SW6130402_HISTORICAL FILE_20130409 (2)

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE(
YYYYMM DD

n
COMMERCIAL
SITE DESIGN
TRANSMITTAL COVER SHEET
8312 Creed moor Road Raleigh, NC27613
919.848.6121 Phone [phone] fax
www.csitedesi9n.com
TO:
Mike Randall
C:
NCDI3NR — Division of \Vrater Quality
512 North Salisbuq Street
Raleigh, NC 27604
[phone]
,SENOI:R',
Chris S. Clayton
PROJ ECT NAME:
Wendy's Restaurant — Spout. Springs, NC
DATE:
4/5/13
PROJ I:CT NU NIB ER.
BRI-1301
0 Otq:RNIGIa
0RMOIAARW4L
❑ ❑On) IORrICK ❑P
COPIES
DATE
DESCRIPTION
1
NCDENR Stomawater Permit Application (one original and one cope)
1
NCDENR Offsitc Supplement Permit Application (one orignnal and one copy)
1
Check for $505 for pemnit fee
2 sets
Civil plans (folded)
2
Died Restrictions & Protective Covenants
I
hngineer's Certification for regional facility
1
Current property deed
I
Secretnry of State listing for Bryant Restaurants, I tic.
I
Stomnwater/Erosion Control calculation booklet
I
Geotechnical Report
I
Copy of original stonnwater pennit issued for overall site (SW6111206)
NOTES/COMMENTS:
Mike,
Inclosed are the necessary documents, plans, and fees for initiating review for an offsite supplement permit for the
proposed Wendy's Restaurant site to be located at Lot 1 of the Northgate Shopping Center lo;c�ate�,d at the intersection of
1-lighway 24/87 and Plantation Drive in Spout Springs, NC. The original stormwater 117ILS\ F 1
your office for the overall development was SW6111206. II?W 117
please call if you have any questions or need anything further at this time.
Thanks,
Chris Clsvton

HARNETT COUNTY TAX ID#
I��0��111�1111
FOR
SPECIAL WARRANTY DEED
OF DEEDS
Excise Tax: $3 100.00 TI E SEARCH OR TAX ADVICE GIVEN
Parcel Identifier No. 9 I V by County on the _ day of 20
By:
Mail/Boxto: Reeville.(Title Ins. w/ Charter Title,
This instrument was prepared by: owel.A i lie, NC)
Brief description for the Index: 1 4 +/- ac 4
THIS DEED made this 21b day of November, ,1 j b twe
Jennifer Schulz-10cyenstuber(Separated)
(aWa Jennifer Schulz)
PO Box 1048
Spring Lake, NC 28390-1048
Holdings, LLC (a North Carolina limited
wood Avenue
NC 29314
**Free trader status, see �-tr�/o
Separation Agreement filed w/
Consent Order 10CVD651,:Harnett Co.
Enter in appropriate block for each Grantor and Grantee: name, mail' if ap opriate, character of entity, e.g.
corporation or partnership.
The designation Grantor and Grantee as used herein shall include said parties, e' a rs, 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 ipt hi is ereby acknowledged, has and
by these presents does grant, bargain, sell and convey unto the Grantee in fee simple, al that l0 Da=l of land situated in the
City of --------------- Spout Springs Township, Ham ty, and mom particularly
Y
described as follows
SEE ATTACHED EXHIBIT `A'
The property hereinabove described was acquired by Grantor by instrument recorded in Estate File 10 Ek OS, Page
100. �}
All or a portion of the property herein conveyed _ includes or X does not include the primary residence a G %
NC Bu Association Form No, 6 11112010
Printed by Agameot with the NCC Buer Association
ssociation

above described property is recorded in Plat Book page
TO HOLD the aforesaid lot or parcel of land and all privileges and appurtenances thereto belonging to the Grantee in
mmints with the Grantee, that Grantor has done nothing to impair such title as Grantor received, and Grantor will
the title against the lawful claims of all persons claiming by, under or through Grantor, other than the following
Ad Valorem taxes which Grantee agrees to pay in full when due.
(other Than Jens)
covenants, rights -of -way and encum rances at are disc osed on the public record and/or
accurate survey of the property. A /
IN WITNESS M(ERWP, th, kGrantgt4kuly executed the foregoing as of the day and year first
Print/Type Name &
Print/Type Name &
Prin 'Type Name &
State of MprlbCO=hMa - County t
I, the undersigned Notary Public of the
foregoing instrument for the purposes therein expressed. Witness
My Commission
(Affix Seal)
NC Bar ASa0eWOh Fovn No, e ® 1/12010
Printed by Agreement with the NC Ber Association
Jennifer Schulz)
Print/Type
(SEAL.)
PrinUType Name:
(SEAL)
Pnnt Type Name:
m!�_ and State aforesaid, certify that
Otis day and acknowledged the due execution ofthe
rial stamp or seal thisn±�— day November, 2011.
or Tvoed Name

32
thence North
North Carolin
EXHIBIT'A'
iron stake at the point of intersection of the South line of a 150 foot right-of-way of
fhway No. 87 and the western line of the easternmost access road on the South side of
n n plat of Babcock Lumber Company property made January, February and
Cha kes, R.S. and running thence as the western line of said access road South
st 4 feet to an iron pipe and the line of property of North Carolina Pulp
a id li 57 degrees 09 minutes West 1214 feet to an iron pipe in said line;
le s s East 475 feet to an iron pipe in the Southern right-of-way line of
w No. ; thence as said right-of-way line South 57 degrees 09 minutes East 1214
feet to the point GI cont ' ing 13.24 acres and being the same property as described as Tract
No. 2 in that Deed fro el nd wif Carietta R. Cage[ to Ralph M. Hardin and wife, Anna M.
Hardin, dated the 29°i ay nu d of record in Book 525, Page 67, of the Harnett County
Registry.
Less and except p OP ty co eyed to Department of Transportation
in Fee Simple Deed o i Book 1331,.Page 586, aforesaid
Registry.
Grantor also conveys to Grantee 1 Lo 3 (6.04 acres),
Lot 4 (2.94 acres), and Lot 5 .1 ac es as shown on plat
duly recorded in Map #2011, P e( ) 41 42 , Harnett
County Registry. if there is y esc pancy between subject
property as described on said p as scribed by metes
and bounds above (13.24 acres), the rar warranties as contained
in this Special Warranty Deed shall b l i ed to the metes and
bounds description set forth above.

0
�wEt7 C00'
C irO
BERLY S. HARGROVE
VEF DEEDS, HARNETT
LIUS HARNETT BLVD
C- SUITE 200
Filed For Registration: 1111a"
Book: RE 24
Document No.: 20110166
DEED e
NC REAL ESTATE EXCISE TAX: $3,100.00
Recorder: TRUDI S
State of North Carolina, County of Harnett
KIMBERLY S. HARGROVE , REGISTER OF DE
Do
2011016678
27546

North Carolina Secretary of State
Page I of2
Acco
North Carolina
Elaine F. Marshall DEPARTMENT OF THE
Secretary SECRETARYOF STATE
PO Box 29622 Raleigh, NC 27626-0622 [phone]
Date: 4/4/2013
Click here to:
View Document Filings I File an Annual Report
JPrint a pre -populated Annual Report Form I Amended A Previous Annual Report
Corporation Names
Name Name Type
NC BRYANT RESTAURANTS, LEGAL
INC.
Business Corporation Information
SOSID:
0018003
Status:
Current -Active
Effective Date:
1/6/1981
Citizenship:
DOMESTIC
State of Inc.:
NC
Duration:
PERPETUAL
Annual Report Status:
CURRENT
Registered Agent
Agent Name:
BLACKWOOD, L JAMES, II
Office Address:
100 N. GREENE STREET SUITE 600
GREENSBORO NC 27401
Mailing Address: 100 N. GREENE STREET SUITE 600
GREENSBORO NC 27401
Principal Office
Office Address:
3105 GLENWOOD AVE SUITE 103
RALEIGH NC 27612
Mailing Address:
3105 GLENWOOD AVE SUITE 103
RALEIGH NC 27612
Officers
Title:
CHAIRMAN/CEO
Name:
DOUGLAS A. BRYANT
Business Address:
3105 GLENWOOD AVE SUITE 103
C 27612
Title: PRESIDENT
Name: RICHARD A. BRYANT
Business Address: 3105 GLENWOOD AVE SUITE 103
RALEIGH NC 27612
Title:
htip://www.secretary.state.nc.us/corporations/Corp.aspx?13itemld=4696861 4/4/2013

North Carolina Secretary of State
J
Page 2 of 2
Name:
Business Address:
Stock
MARY E. BRYANT
3105 GLENWOOD AVE SUITE 103
RALEIGH NC 27612
Class Shares No Par Value Par Value
COMMON 100000 1
This website is provided to the public as a part of the Secretary of State Knowledge Base (SOSKB) system. Version:
4398
http://www.sceretary.state.nc.us/corporations/Corp.aspx?Pitemld=4696861 4/4/2013

COMMERCIAL
SITE DESIGN,
8312Creed moor Road Raleigh, NC27613
919.848.6121 Phone [phone] Fax
w w w. c s i t e d e s i g n. c o m
Erosion Control & Stormwater
Management Calculations
Wendy's
Northgate Subdivision Lot 1
Spout Springs, North Carolina
CSD Project No.: BRI-1301
SITE g "O", .
o16 �o
a P-0266 s
O / 0
SEAL
26411.11ti.
'Y...J....B�
April 2, 2013

TABLE OF CONTENTS
SECTION I - EROSION AND SEDIMENT CONTROL
1.1 PROJECT DESCRIPTION....................................................................
1.2 EXISTING SITE CONDITIONS...........................................................
1.3 ADJACENT AREAS.............................................................................
1.4 CRITICAL EROSION AREAS..............................................................
1.5 EROSION AND SEDIMENT CONTROL MEASURES ........................
1.6 VEGETATIVE STABILIZATION........................................................
1.7 TEMPORARY STABILIZATION.........................................................
1.8 MAINTENANCE..................................................................................
1.9 CONSTRUCTION SEQUENCE............................................................
SECTION II - STORMWATER MANAGEMENT
2.1 STORM WATER NARRATWE............................................................
SECTION III - APPENDICES
APPENDIX A - NCDENR E&SC PLAN REVIEW CHECKLIST ...................
APPENDIX B - SUMMARY.OF RESULTS ...................................................
APPENDIX C - MISCELLANEOUS SITE DATA ..........................................
APPENDIX D - PRE DEVELOPMENT HYDROLOGIC CALCULATIONS
APPENDIX E - POST DEVELOPMENT HYDROLOGIC CALCULATIONS
wl
u

