SW3150902_HISTORICAL FILE_20160318

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO. I
DOC TYPE 1 ❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYMMDD

TO Tle:- Gi c:
D Z Application Completeness Review s SUED 9/Z2/LSD
9' First Submittal ❑ Re -submittal Date Received: S io !S Date Reviewed: 5 / � By Bill Diuguid�
Development/Project Name:bOLLAR, ram/ S7-AMS-SVI t
Receiving stream name K Classification: C
tiverBasin: 9,QDk/AJ-T0—e,JbEr_ e,aar 7_4/r1E1C= /Z-/oB-w-#
For post -construction requirements, a program will be deemed compliant for the areas where it is
implementing any of the following programs: WS-I, WS-ll, WS-III, WS-IV, HQW, ORW, Neuse River Basin
NSW, Tar -Pamlico River Basin NSW, and the Randleman Lake Water Supply Watershed Nutrient
Management Strategy.
High Density Projects that require a 401 /404 within an NSW require 85% TSS, 30% TN and 30% TP removal.
T&E Species (Goose Creek, Waxhaw Creek or Six Mile Creek Water Sheds): Nit
Latitude and Longitude: 3�5- HS 36.-6'? f ^190 SO,G/ Jurisdiction Sr47jESV4,iz.t
Project Address: Ss4L /5 84RV X0.4 UT s. tl W TRepeAl- Gouw7y
Engineer name and firm: Ta tAl c. e/IUR CH, P•6, S70), PA wix ArpzD z 16941P
f'IIVIIC. .JO �O � CIIIGII:�µST/qL(W Dr'LC_L�!'lz '
Is the project confirmed o be in the State MSI Stormwater Permit jurisdiction? 19'Yes or ❑ No
❑ Low Density (no curb and gutter) ❑ Low Density with curb and gutter outlets CErHigh Density ❑ Other
$ 401/404 impacts to surface waters, wetlands, and buffers (add language to cover letter and/or add info letter)
w- BUA Z ,9. jZV %
uY Check for $505.00 included
2r� Original signature (not photocopy) on application
?� Legal signature (Corporation-VP/higher, Partnership -General Partner/higher LC-memberlmana e , Agent).
Check spelling, capitalization, punctuation: httD://www.secretarv.state.nc.us/corporations/thet)a2c.asDx
If an agent signs the application, a signed letter of authorization from the applicant must be provided which
includes the name, title, mailing address and phone number of the person signing the letter.
Ar Copy of property deed showing ownership or control
For subdivided projects, a signed and notarized deed restriction statement
W'� Sealed, signed & dated calculations
9"' Correct supplement and O&M provided for each BMP on site (check all that were provided & number of each)
m/ Bioretention
❑ Dry Detention Basin
❑ Filter Strip
❑ Grass Swale
❑ Infiltration Basin
❑ Infiltration Trench
❑ Level Spreader
❑ Permeable Pavement
❑ Restored Riparian Buffer
❑ Rooftop Runoff Management
❑ Sand Filter
❑ Stormwater Wetland
❑ Wet Detention Basin
❑ Low Density
❑ Curb Outlet
❑ Off -Site
❑ NCDOT Linear Road
RECEIVED
MAR 1 8 _7�16
DENP.-DE .i R
Land Quality Section
Mooresville Regional Office
e Two sets of sealed, signed & dated layout & finish grading plans with appropriate details
e Narrative Description of stormwater management provided
or Soils report, geotech information provided
3'� Wetlands delineated or a note on the plans or in the accompanying documents that none exist on site and/or
adjacent property
V Details for the roads, parking area, cul-de-sac radii, sidewalk widths, curb and gutter;
Dimensions & slopes provided.
9�/6rainage areas delineated ❑ Pervious and impervious reported for each ❑ Areas of high density
� BMP operation and maintenance agreements provided
kl� Application complete ❑ Application Incomplete Returned: (Date)
Comments NU CX//�- /A/6 5 _DONE Jk) / oa7PKlmT o
5 k(- -H 16 H We-72r- JC 'Tip s/ 0' -.9 All- ,— Z AE s , Twdr!rr
a 7-7 EA;? OF CG L(..6 FX ;'RAp OLp'Ti0AJ
n, Bill Diugu,d W

