SW8010424_HISTORICAL FILE_20100624

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW-6QIU`t��
DOC TYPE
El
CURRENT PERMIT
❑
APPROVED PLANS
I�
C
HISTORICAL FILE
❑
COMPLIANCE EVALUATION INSPECTION
DOC DATE
WYYMMDD

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NCDENR
North Carolina Department of Environment and
Division of Water Quality
Beverly.Eaves Perdue Coleen H. Sullins
Governor Director
June 24, 2010
Mr. Elbert Dean Robbins
Southeast Burgaw Properties, LLC
204 North Dickerson Street
Burgaw, NC 28425
Subject: PERMIT RENEWAL REQUEST
Stormwater Permit No. SW8 010424
Southeast Burgaw Properties
Pender County
Dear Mr. Robbins:
Natural Resources
Dee Freeman
Secretary
The Division of Water Quality issued a Coastal Stormwater Management Permit, Number SW8 010424 to Southeast
Burgaw Properties for a High Density project on August 27, 2001. This permit expires on August 27, 2011. Per 15A
NCAC 2H.1003(h) (the stormwater rules), applications for permit renewals shall be submitted 180 days prior to the
expiration of a permit and must be accompanied by a processing fee, which is currently set at $505,00. If this is still
an active project please complete and submit the enclosed renewal application prior to February 27, 2011, If this
project has not been constructed and a permit is no longer needed, please submit a request to have the permit
rescinded. If you have sold the project, or are no longer the permittee, please provide the name, mailing address
and phone number of the person or entity that is now responsible for this permit. Enclosed is a form for change of
ownership, which should be completed and submitted if the property has changed hands.
Your permit requires that upon completion of construction and prior to operation of the permitted stormwater
treatment system, a certification of completion be submitted to the Division from an appropriate designer for the type
of system installed. This is to certify that the permitted facility has been installed in accordance with the permit, the
approved plans, specifications and supporting documentation. Please include a copy of the certification with your
permit renewal request and processing fee. Enclosed is a copy of a sample certification. Also enclosed is a new
Operation and Maintenance agreement that should be completed and submitted along with your renewal application.
You should be aware that failure to provide the Designer's Certification and the operation of a stormwater treatment
facility without a valid permit, are violations of NC General Statute 143-215.1 and may result in appropriate
enforcement action including the assessment of civil penalties of up to $10,000 per day.
If you have any questions, please feel free to contact David Cox at 910-796-7318.
Sincerely,
d=Eer Supervisor
Surface Water Protection Section
Wilmington Regional Office
Enclosures
GDSldwc S:IWQSIStormwaterlRenewal\Requests120011010424,jun10 i
cc: Wilmington Regional Office File
Wilmington Regional Office
127 Cardinal Drive Extension, Wilminglon, North Carolina 28405 One 1
Phone: [phone] FAX: [phone] Customer Service: 1-877-623-6746' NQ rt[L 1 Carol i n a
internet:www.ncwaterquality.org ;Va` L uri "J l ,
An Equal Opportunily 1AflinnaliveAolion Employer

I
State Stormwater Management Systems
Permit No. SW8 010424
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY 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
Southeast Burgaw Properties, LLC
Southeast Burgaw Properties
Pender County
FOR THE
construction, operation and maintenance of a wet detention pond in compliance with the provisions of 15A NCAC
2H .1000 (hereafter referred to as the "stormwater rules') and the approved stormwater management plans and
specifications and other supporting data as attached and on file with and approved by the Division of Water Quality
and considered a part of this permit.
This permit shall be effective from the date of issuance until August 27, 2011 and shall be subject to the following
specified conditions and limitations:
1. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater described in the
application and other supporting data.
2. This stormwater system has been approved for the management of stormwater runoff as described on page
3 of this permit, the Project Data Sheet. The stormwater control has been designed to handle the runoff from
106,263 square feet of impervious area. This pond must be operated with a vegetated filter.
Approved plans and specifications for this project are incorporated by reference and are enforceable parts
of the permit.
4. The tract will be limited to the amount of built -upon area indicated on page 3 of this permit, and per
approved plans.
5. The built -upon area for the future development is limited to NIA.
6. The runoff from all built -upon area within the permitted drainage area of this project must be directed into
the permitted stormwater control system. A permit modification must be submitted and approved prior to
the construction of additional built -upon area from outside of the approved drainage area.
2

