance with the guidelines of this
report or project specification requirements. If this phase of the project is being performed
during seasonallycold/wet weather, a stabilization geosynthetic and an approximate 6 to 9-inch
thick layer of ABC may be required to protect the subgrade and allow for construction equipment.
This stone may be considered part of the recommended pavement section if it is maintained in a
structurally sound, clean condition.
5.6.3. RECOMMENDED PAVEMENT SECTIONS
An assumed California Bearing Ratio (CBR) value of 3.0 for approved site soils or properly
compacted structural fill similar to the encountered near surface silty CLAY (CH-MH and CL) soils
sampled at the soil test boring locations was used to analyze the pavement sections. EAS
recommends that CBR testing is performed as part of a formal pavement design for flexible
pavements to confirm that adequate bearing of the planned pavement subgrade soils is
available. If significantly higher laboratory CBR values are obtained it may be possible to reduce
the thicknesses of the currently recommended pavement sections. Based on the anticipated
subgrade soil conditions upon completion of site preparation activities, proper placement of any
structural fill, and any required subgrade stabilization, the recommended minimum values found
in the tables below for flexible (asphalt) and rigid (concrete) pavements may be used.
PROPOSED DOLLAR GENERAL STORE PAGE 19 EAS PROJECT No. 1 6-41 4
SALISSURY, NORTH CAROLINA MARCH 7, 2017

ER
E'�'�i�'�+�'"' PROFESSIONRLS
EAS RECOMMENDED MINIMUM FLEXIBLE (ASPHALT) PAVEMENT SECTIONS (1'�)
Material
Thickness!
Total
Pavement
r"=-;Traffic
Area
Aggregate
Asphalt
CourserAsphart
Course
Section
M'
Base
Course
Binder
uface
(inches)
(ABC)
(inches)
(inches)
nches)
.Standard
Duty';;
©©�
Heavy
Duty
(1) Recommendation based on EAS's engineers and/or technician being retained to provide the recommended laboratory testing and
observation and testing during construction.
(2) This design is based on an assumed CBR value of 3.0 for soils similar to the encountered near surface CLAY (CH-MH and CL) soils. A
laboratory CBR test may be performed prior to construction (Note: Test requires 5 to 7 days to perform) that may reduce
recommended pavement sections. EAS should be retained to perform on alternate pavement design if more suitable structural fill
soils are used.
EAS RECOMMENDED MINIMUM RIGID (CONCRETE) PAVEMENT SECTIONS (3, 4,5, 6, 7, B)
a
Material Thickness
$ Total Pavement
Trafffic,Areah� Aggregate Base Course I Portland Cement Concrete Section
(ABC) (inches) J (inches) (inches)
��Standard Dutye �
Heavy,Duty
(3) Recommendation based on EAS's engineers and/or technician being retained to provide the recommended laboratory testing and
observation and testing during construction.
(4) This design is based on an assumed CBR value of 3.0 for soils similar to the encountered near surface CLAY (CH-MH and CL) soils. A
laboratory CBR test may be performed prior to construction (Note: Test requires 5 to 7 days to perform) that may reduce
recommended pavement sections. EAS should be retained to perform an alternate pavement design if more suitable structural fill
soils are used.
(5) Recommendation based on EAS's engineers be retained to prepare a comprehensive concrete jointing plan and EAS's engineer
and/or engineering technician observation and testing during construction.
(6) Recommendation based on 4,000-psi (570 psi flexural strength) air -entrained Portland cement concrete with micro -fiber overlying
a properly prepared/approved soil subgrade. Ail non -curbed and/or confined outside pavement edges must be thickened 2 inches
to increase edge support. Jointed concrete panels that have a length to width ratio greater than 1.25 shall include crack control
reinforcement consisting of N4 rebor placed 24 inches on -center both directions at approximately 2 inches below the finished
concrete surface. The crack control reinforcement should not overlap into adjacent concrete panels.
(7) The first approximately 20 feet of the entrance pavements and concrete for the site dumpster approach and dumpster pad areas
should be a minimum of 8-inches thick.
(8) All construction and saw joints should be sealed to reduce the effects of erosion and to help extend the life of the pavements to
meet the design requirements. We recommend a Single -Component, SelfLeveling, Polyurethane Joint Seolontfor Concrete such as
Sika Corporation "Sikaflex ICSL" or Euclid Chemical "Eucolostic 1SL".
Although ACI 330 allows concrete pavement sections without a stone base, placement of 4 to
6 inches of compacted aggregate base may be required in order to confine/stabilize moisture
sensitive subgrade soils. We recommend that a detailed concrete jointing plan, construction
details and specifications be prepared for any/all planned concrete pavements. The jointing of
PROPOSED DOLLAR GENERAL STORE PAGE 19 EAS PROJECT NO. 16-414
SALISBu RYA NORTH CAROLINA MARCH 7, 2017

the concrete pavement should incorporate design guidelines in general accordance with ACI
330R. If EAS's engineers are not retained to prepare the comprehensive concrete jointing plan
and specifications, then we recommend that we are at least retained to review the final jointing
plan prior to construction. EAS recommends that rigid concrete pavement be used in loading
dock areas, dumpster and dumpster approach areas or any other area subjected to concentrated
truck loading.
5.6.4. GENERAL ASPHALT AND CONCRETE PAVEMENT GUIDELINES
In general, long-term pavement performance requires good drainage, performance of periodic
maintenance activities, and particular attention to subgrade preparation. Proper drainage may
be aided by grading the site such that surface water is directed away from pavements and by
construction of swales adjacent to the pavements. All pavements should be graded such that
surface water is directed towards the outer limits of the paved area or to catch basins located
such that surface water does not remain on the pavement. A minimum pavement grade of 2
percent is recommended. All pavements shall have a minimum 5 feet wide stable subgrade
shoulder (properly compacted structural fill) adjacent to any site slopes (including detention
ponds, ditches or swales).
Flexible asphalt pavements and bases should be constructed in accordance with the guidelines
of the latest applicable North Carolina Department of Transportation Specifications. Materials,
weather limitations, placement and compaction are specified under appropriate sections of
these publications. While the flexible pavement sections are designed utilizing a life of 20 years, .
routine maintenance, including seal -coating and re -surfacing, will be required due to normal
wear and tear of the asphalt surface if a 20-year pavement life is desired.
Rigid concrete pavement construction should be in accordance with applicable American
Concrete Institute (ACI) guidelines, in particular the latest version of ACI 330.1 in print at time of
construction. The jointing of the concrete pavement should incorporate design guidelines in
general accordance with ACI 330R. Recent pavement studies by the American Concrete
Pavement Association (ACPA) have indicated that jointed plain concrete pavements perform at
least as well as, and usually somewhat better than, jointed reinforced concrete pavements.
These studies also conclude that transverse joint spacing has a very significant effect on
pavement performance. Decreasing the longitudinal joint spacing to more equally -spaced
transverse and longitudinal joints and square sections has the following beneficial effects:
• Decreases thermal curl stress
• Decreases transverse cracking
• Decreases upward curling of slab at joint
• Decreases joint spalling
• Decreases seasonal and daily joint opening (which increases joint load transfer
effectiveness and reduces sealant extension)
PROPOSED DOLLAR GENERAL STORE PAGE 20 EAS PROJECT ND. 15-414
SALISBURY, NORTH CAROLINA MARCH 7, 201 7

5.7. TEMPORARY EXCAVATION RECOMMENDATIONS
Mass excavations and other excavations required for construction of this project must be
performed in accordance with the United States Department of Labor, Occupational Safety and
Health Administration (OSHA) guidelines (29 CFR 1926, Subpart P, Excavations) or other
applicable jurisdictional codes for permissible temporary side -slope ratios and/or shoring
requirements. The OSHA guidelines require daily inspections of excavations, adjacent areas and
protective systems by a "competent person" for evidence of situations that could result in cave-
ins, indications of failure of a protective system, or other hazardous conditions.
6. CONSTRUCTION OBSERVATIONS AND TESTING
We recommend that a review of plans and specifications, with regard to foundations and
earthwork, be completed by EAS Professionals, Inc. prior to construction bidding. Ourcontinued
involvement on the project will aid in the proper implementation of the recommendations
discussed herein.
As previously discussed, the Geotechnical Engineer of record should be retained to monitor
and test earthwork activities, and subgrade preparations and stabilization for foundations,
floor slabs, and pavements. It should be noted that the actual soil conditions at the various
subgrade levels and foundation bearing grades may vary across this site and thus the presence
of EAS's Geotechnical Engineer and/or his representative during construction will serve to
validate the subsurface conditions and recommendations presented in this report. EAS's
representative(s) should be on site on a full-time basis during placement, treatment and
compaction of all site structural (building and parking lot) fill materials. EAS's observations
should be supplemented with periodic compaction tests to establish substantial conformance
with these recommendations. Moisture content of the building pad (footings and slab subgrade)
should be tested immediately prior to concrete placement.
EAS should observe foundation excavations prior to placement of reinforcing steel or concrete
to verify the suitability of the foundation bearing soils below the foundation (concrete) bearing
elevation as recommended within this report. EAS should also observe placement of all
foundation, slab and or pavement concrete on a full-time basis.
The following is a list of Dollar General's minimum construction inspection requirements. The
site construction contractor is responsible to schedule EAS's representative/technical staff for
the testing and observation of ALL the following:
1. Pre -construction meeting (detail scheduling, review geotechnical data, plans and
specifications)
PROPOSED DOLLAR GENERAL STORE PAGE 21 EAS PROJECT No. 16-414
SALISBURY, NORTH CAROLINA MARCH 7, 2017

EIS
PROFESSIONRLS
2. Site work
a. Subgrade proofroll with a loaded tandem axle truck; undercut and replace unsuitable
material as required by EAS's Geotechnical representative.
b. Soil sample of proposed structural fill. The types of tests needed per sample are: Standard
Proctor (ASTM D698- maximum dry density) or Modified Proctor (ASTM D1557),
Atterberg Limits (soil classification) and Moisture Content (in -situ condition). The material
must meet the requirements for structural fill as specified in this geotechnical report and
will be verified on site by EAS's engineering technician.
c. Fill Density testing (full-time observation, documentation and testing): Nuclear Density
Testing of each lift of compacted fill: 8" maximum compacted lifts, 1 test per 5,000 SF in
building, 1test per 10,000 SF in paved areas, or a minimum of five tests per lift throughout
site. Determines percent compaction as compared to maximum dry density determined
per soil sample required.
d. Utility pipe backfill density testing (full-time observation, documentation and testing):
Nuclear Density Testing, a minimum of 1 test per structure, or 1 test per 100 lineal feet
per 8" lift. Test results should comply with recommendation of Geotechnical Report and
will be verified on site by EAS's engineering technician.
3. Foundation Inspection
Required inspections are: Reinforcing Steel Observation (Inspect for clean, dry footing
bottom; size and spacing of reinforcing steel; size and depth of footing; clearances from sides
and bottom of footing) and Dynamic Cone Penetrometer Testing of Foundation Sub -grade.
Test results should comply with recommendation of Geotechnical Report and will be verified
on site by EAS's engineering technician.
4. Concrete Testing
Compressive Strength Testing of Concrete (full-time observation, documentation and
testing): Number and frequency of tests are as follows: 1 Set of 4 Concrete Cylinders per 50
Placed Yards, Compression testing at (1) at 7 Days, (2) at 28 Days of Curing, and (1) Hold. A
minimum of 3 Sets per Project (footings, slab, dumpster pad). Test results will be verified by
testing lab/EAS and provided to Teramore Development, LLC.
5. Structural Steel Inspection
Observe all welds and bolted connections for compliance with AISC, AWS and/or metal
building project specifications. Welding tolerances are determined by requiring all welds and
bolted connection to adhere to AISC (American National Standards Institute/American
PROPOSED DOLLAR GENERAL STORE PAGE 22 EAS PROJECT NO. 1 6-41 4
SALISBURY, NORTH CAROLINA MARCH 7, 2017