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
Corporate Names
Legal: Venture Properties VII, LLC
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

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GEOTECHNICAL ENGINEERING REPORT
Dollar General
Statesville, North Carolina
April 30, 2015
CVET Project No. 15-063
PREPARED FOR:
Blue Ridge Environmental Consultants, P.A.
PREPARED BY:
CATAWBA VALLEY ENGINEERING AND TESTING, P.C.
HICKORY, NORTII CAROLINA
NX
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.
April 30, 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
Statesville, North Carolina
CVET. Project No.: 15-063
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 Statesville, North Carolina. This
study was authorized on March 26, 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.
David M. LeGrand Jr., P.E.
Project Engineer
Jeffrey D. Holchin, P.E.
Principal Geotechnical Engineer
P.O. BOX 2616 a 308 15T" STREET SE, SUITE 2 • HICKORY, NORTH CAROLINA 28603
TELEPHONE: [phone] • FAX: [phone]

Project Name: Dollar General
Location: Statesville, NC
Date: April 30, 2015
Project No. 15-063
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...........................................................................................................3
5.0 SUBSURFACE CONDITIONS..........................................................................................3
5.1
Site Geology....................................................................................................
........ 4
5.2
Soils..................................................................................................................................4
5.3
Bedrock............................................................................................................................
4
5.4
Groundwater.....................................................................................................................4
6.0
RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION ...................................
5
6.1
Site Preparation................................................................................................................5
6.2
Earthwork.........................................................................................................................5
6.3
Groundwater Control........................................................................................................
6
6.4
Foundations......................................................................................................................6
6.5
Floor Slabs........................................................................................................................
7
6.6
Pavements.........................................................................................................................7
6.7
Construction Materials Testing and Special Inspections .................................................
8
7.0
LIMITATIONS....................................................................................................................8
APPENDIX A — PROJECT FIGURES ................................... "'
APPENDIX B — BORING LOGS.................................................................................................. v
APPENDIX C — LABORATORY TEST DATA.. ........................................................................ vi

Project Name: Dollar General
Location: Statesville, NC
Date: April 30, 2015
Project No. 15-063
1.0 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 Statesville, NC.
The typical soil profile encountered at the nine (9) soil test borings at the subject site is
relatively uniform and includes surficial highly plastic silty residual soils underlain by
non -plastic sandy silt and finally a silty sand. The surficial silty residual soil is highly
plastic silt (MH) that was encountered at every test boring, and was 2.5 to 7.5 feet thick,
moist and very stiff. The upper non -plastic sandy micaceous silt layer (ML) was
encountered at five test borings and was 2.5 to 7.5 feet thick, moist and loose. The lower
silty sand layer (SM) was encountered at every test boring except B-9 and was moist,
very loose to loose and at least 17.5 feet thick. Neither groundwater nor bedrock was
encountered during this subsurface exploration.
2. We conclude that the site is suitable for the planned construction, although the surficial
highly plastic silt (MH) soils should be addressed during site preparation and earthwork.
This soil shrinks and swells with moisture changes and was encountered in every test
boring.
3. We offer the following design and construction recommendations for the proposed Dollar
General at Statesville, 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 silt (MH) where encountered at
foundation, floor slab or pavement elevations.
We recommend supporting the proposed building 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
2,500 psf. We do not recommend bearing any foundations directly on the highly
plastic silt (MH); 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,
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 silt (MH); if it is exposed at floor slab elevation, we
recommend a minimum 18-inch undercut.

Project Name: Dollar General
Location: Statesville, NC
Date: April 30, 2015
Project No. 15-063
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 silt (MH); if it
is exposed at pavement elevation, we recommend a minimum 18-inch undercut.
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 Statesville,
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 lab 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 the intersection of
Salisbury Road (US Highway 70) and Bellwood Drive in Statesville, North Carolina, as shown
on Figure 1 in Appendix A. The site is currently vacant with grassy cover, an existing building,
and remains of trees which were recently removed from the site. Site grades generally slope
from north to south, away from US Highway 70. 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.
Project information was provided by Mr. Derek Goddard of Blue Ridge Environmental
Consultants on March 26, 2015. We have been provided the preliminary site plan that displays
the proposed building location and parking areas.

