SW8050239_Historical File_20050607

�QF wA7- ,Q Michael F. Easley, Governor
----** ,\Q�O G William G. Ross, Jr., Secretary
r North Carolina Department of Environment and Natural Resources
> ,=f
0 Alan W. Klimek, P.E. Director
Division of Water Quality
June 7, 2005
Mr. Bert Exum, President
WDV, LLC
P.O. Box 1967
Wilmington, NC 28402
Subject: Stormwater Permit No. SW8 050239
Palmetto Creek of the Carolinas
High Density Subdivision Stormwater Project
Brunswick County
Dear Mr. Exum:
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for Palmetto Creek of the Carolinas on May 27, 2005. Staff review of the plans and
specifications has determined that the project, as proposed, will comply with the Stormwater
Regulations set forth in Title 15A NCAC 2H.1000. We are forwarding Permit No. SW8 050239,
dated June 7, 2005, for the construction of the subject project.
This permit shall be effective from the date of issuance until June 7, 2015, 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 of the 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 adjudicatory 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 Paul Bartlett, or me at [phone].
Singly, ^y
j&t..e.) .tek.
Edward Beck
Regional Supervisor
Surface Water Protection Section
ENB/ptb: S:1WQS\STORMWATER\PERMIT1050239
cc: Coastal Land Design, PLLC
Delaney Aycock, Brunswick County Inspections
Paul T. Bartlett, P.E.
Wilmington Regional Office
Central Files
North Carolina Division of Water Quality 127 Cardinal Drive Extension Phone[phone] Customer Servicel-877-623-6748 O Wilmington Regional Office Wilmington,NC 28405-3845 FAX [phone] Internet: h2o.enr.state.nc.us ,One
hCarolina
An Equal Opportunity/Affirmative Action Employer—50%Recycled/10%Post Consumer Paper Naturally

State Stormwater Management Systems
Permit No. SW8 050239
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE S T ORMWATER 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
Bert Exum and XDV, Inc.
Palmetto Creek of the Carolinas
Brunswick County
FOR THE
construction, operation and maintenance of a non-discharging series of wet detention
ponds and wetland basins 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 June 7, 2015 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. The wet detention ponds
and wetland basins are designed to store the runoff associated with a 25 year
storm event.
2. This stormwater system has been approved for the management of stormwater
runoff as described on pages 3 and 4 of this permit, the Project Data Sheet. The
project is permitted for 341 lots and a total of 2,371,760 ft2 of built-uppn area.
Each lot is limited to the following built-upon area: Lots 1-62 (5,400 ); Lots 63-
208 (6,000 ft ); Lots 209-275 (3,500 ft2); and Lots 276-341 (3,300 ft`). There is
no allocation for future development.
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 050239
DIVISION OF WATER QUALITY
PROJECT DATA SHEET
Project Name: Palmetto Creek of the Carolinas
Permit Number: SW8 050239
Location: Brunswick County
Applicant: Mr. Bert Exum, President
Mailing Address: XDV, LLC
P.O. Box 1967
Wilmington, NC 28402
Application Date: May 11, 2005
Receiving Stream / River Basin: Scotts Branch / Lumber
Stream Index Number: 15-25-1-10
Classification of Water Body: "C Sw"
Design Storm: 25 year
Drainage Area, acres: 181.5
Total Impervious Surfaces, ft2: 2,371,760
Buildings, ft2: 1,663,100
Streets, ft2: 620,660
Sidewalks, ft2: 30,000
Other (Amenity Center), ft2 58,000
Built-upon Area per Lot, ft2:
Lots 1-62: 5,400 Lots 63-208: 6,000 Lots 209-275: 3,500 Lots 276-341: 3,300
Non-Discharge Ponds
Pond #1 Pond #2
Drainage Area, acres 43.08 19.75
Impervious Area, acres 11.92 5.46
Pond Depth, feet: 4.25 4.25
Permanent Pool Elevation, FMSL: 27.25 27.25
Temporary PooCElevation, FMSL: 28.50 28.50
Required Surface Area, ft2: 35,019 20,140
Provided Surface Area, ft2: 210,015 57,362
Required Storage Volume, ft3: 49,361 27,008
Provided Storage Volume, ft3: 324,241 91,470
Controlling Orifice: n/a, non-discharging pond
3

State Stormwater Management Systems
Permit No. SW8 050239
DIVISION OF WATER QUALITY
PROJECT DATA SHEET (cont'd.)
Wetland Basins
Basin #1 Basin #2 Basin #3 Basin #4 Basin #5
Drainage Area, ac 8.91 16.49 3.82 10.12 6.32
Impervious Area, ac 2.88 6.09 1.21 4.14 2.29
Perm. Pool El., FMSL: 20.0 21.0 20.0 21.0 20.0
Temp. Pool EI., FMSL: 22.0 23.0 21.0 23.0 23.0
Temp. Pool SA, ft2 20,573 22,950 9,350 17,802 7,900
Required Volume, ft3 10,694 22,215 4,666 14,939 8,639
Permitted Vol., ft3 24,233 27,775 5,856 20,424 11,215
4

State Stormwater Management Systems
Permit No. SW8 050239
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 its 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
specifications, and other supporting documentation. Any deviations from the
approved 'Plans and specifications must be noted on the Certification.
{
5

State Stormwater Management Systems
Permit No. SW8 050239
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. 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.
14. 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.
15. 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. The recorded statements must follow the form:
a. The following covenants are intended to ensure ongoing compliance with
State Stormwater Management Permit Number SW8 050239, 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.
yl
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 project is permitted for 341 lots and a total of 2,371,760 ft2 of built-
upon area. Each lot is limited to the following built-upon rea: Lots 1-62
(5,400 ft2); LoQis 63-208 (6,000 ft2); Lots 209-275 (3,500 ft ); and Lots 276-
341 (3,300 ft`).
6

State Stormwater Management Systems
Permit No. SW8 050239
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. There is no allocation
for future development.
g. Lots within CAMA's Area of Environmental Concern may be subject to a
reduction in their allowable built-upon area due to CAMA regulations.
h. 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.
16. 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.
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 dr 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.
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.
7

•
State Stormwater Management Systems
Permit No. SW8 050239
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 7th day of June, 2005.
NORTH AROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
4,,e_ Alan W. Klimek, P.E., Director
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 050239
8

State Stormwater Management Systems
Permit No. SW8 050239
Palmetto Creek of the Carolinas Page 1 of 2
Stormwater Permit No. SW8 050239
Brunswick County
Designer's Certification
I, , as a duly
registered • in the State of North Carolina, having
been authorized to observe (periodically/weekly/full time) the construction of the project,
(Project)
for 3 (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form are a part of this Certification.
Noted deviations from approved plans and specifications:
SEAL
Signature
Registration Number
Date
9

State Stormwater Management Systems
Permit No. SW8 050239
Certification Requirements: Page 2 of 2
1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built-upon area.
3. All the built-upon area associated with the project is graded such that the
runoff drains to the system.
4. The outlet/bypass structure elevations are per the approved plan.
5. The outlet structure is located per the approved plans.
6. Trash rack is provided on the outlet/bypass structure.
7. All slopes are grassed with permanent vegetation.
8. Vegetated slopes are no steeper than 3:1.
9. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
10. The permitted amounts of surface area and/or volume have been
provided.
11. Required drawdown devices are correctly sized per the approved plans.
12. All required design depths are provided.
13. All required parts of the system are provided, such as a vegetated shelf, a
forebay, and the vegetated filter.
14. The dimensions of the system, as shown on the approved plan, are
provided.
cc: NCDENR-DWQ Regional Office
Delaney Aycock, Brunwsick County Building Inspections
10

CURB AND GUTTER ANALYSIS FILE: S:1WQS\C&GISW8050239
PROJECT NUMBER: SW8050239 DATE: 07-Jun-05
PROJECT NAME: Palmetto Creek
RECEIVING STREAM: Scotts branch CLASS: C;Sw
DRAINAGE BASIN: Lumber INDEX: 15-25-1-10
A= BY+MY i, in/hr= 7
P= B + 2Y (1 + M^2)^0.5 n= 0.027
R=A/P M= 5
FLOWRATE I VELOCITY COMPUTATION Q=CiA <=.05 V=Q/A
Swale# DA BUA C Q Slope Velocity
(acres) (acres) (cfs) (ft/ft) (fps)
1 1.3 0.67 0.60 5.48 0.014 2.94
2 1.63 0.79 0.58 6.60 0.036 4.36
3 0.86 0.37 0.54 3.22 0.027 3.18
4 1.18 0.55 0.56 4.66 0.05 4.60
5 2.58 0.92 0.48 8.64 0.02 3.73
6 0.65 . 0.32 0.58 2.66 0.042 3.49
7 2.78 1.06 0.50 9.68 0.05 5.38
8 1.31 0.45 0.47 4.29 0.05 4.24
9 0.62 0.36 0.65 2.83 0.048 3.92
10 1.67 0.59 0.48 5.56 0.047 4.83
NORMAL DEPTH COMPUTATION
SWALE# B Y ' A P R Zav Zreq
1 0 0.61 1.86 6.22 0.30 0.83 0.84
2 0 0.55 1.51 5.61 0.27 0.63 0.63
3 0 0.45 1.01 4.59 0.22 0.37 0.36
4 0 0.45 1.01 4.59 0.22 0.37 0.38
5 0 0.68 2.31 6.93 0.33 1.11 1.11
6 0 0.39 0.76 3.98 0.19 0.25 0.23
7 0 0.6 1.80 6.12 0.29 0.80 0.78
8 0 0.45 1.01 4.59 0.22 0.37 0.35
9 0 0.38 0.72 3.88 0.19 0.24 0.23
10 0 0.48 1.15 4.90 0.24 0.44 0.46
GRASS COVER SPECIFIED ON PLANS:
ALLOWABLE VELOCITY, fps, for slopes 0%-5%, easily erodible soil:
Bermuda 5 Bluegrass 4.5
Fescue 4.5 Legume 3.5
Bahia 4.5
COMMENTS

CURB AND GUTTER ANALYSIS FILE: S:1WQS1C&GISW8050239-2
PROJECT NUMBER: SW8050239-2 DATE: 07-Jun-05
PROJECT NAME: Palmetto Creek
RECEIVING STREAM:Scotts branch CLASS: C;Sw
DRAINAGE BASIN: Lumber INDEX: 15-25-1-10
A= BY+MY i, in/hr= 7
P= B + 2Y (1 + M"2)"0.5 n= 0.027
R= A/P M= 5
FLOWRATE/VELOCITY COMPUTATION Q=CiA <=.05 V=Q/A
Swale # DA BUA C Q Slope Velocity
(acres), (acres) (cfs) (ftlft) (fps)
11 2.33 0.93 0.51 8.34 0.014 3.22
12 3.34 1 0.43 10.14 0.036 4.80
13 3.08 1.05 0.47 10.05 0.027 4.34
14 3.44 1.2 0.47 11.37 0.05 5.73
15 0.38 0.17 0.55 1.46 0.02 2.38
16 4.46 1.62 0.48 15.09 0.042 5.66
17 1.82 0.68 0.49 6.26 0.05 5.01
NORMAL DEPTH COMPUTATION •(
SWALE # B . Y ri,'05-A P R Zav Zreq
11 0 0.72 2.59 7.34 0.35 1.29 1.28
12 0 0.65 2.11 6.63 0.32 0.99 0.97
13 0 0.68 2.31 6.93 0.33 1.11 1.11
14 0 0.63 1.98 6.42 0.31 0.91 0.92
15 0 0.35 0.61 3.57 0.17 0.19 0.19
16 0 0.73 2.66 7.44 0.36 1.34 1.33
17 0 0.5 1.25 5.10 0.25 0.49 0.51
GRASS COVER SPECIFIED ON PLANS:
ALLOWABLE VELOCITY, fps, for slopes 0%-5%, easily erodible soil:
Bermuda 5 Bluegrass 4.5
Fescue 4.5 Legume 3.5
Bahia 4.5
COMMENTS

DETENTION POND ANALYSIS FILE NAME: G:IDATA\WPDATA\WQS\POND1050239-1.WK1
PROJECT#: SW8 050239-1 REVIEWER: P.Bartlett
PROJECT NAME: Palmetto Creek .�
DATE: 07-Jun-05
Receiving Stream: Scotts Branch Class: C; Sw
Drainage Basin: Lumber Index No. 15-25-1-10
Site Area 181.50 acres •
Drainage Area iiiiii819 square feet Area = 43.08 acres
Non-Discharge Pond #1 Designed for 25-yr event
IMPERVIOUS AREAS
Rational C
bldgs 342600.00 square feet 0.95
streets 138892.00 square feet 0.95
sidewalks :i 14400.00 square feet 0.95
other on-site 58000.00 square feet 0.95
square feet
square feet
TOTAL € i t Ia square feet Rational Cc= 0.42
SURFACE AREA CALCULATION
% IMPERVIOUS 29.51% SA/DA Ratio 1.87%
Des. Depth 4.25 Req. SA 35019 sf
TSS: Prov. SA ..iiiii1 OQ1$€i'sf
VOLUME CALCULATION * place a "1" in the box if Rational is used
Rational ?* FOREBAY
Des. Storm € ?I O inches Perm. Pool Volume=
Rv= 0.32 Req. Forebay Volume= 0
Bottom 23 msl Provided Volume=
Perm. Pool laili111111111ii271M,ms1 Percent= ? lW01
Design Pool 28.5 msl
Design SA 221090 sf
Req. Volume ? 3 1 cf SA @ =
Prov. Volume i~ ; 441 cf Elevation=
ORIFICE CALCULATION
Avg. Head = 0.63 ft Q2 Area = 10.81 sq. in.
Flow Q2, cfs t 0.286 cfs Q5 Area = 4.32 sq. in.
Flow Q5, cfs 0.114 cfs Orifice Area 0.00 sq. in.
No. of Orifices Q= 0.000 cfs
Diameter, in
ches nches we
ir i in x
in
Drawdown = iii1? IR! i days
COMMENTS
Surface Area , Volume and Orifice are within Design Guideline:

DETENTION POND ANALYSIS FILE NAME: G:IDATA\WPDATA\WQSIPOND1050239-2.WK1
PROJECT#: SW8 050239-2 REVIEWER: P.Bartlett
PROJECT NAME: Palmetto Creek
DATE: 07-Jun-05
Receiving Stream: Scotts Branch Class: C; Sw
Drainage Basin: Lumber Index No. 15-25-1-10
Site Area 181.50 acres
Drainage Area 860$l :: square feet Area = 19.75 acres
Non-Discharge Pond #2 Designed for 25-yr event
IMPERVIOUS AREAS-
Rational C
bldgs 249900.00 square feet 0.95
streets 62400.00 square feet 0.95
sidewalks °,P square feet
other on-site square feet
square feet
square feet
TOTAL i11: 1 „Q
0 : square feet Rational Cc= 0.47
SURFACE AREA CALCULATION
% IMPERVIOUS 36.29% SA/DA Ratio 2.34%
Des. Depth 4.25 _ Req. SA 20140 sf
TSS: Prov. SA ; ;i'3 sf
VOLUME CALCULATION * place a "1" in the box if Rational is used
Rational ?* FOREBAY
Des. Storm lilimililill!ililiMii inches Perm. Pool Volume=
Rv= 0.38 Req. Forebay Volume= 0
Bottom 23 msl Provided Volume=
Perm. Pool . 27 msl Percent= .::::::: :lVIOE:::: ::
Design Pool 28.5 msl
Design SA 63886 sf
Req. Volume iiiiiiiiiiii1111111gMil cf SA @ =
Prov. Volume iiiiiiiiiiililililiZM cf Elevation=
ORIFICE CALCULATION
Avg. Head = 0.63 ft Q2 Area = 5.91 sq. in.
Flow Q2, cfs Z 0.156 cfs Q5 Area = 2.37 sq. in.
Flow Q5, cfs 0.063 cfs Orifice Area 0.00 sq. in.
No. of Orifices iiiiiiiiiingiiiiiiiffiiiiiii Q= 0.000 cfs
Diameter, inches ::::::� :::::€ ::.:;:
::,:�:.......:.......::.:.::.: weir H x W ... in x i in
Drawdown = .€:i:::: j7 �1€ ;':: days
COMMENTS
Surface Area , Volume and Orifice are within Design Guideline:

INFILTRATION BASIN ANALYSIS FILENAME: S:1WQS\INBASIN1050239-1.WK1
PROJECT NUMBER: 050239-1 DATE: 07-Jun-05
PROJECT NAME: Palmetto Creek
DRAINAGE BASIN: Lumber REVIEWER: P.Bartiett
RECEIVING STREAM: Scotts Branch CLASS: C;Sw
Index No.: 15-25-1-10 If ORW, is site within the 575'AEC?
SITE AREA 181.5 acres DRAINAGE AREA: $3O7:.SF
IMPERVIOUS AREA CALCULATION
Rational C
BUILDINGS 65,000 0.95
PARKING/ASPHALT 52,020 0.95
CONCRETE ` 4,000 0.95
OTHER
TOTAL
Place a"1"here if Rational € €0
% IMPERVIOUS, I= RV= .05+.009 ( I ) =
ELEVATION OF SEASONAL HIGH WATER TABLE ': ': 'I$ FEET MSL
REPORTED INFILTRATION RATE INCHES/HOUR
or 0.000463 FPS
SURFACE AREAS AND ELEVATIONS
Elev. (ft) Area, sq ft Inc. Volume Acc.Volume
BOTTOM 20 4,342
21 11,775 8058.5 8058.5
21 11,775 0 8058.5
TOP 22 20,573 16174 24232.5
VOLUME/DEPTH/DRAWDOWN CALCULATION
DESIGN STORM, INCHES
DESIGN VOLUME €€€19 €:CUBIC FEET
TOTAL VOLUME AVAILABLE . ` 326:CUBIC FEET
DEPTH OF RUNOFF FEET
TIME TO DRAWDOWN 3$ HOURS MUST BE <120
25 YEAR 24 HOUR STORM N/A
Intensity, i = .33 inches/hour
Qr=CiA= 1.28 CFS
Qp through the bottom of the basin= 2.01 CFS Must be> Qr t�
10 YEAR 10 MIN HIGH INTENSITY EVENT
Intensity, i =6.3 inches/hour
Volume for 10 yr. 10 min. event= 14615.51 CF< 24232.5 CF
COMMENTS
Volume and drawdown are(not)within Design Requirements.

INFILTRATION BASIN ANALYSIS FILENAME: S:1WQSIINBASIN1050239-2.WK1
PROJECT NUMBER: 050239-2 DATE: 07-Jun-05
PROJECT NAME: Palmetto Creek
DRAINAGE BASIN: Lumber REVIEWER: P.Bartlett
RECEIVING STREAM: Scotts Branch CLASS: C;Sw
Index No.: 15-25-1-10 If ORW, is site within the 575'AEC?
SITE AREA 181.5 acres DRAINAGE AREA: € 7'85d4:SF
IMPERVIOUS AREA CALCULATION
Rational C
BUILDINGS 163,000 0.95
PARKING/ASPHALT 87,688 0.95
CONCRETE 5,600 0.95
OTHER
TOTAL iiiA60'286 C
Place a"1" here if Rational .
% IMPERVIOUS, I= RV= .05+.009 ( I )= Q7's
ELEVATION OF SEASONAL HIGH WATER TABLE ': ':'I$ FEET MSL
ar
REPORTED INFILTRATIONPRATE INCHES/HOUR
5- or 0..000463 FPS
SURFACE AREAS AND ELEVATIONS
"r
Elev. (ft) Area, sq ft Inc. Volume Acc.Volume
BOTTOM 21 5,300
22 13,650 9475 9475
22 13,650 0 9475
TOP 23 22,950 18300 27775
VOLUME/DEPTH/DRAWDOWN CALCULATION
DESIGN STORM, INCHES
DESIGN VOLUME °''€ 1 CUBIC FEET
TOTAL VOLUME AVAILABLE i27 'f5s CUBIC FEET
DEPTH OF RUNOFF '`'i'i:` i $7 FEET
TIME TO DRAWDOWN HOURS MUST BE <120
25 YEAR 24 HOUR STORM N/A
Intensity, i =`.33 inches/hour
Qr=C i A= 2.54 CFS
Qp through the bottom of the basin= 2.45 CFS Must be> Qr
10 YEAR 10 MIN HIGH INTENSITY EVENT
Intensity, i =6.3 inches/hour
Volume for 10 yr. 10 min. event= 29149.80 CF< 27775 CF
COMMENTS
Volume and drawdown are (not)within Design Requirements.

