SW8990462_Historical File_20030711

C WATFR Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
co f
-_� Alan W. Klimek P.E.,Director
O K Division of'Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
July 11, 2003
Messrs. Charles E. Wells, Ronnie Graves and Freddie Brown
1641INC 1-1wi. 53 West
Bur(: ;;3 a�, NC 28425
Subject: Permit No. SW8 990462 Modification
Rocky Point Commercial Park
High Density Subdivision Stormwater Project
Pender County
Dear Messrs. Wells, Graves and Brown:
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for ;pocky Point Commercial Park on July 8, 2003. Staff review of the plans
and has determined that the project, as proposed, will comply with the
Stormwater Regulations set forth in Title 15A NCAC 2H.1000. We are forwarding
Permit No. SW8 990462 Modification, dated July 11, 2003, for the construction of the
subject project.
This permit shall be effective from the date of issuance until July 11, 2013, and shall be
subj*x,t to the conditions and limitations as specified therein. Please pay special
attention goy the operation and Maintenance requirements in this permit. Failure to
estad)0'-)A; an adequate system for operation and maintenance of the stormwater
man�:frrint :aystem 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 upon written request within thirty (30)
days following receipt of this permit. This request must be in the form of a written
petifico-"i, °';o arming to Chapter 150B of the North Carolina General Statutes, and filed
nrith I io 0' fie of Administrative Hearings, P.O. Drawer 27447, Raleigh, NC 27611-
7447. Unless such demands are made this permit shall be final and binding.
If you liav�� any questions, or need additional information concerning this matter, please
contact Linda Lewis, or me at [phone].
Sincerely,
Rick Shiver
Water Quality Regional Supervisor
,2SSs:'-ii'3 3:1WQS\STORMWAT\PERMI-R99O462.juIO3
Jim Honeycutt, P.E.
Pender County Inspections
Linda Lewis
Wilmington Regional Office
Central Files
N. C. Division of Water Quality 127 Cardinal Drive Extension (910) 39"900 Customer Service
Wilmington Regional Office Wilmington, NC 28405 [phone] Fax [phone]

State Stormwater Management Systems
Permit No. SW8 990462 Modification
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
Mr. Charles Wells, Mr. Ronnie Graves, Mr.Freddie Brown
Rocky Point Commercial Park
Pender County
FOR THE
construction, operation and maintenance of 5 wet detention ponds 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 July 11, 2013 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 on page 3 of this permit, the Project Data Sheet. The
subdivision is' permitted for 18 lots, each allowed a maximum amount of built -
upon area, more particularly described in Condition 11.13 of this permit. Lots 1, 2,
3, 4, 5, 6, A, B, C, J, K, and L must direct their runoff into Pond #1; Lots H & I
must direct their runoff into Pond #2; Lot G must direct its runoff into Pond #3;
Lots E & F must direct their runoff into Pond #4; and Lot D must direct its runoff
into Pond #5.
3. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
4. 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.
2

State Stormwater Management Systems
Permit No. SW8 990462 Modification
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
Mr. Charles Wells, Mr. Ronnie Graves, Mr.Freddie Brown
Rocky Point Commercial Park
Pender County
FOR THE
construction, operation and maintenance of 5 wet detention, ponds 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 July 11, 2013 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 on page 3 of this permit, the Project Data Sheet. The
subdivision is permitted for 18 lots, each allowed a maximum amount of built -
upon area, more particularly described in Condition 11.13 of this permit. Lots 1, 2,
3, 4, 5, 6, A, B, C, J, K, and L must direct their runoff into Pond #1; Lots H & I
must direct their runoff into Pond #2; Lot G must direct its runoff into Pond #3;
Lots E & F must direct their runoff into Pond #4; and Lot D must direct its runoff
into Pond #5.
3. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
4. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the projecti
will be recorded showing all such required easements, in accordance with the
approved plans.
2

State Stormwater Management Systems
Permit No. SW8 990462 Modification
DIVISION OF WATER QUALITY
PROJECT DATA SHEET
Project Name: Rocky Point Commercial Park
Permit Number: SW8 990462
Location: Highway 117, Rocky Point, Pender County
Applicant: Charles Wells, Ronnie Graves and Freddie Brown
Mailing Address: 1640 NC Highway 53 West
Burgaw, NC 28425
Application Date: July 8, 2003
Receiving Stream / River Basin: Pike Creek / Cape Fear
Stream Index Number: 18-74-46
Classification of Water Body: "C Sw"
Design Storm: 1"
Pond Number: 1 2
3
4
5
Drainage Area, acres: 27.67 3.88
3.79
4.25
1.59
Onsite: 25.78 3.88
3.79
4.25
1.59
Offsite: 1.89 0
0
0
0
Total Impervious Surfaces, ft2: 937,274 152,091
148,735
166,700
62,289
(D Lots, ft2: 811,339 152,091
148,735
166,700
62,289
Roads/Parking, ft2: 51,989 0
0
0
0
Offsite, ft2: 73.946 0
0
0
0
Pond Depth, feet: 7.5 6.5
7.0
7.0
5.0
OO TSS removal efficiency: 90% 90%
90%
90%
90%
Permanent Pool Elev., FMSL: 27.00 28.20
26.50
29.00
28.50
OPermitted Surface Area, ft2: 32,702 7,802
7,203
7,500
4,680
Permitted Storage Volume, ft3: 119,961 18,304
16,902
14,381
11,412
Temporary Storage Elev., FMSL: 30.2 30.2
28.5
30.68
30.5
®Controlling Orifice: 3.0" cp 1.5" T
1.5" cp
1,75" T
1.0" cp
Lots 1, 2, 3, 4, 5, 6, A, B, C, J, :, and L must direct their i undi into Pond #1; Lots H &
I must direct their runoff into Pond #2; Lot G must direct its runoff into Pond #3; Lots E &
F must direct their runoff into Pond #4; Lot D must direct
its runoff into Pond #5.
O If 90% is provided, a vegetated filter is not required
O The permitted surface area must be provided at the permanent
pool -elevation
® The orifice must draw down the 1" volume in 2-5 days.
3

State Stormwater Management Systems
Permit No. SW8 990462 Modification
II. SCHEDULE OF COMPLIANCE
1. No homeowner/lot owner/developer shall fill in, alter, or pipe any drainage feature
(such as swales) shown on the approved plans as part of the stormwater
management system without submitting a revision to the permit and receiving
approval from the Division.
2. The permittee is responsible for verifying that the proposed built -upon area for
the entire lot, including driveways and sidewalks, does not exceed the allowable
built -upon area. Once the lot transfer is complete, the built -upon area may not be
revised without approval from the Division of Water Quality, and responsibility for
meeting the built -upon area limit is transferred to the individual property owner.
3. If an Architectural Review Committee (ARC) is required to review plans for
compliance with the BUA limit, the plans reviewed must include all proposed
built -upon area. Any approvals given by the ARC do not relieve the homeowner
of the responsibility to maintain compliance with the permitted BUA limit.
4. 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 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.
e. Further subdivision, acquisition, or sale of all or part of the project area.
The project area is defined as all property owned by the permittee, for
which Sedimentation and Erosion Control Plan approval or a CAMA Major
permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
5. The Director may determine that other revisions to the project should require a
modification to the permit.
6. 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.
7. 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.
8. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
9. 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
4

State Stormwater Management Systems
Permit No. SW8 990462 Modification
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification.
10. 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.
11. Decorative spray fountains will not be allowed in the stormwater treatment
system
12. Permanent seeding requirements for the stormwater control must follow the
guidelines established in the North Carolina Erosion and Sediment Control
Planning and Design Manual.
13. Prior to the sale of any lot, deed restrictions must be recorded which limit the
built -upon area per lot to the amount as shown on the Project Data Sheet, per
Section I, Part 2. The recorded statements must follow the form:
a. The following covenants are intended to ensure ongoing compliance with
State Stormwater Management Permit Number SW8 990462, as issued
by the Division of Water Quality under NCAC 2H.1000.
b. The State of North Carolina is made a beneficiary of these covenants to
the extent necessary to maintain compliance with the Stormwater
Management Permit.
C. These covenants are to run with the land and be binding on all persons
and parties claiming under them.
d. The covenants pertaining to stormwater may not be altered or rescinded
without the express written consent of the State of North Carolina, Division
of Water Quality.
e. Alteration of the drainage as shown on the approved plans may not take
place without the concurrence of the Division of Water Quality.
f. The maximum built -upon area per lot, in square feet, is as follows:
Lot 1
75,907
Lot A
77,551
Lot G
148,735
Lot 2
77,899
Lot B
52,867
Lot H
78,350
Lot 3
89,299
Lot C
59,436
Lot 1
73,741
Lot 4
77,899
Lot D
62,289
Lot J
64,295
Lot 5
77,899
Lot E
83,067
Lot K
63,418
Lot 6
59,849
Lot F
83,633
Lot L
35,020
This allotted amount includes any built -upon area constructed within the
lot property boundaries, and that portion of the right-of-way between the
front lot line and the edge of the pavement. Built upon area includes, but is
not limited to, structures, asphalt, concrete, gravel, brick, stone, slate,
coquina and parking areas, but does not include raised, open wood
decking, or the water surface of swimming pools.
g. All runoff on the lot must drain into the permitted system. This may be
accomplished through providing roof drain gutters which drain to the
street, grading the lot to drain toward the street, or grading perimeter
swales and directing them into the pond or street. Lots that naturally drain
into the system are not required to provide these measures.
5

State Stormwater Management Systems
Permit No. SW8 990462 Modification
14. Prior to transfer of the permit, the stormwater facilities must be inspected by
DWQ personnel, and determined to be in compliance with all permit conditions.
Any items not in compliance must be repaired or replaced to design condition
prior to the transfer. Records of maintenance activities performed to date will be
required.
15. The permittee shall at all times provide the operation and maintenance
necessary to assure that all components of the permitted stormwater system
function 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.
e. Maintenance of side slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of structures, orifice, catch basins and
piping.
g. Access to all components of the system must be available at all times.
16. 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.
17. A copy of the recorded deed restrictions must be submitted to the Division within
30 days of the date of recording the plat, and prior to selling lots. The recorded
copy must bear the signature of the Permittee, the deed book number and page,
and stamp/signature of the Register of Deeds:
18. 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.
19. Built upon area includes, but is not limited to, structures, asphalt, concrete,
gravel, brick, stone, slate, coquina and parking areas, but does not include
raised, open wood decking, or the water surface of swimming pools.
III. GENERAL CONDITIONS
1. This permit is not transferable except after notice to and approval by the Director.
In the event there is a desire for the facilities to change ownership, or there is a
name change of the Permittee, a "Name/Ownership Change Form" must be
submitted to the Division of Water Quality accompanied by appropriate
documentation from the parties involved, including as may be required, but not
limited to, a deed of trust, recorded deed restrictions, Designer's Certification and
a signed Operation and Maintenance plan. The project must be in good standing
with DWQ. The approval of this request will be considered on its merits and may
or may not be approved.
2. The permittee is responsible for compliance with the terms and conditions of this
permit until such time as the Director approves the transfer request.
0

State Stormwater Management Systems
Permit No. SW8 990462 Modification
3. 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.
4. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances which may be imposed by
other government agencies (local, state, and federal) which have jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
6. The 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. Permittee grants permission to staff of the DWQ to access the property for the
purposes of inspecting the stormwater facilities during normal business hours.
8. The permittee shall notify the Division of any name, ownership or mailing address
changes within 30 days.
9. 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.
Permit issued this the 11th day of July, 2003.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Alan W. Klimek, P.E., Director
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 990462
7

Date 'ved
Fee Paid
Permit Number
Co D 2—�
7�Z
S W (�
/2`-//- 2CX)Z State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be pho#ocopied fior use as an original
L GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
C H ARLES E. W E. LLSO gor i j S GLAy E5, F REDpj r Be"o
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
CHAAL95 E. WELLS, m_ANAro1PG PA2rN6R. ^
3. Mailing Address for person listed in item 2 above:
l In 0 W , 140Y 53 WEST
City _ B u 2 fDA W State: 0 C. Zip: - :a�- 2 S4Z5
Telephone Number: ( 910 ) "7 (o 3"5COO or q l U Z 5a- 4O7 O
4. Project Name (subdivision, facility, or establishment name -should be consistent with project name on
plans, specifications, letters, operation and maintenance agreements, etc.):
Rocky Pow ccMAIM_A- mpt.r.
5. Location of Project (street address):
City:.
6. Directions to project (from nearest major intersection):
County: PC-1lAER
9X17 X-" 014 NW Y 210 WF.57' ARE R!�T AT /r47VJZSECTiW 0,F Hwy
T
_117- SUM A OOT '14, /) iL.6 oti Fleur
7. Latitude: .3!f a 27100-11 Longitude: 7-7 6 53 boo /of of project
8. Contact person who can answer questions about the project:
Name: �iM 140N YCU Telephone Number. ( 910 ) 3SO--M31
IL PERMIT INFORMATION:
1. Specify whether project is (check one): J_New Renewal Modification

— -- a}►F—L" mt Is nemg suDmi ted as the result of a renewal or modification to an existing permit, list the
existing permit number W1A_and its issue date (if known)
3. Specify the type of project check one):
Low Density High Density —Redevelop General Permit Other
4. Additional Project Requirements (check applicable blanks):
CAMS, Major Sedimentation/Erosion Control ,404/401 permit NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III- PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated Also attach a detailed narrative
(one to two pages) ditAmbmg stormwater management for the project.
ET nil
2- Stormwater runoff from "project drains to the _CAPE FEAR _ River basin.
3. Total Project Area: J 3 . —7 —] acres
4. Project Built Upon Area;.9r7 % %
5. How many drainage areas does the project have?_ 5 OVEP- 4 LL
6. Complete the following information for each drainage area. If there are more than two drainage areas in Project, attach an additional sheet with the information for each area provided in the same format as below.e
Fes!
Receiving Stream Name (ICE
Receiving stream Class C S
UJ
Drainage Area `'I q
Existing ervious* Area
sed Inn wus*'Area 2 1 .5 2
%Impervious* Area (total) 97 °lo
On-site Buildings N
On -site Streets 51 q Sri
O s Parking N
On site Sidewalks N
Other on-s'te 911.333,
N
N
N
JUAN.3
CR
BE
-. N
* Total r] Qt713 . Total:
Impervious area is defined as the built g� 15 09 1
upnn area imiudin but not limited to buildings, roads, parking areas,
sideioalks, gravel areas, etc.
SEE ATTA,CHO)
Form S J U-101 Version 3.99 Page 2 of 4 S H EEr FDP_ PUNDS
3, + 4S.

