SW4160101_HISTORICAL FILE_20160129

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO. SW/G
DOC TYPE ❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE.EVALUATION INSPECTION
DOC DATE �r
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North Carolina
Elaine F. Marshall DEPARTMENT OF THE
Secretary SECRETARY OF STATE
PO Box 29622 Raleigh, NC 27626-0622 [phone]
Click Here To:
View Document Filings File an Annual Report Print a Pre -Populated Annual Report form
Amend a Previous Annual Report
RECEIVED
Corporate Names
N.C. Dept. of ENR
Legal: Venture Properties VII, LLC
REGIONAL 01FLEf,
Limited Liability Company Information
Sosld:
1271120
Status:
Current -Active
Annual Report Status:
Current
Citizenship:
Domestic
Date Formed:
7/31/2012
Fiscal Month:
December
State of Incorporation:
NC
Registered Agent:
Koon, Martin D
Corporate Addresses
Principal Office:
924 Main Street - Suite 300
North Wilkesboro, NC 28659
Reg Office:
924 Main Street - Suite 300
North Wilkesboro, NC 28659
Reg Mailing:
P.O. Box 843
Wilkesboro, NC 28697
Mailing:
P.O. Box 843
Wilkesboro, NC 28697
Company Officials
All LLCs are managed by their managers pursuant to N.C.G.S. 57D-3-20.
Member:
Jerry S Davis
540 Hensley Eller Road
Millers Creek NC 28651
Member/Manager:
Koon Family, LLC
PO Box 843
Wilkesboro NC 28697
Member:
James R Walsh , Jr
1300 Oak Hill Drive Apt 302- G
Wilkesboro NC 28697
Account
Login
Register

�( 7�7��� brad, this the_ 28th _day of October , 19�
by K. M. Nesby :. and hie wife Clara W. Nesby
of Forsyth County and State of North Carolina, parties of the first part,
in Suatti))— Martin of Forsyth County and
State of North Carolina, p"e3 of the second part, Witresseth, That the mid pn:t.1.4.$_.___._. of the first art, in consideration of
Eleven Hundred Fitt__.._............ and 00/180 Dollars to
... ..... theID__._psid by the said part..it79 _.. of the second part, the receipt of which is hereby acknowledged, M/have bargained
and sold, and by these presents do-leroDY.bargain, sell and convey unto the said part. A-0of the second part and their
beirs a -tract or parse] of land in the County of Forsyth and State of North Carolina, in — Belews Creek Township,
adjoining the lands of—.._----- —-- — and others, and bounded as follows:
BEGINNING at a Black Oak stump in A. D. Murray's line,
running North to line of Southern Railroad; thence West with
said Railroad to the Sand Clay Road; thence south with Sand
Clay road to A. D. Murray; thence with ;alrray's line East to
the beginning, containing 3 acres, more or less. See Deed
recorded in Book 209, at page 143, �ublie Registry of Forsyth
County, N. C.
nocum[Nrnsr� nocom[p.car,
The above land was conveyed to grantor by_...FlOyd._T. Hall_____—. See gook No 494 Page 308 eta
418 hart Cal) to 401h the aforesaid tract or parcel of land and all privileges and appurtenances tbereunto belonging to the said
pwtIa&_.. of the second part heirs and emigre forever.
And the aid part.J_aa_ of the first part do..—_._ covenant that_--__.Qh§7__ XWare mired of said promisee in fee and
- ... have ...__...._.._...-the right to convey the same in fee simple; that the same sre free from ineumbrances; and that they
will warrant and defend the said title to the same against the *claims of all persons whatsoever.
3tt $RHt{ptpttpr 04trrd the mid part iPS of the first part--na9e 1 ennnto ere* their be,„ls and ,Cats
the day and year first above written (8821)
62 (seat).
STATE OF NORTH CAROLINA—ISi UM County
), _.... ._ St Charles Rutledge, A NotA= Puhlir of said County, do hereby certify
that _._—_ W. M. Nesby . and his wife rI ArA 'N_ NAA1ry
grantors, personally appeared before me this day and acknowledged the execution of the foregoing deed of eonveyancq and the
mid Clara 'tY. Neste
being by me privately examined, separate and apart from her said husband, touching her voluntary execution of the eemq doth state that
.she signed the same freely and voluntarily, without fear or compulsion of. her said husband or any other person, and that she loth still
voluatanly anent thereto. Let the mid deed and this certif este be regista el
Witness my hand and notarial mal this the_ &is m_� _— ay of Oc Ober
My oommiealon expires !! OppagiisionExdfpt k ], U (ere$
STATE OF NORTH CAROLINA—Fnrsyth County
L _, of mid County, do hereby eerti(y
that _— grantor, personally appeared before me this day sad acknowledged
the execution of the foregoing dad. Let the said deed and this cartifimte be registered.
a.:
Witnem my hand and notarial Beal this the — day of 19a
My commission ezphaa-_ , 194_ - N. P. (Goal)
STATE OF NORTH CAROLINA—
The foregoing urtifieste of_—
.. : L& W County, is adjudged to be correct. Let the mid deed and g. tern 94�
Witmer my hand and seal this the 1
Filed for a on the I -j day o ].B4—' —, at � = o•elock
M. and dnly.remaxled in the offies of- the Register of 11L. in Foa County, N. C.. i
Pans, Etc.
of Deeds.

l
GEOTECHNICAL ENGINEERING REPORT
Dollar General
Belews Creek, North Carolina
August 20, 2015
CVET Project No. 15-152
PREPARED FOR:
Blue Ridge Environmental Consultants, P.A.
PREPARED BY:
CATAWBA VALLEY ENGINEERING AND TESTING, P.C.
HICKORY, NORTH CAROLINA
NX
RECEIVED
N.C. Dept. of ENR
JAN 2 9 2016
REGIONAL OFFICE
GEOTECHNICAL CONSTRUCTION MATERIALS ENVIRONMENTAL DAMS

CATAWBA VALLEY
ENGINEERING AND TESTING
J. KIRK VIOLA, P.E. JAMES S. TATE, P.E. DAVID M. LEGRAND, JR., P.E
August 20, 2015
Mr. Justin Church, PE, CFM
Principal Engineer
Blue Ridge Environmental Consultants, P.A.
126 Executive Drive, Suite 220
Wilkesboro, NC 28697
[e-mail]
Re: Geotechnical Engineering Report
Dollar General
Belews Creek, North Carolina
CVET Project No.: 15-152
Dear Mr. Church:
JEFFREY D. HOLCHIN, P.E.
Catawba Valley Engineering and Testing (CVET) is pleased to submit to you our Geotechnical
Engineering Report for the proposed Dollar General store in Belews Creek, North Carolina. This
study was authorized on June 22, 2015. This report presents the findings of our subsurface
exploration and provides geotechnical recommendations for design and construction of the
project.
CVET appreciates the opportunity to provide our geotechnical engineering services for this
project. If you have any questions regarding the contents of this report, or if we can provide
additional services for the project such as construction materials testing, please do not hesitate to
contact us.
Sincerely,
CATAWBA VALLEY ENGINEERING AND TESTING, P.C.
v "W7 rr
David M. LeGrand Jr., P.E.
Office Manager
Jeffrey D. Holchin, P.E., D.GE
Principal Geotechnical Engineer
P.O. BOX 2616 • 308 15"" STREET SE, SUITE 2 • HICKORY, NORTH CAROLINA 28603
TELEPHONE: [phone]• FAX: [phone]