INFILTRATION BASIN ANALYSIS FILENAME: S:\WQS\lNBASIN\050239-3.WK1
PROJECT NUMBER: 050239-3 DATE: 07-Jun-05
PROJECT NAME: Palmetto Creek
DRAINAGE BASIN: Lumber REVIEWER: P.Rartlett
RECEIVING STREAM: Scotts Branch CLASS: C;Sw
Index No.: 15-25-1-10 If ORW, is site within the 575'AEC?
SITE AREA 181.5 acres DRAINAGE AREA: ; 1 1$ $$°SF
IMPERVIOUS AREA CALCULATION
Rational C
BUILDINGS 40,500 0.95
PARKING/ASPHALT 11,180 0.95
CONCRETE 1,280 0.95
OTHER
TOTAL ':. $$., Q
.... dui
• Place a"1"here if Rational
IMPERVIOUS, I= RV= .05+.009 ( I ) = ? Cf •
ELEVATION OF SEASONAL HIGH WATER TABLE 'I FEET MSL
REPORTED INFILTRATION RATE s' p INCHES/HOUR
or 0.000463 FPS
SURFACE AREAS AND ELEVATIONS
Elev. (ft) Area, sq ft Inc. Volume Acc.Volume
BOTTOM 20 2,362
20 2,362 0 0
20 2,362 0 0
TOP 21 9,350 5856 5856
VOLUME 1 DEPTH/DRAWDOWN CALCULATION
DESIGN STORM, INCHES
DESIGN VOLUME `i ' CUBIC FEET
TOTAL VOLUME AVAILABLE : 358 CUBIC FEET
DEPTH OF RUNOFF €'€€ #)Q €FEET
TIME TO DRAWDOWN HOURS MUST BE<120
25 YEAR 24 HOUR STORM N/A
Intensity, i = .33 inches/hour
Qr= CiA= 0.55 CFS
Qp through the bottom of the basin= 1.09 CFS Must be>Qr
10 YEAR 10 MIN HIGH INTENSITY EVENT
Intensity, i =6.3 inches/hour
Volume for 10 yr. 10 min. event•= 6337.00 CF < 5856 CF
COMMENTS
Volume and drawdown are (not)within Design Requirements.

INFILTRATION BASIN ANALYSIS FILENAME: S:1WQS\INBASIN1050239-4.WK1
PROJECT NUMBER: 050239-4 DATE: 07-Jun-05
PROJECT NAME: Palmetto Creek
DRAINAGE BASIN: Lumber REVIEWER: P.Bartlett
RECEIVING STREAM: Scotts Branch CLASS: C;Sw
Index No.: 15-25-1-10 If ORW, is site within the 575'AEC?
SITE AREA 181.5 acres DRAINAGE AREA: € 4419 .SF
IMPERVIOUS AREA CALCULATION
Rational C
BUILDINGS 121,500 0.95
PARKING/ASPHALT 51,590 0.95
CONCRETE 1,600 0.95
OTHER
TOTAL ..€€ 310;
Place a"1"here if Rational
IMPERVIOUS, 1= €€€ ;?6'° RV= .05+.009 ( I ) = '' )
ELEVATION OF SEASONAL HIGH WATER TABLE :'': I$ FEET MSL
REPORTED INFILTRATION RATE INCHES/HOUR
or 0..000463 FPS
SURFACE AREAS AND ELEVATIONS
Elev. (ft) Area, sq ft Inc. Volume Acc. Volume
BOTTOM 21 3,500
22 9,773 6636.5 6636.5
22 9,773 0 6636.5
TOP f 23 17,802 13787.5 20424
VOLUME/DEPTH/DRAWDOWN CALCULATION
DESIGN STORM, INCHES
DESIGN VOLUME CUBIC FEET
TOTAL VOLUME AVAILABLE € ` 2 2 CUBIC FEET
DEPTH OF RUNOFF ' 'I Illit FEET
•
TIME TO DRAWDOWN HOURS MUST BE <120
25 YEAR 24 HOUR STORM N/A
Intensity, i =.33 inches/hour
Qr=CiA= 1.66 CFS
Qp through the bottom of the basin= 1.62 CFS Must be> Qr
10 YEAR 10 MIN HIGH INTENSITY EVENT
Intensity, i =6.3 inches/hour
Volume for 10 yr. 10 min. event= 19022.87 CF< 20424 CF
COMMENTS
Volume and drawdown are(not)within Design Requirements.

INFILTRATION BASIN ANALYSIS FILENAME: S:1WQSIINBASIN1050239-5.WK1
PROJECT NUMBER: 050239-5 DATE: 07-Jun-05
PROJECT NAME: Palmetto Creek
DRAINAGE BASIN: Lumber REVIEWER: P.Bartlett
RECEIVING STREAM: Scotts Branch CLASS: C;Sw
Index No.: 15-25-1-10 If ORW, is site within the 575'AEC?
SITE AREA 181.5 acres DRAINAGE AREA: n 27:5 9'9 SF
IMPERVIOUS AREA CALCULATION
Rational C
BUILDINGS 76,500 0.95
PARKING/ASPHALT 20,280 0.95
CONCRETE 3,120 0.95
OTHER
TOTAL € '€ € Q d': € ' € Qiiiiiiii
Place a"1"here if Rational q
% IMPERVIOUS, I= RV= .05+.009 ( I ) =
ELEVATION OF SEASONAL HIGH WATER TABLE ''s 'I$ FEET MSL
REPORTED INFILTRATION•RATE `':'': INCHES/HOUR
or 0.000463 FPS
SURFACE AREAS AND ELEVATIONS
Elev. (ft) Area, sq ft Inc.Volume Acc. Volume
BOTTOM k. 20 2,030
21 2,800 2415 2415
22 3,450 3125 5540
TOP 23 7,900 5675 11215
VOLUME I DEPTH/DRAWDOWN CALCULATION
DESIGN STORM, INCHES
DESIGN VOLUME '`' ` `86 CUBIC FEET
TOTAL VOLUME AVAILABLE s 1 15 CUBIC FEET
DEPTH OF RUNOFF ii's 's € g FEET
TIME TO DRAWDOWN ': ': HOURS MUST BE <120
25 YEAR 24 HOUR STORM N/A
Intensity, i = .33 inches/hour
Qr=C i A= 0.98 CFS
Qp through the bottom of the basin= 0.94 CFS Must be>Qr cafe
10 YEAR 10 MIN HIGH INTENSITY EVENT
Intensity, i 6.3 inches/hour
Volume for 10 yr. 10 min. event= 11276.55 CF< 11215 CF
COMMENTS
Volume and drawdown are(not)within Design Requirements.

Coastal Land Design, PLLC
Civil Engineering 1 Landscape Architecture/Construction Management
P.O.Box 1172 Phone:[phone]
Wilmington,NC 28402 Fax:[phone]
NCDENR
Division of Water Quality May 27, 2005
127 Cardinal Drive Ext.
Wilmington,NC 28405
Attn: Paul Bartlett
Re: Palmetto Creek of the Carolinas
SW8 050239 Brunswick County
Dear Mr. Bartlett:
In response to your request for additional information regarding the aforementioned
project,please find the attached.
1. The proposed deed restrictions are included with this submittal.
2. SW-1 has been revised to show the amenity pond as an extension of Non-
Discharge Pond#1.
3. Page 2 of the application has been revised and additional drainage area
information is attached on additional sheets.
4. The revision to the amenity pond did not require a modification to the application,
plans or calculations.
5. Additional calculations for the two non-discharge ponds have been included with
this submittal.
Thank you for your time on this matter and if you have any questions,please contact this
office.
Sincerely,
ki r jr
Jeffrey B. Petroff,P.E.
Coastal Land Design,PLLC MAY 7 40
BY; r7
cc: File

P. 1
* * * COMMUNICATION RESULT REPORT ( MAY.24.2005 5:17PM )
TTI NCDENR WIRO
FILE MODE OPTION ADDRESS (GROUP) RESULT PAGE
345 MEMORY TX 9-2540502 OK P. 3/3
REASON FOR ERROR
E-1) HANG UP OR LINE FAIL E-2) BUSY
E-3) NO ANSWER E-4l NO FACSIMILE CONNECTION
State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Michael F. Easley, Governor William G. Ross, Jr., Secretary
FAX COVER SHEET
Date: 5/24/05 No. of Pages: 3 (Incl. Cover)
To: Jeff Petroff From:Paul Bartlett
Company: Coastal Land Design Water Quality Section - Stormwater
FAX#: [phone] FAX#: [phone]
Phone #: [phone]
DWQ Stormwater Project Number: SW8 050239
Project Name: Palmetto Creek of the Carolinas
MESSAGE:
Jeff,
A Request for Additional Information is attached. The original will be mailed to Mr.
Exum and a copy will be mailed to you,
Paul
II JP

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Michael F. Easley, Governor William G. Ross, Jr., Secretary
FAX COVER SHEET
Date: 5/24/05 No. of Pages: 3 (Incl. Cover)
To: Jeff Petroff From: Paul Bartlett
Company: Coastal Land Design Water Quality Section - Stormwater
FAX #: [phone] FAX#: [phone]
Phone #: [phone]
DWQ Stormwater Project Number: SW8 050239
Project Name: Palmetto Creek of the Carolinas
MESSAGE:
Jeff,
A Request for Additional Information is attached. The original will be mailed to Mr.
Exum and a copy will be mailed to you.
Paul
ENB\ptb: S:IWQS\STORMWATER\ADDINFO120051050239
127 Cardinal Drive Extension,Wilmington,NC 28405-3845 Telephone[phone] FAX[phone]
An Equal Opportunity Affirmative Action Employer

OF W ATF Michael F. Easley, Governor
0� QG William G. Ross, Jr., Secretary
North Carolina Department of Environment and Natural Resources
•
' - Alan W. Klimek, P.E. Director
" Division of Water Quality
May 24, 2005
Mr. Bert Exum, President
XDV, Inc.
P.O. Box 1967
Wilmington, NC 28402
Subject: Request for Additional Information
Stormwater Project No. SW8 050239
Palmetto Creek of the Carolinas
Brunswick County
Dear Mr. Exum:
The Wilmington Regional Office received a Stormwater Management Permit Application for
Palmetto Creek of the Carolinas on May 19, 2005. A preliminary review of that information has
determined that the application is not complete. The following information is needed to
continue the stormwater review:
Please provide proposed deed restrictions and protective covenants using the
template for a low density, residential subdivisio
n y, with curb outlets, previously
supplied to Coastal Land Design, PLLC.
itPervit —
,17,11/0) 2. Please do not use the amenity as a stormwater� pondcontrol measure.
. / 3. Please modify Section 111.6. of the application so the first column is the total
-1/ -/©/�1 project, as submitted, and complete a separate column for each of the two non-
discharge ponds and five extended detention wetlands. Change Section 111.5 to
read 7'basins.
1 v� 4. Please modify drainage areas , calculations, the application forms and plans, as
necessary, in response to Item #2 above.
5. Please provide drainage and impervious areas in the calculations for the two
non-discharge ponds, and provide calculations to confirm the two ponds can
Aft contain the 25-year storm event and then discharge by the emergency outlets for
0-110volumes in excess of the 25-year event.
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 May 31, 2005, or the
application will be returned as incomplete. The return of a project will necessitate resubmittai of
all required items, including the application fee.
North Carolina Division of Water Quality 127 Cardinal Drive Extension Phone[phone] Customer Servicel-877-62.3-6748
Wilmington Regional Office Wilmington,NC 28405-3845 FAX [phone] Internet: h2o.enr.state.nc.us One
No Carolina
An Equal Opportunity/Affirmative Action Employer—50%Recycled/10%Post Consumer Paper Naturally

Mr. Bert Exum, President
May 24, 2005
Stormwater Application No. SW8 050239
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 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].
Sincer ly,
a 7.-•
Paul T. Bartlett, P.E.
Environmental Engineer
ENB/ptb: S:1WQS\STORMWATERIADDINFO120051050239
cc: Cdastal Land Design, PLLC
Paul Bartlett
s
Page 2 of 2

. .
Storm Drain Schedule
F.Eceiv513 oumestio#41.0c-le--c,c-
m 0, 1 q MI5 Igk CA 4'0
s—tiS PO *2-3/ 4.0 008% o•
t• 4, .
BY: SEAL
8858: 02 As.
!•,%.
-•. -- '' '— '" --

Storm Drain Schedule
1 FROM Rim Dn I Inv.Dn TO I Rim Up Inv.Up I Description
FES 1 27.00 24.50 _ JB 2 30.20 25.22 _ 138 ' of 30 " CPP
JB2 30.20 25.22 CB3 31.04 25.95 146 ' of 30 " CPP
CB3 31.04 25.95 CB4 31.04 26.10 30 ' of 30 " CPP
CB4 31.04 26.10 _ JB5 32.00 27.50 280 ' of 30 " CPP
JB5 32.00 27.50 CB6 31.91 27.78 36 ' of 30 " CPP
CB6 31.91 27.78 CB7 31.91 27.91 26 ' of 24 " CPP
_ _CB7 31.91 27.91 CB8 36.42 30.98 167 ' of 24 " CPP
CB8 36.42 30.98 _ CB9 36.00 32.13 230 ' of 18 " CPP
CB9 36.00 32.13 CB10 36.00 32.50 75 ' of 18 " CPP
CB8 35.42 30.98 CB11 36.42 32.92 30 ' of 18 " CPP _
FES 12 27.25 L 24.75 CB 13 30.00 25.34 - 168 ' of 30 " CPP
CB 13 30.00 25.34 CB 14 30.00 25.50 32 ' of 30 " CPP
CB 14 30.00 26.00 CB 15 34.40 30.24 285 ' of 24 " CPP
CB 15 34.40 30.24 CB 16 34.40 30.40 33 ' of 24 " CPP
CB 16 34.40 30.90 CB 17 36.12 32.52 _ 180 ' of 18 " CPP
CB 17 36.12 32.52 CB 18 36.12 32.62 20 ' of 18 " CPP
FES 19 27.25 25.25 JB 20 35.40 31.40 68 ' of 24 " CPP
JB 20 35.40 31.40 CB 21 38.02 33.63 145 ' of 24 " CPP
CB 21 38.02 34.13 CB 22 38.02 34.40 55 ' of 18 " CPP
CB 22 38.02 34.40 CB 23 38.02 34.52 24 ' of 18 " CPP
FES 24 27.25 25.25 CB 25 40.20 36.10 300 ' of 24 " CPP _
CB 25 40.20 36.10 CB 26 40.20 36.20 20 ' of 24 " CPP
FES 27 27.25 25.25 CB 28 37.65 33.55 330 ' of 24 " CPP
CB 28 37.65 33.55 CB 29 37.65 33.65 20 ' of 24 " CPP
FES 30 21.50 20.00 CB 31 28.53 24.91 164 ' of 18 " CPP
CB 31 28.53 24.91 CB 32 28.53 25.03 24 ' of 18 " CPP
FES 33 23.37 20.87 CB 34 26.00 21.37 100 ' of 30 " CPP w
CB 34 26.00 21.37 CB 35 26.00 21.50 _ 26 ' of 30 " CPP
CB 35 26.00 21.50 CB 36 27.77 22.78 255 ' of 30 " CPP
CB 36 27.77 22.78 CB 37 27.20 22.91 26 ' of 24 " CPP
CB 37 27.20 22.91 JB 38 35.40 31.40 159 ' of 24 " CPP
CB 38 35.40 31.40 CB 39 35.80 31.80 80 ' of 24 " CPP
CB 39 35.80 32.05 CB 40 35.80 32.30 30 ' of 18 " CPP
CB 39 35.80 32.05 CB41 35.80 32.30 1 50 ' of 18 " CPP
FES 42 22.50 21.00 CB 43 25.15 21.30 60 ' of 18 " CPP
CB 43 25.15 21.30 CB 44 25.15 21.43 26 ' of 18 " CPP
FES 45 22.50 20.00 CB 46 30.77 _ 24.04 169 ' of 30 " CPP
CB 46 30.77 24.04 CB 47 31.80 24.54 101 ' of 30 " CPP
CB 47 31.80 24.54 CB 48 32.00 24.84 60 ' of 24 " CPP
CB 48 32.00 24.84 CB 49 29.80 25.68 168 ' of 24 " CPP
CB 49 29.80 26.18 CB 50 29.80 26.30 24 ' of 18 " CPP
CB 46 30.77 24.04 CB 51 30.77 24.17 _ 26 ' of 18 " CPP
CB 47 31.80 24.54 CB 52 31.80 24.67 26 ' of 18 " CPP
FES 53 21.50 20.00 ' CB 54 29.42 ' 25.80 184 ' of 18 " CPP
CB 54 29.42 25.80 _ CB 55 29.42 25.92 24 ' of 18 " CPP
-- I
RE
C -JET ED
Palmetto Creek of the Carolinas 1. of 3
MAY 1 9 ? O5�3�1
.5-o 2 /
BY: 1 l'�

Storm Drain Schedule
FROM Rim Dn Inv.Dn TO Rim Up Inv.Up Description
FES 56 22.00 20.00 JB 57 24.20 20.12 24 ' of 24 " CPP
JB 57 24.20 20.12 ' JB 58 28.55 24.18 190 ' of 24 " CPP JB 58 28.55 24.18 CB 59 29.27 25.65 295 ' of 18 " CPP _
CB 59 29.27 25.65 _ CB 60 29.27 25.77 24 ' of 18 " CPP
JB 57 24.20 20.12 CB 61 24.18 20.68 161 ' of 18 " CPP
JB 58 28.55 24.18 CB 62 29.16 25.53 117 ' of 18 " CPP
CB 62 29.16 25.53 CB 63 29.16 25.66 26 ' of 18 " _
CPP _
FES 64 23.50 21.00 JB 65 26.53 22.03 106 ' of 30 " CPP
JB 65 26.53 22.03 CB 66 30.52 24.90 135 ' of 30 " CPP
CB 66 30.52 24.90 JB 67 31.19 25.44 109 ' of 30 " CPP
JB 67 31.19 25.44 CB 68 31.77 26.05 120 ' of 30 " CPP
CB 68 31.77 26.05 CB 69 32.11 26.68 126 ' of 24 " CPP
CB 69 32.11 26.68 CB 70 32.20 27.08 80 ' of 24 " CPP
CB 70 32.20 27.08 CB 71_ 31.79 27.53 _ 90 ' of 24 " CPP
CB 71 31.79 28.03 CB 72 31.79 28.29 _ 53 ' of 18 " CPP
CB 66 30.52 26.89 CB 73 30.52 27.02 26 ' of 18 " CPP
CB 69 32.11 28.48 _ CB 74 32.11 28.61 26 ' of 18 " CPP
CB 70 32.20_ 28.50 CB 75 32.20 28.70 _ 26 ' of 18 " CPP
CB 71 31.79 28.03 CB 76 31.79 28.29 26 ' of 18 " CPP
FES 77 21.71 19.71 CB 78 28.70 20.00 58 ' of 24 " CPP
CB 78 28.70 20.00_ CB 79 30.55 20.75 157 ' of 24 " CPP
CB 79 30.55 20.75 CB 80 31.52 21.03 55 ' of 24 " CPP
CB 80 31.52 21.03 CB 81 25.80 22.17 229 ' of 18 " CPP
CB 81 25.80 22.17 CB 82 _ 25.80 22.30 26 ' of 18 " CPP
-
CB 79 30.55 26.92 CB 83 30.55 27.05 26 ' of 18 " CPP CB 78 28.70 25.07 CB 84 28.70 25.20 26 ' of 18 " CPP
FES 85 21.50 20.00 ' CB 86 27.68 20.28 57 ' of 18 " CPP
CB 86 27.68 20.28 JB 87 26.70 21.27 196 ' of 18 " CPP
JB 87 26.70 21.27 CB 88 25.60 22.03 166 ' of 18 " CPP
CB 88 25.60 _ 22.03 CB 89 25.60 22.47 75 ' of 18 " CPP
CB 86 27.68 24.08 _ CB 90 _ 27.68 24.18 20 ' of 18 " CPP
CB 88 25.60 22.03 CB 91 25.60 22.13 20 ' of 18 " CPP
FES 92_ 12.09 _ 10.59 CB 93 14.39 10.75 33 ' of 18 " CPP
CB 93 14.36 10.75 CB 94 15.38 11.70 161 ' of 18 " CPP -
CB 94 15.38 11.70 CB 95 17.54 13.94 248 ' of 18 " CPP
CB 95 17.54 13.94 CB 96 17.54 14.04 20 ' of 18 " CPP
CB 94 15.38 11.70 CB 97 15.38 11.80 20 ' of 18 " CPP
_CB 93 14.36 10.75 CB 98 14.36 _ 10.86 20 ' of 18 " CPP
FES 99 11.14 9.64 CB 100 13.54 9.94 60 ' of 18 " CPP
CB 100 13.54 9.94 CB 101 13.54 10.04 20 ' of 18 " CPP
FES 102 9.90 8.40 CB 103 12.16 8.66 53 ' of 18 " CPP
FES 104 12.24 10.74 CB 105 14.68 11.08 69 ' of 18 " CPP
CB 105 14.68 11.08 CB 106 14.68 11.18 20 ' of 18 " CPP
FES 107 19.97 18.47 CB 108 22.18 18.58 21 ' of 18 " CPP
CB 108 22.18 18.58 CB 109 22.18 18.68 _ 20 ' of 18 " CPP
FES 110 20.25 18.75 CB 111 22.49 18.89 _ 28 ' of 18 " CPP
CB 111 22.49 18.89 CB 112 22.49 18.99 20 ' of 18 " CPP
RECEIVED
Palmetto Creek of the Carolinas 2 of 3
BY:

Storm Drain Schedule
FROM Rim Dn Inv.Dn ' TO Rim Up Inv.Up Description
FES 113 19.80 18.30 CB 114 22.02 18.42 23 ' of 18 " CPP CB 114 22.02 18.42 CB 115 22.02 18.52 20 ' of 18 " _CPP FES 116 20.25 18.25 JB 117 23.07 19.07 163 ' of 24 " CPP _1
JB 117 23.07 19.07 JB 118 31.57 24.52 348 ' of 24 " CPP
JB 118 , 31.57 24.52 E OUT2 28.50 24.90 76 ' of 24 " CPP__
FES 119 21.54 20.04 CB 120 23.71 20.21 33 ' of 18 " CPP
CB 120 23.71 20.21 CB 121 25.72 22.22 100 ' of 18 " CPP
FES 122 17.50 16.00 CB 123 19.60 16.10 18 ' of 18 " CPP
FES 124 22.70 ' 21.20 CB 125 24.86 21.36 32 ' of 18 " CPP
CB 125 24.86 21.36 CB 126 28.00 24.50 86 ' of 18 " CPP FES 127 - 29.40 27.90 CB 128 31.81 28.10 36 ' of 18 " CPP _
CB 128 31.81 28.10 CB 129 _ 31.94 28.34 47 ' of 18 " CPP
CB 129 31.94 28.34 CB 130 31.94 28.44 20 ' of 18 " CPP
FES 131 27.48 25.98 CB 132 29.84 26.24 51 ' of 18 " CPP
CB 132 29.84 26.24 CB 133 29.84 26.34 20 ' of 18 " CPP
FES 134 33.50 32.00 CB 135 36.59 32.99 197 ' of 18 " CPP
CB 135 36.59 32.99 CB 136 36.59 33.09 20 ' of 18 " CPP
FES 137 34.19 32.69 CB 138 36.47 32.87 35 ' of 18 " CPP
CB 138 36.47 32.87 CB 139 36.47 32.97 20 ' of 18 " CPP
FES 140 25.20 23.70 CB 141 27.40 23.80 12 ' of 18 " CPP
CB 141 i 27.40 23.80 CB 142 27.40 23.90 20 ' of 18 " CPP
FES 143 20.25 18.75 CB 144 22.60 19.10 68 ' of 18 " CPP
FES 145 21.85 20.35 JB 146 23.95 20.45 15 ' of 18 " CPP
JB 146 23.95 20.45 CB 147 25.72 22.12 64 ' of 18 " CPP
CB 147 25.72 22.12 CB 148 25.72 22.22 20 ' of 18 " CPP
CB 147 25.72 22.12 CB 149 26.94 23.44 51 ' of 18 " CPP
FES 150 27.25 25.25 CB 151 29.41 25.25 231 ' of 24 " CPP
CB 151 29.41 25.25 CB 152 29.41 25.25 20 ' of 24 " CPP
CB 152 29.41 25.25 FES 153 27.25 25.25 244 ' of 24 " CPP
FES 154 27.25 25.75 CB 155 33.53-1 29.93 228 ' of 18 " CPP
CB 155 33.53 29.93 CB 156 33.53 30.03 20 ' of 18 " CPP
FES 157 26.35 24.85 CB 158 29.47 25.87 204 ' of 18 " CPP
CB 158 29.47 25.87 CB 159 29.47 25.97 20 ' of 18 " CPP
FES 160 20.41 18.91 CB 161 22.51 19.01 18 ' of 18 " CPP
CB 161 22.51 19.01 CB 162 25.10 21.49 83 ' of 18 " CPP
CB 162 25.10. 21.49 CB 163 25.10 21.60 22 ' of 18 " CPP
FES 164 26.93 25.43 CB 165 29.17 25.56 25 ' of 18 " CPP
GCB 165 29.17 25.56 CB 166 29.17 25.67 22 ' of 18 " CPP
FES 167 27.87 26.37 CB 168 30.31 26.70 65 ' of 18 " CPP
CB 168 30.31 26.70 CB 169 30.31 26.81 22 ' of 18 " CPP
FES 170 28.59 27.09 CB 171 31.36 _ 27.29 37 ' of 18 " CPP
CB 171 31.36 27.29 CB 172 31.26 27.56 53 ' of 18 " CPP_
CB 172 31.26 27.65 , CB 173 31.26 27.76 22 ' of 18 " CPP _
REC F VED
Palmetto Creek of the Carolinas MAY1 ;q(i rl 3 of 3
tzpaJ)-)
BY: --

Coastal Land Design, PLLC.
P. O. Box 1172 Wilmington, NC 28402
Phone: [phone] Fax: [phone]
Transmittal
To: NCDENR 1 I I Date: May 18, 2005
127 Cardinal Drive Extension File: 101-00
Wilmington, NC 28405 Subject: Palmetto Creek of the Carolinas
Express Storm Water Submittal
Attn: Mr. Paul T. Bartlett, PE
❑As Requested ❑ For Your Files ❑ For Distribution
El Sent via Mail � For your Review/Action/Approval
❑ Sent via Courier
Quantity Drawing No. Description
2 SW1-SW3 Storm Water Management Plan
1 original Revised Storm Water Design Narrative
1 original Storm Drain Schedule CI,V
MAC 3 2 59'3)
O
REMARKS
CC: File 101-00 Coastal Land Design, PLLC..
Signed
e . Petroff, PE
Trans-51805

Stormwater Design
For
Palmetto Creek of the Carolinas
Brunswick County, NC
Prepared For: RECEIVED
la9d 9
XDV, Inc.
P.O. Box 1967 �y;
Wilmington, NC 28402
May 11, 2005 -�Y
Rev: May 18, 2005feezrzfxrc;\
e 44c.
SEAL
0ne58 14. e
64/
4440,401. q-
Prepared By: '•••�„ •
Coastal Land Design, PLLC
P.O. Box 1172
Wilminton, NC
Phone: [phone]
Fax: [phone]

General
The proposed site is located on Hwy 211 in the Lockwood Folly Township of Brunswick
County. It is a proposed low-density residential development consisting of
approximately 181.5 acres. The project site is bordered by NC 211 to the South, Old
Lennon Rd. to the North, and Scott's Branch Creek to the West. Approximately 3 acres
of this project was removed due to NCDENR's "100 ft project boundary into wetlands"
requirement. Therefore, approximately 3 acres of property was added on the western
boundary to preserve impervious allocations. The owner already owned the adjacent
property and was planning an open space buffer to property he may sell. Therefore the
calculations have remained the same from the previous submittal.
The overall project will be low density utilizing three treatment methods. The first will
be water quality swales from curb and gutter, the second will be a non-discharge pond
system and the third method will be wetland/infiltration basins. The combination of three
treatment devices will allow the project to meet NCDENR stormwater requirements as
well as Brunswick County Pre-Post requirements.
Site
The project area is approximately 181.5 acres. The site has fairly significant relief
towards Scott's Branch. The interior of the site undulates with high and low points
scattered throughout. Soils are sandy with few silts and clays. Vegetation is fairly thin.
Stormdrain System
The roads in this project will utilize curb and gutter. Runoff will be collected at the low
points and treated in one of three systems: Water Quality Swales,Non-Discharge Pond
System or Wetland Detention Basin.
Water Quality Swales
Along Scott's Branch, 17 water quality swales will be used to treat stormwater runoff.
As shown in the attached calculations, velocities are within allowable limits. Jute
matting will be used in problem areas during construction.

Non-Discharge Pond System
The two pond systems will be laid out as shown on the attached plan. Both ponds have
the freeboard to stor e th 25yr—24hr event with no discharge as shown in the attached
calculations. An emergency riser has been designed to accommodate extreme storm
events above the design storm.
The pond system will be drawn back to its normal water level by an extensive irrigation
system. The placement of the irrigation pumps have not been finalized,but several
pumps will be used to irrigate all of the road right-of-ways and common areas_ There are
approximately 36.8 acres of green space requiring irrigation at a rate of
70,000gal/ac/week. Irrigation needs will be sufficient to draw down the design storm in
the required 2 5 days.
Wetland Detention Basin
There are 5 proposed Wetland Detention Basins on this site. We are proposing Basins
that outlet through infiltration. This constraint is issued by Brunswick County and their
pre-p,oslrequients. The areas we ave designate for Wetland Detention Basins will
accommodate the specified species and store the required runoff. However, instead of a
conventional discharge, infiltration will be used to draw the pond back down to pre-storm
conditions. A Wetland Detention Basin Worksheet, as well as an infiltration calc sheet
has been included for each basin.
After a site visit by NCDENR,wetland species were found in the proximity to Basins 1,
3, 4 and 5. These areas fall outside the proposed locations for Basins 4 and 5. Therefore,
plunge pools were added to Basins 1 and 3 to provide a distilling area prior to wetland
recharge. A vegetative weir will be used to convey water from the plunge pool to the
wetland.

Non-Discharge Pond Routing
(Ponds #1 and #2)
Hydraflow Hydragraphs 2004 by InteliSOLVE
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Non-Discharge Pond #1
Drainage Area = 43.1 acres
Runoff Coefficient: 12.7 ac @ 0.95 (Impervious)
30.4 ac @ 0.20 (Pervious)
Composite Coefficient: 0.42
Pond Storage
See attached Hydraflow report:
25-yr event raises water elevation from normal 27.25 to 28.05
Riser Discharge
See attached Hyrdaflow report:
Run pond model with water level at top of riser 28.5. Model shows 100-yr
storm passing through riser at an elevation of 29.16 without overtopping.

Pond Storage
(Pond #1)

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Pond Report
Hydraflow Hydrographs by Intelisolve Friday,May 27 2005,11:57 AM
Pond No. 1 - SW Pond
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 27.00 210,015 0 0
1.00 28.00 217,377 213,696 213,696
2.00 29.00 224,803 221,090 434,786
3.00 30.00 232,292 228,548 663,334
Culvert/Orifice Structures Weir Structures
[A►] [B] [C] [D] [A] [B] [C] [D]
Rise(in) = 30.00 0.00 0.00 0.00 Crest Len(ft) = 15.00 0.00 0.00 0.00
Span(in) = 30.00 0.00 0.00 0.00 Crest El.(ft) = 28.50 0.00 0.00 0.00
No.Barrels = 1 0 0 0 Weir Coeff. = 3.33 0.00 0.00 0.00
Invert El.(ft) = 24.40 0.00 0.00 0.00 Weir Type = Riser - -_ __
Length(ft) = 40.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) 1.00 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
Orif.Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a Yes No No Exfiltration= 0.000 in/hr(Contour) Tailwater Elev.= 0.00 ft
Note:CuivertOrifice outflows have been analyzed under Inlet and outlet control.
Stage(ft) Stage/Discharge stage(ft)
3.00 3.00
2.00 - - - - 2.00
1.00 - 1.00
A.
0.00 I 0.00
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00
Total Q Discharge(cfs)

Riser Discharge
(Pond #1)

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Non-Discharge Pond #2
Drainage Area = 19.75 acres
Runoff Coefficient: 7.2 ac @ 0.95 (Impervious)
12.55 ac @ 0.20 (Pervious)
Composite Coefficient: 0.47
Pond Storage
See attached Hydraflow report:
25-yr event raises water elevation from normal 27.25 to 28.40
Riser Discharge
See attached Hyddaflow report:
Run pond model with water level at top of riser 28.5. Model shows 100-yr
storm passing through riser at an elevation of 29.22 without overtopping.

Pond Storage
(Pond #2)

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Hydrograph Summary Report
Hyd. Hydrograph Peak Time lime to Volume Inflow Maximum Maximum Hydrograph
No. type flow interval peak hyd(s) elevation storage description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 Mod.Rational 43.73 78,708 _M
Non Discharge 1
3 Reservoir 0.00 28.40 90,613 storm thru pond
1 I
Non-Discharge Pond-2.gpw I Return Period: 25 Year Friday, May 27 2005, 12:18 PM
I
Hydratlow Hydrographs by intelisolve

Pond Report
Hydraflow Hydrographs by Intelisolve Friday,May 27 2005, 12:19 PM
Pond No. 1 - SW Pond
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 27.00 57,362 0 0
1.00 28.00 61,692 59,527 59,527
2.00 29.00 66,079 63,886 123,413
3.00 30.00 70,521 68,300 191,713
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise(in) = 30.00 0.00 0.00 0.00 Crest Len(ft) = 15.00 0.00 0.00 0.00
Span(in) = 30.00 0.00 0.00 0.00 Crest El.(ft) = 28.50 0.00 0.00 0.00
No.Barrels = 1 0 0 0 Weir Coeff. = 3.33 0.00 0.00 0.00
Invert El.(ft) = 24.00 0.00 0.00 0.00 Weir Type = Riser - -- -
Length(ft) = 30.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) 1.00 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
Orif.Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a Yes No No Exfiltration= 0.000 in/hr(Contour) Tailwater Elev.= 0.00 ft
Note:Culvert/Ori ice outflows have been analyzed under inlet and outlet control.
Stage(ft) Stage/Discharge Stage(ft)
3.00 - 3.00
2.00 2.00
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1.00 1.00
0.00 1 0.00
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00 55.00
Total Q Discharge(cfs)

Riser Discharge
(Pond #2)

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Stormwater Design
For
Palmetto Creek of the Carolinas
Brunswick County, NC
Prepared For:
XDV, Inc.
P.O. Box 1967
Wilmington, NC 28402
M 1/- 05-
o CA/to 4k
May, 2005 p4''oIss/04�Ast,
SEAL
428
4
Prepared By:
Coastal Land Design, PLLC
P.O. Box 1172
Wilminton, NC
Phone: [phone]
Fax: [phone]

General
The proposed site is located on Hwy 211 in the Lockwood Folly Township of Brunswick
County. It is a proposed low-density residential development consisting of
approximately 181.5 acres. The project site is bordered by NC 211 to the South, Old
Lennon Rd. to the North, and Scott's Branch Creek to the West.
The overall project will be low density utilizing three treatment methods. The first will
be water quality swales from curb and gutter,the second will be a non-discharge pond
system and the third method will be wetland/infiltration basins. The combination of three
treatment devices will allow the project to meet NCDENR stormwater requirements as
well as Brunswick County Pre-Post requirements.
Site
The project area is approximately 181.5 acres. The site has fairly significant relief
towards Scott's Branch. The interior of the site undulates with high and low points
scattered throughout. Soils are sandy with few silts and clays. Vegetation is fairly thin.
Stormdrain System
The roads in this project will utilize curb and gutter. Runoff will be collected at the low
points and treated in one of three systems: Water Quality Swales,Non-Discharge Pond
System or Wetland Detention Basin.
Water Quality Swales
Along Scott's Branch, 17 water quality swales will be used to treat stormwater runoff.
As shown in the attached calculations,velocities are within allowable limits. Jute
matting will be used in problem areas during construction.
Non-Discharge Pond System
The two pond systems will be laid out as shown on the attached plan. Both ponds have
the freeboard to store the 25yr—24hr event with no discharge as shown in the attached
calculations. An emergency riser has been designed to accommodate extreme storm
events above the design storm.