Project Name: Dollar General
Location: Statesville, NC
Date: April 30, 2015
Project No. 15-063
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 April 13, 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 Google Earth and/or available GIS data. 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
unconfined compressive strength Qu 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

Project Name: Dollar General
Location: Statesville, NC
Date: April 30, 2015
Project No. 15-063
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 weathering 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
fine-grained granitic gneiss (CZbz).
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. The typical soil profile encountered at the nine (9)
soil test borings at the subject site is relatively uniform and includes surficial highly plastic silty
residual soils underlain by non -plastic sandy silt and finally a silty sand. The surficial silty
residual soil is a highly plastic silt (MH) that was encountered at every test boring, and was 2.5
to 7.5 feet thick, moist and very stiff. The upper non -plastic sandy micaceous silt layer (ML)
was encountered at five test borings and was 2.5 to 7.5 feet thick, moist and loose. The lower
silty sand layer (SM) was encountered at every test boring except B-9 and was moist, very loose
to loose and at least 17.5 feet thick.
5.3 Bedrock
Bedrock was not encountered in the test borings.
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.

Project Name: Dollar General
Location: Statesville, NC
Date: April 30, 2015
Project No. 15-063
6.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION
The following recommendations are provided for design and construction of the proposed Dollar
General in Statesville, 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 location.
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
undercut of the highly plastic silt (MH) where encountered at foundation, floor slab or pavement
elevations.
6.2 Earthwork
At the time of this report, CVET has not been provided with the proposed grading plan or the
finished floor elevation, so site grading is unknown. It is expected that fill soils from an off -site
source will be needed for this project. All 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. As noted above,
plastic silts (MH) 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.

Project Name: Dollar General
Location: Statesville, NC
Date: April 30, 2015
Project No. 15-063
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.
6A Foundations
At the time of this report CVET has not been provided with the proposed grading plan or the
finished floor elevation, so finished site grades are unknown. It is unclear if the foundations will
bear on the existing residual soils or new structural fill soils. We recommend supporting the
proposed building on shallow foundations bearing on undisturbed, competent residual soils
and/or newly compacted controlled fill. Shallow foundations for buildings should be designed
for an allowable net bearing pressure of up to 2,500 pounds per square foot. We recommend
minimum foundation widths and embedment depths of 16 and 18 inches, respectively. Because the
surficial elastic silt layer encountered at this site at all borings is moisture sensitive and subject to
shrink/swell, we do not recommend bearing any foundations directly on the elastic silt,
especially the perimeter foundations which have a greater chance of being subjected to surface
water. Instead we recommend an undercut of the elastic silt 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
MH 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 firm), we expect total settlements of
11

Project Name: Dollar General
Location: Statesville, NC
Date: April 30, 2015
Project No. 15-063
structure foundations to be on the order of l inch or less. In general, differential settlements
between building components arc 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
additions. Regardless if the floor slab will bear on controlled fill or undisturbed 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-ft square loaded area and may need to be adjusted depending the size and
shape of the loaded area depending on the method of structural analysis. 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. Although
not expected for this project, 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 silt is exposed at the floor slab
elevation, we recommend undercut of at least 18 inches of the silt, and replacement with quality
non -plastic or low -plasticity fill materials, because the plastic silts are moisture sensitive and
prone to shrink/swell with moisture changes. If fill soils will be placed to reach final grades, we
recommend an 18-inch buffer of non -plastic fill soils between the bottom of the floor slab and
the MH soils.
6.6 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. Based on test borings B-5 through B-9, elastic silt will be exposed at some of the
7