SECTION I - EROSION AND SEDIMENT CONTROL
1.1 PROJECT DESCRIPTION '
This report addresses expected erosion and sediment control and stormwatet management
for the proposed development of a Wendy's Restaurant in Spout Springs, North Carolina.
The property is located in the Northgate Subdivision on south side of NC Highway 24-87,
just west of the intersection with Plantation Drive, and can be found at 35.256944°N and
79.039722°W. This property is a portion of the existing, Northgate Shopping Center
development (Lot #1). The site total acreage is 1.25 acres. Currently the lot is an
undeveloped, rough graded outparcel of an existing shopping center. The proposed
development will consist of a single -story 3,753 square foot building with curb islands and
associated parking. The proposed construction will result in an impervious area for the site
of approximately 0.79 acres or 64% impervious.
A regional facility provides the necessary stormwater management for the entirety of the
shopping center development (Stormwater Permit #SW6 1111206). Previous stormwater
management calculations for the overall shopping center prepared by Larry King and
Associates and the deed restrictions for the property account for the proposed flows of the
Wendy's outparcel (Lot #1) with a maximum impervious area of 1.25 acres (100%) allotted
to this outparcel. The impervious area of the proposed Wendy's development (0.79 acres or
64%) is less than that which was accounted for in the original design. Therefore, no
additional stormwatcr management is required. The property owner is Bryant restaurants,
Inc. This site is located in the Cape Fear basin and drains to Muddy Creek, which has a
stream index number of 18-23-26. The site itself is NOT within 'A mile of an SA classified
water nor is the site within 575 feet of an SA classified water.
1.2 EXISTING SITE CONDITIONS
The existing site consists of a rough graded open field. Drainage for the site flows to inlets
located around the southern perimeter of the property. This storm drainage system
ultimately discharges to the southeast into a regional stormwatcr facility for the overall
shopping center.
1.3 ADJACENT AREAS
The site is bounded by NC Highway 24-87 to the north and a shopping center access drive
to the east. An undeveloped commercial outparcel neighbors the site to the south and an
existing commercial lot neighbors the site to the west.
1.4 CRITICAL EROSION AREAS
The most critical erosion area will be the surface of the working area during construction
operations. If grass is not established on dormant denuded areas then there is a significant
potential for the covered areas to be eroded and for sediment to be carried in the runoff. To
minimize the potential for erosion, covered areas that are temporarily inactive will be seeded
within 14 working days after placement of the soil cover.
2
Wendy's — Spout Springs, NC
BRI-1301
4/4/2013

1.5 EROSION AND SEDIMENT CONTROL MEASURES
All vegetative practices and erosion and sediment control features shall be designed,
constructed and maintained in accordance with the North Carolina Erosion and Sediment
Control Planning Standards and Specifications. The features are designed to control runoff
resulting from the 10-year frequency storm. Plan -view drawings with details are provided.
1.5.1 STABILIZED CONSTRUCTION ENTRANCE/EXIT
(REFERENCE NCESCPDM STD & SPEC 6.06)
Stabilized construction entrances should be used at all points where traffic will be leaving a
construction site and moving directly onto a public road. Wash down facilities may be
required as directed by your local approving agency. Construction entrances should be used
in conjunction with the stabilization of construction roads to reduce the amount of mud
picked up by vehicles.
1.5.2 SILT FENCE
(REFERENCE NCESCPDM STD & SPEC 6.62)
Sediment fences will be provided downgradient of the proposed site grading at the locations
shown on the drawings. The sediment fences will direct flow to either a sediment deposition
area behind the fence or to a sediment trap. Silt fences are not to be used across channels or
in areas of concentrated flows.
1.5.3 BLOCK AND GRAVEL INLET PROTECTION
(REFERENCE NCESCPDM STD & SPEC 6.52)
Block and gravel inlet protection will be utilized on this site. The inlet protections are
utilized to help prevent sediment from entering the storm drains before stabilizing the
contributing watershed. This practice allows early use of the storm drain system.
1.6 VEGETATIVE STABILIZATION
Vegetative cover shall be re-established within 14 calendar days after completion of the
activity. Refer to plans for temporary and permanent seeding schedule and specifications.
1.7 TEMPORARY STABILIZATION
Disturbed areas will be vegetated in accordance with section 3.0 of the North Carolina
Erosion and Sedimentation Control Design Manual and the. seeding specifications.
Temporary control features will remain in place and will be maintained until the up -gradient
disturbed area has been stabilized with vegetative cover.
Wendy's — Spout Springs, NC
BRI-1301
4/4/2013

1.8 MAINTENANCE
All erosion and sediment control measures will be checked for stability and operation
following every runoff -producing rainfall but in no case less than once every week. Any
needed repairs will be made immediately to maintaui all measures as designed. Sediment
fences shall be inspected at least once a week and after each rainfall event. Repairs shall be
made immediately. Sediment deposits shall be removed as needed to provide adequate
storage volume for the next rainfall event, and to reduce pressure on the fence. Fencing
materials and sediment deposits shall be removed, and the area brought to grade following
stabilization of upgradient disturbed areas.
1.9 CONSTRUCTION SEQUENCE
1. Schedule a pre -construction conference with the environmental engineer.
Obtain a.land-disturbing permit.
2. Install gravel construction entrance, silt fence, and other measures as shown
on the approved plan. Clear only as necessary to install these devices. Seed
temporary diversion ditches and berms immediately after construction. See
seeding schedule on approved plans.
3. Call for onsite inspection by conservation inspector and obtain certificate of
compliance.
4. Begin demolition/clearing/grubbing and general excavation onsite. It is the
responsibility of the contractor to phase/stage erosion control as necessary
to allow for proper construction activity.
Note: Contractor shall inspect and repair all erosion devices at least once a
week and after every rainfall of V2 inches or greater. Grading activity shall be
prohibited in the areas of the ,sediment control devices until the areas
upstream of these devices have been stabilized and approved.
5. Install approved inlet protection and stabilize site as areas are brought up to
finish grade with vegetation, paving, ditch linings, etc. Seed and mulch
denuded areas within 15 days of completion of any phase of construction; all
areas shall be stabilized within 21 days.
G. When construction is complete and all areas are stabilized completely, call for
inspection by environmental inspector.
7. If site is approved, remove silt fencing, inlet protection, etc. Seed or pave any
resulting bare areas. All remaining permanent erosion control devices, such
as outlet protection, should now be installed or brought online.
8. When vegetation has become .established, call for a final site inspection by
the environmental engineer. Obtain a certificate of completion.
4
Wendy's — Spout Springs, NC
,r
BRI-1301
4/4/2013
Q%

SECTION II - STORMWATER MANAGEMENT
2.1 STORMWATER NARRATIVE
A regional facility provides the necessary stormwater management for the entirety of the
Northgate Shopping Center development (stormwater Permit SW6 111206). Previous
stormwater management calculations for the overall shopping center prepared by Larry King
and Associates and the deed restrictions for the property account for the proposed0flows of
the Wendy's outparcel (Lot #1) with a maximum impervious area of 1.25 acres (100%)
allotted to this outparcel. The impervious area of the proposed Wendy's development (0.79
acres or 64%) is less than that which was accounted for in the original design. Therefore, no
additional stormwater management is required.
The following report provides detailed information regarding the hydrology and peak runoff
rates for the post -development conditions of the proposed Wendy's site.
Wendy's — Spout Springs, NC
BRI-1301
4/4/2013
5 / r..

APPENDIX A - NCDENR E&SC PLAN
REVIEW CHECKLIST
Wendy's — Spout Springs, NC
BRIA301
4/4/2013

EROSION and SEDIMENTATION CONTROL PLAN PRELIMINARY REVIEW CHECKLIST
The following items shall be incorporated with respect to specific site conditions, in an erosion & sedimentation control plan:
N.PIDES Construction Stormwater General Permit NCG010000
,
Designation on the plans where the 7 or 14 day ground stabilization requirements apply per Section II.B.2 of the permit.
MIA Design of basins with one acre or more of drainage area for surface withdrawal as per Section II.B.4 of the permit.
LOCATION INFORMATION
Pro location 8 labeled vicinity
map (roads, streets, landmarks)
Northh a arrow and scale
Identify River Basin.
Provide a copy of site located on applicable USGS quadrangle and
NRCS Soils maps if it is in a River Basin with Riparian Buffer
requirements.
GENERAL SITE FEATURES (Plan elements)
Property lines & ownership ID for adjoining properties
Existing contours (topographic lines)
Proposed contours
Limits of disturbed area (provide acreage total, delineate limits,
and label). Be sure to include all access to measures, lots that will
be disturbed, and utilities that may extend offsite.
Planned and existing building locations and elevations
Planned & existing road locations & elevations, including
temporary access roads
Lot and/or building numbers
Hydrogeologic features: rock outcrops, seeps, springs, wetland
and their limits, streams, lakes, ponds, dams, etc. (include all
required local or state buffer zones and any DWQ Riparian Buffer
...��L determinations)
�L� Easements and drainageways, particularly required for offsite
affected areas. Include copies of any recorded easements and/or
agreements with adjoining property owners.
M Profiles of streets, utilities, ditch lines, etc.
WA Stockpiled topsoil or subsoil locations
_fJ* If the same person conducts the land -disturbing activity & any
related borrow or waste activity, the related borrow or waste
activity shall constitute part of the land -disturbing activity unless
the borrow or waste activity is regulated under the Mining Act of
1971, or is a landfill regulated by the Division of Waste
Management. If the land -disturbing activity and any related
borrow or waste activity are not conducted by the same person,
they shall be considered separate land -disturbing activities and
must be permitted either through the Sedimentation Pollution
',r Control Act as a one -use borrow site or through the Mining Act.
rrn Location and details associated with any onsite stone crushing or
other processing of material excavated. -If the affected area
associated with excavation, processing, stockpiles and transport
of such materials will comprise 1 or more acres, and materials will
be leaving the development tract, a mining permit will be required.
.v/A Required Army Corps 404 permit and Water Quality 401
certification (e.g. stream disturbances over 150 linear feet)
EROSION & SEDIMENT CONTROL MEASURES (on plan)
Legend (provide appropriate symbols for all measures and
reference them to the construction details)
Location of temporary measures
Location of permanent measures
Construction drawings and details for
temporary and permanent measures. Show measures to scale on
plan and include proposed contours where necessary. Ensure
design storage requirements are maintained through all phases of
construction.
Maintenance requirements for measures
Contact person responsible for maintenance
SITE DRAINAGE FEATURES
_TQ Existing and planned drainage patterns (include off -site areas that
drain through project and address temporary and permanent
conveyance of stormwater over graded slopes)
Method used to determine acreage of land being disturbed and
drainage areas to all proposed measures (e.g. delineation map)
Size, pipe material and location of culverts and sewers
Soil information: type, special characteristics
Soil information below culvert storm outlets
Name and classification of receiving water course or name of
municipal operator (only where stormwater discharges are to
occur)
STORMWATER CALCULATIONS
Pre -construction runoff calculations for each outlet from the site (at
peak discharge points). Be sure to provide all supporting data for
the computation methods used (rainfall data for required storm
events, time of concentration/storm duration, and runoff
coefficients).
Q Design calculations for peak discharges of runoff (including the
construction phase & the final runoff coefficients for the site)
Design calcs for culverts and storm sewers (include HW, TN and
outlet velocities)
Discharge and velocity calculations for open channel and ditch
flows (easement ,& rights -of -way)
Design calcs for cross sections and method of stabilization for
existing and planned channels (include temporary linings). Include
appropriate permissible velocity and/or shear stress data.
Design calcs and construction details for energy dissipaters below
culvert and stone sewer outlets (include stone/material specs &
apron dimensions). Avoid discharges on fill slopes..
Design calcs and dimension of sediment basins (note current
surface area and dewatering standards as well as diversion of
runoff to the basins). Be sure that all surface drains, including
ditches and berms, will have positive drainage to the basins.
VEGETATIVE STABILIZATION
Area & acreage to be stabilized with vegetation
Method of soil preparation
Seed type & rates (temporary & permanent)
7 Fertilizer type and rates
Mulch type and rates (include mulch anchoring methods to be
used)
NOTE: Plan should include provisions for groundcover in accordance with
NPDES Construction Stormwater General Permit NCG010000
and permanent groundcover for all disturbed areas within 15
working days or 90 calendar days (whichever is shorter) following
completion of construction or development.
FINANCIAL RESPONSIBILITY/OWNERSHIP FORM
Completed, signed & notarized FR/O Form
j Accurate application fee payable to NCDENR ($65.00 per acre
rounded up the next acre with no ceiling amount)
Certificate of assumed name, if the owner is a partnership
Name of Registered Agent (if applicable)
Sj1}} Copy of the most current Deed for the site. Please make sure the
deed(s) and ownership information are consistent between the
plan sheets, local records and this form.
Provide latitude & longitude (in decimal degrees) at the project
entrance.
NOTE: For the Express Permitting Option, inquire at the local Regional
Office for availability.
NARRATIVE AND CONSTRUCTION SEQUENCE
Narrative describing the nature & purpose of the construction
activity
Construction sequence related to erosion and sediment control
(including installation of critical measures prior to the initiation of
the land -disturbing activity & removal of measures after areas they
serve are permanently stabilized). Address all phases of
construction and necessary practices associated with temporary
stream bypasses and/or crossings.
Bid specifications related - only to erosion control
rev. 12182012

