SW8001009_HISTORICAL FILE_20010213

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 po\oog
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
© HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
Zoo 1 02 ►3
YYYYMMDD

Staic,of North Carolina
= Deliartinent of Environment
and Natural Resources
Wilmington Regional Office
Michael F. Lasley, Governor
William G. Ross, Jr., Secretary
Division of Water Quality
Mr. Rick Blacher, Owner
5665 Market Street
Wilmington, NC 28405
Dear Mr. Blacher:
4 r1
r
NCDENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCE5
February 13, 2001
Subject: Permit No. SW8 001009
Smith Creek Boat Storage
High Density Stormwater Project
New Hanover County
The Wilmington Regional Office received a complete Stormwater Management Permit Application for Smith Creek
Boat Storage on January 17, 2001. Staff review of the plans and specifications has determined that the project, as
proposed, will comply with the Stormwater Regulations set forth in Title 15A NCAC 21-1.1000. We are forwarding
Pennit No. SW8 001009 dated February 13, 2001, for the construction of Smith Creek Boat Storage.
This permit shall be effective from the date of issuance until February 13, 2011, and shall be subject to the
conditions and limitations as specified therein. Please pay special attention to the Operation and Maintenance
requirements in this permit. Failure to establish an adequate system for operation and maintenance ofthe stormwater
management system 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
adjudicator), hearing upon written request within thirty (30) days following receipt of this permit. This request must
be in the form of a written petition, conforming to Chapter 150B of the North Carolina General Statutes, and filed
with the Office 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 have any questions, or need additional information concerning this matter, please contact Scott Vinson, or
me at [phone].
Sincerely,
Rick Shiver
Water Quality Regional Supervisor
RSS/sav: S:\WQS\STORM WAT\PERMIT\00 1009. FEB
cc: Jim Honeycutt, P.E.
Tony Roberts, New Hanover County Inspections
Scott Vinson
Wilmington Regional Office
Central Files
127 Cardinal Dr. Ext., Wilmington, North Carolina 28405 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 500/, recycied/10 % post -consumer paper

State Stormwater Management Systems
Permit No. SW8 001009
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMN'ATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes ofNorth Carolina as amended, and
other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Rick Blucher
Smith Creek Bout Storage
New Hanover County
FOR THE
construction, operation and maintenance of a wet detention pond in compliance with the provisions of 15A NCAC
2H .1000 (hereafter referred to as the "stormwater rules") and the approved stormwater management plans and
specifications and other supporting data as attached and on file with and approved by the Division of Water Quality
and considered a part of this permit.
This permit shall be effective from the date of issuance until February 13, 2011 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 stormwater control has been designed to handle the runoff from
120,200 square feet of impervious area.
3. Approved plans and specifications for this project are incorporated by reference and are enforceable parts
of the permit.
4. The tract will be limited to the amount of built -upon area indicated on page 3 of this permit, and per
approved plans.
5. The runoff from all ofsite and offsite built -upon area permitted with this project must be directed into the
permitted stormwater control system.
2

State Stormwater Management Systems
Permit No. SW8 001009
DIVISION OF WATER QUALITY
PROJECT DESIGN DATA SHEET
Project Name: Smith Creek Boat Storage
Permit Number: SW8 001009
Location: New Hanover County
Applicant: Mr. Rick Blacher, Owner
Mailing Address: 5665 Market Street
Wilmington, NC 28405
Application Date: January 17, 2001
Name of' Receiving Strcam/Index 9: Spring Branch / CFR 18-74-63-1
Classification of Water Body: "C Sw"
If Class SA, chloride sampling results: n/a
Pond Depth, Icet: 6.50
Permanent Pool Elevation. I'MSL: 24.00
Drainage Area, acres:
3.64
Total lnlperVlOUS SUI'faCCS, ftz:
120,200
Buildings, ft':
49,188
Parking, ft2:
71,012
Offsite Area entering Pond, ft':
none, per Engineer
Required Surface Area, f':
5,944
Provided Surface Area, It':
6,603
Required Storage VOIU111e, ft':
9,675
Provided Storage Volume, fP:
10,620
Temporary Storage Elevation, 1'MSL:
25.43
Controlling Orifice:
1.50 pipe
3