Project Name: Dollar General
Location: Statesville, NC
Date: April 30, 2015
Project No. I5-063
pavement subgrade elevation; we recommend an undercut of at least 18 inches of the elastic silt
and replacement with quality non -plastic or low -plasticity materials, because the plastic silts are
moisture sensitive and prone to shrink/swell with moisture changes. If fill soils will be placed to
reach final grades, we recommend an 18-inch buffer of non -plastic fill soils between the
pavement subgrade and the MH soils.
Careful control of stone 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.
6.7 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
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: Statesville, NC
Date: April 30, 2015
Project No. 15-063
APPENDIX A - PROJECT FIGURES
ff

d-
iafw 8
B-7
/ f
maxi
B-6 Q
I
ROAD
w CI6.4,.f{OOFIW �
B-9
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e fa.� yB'3
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e�i I r, _
• M. �. �1 f%YICRI!
,�.�.,� CLtltlFP+•
N
10 Rffl1W I I I
BORING LOCATIONS
SMEMAM
DRUM
PR OJWr NO.
ATAWBA VALLEY
DOLLAR GENERAL
as
15-063
��
wre .
E
st¢cr �.
2036 SAUSBURY HWY
""•:•,„.".',„�'�e"°„"
QQ
STATMALLE. NORTH CAROUNA
W-T
FIG. 2

SUBSURFACE DIAGRAM
Catawba Valley Ergmealing am Testing
308 15th St. SE, sulle2
`e
Hickory NC 28602
Telephone: [phone]
CLIENT Blee Ridge Environmental Consollanls
PROJECT NAME
Dollar General Statesville
PROJECT LOCATION
Statesville NC
PROJECT NUMBER 15063
900
900
38
B-0
8.5
8.7
B8
2a
13.9
1
21
83
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1�
895
895
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lJ
91
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875
0
875
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e1
L
870
870
5
865
665
Distance Along Baseline (ft)

Project Name: Dollar General
Location: Statesville, NC
Date: April 30, 2015
Project No. 15-063
APPENDIX B - BORING LOGS
v

_`- — Catawba Valley Ergineenng and Testing
308151h St SE, Suits
Hickory NC 2e602
Telephone 112e 57e 9972
KEY TO SYMBOLS
CLIENT Blue Ridge Environmental Consultants PROJECT NAME Dollar General, Statesville
PROJECT NUMBER 15063 PROJECT LOCATION Statesville, NC____ _.
LITHOLOGIC SYMBOLS SAMPLER SYMBOLS
(Unified Soil Classification System)
® MH: USCS Elastic Silt Split Spoon
® ML: USCS Silt
SM: USCS Silly Sand
WELL CONSTRUCTION SYMBOLS
ABBREVIATIONS
LL
-LIQUID LIMIT I%)
TV -TORVANE
PI
-PLASTIC INDEX (%)
PID-PHOTOIONIZATION DETECTOR
W
- MOISTURE CONTENT (%a)
UC -UNCONFINED COMPRESSION
DO
-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 Shown

BORING NUMBER B-1
Catawba Valley Engineering and Testing
308 1Sth St. SE, Suite 2 PAGE 1 OF 1
Hickory NC 28602
Telephone: [phone]
CLIENT Blue Ridge Environmental Consultants PROJECT NAME Dollar General Slalesville
PROJECT NUMBER 15063 PROJECT LOCATION Slalesville, NC
DATE STARTED 4113/15 COMPLETED 4/13115 GROUND ELEVATION 889 R MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR Capital Drilling GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger 2.25' AT TIME OF DRILLING — Cave al 16'
LOGGED BY JE CHECKED BY JDH AT END OF DRILLING —
NOTES AFTER DRILLING —
w
z
♦ SPT N VALUE
a
�wm
w
11
20 60 80
PL MC LL
r_
=0
O
MATERIAL DESCRIPTION
�C
O
3=5
O m a
tj -y
�c
Z
o"
Q.
Om
mU=
�"-
0 40 60 80
C7
tsL�1—•
m
—
O
C
O FINES CONTENT (%) ❑
0
u
20 40 60 80
(MIA) RESIDUAL: High-Elasllcity Sandy SILT, Reddish Brown,
Moist, Vary Stiff
SS
100
1-3-3
3.0
1
(6)
`...
(ML) RESIDUAL: Sandy Non -Elastic Micaceous SILT, Brown to
Tan, Mast, Loose
....:.. ...:. " - .
F
100
.3.
1(9)
i5
.. .......
SS
100
3.3.3
3
(6)
LI
SStoo(7)
23-04
.
'
(SM) RESIDUAL: Silly Fine Micaceous SAND, Tan to Gray. Dry to
Moist, Loose
5
>
LSSS
100
3.34
(7)
15
.. ,.. ....
0
3
`.
Pis
10034.5
(9)
20
� Battgm of borehole at 20.0 feel.
s
WV
F
WO
V