State Stormwater Management Systems
Permit No. SW8 010424
Project Name:
Permit Number:
Location:
Applicant:
Mailing Address:
DIVISION OF WATER QUALITY
PROJECT DESIGN DATA SHEET
Southeast Burgaw Properties
SW8 010424
Pender County
Application Date:
Name of Receiving Stream/Index #:
Classification of Water Body:
If Class SA, chloride sampling results:
Pond Depth, feet:
Permanent Pool Elevation, FMSL:
Drainage Area, acres:
Total Impervious Surfaces, ft2:
Offsite Area entering Pond, ft2:
Required Surface Area, ft2:
Provided Surface Area, ft2:
Required Storage Volume, ft':
Provided Storage Volume, ft3:
Temporary Storage Elevation, FMSL:
Controlling Orifice:
Mr. Elbert Dean Robbins, President
Southeast Burgaw Properties, LLC
204 N. Dickerson Street
Burgaw, NC 28425
July 12, 2001
Cape Fear IUT Turkey Creek / 18-74-54
"C Sw"
nla
5.5
20
5
1063263
None, per Engineer
6,594
12,276
10,714
11,538
21
1.25"tp pipe
3

State Stormwater Management Systems
Permit No. SW8 010424
I1. SCHEDULE OF COMPLIANCE
The stormwater management system shall be constructed in it's 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.
The permittee shall at all times provide the operation and maintenance necessary to assure the permitted
stormwater system functions at optimum efficiency. The approved Operation and Maintenance Plan must
be followed in its entirety and maintenance must occur at the scheduled intervals including, but not limited
to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and revegetation of side slopes.
d. Immediate repair of eroded areas.
C. Maintenance of side slopes in accordance with approved plans and specifications.
f. Debris removal and unclogging of outlet structure, orifice device and catch basins and piping.
g. Access to the outlet structure must be available at all times.
4. Records of maintenance activities must be kept and made available upon request to authorized personnel
of DWQ. The records will indicate the date, activity, name of person performing the work and what actions
were taken.
5. Decorative spray fountains will not be allowed in the stormwater treatment system.
6. The facilities shall be constructed as shown on the approved plans. This permit shall become voidable unless
the facilities are 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.
8. 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.
9. A modification must be permitted prior to any construction. The following items will require a modification
to the permit. The Director may determine that other revisions to the project should require a modification
to the permit:
a. Any revision to the approved plans, regardless of size.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area.
C. Further subdivision, acquisition, or sale of the project area. The project area is defined as all property
owned by the permittee, for which Sedimentation and Erosion Control Plan approval was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the approved plan.
10. A copy of the approved plans and specifications shall be maintained on file by the Permittee for a minimum
of ten years from the date of the completion of construction.
CI

State Stormwater Management Systems
Permit No. SW8 010424
I i . The permittee shall submit final site layout and grading plans for any permitted future areas shown on the
approved plans, prior to construction. If the proposed BUA exceeds the pemitted amount, a modification
to the permit must be submitted and approved prior to construction.
12. Prior to the sale of any portion of the property, an access/maintenance easement to the stormwater facilities
shall be granted in favor of the permittee ifaccess to the stormwater facilities will be restricted by the sale
of any portion of the property.
13. The permittee is responsible for verifying that the proposed built -upon area does not exceed the allowable
built -upon area.
14. 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.
15. The permittee shall notify the Division of any name, ownership or mailing address changes within 30 days.
Ill. GENERAL CONDITIONS
This permit is not transferable. In the event there is a desire for the facilities to change ownership, or there
is a name change of the Permittee, a formal permit request must be submitted to the Division of Water
Quality accompanied by an application fee, documentation from the parties involved, and other supporting
materials as may be appropriate. The approval of this request will be considered on its merits and may or
may not be approved.
Failure to abide by the conditions and limitations contained in this permit may subject the Permittee to
enforcement action by the Division of Water Quality, in accordance with North Carolina General Statute
143-215.6A to 143-215.6C.
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)
which have jurisdiction.
4. In the event that the facilities fail to perform satisfactorily, including the creation of nuisance conditions,
the Permittee shall take immediate corrective action, including those as may be required by this Division,
such as the construction of additional or replacement stormwater management systems.
The permittee grants DENR Staff permission to enter the property for the purpose of inspecting all
components of the permitted stormwater management facility.
6. The permit may be modified, revoked and reissued or terminated for cause. The filing of a request for a
permit modification, revocation and reissuance or termination does not stay any permit condition.
7. Unless specified elsewhere, permanent seeding requirements for the stormwater control must follow the
guidelines established in the North Carolina I"rosion and Sediment Control Planning and Design Manual.
Permit issued this the 27th day of August, 2001,
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Gregory J. Thorpc, Ph.D., Acting Director
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 010424
5