ROCKY POINT COMMERCIAL PARK
1640 NC HIGHWAY 53 WEST
BURGAW, N.C. 28457
BASIN INFORMATION DRAINAGE AREA 3 DRAINAGE AREA 4 DRAINAGE AREA 5
Receiving Stream Name
Pike Creek
Pike Creek
Pike Creek
Receiving Stream Class
C SW
C SW
C SW
Drainage Area
3.79 Acres
4.25 Acres
1.59 Acres
Existing Impervious Area
N/A
N/A
N/A
Proposed Impervious Area
3.41 Acres
3.83 Acres
1.43 Acres
% Impervious Area (total)
90%
90%
90%
IMPERVIOUS SURFACE AREA DRAINAGE AREA 3 DRAINAGE AREA 4 DRAINAGE AREA 5
On -site Buildings
N/A
N/A
N/A
On -site Streets
N/A
NIA
N/A
On -site Parking
N/A
N/A
N/A
On -site Sidewalks
NIA
N/A
N/A
Other on -site
148,735
166,700
62,289
Off -site
N/A
N/A
N/A
Total:
148,735
166,700
62,289

7. Eow was the off -site impervious area listed above derived?.
TV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and projective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a
table listing each lot number, size and the allowable built -upon area for each lot must be provided as an
attachment.
I. The following covenants are intended to ensure ongoing compliance with state stormwater management permit
number as issued by the Division of Water Quality. These covenants may
not be changed or deleted without the consent of the State.
2. No more than square feet of any lot shall be covered by structures or impervious materials.
Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material but do not include wood
decking or the water surface of swimming pools.
3. Swales shall not be filled in, piped, or altered except as necessary to provide driveway crossings.
4. Built -upon area in excess of the permitted amount requires a state stormwater management permit modifuation prior to
construction.
5. All permitted runoff from outparcels or future development shall be directed into the permitted stormwater control
system. These connections to the stormwater control system shall be performed in a manner that maintains the
integrity and performance of the system as permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, that the covenants will be binding on all parties and
persons claiming under thew that they will run with the land, that the required covenants cannot be changed or
deleted without concurrence from. the State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement foxm(s) listed below must be submitted for
each BMP specified for this project. Contact the Stormwater and General Pennits Unit at [phone] for the
status and availability of these forms.
Form SWU-102
Wet Detention Basin Supplement
Form SWU-103
Infiltration Basin Supplement
Form SWU-104
Low Density Supplement
Form SWU 105
Curb Outlet System Supplement
Form SWU-106
Off -Site System Supplement
Form SWU-107
Underground Infiltration Trench Supplement
Form SWU-108
Neuse River Basin Supplement
Form SWi 1-109
Innovative Rest Management Practice Supplement
form SWU-101 Version 3.99 Page 3 of 4

7.rI., SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (D
WQ}.
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Regional Office.
1. Please indicate that you have provided the following required information by initialing in the space
provided next to each item.
Original and one copy of the Stormwater Management permit Application Form Initials
One copy of the applicable Supplement Form(s) for each BMP
• Permit application processing fee of $420 (payable to NCDENR)
Detailed narrative description; of stormwater treatment/management
• TWO copies of plans and specifications, including-
- W f7.
Development/Project name .
- Engineer and firm
- Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VIL AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
Desipated agent (individual or firm:_ H )t4SY OAT * W0451pj .E.gING Co.
Mailing Address:_ P.O. ;gy, 1503(o
City: W i L. NJ t r4f= KI state: NC.
Phone: �- 9 1 O ) S 0 — 0iD -zip: 40
1 Fax:SO-0 (off
vHL APPLICANT'S cERT mCAMON
I, (print or type name of person listed in General Fnformation, item 2) C H A Q L_SS WE LU S
certify that the informati uded on this permit application form is, to the best of my knowledge, correct and
that the project will be cted in c Ve�th the approved plans, that the required deed restrictions
NCAC2I I.100rotective ts record, anQproposed project complies with the requirements of ISA
Tfl
and
Date-__:�Ito
FOnrin SWU-101 Version 3,99 Page 4 of 4

DETENTION POND ANALYSIS FILE NAME: G:IDATAIWPDATAIWQSIPOND1990462-5.WK1
PROJECT #: SW8 990462-5 REVIEWER: L. Lewis
PROJECT NAME: Rocky Point Commercial Subdivision Pond 5
DATE: 11-Jul-03
Receiving Stream: UT Pike Creek Class: C Sw
Drainage Basin: Cape Fear Index No. 18-74-46
Site Area 53.77 acres
Drainage Area ",square feet Area = 1.59 acres
Offsite= 0.00 acres
IMPERVIOUS AREAS
Rational C
Lot D 62289.00 square feet 1:00
square feet 1.00
square feet 1.00
square feet 1.00
square feet
square feet
TOTAL square feet Rational Cc= 0.93
SURFACE AREA CALCULATION
% IMPERVIOUS 90.00%
Des. Depth 5
TSS: 90
SA/DA Ratio 6.50%
Req. SA 4499 sf
Prov. SA Iv sf
VOLUME CALCULATION * place a "1" in the box if Rational is used
Rational ?*
1
Des. Storm
:::<4}Ya? inches
Rv=
0.86
Bottom
23.5 msl
Perm. Pool>
: { msl
Design Pool
30.5 msl
Design SA
6732 sf
Req. VolumeX,cf
Prov. Volume > cf
ORIFICE CALCULATION
Avg. Head =
Flow Q2, cfs
Flow Q5, cfs
No. of Orifices
Diameter, inches
Drawdown =
0.98
ft
0.031
cfs
0.012
cfs
weir H x W
<' fi °
days
FOREBAY
Perm. Pool Volume= 8036
Req. Forebay Volume= 1607.2
Provided Volume= 1609.00
Percent= ><><Q(l
Elev.
Area
30.5
6732
30
6192
Q2 Area =
Q5 Area =
Orifice Area
Q=
r,
0.94 sq. in.
0.38 sq. in.
0.79 sq. in.
0.026 cfs
x t<,»:
COMMENTS
Surface Area and Volume are within Design Guidelines. Orifice is too large.
in

HONEYCUTT ENGINEERING CO.
CONSULTING ENGINEERS
61-0 HIDDEN VALLEY ROAD
WILMINGTON, NC 28409
910-350-0631
July 8, 2003
State of North Carolina
Department of Environment
And Natural Resources
Division of Water Quality
Re: Rocky Point Commercial Park
Stormwater Project Number SW8 990462
Dear Mrs. Lewis:
EIVED
J U L 0 8 2003
We received your letter on the above referenced project and have addressed your
comments as follows:
1. The orifice size on Pond 1 was changed to 3".
2. The orifice size on Pond 5 was changed to 1 ".
We have enclosed the revised calculations for the above mentioned changes and have
enclosed the revised detail sheet C2 showing those changes.
Please call if you have any questions.
Sincerely,
.P�
James R. Honeycutt, Jr., P.E.

r
1
Project Number 8022 Pond 5
Alots106134
43560
_ 36924
wetland — 43560
Apond2 A1oU - Awetland
0
Aoffsite '= 43560
Atotal = AOond2 + Aoffsite
Rocky Point, NC
Pond 5
`lots = 2.44
Awetland = 0.85 acres
5/8/02 - Revised 12/2/02
Revised 717/03
Apond2 = 1.59 acres ...._area on site draining to pond 5
Aoffsite ` 0 acres .....offske area draining to pond 5
AIOW = 1.5888 acres ...total area draining to pond 5
Aimp:= SiAtOW) ...assume 90% of unsold lots
Amp = 1.43 acres ...impervious areas
Aother ;= ``,total -
Aimp Air = 0.16
Cpre := 0.3
...pre -development C
Limp := 1.00
...paved area C
AOther Aimp
CCU : Cpre
+ Cp
Atotal (AQ
CCOM = 093
...composite C (post -dew opment)
L:= 521 it
...hydraulic length
H := 8 ft ...heicht
acres ...total area not impervious
RECEIVED
JUL 0 0 2003
DWQ
P90i# 5 9�U4_0z
385 385
L3 L3.
+�1�1 �r�lj�i�i
3/p oy s
AA0 &ESgo
TC.= , H28 <595, H28
-* SEAL'7r
9624
Tc = 5 ...time of concentration
Intensity -Duration -Frequency Relationships:
9IN
, �,.►
Values of G and H"
R G H
2 182 26
10 268 32
25 326 35
50 364 36
100 403 37
R= Return Period
*Source: New Hanover County Storm Water Design Manual

4
R10vo1== RIO&Vth•(AtOtal)-43560. 1
12
T10p R10dep1hiAtotal) 1 43560. 1
1.39.010) (12) 60
TIOp = 23.93 ...time to freak flow
Rocky Point, NC
Pond 5
R10vo1= 21357 cubic feet ... runoff volume
T10
AT1O 10p AT1O = 2.39 -time increment for routing 10 year storm
Now compute runoff depth and time to peak for 25 yr. storm:
R25 T R25 = 4.56 in. ...runoff depth
dep P25 + .8•S p
R25vol:= R25depth-(`4total} 43560. 1
12
T25p := R25dep0i-(Atotal)-43560. 1
1.39•(Q25) (12) 60
R25vol = 26321 cubic feet ... runoff volume
125p = 26.21 ...time to peak flow
T25
AT25 := 10p AT25 = 2.62 ...time increment for routing 25 year storm
Now compute runoff depth and time to peak for 100 yr. storm:
(P100 - 0.2•S)2
R100 .= P100 + .8•S R100dep th = 5.82 in. ...runoff depth
RIOOvoI := R100depth-(Atotal)-43560. 1
{ 12
T100p := R100p `A�) 1-43560. 1
1.39.0100) (12) 60
T100p = 28.4 -time to peak flow
RI OOvoI = 33585 cubic feet ... runoff volume
T100
ATI00 := 10 p AT10O = 2.94 ..time increment for routing 100 year storm
Determine size of pond without vegetative filter:
depth := 5 ft
Aim
IMP% := p B4Pofo = 0.9 i := 0 ..1
Atotal

Ir
Rocky Point, NC
Pond 5
II1P01690 := .065
�/0100 •073
xi := vyi :—
90 IIV11'•�'90
100
lOQ
AD := linterp(vx, vy, IlVIP%-100)
W = 0.065
DA - (Atotal)-43560
SAreq:= (EW)-DA
SAS = 4499 sq.ft. ...Required surface area
slopel := 6 ...min. slope of shelf
slope2 2.5 ...min. slope of pond below shelf
shelf 2 ft. ...depth of shelf
w := (depth — shelf)-siope2.2 + shelf•slopel•2
w = 39 ...minimum width of permanent pool
w = 39 ft. - width chosen
1.— 3-w
1= 117 ft ...min. length of permanent pool
1 = 120 ft. - length chosen
SAprov I-WSApmv = 4680 ...sq.ft of surface area provided must be >= SAS = 4499
Determine volume of permanent pool in order to size forebay:
j := 0.. 5 k := L. 5
Aj
680-ft'
916.1
1440-ft2
910-ft2
43040
0 ft2
...area of contours
Dj =
0
1-ft1
1-fti
1.1t1
1•ft1
1 •ftl
corresponding depth from contour above

6
Rocky Point, NC
Pond 5
Vk := 2+-Dk ...incremental volume
Vpond := I V —total volume equals the sum of the incremental volumes
Vpond = 90361 ...total volume in permanent pool
Vrequired := .20.Vpond Jorebay volume equals 20% of total pool volume
V"uued = 1607ft3 ...cu.fit. required in forebay
Determine volume in forebay:
m := 0.. 5 n= L. 5
area
0-ft2 ...area of Contours
25-ft2
fi00-ft2
225-ft2
635-1
1248-W
corresponding depth from contour below
v . U 1 + area n depn ...incremental volume
men 2
Vforebay '= Evinc ...total volume in forebay equals the sum of the incremental volumes
Vforebay = 1609 ft3 ..total volume in fombay must be x Vrequired = 1607 $3
fombay = V�orebay • 100 forebay = 20.02 per cent forebay volume is of total pond volumeP°�
Develop stage -storage function:
m := 0.. 6 n := L. 6
contour0 := 28.5 increment := .5 ...ft
conto n := contour_1 + increment
contour = ...contours of proposed pond
m
am = ...area of contours of proposed
28 5
pond contours (sq.fk)
680
29
5166
29-5
670
30
6192
30.5
6732
31
7290
81.5
7866

7
Rocky Point, -NC
Pond 5
n
n := 2+ n
-(contour -contour 1) ...Incremental volume (cubic ft.)
SO:= 0 ...initial storage
Sn'= Sn-i n ...cumulative storage (cubic ft.)
stage n:= contour - contour
Inzn .- + n)
Inn
n
-0.6931
0
0.4055
0_6931
0.9163
1.0986
men =
0.5
1
1.5
2
113
...natural tog of stage
Sm
0
2461.5
5170.5
8136
a
his :=
nI of
InS
n
7.8086
8.5507
9.0041
9.3385
9.6073
9.8342
Im
0
2461.5
2709
2965.5
3231
3505.5
3789
.natural log of storage

8
x:= submatrixQnZ,2,6,0,0)
y:= submatrix(inS,2,6,0,0)
slope := slope(x,y) slope = 1.17
b := intercept(x,y) b = 8.54
Ks := eb Ks = 5117.71
1
S Slope
:=(-Z)
m
Zest —
m-
0
0.53,
1.01
1.49
198
2.5
3.03
..stage -storage function
Should compare closely with:
Rocky Point, NC
Pond 5
stage, _
0
0.5
1
1.5
2
2.5
3
Determine storage volume required for treatment of first inch of runoff:
Ccomp = 093
V-L(A,)-43560-C,
12
V = 5364 cubic feet of storage required
Solve for depth "d" to provide required storage for first inch of runoff:
d:= 1.5 ...guess value
1-w + (1 + 6-d)-(w + 6-d)
f(d) = 2 •d ...function of d for rectangular pond w/3:1 side slopes
g(d) = V
d = root[(f(d) — g(d)),dl
d = 1.03 ft. - depth required to provide required storage for 1 inch iWdh site fully developed
Q2d.y 2.24 60.60 Q2day - 0.031 cfs ...Max discharge for 2 day drawdown

9
Rocky Point, NC
Pond 5
Q5day • 5 24 60 60
Q5day = 0.0124 cfs ...Max discharge for 5 day drawdown
g := 32.2
Cdo := .6 ...orifice coefficient
h = 2 h = 0.52
ft ...avg. head
Q2d y
`` erilice'=
Aorifice = 0.009 Square ft.
o Cd(2-g-h).5
.5
D2 :=(4-V4ce) .12
D2 = 118 in. - for 2 daydrawdown
Q5day = 0.0124 cfs
Q5dayAm-&e
:=
Cd.
Aorifice = 0.004 Square ft.
(2 g h).5
.5
Aonfiee
D5 :=(4. 12
3.14
D5 = 0$1 in - for 5 day drawdown
Select drawdown orifice size:
Do := 1 in.
Stage Discharas for Riser/Barrel Spillway with Emergency Weir:
g = 321 ...acceleration due to gravity
dia _ 2.5 ...diameter of riser (ft.) (enter 0 if rectangular)
len := 0 ...length of opening if rectangular (ft) (enter 0 if circular)
wid = 0 ...width of opening if rectangular (ft.) (enter 0 if circular)
grate 0 ...area of openings in grate if rectangular (enter 0 for circular)
L:= if[dia 0,n-dia,2-(len + wid)] ...perimeter of riser (ft.)
2
A := idia 0, 7C• (�) , if(grate # O, grate, len•wid)
A = 4.91 ...area of riser as orifice (sq.ft)
Etop := .cantm ro + d Etop = 29.53 ...minimum elevation of top of riser (ft.)

10
Rocky Point, NC
Pond 5
Etop = 30.5 _chosen elevation for top of riser
Cvvr = 3.33 ...weir coefficient for riser
C& = 0.60 ...Orifice coefficient of discharge for riser
Nb :_ 1 ...Number of barrels
Values for Orifice Coefficient of discharge:
Db _ 15
...diameter of barrel (in.)
Entrance Condition
CA
Typical default value
0.60
Ebmv := 29.5
...invert elevation of barrel must be 4-- contour, = 28.5
Square -edged entrance
0.59
0
Concrete -pipe, grooved and
0.65
Cdb:= 0.60
...Orifice coefficient of discharge for barrel
Corr mtl pipe, mitred to slope
0.52
Corr mtl pipe projecting from fill
0.51
Check drawdown time when water level is at top of discharge structure:
Eoinv := contour0
D$
Eocl = contour0 + 2 Eocl = 28.54 ...elevation of center line of orifice
— h Et�c1) h = 0.979
2
D
do := 12 ft. -diameter of orifice
do
2
Aorifice 3.14 2 )
1
q2-:= Cdo-Aorifice-(2-g-h)
2
..avg. head
Aorfficc = 0.0055 ...sq. ft.
q2 = 0.03 cfs
Vtop := Ks.(Etop — Eomv)slope ,3
V = 11489 ft3 - volume of storage when water level is at top of
toP discharge structure - from stage -storage function
q2 := g2•cfs q2 = 0.03cfs
drawdown := V-f }
q2
dmwdown = 2-39 day Must be greater than or equal to 2 days and less than or
equal to 5 days "'d'K'

* * * COMMUNICATION RESULT REPORT ( MAY.30.2003 1:01PM, )
P. 1
FILE MODE
805 MEMORY TX
OPTION
REASON FOR ERROR
E-1) HANG UP OR LINE FAIL
E-3) NO ANSWER
B
TTI NCDENR WIRO
ADDRESS (GROUP) RESULT PAGE
- ---------------------------------------------------
9-3500631 OK P. 1/1
E-2) BUSY
E-4) NO FACSIMILE CONNECTION
Michael R Easley, Governor
William G. Ross Jr,, Secretary
North Carolina Department of EnvironMent and Natural Resource.9
Alan W. Klimek, P.E.,Director
Division of Water Qyallty
May 27, 2003
Charles Wells, Managing Partner
1640 NC Highway 53-West
Burgaw, NC 29425
Subject: Request for Additional Information
Stormwater Project No. SW8 990462
Rocky Point Commercial Park
Pender County
Dear Mr. Wells;
The Wilmington Regional Office received a Stormwater Management Permit
Application for Rocky Poinl Commercial Park on May 21, 2003. A preliminary review of
that information has determined that the application is not complete. The IbIlowing
Information is needed to continue the stormulater review.
1. The head on the orifice is measured under static conditions, assuming that
the pond is full up to the elevation. of the first outlet available above the
orifice. Yes, part of the 1" volume is leaving the pond during the storm
event, but please ignore that. There is no outlet provided at the 1" storage
elevation, it an outlet had been provided at elevation 29.35 then the 1.T7'
average headcould be accepted. Please either revise the orifice
calculation using the 1.55' average head, or provide an outlet at elevation
29.35.

