SW8140801_HISTORICAL FILE_20140805

I'
STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 NLkOS0 1
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
® HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
20ly 0905
YYYYMMDD

r=Z
ft,
NCDENR
North Carolina Department of Environment and Natural Resources
Pat McCrory
Governor
August 5, 2014
Jason Swain, Manager
Shallotte Developers, LLC
1121-P Military Cutoff Road
Wilmington, NC 28405
Subject: State Stormwater Management Permit No. SW8 140801
O'Reilly Auto Parts
High Density Commercial Wet Detention Pond Project
Brunswick County
Dear Mr. Swain:
John E. Skvarla, III
Secretary
The Wilmington Regional Office received a complete, Stormwater Management Permit Application for
O'Reilly Auto Parts on August 1, 2014. 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 2008-211. We are forwarding Permit No. SW8 140801 dated August 5,
2014, for the construction, operation and maintenance of the BMP's and built -upon areas associated
with the subject project.
This permit shall be effective from the date of issuance until August 5, 2022, and shall be subject to the
conditions and limitations as specified therein. Please pay special attention to the conditions listed in
this permit regarding the Operation and Maintenance of the BMP(s), recordation of deed restrictions,
procedures for changes of ownership, transferring the permit, and renewing the permit. Failure to
establish an adequate system for operation and maintenance of the stormwater management system,
to record deed restrictions, to transfer the permit, or to renew the permit, will result in future compliance
problems.
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, and
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.
If you have any questions, or need additional information concerning this matter, please contact Chris
Baker in the Wilmington Regional Office, at [phone].
Sin rely, c�
?Tracy Davis, P.E., Director
Division of Energy, Mineral and Land Resources
GDS/csb: G:1WQSIStormwateAPennits & Projects120141140801 HD12014 08 permit 140801
cc: Robert Balland, P. E., Paramounte Engineering, Inc.
Brunswick County Building Inspections
Brunswick County Engineering
Wilmington Regional Office Stormwater File
Division of Energy, Mineral, and Land Resources
Land Quality Section —Wilmington Regional Office
127 Cardinal Drive Extension, Wilminqton, North Carolina 28405 • [phone] / Fax: [phone]

State Stormwater Management Systems
Permit No. SW8 140801
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF ENERGY, MINERAL AND LAND RESOURCES
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY COMMERCIAL DEVELOPMENT
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
Shallotte Developers, LLC
O'Reilly Auto Parts
4607 Main Street, Shallotte, Brunswick County
FOR THE
construction, operation and maintenance of a wet detention pond in compliance with the
provisions of 15A NCAC 2H .1000 and Session Law 2008-211 (hereafter collectively referred
to as the "stormwater rules') the approved stormwater management plans and specifications
and other supporting data as attached and on file with and approved by the Division and
considered a part of this permit.
This permit shall be effective from the date of issuance until August 5, 2022, and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater runoff
as described in Section 1.7 of this permit. The stormwater control has been designed
to handle the runoff from 69,300 square feet of impervious area.
3. A 50' wide vegetative buffer must be provided and maintained adjacent surface
waters, measured horizontally from and perpendicular to the normal pool of
impounded structures, the top of bank of both sides of streams and rivers and the
mean high water line of tidal waters.
4. The tract will be limited to the amount of built -upon area indicated in this permit, and
per approved plans. The built -upon area for the future development is limited to
39,735 square feet.
5. 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.
6. The runoff from all built -upon area within the permitted drainage area(s) of this project
must be directed into the permitted stormwater control system.
Page 2 of 7

State Stormwater Management Systems
Permit No. SW8 140801
7. The following design criteria have been provided in the wet detention pond and must
be maintained at design condition:
a. Drainage Area, ?cres:
2.65
Onsite, ft :
115,283
Offsite, ftz:
N/A
b. Total Impervious Surfaces, ftz:
69,300
Onsite, ft :
69,300
Offsite, ftz:
N/A
C. Design Storm, inches:
1.5
d. Average Pond Design Depth, feet:
4.0
e. TSS removal efficiency:
90%
f. Permanent Pool Elevation, FMS�:
4.0
9. Permanent Pool Surface Areq, ft :
6,717
h. Permitted Storage Volume, ft :
9,135
i. Temporary Storage Elevation, FMSL:
5.25
j. Pre-dev. 1 yr-24 hr. discharge rate, cfs:
1.09
k. Controlling Orifice:
1.25" 0 pipe
I. Orifice flowrate, cfs:
0.03
M. Permitted Forebay Volume, ft3:
3,890
n. Fountain Horsepower
N/A
o. Receiving Stream/River Basin:
Woodward Branch / Lumber
P. Stream Index Number:
15-25-2-8
q. Classification of Water Body:
"C;Sw:HQW"
II. SCHEDULE OF COMPLIANCE
1. The stormwater management system shall be
constructed in its entirety, vegetated
and operational for its intended use prior to the construction of any built -upon surface.
2. During construction, erosion shall be kept to a
minimum and any eroded areas of the
system will be repaired immediately.
3. The permittee shall, at all times, provide the operation and maintenance necessary to
assure the permitted stormwater system functions
at optimum efficiency. The signed
and approved Operation and Maintenance Agreement must be followed in its entirety
and maintenance must occur at the scheduled intervals.
4. Records of maintenance activities must be kept and made available upon request to
authorized personnel of DENR. The records will indicate the date, activity, name of
person performing the work and what actions were taken.
5. This stormwater pond does not contain enough permanent pool volume to be allowed
a decorative spray fountain.
6. The facilities shall be constructed in accordance with the conditions of this permit, the
approved plans and specifications, and other supporting data.
7. 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 system installed 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.
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.
Page 3 of 7

State Stormwater Management Systems
Permit No. SW8 140801
9. Access to the stormwater facilities for inspection and maintenance shall be maintained
via appropriate recorded easements at all times.
10. 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. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
C. Further development, subdivision, acquisition, lease or sale of any, 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 or a
CAMA Major permit was sought.
d. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
e. The construction of any future BUA listed on the application.
11. 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.
12. Approved plans and specifications for this project are incorporated by reference and
are enforceable parts of the permit. A copy of the approved plans and specifications
shall be maintained on file by the Permittee at all times.
III. GENERAL CONDITIONS
1. Any individual or entity found to be in noncompliance with the provisions of this
storrmwater management permit or the requirements of the Stormwater rules is
subject to enforcement procedures as set forth in G.S. 143 Article 21.
2. 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.
3. In the event that the facilities fail to perform satisfactorily, 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.
4. This permit is not transferable to any person or entity except after notice to and
approval by the Director. The permittee shall submit a completed and signed
Name/Ownership Change Form, accompanied by the supporting documentation as
listed on the form, to the Division at least 60 days prior to any one or more of the
following events:
a. An ownership change including the sale or conveyance of the project area in
whole or in part;
b. The sale or conveyance of the common areas to a Homeowner's or Property
Owner's Association, subject to the requirements of Session Law 2011-256;
c. Bankruptcy;
d. Foreclosure;
e. Dissolution of the partnership or corporate entity;
f. A name change of the current permittee;
g. A name change of the project;
h. A mailing address change of the permittee;
Page 4 of 7

State Stormwater Management Systems
Permit No. SW8 140801
The permittee is responsible for compliance with all permit conditions until such time
as the Division approves the transfer request.
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 remains in force and effect until modified, revoked, terminated or renewed.
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. The permittee shall submit a permit renewal request at least 180 days prior to the
expiration date of this permit. The renewal request must include the appropriate
documentation and the processing fee.
Permit issued this the 5th day of August, 2014.
N/O�TK� C�A,ROLIN�NVIjS�LVMENTAL MANAGEMENT COMMISSION
/icX/
or -Tracy Da o , P.E., Director/
Division of Energy, Mineral and Land Resources
By Authority of the Environmental Management Commission
Page 5 of 7

State Stormwater Management Systems
Permit No. SW8 140801
O'Reilly Auto Parts
Stormwater Permit No. SW8 140801
Brunswick 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)
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.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
SEAL
Page 6 of 7

State Stormwater Management Systems
Permit No. SW8 140801
Certification Requirements:
1. The drainage area to the system contains approximately the permitted acreage.
2. The drainage area to the system contains no more than the permitted amount
of built -upon area.
3. All the built -upon area associated with the project is graded such that the runoff
drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The outlet structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
7. Trash rack is provided on the outlet structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-circuiting
of the system.
11. The permitted amounts of surface area and/or volume have been provided.
12. Required drawdown devices are correctly sized and located per the approved
plans.
13. All required design depths are provided.
14. All required parts of the system are provided, such as a vegetated shelf, and a
forebay.
15. The required system dimensions are provided per the approved plans.
16. All components of the stormwater BMP are located in either recorded common
areas, or recorded easements.
cc: NCDENR-DEMLR Wilmington Regional Office
Brunswick County Building Inspections
Page 7 of 7

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Wet Detention Basin 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.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
does ® does not incorporate a vegetated filter at the outlet.
This system (check one):
does ® does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
— Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
— No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
— Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
— If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
— Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 in� es-i pp
Coastal County). Records of operation and maintenance should be kept in knoV E
location and must be available upon request. QUA 01 2014
Inspection activities shall be performed as follows. Any problems that are and shall
be repaired immediately.
BMP element:
Potential problenu
How 1 will remediate theproblem:
The entire BMP
Trash/debris is present.
Remove the trash/debris.
The perimeter of the wet
Areas of bare soil and/or
Regrade the soil if necessary to
detention basin
erosive gullies have formed.
remove the 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
Maintain vegetation at a height of
long.
approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.4
Page 1 of 4