PROFESSIONRLS
Institute of Steel Construction) and AWS (American Welding Society) Standards. Test results
should comply with recommendation of onsite structural engineering representative.
6. Floor Flatness Testing
Testing for floor flatness and floor level should reflect the following values: FF — 35, FL — 30.
Floor flatness can be no lower than 30, Floor Levelness no lower than 25 for any test set
grouping.
7. Asphalt Pavement Testing
a. Base course density testing and thickness measurements.
b. Full-time observation, documentation and testing during placement. Coring of Asphalt
Parking Lot for thickness testing. A minimum of three cores will be required spaced evenly
throughout parking area. Cores are measured for compliance with project paving profiles
recommended in Geotechnical Report and bulk specific gravity tests conducted for
density (minimum of 93% compaction based on design unit weight).
8. Concrete Pavement Testing
a. Base course density testing and thickness measurements.
b. Compressive Strength Testing of Concrete (full-time observation, documentation and
testing): Number and frequency of tests are as follows: 1 Set of 4 Concrete Cylinders per
50 Placed Yards, Compression testing at (1) at 7'Days, (2) at 28 Days of Curing, and (1)
Hold. Minimum 3 Sets Per Project (foundations, slab, and dumpster pad). Test results will
be verified by a testing lab/EAS and provided to Teramore Development, LLC.
c. A detailed concrete jointing plan shall be prepared for any/all planned concrete
pavements. The Jointing of the concrete pavement should incorporate design guidelines
in general accordance with ACI 330R. If EAS's engineers are not retained to prepare the
concrete jointing plan, then we recommend that EAS is retained to review the final plan
prior to construction.
7. LIMITATIONS
This report has been prepared for the exclusive use of Teramore Development, LLC for specific
application to the referenced property in accordance with generally accepted soil and foundation
engineering practices. No other warranty, express or implied, is made. Our conclusions and
recommendations are based on design information furnished to us; the data obtained from the
previously described subsurface exploration program, and generally accepted geotechnical
engineering practice. The conclusions and recommendations do not reflect variations in
subsurface conditions which could exist intermediate of the boring locations or in unexplored
areas of the site. Should such variations become apparent during construction, it will be
PROPOSED DOLLAR GENERAL STORE PAGE 23 EAS PROJECT NO. 16-414
SALIs Bu Rye NORTH CAROLINA MARCH 7, 2017

=EAS
® PROFESSIONRLS
necessary to re-evaluate our conclusions and recommendations based upon on -site observations
of the conditions.
Regardless of the thoroughness of a subsurface exploration, there is the possibility that
conditions between borings will differ from those at the boring locations, that conditions are not
as anticipated by the designers, or that the construction process has altered the soil conditions.
Therefore, experienced geotechnical engineers should evaluate earthwork, pavement, and
foundation construction to verify that the conditions anticipated in design actually exist.
Otherwise, we assume no responsibility for construction compliance with the design concepts,
specifications, or recommendations.
In the event that changes are made in the design or location of the proposed structure, the
recommendations presented in the report shall not be considered valid unless the changes are
reviewed by our firm and conclusions of this report modified and/or verified in writing. Prior to
final design, EAS should be afforded the opportunity to review the site grading and layout plans
to determine if additional or modified recommendations are necessary. If this report is copied
or transmitted to a third party, it must be copied or transmitted in its entirety, including text,
attachments, and enclosures. Interpretations based on only a part of this report may not be
valid.
PROPOSED DOLLAR GENERAL STORE PAGE 24 EAS PROJECT NO. 16-414
SALISBURY, NORTH CAROLINA MARCH 7, 201 7

=EFIS
FIGURES
Site Vicinity Plan
Boring Location Plan
PROPOSED DOLLAR GENERAL STORE
SALISSURY, NORTH CAROLINA
EAS PROJECT NO. 15-414
MARCH 7, 20 1 7

U I L 9
1p
"4A 4
Z_J
cl

-411
or
ju
LEGEND
�• APPROXIMATE BORING • f • s_

APPENDIX
SUBSURFACE INVESTIGATION
Key to Soil Classification Chart
Unified Soil Classification System (USCS)
Standard Penetration Test (SPT) Boring Logs
PROPOSED DOLLAR GENERAL STORE EAS PROJECT NO. 15-414
SALIS8u RY, NORTH CAROLINA MARCH 7, 2017

E A S1 53 BROZ N I SUITE C
GREENVILLELEr SO 2961 $
PHONE [phone]B
- PROFESS=ONRLS F.. IS64) 234-7369
KEY TO BORING LOG SOIL CLASSIFICATIONS
SOIL IDENTIFICATION
Identification of soil type is made on the basis of an estimate of particle size for predominantly
coarse -grained soils and on the basis of cohesiveness (plasticity) for predominantly fine-grained
soils. When a soil sample consists of two or more soil types, the percentages of the types are
estimated by weight and indicated by descriptive terminology.
Soil Type
Particle Size
Boulder
> 12 in
Cobble
3 —12 in
Gravel — Coarse
3/4-3in
Gravel — Fine
#4 — 3/4 in
Sand — Coarse
#10 — #4
Sand —Medium
#40—#10
Sand — Fine
#200 — #40
Silt (Non -Cohesive)
<#200
Clay (Cohesive)
< #200
Soil Component
Descriptive
Term
Percentage
Major
Capital Letters
> 50%
Secondary
Adjective
20-50%
Others
Some
20-35%
Little
10 — 20%
Trace
0 —10%
(1) Particle Size is designated by US Standard Sieve Sizes.
(2) Atterberg Limit determinations are often used to classify fine-grained soils (silts and clays).
RELATIVE DENSITY OR CONSISTENCY
The standard penetration resistance values (N-values) are used to describe the relative density
of coarse -grained soils or the consistency of fine-grained soils.
Relative Density
Term
N-Value
Very Loose
0-4
Loose
5 — 10
Medium Dense
11-30
Dense
31— 50
Very Dense
> 50
Consistency
Term
N-Value
Very Soft
0-1
Soft
2-4
Medium Stiff
5-8
Stiff .
9 —15
Very Stiff
1 16 — 30
Hard
I > 30
(3) The N-value is the number of blows of a 140 lb. hammer freely failing 30 inches required to drive a standard split spoon sampler
(1.0 in O.D., 1 318 in I.D.)12 inches into the soil after properly seating the sampler into undisturbed soils.
(4) Large gravel size particles are often not recovered by the standard split -spoon sampler and therefore the true percentage of
gravel is not accurately estimated.
(5) When encountered, large gravel size particles often increase the N-value of the standard penetration test.
GEOTECHNICAL, ENVIRONMENTAL, CONSTRUCTION MATERIALS AND FORENSIC ENGINEERING
CONSTRUCTION MATERIALS TESTING I LABORATORY TESTING I LAN. SURVEYING I SPECIALTY INSPECTIONS

=EAS
PROPESSIONRLS
UNIFIED SOIL CLASSIFICATION SYSTEM LEGEND
1 53 SROZZINI COURT, .SUITE C
GREEN V ILLE, SC 29615
PHONE [phone]
FAx [phone]
Major Divisions
Typical Description
•�'
•''
GW
Well -graded gravels, gravel -sand mixtures,
Clean Gravels
��•�
little or no fines
Gravel and
Little or no fines
p^ °
Poorly -graded gravels, gravel -sand mixtures,
Gravelly Soils
QOo
GP
little or no fines
More than 50%of
Gravels
°
GM
Silty gravels,
coarse fraction is
retained on No.4
pQ
o
Gravel -sand -silt mixtures
Sieve
With Fines
Clayey gravels,
Coarse
Appreciable
Grained Soils
amounts of fines
GC
Gravel -sand -clay mixtures
More than 50%of
material is larger
SW
Well -graded sands, gravelly sand, little or no
than No. 200 Sieve
Clean Sand
fine
Poorly -graded sands, gravelly sand, little or
Sand and
Little or no fines
SP
Sandy Soils
no fines
More than 50%of
coarse fraction
Sands
$M
Silty sands, sand -silt mixtures
passes No.4 Sieve
With Fines
Appreciable
amounts of fines
SC
Clayey sands, sand -clay mixtures
Inorganic silts and very fine sands, rock flour,
ML
silty or clayey fine sands or clayey silts with
slight plasticity
CL
Inorganic clays of low to medium plasticity,
Silts and Clays
Liquid Limit is less than 50
gravelly clays, sandy clays, lean clays
= _
OL
Organic silts and organic silty clays of low
Fine
Grained Soils
= _
plasticity
More than 50% of
material is smaller
MH
Inorganic silts, micaceous or diatomaceous
than No. 200 Sieve
fine sand or silty soils
Silts and Clays
CH
Inorganic clays of high plasticity
Liquid Limit is greater than 50
OH
Organic clays of medium to high plasticity,
organic silts
Highly Organic Soils
Topsoil, peat, humus, swamp soils with high
'I
organic contents
Aggregate Base Course Stone
Partially Weathered Rock (PWR)
Miscellaneous Materials
Asphalt Pavement
9
Concrete Pavement
GEOTECNNICAL, ENVIRONMENTAL, CONSTRUCTION MATERIALS AND FORENSIC ENGINEERING
CONSTRUCTION MATERIALS TESTING I LA.DRATORY TESTING I LAND SURVEYING I SPECIALTY INSPECTIONS

'�"
PROFESSIONRLS
BORING LOG
EAS Project No.: EAS-16-414
9 Pilgrim Road
Greenville, SC 29607
Phone [phone]
Fax [phone]
Date: February 2017
Client: Teramore Development, LLC
Project: Dollar General - Grace Church Road, Salisbury, North Carolina
Boring No.: B-1
I Total Depth: 20.0 feet
Elevation:
Location: See Boring Location Plan
Type of Boring: HSA / SPT
Date Drilled: 2/10/17
Driller: Metro Drill, Inc.
Depth
(feet)
Ground
Water
Depth
Description of Materials
USCS
(Classification)
Sample
Blows
Sample
Depth
(feet)
>
`
E
Elevation
(feet)
Standard Penetration Test (SPT) Resistance
(blows per foot)
-
z —
j
0.3
ORGANIC LADEN SOIL 2-3 inches
RESIDUAL Stiff, moist, dark
1
brown, silty CLAY (CL) with little
fine to medium sand, trace
5-6-8
1.5
14
organics
Stiff, moist, red, medium to high
3'
plasticity CLAY (CH/MH) with some
silt, trace fine sand
5-5-8
3.5
13
Stiff, moist, reddish brown, elastic
clayey SILT (MH-CH) with trace fine
sand
6.
6-7-10
6.0
17
Very stiff, moist, reddish brown,
elastic clayey SILT (MH-CH) with
i......... i....;....
trace fine sand
_.,....l....L...
8.
5-5-5
8.5
:.:
10
Stiff, moist, light brown, clayey
SILT (MIL) with trace fine sand
13.
4-3-5
13.5
8
Medium stiff, wet, brown, clayey
SILT (MIL) with trace fine sand
3-3-3
18.5
6
20
Boring terminated at 20 feet.
Ground water was not
encountered during drilling or
prior to backfilling borehole upon
completion of drilling.
Number of blows required for a 140-pound hammer dropping 30 inches to drive a 2-inch outside diameter (1.375-inch inside diameter) sampler a total of 18
inches in three 6-inch increments. The sum of the lost two increments of penetration is termed the Standard Penetration Resistance ("N').

