SW3131204_HISTORICAL FILE_20140424

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SWy/n(%/
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYMMDD

GEOTECHNICAL ENGINEERING REPORT
Dollar General
Marshville, North Carolina
July 22, 2013
CVET Project No. 13-080
PREPARED FOR:
Blue Ridge Environmental Consultants, P.A.
PREPARED BY:
CATAWBA VALI.,Ev ENGINEERING AND TrSTING, P.C.
HICKORY, NORTH CAROLINA
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GEOTECEIMCAL CONSTRUCTION MATERIALS ENVIRONNIENTAL DAMS

CATAWBA VALLEY
ENGINEERING AND TESTING
J. KIRK VIOLA, P.E. JAM1:S S. TATE. P.E,.
July 22, 2013
Mr. Justin Church, PI3._ CPM
Principal Engineer
Blue Ridge Environmental Consultants, P.A.
1305 S Collegiate Drive
Wilkesboro, NC 28697
Justin abrec.biz
Re: Geotechnical Engineering Report
Dollar General
Marshville, North Carolina
CVET Project No.: 13-079
Dear Mr. Church:
JE_rrary D. HoLcmN, . P.E.
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Catawba Valley Engineering and Testing (CVII') is pleased to submit to you our Geotechnical
Engineering Report for the Dollar General in Marion. North Carolina. This study was authorized
on June 26, 2013. This report presents the findings of our subsurface exploration and provides
gcotechnical recommendations for design and construction of the project.
CVET appreciates the opportunity to provide our geotechnieal 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 its.
Sincerely,
CATAWBA VALLEY ENGINEERING AND TESTING, P.C.
David M. LeGrand Jr., E.I.
Project Manager
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reviewed by: Jeffrey D. Holchin, P.E.
Principal Geotechnical Engineer
P.O. Box 2616 • 308 15"' STREET SE. SUITE 2 a HICKORY. NORTH CAROLINA 28603
TELEPHONE: [phone] • FAX: [phone]

ProJectNumc[}o||urGmnona|
Location: MoohviU,,NC
Date: July Z2'I0|3
Project No. |3'08O
TABLE OFCONTENTS
1.0
E}{l-C\l}lVE SUMMARY .......... ................................................ ..................................
1
7.0
p\j({P()SE'AN[)S(,(}PK()l�VV()RK.... ................. ..........................................................
}
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YK()JECTINFORM /\Tl()N.................................................................... ....------,7
4.0
EXPLORATION PROCEDURES .............................................................. ........--'7
4.1
Field Exploration ............................... .................................................... ........--'7
4.2
Laboratory Testing ...........................................................................................................
3
5.0
S(l8SURy/\CECONDITIONS .................... ............ ......... ......... ^............................
]
5.1
Site GtOlouy..................................... .----`~^~^~`^`^^^~^-----^~^~~^^.
3
5.2
Soils ........................................................................... _,,,~,,,,^^~_,_,,,~,~__4
5]
Bedrock ............................................................................................................................
4
5.4
()vnumdo/unc,..—......-----,.....^..—,.......'.--.,...—.--....4
6.0
RE COMM EN|}AT0NSFOR DESIGN AND CONSTRUCTION ...................................
4
6.1
Site Preparation ................................................... ................. ...... ....... .~^^—,—`^^.
5
6.2
Earthwork ................................................................................... ,,,,~_,^~,~,,~,_5
63
Ground -water Control .......................... .............................................................................
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64
Foundations ............................................................................... ...^--^---`..,.-6
6.5
Floor Slub*,..... ..................... .........................................................................................
7
6.6
Retaining Structures and Lateral Fur(hPressures ............................................................
7
6.7
Pavements .......................................... ..............................................................................
8
6.8
Construction Materials Testing and Special Inspections ............. .... .....................
...... 9
7.0
LIMITATIONS ................... ........................... ............................ ........................
.............. V
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.........................................................................................
iii
APPENDIX
B—}\()R|NGLOGS .............................................
`/

Project Name: Dollar General
Location: Marshville, NC
Date: JUly 22, 2013
Project No. 13-080
1.0 EXECUTIVE SUMMARY
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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 Marshville. NC.
1. Our nine (9) soil test borings at the site encountered competent residual soils in four (4)
test borings but variable quality possible bill soils (which are plastic and thus moisture
sensitive) in the remaining test borings. Groundwater was not encountered in the test
borings, but bedrock was encountered at relatively shallow depths at most test borings.
2. We conclude that the site is suitable for the planned construction, with special
consideration for the possible till soils which are variable in consistency. plastic and thus
moisture sensitive.
3. We offer the following design and construction recommendations for the proposed Dollar
General at Marshville. NC:
• We recommend that the proposed building be supported on a shallow foundation
system bearing on competent residual or structural fill soils with a net allowable
bearing capacity of up to 2,500 psf.
• We recommend a modulus of subgrade reaction (k) of up to 115 pounds per cubic
inch for structural design of the floor slab if the slab will he supported by competent
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 recommend that any retaining structure be designed under responsible charge of a
registered design professional if a cumulative vertical relief greater than 5 feet in
height within a horizontal distance of 50 feet or less is necessary to achieve proposed
finished grades.
e We recommend standard thicknesses for both light and heavy-duty asphalt
pavements, and that any dumpster areas are supported by concrete slab on grade.
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 gcotechnical engineering evaluation was to
explore the subsurface conditions at the site, collect representative samples of soil for

Project Name: Dollar General
Location: Marshville, NC
Date: July 22, 2013
Project No. 13-080
examination in our laboratory (with testing as needed), and provide conclusions and
recommendations for design and construction of the proposed Dollar General store in
Marshville, 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 ot'selected samples as needed;
• Preparation of boring Togs, boring location plan, and general subsurface profile;
• Evaluation of the encountered subsurface conditions at the site: and
• Preparation ol'this geotechnical report.
3.0 PRO.EECT INFORMATION
This project consists of the construction of a new Dollar General store in Marshville, North
Carolina, as shown on Figure I — Site Map in Appendix A. Based upon our experience with
Dollar General stores we anticipate that structure consist of a turn -down concrete slab on grade
floor system with masonry veneer,; maximum loads of 50 kips for columns and 3 klf for walls are
anticipated.
The store will be located at the intersection of NC 218 and Army Road, at the site of a former
feed mill. Existing site grades slope away. from NC 218 and to the northeast. Site topography
was not provided. The southern portion ol'the site along NC 218 is covered in grass and gravel,
while the northern portion of the site is covered in light brush with a few small trees. An existing
building is located in the middle of the site.
Project information was provided by Mr. Derek Goddard of Blue Ridge Ernvironntental
Consultants on June 24, 2013. We have been provided the preliminary site plan that displays the
proposed building location, proposed parking areas, and two entrances to the site.
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. Five test borings were located within the building footprint, while the remaining
borings were located in drive and parking areas. The borings were drilled on July 13, 2013,
extending to depths ranging from 3.5 to 20.0 feet below existing site grades — most borings
terminated early due to refusal on beciock. The boring locations were selected and located in the

Project Name: Dollar Gencral
Location: ,Nlarshville. NC
Date: July 22, 2013
Project No. 13-080
field by CVET using existing site features as a reference. Ground elevations at the boring
locations were not determined.
Drilling was performed with a CME-550X ATV -mounted drill rig using continuous -flight
hollow stem augers (t1SA). 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 a 140-pound hammer I"alling 30
inches via a rope and cathead system. 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. "['his 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 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. The soil samples were visually classified in
general accordance with the Unified Soil Classification System (USCS), per ASTM D2487. See the
individual soil test boring logs in Appendix B for more details.
4.2 Laboratory 'resting
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. No laboratory testing was performed for this study beyond the
examination and visual classification per the USCS.
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 Phys,iographic 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 sands that grade with depth back to
saprolite and part ialIy-weathered-bed rock. The degree of weathering varies both laterally and
vertically. Based on the 1985 North Carolina Geologic map, the site appears to be underlain by
Meta-Mudstone and Mate-Argilite along with Felsic Metavolcanic rock of the Carolina Slate
Belt.
3

Project Name: Dollar General
Location: Marshville, NC
Date: July 22, 2013
Project No. 13-080
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.
All nine borings were extended through the surficial gravel or grass/ topsoil; the gravel and
topsoil thicknesses were generally only several inches. Underlying the surficial gravel or topsoil
stratum was either a very competent residual soil (13-2, B-3 and B-7) or a variable strength
possible till soil. The possible fill soil was a silty plastic clay (CL/CI-l) that was soft to very stiff;
SPT N values for this soil, while not a good indicator of strength for fine-grained soils but a good
indicator of uniform compactive effort during fill placement, ranged from 4 to 56. The residual
soil encountered in borings without possible fill was generally a fine sandy silt (ML) with a very
stiff consistency, while the residual soil encountered under the possible fill in those borings was
either a fine sandy silt (ML) with a very stiff to hard consistency or a silty plastic clay (CL/CI-1)
with a very hard consistency.
5.3 Bedrock
Bedrock appears to be shallow at this site. Partially weathered bedrock (PWR) was encountered
at six (6) of the nine (9) borings, while auger refusal on bedrock occurred at seven (7) of the nine
(9) borings. The PWR thickness ranged from 3 to 11.5 feet. Top of bedrock was encountered at
depths ranging from 3.4 to 14.0 feet below the existing ground surface.
5.4 Groundwater
Groundwater was not encountered during this subsurliuce exploration, although each borehole
was left open for only a short period of time during the drilling operation. 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 borings caved -in a depths ranging from approximately 1.5 to 10.0 feet below existing site
grades at the time of this exploration. In this geology, the cave-in depth of a boring is often 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.
6.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION
The following recommendations are provided for design and construction of the proposed Dollar
General in Marshville, North Carolina. The recommendations stated herein shall not be applied
4

