SW8081207_Historical File_20090914

AIFA
R MENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H, Sullins Dee Freeman
Governor Director Secretary
September 14, 2009
John Atkinson, Jr., Manager
Reserve Development Co., LLC
4006 St. James Drive, SE
P.O. Box 10879
Southport, NC 28461
Subject: State Stormwater Management Permit No. SWl8 081207
The Signature Clubhouse at St. James Plantation
High Density Subdivision Wet Pond Project
Brunswick County
Dear Mr. Atkinson:
The Wilmington Regional Office received a State Stormwater Management Permit Application for
The Signature Clubhouse at St. James Plantation on December 10, 2008 with additional information
submitted on June 19 and August 19, 2009. Staff review of the plans and specifications has determined
that the project, as proposed, will comply with the Stormwater Regulations set forth in Session Law 2008-
211 and Title 15A NCAC 2H.1000. We are forwarding Permit No. SW8 081207, dated September 14,
2009, for the construction of the project, St. James Clubhouse.
This permit shall be effective from the date of issuance until September 14, 2019, and shall be
subject to the conditions and limitations as specified therein. Please pay special attention to the Operation,
Maintenance, and Reporting 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 me
at [phone].
Singerely,
eorgettecott
Stormwater Supervisor
Division of Water Quality
GDS/mjn: S:IWQSISTORMWATER\PERMIT1081207 sep09
cc: Tim Clinkscales, PE, Paramounte Engineering, Inc.
Brunswick County Inspections
Jeff Phillips, Brunswick County Engineering
District Engineer, DOT
Division of Coastal Management
Wilmington Regional Office, Central Files
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405
Phone: [phone] FAX: [phone] Customer Service:1-877-623-6748
Internet: www.ncwaterquality.org
An Equal Opportunity 1 Affirmative Action Employer
NorthCarol jna
�la'tlll'l���lJ

State Stormwater Management Systems
Permit No. SW8 081207
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY SUBDIVISION 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
John Atkinson, Jr. and Reserve Development Co., LLC
The Signature Clubhouse at St. James Plantation
NC 211 at Fairlawn Blvd inside the Reserve St. James Plantation, Southport, Brunswick County
FOR THE
construction, operation and maintenance of two (2) wet detention ponds in compliance with the
provisions of Session Law 2008-211 and 15A NCAC 2H .1000 (hereafter separately and
collectively referred to as the "stormwater rules'l 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 September 14, 2019 and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater runoff as
described in Section 1.7 on page 3 of this permit. This permit is allowed a maximum of
158,456 square feet of Built -Upon Area.
3. The runoff from all built -upon area within the permitted drainage area(s) of this project
must be directed into the permitted stormwater control system. The wet ponds
designated as Pond # 1 and 2 have been designed to treat the runoff from 119, 552 and
38,994, square feet of Built -Upon Area, respectively.
4. Stormwater runoff directed into wetlands shall flow into and through wetlands at non -
erosive velocity of no more than two (2) feet per second. Stormwater runoff shall cause
no erosion, c_:hannelizing, or scouring of wetlands in accordance with 15A NCAC 0231.b.
5. Each lot within the permit area, whose ownership is not retained by the permittee, must
submit a separate Offsite Stormwater Management Permit application package to the
Division of Water Quality and receive a permit prior to any construction on the lot.
6. A 50 foot wide vegetated buffer must be provided adjacent surface waters, measured
horizontally from the normal pool of impounded structures, the banks of streams and
rivers and the mean high water line of tidal waters.
Page 2 of 9

State Stormwater Management Systems
Permit No. SW8 081207
i7
The following design elements have been permitted for this wet detention pond
stormwater facility, and must be provided in the system at all times.
a
0
C.
d.
e.
f.
9•
h.
i.
J•
k.
I.
m
n.
o.
p_
q•
r.
S.
t.
U.
V.
W
Drainage Area, acres:
Onsite, ft2:
Offsite, ft2:
Total Impervious Surfaces, ft2
Buildings, ft2:
Roads/Parking, ft2
Sidewalks, ft2:
Pool:
Tennis Courts:
Future:
Offsite, ft2:
Design Storm, inches:
Average Pond Design Depth, feet:
TSS removal efficiency:
Permanent Pool Elevation, FMSL:
Permanent Pool Surface Area ft2:
Permitted Storage Volume, ft3:
Temporary Storage Elevation, FMSL:
Predevelopment 1 yr-24 hr discharge rate:
Controlling Orifice:
Orifice flowrate, cfs
Permanent Pool Volume, ft3:
Forebay Volume, ft3:
Maximum Fountain Horsepower:
Receiving Stream / River Basin: Be
Stream Index Number:
Classification of Water Body:
Outlet flow rate, 10 yr discharge, cfs:
Outlet Pipe Dia., Do:
Outlet Rip Rap length, La:
Outlet Rip Rap downstream width, W:
Outlet Rip Rap upstream width, 3Do:
II. SCHEDULE OF COMPLIANCE
Pond # 1 Pond #2
7.03
aver
2.36
305,924
102,526
none
none
119,552
38,994
9,720
1,300
80,500
9,710
22,422
4,710
6,910
0
0
14,234
0
9,040
none
none
1.5
1.5
6
3
90%
90%
60
57
27,778
7,333
16,451
5,593
60.4
57.59
3.9 cfs
2.48
2.5" O pipe
1.5
0.06 cfs
0.03 cfs
144,279
15,564
29,062
3,135
% HP
0 HP
Dam Creek / Cape Fear River Basin
18-88-9-1
(0.5)
"SC;SW;HQW"
18.5 cfs
7 cfs
2- 2 ft. 0 pipe
1.5 ft. 0 pipe
12ft.
8ft.
16 ft.
10 ft.
12 ft.
5 ft.
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
permit area does not exceed the maximum allowed by this permit. 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 Board or Committee is set up by the permittee to review plans
for compliance with the BUA limit, the plans reviewed must include all proposed built -
upon area. Any approvals given by the Board do not relieve the homeowner of the
responsibility to maintain compliance with the permitted BUA limit.
4. 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.
Page 3 of 9