Catawba Valley Engineering and Teshng BORING NUMBER B-2
308 151h St. SE, Suite 2 PAGE 1 OF 1
Hickory NC 28602
Telephone: [phone]
CLIENT Blue Ridge Environmental Consultants PROJECT NAME Dollar General, Slatosvllle
PROJECT NUMBER 15063 PROJECT LOCATION Statesville NC
DATE STARTED 4113115 COMPLETED 4113115 GROUND ELEVATION 892 h MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR Capital Drilling GROUND WATER LEVELS:
DRILLING METl10D Hgtlow Stem Auger 2.26' AT TIME OF DRILLING —Cave at 14'
LOGGED BY JE CHECKED BY JOH AT END OF DRILLING —
NOTES AFTER DRILLING —
w
_
rr
• SPT N VALUE
=
cJ
a
3
20 40 60 00
PIL LL
a=
a0
MATERIAL DESCRIPTION
>0
Ojq
.4
=-
ov
��
ao
0�
mo>_
0=
20 40 60 BD
c7
z
w
O
m
❑ FINES CONTENT (%) ❑
N
m
0
a
p
D
20 4 0 60 50
{MH) RESIDUAL: High -Elasticity Sandy SILT, Brown, Moist, Very
Stiff
SS
100
1.24
10
(ML) RESIDUAL: Sandy Non-Elastic Micaceous SILT, Ii
Moist, Loose
F2S
1001
2_3
.. . i.....:. ..... .:.
(5)
5
FS
2-3.3
i
1
.. ... .
S5 5100
3.3.4
4
(7)
10
..1.. t
i
r
(SM) RESIDUAL: Silly Fine Micaceous SAND, Gray, Moist. Loose
i
r
ss
100
2'�
... q .. .
5
(7)
°15
1
i
9�
i
11001(8)
6
20
Bottom of borehole at 20.0 feel.
3
0
of

Catawba Valley Engineering and Testing BORING NUMBER B-3
308 15th St. SE, Suite 2 PAGE 1 OF 1
v Hickory NC 28602
Telephone: [phone]
CLIENT Blue Ridge Environmental Consultants PROJECT NAME Dollar General Statesville
PROJECT NUMBER 15063 PROJECT LOCATION Statesville, NC
DATE STARTED 4113115 COMPLETED 4113/15 GROUND ELEVATION 895 0 MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR Capital Drifto GROUND WATER LEVELS:
DIULUNG METHOD Hollow Stem Auger 2.25' AT TIME OF DRILLING — Cavo at 15'
LOGGED BY JE CHECKED13Y JOH AT END OF DRILLING —
NOTES AFTER DRILLING
w
e
Z
II--
♦ SPT N VALUE A,=
U
Q.
>
y w
wa
3
20 40 60 80
a=
gi0
MATERIAL DESCRIPTION
��
j0
Oj5
w;J
z�
PL h•_IL
pV
a�a�J
a=
0�
m0=
r"
y•-'
0 40 60 80
w
o
❑ FINES COMENT (%) 0
0
20 40 60 80
(MH) RESIDUAL: High -Elasticity Sandy SILT, Brown, Moist. Very
-
Stiff
SS
100
2-2.2
3.0
1
(4)
... ._... ...... ......... .. ....
....:.... .i ...... ..: ....
SS
100
2-2-3
2
(5)
5
�.
100
2-2.3
(ML) RESIDUAL: Non-Elastic Sandy SILT, Trace Mica, Brown,
Tan and Gray, Moist, Loose
3
3
(5)
..:.....................: ...
i
• . : . .:...... ...:. _..
SS
100r-2-3
4
10
`•� �•
i
�
(SM)RESIDUAL: SIIIy Fine Micaceous SAND, Brown, Mdst.
i
Loose
i
100
S
(6)
i 15
o
.. .r ., ..:........
SS
100
3.34
'-
8
(7)
20
c
J
Bottom of borehole at 20.0 (eat.
7
a