Entity Names
http://www.secretary.state.nc.us/Corporations/Corp.asp?5033976
OF STATE
Corporations
Date: 8/27/2001
Document Filings
Corporation Names
Name Name Type
SOUTHEAST BURGAW PROPERTIES, LLC Legal NC
Limited Liability Company Information
SOSID: 0499659
Status: Current -Active Name
Date Formed: 7/12/1999
Citizenship: Domestic
State of Inc.: NC
Duration: JUN 2049
Registered Agent
Principal Office
Agent Name:
YATES, JOHN M
Address:
Registered Office
402 N. Mcneil Street
Principal Mailing
Address:
Burgaw NC 28425
Address:
Registered Mailing
PO Box 368
Address:
Burgaw NC 28425
No Address Listed
No Address Listed
I of 1 8/27/2001 4:37 PM

JOSEPH S. HILL, JR. AND ASSOCIATES
CONSULTING ENGINEERS and PLANNERS
1602 HARBOUR DRIVE
WILMINGTON, NORTH CAROLINA 28401
TELEPHONE [phone]
FAX [phone]
July 11, 2001
Ms. Linda Lewis
NCDENR
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
Subject: Additional Information
Stormwater Project No. SW8 010424
Southeast Burgaw Properties Pipe Storage Yard
Pender County
Dear Ms. Lewis:
R E k". 7"]" " I V E D
JUL 1 �'.2001
DWQ
PROJ 0 SW Fo to 42.4-
1
In response to your letter of June 25, 2001, regarding the subject project, we submit the
following information:
1. All pond contour dimensions (top, temporary pool, permanent pool) are shown inside
parentheses interrupting the contour lines. A typical dimension is shown on the legend.
The permanent pool dimensions are 60' x 180'.
2. The wetland species (smartweed) to be planted on the 6:1 shelf is shown on the
stormwater pond detail on sheet #2.
3.. Ebert Dean Robbins is shown to be president of the LLC on the application and
supplement.
4. The full name of the responsible contact person is Ebert Dean Robbins, as typed on the
application and supplement.
5. Sediment removal depths on the supplement form have been corrected.
Enclosed are three (3) copies of the plans and the revised application and supplement form.
Please do not hesitate to contact me if you have any questions.
Sincerely,
JOSEPH S. HILL, JR. and ASSOCIATES
'
JSH/pat Jos ph S. Hill, Jr., P.E.
Attachments
LEWIs.071101.doc

North Carolina
Department of Environment and Natural Resources
Division of Water Quality
Wilmington Regional Office
Michael F. Easley, Governor
William G. Ross, .Jr., Secretary
June 25, 2001
Mr. Dean Robbins
Southeast Burgaw Properties, LLC
204 N. Dickerson Street
-Burgaw, NC '28425
NCDENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
Subject: REQUEST FOR ADDITIONAL INFORMATION
Stormwater Project No. SW8 010424
Southeast Burgaw Properties Pipe Storage Yard
Pender County
Dear Mr. Robbins:
The Wilmington Regional Office received a Stormwater Management Permit Application for
Southeast Burgaw Properties Pipe Storage Yard on April 23, 2001. A preliminary review of that
information has determined that the application is not complete. The following information is needed to
continue the stormwater review:
l . Please dimension the permanent pool contour.
2. Please specify (by name) the wetland species to be planted on the 6:1 shelf.
3. Please be accurate in reporting your title within the LLC. Most LLC's have presidents or
managing members. The title of Partner/Owner indicates that the company is either set up as
a partnership or a sole proprietorship. Please correct and revise on the application and
supplement.
4. Your signature has another name in front of Dean. Please add this name to the name typed
on the application and supplement.
5. The sediment removal depths reported on the supplement form exceed the pond's design
depth. It appears that they have been reported as elevations rather than actual depths. Please
revise.
127 Cardinal Dr. Ext., Wilmington, North Carolina 28405 Telephone [phone] FAX [phone] !1A
An Equal Opportunity Affirmative Action Employer 50% recycled110% post -consumer paper

Mr. Robbins
June 25, 2001
Stormwater Project No. SWS 010424
-------------------------------------------
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received by this Office prior to July 25, 2001, or the application will be
returned as incomplete. The return of a project will necessitate resubmittal of all required items, including
the application fee.
If you need additional time to submit the information, please mail or fax your request for a time
extension to the Division at the address and fax number at the bottom of this letter. The request must
indicate the date by which you expect to submit the required information. The Division is allowed 90 days
from the receipt of a completed application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under an approved
Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement action
pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any original documents
that need to be revised have been sent to the engineer or agent. All original documents must be returned or
new originals must be provided. Copies are not acceptable. If you have any questions concerning this
matter please feel free to call me at [phone].
Sincerely,
Linda Lewis
Environmental Engineer
RSS/arl: S:IWQSISTORMWATIADDINFOI0I04243UN
cc: Linda Lewis
Joseph Hill, P.E.