APPENDIX B - SUMMARY OF RESULTS
Wendy's — Spout Springs,
BRI-1301
4/4/2013
NC ~

WENDY'S - SPOUT SPRINGS, NC SUMMARY OF RESULTS J. BECKETT, PE
BRI-1301 4/2/2013
RELEASE RATE MANAGEMENT RESULTS
WENDY'S SITE
RETURN PERIOD
PRE DEVELOPMENT
(CFS)
POST DEVELOPMENT
ICES)
INCREASE
(%)
1-YEAR
1.43
4.45
211%
10-YEAR
2.17
6.75
211%
25-YEAR
2.41
7.50
211%
50-YEAR
2.58
8.03
211%
100-YEAR
2.74
7.50
174%

APPENDIX C - MISCELLANEOUS SITE DATA
Wendy's — Spout Springs,
BRI-1301
4'/4/2013
NC /

WENDY'S - SPOUT SPRINGS, NC SITE SOILS INFORMATION
BR1-1301
J. BECKETT, PE
4/2/2013
HYDROLOGIC SOILS GROUP INFORMATION
Soil information for site aquired via Web Soil Survey
Symbol Name HSG
CaB Candorsand B
Pd Pits -Dumps complex
%HSG A=
0.0%
%HSG B =
100.0%
%HSG C=
0.0%
%HSG D=
0.0%
.COMPOSITE RUNOFF COEFFICIENT CALCULATION
Watershed soils are from 'HSG B. The relative percentage of each HSG was calculated.
These percentages were then used in the computation of the composite runoff coefficient.
Cover Condition
Runoff C - HSG A
Impervious
0.95
Open
0.15
Wooded
0.15
Cover Condition
Runoff - HSG B
Impervious
0.95
Open
0.22
Wooded
0.15
Cover Condition
Runoff C - HSG C
Impervious
0.95,
Open
0.48
Wooded
0.40
Cover Condition
Runoff C - HSG D
Impervious
0.95
Open
0.60
Wooded
0.54
Cover Condition
Composite Runoff C
Impervious
0.95
Open
0.22
Wooded
0.15

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Soil Map-Hamett County, North Carolina
(Wendy's - Spout Springs, NC)
MAP LEGEND
MAP INFORMATION
Area of Interest (Aop
0� Very Stony Spot
Map Scale: 1:3,000 'd printed on A size (8.5" : 11 ") sheet.
0
Area of Interest (Aot)
Wet Spot t P
The soil surveys that comprise your AOI were mapped at 1:24,000.
Soils
a Other
Soil Map Units
Warning: Soil Map may not be valid at this scale.
Special Line Features
Special
Point Features
^`.., Gull y
Enlargement of maps beyond the scale of mapping can cause
V
Blowout
misunderstanding of the detail of mapping and accuracy of soil line
,°' Short Steep Slope
placement. The maps do not show the small areas of contrasting
®
Borrow Pit
soils that could have been shown at a more detailed scale.
X
Clay Spot
..Other
-
Political Features
Please rely on the bar scale on each map sheet for accurate map
Closed Depression
9 Cities
measurements.
X
Gravel Pit
Water Features
Source of Map: Natural Resources Conservation Service '
..
Gravelly Spot
I Streams and Canals
Web Soil Survey URL: http:/IwebsoilsuNey.nres.usda.gov
Coordinate System: UTM Zone 17N NAD83
®
Landfill
Transportation
Rails
This product is generated from the USDA-NRCS certified data as of
ALava
Flow
+a+
....
the version date(s) listed below. '
,,l,
Marsh or swamp
•ti Interstate Highways
Soil Survey Area: Harnett County, North Carolina .
R
Mine or Quarry
US Routes
Survey Area Data: Version 8, Jul 5, 2012
O
Miscellaneous Water
Major Roads
Date(s) aerial images were photographed: 6/22/2006
p
Perennial Water
v Local Roads
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
..
Rock Outcrop
-
imagery displayed on these maps. As a result, some minor shifting
}
Saline Spot
of map unit boundaries may be evident.
Sandy Spot
=
Severely Eroded Spot
C
Sinkhole
Slide or Slip
rs
Sodic Spot
Spoil Area
Q
Stony Spot
-
USDA Natural Resources Web Soil Survey 4/2/2013
Conservation Service National Cooperative Soil Survey Page 2 of 3

Soil Map-Hamett County, North Carolina
Wendy's - Spout Springs, NC
Map Unit Legend
55
"'^� >F :'
�
ASH j Hamett,Coun North
Carohna�NC085
r
�S
COSsex
"ukdrMap�Unrt�,Symbolur`
I'V '' a r `
gw'"�[>'S�Map�urnt�Name�i`�.�,,.
Acres m AOI
Percent ofrA01 n
Wa„w'�7Ca'�..,.�, .r..r,_,..... e; ...
CaB
Candor sand, 0 to 8 percent slopes
0.7
53.3%
Pd
Pits -Dumps complex
0.6
46.7%
Totals for Area of Interest
1.2
100.0%
OSDA Natural Resources Web Soil Survey 4/2/2013
Conservation Service National Cooperative Soil Survey Page 3 of 3

Precipitation Frequency Data Server
Page 1 of 4
NOAA Atlas 14, Volume 2, Version 3
Location name: Spring Lake, North Carolina, US',`'\
(D . Coordinates: 35.1739,-79.0089 7!
Elevation: 191 W
• source: Google Maps Q1 „ ,
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parrybok, M.Yekta, and 0. Riley
NOAA, National Weather Service. Silver Spring, Maryland
PF tabular i PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)'
Duration
Average recurrence interval(years)
0�0
10
25F
50
100
200
500
1000
5.21
6.14
7.15
L91
8.78
9.40
9.98
5-min
10.5
11.1
11.6
(4.69-5.84)
(5.53-6.89)
(6.44-8.03)
(7.10-8.83)
(7.85-9.80)
(8.40-10.5)
(8.86-11.1)
(9.29-11.7)
1 (9.76-12.4)
(10.1-12.9)
4.16
4.91
5.73
6.32
7.00
10-min
7.49
7.93
8.33
8.81
9.15
(3.74-4.67)
(443-5.51)
(516-6.43)
(568-707)
(625-7.81)
(6.68-8.34)
(7.04-8.82)
(736-9.25)
(7.72-978)
(7.96-10.2 )
3.47
4.12
4.83
5.33
5.91
6.32
15-min
6.68
7.00
7.39
7.66
(3.12-3.89)
1 (3.71-4 62)
(4 35-5.42)
(4.79-5 96)
(5,28-6.60)
1 (5.64-7 04)
1 (5 93-7.43)
1 (6.19-7.78)
(6.47-8.21)
(6.66-8 50)
2.38
2.85
3.43
3.86
4.38
4.76
30-min
5.12
5.45
5.88
6.20
(2.14-2.67)
(2.56-3.19)
(3.09-3.85)
(347-4.32)
(3.91-4.89)
(4.25-5.30)
(4.54-569)
(4.82-606)
(5.15-6.53)
(540-6.88 )
1.48
1.78
220
2.57
2.92
60-min
3.22
3.53
3.82
4.22
4.52
(1.33-1.66)
(1.61-2el))
1 (1.98-2.47)
1 (2.26-281)
1 (2.61-3.26)
(2.88-3.59)
(3.13-3.92)
(338-4.25)
(3,70-4.68)
(3.94-5.02)
0.868
1.05
1.31
7.52
1.78
1.99
2-hr
2.20
2.41
2.69
2.90
(0773-0.984)
(0.938-1.19)
1 (117-149)
1 (135-1.71)
1 (1.58-202)
1 (175-2.25)
1 (1.93-2.48)
j (2.10-2.72)
1 (2,32-303)
1 (2.48-327)
F 0.614
0.743
0.934
1.09
1.29
1.46
1.63
F1.80
3-hr
(0.548-0697)
(0.664-0.843)
(0834-1.06)
(0.966-1.23)
1 (1,14-1.46)
1 (1.28-1.64)
1 (1.42-1.83)
1 (1.56-2.03)
F 2.05
1 (1.75-230)
F 2.24
1 (190-2.52)
0.367
0.444
0.559
0.650
0.777
0.879
6-hr
0.985
1.10
1.25
1.37
(0.332-0.409)
(0.403-0.494)
(0.505-0.621)
(0.586-0.722)
(0.695-0.860)
(0.781--0972)
(0.868-1.09)
(0956-1.21)
1 (1.08-1.38)
1 (1.17-1.51)
0.215
F 0.261
0.330
0.386
0.464
0.528
-
12-hr
0.596
0.667
0.769
0.851
(0.195-0.239)
(0.236-0.289)
(0.298-0.366)
(0.347-0427)
(0.414-0.512)
(0.468-0.581)
(0.523-0654)
(0.580-0731)
(0.658-0.843)
(0.719-0.931)
0.128
0.154
0.195
0.227
0.271
24-hr
7h2)
0.306
0.342
0.379
0.431
0.472
(0.119-0.13824
(0.144-0.167)
(0.181-0.210)
(0.210-0.244)
(0.25D-0.292)
( 0.282-0329)
( 0, 314-0.368)
( 0.348-0.408)
( 0, 393-0.464)
(0.428-0508)
0.074
0.089
0.112
0.130
0.154
0.174
2-day
0.194
0.215
0.243
0.266
( 0069-0.080)
( 0083-0.096)
( 0105-0120)
(0.121-0.139)
(0,143-0.166)
(0.161-0.187)
(0.179-0208)
(0.197-0231)
(0,222-0262)
(0.242-0.286)
0.052
0.063
0.079
0.091
0.108
3A y
0.121
0.135
0.149
0.169
0.184
(0.049-0.056)
(0.059-0.068)
(0.073-0.084)
(0.085-0.097)
(0.100-0.115)
(0.112-0.130)
(0.125-0.144)
(0.137-0.160)
(0.155-0.181)
(0.168-0198)
0.042
0.050
0.062
0.071
0.085
4-day
�.
0.095
0.106.
0.117
0.132
0.144
(0039-0.044)
(0.047-0.053)
(0.058-0.066)
(0.067-0.076)
(0.079-0.090)
(0.088-0.101)
(0.098-0.112)
(0107-0.124)
(0.121-0141)
(0.131-0153)
0.028
0.033
0.040
0.046
0.054
0.061
7-day
0.067
0.074
0.083
0.090
(0.026-0.029)
(0.031-0.035)
(0.038-0.043)
(0.043-0.049)
(0.050-0.058)
(0.056-0 065)
(0.062-0.072)
(0.068-0 079)
(0.076-0 089)
(0.083-0.097)
0.022
0.026
0.032
0.036
0.042
1Od Y�0-day
_
0.046
0.051
0.055
0.061
0.06 66
(0.021-0.023)
(0.025-0.028)
(0.030-0.034)
(0.034-0.038)
(0.039-0.044)
(0.043-0049)
(0.047-0.054)
(0.051-0.059)
(0.057-0.065)
(0.061-a 071)
0.015
- 0.018
0.021
0.023
0.027
20-day
0.029
0.032
0.035
0.039
0.042
(0.019 0.016)
(0.016-0.019)
(0.019-0.022)
(0.022-0.025)
(0.025-0.029)
(0.027-0031)
(0.030-0.034)
(0.032-0.037)
(0.036-0.041)
(0.038-0.045)
0.012
0.014
0.017
0.019
0.021
30-day
0.023
0.025
0.027
0.029
0.031
(0.012-0 013)
(0.014-0.015)
(0.016-0.018)
(0.018-0.020)
(0.020-0.023)
(0.022-0 025)
(0.023-0 027)
(0.025-0.029)
(0,027-0 031)
(0,029-0 033)
0.010
FOO12
0.014
FOO15
0.017
0.018
45-day
0.020
0.021
FOG23
0.024
(0.010-0.011)
(0.011-0.013)
(0.013-0.015)
(0.014-0.016)
(0.016-0.018)
(0.017-0.020)
(0.019-0.021)
(0.020-0.022)
(0.021-0.024)
(0.022-0.026)
0.009
0.011
0.012
0.014
0.015
0.016
-
60-day
0.017
0.018
0.020
0.021
( 0009 0.010)
(0.010-0.012 )
( 0012-0.013)
(0.013-0.014)
(0.014-0016)
(0.015-0.017)
(0.016-0.018)
(0.017-0.019)
(0.018-0.021)
(0.019-0022)
' Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given
duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against
probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Alas 14 document for more information.
back to Top
htto://hdsc.nws.noaa.nnv/hd.c/nfds/nfd.q nrintnaoe. htm191at=1S 1719Rrinn=-7Q 00R0 kf`latn= 4/?/?()11