The pond system will be drawn back to its no
The The psystem
t of normal water level by
Pmps system. l be tothe irrigation pumps have not been final zedex,but several
ensive irrigation
irrigate all of the road
approximately usedacres of right-of-ways and co ral
approximately
36.8 green space requiringOn areas. There are
gation needs will be sufficient got draw down a rate of
the required 2—5 days.
the design storm in
Wetland Detention Basin
There are 5 proposed Wetland Detention Basins on this
that outlet through infiltration his site.
that e This constraint is issued byWe are proposing CountyBasins
requirements. The areas we have designated Brunswick
pre-post
eommodqteu the specified species and store the
for DetentionBasinsand their
Wetland will
discharge, infiltration required runoff. However, instead of a
conditions.conventional Wetland Detention Basinwill be used to draw the pond back do
has been included for each basin, Worksheet, as well as down to Pre-storm
an infiltration calc sheet

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f 01 jokfiA
'Ar ef10(
Non-Discharge Pond Routing
(Ponds #1 and #2)
Hydraflow Hydragraphs 2004 by InteliSOLVE

2
Hydrograph Summary Report
Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph
No. type flow interval peak hyd(s) elevation storage description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 Mod.Rational 86.14 1 10 155,051 ---- Non-Discharge
3 Reservoir 0.00 1 0 0 1 28.02 219,160 storm thru pond
Non-Discharge Pond-1.gpw Return Period: 25 Year Wednesday, May 11 2005, 12:42 AM
Hydraflow Hydrographs by Intelisolve

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Pond Report
Hydraflow Hydrographs by Intelisolve Wednesday,May 11 2005,12:49 AM
Pond No. 1 - SW Pond
Pond Data
Pond storage is based on known contour areas.Average end area method used.
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 27.00 210,015 0 0
1.00 28.00 217,377 213,696 213,696
2.00 29.00 224,803 221,090 434,786
3.00 30.00 232,292 228,548 663,334
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise(in) = 30.00 0.00 0.00 0.00 Crest Len(ft) = 15.00 0.00 0.00 0.00
Span(in) = 30.00 0.00 0.00 0.00 Crest El.(ft) = 28.50 0.00 0.00 0.00
No.Barrels = 1 0 0 0 Weir Coeff. = 3.33 0.00 0.00 0.00
Invert El.(ft) = 24.40 0.00 0.00 0.00 Weir Type = Riser - - -
Length(ft) = 40.00 0.00 0.00 0.00 Multi-Stage Yes No No No
Slope(%) = 1.00 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
Orif.Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a No No Exfiltration= 0.000 in/hr(Contour) Tailwater Elev.= 0.00 ft
Note:Culvert/Orifice outflows have been analyzed under inlet and outlet control.
Stage(ft) Stage/Discharge Stage(ft)
3.00
3.00
2.00 - - _
- 2.00
1.00
I - 1.00
0.00 I 0.00
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00
Total Q Discharge(cfs)

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Hydrograph Summary Report
Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph
No. type flow interval peak hyd(s) elevation storage description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 Mod.Rational 38.87 1 10 69,962 -- --- -- Non-Discharge
3 Reservoir 0.00 1 0 0 1 28.40 87,821 storm thru pond
1
Non-Discharge Pond-2.gpw Return Period: 25 Year I Wednesday, May 11 2005, 12:58 AM
Hydraflow Hydrographs by Intelisolve

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Pond Report 3
Hydraflow Hydro/graphs by Intelisolve Wednesday,May 11 2005,12:58 AM
Pond No./ SW Pond
Pond Data/
Pond storage is based on known contour areas.Average end area method used.
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 27.00 57,362 0 0
1.00 28.00 61,692 59,527 59,527
2.00 29.00 66,079 63,886 123,413
3.00 30.00 70,521 68,300 191,713
Culvert 1 Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise(in) = 30.00 0.00 0.00 0.00 Crest Len(ft) = 15.00 0.00 0.00 0.00
Span(in) = 30.00 0.00 0.00 0.00 Crest El.(ft) = 28.50 0.00 0.00 0.00
No.Barrels = 1 0 0 0 Weir Coeff. = 3.33 0.00 0.00 0.00
Invert El.(ft) = 24.00 0.00 0.00 0.00 Weir Type = Riser --- -- ---
Length(ft) = 30.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 1.00 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
Orif.Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a Yes No No Exfiltration= 0.000 in/hr(Contour) Tailwater Elev.= 0.00 ft
Note:Culvert/Orifice outflows have been analyzed under inlet and outlet control.
Stage(ft) Stage/Discharge Stage(ft)
3.00
3.00
,.....---------....7
2.00 -
' - 2.00
1.00 1.00
0.00 0.00
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00 55.00
Total Q Discharge(cfs)

Wetland Detention Basin Design
Basins 1-5

INFILTRATION BASIN#1
Palmetto Creek of the Carolinas
1of4
4/5/2005
Coastal Land Design, PLLC
Civil Engineering/Landscape Architecture/Construction Management
P.O.Box 1172 Phone:[phone]
Wilmington,NC 28402 Fax:[phone]
BASIN DATA
a" � �-._
fi^MM+� ^'.4a a:J"...Ad•F"•1IX A'" .... ..M1a •�%x a. at t �; ryi'• ] .s w1��. V
Receiving stream classy waters
Onsite Area= r ° a acres
Onsite Impervious Area = r• � acres
Offsite Area = acres
Offsite Impervious Area =
Fi! acres
Total Area= 8.91 acres
Total Impervious Area = 2.88 acres
Percent Impervious= Impervious drainage area (acres)/Drainage area(acres)= 32.3
A) Determine volume to be controlled from storm(1.5 inch event for SA waters, 1 inch event for others)
Using the runoff volume calculations per"Simple Method"as described by Schueler(1987):
where: Rv=runoff coefficient=storm runoff(inches)/storm rainfall (inches)
=Percent Impervious=Drainage area(acres)/Impervious portion of the drainage area(acres)
Rv=0.05+0.009(I)
Rv= 0.05+0.009* 32.3 = 0.341 (in/in)
Volume to be controlled from the design storm event:
where: Design rainfall = 1.0 (in)
Rv = 0.341 (in/in)
Drainage Area = 8.91 (acres)
Volume required (cf)=rainfall (in)x Rv(in/in)x Drainage Area (acre)x 1/12(feet/inches)x 43560(sf/acre)
Vreq'd = 1.0 * 0.341 * 8.91 * 1/12 * 43560 = 11026 cubic feet

INFILTRATION BASIN#1
Palmetto Creek of the Carolinas
2of 4
4/5/2005
Coastal Land Design, PLLC
Civil Engineering/Landscape Architecture/Construction Management
P.O.Box 1172 Phone:[phone]
Wilmington,NC 28402 Fax:[phone]
Determine the volume of the proposed basin:
BASIN GEOMETRY
Contour Contour
Comments Elevation Area Incremental Storage
(msl) (sf) (cf)
Bottom Elevation 20 4342
8059
21 11775
16174
Storage Elevation 22 20573
Total Volume of basin= 24233 cubic feet
Compare volume proposed to volume required from the design storm event:
Vprop = 24233 cf > Vreq'd = 11026 cf
(OK-proposed basin volume is greater than minimum required volume)

r .
INFILTRATION BASIN#1
Palmetto Creek of the Carolinas
3of 4
4/5/2005
Coastal Land Design, PLLC
Civil Engineering/Landscape Architecture/Construction Management
P.O.Box 1172 Phone:[phone]
Wilmington,NC 28402 Fax:[phone]
B) Check pond infiltration rate for capacity to control the 25 year-24 hour storm event with no discharge
The average weighted coefficient of runoff is determined by:
C ave=Sum[CA]/Sum[A]
Description AREA C CA
Impervios Area 2.88 0.95. 2.736
Pervious Area 6.03 , 0.1.5 0.905
Sum A 8.91 Sum CA- 3.641
C ave = 3.641 / 8.91 = 0.409
Determine required discharge from 25 year-24 hour storm event:
Q reqd = Cave xIxA
Q reqd= 0.41 * 0.33 * 8.91 = 1.20 cfs
where: I =intensity for 25 year-24 hour storm event from Chart E-6 = .` in/hr
A=drainage area = = 8.91 acres
Cave=weighted coefficient of runoff = 0.41
Check available rate of infiltration provided by proposed swale:
where: I =infiltration rate of soil (Soil Type= Newhan &Fripp sands) =wagig in/hr
A= bottom area of swale= = 4342 sf
Qavail = IA = 20 in/hr * 4342 sf * 1 ft/12 in * 1 hr/3600sec = 2.01 cfs
Compare rate of infiltration with runoff rate from the 25 year storm event:
Qavail = 2.01 cf > Q reqd = 1.20 cf
(OK-No Discharge for 25 yr-24 hr storm event)

INFILTRATION BASIN#1
Palmetto Creek of the Carolinas
4of 4
4/5/2005
Coastal Land Design, PLLC
Civil Engineering/Landscape Architecture/Construction Management
P.O.Box 1172 Phone:[phone]
Wilmington,NC 28402 Fax:[phone]
C) Check the 10 year-10 minute storm event to confirm that basin has capacity without flushing system
where: I = intensity for 10 year-10 minute storm event from Chart E-6a. in/hr
A=drainage area= = 8.91 acres
Cave=weighted coefficient of runoff = 0.41
Determine discharge rate from 10 year-10 minute storm event:
Q 10-yr= Cave x I x A
Q 10-yr= 0.41 * 6.3 * 8.91 = 22.94 cfs
Determine discharge volume from 10 year-10 minute storm event:
V 10-yr= Q 10-yr * 10 min. duration * 60 sec/min. = 13761 cf
Check available volume of the proposed infiltration basin:
V avail =design volume (from geometry table) = 24233 cf
Compare design volume of infiltration basin to discharge volume from 10 year storm event of 10 minute duration:
Vavail= 24233 cfs > V 10-yr= 13761 cfs
(OK-basin has adequate capacity for 10-yr event without flushing)
Compare infiltration system drawdown time to maximum drawdown period of 5 days
T= V regd / Q avail * 1 hr/3600 sec
T= 11026 cf / 2.01 cfs * 1 hr/3600 sec = 1.52 hours
(OK-system draws down in less than 5 days)

INFILTRATION BASIN#2
Palmetto Creek of the Carolinas
1of4
4/5/2005
Coastal. Land Design, PLLC
Civil Engineering/Landscape Architecture/Construction Management
P.O.Box 1172 Phone:[phone]
Wilmington,NC 28402 Fax:[phone]
BASIN DATA
'� i.. _ .w ,,; ' 'tU �IE,.A,' 't'!:'' ,; !d•. 'f^>�M11A =:RJS.a:;W��+ A_ 9'Ir'4`Ft1R.iS
Receiving stream class °+ waters
Onsite Area= ° .,.;-T: acres
Onsite Impervious Area = ;
�'� acres
Offsite Area = ;, E
acres
Offsite Impervious Area= P'acres
Total Area= 16.49 acres
Total Impervious Area= 6.09 acres
Percent Impervious = Impervious drainage area (acres)/Drainage area (acres)= 36.9
A) Determine volume to be controlled from storm (1.5 inch event for SA waters, 1 inch event for others)
Using the runoff volume calculations per"Simple Method"as described by Schueler(1987):
where: Rv= runoff coefficient=storm runoff(inches)/storm rainfall (inches)
1 = Percent Impervious= Drainage area (acres)/ Impervious portion of the drainage area(acres)
Rv=0.05+0.009(1)
Rv= 0.05+ 0.009* 36.9 = 0.382 (in/in)
Volume to be controlled from the design storm event:
where: Design rainfall 1.0 (in)
Rv = 0.382 (in/in)
Drainage Area = 16.49 (acres)
Volume required (cf)=rainfall (in)x Rv(in/in)x Drainage Area (acre)x 1/12(feet/inches)x 43560 (sf/acre)
Vreq'd = 1.0 * 0.382 * 16.49 * 1/12 *43560 = 22889 cubic feet

r,
INFILTRATION BASIN#2
Palmetto Creek of the Carolinas
2of 4
4/5/2005
Coastal Land Design, PLLC
Civil Engineering/Landscape Architecture/Construction Management
P.O.Box 1172 Phone:[phone]
Wilmington,NC 28402 Fax:[phone]
Determine the volume of the proposed basin:
BASIN GEOMETRY
I Contour Contour
Comments Elevation Area Incremental Storage
(msl) (sf) (cf)
Bottom Elevation 21 5300
9475
22 13650
18300
Storage Elevation 23 22950
Total Volume of basin = 27775 cubic feet
Compare volume proposed to volume required from the design storm event:
Vprop = 27775 cf > Vreq'd = 22889 cf
(OK-proposed basin volume is greater than minimum required volume)

INFILTRATION BASIN#2
Palmetto Creek of the Carolinas
3of 4
4/5/2005
Coastal Land Design, PLLC
Civil Engineering/Landscape Architecture/Construction Management
P.O.Box 1172 Phone:[phone]
Wilmington,NC 28402 Fax:[phone]
B) Check pond infiltration rate for capacity to control the 25 year-24 hour storm event with no discharge
The average weighted coefficient of runoff is determined by:
C ave= Sum[CA]/Sum[A]
Description AREA C CA
Impervios Area 6.09 .4� 86
Pervious Area 10.40 : "` 05¢ 1.56
Sum A 16.49 Sum CA= 7.346
C ave = 7.346 / 16.49 = 0.445
Determine required discharge from 25 year-24 hour storm event:
Q reqd= Cave x I x A
Q reqd= 0.45 * 0.33 * 16.49 = 2.42 cfs
where: I = intensity for 25 year-24 hour storm event from Chart E-6 = r{ : in/hr
A=drainage area = = 16.49 acres
Cave=weighted coefficient of runoff = 0.45
Check available rate of infiltration provided by proposed swale:
where: I = infiltration rate of soil (Soil Type= Newhan&Fripp sands)
�,:::�.���,d �in/hr
A= bottom area of swale= _ 5300"
- 5300 sf
Qavail = IA = 20 in/hr * 5300 sf * 1 ft/12 in * 1 hr/3600sec = 2.45 cfs
Compare rate of infiltration with runoff rate from the 25 year storm event:
Qavail = 2.45 cf > Q reqd = 2.42 cf
(OK-No Discharge for 25 yr-24 hr storm event) I
I I

INFILTRATION BASIN#2
Palmetto Creek of the Carolinas
4of 4
4/5/2005
Coastal Land Design, PLLC
Civil Engineering/Landscape Architecture/Construction Management
P.O.Box 1172 Phone:[phone]
Wilmington,NC 28402 Fax:[phone]
C) Check the 10 year-10 minute storm event to confirm that basin has capacity without flushing system
where: I =intensity for 10 year-10 minute storm event from Chart E-6 = .:,,,. .in/hr
A=drainage area= = 16.49 acres
Cave=weighted coefficient of runoff = 0.45
Determine discharge rate from 10 year-10 minute storm event:
Q 10-yr= Cave x I x A
Q 10-yr= 0.45 * 6.3 * 16.49 = 46.28 cfs
Determine discharge volume from 10 year-10 minute storm event:
✓ 10-yr= Q 10-yr * 10 min. duration * 60 sec/min. = 27766 cf
Check available volume of the proposed infiltration basin:
V avail=design volume(from geometry table) = 27775 cf
Compare design volume of infiltration basin to discharge volume from 10 year storm event of 10 minute duration:
Vavail= 27775 cfs > V 10-yr= 27766 cfs
(Olt-basin has adequate capacity for 10-yr event without flushing)
Compare infiltration system drawdown time to maximum drawdown period of 5 days
T= V reqd/ Q avail * 1 hr/3600 sec
T= 22889 cf / 2.45 cfs * 1 hr/3600 sec = 2.59 hours
(OK-system draws down in less than 5 days)

INFILTRATION BASIN#3
Palmetto Creek of the Carolinas
1of4
4/5/2005
Coastal Land Design, PLLC
Civil Engineering/Landscape Architecture/Construction Management
P.O.Box 1172 Phone: [phone]
Wilmington,NC 28402 Fax:[phone]
BASIN DATA
a t
O I,mac± .a ,��r' 4• et: N F �6
�� �� �1�9 • �._ �,�! ��Pf9 (� JC M, \ � j 4�C1 � �'� � y
iJf .4 �
Receiving stream class ; waters
Onsite Area = l
l acres
Onsite Impervious Area= acres
Offsite Area =
� 4.4�acres
Offsite Impervious Area = � acres
Total Area= 3.82 acres
Total Impervious Area = 1.21 acres
Percent Impervious= Impervious drainage area(acres)/Drainage area (acres)= 31.7
A) Determine volume to be controlled from storm(1.5 inch event for SA waters, 1 inch event for others)
Using the runoff volume calculations per"Simple Method"as described by Schueler(1987):
where: Rv=runoff coefficient=storm runoff(inches)/storm rainfall (inches)
I = Percent Impervious= Drainage area(acres)/Impervious portion of the drainage area(acres)
Rv=0.05+0.009(1)
Rv= 0.05+ 0.009* 31.7 = 0.335 (in/in)
Volume to be controlled from the design storm event:
where: Design rainfall = 1.0 (in)
Rv = 0.335 (in/in)
Drainage Area = 3.82 (acres)
Volume required(cf)= rainfall (in)x Rv(in/in)x Drainage Area(acre)x 1/12(feet/inches)x 43560(sf/acre)
Vreq'd = 1.0 * 0.335 * 3.82 * 1/12 *43560 = 4646 cubic feet

INFILTRATION BASIN#3
Palmetto Creek of the Carolinas
2of 4
4/5/2005
Coastal Land Design, PLLC
Civil Engineering/Landscape Architecture/Construction Management
P.O.Box 1172 Phone:[phone]
Wilmington,NC 28402 Fax:[phone]
Determine the volume of the proposed basin:
BASIN GEOMETRY
I Contour Contour I
Comments Elevation Area Incremental Storage
(msl) (sf) (cf)
Bottom Elevation 20 2362
5856
21 9350
Storage Elevation
Total Volume of basin = 5856 cubic feet
Compare volume proposed to volume required from the design storm event:
Vprop = 5856 cf > Vreq'd = 4646 cf
(OK-proposed basin volume is greater than minimum required volume)

INFILTRATION BASIN#3
Palmetto Creek of the Carolinas
3of 4
4/5/2005
Coastal Land Design, PLLC
Civil Engineering/Landscape Architecture/Construction Management
P.O.Box 1172 Phone:[phone]
Wilmington,NC 28402 Fax:[phone]
B) Check pond infiltration rate for capacity to control the 25 year-24 hour storm event with no discharge
The average weighted coefficient of runoff is determined by:
C ave=Sum[CA]/Sum[A]
Description AREA C CA
Impervios Area 1.21 0.95 1.15
Pervious Area 2.61 `0.15 0.392
Sum A= 3.82 Sum CA= 1.541
C ave = 1.541 / 3.82 = 0.403
Determine required discharge from 25 year-24 hour storm event:
Q reqd= Cave x I x A
Q reqd= 0.40 * 0.33 * 3.82 = 0.51 cfs
where: I =intensity for 25 year-24 hour storm event from Chart E-6 = � in/hr
A=drainage area = = 3.82 acres
Cave=weighted coefficient of runoff = 0.40
Check available rate of infiltration provided by proposed swale:
where: I=infiltration rate of soil (Soil Type= Newhan & Fripp sands) a o;���lhr
A=bottom area of swale= = 2362 sf
Qavail= IA = 20 in/hr * 2362 sf * 1 ft/12 in * 1 hr/3600sec = 1.09 cfs
Compare rate of infiltration with runoff rate from the 25 year storm event:
11Qavail= 1.09 cf > Q reqd = 0.51 cf
(OK-No Discharge for 25 yr-24 hr storm event)
II

INFILTRATION BASIN#3
Palmetto Creek of the Carolinas
4of 4
4/5/2005
Coastal Land Design, PLLC
Civil Engineering/Landscape Architecture/Construction Management
P.O.Box 1172 Phone:[phone]
Wilmington,NC 28402 Fax:[phone]
C) Check the 10 year-10 minute storm event to confirm that basin has capacity without flushing system
where: I = intensity for 10 year-10 minute storm event from Chart E-6 in/hr
A=drainage area= = 3.82 acres
Cave=weighted coefficient of runoff = 0.40
Determine discharge rate from 10 year-10 minute storm event:
Q 10-yr= Cave x I x A
Q 10-yr= 0.40 * 6.3 * 3.82 = 9.71 cfs
Determine discharge volume from 10 year-10 minute storm event:
V 10-yr= Q 10-yr * 10 min. duration * 60 sec/min 5825 cf
Check available volume of the proposed infiltration basin:
V avail =design volume (from geometry table) = 5856 cf
Compare design volume of infiltration basin to discharge volume from 10 year storm event of 10 minute duration:
Vavail = 5856 cfs > V 10-yr= 5825 cfs
(OK-basin has adequate capacity for 10-yr event without flushing)
Compare infiltration system drawdown time to maximum drawdown period of 5 days
T= V regd/ Q avail * 1 hr/3600 sec
T= 4646 cf / 1.09 cfs * 1 hr/3600 sec = 1.18 hours I)
(OK-system draws down in less than 5 days)

INFILTRATION BASIN#4
Palmetto Creek of the Carolinas
1of4
4/5/2005
Coastal Land Design, PLLC
Civil Engineering/Landscape Architecture/Construction Management
P.O.Box 1172 Phone:[phone]
Wilmington,NC 28402 Fax:[phone]
BASIN DATA
yip �}.may d � ,J �,f�
( .�uu ,1.1.MVIIYArkfOrs.,
Receiving stream class _ waters
Onsite Area = `:10.12 acres
Onsite Impervious Area= a acres
Offsite Area = 1 On i acres
Offsite Impervious Area = acres
Total Area= 10.12 acres
Total Impervious Area 4.14 acres
Percent Impervious= Impervious drainage area (acres)/Drainage area(acres)= 40.9
A) Determine volume to be controlled from storm (1.5 inch event for SA waters, 1 inch event for others)
Using the runoff volume calculations per"Simple Method"as described by Schueler(1987):
where: Rv=runoff coefficient=storm runoff(inches)/storm rainfall (inches)
I = Percent Impervious= Drainage area (acres)/Impervious portion of the drainage area(acres)
Rv=0.05+ 0.009(1)
Rv= 0.05 +0.009* 40.9 = 0.418 (in/in)
Volume to be controlled from the design storm event:
where: Design rainfall = 1.0 (in)
Rv = 0.418 (in/in)
Drainage Area = 10.12 (acres)
Volume required (cf)=rainfall (in)x Rv(in/in)x Drainage Area (acre)x 1/12(feet/inches)x 43560 (sf/acre)
Vreq'd = 1.0 * 0.418 * 10.12 * 1/12 *43560 = 15362 cubic feet