® E
PE�NRLS
BORING LOG
EAS Project No.: EAS-16-414
9 Pilgrim Road
Greenville, SC 29607
Phone [phone]
Fax [phone]
Date: February 2017
Client: Teramore Development, LLC
Project: Dollar General - Grace Church Road, Salisbury, North Carolina
Boring No.: B-2
Total Depth: 20.0 feet
I Elevation:
Location: See Baring Location Plan
Type of Boring: HSA / SPT
Date Drilled: 2/10/17
Driller: Metro Drill, Inc.
Depth
(feet)
Ground
water
Depth
Description of Materials
USCS (Classification)
)
Sample
Blows
Sample
Depth
(feet)
~
E
Elevation
feet
(feet)
Standard Penetration Test (SPT) Resistance
(blows per foot)
_
i —
- >
0.3
ORGANIC LADEN SOIL 2-3 inches
....: ..:.. ...:............ ......:...
RESIDUAL Stiff, moist, dark brown
1.
and dark red, medium to high
plasticity CLAY (CH/MH) with some
6-7-8
1.5
15
silt, little fine sand, trace organics
..........................
Stiff, moist, red, medium to high
3'
plasticity CLAY (CH/MH) with some
silt, trace fine sand
5-8-11
3.5
........................................
19
Very stiff, moist, reddish brown,
....:............:........................:....
clayey SILT (ML) with trace fine
sand
6.
4-5-6
6.0
...i.... ....i....
11
Stiff, moist to wet, reddish brown,
clayey SILT (ML) with trace fine
sand
...:........:....:....:....:-_-...._..........
8.
2-3-4
8.5
............
7
Medium stiff, wet, tan to brown
with black mottling, clayey SILT
(ML) with trace fine sand
3-3-3
13.5
6
2-3-3
18.5
6
20
Boring terminated at 20 feet.
Ground water was not
encountered during drilling or
prior to backfilling borehole upon
completion of drilling.
Number of blows required for a 140-pound hammer dropping 30 inches to drive a 2-inch outside diameter (1.375-inch inside diameter) sampler a total of 18
inches in three 6-inch increments. The sum of the last two increments of penetration is termed the Standard Penetration Resistance ("N").

EA5
NEW PROFESSSONRLS
BORING LOG
EAS Project No.: EAS-16-414
9 Pilgrim Road
Greenville, SC 29607
Phone [phone]
Fax [phone]
Date: February 2017
Client: Teramore Development, LLC
Project: Dollar General - Grace Church Road, Salisbury, North Carolina
Boring No.: B-3
I Total Depth: 20.0 feet
I Elevation:
Location: See Boring Location Plan
Type of Boring: HSA / SPT
Date Drilled: 2/10/17
Driller: Metro Drill, Inc.
Depth
Ground
water
Description of Materials
USCS
Sample
Sample
Depth
>
Elevation
Standard Penetration Test (SPT) Resistance
(blows per
-
(feet)
Depth
(Classification)
Blows'
(feet)
E
(feet)
- >
0.3
ORGANIC LADEN SOIL 2-3 inches
15
_..!....:.. !._.:....:.....__:....
RESIDUAL Stiff, moist, reddish
brown, elastic clayey SILT (MH/CH)
6-6-9
1.5
15
with trace fine sand
3.
3-4-4
3.5
:
8
Medium stiff, moist, reddish
brown, clayey SILT (ML) with little
fine sand
6.
4-3-4
6.0
_.: .....
7
Medium stiff, moist to wet, brown
to reddish brown, clayey SILT (ML)
with little fine sand
3-3-3
8.5
6
13.
4-4-4
13.5
... .........
8
Medium stiff, wet, tan to brown
with black mottling, clayey SILT
(ML) with trace fine sand
4-5-3
18.5
8
20
Boring terminated at 20 feet.
Ground water was not
encountered during drilling or
prior to backfilling borehole upon
completion of drilling.
Number of blows required for a 140-pound hammer dropping 30 inches to drive a 2-inch outside diameter (1.375-inch inside diameter) sampler a total of 18
inches in three 6-inch increments. The sum of the last two increments of penetration is termed the Standard Penetration Resistance ("N").

®EAS
® PROFESSIONRLS
BORING LOG
EAS Project No.: EAS-16-414
9 Pilgrim Road
Greenville, SC 29607
Phone [phone]
Fax[phone]
Date: February 2017
Client: Teramore Development, LLC
Project: Dollar General - Grace Church Road, Salisbury, North Carolina
Boring No.: B-4
Total Depth: 20.0 feet
I Elevation:
Location: See Boring Location Plan
Type of Boring: HSA / SPT
Date Drilled: 2/10/17
Driller: Metro Drill, Inc.
Depth
(feet)
Ground
''eater
Depth
Description of Materials
USCS (Classification)
Sample
Blows'
Sample
Depth
(feet)
�
E
Elevation
(feet)
Standard Penetration Test (SPT) Resistance
(blows per foot)
10-20
-
z —
- >
0.3
°
`
ORGANIC LADEN SOIL 2-3 inches
.....
........ :....:_..!._.-.._.:.._i....'
RESIDUAL Stiff, moist, dark
1
brown, silty CLAY (CL) with little
fine to medium sand
5-6-7
1.5
13
Stiff, moist, red, medium to high
plasticity CLAY (CH/MH) with some
3•
silt, little fine sand
6-7-9
3.5
16
Very stiff, moist, red, medium to
high plasticity CLAY (CH/MH) with
some silt, little fine sand
6.
6-6-9
6.0
_;.
.i................. .i.... i......
15
Stiff, moist, red, medium to high
plasticity silty CLAY (CH/MH) with
little fine sand
_.!
...:....:....:....:.............:...:...
5-5-5
8.5
10
13.
5-5-5
13.5
10
Stiff, moist to wet, reddish brown,
clayey SILT (ML) with trace fine
sand
4-5-5
18.5
10
20
Boring terminated at 20 feet.
Ground water was not
encountered during drilling or
prior to backfilling borehole upon
completion of drilling.
Number of blows required for a 140-pound hammer dropping 30 inches to drive a 2-inch outside diameter (1.375-inch inside diameter) sampler a total of 18
inches in three 6-inch increments. The sum of the last two increments of penetration is termed the Standard Penetration Resistance (" N").

EAS
PROFESSIONRLS
BORING LOG
EAS Project No.: EAS-16-414
9 Pilgrim Road
Greenville, SC 29607
Phone [phone]
Fax [phone]
Date: February 2017
Client: Teramore Development, LLC
Project: Dollar General - Grace Church Road, Salisbury, North Carolina
Boring No.: P-1
Total Depth: 10.0 feet
I Elevation:
Location: See Boring Location Plan
Type of Boring: HSA / SPT
Date Drilled: 2/10/17
Driller: Metro Drill, Inc.
Depth
Ground
water
Description of Materials
USCS
Sample
Sample
Depth
E
Elevation
Standard Penetration Test (SPIT) Resistance
(blows per foot)
-
z—
(feet)
Depth
(Classification)
Blows
(feet)
(feet)
- >
0.3
° '
ORGANIC LADEN SOIL 2-3 inches
RESIDUAL Stiff, moist, red,
medium to high plasticity CLAY
5-7-7
1.5
14
(CH/MH) with some silt, trace fine
sand
_.
.., _ ........
3.
6-8-9
3.5
17
Very stiff, moist, reddish brown,
silty CLAY (CL) with little fine sand
...... ....
6.
6-6-7
6.0.........
13
FIRStiff,
moist, reddish brown, silty
CLAY (CL) with little fine sand
4-5-7
8.5
12
10.
Boring terminated at 10 feet.
Ground water was not
encountered during drilling or
prior to backfilling borehole upon
completion of drilling.
Number of blows required for a 140-pound hammer dropping 30 inches to drive a 2-inch outside diameter (1.375-inch inside diameter) sampler a total of 18
inches in three 6-inch increments. The sum of the last two increments of penetration is termed the Standard Penetration Resistance ("N").

=EFIS
PROFESSIONFit_S
BORING LOG
EAS Project No.: EAS-16-414
9 Pilgrim Road
Greenville, SC 29607
Phone [phone]
Fax [phone]
Date: February 2017
Client: Teramore Development, LLC
Project: Dollar General - Grace Church Road, Salisbury, North Carolina
Boring No.: P-2
Total Depth: 10.0 feet
I Elevation:
Location: See Boring Location Plan
Type of Boring: HSA / SPT
Date Drilled: 2/10/17
Driller: Metro Drill, Inc.
Depth
Ground
Water
Description of Materials
USCS
Sample
Sample
Depth
>
E
Elevation
Standard Penetration Test (SPT) Resistance
(blows per foot)
_
? —
(feet)
Depth
(Classification)
Blows
(feet)
(feet)
- >
0.3
°
ORGANIC LADEN SOIL 2-3 inches
.i........ !_..-! ...._....
RESIDUAL Very stiff, moist, dark
1
brown, silty CLAY (CL) with little
7-10-13
1.5
23
fine to medium sand, trace
_..:....:......_.,. _,....:....,_..
organics
Very stiff, moist, red, silty CLAY
.....
3
(CL) with little fine sand
....'
5-7-8
3.5
..................................... .........
15
Stiff, moist, brown to reddish
brown, clayey SILT (ML) with trace
-
fine sand
6.
7-7-7
6.0
... i....`..... :....:....:....
14
Stiff, wet, light brown, clayey SILT
(ML) with trace fine sand
5-7-7
8.5
14
to
Boring terminated at 10 feet.
Ground water was not
encountered during drilling or
prior to backfilling borehole upon
completion of drilling.
Number of blows required for a 140-pound hammer dropping 30 inches to drive a 2-inch outside diameter (1.375-inch inside diameter) sampler a total of 18
inches in three 5-inch increments. The sum of the last two increments of penetration is termed the Standard Penetration Resistance ("N"J

BORING LOG
EAS Project No.: EAS-16-414
9 Pilgrim Road
Greenville, SC 29607
Phone [phone]
Fax [phone]
Date: February 2017
Client: Teramore Development, LLC
Project: Dollar General - Grace Church Road, Salisbury, North Carolina
Boring No.: P-3
I Total Depth: 10.0 feet
Elevation:
Location: See Boring Location Plan
Type of Boring: HSA / SPT
Date Drilled: 2/10/17
Driller: Metro Drill, Inc.
Depth
Ground
water
Description of Materials
USCS
Sample
Sample
Depth
E
Elevation
Standard Penetration Test (SPT) Resistance
(blows per foot)
_
i—
(feet)
Depth
(Classification)
Blows
(feet)
(feet)
>
0.3
''
'
ORGANIC LADEN SOIL 2-3 inches
-T
RESIDUAL Stiff, moist, red,
.... .... :.... :... .......... ..... ...:.........
1
medium to high plasticity silty
4-5-7
1.5
12
CLAY (CH/MH) with little fine sand
Stiff, moist, reddish brown, clayey
SILT (ML) with trace fine sand
4-7-7
3.5
14
5-5-5
6.0
10
... ........ ..............
8.
4-4-5
8.5
..._......................
9
Stiff, moist, brown to reddish
brown, clayey SILT (ML) with trace
,
fine sand
10
Boring terminated at 10 feet.
Ground water was not
encountered during drilling or
prior to backfilling borehole upon
completion of drilling.
Number of blows required for a 140-pound hammer dropping 30 inches to drive a 2-inch outside diameter (1.375-inch inside diameter) sampler a total of 18
inches in three 6-inch increments. The sum of the last two increments of penetration is termed the Standard penetration Resistance ("N").