a
Project Name: Dollar General
Location: Belews Creek, NC
Date: August 20, 2015
Project No. 15-152
TABLE OF CONTENTS
1.0 EXECUTIVE SUMMARY..................................................................................................I
2.0 PURPOSE AND SCOPE OF WORK..................................................................................2
3.0 PROJECT INFORMATION................................................................................................2
4.0 EXPLORATION PROCEDURES.......................................................................................3
4.1 Field Exploration...............................................................................................................3
4.2 Laboratory Testing............................................................................................................4
5.0 SUBSURFACE CONDITIONS....................................................
.............4
5.1 Site Geology......................................................................................................................4
5.2 Soils...................................................................................................................................4
5.3 Bedrock.............................................................................................................................5
5.4 Groundwater.. .................................................................................................................... 5
6.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION....................................5
6.1
Site Preparation.................................................................................................................5
6.2
Earthwork..........................................................................................................................6
6.3
Groundwater Control........................................................................................................7
6.4
Foundations.......................................................................................................................7
6.5
Floor Slabs........................................................................................................................8
6.6
Retaining Walls.................................................................................................................8
6.7
Pavements.......................................................................................................................10
6.8
Construction Materials Testing and Special Inspections................................................10
7.0
LIMITATIONS...................................................................................................................10
APPENDIX
A — PROJECT FIGURES ......................
"'
APPENDIX B — BORING LOGS
......... .............................................................. v
APPENDIX C — LABORATORY TEST DATA........
Ifl
................ I ........... I....... vi

Project Name: Dollar General
Location: Belews Creek, NC
Date: August 20, 2015
Project No. 15-152
LO EXECUTIVE SUMMARY
The following items represent a short summary of (1) the findings of our subsurface exploration,
(2) our conclusions, and (3) our recommendations for design and construction of the proposed
Dollar General in Belews Creek, NC.
Three types of residual sands and one type of residual clay were encountered in the nine
(9) soil test borings at this site. The topsoil thickness at this site ranged from
approximately zero to three inches. A silty sand, sometimes containing fine gravel (SM),
was encountered in all nine test borings and was moist, loose to very dense and
approximately 2.5 to 15 feet thick. A clean sand (SP) was encountered at borings B-1
and B-3 and was moist, medium dense to very dense and approximately 6.5 to 17.5 feet
thick. A clayey sand (SCO was encountered at boring B-5 and was moist, loose to dense
and approximately 5 feet thick. The only fine-grained soil encountered in the test borings
was a highly plastic surficial clay (CH) at boring B-8, which was moist, hard and
approximately 2.5 feet thick. The only fine-grained soil encountered in the test borings
was a highly plastic surficial clay (CH) at boring B-8, which was moist, hard and
approximately 2.5 feet thick. Neither groundwater nor bedrock was encountered during
this subsurface exploration. Although premature refusal occurred in several borings, the
cause was gravel and not bedrock.
2. We conclude that the site is suitable for the planned construction, although the highly
plastic clay (CH) soil encountered at boring B-8 should be addressed during site
preparation and earthwork. This soil shrinks and swells with moisture changes and can
cause structural damage.
3. We offer the following design and construction recommendations for the proposed Dollar
General at Belews Creek, NC:
Site preparation should consist of removing the existing building, trees, vegetation
and any topsoil layer, along with all other soft or unsuitable material from the
proposed building envelope and associated pavement areas. As noted below, we
recommend an undercut of the highly plastic clay (CH) where encountered at
foundation, floor slab or pavement elevations.
We recommend supporting the proposed building and retaining walls on shallow
foundations bearing on undisturbed, competent non -plastic or low -plasticity residual
soils and/or newly compacted controlled fill soils designed for an allowable net
bearing pressure of up to 2,000 psf. We do not recommend bearing any foundations
directly on the highly plastic clay (CH); if it is exposed at foundation elevation, we
recommend a minimum 24-inch undercut.
We recommend a modulus of subgrade reaction (k) of up to 100 pounds per cubic
inch for structural design of the floor slab if the slab will be supported by competent,

Project Name: Dollar General
Location: Belews Creek, NC
Date: August 20, 2015
Project No. 15-152
non -plastic residual or structural fill. This recommendation is based on the building
pad areas passing a proofroll. We recommend a free -draining granular base as
capillary break and vapor barrier. We do not recommend bearing the floor slab
directly on the highly plastic clay (CH); if it is exposed at floor slab elevation, we
recommend a minimum 18-inch undercut.
• We recommend standard thicknesses for both light and heavy-duty asphalt
pavements, and that any dumpster areas are supported by concrete slab on grade. We
do not recommend bearing any pavement directly on the highly plastic clay (CH); if it
is exposed at pavement elevation, we recommend a minimum 12-inch undercut.
• We do not recommend the use of the encountered highly plastic clay (CH) material to
be utilized as structural backfill for site retaining walls.
This executive summary should be used in conjunction with the entire contents of the report, in
order to gain a complete understanding of all conclusions and recommendations contained within
the report.
2.0 PURPOSE AND SCOPE OF WORK
The purpose of the subsurface exploration and geotechnical engineering evaluation was to
explore the subsurface conditions at the site, collect representative samples of soil for
examination in our laboratory (with testing as needed), and provide conclusions and
recommendations for design and construction of the proposed Dollar General store in Belews
Creek, North Carolina.
CVET's scope of work included the following:
• Drilling of nine (9) soil test borings at the site;
• Collection of representative samples of soil from the soil test borings, and
performance of tab testing of selected samples as needed;
• Preparation of boring logs, boring location plan, and general subsurface profile;
• Evaluation of the encountered subsurface conditions at the site; and
• Preparation of this geotechnical report.
3.0 PROJECT INFORMATION
This project consists of the construction of a new Dollar General store at 9315 Stokes Ferry Road
near Salisbury, North Carolina, as shown on Figure 1 in Appendix A. The site has a general
range in elevation from approximately 790 to 830 feet above mean sea level. Currently the
proposed site has a house and outbuilding along with grassy cover and some mature tree cover.
The proposed development consists of the construction of an approximate 9,100 square foot
facility, parking areas, dumpster pad area, and associated infrastructure, as shown on Figure 2 in
Appendix A. Based on the preliminary grading plan C200, dated 05/27/15 by BREC, PA, we
2