�QG
!1 7
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Charles Wells, Managing Partner
1640 NC Highway 53 West
Burgaw, NC 28425
Dear Mr. Wells:
Alan W. Klimek, P.E.,Director
Division of Water Quality
May 27, 2003
Subject: Request for Additional Information
Stormwater Project No. SW8 990462
Rocky Point Commercial Park
Pender County
The Wilmington Regional Office received a Stormwater Management Permit
Application for Rocky Point Commercial Park on May 21, 2003. A preliminary review of
that Information has determined that the application is not complete. The following
information is needed to continue the stormwater review:
1. The head on the orifice is measured under static conditions, assuming that
the pond is full up to the elevation of the first outlet available above the
orifice. Yes, part of the 1" volume is leaving the pond during the storm
event, but please ignore that. There is no outlet provided at the 1" storage
elevation. If an outlet had been provided at elevation 29.35, then the 1 J7'
average head could be accepted. Please either revise the orifice
calculation using the 1.65' average head, or provide an outlet at elevation
29.35.
2. The same information as in item #1 above applies to the orifice calculation
for Pond 5.
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
June 27, 2003, or the appplication will be returned as incomplete. The return of a project
will necessitate resubmlttal 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 Phis 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.
N. C. Division of Water Quality 127 Cardinal Drive Extension [phone] Customer Service
Wilmington Regional Office Wilmington, NC 28405 [phone] Fax [phone]
ARIA

Mr. Wells
May 27, 2003
Stormwater Application No. SW8 990462
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:\WQS\STORMWAT\ADDINFO\2003\990462-2.may03
cc: Jim Honeycutt, P.E.
Linda Lewis
2

HONEYCUTT ENGINEERING CO. RECEIVE
CONSULTING ENGINEERS MAY 21 Z003
610 HIDDEN VALLEY ROAD
WILMINGTON, NC 28409 BY:
910-350-W31
May 20, 2003
State of North Carolina
Department of Environment
And Natural Resources
Division of Water Quality
Re: Rocky Point Commercial Park
Stormwater Project Number SW8 990462
Dear Mrs. Lewis:
I am addressing your 5/14/03 comments as follows:
1. The correct supplement for Pond 1 was apparently not included in the package.
We have included it with the resubmitted package.
2. The temporary pool elevation was incorrect because the correct supplement was
not included in the package. We have included it with the resubmitted package.
3. The calculations you attached to your comments do not use the correct elevation
for determining the average head on the 4" orifice. The depth in the pond required
to store the first inch of runoff (84806 cu. ft.) is 2.345 feet (elevation 29.35 — not
30.30) resulting in an average head of 1.17 feet — not the 1.65 feet shown on your
calculations. The calculations that I previously submitted usinc the 1.17' average
head demonstrate that the 4" orifice is adequate for discharging the required
storage volume within the required time restraints. Those calculations also check
the performance of the 4" orifice when the water level is at the top of the discharge
structure using a storage volume of 125143 cu. ft. (elevation 30.30) with an
average head of 1.567'. As the calculations demonstrate, the draw down time for
this higher than required storage volume is also within the required time restraints.
I took the liberty to mark up your calculations to show where our calculations differ.
4. 1 checked my calculations for Pond 5 and found no errors. Since the calculations
for pond 5 use the same mathematical model as Pond 1, 1 believe my calculations
to be correct.
Sincerely,
9V /' P� 42 (4 7i?E
James R. Honeycutt, Jr., P.E.

OF WATER
\Ota PG Michael F. Easley, Governor
v� 7 William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
7. Alan W. Klimek, P.E.,Director
' Division of Water Quality
May 14, 2003
Mr. Charles Wells, Managing Partner
1640 NC Hwy. 53 West
Burgaw, NC 28425
Subject: Request for Additional Information
Stormwater Project No. SW8 990462 Mod.
Rocky Point Commercial Park
Pender County
Dear Mr. Wells:
The Wilmington Regional Office received a Stormwater Management Permit
Application for Rocky Point Commercial Park on May 7, 2003. A preliminary review of
that information has determined that the application Is not complete. The following
information is needed to continue the stormwater review:
1. The permanent pool volume, forebay volume and temporary pool volume
are inconsistent between the revised calculations and the supplement
form submitted for Pond 1. The calculations use, in cubic feet, 143,418;
29,826; and 119,961, respectively, while the supplement uses 115,642;
23,408; and 90,207, respectively. The calculations appear correct, so
please revise page 1 of the supplement to match up with the revised
calculations.
2. The supplement reports that the temporary pool elevation for Pond 1 is
30.2, but the plans indicate that the top of the.riser is 30.3. Additionally,
the reported temporary pool volume should be the volume provided in the
pond at the temporary pool elevation (either 30.2 or 30.3). Please revise
as needed.
3. The 4" orifice for Pond 1 is still too large. Please resize the orifice The 2
da drawdown average flowrate is simply 84,806 cubic feet divided by
17,800 seconds in 4 hours, or 0.49 cfs. The 5 day drawdown average
flowrate is 84,8061432,000, or 0.196 cfs. Using the average head from
the temporary pool elevation 30.2 or 30.3) to the permanent pool (27),
and ignoring the orifice diameter for the moment, calculate the orifice area
and corresponding diameter for each flowrate, then select a diameter in
between the two extremes. Go back and check the selected orifice
diameter usin the average head from the top of the riser (the temporary
pool elevation to the centerline of the orifice. Based on this, the 4
diameter will raw the 1" volume down in 1.9 days.
4. The 1.25" orifice for Pond 5 is also too large. Please follow the same steps
as outlined above to size the orifice for that pond.
N. C. Division of Water Quality 127 Cardinal Drive Extension [phone] Customer Service
Wilmington Regional Office Wilmington, NC 28405 [phone] Fax [phone]

Mr. Wells
May 14, 2003
Stormwater Application No. SW8 990462
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
June 14, 2003, 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
re uest for a time extension to the Division at the address and fax number at the bottom
oflhis 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
RSSlarl: S:IWQSISTORMWATIADDINFO120031990462.may03
cc: Jim Honeycutt, P.E.
Linda Lewis

Rocky Point Commercial Park
Allowable Built Upon Area Calculations
LOT
TOTAL
USEABLE
PER
IMPERVIOUS
NUMBER
LOT AREA
AREA
IMPERVIOUS
AREA ALLOWED
1
75907
75907
100
75907
2
77899
77899
100
77899
3
89299
89299
100
89299
4
77899
77899
100
77899
5
77899
77899
100
77899
6
77899
66499
80
59849
7
47321
47321
0
0
A
77551
77551
100
77551
B
64753
58741
90
52867
C
72038
66040
.90
59436
D
106134
69210
90
62289
E
160774
92297
90
83087
F
167698
92926
90
83633
G
288952
185261
90
148735
H
286078
87056
90
78350
1
183758
81934
90
73741
j
88402
71439
90
64295
K
77665
70464
90
63418
L
49402
38Q11
90
35020
M
67850
59912
0
0
TOTAL
2192976
1544465
1341154
NOTES: 1. ALL NUMBERS IN SQUARE -FEET
2_ USEABLE AREA DEFINED AS TOTAL LOT AREA MINUS AREA OF
WETLANDS AND EASEMENTS WHERE APPLICABLE
RECEIVED
MAY 0 7 2003
DW
PROD #v G 2

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A. 3812

HONEYCUTT ENGINEERING CO.
CONSULTING ENGINEERS
RECEIVED
610 HIDDEN VALLEY ROAD
WILMINGTON, NC 28409
MAY 0 7 2003
910-360-0631
$Y�
May 4, 2003
State of North Carolina
Department of Environment
And Natural Resources
Division of Water Quality
Re: Rocky Point Commercial Park
Stormwater Project Number SW8 990462
Dear Mrs. Lewis:
I am addressing your comments as follows:
1. Please see attached USGS map for drainage area delineation.
2. Lot 7 will remain undeveloped. The area for Lot 7 has been removed from the area
draining to Pond 1. The impervious area for the deed restrictions has been revised
to allow no impervious area.
3. The SA/DA calculation has been revised. As part of this revision, the size of lot L
was reduced due to a portion being used for the pond. This in turn reduced the
amount of impervious area on Lot L. Since all of Lot M will be used for Pond 1, the
impervious area for Lot M was revised to allow no impervious area.
4. Built -upon area totals have been revised.
5. The calculations that you referred to for the orifice size on Pond 5 are located on
page 8 of the calculations. Those calculations are for preliminary sizing of the orifice.
Once the elevation of the top of the riser has been established the preliminary orifice
size is verified using the head calculated from the top of the riser. See page 10 of
the calculations.
6. The owner is drawing up deed restrictions this week. We will submit a copy as soon
as it is complete.
Sincerely,
Lk" e��a4do�
Wendy Ri ardson

n
vol
= 143419
F
vo l
2 9 8 z Co
�+p.
It !
d
�rw, f (1��e(
far�Se��, .3
qo 2o7
.� 3012
4
c) i -►- ('ce
2
h�� teased oh 3v, 2 i s
1, S Z
j, Z S'' or,, �t cp n► s) I 's sX11 Izv bi�. Fr-- pry= 3oI S, ajw Alocl
5 o, �7 Q2.6 C .3I d-s C�5 = ,cYZ cfs
�, /. 05,, e , q7` 2h� C{=,CS¢cfs-
-7 30 I<<3V ]I � q,3r��'
�480 r ' 3o.Z
w W 31 1544 q(�
= 43
o� cwz� 0.-,5,zlq
b

Michael F. Easley, Governor
William G. Ross, Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E., Director
Division of Water Quality
Wilmington Regional Office
February 6, 2003
Mr. Charles Wells, Managing Partner
c/o Charles Wells Realty
1640 NC Highway 53 West
Burgaw, NC 28425
Subject: REQUEST FORADDITIONAL INFORMATION
Stormwater Project No. SW8 990462 Modification
Rocky Point Commercial Site
Pender County
Dear Mr. Wells:
The Wilmington Regional Office received previously requested information regarding the
modified Stormwater Management Permit Application for Rocky Point Commercial Site on
December 11, 2002. A preliminary review of that information has determined that the
application is not complete. The following information is needed to continue the stormwater
review:
1. Please provide a map of the offsite drainage area to Pond 1. The drainage area
delineation provided on sheet C1 of 3 leaves it open-ended.
2. Lot 7 has not been included in the delineated drainage area for Pond 1 on Sheet
C1, but it appears to be included in the calculations as part of the drainage area,
and in the deed restrictions. Additionally, the revised calculations for Pond 1
indicate that the impervious area on Lot 7 is to be left out of the pond sizing
calculations since it will remain undeveloped, but the deed restrictions assign a
BUA limit of 42,589 W. rm very confused. Please clarify.
3. There is an error in the SA/DA ratio calculation for Pond 1, resulting in a deficient
surface area. For a 7.5' depth, at 80% impervious, the ratio is 2.8%, and at 90%
impervious, the ratio is 3.3%. Your consultant has used 2.3% and 2.8%
respectively. Please revise the interpolation and provide sufficient surface area in
Pond 1.
4. The built -upon area totals listed for all the ponds at the bottom of page 2 of the
application are incorrect. Based on the proposed BUA per lot listing, please revise
as follows:
Pond 1 1,011,524 ft2
Pond 2 152,091 ft2 (Lot H @78,350 + Lot I @73,741)
Pond 3 148,735 ft2 (Lot G @148,735) .
Pond 4 166,700 ft2 (Lot E @83,067 + Lot F @83,633 ft2)
Pond 5 62,289 ft2 (Lot D @62,289 ft2)
AN
N.C. Division of Water Quality 127 Cardinal Drive Extension Wilmington, N.C. 28405 [phone] Fax [phone] Customer Service
800-623-7748
V

Mr. Wells
February 6, 2003
Stormwater Project No. SW8 990462 Modification
5. The 1.25" orifice for Pond 5 is too large. The calculations indicate that the depth
needed to provide sufficient storage of the 1" volume is 1.03'. The application
indicates that T has been provided, therefore, the average head on the orifice t
would be 0.97', not 0.52'. Please either provide an outlet at 29.53 i.e., revise the
temporary storage elevation to 29.53, or revise the orifice calculation using the
larger head.
6. Please provide a copy of the proposed deed restrictions to include all required .
conditions and limitations as found in Sections I and VI of the attached document.
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 March 6, 2003, 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,
4;X�u
Linda Lewis
Environmental Engineer
RSS/arl: S:1WQS\STORMWATIADDINFO\20031990462.FEB03
cc: Linda Lewis
Jim Honeycutt, P.E.

DETENTION POND ANALYSIS FILE NAME: G:\DATA\WPDATA\WQS\POND\990462-2.WK1
PROJECT#: SW8 990462-2 REVIEWER: L. Lewis
PROJECT NAME: Rocky Point Commercial Subdivision Pond 2
DATE: 06-Feb-03
Receiving Stream: UT Pike Creek Class: C Sw
Drainage Basin: Cape Fear Index No. 18-74-46
Site Area 53.77 acres
Drainage Area square feet Area = 3.88 acres
Offsite= 0.00 acres
IMPERVIOUS AREAS
Rational C
Lots @90% Lot H 78350.00 square feet 1.00
Lot 1 73741.00 square feet 1.00
square feet 1.00
square feet 1.00
square feet
square feet
TOTAL F-11717, 711115--r'—Isquare feet Rational Cc= 0.93
SURFACE AREA CALCULATION
% IMPERVIOUS
90.00%
SA/DA Ratio
4.60%
Des. Depth
6.5
Req. SA
7774 sf
TSS:
90
Prov. SA
L*,§N.""" MMI s
VOLUME CALCULATION * place a "ll" in the box if Rational is used
Rational ?*
Des. Storm
- ---------
Q� inches
Rv=
0.86
Bottom
21.7msI
Perm. Pool
... 1 msI
Design Pool
30.2 ms I
Design SA
10502 sf
Req. Volume cf
f
Prov. Volume
c
ORIFICE CALCULATION
FOREBAY
Perm. Pool Volume- 18045
Req. Forebay Volume= 3609
Provided Volume= 3750.00
Percent=
Elev.
Area
30.2
10502
29.7
9800
Avg. Head =
0.97
ft
Q2 Area =
2.30
sq. in.
Flow Q2, cfs
0.076
cfs
Q5 Area =
0.92
sq. in.
Flow Q5, cfs
0.030
cfs
Orifice Area
1.77
sq. in.
No. of Orifices
Q=
0.058
cfs
Diameter, inches.-.:
. . . . . . . . . . .n
weir H X W
x
in
Drawdown
x:
days
COMMENTS
Surface Area, Volume and Orifice are within Design Guidelines

DETENTION POND ANALYSIS FILE NAME: G:\DATA\WPDATA\WQS\POND1990462-3.WK1
PROJECT#: SW8 990462-3 REVIEWER: L. Lewis
PROJECT NAME: Rocky Point Commercial Subdivision Pond 3
DATE:
06-Feb-03
Receiving Stream:
UT Pike Creek
Class:
C Sw
Drainage Basin:
Cape Fear
Index No.
18-74-46
Site Area
53.77 acres
Drainage Area
X
...... Is. gp� square feet
Area =
3.79 acres
Offsite=
0.00 acres
IMPERVIOUS AREAS
Lot G @90%
TOTAL
SURFACE AREA CALCULATION
% IMPERVIOUS 90.00%
Des. Depth 7
TSS: 90
Rational C
148735.00 square feet
1.00
square feet
1.00
square feet
1.00
square feet
1.00
square feet
square feet
square feet
Rational Cc= 0.93
SA/DA Ratio 3.90%
Req. SA 6445 sf
Prov. SA sf
VOLUME CALCULATION * place a "'I" in the box if Rational is used
Rational ?*
Des. Storm
inches
Rv=
0.86
Bottom
19.5 rnsl
Perm. Pool
rnsl
Design Pool
28.5 msl
Design SA
9699 sf
Req. Volume
cf
Prov. Volume
E, ..1 Cf
Ox
ORIFICE CALCULATION
Avg. Head =
Flow Q2, cfs
Flow Q5, cfs
No. of Orifices
Diameter, inches
Drawdown =
FOREBAY
Perm. Pool Volume= 17322
Req. Forebay Volume= 3464.4
Provided Volume= 3644.00
Percent=
Elev.
Area
28
9046
28.5
9699
0.97 ft Q2 Area =
0.074 cfs Q5 Area =
0.030 cfs Orifice Area
Q=
weir H x W
days
COMMENTS
Surface Area, Volume and Orifice are within Design Guideline
in
2.25 sq. in.
0.90 sq. in.
1.77 sq. in.
0.058 cfs
x Fm
in