State Stormwater Management Systems
Permit No. SW8 001009
11. SCIIEDULE OF COMPLIANCE
The stormwater management system shall be constructed in it's entirety, vegetated and operational for its
intended use prior to the construction of any built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas ofthe system will be repaired
immediately.
The perntitlee shall at all times provide the operation and maintenance necessary to assure the permitted
stormwater system functions at optimum efficiency. The approved Operation and Maintenance Plan must
be followed in its entirety and maintenance must occur at the scheduled intervals including, but not limited
to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and revegetation of side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and specifications.
f. Debris removal and unclogging of outlet structure, orifice device and catch basins and piping.
P. Access to the outlet structure must be available at all lines.
4. Records of maintenance activities must be kept and made available upon request to authorized personnel
of DWQ. The records will indicate the date, activity, name of person performing the work and what actions
were taken.
5. Decorative spray fountains will not be allowed in the stormwater treatment system.
6. The facilities shall be constructed as shown on the approved plans. This permit shall become voidable unless
the facilities are constructed in accordance with the conditions of this permit, the approved plans and
specifications, and other supporting data.
Upon completion of construction, prior to issuance of a Certificate of Occupancy, and prior to operation of
this permitted facility, a certification must be received from an appropriate designer for the system installed
certifying that the permitted facility has been installed in accordance with this permit, the approved plans
and specifications, and other supporting documentation. Any deviations from the approved plans and
specifications must be noted on the Certification.
8. If the stormwater system was used as an Erosion Control device, it must be restored to design condition prior
to operation as a stormwater treatment device, and prior to occupancy of the facility.
9. A modification must be permitted prior to any construction. The following items will require a modification
to the permit. The Director may determine that other revisions to the project should require a modification
to the permit:
I
. Any revision to the approved plans, regardless of size.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area.
C. Furthcrsubdivision,acquisition, or sale oftheprojcctarca.Theprojectareaisdefinedits all property
owned by the permittec, for which Sedimentation and Erosion Control Plan approval was sought.
F. Filling in, aftering, or piping of any vegetative conveyance shown on the approved plan.
10. A copy of the approved plans and specifications shall be maintained on file by the Permittee for a mininnum
of ten years front the date of the completion of construction.

l
State Stormwater Management Systems
Permit No. SW8 001009
11. The permittee shall submit final site layout and grading plans for any permitted future areas shown on the
approved plans, prior to construction. If the proposed 13UA exceeds the pemitted amount, a modification
to the permit must be submitted and approved prior to construction.
12. Prior to the sale ofany portion of the property, an access/maintenance casement to the stormwater facilities
shall be granted in favor of the permittee if access to the stormwater facilities will be restricted by the sale
ofany portion of the property.
13. The permitter is responsible for verifying that the proposed built -upon area does not exceed the allowable
built -upon area.
14. The Director may notify the permittee when the permitted site does not meet one or more of the minimum
requirements of the permit. Within thetime frame specified in thenolice, thepermittee shall submita written
time schedule to the Director for modifying the site to meet minimum requirements. The permittee shall
provide copies of revised plans and certification in writing to the Director that the changes have been made.
15. The permittee shall notify the Division ofany name, ownership or mailing address changes within 30 days
HL GENERAL CONDITIONS
'['his permit is not transferable. In the event there is a desire for the facilities to change ownership, or there
is a name change of the Permittee, a formal permit request must be submitted to the Division of Water
Quality accompanied by an application fee, documentation from the parties involved, and other supporting
materials as may be appropriate. The approval of this request will be considered on its merits and may or
may not be approved.
2. 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.
3. '['he 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 havejurisdiction.
4. In the event that the facilities fail to perform satisfactorily, including the creation of nuisance conditions,
the Permittee shall lake immediate corrective action, including those as may be required by this Division,
such as the construction of additional or replacement stormwater management systems.
5. The permittee grants DLNR Staff permission to enter the property for the purpose of inspecting all
components of the permitted stormwater management facility.
6. The permit may be modified, revoked and reissued or terminated for cause. The filing of a request for a
permit modification, revocation and reissuance or termination does not stay any permit condition.
Unless specified elsewhere, permanent seeding requirements for the stormwater control must follow the
guidelines established in the North Carolina Erosion and Sediment Control Planning and Design Manual.
Permit issued this the 13th day of February, 2001.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
✓1 e Kerr'- 1'� Stevens, Director'
T� Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 001009