Project Name: Dollar General
Location: Belews Creek, NC
Date: August 20, 2015
Project No. 15-152
understand that the proposed finished floor elevation (FFE) is approximately 817 feet. In order
to achieve the proposed FFE, the southwestern portion of building envelope will be cut
approximately 6 feet, while the balance of the building envelope will receive structural fill
ranging from approximately 6 to 17 feet.
We also understand that two site retaining walls are planned to facilitate site development. At
the time of this report the type of wall is unknown, although based upon our experience with
Dollar General sites, we anticipate that the walls will be constructed of either cast -in -place (CIP)
concrete or mechanically stabilized earth retaining walls (MSEW). The wall located to the
south of the building will be construted in a cut condition and has a maximum height and length
of approximately 8 and 130 feet, respectively. The wall located to the north and east of the
proposed building will be constructed in a fill condition, and has a maximum height and length
of approximately 20 and 355 feet, respectively.
Project information was provided by Mr. Derek Goddard of Blue Ridge Environmental
Consultants on May 1, 2015. We have been provided the preliminary site plan that displays the
proposed building location and parking areas. On August 12, 2015 we were provided the site
grading plan C200 by Jennifer Edwards of BREC, which shows the planned site grading and
retaining wall locations.
4.0 EXPLORATION PROCEDURES
Exploration procedures for this project included drilling test borings at the site and laboratory
testing of representative soil samples at our laboratory in Hickory, North Carolina.
4.1 Field Exploration
The subsurface conditions at the site were explored by drilling a total of nine (9) soil test borings
(denoted B-1 through B-9) at the locations indicated on Figure 2 — Boring Location Plan in
Appendix A. The borings were drilled on July 15, 2015, extending to depths ranging from 10.0
to 20.0 feet below existing site grades. The boring locations were selected and located in the
field by CVET using existing site features as a reference. Ground elevations at the boring
locations were estimated from the preliminary site grading plan C200 dated 05/27/15 by BREC,
PA. Therefore the boring locations and elevations shown on Figure 2 and 3 plus the boring logs
should be considered approximate.
Drilling was performed with a CME-550 ATV -mounted drill rig using continuous -flight hollow
stem augers (HSA). Soil samples were obtained by means of the split -barrel sampling
procedures in accordance with ASTM Specification D-1586; a 2-inch O.D., split -barrel sampler
was driven into the soil a distance of 18 inches by means of an automatic hammer. The number
of blows required to drive the sampler through the final 12-inch interval is termed the Standard
Penetration Test "N" value and is indicated for each sample on the boring logs. This value can
be used to provide an indication of the in -place relative density of cohesionless soils, but is a less
reliable indicator of the consistency of cohesive soils. For cohesive soils, the measurement of

Project Name: Dollar General
Location: Belews Creek, NC
Date: August 20, 2015
Project No. 15-152
unconfined compressive strength Q� is a better indicator of consistency; this value is also listed
on the boring logs.
Representative portions of each SPT sample were sealed in airtight containers and returned to our
laboratory for classification, testing, and storage. See the individual soil test boring logs in
Appendix B for more details. Note that the soil samples will be discarded after 30 dates from this
report date, unless otherwise directed by Blue Ridge Environmental Consultants, P.A.
4.2 Laboratory Testing
Representative samples of soil obtained during the field exploration were transported to CVET's
laboratory in Hickory, North Carolina, where they were examined and classified by a
geotechnical engineer. The soil samples were visually classified in general accordance with the
Unified Soil Classification System (USCS), per ASTM D2487. Laboratory testing including soil
moisture (per ASTM D2216), Grain Size Distribution (ASTM D422) and Atterberg limits for
plasticity (per ASTM D4318); results are included in Appendix C.
5.0 SUBSURFACE CONDITIONS
The subsurface conditions at the site are described in the following paragraphs.
5.1 Site Geology
The site is located in the Piedmont Physiographic Province of North Carolina. The name
"piedmont" means "foot -of -the -mountains" which reflect remnants of an ancient mountain range
that has since been extensively weathered, decomposed and eroded to form rolling terrain and
hillsides. The bedrock is metamorphic in nature (igneous or sedimentary rocks that have been
changed by heat and/or pressure) and typically consists of schist, gneiss and/or granite.
Extensive weatliering over time has reduced the bedrock in -place to form overburden residual
soils that range from clay topsoil to sandy silts and silty sandy that grade with depth back to
saprolite and partially -weathered -bedrock. The degree of weathering varies both laterally and
vertically. Based on the 1985 North Carolina Geologic map, the site appears to be underlain by
granitic intrusive rock (PIPg).
5.2 Soils
A generalized subsurface profile has been prepared for the site - see Figure 3 in Appendix A.
Soil boring logs are included in Appendix B. Three types of residual sands and one type of
residual clay were encountered in the nine (9) soil test borings at this site. The topsoil thickness
at this site ranged from approximately zero to three inches. A silty sand, sometimes containing
fine gravel (SM), was encountered in all nine test borings and was moist, loose to very dense and
approximately 2.5 to 15 feet thick. A clean sand (SP) was encountered at borings B-1 and B-3
and was moist, medium dense to very dense and approximately 6.5 to 17.5 feet thick. A clayey
sand (SCO was encountered at boring B-5 and was moist, loose to dense and approximately 5

Project Name: Dollar General
Location: Belews Creek, NC
Date: August 20, 2015
Project No. 15-152
feet thick. The only fine-grained soil encountered in the test borings was a highly plastic
surficial clay (CH) at boring B-8, which was moist, hard and approximately 2.5 feet thick.
5.3 Bedrock
Bedrock was not encountered in the test borings. Although premature refusal occurred in several
borings, the cause was gravel and not bedrock.
5.4 Groundwater
Groundwater was not encountered during this subsurface exploration. Note that each borehole
was left open for only a short period of time during the drilling operation, so the detection of
groundwater during this brief period is difficult. Also note that soil moisture and groundwater
conditions vary depending on conditions such as temperature, precipitation and season.
Therefore soil moisture and groundwater location at other times of the year may vary from those
observed at the time of this subsurface exploration and as described in this report. The borehole
cave-in depths are listed on the boring logs. In this geology, the cave-in depth of a boring is
sometimes an indication of the stabilized water level, although the water level may be a few feet
below the cave-in depth and therefore cannot be directly observed. At other times, it means
nothing in relation to the groundwater location. If the location of the groundwater elevation is
important at this site, we recommend the installation of temporary observation wells.
6.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION
The following recommendations are provided for design and construction of the proposed Dollar
General in Belews Creek, North Carolina. The recommendations stated herein shall not be
applied to any other project, or used in conjunction with any other recommendation, and shall be
used explicitly for this project.
6.1 Site Preparation
Site preparation should consist of removing the existing buildings, trees, vegetation and topsoil
layer, along with all other soft or unsuitable material from the proposed building envelope and
associated pavement areas. Some fills soils should be expected at the former building locations.
Once stripping and rough excavation to grade has been accomplished, the exposed subgrade
should be evaluated by proofrolling. Proofrolling consists of driving the appropriate equipment,
typically a dump truck with axle weights of 10 or 20 tons for single and double axles
respectively, over the subgrade at a walking pace. The proofrolling equipment should first make
overlapping passes across the subgrade in one direction, followed by passes in a perpendicular
direction. Unstable areas that exhibit excessive rutting, pumping and similar distress should be
undercut to a competent material and backfilled with controlled fill or other materials as
recommended by a qualified geotechnical engineer. We recommend that the proofrolling be
observed by a qualified engineer or engineering technician. As noted below, we recommend an