Project Name: Dollar General
Location: Marshville. NC
Date:.Itily 22. 2013
Project No. 13-080
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 building and associated foundations.
existing trees, brush, topsoil and all other soft or unsuitable material from the proposed addition
envelope and associated pavement areas. Once stripping and rough excavation 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. Note that possible fill soils with variable consistencies
were encountered in numerous test borings. Any 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.
6.2 Earthwork
At the time of this report, CVET has not been provided with the proposed grading plan or the
finished floor elevation. However it appears likely that off -site borrow soil will be needed for
this project to form a relatively level building pad, based on the existing site grades.
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 Mt, are recommended
for use as controlled fill, although it is important to note that silty soils are very moisture
sensitive. Loose lift thicknesses will vary depending on the size of the compaction equipment: 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, orjumpingjacks). All till soils should be placed in horizontal loose lifts and compacted
with adequately -sized equipment. Vibratory smooth -drum rollers are appropriate for
cohesion less/coarse-graitied soils while sheepstbot rollers are appropriate for cohesive/Fine-
grained soils.
If carthwork 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.
We recommend that positive site drainage be maintained during earthwork operations to prevent
the ponding of water on exposed subgrades. Soil subgrades should be protected from inclement
5

Project Mime: Dollar General
Location: Marshville, NC
Date: July 212013
Project No. 13-080
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.
6.3 Groundwater Control
Based on the lack of groundwater encountered in the test borings, we do not anticipate that
groundwater control will be necessary for excavations related to the building foundations;
utilities or site earthwork. 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
At the time of this report we have not been provided with a final grading plan or the proposed
finished floor elevation. h appears that some fill will be required at the northern end of the site
to form a level building pad. Niue that borings B-4, 13-5 and B-6 within the building footprint
encountered variable possible fill soil that was plastic and thus moisture sensitive. We do not
recommend allowing the foundations to bear on this plastic clay soil — we recommend a
separation from the bottom of footing to the existing plastic slay fill soil of at least 24 inches.
This separation at the northern portion of the building should occur due to the expected fill
placement; however, some undercutting may be required for the foundations at the southern end
of the building. We recommend the proposed building be supported on shallow foundations
bearing on undisturbed non -plastic 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. If earthwork is designed to be minimal, building
foundations should penetrate any fill/possible fill soils and bear in competent residuum.
Based upon our experience with Dollar Generat stores we anticipate that structure consist of a
turn -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 assumed loading and the requirement that the foundations
bear on competent non -plastic residuum or structural fill soils (to be verified by CVET or
another qualified CM "I- firm), we expect total settlements of structure foundations to be on the
order of I inch or less. In general, differential settlements 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. In our experience with
Piedmont soils, settlements related to till placement generally occur within 3 to 4 weeks of
placement.
6

Project Name.: Dollar General
Location: Marshville, NC
Date: July22,2013
Project No. 13-080
6.5 Floor Slabs
We believe that a concrete slab -on -grade floor system is appropriate for the proposed building
additions. However, we recommend a separation of at least24 inches from the bottom of floor
slab and the existing plastic possible fill soils encountered in the test borings, because these soils
can be moisture sensitive. Regardless if the floor slab will bear on controlled fill or undisturbed
non -plastic residual soil, we recommend a modulus of subgrade reaction (k) of up to 115 pounds
per cubic inch for structural design of the floor slab. 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.
6.6 Retaining Structures and Lateral Earth Pressures
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 baekfill should be subject to adequate
laboratory testing to confirm design parameters, to confirm that they meet or exceed the
parameters listed below.
We recommend the following parameters for design of retaining systems:
• Undisturbed Residual Soils
o Moist Unit Weight (y,n) = 115 pet'
o Active Earth Pressure Coefficient (Ka) = 036
o At -Rest Earth Pressure Coefficient (K) = 0.53
o Passive Earth Pressure Coefficient (Kn) = 2.77
o Internal Friction Angle (tp) = 28°
o Friction Factor (6) = 0.35
• Controlled Fill
o Moist Unit Weight (f. ) = 120 pef
o Active Earth Pressure Coefficient (Ka) = 0.33
o At -Rest Earth Pressure Coefficient (Ko) = 0,50
7

Project Namc: Dollar General
Location: Marshville, NC
Date: July 22, 2013
Project No. 13-080
o Passive Barth Pressure Coefficient (Kr) = 3.00
e Internal Friction Angle ((p) = 30°
o Friction Factor (6) = 0.35
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 tile 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 — }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 these systems or construction materials testing/
special inspection observations as an additional scope of services.
6.7 Pavements
Traffic load conditions for this project have not been provided. Based upon the encountered
subsurface conditions of competent subgrade soils and shallow depths to bedrock, we
recommend standard thicknesses for both light and heavy-duty asphalt pavements for this
project.
Pavement for this project is assumed to consist of light -duty asphalt parking areas (only personal
vehicle traffic) and heavv-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 thicknesses of 2, 0 and 6
inches for surface course, base course and ABC crushed stone, respectively, for light -duty
9

Project Name: Dollar General
Location: Marshville, NC
Date: July 22, 2013
Project No. 13-080
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 4500 psi after 28 days of laboratory curing per
AS"fM C-31.
Note that plastic possible fill soils were encountered in numerous test borings; these soils are
moisture sensitive. If a proofroll reveals unstable soils, it may be necessary to perform localized
undercutting of the low consistency soils or install a woven geotextile fabric, such as Mirafi HP
270 or approved equivalent to achieve a firm bearing surface.
Careful control of storm water is one of the best ways to endure adequate long-term performance
of any pavement, especially when plastic subgrade soils are present, as is the case at this site.
The surface of the pavement should be sloped to gutters and/or catch basins to prevent water
fi-om ponding and infiltrating through the pavement into the sub -base and subgrade.
We recommend compaction testing of the A13C 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. 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.
9

Project Name: DollarGencral
Location: Marshville_. NC
Date: hilt' 22, 2013
Project No. 13-080
APPENDIX A - PROJECT FIGURES

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BORING LOCATIONS
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DOLLAR GENERAL
INTERSECTION OF NC HWY 218 AND ARMY ROAD
MARSWALLE, NORTH CAROLINA
DRAWN BY , PROJECT NO.
EB 1 17-080
DATE SHEET N0,
07.16.13 FIG. 2

Catawba Valley Engineering & Testing, P.C.
SUBSURFACE DIAGRAM
308 15th Street SE, Suite 2
Figure 3
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Hickory, NC 28602
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Telephone: [phone]
CLIENT
Blue Ridge
Environmental Consultants, P.A.
PROJECT NAME
Dollar General Marshville .,.
PROJECT NUMBER
13-080 _
PROJECT LOCATION
Marshville North Carolina
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- .. .....
.._ ..
..... ......x
.. .........
.... .. ._.._ __._
......
82
801
1
180
Distance Along Baseline (ft)

Blue Ridge Environmental Consultants, P.A.
1305 South Collegiate Avenue
467 Calloway Gap Road
Wilkesboro, North Carolina 26697
West Jefferson, NC 28694
628.265.44251 http://brec.biz
828.265.44251 http://brec.biz
Engineering / Planning / Environmental
Planning/Environmental
March 5, 2014
Larry Wade DIVISION OF LAND RESOURCES
North Carolina Department of Environment and Natural Resources 'AND QUALITY SECTIOA!
Division of Energy, Mineral, and Land Resources "�It ir-r,
512 N. Salisbury Street
APR 2 4 2014
Room 942S
Raleigh, NC 27604
RE: SW3131204 DOLLAR GENERAL- MARSHVILLE GROUNDWATER ELEVATION AND NATURAL RFS0t1RCz"-
Mr. Wade,
Based on the available information from the geotechnical engineering report provided by Catawba Valley Engineering
and Testing dated July 22, 2013, the groundwater elevation in the area of the proposed underground sand filter tank is
indeterminate. It is possible ground water may be encountered during installation of the sand filter tank. If ground
water is intercepted during construction at an elevation where the tank would potentially be situated below the ground
water elevation, then design alterations will be made that include preventing the tank being displaced by buoyant forces
and the installation of underdrains to prevent groundwater from entering the tank.
Thank you.
Justin Church, PE
5 March 2014
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Engineering ( Planning I Environmental

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NCDENR
North Carolina Department of Environment and Natural Resources
Division of Energy, Mineral, and Land Resources
Land Quality Section
Tracy E. Davis, PE, CPM Pat McCrory, Governor
Director John E. Skvarla, III, Secretary
9IVISION OF LAND RESOURCES
January 28, 2014 'A ND QUALITY SECTION
Mr. Justin Justin C. Church PE -
Blue Ridge Environmental Consultants, PA APR 2 4 2014
1305 South Collegiate Dr.
Wilkesboro, NC 28697 Jl rPlD NATUmcmRAL
yr . RESOURCES
AND NATURAL RESOURCES
Subject :Dollar General - Marshville
Stormwater Management Permit Application
SW3131204
Additional Information Request
Dear Mr. Church,
The Stormwater Permitting Program received a Stormwater Management Permit
Application package for the subject project on December 27, 2013. After a review of the
information submitted, I ask that you provide addition information on the following
comments.
1. The Narrative provided states the runoff is routed through a 400 sf sand filter
with a a 400 sf sediment chamber. The site plan and detail drawing 1/D6 show a
200 sf sediment chamber and a 200 sf sand filter.Please revise W be consistent
with other parts of the design package.
2. The calculations provided were not clear as to the total flow from the combined
sand filter discharge and the bypass discharge for the design storm. Please
demonstrate the system will function as described in the narrative.
3. The routing of flow from the sand filter outlet is not clearly defined on the site
plan or detail drawings. The elevation shown for the bottom of the sand filter and
outlet is below the storm drain outlet elevation. Please demonstrate the system
Will cl'aln by gravity flow or provide an explanation of how the system functions.
4. The outlet invert of the 15" HDPE pipe is at elevation 517.50. The outlet invert of
the ,junction box drained by this pipe is 514.70 and is below the end of pipe. This
will not drain, please revise the design.
5. The pipe outlet noted in item 4 above terminates at the base of a proposed'
retaining wall. This design will deposit flow at the base of the retaining wall
!f-a'✓.^^y the s-ppo-ing soils wet and str-cwrally weai:ei: the z-::, -S "'veil as
possibly erode the area. No c?ear flow path is shown for the pipe dk�charge. This
flow may er:d up on the septic area which may compromise the performance of
the septic drainfield. Please revise.
6. Sheet C2:2. does not show drainage areas to each drainage stRIctUre or
adequately show flow directions in flat areas. Spot elevations would be beneficial.
Please provide drainage area information on the plan that corresponds to the
your stormwater calculations.
7. The stormwater calculations provided do not clearly represent your design. Please
provide calculations that clearly demonstrate the design storm pre and post
development runoff, the volume of runoff being treated, the volume of runoff
1612 Mail Service Center, Raleigh, North Carolina 27699-1612 • Telephone [phone] / FAX: [phone]
512 North Salisbury Street, Raleigh, North Carolina 27604 • Internet: http://portal.ncdenr.org/web/ir/land-duality
An Equal Opportunity 1 Affirmative Action Employer- 50% Recycled 110% Post Consumer Paper

bypassing the system and that the calculations cover the Major Design Elements
as listed in the current Stormwater Best Management Practices Manual.
Please be aware that you are responsible for meeting all requirements set forth in
North Carolina rules and regulations. Any oversights that occurred in the review of
the subject application package are still the responsibility of the applicant. In
addition, any omissions made in responding to the above items shall result in future
requests for additional information.
The requested additional information should be submitted to our office no later than
30 days from the date of this letter. If you have any questions, please call me at
[phone], or email at lar y.wadeCalncdenr.gov.
Sincerely,
Larry W. Wade PE
Cc; Venture Properties VII, LLC