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element:
Potential roblem:
How I will remediate the roblem:
The inlet device: pipe or
swale
The pipe is clogged.
Unclog the pipe. Dispose of the
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise dama ed.
Erosion is occurring in the
Regrade the swale if necessary to
swale.
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay
Sediment has accumulated to
a depth greater than the
original design depth for
Search for the source of the
sediment and remedy the problem if
possible. Remove the sediment and
sediment storage.
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 pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf
Best professional practices
Prune according to best professional
show that pruning is needed
practices
to maintain optimal plant
health.
Plants are dead, diseased or
Determine the source of the
dying,
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The main treatment area
Sediment has accumulated to
a depth greater than the
Search for the source of the
sediment and remedy the problem if
original design sediment
possible. Remove the sediment and
storage depth.
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over
Consult a professional to remove
50% of the area.
and control the algal growth,
Cattails, phragmites or other
Remove the plants by wiping them
invasive plants cover 50% of
with pesticide (do not spray).
the basin surface.
-EIVE
Form SW401-Wet Detention Basin O&M-Rev.4 Pi��� ZYage 174
Rv

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element:
Potentialproblem:
How I will remediate theproblem:
The embankment
Shrubs have started to grow
Remove shrubs immediately.
on the embankment.
Evidence of muskrat or
Use traps to remove muskrats and
beaver activity is present.
consult a professional to remove
beavers.
A tree has started to grow on
Consult a dam safety specialist to
the embankment.
remove the tree.
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. if applicable)
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose
of the sediment off -site.
'rhe outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the local NC Division of
damage have occurred at the
Water Quality Regional Office, or
outlet.
the 401 Oversight Unit at 91.9-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 8.0 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads _6.0 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
ill in the blanks)
17 Permanent Pool Elevation 4.0
Sediment Removal .-2.0 Pe anen Pool
Volume Sediment Removal Elevation -4.0 Volume
Bottom Elevatio -3.0 -ft Min.
---------------------------- - ------------ ------
Sediment Bottom Elevation -5.0 1-ft n.
Storage Sediment
Storage
FOREBAV MAIN POND
FECEIVE
AUG 01 20A
BY:.---
Form SW401-Wet Detention Basin O&M-Rev.4 - Page 3of 4

Permit Number:
(m 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: O'Reilly Auto Parts
6MP drainage area number:
Print name: Jason D. Swain
Title: Authorized Agent
Address: 1121 P Military Cutoff Road Wilmington NC 28405
Date: O(o- 11 -'1 OI q
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.
I, I� on t1A 9 a Notary Public for the State of
NDI-`i k a,y-ol:yNOt , County ofA)et) Wa/\ooe [— , do hereby certify that
N QS o v1 O S wat r1 personally appeared before me this
day of ) (AY)P , 0101 `f , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal, A�(/N/ a leSxa'­'�OvL_
0
apTApY
oo•
pUBI�G
SEAL
My commission expires 11122 170 1 8
IFICEOVE01
r
AUG 01 2014 Li
B e:
Form SW40I-Wet Detention Basin O&M-Rev.4 Page 4 of 4

DWQ USE ONLY
Date Received
Fee Paid
Permit Number
Applicable Rules: ❑ Coastal SW - 4995 ❑ 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
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form nmq be photocopied for use as apt original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
2. Location of Project (street address):
4607 Main Street
City: Shallotte County: Brunswick Zip:28459
3. Directions to project (from nearest major intersection):
From the intersection of US Highway sway 17 (Ocean Flighway) and Main Street (US 17 Business), travel
for approximately 1 mile. The project will be on your left at the intersection of Main Street and Hinson Street.
4. Latitude:33° 58' 40" N Longitude:78° 22' 42" W of the main entrance to the project.
II. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ®New ❑Modification ❑ Renewal w/ Modificationt
tReaernals with miodificatioss also requires SWU-102 — Reneroal Application Ford
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number , 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 DWQ
requesting a state stormwater management permit application, list the stormwater project number, if
assigned, and the previous name of the project, if different than currently
proposed, � Q V
4. a. Additional Project Requirements (check applicable blanks; information on require ate permits Yan
obtained by contacting the Customer Service Center at 1-877-623-6748): AUG U
❑CAMA Major ®Sedimentation/Erosion Control: 2.25 Df Disturbed Area
❑NPDES Industrial Stormwater ❑404/401 Permit: Proposed Impacts BY:
b.lf any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit:
5. Is the project located within 5 miles of a public airport? ®No ❑Yes
If yes, see S.L. 2012-200, Part Vl: http://yortal.ncdenr.orghveb/wq/ws/su/stltcsw/rules laws
FormSWU-101 Vcrsion06Au2012 F-,Pteediol6?.n.ni ii-,=;)i ",••� r;ix; r. .

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: Shallotte Developers, LLC
Signing Official & Title: Jason Swain, Manager
b.Contact information for person listed in item la above:
Street Address:1121-P Military Cutoff Rd.
City:
State:N.C. Zip:28405
Mailing Address (if applicable):
City: State: Zip:
Phone: (910 ) 256-2211
Email: jasonOswainassociates.com
Fax: (910 ) 256-2171
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy 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/Organiza
Signing Official & Title:_
b. Contact information for person listed in item 2a above:
Street Address:
Mailing Address (if applicable):
Citv: State:
Phone: ( ) Fax: ( )
Email:
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/Organiza
Signing Official &
b.Contact information for person listed in item 3a above:
Mailing Address:
Phone:
4. Local jurisdiction for building permits: _
Point of Contact:
', onm"S:WUs101.' Version06Aug2012<
Fax:
Phone #:
Zip:

- IV. PROJECT INFORMATION
1. In the space provided below, briefty summarize how the stormwater runoff will be treated.
Stormwater will be collected by drop inlets and conveyed to the proposed Het detention facility via
closed conduit system. The proposed wet detention facility is designed for the first 1.5" of runoff.
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:
bAf claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW -1995 ❑ Ph II - Post Construction
3. Stormwater runoff from this project drains to the Lumber River basin.
4. Total Property Area: 2.65 acres
5. Total Coastal Wetlands Area: 0 acres
6. Total Surface Water Area: 0 acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area+:2.65 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 belozo the Normal High Water (NHW) line or Mean High Water
(MHW) line, and coastal wetlands landward from the NHW (or MHW) 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 = 60.0
9. How many drainage areas does the project have?7 (For high density, count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use 1 for the zolwle 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.
Basin Information
Draina e Area 1
Draina e Area
Draina e Area _
Draina e Area _
Receiving Stream Name
Woodward
Branch
Stream Class *
C; Sw; HQW
Stream Index Number *
15-25-2-8
Total Drainage Area (sf)
115,283
On -site Drainage Area (so
115,283
Off -site Drainage Area (so
0
Proposed Impervious Area** (so
1 69300
Impervious Area** total
60.0%
Impervious** Surface Area
Drainage Area 1
Drainage Area
Draina e Area
Draina ge Area _
On -site Buildings/Lots (so
7,344
On -site Streets (so
0
On -site Parking (so
21,664
On -site Sidewalks (so
557
Other on -site (so
0
Future (so
39,735
Off -site (SO0
AUU
I SUN
Existing BUA*** (so
0
Total (so:
69,300
Stream Class and Index Number can be determined at: lnttp://portal.ncdeir.or hneb/zorl(ps/esu/classifications
Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidezoalks, gravel areas, etc.
i .: Form SN 11 101 Version 06Aug2012 _.. Paee,3. of 6

field topographic and existing conditions survey.
Projects in Union County: Contact DWQ Central Office staff to check if the project is located within a Threatened d
Endangered Species watershed that may be subject to more stringent stormwater requirements as per I5A 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 http://portal.ncdenr.org/web/wq/wslsu/bmp-mantial.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. A detailed application instruction sheet and BMP
checklists are available from http://portal.ncdenr.org/web/wqZwsZsu/stateswZforms_docs. The complete
application package should be submitted to the appropriate DWQ Office. (The appropriate office may be
found by locating project on the interactive online map at htt portal ncdenr.org/web/wq/ws su ma s.)
Please indicate that the following required information have been provided by initialing in the space provided
for each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package from http_/f portal ncdenr org/web/wq/ws/su/statesw/forms_docs.
Initials
1. Original and one copy of the Stormwater Management Permit Application Form. 6A
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants
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. n
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to
http://www.envhelp.org/pages/onestopexpress.html 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.) n . - �
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 cj%�
receiving stream drains to class SA waters within'h mile of the site boundary, include the'h
mile radius on the map.
7. Sealed, signed and dated calculations (one copy). CALA�+'-'�`
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including: ck
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.
i. 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, runof -ca o
o. Drainage areas delineated (included in the main set of plans, not as a separ ig �r pG
p. Vegetated buffers (where required). t
AUG 01 2014
BY:
Form SWU-101 Version 06Aug2012 Page 4 of 6

9.
Copy of any applicable soils report with the associated SHWT elevations (Please identify C-L�-
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 far DWQ to verify the SHWT prior
to submittal, [phone].)
A copy of the most current property deed. Deed book: 3526 Page No: 111
For corporations and limited liability corporations (LLC): Provide documentation from the NC _
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 2H1003(e).
The corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
http://www.secretary.state.nc.us/Corporations/CSearch.aspx
VII. DEED RESTRICTIONS 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
i±tTportal ncdenr org/webL,A,q ws/su/statesw/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 DWQ, 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 Engineer:Rob Balland
Consulting Firm: Paramounte Engineering, Inc
Mailing Address:5911 Oleander Drive Suite 201
City:Wilmington State:N.C. Zip:28403
Phone: (910 ) 791-6707
Email:[e-mail]
Fax: (910 ) 791-6760
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 type 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.
ECEO®YE
AUG 01 2014
Form SWU-101 Version 06Aug2012 Page 5 of