Project Name: Dollar General
Location: Belews Creek, NC
Date: August 20, 2015
Project No. 15-152
undercut of the highly plastic clay (CH) where encountered at foundation, floor slab or pavement
elevations.
6.2 Earthwork
Based on the preliminary grading plan C200, dated 05/27/15 by BREC, PA, we understand that
the proposed FFE is approximately 817 feet. In order to achieve the proposed FIFE, the
southwestem portion of building envelope will be cut approximately 6 feet, while the balance of
the building envelope will receive structural fill ranging from approximately 6 to 17 feet.
Any required fill soils should be compacted to at least 95 percent of the maximum dry density
obtained in accordance with ASTM Specification D-698, Standard Proctor Method, with a
moisture content within +/- 3% of the optimum moisture content (OMC). Acceptable fill soils
should be soil that has less than 5 percent organic content and a liquid limit and plasticity index
less than 50 and 20, respectively. Soils with USCS group symbols of SP, SW, SM, SC, and ML
are recommended for use as controlled fill, although it is important to note that silty soils are
very moisture sensitive and not as strong as sandy soils. Plastic clays (CH) are not good
structural fill soils and should be limited to placement in deep fill areas. All fill soils should be
placed in horizontal loose lifts and compacted with adequately -sized equipment. Loose lift
thicknesses will vary depending on the size of the compaction equipment: we recommend a
maximum of 8 inches for large self-propelled compactors, 6 inches for small self-propelled
compactors, and 4 inches for remote -controlled compactors and hand -operated equipment (plate
tampers, wacker-packers, or jumping jacks). Vibratory smooth -drum rollers are appropriate for
cohesionless/coarse-grained soils while sheepsfoot rollers are appropriate for cohesive/fine-
grained soils.
The plastic soils (CH) at this site can shrink and swell with moisture changes, and thereby cause
damage to structures and pavements. We have provided our recommended undercut dimensions
for foundations, floor slabs and pavement areas in this report. Lime Stabilization is an option for
addressing the plastic site soils (CH), which could be an alternate to localized undercut and
replacement of these soils if encountered at foundation, pavement, and/or slab bearing
elevations. Introducing quicklime or hydrated time into high plastic soil (CH) causes a chemical
reaction which alters many physical characteristics of the fine wined soil particles. The
pozzolanic reaction results in a decrease in plasticity index (PI), an increase in the plastic limit
(PL), a decrease in maximum dry density, increase in optimum moisture content, decrease in
swell potential, and a slight increase in compressive strength. This pozzolanic reaction is the
formation of calcium silicate hydrates and calcium aluminate hydrates as the calcium from the
lime reacts with the aluminates and silicates solubilized from the clay mineral surface. It is
recommended that 1 to 4% hydrated lime by weight be added to silty clays and heavy clays to
achieve modification, while lime contents greater than 4% are proposed to accomplish
stabilization needed to reach higher compressive strengths. However, this option is more cost
effective on larger sites and a specialty contractor is typically required for the best results.

Project Name: Dollar General
Location: Belews Creek, NC
Date: August 20, 2015
Project No. 15-152
We recommend that positive site drainage is maintained during earthwork operations to prevent
the ponding of water on exposed subgrades. Soil subgrades should be protected from inclement
weather (rain especially) by 'sealing' the subgrades prior to forecasted inclement weather.
'Sealing' can be performed by rolling with a smooth steel -drum roller without vibration. Ruts
should not be created during the 'sealing' operation. Prior to the placement of additional fill, the
'sealed' subgrade should be scarified.
If earthwork is performed during winter months or after inclement weather, the subgrade soil
conditions could potentially be more unstable due to wet soil conditions, which could potentially
require stabilization or undercutting.
6.3 Groundwater Control
We do not anticipate that groundwater control will be necessary for this project, since
groundwater was not encountered in the test borings. Note that soil moisture and groundwater
conditions vary depending on conditions such as temperature, precipitation and season.
Therefore soil moisture and groundwater location at other times of the year may vary from those
observed at the time of this subsurface exploration and as described in this report.
6.4 Foundations
Based on site grading plan C200, foundations for the building and retaining walls will bear on
the existing residual soils and new structural fill soils. We recommend supporting the proposed
building and retaining walls on shallow foundations bearing on competent residual soils and/or
newly compacted controlled fill. Shallow foundations for buildings and retaining walls should
be designed for an allowable net bearing pressure of up to 2,000 pounds per square foot. We
recommend minimum foundation widths and embedment depths of 16 and 18 inches, respectively,
for the building foundations. Because the surficial elastic clay layer (CH) encountered at a boring
at this site is moisture sensitive and subject to shrink/swell, we do not recommend bearing any
foundations directly on the elastic clay, especially the perimeter foundations which have a
greater chance of being subjected to surface water. Instead we recommend an undercut of the
elastic clay to a depth of at least 24 inches where encountered at the foundation bearing elevation
and replacement with quality non -plastic or low -plasticity fill materials or ABC gravel. If fill
soils will be placed to reach final grades, we recommend a 24-inch buffer of non -plastic fill soils
between the bottom of foundations and the CH soils.
Based upon our experience with Dollar General stores we anticipate that structure consist of a
tum-down concrete slab on grade floor system with masonry veneer; maximum loads of 50 kips
for columns and 3 klf for walls are anticipated.
A site -specific settlement analysis has not been performed. However, based upon the expected
loading and the requirement that the foundations bear on competent residuum or structural fill
soils (to be verified by CVET or another qualified CMT fine), we expect total settlements of
structure foundations to be on the order of 1 inch or less. In general, differential settlements

Project Name: Dollar General
Location: Belews Creek, NC
Date: August 20, 2015
Project No. 15-152
between building components are expected to be on the order of 1/3 to 1/2 of the total
settlements. We expect settlements in the building foundations to occur relatively soon after the
loads are applied.
6.5 Floor Slabs
We believe that a concrete slab -on -grade floor system is appropriate for the proposed building.
Regardless if the floor slab will bear on controlled fill or competent residual soil, we recommend
a modulus of subgrade reaction (k) of up to 100 pounds per cubic inch for structural design of the
floor slab, pending the slab is bearing on structural fill soil. This value is representative of a 1-11
square loaded area and may need to be adjusted depending the size and shape of the loaded area
depending on the method of structural analysis. The floor slab should be isolated from building
foundations unless the connection is designed to accommodate anticipated foundation settlement.
Similar to foundation and pavement areas, the subgrade for the entire floor slab area should be
proofrolled (before foundation construction makes proofrolling impractical) to ensure that the
subgrade is competent, and to locate any soft or incompetent areas that require undercutting and
replacement with controlled fill soils. We recommend the use of 4 to 6 inches of free -draining
granular material (NCDOT No. 57 stone or recycled concrete) as both aggregate base course
under the slab and capillary break. The use of a vapor retarder should be considered beneath
concrete slabs on grade which will be covered with wood, tile, carpet or other moisture -sensitive
or impervious coverings, per ACI 302 and/or ACI 360. If elastic clay is exposed at the floor slab
elevation, we recommend undercut of at least 18 inches of the clay, and replacement with quality
non -plastic or low -plasticity fill materials, because the plastic clays are moisture sensitive and
prone to shrink/swell with moisture changes. If fill soils will be placed to reach final grades, we
recommend a 18-inch buffer of non -plastic fill soils between the bottom of the floor slab and the
CH soils.
6.6 Retaining Walls
The site plan C200 provided by BREC indicates that two retaining walls will be used to achieve
the required site grading. The exact type and details of the retaining walls are unknown.
Chapter 18, Section 1806 of the North Carolina Building Code requires that retaining systems
providing a cumulative vertical relief greater than 5 feet in height within a horizontal distance of
50 feet or less, including retaining walls or mechanically stabilized earth walls, shall be designed
under the responsible charge of a registered design professional.
Please note that the following parameters are typical values for design purposes. Prior to
construction of the retaining system, the proposed backfill should be subject to adequate
laboratory testing to confirm design parameters, to confirm that they meet or exceed the
parameters listed below. We do not recommend the use of the encountered highly plastic clay
(CH) material to be utilized as structural backfill for site retaining walls.
We recommend the following parameters for design of retaining systems:
8