Calawha Valley Engineering ena To5bng BORING NUMBER B-4
308 15th St. SE, Suite 2 PAGE 1 OF 1
Hickory NC 2a602
""""'•' Telephone: [phone]
CLIENT Blue Ridge Environmental Consultants PROJECT NAME Dollar General Statesville
PROJECT NUMBER 15063 PROJECTLOCATION Smtesv Ue NC
DATE STARTED 4113M5 COMPLETED 4113115 GROUND ELEVATION 898 8 MSL HOLE SUE 225 inches
DRILLING CONTRACTOR Capital Drillinc GROUNDWATER LEVELS:
DRIWNG METHOO Hollow Stem Auger 2.25' AT TIME OF DRILLING — Cave at 16'
LOGGED BY JE CHECKED BY JOH AT END OF DRILLING —
NOTES AFTER DRILLING —
w
Q.m
w
• SPT N VALUE •
U
>
y
cI�'^
20 40 60 80
PL MC LL
® i
F---.
a=
=0
Q O
MATERIAL DESCRIPTION
m
wO
> 0
3z3
O] a
1i19
�c
Z$
O
mD
0
m0Z
�"
y`•
20 40 60 80
OJ
w
Oa
O FINES CONTENT (%) ❑
w
0
20 40 60 80
(MH) RESIDUAL: High -Elasticity Sandy SILT mth Mica. Brown,
Moist, Very Still
SS
100
2.2.3
3.0
(SM) RESIDUAL: Slaty Micaceous Fine SAND, Brown to Tan,
Moist, Very Loose to Loose
SS
1W
1.2.3
i
t
.... .......... ..... .:. .....
2
(5)
i5';:
r
t
Ss
too
1'2'2
'
SS
1W
1-23
..... .. r. ..
4
(5)
i
10
:.
r
e
S
SS
100
2-3-4
;:
5
(7).
75
g
(
t
0
U
-
S
N
u
6
(9)
20
E
z Bollom of borehole a120.0 feel.
m
z
u
`o
u

BORING NUMBER B-5
Catawba Vai Engineering and Testing
308 15th St. SE, Suite 2 PAGE 1 OF 1
Hickory NC 28602
Telephone: a28 578 9972
CLIENT Blue Ridge Environmental Consultants PROJECT NAME Dollar General, Statesville
PROJECT NUMBER 15063 PROJECT LOCATION Statesville, NC
DATE STARTED 4113115 COMPLETED 4013115 GROUND ELEVATION 898 0 MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR Cacilal Onll'ng GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger 2.25' AT TIME OF DRILLING — Cave at 15'
LOGGED BY JE CHECKED BY JOH AT END OF DRILLING —
NOTES AFTER DRILLING —
w
a.
Z
rr
♦ SPT N VALUE
U
a ro
>
in
w
3
20 40 60 80
MATERIAL DESCRIPTION
M
> O
0 j
g
Z
PL MC L
10
ul-j
a-i
V�
Q00
U"'
20 40 60 80
cc
El FINES CONTENT(%)❑
0
ur
of
d
20 40 60 80
(MH) RESIDUAL: High -Elasticity Sandy SILT, Trace Mica and
'
Roots, Brown, Moist, Very Stiff
100
2 2'2
30
i
i
i
1S
O
i
F12S
3-3-310U -3-
1
.
SS
100
3.1<
u3
(8)
....,....... ... ... ..
ISM) RESIDUAL: Very Silty Fine Micaceous SAND, Tan to Gray,
. '
Moist. Loose
..:. :..... -" ..
FS4S
u
to
6
0
a
SS
100
1-3-3
.. .. ... .. .. ...
g
(g)
' 15
;
g
`o
u
V!
a
100
i)
d20
z Bottom of borehole at 20.0 feel.
O
0
0