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 DWQ Stormwater permit reverts back to
me, the property owner. As the property owner, it is my responsibility to notify DWQ 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:
a Notary Public for the State of
County of
____________ ______ ,do hereby certify that_ -------------------------------------- personally appeared
before me this _ day of ----_ ----, _ ---__, and acknowledge the due execution of the 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 1 a) Jason Swain, Authorized Agent
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 with the approved plans, that the required deed restrictions
and protective co 11 be recorded, and that the proposed project complies with the requirements of the
applicable sto es under 15A NCAC 2H .1000 and any other applicable state stormwater requirements.
7
Signature: Date: n(o /I � 12.0 l
1, L)kMf\a_I`�_ v � D n no �---------- a Notary Public for the State of _�o 41h Car-o( i nq-, County of
o u)_ i4tA00e _, do hereby certify that J O 5 o vv O Swa_(\ __ personally appeared
-------- --
before me this I ay of _J u n1+� _-_______- -20 11, and ac/nowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal, __ �/� (�y(�i`�*=-`a✓L---------------
,�,OTAR),
.A•
pUBl1G
SEAL
My commission expires ll l?, Z/ Z D IY
EC EE
AUG 0 12014
BY:
Form SWU-101 Version 06Aug2012 Page 6 of 6

MEMORY TRANSMISSION REPORT
FILE NO.
434
DATE
08.06 12:41
TO
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DOCUMENT PAGES
8
START TIME
08.06 12:41
END TIME
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State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Pat McCrory, Governor FAX COVER SHEET John ESkvarla III, Secretary
Date:
To:
Co:
Fax: %611 //
Re: t. �Ei�/�S/ f9V '%t
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No. Pages (excl. cover):
From: Jo Casmer
Phone: [phone]
Fax: [phone]
127 Cardinal Drive Extension, Wilmington, NC 28405 • [phone] • An Equal Opportunity Affirmative Action Employer

MEMORY TRANSMISSION REPORT
r
FILE NO.
435
DATE
08.06 12:42
TO
: a 92562171
DOCUMENT PAGES
8
START TIME
08.06 12:44
END TIME
08.06 12:46
PAGES SENT
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STATUS
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TIME
FAX NO.1
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`SUCCESSFUL TX NOTICE""
08-06-2014 12:46
9mb of North Carollov
D.partment of 6nvlroomant and Natural Be.ourcu '
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Pat McCrory, Governor
State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
FAX COVER SHEET John E Skvarla III, Secretary
Date:
To: ✓ /OSO/J SGrJ�j / /7
Co;
Fax: 2 71
Re: S �iE/ /��J>D XS
No. Pages (excl. cover):_
From: Jo Casmer
Phone: [phone]
Fax: [phone]
127 Cardinal Drive Extension, Wilmington, NC 28405 • [phone] • An Equal Opportunity Affirmative Action Employer

- _. _..... _ .... - _......
PARAMOUNT E��krss
E N G I MEE FRI MC,—, I N C. p�
5 9 1 1 O 1, E A N D E R D R I V E S U I T E 2 0 1
W I L NI I N G T O N, N C 2 8 4 0 3
910-791-6707(0) 9 1 0 - 7 9 1 - 6 7 6 0 (P) 911
L E T T E R O F T R A N S M I T T A L
To: ;
NCDENR
Date
7/1/14
127 Cardinal Drive Ext.
Wilmington, NC 28403
Re:
O'Reilly Auto Parts — Shallotte
Attn:
Chris Baker
Pro'ectNo.
I 13287.PE
e ate sendin
® Originals
® Prints
❑ Shop Drinvings
® Calculations
❑ Correspondence
® Plans
❑ Specifications
® Other as listed below
he followin `items:
Quantity
Date
Dwg. No.
i . Description-
2
24"x 36" Design Documents
2
6/11/14
Form SWU-101 (1 original, l copy)
1
Form SW-401 (Wet Detention Basin Supplement)'
1
6/11/14
Operation & Minnie wince Agreement
1
6/11/14
Check #1167 for application fee ($4,000)
1
6/16/14
Stormwater Narrative & Calculations
Issue Status ® For Approval ❑ As Requested ❑ Construction ❑ Bid
❑ For Your Use ❑ For Review and Comment ❑ Approved as Noted ❑ See Remarks
etion Taken: ❑ No Exceptions Taken ❑ Make Corrections Noted ❑ Amend & Resubmit

O'REILLY AUTO PARTS
4607 Main Street
Town of Shallotte
BRUNSWICK COUNTY, NC
STORMWATER - EROSION CONTROL NARRATIVE
Prepared For:
SHALLOTTE DEVELOPERS, LLC
1121-P Military Cutoff Road
Wilmington, NC 28405
Prepared by:
pARAMOUNTE
C N G I N C C R I N G. I N C.
5911 Oleander Drive, Suite 201
Wilmington, NC 28403
NC License k: C-2846
Project #13287.PE
June 2014

O'REILLY AUTO PARTS
4607 Main Street
Town of Shallotte
BRUNSWICK COUNTY, NORTH CAROLINA
Project #13287.PE
Table of Contents
Design Narrative
Proposed Improvements
Maintenance
Erosion and Sedimentation Control Specification
Pender County Soils Map
USGS Map
Stream Classification
Secretary of State Documents
Deed
Calculations
Page i

DESIGN NARRATIVE
Shallotte Developers, LLC proposes to construct a retail building at the corner of Main Street
(US Highway 17 Business) and Hinson Street within the Town of Shallotte in Brunswick
County, NC. As a result, please find this design narrative, plans, and supporting calculations
sufficient for the stormwater quality and quantity control according to NCDENR regulations.
The address of the property is 4607 Main Street, Shallotte, NC with a latitude and longitude of
33°58'40"N, 78°22'42"W (Parcel ID#108816836551; Deed Book 3526 Page 111).
There is currently some existingimpervious on the property with the majority of the site being
good open space. Soils consist of Baymeade & Marvyn (BDC), Longshoal Muck (LA), and
Norfolk loamy fine sand (NoB) according to the provided soils map from NRCS and have a
HSG classification of either A or A/D. According to the attached USGS map, the project drains
to Woodward Branch, C;Sw,HQW, which is within the Lumber River Basin.
PROPOSED IMPROVEMENTS-STORMWATER/EROSION CONTROL
The applicant is proposing to build a retail building along with associated parking, utility
services, and a stormwater management system. It is proposed that all runoff resulting from
impervious surfaces will be collected by a storm drainage collection system and then be
conveyed to a wet detention pond where stormwater quality requirements will.be met. The
pond has been designed to meet NCDENR requirements which include a forebay and a
drawdown orifice at permanent pool. Stormwater from greater storm events will be allowed to
exit the wet detention pond by means of a riser barrel outlet structure and a secondary spillway
during emergency situations.
The seasonal high water table for the project was determined by RFTS Soil Engineering and
Testing Services and was determined to be approximately 29 inches below the existing grade in
the vicinity of the proposed stormwater wet detention basin. The find in the report referring to
seasonal high water are attached to this report.
In regards to erosion control, it is proposed to install inlet protection at the storm the drain
inlets to prevent sediment from entering the system, as well as silt fence and temporary
construction entrances on Main and Hinson Streets, temporary sediment basin with skimmer
and outlet protection. Please see Sheet C-1.0 for all Erosion Control and Sequence of
Construction notes. The sedimentation and erosion control design will commence as depicted
in the construction sequence. Please find all reference material and stormwater / erosion control
calculations in the following pages of this report. Note that some calculations have also been
located on the plans for easy reference during construction.
MAINTENANCE
Contractors shall be responsible for periodic inspection and maintenance of all indicated
erosion control devices in accordance with the plans and specifications. In addition, inspection
Page 1

and any necessary maintenance will be required immediately following any significant storm
event. Sediment will need to be removed from behind silt fencing as described on the Erosion
Control Plan. Vegetative cover will be fertilized and reapplied as necessary to promote a
vigorous stand.
Page 2

EROSION AND SEDIMENTATION CONTROL SPECIFICATION
PART1-GENERAL
1.1 RELATED DOCUMENT
A. Drawings and general provisions of the Contract, including General and Supplementary
Conditions and Division 1 Specification Sections, apply to this Section.
1.2 WORK INCLUDED
A. Contractor shall take every reasonable precaution throughout construction to pr•_vent the
erosion of soil and the sedimentation of streams, lakes, reservoirs, other water impoundments,
ground surfaces, or other property as required by State and Local regulations.
B. Contractor shall, upon suspension or completion of land -disturbing activities, provide
protection covering for disturbed areas. Permanent vegetation shall be established at the earliest
practicable time. Temporary and permanent erosion control measures shall be coordinated to
assure economical, effective, and continuous erosion and sediment control throughout the
construction and post construction period.
1.3 RELATED SECTIONS
A. Related Sections —The following Sections contain requirements that relate to this Section:
1. 01011 — Existing Underground Utilities
2. 01015 — Special Conditions for this Contract
3. 01070 — Shop Drawings, Project Data & Samples
4. 02200 — Earthwork, Excavation Trenching, and Backfilling
5. 02230 — Site Clearing
6. 02240 — Dewatering
7. 02485 — Seeding General Areas
1.4 REGULATORY REQUIREMENTS
A. Contractor shall be responsible for prevention of damage to properties outside the construction
limits from siltation due to construction of the project. The Contractor will assume all
responsibilities to the affected property owners for correction of damages that may occur.
Erosion control measures shall be performed by the Contractor, conforming to the requirements
of, and in accordance with plans approved by applicable state and local agencies and as per the
erosion control portion of the construction drawings and these specifications. The Contractor
shall not illow mud and debris to accumulate in the streets. Should the Contractor pump water
from trenches during construction, appropriate siltation preventative measures shall be taken
prior to discharge of pumped water into any storm drain or stream.
Page t