36.3
or' Produced by the United States Geological Survey
6
North Amwlon Datum of 1983 IMD831
Wedd GeodatlC System of 19841WG5W. PnoiecUa and
WI
1 O rre er grit Unhersal Trenmene Neraar, Zone 1R
60'
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12au
.
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a RYA
generational for too map scale. 9rhafe lands WRllin gosernoent
senatkn may not be dwvm. obtaN wroadion wore
enter" private anaa,
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SALISBURY, NC
adrowl. wadaAnDt.
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z z

Rowan County Assessor's Office
This certifies that there ate no delinquent ad valorem teal estate taxes, which the
Rowan County Tax Collector is c th mile ' that are a lim on:
Property ldentiflcatim Number hq�j t ift
This to not a certification that the Rowan County Property identification Number
matches this Deed description.
Tanya Parnell �( 3 31-t'1 1.29
�
Rowan . Tax onections Manager Cler Dfltc/Ivne
mm�alut�tut�tmuot�utititiimt��tiiiutiiimuoiitiiu»«
Doc ID: 013649660002.TVpe: CRP
Recorded: 03/31/2017 at o1:37:46 PM
7,00 Page Revreaenue"TIx6 $60.00 S of 2
Rowan, NC
J. E. Sri
ndle Register of Deeds
BK1287 PD443
'Do NORTH CAROLINA GENERAL WARRANTY DEED
Excise Tax: $50.00
Parcel Identifier No. 477 084 Verified by County on the day of 20
Mall/Box to: Grantee's mailine address
This instrument was prepared by: The Coley Law Firm, PLLC; 8320 University Executive Park Drive, Suite 109, Charlotte, NC 28262
NO TITLE SEARCH OR CLOSING PERFORMED OR REOUESTED IN CONNECTION WrM PREPARATION OF
THIS DEED.
Brief description for the Index: o/o LOTS 31-34, SUMNER HEIGHTS
THIS DEED made this 29th day of March, 2017, by and between
GRANTOR GRANTEE
YATES DEVELOPMENT, LLC,
a North Carolina Limited Liability Company
Forwarding Address:
PO Box 2097
Cornelius, NC 28031
TERAMORE DEVELOPMENT, LLC
a Georgia Limited Liability Company
Property Address:
Grace Church Rd.
Salisbury, NC 28147
Mail to: P. O. Box 6460, Thomasville, GA 31758
Enter in appropriate'biock fdr each Grantor and'diantee: name, mailing 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.
W INESSETH, 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 the Town of Salisbury, Rowan County, North Carolina and more particularly described as follows:
BEING a portion of Lots 31, 32, 33, & 34 of SUMNER HEIGHTS, as,same is shown on map thereof
recorded in Book of Maps 9995 at Page 160 in the Office of the Register of Deeds for Rowan County, North
Carolina, and being more particularly described as follows:
BEGINNING at a new iron, said iron having a tie in of North 64-25-31 W. 75.00 feet to a new iron at the
eastern intersection the margin of Crosby Street (not open) and Grace Church Road (S. R. No. 1503),
thence a new line with Tract I as shown on a survey of Richard L. Shulenhurger dated 2-21-2002, N. 25-05-
59 E. 20053 feet to a new iron in the southern line of Harvey L. Musselwhite; thence with Musselwhite S.
65-06-37 E. 74.90 feet to an existing iron at the northern line of Cornie.E. Mitchell S. 25-17-32 W. 52.97 feet
to an existing iron; thence S. 25-00-00 W. 52.99 feet passing over an existing iron and continuing 95.46 feet
to an existing iron for a total distance of 148A5 feet, thence with the northern margin of Grace Church
Road N. 64-25-31 W. 74.99 feet to a new iron, said iron being the point of BEGINNING, and said tract
being shown as Tract 2 on a survey by Richard L. Shulenburger, PLS dated 2-21-2002 and entitled
"Property Survey for: Yates Development, LLC". Said property is commonly known Parcel ID # 477 084.

The property hereinabove described was acquired by Grantor by instrument recorded in Book 990 page 104, Rowan County
Registry.
All or a portion of the property herein conveyed includes the primary residence of a Grantor.
A map showing the above described property is recorded in Plat Book 9995 page 160, Rowan County Registry.
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, other than the following exceptions:
• Taxes or assessments for the year 2017, and subsequent years, not yet due or payable.
• Any right, easement, setback, interest, claim, encroachment, encumbrance, violation, variations or other adverse
circumstance affecting the Title disclosed by plat(s) recorded in Plat Book 9995, Page 160.
.: Any right, easement, setback, interest, claim, encroachment, encumbrance, violation, variation or other adverse
circumstance affecting the Title disclosed by survey entitled "ALTAINSPS LAND TITLE SURVEY OF 1.249 ACRES —
LOTS 27 — thru — 34 PLAT BOOK 9995, PAGE 160" by Blue Ridge Geomatics, PA, PLS., dated March 10, 2017.
'a Easement to Duke Power Company recorded in Book 941, Page 70.
• The correctness or the square footage/acreage computation contained in the description of the Land.
IN WITNESS WHEREOF, the Grantor has duly executed the foregoing as of the day and year fast above written.
Y DEVELOPMENT, LLC
t rr - �.k,hlz,.
By: h orn o a SEAL
Richard Lane Yat s, anager ie ber
Byl t sad CtU Wi2�(Q AL)
Sunisay es,ana / Member
State of NC - County of Mecklenburg
I, the undersigned Not ��'�u he of the County of Cabarrus and State aforesaid, certify that Richard Lane Yates and
Sunisav Seav Yates. Mana_gerss of atessDevelopment, _LLC, as Grantor, personally appeared before me this day and
acknowledged the due execution of the foregoing instrument for the purposes therein expressed. Witness my hand and Notarial
stamp or seal this 29th day of March, 2017.
My Commission Expires:
NoA
(Affix Seal)�A
c.b.A.h,.. A.
cle
Public
NC Bar Association Form No. 3 ® 1976, Revised O 1/IR010
Printed by Agreement with the NC Bar Association

.MAP I&MI PAR 01 am, I UAN LAN CIC PART INT
Rowan County Assessor's Office
This certifies that there are no delinquent ad valorem teat estate taxes, which the
Rowan County Tax Collector is cluq�,q jo gg, lhat are a lien on:
Property ldentlficatioa Number M L•�
This is not a certification that tho Rowan County Property Identification Number
matches this Deed description. x�
TanyaPamell G 3 -31- f `1 I. o� 1
Rowan Co. Tax Collections Manager Clerk DateM-=
v,
-�13
Doc ID: 013848870002 Type: CRP
Recorded: 03/31/2017 at 01:38:0a PM
Revenut: $26ax: 00 PPaage 1 of 2
Rowan. NC
J. E. Brindle Register of Deeds
BK1287 pa444
NORTH CAROLINA NON -WARRANTY DEED
Excise Tax: $0.00
Parcel Identifier No. 477 084. Verified by County on the __._ day of 120
Mail/Box to: Grantee's mailine address
This instrument was prepared by The Coley Law Firm, PId C; 8320 Uni _ ivet iy Executive Park Drive it 109. Charlotte. NC 28262
NO TITLE SEARCH OR CLOSING PERFORMED OR REQUESTED IN CONNECTION WITH PREPARATION OF
THIS DEED.
Brief description for the Index: METES & BOUNDS. GRACE CHURCH RD.
THIS DEED made this 29th day of March, 2017, by and between
GRANTOR GRANTEE
YATES DEVELOPMENT, LLC,
a North Carolina Limited Liability Company
Forwarding Address:
PO Box 2097
Cornelius, NC 28031
TERAMORE DEVELOPMENT, LLC
a Georgia Limited Liability Company
Property Address:
Grace Church Rd.
Salisbury, NC 28147
Mail to: P. 0. Box 6460, Thomasville, GA 31758
Enter in appropriate block for each Grantor and Grantee: name, mailing 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.
W1TNF.SSETH, 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 the Town of Salisbury, Rowan County, North Carolina and more particularly described as follows:
BEING 0.346 ACRES TOTAL, LOCATED IN THE LOCKE TOWNSHIP, ROWAN COUNTY, N.C.,
BEING THE LANDS OF YATES DEVELOPMENT, LLC, DEED BOOK 990, PAGE 104 , AS
RECORDED AT THE ROWAN COUNTY PUBLIC REGISTRY, ALSO, BEING ON THE NORTH
CAROLINA GEODETIC GRID NAD 83 (2011). AS SURVEYED BY BLUE RIDGE GEOMATICS, PA;
ON MARCH 10, 20179 AND BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS:
BEGINNING AT A 1" ROD FOUND ON THE NORTHERN RIGHT-OF-WAY LIMITS OF GRACE
CHURCH ROAD (S.R. 1503), SAID BEGINNING POINT BEING S64e14'07"E FROM A 5/8" REBAR
FOUND, ALSO ON THE AFORMENTIONED NORTHERN RIGHT-OF-WAY, SAID BEGINNING
POINT HAVING NORTH CAROLINA GRID NAD-83 COORDINATES OF N6825399.20',
E=1,543,470.88'; THENCE FROM SAID BEGINNING POINT AND RUNNING WITH.THE EASTERN
PROPERTY LINE OF LUTHER B. CHILDRESS, DEED BOOK 990, PAGE 105; N25e13'02"E 200.48'
TO A 5/8" REBAR FOUND; THENCE RUNNING WITH THE SOUTHERN LINE OF HARVEY LEE
MUSSELWHITE S65002'06"E 74.98' TO A 1" ROD FOUND; THENCE RUNNING WITH THE
WESTERN LINE OF THE DAVID CLARK PROPERTY; S25e14156"W 105.96' TO A 'h" PIPE
FOUND; THENCE S25e08'07"W 95.50' TO A 5/8" REBAR FOUND; THENCE RUNNING WITH THE
AFOREMENTIONED NORTHERN RIGHT-OF-WAY OF GRACE CHURCH ROAD, N64e17'06"W
75.06' TO THE POINT AND PLACE OF BEGINNING.
THE ABOVE DESCRIPTION CONTAINING 0.346 ACRES, AS CALCULATED BY COORDINATE
GEOMETRY.

The property hereinabove described was acquired by Grantor by instrument recorded in Book 990 page 104, Rowan County
Registry.
All or a portion of the property herein conveyed includes the primary residence of a Grantor.
A map showing the above described property is recorded in Plat Book 9995 page 160, Rowan County Registry.
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.
The Grantor makes no warranty, express or implied, as to title to the property hereinabove described
IN WITNESS WHEREOF, the Grantor has duly executed the foregoing as of the day and year first above written.
YATES DEVELOPMENT, LLC
By; .� n (SEA1�
Richard Lane Yates, ana er/Member
By: s a . � . wtaugQ (SEAL
Sunisay Seawlates, Maragoi4Member
State of NC - County of Mecklenburg
1, the undersigned Notary ub�c of the County of Cabamts and State aforesaid, certify that Richard Lane Yates and
Sunisav Seav Yates, Manaeers/ o�4ates aDevelooment, LLC, as Grantor, personally appeared before me this day and
acknowledged the due execution of the foregoing instrument for the purposes therein expressed. Witness my hand and Notarial
stamp or seal this 29th day of March, 2017.
t a Q W,
My Commission Expires:
+� Y
(Affix Seal) `�7► AU®LIB
P a:
Public
NC Bar Association Form No. 3 01976, Revised ® 1/1/2010
Printed by Agreement with the NC Bar Association

This certifies that there are no delinquent ad valorem real estate taxes, which the
Rowan County Tax Collector is cb
patzed with co t are a on:
Property Identification Number � - _ _La rYl
This is no[ a certification that the Rowan County Property Identification Number
matches this Deed description. 1 I�
T�Pameu G 3-3 1— � 1 134
Rowan Co. ax CoT Ilections Maoeger Cla c1- te/I'an,
►®MIR®ININ1111111
Recorded: 083
319
301704
t701°42O23 PM
Fee Astt: $178.00 Pape t of 4
Revenue Tax: $150.00
Rowan, NC
J. E. Brindle Register of Deeds
BK 1287 pc,446
1,•' NORTH CAROLINA GENERAL WARRANTY DEED
Excise Tax: $150.00
Parcel Identifier No. 477 025 Verified by ___ County on the __ day of_--. 20
Mail/Box to: Grantee's mailing address
This instrument was prepared by: The Coley Law Firm. PLI.C. 8320 University Executive Park Drive. Suite 109, Charlotte, NC 28262
NO TITLE SEARCH OR CLOSING PERFORMED OR REOUF.STED IN CONNECTION WITH PREPARATION OF
THIS DEED.
Brief description for the Index: LOTS 27-30, SUMNER HEIGHTS
THIS DEED made this 29th day of March, 2017, by and between
GRANTOR GRANTEE
DAVED CLARK and wife, MARY CLARK
Forwarding Address:
1185 Saint Andrews Church Road
Woodleaf, NC 27054
TERAMORE DEVELOPMENT, LLC
a Georgia Limited Liability Company
Property Address:
S. Main Street & Grace Church Rd.
Salisbury, NC 28147
Mail to: P. O. Box 6460, Thomasville, GA 31758
Enter in appropriate block for each Grantor and Grantee: name, mailing 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
WITNESSETFI, 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 the Town of Salisbury, Rowan County, North Carolina and more particularly described as follows:
See attached Exhibit "A", incorporated herein by reference.