SOUTHEAST BURGAW
PROPERTIES, L.L.C.
PENDER COUNTY
STORMWATER MANAGEMENT CALCUALTIONS
April 2001
RECEIVED
APR 2 12001
PROJ # DG10 -
5.
<
Prepared Sy:
JOSEPH S. HILL, JR. and ASSOCIATES
CONSULTING ENGINEERS and PLANNERS
1602 Harbour Drive
Wilmington, North Carolina 28401
[phone]

TABLE OF CONTENTS
1. Detention Pond Calculations
2. Forebay Calculations
3. Outlet Protection Design - 18" 0 & 30" 0
4. Drainage Channel Calculations
C:\My Qocuments\SE BURGAW PROPERTIES\STWTR CALC.doc

SOUTHEAST BURGAW PROPERTIES, L.L.C.
Stormwater Detention Pond Calculations
Stormwater runoff from the project will be retained in a wet detention
pond. This pond will store the runoff generated by 1 inch of rainfall. The stored
runoff will be discharged over a period of 4.6 days.
The pond area required to remove 90% of total suspended solids was
calculated using the SA/DA Percentage Chart (see chart) for North Carolina
coastal regions.
Runoff Calculations
Impervious Surfaces -
Building Rooftop =
3,600 SF
Gravel Street, parking, pipe
Storage yard
102,663 SF
Total Impervious Surfaces =
106,263 SF
Total Area = 5.00 Ac. =
217,800 SF
Total Pervious Area =
115,537 SF
1" Runoff from Impervious Surfaces = 0.0833' x 106,263 SF = 8,851 CF
1" Runoff from Pervious Surfaces = 0.2 x 0.0833` x 115,537 SF = 1.925 CF
Total runoff to be stored in pond = 10,776 CF
= 80,820 Gal.
Detention Pond Calculations
Pond Surface area @ Temporary Pool Elev. Of 20.0' = 12,276 SF
Pond Surface area @ Permanent Pool Elev. Of 21.0' = 10,800 SF
Average Pond Surface Area = 11538 SF
Pond Storage Volume = 11,538 SF x 1.0' Depth = 11,538 CF
10,776 CF = 111538 CF = 0.93 Pond Storage Depth Required (use 1.0`)
Total Watershed Area = 5.00 Ac. = 217,800 SF
Impervious % = 106,263 SF = 217,800 SF = 48.8%
Pond Depth = 5.5'
C:\My Documents\SE BURGAW PR0PERT1ES\STWiR CALC.doc

Southeast Burgaw Properties, L.I__.C.
Stormwater Detention Pond Calculations
Page.2
SA/DA % required for 90% solids removal @ 5.0' Depth (see chart) = 3.1%
3.1% x 5.00 AC. = 0.155 AC. = 6,752 SF
Pond surface area @ Permanent Pool Elev. Of 20.0' = 10,800 SF
Pond is therefore adequate for 90% TSS removal.
Orifice Discharge -Rate Calculations
Use 1.25" diameter orifice for outlet
Calculate average discharge rate and time to lower orifice head from 1.0' to 0.9':
0.1' pond height x 11,538 SF average pond area x 7.5 ga/ft3
= 8,654 Gallons Storage
Average head on orifice from 1.0' to 0.9' = 0.95'
Average discharge rate @ 0.95' head:
Q(GPM) = (449)c A-/2gh
Q(GPM) = Volume discharge in gallons per minute
c = discharge coefficient = 0.6
A = orifice area in square feet
g = gravity = 32.2
h = head above center of gravity
Q(GPM) _ (449)(.6)(.0085)-/(2)(32.2)(0.95)
Q = 17.0 GPM
Time required to lower pond 0.1' @ 0.65' average head:
T = 8,564 Gal. 17.0 GPM = 478
17.9 GPM vs 478 minutes plotted on curve (see discharge curve).
C:\My Documents\SE BURGAW PROPERTIES\STWTR CALC.doc