PART 2-PRODUCTS
2.1 Open mesh biodegradable mulching cloth.
2.2 Fertilizer shall be 10-10-10 grade or equivalent.
2.3 Lime shall be dolomitic agricultural ground 1 limestone containing not less than 10 percent
magnesium oxide.
2.4 Phosphate shall be 20 percent super phosphate or equivalent.
2.5 Provide grass seed mixture as shown on the plans.
2.6 Silt fence shall consist of non -biodegradable filter fabric (Trevira, Mirafi, etc.) wired to
galvanized wire mesh fencing and supported by wood or metal posts.
2.7 NCDOT Class B stone for erosion control.
PART 3-EXECUTION
3.1 CLEARING
A. Clearing and grubbing shall be scheduled and performed in such a manner that subsequent
grading operation and erosion control practices can follow immediately thereafter. Excavation,
borrow, and embankment operations will be conducted such that continuous operation. All
construction areas not otherwise protected shall be planted with permanent vegetative cover
within 7 working days after completion of active construction. All slopes shall be planted
within 14 calendar days after completion of such activity.
3.2 STABILIZING
A. The angle for graded slopes and fills shall be no greater than the angle that can be retained by
vegetative cover or other adequate erosion control devices or structures. All disturbed areas not
to be paved and left exposed will, within 14 calendar days of completion of any phase of
grading, be planted or otherwise provided with either temporary or permanent ground cover,
devices, or structures sufficient to restrain erosion. All slopes steeper than 3:1 shall be planted
or otherwise provided with either temporary or permanent ground cover, devices, or structures
sufficient to restrain erosion within 14 calendar days.
3.3 REGULATORY REQUIREMENTS
A. Whenever land disturbing activity is undertaken on a tract, a ground cover sufficient to restrain
erosion must be planted or otherwise provided within 7 calendar days on that portion of the
tract upon which further active construction is to being undertaken.
B. If any earthwork is to be suspended for any reason whatsoever for longer than 7 calendar days,
the areas involved shall be seeded with vegetative cover or otherwise protected against
excessive erosion during the suspension period. Suspension of work in any area of operation
does not relieve the Contractor of the responsibility for the control of.erosion in that area.
Page 2

PART 4 - CONSTRUCTION PHASE
4.1 PRACTICES
A. Avoid dumping soil or sediment into any streambed or watercourse. Backfill for stream
crossings shall be placed dry and compacted to minimize siltation of the watercourse, where
applicable.
B. Maintain an undisturbed vegetative buffer where possible between a natural watercourse and
trenching and grading operations.
C. Avoid equipment crossings of streams, creeks, and ditches where practicable.
PART 5 - SEDIMENT CONTROL FEATURES
5.1 GENERAL
A. All devices (silt fences, retention areas, etc.), for, sediment control shall be constructed at the
locations indicated prior to beginning excavation on the site. All devices shall be properly
maintained in place until a structure or paving makes the device unnecessary or until directed
to permanently remove the device.
5.2 DESIGN APPLICATIONS
A. Mulch shall be used for temporary stabilization of areas subject to excessive erosion, and for
protection of seed beds after planting where required.
1. Jute, mesh, etc. should be installed as per manufacturer's instructions.
B. Silt fences shall be used at the base of slopes and in drainage swales to restrict movement of
sediment from the site. Straw bales may be required for reinforcement.
C. Riprap shall be used at the proposed outfall pipes as indicated on plans.
D. Establish vegetative cover on all unpaved areas disturbed by the work.
1. Preparation of Seedbed. Areas to be seeded shall be scarified a depth of 6 inches until a
firm, well -pulverized, uniform seedbed is prepared. Lime, phosphorous, and fertilizer
shall be applied during the scarification process in accordance with the following rates.
a. Lime — 2 ton per acre
b. Nitrogen —100 pounds per acre
C. P2O5 — 200 pounds per acre
2. Seeding. Disturbed areas along roads and ditches shall be permanently seeded with 10-20
pounds per acre of centipede during the period from March through September. Seeding
performed during the period from April to August shall be temporarily seeded with 40
pounds per acre of German Millet. The permanent vegetative cover will be over seeded at
the earliest possible time as specified above.
3. Mulch all areas immediately after seeding. Mulch shall be applied and anchored as
specified hereinbefore.
Page 3

5.3 MAINTENANCE
A. The Contractor shall be responsible for maintaining all temporary and permanent erosion
control measures in functioning order. Temporary structures shall be maintained until such
time as vegetation is firmly established and grassed areas shall be maintained until completion
of the project. Areas which fail to show a suitable stand of grass or which are damaged by
erosion shall be immediately repaired.
5.4 REMOVAL OF SEDIMENT CONTROL DEVICES
A. Near completion of the project, when directed by the Owner's agent, the Contractor shall
dismantle and remove the temporary devices used for sediment control during construction.
All erosion control devices in seeded areas shall be left in place until the grass is established.
Seed areas around devices and mulch after removing or filling temporary control devices.
END OF SECTION 02410
Page 4

Swain & Associates, Inc.
1121-P Military Cutoff Road
Wilmington, North Carolina 28406
Attention: Mr. Gary Lattie
Reference: Report of Subsurface Exploration
Proposed O'Reilly's Auto Parts Store and Outparcel
Shallotte, North Carolina
RFTS Job No. 912-13
Dear Mr. Lattie:
Pursuant to the scope of our Proposal No. 1019-13, dated November 1, 2013, RFTS has
recently completed an exploration of subsurface conditions within the area of a proposed
O'Reilly's Auto Parts Store and an adjacent outparcel located in Shallotte, North
Carolina. This letter serves as the report of our work. We present herein our
understanding of the relevant project information, a description of our field activities, our
findings, and recommendations relating to foundation support of the subject structure.
PROJECT INFORMATION
Our understanding of the relevant project information is based on our conversations with
you. We have been provided with a conceptual site plan superimposed on an aerial
photograph of the property which shows the configuration of the building and
appurtenant pavement areas.
The site of the proposed O'Reilly's Auto Parts Store is located in the southwest corner of
the intersection of Main Street (U. S. Highway 17) and Hinson Street in Shallotte, North
Carolina as shown in the Boring Location Plan attached hereto as Figure 1.
As we understand, proposed construction consists of a single -story metal -frame building
with masonry walls. We have not been provided with loading information for the
structure; however, we have assumed for the purposes of the analysis herein that wall
loads on continuous footings will not exceed 6 kips per lineal foot and that individual
column loads on isolated footings will not exceed 50 kips. If actual design loads should
turn out to be more substantial, we should be contacted so that we may revise or expand
our recommendations.
For the purposes of providing recommendations for pavement section design, we have
assumed that the bituminous pavement adjacent to the building will accommodate loads
RFTS, PLI ­C Cornmittetl to Responsive Service Phone: [phone]
1305 3A Carolina Beach Ave N
Carolina Beach, North Carolina 28428 Wtvit'.rftsplic.com Email: aaviawinstead(echarter.net

Swain & Associates, Inc. November 12, 20L3
RI TS Job No. 912-13 Page Two
and traffic typical of this type of retail facility; i.e., light vehicle parking and drives which
will experience occasional heavy -axle -load delivery traffic.
We have not been provided with information as to the exact location or type of
construction to be conducted within the outparcel area east of the store site. For our
purposes herein; we have assumed that the type of construction will be similar to that of
the auto parts store.
DESCRIPTION OF EXPLORATION ACTIVITIES
Soil Borings
In order to obtain subsurface data to form the basis for our recommendations, six soil
borings wcrc advanced at the approximate locations shown in Figure I to a depth of 20
feet below site grade using a trailer -mounted rotary drilling rig. Borings B-1, B-2, and B-
were advanced within the area of the proposed auto parts store, and Borings B-4, B-5,
and B-6 were advanced within the outparcel area. Soil samples were recovered and
Standard Penetration (SPT) Testing was conducted at routine depth intervals in general
accordance with the procedures set forth in ASTM D1586. The locations of the borings
were determined in the field by pacing and estimating distances from known site features
and should be considered only as accurate as the limitations implied by these methods.
At the completion of drilling, standing water levels in the boreholes were determined and
recorded. The use of drilling fluid in the wash -boring techniques used for our exploration
can result in standing water levels in the boreholes at variance with and less accurate than
watertable levels obtained by other methods, such as the installation and reading of
peizometers.
The soil samples obtained in the field were delivered by the drillers to the undersigned
authors of this report who classified them in general accordance with the Unified Soil
Classification System (USCS) as set forth in ASTM D2487 using the visual/manual
procedures set forth in ASTM 2488. The boring logs included with this report were then
prepared based on those classifications and the drillers' field logs.
Hand Auger Borings
In addition to the soil borings, we advanced 4 hand auger borings (HA-1 through HA-4)
to depths ranging from 4 feet to 5 feet below grade at the approximate locations shown in
Figure 1.
Hand auger boring HA-1 was advanced to a depth of 4 feet within an area proposed for a
stotmwater infiltration structure. The encountered soils were visually/manually classified