State Stormwater Management Systems
Permit No. SW8 081207
5. 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.
6. The permittee shall submit for approval, final siie layout and grading plans for any
permitted future development areas shown on the approved plans, prior to construction.
7. 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 development, subdivision, acquisition, or sale of any, all or part of the
project area. The project area is defined as all property owned by the permittee,
for which Sedimentation and Erosion Control Plan approval or a CAMA Major
permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
8. 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.
9. During construction, erosion shall be kept to a minimum and any eroded areas of the
system will be repaired immediately.
10. 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.
11. 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.
12. 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 re -vegetation of side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans.
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.
13. Records of maintenance activities must be kept by the permittee. The records will
indicate the date, activity; name of person performing the worl; and what actions were
taken. .
Page 4 of 9

State Stormwater Management Systems
Permit No. SW8 081207
14. After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.5 inches. Records of operation
and maintenance should be kept in a known set location and must be available upon
request. Records must be submitted to the Regional DWQ Stormwater Supervisor
quarterly with pictures to demonstrate findings and compliance. Inspection activities
shall be performed in accordance with the Operation and Maintenance Agreement. Any
problems that are found shall be repaired immediately and reported to the Division within
24 hours in accordance with the O&M.
15. This permit shall become void unless the facilities are constructed in accordance with
the conditions of this permit, the approved plans and specifications, and other supporting
data.
16. Prior to the sale of any lot, the following deed restrictions must be recorded:
a. The following covenants are intended to ensure ongoing compliance with State
Stormwater Management Permit Number SW8 081207, as issued by the Division
of Water Quality under NCAC 2H.1000.
b. The State of North Carolina is made a beneficiary of these covenants to the
extent necessary to maintain compliance with the Stormwater Management
Permit.
C. These covenants are to run with the land and be binding on all persons and
parties claiming under them.
d. The covenants pertaining to stormwater may not be altered or rescinded without
the express written consent of the State of North Carolina, Division of Water
Quality.
e. Alteration of the drainage as shown on the approved plans may not take place
without the concurrence of the Division of Water Quality.
f. The maximum built -upon area is 158,546 square feet for the Clubhouse Permit.
This allotted amount includes any built -upon area constructed within the lot
property boundaries, and that portion of the right-of-way between the front lot line
and the edge of the pavement. Built upon area includes, but is not limited to,
structures, asphalt, concrete, gravel, brick, stone, slate, coquina and parking
areas, but does not include raised, open wood decking, or the water surface of
swimming pools.
g. For those lots within CAMA's Area of Environmental Concern, where DCM
calculates a different maximum lot built -upon area, the governing lot BUA shall
be the more restrictive of the two numbers.
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 will naturally drain into the system
are not required to provide these measures.
i. Built -upon area in excess of the permitted amount will require a permit
modification.
j. If permeable pavement credit is allowed, the property owner must submit a
request, with supporting documentation, to the permittee and receive approval
prior to construction of BUA.
k. A 50 foot wide vegetated buffer must be provided adjacent any impounded
structures, streams, rivers and tidal waters on each lot. No built -upon area is
allowed within this buffer.
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
contain all of the statements above, the signature of the Permittee, the deed book
number and page, and the stamp/signature of the Register of Deeds.
Page 5 of 9