Project Name: Dollar General
Location: Belews Creek, NC
Date: August 20, 2015
Project No. 15-152
Foundation and Retained Soils
o Moist Unit Weight (y.) = 120 pcf
o Active Earth Pressure Coefficient (Ka) = 0.36
o At -Rest Earth Pressure Coefficient (Ko) = 0.53
o Passive Earth Pressure Coefficient (Kr) = 2.77
o Internal Friction Angle (y) = 28'
o Friction Factor (8) = 0.30
Controlled Back£dl Soils
o Moist Unit Weight (ym) = 120 pcf
o Active Earth Pressurc Coefficient (Ko) = 0.36
o At -Rest Earth Pressure Coefficient (Ka) = 0.53
o Passive Earth Pressure Coefficient (Kp) = 2.77
o Internal Friction Angle (gyp) = 28'
o Friction Factor (8) = 0.30
The parameters stated above are for retaining systems that do not have significant backslopes. If
it is necessary to have sloping backfill at the top of the system, an increase in lateral earth
pressure applied to the wall shall be addressed during design phase.
Retaining systems shall be designed to ensure stability against overturning and sliding with a
minimum factor of safety = 1.5. A global stability analysis shall also be performed to ensure the
overall stability of the retaining system against failure of weak underlying soils. The retaining
system design should also address the vertical pressures developed at the base of the wall against
the ultimate bearing capacity of the soil. The allowable settlement and tilt of the retaining
system shall also be addressed during design.
Implementation of a drainage feature within the retaining system is a critical feature that shall be
addressed during design. The buildup of hydrostatic water pressure behind the wall can lead to
excessive lateral pressures, not accounted for in the design, thus leading to potential wall failure.
Weep holes should be installed at regular intervals to discharge any accumulated water from the
backfill. In order to guard against the possibility of backfill material washing into the weep
holes or drainage features, ultimately clogging them, the drainage features should be encased in a
geotextile filter fabric.
Heavy earthwork equipment should maintain a minimum horizontal distance 3 — 4 feet from wall
face, while within this area lighter, hand held compaction equipment should be used to compact
wall backfill. Heavy equipment or material should not be parked or placed behind the retaining
wall during construction, within 10 feet.
All design and construction considerations for retaining systems are site dependent. CVET
would be pleased to provide design services for Segmental Retaining Wall (SRW) systems or
construction materials testing/ special inspection observations for any type of retaining wall as an
additional scope of services.

Project Name: Dollar General
Location: Belews Creek, NC
Date: August 20, 2015
Project No. 15-152
6.7 Pavements
Traffic load conditions for this project have not been provided. Pavement for this project is
assumed to consist of standard or light -duty asphalt parking areas (only personal vehicle traffic)
and heavy-duty asphalt drives (drive lanes, buses, trucks, etc.). Based on the subsurface
conditions encountered in the test borings, and assuming all pavement areas pass a proofroll as
described in section 6.1 of this report, we recommend standard thicknesses of 2, 0 and 6 inches
for surface course, base course and ABC crushed stone, respectively, for standard or light -duty
pavement. For heavy-duty pavement, we recommend thicknesses of 1.0, 2.5 and 8 inches for
surface course, base course and ABC crushed stone, respectively. We recommend an 8-inch
thick Portland cement concrete slab bearing on 4 inches of ABC crushed stone for the approach
and slab for any trash dumpster on site. If concrete pavements are desired, we recommend a
minimum of 6 inches of concrete overlying 4 inches of ABC crushed stone base. The concrete
should be air -entrained and have a minimum of 4,500 psi after 28 days of laboratory curing per
ASTM C-31. If elastic clay is exposed at the pavement subgrade elevation; we recommend an
undercut of at least 12 inches of the elastic clay and replacement with quality non -plastic or low -
plasticity materials, because the plastic clays are moisture sensitive and prone to shrink/swell
with moisture changes. If fill soils will be placed to reach final grades, we recommend an 12-
inch buffer of non -plastic fill soils between the pavement subgrade and the CH soils.
Careful control of storm water is one of the best ways to endure adequate long-term performance
of any pavement. The surface of the pavement should be sloped to gutters and/or catch basins to
prevent water from ponding and infiltrating through the pavement into the sub -base and
subgrade.
We recommend compaction testing of the ABC crushed stone base prior to asphalt/concrete
placement, and full-time inspection during asphalt/concrete placement.
6.8 Construction Materials Testing and Special Inspections
Construction materials testing (CMT) and inspection should be performed at regular intervals
throughout the course of the project. CVET is qualified for this work and would be pleased to
provide these services during construction.
7.0 LIMITATIONS
This report has been prepared for the exclusive use of Blue Ridge Environmental Consultants,
P.A. and their agents for specific application to the referenced property, in accordance with
generally accepted soils and foundation engineering practices. No warranties, express or
implied, are intended or made. The conclusions and recommendations presented in this report
are based on the specific test borings and laboratory testing performed as part of our scope of
work, and do not reflect variations in subsurface conditions that may exist between test boring
locations or in unexplored portions of the site. Note that the soil and laboratory test data
presented in this report are for the specific time of this subsurface exploration. While the type of
10

Project Name: Dollar General
Location: Belews Creek, NC
Date: August 20, 2015
Project No. 15-152
material encountered in the test borings will not likely change significantly over time, the
properties of the materials can and will change over time, including soil moisture content,
density, consistency, SPT "N' values, etc. Fluctuations in the groundwater level can have a
significant impact on the material properties, as can seasonal changes. Site safety, excavation
support related to OSHA requirements, and construction dewatering requirements are the
responsibility of others, not CVET. In the event changes are made to the proposed construction
plans, design or location of the project as described within this report, the conclusions and
recommendations provided in this report shall not be considered valid unless CVET is given the
opportunity to review the changes, and either verifies or modifies the conclusions and
recommendations contained in this report in writing.

Project Name: Dollar General
Location: Delews Creek, NC
Date: August 20, 2015
Project No. 15-152
APPENDIX A - PROJECT FIGURES

-gt 1 fJ rj .w i
j� 4 i �. n, 'Ci 4'\ • 'rI al ! t _.x
S14
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OCERY
K 3
I
y� N
$ SITE MAP
a soiennM
�ATAWBA Y 2 VALLEY ��
� DOLLAR GENERAL w 15-152
0
7299 NC HWY 66
".... • are sF¢7 NO.
BELEWS CREEK, NORTH CAROUNA 07,14.15 FIG. t

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F1ECfRX'.4L
N
BORING LOCATIONS
SQ/EMATIC
DOLLAR GENERAL
7299 NC HWY 65
BELEWS CREEK, NORTH CAROUNA
DRWN Rr
PROJECT Nm
am
15-152
1
DATE
SNEEr NO.
07.14.15
FIG. 2