INFILTRATION BASIN#4
Palmetto Creek of the Carolinas
2of 4
4/5/2005
Coastal Land Design, PLLC
Civil Engineering/Landscape Architecture/Construction Management
P.O.Box 1172 Phone:[phone]
Wilmington,NC 28402 Fax:[phone]
Determine the volume of the proposed basin:
BASIN GEOMETRY
Contour Contour
Comments Elevation Area Incremental Storage
(msl) (sf) (CO
Bottom Elevation 21 3500
6637
22 9773
13788
Storage Elevation 23 17802
Total Volume of basin = 20424 cubic feet
Compare volume proposed to volume required from the design storm event:
Vprop = 20424 cf > Vreq'd = 15362 cf
(OK-proposed basin volume is greater than minimum required volume)

INFILTRATION BASIN#4
Palmetto Creek of the Carolinas
3of 4
4/5/2005
Coastal Land Design, PLLC
Civil Engineering/Landscape Architecture/Construction Management
P.O.Box 1172 Phone:[phone]
Wilmington,NC 28402 Fax:[phone]
B) Check pond infiltration rate for capacity to control the 25 year-24 hour storm event with no discharge
The average weighted coefficient of runoff is determined by:
C ave=Sum[CA]/Sum[A]
Description AREA C CA
Impervios Area 4.14 0.95; 3.933
Pervious Area 5.98 015' 0.897
Sum A= 10.12 Sum CA= 4.83
C ave = 4.83 / 10.12 = 0.477
Determine required discharge from 25 year-24 hour storm event:
Q reqd= Cave x I x A
Q reqd= 0.48 * 0.33 * 10.12 = 1.59 cfs
where: I =intensity for 25 year-24 hour storm event from Chart E-6 = _{ in/hr
A=drainage area = = 10.12 acres
Cave=weighted coefficient of runoff = 0.48
Check available rate of infiltration provided by proposed swale:
where: I =infiltration rate of soil (Soil Type= Newhan &Frippsands) = 4 in/hr
A=bottom area of swale= = 3500 sf
Qavail= IA = 20 in/hr * 3500 sf * 1 ft/12 in * 1 hr/3600sec = 1.62 cfs
Compare rate of infiltration with runoff rate from the 25 year storm event:
Qavail = 1.62 cf > Q reqd = 1.59 cf
(OK-No Discharge for 25 yr-24 hr storm event)
ll

INFILTRATION BASIN#4
Palmetto Creek of the Carolinas
4of 4
4/5/2005
Coastal Land Design, PLLC
Civil Engineering/Landscape Architecture/Construction Management
P.O.Box 1172 Phone:[phone]
Wilmington,NC 28402 Fax:[phone]
C) Check the 10 year-10 minute storm event to confirm that basin has capacity without flushing system
where: I = intensity for 10 year-10 minute storm event from Chart E-6 = in/hr
A=drainage area= = 10.12 acres
Cave=weighted coefficient of runoff = 0.48
Determine discharge rate from 10 year-10 minute storm event:
Q 10-yr= Cave x I x A
Q 10-yr= 0.48 * 6.3 * 10.12 = 30.43 cfs
Determine discharge volume from 10 year-10 minute storm event:
✓ 10-yr= Q 10-yr * 10 min. duration * 60 sec/min. 18257 cf
Check available volume of the proposed infiltration basin:
V avail=design volume(from geometry table) = 20424 cf
Compare design volume of infiltration basin to discharge volume from 10 year storm event of 10 minute duration:
Vavail = 20424 cfs > V 10-yr= 18257 cfs
(OK-basin has adequate capacity for 10-yr event without flushing)
Compare infiltration system drawdown time to maximum drawdown period of 5 days
T= V reqd/ Q avail * 1 hr/3600 sec
T= 15362 cf / 1.62 cfs * 1 hr/3600 sec = 2.63 hours
(OK-system draws down in less than 5 days)
�I 0

INFILTRATION BASIN#5
Palmetto Creek of the Carolinas
1of4
4/5/2005
Coastal Land Design, PLLC
Civil Engineering/Landscape Architecture/Construction Management
P.O.Box 1172 Phone:[phone]
Wilmington,NC 28402 Fax:[phone]
BASIN DATA
40.4415eOtay"�.y ..I e + •a a�I 7 '•`lna I. 1
•� �x:!�u..., ��•,: 1.4 1�".n �'V i2p,1: 11 ;Y . �Y A
n1��.. �•v 1l] v9.•Y x1s. i+� rY� 3" •`
• .AIMAAGtl 4�1.. 5,,� .t� R .
li
Receiving stream class ''?Ak waters
Onsite Area= ' j acres
Onsite Impervious Area = - :::=acres
Offsite Area= 1 : .ii acres
Offsite Impervious Area = �I acres
Total Area= 6.32 acres
Total Impervious Area= 2.29 acres
Percent Impervious= Impervious drainage area (acres)/Drainage area(acres)= 36.2
A) Determine volume to be controlled from storm(1.5 inch event for SA waters, 1 inch event for others)
Using the runoff volume calculations per"Simple Method"as described by Schueler(1987):
where: Rv=runoff coefficient=storm runoff(inches)/storm rainfall (inches)
I = Percent Impervious= Drainage area(acres)/Impervious portion of the drainage area(acres)
Rv=0.05+ 0.009(1)
Rv= 0.05+0.009* 36.2 = 0.376 (in/in)
Volume to be controlled from the design storm event:
where: Design rainfall = 1.0 (in)
Rv = 0.376 (in/in)
Drainage Area = 6.32 (acres)
Volume required (cf)=rainfall (in)x Rv(in/in)x Drainage Area(acre)x 1/12(feet/inches)x 43560 (sf/acre)
Vreq'd = 1.0 * 0.376 * 6.32 * 1/12 *43560 = 8629 cubic feet

INFILTRATION BASIN#5
Palmetto Creek of the Carolinas
2of 4
4/5/2005
Coastal Land Design, PLLC
Civil Engineering/Landscape Architecture/Construction Management
P.O.Box 1172 Phone:[phone]
Wilmington,NC 28402 Fax:[phone]
Determine the volume of the proposed basin:
BASIN GEOMETRY
Contour Contour
Comments Elevation Area Incremental Storage I,
(msl) (sf) (cf)
Bottom Elevation 20 2030
2415
21 2800
3125
Storage Elevation 22 3450.
5675
23 7900
Total Volume of basin= 11215 cubic feet
Compare volume proposed to volume required from the design storm event:
Vprop = 11215 cf > Vreq'd = 8629 cf
(OK-proposed basin volume is greater than minimum required volume)

•
INFILTRATION BASIN#5
Palmetto Creek of the Carolinas
3of 4
4/5/2005
Coastal Land Design, PLLC
Civil Engineering/Landscape Architecture/Construction Management
P.O.Box 1172 Phone:[phone]
Wilmington,NC 28402 Fax:[phone]
B) Check pond infiltration rate for capacity to control the 25 year-24 hour storm event with no discharge
The average weighted coefficient of runoff is determined by:
C ave=Sum[CA]/Sum[A]
Description AREA C CA
Impervios Area 2.29 0:9§' 2.176
Pervious Area 4.03 R ilt1;5i 0.605
Sum A= 6.32 Sum CA= 2.78
C ave = 2.78 / 6.32 = 0.44
Determine required discharge from 25 year-24 hour storm event:
Q reqd= Cave x I x A
Q reqd= 0.44 * 0.33 * 6.32 = 0.92 cfs
where: I =intensity for 25 year-24 hour storm event from Chart E-6 = : ";fa' in/hr
A=drainage area= = 6.32 acres
Cave=weighted coefficient of runoff = 0.44
Check available rate of infiltration provided by proposed swale:
where: I =infiltration rate of soil (Soil Type= Newhan& Fripp sands) = ";f r= in/hr
A=bottom area of swale= = 2030 sf
Qavail= IA = 20 in/hr * 2030 sf * 1 ft/12 in * 1 hr/3600sec = 0.94 cfs
Compare rate of infiltration with runoff rate from the 25 year storm event:
Qavail = 0.94 cf > Q reqd= 0.92 cf
(OK-No Discharge for 25 yr-24 hr storm event)

INFILTRATION BASIN#5
Palmetto Creek of the Carolinas
4of 4
4/5/2005
Coastal Land Design, PLLC
Civil Engineering/Landscape Architecture/Construction Management
P.O.Box 1172 Phone:[phone]
Wilmington,NC 28402 Fax:[phone]
C) Check the 10 year-10 minute storm event to confirm that basin has capacity without flushing system
where: I = intensity for 10 year-10 minute storm event from Chart E-6 =� o in/hr
A=drainage area = = 6.32 acres
Cave=weighted coefficient of runoff = 0.44
Determine discharge rate from 10 year-10 minute storm event:
Q 10-yr= Cave x I x A
Q 10-yr - 0.44 * 6.3 * 6.32 = 17.51 cfs
Determine discharge volume from 10 year-10 minute storm event:
✓ 10-yr= Q 10-yr * 10 min. duration * 60 sec/min. - 10508 cf
Check available volume of the proposed infiltration basin:
V avail =design volume(from geometry table) = 11215 cf
Compare design volume of infiltration basin to discharge volume from 10 year storm event of 10 minute duration:
Vavail= 11215 cfs > V 10-yr= 10508 cfs
(OK-basin has adequate capacity for 10-yr event without flushing)
Compare infiltration system drawdown time to maximum drawdown period of 5 days
T= V regd/ Q avail * 1 hr/3600 sec
T= 8629 cf / 0.94 cfs * 1 hr/3600 sec = 2.55 hours I�
(OK-system draws down in less than 5 days)

Water Quality Swale Design
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--- --` O O O ,--. O •-4 ti
0 o a L. v W A 000 Co o 110 0 iv a1 . bO bb ,N., r 'b , ,
b
w
opo .-. opoppo .-. pppppof< A c ON a :n O 1D 1D 1D oo v 0o O LI oa be, 00 in Si0 "00
10 Lit O N O 0, LA 00 v VA N N O -1 -P. W piI y .
ICD
CD
0
M
m
CD
2
O
I

Sample Calculations (Swale 1)
Columns correspond to attached spreadsheet.
C(Column "2"►)
C=Runoff Coefficient (0.2 *Pervious Area + 0.95 *Impervious Area)/Total Area
= (0.2 * 0.63ac + 0.95 * 0.67ac)/1.30ac = 0.59
The Flowrate was calculated using the following Intensity equation:
'Jo ( r" ) (Brunswick County IDF)
110 Rainfall intensity(in/hr) = 121.796 = 6.65 in/hr
(Tc +23.5)0.843
Tc = Time of concentration (min) =8 min.
Estimated with Kirpich equation
I 0 .+o.04 YAd 61 "5'9
Q =Flowrate (cfs) C(Column 2') *I � ;~ `' ) *A (0. 1 i _r
= 0.59 * 6.65 in/hr * 1.30 ac = 5.07 cfs
The Depth of flow was calculated by reworking the following equations:
Depth
Depth (ft) =y
Use Mannings equation to solve for y:
Q_ 1.49A*R% * y =5.07cfs
n Mannings roughness coefficient = 0.24 (dense grass)
A Cross sectional area of flow(sfi = (Bottom width *Depth) + (Side
Slope ratio *Depth2) = 5y

R =Hydraulic Radius (ft) = A
P = Wetted perimeter(ft) =Bottom Width +2 *Depth *
1,11+SideSlopeRatio 2 = 2y+ 1+52
S =Longitudinal Slope (ft/ft) ( giumn "8') = 0.014
L fr f : : . =Length of run (ft) 110 ft
H*go' "7') =Elevation Change (fi) = 1.5 ft
Reformulate Mannings equation:
y - 1.23ft
The Velocity was calculated using the following equation:
Velocity ..`'. .
V= Velocity (fps) V= = 0.56 fps

Coastal Land Design, PLLC. ��(p! 1/4 >
P. O. Box 1172 Wilmington, NC 28402 p D 0-3 \i,,,e90.A
Phone: [phone] Fax: [phone] 1,.) ,
Transmittal ‘j,
To: NCDENR I Date: May 11, 2005 0 entirf
127 Cardinal Drive Extension File: 101-00 "5
Wilmington, NC 28405 Subject: Palmetto Creek of the Carolinas
Express Storm Water Submittal
Attn: Mr. Paul T. Bartlett, PE
❑As Requested El For Your Files ❑ For Distribution ® For your Review/Action/Approval
❑ Sent via Mail ❑ Sent via Courier
Quantity Drawing No. Description
2 SW-1,SW-2 Storm Water Management Plan
1 original Storm Water Application
1 copy Storm Water Application
1 check In the amount of$4,000.00
1 original Storm Water Design Narrative with all supporting Calculations
1 original Low Density Supplement
1 original Curb Outlet System Supplement
2 original Wet Detention Basin Supplements
5 original 401 Extended Detention Wetland Worksheets
REMARKS
CC: File 101-00 Coastal Land Design, PLLC..
Signed
- . J ey B. , E
MAY 1 1 1005
Trans-5 e i 05

Page 1 of 1
North Carolina
'' 1 *4 EPAR E
T OF TE•° := ,� Elaine F Marshall
Secretary SECRETARY OE STATE
PO Bax 2g822 Raleigh,NC 27626-0622 [phone]
Corporations Date: 5/12/2005
oCorporations Home
=Important Notice Click here to:
°=Corporate Forms/Fees View Document Filings I
Corporations FAQ Print apre-populated Annual Report Form I File an Annual Report I
'Tobacco Manufacturers
Dissolution Reports Corporation Names
4Non-Profit Reports
°Verify Certification
jOnline Annual Reports Name Name Type
Links NC XDV, Inc. Legal
:-Secretary Of State Home Business Corporation Information
'Register for E-Procurement —
•Dept. of Revenue SOSID: 0758693
Legislation
'&1999 Senate Bills FID:
22001 Bill Summaries Status: Current-Active
aAnnual Reports 1997
tCorporations 1997 Date Formed: 12/23/2004
vOther Legislation Citizenship: Domestic
Search State of Inc.: NC
*By Corporate Name
For New Corporation Duration: Perpetual
{roBy Registered Agent Registered Agent
Online Orders
°Start An Order
•New Payment Procedures Agent Name: Exum, Robert C.G.
Contact Us Registered Office Address: 151 Poole Road
()Corporations Division . Suite 2
8=Secretary of State's web site Belville NC 28451
Print Registered Mailing P.O. Box 1967
-'Printable Page Address: Wilmington NC 28402
Principal Office Address: 151 Poole Road
Suite 2
Belville NC 28451
Principal Mailing Address: 151 Poole Road
Suite 2
Belville NC 28451
Stock
Class Shares No Par Value Par Value
Common 100000 Yes N/A
For questions or comments about the North Carolina Secretary of State's web site,please send e-mail to Webmaster.
http://www.sucretary.state.nc.us/Corporations/Corp.aspx?PitemId=7312655 5/12/2005

SOSID: 758693
Dsc-22-04 OT:14pm From-MURCHISON TAYLOR I GIBSON PLLC Date Filed: 12/23/2004 2:35:00 PM
Elaine F.Marshall
North Carolina Secretary of State
C200435800278
ARTICLES OF INCORPORATION
OF
/1
I, the undersigned natural person of the age of eighteen years or more, do hereby submit
these Articles of Incorporation for the purpose of organizing a business corporation under die North
Carolina Business Corporation Act,as amended,and to that end do hereby set forth the following:
1. Name. The name of the corporation is XDV,INC.,
2. Putposg. The purpose for which the corporation is organized is to engage in any
lawful act or activity for which the corporation may be organized under the North Carolina
Business Corporation Act.
3. Capital Brock. The total number of'shares the corporation shall have authority to
issue is One Hundred Thousand (100,000). These shares shall be all of one class, designated as
common stock,with no par value
4. Rey lured Office and Agar.
a. The street address and county of the initial registered office of the
corporation is:
151 Poole Road,Suite 2
Belville,NC 28451
Brunswick County
b The mailing address of the initial registered office is as follows
P.O. Box 1967
Wilmington,NC 28402
c The name of the initial registered agent of the corporation is BOBERT C,G.
EXUM.
d. The principal office of corporation is:
151 Poole Road,Suite 2
Belville,NC 28451
Brunswick County

D.c-22-04 0T:14pm From-MACH I SONTAYLOR I GIBSOS PLLC T-100 P.03/03 F-055
5. Name and Address of Incorporator. Tlw name and street address of the incorporator are;
Christopher. Leonard
1b N. Filth Avenue
Wilmington,NC 28401
6. Limitation of Inability. No director of the corporation shall have personal liability
arising out of an action whether by or in the right of the corporation or otherwise for monetary
damages for breach of any duty as a director; provided, however, that the foregoing shall not limit
or eliminate the personal liability of a director with respect to(i)acts or omissions that such director
at the time of such breach luiew or believed were clearly in conflict with the best interests of the
corporation, (ii) any liability under Section 55-8-33 of the North Carolina General Statutes or any
successor provision, (iu) any transaction from which such director derived an improper personal
benefit,or(iv)acts or omissions occurring prior to the date of the effectiveness of this Section 6.As
aced in this Secnon 6., the term "improper personal benefit" does not include a director's
reasonable compensation or other reasonable incidental benefit for or on account of his or her
services as u director, officer, employee, independent contractor, attorney, or consultant of the
corporation
l•'urthrmwre, notwithstanding the foregoing provision,in the event that Section 55-2-02 or
any other provision of the North Carolina General Statutes is amended or enacted to pemtit further
limitation or elimination of the personal liability of directors of corporations, the personal liability
of the corpurarwn's directors shall be limited or eliminated to the fullest extent permitted by the
applicable law.
This Section 6. shall not affect any provision permitted under the North Carolina General
Statutes in the articles of incorporation. bylaws or contract or resolution of the corporation
indemnifying or agreeing to indemnify a director against personal liability. Any repeal or
modification of this Section 6. shall not adversely affect any limitation hereunder on the personal
liability of the director with respect to acts or omissions occurring prior to such repeal or
modification.
? $frecrive D .These articles of incorporation shall be effective upon filing.
IN TESTIMONY WHEREOF, 1 have hereunto set my hand and seal to these Articles of
Incorporation of XDV,INC.
This the .�1 day o 2004.
&L-P (SEAL)
'stopber J.L o orporator

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• • • . - . M*
0 0.3 0.6 0.9 1.2 1.5 km
• 1G
. . . . . '
0 0.1 0.2 0.3 0.4 0.5 mi
Map center is 33° 59' 51"N, 78° 13' 21"W (WGS84/NAD83)
Lockwoods Folly quadrangle M=-8.715
Projection is UTM Zone 17 NAD83 Datum G=1.554
http://www.topozone.com/print.asp?z--17&n=3765357.3189863&e=756541.562866704&s... 5/12/2005

OFFICE USE ONLY
Date Received Fee Paid Permit Number
S t D5 WOD.D0 I D IU 6 D25o1
,�j n,, , e n 1 y p��_ p
7/I•'ri - /C�t d� &iv�. i i 2 G -f 1'C! ked,,1.4 t ec `,,a-'j '/'1 J;
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:
1. Applicant's name(specify the name of the corporation, individual, etc.who owns the project):
XDV,Inc.
2. Print Owner/Signing Official's name and title(person legally responsible for facility and compliance):
Bert Exum,President
3. Mailing Address for person listed in item 2 above:
P.O.Box 1967
City: Wilmington State: NC Zip: 28402
Telephone Number: (910 ) 392-9325
4. Project Name(subdivision,facility, or establishment name -should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements,etc.):
Palmetto Creek of the Carolinas
5. Location of Project(street address):
Located on NC 211, one mile east of intersection with Zion Hill road SR 1114
City: Lockwood Folly Township County: Brunswick
6. Directions to project(from nearest major intersection):
Approximately one mile east on NC 211 from intersection with Zion Hill road SR 1114
7. Latitude: 33°59'51" Longitude: 78°13'21" of project
8. Contact person who can answer questions about the project:
Name: Bert Exum Telephone Number: [phone]
H. PERMIT INFORMATION:
1. Specify whether project is (check one): X New Renewal Modification
Form: SWU-101 Version 3.99 Page 1 of 4