State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
I. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
RICK BLACHER
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
RICK BLACHEP-- OWNER
3. Mailing Address for person listed in item 2 above:
(o(o5 MA2KET 5TREET'
City: W 1 LMI N G -M N State: NC, Zip: Z S 4.05
Telephone Number: ( 9 10 ) —799- 54 3 3
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on
plans, specifications, letters, operation and maintenance agreements, etc.):
SMITH CP-EEk BOAT SToaAGE
5. Location of Project (street address):
EPWICE ()-Oft "B" oFF MARKET ST2EE'1-
WILMWG-roN
6. Directions to project (from nearest major intersection):
County: NEW H"OVF—R
TQpJEL NORTH ON 1Y%A9_4ZT 5-MEEr,CaOSS SMITH C.QEEK PA21CWAy, 7uetj
LeFr oN Sek%il E 2040- PP-OPE2TV ON RIGHT Ac4Zt75S Flom W1Lft�)QvTbN
7. Latitude: Longitude: of project
8. Contact person who can answer questions about the project:
Name: RICK BLACHEL Telephone Number:( 911) ) 799-5`F33
II. PERMIT INFORMATION:
I. Specify whether project is (check one): New Renewal Modification
Form SWU-101 Version 3,99 Page I of 4

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number /A 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):
_LAMA Major V 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) describing stormwater management for the project.
WET POND
2. Stormwater runoff from this project drains to the
CAPE FEAR
River basin.
3. Total Project Area: 3, G 4 acres 4. Project Built Upon Area: 7 S %
TOTAL_ 51-rE (0.54 Ac2ES LPHA5E I
5. How many drainage areas does the project have? I
6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
r PH A56 I
PHASE 2—FUTUZE
Basin hformahon ?
y �'
s DrainagArear 1 bra 7
+82ANCH
Yxl�ia�nage Area 2
Ym
Receiving Stream Name
SPR1n16
SP iNG 82ANCH
Receiving Stream Class
C SW
C S w
Drainage Area
15 8 449
1 2. (0 4 7 (o
Existing Impervious* Area
PQ A
N/A
Proposed Im ervious*Area
I Z 2 7 cl C)
F U T U it E
% Impervious* Area (total)
$
F U TU k E
Im ious uifaceyArea a
al
D_,zra ,
'vb �I;
a'_ �
, pg 2r:
.rrn
On -site Buildings
y 9 1 $g
FUTU2E
On -site Streets
r'J /A
FU TU2 E
On -site Parking
-] I p I Z
FU TU 2 E
On -site Sidewalks
"'/A
F U TU RE
Other on -site
N/A
FUTWLE
Off -site
/A
FU TOP-E
Total: 12 2 -799
Total: FU -ro 12 E
Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Form SWU-101 Version 3.99 Page 2 of 4

7. How was the offsite impervious area listed above derived? N I R
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective 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.
1. 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 befilled 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 modification 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 them, 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 form(s) listed below must be submitted for
each BMP specified for this project. Contact the Stormwater and General Permits 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 SWU-109
Innovative Best Management Practice Supplement
Form SWU-101 Version 3.99 Page 3 of 4

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VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Regional Office.
I. 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
• One copy of the applicable Supplement Form(s) for each BMP
• Permit application processing fee of $420 (payable to NCDENR)
• Detailed narrative description of stormwater treatment/management
• Two copies of plans and specifications, including:
- Development/Project name
- Engineer and firm
-Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VIL AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
Designated agent (individual or firm): H o H EY CU T T E N 61 N E E R-I M ro GO (,hp AN y
Mailing Address: P. 0 • so). 1503 (P
City: W I L-fy) I N Ca To N State: M• C. yip: Z$ 4 O S
Phone: L 910 3SO- 0(031 Fax:( 910 ) 350-010 3I
VIII. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in General Information, item 2)
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of 15A
NCAC 2H .1000. /
Signature:_ /L�� 04
Date:
Form SWU-101 Version 3.99 Page 4 of 4