FILED
UNION COUNTY, NC
CRYSTAL CRUMP
REGISTER OF DEEDS
FILED Dec 06, 2013
AT 10:09 am
BOOK 06144
START PAGE 0876
END PAGE 0878
INSTRUMENT # 40578
EXCISE TAX $200.00
SPECIAL WARRANTY DEED JT
Excise Tax: $ 200.00
Tax ID#: 01144015
Property Address: 6719 HIGHWAY 218 E., MARSHVILLE, NC 28103
Mail to: Venture PropertiesVll. P.O. Box 843. Wilkesboro. NC 28697
Drawn by: Lancaster & Trotter, P.A.
4430 Park Road
Charlotte, NC 28209
[phone]
STATE OF NORTH CAROLINA
COUNTY OF UNION
THIS INDENTURE Made this t fin' day of 2013,
between TD BANK, N.A., hereafter GRANTOR, and VENTURE PROPERTIES VII,
LLC, hereafter GRANTEE. The designation Grantor and Grantee as used
herein shall include said parties, their heirs, successors, and
assigns, and shall include singular, plural masculine, feminine or
neuter as required by context.
WITNESSETH, that the Grantor, for a valuable consideration paid by the
Grantee, the receipt of which is hereby acknowledged, has and by these
presents does grant, bargain, sell and convey unto the Grantee in fee
simple, all that certain lot or parcel of land situated in UNION County,
North Carolina and more particularly described as follows:
See Exhibit "A" attached hereto and incorporated herein by
reference.
Deed Reference: Book 5773 Page 867
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all
privileges and appurtenances thereto belonging to Grantee in fee
simple.
And the Grantor covenants with the Grantee, the Grantor has done
nothing to impair such title as Grantor received, and Grantor will

warrant and defend the title against the lawful claims of all persons
claiming by, under or through Grantor.
IN WITNESS WHEREOF, the .Grantor has hereunto set his hand, or if
corporate, has caused this instrument to be signed in its corporate
name by its duly authorized officers by authority of its Board of
Directors, the day and year first above written.
TD BANK c,�
By:
President
STATE OF r
COUNTY OF
I, u"117' V� lY1J1111 i ay
County and State cer ify
perp9nally came before me this day and a
�,, -President of TD BANK,
1/4'rj" -President being authorized to
foregoing on behalf of the corporation.
is of the said
knowledged that (s)tie is
N.A., and that as
do so, (s)he executed the
(, Witness my hand and official seal this Y'! day of
4t � ,,Witness
Notary Public
My Commission expires: L115
(Notary Seal)
�o>>9�P Iyt4
My
Commission _
Expires
08/17/2015
'1oi TyCAFO �\�`•

Legal Description
Commencing at a railroad spike found in the intersection of the centerline of North Carolina
Highway #218 (R/W 100') and the extended centerline of Army Road (NCSR #1662 — no
dedicated RIW found) located N. 51-36-52 W. (based on North Carolina Grid North meridian)
253.96 feet from a point at the intersection of the centerlines of NC Highway #218 and NC
Highway #205 and proceed thence from said railroad spike N. 56-04-20 W. 2.73 feet to a "mag"
nail set in said centerline, the southeast comer of property of Charles M. Hyatt and wife Virginia
C. Hyatt (Deed Book 682 Page 565), and continue with the Hyatt property and North Carolina
Highway #218 N. 56-02-27 W 224.00 feet to a "mag" nail set 1.7 feet south of said centerline,
and thence North 27-47-34 E. 365.29 feet to point in the line of James F. McClellan as described
in Deed Book 319 at Page 790; then with said Line S. 77-40-30 E. 196.91 feet to the center of
Army Road (SR 1662); thence S. 18-56-31 W. 210.37 feet; thence S. 27-39-22 W. 234 feet to the
point of Beginning and containing 2.00 acres as shown on a plat by William G. Martin, NCPLS,
dated April 1, 2000.
For reference see Deed from Charles M. Hyatt and wife, Virginia C. Hyatt to Christopher D.
Philemon and wife, Brandi H. Philemon dated April 7, 2000 and recorded in Record Book 1376
at page 649, Union County Registry. Also see Deed from Christopher Dwight Philemon
(separated) to Brandi H. Philemon and Charles M. Hyatt dated July 2, 2003 and recorded in
Record Book 3135 at Page 150, Union County Registry.
For.title reference see DeedBook4798 Page 601, Union County Registry.

L%
., `k,".:;n .,.,i?rirx.71 =.,»DEI4ILR'USE ONLY„..,•..r t„ysl....i, •,. .,, '`i4a., cw i w-
Date Received
Fee Paid
Permit Number
Z z 7 — 20/
sQr,
Applicable Rules: ❑ Coastal SW -1995 ❑ Coastal SW - 2008 ❑ Ph 11- Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters
❑ Universal Stormwater Management Plan
❑ Other WQ M mt Plan:
State of North Carolina
o
Department of Environment and Natural Resources
G
rill
Division of Energy, Mineral and Land Resources
o
STORMWATER MANAGEMENT PERMIT APPLICATION FORM;
0 0
�o-
This form may be photocopied tier use as an original
C .�
n a
I. GENERAL INFORha A T ifiiy
ID ;
,
m7i
1 P: m � O�tc
ojcct Name'subdivision, facility, or establishment name - suoulu oe wnsistenf with project natrc !L plans,
specifications, letters, operation and maintenance agreements, etc.):
9 2
rn
-
a s
2. Location of Project (street address):
City:Marshville County:Union Zip:28103
3. Directions to project (from nearest major intersection):
From US Hwy 85 North towards Greensboro take US Hwy 485 towards Mint Hill; Fairview Road, continue on
NC 218 until reaching 6717 NC Hwy 218.
4. Latitude:35° 7' 55" N Longitude:80° 22' 12" W of the main entrance to the project.
It. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ®New ❑Modification ❑ Renewal w/ Modificationt
tRenewals with modifications also requires SWU-102 - Renewal Application Form
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit numberN/A , its issue date (if known) and the status of
construction: []Not Started ❑Partially Completed* ❑ Completed* *provide a designer's certification
2. Specify the type of project (check one):
❑Low Density ®High Density ❑Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from
DEMLR requesting a state stormwater management permit application, list the stormwater project number,
if assigned, N/A and the previous name of the project, if different than currently
proposed,
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major
®Sedimentation/Erosion Control: 1.77 ac of Disturbed Area
❑NPDES Industrial Stormwater ❑404/401 Permit: Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name, Project/ Permit Number,
issue date and the type of each permit:Erosion Control applied for with Union County
5. Is the project located within 5 miles of a public airport? EC No ❑Ye
If yes, see S.L. 2012-200, Part Vl: httl2:///12ortal_ncdenr.org/web/Ir/rules-and-regulations
Form SWU-101 Version Oct. 31, 2013 Page I of

III. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the project):
Applicant/Organization:Ventu re Properties VII LLC
Signing Official & Title:Shea Davis - Member Manager
b.Contact information for person listed in item la above:
Street Address:924 Main Street Suite300
City:North Wilkesboro State:NC Zip:28659________
Mailing Address (if applicablc):PO Box 843
Cily:Wilkesboro State:NC Zip:28697
Phone: (336 ) 667-8000
Email Shea@vodev_elopment.com
Fax: (336 ) 667-8001
c. Piease check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a ropy of the lease agreement and complete Contact information, item 2a and 2b below)
❑ Purchaser * (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organization:
Signing Official & Title:
b.Contact information for person listed in item 2a above:
Street Address:
City: State: Zip:
Mailing Address (if applicable):
Phone: ( ) Fax:
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:Blue Ridge Environmental Consultants, PA
Signing Official & Title:Iustin C. Church - Principal Engineer
b. Contact information for person listed in item 3a above:
Mailing Address:1305 South Collegiate Drive
City:Wilkesboro State:NC Zip:28697
Phone: (336 ) 844-4088
Emafl:[e-mail]
Fax: (336 ) 838-4318
4. Local jurisdiction for building permits: Union County
Point of Contacl:Brian Matthews Phone #: (704 ) 283-3816
Form S WU-101 Version Oct. 31, 2013 Page 2 of 6