5-117/e7 ribtig pAgv 9 2. 2_6 2
2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number And its issue date(if known)
3. Specify the type of project(check one):
X Low Density High Density Redevelop General Permit Other
4. Additional Project Requirements(check applicable blanks):
CAMA Major X 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.
Stormwater will be treated in Water Quality Swales,Wetland Detention Basins and a Non-Discharge Pond system.
2. Stormwater runoff from this project drains to the Lumber River basin.
3. Total Project Area: 181.5 acres 4. Project Built Upon Area: 30
5. How many drainage basins does the project have? 7
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.
Basin Information Overall Project
Receiving Stream Name Scotts Branch
Receiving Stream Class C See Attached
Drainage Area 181.5 ac (7,906,170 sf) Sheets for Additional
Existing Impervious*Area -0- Drainage Basins
Proposed Impervious*Area 54.4 ac (2,371,760 sf)
%Impervious*Area(total) 30%
Impervious* Surface Area Overall Project
On-site Buildings 38.2 ac (1,663,100 sf)
On-site Streets 14.2 ac (620,660 sf) See Attached
On-site Parking -0- Sheets for Additional
On-site Sidewalks 0.7 ac (30,000 sf) Drainage Basins
Other on-site—Amenity Cnt. 1.3 ac (58,000 sf)
Off site -0-
Total: 54.4 ac(2,371,760 sf) Total:
*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/of 4

r/27/05~11/8._12=c-/ teV',, 24e a 17, ' Sw 8 6 5-6 2-39
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.
-Basin Information Non-Discharge Pond#1 Non-Discharge Pond#2
Receiving Stream Name Scotts Branch Scotts Branch
Receiving Stream Class C C
Drainage Basin Area 43.1 ac (1,876,695 sf) 19.8 ac (860,516 sf)
Existing impervious*Area -0- -0-
Proposed Impervious*Area 12.7 ac (553,892 sf) 7.2 ac (312,300 sf)
%Impervious*Area(total) 29.5% 36.3%
impervious*Surface Area Non-Discharge Pond#1 Non-Discharge Pond#2
On-site Buildings 7.9 ac (342,600 sf) 5.7 ac (249,900 sf)
On-site Streets 3.2 ac (138,892 sf) 1.4 ac (62,400 sf)
On-site Parking -0- -0-
On-site Sidewalks 0.3 ac (14,400 sf) -0-
Other on-site 1.3 ac (58,000 sf) -0-
Off site -0- -0- _
Total: 12.7 ac(553,892 sf) Total: 7.2 ac(312,300 sf)
Basin Information Wetland Detention Basin#1 Wetland Detention Basin#2
Receiving Stream Name Scotts Branch Scotts Branch
Receiving Stream Class C C
Drainage Basin Area 9.8 ac (388,307 sf) _ 16.5 ac (718,504 sf) _
Existing Impervious*Area -0- -0-
Proposed Impervious*Area 2.8 ac (121,020 sf) 5.9 ac (256,288 sf)
%Impervious*Area(total) 31.2% 35.7%
Impervious*Surface Area s Wetland Detention Basin#1 Wetland Detention Basin#2
On-site Buildings 1.5 ac (65,000 sf) 3.7 ac (163,000 sf)
On-site Streets 1.2 ac (52,020 sf) 2.0 ac (87,688 sf)
On-site Parking -0- -0-
On-site Sidewalks 0.1 ac (4,000 sf) 0.1 ac (5,600 sf)
Other on-site -0- -0-
Off site -0- -0-
Total: 2.8 ac (121,020 si) Total: 5.9 ac(256,288 sf)
Basin Information Wetland Detention Basin#3 Wetland Detention Basin#4
Receiving Stream Name Scotts Branch Scotts Branch
Receiving Stream Class C C
Drainage Basin Area 3.8 ac (166,534 sf) 10.1 ac (440,992 sf)
Existing Impervious*Area -0- -0-
Proposed Impervious*Area 1.2 ac (52,960 sf) 4.0 ac (174,690 sf)
%Impervious*Area(total) 31.8% 39.6%
Impervious*Surface Area Wetland Detention Basin#3 Wetland Detention Basin#4 '
On-site Buildings 0.9 ac (40,500 sf) 2.8 ac (121,500 sf)
On-site Streets 0.3 ac (11,180 sf) 1.2 ac (51,590 sf)
On-site Parking -0- -0-
On-site Sidewalks 0.0 ac (1,280 sf) 0.0 ac (1,600 sf)
Other on-site -0- -0-
Off site -0- -0-
Total: 1.2 ac(52,960 sf) Total: 4.0 ac(174,690 sf)
pr y "26c14

6 12-rioe/01-4 Le trey il.ZQ,2-k 2-c-- toe O j v 231
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.
Basin Information Wetland Detention Basin#5
Receiving Stream Name Scotts Branch
Receiving Stream Class C
Drainage Basin Area 6.3 ac (275,119 sf)
Existing Impervious*Area -6-
Proposed Impervious*Area 2.3 ac (99,900 sf)
%Impervious*Area(total) 36.3%
Impervious*Surface Area Wetland Detention Basin#5
On-site Buildings 1.8 ac (76,500 sf)
On-site Streets 0.5 ac (20,280 sf)
On-site Parking -0-
On-site Sidewalks 0.1 ac (3,120 sf)
Other on-site -0-
Off site -0-
Total: 2.3 ac(99,900 sf)
e 2e of

7. How was the off-site impervious area listed above derived? N/A
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 t e consent )o the State.
(See , & n +q
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 area 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.
*** Lots 1-62(5,400sf) ;Lots 63-208(6,000sf);Lots 209-275(3,500sf) ;Lots 276-341 (3,300sf)
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(919)733-5083 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

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.
1. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Initials
• Original and one copy of the Stormwater Management Permit Application Form SC3 F'
• One copy of the applicable Supplement Form(s)for each BMP �C3P
• Permit application processing fee of$420(payable to NCDENR) `0°° - Q jr 3 TS p
• Detailed narrative description of stormwater treatment/management -3`13
• Two copies of plans and specifications,including: C3 P
-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)
VII. AGENT AUTHORIZATION
If you wish to designate submittal authority to another individual or firm so that they may provide information on your
behalf,please complete this section:
Designated agent(individual or firm): Coastal Land Design,PLLC
Mailing Address: P.O.Box 1172
City: Wilmington State: NC Zip: 28402
Phone: [phone] Fax: [phone]
VIII. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in General Information, item 2) Bert Exum
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: C Id Date: 5• J b-p
Form: SWU-101 Version 3.99 Page 4 of 4

4-1-4,74,,,J
PROPOSED DEED RESTRICTIONS AND PROTECTIVE
COVENANTS FOR PALMETTO CREEK OF THE CAROLINAS
!. The following covenants are intended to ensure ongoing compliance with State Stormwater
Management Permit Number SW8 050239, as issued by the Division of Water Quality under
NCAC 2H.1000.
2. The State of North Carolina is made a beneficiary of these covenants to the extent necessary to
maintain compliance with the stormwater management permit.
3. These covenants are to run with the land and be binding on all persons and parties claiming
under them.
4. 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.
5. Alteration of the drainage as shown on the approved plan may not take place without the
concurrence of the Division of Water Quality.
6. The maximum allowable built-upon area per lot is as follows:
Lot# BUA Lot# BUA Lot# BUA Lot# BUA
1— 62 5,400 sf 63—208 6,000 sf 209-275 3,500 sf 276-341 3,300 sf
These allotted amounts include 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.
7. This project proposes a curb outlet system. Each designated curb outlet swale shown on the
approved plan must be maintained at a minimum of 100'long with 5:1 (H:V) side slopes or
flatter, have a longitudinal slope no steeper than 5%, carry the flow from a 10 year storm in a
non-erosive manner, and maintain a dense vegetated cover.
8 Filling in or piping of any vegetative conveyances (ditches, swales, etc.) associated with the
development except for average driveway crossings, is strictly prohibited by any persons.
9. Each lot will maintain a 30'wide vegetated buffer between impervious areas and surface
waters.
10. All roof drains shall terminate at least 30'from the mean high water mark of surface waters.
11. Filling in, piping or altering any designated 5:1 curb outlet swale associated with the
development is prohibited by any persons.
RECEIVED
MAY 27 2005
stoo ©5-6239
BY: P 7

Permit No. SIN g' 06023
(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
DWQ 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: Palmetto Creek of the Carolinas
Contact Person: Bert Exum Phone Number: (910 ) 392-9325
For project with multiple basins, specify which basin this worksheet applies to: Non Discharge Pond#1
elevations
Basin Bottom Elevation 23.0 ft. (floor of the basin)
Permanent Pool Elevation 27.25 ft. (elevation of the orifice)
Temporary Pool Elevation 28.50 ft. (elevation of the discharge structure overflow)
areas
Permanent Pool Surface Area 210,015 sq. ft. (water surface area at the orifice elevation)
Drainage Area 43.08 ac. (on-site and off-site drainage to the basin)
Impervious Area 11.92 ac. (on-site and off-site drainage to the basin)
volumes
Permanent Pool Volume Non-Discharge cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 324,241 cu. ft. (volume detained above the permanent pool)
Forebay Volume Non-Discharge cu. ft. (approximately 20%of total volume)
Other parameters
SA/DA' Non-Discharge (surface area to drainage area ratio from DWQ table)
Diameter of Orifice Non-Discharge in. (2 to 5 day temporary pool draw-down required)
Design Rainfall 25yr—24hr in.
Design TSS Removal 2 Non-Discharge % (minimum 85%required)
Form: SW/J-102 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.
2 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.
Applicants Initials:
�L3 P a. The permanent pool depth is between 3 and 6 feet(required minimum of 3 feet).
* N/A b. The forebay volume is approximately equal to 20%of the basin volume.
c3 P c. The temporary pool controls runoff from the design storm event.
3 d. The temporary pool draws down in 2 to 5 days.
5�3 e. If required, a 30-foot vegetative filter is provided at the outlet(include non-erosive flow
calculations)
* N/A f. 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.
* N/A h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
* N/A i. Vegetative cover above the permanent pool elevation is specified.
13 j. A trash rack or similar device is provided for both the overflow and orifice.
Sf j p 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.
-St m. A mechanism is specified which will drain the basin for maintenance or an emergency.
* Non-Discharge Pond System
HI. 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) does X does not incorporate a vegetated filter at the outlet.
Form: SWU-102 Rev 3.99 Page 2 of 4

This system(check one) _ does X does not incorporate pretreatment other than a forebay.
Maintenance activities shall be performed as follows:
1. 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 as such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 24.0 feet in the main pond,the sediment shall be removed.
When the permanent pool depth reads N/A feet in the forebay,the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
cy Permanent Pool Elevation= 27.25 .
A A /
Sediment Removal Elevation= 24.0 . 75% v
V Bottom Elevation= 23.0 . 25%
FOREBAY 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
Form: SWU-102 Rev 3.99 Page 3 of 4

the emergency drain shall be minimized to the maximum extent practical.
7. All 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 or responsible party.
Print name: Bert Exum
Title: President
Address: P.O.Box 1967 Wilmington,NC 28402
Phone: [phone]
Signature: D? & - C
Date: 5-f0-0.5
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, ilm oar/ t: /`4/GLS ,a Notary Public for the State of /Ib wNl Cct)aoG,A.c,G
County of A..1 /,� /-�� So s j2 ,do hereby certify that ?O 12 T 4-
personally appeared before me this lO day of '.( , 0005 ,and acknowledge the due
execution of the foregoing wet detention basin maintenance requirements. Witness my hand and official seal,
r NOTARY
•
M PUsL �v
it
r ►"
C ale
SEAL
My commission expires >/- el- o,
Form: SWU-102 Rev 3.99 Page 4 of 4

Permit No.W g D5 02.3"t
(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
DWQ 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: Palmetto Creek of the Carolinas
Contact Person: Bert Exum Phone Number: (910 ) 392-9325
For project with multiple basins, specify which basin this worksheet applies to: Non Discharge Pond#2
elevations
Basin Bottom Elevation 23.0 ft. (floor of the basin)
Permanent Pool Elevation 27.25 ft. (elevation of the orifice)
Temporary Pool Elevation 28.50 ft. (elevation of the discharge structure overflow)
areas
Permanent Pool Surface Area 57,362 sq. ft. (water surface area at the orifice elevation)
Drainage Area 19.75 ac. (on-site and off-site drainage to the basin)
Impervious Area 5.46 ac. (on-site and off-site drainage to the basin)
volumes
Permanent Pool Volume Non-Discharge cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 91,470 cu. ft. (volume detained above the permanent pool)
Forebay Volume Non-Discharge cu. ft. (approximately 20%of total volume)
Other parameters
SA/DA' Non-Discharge (surface area to drainage area ratio from DWQ table)
Diameter of Orifice Non-Discharge in. (2 to 5 day temporary pool draw-down required)
Design Rainfall 25yr—24hr in.
Design TSS Removal 2 Non-Discharge % (minimum 85%required)
Form: SWU-102 Rev 3.99 Page 1 of 4

Footnotes:
1 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.
2 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.
II. 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.
Applicants Initials:
I> a. The permanent pool depth is between 3 and 6 feet(required minimum of 3 feet).
* N/A b. The forebay volume is approximately equal to 20%of the basin volume.
t3P c. The temporary pool controls runoff from the design storm event.
S- QP d. The temporary pool draws down in 2 to 5 days.
- P e. If required, a 30-foot vegetative filter is provided at the outlet(include non-erosive flow
calculations)
* N/A f. The basin length to width ratio is greater than 3:1.
13P g. The basin side slopes above the permanent pool are no steeper than 3:1.
* N/A h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
* N/A i. Vegetative cover above the permanent pool elevation is specified.
-513c j. A trash rack or similar device is provided for both the overflow and orifice.
S�3 P 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.
�3P m. A mechanism is specified which will drain the basin for maintenance or an emergency.
*Non-Discharge Pond System
III. 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) _ does X does not incorporate a vegetated filter at the outlet.
Form: SWU-1©2 Rev 3.99 Page 2 of 4

This system(check one) _ does X does not incorporate pretreatment other than a forebay.
Maintenance activities shall be performed as follows:
1. 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 as such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 24.0 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads N/A feet in the forebay,the sediment shall be removed.
BASIN DIAGRAM
(fall in the blanks)
Permanent Pool Elevation= 27.25__
A •
w Sediment Removal Elevation= 24.0 . 75% v
•/ A
Bottom Elevation= 23.0 . 25%
FOREBAY 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
Form: SWJ-102 Rev 3.99 Page 3 of 4

the emergency drain shall be minimized to the maximum extent practical.
7. All 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 or responsible party.
Print name: Bert Exum
Title: President
Address: P.O.Box 1967 Wilmington,NC 28402
Phone: [phone]
Signature: Ar C
Date: 5- v- D S
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, ..r7/Liti /r. H‘4 LS ,a Notary Public for the State of JoloVI G',6.12e74,fra
County of ,1 J, [ d�d ,ip Z ,do hereby certify that ?_,v,;3 �; cy. ;Ext., r9
personally appeared before me this iv day of j..< � , Zvo ,and acknowledge the due
execution of the foregoing wet detention basin maintenance requirements. Witness my hand and official seal,
44te:,
i NOTARY I •
Ii =- ---�'-- Z
%Li:\ PUBLIC ii:04
....
-Igla111i11$"
Pt
SEAL
My commission expires / Z 9-o I
Form: SWU-102 Rev 3.99 Page 4 of 4

SW 2
Permit No. D6 D2.39
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
LOW DENSITY SUPPLEMENT
This form may be photocopied for use as an original
A low density project is one that meets the appropriate criteria for built upon area and transports stormwater
runoff primarily through vegetated conveyances. Low density projects should not have a discrete stormwater
collection system as defined by 15A NCAC 2H .1002(18). Low density requirements and density factors can
be found in 15A NCAC 2H .1005 through .1007.
I. PROJECT INFORMATION
Project Name : Palmetto Creek of the Carolinas
Contact Person : Bert Exum Phone Number: (910 ) 392-9325
Number of Lots: 341 Allowable Built Upon Area Per Lot*: See Attached
*If lot sizes are not uniform, attach a table indicating the number of lots, lot sizes and allowable built upon area
for each lot. The attachment must include the project name,phase,page numbers and provide area subtotals
and totals.
II. BUILT UPON AREA
See the Stormwater Management Permit Application for specific language that must be recorded in the deed
restrictions for all subdivisions.
For uniform lot sizes, complete the following calculations in the space provided below where:
• SA Site Area-the total project area above Mean High Water. Wetlands may be excluded when the
development results in high density pockets.
• DF Density Factor-the appropriate percent built upon area dived by 100.
• RA Road Area-the total impervious surface occupied by roadways.
• OA Other Area- the total area of impervious surfaces such as clubhouses,tennis courts, sidewalks, etc.
a No. Lots -the total number of lots in the subdivision.
• BUA/Lot-the computed allowable built upon area for each lot including driveways and impervious
surfaces located between the front lot line and the edge of pavement.
Form: SWU-104 Rev 3.99 Page 1 of 2

(SA x DF) -RA- OA = BUA
No. Lots Lots
Calculation:
(181.5ac x 0.3)—14.2ac—2.0ac = 38.25ac = 0.11ac/lot = 4,886 sf/lot
341 341
III. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate that the following requirements have been met and supporting
documentation is provided as necessary. If the applicant has designated an agent on the Stormwater
Management Permit Application Form, the agent may initial below.
Applicants Initials
p a. A 30 foot vegetative buffer is provided adjacent to surface waters. Projects in the Neuse
River basin may require additional buffers.
�t3 P. b. Deed restriction language as required on form SWU-101 shall be recorded as a restrictive
covenant. A copy of the recorded document shall be provided by DWQ within 30 days of
platting and prior to sale of any lots.
5 t3 P c. Built upon area calculations are provided for the overall project and all lots.
"513P d. Project conforms to low density requirements within the ORW AEC (if applicable).
[15A NCAC 2H .1007(2)(b)]
Form: SWU-104 Rev 3.99 Page 2 of 2

Palmetto Creek of the Carolinas 5/10/05
Lot Impervious Allocation
Lots # Impervious Allocation Total Impervious
1 — 62 5,400 sf 334,800 sf
63 — 208 6,000 sf 876,000 sf
209 —275 3,500 sf 234,500 sf
276— 341 3,300 sf 217,800 sf
Total: 1,663,100 sf
Page 1 of 1

Permit No. SW c3 D5 239
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
CURB OUTLET SYSTEM SUPPLEMENT
FOR LOW DENSITY DEVELOPMENT WITH CURB AND GUTTER
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a stormwater management permit application, a
curb outlet system supplement, a low density supplement, design calculations, and plans and specifications
showing all stormwater conveyances and curb outlet details.
I. PROJECT INFORMATION
Project Name : Palmetto Creek of the Carolinas
Contact Person: Bert Exum Phone Number: [phone]
Curb outlets to (check one): X Swale _ Vegetated Area
H. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the North Carolina Administrative Code Section 15A
NCAC 2H .1008.
Initial in the space provided to indicate that the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent on the Stormwater Management Permit
Application Form,the agent may initial below. If a requirement has not been met, attach justification.
Applicants Initials
5 i-S P a. Curb outlets direct flow to a swale or vegetated area.
-S'V3( b. Swales or vegetated areas receiving curb outlet flow are designed to carry, at a minimum, the
peak flow from the 10-year storm.
C3P c. Flow velocity is non-erosive for peak flow from the 10-year storm event.
J �3 P d. Longitudinal slope of the swale or vegetated area does not exceed 5%.
S13 P e. Side slopes of the swale or vegetated area are no steeper than 5:1 (horizontal to vertical).
^ST3P f. Length of swale or vegetated are is> 100 feet.
S CAP g. The system takes into account the run-off at ultimate built-out potential from all surfaces
draining to the system(delineate drainage area for each swale).
Q (' h. Swales are located in recorded drainage easements.
-31 P i. Grass type(s) for permanent vegetative cover specified on detail.
p j. Swale detail provided on plan
Form SWU-105 Ver 3.99 Page 1 of 3