Permit No. SW1491) 9
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
I. PROJECT INFORMATION
Project Name: SMITH C R-EEIL BOAT S T02A6E
Contact Person: RICK BLACHER Phone Number: (QIO ) 1 qq- 5433
For projects with multiple basins, specify which basin this worksheet applies to:
elevations
Basin Bottom Elevation 11. 5o ft.
Permanent Pool Elevation 24- 00 ft.
Temporary Pool Elevation 25.143 ft.
areas
Permanent Pool Surface Area (o (D O 3 sq. ft.
Drainage Area 3. 64 ac.
Impervious Area 2.7 (D ac.
volumes
Permanent Pool Volume
Temporary Pool Volume
Forebay Volume
Other parameters
SA/DAI
Diameter of Orifice
Design Rainfall
Design TSS Removal 2
(floor of the basin)
(elevation of the orifice)
(elevation of the discharge structure overflow)
(water surface area at the orifice elevation)
(on -site and off site drainage to the basin)
(on -.rite and off -site drainage to the basin)
14 -7 2(o cu. ft. (combined volume of main basin and forebay)
1 0 (D G 7 cu. ft. (volume detained above the permanent pool)
,-549*e-' cu, ft, (approximately 20%of total volume)
3�p1 S.'U a s peir N �„�ycv�l" in kAe, rece"wJ 1�17�01,
a/t3ta1
O. O 375 (surface area to drainage area ratio from DWQ table)
1.5 in. (2 to 5 day temporary pool draw -down required)
I in.
9 O % (minimum 85% required)
Fonn SWU-IQ2 Rev 3.99 Page 1 of 4

Footnotes:
When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDENR BMP manual provides design tables for both 85% TSS removal and 90% TSS removal.
H. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Initials a�,erugt. -11/7_
a. The permanent pool depth is between 3 and.6" feet (required minimum of 3 feet).
L— b. The forebay volume is approximately equal to 20% of the basin volume.
c. The temporary pool controls runoff from the design storm event.
d. The temporary pool draws down in 2 to 5 days.
e. If required, a 30-foot vegetative filter is provided at the outlet (include non -erosive flow
calculations)
I. The basin length to width ratio is greater than 3:1.
g. The basin side slopes above the permanent pool are no steeper than 3:1.
h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
i. Vegetative cover above the permanent pool elevation is specified.
j. A trash rack or similar device is provided for both the overflow and orifice.
k. A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
1. If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
in. A mechanism is specified which will drain the basin for maintenance or an emergency.
I L WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) 0 does
This system (check one) 0 does
I,f ,does not incorporate a vegetated filter at the outlet.
9 does not incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99
Page 2 of 4

Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs
within 2 to 5 days as designed.
2. Repair eroded areas immediately, re -seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed
of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads ._ feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads
Sediment
Bottom
El. LILZ
------------
on IySU
FOREBAY
feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
III in the blanks)
Permanent Pool Elevation 2 9, C 6
Sediment Removal Elevation 1 q, 12-
------------------------- o
Bottom Elevation I7 i 25910
MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
Form SWU-102 Rev 3.99 Page 3 of 4

l
4
V. Ali components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system responsible party.
Print name:
/✓
Date: 2% 20/l0
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and
a resident of the subdivision has been named the president.
I, }heee2 l7 • ! C�Ci�lt lu a Notary Public for the State of cage�t
County of nPW 1JA/SOY(92 do hereby certify that 104A213��-
personally appeared before me this Iq day of ,�?pPlFm/aE2 O_, and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
SEAL
My commission expires _ V
i t��Q�9
Form S W U-102 Rev 3.99 Page 4 of 4

HONEYCUTT ENGINEERING CO.
CONSULTING ENGINEERS
610 HIDDEN VALLEY ROAD
WILMINGTON, NC 28409
910-350-0631
January 8, 2001
State of North Carolina
Department of Environment
And Natural Resources
Division of Water Quality
Re: Smith Creek Boat Storage
Stormwater Project Number SW8 001009
Dear Mr. Vinson:
JAN 17 dol
I have reduced the size of the fore bay and have included two drawings and new
calculations for your review.
Sincerely,
James R. Honeycutt, Jr. P.E.