The property hereinabove described was acquired by Grantor by instrument recorded in Book 955 page 786, Rowan County
Registry.
All or a portion of the property herein conveyed does not include the primary residence of a Grantor.
A map showing the above described property is recorded in Plat Book 9995 page 160, Rowan County Registry.
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, other than the following exceptions:
• Taxes or assessments for the year 2017, and subsequent years, not yet due or payable.
• Any right, easement, setback, interest, claim, encroachment, encumbrance, violation, variations or other adverse
circumstance affecting the Title disclosed by plat(s) recorded in Plat Book 9995, Page 160.
• Any right, casement, setback, interest, claim, encroachment, encumbrance, violation, variation, or other adverse
circumstance affecting the Title disclosed by survey entitled "ALTA/NSPS LAND TITLE SURVEY OF 1.249 ACRES —
LOTS 27 — thru — 34 PLAT BOOK 9995, PAGE 160" by Blue Ridge Geomatics, PA, P.I.S., dated March 10, 2017.
• Memorandum of Action filed by City of Salisbury recorded in Book 938, page 352, and related Condemnation Final
Judgment recorded in Book 1013, page 983, both in Rowan County Registry.
IN WITNESS WHEREOF, the Grantor has duly executed the foregoing as oKe day and year first above written.
(SEAL)
Davidid/Cllaarrkk �"
/(�•�-ry �lwL/y (SEAL)
Mary Clark
State of NC - County of .
1, the undersigned Notary Public of the County of Qaixi l and State aforesaid, certify that David C1ar and
Mary.Clarle. individually as Grantor, personally appeared before me this day and acknowledged the due execution of the foregoing
instmniMvfo purposes therein expressed. Witness my hand and Notarial stamp or seal this 29th day of March, 2017.
My -tiara nission Expices:��,Q _ otary Public
-....(,",(AffixSeal)
t No[aryIs Printed or Typed Name
NC Bar Association term No. 3 O 1976, Revised O 1/1/2010
Printed by Agreement with the NC Bar Auaciation

Exhibit "A"
TAXMAP 477, PART OF PARCEL 025
BEGINNING at a stake on the North West side of the State Highway 159 fed South
West with the intersection of Highway and Midge Avenue, corner of Lot No. 26; thence'
with the lines of Lot No. 26, North 65 feet West 150 feet to a stake, comer to Lot Nos.
26, 35 and 34, thence with the line of Lot No. 34, South 25 fed West 53 feet to a stake,
comer to Lot Nos. 27,33 and 34; thence with the tine of Lot No.28. South 65 feet East
150 fed to a stake in the edge of said Highway,, thence with the edge of the Highway
North 25 feet East 53 feet to the BEGINNING, and being Lot No. 27 as shown on the
map of the property of Zeb V. Fisher at Summd, Rowan County, North Carolina Known
as Summer Heights as per map recorded in book of traps, page 160, in the Ace of the
Register ofDeeds for Rowan County.
For back title see deed from P.A.D. Peeler and Wife, Maggie Paler, to J. M. Peeler,
dated January 19. 1940 and also deed from J. W. Peeler and Wife, Blanche H. Peeler, to
George Doty, dated October 5,1946, and recorded in the office of the Register of Dads
for Rowan County, North Carolina, See also dad from George Doby and Wife, Minnieoby, Dto C. C, Gambill and Wife, Bertha Gambill, in Book 300, page 25, in the office of
the Register of Deeds for Rowan County, North Carolina
TAX MAP 477, PART OF PARCEL MS
Situate, lying and being in Locke Township, on the West side of US Highway No. 29 and
described as follows:
BEGINNING at a stake in the Western edge of the pavement of US Highway No. 29,
corner of Lot No. 29, and runs thence with the line of Lot No. 29, North 64 degrees 03
minutes West 150 fat to an iron pipe, comer of Lots Nos. 28, 19,32 and 33; thence with
the line of Lot No. 33, North 25 degrees 12 minutes East 53 fed to an imn pipe, comer of
Lot Nos, 27,2k 33 and 34; thence with the fine of Lot No. 27, South 64 degrees 03
minutes East 150 feet to a stake in the West edge of the pavement of US Highway 29;
thence South 25 degrees West 53 fed to the BEGINNING, being Lot No. 28, as shown
upon the map of property ofZeb V. Fisher, known as Summer Heights, recorded in Book
of Maps, page 160, in the office of the Register of Deeds for Rowan County, and being
one of the lots conveyed by Zeb. V. Fisher and Wife, Mary Fisher, to W. C. A. Park and
Wife, book of deeds 186, page 185, and from W. C. A Park and Wife, to J. M. Rary and
Wife, Ida Rary, book of dads 233, page 5, in the office of the Register of Dads for
Rowan County.
Ida Rary died and L M. Rary, her husband became the owner of said property by
survivorship.
This deed is given subject to the right-of-way of US Highway No. 29.
TAX MAP 477, PART OF PARCEL 025
Stunned on the National Highway No. 29 leading from Salisbury to China Grove, N. C.
and being a part of the Zeb V. Fisher's land known as Summer Heights and more
particularly as Lots Nos. 29 and 30."
BEGINNING at a stake, comer of National Highway No. 29 and Fisher Street and urns
thence with said Highway North 28 1/2 degrees East 106 fed to a stake on said Highway,
comer of Lot No. 29; thence with the line of Lot 28, North 05 degrees West 150 fed to a
stake, comer of Lot No. 32, thence with the line of Lot Nos 31 and 32 South 28 %
degrees West 106 feet to a stake on Fisher Street; thence with Fisher Street South 65
degrees East 150 fed to the BEGINNING.
For back title reference is hereby given to Book of Deeds 218 at page 196 and Book of
Deeds 326 at page 251 recorded with the Register of Deeds for Rowan County, N. C.
This Deed is given subject to the right of way of National Highway No. 29.

Rowan County Assessor's Office
Multiple Parcel Identification
Tract/Lot / Parcel ID
Tract/Lot � Parcel ID
Z"raot/Lot - 3 Parcel ID
Tract/Lot
tract/Lot
Parcel ID
AP SM PAR 5/P U/IN L/IN C/c PART _IIIT
MAP
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Parcel ID
MAP ]M PAR I/P U/IN UIN c/c pART IIIT
Tract/Lot Parcel ID
MAP 11ml PAR 1 1// 1 WIN I UIN luful PMT INT
Tract/Lot Parcel ID
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MRP 6VM PAR &P I UAN I LAN 1=1 PART
Rowan County Assessor's Office
This certifles that there are no delinquent ad valorem real estate taxes, which the
Rowan County Tax Collector is cl9g$ Vr cq�ley$i>}�that are a Gen on:
Pre pert}•ldmti6cationNumbtr t'I ••`` UOl`j
This is not a certification that the Rowan County Property Identification Number
matches this Deed description. ^
Tonya Parnell 3- 3 1 —� 1 '. 'd %�
Rowan Co. Tex Collections Manager Da in,
Doe ID: 0136411700002 Type: CRP
Recorded: 03/31/2017 at on
Recorded: PM
Fee Amt: $28.00 Page 1 of 2
Revenue Tax: $0.00
Rowan, NC
J. E. Brindle ReAister of Deeds
BK 1287 Pa447
NORTH CAROLINA NON -WARRANTY DEED
Excise Tax: $0.00
Parcel Identifier No. 477 025 Verified by County on the _ day of 20
Mail/Box to: Grantee's mailing address
This instrument was prepared by: The Coley Law Firm. PLLC. 8320 University Executive Park Drive Suite 109 Charlotte NC 28262
NO TITLE SEARCH OR CLOSING PERFORMED OR REOUESTED M CONNECTION WITH PREPARATION OF
THIS DEED,
Brief description for the Index: METES & BOUNDS. S. MAIN ST.
THIS DEED made this 29th day of March, 2017, by and between
GRANTOR GRANTEE
DAVID CLARK and wife, MARY CLARK
Forwarding Address:
1185 Saint Andrews Church Road
Concord, NC 28027
TERAMORE DEVELOPMENT, LLC
a Georgia Limited Liability Company
Property Address:
S. Mein Street At Grace Church Rd.
Salisbury, NC 28147
Mail to: P. O. Box 6460, Thomasville, GA 31758
Enter in appropriate block for each Grantor and Grantee: name, mailing 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 the Town of Salisbury, Rowan County, North Carolina and more particularly described as follows:
BEING 0.558 ACRES TOTAL, LOCATED IN THE LOCKE TOWNSHIP, ROWAN COUNTY, N.C.,
BEING THE LANDS OF DAVID CLARK, et al, DEED BOOK 955, PAGE 786 (TRACTS 8, 9 & 10) ,
AS RECORDED AT THE ROWAN COUNTY PUBLIC REGISTRY, ALSO, BEING ON THE NORTH
CAROLINA GEODETIC GRID NAD 83 (2011). AS SURVEYED BY BLUE RIDGE GEOMATICS, PA;
ON MARCH 10, 2017, AND BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS:
BEGINNING AT A %" REBAR FOUND ON THE WESTERN RIGHT-OF-WAY LIMITS OF U.S.
HIGHWAY 29 (S. MAIN STREET), A 100' PUBLIC RIGHT -OF -WAX, SAID 'V? REBAR HAVING
NORTH CAROLINA GRID COORDINATES OF N=682,495.8999 E=1,543,488.469, THENCE
RUNNING WITH SAID RIGHT-OF-WAY S25009'51"W 201.54' TO A MAG NAIL SET IN THE
ASPHALT, THENCE RUNNING WITH THE NORTHERN RIGHT-OF-WAY LIMITS OF GRACE
CHURCH ROAD, N63e52117"W 120.690 TO A 5/8" REBAR FOUND; THENCE LEAVING SAID
RIGHT-OF-WAY AND ,RUNNING WITH THE EASTERN PROPERTY LINE OF YATES
DEVELOPMENT, LLC, N25008107"E 95.50' TO A%" PIPE FOUND; THENCE N25e14'56"E 105.96'
TO A 1" ROD FOUND; THENCE RUNNING WITH THE SOUTHERN LINE OF MARGARET H.
SCOGGINS, S63e54'22"E 120.58' TO THE POINT AND PLACE OF BEGINNING.
THE ABOVE DESCRIPTION CONTAINING 0.558 ACRES, AS CALCULATED BY COORDINATE
GEOMETRY.

The property hereinabove described was acquired by Grantor by instrument recorded in Book 955 page 786, Rowan County
Registry.
All or a portion of the property herein conveyed does not include the primary residence of a Grantor.
A map showing the above described property is recorded in Plat Book 9995 page 160, Rowan County Registry.
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.
The Grantor makes no warranty, express or implied, as to title to the property hereinabove described.
IN WITNESS WHEREOF, the Grantor has duly executed the foregoing as of the day and year first above written.
(SEAL)
David Clark
TA(yu.1 ze&t& (SEAL)
Mary Clark
State of NC - Countyof
I, the undersigned Notary Public of the County of Q�l}�Qr� and State aforesaid, certify that David Clark and
Maty Clark .individually as Grantor, personally appeared before me this day and acknowledged the due execution of the foregoing
igsjiygt2tSf �bsytlip•putposes therein expressed. Witness my hand and Notarial stamp or seal this 29th day of March, 2017.
'hiyt�m�n8s�'bgsEx
rft—IIAYAIC�A Notary Public
ho.flr> A Co)e.
Notary's Printedor Typed Name
NC Bar Association Fann No.3 ® 1976, Revised ® 1/1/2010
Printed by Agmctnent with the NC Bar Association