Swain & Associates, inc. November 12, 2011
RFTS Job No. 912-13 Page Three
and logged by depth, and their coloration was compared to a Munscll Soil Color Chart to
determine their hue, value, and chroma. This information was used to estimate the
seasonal high water table level. The depth to standing water in the borehole was also
measured at the completion of augering.
Hand auger borings HA-2, HA-3, and HA-4 were advanced to a depth of 5 feet within the
proposed pavement area at the approximate locations shown in Figure 1. The encountered
soils were visual iv(manualIy classified by depth, and dynamic cone penetrometer (DCP)
testing was conducted at routine depth intervals to determine the in -.situ relative density
of the soils. The depth to standing water in the borcholes was recorded at the completion
of augering.
FINDINGS
The findings of our subsurface exploration are based on the conditions discovered in our
soil borings and hand auger borings as detailed in the boring logs and on our observations
while on site. We summarize them as follows: y
Site Description
The site of the proposed auto parts store and adjacent pavement areas is a relatively flat
sparsely grassed field with no trees or above -ground structures. It ranges in elevation
from about +10 feet MSL to +12 feet MSL. The outparcel area is a relatively flat parking
and drive area with elevations ranging from +6 feet MSL to +7 feet MSL. Ground
elevations in the vicinity of the site slope downward from west to east, with elevations
being higher to the west and lower to the east of the property. A commercial building
occupies the area between the site of the proposed auto parts store and the outparcel
explored for this study. We have no information about the development history of either
portion of the site and can offer no opinion as to the likely presence of buried utilities or
foundations on the property.
Subsurface Conditions
Subsurface conditions encountered in our borings consisted in general of the following:
Auto Parts Store Building Area. Our borings in this area all encountered interbedded
sandy clay and clayey sand (USCS Soil Groups `CL' and `SC') in the upper 5 to 6 feet
below site grade, these soils occurring in in-sim conditions ranging from soft to
frrn/medium dense. These clayey soils were underlain in all three borings by relatively
clean medium dense sands (`SP', `SP-SC') extending to depths ranging from 11 to 15
feet. In borings B-1 and B-2, these clean sands were underlain by very soft clay (`CH').
The very soft clay layer extended from 13 to 17 feet below grade in B-1 and from 1 1 to

Swain & Associates, Inc. November 12, 2013
RFTS Job No. 912-13 Page Four
18 feet below grade in B All three borines terminated in medium dense to very dense
weathered rock at depths ranging from 15 to 17 feet.
Auto Parts Store Parking Area. Beneath a surficial layer of topsoil and crushed
aggregate base ranging in thickness from 8 to 12 inches, our hand auger borings
advanced within the proposed store parking area encountered clayey sands and sandy
clays ('SC' and 'CU). These soils generally occurred in a medium dense/firm insitu
condition. The logs of these hand auger borings (I A-2, HA-3, HA-4) are shown in Table
1 (attached hereto).
Outparcel Area. The borings advanced within the area of the outparcel all encountered
and terminated in medium dense to very dense weathered rock, with the depth at which
the rock was encountered ranging from 10 to 12 feet below grade. Above this rock laver,
the borings encountered a variety of interbedded layers of sandy clay, clayey sand, and
clean sand ('Cl-', 'SC', and 'SP'), with most of these layers occurring in a very loose to
loose or very soft to soft in -situ state.
Groundwater
Standing water levels recorded in the boreholes at the completion of drilling and in the
hand auger borings ranged from 3 to 5 feet below site grade. As noted above, these
observed levels can be influenced by the presence of drilling fluid in wash borings.
Groundwater levels may vary with seasonal fluctuations in precipitation and will be
higher after periods of prolonged or heavy rainfall.
Seasonal High Watertable Estimate
Soils encountered in hand auger boring HA -I consisted of interbedded clean tine sands
(USCS Soil Group 'SP') in the upper 34 inches below the existing ground surface. Below
that depth and continuing to a depth of 43 inches fine sand with silt (USCS Soil Group
'SM') was encountered. And from 43 inches to the boring termination depth of 50 inches,
sand with clay (USCS Soil Group 'SC') was encountered. No distinct zones of soil
cementation were encountered in the profile. Based on our experience with similar soils
and comparisons of the soil coloration to the Munsell Chart, it is our opinion that
seasonal high water table level occurs approximately 29 inches below the existing the
ground surface..A measurement made 1 hour after augering indicate depths to standing
water in the borehole of 45 inches below the existing ground surface. Our field data is
detailed in Table 14 below.

Swain & Associates. Inc.
RFTS Job No. 912-13
Table 2
Munsell Soil Classifications
Proposed O'Reilly's Auto Parts
Shallotte, North Carolina
RUTS Job No. 912-13
November 12, 2013
Page Five
Loc
Soil Description
Hue
Value
Chroma
Depth
Comments
(in.)
I
Topsoil/ABC Stone
-
0-11
Pale Brown fine SAND
1 OYR
6
3
11-16
Very Dark Grayish Brown fine
I OYR
3
2
16-22
SAND
Dark Yellowish Brown fine
IOYR
4
4
22-26
SAND
Very Dark Grayish Brown fine
1 OYR
3
2
26-29
SAND
Gray fine to medium SAND
2.5Y
6
1
29-34
SIIWT
Very Dark Brown fine SAND
l OYR
2
2
34-43
with Silt
Yellowish Brown fine SAND
10YR
5
4
43-50
H>O@45"
with Clav
RECOiMMENDATIONS
Our analysis and recommendations herein have been developed in accordance with
standards of practice generally accepted within geotechnical engineering practice in this
region and at the time of the preparation of this report. No other warranty, express or
implied, is made. Inasmuch as subsurface conditions can and do vary significantly
between the locations of borings, it is entirely possible that conditions not contemplated
within our analysis and recommendations may be discovered during the course of
construction. In this event, wewill be pleased to revisit our recommendations and
expand or modify them. Our recommendations are predicated upon our understanding of
the proposed construction as set forth under the heading Project Information in this
report. Any features of the actual design or construction of the project which may be at
variance with the assumptions set forth therein should be brought to our attention so that
we may revise or expand our recommendations as appropriate.
Site Preparation
Site preparation within the areas of buildings and pavements should be initiated by
stripping surticial organics and topsoil from grassed areas and demolishing any existing

a
Legend
® APPROXIMATE SOIL BORING LOCATION
Ea APPROXIMATE HAND AUGER LOCATION
SOIL BORING AND HAND AUGER LAYOUTS FIGURE 1
PROPOSED O'REILLY'S AUTO PARTS DRAWING NOT TO SCALE RFTS, PLLC
RFIS 4607 MAIN STREET AND HINSON DRIVE DATE: 11/12/13 Carolina
Carolina Beach Ave N
CaroBeach, North Carolina 28428
Soils Engineering and SHALLOTTE, NORTH CAROLINA SKETCH: DLW orrce:910-470-7450
- JOB NO, 912-13 IREVIEW: ._ SDK _

NC DENR - DIVISON OF WATER QUALITY
.0310 LUMBER RIVER BASIN
Class
Name of Stream Description Class Date Index No.
2B .0300
Pamlico Creek (Pompeys
From Brunswick
County SR
SC;HQW
08/01/90
15-25-1-15-(2)
Creek)
1115 to Lockwoods Folly
River
Lockwoods Folly River
From Brunswick
County, SR
SA;HQW:G
12/13/79
15-25-1-(16)
1200 to Intra-coastal
Waterway
Stanbury Creek
From source to
Lockwoods
C;Sw,HQW
08/01/90
15-25-1-17
Folly River
Mill Creek
From source to
Brunswick
C;Sw,HQW
08/01/90
15-25-1-18-(1)
County SR 1112
Mill Creek
From Brunswick
County SR
SA;HQW
12/01/63
15-25-1-18-(2)
1112 to Lockwoods Folly
River
Mullet Creek
From source to
Lockwoods
SA;HQW:@
12/01/63
15-25-1-19
Folly River
Lockwoods Creek
From source to
Lockwoods
SA;HQW:®
12/01/63
15-25-1-20
Folly River
Spring Creek
From source to
Lockwoods
SA;HQW:®
12/01/63
15-25-1-21
Folly River
Shallotte River
From source to
N.C. Hwy. 130
C;Sw,HQW
08/01/90
15-25-2-(1)
Saw Pit Swamp
From source to
Shallotte
C;Sw
12/01/63
15-25-2-2
River
Cool Run
From source to
Shallotte
C;Sw
12/01/63
15-25-2-3
River
McMilly Swamp
From source to
Shallotte
C;Sw
12/01/63
15-25-2-4
River
Lookout Branch
From source to
Shallotte
C;Sw,HQW
08/01/90
15-25-2-4.5
River
Shallotte River
From N.C. Hwy.
130 to U.S.
SC
12/01/63
15-25-2-(5)
Hwy. 17
Meetinghouse Branch
From source to
Shallotte
C;Sw
03/01/77
15-25-2-6
River
Mulberry Branch
From source to
Shallotte
C;Sw
12/01/63
15-25-2-7
River
Williams Branch
From source to
Mulberry
C;Sw
12/01/63
15-25-2-7-1
Branch
Shallotte River
From U.S. Hwy.
17 to mouth
SC;HQW
08/01/90
15-25-2-(7.5)
of the Mill Pond
Woodward Branch (Charles
From source to
Shallotte
C;Sw,HQW
08/01/90
15-25-2-8
Branch)
River
Sharron Creek (Grissett
From source to
Williams
C;Sw,HQW
08/01/90
15-25-2-9-(1)
Swamp)
Branch
Sharron Creek (Grissett
From Williams
Branch to
SC;HQW
08/01/90
15-25-2-9-(2)
Swamp)
Shallotte River
Williams Branch
From source to
Sharron
C;Sw,HQW
08/01/90
15-25-2-9-3
Creek (Grissett
Swamp)
Page 20 of 23 2013-12-09 10:49:42

North Carolina Secretary of State
. http://www.secretary.state.ilc.tis/corporations/Coi-p.aspx?Pitemld=10417132
AI`/`CL-f I -in Ranic}Fr
North Carolina
Elaine F. Marshall DEPART[MEN T OFTHE
Secretary SECRETARY OF STATE
PO Box 29622 Raleigh, INC 2762"622 [phone]
Date:
5/27/2014
Click here to:
View Document Filings I File an Annual Report
�` I Print a Pre -populated Annual Report Fillable
PDF Form I Amend A Previous Annual Report
Corporation Names
Name
Name Type
NC SHALLOTTE DEVELOPERS, LLC
LEGAL
Limited Liability Company Information
SOSID:
1355272
Status:
Current -Active
Effective Date:
1/7/2014
Citizenship:
DOMESTIC
Duration:
PERPETUAL
Annual Report Status:
CURRENT
Registered Agent
Agent Name:
SWAIN, JASON D.
Office Address:
1121 P MILITARY CUTOFF ROAD
WILMINGTON NC 28405
Mailing Address:
1121 P MILITARY CUTOFF ROAD
WILMINGTON NC 28405
Principal Office
Office Address:
1121 P MILITARY CUTOFF ROAD
WILMINGTON NC 28405
Mailing Address:
1121 P MILITARY CUTOFF ROAD
WILMINGTON NC 28405
Officers/Company Officials
This website is provided to the public as a part of the Secretary of State Knowledge Base (SOSKB) system. Version:
3152
I of 1 5/27/2014 4:I6 NM