Drainage Calculations for Rocky Point Commercial Park Highway 117 N
Rocky Point, NC
Pond 2
DATE 5/8/02 Revised 12/02/02
Project Number 8022 Pond 2
_ 183758 + 286078
-lots Alots = 10.79
43560
_ 101824 + 199022
Avr'etland 43560
Apond2 Alots — wetland
0
Aoffsite 43560
`total Apond2 + Aoffsite
Aimp := .9•(Atotal)
Aimp = 3.49
Aother Atotal — Aimp
wetland = 6.91 acres
RECEIVED
DEC 1 1 2002
DWQ
PROJ # .5e ctcU ¢&Z
Apond2 = 3.88 acres .....area on site draining to pond 2
Aoffsite = 0 acres .....offsite area draining to pond 2
Atoms = 3.8795
assume 90% of unsold lots
es ...impervious areas
Aother = 0.39
Cpre := 0.3 ... pre -development C
Cimp := 1.00 ...paved area C
C _ C (-other + C Aimp
comp ' PreAtotal unp Atotal
Ccomp = 0.93 ...composite C (post -development)
L := 553 ft ...hydraulic length
H:= 10.5 ft ...height
L3 .385 L3 .385
_ H H
Tc .— i 128 5' S' 128
Tc = 5 ...time of concentration
acres ...total area draining to pond 2
acres ...total area not impervious
1

Drainage Calculations for Rocky Point Commercial Park Highway 117 N
Rocky Point, NC
Pond 2
T25p = 26.21 ...time to peak flow
T25
AT25 := p AT25 = 2.62 ...tir�re increment for routing 25 year storm
10
Now compute runoff depth and time to peak for 100 yr. storm:
R100 R100 = 5.82 in. ...runoff depth
depth P100 + .8•S depth p
R100vo1 := RIOOdepth-(Atotal).43560. 1
12
TWO p := R100 dep th'(Atotal) 1 .43560. 1
1.39•(Q100 ( 12) 60
TWO = 28.4 ...time to peak flow
R100vo1 = 82005 cubic feet ... runoff volume
TWOAT100 := 10 p AT100 = 2.84 ...time increment for routing 100 year storm
Determine size of pond without vegetative filter:
depth:= 6.5 ft
1MP% = Aimp 0.9
Atotal
1MP%90:= .046
1MP%100 := .051
xi := vyi :=
90 1MP90
q'V'1'01001
vx. = X.
i i
IW := linterp(vk,vy,1MP%• 100)
IMP = 0.046
DA := (Atota,)•43560
SA,q := (H%dP)•DA
SAS = 7774 sq.ft. ...Required surface area
slope, := 6 ...min. slope of shelf
i 0..1
5

Drainage Calculations for Rocky Point Commercial Park Highway 117 N
Rocky Point, NC
Pond 2
slope2 := 2.5 ...min. slope of pond below shelf
shelf := 2 ft. ...depth of shelf
w (depth - shelf)-slope2.2 + shelf slopel-2
w = 46.5 ...minimum width of permanent pool
w := 47 ft. - width chosen
1:= 3.w
1 = 141 ft. ...min. length of permanent pool
1 := 166 ft. - length chosen
SAprov :=1-w SAprov = 7802 ...sq.ft. of surface area provided must be >= SAmq = 7774
Determine volume of permanent pool in order to size forebay:
j := 0.. 7 k := 1.. 7
A. :=
i
.area of contours
D := corresponding depth from contour above
0
1-ftI
1-ftl
1-ftl
1-ftl
i•ftl
1-ft1
.5-ft1
Vk:= 1 + 2 x•Dk ...incremental volume
Vpond YV •••total volume equals the sum of the incremental volumes
Vpond = 18045 ft' ...total volume in permanent pool
Vrequired .20-Vpond Jorebay volume equals 20% of total pool volume
Vrequired = 3609ft3 ...cu.ft. required in forebay
6

Drainage Calculations for Rocky Point Commercial Park Highway 117 N
Rocky Point, NC
Pond 2
Determine volume in forebay:
m:=0..7 n:= L.7
arealn
3 •ft2
24-W
104•ft2
234•ft2
414-ft2
644•ft2
1278•ft2
2115•ft2
...area of contours
depm
0•ftl
.5-ftl
1•ftl
1 •ftl
1 •ft1
1 •ftl
1 •ftl
1•ftl
corresponding depth from contour below
area 1 + area
vinc depn incremental volume
n 2
Vforebay:= Dim ...total volume in forebay equals the sum of the incremental volumes
uforebay = 3750W ...total volume in forebay must be >= Vrequired = 3609ft3
uforebay
forebay:= • 100 forebay 20.8
Vpond
Develop siage-storage functiom
m 0.. 6 n := L. 6
contour0 := 28.20
increment = .5 ...n
contour := contour n_ 1 + increment
contour In = ...contours of proposed pond
28.2
28.7
29.2
29.7
30.2
30.7
31.2
per cent forebay volume is of total pond volume
an, ...area of contours of proposed
pond contours (sq.ft.)
7802
8450
9116
9800
10502
11222
11960
7

Drainage Calculations for Rocky Point Commercial Park Highway 117 N
Rocky Point, NC
Pond 2
n := an 2+ an •(contour - contour n_11 incremental volume (cubic ft.) nz =
`` /1 0
4063
4391.5
4729
5075.5
5431
5795.5
SO := 0 ...initial storage
Sn'- Sn-i + n ...cumulative storage (cubic ft.) S =
In
0
4063
8454.5
13183.5
18259
23690
29485.5
stage, := contour - contour0 stagen =
0.5
1
1.5
2
2.6
3
1nZn .- ln(stagen) ...natural log of stage 1nSn := In(Sn) ...natural log of storage
InZn =
Ins, =
-0.6931
8.3097
0
9.0425
0.4055
9.4867
0.6931
9.8124
0.9163
10.0728
1.0986
10.2917
8

Drainage Calculations for Rocky Point Commercial Park Highway 117 N
Rocky Point, NC
Pond 2
x:= submatrix(1nZ,2,6,0,0)
y := submatrix(1nS, 2, 6, 0, 0)
slope := slope(x,y) slope = 1.14
b := intercept(x,y) b = 9.03
Ks- eb Ks = 8383.32
1
S slope
m
Zest
m—
Ks
.stage -storage function
Zest =
Should compare closely with : stagem =
0
0
0.53
0.5
1.01
1
1.49
1.5
1.98
2
2.5
2.5
3.03
3
Determine storage volume required for treatment of first inch of runoff:
Ccomp = 0.93
V:- ;2 •(Attal)•43560•Ccomp
V = 13097 cubic feet of storage required
Solve for depth "d" to provide required storage for first inch of runoff:
d :=1.5 ...guess value
1•w+ (1 + 6•d)•(w+ 6•d)
f(d) := 2 d ...function of d for rectangular pond w/3:1 side slopes
g(d) := V
d := root[(f(d) - g(d)),d]
d = 1.49 ft. - depth required to provide required storage for 1 inch with site fully developed
V
Q2day: 2.24.60.60 Q2day = 0.0758 cfs ...Max discharge for 2 day drawdown
9

Drainage Calculations for Rocky Point Commercial Park Highway 117 N
Rocky Point, NC
Pond 2
V
Q5day 5.24.60.60 QSday = 0.0303 cfs ...Max discharge for 5 day drawdown
g := 32.2 Cdo := .6 ...orifice coefficient
h := 2 h = 0.74 ft ...avg. head
Q2day
Aorifice
Cdo (2 g h).5
.5
D 4• Aorifice 12
2 3.14
Q5day = 0.0303 cfs
Q5day
Aorifice
Cdo (2 g h).5
5
D (4- -12
53.14
Aorifice = 0.018 Square ft.
D2 = 1.83 in. - for 2 day drawdown
Aorifice = 0.007 Square ft.
D5 = 1.16 in - for 5 day drawdown
Select drawdown orifice size:
Do := 1.5 in.
Stage Discharge fibir riiser/Barrei Spillway with Emergency Weir:
g:= 32.2 ...acceleration due to gravity
dia := 3 ...diameter of riser (ft.) (enter 0 if rectangular)
len := 0 ...length of opening if rectangular (ft.) (enter 0 if circular)
wid := 0 ...width of opening if rectangular (ft.) (enter 0 if circular)
grate := 0 ...area of openings in grate if rectangular (enter 0 for circular)
L := if[dia t- 0,n-dia,2•(len + wid)] ...perimeter of riser (ft.)
2
A:= 4dia # 0,7r• (�a) ,if(grate # 0,grate, len-wid)
L ' 4
A = 7.07 ...area of riser as orifice (sq.ft.)
Etop := contour0 + d Etop = 29.69 ...minimum elevation of top of riser (ft.)
10

Project Number 8022 Pond 3
266952
Alots
43560
101691
Awetland:=
43560
Apond2 Alots - Awetland
0
Aoiisite '= 43560
Atotal Apond2 + Aoffsite
Drainage Calculations for Rocky Point Commercial Park
Highway 117 N
Rocky Point, NC
Pond 3
5/8/02 (Revised 12/2/02)
Alots = 6.1
Awetland = 2.3 acres
Apond2 = 3.8 acres .....area on site draining to pond 3
Aoffsite = 0 acres .....offsite area draining to pond 3
Atotal = 3.7939 acres ...total area draining to pond 3
Aimp .9•(Atotal) ...assume 90% of unsold lots
Aimp = 3.41 acres ...impervious areas
Aother := Atotal - Aimp Aother = 0.38
Cpre =0.3 ...prerdevelopment C
Cimp:=1.00 ...paved area C
Aother Aimp
Ccomp Cpre' Atotal + Camp Atotal
Ccomp = 0.93 .••composite C (post -development)
L := 586 ft ...hydraulic length
H = 6 ft ...height
L3)'385
.385 L3 .385
_ H H
T° :-1 128 < 5' S' 128
TC = 6.17 ...time of concentration
acres ...total area not impervious
RECEIVED
DEC 1 12002
DWQ
PROD # SWQqo ¢(02
Aq
4.61
s* S AL y
�C... 9624
ate " o. ` ti
��•`' � s��® `( a agt �
1

Drainage Calculations for Rocky Point Commercial Park
Highway 117 N
Rocky Point, NC
Pond 3
Now compute runoff depth and time to peak for 100 yr. storm:
R100d tli - R100d th = 5.8 in. ...runoff depth
P100 + -8-S
R100v01 R100depth-(Atota,)-43560.12
TWO p ;= R100 depth'(Atotal) 1 .43560. 1
1.39-(Q100) (12) 60
T100p = 29.19 ...time to peak flow
R100vo1 = 80195 cubic feet ... runoff volume
TWOAT100 := p AT100 = 2.9 ...time increment for routing 100 year storm
10
Determine size of pond without vegetative filter:
depth := 7 ft
FVIP% := Aimp IMP% = 0.9
Atotal
1MP°/'90 = .039
A4P%100 .043
xi := VYi :=
90 IMP°J°90
100
IMF./
100
vx. = x
IlvIP := linterp(vx, vy, IMP%• 100)
IMP = 0.039
DA := (Atota,)•43560
SAreq:= (Be)-DA
SAreq = 6445 sq.ft. ...Required surface area
slope, := 6 ...min. slope of shelf
slope2 := 2.5 ...min. slope of pond below shelf
shelf := 2 ft. ...depth of shelf
w := (depth - shelf)•slope2.2 + shelf -slope, •2
i 0.. 1
5

Drainage Calculations for Rocky Point Commercial Park 6
Highway 117 N
Rocky Point, NC
Pond 3
w = 49 ...minimum width of permanent pool
w := 49 ft. - width chosen
1:= 3•w
1 = 147 ft. ...min. length of permanent pool
1:=147 ft. - length chosen
SAprov I-W SAprov = 7203 ...sq.ft. of surface area provided must be >= SAreq = 6445
Determine volume of permanent pool in order to size forebay:
j := 0.. 7 k:= L. 7
A.:= Dj:= corresponding depth from contour above
.area of contours
0
l.ftI
1 •ft1
1-ft I
1-ftI
1 •ft1
1-ft1
1 •ft1
Vk := A 2 c-1 +`•Dk ...incremental volume
Vpond IV .•.total volume equals the sum of the incremental volumes
Vpond = 17322 ft3 ...total volume in permanent pool
Vrequired •20•Vpond ...forebay volume equals 20% of total pool volume
Vrequired = 3464ft3 ...cu.ft. required in forebay

Drainage Calculations for Rocky Point Commercial Park
Highway 117 N
Rocky Point, NC
Pond 3
Determine volume in forebay:
m := 0.. 7 n := L. 7
area In:= deem:= corresponding depth from contour below
0•ft2
25•ft2
100•ft2
225•ft2
400•ft2
625 • ft2
1240•ft2
2058•ft2
..area of contours
area + area
vincn n 1 n
2 n•dep ...incremental volume
Vforebay Ivinc ...total volume in forebay equals the sum of the incremental volumes
Vforebay = 3644W ...total volume in forebay must be >= Vrequired = 3464ft3
Vforebay
forebay := 100 forebay = 21
Vpond
Develop stage -storage function:
m:=0..6 n:=1..6
contour0 = 26.5
increment := .5 ...ft
contourn := contours 1 + increment
contour In = ...contours of proposed pond
26.5
27
27.5
28
28.5
29
29.5
..per cent forebay volume is of total pond volume
an, ...area of contours of proposed
pond contours (sq.ft.)
7203
7800
8415
9048
[9699
368055
7

Drainage Calculations for Rocky Point Commercial Park
Highway 117 N
Rocky Point, NC
Pond 3
n := an 2+ a ­(contourn — contour
SO := 0 ...initial storage
incremental volume (cubic ft.)
Sn '— Sn-1 + n ...cumulative storage (cubic ft.)
stage := contour contourO
1nZn In(stagen)
InZ
n
-0.6931
0
0.4055
0.6931
0.9163
1.0986
stage =
0.5
1
1.5
2
2.5
3
...natural log of stage
x := submatrix(InZ, 2, 6, 0, 0)
y := submat dx(1nS, 2, 6, 0 , 0)
slope slope(x, y) slope = 1.14
b = intercept(x,y) b = 8.95
Ks := eb Ks = 7738.3
S
In
0
3750.75
7804.5
12170.25
16857
21873.75
27229.5
Ins n. In(Sn)
Ins
n
8.2297
8.9625
9.4067
9.7325
9.993
10.2121
v
m
0'
3750.75
4053.75
4365.75
4686.75
5016.75
5355.75
..natural log of storage
8

Drainage Calculations for Rocky Point Commercial Park
Highway 117 N
Rocky Point, NC
Pond 3
I
S slope
Zest m ...stage -storage function
Ks
Zest =
Should compare closely with : stem =
0
0
0.53
0.5
1.01
1
1.49
1.5
1.98
2
2.5
2.5
3.03
3
Determine storage volume required for treatment of first inch of runoff:
Coomp = 0.9
V •(Atotal)•43560•Ccomp
12
V = 12808 cubic feet of storage required
Solve for depth "d" to provide required storage for first inch of runoff:
d =1.5 ...guess value
I•w + (1 + 6•d)•(w + 6•d)
f(d) := 2 d ...function of d for rectangular pond w/3:1 side slopes
g(d) := V
d := root[(f(d) - g(d)),d]
d = 1.57 ft. - depth required to provide required storage for 1 inch with site fully developed
V
Q2d y _ 2.24.60.60
V
QSday 5.24.60.60
g := 32.2
h: d
2
Q2day = 0.0741
Q5day = 0.0296
Cdo := .6
h 0.8 ft
cfs ...Max discharge for 2 day drawdown
cfs ...Max discharge for 5 day drawdown
...orifice coefficient
...avg. head
9