Caurab9 Vaesy Enu6tsedng arse TasWV
308 /5th St. SE, Suds 2
`.
H'k"NC 28M
Teleph": 02e 578 9972
CLIENT
Blue Ridge Envirmmental Cwlsudanls
FFE=817'
8-1
....
..............................
41)n
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ul
_
12tLm
4s1
8-2
i
7-m
n)
Distance
&5
SUBSURFACE, DIAGRAM
PROJECT NAME
69
H
5
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10
B-7
FG=816'
FG=816'
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" Catawba Valley Enid a dng and Testing
We ISM St SE, Suite 2
`: Hickory NC 29802
Telephone [phone]
KEY TO SYMBOLS
CLIENT Blue Ridge Environmental Consultants PROJECT NAME Dollar General, Selow Creek
PROJECT NUMBER 15152 PROJECT LOCATION Belem Creek. NC
LITHOLOGIC SYMBOLS SAMPLER SYMBOLS
(Unified SOY Classification System)
®Split Spoon
CH: USCS High Plasticity Clay
SC: USCS Clayey Sand
SM: USCS Silty Sand
SP: USCS Poody-graded Sand
WELL CONSTRUCTION SYMBOLS
ABBREVIATIONS
LL
-LIQUID LIMIT(%)
TV-TORVANE
PI
- PLASTIC INDEX (%)
PID - PHOTOIONIZATION DETECTOR
W
-MOISTURE CONTENT (%)
UC -UNCONFINED COMPRESSION
DD
-DRY DENSITY (PCF)
ppm -PARTS PER MILLION
NP
-NON PLASTIC
- Water Level at Time
-200 -PERCENT PASSING NO. 200 SIEVE
Drilling, or as Shown
PP
-POCKET PENETROMETER (TSF)
Water Level at End of
Drilling, or as Shown
Water Level After 24
.
Hours, or as Shovm

Project Name: Dollar General
Location: Belews Creek, NC
Date: August 20, 2015
Project No. 15-152
APPENDIX B - BORING LOGS

REFERENCE NOTES FOR BORING LOGS
Drilling Sampling Symbols
SS
Split Spoon Sampler
ST
Shelby Tube Sampler
RC
Rock Core, NX, BX, AX
PM
Pressuremeler
DC
Dutch Cone Penetrometer
RD
Rock Bit Drilling
BS
Bulk Sample of Cuttings
PA
Power Auger (no sample)
HSA
Hollow Stem Auger
WS
Wash sample
REC
Rock Sample Recovery %
ROD
Rock Quality Designation %
It. Correlation of Penetration Resistances to Soil Properties
Standard Penetration (blows/ft) refers to the blows per fool of a 140 lb, hammer falling 30
inches on a 2-Inch OD split -spoon sampler, as specified in ASTM D 1586. The blow count is
commonly referred to as the N-value.
A. Non -Cohesive Soils (Silt, Sand, Gravel and Combinations)
Density Relative Properties
Under 4 blows/ft Very Loose Adjective Form 12%, to 49%
5 to 10 blowstft Loose With 5%to 12%
11 to 30 blows/ft Medium Dense
31 to 50 blows/ft Dense
Over 51 blows/ft Very Dense
Boulders
6 inches or larger
Cobbles
3 to 8 inches
Gravel
Coarse
1 to 3 inches
Medium
/2 to 1 Inch
Fine
'/. to '% inch
Sand
Coarse
2.00 mm to'/. inch (dia, of lead pencil)
Medium
0.42 to 2.00 mm (dia, of broom straw)
^ _
Fine
0.074 to 0.42 mm (dia. of human hair)
B. Cohesive Soils (Clay, Silt, and Combinations)
Blowsnt
Consistency
Unconfined
Comp. Strength
Degree o/
Plasticity
Op Os()
Plasticity
Index
Under 2
Very Soft
Under 0.25
None to slight
0-4
3 to 4
Soft
0.25-0.49
Sit grt
5-7
5to8
Medium Stiff
0.50-0.99
Medpm
8-22
9 to 15
stiff
1.00-1.99
High to Very High
Over 22
16 to 30
Very Stiff
2.00-3.00
31 to 50
Hard
4.00-8.00
Over 51
Very Hard
Over 8.00
Ili. Water Level Measurement Symbols
WL Water Level BCR Before Casing Removal DCI Dry Cave -In
WS While Sampling ACR After Casing Removal WCI Wet Cave-in
WD While Drilling 0 Est. Groundwater Level B Est. Seasonal High GWT
The water levels are those levels actually measured In the borehole at the times Indicated by the
symbol. The measurements are relatively reliable when augeiing, without adding Bulds, in a granular
soli. In clay and plastic sills, the accurate determination of water levels may require several days for
the water level to stabilize. In such cases, additional methods of measurement are generally applied.

Catawba Valley Engineering and Testing
BORING NU_ MBER'BA'.
308 15th St. SE: Suite 2
PAGE 1 OF 1
Hickory NC 28802-
.." Telephone: [phone]
CLIENT Blue Ridge Environmental Consuttants
PROJECT NAME
Dollar General, Belews Creek
PROJECT NUMBER 15152 -
PROJECT LOCATION
Belews Creek. NC
DATESTARTED 7/15115 COMPLETED 7115115
GROUND ELEVATION.
811 R MSL HOLESIZE
2.25inches
DRILLING CONTRACTOR Capital Drilling
GROUND WATER
LEVELS:
DRILLING METHOD Hollow Stem Auger 2.25'
AT TIME OF
DRILLING — Cove
at I V
LOGGED BY JE CHECKEDBY JOH
AT END OF
DRILLING —
NOTES _
AFTER DRILLING
-.-
...
FFE=817'
w
g
M
tc
♦ SPT N VALUE •
W SO
4lMC'
PL LL
i—�
w:
a 0
MATERIAL DESCRIPTION
j 0
3��
O j a
ru
Z
MUZ
YV
t
0
ED
22
u�
-80
OPINES CONTENT(%)0
o
0 40 6D $0. .
(SM) RESIDUAL: Silty Fine SAND with Fine Gravel: Brown. Tan
and Gray, Moist, Dame
..�.....I
Note: 2' Topsoil
"
SS
44
8.14-27
i
FS2S
33
(48)I.17-31......
., .,
S$
11
12.14-26
i
.:
3
(40)
i !
(SP) RESIDUAL, Fin SAND with Fine Gravel, Trace 518, Gray,
SS
100
23-5010-
..... �.
Dry. Very Dena
4
... i.......)....,::
1
>a
SS
1 100
501r
r
- 'Refusal at 15.0 feet
i Bottom of borehole at 15.0 feel.
i
I
I
i
i
r
i
i
-s
i
i

Catawba valley Engineering and Testing
BORING NUMBER B=2
308 15th St. SE, Suite 2
PAGE 1 OF 1
Hickory NC 28602
'�""'•� Telephone) 828 578 9972
CLIENT Blue Ridge Environmental Consultants
PROJECT NAME
Dollar General, Belem Creek
PROJECT NUMBER 15152
PROJECT LOCATION Selews Creek. NC
DATE STARTED -7115/15 COMPLETED 715I15
GROUND ELEVATION
800 ft MSL HOLE
SIZE 2.25 inches
DRILLING CONTRACTOR Caoltal Dri®ing
GROUND WATER
LEVELS:
DRILLING METHOD H_ oUm Stem Auoer 2.25'
AT TIME OF
DRILLING — Cave al 7.5'
LOGGED BY JE CHECKED BY JDH
AT END OF
DRILLING
NOTES
AFTER DRILLING
FFE=817'
0.rw
at
o
Z
A SPT N VALUE ♦
7PL 4
�-.
=t7
g
a.-,
tc
MC LL
w
30
MATERIAL DESCRIPTION
O
ti'y
z
p I
mcOii
20 40 60 80
❑ FINES CONTENT ❑
o
(%)
20 40 N 60
-
ISM) RESIDUAL: Silty Fine SAND with Fine Gravel; Dark
Gray,
.}
Moist, Medium Dense to Very Dense
j
[d!'
Note: 3"Topsoil
,...r,:....... ......j....
SS
11
2.7-20
.,:
1
(27)
... .m. . .i............i?....:.
i
of
r
10-13-23
5
.i......1,.....,
c
SS
11
19-20.27
3
147)
...... .:
- '>
55
100
31-1/D'
Refusal at feet.
SS
SO/O'
Bottom of borehole
le at
et 12.0 feel.
5
Aa
3
e
w
3
0
0
O
Zi
m
0
W
O