IV: PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
Runoff from newly constructed impervious surfaces will be routed through an underground, closed sand
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: _ Date:
b.If claiming vested rights. identify the regulation(s) the project has been designed in accordance with:
Coastal SiN -'1995 ❑ Ph II - Post Cons. uc ion
3. Stormwater runoff from this project drains to the Yadkin Pee -Dee River basin.
4. Total Property Area: 2.001 acres
5. Total Coastal Wetlands Area: 0 acres
6. Total Surface Water Area: 0.01 acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area+:1,991 acres
Total project area shall be calculated to exclude the following: the normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water (NHW) line or Mean High Water
(MHW) line, and coastal wetlands landward from the NHW (or MHM line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal wetlands landward of the NHW (or MHW) line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 37.4 %
9. How many drainage areas does the project have? 1 _ (For high density, count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
Draina" e Area 1
:Drainae Area'_
Drauia e Area �
Drama e Axea
Receiving Stream Name
Crisco Branch
Stream Class *
C
Stream Index Number *
13-17-27
Total Drainage Area (so
38,246
On -site Drainage Area (so
37,443
Off -site Drainage Area (sf)
890
Proposed Impervious Area** (so
32,424
% Impervious Area** total
84.8%
dm"eivioiis ' Si rface A'ea:
Drama e=Area
Diaina e Area4_
Drainage Area _;
Dra'ma e A'' e66
On -site Buildings/Lots (so
9,123
On -site Streets (so
0
On -site Parking (so
21,025
On -site Sidewalks (so
1,386
Other on -site (so
0
Future (so
0
Off -site (so
890
Existing BUA*** (so
0
Total (so:
32,424
Stream Class and Index .Number can be determined at: http://portal.nctienr.org toebfwq[ps/esu/classif'ratious
" Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
***Report only that amount of existing BUA that will remain after development. Do not report any existing BUA that
is to be removed and which will be replaced by new BUA.
Form SWU-101 Version Oct. 31, 2013 Page 3 of

11 How was the off -site impervious area listed above determined? Provide documentation. Field Survey
Projects in Union County: Contact DEMLR Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that maybe subject to more stringent stormwater requirements as per 15A NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from htlpiportal_ncdenr_orb/we�w_a[ws[su/1.Lni, ual.
VL SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Energy, Mineral and
Land Resources (DENUR). A coogriele.. pa.kagr i1vludes al; in the iiems listed below. A detailed applicaftr,
instruction sheet and BMP checklists are available from
Irk://portal.ncciennorg/ web/ w ws/su/statesw[norms_does.The complete application package should be
submitted to the appropriate DEMLR Office. (The appropriate office may be found by locating project on the
interactive online map at http:/ % portal.ncciennorg/web/ wq/ ws/su /maps.)
Please indicate that the following rewired information have been provided by initialing in the space provided
for each item. All original documents Ni USf be signed and initiaied in blue ink. Download the latest versions
for each submitted application package from ht_pt //portal ncdenr org/web/wq/ws/su/statesw/fools_docs.
1. Original and one copy of the Stormwater Management Permit Application Form. r
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants N
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to
h!tp:/ /www.envhelp.org/pages/onestopexpress.htmi for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.) C
5. A detailed narrative (one to two pages) describing the stormwater treatment/managementfor
the project. This is required in addition to the brief summary provided in the Project
Information, item 1.
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the
receiving stream drains to class SA waters within 1/2 mile of the site boundary, include the 1/2
mile radius on the map.
7. Sealed, signed and dated calculations (one copy).
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
I. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
L Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
Form SWU-101 Version Oct. 31, 2013 Page 4 of 6

p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"xll" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit for DEMLR to verifnj the SHWT prior
to submittal, [phone].) u
10. A copy of the most current property deed. Deed book: H I Page No: �
11. For corporations and limited liability corporations (LLC): Provide documentation from the N
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or.3a per 15A NCAC 2H.1003(el.
the corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will'oe returned.
I tt o:/ i .c . ;: sccreta;vsta_c.nc.0 Cer c_a c s,(CSgarch.aspx
Vll. DEED RESi'RICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be provided
as an attachment to the completed and notarized deed restriction form. The appropriate deed restrictions and
protective covenants forms can be downloaded from http /,,Po tat ncdenr o.,ghnreb/ir/state-stormwater-
forms does. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DEMLR, and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting EngineerJustin C. Church
Consulting Firm: Blue Ridge Environmental Consultants PA
Mailing Address:1305 South Collegiate Drive
City:Wilkesboro State:NC Zip:28697
Phone: [phone] Fax: [phone]
Email:[e-mail]
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
I, (print or type name of person listed in Contact Information, item 2a) certify that I
own the property identified in this permit application, and thus give permission to (print or hjpe name of person
listed in Contact Information, item la) with (print or type name of organization listed in
Contact Information, item 1a) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system.
Form SWU-101 Version Oct. 31, 2013 Page 5 of 6

As`the legal property owner I acknowledge, understand, and agree by my, signature below, that if my
designated agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or
defaults on their lease agreement, or pending sale, responsibility for compliance with the DEMLR Stormwater
permit reverts back to me, the property owner. As the property owner, it is my responsibility to notify DEMLR
immediately and submit a completed Name/Ownership Change Form within 30 days; otherwise I will be
operating a stormwater treatment facility without a valid permit. I understand that the operation of a
stormwater treatment facility without a valid permit is a violation of NC General Statue 143-215.1 and may
result in appropriate enforcement action including the assessment of civil penalties of up to $25,000 per day,
pursuant to NCGS 143-215.6.
Signature: Date:
1 _ a Notary Public for the State of _.____— County of
do hereby certify that. ____ personally appeared
before me this _ day of and acknowledge the due execoiiun of ii)e application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission
X. APPLICANT'S CERTIFICATION
1, (print or type name of person listed in Contact Information; item la) Venture Properties VII LLC - Shea Davis ,
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance writh the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of the
applicable stormwater rules under 15A NCAC 21-1.1000 and any other applicable state stormwater
requirements.
Date: Id - "�- 3
[ pJl je�� / e P� a NotaryePDubhc ffor the State of Nlor�i t l D ro i nen ,County of
KP 5 do hereby certify that S ZShf> a l OLV 15 personally appeared
tti
before me this ja day ofleCps��P_r I and edge the du execu ' n of the application for
a stormwater permit. Witness my hand and official seal, —
SHERRY LUCKEY
Notary Public, North Carolina
Wilkes County
My Commission Expires
January 25, 2015
SEAL
My commission expires /o? S/�

Cerdficate of Trah�hg
Wetland Delineation and
Regional Supplement Updates
This certifies that
Derek Goddard
has participated in 36 hours of field and classroom instruction.
Date: March 23, 2012
THE
SWAMP
SCHOOL
702 OBERLIN RD, SUITE 400 rARCSEE
RALEIGH,NC 276051-877-4SWAMPED
www.swampschool.org
SIGNATURE OF AUTHORIZATION

Tu R oi�l -rd /—AIR y
Application Completeness Review
First Submittal ❑ Re -submittal Date Received:/ /j Date Reviewed: y Z J By Bill Diuguid
Development/Project Name�?�/ L A / — iY sti v� /% r
Receiving stream name C>s aa`-�( Classification: C
0
River Basin: S - _ _
For post -con ruction requirements, a program will be deemed compliant for the areas where it is v
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implementing any of the following programs: WS-I, WS-II, WS-III, WS-IV, HOW, ORW, Neuse River Basin
Lake Water Supply Watershed Nutrient yo
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High Density Projects that require a 401/404 within an NSW require 85% TSS, 30% TN and 30% TP reemovaL;,
- -
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Latitude and Longitude: 3�r A —90 22 )7- ty Juri iction AI.Ep�LL'v_ `xF►..
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Project Address:
Engineer name and firm' ws C. Oy �cuf_ R %ae o M E� a �co
pay Prt.
Phone: 3_V( - 8661;0— 4r.o e J Email: 6 !LG c _ a
6ks
Is the project confirmed to be in the State MSI Stormwater Permit jurisdiction? or ❑ No
❑ Low Density (no curb and gutter) ❑ Low Density with curb and gutter outlets 94gh Density ❑ Other
NA- �ge�1/404 impacts to surface waters, wetlands, and buffers (add language to cover letter and/or add info letter)
/ UA ? 7. 'F
gyp'/ Check for $505.00 included
riginal signature (not photocopy) on application
: Legal signature (Corporation-VP/higher, Partnership -General Partner/higher ember/manager, gent).
N10-
I Check spellino, capitalization, punctuation: http://www.secretary.state.nc.us/corporations/thepage.aspx I
If an agent signs the application', a signed letter of authorization from the applicant must be provided which
ipdudes the name title mailing address and phone number of the person signing the letter.
K Copy of property deed showing ownership or control
-Et--For subdivided projects, a signed and notarized deed restriction statement
"ealed, signed & dated calculations
,c✓ Correct supplement and O&M provided for each BMP on site (check all that were provided & number of each)
❑ 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
rsTwo sets of sealed, signed & dated layout & finish grading plans with appropriate details
Two
Description of stormwater management provided
d Soils report, geotech information provided
V Wetadds delineated or a note on the plans or in the accompanying documents that none exist on site and/or
%d' cent property
e etails for the roads, parking area, cul-de-sac radii, sidewalk widths, curb and gutter,
Dimensions &slopes provided
❑ rainage areas delineated ❑ Pervious and impervious reported for each ❑ Areas of high density
Uex,mP operation and maintenance agreements provided
Application complete ❑ Application Incomplete Returned: (Date)
Comments 5e4- L _- a4 i c 30 FKo„� s'uz�a c > 1A*R3_Q1`�
April 26, 2013 Revision, Bill Diuguid