This certifies mat mere are no delinquent as
-� f b
" 1 4: '
IIIIIII119N11'IIIIIIillllllllllllllll
2Srunsucak
County,
NC
Register
a35z6 aaiii re%nr. sea9t
PROP
of Deeds page 1 or 4
valorem taxes, fees, assessments or other
-�I
I
I \•
t I
I �(l: J
liens which the Brunswick County lax
_
.1:� �'S(�'j�'i: s � -
G- �'
Collector is charged with Ileding, that area
Parcel Number, charged
lien Collectorwith�8
an • �• RP.C.
�,
as notated by the Brunswick County
I total f:-sir f�T�Ir,
r7
Ck $ C!;'UrjQCash 5
Assessor's Office. This is not a certification
Refunt C,-,h f. Finance
that the parcel number matches the deed
__._-.
❑Pomorso dx� to wDirdon
descdptbn.
MAY 1 4 2014
ofo-' I
_
,.A �PtlIXMt+ - yar,5inal
�t
Date (Asst) Tax Col. / Del. Tex Spec.
,, r ( `:'^imh^ . , . ? nr --,'d,
NORTH CAROLINA SPECIAL WARRANTY DEED
Excise Stamps: $0.00
The property herein conveyed is not Gran �toi?s primary restdeneSctNG(Ii 105-317.2)
rr jjLL111rt � f I
After recording:Mail to Blanco Tackaticryf,P.O'Drawer 25008 Wihsion`-Salem, NC 27114-5008, GEH
This instrument was prepared by: Amy C Lannine
Brief description for the index: 1.318 Acres, Lot 2, Main Street
THIS DEED is made as of May J_4, 20141 by and between:
Shallotte Investments, LLC, a North "i 11
Carolina limited liability company, grid
Shallotte Developers, LLC, a North
Carolina limited liability company
c/o Swain & Associates, LLC
1121-P Military Cutoff Road
Wilmington, NC 28405
10'est Z" rits, LLC, a North Carolina
c/o Swain & Associates, LLC
1121-P Military Cutoff Road
Wilmington, NC 28405
The designation Grantor and Granteea$ used
and assigns, and shall include singular, plural,
said parties, their heirs, successors,
or neuter as required by context.
WITNESSETH, that for and in consideration of cash in hand paid and other good and valuable
consideration, the receipt and sufficiency of which is hereby acknowledged, the Grantor has and by
these presents does grant and convey unto the Grantee in fee simple, all of that certain lot or parcel of
land situated in Brunswick County;°North Carolina and more rparticularly described on Exhibit A,
attached hereto and made a part hereof (the6,'Propertyj); rir.�✓
p i , I
TO HAVE AND TO HOLD the a{oar¢�jhtq-Ioi/tort,gazce4:oF',}ansLand all privileges and appurtenances
thereto belonging to the Grantee in fee simple.,i,,
AND THE GRANTOR covenants with the Grantee that Grantor is seized of the Property in fee simple,
has done nothing to impair such title as Grantor received, and that Grantor will warrant and defend the
S 545692vI
;IL
5.t - n.

" I191�1')IIi�IIII'IIIIIIIIIIIIIIIIIIIIII 83526 P0112 men,=39IRW
l���I\1����r�,r BrunsuacK�Coanty, NC Register of Deeds page 2 of /
title against the lawful claims of all persons claiming by, Vnder or through Grantor, except for the
exceptions hereinafter stated.
Title to the Property is subject to the following exceptions:
1. Ad valorem taxes for 2014 and thereafie
2. All easements, rights of ways and btherrestneuons an3"encumbrances of record affecting the
Property.
Separate Signature Page to Follow
4
4•Gi if ��'� �
IJ i
erh.
t- I
i �jl, A 1
DTMt545692vt W Il,tl
�r . ,u hJ�Vi ��9/`n�iUGllri

t ``a= , fIIIIIIII�IIlI1��11111111111111111111 a35ss P911I .-t. P
ten z: as. oea
/ Drench n. Cteemono PROP
��JrV r a",su eM nt NC Re liter Of Deeds page 3 f 1
if6'r, ram, v, a
IN WITNESS WHEREOF, Grantor has caused this instrument to be signed in its name by their duty
authorized signatories, as of the day and year first above written.
Sh tments, LLC
iN�me`71 lr�.>?a n a
�,� Title: ty{U rR=
Sha topers, LLC
By
Ti
i1 I (r I I
STATE OF NORTH CAROLINA
COUNTY OF NPJ..V �jafnoUfT-
1 certify that the following person personally appeared before me this day and acknowledged that she/he
voluntarily Signed the foregoing document for the purpose stated therein and in the capacity indicated:
s4bon O. e�VXI�n as the mongP@rr of Shallotte lnvestments, LLC
I
Date: N\0-t{ 12 .2014. .,� � �dl����,Ll•t pvL.
I. I l `of8 iat'Signature qr jNl tgry Public
_. jwnn4�1�'sS�4Nyro✓1
Insert time of Notary, printed or typed
O
aptAgy t U ZZ12D12
(Official Sear .pe = My Commission Expires:
STATE OF NOR4 OL -
QF
4ry vER„"1�1��
COUNTY OF A%2LV � ✓Pi �� :I `� CJi'Bit .'1
f1 •'a
I certify that the following person personally appeared before me this day and acknowledged that she/he
voluntarily signed ,the foregoingg,� document for the purpose stated therein and in the capacity indicated:
)4SDrtO. i Qth asthe Marlq,�et of Shallotte Developers, LLC
Date: Z
.2014
,. %Of'ipthJ9lggnwedfNotary Public
Insert name 'of printed or typed
(Official Seal)
aTM: 545692,1
°TAgy\i` I/ zz 20/� My Commission Expires:

" IIIIIII'IIIIII I+I1II IIIIIIIIIIIIIII III 63526 P0114 DS_,E_39
10: 4:39.000
1 Brenda M. Clenmsnop s PR
11i J\ �� anunsvSHk':cunSy, NC Register e( Deeds page 4 xf
EXHIBIT A
THE PROPERTY
Being the following tracts or parcelsrlocated in the Towm of S41lotte, Lockwood Folly Township,
Brunswick County,North Carolina, and'$eing more particularlg dCkribed as follows:
, r.n:'ril -ern rig �
BEGINNING at an iron pin located1ih, lthe'soulhem nghi+)fwayi:of Main Street (U.S. 17 Business),
said iron pin being the northwest comer of the'prbpeRy,{owned, now or formerly, by Flangill Family,
LLC (Book 2583, Page 1073); thence from said point and place of beginning and with the western line
of Hangill, South 39 deg. 45 min. 56 sec. East 171.10 feet to an iron pin; thence with the southern line
of Hangill, North 58 deg. 04 min. 06 sec. East 82.89 feet to a point in the centerline of Charles Branch
located in the western line of property owned, now or formerly, by MM Fowler, Inc. (Book 1489, Page
517); thence with the centerline of Charles Branch (which is the LwI estem line of MM Fowler, Inc. and
continuing with the western line of propentylowned,-ngr,9rtf �erly'by Evanston Shallotte, LLC (Book
3194, page 735)) to a point which is Soluth122'd�g �� I Irvin' `35 sec. East 188.33 feet from the preceding
stated point; thence leaving the centZ�rhri��tlf Char'es Branch Youtli''73 deg. 40 min. 59 sec. West 48.44
s:
feet to an iron pin; thence South 81 deg. 18 min. 17`se6!=W stgj59.I3 feet to an iron pm; thence North
39 deg. 26 min. 29 sec. West 260.39 feet to an iron pin located on the southern line of Main Street;
thence with the southern line of Main Street North 50 deg. 03 min. 11 sec. East 153.50 feet to the point
and place of BEGINNING and containing 1.318 acres more or less as shown on a subdivision map
prepared by Paramounte Engineering, Inc. and bearing project number 13287.PE.
,
B rM.545692,1lh,14
i,,

Project Name:
Shallotte O'Reilly Auto Parts
Client:
Project Number:
13287.PE
Prepared By:
GLM
Date:
7/28/14
Basin: DA #1 [PRE]
pARAMOUNTE
r N C. 1 N 1=_ F_ R I N �. 1 N C.
Drainage area= 2.65 acres = 0.004 mi'
Area Calculations
Land Use Area (Ac.) % of Basin
Existing Impervious (Total) = 0.73 27.5%
Open Space - Good 1.92 72.5%
Sum: 2.65 100%

Project Name: Shallotte O'Reilly Auto Parts PA RA MO UNTE
Client: Shallotte Developers, LLC
Project Number: 13287.PE
Prepared By: GLM
Date: 7/28/14
Basin: DA #1 [PRE] Drainage area= 2.65 acres = 0.004 miz
FA
Land Use
% of Basin
CN A
CN B
CN C
CN D
Weighted CN
Open Space -
Poor
8.0
68
79
86
89
5.57
Open Space -
Good
64.5
39
61
74
80
27.27
Impervious
27.5
98
98
98
98
26.95
Sum:
100.0
Sum: 59.80
Curve numbers
taken from:
TR-55
Use: 60.00
= values input by user
= values calculated by spreadsheet