9

Drainage Calculations for
Smith Creek Boat Storage
Market St.
Wilmington, NC
Project 00-004
A site - 284925A site = 6.541 acres ...total area
43560
A total = A site
A total = 6.541
At := 158449
Al = 3.6375
43560
26 1476
A2 =
A2 = 2.9035
43560
Al paved - 71012
Al paved = 1.63
acres
acres - Phase 1
acres - Phase 2
43560
Al side 0
43560 Al side = 0 acres
49188
Al bldg = 1.129
At bldg 43560
Al imp = At paved' Al side
...total drainage area
acres ...paved area phase 1
.. sidewalk areas phase 1
acres ....building area phase 1
Page 1
9/12/00
Revised 1/04/01
nE C E I V ED
IIUUnnSS�� JAN 1' 7 2001
DWQ
PROD 9
Al imp = 1.63 acres - total impervious area excl. bldgs
phase 1
Al other At - Al imp - Al bldg Al other = 0.878 phase 1
C pfe .30 ...pre -development C
C imp = .95 ...paved area C
C bldg := 1.00
C1 ._ �C �Al otherl CAl imp1 +C pre Al / imp' I\ Al j bldg-
comp 1 Al
CI comp = 0.81 ... phase 1 composite C (post -development)
A2 paved 5 A2 A2 aved = 1.452 acres ...paved area phase 2
A2 side = 0
A2 bldg:= .3•A2
P
A2 side = 0
A2 bldg = 0.871
acres ... sidewalk areas phase 2
acres ....building area phase 2
�,.... CAR,.,,..
* { SEAL T_
9524
A2 imp := A2 paved +- A2 side A2 imp = 1.452 acres - total impervious area excl. bidgs phase 2
A2 other = A2 - A2 imp - A2 bldg A2 other = 0.581 phase
C2 comp _ C pre' (A2other� + C imp' ( A2 p� + C bldg' (A2
A2 bldg)
C2 comp = 0.83 ... phase 2 composite C (post -development)
L := 710 ft
.hydraulic length
PC-.

H := 15 ft
( 31 385
\H/
T c 128
T c = 5.41 ...time of concentration
Drainage Calculations for
Smith Creek Boat Storage
Market St.
Wilmington, NC
...height
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
G 10
1 10 '=
(H 10 + T)
110 = 7.12 in/hr
G 50
'= 338
H 50 := 33
G 50
150 :=
(H 50 + T)
150 = 8.8 in/hr
Compute runoff rates
Q pre C pre' 1 10' (A total)
Q pre = 13.96 cfs
Q1preCpre- 110-(Al
)
Q1 pre = 7.77 cfs
02pre C pre'l 10.(A2)
Q2 pfe = 6.2 cfs
Q1 10 := C1 comp-1 10-(A1 )
10 year storm intensity
...50 year storm
...total pre -development runoff from 10 yr. storm
...phase 1 pre -development runoff from 10 yr. storm
...phase 2 pre -development runoff from 10 yr. storm
Q1 t0 = 20.93 cfs ...phase 1 post -development discharge rate to pond from 10 yr.
storm
Qt 50 C1 comp" 50'(A1 )
Q1 50 = 25.88 cfs ...phase 1 post -development discharge rate to pond from 50 yr. storm
Page 2

Drainage Calculations for
Smith Creek Boat Storage
Market St.
Wilmington, NC
Q2 10 C2 comp' 110' (A2 )
Q2 10 = 17.25 cis ...phase 1 post -development discharge rate to pond from 10 yr.
storm
Q2 50 C2 comp' 150.(A2)
Q2 50 = 21.33 cfs ...phase 1 post -development discharge rate to pond from 50 yr. storm
Volume of runoff from developed area of site:
P := 4.8 in
CN 76 Curve No.
S = 1000) _ 10 S = 3.158
CN
R (P - 0.2 S )2 R 2.372 in. ...runoff depth
depth P + .8 S depth =
R1 vol R depth'(Al ) 43560. 12 R1 vol = 31316 cubic feet ...phase 1 runoff volume
T1 := Rdepth'(A1) 1 43560
p 1.39.(Q110) (12) 60
T1 p = 17.94 ...time to peak flow phase 1
R2 vol R depth' (A2)'43560. 12 R2 vol = 24997 cubic feet ...phase 2 runoff volume
T2 P - R depth' (A2) (12/ � 1.43560 1 T2 P = 17.37 ...time to peak flow phase 1
1.391(Q210\f 60
PHASE 1 POND:
Determine size of pond without vegetative filter:
depth := 6.5 ft
IMP% Al imp + Al bldg IMP% = 0.7586
Al
IMP% 70 :_ .034
IMP% 80 = .040
i = 0..1 xi vyi
70 L'MP%70
P% 80
vxi := xi
IMP := linterp(vx, vy, IMP% 100 )
IMP = 0.037516
Page 3