?LF -Td /_A)eR %
Application Completeness Review
IVIA-
41V
a/First Submittal ❑ Re -submittal Date Received:/ 10-7 /5 Date
Development/Project Name: 3044 s
Receiving stream.name ,e. ap
River Basin: S
For post -con ruction requirements, a program will be deemed compliant for the areas where it is
implementing any of the following programs: WS-1, WS-II, WS-III, WS-IV, HOW, ORW, Neuse Rive�!Basin
NSW, Tar -Pamlico River Basin NSW, and the Randleman Lake Water Supply Watershed Nutrient d -o
Hiah Densitv Projects that require a 4011404 within an NSW require 85% TSS 30% TN and 30% TP removaIq-�
T&E Species (Goose Creek,'vVaxhaw Creek or Six futile Cre(-.k'vVater Sheds):
Latitude and Longitude: 3'S D�' Ss` �% �80 Z 2 tz IV Juris fiction
Project Address: " s o
Engineer name and firm Sws^rr �� C f ,��u �� nee Pnh/i,eo MCnr
+2 c
Is the project confirmed to be in the State MSI Stormwater Permit jurisdiction? likYes or ❑ No
❑ Low Density (no curb and gutter) ❑ Low Density with curb and gutter outlets G;v<lgh Density ❑ Other
-er•-�) �,/404 impacts to surface waters, wetlands, and buffers (add language to cover letter andior add info letter)
ue' UA .77.'-P,
pew' Check for $505.00 included
riginal signature (not photocopy) on application
o' Legal signature (Corporation-VP/higher, Partnership -General Partner/higher ember/manager, gent).
Check spelling, capitalization, punctuation: http://www.secretary.state.ne.us/corporations/tnepage.aspx I
If an agent signs the application, a signed letter of authorization from the applicant must be provided which
i9etudes the name title mailing address and phone number of the person signing the letter.
d' Copy of property deed showing ownership or control
-a--For subdivided projects, a signea ana notanzea oeeu Jesu1Uucn1 bt0«111VIR
" aled, signed & dated calculations
q/ Correct supplement and O&M provided for each BMP on site (check all that were provided & number of each)
❑ Bioretention
❑ Dry Detention Basin
❑ Filter Strip
❑ Grass Swale
❑ Infiltration Basin
❑ Infiltration Trench
❑ Level Spreader
❑ Permeable Pavement
❑ Restored Riparian Buffer
❑ 13ooftop Runoff Management
Sand Filter
❑ Stormwater Wetland
❑ Wet Detention Basin
❑ Low Density
❑ Curb Outlet
❑ Off -Site
❑ NCDOT Linear Road
o3'/Two sets of sealed, signed & dated layout & finish grading plans with appropriate details
a��,,Narrative Description of stormwater management provided
d ,%oils report, geotech information provided
q/ Wetlat)ds delineated or a note on the plans or in the accompanying documents that none exist on site and/or
�d' cent property
eta a for the roads, parking area, cul-de-sac radii, sidewalk widths, curb and gutter;
Dimensions & slopes provided
❑ �i, rrainage areas delineated ❑ Pervious and impervious reported for each ❑ Areas of high density
15K MP operation and maintenance agreements provided
A 1' ation com lete ❑ Application Incomplete Returned: (Date)
Pp a P /,
Comments �% a=f"f� Sg� L P t c 3o r Frz o m s �•.z fo c L iA `�z 23 - Q/"
April 26, 2013 Revision, Bill Diuguid

BLUE RIDGE ENVIRONMENTAL CONSUL'TANTS;-PA
_ PH. 336-844-4088 '- -
r -- - .1305 S COLLEGIATE DRIVE -
-WILKESBORO, NC 28697
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G4 zay�eSta3e 1422 US Hwy 4 1-A .. ... - -
_ P.O. Box 892 Ph. 336-9M4948 '
N Bank W asEara NC 28697 -—/
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DNISaw n. OFILANOAA0V SEC11 a�@s
NCDENR MAR 2 12014
North Carolina Department of Environment and Natural Resour6j?ARTMENT OF ENV►RO^NMWI
Division of Energy, Mineral, and Land Resources Mp4rVi
Tracy E. Davis, PE, CPM Pat McCrory, Governor
Director John E. Skvarla, III, Secretary
March 5, 2014
Shea Davis
Venture Properties VII, LLC
924 Main Street, Suite 300
North Wilkesboro, North Carolina 28659
Subject: Stormwater Permit No. SW3131204
Dollar General - Marshville
Dear Shea Davis:
The Stormwater Program under the Division of Energy, Mineral, and Land Resources (DEMLR),
received a complete Stormwater Management Permit Application for the subject project. Staff
review of the plans and specifications has determined that the project, as proposed, will comply
with the Stormwater Regulations set forth in Title 15A NCAC 2H.1000 and Session Law 2006-246.
We are forwarding Permit No. SW3131204, dated February 25, 2014, for the construction,
operation and maintenance of the subject project and the stormwater BMPs. This permit shall be
effective from the date of issuance until March 5, 2022, and shall be subject to the conditions and
limitations as specified therein, and does not supersede any other agency permit that may be
required.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the
right to request an adjudicatory hearing by filing a written petition with the Office of Administrative
Hearings (OAH). The written petition must conform to Chapter 150B of the North Carolina General
Statutes. Per NCGS 143-215(e) the petition must be filed with the OAH within thirty (30) days of
receipt of this permit. You should contact the OAH with all questions regarding the filing fee (if a
filing fee is required) and/or the details of the filing process at 6714 Mail Service Center, Raleigh,
NC 27699-6714, or via telephone at 919-431-3000, or visit their website at www.NCOAH.com.
Unless such demands are made this permit shall be final and binding.
This project will be kept on file at the Mooresville Regional Office. If you have any questions, or
need additional information concerning this matter, please contact Larry Wade at [phone]; or
[e-mail].
Sincerely,
for Tracy E. Davis, PE, CPM, Director
cc: SW3131204 File
Mooresville Regional Office
r .1 U Z14
Geological Survey Section • Land Quality Section
1612 Mail Service Center, Raleigh, North Carolina 27699-1612.919-707-9200 / FAX: [phone]
512 North Salisbury Street, Raleigh, North Carolina 27604 • Internet: http://portal.ncdenr.org/web/Ir,'
An Equal Opportunity 1 Affirmative Action Employer — 50% Recycled 110% Post Consumer Paper

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State Stormwater Permit
Permit No. SW3131204
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
STATE STORMWATER MANAGEMENT PERMIT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Venture Properties Vll, LLC.
Dollar General - Marshville
6717 NC 218, Marshville, Union County
FOR THE
construction, operation and maintenance of one sand filter in compliance with the
provisions of Session Law 2006-246 and 15A NCAC 2H .1000 (hereafter referred to as
the "stormwater rules') and the approved stormwater management plans and
specifications and other supporting data as attached and on file with and approved by
the State and considered a part of this permit.
This permit shall be effective from the date of issuance until March 5, 2022, and shall
be subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. The sand filter is approved for the management of stormwater runoff as
described in the application documents and as shown on the approved plans.
3. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
4. The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system.
The built -upon areas associated with this project shall be located at least 30 feet
landward of all perennial and intermittent surface waters.
Page 1 of 4

State Stormwater Permit
Permit No. SW3131204
II. SCHEDULE OF COMPLIANCE
During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
The permittee shall at all times provide the operation and maintenance
necessary to assure the permitted sand filter functions at optimum efficiency.
The approved Operation and Maintenance Plan must be followed in its entirety
and maintenance must occur at the scheduled intervals including, but not limited
to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and re -vegetation of slopes and the filter strip.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans.
f. Debris removal and unclogging of all drainage structures, level spreader,
filter media, planting media, underdrains, catch basins and piping.
q. Access to the cell and outlet structure must be available at all times.
Records of maintenance activities must be kept for each permitted BMP. The
reports will indicate the date, activity, name of person performing the work and
what actions were taken.
4. The permittee shall submit an annual summary report of the maintenance and
inspection records for each sand filter. The report shall summarize the
inspection dates, results of the inspections, and the maintenance work
performed at each inspection.
5. The sand filter shall be constructed in accordance with the approved plans and
specifications, the conditions of this permit, and with other supporting data.
6. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the sand fliter certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification. A
modification may be required for those deviations.
7. If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
8. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further subdivision, acquisition, lease or sale of all or part of the project
area. The project area is defined as all property owned by the permittee,
for which Sedimentation and Erosion Control Plan approval was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
Page 2 of 4

State Stormwater Permit
Permit No. SW3131204
9. A copy of the approved plans and specifications shall be maintained on file by
the Permittee for a minimum of eight years from the date of the completion of
construction.
10. The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
III. GENERAL CONDITIONS
1. This permit is not transferable except after notice to and approval by the Director.
In the event of a change of ownership, or a name change, the permittee must
submit a completed Name/Ownership Change form signed by both parties, to the
State, accompanied by the supporting documentation. The approval of this
request will be considered on its merits and may or may not be approved.
2. The permittee is responsible for compliance with all permit conditions until such
time as the Division approves a request to transfer the permit.
3. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the State, in accordance with
North Carolina General Statute 143-215.6A to 143-215.6C.
4. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies (local, state, and federal) having jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, including the creation
of nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
6. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
7. The permit issued shall continue in force and effect until revoked or terminated.
The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and re -issuance or.
termination does not stay any permit condition.
8. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
9. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
Page 3 of 4

State Stormwater Permit
Permit No. SW3131204
10. The issuance of this permit does not prohibit the Director from reopening and
modifying the permit, revoking and reissuing the permit, or terminating the permit
as allowed by the laws, rules and regulations contained in Session Law 2006-
246, Title 15A NCAC 2H.1000, and NCGS 143-215.1 et.al.
11. The permittee shall notify the Division in writing of any name, ownership or
mailing address changes at least 30 days prior to making such changes.
12. The permittee shall submit a renewal request with all required forms and
documentation at least 180 days prior to the expiration date of this permit.
Permit issued this the 5'h day of March, 2014.
Energy, Mineral, and Land Resources
Page 4 of 4

State Stormwater Permit
Permit No. SW3131204
Dollar General-Marshville
Union County
Designer's Certification
I, , as a duly registered in the
State of North Carolina, having been authorized to observe (periodically/ weekly/
full time) the construction of the,project,
(Project Name)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAL
cc: NCDENR-DEMLR Regional Office
Page 1 of 1