APPENDIX D - PRE DEVELOPMENT
HYDROLOGIC CALCULATIONS
Wendy's — Spout Springs, NC
BRI-1301
4/4/2013

WENDY'S - SPOUT SPRINGS, NC HYDROLOGIC CALCULATIONS J. BECKETT, PE
BRi-1301 Pre Development 4l2/2013
RATIONAL COEFFICIENT
Cover Condition Runoff C
Impervious 0.95
Open 0.22
Wooded 0.15
WENDY'S SITE
DRAINAGE AREA
Cover Condition
Runoff C
Area (sq ft)
Area (acres)
Onsite Impervious
0.95
0
0.00
Onsite Open
0.22
54349
- 1.25
Onsite Wooded
0.15
0
0.00
Total Area = 1.25 acres
Impervious = 0.00%
Composite Runoff Coefficient = 0.22
PEAK FLOW
Time of concentration is assumed to be 5 minutes.
Return Period Intensity (in/hr) Peak flow (cfs)
1-Year 5.21 1.43
10-Year - 7.91 2.17
25-year 8.78 2.41
50-year 9.40 2.58
100-Year 9.98 2.74

APPENDIX E - POST DEVELOPMENT
HYDROLOGIC CALCULATIONS
Wendy's —Spout Springs, NC 10/
B 1
4//2013 4/2013

WENSY'S- SPOUT SPRINGS, NC HYDROLOGIC CALCULATIONS J. BECKETT, PE
BRI-1301 Post Development 4/2/2013
RATIONAL COEFFICIENT
Cover Condition
Runoff C
Impervious
0.95
Open
0.22
Wooded
0.15
WENDY'S SITE
DRAINAGE AREA
Cover Condition
Runoff C
Area (sq ft)
Area (acres)
Onsite Impervious
0.95
34568
0.79
Onsite Open
0.22
19781
0.45
Onsite Wooded
0.15
0
0.00
Total Area = 1.25 acres
% Impervious = 63.60%
Composite Runoff Coefficient = 0.68
PEAK FLOW
Time of concentration is assumed to be 5 minutes.
Return Period - Intensity(in/hr) Peak flow(cfs)
1-Year 5.21 4.45
.10-Year ' 7.91 6.75
25-year 8.78 - 7.50
50-year 9.40 8.03
100-Year 9.98 8.52

i
REPORT OF SUBSURFACE EXPLORATION AND
GEOTECHNICAL ENGINEERING SERVICES
WENDY'S
HIGHWAY 87/24
SPOUT SPRINGS, NORTH CAROLINA
PREPARED FOR:
Michael Hicks
Commercial Site Design
8312 Creedmoor Road
Raleigh, NC 27613
ECS PROJECT NUMBER 33:2266
February 22, 2013

t.
ECS CAROLINAS1 LLP!
-
Geotechnical° Construction Material,
Michael Hicks
Commercial Site Design
8312 Creedmoor Road
Raleigh, NC 27613
tal -,Facilities
the Standard for
February 22, 2013
RE: Report of Subsurface Exploration and Geotechnicai Engineering Services
Wendy's
Highway 87124
Spout Springs, North Carolina
ECS Project Number 33:2266
Dear Mr. Hicks:
As authorized, we have completed the subsurface exploration and geotechnical analysis for the
above referenced project,
This report presents the findings of our subsurface exploration and our evaluations, as well as
recommendations, regarding geotachnical-related design and construction considerations for
the site,
Thank you for the opportunity to work with you on this project. We would also at this time like to
express our interest in providing the field construction testing and observation services that will
be required during the construction phase of this project.
Should you have any questions or if we could be of further assistance, please do not hesitate to
contact us.
Respectfully Submitted,
ECS CAROLINAS, LLP
Firm License No. F-1078
Christina N. Warr,
Project Manager
NC PE License No
039235
spur"pnr.
)ZPS-lo,IL9
SEAL r
039235
hWA N• C. (Nathanf Nallalnathan, P.E.
Principal Engineer
NC PE License No, 019937
7:4_PROJECTS)T-OTHER OFFICES133-Fayettevllle12013 Protects\Wendys\Report33-2266.doc
726 Ramsey Street, Suite 3.. Fayetteville, NC 28301 T: 910401-3288 • F: 910-323-0539 • www.ecslimited.com
ECS Carolinas. LLP • ECS Florida, LLC • ECS Midwest. LLC -• ECS Mid -Atlantic, LLC • ECS Southeast, LLC • ECS Terns, LLP
FMI F0070

Report of Subsurface Exploration and Geotechnical Engineering Services
Wendy's
Spout Springs, North Carolina
ECS Project Number 33:2266
TABLE OF CONTENTS
SECTION PAGE
EXECUTIVE SUMMARY ........................ --------------------- -- t
1.0 PROJECT OVERVIEW.......................................................................................................................................I
1.1 PROJECT DESCRIPTION AND SCOPE OF WORK.................................................................................................I
1.2 PROPOSED CONSTRUCTION...............................................................................................................................I
2.0 FIELD EXPLORATION.......................................................................................................................................2
2.1 EXPLORATION PROCEDURES..............................................................................................................................2
3.0 EXPLORATION RESULTS................................................................................................................................3
3.1 SITE CONDITIONS................................................................................................................................................3
3.2 SITE GEOLOGY AND SUBSURFACE CONDITIONS...............................................................................................3
3.3 SUBSURFACE CONDITIONS.................................................................................................................................3
3.4 GROUNDWATER..................................................................................................................................................3
4.0 ANALYSIS AND RECOMMENDATIONS.........................................................................................................4
4.1 FOUNDATIONS.....................................................................................................................................................4
4.2 FLOOR SLABS.....................................................................................................................................................4
4.3 SEISMIC CONDITIONS..........................................................................................................................................5
4.4 SITE DRAINAGE...................................................................................................................................................5
4.5 GROUNDWATER CONTROL.................................................................................................................................5
4.6 EXCAVATION CONSIDERATIONS.........................................................................................................................5
4.7 FILL SLOPES........................................................................................................................................................6
4.8 PAVEMENT...........................................................................................................................................................6
4.9 RETAINING WALLS AND FOUNDATION WALLS...................................................................................................7
5.0 CONSTRUCTION CONSIDERATIONS............................................................................................................9
5.1 SITE PREPARATION AND CLEARING...................................................................................................................9
5.2 FILL PLACEMENT AND SOIL COMPACTION..........................................................................................................9
6.0 GENERAL COMMENTS...................................................................................................................................I
I
Appendix A Figures
Appendix B USCS, Reference Notes for Boring Logs, Boring Logs
Appendix C General Conditions
Appendix D Procedures Regarding Field Logs and Samples

Report of Subsurface Exploration and Geotechnical Engineering Services
Wendy's
Spout Springs, North Carolina
ECS Project Number 33:2266
EXECUTIVE SUMMARY
ECS Carolinas, LLP (ECS) has completed a report of subsurface exploration and geotechnical
engineering services for a proposed Wendy's located in Spout Springs, North Carolina. This
summary should not be considered apart from the entire text of the report with all the
qualifications and conditions mentioned herein.
We understand that a new Wendy's restaurant will be constructed in the central portion of the
parcel with associated driveways and parking areas surrounding the building. We anticipate
that the proposed structure will be a slab -on -grade structure with maximum column loads of 50
kips and wall loads on the order of 3 kips per lineal foot. The proposed grading plan is not
available at this time; however, we anticipate that only shallow (less than 2 feet) cuts/fills will be
required to achieve the final site grades.
The natural soils encountered generally consisted of sandy CLAY (CL), silty and/or clayey
SAND (SM, SC), and poorly graded clean SAND (SP). The SPT N-values of the natural soils
ranged from 6 to 30 blows per foot (bpf).
Groundwater was not encountered during the subsurface exploration. Cave in depths, which
may indicate the presence of groundwater, were encountered at depths ranging from 8 to 13.5
feet below existing grades.
Provided the subgrade preparation and earthwork operations are completed in accordance with
the recommendations of this report, the proposed structure can be supported on conventional
shallow foundations bearing on firm natural soils or new engineered fill designed for a maximum
net allowable soil bearing pressure of 2,500 psf.
A NC State Building Code Seismic Site Class "D" is recommended for this site based upon the
soil test boring results.