Drainage Calculations for
Page 4
Smith Creek Boat Storage
Market St.
Wilmington, NC
DA :_ (A1 )•43560
SA req :_ (IMP). DA SA req = 5944 sq.ft
slope 1 6 ...min. slope of shelf
slope 2 2.5 ...min. slope of pond below shelf
shelf 2 ft. ...depth of shelf
w :_ ( depth - shelf) - slope 2.2 + shelf. slope 1.2
w = 46.5
...minimum width of permanent pool
w : = w
ft. - width chosen
w = 46.5
ft.
I := 3•w
1 = 139.5
ft. ...min. length of permanent pool
1 := 142
ft. - length chosen
...Required surface area
SA prov I.w SA prov = 6603 ...sq.ft. of surface area provided must be =SA feq = 5944 sq.ft.
Determine storage volume required for treatment of first inch of runoff:
C1 comp = 0.809
V := 112 (At )•43560•C1 comp
V = 10677 cubic feet of storage required
Solve for depth "d" to provide required storage:
d = 1.5 ...guess value
f(d) := I•w+ (I + 6•d)•(w r 6•d).d
2
g(d) := V
d = root((f(d) - g(d)),d)
...function of d for rectangular pond w/3:1 side slopes
d = 1.43 ft. - depth required to provide required storage for 1 inch with site fully developed
Q 2day 2 24 60 60 Q 2day = 0.0618 cfs ...Max discharge for 2 day drawdown
V
0 5day :- 5 24.60-60 Q 5day = 0.0247
g,=32.2 Cd:=.6
cfs ...Max discharge for 5 day drawdown
...orifice coefficient

h.=d h=0.717 ft
2
Drainage Calculations for
Smith Creek Boat Storage
Market St.
Wilmington, NC
.avg. head
A = Q 2day A - 0.015 Square ft.
orifice s orifice
Cd(2gh)'
s
D := 4• A orifice 12 D = 1.668
3.14
Q 5day = 0.0247 cfs
Q
in. - for 2 day drawdown
A 5day_ A = 6.064.10S uare ft.
orifice = orifice q
Cd(2gh)'5
5
A orifice
D 4• 12 D = 1.055
( 3.14
Use 1.5 inch diameter pipe in routing chart
in - for 5 day drawdown
Determine volume of permanent pool in order to size forebay:
is=0..7 k:=1..7
Ai :=
...area of contour 24.00
...area of contour 23.00
...area of contour 22.00
...area of contour 21.00
...area of contour 20.00
...area of contour 19.00
...area of contour 18.00
...area of contour 17.50
Akk-1 {'Ak
Vk:= 2 Dk
...incremental volume
DI corresponding depth from contour above
V pond = �V ...total volume equals the sum of the incremental volumes
V pond = 14726•ft3 ...total volume in permanent pool
V required .20• V pond ...forebay volume equals 20% of total pool volume
V required = 2945•ft3 ...cu.ft. required in forebay
Page 5

Drainage Calculations for Page 6
Smith Creek Boat Storage
Market St.
Wilmington, NC
Determine volume in forebay:
m:=0..7 n,=1..7
am := dm := corresponding depth from contour below
...area of contour 17.50
...area of contour 18.00
...area of contour 19.00
...area of contour 20.00
...area of contour 21.00
...area of contour 22.00
0. ry'
.5.ft1
1-ft'
1-ft
1. ftt
1. ftt
area of contour 23.00 1•ft1
area of contour 24.00 1. ftt
an
vn := a"- 1 } -dn ...incremental volume
2
V forebay Iv ...total volume in forebay equals the sum of the incremental volumes
V forebay = 3018•ft3 ...total volume in forebay must be >= V required = 2945*ft3
Check capacity of emergency spillway to pass 50 year peak flow:
L 18 ft ... Length of weir
H 8 ft ...Driving head C W := 3.0 ...Weir coefficient
12
Q := C w' L- H1.5 ...Weir capacity
Q = 29.39 must be => Q1 50 = 25.88 O.K.
Using a 15" barrel, check velocity at outlet from pond:
D := 1.25 ft q 7 8.63 cfs ...max barrel discharge from routing sheets
n DZ
A pipe := 4 A pipe = 1.227
V outlet q _ V outlet = 7.03 fps
A pipe
Determine outlet apron dimensions and riprap size for discharge from pond:
From Figure 8.06.b.1 and Figure 8.06.b.2 choose Zone 2.
L a := 6• D L a = 7.5 ft - minimum length of apron from figure BMW
W := 3 D W = 3.75 ft - minimum width of apron from figure 8.06b2
dia := 6 diameter of stone in inches
d max 1.5 die d max = 9 max. stone diameter
t := 16 in. min. thickness of apron in inches