Catawba Valley Engineering and Testing BORING NUMBER B-3 '
308151h St. SE, Suite 2 PAGE 1 OF 1
Hlckory NC 28602
.� Telephone; 828 578 9972
CLIENT Blue Ridge Environmental Consultants PROJECT NAME _Dollar General. Belem Creek
PROJECT NUMBER 15152 PROJECT LOCATION Belews Creek. NC
DATE STARTED 7115/15 COMPLETED 7115115 GROUND ELEVATION 8178MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR Capital Ontlim; GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger 2.25' AT TIME OF DRILLING — Cave at 13'
LOGGED 13Y JE CHECKED BY JDH AT END OF DRILLING —
NOTES AFTER DRILLING —
-
w
ae
Z
rr
• SPT N VALUE A,
u
Q.
ul
3
—c
20 . 40
PL MC LL
w=r
gO
MATERIAL DESCRIPTION
wm
an
jo
0=5
�j
2..
{�
O
K
O.
al
Y"
J
PO , 0.
C9Z
U
U2
S
>
FFE=81T
¢
Q.
p
❑FINES CONTENT (%)❑
20 40 60 8
ISM) RESIDUAL: Silty Fine SAND, Tan, Moist, Medium Dense
4 'i
Note: 3'Topsoil
......a..... .....a..... :...,...
:.
)
( i
:......
(SP) RESIDUAL: Fine SAND, Trace Silt, Tan to Light Gray, Dry,
Medium 10 Very Dense
67
2
(21)
-
i
r3S
58
10.11.16
(27)
i
FS4S8-16-20
'.:'..:.
......:......:.......i......:......
(36)
1 t
r v
i
E
SS
4.19-29
(48)
1
...... ..�.. .
ISS
)
i
l
i i, i
100
6-501G,
6
�
1
t
5
Bottom of borehcle at 20.0 feet.
c
i
s

Catawba Valley Engineering and Testing
-
BORING NUMBER 54 -
30815th St. SE, Suite 2
PAGE I OF 1
Hickory NC 28602
' Telephone: [phone]
CLIENT Blue Ridge Environmental Consultants
PROJECT NAME Dollar General, Selews Creek
PROJECT NUMBER 15152
PROJECT LOCATION Beke Creek. NC
DATE STARTED 7115115 COMPLETED 7115115
GROUND ELEVATION 610 0 MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR _ Capital Drilling
GROUND WATER LEVELS:
DRIMG METHOD Hollow Stem Auger 2.25-
AT TIME OF DRILLING — Cave at 9.5'
LOGGED BY JE CHECKED BY JDH
AT END OF DRILLING —
"
NOTES-
AFTER DRILLING —
FFE=817'
w
ASPTN VALUE
a C
at
>-
tow
Z
tu
ac
rr
S
20 40 60 80
PL MC LL
0 4
sic
gp
MATERIAL DESCRIPTION
wm
wo
QS�
�
=c
o V
�
03
9
� �
20 40 60 80
Z
w
U?
❑FINES CONTENT (%)❑
0
z
a
o
20 40 60 so
ISM) RESIDUAL: Silty Fine SAND with Fine Gravel, Broom, Tan, -
Dry, Dense to Very Dense
21 SS
100
50/3"
1
......5.....J......; ..,..i......
SS.
3.27-31
2
(58)
. ..
SS
44
17-20-24
I
3
(44)
i
i
»
SS
100
12.50/0"
(
4
....... i.......:...
.
S
3
I
9
Refusal at 13 D feat
SS t ; 50/3"
,
Bottom of borehole at 13,0 feet.
5 -
s
n
a
i
s
g
n
z
3'
`o
ti
x
x
u
0
u ^

Catawba Valley Enpneew"q and Tesucy BORING NUMBER:B=5
308 15th St. SE; Suite 2 PAGE 1 OF 1
Hickory NC 28602,.
Telephone! 828 578 9972
CLIENT Blue Ridoe Environmental Consultants PROJECT NAME Dollar General, Belews Creek
PROJECT NUMBER -15152 PROJECT LOCATION Belo" Creek, NC
DATE STARTED V15115 COMPLETED 7115115 GROUND ELEVATION 023 it MSL HOLE SIZE 2.25 Inches
DRILLING CONTRACTOR Capital Drilling GROUND WATERLEVELS:
DRILLING METHOD Hollow Stem Auger 2.25" AT TIME OF DRIWNG — Cave at 14•
LOGGED BY JE CHECKED BY JDH AT END OF DRILLING —
NOTES AFTER DRILLING —
atu
e
Z
rr
♦ SPT N VALUE
t'^
w:
=Lc10
o.
MATERIAL DESCRIPTION
to
m
a
wO
>O
ur w
3fL�
O>Q
u+
o.c
�.�
3
tc
zR
20 40 60 80
PL MC - LL
—�
o
a:)
Oro
m0
20 40 60 80
O
wy
U?
rc
❑FINES CONTENT(%)O
tY
a
0
20 40 60 80
(SCSM) RESIDUAL; Clayey Fine SAND, Trace Fire Gravel,
Broom, Moist. Loose to Dense
i
72
2-3-4
1S
...... <......!.... .:....... i.....,.
SS
F5
44
12.13-18
2
(Jt)
'.
......:.............a..,.........,
.
ISM) RESIDUAL: Silty Fine SAND, Trace Fine Gravel. Brown,
rr :,
Moist Dense to Very Dome
SS
11
4-19-24
i
3
(43)
I
so
.....i...... r •.. �..„ .' .
` r
4S
(36)
10
.
1
z
i
i
ts
56
8-22-50
...................
(72)
x i
15
f
6
"f
i
d
i
<"
"
SS
100
SDIY
� o
Bottom of borehole at 20.0 feet.-
s
u
0
u

Catawba Valley Engineedng and Tasting
- BORING NUMBER B=6
308 15th St. SE, Suite 2
PAGE 1 OF 1
Hickory NC 28602
Telephone; 8285789972.
CLIENT Blue Ridee Environmental Consultants
PROJECT NAME Dollar General. Selews Creek
PROJECT NUMBER 15152
PROJECT LOCATION Belews Creek. NC
GATE STARTED 7I15115 COMPLETED 7115115
GROUND ELEVATION 812 8 MSL HOLE
SIZE 2.25 inches
DRILLING CONTRACTOR Caoilol Drilling
GROUNDWATER LEVELS:
DRILLING METHOD Hollow Stem Auger 2.2 "
AT TIME OF DRB-LING — Cave at 9.5'
LOGGED BY JE CHECKED BY JOH
AT RID OF DRILLING —
NOTES
AFTER DRILLING —
FG=816'
a..
o:
X
Y
N 1u
Z
w
ASPTN VALUE
20 40 6D 80
g
PLj�MC, 'L
gi0
MATERIAL DESCRIPTION
w�
p_p
y"O¢
ruy
i�
o
�a�ao
wO*
�—
0 40 60 0
I_
cUx�"
❑ FINES CONTENT (%) ❑
w
Q.o
40 ,80
(SM) RESIDUAL:5 try Fine SAND, Brown, Tan and Black, Moist
Medium Dense'
�' '
Note: 2' Topsoll. Very Silly lop 3'
t.....
SS
2-"
.,.,.1
1
67
(14)
..,. ...... y:.....�..
...
., ,.
Ili
:P
r
SS
3B
5-8-14
i
3
(22)
.................... . _ .J...
i
...... .....d...... �......�......
.: :..
SS
44
741-12
10.0
Bottom of borehole at 10,0 feet.
i
y�
i
0
n
e
i
i
2
r
Y_