AP IS/Ml PAR I SIP I LIAN I LAN C/C I PART IINT
Rowan County Assessor's Office
This cerfifies that them are no delinquent ad valorem real estate taxes, which the
Rowan County Tax Collector is c d ith Boll that are alien on:
Property Ideatifiraton Number ti � U &
This is not a certification that the Rowan County Property Identification Number
matches this Deed description.
Tonya Parnen C .�-3(—
RowanCo. Tax C.o act ons ger DatellSme
Due ID: 013649710002 TYPO: CRP
Recorded, ��31/20Vpageat of�2 :04 PM
Pee Mt:
Revenue Tax: 0;176.00
owJER BNtndle Replster of Deeds
BK 1287 Pa448
NORTH CAROLINA GENERAL WARRANTY DEED
Excise Tax: $176.00
Parcel Identifier No. 477 A Verified by County on the day of
Mail/Box to: Grantee's mailing address
This instrument was prepared by: The Coley Law Finn PLLC 8320 University Executive Park Drive Suite 109 Charlotte NC 28262
NO TITLE SEARCH OR CLOSING PERFORMED OR REQUESTED IN CONNECTION WITH PREPARATION OF
THIS DEED,
Brief description for the Index: Q/o LOTS 31-34. SUMNER HEIGHTS
THIS DEED made this 29th day of March, 2017, by and between
GRANTOR GRANTEE
LUTHER B. CHILDRESS, unmarried
Forwarding Address:
407C John Street#3
China Grove, NC 28023
TERAMORE DEVELOPMENT, LLC
a Georgia Limited Liability Company
Property Address:
120 Grace Church Rd.
Salisbury, NC 28147
Mail to: P. O. Box 6460, Thomasville, GA 31758
Enter in appropriate block for each Grantor and Grantee: name, mailing 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.
WITNESSET I, 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 the Town of Salisbury, Rowan County, North Carolina and more particularly described as follows:
BEING a portion of Lots 31, 32, 33, & 34 of SUMNER HEIGHTS, as same is shown on map thereof
recorded in Book of Maps 9995 at Page 160 in the Office of the Register of Deeds for Rowan County, North
Carolina, and being more particularly described as follows:
BEGINNING at a new iron in the northeast intersection of Crosby Street and Grace Church Road, thence
N. 25-05-56 E. 199.63 feet to an existing iron; thence S. 65-W37 E. 75.00 feet to a new iron; thence S. 25-05-
59 W. 200.53 feet to a new iron in the northern margin of Grace Church Road (S.R. #1503); thence with the
margin of Grace Church Road N. 64-25-31 W. 75.00 feet to an iron, said iron being the point of
BEGINNING, and said tract being 0.344 acre and shown as Tract 1 on a survey entitled: Property Survey
for: Yates Development, LLC, by Richard L. Shulenburger, P.L.S., dated 2-21-2002. Said property is
commonly known as 120 Grace Church Road, Salisbury, NC 28147; Parcel ID # 477 026.

The property hereiaahove described was acquired by Guntur by instrument recorded in Book 990 page 105, Rowan County
Registry.
All or a portion of the property herein couvoyed includes the primary re idem a of a Grannie.
A map drawing the above described property is recorded in Plat Book 9995 page 1% Rowan County Registry.
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and appurtenances derew belonging in the
Grantee in fee simple. ,.
And the Grantor covenants with the Grantee, that Grantor is seized of the pucmises in fee simple, has the right in ouuvey the gone
in fie simple, that tide is marketable and flea and dear of all encumbrances, and that Grantor will wanant and defend We tide
against the lawful claims of all persons whomsoever, other than the following exceptions:
• Texas or essrasmenu for the year 2017, and subsequent years, not yet due or payable.
• Any right. eaaemen6 setback, interest clam encroachment. earumbrerce, violation, variations or other adverse
circumstance affecting the Tide disclosed by plags) recorded in Plat Book 9995, Page 160.
• Any right easement setback, interest claim. encroacbrncnt umumhrance. violation. variation. in other adverse
circttmatance affecting the Title disclosed by survey entitled "ALTMNSPS [AND TITLE SURVEY OF 1.249 ACRES —
I.OTS 27 —thin — 34 PLAT BOOK 9995, PAGE 160" by Bile Ridge Geomedcs, PA. P.M., dated Match 10, 2017.
• Eawment in Darla Power Company recorded in Boot 941, Page 70.
• The land shall not be deemed to inhale any house trailer, manufactured home, mobile home, or mobile dwelling on the
land.
• Any outrtanding security interest against any house tiller. manufactured home, mobile home or mobile dwelling on the
Land
• The cocrnmeas or der square footMctm=age compntatiun =tat ined in the description of the land.
IN WITNESS R'A MWF, the Grantor has duly exavted the foregoing ns a�year
earfist abovewJriit%Mtten
B.%/.n/�/'ISFAt_I
State of NC - County of
.I, the under, pad Notary Public of the County of and Stan atmceid, certify that Luther B.
CbUdm& Individually as Grantor. personally appeared before me this day and acknowledged the due "mittion of the foregoing
immoutit for the purposes therein expressed. Winton my hand and Notaries stamp or seal this 29th day of March, 2017. It
�
My CommissionCommissionExpires: r�w 11. .
(Affix Seal) "AW /' wary', /• - //r G //,,'III ri.
Notary's Printed or Typed Name
NC br Aa•ddm Pam Na 3 a 17M Re•td O Warne
RkKW by AF=x em HIh d w NC Bw Aaodrim
V

MAP SAa PAR I SIP I UAN LAN UC PART
Rowan County Assessor's Office
This certifies that there are no delinquent ad valorem real estate taxes, which the
Rowan County Tax Collector is CM toll�L n4�qthat are a lien on:
Property Identification Number /� �tS't
This is not a certi&ation that the Rowan county Property Identification Number
matches this Deed description.
Toe aParnell //^11 � '3, �• a�
wan Co. Tax Collecuons Manager Cler DateJlSme
III�III�III IVl�lmll lllUl�lgIl1VI�I�II�V��IDIDII�IOn
Doc ID: 013849680002 T!!I CRP
Recorded: 03/91/2017 at o1:37:45 PM
Revenue Tax: $50 00 1 of 2
Rowan, Nr
BK1Brindle
87 PG443 of Deeds
1AD0 NORTH CAROLINA GENERAL WARRANTY DEED
Excise Tax: $50.00
Parcel Identifier No. 477 084 Verified by County on the day of. 20
Mail/Box to: Grantee's mailing address
This instrument was prepared by: The Coley Law Firm, PLLC, 8320 University Executive Park Drive, Suite 109, Charlotte, NC 28262
NO TITLE SEARCH OR CLOSING PERFORMED OR REQUESTED IN CONNECTION WITH PREPARATION OF
THIS DEED.
Brief description for the Index: p/o LOTS 31-34, SUMNER HEIGH•fS
THIS DEED made this 29th day of March, 2017, by and between
GRANTOR GRANTEE
YATES DEVELOPMENT, LLC,
a North Carolina Limited Liability Company
Forwarding Address:
PO Box 2097
Cornelius, NC 28031
TERAMORE DEVELOPMENT, LLC
a Georgia Limited Liability Company
Property Address:
Grace Church Rd.
Salisbury, NC 28147
Mall to: P. O. Box 6460, Thomasville, GA 31758
Enter in appropriate block for each Grantor and Grantee: name, mailing 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 the Town of Salisbury, Rowan County, North Carolina and more particularly described as follows:
BEING a portion of Lots 31, 32, 33, & 34 ofSUMNER HEIGHTS, as•same is shown on map thereof
recorded in Book of Maps 9995 at Page 160 in the Office of the Register of Deeds for Rowan County, North
Carolina, and being more particularly described as follows:
BEGINNING at a new iron, said iron having a tie in of North 64-25-31 W. 75.00 feet to a new iron at the
eastern intersection the margin of Crosby Street (not open) and Grace Church Road (S. R. No.1503),
thence a new line with Tract 1 as shown on a survey of Richard L. Shulenburger dated 2-21-2002, N. 25-05-
59 E. 200.53 feet to a new iron in the southern line of Harvey L. Musselwhite; thence with Musselwhite S.
65-06-37 E. 74.90 feet to an existing iron at the northern line of Cornle E. Mitchell S. 25-17-32 W. 52.97 feet
town existing iron; thence S. 25-00-00 W. 52.99 feet passing over an existing iron and continuing 95A6 feet
to an existing iron for a total distance of 148.45 feet; thence with the northern margin of Grace Church
Road N. 64-25-31 W. 74.99 feet to a new iron, said iron being the point of BEGINNING, and said tract
being shown as Tract 2 on a survey by Richard L. Shulenburger, PLS dated 2-21-2002 and entitled
"Property Survey for: Yates Development, LLC". Said property is commonly known Parcel ID # 477 084.

The property hereinabove described was acquired by Grantor by instrument recorded in Book 990 page 104, Rowan County
Registry.
All or a portion of the property herein conveyed includes the primary residence of a Grantor.
A map showing the above described property is recorded in Plat Book 9995 page 160, Rowan County Registry.
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, other than the following exceptions:
• Taxes or assessments for the year 2017, and subsequent years, not yet due or payable.
•. Any right, easement, setback, interest, claim, encroachment, encumbrance, violation, variations or other adverse
circumstance affecting the Title disclosed by plat(s) recorded in Plat Book 9995, Page 160.
• Any right, easement, setback, interest, claim, encroachment, encumbrance, violation, variation, or other adverse
circumstance affecting the Title disclosed by survey entitled "ALTAINSPS LAND TITLE SURVEY OF 1.249 ACRES -
LOTS 27 - thm - 34 PLAT BOOK 9995, PAGE 160" by Blue Ridge Geomatics, PA, P.LS., dated March 10, 2017.
• Easement to Duke Power Company recorded in Book 941, Page 70.
• The correctness or the square footage/acreage computation contained in the description of the Land.
IN WITNESS WHEREOF, the Grantor has duly executed the foregoing as of the day and year first above written.
Y DEVrELOPMENT, LLC
By: 1 :(SEAL)
Richard Lane Yat s, anager Ie ber
-111 le -
By. . :vr. sad, a V Iy Zw AL)
Sunisay Sea ateana / Member
State of NC - County of Mecklenburg
I, the undersigned Notary, utlliecros the County of Cabarnts and State aforesaid, certify that Richard Lane Yates and
Sunisay Seav Yates, Mana¢era /o ate
LLC, as Grantor, personally appeared before me this day and
acknowledged the due execution of the foregoing instrument for the purposes therein expressed. Witness my hand and Notarial
stamp or sea] this 29th day of March, 2017.
My Commission Expires:.- in �
�oT
(Affix Seal)
a %40 .c
!/Aa— ah.
`, fp" Notary's Printed or Typed
Public
NC Bar Association Form No. 3 0 1976, Revised 0 l/l2010
Printed by Agreement with the NC Bar Association

I�>I��11��1111111�11�111�IIIIII�11�Illlll�lll�ll�l�
NAP &M PAR SM . I UAN I LAN 1=1 PART 1ItVT
Rowan County Assessor's Office
This cerdfies that there are no delinquent ad valorem real estate taxes, which the
Rowan County Tax Collector is collectin are alien on:
Pmperiy Ideatiflrstiun Number 1 OF4
This rs not a cenillcation that the Rowan County Property Identification Nrunber
matches this Deed description. rr�
Te a Parnell G 33 I- I'1 1'. o� f
Rowan . Tax collections anger TEE— D ,=—
Doc ID: 013649670002 TVPe: CRP
Recorded: 03/31/2017 at 01:38:06 PM
: $0.00 e 1 of 2
Revenue Tax
Rowan, NC
J. E. Brindle Register of Deeds
BK 1287 P0444
NORTH CAROLINA NON -WARRANTY DEED
Excise Tax: $0.00
Parcel Identifier No. 477 084 Verified by County on the __ day of 20_
Mail/Box to: Grantee's mailine address
This instrument was prepared
THIS DEED.
Brief description for the Index: METES & BOUNDS. GRACE CHURCH RD.
THIS DEED made this 29th day of March, 2017, by and between
GRANTOR GRANTEE
YATES DEVELOPMENT, LLC,
a North Carolina Limited Liability Company
Forwarding Address:
PO Box 2097
Cornelius, NC 28031
TERAMORE DEVELOPMENT, LLC
a Georgia Limited Liability Company
Property Address:
Grace Church Rd.
Salisbury, NC 28147
Mail to: P. O. Box 6460, Thomasville, GA 31758
Enter in appropriate block for each Grantor and Grantee: name, mailing 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.
WI'INESSETH, 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 the Town of Salisbury, Rowan County, North Carolina and more particularly described as follows:
BEING 0.346 ACRES TOTAL, LOCATED IN THE LOCKE TOWNSHIP, ROWAN COUNTY, N.C.,
BEING THE LANDS OF YATES DEVELOPMENT, LLC, DEED BOOK 990, PAGE 104 , AS
RECORDED AT THE ROWAN COUNTY PUBLIC REGISTRY, ALSO, BEING ON THE NORTH
CAROLINA GEODETIC GRID NAD 83 (2011)- AS SURVEYED BY BLUE RIDGE GEOMATICS, PA;
ON MARCH 10, 2017, AND BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS:
BEGINNING AT A 1" ROD FOUND ON THE NORTHERN RIGHT-OF-WAY LIMITS OF GRACE
CHURCH ROAD (S.R. 1503), SAID BEGINNING POINT BEING S64e14'07"E FROM A 5/8" REBAR
FOUND, ALSO ON THE AFORMENTIONED NORTHERN RIGHT-OF-WAY, SAID BEGINNING
POINT HAVING NORTH CAROLINA GRID NAD-83 COORDINATES OF N682,399.20',
E=1,543,470.881; THENCE FROM SAID BEGINNING POINT AND RUNNING WITH THE EASTERN
PROPERTY LINE OF LUTHER B. CHILDRESS, DEED BOOK 990, PAGE 105; N25°13102"E 200A8'
TO A 5/8" REBAR FOUND; THENCE RUNNING WITH THE SOUTHERN LINE OF HARVEY LEE
MUSSELWHITE S65002'06"E 74.98' TO A 1" ROD FOUND; THENCE RUNNING WITH THE
WESTERN LINE OF THE DAVID CLARK PROPERTY; S25e14'56"W 105.96' TO A 'h" PIPE
FOUND; THENCE S25°08'07"W 95.50' TO A 5/8" REBAR FOUND; THENCE RUNNING WITH THE
AFOREMENTIONED NORTHERN RIGHT-OF-WAY OF GRACE CHURCH ROAD, N64e17'06"W
75.06' TO THE POINT AND PLACE OF BEGINNING.
THE ABOVE DESCRIPTION CONTAINING 0.346 ACRES, AS CALCULATED BY COORDINATE
GEOMETRY.