State Stormwater Management Systems
Permit No. SW8 081207
18. Prior to transfer of the permit, the stormwater facilities will be inspected by DWQ
personnel. The facility must 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.
19. Decorative spray fountains will be allowed in the stormwater treatment system, subject
to the following criteria:
a. The fountain must draw its water from less than 2 foot below the permanent pool
surface.
b. Separated units, where the nozzle, pump and intake are connected by tubing, may
be used only if they draw water from the surface in the deepest part of the pond.
C. The falling water from the fountain must be centered in the pond, away from the
shoreline.
d. The maximum horsepower for the fountain's pump is based on the permanent pool
volume. The maximum pump power for fountains is found in Section 1(7)(o).
19. If permeable pavement credit is desired, the permittee must submit a request to modify
the permit to incorporate such language as required by the Division of Water Quality.
The request to modify must include a soils report identifying the type of soil, the
Seasonal High Water Table elevation and the infiltration rate. Upon the successful
completion of a permit modification, the individual lot owners that request to utilize
permeable pavements must submit the necessary forms and documentation to the
permittee and receive approval prior to construction of the permeable pavement.
III. GENERAL CONDITIONS
This permit is not transferable except after notice to and approval by the Director. In the
event of a change of ownership, or a name change, the permittee must submit a
completed Name/Ownership Change form signed by both parties, to the Division of
Water Quality, accompanied by the supporting documentation as listed on page 2 of the
form. The approval of this request will be considered on its merits and may or may not
be approved.
2. The permittee is responsible for compliance with all permit conditions until such time as
the Division approves a request to transfer the permit.
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) having jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, including but not limited to the
creation of nuisance conditions and/or protection of the wetlands, 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;
as well as submit and receive approval for permit modification to correct the deficiencies.
6. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted stormwater
management facility.
7. The permit issued shall continue in force and effect until revoked or terminated. The
permit may ue modified, revoked and reissued or terminated for cause. The filing of a
request for a permit modification, revocation and re -issuance or termination does not
stay any permit condition.
Page 6 of 9

State Stormwater Management Systems
Permit No. SW8 081207
8. Unless specified elsewhere, permanent seeding requirements for the stormwater control
must follow the guidelines established in the North Carolina Erosion and Sediment
Control Planning and Design Manual.
9. Approved plans and specifications for this project are incorporated by reference and are
enforceable parts of the permit.
10. The issuance of this permit does not prohibit the Director from reopening and modifying
the permit, revoking and reissuing the permit, or terminating the permit as allowed by the
laws, rules and regulations contained in Session Law 2006-246, Title 15A NCAC
2H.1000, and NCGS 143-215.1 et.al.
11. The permittee shall notify the Division in writing of any name, ownership or mailing
address changes at least 30 days prior to making such changes.
12. The permittee shall submit a permit renewal application at least 180 days prior to the
expiration date of this permit. The renewal request must include the appropriate
documentation and the processing fee.
Permit issued this the fourteenth day of September 2009.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
or Coleen K. Sullins, Director
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 081207
Page 7 of 9

State Stormwater Management Systems
Permit No. SW8 081207
The Signature Clubhouse at St. James Plantation
Stormwater Permit No. SW8 081207
Brunswick County
Page 1 of 2
Desioner's Certification
1, , as a duly registered in the State
of North Carolina, having been authorized to observe (periodically/weekly/full time) the
construction of the project,
(Project)
for (Project Owner) hereby state that, to the best of
my abilities, due care and diligence was used in the observation of the project construction such
that the construction was observed to be built within substantial compliancb and intent of the
approved plans and specifications.
The checklist of items on page 2 of this form is a part of this Certification.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
SEAL
Page 8 of 9

State Stormwater Management Systems
Permit No. SW8 081207
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. All roof drains are located such that the runoff is directed into the system.
5. The outlet/bypass structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
7. Trash rack is provided on the outlet/bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
.10. The inlets are located per the approved plans and do not cause short-circuiting of
the system.
11. The permitted amounts of surface area and/or volume have been provided.
12. Required draw down devices are correctly sized per the approved plans.
13. All required design depths are provided.
14. All required parts of the system are provided, such as a vegetated shelf, a
forebay, and the vegetated filter.
15. The required dimensions of the system are provided, per the approved plan.
cc: NCDENR-DWQ Regional Office
Brunswick County Building Inspections
081207 sep09 O M_WetDetentionBasin_Rev4 pond outlet to wetlands.doc
Page 9 of 9

Zoo6 (ev LtS
DWQ USE ONLY
Date Received
Fee Paid
Permit Number
-*10� -7 & -17 ass
t/ / E A-' 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
Applicants name (specify the name of the corporation, individual, etc. who owns the project):
Reserve Development Co., LLC
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Tohn Atkinson, Tr. (Manager)
3. Mailing Address for person listed in item 2 above:
P.O. Box 10879
City:Southport State:NC Zip:28461
Phone: (910 ) 253-3001 Fax: l
o � {
Email:
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
The Signature Clubhouse at St Tames Plantation
5. Location of Project (street address):
Along Fairlawn Blvd. inside the Reserve at St Tames Plantation.
City:Southport County:Brunswick Zip:28461
6. Directions to project (from nearest major intersection):
Take U.S. Hwy. 74 West for 3.6 miles bear right on US Hwy. 17 south for 22.2 miles turn left onto NC 211
east for 11.5 miles to the main entrance of The Reserve on the ri ht.
7. Latitude:33° 5716" N Longitude:780 OT 50" W of project
8. Contact person who can answer questions about the project:
Name:Tim Clinkscales, PE Telephone Number: (910 ) 791-6707
Email:tclinkscalesQparamounte-eng.com
II. PERMIT INFORMATION:
1. Specify whether project is (check one): ZNew DRenewal []Modification
Form SWU-101 Version 03.27.08 Page 1 of 4