III. DESIGN INFORMATION
Complete the following table. If additional space is needed the information should be provided in the same
format as Table 1 and attached to this form. Rainfall intensity data can be found in Appendix 8.03 of the State
of North Carolina Erosion and Sediment Control Planning and Design Manual.
Table 1. Swale Design Information
Swale No. Drainage Impervious Grassed c Q V allow V actual Flow
Area(ac) Area(ac) Area(ac) (cfs) (fps) (fps) Depth(ft)
1 1.30 0.67 0.63 0.59 5.07 5 0.56 1.35
2 1.63 0.79 0.84 0.56 6.10 5 0.83 1.21
3 0.86 0.37 0.49 0.52 3.25 5 0.64 1.01
4 1.18 0.55 0.63 0.55 4.43 5 0.87 1.01
5 2.58 0.92 1.66 0.47 7.61 5 0.70 1.47
6 0.65 0.32 0.33 0.57 2.68 5 0.72 0.86
7 2.78 1.06 1.72 0.49 8.52 5 1.02 1.29
8 1.31 0.45 0.86 0.46 3.98 5 0.85 0.97
9 0.62 0.36 0.26 0.64 2.85 5 0.77 0.86
10 1.67 0.59 1.08 0.46 5.16 5 0.88 1.08
11 2.33 0.93 1.40 0.50 7.34 5 0.95 1.24
12 3.34 1.00 2.34 0.42 8.52 5 0.96 1.33
13 3.08 1.05 2.03 0.46 8.43 5 0.90 1.37
14 3.44 1.20 • 2.24 0.46 9.54 5 1.02 1.37
15 0.38 0.17 0.21 0.54 1.47 5 0.40 0.86
16 4.46 1.62 2.84 0.47 12.09 5 0.75 1.80
17 1.82 0.68 1.14 0.48 5.81 5 0.69 1.30
Form SWU-105 Ver 3.99 Page 2 of 3

III. CURB OUTLET SYSTEM MAINTENANCE REQUIREMENTS
1. Mowing will be accomplished as needed according to the season. Grass height will not exceed six inches
at any time.
2. Swales will be inspected monthly or after every runoff producing rainfall event for sediment build-up,
erosion, and trash accumulation.
3. Accumulated sediment and trash will be removed as necessary. Swales will be reseeded or sodded
following sediment removal.
4. Eroded areas of the swales will be repaired and reseeded. Swales will be revegetated as needed and in a
timely manner based on the monthly inspections.
5. Catch basins, curb cuts, velocity reduction devices, and piping will be inspected monthly or after every
significant runoff producing rainfall event. Trash and debris will be cleared away from grates, curb cuts,
velocity reduction devices, and piping.
6. Swales will not be altered,piped, or filled in without approval from NCDENR Division of Water Quality.
I acknowledge and agree by my signature below that I am responsible for the performance of the six
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to
changes to the system or responsible party.
Print Name and Title: Bert Exum,President
Address: P.O.Box 1967 Wilmington,NC 28402
Phone: [phone] Date: 5• o- 0 5
Signature: !C JJ
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, A414M,u , . f4,LLS ,a Notary Public for the State of Nle fill't L'i.17 44 County of
r1/�a l-f 6,J o�9E 6 ,do hereby certify that p Ej y c 4 c Xw H personally appeared before me this f(t7
day of M,t,I/ , ?pp r5 ,and acknowledge the due execution of the foregoing infiltration basin maintenance
requirements. Witness my hand and official seal,
`�s tsHN, I
�, epNY tFa,
ts'�/�+�y���•~'•� My comnuss'in expires /�Z eP
NOTARY A. M
•
w . PUBLIC agcs4Arfrf•
101„ L '!�•
; ..........
0
Form SWU-105 Ver 3.99 Page 3 of 3

S\ bGb23c
DWQ Project No.
DMSION OF WATER QUALITY - 401 EXTENDED DETENTION(and POCKET*)WETLAND WORKSHEET
I. PROJECT INFORM 4OTION(please complete the following information):
Project Name: r74r.M6TT Creccrc OF Tag" C tocwsr
Contact Person: 13 ea r Vorvm Phone Number: jet i o) 3 92 — q 3 �S-
For projects with multiple basins,specify which basin this worksheet applies to: a A,r,,o- . _
Permanent Pool Elevation a0,!J ft. (elevation of the orifice invert out)
Temporary Pool Elevation a. ..O ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area 4✓3,,4-i i.ra,rrwi sq.ft. (water surface area at permanent pool elevation)
Drainage Area $,q I ac. (on-site and off-site drainage to the basin)
Impervious Area .$8 ac. (on-site and off-site drainage to the basin)
Forebay Surface Area ' - Pt a," sq.ft. (at permanent pool elevation approximately 15%)*
Marsh 0"-9" Surface Area sq.ft. (at permanent pool elevation approximately 35%)*
Marsh 9"-18" Surface Area sq.ft. (at permanent pool elevation approximately 35%)*
Micro Pool Surface Area sq.ft. (at permanent pool elevation approximately 15%)*
Temporary Pool Volume y A 3 3 cu.ft. (volume detained on top of the permanent pool)
SA/DA used i✓'A-I✓Kw�a�Fr..r (surface area to drainage area ratio)*
Diameter of Orifice ,A-1,1R..raArrod in. (draw down orifice diameter)
IL REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met,attach an explanation of why.At a minimum,a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
Applicants Initials
5 33 P The temporary pool controls runoff from the 1 inch rain.
-S 3 P The basin side slopes are no steeper than 3:1.
P A planting plan for the marsh areas with plant species and densities is provided.
3 B P Vegetation above the permanent pool elevation is specified.
'3 1 P An emergency drain is provided to drain the basin.
313 h +l�The temporary pool draws down in 2 to 5 days. ' ' Les - T11,4"' 6 DAY.'
35 P Sediment storage is provided in the permanent pool.
3\3 P A sediment disposal area is provided.
-5 13 Access is provided for maintenance.
P A site specific,signed and notarized operation and maintenance agreement is provided.
533 The drainage area(including any offsite area)is delineated on a site plan.
Access is provided for maintenance.
S13 Plan details for the wetland are provided.
S13 Plan details for the inlet and outlet are provided.
'513 P A site specific operation and maintenance agreement,signed and notarized by the responsible party is provided(see
http://h2o.ehnr.state.nc.us/ncwetlands/oandm.doc).
*Pocket Wetlands have different design parameters and are only assumed to remove 35%TSS-See pp.19 and 20 of the NC DENR
Stormwater BMP Manual,April 1999.10%open water,50%high marsh,40%low marsh.

WET [WETLAND] DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
[Wetland maintenance wording is bracketed. Please modify the document as appropriate.]
The wet [wetland] detention basin system is defined as the wet [wetland] detention basin, pretreatment
including forebays and the vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet [wetland] 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 [wetland] 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 [wetland] 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 20.5 feet in the main pond, the sediment shall be removed.
[For stormwater wetlands: If the elevation of the marsh areas exceed the permanent pool elevation, the
sediment should be removed to design levels. This shall be performed by removing the upper 6 inches of
soil and stockpiling it. Then the marsh area shall be excavated six inches below design elevations.
Afterwards the stockpiled soil should be spread over the marsh surface. The soil should not be stockpiled
for more than two weeks.]
BASIN DIAGRAM
(fill in the blanks)
p Temporary Pool Elevation 22.0
Sediment Removal Elevation 20.5 I 75%
Bottom Elevation 20.0 25%
MAIN POND
Page 1 of 2

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.
[For wetlands: Wetland planting densities in the marsh areas should be maintained by replanting bare
areas as needed. Wetland plants should be encouraged to grow in the marsh areas.]
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.
7. All components of the wet [wetland] detention basin system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
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 or responsible party.
Print name: Bert Exum
Title: President
Address: P.O.Box 1967 Wilmington, NC 28402
Phone: [phone]
Signature: C_J)
Date: S-/o -o5
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.
Lritoe i ,1 t-t- �fzd, a Notary Public for the State of � ChiZoL/mil+,
County of ,�.�rE a ,�,,l�i IZ , do hereby certify that `i-p7— GC-1.'
personally appeared before me this /0 day of l�C 4.� , Z.ve71,, and acknowledge the due
execution of the forgoing wet[wetland] detention basin maintenance requirements. Witness my hand and
official seal,
�,"y���t Y —"ito
! NOTARY °go C
i
if C
Luc iCif
VS°166.4•4 0440k":61.
SEAL
My commission expires Il Z q-o 9i
Page 2 of 2

S\ > 05 023
DWQ Project No.
DMSION OF WATER QUALITY - 401 EXTENDED DETENTION(and POCKET'S WETLAND WORKSHEET
I. PROJECT INFORMATION(please complete the following information):
Project Name: PA.-,f"rro G¢arc OP Tire GA oa,sAr
Contact Peron: L3 City c::or.," Phone Number: (9 t o) 3 I'2 -ei 3 a 5
For projects with multiple basins,specify which basin this worksheet applies to: 23,ar►.r 0
Permanent Pool Elevation 2 I, C ft. (elevation of the orifice invert out)
Temporary Pool Elevation 2 3. 0 ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area 4VA-rwra-.nve,.,r sq.ft. (water surface area at permanent pool elevation)
Drainage Area 16.y 9 ac. (on-site and off-site drainage to the basin)
Impervious Area 6.09 ac. (on-site and off-site drainage to the basin)
Forebay Surface Area SE-e- Di....." sq.ft. (at permanent pool elevation approximately 15%)*
Marsh 0"-9" Surface Area sq.ft (at permanent pool elevation approximately 35%)*
Marsh 9"-18" Surface Area i sq.ft. (at permanent pool elevation approximately 35%)*
Micro Pool Surface Area sq.ft. (at permanent pool elevation approximately 15%)*
Temporary Pool Volume 2 7/7 7. cu.ft. (volume detained on top of the permanent pool)
SA/DA used /y/,�r -='04-11.14.4T,.,. (surface area to drainage area ratio)*
Diameter of Orifice /✓rA-s,rrrcTr/A-s,.,r in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met,attach an explanation of why.At a minimum,a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
Applicants Initials
-3t f' The temporary pool controls runoff from the 1 inch rain.
-5 rip The basin side slopes are no steeper than 3:1.
Tr3 f' A planting plan for the marsh areas with plant species and densities is provided.
Stir- Vegetation above the permanent pool elevation is specified.
-SDP An emergency drain is provided to drain the basin.
'3 I3 P $ The temporary pool draws down in 2 to 5 days.4 L c r r Th.n", S nA rs
'3[3 P Sediment storage is provided in the permanent pool.
S13 P A sediment disposal area is provided.
`71-3P Access is provided for maintenance.
"313 P A site specific,signed and notarized operation and maintenance agreement is provided.
P The drainage area(including any offsite area)is delineated on a site plan.
-373P Access is provided for maintenance.
3BP Plan details for the wetland are provided.
513 P Plan details for the inlet and outlet are provided.
373 P A site specific operation and maintenance agreement,signed and notarized by the responsible party is provided(see
http:I/h2o.ehnr.state.nc.us/ncwetlands/oandm.doc).
'Pocket Wetlands have different design parameters and are only assumed to remove 35%TSS-See pp.19 and 20 of the NC DENR
Stomiwater BMP Manual,April 1999.10%open water,50%high marsh,40%low marsh.

WET [WETLAND] DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
[Wetland maintenance wording is bracketed. Please modify the document as appropriate.]
The wet [wetland] detention basin system is defined as the wet [wetland] detention basin, pretreatment
including forebays and the vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet [wetland] 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 [wetland] 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 [wetland] 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 21.5 feet in the main pond, the sediment shall be removed.
[For stormwater wetlands: If the elevation of the marsh areas exceed the permanent pool elevation, the
sediment should be removed to design levels. This shall be performed by removing the upper 6 inches of
soil and stockpiling it. Then the marsh area shall be excavated six inches below design elevations.
Afterwards the stockpiled soil should be spread over the marsh surface. The soil should not be stockpiled
for more than two weeks.]
BASIN DIAGRAM
(fill in the blanks)
p Temporary Pool Elevation 23.0
Sediment Removal Elevation 21.5 75%
Bottom Elevation _ 2t0 0,
MAIN POND
Page 1 of 2

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.
[For wetlands: Wetland planting densities in the marsh areas should be maintained by replanting bare
areas as needed. Wetland plants should be encouraged to grow in the marsh areas.]
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.
7. All components of the wet [wetland] detention basin system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
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 or responsible party.
Print name: Bert Exum
Title: President
Address: P.O.Box 1967 Wilmington, NC 28402
Phone: [phone] ,
Signature: �' e A
A— 4 [it
Date: 5- io-o5
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, L 7-i-L c /=_ H r L� J5 , a Notary Public for the State of aiZ7d C4,2-04,0.,
County of .J i=.-1,i #4,4 oars , do herebycertifythat =
IZ- � ,�7' �C3- f- X 1'4i
personally appeared before me this /0 day of 1-4.6.7 , Zoo's, and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
sosisigratirheY �.
4""is" NOTARYt
vow .. ...4 s
i Pus--*Mono I .:lik =Air
r�rrgrHrr
4,4b
SEAL
My commission expires //-0g-o/
Page 2 of 2

5v 'i? OS02 9
DWQ Project No.
DMSION OF WATER QUALITY - 401 EXTENDED DETENTION(and POCKET',WETLAND WORKSHEET
I. PROJECT INFORMATION(please complete the following information):
Project Name: PA I- rT r fs, G R cek OF TM& C.1+.aI.-f•-4s
Contact Person: 13 En 1-• e=x.,... Phone Number: ( ?,e ) 39 2 — 93 as--
For projects with multiple basins,specify which basin this worksheet applies to: 13As„r #-%
Permanent Pool Elevation d. 0 ft. (elevation of the orifice invert out)
Temporary Pool Elevation a r. O ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area ,✓/A-TNF,L1114T,.,,sq.ft. (water surface area at permanent pool elevation)
Drainage Area 3.82. ac. (on-site and off-site drainage to the basin)
Impervious Area /..2( ac. (on-site and off-site drainage to the basin)
Forebay Surface Area sEE Pt a,✓ sq.ft. (at permanent pool elevation approximately 15%)*
Marsh 0"-9" Surface Area I sq.ft. (at permanent pool elevation approximately 35%)*
Marsh 9"-18" Surface Area I sq.ft. (at permanent pool elevation approximately 35%)*
Micro Pool Surface Area yy sq.ft. (at permanent pool elevation approximately 15%)*
Temporary Pool Volume 57 f5 cu.ft. (volume detained on top of the permanent pool)
SA/DA used N/.4-r✓FiLTRA-72) (surface area to drainage area ratio)*
Diameter of Orifice ,v/A-I..r•)..rRAMr in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met,attach an explanation of why.At a minimum,a complete stormwater management plan submittal includes
a worksheet for each BMP; design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
Applicants Initials
'313 P The temporary pool controls runoff from the 1 inch rain.
"5 t3 P The basin side slopes are no steeper than 3:1.
7 c3 P A planting plan for the marsh areas with plant species and densities is provided.
3l3 P Vegetation above the permanent pool elevation is specified.
}C3 P An emergency drain is provided to drain the basin.
3i3 P ii The temporary pool draws down in 2 to 5 days.*Lsrr TN4.1 . o4,rs
3 OP Sediment storage is provided in the permanent pool.
-3131" A sediment disposal area is provided.
TS3 P Access is provided for maintenance.
3'13 P A site specific,signed and notarized operation and maintenance agreement is provided.
13P The drainage area(including any offsite area)is delineated on a site plan.
3 B P Access is provided for maintenance.
"SUP Plan details for the wetland are provided.
•3 P Plan details for the inlet and outlet are provided.
513P A site specific operation and maintenance agreement,signed and notarized by the responsible party is provided(see
http:/Ih2o.ehnr.state.nc.us/ncwetlands/oandm.doc).
*Pocket Wetlands have different design parameters and are only assumed to remove 35%TSS—See pp.19 and 20 of the NC DENR
Stormwater BMP Manual,April 1999.10%open water,50%high marsh,40%low marsh.

WET [WETLAND] DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
[Wetland maintenance wording is bracketed. Please modify the document as appropriate.]
The wet [wetland] detention basin system is defined as the wet [wetland] detention basin, pretreatment
including forebays and the vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet [wetland] 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 [wetland] 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 [wetland] 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 20.25 feet in the main pond, the sediment shall be removed.
[For stormwater wetlands: If the elevation of the marsh areas exceed the permanent pool elevation, the
sediment should be removed to design levels. This shall be performed by removing the upper 6 inches of
soil and stockpiling it. Then the marsh area shall be excavated six inches below design elevations.
Afterwards the stockpiled soil should be spread over the marsh surface. The soil should not be stockpiled
for more than two weeks.]
BASIN DIAGRAM
(fill in the blanks)
p Temporary Pool Elevation 21.0
Sediment Removal Elevation 20.25 I 75%
Bottom Elevation 20.0 25%
MAIN POND
Page 1 of 2

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.
[For wetlands: Wetland planting densities in the marsh areas should be maintained by replanting bare
areas as needed. Wetland plants should be encouraged to grow in the marsh areas.]
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.
7. All components of the wet [wetland] detention basin system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
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 or responsible party.
Print name: Bert Exum
Title: President
Address: P.O.Box 1967 Wilmington, NC 28402
Phone: [phone]
Signature: ReerktC h „,..,..___.—
Date: S-/o-05
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, .44171.4,-0 .C- 't LS , a Notary Public for the State of idiz-M1 / -01-0.l
County of ,..J 6-a d,,f o agJZ, do hereby certifythat 1pr�rC C4 /r>zvr�
personally appeared before me this /0 day of Ni 4+Z , Zoo 5, and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
rushes
AskorY t 4fire, s.
ttlitte
1 NOTARY \ i
sk PUBLIC pil
SEAL
My commission expires // 0-5-O
Page 2 of 2

S\t\lg' O5az3'
DWQ Project No.
DMSION OF WATER QUALITY - 401 EXTENDED DETENTION(and POCKET*)WETLAND WORKSHEET
I. PROJECT INFORMATION(please complete the following information):
Project Name: PALM E 7-7o �a et rc OP- Tina- G.v-R.o Li,✓A.S
Contact Person: R EnT Fx.,,,, Phone Number: L9,0) 39 2 — 9 3 2S W
For projects with multiple basins,specify which basin this worksheet applies to: .gsr.r ..0-y
Permanent Pool Elevation a I.d ft. (elevation of the orifice invert out)
Temporary Pool Elevation 2 3, e2 ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area r104-SNFri_-reh.rwsq.ft. (water surface area at permanent pool elevation)
Drainage Area I o•I a ac. (on-site and off-site drainage to the basin)
Impervious Area Li•1 y ac. (on-site and off-site drainage to the basin)
Forebay Surface Area _TEE Pi.A.- sq.ft. (at permanent pool elevation approximately 15%)*
Marsh 0"-9" Surface Area sq.ft. (at permanent pool elevation approximately 35%)*
Marsh 9"-18" Surface Area sq.ft. (at permanent pool elevation approximately 35%)*
Micro Pool Surface Area sq.ft. (at permanent pool elevation approximately 15%)*
Temporary Pool Volume 2 or q a Li cu.ft (volume detained on top of the permanent pool)
SA/DA used ,e,/r -Tvr/Lwaif (surface area to drainage area ratio)*
Diameter of Orifice ,Y/.v-,X✓r1LT QAlloo in. (draw down orifice diameter)
IL REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met,attach an explanation of why.At a minimum,a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
Applicants Initials
"3I3 P The temporary pool controls runoff from the 1 inch rain.
3'BP The basin side slopes are no steeper than 3:1.
-YC3 P A planting plan for the marsh areas with plant species and densities is provided.
s Q P Vegetation above the permanent pool elevation is specified.
-'t3 P An emergency drain is provided to drain the basin.
SC3 P s The temporary pool draws down in 2 to 5 days. * Le.-...- YH.... . D AY
3'MP Sediment storage is provided in the permanent pool.
St3 P A sediment disposal area is provided.
3-13P Access is provided for maintenance.
-si3 P A site specific,signed and notarized operation and maintenance agreement is provided.
313 P The drainage area(including any offsite area)is delineated on a site plan.
rt3P Access is provided for maintenance.
-313 a Plan details for the wetland are provided.
313 P Plan details for the inlet and outlet are provided.
"MP A site specific operation and maintenance agreement,signed and notarized by the responsible party is provided(see
http:/1h2o.ehnr.state.nc.us/ncwetlands/oandm.doc).
*Pocket Wetlands have different design parameters and are only assumed to remove 35%TSS-See pp.19 and 20 of the NC DENR
Stormwater BMP Manual,April 1999.10%open water,50%high marsh,40%low marsh.