Catawba Valley Engineering and Testing BORING NUMBER B-6
q. 308 151h St. SE, Suite 2 PAGE 1 OF 1
Hickory NC 28602
Telephone: [phone]
CLIENT Blue Ridge Environmental Consultants PROJECT NAME Dollar General. Statesville
PROJECT NUMBER 15063 PROJECT LOCATION Statesville, NC
DATE STARTED 4113/15 COMPLETED 4113115 GROUND ELEVATION 899 0 MSL HOLE SIZE 2.25 tnches
DRILLING CONTRACTOR Caollal Drilling GROUND WATER LEVELS:
DRILUNGMETHOD Hollow Stem Auger 2.26' ATTIMEOFDRB.LING—Caveal7.5'
LOGGED BY JE CHECKED BY JDH AT END OF DRILLING —
NOTES AFTER DRILLING —
W
a'
Z
rr
♦ SPT N VALUE
U
Z M
y
W w
W
3
20 40 60 80
ski
0
MATERIAL DESCRIPTION
",
j O
j .
ru 2
z
p
aa�U
Q.Z
o�
m0=
�"
Y�
20 40 60 80
O FINES CONTENT (%) ❑
H
a
o
0.0
20 40 60 80
(MH) RESIDUAL: High -Elasticity Sandy SILT, Trace Mica and
"
Rcols, Brown, Moist, Very Stiff
SS
100
1-2-3
2.5
(5)
2.5
i
i
i
C2S
10D
1-2-5
S
,
.
i
(SM) RESIDUAL: Fine Silty Micaceous SAND, Brown, Moist,
i
.,.
Loose
.. _:. .
LS3S3-34
100
(7)
3 7.5
.......
100
244
3
4s
.. .
6 10.0
'.
Bottom of borehole at 10.0 feel.
0
`a
5
z
m
WV
F
O
U

Catawba Valley Engineering and Testing BORING NUMBER B-7
308 15th St. SE. Suite 2 PAGE 1 OF 1
Hickory NC 28602
Telephone [phone]
CLIENT Blue Ridqe Environmental Consultants PROJECT NAME Dollar General Statesville
PROJECT NUMBER 15063 PROJECT LOCATION Statesville, NC
DATE STARTED 4/13/15 COMPLETED 4/13015 GROUND ELEVATION 898 0 MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR Capital Ddlliino GROUNDWATER LEVELS:
DRILLING METHOD Hollow Stem Auger 2.25' AT TIME OF DRILLING — Cave at 7•
LOGGED BY JE CHECKED BY JDH AT END OF DRILLING —
NOTES AFTER DRILLING —
w
arc
ae
♦ SPT N VALUE •
U
>
y w
i
20 40 60 80
d=
S
SO
MATERIAL DESCRIPTION
�O
�j9
Z
Pi.MC Li
y
�jQ
O—
0
o. 0
O Z
m 0>
z—
20 40 60 80
O
iZ
0
(JZ
N
o
❑FINES CONTENT(%)❑
0.0
o.
20 40 50 80
(MH) RESIDUAL' High -Elasticity Sandy SILT, Trace Roots.
Brown, Moist. Hard
Lsis
2-0-0100
4.0
(8)
2.5
I
i
l
i
rS
2(9)100
(B)
5.0
ISM) RESIDUAL! Silty Fine Micaceous SAND, Brow. Moist,
Loose
.� J ...
n
SS
100
2.2-3
3
(5)
7.5
i
rS
1
Bottom of borehole at 10.0 feel.
G
H
`o
E
G
k
0
i!

Catawba Valley Engineering and Testing BORING NUMBER B-8
308 151h St. BE. Suite 2 PAGE 1 OF 1
Hickory NC 28602
Telephone: [phone]
CLIENT Blue Ridge Environmental Consultants PROJECT NAME Dollar General, Statesville
PROJECT NUMBER 15063 PROJECT LOCATION _Statesville. INC
DATE STARTED 4113115 COMPLETED 4113115 GROUND ELEVATION 898 it MSL HOLE SUE 2.25 inches
DRILLING CONTRACTOR Capital Drilling GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger 2.25' AT TIME OF DRILLING — Caveat 8'
LOGGEDDY JE CHECKED BY JDH AT ENO OF DRILLING —
NOTES AFTER DRILLING —
w
Z
rr
♦ SPT N VALUE
U
m
!
y W
W
5
20 40 60 00
=
a=
q0
MATERIAL DESCRIPTION
��
wja
Ora
�N
z
PL�� jL
pV
Kta�
Q.
O�
m0=
��
20 40 60 00
8"
[3 FINES CONTENT (°,6) ❑
<
¢
o
0.0
o.
20 40 60 80
(MH) RESIDUAL: High -Elasticity Sandy SILT, Trace Roc ts,
Reddish Brown, Moist, Very Stiff
SS
100
3.3<
3.0
....: . i. i.... .:..-...
-
1
(7)
......i . .... ... :. ... i. ....
I
2.5
'
RESIDUAL: Silty Fine SAND, Trace Mica, Brown, Moist,
i
Loose
SS
100
3-3-5
t 5.0
.. ..
i
>y
SS
100
3-5-5
3
(10)
Y
i 7.5
...
(N4.) RESIDUAL: Non -Elastic Sandy Micaceous SILT, Dark Tan,
Moist, Loose
[4S
71go
,.. .,......:. .. J.-
10.0
Bottom of borehole at 10.0 feel.
p
O
U
O
u