Report of Subsurface Exploration and Geotechnical Engineering Services
Wendy's
Spout Springs, North Carolina
ECS Project Number 33:2266
1.0 PROJECT OVERVIEW
1.1 Project Description and Scope of Work
The site was explored by drilling six soil test borings (Borings B-1 though B-6) and sampling the
soils to depths of 10 to 15 feet below existing site grades. The boring locations were chosen
and located in the field by ECS personnel using measurements from known site features. The
locations shown should be considered approximate given the methods used. An Approximate
Boring Location Plan is provided in Appendix A of this report.
This report was prepared based upon the results of the boring data. The purpose of this
exploration is to describe the soil and groundwater conditions that were encountered in the test
borings, to analyze and evaluate the test data obtained, and to submit recommendations
regarding foundations, slabs, pavements, earthwork, construction, and other geotechnical-
related considerations of design and construction.
1.2 Proposed Construction
We understand that a new Wendy's restaurant will be constructed in the central portion of the
parcel with associated driveways and parking areas surrounding the building. We anticipate
that the proposed structure will be a slab -on -grade structure with maximum column loads of 50
kips and wall loads on the order of 3 kips per lineal foot. The proposed grading plan is not
available at this time; however, we anticipate that only shallow (less than 2 feet) cuts/fills will be
required to achieve the final site grades.

Report of Subsurface Exploration and Geotechnical Engineering Services
Wendy's
Spout Springs, North Carolina
ECS Project Number 33:2266
2.0 FIELD EXPLORATION
2.1 Exploration Procedures
The soil borings were performed with a CME 45 auger drilling rig, which utilized hollow -stem
augers to advance the boreholes. Drilling fluid was not used to advance the borings.
Representative soil samples were obtained by means of the split -barrel sampling procedure in
general accordance with ASTM Specification D-1586. In this procedure, a 2-inch O. D. split -
barrel sampler is driven into the soil a distance of 18 inches by a 140 pound hammer with a free
fall of 30 inches. The number of blows required to drive the sampler through the final 12 inch
interval is termed the Standard Penetration Test (SPT) N-value and is indicated for each
sample on the boring logs.
The SPT N-value can be used to provide a qualitative indication of the in -place relative density
of cohesionless soils. In a less reliable way, SPT N-values provide an indication of consistency
for cohesive soils. These indications of relative density and consistency are qualitative, since
many factors can significantly affect the SPT N-value and prevent a direct correlation between
drill crews, drill rigs, drilling procedures, and hammer -rod -sampler assemblies.
Field logs of the soils encountered in the borings were maintained by the drill crew. The soil
samples obtained from the drilling operations were sealed and were brought to our laboratory
for further examination.

Report of Subsurface Exploration and Geotechnical Engineering Services
Wendy's
Spout Springs, North Carolina
ECS Project Number 33:2266
3.0 EXPLORATION RESULTS
3.1 Site Conditions
The property currently consists of a recently graded vacant lot. The site is relatively flat. The
site is bound by a Bojangles Restaurant to the north, undeveloped woodlands to the west,
commercial buildings to the south, and NC highway 87/24 to the east.
3.2 Site Geology and Subsurface Conditions
The referenced site is located within the Coastal Plain Province of North Carolina. The Coastal
Plain Province is a broad flat plain with widely spaced low rolling hills where the near surface soils
have their origin from the deposition of sediments several million years ago during the period that
the ocean receded from this area to its present location along the Atlantic Coast. It is noted that
the Coastal Plain soils vary in thickness from only a few feet along the western border to over ten
thousand feet in some areas along the coast. According to the Geologic Map of North Carolina
(1985), the site is specifically located within an area mapped as Tertiary period deposits and is
comprised of sedimentary deposits referred to as "Cape Fear Formation (Kc)." This formation is
described as fossiliferous clay with varying amounts of fine-grained sand, bluish gray, with shell
material commonly concentrated in lenses.
It is also important to note that the natural geology within the site has been modified in the past
by grading that included the placement of fill materials even though no fill was observed in the
soil borings. The quality of man-made fills can vary significantly, and it is often difficult to
assess the engineering properties of existing fills. Furthermore, there is no specific correlation
between N-values from standard penetration tests performed in soil test borings and the degree
of compaction of existing fill soils; however, a qualitative assessment of existing fills can
sometimes be made based on the N-values obtained and observations of the materials
sampled in the test borings.
3.3 Subsurface Conditions
The specific soil conditions at each boring location are noted on the individual boring logs
presented in Appendix B. A general description is also provided below. Subsurface conditions
may vary between boring locations.
The natural soils encountered generally
SAND (SM, SC), and poorly graded clea
ranged from 6 to 30 blows per foot (bpf).
3.4 Groundwater
n
consisted of sandy CLAY (CL), silty and/or clayey
SAND (SP). The SPT N-values of the natural soils
Groundwater was not encountered during the subsurface exploration. Cave in depths, which
may indicate the presence of groundwater, were encountered at depths ranging from 8 to 13.5
feet below existing grades. Seasonal variations in groundwater levels should be anticipated due
to precipitation changes, evaporation, surface water runoff, near -by drainage features, and
other factors. Also, perched water conditions should be anticipated on top of cohesive soil
layers.

Report of Subsurface Exploration and Geotechnical Engineering Services
Wendy's
Spout Springs, North Carolina
ECS Project Number 33:2266
4.0 ANALYSIS AND RECOMMENDATIONS
The following design and construction recommendations are based on our above -stated
understanding of the proposed construction and on the data obtained from the field exploration
and visual soil classification. If the structural loading, geometry, or location is changed, we
request the opportunity to review our recommendations in light of the new information and
revise them as necessary. The following recommendations are for design purposes and may
require modification. Any environmental or contaminant assessment efforts are beyond the
scope of this exploration.
4.1 Foundations
Provided the subgrade preparation and earthwork operations are completed in strict
accordance with the recommendations of this report, the proposed structure can be supported
on conventional shallow foundations bearing on firm natural soils or new engineered fill
designed for a maximum net allowable soil bearing pressure of 2,500 pounds per square
foot (psf). Densification of near -surface loose sands should be anticipated.
In order to provide adequate frost cover protection and embedment for bearing capacity, we
recommend that footings be located at minimum depths of 18 inches below finished exterior
grades. In order to prevent disproportionately small footing sizes, we recommend that strip
footings have a minimum width of 18 inches and that isolated column footings have a minimum
lateral dimension of 24 inches. The minimum dimension sizes, as recommended above, are
utilized to reduce foundation difficulties as a result of local shear or "punching" action.
ECS personnel should observe the foundation subgrade to verify that conditions exposed at the
subgrade will be suitable for the design bearing pressures. If unsuitable materials are
encountered at the base of a foundation excavation, it will be necessary to lower the base of the
footing through the unsuitable materials or to undercut the unsuitable soils and to restore
original bearing levels by placing engineered fill materials, NCDOT No. 57 or No. 67 stone or
concrete.
4.2 Floor Slabs
The floor slabs should be nominally reinforced with welded wire mesh for shrinkage crack
control and to help maintain the integrity of the slabs should minor differential movement occur.
In order to allow for some relative displacement, the floor slabs should be structurally separated
from both columns and load bearing walls. In addition, slabs should be provided with sufficient
joints to control cracking associated with concrete volume changes. To reduce curling of the
floor slab and the resulting cracking, proper curing techniques should be used. A modulus of
subgrade reaction of 125 pci is recommended for approved existing fill, firm residual soils, and
compacted structural fill.
We recommend that a capillary cutoff layer be provided under the floor slabs to prevent the rise
of water through the slab. The capillary layer should consist, at a minimum, of a 4-inch thick
clean, crushed stone or washed gravel layer, having a maximum size of 1.5 inches with a
maximum of 2 percent passing the No. 200 sieve. A vapor barrier should be utilized on top of
the stone to provide additional moisture protection. This vapor barrier should be placed
immediately before the placement of the floor slab concrete to minimize damages. Prior to

Report of Subsurface Exploration and Geotechnical Engineering Services
Wendy s
Spout Springs, North Carolina
ECS Project Number 33:2266
placing the stone for the capillary cutoff layer, the floor slab subgrade soil should be properly
compacted and should be free of standing water or mud.
4.3 Seismic Conditions
The 2012 edition of the North Carolina State Building Code (NCSBC) requires that a Site Class
be determined for new structures for seismic design considerations. The Site Class may be
determined by calculating a weighted average of the N-values of subsurface materials to a
depth of 100 feet. If a weighted average of the upper 100 feet of soil profile is not conducted,
the code allows a default of Site Class "D," but only if the soils encountered do not require a
lower Site Class.
If the design and construction cost savings associated with an improved Site Class are
favorable, it may be prudent to perform a 100-foot deep boring at the site to determine if a more
favorable Site Class is available. We would be pleased to further discuss these options with the
client and design team, if warranted.
4.4 Site Drainage
We recommend the ground surface be sloped away from the foundations and building pad for a
minimum distance of 10 feet, and that all downspouts be connected to tightline drains that
discharge to a suitable location downslope of the foundations. Paved areas should also have
positive drainage.
4.5 Groundwater Control
Based on the results of the borings, we anticipate that dewatering will not be necessary during
construction. If groundwater or perched water is encountered during construction, especially
for any utility excavations, it probably can be controlled through the use of ditches, sumps, and
pumps. If water is encountered that cannot be controlled by such procedures, ECS should be
further consulted. Earthwork and trench excavation in saturated materials may require sheeting
and shoring, slope flattening, or benching to control sloughing of soils.
If water collects in foundation excavations, it will be necessary to remove the water from the
excavation, remove the saturated soils, and re -test the adequacy of the bearing surface to
support the design bearing pressure prior to concrete placement.
Establishing a system of drainage ditches to carry surface and shallow groundwater away from
building sites and roadways should reduce grading costs.
4.6 Excavation Considerations
Areas of any mass excavation, trenches, and pits should meet the requirements of the most
current Occupational Safety and Health Administration (OSHA) 29 CFR Part 1926,
"Occupational Safety and Health Standards -Excavations." Regardless, the site safety shall be
the responsibility of the contractor and his subcontractors. Most of the site soils are OSHA
Type C soils for the purpose of temporary excavation support. Excavations should be
constructed in compliance with current OSHA standards for excavation and trenching safety.
Excavations should be observed by a "competent person" as defined by OSHA, who should
5