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number n/a and its issue date (if known) n/a
3. Specify the type of project (check one):
❑Low Density ®High Density ❑Redevelop ❑General Permit ❑Universal SW ❑Other
4. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major ❑Sedimentation/Erosion Control ❑404/401 Permit ❑NPDES Stormwater
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. JUN 1
All stormwater will be treated by wet detention basins.
2. Stormwater runoff from this project drains to the Cape Fear River basin.
3. Total Property Area: n/a acres 4. Total Wetlands Area: 0 acres
5. 100' Wide Strip of Wetland Area: n/a acres (not applicable if no wetlands exist on site)
6. Total Project Area**:9.37 acres 7. Project Built Upon Area:38.8 %
8. How many drainage areas does the project have?2
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.
For high density projects, co m lete the table with one drainage area for each engineered stormwater device.
Basin Information
Drainage Area 1
Drainage Area 2
Receiving Stream Name
See Attached
See Attached
Stream Class & Index No.
See Attached
See Attached
Total Drainage Area (sf)
See Attached
See Attached
On -site Drainage Area (so
See Attached
See Attached
Off -site Drainage Area (so
See Attached
See Attached
Existing Impervious* Area (sf)
See Attached
See Attached
Proposed Impervious*Area (sf)
See Attached
See Attached
% Impervious* Area (total)
See Attached
See Attached
Impervious* Surface Area
Drainage Area 1
Drainage Area 2
On -site Buildings (sf)
See Attached
See Attached
On -site Streets (sf)
See Attached
See Attached
On -site Parking (sf)
See Attached
See Attached
On -site Sidewalks (sf)
See Attached
See Attached
Other on -site (sf)
See Attached
See Attached
See Attached
Off -site (sf)
See Attached
Total (sf):
See Attached
See Attached
'Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Form SWiJ-1 01 Version 03.27.08 Page 2 of 4

SWU 101 -Attachment
Basin Iniarmation
Drainage Area 1
Drainage Area 2 71Drainage
Total
Receiving Stream Name
Beaver Dam Creek
Beaver Dam Creek
I Beaver Dam Creek
Stream Class & Index No.
I Sc; SW, HQW (1"8-9-1(0.5))
SC; sW, HQW (1"8-9-1 (0.5))
I SC; SW, HQW (18-88.9.1 (0.5))
Drainage Area (sQ
305,924
102,526
408,450
Existing Impervious * Area (so
0
0
0
Proposed Impervious * Area (so
119,552
38,994
158,546
% Impervious *Area total
39.1 %
38.0%
38.8%
Impervious * Surfse Area
Drawfte Area 1
Dramw Area 2
Dminage, Area 2
On -site Buildings (so
9,720
1,300
11,020
On -site Streets / Parking (so
80,500
9,710
90,210
On -site Sidewalks (so
22,422
4,710
27,132
Tennis Courts s
0
14,234
14,234
Pool Area
6,910
6,910
*Future Development (sfl
0
9,040
9,040
Off -sites
0
0
0
El
Total (sf :
119,552
38,994
158,546
* Note: Future Development for DA #2 includes impervious allocation for a potential
roadway connection