Catawba Valley Engineering and Testing BORING NUMBER B-9
308 15th St. SE, Suite 2 PAGE 1 OF 1
Hickory NC 28602
Telephone: [phone]
CLIENT Blue Ridge Environmental Consultants PROJECT NAME Dollar General Statesville
PROJECT NUMBER 15063 PROJECT LOCATION Statesville. NC
DATE STARTED 4/13/15 COMPLETED 4113/15 GROUND ELEVATION 896 8 MSL HOLE SIZE 2.25 Inches
DRILLING CONTRACTOR Capital Drinirw GROUND WATER LEVELS:
DRILLING METHOD Han" Stem Aueer 2.25' AT TIME OF DRILLING — Cave at 7.5'
LOGGED BY JE CHECKED BY JDH AT END OF DRILLING —
NOTES AFTER DRILLING —
w
Z
♦SPTN VALUE
a
w
20 40 60 ea
%- MC L;L
a=
g 0
MATERIAL DESCRIPTION
Z
j O
O j Q
w^
Z
pV
aa��
Z
O-
at
V-'
�"
20 40 60 80
—
d
o
❑ FINES CONTENT (h}❑
0.0
u✓
¢
20 40 60 80
(MH) RESIDUAL. High -Elasticity Sandy SILT with Mica and Roots,
i
i
Brown. Moist, Very Stiff
SS
100
1-2-2
i
3.5
.................. i. ......
i.....'..
........'.... i. . .
I 2.5
S
FS27
100
34-5
(9)
5.0
RESIDUAL' Nan -Elastic Sandy Micaceous SILT, Brown,
Moist, loose
3
•
SS
100
24A
'u
3
(8)
.. .... ..............__ ..... ...
Mt4
1 .0
Bottom of borehole at 10.0 feet.
i
G
m
0
:L
s I
u
u
0
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Project Name: Dollar General
Location: Statesville, NC
Date: April 30, 2015
Project No. 15-063
APPENDIX C - LABORATORY TEST DATA
vi

50
40
x
w
0
z
v30
h
N
5
a
20
10
LIQUID AND PLASTIC LIMITS TEST REPORT
/
Dashed line indicates the approximate
/
upper limit boundary for natural soils
/
/
-
O
/
oc
/
/
/
/
/
/
/
/ O
o�
/
/
/
c '""
ML or
OL
MH
or OH
10 20 30 40 50 60 70 60 90 100 110
LIQUID LIMIT
SOIL DATA
NATURAL
SYMBOL
SOURCE
SAMPLE
DEPTH
WATER
PLASTIC
LIQUID
PLASTICITY
USCS
NO.
CONTENT
LIMIT
LIMIT
INDEX
%
%
%
%
o
On -Site
B 2 (083)
1.0'to 2.5'
31.1
41
65
24
MH
o
On -Site
B-5 (4984)
1.0' to 2.5'
27.1
41
67
26
MH
•
On -Site
B-7 (#985)
1.0' to 2.5'
32.8
40
77
37
Mil
(I Catawba Valley II Client: Blue Ridge Envinonmental Consultants
Engineering &Testing, P.C.
Project: Dollar General - Statesville
FIICkorv. North Carolina Project No.: 15-063 Fiourn
Tested By: JHC Checked By: DML

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