Report of Subsurface Exploration and Geotechnical Engineering Services
Wendy's
Spout Springs, North Carolina
ECS Project Number 33:2266
evaluate the specific soil type and other conditions, which may control the excavation side
slopes or the need for shoring or bracing.
4.7 Fill Slopes
We recommend that any slopes be constructed at 2.5H:1V (horizontal to vertical) or flatter. A
slope of 3H:1 V or flatter is recommended for safer operation of mowing equipment. Fill slopes
should be compacted to 95 percent of the standard Proctor maximum dry density. Fill slopes
should be overbuilt and cut back to expose well compacted fill on the face of the slope.
For slope stabilization purposes, we recommend that the slopes be adequately vegetated to
reduce the risk of erosion. Slopes should be graded such that surface water does not flow over
the face of the slope. Drains should be extended to below the toe of the slope rather than
discharged onto the face of the slope.
4.8 Pavement
Pavement subgrades should be prepared as outlined in Sections 5.1 and 5.2 of this report. We
were not provided with details regarding traffic conditions at the site. However, for purposes of
this exploration, we have assumed that parking areas will receive primarily automobile traffic,
but the entrances and service drives will be subjected to some trafficking by heavy trucks. We
have assumed traffic loads of 10,000 and 100,000 18-kip equivalent axle loadings for light -duty
and medium -duty pavements, respectively.
In the parking and driveway areas, we recommend that the pavements be designed as flexible
pavements using guidelines established by the American Association of State Highway and
Transportation Officials (AASHTO). An assumed California Bearing Ratio (CBR) of 4 was used
for low plasticity soils compacted to 98 percent of the maximum dry density, determined in
accordance with ASTM Specification D-698 (standard Proctor method), under saturated
conditions.
Front -loading trash dumpsters frequently impose concentrated front -wheel loads on pavements
during loading. This type of loading typically results in rutting of bituminous pavements and
ultimately in pavement failures and costly repairs. Therefore, we suggest that the pavements in
trash pickup areas, including at least the area of the front wheels of the truck, utilize a heavy
duty Portland Cement Concrete (PCC) pavement section. Appropriate steel reinforcing and
jointing should also be incorporated into the design of all PCC pavement.
The recommended pavement sections are presented below:
Light Duty
`Medium Duty
Heavy`Duty .
,Material Designation; e.
Asphalt
`'.,',,Asphalt'
Portland.Cement
Pavement
Concrete (PCC)
>
,Pavement
Pavement,°
Asphalt Surface Course SF9.5A
2.5 inches
1.5 inches
Asphalt Intermediate Course 119.0E
2.5 inches
Portland Cement Concrete
6.0 inches
A gre ate Base Course NCDOT
6.0 inches
8.0 inches
4.0 inches

Report of Subsurface Exploration and Geotechnical Engineering Services
Wendy s
Spout Springs, North Carolina
ECS Project Number 33:2266
The base course materials beneath pavements should be compacted to at least 100 percent of
their modified Proctor maximum dry density (ASTM D 1557). The asphalt concrete and the
crushed stone materials should conform to the current North Carolina Department of
Transportation Standard Specifications. If concrete pavement sections are incorporated into the
site design, PCC sections should consist of 4,000 psi compressive strength concrete or greater.
Regardless of the section and type of construction utilized, saturation of the subgrade materials
will result in a softening of the subgrade materials and shortened life span for the pavement.
Risk of subgrade softening can be reduced by means of quickly removing surface and
subsurface water, resulting in an increased likelihood of improved pavement performance.
Therefore, we recommend that both the surface and subsurface materials for the pavement be
properly graded to enhance surface and subgrade drainage. In addition, placement of 1/2-inch
diameter holes drilled through catch basins at or slightly above the subgrade elevation will
facilitate base course drainage into the catch basins.
It should be noted that these pavement design recommendations may not satisfy the North
Carolina Department of Transportation traffic guidelines. Any roadways constructed for public
use and to be dedicated to the State for repair and maintenance must be designed in
accordance with the State requirements.
4.9 Retaining Walls and Foundation Walls
For the design of below -grade and retaining walls to restrain compacted backfill, any existing fill
or in -situ natural soils, the equivalent fluid pressure distributions presented below can be used
to determine lateral earth pressure loads. Please note that the values presented below are for
on -site sands.
SoiLParameter,:,;,;; � .qa�;�
,.„t,E"'u'ivalehtFluiB'P..[essu're for,Silt`:Sarida SM .'w`
"At Rest" Earth Pressure(KO)
54 pcf
"Active" Earth Pressure Ka
35 pcf
"Passive" Earth Pressure K
374 pcf
Angle of internal friction rp
320
Unit Weight
115 pcf
The lateral earth pressure values presented above assume level backfill fill behind the wall, and
do not account for hydrostatic pressures against the walls or surcharge loads. Moderately to
highly plastic clays and silts (CH and MH) should not be utilized behind below -grade or retaining
walls.
For wall conditions where wall movement cannot be tolerated or where the wall is restrained at
the top, such as basement or loading dock walls, the "At Rest' earth pressure should be used.
For wall conditions where outward wall movement on the order of 0.5 percent of the wall height
can be tolerated, the "Active" earth pressure should be used.
Resistance to sliding can be provided by friction between the bottom of the wall foundation and
the underlying soils and by passive resistance of soil adjacent to the wall foundation. The
passive resistance should only be used in situations where the soil adjacent to the toe of the
wall will not be eroded or otherwise removed in the future. A coefficient of friction of 0.35 for
concrete bearing on approved soils is recommended.

Report of Subsurface Exploration and Geotechnical Engineering Services
Wendy's
Spout Springs, North Carolina
ECS Project Number 33:2266
Drainage behind freestanding retaining walls is considered essential towards relieving
hydrostatic pressures. Drainage can be established by providing a perimeter drainage system
located just above the below grade/retaining wall footings which discharges by gravity flow to a
suitable outlet. This system should consist of "perforated pipe" or "porous wall", closed -joint
drain lines. These drain lines should be surrounded by a minimum 6 inches of free -draining,
granular filter material having a gradation compatible with the size of the openings utilized in the
drain lines and the surrounding soils to be retained, or by gravel wrapped in filter fabric. The
space between the interior face of the wall and the earth fill should be backfilled with a granular
fill of porous quality or better extending from the perimeter drainage system to just below the
top of the wall. To prevent frost heave effects from acting against these walls, the granular
backfill should extend a minimum of 12 horizontal inches behind the wall. The granular backfill
should be capped with pavement, concrete, or a 12-inch layer of low permeable silt or clay to
minimize the seepage of water into that backfill from the surface. The ground surface adjacent
to the below -grade walls should be kept properly graded to prevent ponding of water adjacent
to the walls.
As an alternative to the recommended granular porous fill backfill, a suitable fabricated board
could be utilized. These materials should be covered with a filter fabric having an equivalent
opening size (EOS) consistent with the size of the soil to be retained. The material should be
placed in accordance with the manufacturer's recommendations and connected to a perimeter
drainage system, which in turn should be routed to properly drain.
Irrespective of the retaining wall system chosen, we recommend that the design of the new
retaining walls consider their global stability. We recommend that the global factor of safety
should be at least 1.5. Other factors of safety shall be as follows:
Factor of Safety against Sliding > 1.5
Factor of Safety against Overturning >_ 2.0
Factor of Safety against Bearing Capacity Failure >_ 2.0
t:1

Report of Subsurface Exploration and Geotechnical Engineering Services
Wendys
Spout Springs, North Carolina
ECS Project Number 33:2266
5.0 CONSTRUCTION CONSIDERATIONS
5.1 Site Preparation and Clearing
Areas that are being rough graded and used as staging areas or left for more than a few weeks
should be crowned and left 12 inches above the final subgrade elevation to help protect the
finished subgrade from disturbance. Leaving the subgrade high may reduce the disturbance
and saturation of the subgrade that would normally require undercutting.
The site should be cleared of any topsoil, vegetation, and other deleterious materials. We
recommend that any soft or unsuitable material be removed from the proposed construction
area. Any underground utilities and structures within the proposed construction areas that will
not be removed shall be abandoned in -place properly and adequately, as approved by qualified
geotechnical personnel. Areas where existing underground utilities will be removed and/or be
re-routed, the excavations should be backfilled according to the criteria given in Section 5.2 Fill
Placement and Soil Compaction.
Once the site is stripped, cleared and prepared as outlined above, and prior to placing any new
fill to raise the grade, the near -surface loose sands should be densified and the site should be
proofrolled using a loaded dump truck, having an axle weight of at least 10 tons, and observed
by an experienced geotechnical engineer, or his representative, at the time of construction to
aid in identifying any areas with soft or unsuitable materials. Probing may be used at this time
to aid in identifying areas of soft or unsuitable material. Any soft or unsuitable materials
encountered during this proofrolling should be removed and replaced with an approved backfill
compacted to the criteria given in Section 5.2 Fill Placement and Soil Compaction.
Grading operations at this site will be more economical if performed during the drier periods of
the year (typically April to November). However, during the wetter periods of the year, wet soils
probably can be dried by using discing or other drying procedures, such as lime or cement
stabilization, to achieve moisture contents necessary to achieve adequate degrees of
compaction. The site should be graded to enhance surface water runoff to reduce the ponding
of water. Ponding of water often results in softening of the near -surface soils. When rainfall is
anticipated during grading operations, we recommend areas of disturbed soil be rolled with a
smooth drum roller and that the grading activities cease until the site has had a chance to dry.
5.2 Fill Placement and Soil Compaction
Soils used as fill should be approved materials, free of organics, debris, frozen and foreign
material, and generally having a maximum Liquid Limit of 50 and a maximum Plasticity Index of
20. Most of the on -site low plasticity soils (SP, SC, SM) should be able to be used as backfill
material for this project provided their moisture contents are within acceptable range outlined in
this report. Any highly plastic (MH, CH) soils that do not meet these criteria may be used as fill
in landscaped areas or may be adequately blended with other granular and non -/low -plasticity
soils and reused in structural areas. The maximum particle size in the fill should be less than 1/2
the thickness of the compacted lift.
Any fill or backfill placed in footing, slab, and pavement areas should be compacted to a
minimum of 95 percent of the maximum dry density obtained in accordance with ASTM

Report of Subsurface Exploration and Geotechnical Engineering Services
Wendy's
Spout Springs, North Carolina
ECS Project Number 33:2266
Specification D-698, Standard Proctor Method. However, the upper 18 inches of fill below the
pavement areas should be compacted to 98 percent of the maximum dry density. Any fill or
backfill placed in utility trench and sidewalk areas should be compacted to a minimum of 95
percent of the maximum dry density obtained in accordance with ASTM Specification D-698,
Standard Proctor Method. Fill should be placed in lifts of approximately 8 inches in loose
thickness with fill operations continuing until the subgrade elevations are achieved. To aid in
achieving compaction, we recommend that the moisture content of the fill materials at the time
of placement be within +/- 3 percentage points of the optimum moisture content established by
the above referenced laboratory compaction tests.
Any fill or backfill placed in landscaped areas should be compacted to a minimum of 90 percent
of the maximum dry density obtained in accordance with ASTM Specification D-698, Standard
Proctor Method.
We recommend that the placement of compacted structural fill and recompactionof the
subgrade soils in the construction area be observed by ECS personnel to determine if proper
compaction is being achieved. In -place density tests made in accordance with ASTM
Designation D-1556, D-6938, or equivalent should be used to verify compaction. We
recommend a minimum of one test per lift for every 2,500 square foot area, or fraction thereof,
for the building pad area and every 5,000 square foot area, or fraction thereof, elsewhere. We
also recommend at least one test per lift for every 100 linear feet of utility trench backfill, or
fraction thereof.
10