Permit Number:
(to be provided byDWQ)
Drainage Area Number:
Sand Filter Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a log in a
known set location. Any deficient BMP elements noted in the inspection will be corrected, repaired or
replaced immediately. These deficiencies can affect the integrity of structures, safety of the public, and
the removal efficiency of the BMP.
Important maintenance procedures:
- The drainage area will be carefully managed to reduce the sediment load to the sand filter.
- The sedimentation chamber or forebay will be cleaned out whenever sediment depth exceeds
six inches.
- Once a year, sand media will be skimmed.
- The sand filter media will be replaced whenever it fails to function properly after maintenance.
The sand filter will be inspected quarterly and within 24 hours after every storm event greater than
1.0 inches (or 1.5 inches if in a Coastal County). Records of operation and maintenance will be kept in
a known set location and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired
immediately.
... .r - s
BMPtelement:..-,.`, -� ..=��.:_.
J.t ..«. r y
w ` '
-Pote�al mblem
z�
;How I will�remediat'e":the "r`ti61em <,
Entire BMP
Trash/debris is present.
Remove the trash/debris.
Adjacent pavement (if
Sediment is present on the
Sweep or vacuum the sediment as soon as
applicable)
pavement surface.
possible.
Perimeter of sand filter
Areas of bare soil and/or erosive
Regrade the soil if necessary to remove the
gullies have formed.
gully, and then plant a ground cover and
water until it is established. Provide lime
and a one-time fertilizer application.
Vegetation is too short or too long.
Maintain vegetation at an appropriate
height.
Flow diversion structure
The structure is clogged.
Unclog the conveyance and dispose of any
sediment offsite.
The structure is damaged.
Make any necessary repairs or replace if
damage is too large for repair.
Foebay or pretreatment area
Sediment has accumulated to a
Search for the source of the sediment and
depth of greater than six inches.
remedy the problem if possible. Remove
the sediment and stabilize or dispose of it
in a location where it will not cause
impacts to streams or the BMP.
Erosion has occurred.
Provide additional erosion protection such
as reinforced turf matting or riprap if
needed to prevent future erosion
problems.
Weeds are present.
Remove the weeds, preferably by hand. If
a pesticide is used, wipe it on the plants
rather than spraying.
Form SW401-Sand Filter O&M-Rev.4 2009Septi? Page 1 of 3

Filter bed and underdrain
Water is ponding on the surface for
Check to see if the collector system is
collection system
more than 24 hours after a storm.
dogged and flush if necessary. If water
still ponds, remove the top few inches of
filter bed media and replace. If water still
ponds, then consult an expert.
Outlet device
Clogging has occurred.
Clean out the outlet device. Dispose of the
sediment offsite.
The outlet device is dama ed
Repair or replace the outlet device.
Receiving water
Erosion or other signs of damage
Contact the NC Division of Water Quality
have occurred at the
01 Oversight Unit at 919-733-1786.
Form SW40 I -Sand Filter O&M-Rev.4 2009SeptI7 Page 2 of 3

Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the performance of the
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior
to any changes to the system or responsible party.
Project name:Dollar General - Marshville
BMP drainage area number:
Print name: J Shea Davis - Venture Properties VII LLC
Title:Member Manager
Address:PO Box 843 - Wilkesboro, NC 28697
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been
sold and a resident of the subdivision has been named the president.
a Notary Public for the State of
L ' �.(do hereby certify that
County of %�,
its personally appeared before me this��day of
X13 , and acknowledge the due execution of the forgoing sand filter
maintenance requirements. Witness my hand and official seal,
SHERRY LUCKEY
Notary Public, North Carolina
Wilkes County
My Commission Expires
January 25, 2015
SEAL
My commission expires
Form SW401-Sand Filter O&M-Rev.4 2009Sept17 Page 3 of 3

UNION COUNTY
DEPARTMENT OF PUBLIC WORKS
STORMWATER SECTION
500 North Main Street, Suite 500, Monroe, NC 28112
Phone: [phone] e Far: [phone]
To:
Lee Jenson
Land Use Administrator
From:
Brian Hawkins, P.E.
Stormwater Engineer
cc: _..
. Amy'Deyton,_UCPWSS
Mike Randall, NCDENR
file
Date:
3/24/2014
DMSION OF LAND RESOURCES
LAND QUALITY SECT10"
APR 2 4 2014,;
9EPHn,... w;v dENT
AND WATWR61P=Dun^Ea .
Subject: Stormwater Review = Dollar General, Hwy 218 at Army Rd
Union County Public Works Stormwater Section has completed a review for the development of
the Dollar General retail store at the intersection of Highway 218 and Army Rd in the Township
of New Salem, Union County, North Carolina. The following documents were submitted by the
applicant in support of the proposed development:
• One (1) set of plans entitled "Dollar General, Marshville, NC", prepared by Justin
Church, PE of.Blue Ridge Environmental Consultants, dated and sealed on March 7,
2014.
• One (1) copy of the report entitled "Stormwater Calculations for Dollar General
Marshville", prepared by Justin Church, PE of Blue Ridge Environmental Consultants,
and dated March 18. 2014.
• One (1) copy of the plan entitled "Erosion Control Plan, Dollar General, Marshville, NC",
prepared by Justin Church, PE of Blue Ridge Environmental Consultants, dated and
sealed August 22, 2013.
Based on the information provided by the applicant, the proposed development has met the
requirements of the Union County Land Use Ordinance. Our review is limited to the grading and
stormwater conveyance system, and does not'include the design and functionality of the BMP,.
The following is a list of items that may better facilitate construction, but are not required by this
office prior to approval:
• The detail of the Flow Splitter is backwards from the way it is oriented in the pipe
network, and it is unclear if it is meant to be a round or square structure. If constructed
as shown in the detail, the bmp outlet will be on the wrong side of the structure.

The plan shows two pipes entering the curb inlet on the same side at inverts that are
close enough that there may be a conflict with the pipes entering the structure.
The storm pipes should be labeled with the size, material, length and slope of the pipe.
The grading for the skimmer basin should be adjusted to avoid conflict with the outlet of
the conveyance system.
In addition, we strongly recommend submitting copies of all revised plans and calculations to
the NCDENR Division of Energy, Mineral & Land Resources — Stormwater Unit and Land
Quality Section for their records, since there have been revisions made to the grading and
conveyance system since the date of their approvals. The revised plans should not affect the
previously issued permits.
Please make sure that any revisions made in response to any other departments comments do
not conflict with the stormwater system, or that changes made to the system are resubmitted to
this office for review. Please provide to this office a digital (pdo copy of all finalized
documentation including all plans and reports burned onto a CD. '
Please call me at 704-283-3642 if you have any questions or need to discuss any comments.

DIZ IV. JdIDUUIY Dlleel
Room 942s APR 2 4 2014
Raleigh, NC 2/604
ucrTuRALRESOURC-S
RE: $W3131204 DOLLAR GENERAL — MARSHVILLE GROUNDWATER ELEVATION
Mr. Wade,
Based on the available information from the geotechnical engineering report provided by Catawba Valley Engineering
and Testing dated July 22, 2013, the groundwater elevation in the area of the proposed underground sand filter tank is
indeterminate. It is possible ground water may be encountered during installation of the sand filter tank. If ground
water is intercepted during construction at an elevation where the tank would potentially be situated below the ground
water elevation, then design alterations will be made that include preventing the tank being displaced by buoyant forces
and the installation of underdrains to prevent groundwater from entering the tank.
Thank you.
Justin Church, PE
5 March 2014
CARC�/
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Engineering I Planning I Environmental

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BREC, PA
1305 S. Collegiate Drive
Wilkesboro, NC 28697
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North Carolina
Elaine F. Marshall DEPARTMENTOFTIdE
Secretary SECRETARY OF TATE
PO Box 29622 Raleigh, NC 27626-0622 (919t607-2000
Date:
12/18/2013
Click here to:
View Document Filings i File an Annual Report
i
JPrint a Pre -populated Annual Report Fillable PDF Form i Amend A Previous Annual Report i
Corporation Names
Name
Name Type
NC VENTURE PROPERTIES VII, LLC
LEGAL
Limited Liability Company Information
SOSID:
1271120
Status:
Current -Active
Effective Date:
7/31/2012
Citizenship:
DOMESTIC
State of Inc.:
NC
Duration:
PERPETUAL
Annual Report Status:
CURRENT
Registered Agent
Agent Name:
KOON, MARTIN D
Office Address:
924 MAIN STREET - SUITE 300
NORTH WILKESBORO NC 28659
Mailing Address:
P.O. BOX843
WILKESBORO NC 28697
Principal Office
Office Address:
924 MAIN STREET- SUITE 300
NORTH WILKESBORO NC 28659
Mailing Address:
P.O. BOX843
WILKESBORO NC 28697
Officers
Title:
MEMBER
Name:
JAMES R WALSH JR
Business Address:
1300 OAK HILL DRIVE APT 302-G
WILKESBORO NC 28697
Title: MEMBER
Name: JERRY S DAVIS
Rucinvee AririrPCC' ';An HFNRI FY FI I FR RnAn

MILLERS CREEK INC 28651✓
Title:
Name:
Business Address:
MEMBER/MANAGER
KOON FAMILY LLC
P.O. BOX 843
WILKESBORO NC 28697
This website is prodded to the public as a part of the Secretary of State Knowledge Base (SOSKB) system. Version:
2092

Project Name: Dollar General
Location: Marshville. NC
Date: July 22. 2013
Project No. 13-080
APPENDIX B - BORING LOGS

Catawba Valley Engineering & Testing, P.C.
308 15th Street SE, Suite 2
pm Hickory, NC 28602
Telephone: [phone]
KEY TO SYMBOLS
CLIENT Blue Ridge Environ_me_ntal_Con_s_ultant_s, P.A. _ _ PROJECT NAME _Dollar General - Marshville_
PROJECT NUMBER 13-080 - PROJECT LOCATION Marshville, North Carolina
LITHOLOGIC SYMBOLS
(Unified Soil Classification System)
BEDROCK: Bedrock
FILL: Fill (made ground) $roTY c4 A�
.r
I TT i ML: USCS Silt
SC: USCS Clayey Sand
tll
SILTSTONE: Siltstone
-', TOPSOIL: Topsoil
LL - LIQUID LIMIT (%)
PI - PLASTIC INDEX (%)
W -MOISTURE CONTENT
DO - DRY DENSITY (PCF)
NP -NON PLASTIC
-200 - PERCENT PASSING NO. 200 SIEVE
PP - POCKETPENETROMETER(TSF)
SAMPLER SYMBOLS
Split Spoon
,
WELL CONSTRUCTION SYMBOLS
ABBREVIATIONS
TV-TORVANE
PID-PHOTOIONIZATION DETECTOR
UC -UNCONFINED COMPRESSION
ppm -PARTS PER MILLION
Water Level at Time
Drilling, or as Shown
Water Level at End of
Drilling, or as Shown
Water Level After 24
Hours, or as Shown