**Total project area shall be calculated based on the current policy regarding inclusion of wetlands in the built upon area
percentage calculation. This is the area used to calculate percent project built upon area (BLiA).
10. How was the off -site impervious area listed above derived?n/a
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
One of the following 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
Iot number, size and the allowable built -upon area for each lot must be provided as an attachment. Forms can be
downloaded from http:/lh2o.enr.state.nc.us/sulbml2 forms htm - deed restrictions.
Form DRPC-1
High Density Commercial Subdivisions
Form DRPC-2
High Density Developments with Outparcels
Form DRPC-3
High Density Residential Subdivisions
Form DRPC-4
Low Density Commercial Subdivisions
Form DRPC-5
Low Density Residential Subdivisions
Form DRPC-6
Low Density Residential Subdivisions with Curb Outlets
By your signature below, you certify that the recorded deed restrictions and protective covenants for this
project shall include all the applicable items required in the above form, that the covenants will be binding
on all parties and persons claiming under them, that they will run with the land, that the required covenants
cannot be changed or deleted without concurrence from the State, and that they will be recorded prior to the
sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for
each BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the
status and availability of these forms. Forms can be downloaded from
http://h2o.enr.state.nc.us/su/bml2 forms.htm.
Form SW401-Low Density
Form SW401-Curb Outlet System
Form SW401-Off-Site System
Form SW401-Wet Detention Basin
Form SW401-Infiltration Basin
Form SW401-Infiltration Trench
Form SW401-Bioretention Cell
Form SW401-Level Spreader
Form SW401-Wetland
Form SW401-Grassed Swale
Form SW401-Sand Filter
Form SW401-Permeable Pavement
Low Density Supplement
Curb Outlet System Supplement
Off -Site System Supplement
Wet Detention Basin Supplement
Infiltration Basin Supplement
Underground Infiltration Trench Supplement
Bioretention Cell Supplement
Level Spreader/Filter Strip/Restored Riparian Buffer Supplement
Constructed Wetland Supplement
Grassed Swale Supplement
Sand Filter Supplement
Permeable Pavement Supplement
Form SWU-101 Version 03.27.08 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 Office. (Appropriate office may be found by locating project on the
interactive online map at http://h2o.enr.state.ne.us/su/msi mans ht7n)
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 "rGG
• Original and one copy of the Deed Restrictions & Protective Covenants Form (ify 4.
required as per Part IV above)
• Original of the applicable Supplement�m(s) and O&M agreements) for each BMP 7&G
• Permit application processing fee of 0 (Express: $4,000 for HD, $2,000 for LD)
payable to NCDENR 7GG
• Calculations & detailed narrative description of stormwater treatment/management GG
• Copy of any applicable soils report GG
• Two copies of plans and specifications (sealed, signed & dated), including: �G
- 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 NGSR 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 authority to another individual or firm so that they may provide information on your
behalf, please complete this section. (ex. designing engineer or firm)
Designated agent (individual or firm):Paramounte Engineering, Inc.
Mailing Address:5911 Oleander Drive, Suite 201
City:Wilmington State:NC Zip:28403
Phone: [phone] Fax: (910 ) 791-6760
Email:tclinkscales®paramounte-eng.com
VIII. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in General Information, item 2) John. Atkinson, Jr.
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:�----
y
Date: l 11/0 Y
Form SWU-101 Version 03.27.08 Page 4 of

Permit Nt��vv/ liv
(to be provided by DWQJ
HCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out printed and submitted.
The Required Items Checklist (Part Ill) must be printed, filled out and submitted along with all of the required information.
L PROJECT INFORMATION
Project name
The Reserve at St James - Phase V Stormwater
Contact person
Tim Clinkscales, PE
Phone number
910-791-6707
Date
11/26/2008
Drainage area number
#2
IL DESIGN INFORMATION
Site Characteristics
Drainage area
102,526.00
fe
Impervious area
38,994,00
ftz
% impervious
38.03
Design rainfall depth
1,50
in
Storage Volume: Non•SR Waters
Minimum volume required
5,00100
fe
Volume provided
5,593.00
fe
Storage Volume: SR Waters
1-yr, 24-hr nincff depth
n/a
in
Pre -development 1-yr, 24-hr runoff
Iva
fta
Post -development 1-yr, 24-hr runoff
n/a
fe
Minimum volume required
#VALUE!
t?
Volume provided
n/a
fe
Peak Flow Calculations
1-yr, 24-hr rainfall depth
4.08
in
Rational C, pre -development
0.20
(unitless)
Rational C, post -development
0.43
(unities
Rainfall intensity:1-yr, 24-hr storm
5.0015.00
in/hr
Pre -development 1-yr, 24-hr peak flow
2.48
fe/sec
Post -development 1-yr, 24-hr peak flow
5.06
f0isec
Pre/Post 1-yr, 24-hr peak flow control
2.58
fl3/sec
Basin Elevations
Basin bottom elevation
6200
ft
Sediment cleanout elevation
5300
ft
Bottom of shelf elevation
58.50
ft
Permanent pool elevation
57.00
ft
SHWT elevation
5600
ft
Top of shelf elevation
57.50
It
Temporary pool elevation
6w
ft
57,51 �L. _
AUG 19 2009
Form SW401-Wet Detention Basin-Rev.4 Parts I. & II. Design Summary, Page 1 of 2

Permit
(to be provided by DWG)
Ill. DESIGN INFORMATION
Volume and Surface Area Calculations
SA/DA ratio
4.19
(unitless)
Surface area at the bottom of shelf
4,173.00
le
Volume at the bottom of shelf
9,689.00
fe
Permanent pool, surface area required
4.57000
1?
Permanent pool, surface area provided
Permanent pool volume
7,333.00
15.564.00
f t2 OK
ff b
f
M
Average depth for SA/DA tables
2.12
ft Minimum of 3 ft required. Increase depth
Surface area at the top of shelf
7,265.00
fe
Volume at the top of shelf
15,391.00
fe
Forebay volume
3,135.00
fe
Forebay % of permanent pool volume
20.14
% OK
Temporary pool, surface area provided
9,65400
fe
Drawdown Calculations
Treatment volume drawdown time
2.21
days
OK
Treatment volume discharge rate
0.03
fe/s
Pre -development 1-yr, 24-hr discharge
2.48
f0/s
OK
Post -development 1-yr, 24-hrdischarge
0.03
ft3/s
OK
Additional Information
Diameter of orifice
1.5
in
Design TSS removal
90
%
Basin side slopes
3.00
:1
OK
Vegetated shelf slope
10.00
:1
OK
Vegetated shelf width
%00
ft
OK
Length of flowpath to width ratio
3.00
:1
OK
Length to width ratio
3.00
:1
OK
Trash rack for overflow & orifice?
y
(Y or N)
OK
Freeboard provided
2,00
ft
OK
Vegetated filter provided?
n
(Y or N)
Design must be based on 90% TSS removal
Recopied drainage easement provided?
y (Y or N)
OK
Capures all runoff at ultimate build -out?
y
(Y or N)
OK
Drain mechanism for maintenance or emergencies
PUMP OUT
AUG 1 q ?_OD9
Form SW401 Wet Detention Basin-Rev.4 Parts I. & II. Design Summary, Page 2 of 2