Report of Subsurface Exploration and Geotechnical Engineering Services
Wendy's
Spout Springs, North Carolina
ECS Project Number 33:2266
6.0 GENERAL COMMENTS
This report has been prepared in order to aid in the evaluation of this property and to assist the
architect and/or engineer in the design of this project. The scope is limited to the specific
project and locations described herein and our description of the project represents our
understanding of the significant aspects relative to soil and foundation characteristics. In the
event that any changes in the nature or location of the proposed construction outlined in this
report are planned, we should be informed so that the changes can be reviewed and the
conclusions of this report modified or approved in writing by the geotechnical engineer. It is
recommended that all construction operations dealing with earthwork and foundations are
reviewed by an experienced geotechnical engineer to provide information as to whether the
design requirements are fulfilled in the actual construction. We would welcome the opportunity
to provide field construction services for you during construction.
The analysis and recommendations submitted in this report are based upon the data obtained
from the soil borings and tests performed at the locations as indicated on the Boring Location
Diagram and other information referenced in this report. This report does not reflect any
variations which may occur between the borings and refraction arrays. In the performance of
the subsurface exploration, specific information is obtained at specific locations at specific
times. However, it is a well-known fact that variations in soil conditions exist on most sites
between boring locations and also such situations as groundwater levels vary from time to time.
The nature and extent of variations may not become evident until during the course of
construction. If site conditions vary from those identified during the subsurface exploration, the
recommendations contained in this report may require revision.
11

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Site Vicinity Wendy's DRAFTSMAN ROJ CTNO.
MAC 33:2266
Map REVISIONS SHEET
Fi .1
Wendys �' Spout Springs, NC OAT 02/12/13

M
Boring Location
Diagram I I E �Fe
Wendy's
a
SCALE
0
0
Wendy's
Spout Springs, NC

APPENDIX B
UNIFIED SOIL CLASSIFICATION SYSTEM,
REFERENCE NOTES FOR BORING LOGS, AND BORING LOGS

REFERENCE NOTES FOR BORING LOGS
Drilling Sampling Symbols
SS
Split Spoon Sampler
ST
Shelby Tube Sampler
RC
Rock Core, NX, BX, AX
PM
Pressuremeter
DC
Dutch Cone Penetrometer
RD
Rock Bit Drilling
BS
Bulk Sample of Cuttings
PA
Power Auger (no sample)
HSA
Hollow Stem Auger
WS
Wash sample
REC
Rock Sample Recovery %
ROD
Rock Quality Designation %
IL Correlation of Penetration Resistances to Soil Properties
Standard Penetration (blows/ft) refers to the blows per foot of a 140 lb. hammer falling 30 inches on a
2-inch OD split -spoon sampler, as specified in ASTM D 1586. The blow count is commonly referred
to as the N-value.
A. Non -Cohesive Soils (Silt, Sand, Gravel and Combinations)
Density Relative Properties
Under 4 blows/ft Very Loose Adjective Form 12% to 49%
5 to 10 blows/ft Loose With 5% to 12%
11 to 30 blows/ft Medium Dense
31 to 50 blows/ft Dense
Over 51 blows/ft Very Dense
Boulders
8 inches or larger
Cobbles
3 to 8 inches
Gravel
Coarse
1 to 3 inches
Medium
1/2to 1 inch
Fine
Y4 to 1/2 inch
Sand
Coarse
2.00 mm to 1/4 inch (dia. of lead pencil)
Medium
0.42 to 2.00 mm (dia. of broom straw)
Fine
0.074 to 0.42 mm (dia. of human hair)
B. Cohesive Soils (Clay, Silt, and Combinations)
Blows//t
Consistency
Unconfined
Comp. Strength
Degree of
Plasticity
Q° (tsf)
Plasticity
Index
Under 2
Very Soft
Under 0.25
None to slight
0-4
3 to 4
Soft
0.25-0.49
Slight
5-7
5 to 8
Medium Stiff
0.50-0.99
Medium
8 — 22
9 to 15
Stiff
1.00-1.99
High to Very High
Over 22
16 to 30
Very Stiff
2.00-3.00
31 to 50
Hard
4.00-8.00
Over 51
Very Hard
Over 8.00
III. Water Level Measurement Symbols
WL Water Level BCR Before Casing Removal DC] Dry Cave -In
WS While Sampling ACR After Casing Removal WCI Wet Cave -In
WD While Drilling V Est. Groundwater Level 9 Est. Seasonal High GWT
The water levels are those levels actually measured in the borehole at the times indicated by the
symbol. The measurements are relatively reliable when augering, without adding fluids, in a granular
soil. In clay and plastic silts, the accurate determination of water levels may require several days for
the water level to stabilize. In such cases, additional methods of measurement are generally applied.

UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D 2487)
Major Divisions
Group
Symbols
Typical Names
Laboratory Classification Criteria
Well -graded gravels, gravel-
s o
GW
sand mixtures, little or no
C� = DedD,o greater than 4
> =
tines
o
C. = (D3o)31(D,oxD6o) between 1 and 3
N
rn o m
N « ~
a
�
Poorly graded gravels,
GP
gravel -sand mixtures, little or
Z
Not meeting all gradation requirements for GW
—
no tines
� d
N
o 0
N m
$
— o
6
o
d
to m
z
w
E
GM'
Silty gravels, gravel -sand
N
Atterberg limits below "A" line
t N
mixtures
>
or P.I. less than 4
Above "A" line with P.I.
S m
3.,
u
E '-
between 4 and 7 are
N
m �'
O o o
borderline cases requiring
„
iu
w r" E
use of dual symbols
GC
Clayey gravels, gravel -sand-
Atterberg limits below "A" line
L
v
c7 ¢
o
j
dclay
mixtures
to t ca
or P.I. less than 7
,o,
O
SW
Well -graded sands, gravelly
N E
C. = D6o/D,o greater than 6
o
y
=
sands, little or no fines
m
-p =
C. = (D3o)2/(D,oxD6o) between 1 and 3
U
x a m
d
C o N uUj m
to N N
?
SP
Poorly graded sands, gravelly
0 N
Not meeting all gradation requirements for SW
—
sands, little or no fines
U m a 'i
C
N =
a (50 N
N
a
1]
C7
o
m = C
o
d
m
C7 as
to m ..
g
L 5
me
c 'o
SM6
Silty sands, sand -silt mixtures
;' m .-.
Atterberg limits above "A" line
t
n` b c
N
or P.1. less than 4
Limits plotting in CL-ML
g w
u
e
U m v a
zone with P.I. between 4
^' E
and 7 are borderline
E ._
cases requiring use of
rn n
SC
Clayey sands, sand -clay
� c m E. 5 a
oo y m
Atterberg limits above "A" line
dual symbols
mixtures
0 IN' J N
with P.I, greater than 7
Inorganic silts and very fine
MIL
sands, rock flour, silty or
Plasticity Chart
A
clayey fine sands, or clayey
T
m 5
silts with sli ht plasticity
Inorganic clays of low to
60
CL
medium plasticity, gravelly
E
clays, sandy clays, silty
"A'
line
N
a
in-5
clays, lean clays
50
_
Organic silts and organic silty
Z
v
c
OL
clays of low plasticity
CI I
40
Inorganic silts, micaceous or
a
CL
.N
MH
diatomaceous fine sand or
y
= 30
silty soils, elastic silts
c
CH
Inorganic clays of high10
JE
plasticity, fat clays
li ;m
I Oli
!n E
10
_ —
a
-
Q
OH
Organic clays of medium to
ML a,
OL
high plasticity, organic silts
0
id
0 10 20 30 40 50 60 70 80 90 100
I°Division
rn m S
Pt
Peat and other highly organic
Liquid Limit
soils
of GM and SM groups into subdivisions of d and u are for roads and airfields only. Subdivision is based on Atterberg limits; suffix d used
Borderline classifications, used for soils possessing characteristics of two groups, are designated by combinations of group symbols. For example:
GW-GC,well-graded gravel -sand mixture with clay binder. (From Table 2.16 - Winterkorn and Fang, 1975)

CLIENT
JOB#
BORING#
SHEET
Commercial Site Design
2266
B-1
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
9i
Pro osed Wend 's Restaurant
511E LOCATION
{�- CALIBRATED PENETROMETER
TONS/FT2
Highway 87/24 S out Sprincls. Harnett County
1 2 3 4 5,
ROCK QUALITY DESIGNATION 8 RECOVERY
ROD% -- REC% —
20% 40% 60% 60% 100%
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
z
F
PLASTIC WATER LIQUID
r
o
¢
BOTTOM OF CASING LOSS OF CIRCULATION rm
w z
LIMIT CONTENT % LIMIT %
O
SURFACE ELEVATION
n
f
b
<'
w
QV STANDARD PE NETRAT ION
O
BLOVJSIFT
20 30 40 50,
-
Moist, Loose, Tan, Brown, Fine to Medium
SAND(SP)
---
S-1
SS
18
18
3
4
9
5
3
Moist, Loose, Tan, Fine to Medium SAND (SP)
-
S-2
SS
18
18
3
6
6
3
3
Moist, Loose, Orange, Brown, Clayey Medium
S3
SS
18
to
to Coarse SAND (SC)
3
_—_---
8
5
30
Moist, Very Stiff, White, Tan, Red, Sandy CLAY
_
S-4
SS
18
18
(CL)
15
0
15
----
7
S-5
SS
18
Moist, Medium Dense, Dark Brown, Tan, Clayey
_
---
1e
Medium to Coarse SAND (SC)
9
15{y
15
6
END OF BORING @ 15.00'
-
20
25
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
=L wL DRY 4VSI.1 Wort
BORING STARTED 02/12/13
WL(BCR) WL(ACR)
BORINGCOMPLETED 02/12/13
CAVEINDEPTH@12.50'
='- WE
RIG GME 45 FOREMAN S. Bowman
DRILLING METHOD Power Auger

CLIENT
JOB#
BORING#
SHEET
Commercial Site Design
2266
B-2
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Pro osed Wend 's Restaurant
srre LocnnoN
O-CALIBRATED PENETROMETER
TONSIFT2
Highway 87/24 S out Springs, Harnett County
1 2 3 4 5.
ROCK QUALITY DESIGNATION B RECOVERY
ROD% — — REC.% —
20% 40% 60% 80% 100%
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
PLASTIC WATER LIQUID
i
w
o
BOTTOM OF CASING LOSS OF CIRCULATION
w
LIMIT CONTENT% LIMIT%
,
SURFACE ELEVATION
a
3
`
>W
O
w w
STANDARD PENETRATION
BLOWS/PT
20 30 40 50,
-
Moist, Medium Dense to Loose, Tan, Light
4
S-1
SS
18
18
Brown, Fine to Medium SAND (SP)
7
.16
9
_
S-2
SS
18
18
3
3
7
g
4
—_--
5
Moist, Medium Dense, Tan, Light Brown,
S-3
SS
18
18
Clayey Medium to Coarse SAND (SC)
:1B
y
-
ON
ON
7
9
19
S-4
SS
1B
1B
10
ON
10
—
—
6
its
Wet, Medium Dense, Red, Brown, Clayey
-
S B
--
SS
18
18
Coarse to Medium SAND (SC)
5
B
-
END OF BORING @ 15.00'
-
.
20
25
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
wL DRY wsn won
BORINGSTARTED 02/12/13
P/_ WLRCR) V- WL(ACR)
BORINGCOMPLETED 02/12/13
CAVE IN DEPTH @ 13.00'
�= WE
RIG CME 45 FOREMAN S. Bowman
DRILLING METHOD Power Auger