Southeast Burgaw Properties, L.L.C.
Stormwater Detention Pond Calculations
Page 3
Discharge rate and time to lower head from 0.9' to 0.8':
Q = 16.9 GPM
T = 8,654 Gal. = 16.9 GPM = 512 minutes
16.9 GPM vs 990 minutes plotted on curve.
Discharge rate and time to lower head from Offto 0.7':
Q = 15.9 GPM
T = 8,654 Gal. _ 15.9 GPM = 544 minutes
15.9 GPM vs 1,534 minutes plotted on curve.
Discharge rate and time to lower head from 0.7' to 0.6':
Q = 14.8 GPM
T = 8,654 Gal. = 14.8 GPM = 585 minutes
14.8 GPM vs 2,119 minutes plotted on curve.
Discharge rate and time to lower head from 0.6' to 0.5':
Q = 13.6 GPM
T = 8,654 Gal. = 13.6 GPM = 636 minutes
13.6 GPM vs 2,755 minutes plotted on curve.
Discharge rate and time to lower head from 0.5' to 0.4':
Q = 12.3 GPM
T = 8,654 Gal. = 12.3 GPM = 703 minutes
12.3 GPM vs 3,458 minutes plotted on curve.
Discharge rate and time to lower head from 0.4' to 0.3':
Q = 10.9 GPM
T = 8,654 Gal. = 10.9 GPM = 794 minutes
10.9 GPM vs 4,342 minutes plotted on curve.
Discharge rate and time to lower head from 0.3' to 0.2':
Q = 9.2 GPM
T = 8,654 Gal. = 9.2 GPM = 940 minutes
9.2 GPM vs 5,282 minutes plotted on curve.
Discharge rate and time to lower head from 0.2' to 0.1':
Q = 7.1 GPM
T = 8,654 Gal. = 7.1 GPM = 1,219 minutes
7.1 GPM vs 6,501 minutes plotted on curve.
C:\My Documents\SE BURGAW PROPERnES\STWTR CALC.doc

Southeast Bur_ ag w Properties, L.L.C.
Stormwater Detention Pond Calculations
Page 4
Discharge rate and time to lower head from 0.1' to 0.0':
Q=4.1GPM
T = 8,654 Gal. �- 4.1 GPM = 2,111 minutes
4.1 GPM vs 8,612 minutes plotted on curve.
The outlet structure will discharge the total calculated runoff volume of 80,820
gallons in approximately 4.6 days (see Orifice Discharge Curve).
C:�My Documents\SE BURGAW PROPERTIES\STWTR CALC.doc

SA/DA - 85% TSS REMOVAL WITH 30' VEGETATIVE FILTER
IMPER.% 3.OFT 3.5FT 4.OFT 4.5FT 5.OFT 5.5FT 6.OFT 6.5FT 7.OFT 7.5FT
10%
.9
.8
.7
.6
.5
20%
1.7
1.3
1.2
1.1
1.0
.9
.8
.7
.6
.5
30%
2.5
2.2
1.9
1.8
1.6
1.5
1.3
1.2
1.0
.9
40%
3.4
3.0
2.6
2.4
2.1
1.9
1.6
1.4
1.1
1.0
50%
4.2
3.7
3.3
3-.0
2.7
2.4
2.1
1.8
1.5
1.3
60%
5.0
4.5
3.8
3.5
3.2
2.9
2.6
2.3
2.0
1.6
70%
6.0
5.2
A.5
4.1
3.7
3.1
2.9
2.5
2.1
1.8
80%
6.8
6.0
5.2
4.7
4.2
3.7
3.2
2.7 -
2.2
2.0
90%
7.5
6.5
5.8
5.3
4.8
4.3
3.8
3.3
2.8
1.3
100%
8.2
7.4
6.8
6.2
5.6
5.0
4.A
3.8
3.2
2.6
SA/DA - > 90% TSS REMOVAL
FOR WET DETENTION WITHOUT VEGETATIVE FILTER
IMPER A 3.OFT 3.5FT 4.OFT 4.5FT 5.OFT 5.5FT 6.OFT 6.5FT 7.OFT 7.5FT
10%
1.3
1.0
.8
.7
.6
.5
.4
.3
.2
.1
20%
2.4
2.0
1.8
1.7
1.5
1.4
1.2
1.0
.9
.6
30%
3.5
3.0
2.7
2.5
2.2
1.9
1.6
1.3
1.1
.8
40%
4.5
4.0
3.5
3.1
2.8
2.5
2.1
1.8
1.4
1.1
50%
5.6
5.0
4.3
3.9
3:5
3.1
2.7
2.3
1.9
1.5
60%
7.0
6.0
5.3
4.8
4.3
3.4
2.9
2.4
1.9
70°%
8.1
7.0
6.0
5.5
5.0
14.5
3.9
3.4
2.9
2.3
80%
9.4
8.0
7.0
6.4
5.7
5.2
4.6
4.0
3.4
2.8
90%
10.7
9.0
7.9
7.2
6.5
5.9
5.2
4.6
3.9
3.3
100%
12.0
10.0
8.8
8.1
7.3
6.6
5.8
5.1
4.3
3.6
5R