Permit
i. REQUIRED ITEMS CHECKLIST
(to be provided by DWQ)
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
4__
Plans (V 50' or larger) of the entire site showing:
- Design at ultimate build -out,
- Off -site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
Basin dimensions,
- Pretreatment system,
- High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
Overflow device, and
Boundaries of drainage easement.
2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
- Outlet structure with trash rack or similar,
- Maintenance access,
- Permanent pool dimensions,
Forebay and main pond with hardened emergency spillway,
Basin cross-section,
Vegetation specification for planting shelf, and
Filter strip.
3. Section view of the dry detention basin (1" 20' or larger) showing:
- Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
9. A copy of the deed restrictions (if required).
10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.g e
Form 5W401-Wet Detention Basin-Rev.4 Part III. Required Items Checklist, Page 1 of 1

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection willbe
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays, pond discharge and its impact on wetlands,
streams and downstream areas, and the vegetated filter if one is provided.
This system (check one):
❑ does ❑ does not incorporate a vegetated filter at the outlet.
This system (check one):
❑ does EZ does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
- Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
- Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
- If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
- Once a year, a darn safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.5 inches. Records of operation
and maintenance should be kept in a known set location and must be available upon
request. Records must be submitted to the Regional DWQ Stormwater Supervisor
quarterly with pictures to demonstrate findings and compliance.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblem:
How I will remediate theproblem:
The entire BMP
Trash/debris is present.
Remove the trash/debris.
The perimeter of the wet
detention basin
Areas of bare soil and/or
erosive gullies have formed.
Regrade the soil if necessary to
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too
Maintain vegetation at a height of
long. _ _
approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 1 of 5

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element:
Potentialproblem:
How I will remediate theproblem:
The inlet device: pipe or
swale
The pipe is clogged.
Unclog the pipe. Dispose of the
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged._
Erosion is occurring in the
Regrade the swale if necessary to
Swale.
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay
Sediment has accumulated to
Search for the source of the
a depth greater than the
sediment and remedy the problem if
original design depth for
possible. Remove the sediment and
sediment storage.
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
_
the plants rather than s raying.
The vegetated shelf
Best professional practices
Prune according to best professional
show that pruning is needed
practices
to maintain optimal plant
health.
Plants are dead, diseased or
Determine the source of the
dying.
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The main treatment area
Sediment has accumulated to
Search for the source of the
a depth greater than the
sediment and remedy the problem if
original design sediment
possible. Remove the sediment and
storage depth.
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over
Consult a professional to remove
50% of the area.
and control the algal growth.
Cattails, phragmites or other
Remove the plants by wiping them
invasive plants cover 50% of
with pesticide (do not spray).
the basin surface.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 2 of 5

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element:
Potentialproblem:
How I will remediate theproblem:
The embankment
Shrubs have started to grow
on the embankment.
Remove shrubs immediately.
Evidence of muskrat or
Use traps to remove muskrats and
beaver activity is present.
consult a professional to remove
beavers.
A tree has started to grow on
the embankment.
Consult a dam safety specialist to
remove the tree.
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. if applicable)
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose
of the sediment off -site.
The outlet device is damaged
Repair or replace the outlet device.
Outlet Rip rap overgrown or
Repair or replace to restore to
not in accordance with plans
design conditions
Receiving wetlands
Erosion, channeling,
Contact the local NC DWQ 401
scouring or other signs of
damage have occurred. 15A
within 24 hours to obtain approval
for restoration of the impacted
NCAC 0231.b.
wetlands.
Repair and/or replace the pond
outlet device to ensure no further
impact to wetlands. This may
require redesign of new improved
pond outlet system such as - but
not limited to- multiple outlets,
level spreaders, plunge pools,
wide weirs for pond outlets, etc...
Submit remedial action plan to
DWQ within 15 days with
schedule to complete as soon as
possible. Follow-up with permit
modifications and construction as
well as as -built verification and PE
certifications. Notify DWQ
Stormwater Division local office
for prior approval and inspections.
The receiving water
Erosion or other signs of
Contact the local NC Division of
damage have occurred at the
Water Quality Regional Office, or
outlet.
the 401 Oversight Unit at 919-733-
1786.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 3 of 5