The property hereinabove described was acquired by Grantor by instrument recorded in Book 990 page 104, Rowan County
Registry.
All or a portion of the property herein conveyed includes the primary residence of a Grantor.
A map showing the above described property is recorded in Plat Book 9995 page 160, Rowan County Registry.
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.
The Grantor makes no warranty, express or implied, as to title to the property hereinabove described.
IN WITNESS WHEREOF, the Grantor has duly executed the foregoing as of the day and year first above written.
YATES DEVELOPMENT, LLC
BZ2 Am- - \` '�' (SEAL)
Richard Lane Yates, aria er/Member
gy s✓ vtlau SEAL
Sunisay Sean Yates, ManagAm,er
State of NC - County of Mecklenburg
1, the undersigned Notary b is of the County of Cabarrus and State aforesaid, certify that Richard Lane Yates and
e er.
Sunisav Seav Yates, Managers/ o �ates aDevelopment, LLC, as Grantor, personally appeared before me this day and
acknowledged the due execution of the foregoing instrument for the purposes therein expressed. Witness my hand and Notarial
stamp or seal this 29th day of March, 2017.
My Commission Expires: L 3 Notary Public
Y E
(Affix Seat) f '®(OgLIC 'j,
Not 's Printed or Typed`N�ame� U
couch
NC Bar Association Form No. 3 ® 1976, Revisal® I/IR.O10
Printed by Agreement with the NC Bar Association

SEEADDENDUM
This certifies that there are no delinquent ad valorem real estate taxes, which the
Rowan CountyTax Collector is ch cd with co tl arc a on:
Property Identification Number .�P� V'Yl_
This is not a ccrtificatiun that the Rowan County Property Identification N Number
matches this Deed description.
Ton aParnell 3 1 I
Rowan Co. Tea actions tanager Cl r ce ce Dat well e
I�I�IIIII�IIIII�IIIIIIIII�IUllllllll�ll�l�liQl�llll
Doe ID: 013548590004 Type: CRP
Recorded: 03/31/2017 at 01:42:23 PM
Fee Amt: $175.00 Pape 1 of 4
Revenue Tax: $15o.00
Rowan, NC
J. E. Brindle Register of Deeds
BK 1287 PG446
r
c,l �
NORTH CAROLINA GENERAL WARRANTY DEED
Excise Tax: $I50.W
Parcel Identifier No. 477 025 Verified by County on the _ day of 120 _
MailtBox to: Grantee's mailing address
This instrument was prepared by: The Coley Law Firm PLLC. 8320 University Executive Park Drive, Suite 109. Charlotte, NC 28262
NO TITLE SEARCH OR CLOSING PERFORMED OR REOUFSTED IN CONNECTION WITH PREPARATION OF
THIS DEED.
Brief description for the Index: LOTS 27-30, SUMNER HEIGHTS
THIS DEED made this 29th day of March, 2017, by and between
GRANTOR GRANTEE
DAVID CLARK and wife, MARY CLARK
Forwarding Address:
1185 Saint Andrews Church Road
Woodleaf, NC 27054
TERAMORE DEVELOPMENT, LLC
a Georgia Limited Liability Company
Property Address:
S. Main Street & Grace Church Rd.
Salisbury, NC 28147
Mail to: P. O. Box 6460, Thomasville, GA 31758
Enter in appropriate block for each Grantor and Grantee: name, mailing 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 asaigns, and shall include
singular, plural, masculine, feminine or neuter as required by context
VIITNESSE11L 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 c2rtain lot or parcel of land situated
in the Town of Salisbury, Rowan County, North Carolina and more particularly described as follows:
See attached Exhibit "A", incorporated herein by reference.

The property hereinabove described was acquired by Grantor by instrument recorded in Book 955 page 786, Rowan County
Registry.
All or a portion of the property herein conveyed does not include the primary residence of a Grantor.
A map showing the above described property is recorded in Plat Book 9995 page 160, Rowan County Registry.
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, other than the following exceptions:
• Taxes or assessments for the year 2017, and subsequent years, not yet due or payable.
• Any right, easement, setback, interest, claim, encroachment, encumbrance, violation, variations or other adverse
circumstance affecting the Title disclosed by plat(s) recorded in Plat Book 9995, Page 160.
• Any right, easement, setback, interest, claim, encroachment, encumbrance, violation, variation, or other adverse
circumstance affecting the Title disclosed by survey entitled "ALTA/NSPS LAND TM.E SURVEY OF 1.249 ACRES —
LOTS 27 — thin — 34 PLAT BOOK 9995, PAGE 160" by Bhte Ridge Geomatics, PA, P.I.S., dated March 10, 2017.
• Memorandum of Action filed by City of Salisbury recorded in Book 938, page 352, and [elated Condemnation Final
Judgment recorded in Book 1013, page 983, both in Rowan County Registry.
IN WITNESS WHEREOF, the Grantor has duly executed the foregoing as +ke day first year rst above written.
_ —_ - y'I n(SEAL)
David Clark
7�1w!/G (SEAL)
Mary
State of NC - County of
I, the undersigned Notary Public of the County of 201%k 1 and State aforesaid, certify that David Clark and
Mary Clark: individually as Grantor. personally appeared before me this day and acknowledged the due execution of the foregoing
)�s nstwmChhfothupurposes therein expressed. Witness my hand and Notarial stamp or seal this 29th day of March, 2017.
�l. T /t i .. t.,, •,.
My-eommiasion Fxpi#es: 4—U-2= Notary Public
-n•''L',h LILr
.......'r�lmnCn ram.
Notary's Printed or Typed Name T
NC Bar Assmiatim Patin No. 3 0 1976, Itevised 01/12010
Printed by Agrm t with the NC Bar Anociatim

NAP ISWI PAR W I UAN I LAN GC PART
Rowan County Assessor'a Office
This certifies that there ate no deguquent ad valorem real estato taxes, which the
Rowan Colony Tax Collector is chcyt ecflna, that area lien on:
Property Ideoti8eadm Number 4 �.� U as
This is not a catifiuxtion that too Rowan County Property Identifleatim Noreber
matches this Deed description. ^
Ton_yPemefl it_� y3',3L 1 � d
Rowse Go. r1bx Cooeeft= Maoager '�— �Da e/Ima
��V'A
Exhibit "A"
TAXMAP 477, PART OF PARCEL 025
1811111011110011
Doe ID: 013646700002 Tvpe: CRP
Recorded: 03/31/2017 et 01:42:64 PM
Fee Aat: $26.00 Page 1 of 2
Revenue Tax: $0.00
Rowan, NC
J. E. Brindle Register of Deeds
EK1287 PD447
BEGINNING at a stake on the North West side of the State highway 159 feet South
West with the intersection of highway and Ridge Avenue, comer of Lot No. 26, thence
with the lines of Lot No. 26, North 65 feet West 150 feet to a stake, cane, to Lot Nos.
26, 35 and 34; thence with the line of Lot No. 34, South 25 feet West 53 feet to a stake,
comer to Lot Nos. 27,33 and 34; thence with the lino of Lot No.28. South 65 feet East
150 feet to a stake in the edge of said highway;, thence with the edge of the Highway
North 25 feet East 53 Seat to the BEGINNING, and being Lot No. 27 as shown on the
map of the property of Zeb V. Fisher at Suunmet, Rowan Coumy, North Carolina. Known
as Summer Heights as per map recorded in book of maps, page 160, in the office of the
Register of Deeds for Rowan County.
For back title see deed from P.A.D. Peeler and Wife, Maggie Peeler, to J. M. Peeler,
dated January 19, 1940 and also deed from I W. Peeler and Wife, Blanche H. Pecker, to
George Doby, dated October 5, 1946, and recorded in the office of the Register of Deeds
for Rowan County, North Carolina. See also deed from George Doby and Wife, Minnie
Doby, to C. C. Gambill and Wife, Bertha Gambill, in Book 300, page 25, in the office of
the Register of Deeds for Rowan County, North Carolina.
TAX MAP 477, PART OF PARCEL 025
Situate, lying and being in Locke Township, on the West side of US Highway No. 29 and
described as follows:
BEGINNING at a stake in the Western edge of the pavement of US highway No. 29,
comer of Lot No. 29, and runs thence with the line of Lot No. 29, North 64 degrees 03
minutes West 150 feet to an iron pipe, comer of Lots Nos. 28, 19.32 and 33; thence with
the line of Lot No. 33, North 25 degrees 12 minutes East 53 feet to an iron pipe, corner of
Lot Nos. 27,28, 33 and 34; thence with the line of Lot No. 27, South 64 degrees W
minutes East 150 fete to a stake in the West edge of the pavement of US Highway 29;
thence South 25 degrees West 53 foe to the BEGINNING, being Lot No. 29, as shown
upon the map of property of Zeb V. Fisher, known as Summer Heights, recorded in Book
of Maps, page 160, in the office of the Register of Deeds for Rowan County, end being
one of the lots conveyed by Zeb. V. Fisher and Wife, Mary Fisher, to W. C. A. Park and
Wife, book of deeds 186, page 185, and from W. C. A. Park and Wife, to J. M. Rary and
Wife Ida Rary, book of deeds 233, page 5, in the office of the Register of Deeds for
Rowan County.
Me Rary died and J. M. Rary,.her husband became the owner of said property by
survivorabip.
This dood is given subject to the rigbiof-way of US Highway No. %9.
TAX MAP 477, PART OF PARCEL 025
Situated on the National Highway No. 29 leading from Salisbury to China Grove, N. C.
and being a part of the Zeb V. Fisher's land known as Summer Heights and more
particularly as Lots Nos. 29 and 30.
BEGINNING at a stake, coma of National Highway No. 29 and Fisher Suee. and rums
thence with said Highway North 28 'A degrees East 106 feet to a stake on said Highway,
corner of Lot No. 28; thence with the line of Lot 28, North 05 degrees West 150 feet to a
stake, corns of lot No. 32; thence with the line of Lot Nos. 31 and 32 South 28 %
degrees West 106 fed to a stake on Fisher Street; thence with Fisher Street Souttb 65
degrees East 150 feet to the BEGINNING.
For back title reference is hereby given to Book of Deeds 218 at page 196 and Book of
Deeds 326 at page 251 recorded with the Register of Dads for Rowan County, N. C.
Ibis Deed is given subject to the right of way ofNational Highway No. 29.