Drainage Calculations for Rocky Point Commercial Park
Highway 117 N
Rocky Point, NC
Pond 3
Aorifice Q2day 5 Aorifice = 0.017 Square ft.
Cdo (2•g•h)
.5
D2 (4. Aorifice 12 D2 = 1.79 in. - for 2 day drawdown
3.14
Q5day = 0.0296 cfs
Aorifice:= Q5day 5 Aorifice = 0.007 Square ft.
Cdo (2-g•h)
.5
D5 (4. Aorifice 12 D5 = 1.13 in - for 5 day drawdown
3.14
Select drawdown orifice size:
Do := 1.5 in.
Stage Discharge for Kiser/Barrel Spillway with Emergency Weir:
g := 32.2 ...acceleration due to gravity
dia := 3 ...diameter of riser (ft.) (enter 0 if rectangular)
len := 0 ...length of opening if rectangular (ft.) (enter 0 if circular)
wid := 0 ...width of opening if rectangular (ft.) (enter 0 if circular)
grate := 0 ...area of openings in grate if rectangular (enter 0 for circular)
L := if[dia * 0,n•dia,2•(len + wid)] ...perimeter of riser (ft.)
2
A:=i dia o 0,n-(�a) ,if(grate *- 0,grate, len•wid)
4
A = 7.1 ...area of riser as orifice (sq.ft.)
Etop := contour0 + d Etop = 28.1 ...minimum elevation of top of riser (ft.)
10

IIn
ROCKY POINT COMMERCIAL PARK
DEC 11200
ROCKY POINT, N.C. BY:
NARRATIVE ON STORMWATER MANAGEMENT
This development is a 53.77 acre site along Highway 117 in Rocky Point, N.C. It
consists of two paved roads and 18 lots. Six of these lots (1,2,3,4,5,and A) were
subdivided and sold before the various required permits were obtained. An
application for a Stormwater Discharge Permit for the lots fronting Highway 117
was previously submitted under the Low Density option but was rejected.
Application for a Stormwater Discharge Permit is hereby being made under the
High Density option.
Due to the topography of the site, five separate detention ponds were designed
to handle the storm water. Pond one treats the first two rows of lots, offsite
drainage up highway 117, and all roads on site. Ponds two through five treat the
stormwater for the lots to the east of North Trade Way and South Way.
All of the sold lots drain to Pond 1. In an effort to compensate for the fact that
these lots have no built upon restrictions, it was assumed that these lots are
100% impervious. The impervious area on the remaining lots draining to Pond 1
was determined by subtracting easements and wetlands from the total lot area
and assuming the remaining area as 90% impervious. The offsite area on the
west side of Highway 117 is piped through the site and is assumed to be 90%
impervious. Approximately 2 acres east of highway 117 is draining to pond 1 and
was also assumed to be 90% impervious. The impervious area for the remaining
ponds was determined by assuming the drainage area for each pond as 90%
impervious. All of the ponds have been sized to handle the ten year storm. It is
intended that these ponds serve as sediment basins during construction.
Runoff from the site will be collected by swales and Dined systems and routed to
the appropriate ponds.
Lot 7 was not originally included in the drainage area because the owner didn't
plan on developing that lot. On the revision being submitted Lot 7 has been
included in the drainage area but we are in the process of getting the wetlands
flagged and surveyed. We will submit that information to you as soon as we get
it.
The disturbed area has been labeled and totals 28.71 acres. It covers lot 6 at
Highway 117, the entire second row of lots, the road with cul-de-sacs on each
end, and the third row of lots to a point 5' away from the wetlands.

HONEYCUTT ENGINEERING CO.
CONSULTING ENGINEERS
610 HIDDEN VALLEY ROAD
WILMINGTON, NC 28409
910-350-0631
December 06, 2002
State of North Carolina
Department of Environment
And Natural Resources
Division of Water Quality
Re: Rocky Point Commercial Park
Stormwater Project Number SW8 990462
Dear Mrs. Lewis:
I am addressing your comments as follows:
RECEIVED
DEC 1 12002
DWQ
PROJ # SW I 17q0 4-& Z-
1. The drainage area for each pond has been outlined by marker on a copy of the
plans.
2. The runoff from the west side of highway 117 will be piped through the site. The
impervious potential of this offsite area was changed to 90%. The water from the
east side of highway 117 (right of way and ditch) are routed to pond 1 via a swale.
3. The registered name of the partnership is Eagle Investments. The tax ID number is
56-1608933. We did not receive that particular page back from you to write it in
ourselves.
4. The proposed built -upon area for Pond 1 has been split up on the application.
5. The name of the client was printed and dated on the application.
6. The BUA totals in section II, part 6 have been changed.
7. Pages 2 and 3 of the supplements have been cnmpleted. Item "rid" has been initialed.
The cleanout depths have been shown.
8. The Riser Top Elevations have been reported on the supplement. The calculations
have been revised along with any associated details.
9. The deed restrictions are being done as this revision is being submitted. It should be
attached to this package by the time you actually review it.
10. The pond access easements have been shown and dimensioned.
11. The names of the wetlands species to be planted are on the pond details on sheet
C2.
12. The forebay is as deep as the pond.
13. Lot 7 is included with this project and has been accounted for. Please review
calculations.
Sin rely,
Wendy Ric rdson

0
Michael F. Easley, Governor
William G. Ross, Jr., Secretary
North Carolina Department of Environment and Natural Resources
July 22, 2002
Mr. Charles Wells, Managing Partner
1640 NC Hwy 53 West
Burgaw, NC 28457
Dear Mr. Wells:
Alan W. Klimek, P.E., Director
Division of Water Quality
Wilmington Regional Office
Subject: REQUEST FOR ADDITIONAL INFORMATION
Stormwater Project No. SW8 990462
Rocky Point Commercial Park
Pender County
The Wilmington Regional Office received a Stormwater Management Permit Application
for Rocky Point Commercial Park on May 16, 2002. A preliminary review of that information has
determined that the application is not complete. The following information is needed to continue
the stormwater review:
1. Please delineate the drainage area for each pond, including the 53.54 acres of offsite
area.
2. Please indicate how you plan to make sure that the offsite development maintains a
30% density limit. If you don't own the property, you really have no way of making
those property owners stay at 30%. There is no guarantee that the State will get to
issue a permit for development plans,in the offsite area. Additionally, the rules
require that offsite development be accounted for at the full build -out potential.
Unless you can demonstrate otherwise, you must either change the potential to 90%
impervious, or redirect the offsite runoff around the pond.
3. Please provide the registered name of the partnership on the application.
4. Please split up the proposed built -upon area for Pond 1 into road, lots, and offsite on
the application.
5. Please print your name and the date you signed the application on page 4.
6. Please correct the BUA totals reported in the lower chart of Section II, Part 6 on the
application to correspond to those used in the calculations. The BUA totals shown
on the application assume that the drainage area is 100% impervious.
7. Please complete pages 2 and 3 of the supplements. Item "m" on page 2 must be
initialed- a portable pump can be used as the emergency drain. The cleanout depths
must be reported in the blanks on page 3.
8. For Ponds 2 and 3, please report the Riser Top Elevation reported in the Discharge
Structure table detail as the temporary storage elevation on the supplements. Please
revise calculations, pond details, storage elevation and volume provided for Ponds
2and 3.
N.C. Division of Water Quality 127 Cardinal Drive Extension Wilmington, N.C. 28405 [phone] Fax [phone] Customer Service
800-623-7748

Mr. Wells
July 22, 2002
Stormwater Project No. SW8 990462
9. Please provide a copy of the proposed deed restrictions to include all required
conditions and limitations under Sections I and V, as shown on the enclosed sheet.
Per comment #13, an additional statement to limit the development on Lot 7 to zero
may be needed. _
10. Please show and dimension all drainage, access and pond easements on the affected
lots. Adequate access to the ponds for maintenance is mandatory in order to comply
with the permit conditions.
11. Please specify by name the wetland species to be planted on the 6:1 shelf.
12. Unless the forebay is as deep as the pond, please reduce the forebay volumes so that
they fall in the range of 18%-22% of the permanent pool volume. Excess forebay
volume reduces the amount of surface area that is at the design depth, which reduces
the TSS removal efficiency.
13. Lot 7 was not part of :this subdivision in 1999, when the original low density
application was submitted. Why is Lot 7 now shown? If you now own Lot 7, you
must account for it in the pond design, or you must restrict the development to zero
built -upon area through a deed restriction (see comment 9).
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 August 22, 2002, 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,
A�0
Linda Lewis
Environmental Engineer
RSS/arl: S:IWQSISTORMWAT\ADDINF0120021990462.JUL
cc: Linda Lewis
Jim Honeycutt, P.E.

ROCKY POINT COMMERCIAL PARK
ROCKY POINT, N.C.
NARRATIVE ON STORMWATER MANAGEMENT
AOL
je �tia
This development is a 53.77 acre site along Highway 117 in Rocky Point, N.C. It
consists of two paved roads and 18 lots. Six of these lots (1,2,3,4,5,and A) were
subdivided and sold before the various required permits were obtained. An
application for a Stormwater Discharge Permit for the lots fronting Highway 117
was previously submitted under the Low Density option but was rejected.
Application for a Stormwater Discharge Permit is hereby being made under the
High Density option. -
Due to the topography of the site, five separate detention ponds were designed
to handle the storm water. Pond one treats the first two rows of lots, offsite
drainage up highway 117, and all roads on site. Ponds two through five treat the
stormwater for the lots to the east of North Trade Way and South Way.
All of the sold lots drain to Pond 1. In an effort to compensate for the fact that
these lots have no built upon restrictions, it was assumed that these lots are
100% impervious. The impervious area on the remaining lots draining to Pond 1
was determined by subtracting easements and wetlands from the total lot area
and assuming the remaining area as 90% impervious. Approximately 53.5 offsite
acres on the west side of Highway 117 also drain to Pond 1. This offsite area
was assumed to be 30% impervious. The impervious area for the remaining
ponds was determined by assuming the drainage area for each pond as 90%
impervious. All of the ponds have been sized to handle the ten year storm. It is
intended that these ponds serve as sediment basins during construction.
Runoff from the site will be collected by swales and piped systems and routed to
the appropriate ponds.
The disturbed area has been labeled and totals 28.71 acres. It covers lot 6 at
Highway 117, the entire second row of lots, the road with cul-de-sacs op each
end, and the third row of lots to a point 6 away from the wetlands.
RECEIVED
MAY 16 2002
BY:— �A —1

3792
EAGLE INVESTMENTS
P. O. BOX 453
ROCKY POINT. NO 28457

Apr 29-02 03:35p Jim Honeycutt
■
IFAX
TO: Linda Lewis
Division of Water Quality
Phone [phone]
Fax Phone [phone]nu
RE: Rocky Point Commercial
ark
[910]350-0631 p.1
Date 4129102
Number of Pages including cover sheet 3
FROM Wendy Richardson
Honeycutt Engineering
Company
P.Q. Box 15036
Wilmington, N.C. 28408
Phone [phone]
Fax Phone [phone]

Apr 29 �02 03:36p Jim Honeycutt (9101350-0631 p.3
HONEYCUTT ENGINEERING CO.
CONSULTING ENGINEERS
610 HIDDEN VALLEY ROAD
WILMINGTON, NC 28409
910-350-0631
April 29, 2002
State of North Carolina
Department of Environment
And Natural Resources
Wilmington Regional Offices
Re: Trailers Unlimited Site
Stormwater Project Number SW8 990107
Pender County
Dear Ms. Lewis:
We received a copy of the Notice of Violation on this project 4/26/02. We are
submitting a plan for review no later than 5/8/02. We are proposing a single pond to
handle the first two rows of lots closest to highway 117 which will include the site for
Trailers Unlimited. We will be submitting a modification to the permit so they will able to
fill in the existing pond on their site after approval.
Sincerely,
-����--�
WendyRich dson

Apr 2S->02 03:36p Jim Honeycutt [phone] p.2
HONEYCUTT ENGINEERING CO.
CONSULTING ENGINEERS
610 HIDDEN VALLEY ROAD
WILMINGTON, NC 28409
910-350-0631
Apri 129, 2002
State of North Carolina
Department of Environment
And Natural Resources
Wilmington Regional Offices
Re: Rocky Point Commercial Park
Stormwater Project Number SW8 990462
Pender County
Dear Ms. Lewis:
We received a copy of the Notice of Violation on this project 4/26/02. We are
submitting a plan for review no later than 5/8/02. We are proposing a single pond to
handle the first two rows of lots closest to highway 117 and four separate ponds to
handle the lots in the rear of the property.
Sincerely,
Wendy Riche dson

* * * COMMUNICATION RESULT REPORT ( FEB. 9.2001 4:03PM )
P. 1
FILE -MODE
------------OPTION
236 MEMORY T).
REASON FOR ERROR
E-1) HANG UP OR LINE FAIL
E-3) NO ANSWER
North Carolina
TTI NCDENR WIRO
ADDRESS (GROUP) RESULT PAGE
89102593050 OK P. 1/1
E-2) BUSY
E-4) NO FACSIMILE CONNECTION
Department of Environment and Natural Resources
Michael F. Easley, Governor
William C. Ross, Jr., Secretary a
CDENRDivision of Water ate eaDr#,, o
4'� NORTH CAROWNA PvAmTmEw of
Wilmington Regional Oiiice ENVIRONMENTANG NAUPAI, Reeouptcm
FAX COVER SHEET
Date: February 9, 2001 No. of Pages: 1
To: Charles Wells From: Linda Lewis
Company: Charles Wells Realty Water Quality Section - Stormrwater
FAX #: [phone] FAX [phone]
Phone # [phone]
DWQ Stormwater Project Number: SW8 990462
Project Name: Rocky Point Commercial Park
MESSAGE:
Dear Mr. Wells;
I located the file and found that no permit for the project has been issued. My last conversation with you and Jinn
Honeycutt centered on the possibility of putting in a dingle pond to serve all lots in the subdivision. We also
discussed the possibility of requiring each lot to provide it's own stormwater system, regardless of whether or not
it met low density. As stated to you previously, you must decide Up front if the subdivision will be high or low
den.6ty The. nnnlir.mAnn ume r seo,. l %%% 1,.,1A --A.-- - .i.........e 'r d .e_ — ---r_..... 7 A 9 . . r ,
,

North Carolina
Department of Environment and Natural Resources
Michael F. Easley, Governor
William G. Ross, Jr., Secretary
Division of Water Quality
Wilmington Regional Office
FAX COVER SHEET
Date: February 9, 2001
To: Charles Wells
Company: Charles Wells Realty
FAX #: [phone]
DWQ Stormwater Project Number: SW8 990462
Project Name: Rocky Point Commercial Park
MESSAGE:
Dear Mr. Wells:
AgAi7PA
Aid
NCDENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
No. of Pages: 1
From: Linda Lewis
Water Quality Section - Stormwater
FAX # [phone]
Phone # [phone]
I located the file and found that no permit for the project has been issued. My last conversation with you and Jim
Honeycutt centered on the possibility of putting in a single pond to serve all lots in the subdivision. We also
discussed the possibility of requiring each lot to provide it's own stormwater system, regardless of whether or not
it met low density. As stated to you previously, you must decide up front if the subdivision will be high or low
density. The application was placed on hold pending a decision. I was not informed that any decision had been
made. In the meantime, it appears that the scope of the project has been significantly expanded.
The permit for the entire subdivision needs to be issued before you sell off any more lots. The deed restrictions
given to you by Jim will not be sufficient to satisfy the requirements.
I already have a completed application, but the plans you provided today do not match up with the plans submitted
last year. Only 6 lots were shown on last year's plans, while it appears that additional lots and a road are now to be
permitted. Please provide l additional copy of the plans and a cover letter indicating how this commercial park will
meet the stormwater regulations.
Please reference the project number above on all correspondence. Unfortunately, I cannot guarantee that the project
will be reviewed in time to meet your sale date.
Please submit the requested information prior to March 9, 2001.
S:\WQS\STORMWAT\ADDINFO\990462.FEB
127 Cardinal Dr. Ext., Wilmington, North Carolina 28405 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/10% post -consumer paper