Drainage Calculations for
Smith Creek Boat Storage
Market St.
Wilmington, NC
Determine outlet apron dimensions and riprap size for discharge to pond
V := 5.1 fps - from pipe sizing chart
D:=2 ft
From Figure 8.06.b.1 and Figure 8.06.b.2 choose Zone 1.
L a := 4• D L a = 8 ft - minimum length of apron from figure 8.06b2
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
Check velocity at pipe outlet under entrance drive:
D:=4 ft
headwater := 35.00 - 26.00 headwater = 9 ft.
hwd headwater hwd = 2.25
q pipe 165 cfs - From "Hydraulic Design of Highway Culverts", a 48" pipe with headwater depth of 9'
Using this flow, calculate velocity of water exiting pipe:
n DZ
A pipe := 4
q pipe
Voutlet '` A
pipe
A pipe = 12.566
V outlet = 13.1 fps
Determine outlet apron dimensions and riprap size for entrance drive:
From Figure 8.06.b.1 and Figure 8.06.b.2 choose Zone 3.
L a := 8 D L a = 32 ft - minimum length of apron from figure 8,06b2
W := 3• D W = 12 ft - minimum width of apron from figure 8.06b2
dia := 13 diameter of stone In inches
d max 1.5• dia d max = 20 max. stone diameter
t 24 in, min. thickness of apron in inches
Now calculate velocities in diversion swale and check channel liner
requirements:
A _ 32174 A - 0.739 acres draining to Swale
Swale 43560 Swale -
A 3275 A - 0.075 acres disturbed area draining to Swale
swaledist '- 43560 swaledist
q 1 C pre1 10' A Swale q 1 = 1.577 ..total flow in channel in cfs from routing chart
Page 7

Drainage Calculations for
Smith Creek Boat Storage
Market St.
Wilmington, NC
B := 0 ...bottom width of channel (ft)
M := 3 ...side slopes typical of all ditches
length := 530
fall := 11
8 := fall s = 0.021 ...channel slope
length
n := 0.20 ...roughness coeff. for retardance factor "C' (must be consistent with depth of flow)
n
Z feq := 1 � Z req = 1.469 ...Z required (from R.Malcolm)
1.49• N s
y :_ .922 ...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 1- M• (y)2 A = 2.55 ...Cross -sectional area of flow (sq.ft.) at depth y
P := B+ 2-Y.1 .i_ M2 P= 5.831
R := A
P
2
Zav:=A(R)3
R = 0.437
Z av = 1.469
Now compute velocity at this depth:
2 1
V = 1.49 R3 S2
n
V-R = 0.27
V = 0.618
...Z available
fps
Wetted perimeter (ft.) at depth y
Hydraulic radius (ft.) at depth y
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 0-4.5%
in easily erodible non -plastic soils
Since V<Vp, permanent channel lininta O.K.
Now check velocity In bare soil to determine If a temporary channel liner Is required:
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 = 0.147 ...Z required (from R.Malcolm)
1.49. �
y :_ .389 ...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 i- M• (y )2 A = 0.454 ...Cross -sectional area of flow (sq.ft.) at depth y
Page 8

P:=Br2•y 1+M2 P=2.46
R := A
P
2
Zav:=A(R)3
R = 0.185
Z av = 0.147
Now compute velocity at this depth:
Drainage Calculations for
Smith Creek Boat Storage
Market St.
Wilmington, NC
...Z available
Wetted perimeter (ft.) at depth y
Hydraulic radius (ft.) at depth y
2 1
V := 149•R3•82 V = 3.479 fps
n
From Table 8.05d page 8.05.9:
V p := 2.5 fps - Permissible Velocity for unprotected soils (fine sand) in channels
Since V>Vp, a temporary channel lining is required
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:
n
Z req := 1 r Z req = 0.257 ...Z required (from R.Malcolm)
1.49• N s
y := .48 ...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 = 0.691 ...Cross -sectional area of flow (sq.ft.) at depth y
P := B + 2•y 1 + M2 P = 3.036 ...Wetted perimeter (ft.) at depth y
R := A R = 0.228 ...Hydraulic radius (ft.) at depth y
P
2
Z av = A 3 (R) Zav = 0.258 .Z available
Now compute velocity at this depth:
2 1
V 1.49 R3•s2 V = 2.287 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
Page 9

Drainage Calculations for Page 10
Smith Creek Boat Storage
Market St.
Wilmington, NC
T',=yys
T = 0.622 ...shear stress
Since T<Tallow, temporary channel lining is O.K.
REFER TO ATTACHED SHEETS FOR ROUTING RESULTS
Note: References to chart nos., table nos., and page nos, refer to Erosion and Sediment Control
Planning and Design Manual unless noted otherwise

`:: C-. ..