Catawba Valley Engineering & Testing, P.C.
308 15th Street SE, Suite 2
®a Hickory, NC 28602
Telephone: [phone]
KEY TO SYMBOLS
CLIENT Blue Ridge Environmental Consultants, P.A. PROJECT NAME Dollar General - Marshville
PROJECT NUMBER 13-080 PROJECT LOCATION Marshville. North Carolina
LITHOLOGIC SYMBOLS SAMPLER SYMBOLS
(Unified Soil Classification System) j
'4 Split Spoon
! BEDROCK: Bedrock
FBI FILL: Fill (made ground)
T ML: USCS Silt
�0 SC: USCS Clayey Sand
I, SILTSTONE: Siltstone
ElImo_
I TOPSOIL: Topsoil
WELL CONSTRUCTION SYMBOLS
ABBREVIATIONS
LL
-LIQUID LIMIT (%)
TV -TORVANE
PI
- PLASTIC INDEX (%)
PID - PHOTOIONIZATION DETECTOR
W
- MOISTURE CONTENT (°I°)
UC -UNCONFINED COMPRESSION
DD
- DRY DENSITY (PCF)
ppm -PARTS PER MILLION
NP
- NON PLASTIC
r._ 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

Catawba Valley Engineering 8 Testing, P.C.
BORING NUMBER B-1
��. 308 151h Street SE, Suite 2
PAGE 1 OF 1
q j Hickory, NC 28602
Telephone: [phone]
CLIENT ,Blue Ridge_E_n_vironmental Consultants, P.A_
PROJECT NAME Dollar General
_Marshville
PROJECT NUMBER 13-080
PROJECT LOCATION Marshville,
North Carolina
DATE STARTED 7/13/13 COMPLETED 7/13113 _
GROUND ELEVATION 100 ft
HOLE SIZE 8 inches
DRILLING CONTRACTOR Amendrill Corporation -
GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Au er 2"
AT TIME OF DRILLING
LOGGED BY Randy_ _ CHECKED BY, D.M.L.
AT END OF DRILLING ---_Cave_@tl 7 8ft_.____
NOTES
AFTER DRILLING •-
w
o
I
♦ SPT N VALUE •
L)
a rr
>
to w
w
Q-
20 40 60 80
_ _._
PL..._. p - �IL
< O
MATERIAL DESCRIPTION
I O j 4
W-
cl
a
w"
O
K
a�
O
I mo
z
v
Z)
}
zo sDap..........
� z
Q
w^
O
O
I xO
_.4o
❑ FINES CONTENT I%) ❑
0'
u
c0
20 40 60 80
-` Topsoil _......... _
nz _ ... _.
_ _
(ML) PARTIALLY WEATHERED ROCK: Fine Sandy SILT
w/ Rock
Fragments, Orangish Tan to Tannish Gray, Dry. kA., ,z p
—z----
+�! 51S 67 25-50
. t
LL, `Rock Refusal, No Recovery
LLi�¢
SS 50l0"
Refusal at 3.4 fret.
2
�.
< Bottom of borehole at 3.5 feet.
6
n
v
V
W
O
K
n.
F
Z
l^
s
W
2
W
y
H
2
U
O
6
U
N
7
4
1�
6
N
7_
U
G
W
N
N
b
z
2
l7
w
0
e
1

Catawba Valley Engineering & Testing, P.C.
BORING NUMBER B-2
�. 308 15th Street SE, Suite 2
PAGE 1 OF 1
WA Hickory, NC 28602
41;.. Telephone: [phone]
CLIENT Blue Ridge Environmental Consultants P.A.
.... — __...
PROJECT NAME Dollar General -Marshville
—
PROJECT NUMBER 13-080 —_—
PROJECT LOCATION Marshville
North Carolina
.. _.__ _......................._—
DATE STARTED 7/13/13 COMPLETED 7113/13
_ GROUNDELEVATION 100 ft
HOLE SIZE 8 inches
DRILLING CONTRACTOR Ameridrill Corporation -_.
GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem -Auger 2
AT TIME OF DRILLING -
-
— —_
LOGGED BY Randy _______ CHECKED BY D M.L,_ _ _
AT END OF DRILLING .__Cave
@
NOTES
AFTER DRILLING
w
o
♦ SPT N VALUE
z^,=
U
r}-w
�^
20 40 60 80
NIC L
w =,
O
MATERIAL DESCRIPTION
�
j
O D q
w
Z a
1-6-1I-
0
O `
m O
`
20 40 60....__ 80_.
i z
N
W
z
U
0
x
_
U FINES CONTENT I%) Li
0
O
20 40 60 80
Topsoil
(ML) RESIDUUM: Fine Sandy SILT w/ Rock Fragments,
Orangish
- - Tan to Tannish Gray, Dry, HA i2 0_.—
x
_
); � SS 89 24-42
K
1
Q
R
W
Rock Refusal, No Recovery
-
S
e usa a feet.
Bottom of borehole at 3.6 feet.
/
,=� I ?S 0 50
0
4
r
U
W
R
a
F
z
S
m
n
z
U
U
C_
a
vi
ff
w
N
7
U
Zn
:J
9
4
m
O
h
m
F
Z
W
m
O
a
x
m
x
U
O
0
J

Catawba Valley Engineering $ Testing, P.C.
BORING NUMBER B-3
308 15th Street SE, Suite 2
PAGE 7 OF 1
j Hickory, NO 28602
Telephone: [phone]
CLIENT Blue
Ridge_ Environmental Consullants, P.A.
PROJECT NAME
Dollar General -
Marshville
PROJECT NUMBER 13 080
PROJECT LOCATION
Marshville
North Carolina
------
DATE STARTED 711311_3 _ _- COMPLETED 7/13113_.
GROUND ELEVATION .
100_fi
HOLE SIZE 8. inches,,.,_.,_.
DRILLING CONTRACTOR Amendrill Corparalion
GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger 2"
AT TIME OF DRILLING
--
LOGGED BY Randy__._ _ CHECKED BY D.M.L. _.,,_..
AT END OF
DRILLING
NOTES
AFTER DRILLING
--
w
a
z
F
A SPT N VALUE
U
r
w
w
3:
20 40 60 80
_
PL MC LL
I_.._l--....__-1
a r
a 0
MATERIAL DESCRIPTION
w m
J2
w C)
>
O z
JCa
r- w
w12
z a
C
00-
m0z
V"
}"
20 40 60 80
O
�D
FINES CONTEN (%) ❑
<
w
o
0T
20 40 60 80
Topsoil
-
(ML) RESIDUUM' Fine Sandy SILT wl Rock Fragments, Orangish
Tan to Tannish Gray, Dry1
56
15-13-16
1
w
w
u
(ML) PARTIALLY WEATHERED ROCK: Fine Sandy SILT
w! Rock
`
,
�•.
` "
<
Fragments, Orangish Tan to Tannish Gray, Dry
SS
."
2
67
30-50
a 5
9
SS
17-31-50
o
r`1 3
94
(81)
y
\
W
�
`z
Rock Refusal: No Recovery
SS
5010"
-
��
Refusal at 8.5 feet.
4
Bottom of borehole at 8.5 feet.
i
w
s
J
O
U
m
J
a
w
rL
w
N
7
J
O
(7
m
5
N
O
H
H
Z
U
N
O
a
x
m
x
U
W
O
j

Catawba Valley Engineering B Testing, P.C. BORING NUMBER B-4
308 15th Street SE, Suite 2 PAGE 1 OF 1
Hickory, NC 28602
Telephone: [phone]
CLIENT Blue Ridge Environmental Consultants, P A. PROJECT NAME Dollar General Marshvlle..--,._____,�T___,__
PROJECT NUMBER 13-080 —__ PROJECT LOCATION Marshville North Carolina
DATE STARTED 7113/13 COMPLETED 7/13/13 GROUND ELEVATION _100_f_t___ HOLE SIZE 8 inches
DRILLING CONTRACTOR Ameridrill Corporation GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger?:---- _____. AT TIME OF DRILLING -
LOGGED BY Randy___ CHECKED BY D M_L -_ __,__ AT END OF DRILLING _- Cave @ 2.5ff
NOTES AFTER DRILLING —
w e A SPT N VALUE A
U a > N w w 3 20 40 _6080
= C7 � w Cc 3: - n n. H PL MC LL
w =- a O MATERIAL DESCRIPTION a K m O< w N a 20 40 ®60 180
p L
NZ W U? a o [ FINES CONTENT 1%) ❑
0 20 40 60 80
Topsoil_
(CL14H)POSSIBLE FILL: Silty Plastic CLAY, Trace Roots, Tannish
I Gray w/ White mottling, Moist, Very -Stiff (CL/Ct/)---------------------
Note: weathered rock content increased with depth -h BS 100 19-11-10 A
rc
w
z _—
_ x
g k ZS 50 6-50 \
0 5
o k�^
N
Rock Refusal, No Recovery SS 50/0"
w Refusal at 6.0 feet. 3
rr
Bottom of borehole at 6.0 feet.
n
z
i7
F
w
i-
z
i
m
N
F
2
W
J
J
O
9
u
m
G
rc
w
N
7
U
d
N
0
Q
N
7
F
N
F
2
N
h
O
a
r
m
z
J
w
O
U