State of North Carolina r7:3
11:99:9
Department of Environment and Natural Resources
Division of Water Quality
r.
STORMWATER MANAGEMENT PERMIT APPLICATION F
This fora may be photocopied fir use as an original
L. GENERAL INFORMAMN
i. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
EAGLE ►WES-rAICA 'S
2. Print Owner/Signing Official's name and title (the person who is legally responsible for the facility and
its compliance):
CHARLES WELLS
3. Mailing Address for person listed in item 2 above:
P.O. BOX 453
Cir AOGK-Y Po I N —I state: N' C • zip; Z NS7
TeleplmneNmber: E 9 ►o 7(v 3- 5000
4. Project blame (subdivision, facility, or establishment name - should be consistent with project name on
plans, specifications, letters, operation and maintenance agreements, etc.):
AOCKY Polar COMMERCIgL PA2.K.
5. Location of Facility (street address):
Ca.. ADC-ky POINT _ PtNPE✓R
6. Directions to facility (from nearest major intersection):
EXIT 2- 40 oa HWY 210 W EST , -MV.6 OGHT AT in71t.SEC-rvN OF H W%J
S17E A SOurr Y4 MILE DO 2.16 HT
i. gAifu& 3 i 0 Z 7 � 0 O " % -7 ° 5 3 ' Do " of facility
g. Contact person who can answer questions about the facility:
Nw e �Ti rn Ho N EY C-o T T Telephone Number. (q l ) 35 a - N> 31
IL. PERMIT INFORMA7ITON:
�.
1. Specify whether protect as (check one): New Renewal ---___Modification
2. If dais application is being submitted as the result of a renewal or modification to an existinp permit, list
tore pem*m "l h and its issue date (if known) Am
Form SWU-101 April 1998 Page 1 of 4

3. Sp�jfy theZity
of project (check one):
L,ow High Density Redevelop
.General Permit Other
4. Additional Project Requi ents (check applicable blanlo):
LAMA Major 7Sedimentation/Erosion Control
111. PROJECT INFORMATION
--Pere-it
3. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project .
^1!A OVA A 2GCc5s ;-a ,S /a ke bt;j'/fI;ou
2. Stormwater runoff from this project drains to the CAPE F E A R River basin.
3. Total Project Area: j 2 3? acres 4. Project Basalt Upon Area: _ :� ?-? -%
5. How many drainage basins does the project have?--L_
6. Complete the following information for each drainage basin. If there are more than two drainage basins in
the project, attach an additional sheet with the information for each basin provided in the same format as
below.
�, :: � a
M
W
Receiv!n& Stream Name
E E K
Receiving Stream Class
C S W
Drains a Basin Area
17• 3 -7 cQE S
Existing Impervious* Area
• ►J A
Proposed Im rvioueArea
. Z(? ACi2E5
% Inr ervious* Area (total)
UV 4Z44-%
-Y •. G n; -
e m5za�:-.
- h,vA y7yar,�azc,a '7� Syr 5,,
On -site Buildings
On -site Streets
g ACASS
On -site Par
- --- NIA
On -site Sidewalks
WI
Other on -site
ft
Off -site
IJ
Total:
Aetesg=
* Impervious area is defined
as the built upon g, area iucIudin but not limited to bu7d" ad
t trigs, ro s, parking
areas, sidewalks, gravel areas, etc.
7. How was the off -site impervious area listed above derived?__41A
1V. DEED RESTRICTIONS AND PROTEC17VE COVENANTS
Deed restrictions and protective covenants are required to be recorded for all low density ;projects and a!1
subdivisions prior to the sale of any lot. Please see Attachment A for the specific items that must be recorded.
Form SWU-101 April 1998 Page 2 of 4

By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the items required by the permit, that the covenants will be binding on all parties and persons
claiming under them, that they will rust with the land, that the required covenants cannot be chaanged or
deleted without concurrence from the State, and that they Willbe recorded prior to the sale of any lot.
V. AGENT AUTHORIZATION
If you wish to designate submittal authority to another individual or first so that they may provide
information on your behalf, please complete this section: .
DesignatEd%Mnt(k%2YiduW0r&m). HonlEYC.UTT EIJ6iNEK9.1n4G COMPANY
MaillrgAddmss P. 00X 150 3(0
wILMId6Tor►
Phone L o n ) 3 50 - 0 (o 3l _ Fc910 i 350 - 0 (o 3 I
VI. SUBNIITTAL REQUHUWe rS
This application package will not be accepted by the Division of Water Quality gutless all Of &he applicable
items are included with the submittal.
1. Please indicate that you have provided the following required information by sighing your initials in the
space provided next to each item.
o Original and one copy of the Stormwater Management Permit APn Form• One copy of the applicable Supplement Font(s) for each BMP (see Attachment A)
Permit application processing fee (see Attachment A)
Two copies of plans and specifications including:
o Detailed narrative description of stormwater treatment/management
m Two copies of plans and specifications, including:
- Development/Project name
- Engineer and firm
- Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project bounda-y
- Location snap with named streets or NCSR numbers
Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, parking, cul-de-sacs, sidewalks, and curb and gutter
- Wetlands delineated, or a note on plans that none exist
Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations
- Drainage basins delineated
- Vegetated buffers (where required)
VIL APPLICANTS CERTMCAT10N
I, (priHt or type Mw of listed in General inform frm, item 2) C KM iZ LES E , W E LL-S
certify that the information included on this permit application form is correct, that the project will be
constructed in conformance ith the approved Plans, that the deed restrictions in accordance with Attachment
A of this form will be ed with all required permit conditions, and that to the best of my knowledge the
proposed project c . w* the req9ar"ty6f45A NCAC 2H .10W.
Form SWU-101 April 199S Pale 3 of 4

KrFACHMENT A
1. Deed Restriction language
The following statements must be recorded for all Iow density projects and for all projects that involve the
subdivision and selling of lots or outparcels:
1. No more than square feet of any lot, including that portion of the right-of-way betuven the
edge of pavement and the front lot line, shall be covered�by impervious structures including
asphalt, gravel, concrete, brick, stone, state or similar materiel but not including wood decking or
the surface of swimming pools. This covenant is intended to insure continued compliance with the
stormwater permit issued by the State of North Carolina. The covenant may not be changed or
deleted without the consent of the State.
2. No one may fill in, pipe, or alter any roadside swale grcept as necessary to provide a minimum
driveway crossing.
NOTE: If lot sizes vary significantly, the owner/developer must provide an attachment listing each lot
number, size and the allowable built -upon area for each lot.
For commercial projects that have outparcels or feature development the following statements must also be
recorded:
3. The connection from the outpand or future area into the stormwater system must be made into the
forebay such that short-circuiting of the system does not occur.
4. All built -upon area from the outparcel or future development must be directed into the permitted
stormwater control system.
5. Built -upon area in excess of the permitted amount will require a permit modification prior to
construction.
For curls outlet systems, the following statement in addition to items 1 and 2 above mint be recorded;
6. No one may pipe, fill in or alter any designated 100 foot long grassed swale used to meet the
requirements of NCAC 2H .I008(g).
2. Supplene mt Forms
The applicable supplement form(s) listed below must be submitted for each BMP specified for this project:
Form SWILL-102
Wet Detention Basin Supplement
Form SWU-103
Infiltration Basin Supplement
Form SWU-104
Low Density Supplement
Form SWU-105
Curb Outlet System Supplement
Form SWU-106
Off -Site System Supplement
Form SWU-107
Underground Infiltration Trench Supplement
Form SWU-108
Neuse River Basin Nutrient Management Strategy Supplement
3. Permit Application gees (check made payable to NCDENR and submitted to the appropriate Regional
Office)
Type of Permit
Low Density
High Density
Other
Director's Certification
General Permit
New, Modification, or
Late Renewal
$225
$385
$225
$350
$50
Form SWU-101 April 1998 page 4 of 4
Timely Renewal Without
Modification
n/a
$225
n/a
n/a
n/a

Drainage Calculations Page I
for Rocky Point Commercial Park,
Highway 117, Rocky Point, NC
Project 8022 1/4/99 revised 2/3/99
Check velocity in (relocated swale (#1) on southwest side of site:
(dote: Swale 91 extends from the southwest corner of site north to easement and then east along the
easement to the rear of lots 1 and 2.
Detennine amount of water from existing 24" pipe:
d:=2 ft.
headwater : = 5.47 ft.
hwd :- headwater hwd a 2.736
d
q pipe : = 35 cfs - From "Hydraulic Design of Highway Culverts", a 24" pipe with headwater depth of 5.47'
Using this flow, calculate velocity of water exiting pipe:
D:=2 ft
z• Dz
A piles 4
V outlet = q pipe
A pipe
q pipe = 35
A pipe = 3.142
V outlet ® 11,14
fps
cfs ...max discharge
Determine outlet apron dimensions and riprap size for outlet protection:
From Figure 8.06.b.1 and Figure 8.06.b.2 choose Zone 2.
L a : = 6• D L a = 12 ft - minimum length of apron from figure 8.06b2
W : = 3• D W = 6 ft - minimum width of apron from figure 8.06b2
dia : = 0 diernaier of stone in inches
d max := 1.5•dia d max = 9 max, stone diameter
t := 18 in. min. thickness of apron in inches
51483
...roadside area north of existing pipe draining to Swale
4356.0
A 2 := A 1. ...roadside area south of euisiing pipe draining to Swale
A total A l+ A 2
A total = 2.36 acres
_ 9917
A roadl 43560
A road2 : = A roadl
A road A roadl + A road2
...total area draining to Swale
A road = 0.455 acres ...total paved area draining to pipe
qqoq�2
?
SEAL `"
9524
•
�3%

Page 2
Drainage Calculations
for Rocky Point Commercial Park,
Highway i 17, Rocky Point, NC
C .pre .30 ...pre -development C
C imp := .95 ...paved area C
Atotal + C - � road �' road
C comp �= C pre' A total �p A total
C comp = 0.425
L := 6W ft ...hydraulic length
H := 3.5 ft ...height
(H)
0.3W
T c 128 T c = 7.8 ..lime of concentration
Intensity -Duration -Frequency Relationships:
Values of G and H*
R G H
10 252 30
50 338 33
R= Return Period
*Source: Master Drainage Plan for City of Wilmington
T := T c Time of duration
G 10 : = 252 H 10 30
l 10 G 10 110 = 6.67 Mr ...10 year storm intensity
(H 10+T)
G 50 := $38 H 50 33
150 1350 150 - 8.284 inlhr ...50 year storm
(H 50 + T)
q ditchl C comp'11().A total q ditchl = 6.701 ..flow from ditches in oft
Q 1 q dKohl + q pipe Q 1 - 41.701 ..total flow in channel in cfs
13 := 0 ...bottom width of channel (ft)
M : = 3 ...side slopes
1 := 884 ft. - length of new channel
elev upper 31.47 ft. ...elev at upper end of channel
elev lower 29.61 ft. ...elev at lower end of new channel
fall := elev upper - elev lower
fall _ 1.86 fL

Page 3
Drainage Calculations
for Rocky Point Commercial Park,
Highway 117, Rocky Point, NC
fall s = 0.0021 ...Channel slope
n := 0.053 ...roughness coeff. for retardance factor "C" (must be consistent with depth of flow)
Z req := Q 1 n Z req m 32.337 ...Z required (from R.Malcolm)
1.49•
y 1 : 2.94 ...depth of flow (ft.) - vary this number until Zav (below) is approx. equal to Z.req
(above) - may also have to vary n above to be consistent with this depth
A 1 :- 13• y 1 + M. (y 1)2 A 1 = 25.931 ...Cross -sectional area of flow (sq.ft.) at depth y
P 1 - 0 t 2• y 1 • 1 + M2 P 1 - 18.594 ...Wetted perimeter (ft.) at depth y
A
R 1 :_ 1 R 1 = 1.395 ...Hydraulic radius (ft.) at depth y
1
2
Z av : = A 1 • (R 1) 3 Z av - 32.367 ...Z available
Now compute velocity at this depth:
2 1
1.49 s 2
V1:= n •R1 •s V1=1.61 fps
V 1 R 1 = 2.245 Using this value, choose n from Figure 8.05c page 8.05.7 and adjust n above
until consistent
From Table 8.05a page 8.05A
V p : = 4.5 fps •- Permissible Velocity for channels lined with specified grass with slopes 0-4.5%
in easily erodible non -plastic soils
Since VtVP. Permanent channel lining OX
Now check velocity in bane soil to determine it a temporary channel liner M vequired:
Q 1 = 41.701 cfs
s = 0.002
n := 0.02 ...roughness coeff. for bare soil from Table 8.05b
Using normal depth procedure, calculate depth of flow:
Z req Q 1 n Z req =12.203 ...Z required (from R.Malcolm)
1.49•,fa
y 1 : = 2.04 ...depth of flow (ft.) - vary this number until Zav (below) is approx. equal to Z.req
(above) - may also have to vary n above to be consistent with this depth
A 1 : = 8-y 1 + M• (y 1)2 A 1 = 12.485 ...Cross -sectional area of flow (sq.ft) at depth y

Drainage Calculations
for Rocky Point Commercial Park,
Highway 117, Rocky Point, NC
P1 8+2•y1. 1+MI2 P1=12.902
Al
P
2
Zav=A.1•(R1)3
R 1 = 0.968
...Wetted perimeter (ft.) at depth y
..Hydraulic radius (ft.) at depth y
Z av = 12.214 ...Z available
Now compute velocity at this dgrth:
2 1
V 1 1.49 A l i•s2 V 1= 3.343 fps
From Table 8.05d page 8.05.90
V p := 2.5 fps - Permissible Velocity for unprotected soils (fine sand) in channels
Sind a temporary channel lining is required
Compute, velocity in swale again assuming a curled wood mat as the temporary liner:
n := 0.028 ...roughness coefF. from Table 8.05e
Using normal depth procedure, calculate depth of flow:
Q 1
Z := n Z 97.084 ...Z required (from R.Malcolrr)
1.49•�
req
y 1 := 2.31 ...depth of flow (ft.) . vary this number until Zav (below) is approx. equal to Z.req
(above) - may also have to vary n above to be consistent with this depth
Al 8•y1+M-(y1`2 Al=16.000
P1:-8+2•y1. 1+M2 P1=14.61
R1:=1 �1 R1=1.096
... Cross -sectional area of flow (sqA) at depth y
...Wetted perimeter (ft.) at depth y
...Hydraulic radius (ft.) at depth y
2
Z av := A 1• (R 1)' Zav = 17.014 ...Z available
Now compute velocity at this depth:
2 1
V 1 1.49 A, -3.s -2 V 1= 2.594 fps
n
Calculate shear stress for this velocity:
T allow := 1.55
lb per sq.ft allowable shear stress
y : = 62.4
...unit weight of water
T := yy 1•s
T = 0.303
...shear stress
-Since TSTallgw,
temporary channel Unina is O.K.
Page 4

Drainage Calculations
for Rocky Point Commercial Park,
Highway 117, Rocky Point, NC
Check velocity in roadside ditch on north side of easement (awale #1A):
A ditch 17655 A ditch - 0.405
43560
q ditch C comp 110'A ditch q ditch = 1.149
B : = 0 ...bottom width of channel (fit)
M : = 3 ...side slopes
1 := 200 ft. - length of new channel
elev upper 35.0 it. ...elev at upper end of channel
.flow from ditches in cfs
elev lower: - 30.51 ft. ...elev at lower and of new channel
fall : = elev upper - elev lower
fall = 4.49 ft.
s := fall s = 0.0224 ...channel slope
n : = 0.25 ...roughness coeff. for retardance factor "C" (must be consistent with depth of flow)
req -= q ditch'n z req - i.287 ..2required (from R.Malcolm)
1.49•�
y := .878 ...depth of flow (ft.) - vary this number until Zav (below) is approx. equal to Z.raq
(above) - may also have to vary n above to be consistent with this depth
A := B-y + M-(y)2 ...Cross -sectional area of flow (sq.ft.) at depth y
P := 8 + 2•y 1 + M2 ..-Wetted perimeter (ft.) at depth y
R := P ...Hydraulic radius (ft.) at depth y
2
z av : = A. (R) 3 Z av - 1.29 ...Z available
Now compute velocity at this depth:
2 9
V := 1.49 R� s` V = 0.498 fps
n
V. R = 0.207 using this value, choow n from Figure 8.05c page 8.05.7 and adjust n above
until consistent
Page 5
From Table 8.05a page 8.05.4a