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element:
Potentialproblem:
How I will remediate the problem:
The embankment
Shrubs have started to grow
Remove shrubs immediately.
on the embankment.
Evidence of muskrat or
Use traps to remove muskrats and
beaver activity is present.
consult a professional to remove
beavers.
A tree has started to grow on
Consult a dam safety specialist to
the embankment.
remove the tree.
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair.
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose
of the sediment off -site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the local NC Division of
damage have occurred at the
Water Quality Regional Office, or
outlet.
the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 4.0 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 4.0 feet in the forebay, the sediment
shall be removed.
M G s_ 9 2009
BASIN DIAGRAM
add in the blanks)
0 Permanent Pool Elevation 57.00
Sediment Removal . 53.00 APeanen Pool--------------ume Sediment Removal Elevation 53.00 Volume
BottomElevatio 52.00 n.-----------------------------------------"' ---
Sediment Bottom Elevation 52.00 1-ft 1.
Storage Sedimei
Storage
FOREBAY MAM POND
Form SW401-Wet Detention Basin O&M-Rev.3 Page `f Of 4 G>

Permit Number: 4 (JB O8 1 Z.O 7
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:The Signature Clubhouse at St. James Plantation
BMP drainage area number:2
Print name:John Atkinson. Jr.
Title:Manaizer
Address:P.O. Box 10879 SouthportNC 28461
Phone:910-253-
Signature:
Date:
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.
M($�10�11 , a Notary Public for the State of
nw-ii 1 cwyi1ym County of now firwbVty, do hereby certify that
dMh RfV—iV I'SDVA K- personally appeared before me this j
day of �2m , , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
�'
�y0 TA
O�ER
SEAL
My commission expires
Form SW401-Wet Detention Basin O&M-Rev.3 Page_5of —S

WET DETENTION POND ANALYSIS
FILENAME:
S:IWQSISTORMWATERIEXCELSPREADSHEETSI30ND1081207sep09.WK1
PROJECT #: SW8
081207 sep09 REVIEWER: mjn
PROJECT NAME:
stjames signature clubhouse Original Run Date: jan09
Note - User input boxes are shaded in blue. Last Modified: 09Sep-09
2008 rule
Pond 1 Pond 2
Receiving Stream:
beaver dam
beaver dam
Classification:
sc;sw;hgw
sc;sw;hgw
Index Number.,
18-88-9-1(0.5)
18-88-9-1(0.5)
Onsite DA, af=
305924.00
102526.00
Offsite DA, sf =
0.00
0.00
Total Drainage Area,sf.
305924.00
102526.00
Total Drainage Arsa,ac
7.023048669I
2.353673095
Built -Upon Area
Buildings/Lots, sf-
Streets/Parking, sf=
Sidewalk/Concrete, af=
Other,sf=
119552.00
38094.00
Offalte, sf=
Total Built -upon Area:
F 119552.00
38994.00
Minimum Surface Area
% impervious
39.08%
38.03%
Avg. Design Depth. ft:
5.0
3.0
TSS (85% or 90%):
90
90
SA/DA ratio
2.74%
4.30%
Req. Min. Sur. Area
1 I
4412
Within 1/2 mile SR? Y or
n
n
Runoff Depth
1.5
1.5
Pre/ Rv
0.050
0.050
Post/ Rv
0.402
0.392
1 yr 24 hr Pre/ Volume, c
4716
1581
1 yr 24 hr Post/ Volume, ,
37892
12401
Min Req Stg Volume-
15362
5028
Top of Sediment Elev. Fn
Top of Sediment Area, sf
Bottom of shelf Elev. Fmi
Bottom of shelf Area, sf:
Permanent Pool Elev-
Perm Pool Area -
Temp. Pool Elevation=
Temp.Pool Area=
Total Volume Prov.
ok per rick shiver 9r8W9
Forebay Volume
Permanent Pool Vol .=
Req. Forebay Volume
Prov. Forebay Volume
Percent--(22>%>18)
Max. Pump HP
51.00 53.00
080.00 1746.00
59.50 56.50
1315.00 4173.00
00.00 57.00
27778 7333
60.40 57.61
t3200 9854
14196 6181
see ad info response
=
#9 Tim Clinkseales Aug 19,
123702
13235
24740
2647
29062
3135
23%
24%
1
N/A
1/2 HP
0 HP
Pond 1
Pond 2
Orawdown Orifice/Weir
Avg. Head, ft=
0.10
0.18
Average Flow Q2, cfs
0.089
0.029
Average Flow Q5, cis
0.036
0.012
Q2 Area, sq. in. =
8.466
2.037
Q5 Area, sq. in. =
3.387
0.815
No. of Orifices
1
1
Orifice Diameter, in .=
2.50
1.50
Orifice Area, sq. in. =
4.909
1.767
Weir Height, inches=
Weir Length, Inches=
Weir C =
#DIV/01
#DIV/01
Weir U, eff. length=
-0.020
-0.037
Avg. Orifice Flowrate, Q,
0.052
0.025
Runoff Coefficient Cc
0.250
0.250
1 yr 24 hr Intensity, 1, in/h
0.154
0.154
1 yr 24 hr Pre Q, cis
0.271
0.091
Avg. Orifice flow<Pre Q?
OK
OK
Drawdown, days =
3.45 11
2.31