Project Name: Shallotte O'Reilly Auto Parts �� -
l
Client: Shallotte Developers, LLC PA
Project Number: 13287.PE
Prepared By: GLM
Date: 7/28/14
Basin: DA #1 [POST] Drainage area= 2.65 acres = 0.004 miz
Area Calculations
Land Use
Area (Ac.)
% of Basin
Building (Roof Top)
0.16
Asphalt
0.51
Sidewalk
0.01
Future
0.91
Impervious (Total) =
1.59
60.0%
Open Space - Good
1.06
40.0%
Sum:
2.65
100%

Project
Shallotte
lly
Client Name; Shallo to Devellopers Auto
Parts PARA.M.O V .L V TE
Project Number: 13287.PE
Prepared By: GLM
Date: 7/28/14
Basin: DA #1 [POST] Drainage area= 2.65 acres = 0.004 miz
r
Land Use
% of Basin
CN A CN B CN C
CN D Weighted CN
Impervious
60.0
98 98 98
98 58.81
Open Space -
Good 40.0
36 60 73
79 15.75
Sum: 100.0
Sum: 74.56
Curve numbers taken from:
TR-55
Use: 75
= values input by user
= values calculated by spreadsheet

Project Name:
Client:
Project Number:
Prepared By:
Date:
O'Reilly's Shallotte
Swain
RPB
7/28/14
Average Depth Calculation: (Option 2 per Errata)
*Note: Only used areas relative to the main pond
Pond #1
ABottom Shelf =
4,592 Sf
ABottom Pond =
217 Sf
APerm Pool =
6,717 Sf
Depth =
7.0 ft
daa=
4.1 ft
pARA MOUNTE

SHALLOTTE O'REILLY AUTO PARTS - WET POND
NC DENR Retention Requirements
Objective: design a wet detention basin with the following characteristics: a permanent water pool depth between 3- and
6-feet, a surface area that meets TSS removal requirements (values set by NC DENR and included here), a forebay that
is approximately 20% of the total pond volume, a temporary water pool sized to detain the initial 1.5 inch of rainfall runoff, an
outlet device that drains the temporary water pool within 2-5 days, and a length -to -width ratio of approximately 3:1.
Step 1: Determine the surface area required for 90% TSS removal
Post -Development Conditions
Total Drainage Area 2.65 ACRE Value from CAD
Impervious Drainage Area 1.59 ACRE Value from CAD
Impervious Cover 60.0% Impervious Cover -(Impervious Drainage
Area)/(Total Drainage Area)*100%
Elevation of Permanent Pool Surface
4.0
FT
Value selected by designer
Depth of Permanent Pool
4.0
FT
Value selected by designer
(Bottom Elevation)=(Permanent Pool Surface
Elevation of Wet Detention Pond Bottom
-4.0
FT
Elevation) -(Depth of Permanent Pool)
Approximate Pond Length
132
FT
Value from CAD
Approximate Pond Width
50
FT
Value from CAD
Length:Width Ratio
3:1
Ratio=(Length)/(Width):1
Required SAIDA Ratio for 90% TSS Removal
5.30
Value from chart. Reference: 90% TSS Removal
Required Surface Area=(Required SAIDA
Required Permanent Pool Surface Area
6,118
SF
Ratio)*(Total Drainage Area,
Provided Permanent Pool Surface Area
6,717
SF
Interpolated value from stage -storage calculations
Stec, 2: Determine the 1.5-inch runoff elevation within the wet detention pond
Runoff Coefficient, Rv
0,590
MIN
Rv=0.05+0.009'(%Impervious)
Required 1.5 Runoff Volume (Volume of
8,513
CF
1.5 Runoff Volume=l.5 inch'Rv'1 foot/12
Temporary Pool)
inch'(Total Drainage Area)
Value from stage -storage calculations (cumulative
Volume Below Permanent Pool
13,553
CF
pond volume at permanent pool elevation)
Total Volume to be Controlled=(Volume Below
Total Volume to be Controlled
22,066
CF
Permanent Pool)+ 1.5" Runoff Volume
Value is interpolation based upon stage -storage
Storage Elevation at Required Volume
5.25
FT
values. See stace-storage calculations

Steo 3: Calculate the required forebav volume (18-22% of total pond volume) and compare to the forebay volume provided
Total Pond Volume 13,553 CF Value from stage -storage calculations
Required Total Forebay Volume 2,711 CIF Forebay Volume=(Total Pond Volume)'20%
Provided Total Forebay Volume 2,623 CIF Value from stage -storage calculations
Provided Forebay Volume:Total Pond Volume 19% (Provided Forebay Volume)/(Total Pond
Volume)'100/
Step 4: Verify that time required to drawdown the 1.5-inch runoff volume is within 2 to 5 days
Diameter of Proposed Low -flow Orifice -
1.25
IN
Value chosen by designer
Elevation of Outlet Structure
5.25
FT
Value chosen by designer
(Total Elevation Head Above Orifice)=(Weir
Total Elevation Head Above Orifice
1.25
FT
Elevation) -(Elevation of Permanent Pool Surface)
(Average Elevation Head Above Orifice)=((Storage
Elevation at Required Volume)+(Elevation of
Average Elevation Head Above Orifice
0.42
FT
Permanent Pool Surface)]/3-(Storage Elevation at
Required Volume) ,
Cd, Coefficient of Discharge
0.60
Value chosen by designer
Q=Cd'(Pi)*[(Diameter of Orifice) *(I ft/12
Q, Flowrate Through Low -flow Orifice
g
0.03
CFS
in)J^2/4' 2*32.2*(Average Head ^112
(Drawdown Time)=(1. 5" Runoff Volume)/Q'(1
Drawdown Time for 1.5-inch Runoff
3.72
DAYS

SHALLOTTE O'REILLY AUTO PARTS
Stage -Storage Calculations for Proposed Wet Detention Pond #1
StagelStorage Above Permanent Pool (Including Forebay)
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
4.0
6,717
0
0 -Permanent Pool
5.0
7,661
7,189
7,189
6.0
8,644
8,153
15,342
7.0
9,667
9,156
24,497
Stage/Storage Total Pond (Including Forebay)
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
-5.0
54
-
- -Pond Bottom
-4.0
217
0
0 -Sediment Storage
-3.0
489
353
353
-2.0
880
685
1,038
-1.0
1,388
1,134
2,172
0.0
2,013
1,701
3,872
1.0
2,758
2,386
6,258
2.0
3,620
3,189
9,447
3.0
4,592
4,106
13,553
4.0
6,717
5,655
19,207 -Permanent Pool
5.0
7,661
7,189
26,396
6.0
8,644
8,153
34,549
7.0
9,667
9,156
43,704
Forebay#1
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
-3.0
30
-
- Bottom Elev.
-2.0
104
0
0 -Sediment Storage
-1.0
221
163
163
0.0
380
301
463
1.0
584
482
945
2.0
830
707
1,652
3.0
1,111
971
2,623
4.0
1,423
1,267
3,890 Forebay Volume

1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Monday, Jul 28, 2014
Hyd. No. 1
Pre Dev
Hydrograph type
= SCS Runoff
Peak discharge
= 1.088 cfs
Storm frequency
= 1 yrs
Time to peak
= 736 min .
Time interval
= 1 min
Hyd. volume
= 6,039 cuft
Drainage area
= 2.650 ac
Curve number
= 60
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of conc. (Tc)
= 15.80 min
Total precip.
= 3.70 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
2.00
1.00
0.00 —'
0
Pre Dev
Hyd. No. 1 -- 1 Year
120 240 360 480 600 720 840 960
— Hyd No. 1
Q (cfs)
2.00
1.00
i 1 L 0.00
1080 1200 1320 1440 1560
Time (min)

`A
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADC Civil 3002009 by Autodesk, Inc. v6.066
Hyd. No. 2
Post Dev
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 2.650 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 3.70 in
Storm duration
= 24 hrs
Q (cfs)
5.00
m
3.00
rM
1.00
0.00 -'-
0 120 240
-- Hyd No. 2
Post Dev
Hyd. No. 2 -- 1 Year
360 480 600 720 840
Monday, Jul 28, 2014
Peak discharge = 4.563 cfs
Time to peak
= 725 min
Hyd. volume
= 14,337 cuft
Curve number
= 75
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type III
Shape factor
= 484
Q (cfs)
5.00
4.00
3.00
(Paolo]
1.00
I I--1 ' 0.00
960 1080 1200 1320 1440 1560
Time (min)

3
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 3
Wet Pond
Hydrograph type
= Reservoir
Storm frequency
= 1 yrs
Time interval
= 1 min
Inflow hyd. No.
= 2 - Post Dev
Reservoir name
= Wet Pond
Storage Indication method used.
Q (cfs)
5.00
m
3.00
2.00
1.00
0.00 --
0 300
-•-- Hyd No. 3
Wet Pond
Hyd. No. 3 -- 1 Year
Monday, Jul 28, 2014
Peak discharge = 0.274 cfs
Time to peak = 891 min
Hyd. volume = 8,885 cuft
Max. Elevation = 5.25 ft
Max. Storage = 9,230 cuft
600 900 1200 1500 1800 2100 2400 2700
— Hyd No. 2 Total storage used = 9,230 cult
Q (cfs)
5.00
4.00
3.00
2.00
1.00
1 0.00
3000
Time (min)