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Southeast Burgaw Properties, L.L.C.
Stormwater Detention Pond Calculations
Page 7
Forebay Calculations
Provide approximately 20% of Total Pond volume including area of forebay
construction and temporary pool volume:
Permanent Pool Volume:
Permanent Pool Area @ Elev. 20.0' = 10,800 SF
Pond Area @ Elev. 14.5' = 1,300 SF
Pond Average Area — 6,050 SF
6,050 SF x 5.5' depth = 33,275 CF Permanent Pool Volume
Temporary Pool Volume = 11,538 CF
Total Pond Volume = 44,813 CF
Forebay Volume:
Forebay Area @ Elev. 21.0' = 3,300 SF
Forebay Area @ Elev. 17.0' = 11344 SF
Forebay Average Area = 2,322 SF
2,322 SF x 4.0' Depth -- 9,288 CF Forebay Volume
9,288 CF = 44,813 CF = 20.7%
Forebay = 20.7% of Permanent Pond Volume
C:\My Documents\SE SURGAW PROPERTIES\STWT'R CALC.doc

SOUTHEAST BURGAW PROPERTIES, L.L.C.
Erosion Control Plan
Outlet Protection Design
18" 0 Pipe Outlet
Use attached Nomographs to determine Rip Rap size and Rip Rap apron
configuration for 18" 0 RCP discharging'to detention pond.
Design Criteria:
1. Flow = 12 CFS; 18" 0 outlet pipe
2. Assume minimum tailwater conditions; no defined channel.
Pipe Diameter = Do = 1.5'
Apron Length = La = 12' (from Nomograph)
Upstream Apron Width = W„ = 3 x Da = 3 x 1.5' = 4.5'
Downstream Apron Width = Do + La = 1.5' + 12' = 13.5' Min.
Median Stone Size = D5o = 0.2' Min. (from Nomograph)
(See attached Rip Rap Blanket Configuration - Plan View)
Select "Class B" Stone (minimum) 5" - 15"
Apron Thickness = 1.5 x dmax = 1.9'
C:\My DocumenLs\SE BURGAW PR0PERTIE5\ER0SI0N\ER0S CALC.doc - 5 -

7.54
Erosion and Sediment Control Handbook
I ' 1 I Outlet Y^I- .
OIPe � � _"', aPt°' 25
diameter 0. Prot �\\-
�m\erg °t-0. 70
20 _\e a9�r
Fn
`gym-
t5 50 1.4
m
40 v chi a 1.3
4 1.2
7
10 30 � I o-In- a •° t.l
n �
y r I
IZ r 5T20
Lq
m G.7
0� 0 ¢' i n tia 5° 2.N 0.6
EL
-0 5
0.4
x�
a n
SD
V
I I I I
! I I I f I I I 1 I I
0
3 5 220 5G too 200 Soo 1000
006� I Discharge,h3lsec
�.
O.t 0.2 0.30.4 0.6 0.8 1 2 3 4 5 6 7 8 10 15 20 25
0+scharge, m3/sec
Fig. 7.45 Design of riprap outlet protection from a round pipe flowing full; minimum
tailwater conditions. (6, 14) t
i
to find the riprap size and apron length. The apron width at the pipe end should j
be 3 times the pipe diameter. Where there is a well-defined channel immediately
downstream from the apron, the width of the downstream end of the apron j
should be equal to the width of the channel. Where there is no well-defined char-
nel immediately downstream from, the apron, minimum tailwater conditions i
apply and the width of the downstream end of the apron should be equal to the s
pipe diameter plus the length of the apron.
i
i
EXAMPLE 7.4 Riprap Outlet Protection Design Calculation for Minimum t
Tailwater Condition
Given: A flow of 6 ft'/sec (0.17 m'/sec) discharges from a 12-in (30-cm) pipe onto a 2
percent grassy slope with no defined channel. i
Find: The required length. width, and median stone size dso for a riprap apron.

Water Conveyance and Energy Dissipation 7.57
ment. However, to simplify our calculations, we will assume that both i and A remain
constant. Therefore, the postdevelopment runoff is
0.6 ( 0.6
0.3 (20 ft3/sec) = 40 ft3/sec 0.3 (0.57 m3/sec) — 1.14 m3/sec
This Sow will exceed the natural capacity of the stream. it may erode the streambank
and cause flooding problems.
STEP 3. Determine how to accommodate the postdevelopment flow in a nonerasive man-
ner. There are several ways we could handle the increased flow. We could further divide
the subdivision so that approximately one-half drains into the stream and one-half
Do _ /.
W (max. TM
W (min. TW)
Fig. 7.47 Riprap blanket configuration for outlet protec-
tion; see the reference for design details. (2)
1