Drainage Calculations
for Rocky Point Commercial Park,
Highway 117, Rocky Point, NC
V p := 4.5 fps - Permissible Velocity for channels lined with specified grass with slopes 0-4.5%
in easily erodible non -plastic soils
Since VaVp. pe Went channel lining O.K.
Now check velocity in bare soil to determine 9 a temporary channel liner is required
q ditch = 1.149 cfs
s = 0.0224
n := 0.02 ...roughness coeff. for bare soil from Table 8.05b
Using normal depth procedure, calculate depth of flow:
n
Z req :_ ditch Z req = 0.103 ...Z required (from R.Malcolm)
1.4&�
y := .357 ...depth of flow (ft.) - vary this number until Zav (below) is approx. equal to Z.req
(above) - may also have to vary n above to be consistent with this depth
A := B-y + M-(y)2 A = 0.382 ...Cross -sectional area of flow (sq.ft.) at depth y
P := B + 2-y- 1 + M2 P = 2.258 ...Wetted perimeter (ft.) at depth y
R : = P R = 0.169 ...Hydraulic radius (ft.) at depth y
2
Z av A- (R ) 3 Z av = 0.117 ...Z available
Now compute velocity at this depth-
2 1
V := 1.49 R3 s2 V - 3.417 fps
n
From Table 8.05d page 8.05.6e
V p := 2.5 fps - Permissible Velocity for unprotected! soils (fine sand) in channels
Since V>Vo, a temporary channel lining is required
Compute velocity in swale again assuming a curled wood mat as the temporary 9inero
n := 0.066 ...roughness coeff. from Table 8.05e
Using normal depth procedure, calculate depth of flow:
Z req q ditch n Z req = 0.34 ...Z required (from R.Malcolm)
1.49-,�s
y .535 ...depth of flow (ft.) - vary this number until Zav (below) is appron, equal to Z.req
(above) - may also have to vary n above to be consistent with this depth
A B-Y + M-M2 A - 0.859 ...Cross sectional area of flow (sq.ft.) at depth y
Page 6

Drainage Calculations
for Rocky Point Commercial Park,
Highway 117, Rocky Point, NC
P B 2• y 1+ M2 P= 3.384
R P R = 0.264
...Wetted perimeter (ft.) at depth y
...Hydraulic radius (ft.) at depth y
2
Z av : = A-(R) 3 Z av = 0.344 ...Z available
NOW compute velocity at this depth:
2 1
V 1.49 Rs sz V = 1.356 fna
n
Calculate shear stress for this velocity:
T allow 1.55 lb per sq.ft allowable shear stress
Y : = 82.4 ...unit weight of water
T := ry-s
T = 0.749 ...shear stress
Sing2 T<Tallow, temRRM annel i, iniro4 is O.K.
Check velocity in swalo(#2) at the rear of lots 1 and 2:
LOT1 ; = 75925
43560
LOT2 : = 77901
43560
A 2 : = LOT1 + LOT2 A 2 = 3.531
A2 imp - •75•A 2 ...assume 75% Impervious
C2 pre .30 ...pre -development C
C2 imp := .95 ...paved area C
C2 comp C2 pre" A2_ A2imp A 2 + C2 imp A 2
C2 comp = 0.787
Q 2 C2 comp-1 10-A 2 Q 2 = 18.54 ..flow in channel in cfs
13 := 0 ...bottom width of channel (ft)
M := 3 ...side slopes
12 := 400 ft. - length of new channel
e1ev2 upper := 34.0 ft. ...elev at upper end of channel
Page 7

Drainage Calculations
for Rocky Point Commercial Park,
Highway 117, Rocky Point, NC
elev2 lower 29•61 ft. ••.elev at lower end of new channel
fail 2 : = elev2 upper elev2 lower
fall 2 = 4.39 ft.
f
s 2:=all 2I s 2= 0.01098 ...channel slope
2
n 0.060 ...roughness coeff. for Retardance factor "C" (must be consistent with depth of flow) -
Z req C 2 n Z req = 7.126 ...Z required (from R.Malcolm)
1.49. Ts 22
y 2 1.667 ...depth of flow (ft.) - vary this number until Zav (below) is approx. equal to Z.req
(above) - may also have to vary n above to be consistent with this depth
A 2 B•y 2 + M• (y 2) 2 ...Cross -sectional area of flow (sq.it.) at depth y
P 2 B + 2'y 2• 1 + M2 ...Wetted perimeter (ft.) at depth y
R 2 := 2 ...hydraulic radius (ft.) at depth y
2
2
Z aV := A 2• (R 2)' Zav = 7.129 ...Z available
Now compute velocity at this depth:
2 1
V2:= 1.49 R2 s2z V2=2.225 fps
n
V 2-R 2 - 1.759 Using this value, choose n from Figure O.05c page 8.05.7 and adjust n above
until consistent
From Table 8.08a page 8.05A
V p := 4.5 fps - Permissible Velocity for channels lined with specified grass with slopes 0-4.5%
in easily erodible non -plastic soils
Since V<V germanent channel lining O.K.
Now check velocity In bare soft to determine it a temporary channel liner is required:
Q 2 = 18.54 cis
s 2 - 0.011
n := 0.02 ...roughness coeff. for bare soil from Table 8.05b
Using normal depth procedure, calculate depth of flow:
Z req := C 2 n Z feq = 2.375 ...Z required (from R.Malcolm)
1.49.Js2
y 2 : = 1.294 ...depth of flow (ft.) -vary this number until Zav (below) is approx. equal to Z.req
(above) - may also have to vary n above to be consistent with this depth
Page 8

Drainage Calculations
for Rocky Point Commercial Park,
Highway 117, Rocky Point, NC
A2:=B-y2+M•(y2)2 A2=5.023
P2:= B+2•b2• 1 +M2 P2=8.184
R2:= 2A2 R2=0.614
..Cross -sectional area of flow (sq.ft.) at depth y
..Wetted perimeter (ft.) at depth y
..Hydraulic radius (ft.) at depth y
2
Z av : = A 2' (R 2) s Z av - 3.628 ...Z available
Now compute velocity at this depth:
2 1
V 2 : = 1.49R 23 s 22 V 2 = 5.637 fps
n
From Table 5.05d page 5.05.0:
V p := 2.5 fps - Permissible Velocity for unprotected soils (fine sand) in channels
Since IL>V a tempo cannel linipg is re uireei
Compute velocity In swab again assuming a curled wood mat as the temporary liner:
n := 0.035 ...roughness coeff. from Table 8.05e
Using normal depth procedure, calculate depth of flow:
Z req = C 2 (n� 2 req = 4.157 ...Z required (from R.Malcotm)
i.49•,�" 2
y 2 : = 1.361 ...depth of flow (it.) -vary this number until Zav (below) is approx. equal to Z.req
(above) - may also have to vary n above to be consistent with this depth
A 2 B•y 2 + M • (y 2) z A 2 - 5.557 ...Cross -sectional area of flow (sq.ft.) at depth y
P 2 8 + 2•y 2 1 + M2 P 2 = 8.608 ...!Netted perimeter (ft.) at depth y
R 2 P 2 R 2= 0.646 ...Hydraulic radius (ft.) at depth y
2
2
Z av := A 2• (R 2) S Z av 4.151 ...Z available
Now compute velocity at this depth:
2 1
1.49.R s z
V2:= 2 •s2 VZ=3.331 fly
n
Calculate shear stress for this velocity:
T allow 1.55 lb per sq.ft allowable shear stress
Page 9

Drainage Calculations Page 10
for Rocky Point Commercial Park
Highway 117, Rocky Point, NC
y : = 62.4 ...unit weight of water
T := y12-s2
T = 0.932 —shear stress
Iinae T<Tahow,,Mpomm channel lining it o K,
Check velocity in swaie (#3) at the near of lot 3:
LCT3 : = 77901
43560
A 3 := LOT3 A 3 = 1.788
A3 imp .75-A 3 ...assume 75% impeMous
C3 pPe .30 ...pr"evelopment C
C3 imp := .95 ...paved area C
A 3 - A3 Imp A3 imp
C3 comp C3 pre' A 3 + C3 Imp A3
C3 comp = 0.787
Q 3 := C3 comp -I 10-A 3 + Q 1 + Q 2 C 3 = 69.629 ..flow in channel in cis
8 := 0 ...bottom width of channel (ft)
M : = 3 ...side slopes
t 3 := 222 ft. - length of new channel
elev3 P.:pper 29.61 ft. ...elev at upper and of channel
elev3 lower 29.13 ft. ...elev at lower end of new channel
fall 3 := elev3 upper elev3 lower
fall 3 = 0.48 ft.
fall 3
s 3 I s 3= 0.00216 ...channel slope
3
n 0.045 ...roughness coeff. for Retardance factor T* (must be consistent with depth of flow) -
Z req Q 3 n Z req = 45.225 ...Z required (from R.Malcolm)
1.r49-4G 3
y 3 : = 3.333 ...depth of flow (ft.) - vary this number until Zav (below) is approx. equal to Z.req
(above) - may also have to vary n above to be consistent with this depth
A 3: e y 3 + M- (y 3)2 ...Cross -sectional area of low (sq.ft) at depth y
P 3 ®+ 2-y 3 1 + M2 ...Wetted perimeter (ft.) at depth y

Drainage Calculations
for Rocky Point Commercial Parts,
Highway 117, Rocky Point, NC
A
R 3 := 3 ...Hydraulic radius (ft.) at depth y
3
2
Z av ' = A 3- (R 3) 3 Z av = 45.228 ...Z available
Now compute velocity at this depth:
2 1
V 3 1.49 R 33-s 32 V 3= 2.089 fps
n
V 3• R 3 - 3.303 Using this value, choose n from Figure 8.05c page 8.05.7 and adjust n above
until consistent
From Table 8.05a page 8.05A
V p := 4.5 fps - Permissible Velocity for channels lined with specified grass with slopes 0-4.5%
in easily erodible non-plestic soils
Since V<VD, cermanept channel lining ©. K.
Now check velocity in bane soil to determine N a tePnporapy channel liner is required:
Q 3 = 69.629 cfs
s 3 = 0.002
n := 0.02 ...roughness coeff. for bare soil from Table 8.05b
Using normal depth procedure, calculate depth of flow:
Z req := Q 3 n Z req * 20.1 ...Z required (from R.Malcolm)
1.49•,�
3 2.46 ...depth of tio°w (ft.) - vary this number until Zav (below) is approx. equal to Z.req
(above) - may also have to vary n above to be consistent with this depth
A3,=B-y3+M•(y3)2 A3-18.155
P 3 B+ 2-y 3• 1+ M2 P 3= 15.558
A
R3:=3 R3=1.167 P
3
..Gross -sectional area of flow (sq.ft.) at depth y
...Wetted perimeter (ft.) at depth y
..hydraulic radius (ft.) at depth y
2
Z av := A 3" `R 3)' Z av = 20.122 ...Z available
Now compute velocity at this depth:
2 1
V3:= in 1.49 •R3 •s32 V3=3.84 fps
From Table 8.05d page 8.05.90
V p := 2.5 fps - Permissible Velocity for unprotected soils (fine sand) in channels
Since V>Vo, a temporary channel lining Is required
Page 11

Drainage Calculations
for Rocky Point Commercial Park,
Highway 117, Rocky Point, NC
Compute velocity in swage again assuming a curled wood mat as the temporary liner:
n := 0.028 ...roughness coeff. from Table 8.05e
Using normal depth procedure, calculate depth of flow:
Z req Q 3 n Z r - 2814 ...Z required (from R.Malcolm)
1.49-js ,
y 3 2.79 ...depth of flow (ft.) - vary this number. until Zav (below) is approx. equal to Z.req
(above) - may also have to vary n above to be consistent with this depth
A3:=B-y3+M•(y3)2 A3=23.352
P3:=B+2-y3 1+M-2 P3=17.646
R3 F3 R3-1.323
3
...Cross -sectional area of flow (sq.ft.) at depth y
...Wetted perimeter (ft.) at depth y
.Hydraulic radius (ft.) at depth y
2
Z av A 3- (R 3)" Z av = 28.149 ...Z available
Now ",mpute velocity at this depth:
2 1
V3.= 1.49-R33S32 V3=2.983 fps
n
Calculate shear stress for this velocity:
T alloy, : = 1.55 lb per sq.ft allowable shear stress
y : = 62.4 ...unit weight of water
T:=r-y3•s3
T = 0.376 ...shear stress
Since T<Tal10w, temporary channel lining is O.K.
Check velocity in swale (") along south sick of Commerce Dr.:
A ditch 147585 A ditch = 0.339 acres ...area draining to ditch along Commerce Dr.
43
A road := 4616 A road = 0.106 acres ...paved portion of area draining to ditch
43560
A total := A ditch + A road
A total A road A road
C comp C pre- + C A total imp A total
C comp = 0.455
q ditch := C comp.I 10'A ditch q ditch = 1.029 ..flow from ditches in cfs
Page 12

Drainage Calculations
for Rocky Point Commercial Park,
Highway 117, Rocky Point, NC
04 q ditch + 0 3 a 4= 70.658 cfs ...flow in Swale
13 0 ...bottom width of channel (ft)
M : = 3 ...side slopes
1 119 ft. - length of new channel
elev upper 29.13 ft. ...elev at upper end of channel
elev lower := 28.87 ft. ...elev at lower and of new channel where if intersects old ditch
fall ;= elev upper elev lower
fall = 0.26 ft.
s 4 fall s - 0.0224 ...channel slope
n 0.046 ...roughness coeff. for retardance factor "C' (must be consistent with depth of flow)
Q 4n
Z req := Z req = 46.668 ...Z required (from R.Malcolm)
1.49•FS
y 4 : = 3.367 ...depth of flow (ft.) - vary this number until Zav (below) is approx. equal to Z.req
(above) - may also have to vary n above to be consistent with this depth
A 4: = 13-y 4 + M- (y 4) 2 ...Cross-secctional area of flow (sq.ft.) at depth y
P 4: = 6 + 2•y 4 1 + M2 ...Wetted perimeter (ft.) at depth y
A
R 4 := 4 ...Hydraulic radius (ft.) at depth y
P
4
2
Z av : = A 4- (R 4) 3 Z av = 46A69 ...Z available
Now compute velocity at this depth:
2 1
1.n 49 2
V4:= -R4 s4 V4=2.069 fps
V 4-R A = 3.304 Using this value, choose n from Figure 8,05c gage 8.05.7 and adjust n above
until consistent
From Table 8,05a page &05A
V p := 4.5 fps - Permissible Velocity for channels lined with specified grass with slopes 0-4.5%
in easily erodible non -plastic soils
Since VEVo. permanent channel lining O
Page 13

Drainage Calculations
for Rocky Point Commercial Park,
Highway 117, Rocky Point, NC
Now check velocity in bare soil to determine if a temporary channel liner is required:
0 4 = 70.658 oft
s 4 g 0.002
n : = 0.02 ...roughness coeff. for bare soil from Table 8.05b
Using normal depth procedure, calculate depth of flow:
Z req := 0 4 n Z req = 20.29 ...Z required (from R.Malcolm)
1.49•Fs
y 4 := 2.468 ...depth of flow (ft.) - vary this number until Zav (below) is approx. equal to Z.req
(above) - may also have to vary n above to be consistent with this depth
A 4 = B' Y 4 + M• (y 4) 2 A 4 = 18.273 ...Cross -sectional area of flow (sq.ti.) at depth y
P 4 B + 2-y 441 -+ he P 4 = 15.609 ...Wetted perimeter (ft.) at depth y
A
R 4 P 4 R 4= 1.171 ...Hyydraulic radius (ft.) at depth y
2
Zav A 4- (R 4) 3 Z av = 20.297 ...Z available
NOW Compute velocity at this depth:
2 1
V 4 1.49 R 3.$ 2 V 4= 3.668 fps
n
From Table 8.06d page 8.05.9:
V p := 2.5 fps - Permissible Velocity for unprotected soils (fine sand) in channels
Since V>V2. a ternporary channel lining is reguft
Compute velocity in Swale again assuming a curled wood rnat as the temporary liner:
n := 0.028 ...roughness coeff. from Table 8.05e
Using normal depth procedure, calculate depth of flow:
Z req := Q 4 n Z req = 28.407 ...Z required (from R.Malcolm)
1.49•Fr-
y 4 : = 2. 799 ...depth of flow (ft.) - vary this number until Zav (below) is approx. equal to Z.re4
(above) - may also have to vary n above to be consistent with the depth
A 4: = B-y 4 + M• (y 4) 2 A 4 = 23.503 ...Cross -sectional area of flow (sq.ft.) at depth y
P 4 := 8 + 2-y 4• 1 + M2 P 4 - 17.702 ...Wetted perimeter (ft.) at depth y
Page '14