Pond Report 4
r Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2009 by Autodesk, Inc. v6.066 Monday, Jul 28, 2014
Pond No. 1 - Wet Pond
Pond Data
Contours - User -defined contour areas. Conic method used for volume calculation. Begining Elevation = 4.00 It
Stage 1 Storage Table
Stage (ft)
Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft) Total storage (cuft)
0.00
4.00
6,717
0
0
1.00
5.00
7,661
7,183
7,183
2.00
6.00
8.644
8.147
15.330
3.00
7,00
9.667
9,150
24,480
Culvert 1 Orifice
Structures
Weir Structures
[A]
[B] [C]
[PrfRsr]
[A] [B]
[C] [D]
Rise (in)
= 15.00
1.25 0.00
0.00
Crest Len (ft) =
12.00 20.00
0.00 0.00
Span (in)
= 15.00
1.25 0.00
0.00
Crest El. (ft) = 5.25 6.50
0.00 0.00
No. Barrels
= 1
1 0
0
Weir Coeff. = 3,33 3.33
3.33 3.33
Invert El. (ft)
= 4.00
4.00 0.00
0.00
Weir Type = Riser Ciplti
--- ---
Length (ft)
= 45.00
0.00 0.00
0.00
Multi -Stage = Yes No
No No
Slope I%)
= 0,00
0.00 0.00
n/a
N-Value
= .013
.013 .013
n/a
Orifice Coeff.
= 0.60
0.60 0.60
0,60
Exfil.(in/hr) = 0.000 (by Wet area)
Multi -Stage
= n/a
No No
No
TW Elev. (ft) = 0,00
Note: culvenroahce oddlows are analyzed under inlet (ic) and outlet (cc) control. Weir risers checked for
orifice condition. (id) and submergence (s).
Stage I Storage I Discharge
Table
Stage Storage
Elevation
Clv A
Clv B
Clv C
PrfRsr Wr A
Wr B Wr C
Wr D Exftl User
Total
It cuft
ft
cfs
cfs
cfs
cfs cfs
cfs cfs
cfs cfs cfs
cfs
0,00
0
4.00
0.00
0.00
---
--- 0.00
0,00 ---
--- --- ---
0,000
0.10
718
4.10
0.00
0.01 is
---
--- 0.00
0,00 ---
--- --- ---
0.009
0.20
1,437
4.20
0,00
0,02 is
---
--- 0.00
0.00 ---
--- --- ---
0.016
0.30
2,155
4.30
0.00
0.02 is
---
--- 0.00
0,00 ---
--- --- ---
0.020
0.40
2,873
440
0.00
0.02 is
---
--- 0.00
0.00 ---
--- --- ---
0.024
0.50
3,592
4.50
0.00
0.03 is
---
--- 0.00
0,00 ---
--- --- ---
0.027
0.60
4,310
4.60
0.00
0.03 is
---
--- 0.00
0,00 ---
--- --- --
0.030
0.70
5,028
4,70
0.00
0.03 is
---
--- 0.00
0.00 ---
--- --- ---
0.033
0.80
5,746
4.80
0.00
0.04 is
---
--- 0.00
0.00 ---
--- -- ---
0.035
0.90
6,465
4.90
0.00
0.04 is
---
--- 0.00
0.00 ---
--- --- ---
0.038
1.00
7,183
5.00
0.00
0.04 is
---
--- 0.00
0.00 ---
--- --- ---
0.040
1.10
7,998
5.10
0.00
0.04 is
---
--- 0.00
0.00 ---
--- --- ---
0.042
1.20
8,812
5.20
0.00
0.04 is
--
--- 0.00
0.00 ---
--- --- ---
0.044
1,30
9,627
5.30
0.46 is
0.05 is
---
--- 0,45
0.00 ---
--- --- ---
0.493
1.40
10,442
5.40
2.32 is
0.05 is
---
--- 2.32
0,00 ---
--- --- ---
2.369
1.50
11,256
5.50
2.83 oc
0.05 is
---
--- 2.83 s
0.00 ---
--- --- ---
2.881
1,60
12,071
5.60
3.52 oc
0,05 is
---
--- 3.52 s
0.00 ---
--- --- ---
3.570
1.70
12,886 -
5.70
4.06 cc
0,05 is
---
--- 4.06 s
0,00 ---
--- --- -
4.112
1.80
13,701
5.80
4.53 oc
0.05 is
- ----
4.52 s
0.00 ---
--- --- ---
4.576
1.90
14,515
5.90
4.95 oc
0.06 is
---
--- 4.94 s
0.00 ---
--- --- ---
4.993
2.00
15,330
6.00
5.33 oc
0.06 is
--
--- 5.30 s
0.00 ---
--- --- ---
5.359
2.10
16,245
6.10
5.68 oc
0.06 is
---
--- 5.67 s
0.00 ---
--- --- ---
5.727
2.20
17,160
6.20
6.01 oc
0.06 is
---
--- 5.99 s
0.00 ---
--- -- ---
6.050
2.30
18,075
6.30
6.32 cc
0.06 is
---
--- 6.31 s
0.00. --
--- --- ---
6.374
2.40
18,990
6.40
6.62 oc
0.06 is
---
--- 6.58 s
0.00 ---
--- --- ---
6.638
2.50
19,905
6.50
6.90 oc
0,06 is
--
--- 6.86 s
0.00 ---
--- --- ---
6,928
2.60
20,820
6.60
7.18 cc
0.07 is
---
--- 7.15 s
2.11 ---
--- --- -
9,320
2.70
21,735
6.70
7.44 oc
0.07 is
---
--- 7.35 s
5,96 ---
--- --- --
13.38
2,80
22.650
6.80
7,69 oc
0.07 is
---
--- 7.58 s
10.94 ---
--- --- ---
18,59
2,90
23,565
6.90
7.94 oc
0.07 is
---
--- 7.87 s
16.85 ---
--- --- ---
24.79
100
24,480
7.00
8.17 cc
0,07 is
---
--- 8.12 s
23.55 ---
--- --- ---
31.74

Hydrograph Report
5
Hydra Flow Hydrographs Extension for AutoCAD® Civil 3DO 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
Pre Dev
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 2.650 ac
Basin Slope
= 0.0 %
TIC method
= USER
Total precip.
= 7.00 in
Storm duration
= 24 hrs
Q (CIS)
6.00
5.00
Me
c m
2.00
1.00
Pre Dev
Hyd. No. 1 -- 10 Year
Monday, Jul 28, 2014
Peak discharge = 5.942 cfs
Time to peak
= 732 min
Hyd. volume
= 25,358 cuft
Curve number
= 60
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 15.80 min
Distribution
= Type III
Shape factor
= 484
Q (Cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 1 1 1 _I 1 1 i I I I 1 t 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
-- Hyd No. 1

11
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Monday, Jul 28, 2014
Hyd. No. 2
Post Dev
Hydrograph type
= SCS Runoff
Peak discharge
= 13.33 cfs ,
Storm frequency
= 10 yrs
Time to peak
= 725 min
Time interval
= 1 min
Hyd. volume
= 41,163 cuft
Drainage area
= 2.650 ac
Curve number
= 75
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Post Dev
Hyd. No. 2 -- 10 Year
12.00
10.00
We
2.00
Q (Cfs)
14.00
12.00
10.00
. 11
2.00
0.00 ---- —_ _. _ _ ____.I —^r I I I 1r-- - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 2

Hydrograph Report
7
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 3
Wet Pond
Hydrograph type
= Reservoir
Storm frequency
= 10 yrs
Time interval
= 1 min
Inflow hyd. No.
= 2 -Post Dev
Reservoir name
= Wet Pond
Storage Indication method used.
Q (cfs)
14.00
12.00
10.00
no
.M
M
M
Wet Pond
Hyd. No. 3 -- 10 Year
Monday, Jul 28, 2014
Peak discharge = 5.273 cfs
Time to peak
= 739 min
Hyd. volume
= 35,659 cuft
Max. Elevation
= 5.98 ft
Max. Storage
= 15,137 cult
Q (cfs)
14.00
12.00
10.00
. 11
2.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
-- Hyd No. 3 — Hyd No. 2 Total storage used = 15,137 cuff

4 8
Hydrograph Report
I Hydraflow Hydrographs Extension for AutoCADB Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
Pre Dev
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 2.650 ac
Basin Slope
= 0.0
Tc method
= USER
Total precip.
= 10.50 in
Storm duration
= 24 hrs
0 (cfs)
14.00
12.00
10.00
M
M
r ��
Pre Dev
Hyd. No. 1 -- 100 Year
Monday, Jul 28, 2014
Peak discharge = 12.47 cfs
Time to peak
= 732 min
Hyd. volume
= 51,689 cuft
Curve number
= 60
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 15.80 min
Distribution
= Type III
Shape factor
= 484
0 (cfs)
14.00
12.00
� IP
M
.w
IN
2.00
0.00 -1 — I -- —I I ---r I I I I i 1 ten! 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
—• Hyd No. 1

Hydrograph Report
0
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2009 by Autodesk, Inc. v6.066
Hyd. No. 2
Post Dew
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 2.650 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 10.50 in
Storm duration
= 24 hrs
Q (cfs)
24.00
20.00
16.00
12.00
: 11
4.00
Post Dev
Hyd. No. 2 -- 100 Year
Monday, Jul 28, 2014
Peak discharge = 23.21 cfs
Time to peak
= 724 min
Hyd. volume
= 72,852 cuft
Curve number
= 75
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type III
Shape factor
= 484
Q (cfs)
24.00
20.00
16.00
12.00
4.00
0.00 1 1l_ _.1. 1 1 1 1 — �:.__— 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 2

MO
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Aulodesk, Inc. v6.066
Monday, Jul 28, 2014
Hyd. No. 3
Wet Pond
Hydrograph type
= Reservoir
Peak discharge
= 15.24 cfs
Storm frequency
= 100 yrs
Time to peak
= 730 min
Time interval
= 1 min
Hyd. volume
= 67,319 cuft
Inflow hyd. No.
= 2 -Post Dev
Max. Elevation
= 6.74 ft
Reservoir name
= Wet Pond
Max. Storage
= 22,061 cuft
Storage Indication method used.
Wet Pond
Q cfs Q (cfs)
( ) Hyd. No. 3 -- 100 Year
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 -- -- — .-. __. __. 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
---- Hyd No. 3 — Hyd No. 2 Total storage used = 22,061 cuft

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