FIGURE 6
SIZES FOR RI?PAP
ANO EROSION CONTROL STONE
- N.C. Departmenc of Transportation Specifications -
C'_ass
1
to 200 lbs.
30:
weigh a minimum
of 60 lbs. each
- No more than
10z shall
weigh less
than 15 lbs. ea.
Class
2
25 to 250 lbs.
- 60Z shall
weigh a minimum
of 100 lbs. each
No more than
5z shall .weigh
less than 50 lbs.
each.
*Notan NC -DOT Standard Specification
(Sur9G ��ont'
Class Class
A B I
.2et to b„ 5" to 1 5„
�1 S,
J tL { S1
300 _.: s
i
I
-10z
tolerance
top b
bottom
sizes
- No grada- -No grada-
tion tion
specified specified
NORTH CAROLINA
AGGREGATES ASSOCIATION
P. 0. 80X 30601 • RALEIGH• NC I762z
PHONE 1914} 787.7055
T
Percen
Passin..
Or use
No. G scone,
i.e., 1�" to
3 / y 11
Also, Class
2-6", ma e c
Page 17

SOUTHEAST BURGAW PROPERTIES, L.L.C.
Erosion Control Plan
Outlet Protection Design
30" 0 Pipe Outlet
Use attached Nomograph to determine Rip Rap size and Rip Rap apron
configuration for 30" 0 pipe outlet to offsite drainage. (Q = 26 CFS)
Design Criteria:
1. 30" 0 RCP outlet pipe with 26 CFS discharge.
2. Assume maximum tailwater conditions; well-defined channel.
Pipe Diameter = Do = 2.5'
Apron Length = La = 12' (from Nomograph)
Upstream Apron Width = Wu = 3 x Do = 3 x 2.5 = 7.5'
Downstream Apron Width = Do + .44 = 2.5 + 4.8 = 7.3' min.
Median Stone Size = d5o = 0.2' min. (from Nomograph)
(See attached Rip Rap Blanket Configuration - Plan View)
Select "Class B" Stone (minimum) 5" - 15"
Apron Thickness = 1.5 x dmax = 19"
C:\My Documents\SE BURGAW PROPERTIES\EROSION\EROS CALC.doc - 6 -

r
Water Conveyance and Energy Dissipation
30.
Outlet
pipe 5 ; wy ' 0, + 0.4 L,
diameter OL L,
-' 30 �` 1
�aQ `6c 90
o Q
25 ova SO
�� as
60
r
15 r- 50
40
10 30
120 a"
10
m
7.55
jry C) m
I CO e o w^��ri n 11.0
h n, u
CO rrv-p-rr I'r -� a � 5 I 1
E
a I 213 i 0.6
0.4
N fl.5 .N
b—p.�}� c��'ro��oV1��0 of��i`O , ♦J.3 a
70,1
3 5 10 2r l 50 100 200 500 loco
F j " Discharge, ,t3/sec
.1 .2 .3 ,4 .S.o.;.8.9t 2 3 a 5 6 73 10 15 20 25
Discharge, mJ/sec
Fig. 7.46 Design of riprap outlet protection from a round pipe flowing full; maximum
tailwater conditions. (6, 14)
Solution_ Since the pipe discharges onto a flat area with no defined channel, a mini-
mum tailwater condition"ian be assumed.
By Fig. 7.45. the apron length L, and median stone size d,a are 10 ft (3 m) and 0.3 ft
(9 cm), respectively. The upstream apron width Wu equals 3 times the pipe diameter D,.
W =3XD,
s 3(1 it) = 3 ft (3(0.3 m) = 0.9 mj
The downstream apron width Wd equals the apron length plus the pipe diameter:
W,,j = D, + L,
alft-Loft=11ft (0.3 m + 3.0 m — 3.3 m)
Note: When a concentrated flow is discharged onto a slope (as in this example), gul-
lying can occur downhill from the outlet protection. The spreading of concentrated flow
30 "'4 z c

Water Conveyance and Energy Dissipation 7.57
meat. However, to simplify our calculations, we will assume that both i and A remain
constant. Therefore, the postdevelopment runoff is
0.6
0.3 (20 ff/sec) - 40 ft'/sec l 0,3 0.6 (0.57 m'/sec) — 1.14 m'/sec k
This flow will exceed the natural capacity of the stream. It may erode the streambank
and cause flooding problems.
STEP 3. Determine how to accommodate the postdevelopment flow in a nonerosive man-
ner. There are several ways we could handle the increased flow. We could further divide
the subdivision so that approximately one-half drains into the stream and one-half
�.. F W {max. TW] = �.
3'
W (min. TW)
Fig. 7.47 Riprap blanket configuration for outlet protec-
tion; see the reference for design details. (2)
-:;5 0 // 1Z4 P