1t
CLIENT
JOB#
BORING#
SHEET
Commercial Site Design
2266
B-3
t OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Pro osed Wend 's Restaurant
srre LOCAnoN
�- CALIBRATED PENETROMETER
TONSIFT2
Highway 87/24 S out Sprincis. Harnett County
1 2 3 4 5.
ROCK QUALITY DESIGNATION 8 RECOVERY
ROD% -- REC% —
20% 40% 60% 60% 100%
-
DESCRIPTION OF MATERIAL ENGLISH UNITS
=
i
F
PLASTIC WATER LIQUID
w
N
-
LIMIT CONTENT% LIMIT%
z
r
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BOTTOM OF CASING LOSS OF CIRCULATION Ms
w p
ti
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SURFACE ELEVATION
r w
STANDARD PENETRATION
._
a
eLowsna
3 w
m
10 20 30 40 50.
Moist, Loose, Tan, Brown, Medium to Fine
n
S-1
SS
,a
1e
SAND (SP)
9
5
2
Moist, Loose, Light Brown, Tan, Medium to Fine
-
S-z
ss
18
to
SAND (SP)
5
--
4
-
2
Moist, Loose, Light Brown, Tan, Medium to
S-3
SS
18
19
Coarse SAND (SP)
3
10
23
Moist, Medium Dense, Orange, Brown, Clayey
_
S-4
SS
18
18
Fine to Medium SAND (SC)
11
0
12
---
_
S-5
SS
18
18
B
12
15
--
4
—
—
END OF BORING @ 15.00'
-
20
25
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES, IN -SITU THE TRANSITION MAY BE GRADUAL.
WL DRY wS 11 won
BORING STARTED 02/12/13
'
'"- WL(BCR) WL(ACR)
BORING COMPLETED 02/12/13
CAVE IN DEPTH @ 13.50'
WL
RIG CME 45 FOREMAN S. Bowman
DRILLING METHOD Power Auger

CLIENT
JOB#
BORINGM
SHEET
Commercial Site Design
2266
B-4
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
9mSPro osed Wend 's Restaurant
SITE LOCATION
CALIBRATED PEN ETROMETER
TONSIFT2
Highway 87/24 S OUt Sorincis. Harnett County
1 2 3 4 5•
ROCK QUALITY DESIGNATION 8 RECOVERY
RQD% — — REC.%
20% 40% 60% 80% 100%
z'
DESCRIPTION OF MATERIAL ENGLISH UNITS
PLASTIC WATER LIQUID
Oz
r
8
¢
BOTTOM OF CASING LOSS OF CIRCULATION ¢z
w "
w�
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LIMIT CONTENT % LIMIT %
n
J
SURFACE ELEVATION
w w
C) STANDARD PENETRATION
-
o
y
a
rc
BLOWSIFT
10 20 30 40 50,
Moist, Loose, Tan, Dark Brown, Medium to Fine.
2
S-t
SS
1s
to
SAND (SP)
5
10{�
-----
Moist, Loose, Light Brown, Tan, Medium to Fine
-
S-2
SS
18
18
SAND (SP)
3
7'
5
4
----
—
S-3
SS
—
18
—
18
2
2
g
4
7
Moist, Medium Dense, Clayey Medium to
_
S4
55
78
18
Coarse SAND (SC)
B
To----
t2
20 .
2
Moist, Medium Dense, Yellow, Tan, Clayey Fine
-
S-5
----
SS
i8
t8
to Medium SAND (SC)
2
14�
15
END OF BORING @ 15.00'
-
20
25
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN SITU THE TRANSITION MAY BE GRADUAL.
wL DRY WSD WDIr7
BORING STARTED 02/12/13
TL WL(BCR) V. WL(ACR)
BORINGCOMPLETED 02/12/13
CAVE IN DEPTH @ 12.50'
1, WL
RIG CME 45 FOREMAN S. Bowman
DRILLING METHOD Power Auger

CLIENT
JOB
BORI NGtt
SHEET
Confinercial Site Design
2266
B-5
1 OF 1
bWI
PROJECT NAME
ARCHITECT -ENGINEER
Proposed Wend 's Restaurant
SITE LOCATION
CALIBRATED PENETROMETER
TONSIFT2
Highway 87124 S out S rin s Harnett County
1 2 3 4 s.
ROCK QUALITY DESIGNATION & RECOVERY
RQO% — — REC.% —
20% 40% 60% 60% 100%
E
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
-
i
PLASTIC WATER LIQUID
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BOTTOM OF CASING 10 LOSS OF CIRCULATION n%
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LIMIT CONTENT% LIMIT%
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SURFACE ELEVATION
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BLOWS/FT
ti
N
N
10 20 30 40 60•
-
Moist, Loose, Light Brown, Tan, Fine to Medium
3
S-1
SS
18
18
SAND(SP)
3
a
5
5
Moist, Medium Dense, Brown, Clayey Medium
_
S-2
SS
1E
18
to Coarse SAND (SC)
➢
15.
5
B
—_—_
—
—
4
S-3
SS
18
18
6
12
\\
_—
11
\
--
Moist, Medium Dense, Brown, Tan, Clayey Fine
-----
S-4
SS
to
18
to Medium SAND (SC)
to
15
26
END OF BORING @ 10.00'
-
is
20
25
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN SITU THE TRANSITION MAYBE GRADUAL.
�7 WE DRY wsn won
BORINGSTARTED 02/12/13
.T WL(BCR) WL(ACR)
BORING COMPLETED 02/12/13
CAVE IN DEPTH @8,QQ'
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RIG CME 45 FOREMAN S. Bowman
DRILLING METHOD Power Auger

CLIENT
JOB
BORING»
SHEET
Commercial Site Design
2266
B-6
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
KS
Pro osed Wend 's Restaurant
SITE LOCH❑ON
-Q- CALIBRATED PENETROMETER
TONSIFT2
Highway 87/24 S out Springs, Harnett County
1 2 3 4 5.
ROCK QUALITY DESIGNATION 8 RECOVERY
RQD% — — REC.% —
20% 40% 60% 00% 100%
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
PLASTIC WATER LIQUID
LL
Oz
r
w
p
w
BOTTOM OF CASING LOSS OF CIRCULATION 7111
w
0
b
LIMIT CONTENT % LIMIT %
r
d
a
a
a
SURFACE ELEVATION
w G
{
STANDARD PENETRATION
_
Q
�- w
b
BLOWS/FT
m
m
10 20 30 40 50.
-
Moist, Loose, Tan, Fine to Medium SAND (SP)
3
S-1
SS
18
18
4
10�
6
Moist, Medium Dense, Orange, Brown, Silty,
_
S-2
SS
18
18
Clayey, Medium to Fine SAND (SC)
6
17
5
--_
ON
s
-
3
Moist, Medium Dense, Orange, Brown, Silty
S-3
SS
18
18
Clayey Medium to Coarse SAND (SC)
5
13
6
7
Moist, Medium Dense, Red, Brown, Clayey
_
S-4
—
SS
—
1s
—
t8
Medium to Coarse SAND (SC)
12
t�:
10
16
28;
—
END OF BORING Q 10.00'
-
15
20
25
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
'Z- wL DRY wsn WD❑
BORINGSTARTED 02/12/13
n WLDCR) T WL(ACR)
BORINGCOMPLETED 02/12/13
CAVE IN DEPTH @ 8.50-
Sl WL
RIG CME 45 FOREMAN S. Bowman
DRILLING METHOD Power Auger

APPENDIX C
GENERAL CONDITIONS
The analysis, conclusions, and recommendations submitted in this report are based on the
exploration previously outlined and the data collected at the points shown on the attached
location plan. This report does not reflect specific variations that may occur between test
locations. The borings were located where site conditions permitted and where it is believed
representative conditions occur, but the full nature and extent of variations between borings and
of subsurface conditions not encountered by any boring may not become evident until the
course of construction. If variations become evident at any time before or during the course of
construction, it will be necessary to make a re-evaluation of the conclusions and
recommendations of this report and further exploration, observation, and/or testing may be
required.
This report has been prepared in accordance with generally accepted soil and foundation
engineering practices and makes no other warranties, either express or implied, as to the
professional advice under the terms of our agreement and included in this report. The
recommendations contained herein are made with the understanding that the contract
documents between the owner and foundation or earthwork contractor or between the owner
and the general contractor and the caisson, foundation, excavating and earthwork
subcontractors, if any, shall require that the contractor certify that all work in connection with
foundations, piles, caissons, compacted fills and other elements of the foundation or other
support components are in place at the locations, with proper dimensions and plumb, as shown
on the plans and specifications for the project.
Further, it is understood the contract documents will specify that the contractor will, upon
becoming aware of apparent or latent subsurface conditions differing from those disclosed by
the original soil exploration work, promptly notify the owner, both verbally to permit immediate
verification of the change, and in writing, as to the nature and extent of the differing conditions
and that no claim by the contractor for any conditions differing from those anticipated in the
plans and specifications and disclosed by the soil explorations will be allowed under the
contract unless the contractor has so notified the owner both verbally and in writing, as required
above, of such changed conditions. The owner will, in turn, promptly notify this firm of the
existence of such unanticipated conditions and will authorize such further exploration as may be
required to properly evaluate these conditions.
Further, it is understood that any specific recommendations made in this report as to on -site
construction review by this firm will be authorized and funds and facilities for such review will be
provided at the times recommended if we are to be held responsible for the design
recommendations.

s+ -. F
APPENDIX D
PROCEDURES REGARDING FIELD LOGS AND SAMPLES
In the process of obtaining and testing samples and preparing this report, procedures are
followed that represent reasonable and accepted practice in the field of soil and foundation
engineering.
Specifically, field logs are prepared during performance of the drilling and sampling operations
which are intended to portray essentially field occurrences, sampling locations, and other
information.
Samples obtained in the field are frequently subjected to reclassification in the laboratory by
more experienced soil engineers, and differences between the field logs and the final logs exist.
The engineer preparing the report reviews the field logs, classifications and test data, and his
judgment in interpreting this data, may make further changes.
Samples are taken in the field are retained in our laboratory for sixty days and are then
discarded unless special disposition is requested by our client. Samples retained over a long
period of time, even if sealed in jars, are subject to moisture loss which changes the apparent
strength of cohesive soil generally increasing the strength from what was originally encountered
in the field. Since they are then no longer representative of the moisture conditions initially
encountered, an inspection of these samples should recognize this factor.