WET [WETLAND] DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
[Wetland maintenance wording is bracketed. Please modify the document as appropriate.]
The wet [wetland] detention basin system is defined as the wet [wetland] detention basin, pretreatment
including forebays and the vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet [wetland] 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 [wetland] 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 [wetland] 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 21. 5 feet in the main pond, the sediment shall be removed.
[For stormwater wetlands: If the elevation of the marsh areas exceed the permanent pool elevation, the
sediment should be removed to design levels. This shall be performed by removing the upper 6 inches of
soil and stockpiling it. Then the marsh area shall be excavated six inches below design elevations.
Afterwards the stockpiled soil should be spread over the marsh surface. The soil should not be stockpiled
for more than two weeks.]
BASIN DIAGRAM
(fill in the blanks)
p Temporary Pool Elevation 23.0
Sediment Removal Elevation 21.5 75%
Bottom Elevation - 21.„0 0,
MAIN POND
Page 1 of 2

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.
[For wetlands: Wetland planting densities in the marsh areas should be maintained by replanting bare
areas as needed. Wetland plants should be encouraged to grow in the marsh areas.]
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.
7. All components of the wet [wetland] detention basin system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
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 or responsible party.
Print name: Bert Exum
Title: President
Address: P.O.Box 1967 Wilmington, NC 28402
Phone: [phone]
Signature: —C JD _
Date: 5-1 o -o,
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, /h�7'6�f-Q•-�d /�. j�GLS , a Notary Public for the State of ilo /4d�oY J4
I �/
County of �/r J /. "1 ut/2, do hereby certify that 203 c 7- C G c'cur 4
personally appeared before me this /e2 day of /-y 4 7 , 0005 , and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
souguilues
.114:01...t.4t4k
= NOTARY
v° PUDUC
iy r
itommosos
SEAL
My commission expires //- ZS -o S
Page 2 of 2

05 DZS9
DWQ Project No.
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION(and POCKET*)WETLAND WORKSHEET
I. PROJECT INFORMATION(please complete the following information):
Project Name: PAC M ErTo C R oe-K OP. 7 "4.t 0 I.!.a4r
Contact Person: a e-iT &-xw., Phone Number: ( giro ) 3a2 —9 3.s
For projects with multiple basins,specify which basin this worksheet applies to: 13 s.-'.i ot-s
Permanent Pool Elevation moo,0 ft. (elevation of the orifice invert out)
Temporary Pool Elevation a 3.0 ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area ./✓�A-T,,r,LraM,.,r sq.ft. (water surface area at permanent pool elevation)
Drainage Area 6.3 2 ac. (on-site and off-site drainage to the basin)
Impervious Area .,a 1 ac. (on-site and off-site drainage to the basin)
Forebay Surface Area .Sst a.,/ sq.ft. (at permanent pool elevation approximately 15%)*
Marsh 0"-9" Surface Area sq.ft. (at permanent pool elevation approximately 35%)*
Marsh 9"-18" Surface Area sq.ft. (at permanent pool elevation approximately 35%)*
Micro Pool Surface Area sq.ft. (at permanent pool elevation approximately 15%)*
Temporary Pool Volume I I/a 1S— cu.ft. (volume detained on top of the permanent pool)
SA/DA used /✓7A"S✓F7LTl&Ay,.d (surface area to drainage area ratio)*
Diameter of Orifice nrA-Z.Ir,L-to*.r. in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met,attach an explanation of why.At a minimum,a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
Applicants Initials
-S-C3 F The temporary pool controls runoff from the 1 inch rain.
S 13 P The basin side slopes are no steeper than 3:1.
3I3P A planting plan for the marsh areas with plant species and densities is provided.
-313 P Vegetation above the permanent pool elevation is specified.
rr3 P An emergency drain is provided to drain the basin.
311I' rNr The temporary pool draws down in 2 to 5 days. ;I( LBsr rim., 5-barr
. r3P Sediment storage is provided in the permanent pool.
-"Nit I.' A sediment disposal area is provided.
—STIP Access is provided for maintenance.
"313 P A site specific,signed and notarized operation and maintenance agreement is provided.
—BP The drainage area(including any offsite area)is delineated on a site plan.
--I3 P Access is provided for maintenance.
-3-13P Plan details for the wetland are provided.
3 Q P Plan details for the inlet and outlet are provided.
3 t3 f- A site specific operation and maintenance agreement,signed and notarized by the responsible party is provided(see
http:/lh2o.ehnr.state.nc.us/ncwetlands/oandm.doc).
*Pocket Wetlands have different design parameters and are only assumed to remove 35%TSS-See pp.19 and 20 of the NC DENR
Stormwater BMP Manual,April 1999.10%open water,50%high marsh,40%low marsh.

WET [WETLAND] DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
[Wetland maintenance wording is bracketed. Please modify the document as appropriate.]
The wet [wetland] detention basin system is defined as the wet [wetland] detention basin, pretreatment
including forebays and the vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet [wetland] 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[wetland] 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[wetland] 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 20.75 feet in the main pond, the sediment shall be removed.
[For stormwater wetlands: If the elevation of the marsh areas exceed the permanent pool elevation, the
sediment should be removed to design levels. This shall be performed by removing the upper 6 inches of
soil and stockpiling it. Then the marsh area shall be excavated six inches below design elevations.
Afterwards the stockpiled soil should be spread over the marsh surface. The soil should not be stockpiled
for more than two weeks.]
BASIN DIAGRAM
(fill in the blanks)
p Temporary Pool Elevation 23.0
Sediment Removal Elevation 20.75 75%
Bottom Elevation Mp.0 25%
MAIN POND
Page 1 of 2

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.
[For wetlands: Wetland planting densities in the marsh areas should be maintained by replanting bare
areas as needed. Wetland plants should be encouraged to grow in the marsh areas.]
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.
7. All components of the wet [wetland] detention basin system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
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 or responsible party.
Print name: Bert Exum
Title: President
Address: P.O.Box 1967 Wilmington, NC 28402
Phone: [phone]
Signature: terte4C 2 ___
Date: 5- !o-o s
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.
2./711,9/4// , /L4/ GS , a Notary Public for the State of /Liz-7d eL7--,0Z/A1,4
County of t,6,,,t p,7 Iado hereby certifythat ? -7 -
personally
r4
appeared before me this /[O day of i•e 6.� zoos , and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
ti
e
e
( ( fl. i
14.1\ PUBLIC J
•�eNeMe��
SEAL
My commission expires /f
Page 2 of 2

Aug 11 2000 4: 06PM HP LASERJET FAX p. 2
Og - 1\ ii`t,
ATA 1-111 7*-
NCDENR j .nkLk �
�`
North Carolina Department of Environment and Natural Resources
127 Cardinal Drive Extension,Wilmington, NC 28405 [phone] FAX[phone],04
Requestfor S/ ���.
elq Express Permit Review � �,�_
f)j3,"ev
FILL-IN all information below and CHECK required Per it(s).
FAX to Cameron Weaver along with a narrative and vicinity man of the project location.
Projects must be submitted by 9:00 A.A. the review date,unless pri arrangements are ma
APPLICANT Name A' n ✓, s--c. ( 4,á1( i4/4 6 e A5-3-,
Company ..e.
P Y Xn✓, s
Address P.o. r3ov r q s1 City/State 1,.18...,. -rr. Zip 2 F v6 . County .rorw '+4-0
Phone (4b) 34 2- 9 3 as" Fax C"M) 35 2- q 3 27 Email ✓
PROJECT Name P.4t....,g r-ro C tit fir x ,� Tr G,44e&j.-<.r
ENGINEER/CONSULTANT ---c1lFR Firrt.Ps
Company G..4rr44- LA.vc Pixie PcsL
Address Rc.J3.t- rl7= City/State l•ritousea r.•, .✓L Zip V e Yo a. County .
Phone Curio) ,pgy- g333 Fax ft+o act-osoa Email Ssrvpal,e„”!O :..woo.u..,
--- —_ ---_M.____
❑ STREAM ORIGINATION CERTIFICATION
X STORMWATER ❑ Low Density 0 High Density-Detention Pond •X High Density-Other
glow Density-Curb&Gutter ❑High Density-Infiltration ❑ Off Site
❑ COASTAL ❑ Excavation&Fill D Bridges&Culverts ❑ Structures Information
MANAGEMENT ❑ Upland Development ❑Marina Development ❑ Urban Waterfront
----------------------
❑ LAND QUALITY ❑ Erosion and Sedimentation Control Plan with acres to be disturbed.
-----------------------
❑ WETLANDS(401) ❑ No Wetlands on Site(letter from COE) ❑Wetlands Delineated/No JD
. ❑Greater than 0.1 AC Wetlands Impacted ['Jurisdictional Determination has been done
❑Less than 0.1 AC Wetlands Impacted ❑Greater than 0,5 AC Wetlands Impacted
The legislation allows additional fees,not to exceed 50% of the original Express Review permit application
fee,to be charged for subsequent reviews due to the insufficiency of the permit applications.
For DENR use only
SUBMITTAL DATES: Fee Split for multiple permits:
SW $
CAMA $
LOS $
401 $
Total Fee Amount $

Rug 11 2000 4: 06PM HP LRSERJET FAX p. 4
General
The proposed site is located on Hwy 211 in the Lockwood Folly Township of Brunswick
County. It is a proposed low-density residential development consisting of
approximately 181.5 acres. The project site is bordered by NC 211 to the South,Old
Lennon Rd. to the North,and Scott's Branch Creek to the West.
This is a request for express review for stormwater design only. The project has an
existing S&E permit. The overall project will be low density utilizing three treatment
methods. The first will be water quality swales from curb and gutter,the second will be a
non-discharge pond system and the third method will be infiltration basins. The
combination of three treatment devices wilk allow the prod to meet N DF.IVR
stormwater rr qu cements as well as Brunswick County Pre-Post requirements. /6"Y
Thank you for your time in the matter and we hope to utilize the Express Review Option
and look forward to working with NCDENR.
ihatt.fd
c-k-d •
, / / ‘4.7
Supply
HWY 17 1 SITE
Church
o1
a
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Ru 4: 08PM HP LASERJET FAX ®5 DZ39 p. 2
¢—( ?-05 �/
AnTrA
NCDENR
North Carolina Department of Environment and Natural Resources
127 Cardinal Drive Extension,Wilmington,NC 28405 [phone] FAX[phone]
Request for Express Permit Review
FILL-IN all information below and CHECK required Permit(a).
FAX to Cameron Weaver along with a narrative and vicinity man of the project location.
Projects must be submitted by 9:00 A.M.of the review date,unless prior arrangements are made.
APPLICANT Name ✓ s..�.
Company x t v, ago.
Address go. 3.X ,q -' City/State Zip 2 f yd .. County
Phone mice) 34 z- 9 3 s c Fax (".) 3.2- q 3 27 Email
PROJECT Name c rio Ca Er/c Op Ts C�Rou��r
ENGINEER/CONSULTANT pre
Company Ge4rr.1 L L.A.v o Ps-Tier-0 Pic
Address Ro.acme 1r7 City/State w�,�. we.. Zip e Y o . County
Phone Cr,o") sY- 4333 Fax Clve 2gV-espy Email se,,pgl,.F.lD Y,.weo.cer,
❑ STREAM ORIGINATION CERTIFICATION
STORMWATER 0 Low Density ❑High Density-Detention Pond •N High Density-Other
SLow Density-Curb&Gutter 0 High Density-Infiltration ❑ Off Site
❑ COASTAL ❑Excavation&Fill D Bridges&Culverts ❑ Structures Information ^�
MANAGEMENT ❑ Upland Development ❑Marina Development 0 Urban Waterfront
❑ LAND QUALITY ❑ Erosion and Sedimentation Control Plan with acres to be disturbed._r
❑ WETLANDS(401) ❑ No Wetlands on Site(letter from COE) ❑Wetlands Delineated/No JD
❑Greater than 0.1 AC Wetlands Impacted ❑Jurisdictional Determination has been done
❑Less than 0.1 AC Wetlands Impacted ❑Greater than 0.5 AC Wetlands Impacted
The legislation allows additional fees,not to exceed 50%of the original Express Review permit application
fee,to be charged for subsequent reviews due to the Insufficiency of the permit applications.
For DENR use only 2 l pocket-. /tedrA;7
8
SUBMITTAL DATE_$: Fee Split for multiple permits:
sw 4-25-O5 (t) $
CAMA $
LQS $
401 $
Total Fee Amount $

Aug 11 2000 4: 06PM HP LASERJET FAX p. 4
General
The proposed site is located on Hwy 211 in the Lockwood Folly Township of Brunswick
County. It is a proposed low-density residential development consisting of
approximately 181.5 acres. The project site is bordered by NC 211 to the South,Old
Lennon Rd. to the North,and Scotts Branch Creek to the West.
This is a request for express review for stormwater design only. The project has an
existing S&E permit. The overall project will be low density utilizing three treatment
methods. The first will be water quality swales from curb and gutter,the second will be a
non-discharge pond system and the third method will be infiltration basins. The
combination of three treatment devices will allow the project to meet NCDENR
stormwater requirements as well as Brunswick County Pre-Post requirements.
Thank you for your time in the matter and we hope to utilize the Express Review Option
and look forward to working with NCDENR.
N
Supply . 41
vie,.110
All—
HWY 177
Or
SITE
Church
Old
1`1b so
3le
R?:-A,.,c2,1
VICINITY {viAP - NOT TO SCALE

Coastal Land Design, PLLC
Civil Engineering/Landscape Architecture/Construction Management
P.O.Box 1172 Phone:[phone]
Wilmington,NC 28402 Fax:[phone]
NCDENR
Division of Water Quality March 24, 2005
127 Cardinal Drive Ext.
Wilmington,NC 28405
Attn: Linda Lewis
Re: Stormwater Application for Palmetto Creek of the Carolinas
SW8 050239 Brunswick County
Dear Ms.Lewis:
It is the owner's intention to submit a complete Stormwater Permit Application to your
office by the end of April. We are currently in the design process and no construction
will be done prior to receipt of a State Stormwater Permit. If you have any questions,
please contact this office.
Sincerely,
Jeffrey B. Petroff, P.E.
Coastal Land Design,PLLC
cc: File
. CEJ7Efl
I MAR 2 400

WATFR Michael F. Easley, Governor
.9 -416 William G. Ross, Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
March 16, 2005
Mr. Bert Exum, President
XDV, Inc.
PO Box 1967
Wilmington, NC 28402
Subject: Request for Stormwater Management Permit Application
Palmetto Creek of the Carolinas
Stormwater Project No. SW8 050239
Brunswick County
Dear Mr. Exum:
On February 9, 2005, the Wilmington Regional Office received a copy of a Notice of Receipt of
Erosion & Sedimentation Control Plan for the subject project. The North Carolina
Administrative Code requires any project that must receive either Sedimentation and Erosion
Control Plan approval and/or a CAMA Major permit to apply for and receive a Stormwater
Management Permit by the Division of Water Quality. Any construction on the subject site,
prior to receipt of the required permit, will constitute a violation of 15A NCAC 2H.1000 and may
result in appropriate enforcement action by this Office_
Either a Stormwater Permit Application Package including 2 sets of plans, completed
application form, fee, and supporting documentation, or a written response regarding the
status of this project and the expected submittal date must be received in this Office no later
than.April 18, 2005. Failure to respond to this request may result in the initiation of
enforcement action, and construction may experience a subsequent delay.
The NPDES 010000 Federal Stormwater Permit that accompanies the Erosion Control Plan
approval letter must NOT be considered the Coastal Stormwater Management Permit, which
will be signed by the Water Quality Supervisor. Please reference the Project Number above
on all correspondence. If you have any questions, please call me at (910)-395-3900.
Sincerely,
/6,11deL 4C/L4';
Linda Lewis
Environmental Engineer
ENB/arl: S:IWQS\STORMWATISTORMSUB1050239.mar05
cc: Delaney Aycock, Brunswick County Building Inspections
Jeff Petroff, Coastal Land Design
Wilmington Regional Office
Central Files
North Carolina Division of Water Quality 127 Cardinal Drive Extension Phone[phone]
Wilmington Regional Office Wilmington,NC 28405-3845 FAX [phone] Internet: www.enr.state.nc.us One
NorthCarolina
An Equal Opportunity/Affirmative Action Employer—50%Recycled/10%Post Consumer Paper Naturall

�"i' �i► FEB 0 9 2005
NCDENR n y
North Carolina Department of Environment and Natural Resources
Division of Land Resources
James D. Simons, PG, PE Land Quality Section Michael F. Easley, Governor
Director and State Geologist William G. Ross Jr., Secretary
February 9, 2005 tA
LETTER OF RECEIPT OF EROSION CONTROL PLAN /
XDV, Inc. RECEIVED I'�
Mr. Bert Exum, President 9
PO Box 1967 2005 �FEB 0 5)
Wilmington, NC 28402 BY:56 Y c V-23
RE: Project Name: Palmetto Creek of the Carolinas
Project ID: Bruns-2005-230—EXPRESS OPTION
County: Brunswick
River Basin: Lumber
Submitted By: Coastal Land Design, PLLC
Date Received by LQS: February 9, 2005
Plan Type: NEW
Dear Mr. Exum:
This office has received a soil erosion and sediment control plan for the project listed above which
was submitted as required by the North Carolina Sedimentation Pollution Control Act(G.S. 113A-57 (4)).
The Act requires that all persons disturbing an area of one or more acres of land must obtain approval
of a soil erosion control plan prior to the commencement of the land-disturbing activity(G.S. 113A-54(d)(4)).
The Act further states that this plan must be filed a minimum of 30 days prior to the activity and the approving
authority must approve or disapprove the submitted plan within 30 days of receipt. Failure of the approving
authority to approve or disapprove the submitted plan within the 30-day period will be deemed approval of the
plan.
Commencement or continuation of a land-disturbing activity under the jurisdiction of this Act prior to
the approval of an erosion and sediment control plan is a violation of the Act.
The approval of an erosion and sediment control plan is conditioned on the applicant's compliance
with Federal and State water quality laws, regulations and rules.
If you have questions please do not hesitate to contact this office. Your cooperation in this matter is
appreciated and we look forward to working with you on this project.
Sincerely,
Carol N. Miller, CPESC
Assistant Regional Engineer
cc: Jeffrey B. Petroff, PE, Coastal Land Design, PLLC
LQS-WiRO; SWS-WiRO
Wilmington Regional Office
127 Cardinal Drive Ext., Wilmington,North Carolina 28405-3845 • Phone: [phone]/FAX: [phone]