OCAS �; � :7J�RINf�GE CH.f-!✓1JEL
TRAPEZOIDAL CHANNEL ANALYSIS
RATING CURVE COMPUTATION
February 2, 2001
PROGRAM INPUT DATA
DESCRIPTION VALUE
Channel Bottom Slope(ft/ft)................................ 0.0005
Manning's Roughness Coefficient (n-value)................... 0.02
Channel Left Side Slope (horizontal/vertical)............... 2.0
Channel Right Side Slope (horizontal/vertical).............. 2.0
Channel Bottom Width(ft).............0.....4............... 2.0
Minimum Flow Depth(ft)...................................... 0.2
Maximum Flow Depth(ft)..................................... 2.2
Incremental Head(ft)....................................... 0.2
COMPUTATION
RESULTS
Flow
Flow
Flow
Froude
Velocity
Energy
Flow
Top
Depth
Rate
Velocity
Number
Head
Head
Area
Width
(ft)
(cfs)
(fps)
(ft)
(ft)
(sq ft)
(ft)
----------------------------------------------------------------------
0.2
0.24
0.5
0.214
0.004
0.204
0.48
2.8
0.4
0.83
0.74
0.233
0.008
0.408
1.12
3.6
0.6
1.76
0.92
0.245
0.013
0.613
1.92
4.4
0.8
3.08
1.07
0.253
0.018
0.818
2.88
5.2
1.0
4.82
1.21
0.26
0.023
1.023
4.0
6.0
1.2
7.03
1.33
0.266
0.028
1.228
5.28
6.8
1.4
9.73
1.45
0.271
0.033
1.433
6.72
7.6
1.6
12.97
1.56
0.276
0.038
1.638
8.32
8.4
1.8
16.18
1.66
0.28
0.043
1.843
10.08
9.2
2.0
21.2
1.77
0.284
0.048
2.048
12.0
10.0
2.2
26.26
1.86
0.288
0.054
2.254
14.08
10.8
HYDROCALC
Hydraulics
for Windows, Version
1.2a Copyright (c)
1996
Dodson & Associates,
Inc., 5629
FM 1960 West, Suite
314, Houston, TX 77069
Phone: (281)
440-3787,
Fax: [phone],
Email:[e-mail]
All Rights
Reserved.
F L 0
;;.72,Gc7,
r
0/F9'�-157`����;
DRA1A1r?GE Gti.=,(j,1)E�- (ZC, Cr-5 ?o57--D6+lEL�PMFA)7- gul1oFr)
,2-00-FI UII'1/,' P,40766F evN 0FF

4
JOSEPH S. HILL, JR. AND ASSOCIATES
CONSULTING ENGINEERS and PLANNERS
1602 HARBOUR DRIVE
WILMINGTON, NORTH CAROLINA
TELEPHONE [phone]
`f./
O /
April 17, 2001
Ms. Linda Lewis
N.C.D.N.R.
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
Subject: Stormwater Management Plan
Southeast Burgaw Properties, L.L.C.
Pender County
Dear Ms. Lewis:
MAILING ADDR.Mi
POST OFFICE BOX 5592-STA I
WILMINGTON, NC 28403-4155
RECEIVED
APR 2 3 2001
DWQ
PROD # _1f� a.�a_�
Enclosed are three (3) copies of the Stormwater Management Plan,
calculations and specifications, a permit application, and a check in the amount
of $420.00 for the application fee for Southeast Burgaw Properties, L.L.C.
Please review the plan as soon as possible.
Please do not hesitate to contact me if you have any questions.
Sincerely,
JOSEPH S. HILL, JR. and ASSOCIATES
Akw
JSH/pat Jose S. Hill, Jr., P.E.
Attachments
LEWISO41701.doc

SOUTHEAST BURGAW PROPERTIES, L.L.C.
Stormwater and Erosion Control Plan
Project Description
Southeast Burgaw Properties, L.L.C., is a proposed storage yard for storm
drainage pipe. The site is an industrial tract approved by Pender County and
comprises a relatively flat former farm field of 5.0 acres.
Offsite runoff crosses the site from the adjacent 5.0 acre tract, which will
be developed to a lower density than the project according to conversations with
the owner of the adjacent tract. The existing ditch across the project will be
piped to accommodate this offsite drainage. All offsite drainage will be excluded
from the stormwater/sediment control pond.
The site will be covered by one building and a compacted gravel street,
parking, and pipe storage area. Total impervious area is 2.44 acres. All flow
from impervious surfaces, as well as pervious surfaces, is routed into a pond for
treatment and settling prior to discharging from the site.
Pipes and drainage structures routing flow to the pond are sized for the
10-year event. Outfall pipes and structures are sized for the 100-year event.
The pond will serve as a temporary sediment control pond during
construction, then as a permanent Stormwater management pond. The pond
water control structure will allow storage of 1" rainfall on the site and release the
stored rainfall over a period of approximately 4.6 days.
RECEIVED
APR 2 3 '2001
DWQ
PROJ #
C:\My aocuments\SE BURGAW PR0PERnES\\PR0J OESC.doc