* * * COMMUNICATION RESULT REPORT ( NOV.29.2000 11:03AM ) * * *
P. 1
FILE MODE
--------------
219 MEMORY TX
OPTION
REASON FOR ERROR
E-1) HANG UP OR LINE FAIL
E-3) NO ANSWER
ADDRESS (GROUP)
9-3500631
�Gf 00SG�
TTI NCDENR
WIRO
SULT
P_9GE
OK /'
P. 1
E-2) BUSY
E-4) NO FACSIMILE CONNECTION
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
Wilmington Regional OEfee
James B, Hunt, Governor Bill Holman, Secretary
FAX COVER SHEET
Date: November 29, 2000 No.'of Pages: 1
To: Jim Honeycutt, P.E. From: Scott Vinson
Company: Honeycutt Engineering Co. Water Quality Section - Stormwater
FAX #: [phone] FAX #: • 910-350-2004
Phone #: [phone]
DWQ Stormwater Project #SWS 001009
Project Name: Smith Creek Boat Storage
MESSAGE:
Jim, everything on the application looks great except the size of the fore bay.
Please reduce the size of the fore bay down from roughly 25% of the permanent pool volume
to around 20%. Two new sets of plans will need to be submitted and once the new numbers
and page 6 of the calculations are submitted I wil I be glad to correct the supplement form so
there will not be a need to mail them back and forth between us. Please call if you have any
questions. Thanks, Scott.

Slate of North Carolina
Department of 13nvironment and Natural Resources
Division of Water Quality
Wilmington Regional Office
.lames B. I lunl, Governor
FAX COVER SIIEET
Date: November 29, 2000
To: Jim lioncycutt, P.E.
Company: lioncycutt Engineering Co.
FAX #: [phone]
DWQ Stormwater Project #SW8 (101009
Project Name: Smith Creek Boat Storage
M ESSAC E:
Bill Holman, Secretary
No.'of Pages: 1
From: Scott Vinson
Water Quality Section - Storinwater
FAX #: [phone]
Phone #: [phone]
Jim, everything on the application looks great except the sire of the fore bay.
Please reduce the sire ofthe fore bap down from roughly 25%ofthe permanent pool volume
to around 20%. Two new sets of plans will need to be submitted and once the new numbers
and page 6 of the calculations are submitted I will be glad to correct the supplement form so
there will not be a need to mail them back and forth between us. Please call if you have any
questions. Thanks, Scott.
S:\WQS\S"fORM WA'IAADDINI--O\001009.NOV
127 Cardinal Drive Batcnsion, Wilmington, NC 28405-3845'1'etephone [phone] FAX [phone]
An liqual Opportunity Affirmative Action Employer

BOAT STORAGE FACILITY
MARKET STREET
NARRATIVE ON STORMWATER MANAGEMENT
This site consists of 6.54 acres that will be developed in two phases. A drainage ditch
running from south to north divides the site into two drainage basins. That part of the site
on the eastern side of the ditch consists of 3.63 acres that will be developed as Phase 1. It
is that portion of the site for which this permit application has been prepared. It is
planned to construct two buildings and the associated drives to access these buildings.
The storm water runoff will be collected and treated in a wet pond in the northwest comer
of Phase 1.
Since there are two distinct drainage basins it is anticipated that each basin will be
permitted as if they were separate sites with individual wet ponds for each phase. The
second phase of this project has not been planned at this time. Some references to Phase
2 will be seen in the calculations for planning purposes but should be ignored for this
application.
A pocket of wetlands exists in the northwest corner of Phase 2. These wetlands will not
be disturbed during the first phase of construction. The bottom of the drainage ditch for
its entire length through the site is also considered wetlands. These wetlands will be
disturbed only in those areas necessary to gain access to the site and to construct the
outlet and overflow structures for the pond.

New
//
T/ 1/
O WP
RECEIVED
OCT 0 6 2000
DWQ
PROJ # I