Drainage Calculations
for Rocky Point Commercial Park,
Highway 117, Rocky Point, NC
A
R 4 : = P 4 R 4 = 1.32E ...Hydraulic radius (ft.) at depth y
2
Z av : = A 4• (R 4)' Z av - 28.392 ...Z available
Now compete velocity at this depth:
2 1
1.49 3 2
V 4 := R 4 •s 4 V 4 m 3.005 fps
n
Calculate shear stress for this velocity:
T allow : = 1.55 lb per sq.ft allowable shear stress
y : = 62.4 ...unit weight of water
T := ry4•s4
T - 0.382 ...shear stress
Since T<-Tallow. ternponry�chappel linen is O.K.
Check velocity in $wale (#5) at the rear of lots 4,5, and 5:
L OT4 : = 77900
43560
LOTS: = 77901
43560
LOTS 77897
43560
A w : = LOT4 + LOT5 r LOTS A 5 = 5.365 acres
A5 imp - .75•A 5 ...assume 76% impervious
CS pre - .30 ...pre -development C
C5 imp : _ .95 ...paved area C
C5 comp C5 pre -A 5 - A5 imp A5 imp
A S + C5 imp A 5
C5 comp ' 0.787
Q 5 := C5 comp•I 1Q•A s Q 2 = 18.54 ..flow in channel in cfe
B := 0 ...bottom width of channel (ft)
M : = 3 ...side slopes
15 := 620 ft. - length of new channel
elev5 upper := $5.09 ft. ...elev at upper end of channel
Page 15
ol ' lower : ` 31.00 % ...elev at lower end of new channel

Drainage Calculations
for Rocky Point Commercial Park,
Highway 117, Rocky Point, NC
fail 5 := elev5 upper elevv lower
fall 5 = 4.09 #t.
s 5 := fall 5s 5= 0.0066 ...channel slope
15
n 0.056 ...roughness coeff. for Retardance factor "Ca (must be consistent with depth of flow) -
Z req Q 5 n Z req = 13.034 ...Z required (from R.Malcolm)
1.49•F
y 5 : = 2.203 ...depth of flow (ft.) - vary this number until Zav (below) is approu, equal to Z.req
(above) - may also have to vary n above to be consistent with this depth
A 5: = B•y 5 + M. (y 5)2 ...Cross-secitional area of flow (sq.it.) at depth y
P 5 := B + 2•y 5 1 + M2 ...Wetted perimeter (ft.) at depth Y
R 5 := A 5 ...Hydraulic radius (ft.) at depth y
P
5
2
Z av := A S. (R 5) 3 Z av = 14.993 ...Z available
Now compute velocity at this depth:
2 1
1.49 3 2
V5:= •R5 s V5=2.225 fps
n
V 5• R 5 - 2.325 Using this value, choose n from Figure 8.05c page 8.05.7 and adjust n above
until consistent
From Fable 8.05a Page 8a05A
V p := 4.5 fps - Permissible Velocity for channels lined with specified grass with slopes 0-4.5%
in easily erodible non -plastic soils
Since V<Vp, permanent channel lining OX
Now check velocity in bare soil to determine 9 a temporary channel liner Is required:
Q 5 = 28.166 cfs
s 5 = 0.007
n : = 0.02 ...roughness coeff. for bare soil from Table 8.05b
Using normal depth procedure, calculate depth of flow.
Z req := C 5 n Z req = 4.655 ...Z required (from R.Malcolm)
1.49•�-
Rage Is

Drainage Calculations
for Rocky Point Commercial Park,
Highway 117, Rocky Point, NC
y 5 := 1.497 ...depth of flow (ft.) - vary this number until Zav (below) is approx. equal to Z.req
(above) - may also have to vary n above to be consistent with this depth
A 5 . B-y 5 + M• (y 5)2 A 5 - 6.723 ...Cross -sectional area of flow (sq.ft.) at depth y
P 5 B + 2•y 5 1 + M2 P 5 = 9.468 ...Wetted perimeter (ft.) at depth y
A
R 5 := P 5 R 5= 0.71 ...Hydraulic radius (ft.) at depth y
2
Z av A 5- {R 5} 3 Z av - 5.351 ...Z available
Now compute velocity at this depth:
2 1
V5:= 1.49 R53,s52 V5=4.816 fps
n
From Table 0.05d page &05.0:
V p := 2.5 fps - Permissible Velocity for unprotected soils (fine sand) in channels
Since WV®, a k=ora� annel lining Is required
Compute velocity In Swale again assuming a curled) wood mat as the temporary liner:
n := 0.035 ...roughness coeff. from "Fable 8.05e
Using normal depth procedure, calculate depth of flow:
Z req C S-n Z req = 8.146 ...Z required (from R.Malcotm)
1.49- s5
y 5 : = 1.847 ...depth of flow (ft.) - vary this number until Zav (below) is approx. equal to Z.req
(above) - may also have to vary n above to be consistent with this depth
A 5 := B-y 5 + M. (y 5)2 A 6 - 10.234 ...Crosss-sectional area of flow (sq.ft.) at depth y
P 5 := B + 2•y 5 1 + M2 P 5 = 11.681 ...Wetted perimeter (ft.) at depth y
A
R 5 : = 5 R 5 = 0.876 ...Hydraulic radius (ft.) at depth y
2
Z av : = A S. (R 5) 3 Z av, - 9.37 ..2 available
Now compute velocity at this depth:
2 1
V .R 5s s 6 V 6 = 3.166 fps
Page 17

Drainage Calculations
for Rocky Point Commercial Park,
Highway 117, Rocky Point, NC
Calculate shear stress for this velocity:
T allow : = 1.55 lb per sq.ft allowable shear stress
Y : = 62.4 ...unit weight of water
T := ry 5•s 5
T = 0.76 ...shear stress
Since T<Tattow, terr4potary channef fining is O.K.
Check velocity in swale (#6) on the north side of Commerce Dr
lot4 : = 77900 loM = 1.788 acres ...area of lot 4 all of which is assumed impervious
43560
C6 imp : _ .95 ...paved area C
q lot4 = C6 imp- 110- lot4 q lot4 = 11.326
Q6:=05+gditch +glot4 Q6=40.521
8 := 0 ...bottom width of channel (ft)
M = 3 ...side slopes
cfs ...runoff from lot 4
16 := 170 ft. - length of new channel
elev6 upper := 31.00 ft. ...elev at upper end of channel
cfs ...total flow in Swale
elev$ lower 28.70 I ...elev at lower end of new channel
fail 6 := elev0 upper - eiev6 lower
fail 6 = 2.3 ft.
fall 6
s 6:= I s 6= 0.01353 ...channel slope
6
n := 0.046 ...roughness coeff. for Retardence factor "C" (must be consistent with depth of flow) -
Z req Q 6 n Z req = 10.755 ...Z required (from R.Maicoim)
1.49•,Fs 6
y 6 : = 1.945 ...depth of flow (ft.) - vary this number until Zav (below) is approx. equal to Z.req
(above) - may also have to vary n above to be consistent with this depih
h 6 : = 8.7 6 + M. (y 6) z Cross -sectional area of flow (sq.ft) at depth y
P 6 := 6 + 2-ye 1 + M2 ...Wetted perimeter (ft.) at depth y
R 6 :_ 6 ...Hydraulic radius (ft.) at depth y
6
Page 18

Drainage Calculations
for Rocky Point Commercial Park,
Highway 117, Rocky Point, NC
2
Z av A 6• (R 6) 3 Z ev = 10.756 ...Z available
Now compute velocity at this depth:
2 1
V 6 := 1.49 R 63s62 V 6= 3.571 fps
n
V 8-R 6 = 3.294 Using this value, choose n from Figure 8.05c page 8.05.7 and adjust n above
until consistent
From Table 8.06a page 8.05A
V p := 4.5 fps - Permissible Velocity for channels lined with specified grass with slopes U.5%
in easily erodible non -plastic soils
Since V<_Vg. 2ermanVnt channel lining .
Now check velocity in bare soil to determine if a temporary channel liner is required:
Q 6 = 40.521 cfs
sr) = 0.014
n := 0.02 ...roughness coeff. for bare soil from Table 8.05b
Using normal depth procedure, calculate depth of flow:
Z req 0 6 n Z req = 4.676 ...Z required (from R.Malcoim)
1.49•,Fs,5
y 6 : = 1.423 ...depth of flow (it) - vary this number until Zav (below) is approx equal to Z.req
(above) - may also have to vary n above to W eonssaartt with this depth
A 6 a•y 6 + M. (y 6)2 A 6 = 6.075 ...Cross -sectional area of flow (sq.ft.) at depth y
P6'=6+2-y6 1+NI2 P6=9
A
R6 6 R6-0.675
P
6
...Wetted perimeter (ft.) at depth y
...Hydraulic radius (ft.) at depth y
2
Z av := A 6• (R 6) 3 Z av = 4,674 ...Z available
Now compute velocity at this depth:
2 1
V 6 1.49 R es 6` V 6- 6.668 1.03
n
From Table 8.05d page 8.05.9a
V p := 2.5 fps - Permissible !Velocity for unprotected soils (fine sand) in channels
Page 19
Since WV% a temporary channel lining is required

Drainage Calculations Page 20
for Rocky Point Commercial Park,
Highway 117, Rocky Point, NC
Compute velocity in swale again assuming a curled wood mat as the temporary liner:
n := 0.035 ...roughness coeff. from Table 8.05e
Using normal depth procedure, calculate depth of flow:
Z req := Q 6 n Z req = 8.183 ...Z required (from R.i alcolm)
1.49•Vs 6
y 6 : = 1.756 ...depth of flow (ft.) - vary this number untie Zav (below) is approx. equal to Z.req
(above) - may also have to vary n above to be consistent with this depth
A 6 : B. y 6 + M. (y 6) 2 AO = 9.251 ...Cross -sectional area of flow (sq.ft.) at depth y
PO B + 2-y 6• 1 + M2 P 6 = 11.106 ...Wetted perimeter (it.) at depth y
A
R 6 : = P R 6 = 0.833 ...Hydraulic radius (ft.) at depth y
2
Z av := A e. (R 6) 3 Z av = 8.189 ...Z available
Now compute velocity at this depth:
2 1
V 6 1.49 -Re 3.s 62 V 6= 4.384 fps
n
Calculate shear stress for this velocity:
Tallow : = 1.55 lb per sq.ft allowable shear stress
Y : = 62.4 ...urllf weighti Qo water
T ry6•s6
T = 1.482 ...shear stress
Since T-cIgligg, temgorary ghannel llnin„l it O.Kj
Size pipe under southern driveway entrance for Hots 1 & 2:
q ditchl
q:=Q1- q=38.35
2
headwater 6.03 ft.
d := 2 ft.
hwd := headwater hwd = 3.015
d
q pip1 := 40 cfs - the capacity of a 24" pipe with headwater depth of 6.03'
from "Hydraulic Design of Highway Culverts",
Using this flow, calculate velocity of wager exiting pipe:

-Drainage Calculations
for Rocky Point Commercial Park,
Highway 117, Rocky Point, NC
D : = 2 ft q q pipe, q - 40 cfs ...max discharge
z
A pipe :_ 4 A pipe = 3.142
outlet . = A q V outlet = 12.73 fps
pipe
Determine outlet apron dimensions and riprap size for outlet protection:
From Figure 8.06.b.1 and Figure 8.06.b.2 choose Zone 2.
L a:- 8•C La = 12 ft - minimum length of apron from lure 8.0%2
W : = 3• D W = 6 ft - minimum width of apron from figure 8.06b2
dia : = 6 diameter of stone in inches
d max := 1.5•dia d max = 9 max. stone diameter
t := 18 in. min. thickness of apron in inches
Design sediment basin:
Page 21
Since the flow in each Swale was computed for the individual area draining to the Swale the total flow Is
conservative (high) due to the short time of concentration. Recompute total flow from the site as a whole for
determining the size of the sediment basin:
142
A dev 738738 A dev = 3.383
43560
A imp .75•A dev A dev = 3.383
A 718159 disturbed 43560 A disturbed = 16.487
A total := A dev + A disturbed A total - 19.8701
A other A total A disturbed A imp
...disturbed area draining to sediment basin
acres ...total drainage area
A other = 0.846
C pre := .20 ... pre -development C C disturbed .3
C imp := .95 ...paved area C
A other A imp A disturbed
C comp �= C pre' A total + C imp A total
+ C disturbed' A total
C comp = 0.38 ...composite C (post -development)
L 1150 ft
H 38.55 - 28.5
{ 3 3'
T�
128
..hydraulic length
It ...height
T c = 11.02 ...time of concentration

Drainage Calculations
for Rocky Point Commercial Park,
Highway 117, Rocky Point, iC
Intensity -Duration -Frequency Relationships:
Values of G and H"
R G H
10 252 30
50 338 33
R= Return Period
Source: (Master Drainage Plan for City of Wilmington
T : = T c Time of duration
G10:=252
H10:=30
110
G 10 I t o= 6.14 in/hr
(H10+T)
G 50 : = 338 H 50 33
150 := G 50 150 = 7.679 in/hr
H
50 T )
Compute runoff rates:
Q pre : = C pre- 110- (A total) Q pre = 24.42
Q := C comp'I 10- (A total) Q = 46.24
Now add in the offsite water:
...10 year storm intensity
..50 year storm
Page 22
cfs ...pre -development runoff from 10 yr, storm
cfs ...post -development discharge rate to basin from 10 yr. sty
q pipe = 35 ...flow from pipe under highway 117
q ditch1 = 6.701 ... flow from ditches along highway 117
Q 10 Q + q pipe + q ditch1 Q 10 = 87.938 ..total flow entering basin
8 : = A disturbed-1800 S = 29876 ...cu.ft. of storage required
Determine volume in basin:
m.=0..3
n =1..3
am :=
dm :=
4004- f
...area of exist. contour 31.00
.04 j
10801-f?
...area of exist. contour 32.00
1.0-fe
5433•i?
...area of exist. contour 32.50
•5.6'
9383• f?
...area of exist. contour 33.00
0.54
corresponding depth from contour above

Drainage Calculations
for Rocky Point Commercial Park,
Highway 117, pocky Point, NC
+a
" v: = 2 " d" ...Incremental volume
V basin Iv ...total volume in forebay equals the sum of the incremental volumes
V basin = 32660 - fib ...total volume in forebay must be >= S = 29676 cu.ft. O.K.
A regd :_ .Q1-Q 10•acre A regd = 38306^ft ...required surface area for basin
surfacearea a3
surfacearea = 39363^fie > A regd = 38306•ft O.K.
Determine cleanout level In basin: 0
7403
V basin 3 v = a #�
V half 2 V half = 16330•ft 9059
16199
Try volume at elev. 32.5:
v cleanout vo + vi + v2 v cleanout = 16461 -ft3 should be less than V half = 16330-ft3
Page 23
Since elev. 32.5 results in slightly more than desired, set clean out elevation at 32.40'.
Size spillway to pass 10 year peak flow:
L := 16 ft ...Length of weir
H 12 ft ...Driving head C w 3.0 ...Weir coefficient
0 : = C VV L. H "O ...Weir capacity
Q = 88.18 must be => O 10 = 87.94 O.K.
(Vote: References to chart nos., table nos., and page nos. refer to Erosion and Sediment Control
Planning and Design Manuel unless noted otherwise

Drainage Calculations
for Rocky Point Commercial Park,
Highway I 17, Rocky Point, NC
ds _ ft3
sec
acre = 43560• ft
Assuming depth of 4.5` and length has to be two times width, compute minimum length and width;
depth : = 4.5
area : _ S area = 6595
depth
9
width (area s width = 57.422 ...minimum width
width 55 ft ...use this width
length := 2-width length - 110 ... length
area length -width
ratio width-ft•length- ft
a 10• cfs
area = 6050
ratio = 0.0016-ft . acre
cfs
Page 24

ALLa'WABLE
BUILT UPON
LOT NO.
AREA (SQ.FT)
AREA (SQ.FT)
1
75925
14418
2
77901
14418
3
77901
14418
4
77900
77900
5
77901
14418
6
77897
14418

RECEIVED
ROCKY POINT COMMERCIAL PARK JAN O 6 1998
ROCKY POINT, N.C.
NARRATIVE ON STORMWATER MANAGEME Y:
This development consists of a 53.76 acre site along Highway 117 in Rocky
Point, N.C. Phase one of this development consists of 12.37 acres that includes
a paved road, six lots, and various drainage and utility easements. The average
size of the lots is 1.76 acres. Application for a Stormwater Discharge Permit will
be made under the Low Density option. This will be done by restricting the
amount of area that the lots can build upon. Since Lot 4 was sold and been built
upon without any stormwater restrictions, the amount of area that the remaining
lots can build upon will be reduced accordingly.
The discharge from an existing 24" pipe across Highway 117 along with the
drainage from the roadside ditches currently drain across lots 1, 2 and 3. This
drainage will be rerouted to flow between lots 2 and 3 and then behind lot 3 to
Commerce Drive. From that point it will flow along the Commerce Drive right of
way until it intersects the existing ditch again. A swale located in a 30' drainage
easement behind all the lots will collect drainage from these lots and route it to
the roadside ditches on Commerce Drive. A check dam will be installed
downstream in the existing ditch to prevent sediment from leaving the site.