9
Catawba Va ley En9'rieedrg end TaslireJ
BORING NUMBER B-7"
' 308 15th SL' SE. Suite 2
PAGE 1 OF 1
Hickory NC 28602
Telephone! 828 578 9972
CLIENT Blue Ridoe Envimnmental Consultants
PROJECT NAME Dollar General Belews Creek
PROJECT NUMBER 15152
PROJECT LOCATION Belem CreekNC
DATE STARTED 7115/15 COMPLETED 7/15115
GROUND ELEVATION
818 8 MSL HOLE SIZE 2.25 inches
DMLUNG CONTRACTOR Capital Drilling
GROUND WATER LEVELS:
DRI W NG METHOD Hollow Stem Auaor 2.25•
AT TIME OF DRILLING — Cave at 7'
LOGGED BY JE CHECKED BY JDH
AT END OF DRIWNG —
NOTES
AFTER DRILLING
—
ae
Z
• SPT N VALUE •
—
_C7
w
Ifa
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MATERIAL DESCRIPTION
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0 40 �� 80
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z�
❑ LINES CONTENTj%)O
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U
U Z
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p
ISM) RESIDUAL; Silly Fine SAND. Tan, Black and Gray. Mo'sl,
Medium Dena FG=816'
Note: I-Topsoll
'•' °
.:...
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USIS
3.55:.....,..._.:72
........i.......
(13)
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56
4.7.12
3
7
SS
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.:
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Bottom of borehole at 10.0 feet,
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Catawba Valley Engineering and Testing
BORING NUMBER B=8
308 15th St. SE, Suite 2
PAGE i OF 1
Hickory NC 26602
Telephoner 828 578 9972
CLIENT Blue Ridge Environmental Consultants
PROJECT NAME Dollar General, Belews Creek
PROJECT NUMBER 15152
PROJECT LOCATION Belem Creek; NC
DATE STARTED 7/15/15 COMPLETED 7/15115
GROUND ELEVATION
815 it MSL HOLE
SIZE 2.25 inches
DRIWNG CONTRACTOR • Capital Drilling
GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger 2.25'
AT TIME OF DRILLING — Cave al T
LOGGED BY JE CHECKED BY JDH
AT END OF DRILLING
—
NOTIS
AFTER DRILLING
—
w
A
=
♦ SPT N VALUE
Q.
w
rc
in
u
20 40 60 80
�j— —jL
d 0
MATERIAL DESCRIPTION
','
ul 0
O Q
w�
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8
MO>
leV
20. 4 60 80
ii
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m
¢
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❑ FINES CONTENT 1%) d
0.0
o-
20 40 60 80
(CH) RESIDUAL: H'gh Elasticity CLAY, Tan, M015L Hard
'
FG=814'
....
4'S -
,.. ).�...j...•..;—..•.*n•..
SS
78
2-3-g
4.0
.t.
1
(12)
. ..±
2.5
..., . .....5......i.....:
i...
i
I
�
:.:..
''•
ISM) RESIDUAL: Silty Fine SAND, Ten and Black. Moist, Medium
Dense
..... a..,. :.....,.c.....:,._..
.•,.
Note: 2'Topsoil
..:!....., 5.
j,
t.
.... '.......�.... a..a...n.i:......
SS
79
3-0 11
i
I:r f
2
(19)
.. ........:. ..... ......i......
.
5.0
I
r3S
5-9-14
j
7.5
;......i.......
ISM) RESIDUAL: Silly Fine SAND, Trace Fine Gravel, Gray, Dry,
n
iMedium Dense
,.... ..,..:,, ...;,....:...
...;......�
•
'
4
...... i......
4
(17)
10.0
•:
7
Bottom of borehole at 10.0 IaeL
g�
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8
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0
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F
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V

Catawba Valley Engineering and Testing
BORING NUMBER B-9 a
308 151h St. SE, Suite 2
PAGE 1 OF 1
Hickory NC 28602, --.
"" Telephone: [phone]
CLIENT Blue Ridne Environmental Consultants
PROJECT NAME Dollar General Below$ Creek
PROJECT NUMBER 15152
PROJECT LOCATION Belem Creek. NC
DATE STARTED 7115115 COMPLETED 7 15115
GROUND ELEVATION
822 It MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR- Capital Onlling
GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger 2.25'
AT TIME OF DRILLING — Cave at 6.6
LOGGED BY JE CHECKED BY JDH
AT END OF DRIWNG —
NOTES
AFTER DRILLING
—
w
K
=
• SPT N VALUE
Ut�
W
It
20 40 8 80
PL MC LL
a. �
p
a 0
MATERIAL DESCRIPTION
W 0
0
O
O
mVZ
2
I O—i
20 40 60 80
a�
gZ
�"-
�"
O FINES CONTENT (X) ❑
r3Zi
20 40 60 80
' - (SM) RESIDUAL: Silty Fine SAND, Increasing Fine Gravel with
Depth, Brown to Gray, Dry to Moist, Loose to Dense
.....,.C......i......o...... i.......
Note: 3' Topsoil
SS
56
2J-5
i
FG=816'
SS
67
2-5-6
i
�.: .1
;
... _i.......E.......t......L......
2
Ill)
..... .......i.......:......j.......
5.0
r
1
.............:......:......:.......
7.5
4
o
...:
17
4
(66)
Bottom of borehole at 10.0 feet,
n
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0
q
b
-o
C
u

Project Name: Dollar General
Location: Belcws Creek, NC
Date: August 20, 2015
Project No. 15-152
APPENDIX C - LABORATORY TEST DATA
vi

41
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10
LIQUID AND PLASTIC LIMITS TEST REPORT
Dashed line indicates the approximate
upper limit boundary for natural soils
/
/
�0
V
/
/
/
,
/
,
/
/ O
'
o�
GI
__1411
ML or
OL
MH or
OH
c}'N
10 ZU 30 40 50 60 70 80 90 160 110
LIQUID LIMIT
SOIL DATA
NATURAL
SYMBOL
SOURCE
SAMPLE
DEPTH
WATER
PLASTIC
LIQUID
PLASTICITY
NO.
CONTENT
LIMIT
LIMIT
INDEX
%
%
%
%
ICH
•
On -Site
B-I(#1107)
3.5'to5.0'
4.2
NP
NV
NP
■
On -Site
B-5 (#1108)
1.Y to 2.5'
11.7
17
27
10
A
On -Site
B-8 (#1109)
1.0' to 2.5'
26.6
25
52
27
Catawba Valley Client: Blue Ridge Environmental Consultants
Engineering $ Testing, P.C. Project: Dollar General - BelewsCreek
Hickory. North Carolina Project Nn.t IS -lit Fimvn
Tested By: CR Checked By: JHC