Catawba Valley Engineering & Testing, P.C.
308 15th Street SE, Suite 2
,%A Hickory, INC 28602
Telephone: [phone]
BORING NUMBER B-5
PAGE 1 OF 1
CLIENT Blue Ridge Environmental Consultants, P.A, PROJECT NAME Dollar General - Marshville
PROJECT NUMBER _13-080 _ PROJECT LOCATION _Marshaille North Carolina
DATE STARTED 7/13113 COMPLETED 7113/13 GROUND ELEVATION 100 ft HOLE SIZE 8 inches
DRILLING CONTRACTOR Ameridrill Corporation GROUND WATER LEVELS:
DRILLING METHOD Hollow Stern Auger 2" AT TIME OF DRILLING —
LOGGED BY Randy__ CHECKED BY _D.M_l_ AT END OF DRILLING „---
NOTES AFTER DRILLING —
w
a
Z
rr
♦ SPT N VALUE
L)
_
"
w
5
20 40 60 80
_
o- r
o O
di'w
MATERIAL DESCRIPTION
i
> O
O_
O j¢
mOZ
w
Z a
I-- O-----i
20 40 60 80
ov
�z
�"
D"
❑ FINES CONTENT (%) I-]
N
Ow
p
0
20 40 60 80
�;ye.-lur)1
Topsoil_ _ J -
POSSIBLE FILL: Silty Plastic CLAY, Trace Roots. Small
,� a(
MOCK Fragments, Orangish Tan w/ Red Inclusions to Tannish
--j------
-
---- ----
Brown, Dry to Moist, Soft to Stiff If G L j la)
t
SS
67
3-2-2
1
(4)
SS 3-4-7
2 B9 (11)
f4ao) RESIDUUM: Silty Plastic CLAY, Light Gray w/ White 17
mouling, Dry, Very -Hard (C.L / d !f�'1 3S 100 6 6550
O
SS 156 I 18-50
----------------------------
Rock Refusal: No Recovery
50
Refusal at 14.0 feet.
Bottom of borehole at 14.0 feet. 6

Catawba Valley Engineering 8 Testing, P.C. BORING NUMBER Bm6
308 15th Street SE, Suite 2 PAGE 1 OF 1
Hickory, NC 28602
Telephone: [phone]
CLIENT Blue Ridge Environmental Consultants, P.A. PROJECT NAME Dollar General - Marshville
PROJECT NUMBER 13-080 PROJECT LOCATION Marshvil e`North Carolina
DATE STARTED 7/13113 _ COMPLETED 7/13/13 GROUND ELEVATION 100 ft HOLE SIZE 8.ipches__.
❑RILLING CONTRACTOR Ameridrill Corporation GROUND WATER LEVELS:
DRILLING METHOO Hollow Stem Auger 2" AT TIME OF DRILLING
LOGGED BY Randy____,,__ CHECKED BY D.M.L. AT END OF DRILLING _—.Gave @ f O.Oft
NOTES __ __._______ AFTER DRILLING —
w
o
Z
rr
♦ SPT N VALUE
w
xo~�
o'
�=
20 40 60 80
PL MC LL
w =.
Q O
MATERIAL DESCRIPTION
� i
j d
O n q
W m
z a
p
TJ
iz
O�
mOZ
v'
}"_
20 40 60 80
L FINES CONTENT (%) iu
N
u
a
a
0
20 40 60 80
Topsoil
)POSSIBLE FILL: Silty Plastic CLAY, Trace Roots, Dark
nuudish Orange to Dark Red wl White mottling, Dry to Moist, Stiff
-
'
SS
89
4-7)8
x„
(15
'
I
100
A
t, 2
(11)
,t -
5
K
�
x
(ML) RESIDUUM: Fine Sandy SILT, Trace Clay, Tannish Brown v✓(
a
Red and Black Inclusions. Dry to Moist, Very -Stiff to Hard
S
3-7-12
`I 3
100
)
r
1
tt
U SS
4
100
7-16.18
(34)
i
I,
x
(ML) PARTIALLY WEATHERED ROCK: Fine Sandy SILT wl Rock
i�. SS
100
50/5"
»
Fragments, Grayish Brown, Dry
16
�x
,
�X
�>
x
- »
SS
6
50101,
20
Refusal at 17.5 feet.
Bottom of borehole at 20.0 feet.

Catawba Valley Engineering & Testing, P.C. BORING NUMBER B-7
m
O
O
�� 308 15th Street SE, Suite 2 PAGE 1 OF 1
Hickory, NC 28602
Telephone: [phone]
CLIENT Blue Ridge Environmental Consultants, PA, PROJECT NAME Dollar General - Marshville
PROJECT NUMBER 13-080 PROJECT LOCATION Marshville, North Carolina
DATE STARTED 7113113 COMPLETED 7113/13 GROUND ELEVATION 10011 _ HOLE SIZE
DRILLING CONTRACTOR Ameridrill Corporation GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger 2" -_----- AT TIME OF DRILLING --
LOGGED BY Randy_ CHECKED BY D.M.L. AT END OF DRILLING - Cave @ 6.6ft
NOTES AFTER DRILLING --
w
♦ SPT N VALUE
�w
a
v) w
w
o'
r
5
20 40 60 80
PL MC LL
o_
a C
MATERIAL DESCRIPTION
xo~�
> C
C j e
w v
�c
Z
pV
-'
a�
OW
6,0>
v`"
Y",
20 40 60 80
t.9
N Z
¢
U z
a
Or I❑
FINES CONTENT (%) 0
0
20 40 60 80
- Topsoil , -
(ML) RESIDUUM Fine Sandy SILT, Trace Clay, Rock Fragments,
Dry, Tannish Brown to Grayish Tan, Very -Stiff
r---
----
--------
I
1,
SS
„!
97
15-18-50
1
(68)
(ML) PARTIALLY WEATHERED ROCK. Fine Sandy SILT wf Rock
.t
`/ SS
100
50
.
,
1 Fragments, Tannish Brown to Grayish Brown, Dry
'�.?
'- `-
-- -_-
t
I
5
;t
\ASS
100
50
x
3
l
»
xj SS
100
50/4"
4
_
_
10
K
X t
t
X
I` 5
15
Bottom of borehole at 15.0 feet.

Catawba Valley Engineering 8 Testing, P.C.
BORING NUMBER B-8
308 15th Street BE, Suite 2
PAGE 1 OF 1
j Hickory, NC 28602
Telephone: [phone]
CLIENT -Blue Ridge Environmental Consultants P.A. `
PROJECT NAME
Dollar General
Marshville_ ...................
PROJECT NUMBER 13-080
PROJECT LOCATION
Marshville
North Carolina
DATE STARTED 7113113 COMPLETED 7113/13
GROUND ELEVATION
100 ft
HOLE SIZE 8 inches
DRILLING CONTRACTOR Ameridrill Corporation
GROUND WATER
LEVELS:
DRILLING METHOD Hollow Stem_Auger2' _., _- ----
AT TIME OF
DRILLING _-
LOGGED BY Randy_____ CHECKED BY D.M.L.
AT END OF
DRILLING
_—Cave @ ZOft
NOTES
AFTER DRILLING
--
W
a
♦ SPT N VALUE
x
U
of
> —
v1 w
W
o_
--20 40 60 80
a =
a 0
MATERIAL DESCRIPTION
W
w
a:
> 0
r- 5
O j Q
w 9
t c
z a
1 * LlL
o "
< -'
c
O x
03
Y `
� "'
20 40 60 80
az
O
K
Oz
—
L)
a
>
W
.........................................................................
El FINES CONTENT (%) D
tai>
0
20 40 60 80
Topsoil
',.
___._-.. ._._.
Cc -jet) POSSIBLE FILL:_Silty_Plastic.__CLAY,_ , Ora_. _ngish Red
_. ,.._I
w/ Light
Orange Inclusions. Dry to Moist, Stiff-_r_—_--
r!
SS
5-8-11
89
(19)
i
SS
78
7-8-9
A
2
(17)
5
yn
;
�—
—
_ysx
SS
100
15-14-18
3
(32)
_.
�
(ML) PARTIALLY WEATHERED ROCK Fine Sandy SILT wl Rock
\
x
Fragments, Light Tannish Brovm. Dry
\
%i
( SS
83
13 40-50
�A
i
4
(90)
10
T
i
>x
______________________
Rock Refusal, No Recovery
Refusal at 11.8 feet.
SS
5010"
Bottom of borehole at 12.5 feet.
5

Catawba Valley Engineering 8 Testing, P.C. BORING NUMBER B-9
308 15th Street SE, Suite 2 PAGE 1 OF 1
YB Hickory, NC 28602
Telephone: [phone]
CLIENT Blue Ridge Environmental Consultants P.A. PROJECT NAME Dollar General - Marshvlle..
PROJECT NUMBER 13-080 ....... ......... PROJECT LOCATION Marshville North Carolina
DATE STARTED 7113113 _ COMPLETED 7113/13 _ _ GROUND ELEVATION 100 ft HOLE SIZE 8 inches
DRILLING CONTRACTOR Ameridrill Corporation _ GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger 2" AT TIME OF DRILLING —
LOGGED BY _Randy ___ CHECKED BY D M L _ ..... AT END OF DRILLING Cave Ca_) 6,8ft ..
_................
NOTES _ _ _ AFTER DRILLING
w
•
Z
♦ SPT N VALUE
U
o:
Y
02
w
_ 20 40 60___80_
ar=0
�-
o. O
MATERIAL DESCRIPTION
w
�S
j C.
?h❑
O� Q
art
w
F=c
Z n
PL_. MC LL
I ---I
w
❑
2
5:
OC _
m O z
"
_ 20 40 60 80_
V,
z
❑ FINES CONTENT I%)
<
w
.,
a
o
0
20 40 60 80
Topsoil -�
•.(Cq
n) POSSIBLE FILL: Silty Plastic CLAY Trace Roots, Rock
,.,
rragments, Orangish Brown to Brownish Red, Moist to Wet, Stiff
--
---------
to Medium -Stiff (Cc. l e H)
iir
SS
3-5-0
1
i
X .
�<
i1
n__.____—______
„
--- ______________
(ML) PARTIALLY WEATHERED ROCK: Fine Sandy SILT w/ Rock
{
Fragments, Tannish Brown
33
31-50
'I
3S
v
\
SS
33
35-501
4
10
H ,
u
u X
�
x
a
R}Al
— __ — — . .. — — — _ — _ -
(SC) POSSIBLE ALLUVIUM: Silty Plastic CLAY, Trace Rounded.,
.._....-._
.. _.-..._.............
Rack Fragments, Light Gray wl Blue to Grayish White, Dry to
r SS
100
14-25-41
Moist
X 5
(66)
Bottom of borehole at 15.0 feet.