The property hereinabove described was acquired by Grantor by instrument recorded in Book 955 page 786, Rowan County
Registry.
All or a portion of the property herein conveyed does not include the primary residence of a Grantor.
A map showing the above described property is recorded in Plat Book 9995 page 160, Rowan County Registry.
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.
The Grantor makes no warranty, express or implied, as to title to the property hereinabove described
IN WITNESS WHEREOF, the Grantor has duly executed the foregoing as of the day and year first above written.
(`�/��" jet (SEAT.)
David Clark
_ (SEAL)
Mary Clar c
State of NC - County of
I, the undersigned Notary Public of the County of QGUX+UI and State aforesaid, certify that David Clark and
Mary Clark individually as Grantor, personally appeared before me this day and acknowledged the due execution of the foregoing
inst ....... £dsltfi�•purposes therein expressed. Witness my hand and Notarial stamp or seal this 29th day of March, 2017.
�C�`,mm53sibrjt�Yi es: �_l �'2(�i Notary Public
_ ncib`ddl$.1.G
Notary's Printed or Typed Name
NC Bar Asweiation Fonn No. 3 ® 1976, Revised® 1/12010
Printed by Agreiannan with the NC Bar Association

1. MAP ISMAl PAR I " I WIN I LAN ae I PART INT
Rowan County Assessor's Office
This certifies that them are no delinquent ad valorem real estate taus, which the
Rowan County Tax Collector is ch�arogd2ith toll$ ' that ere a lien on:
Properly ldenUfioation Number '4t t' 1 Q of �O
This is not a certification that the Rowan County Property Identification Number
matches this Deed deseriptim �]
To, Parnell
owes .Teectons anger C er FDa a Iwe
1111111111111��11110I13rI49IIIIII�II02ll�l�llllll�al��>II}
Fee Aorta 52023002Pageal 0
t24'04 PM
Revenue Tax: 5178.00
Rowan. g�indla Register of Deeds
ag 1287 P0448
NORTH CAROLINA GENERAL WARRANTY DEED
Excise Tax:$176.00
Parcel Identifier No. 477 026 Verified by County on the day of 20
Mail/Box to: Grantee's mailing address
This instrument was prepared by: The Coley Law Firm PLLG. 8320 University Executive Park Drive Suite 109 Charlotte NC 28262
NO TITLE SEARCH OR CLOSING PERFORMED OR REQUESTED IN CONNECTION WITH PREPARATION OF
THIS DEED.
Brief description for the Index: n/o LOTS 31-34: SUMNER HEIGHTS
THIS DEED made this 29th day of March, 2017, by and between
GRANTOR GRANTEE
LUTHER B. CHILDRESS, unmarried
Forwarding Address:
407C John Street #3
China Grove, NC 28023
TERAMORE DEVELOPMENT, LLC
a Georgia Limited Liability Company
Property Address:
120 Grace Church Rd.
Salisbury, NC 28147
Mail to: P. O. Box 6460, Thomasville, GA 31758
Enter in appropriate block for each Grantor and Grantee: name, mailing 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 the Town of Salisbury, Rowan County, North Carolina and more particularly described as follows:
BEING a portion of Lots 31, 32, 33, Ar 34 of SUMNER HEIGHTS, as same is shown on map thereof
recorded in Book of Maps 9995 at Page 160 in the Office of the Register of Deeds for Rowan County, North
Carolina, and being more particularly described as follows:
BEGINNING at a new iron in the northeast intersection of Crosby Street and Grace Church Road, thence
N. 25-05-56 E.199.63 feet to an existing iron; thence S. 65-06-37 E. 75.00 feet to a new iron; thence S. 25-05-
59 W. 200.53 feet to a new iron in the northern margin of Grace Church Road (S.R. #1503); thence with the
margin of Grace Church Road N. 64-25-31 W. 75.00 feet to an iron, said iron being the point of
BEGINNING, and said tract being 0.344 acre and shown as Tract 1 on a survey entitled: Property Survey
for: Yates Development, LLC, by Richard L. Shulenburger, P.L.S., dated 2-21-2002. Said property is
commonly known as 120 Grace Church Road, Salisbury, NC 28147; Parcel ID # 477 026.

7hc property heonabove described was acamired by Grantor by intrrmsm recorded in Boot 990 page 105, Bowen County
Registry.
All or a portion of the property herein conveyed includes the Primary residence of a Gramor.
A map showing the above described property is recorded in Plat Book 9995 page 16(l, Rowan County Registry.
TO HAVE AND TO BOLD the aforesaid la or parcel of land and a0 privileges and ap{mtteummea LWM belonging to the
Grantee in fee simple.
And the (banner covenant; with the Gurnee, that Grantor is seized of the praim in fee simple, has the right to convey the acme
in fee simple, that title is marketable and free and clear of all encumbrances, and that Granter will warrant and dcfco the title
against the lawful claims of all persons whomsoever. offer than the following eueptions:
• Tatts or asaessmms for the year 2017, and subsequent yeas, not yea dun or payable.
• Any right, easement, eth, It. imer ao, claim, eauoncbment, encumbrance. violation, variation or skier adverse
ciscmnraoce affecting On Title disclosed by plat(;) meorded in Plat Book 9995, Page 160.
• Any right. eas event. setback Interns, claim. cxxsoachmen, enrnmlmmcc, violation, variation, or other adverse
c,coinum a affecting die Title disclosed by survey entitled "ALTA/NSPS LAND T= SURVEY OF 1.249 ACRES -
LOTS 27 -thin - 34 PLAT BOOK 9995. PAGE 160- by Blue Ridge (caustic;, PA, PIS., dated Mameb 10, 2017.
• Easement to Duke Power Company recorded in Book 941. Page 70.
• The land shall not be deemed to include any house hailer, manufactured home, mobile lane, or mobile dwelling on dun
land.
• Any outstanding security interest against any house miler. mamtfi cured home, mobile hum or mobile dwelling on the
Land.
• The cemactacti or the no= foouge/eaeage computation connived in the description of the Land.
IN WITNESS ViBEREOF, the Grantor has, duly exavated the foregoing as ofalm da and yar first above am.
..MUdumB.61ildress �JIa yM/V�TSFr1L1
Sam ofNC-County of
1, the undazigecd Notary Pub0c of the County of and Stated r JtnL^7e— aaaid� certify drm [Atkin B.
Cleldrea& individually as Gramm. personally appeared before one this day and acknowledged the doe esexution of die foregorn 5+ y
mstmnrent for the purposes thercut expressed. Witness my hand and Notarial sump orsesl this 29th day of March, 2017. 7 •1Mr'✓Y;-
1 I
My Comntission P�ti: I'u�a
(ABit Seal)
Notary's Printedr Typed Name ��t -.. �✓/j��'�,"j3
W HwAo .dm Para Na JC1976.RMwd OI/IQ010
N aoxiby Apmem with the W Bar Aorcimaa
L

IIIIIWMINM IaaI MIMIIIINIWIM11
MAP ISMRI R SIP naN lAN PART INT
Rowan County Assessor's Office
This certifies Utm [here are no delinquent ad valorem real cantle taxes, which dm
Rowan County Tau Collector is
ti5cetionNi cLQcoll= � a lien on
Prfi—bur 6
ThpcyoohRowan colmy Pmpny�
matches this Dad dwaription. /t
�Pamelll 3�' OtS
�®.MaaaaerMeasger C
Recorded: 03/34
9
2017etT01e4tiC03 PM
Fee Amt: $28.00 page 1 of 2
Revenue Tax: $0.00
Rowan, NC
J. E. Brindle Register of Deeds
Bx 1287 Pa449
y//Y J) NORTH CAROLINA NON -WARRANTY DEED
Excise Tax: $0.00
Parcel Identifier No. 477 02 Verified by County on the day of t 20i
By: — —
Mail/Box to: Grantee's mailing address
This instrument was prepared by: The Coley Law Firm, PLLC, 8320 University Executive Park Drive. Suite 109, Charlotte. NC 28262
NO TITLE SEARCH OR CLOSING PERFORMED OR REQUESTED IN CONNECTION WITH PREPARATION OF
THIS DEED.
Brief description for the Index:' S & BOUNDS. GRACE CHURCH RD
THIS DEED made this 29th day of Merck, 2017, by and between
GRANTOR GRANTEE
LUTHER B. CHILDRESS, unmarried
TERAMORE DEVELOPMENT, LLC
a Georgia Limited Liability Company
Forwarding Address:
Property Address:
407C John Street H3
120 Grace Church Rd.
China Grove, NC 28023
Salisbury, NC 28147
Mall to: PO Box 6460, Thomasville, GA 31759
Enter in appropriate block for each Grantor and Grantee:
name, mailing 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 the Town of Salisbury, Rowan County, North Carolina and more particularly described as follows:
BEING 0345 ACRES TOTAL, LOCATED IN THE LOCKE TOWNSHIP, ROWAN COUNTY, N.C.,
BEING THE LANDS OF LUTHER B. CHILDRESS, DEED BOOK 990, PAGE 105, , AS RECORDED
AT THE ROWAN COUNTY PUBLIC REGISTRY, ALSO, BEING ON THE; NORTH CAROLINA
GEODETIC GRID NAD 83 (2011). AS SURVEYED BY BLUE RIDGE GEOMATICS, PA; ON
MARCH 10, 2017, AND BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS:
BEGINNING AT A 1" ROD FOUND ON THE NORTHERN RIGHT-OF-WAY LIMITS OF GRACE
CHURCH ROAD (S.R. 1503), SAID BEGINNING POINT BEING N64e1710611W 75.06' FROM A 5/8"
REBAR FOUND, ALSO ON THE AFORMENTIONED NORTHERN RIGHT-OF-WAY, SAID
BEGINNING POINT HAVING NORTH CAROLINA GRID NAD-83 COORDINATES OF
N682,399.20,.E=1,543,470.88'; THENCE FROM SAID BEGINNING POINT AND RUNNING WITH
THE SAID NORTHERN RIGHT-OF-WAY LINE OF GRACE CHURCH ROAD, N64014'07"W 75.17'
TO A 5/8" REBAR FOUND ON THE EASTERN RIGHT-OF-WAY LIMITS OF CROSBY STREET,
AN UNOPENED 50' RIGHT-OF-WAY AS RECORDED IN PLAT BOOK 9995, PAGE 160, THENCE
WITH SAID EASTERN RIGHT-OF-WAY, N25e17105"E 199.65' TO A 5/8" REBAR FOUND, HAVING
NORTH CAROLINA GRID COORDINATES OF N=682,495.89, E=1,543,732.561, THENCE LEAVING
SAID RIGHT-OF-WAY AND RUNNING WITH THE SOUTHERN LINE OF HARVEY LEE
MUSSELWHTTE, S64e52'09"E 74.93 TO A 5/8" REBAR FOUND, THENCE RUNNING Wrm THE
WESTERN LINE OF YATES DEVELOPMENT, LLC, PROPERTY, S25013'02"W 200.48' TO THE
POINT AND PLACE OF BEGINNING.
THE ABOVE DESCRIPTION CONTAINING 0.345 ACRES, AS CALCULATED BY COORDINATE
GEOMETRY.

The property hereinabove described was acquired by Grantor by instrument recorded in Book 990 page 105, Rowan County
Registry.
All or a portion of the property herein conveyed includes the primary residence of a Grantor.
A map showing the above described property is recorded in Plat Book 9995 page 160, Rowan County Registry.
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.
The Grantor makes no warranty, express or implied, as to title to the property hereinabove described.
IN WITNESS WHEREOF, the Grantor has duly executed the foregoing as of the da and year first above written.
—��djU��SEAL
Luther B. Childress
State of NC - County of `IYk hto"!
1, the undersigned Notary Public of the County of — and State aforesaid, certify that Luther B.
Childress, individually as Grantor, personally appeared before me this day and acknowledged the due execution of the foregoing
instrument for the purposes therein expressed. Witness my hand and Notarial stamp or seal this 29th day of March, 2017.
My Commission Expires-A-13 470
(Affix Seal)
Notary Public
Notary's Printed or Typed Name ice" f fi4t �,'
$ " O.
NC Bar Association Form No. 3 ® 1976, Revised ® 1/12010
Printed by Agreement with the NC Bar Association