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P. 01 �K
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TRANSACTION REPORT
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-
SEP-15-2009
TUE 04:10 PM
�K
FOR; NCDENR
910 350 2004
�c
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SEND
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DATE START RECEIVER
TX TIME PAGES TYPE
NOTE
M# DP �c
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SEP-15 04:09 PM 97916760
39" 3 FAX TX
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937 �K
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TOTAL
39S PAGES:
3
State of North Carolina
Department of Environment And Natural Resources
Wilmington Regional office
Beverly Eaves Perch*, Governor FAX COVER SHEET Dee Freeman, Secretary
Date- _9, -
moo: 0✓ -- —
Fax: ` &?/ —�
Re:
No. Pages (excl. cover):
From: Jo Casmve-
Phone: [phone]
Fax: [phone]
.i Iry rc GGv �/�o r
Co,;; i wo 5 e-�o �� / �e 70v-e ---5
127 Cardinal Drive Extensie% Wilmington, NC 23405 a [phone] • An Equal Opportunity Affirmative Action Employer

State of forth Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Oeverdy Eaves Perdue, Governor FAX COVED SHEET Dee Freeman, Secretary
Date: �" is / No. Pages (excl. cover):
To: 5 i From: Jo Casmer
Fax:T—
yt �
Phone: [phone]
Fax: [phone]
S r, FS
127 Cardinal Drive Extension, Wilmington, NC 28405 • [phone] o An Equal Opportunity Affirmative Action Employer

PARAMOUNT -I
E N G I N ER E R I N G I N C.
5911 OLEANDER DRIVE, SUITEMAUG 182009
RE��T'c WILM IN G T ON , N C 2 8 4 0 3
1V 910-791-6707(0 Q10_791-6760 F
AUG 19 2009
L E T T E R O F T R A N S M I T T A L
N P
Date
8/17/09
Re:
The Signature Clubhouse
At St. James Plantation
Attn:
Mary jean Naugle/Linda Lewis
Project No.
I 08142.PE
e are sen
® Originals
® Prints
❑ Shop Drawings
®Calculations
❑ Correspondence
® Plans
❑ Specifications
® Other as listed below
he followi— items:
Quantity
Date
Dwg. No.
Description
1
8/17/09
Response Letter
1
Wet Detention Supplements
1
Wet Pond Calculations
1
Average Depth Calculator
1
Updated O&M Agreements
1
Rational Method Calculations and Supporting Data
ssue Status ® For Approval ❑ As Requested ❑ Construction ❑ Bid
❑ For Your Use ❑ For Review and Comment ❑ Approved as Noted ❑ See Remarks
[Action Taken: ❑ No Exceptions Taken ❑ Make Corrections Noted ❑ Amend & Resubmit
❑ Rejected - See Remarks ❑ Approved as Submitted ❑ Other
emazks:
Cc: Signed: / (/'L-
Tim Clinkscales, P.E.

W
PARAMOUNTE
E N G I N E E R 1 N G, I N (--
August 17, 2009
Mary Jean Naugle
NCDENR - DWQ
127 Cardinal Drive Extension
Wilmington, NC 28405
RE: The Signature Clubhouse at St. James Plantation - SW8 081207
Dear Ms. Naugle:
On behalf of The Reserve Development Company we are submitting a response to your comment letter dated July 24th,
2009. Please find your comments below with our response provided in bold.
1.) Please note this permit will be issued in accordance with the 2008-211 session law. Although the application
was first submitted on September 26, 2008, it was not complete, returned on October 24, 2008 and not
accepted until December 9, 2008. Communications between Mary Jean Naugle, as well as Linda Lewis on
April 9 and June 17, 2009 defined the requirements for vested rights. A Land Quality approval for sediment
and erosion control is not valid vested rights for state stormwater. A grading and clearing permit is not valid
vested right to develop under the NPDES ph II rules. A site specific plan approved from the local
government, dated prior to October 1, 2008, is vested rights and was not provided. [memo attached for your
reference]
■ Vested rights not needed because buffers not needed for site because it is not in SA waters
2.) Please calculate the peak flow runoff based on Rational method, BMP 3.2. The discrete SCS curve number
method may be used only when the site design is Low Impact Development (LID). BMP 3.3.2 or in
accordance with BMP section 3.3, (the last sentence of the paragraph) - "If the SCS method yields a greater
volume, then it can also be used." Please provide both methods to demonstrate that the method proposed
yields a greater volume. Communications from Linda Lewis on April 7, 2009 reiterated this requirement.
[memo attached for your reference]
■ Calculations submitted
3.) Please provide consistent values for pond surface areas at each elevation on both the supplement and
calculations. For example, the following is reported:
Sup 1p ement Calculations Plans(C-7.1)
Pond #1 area at PP at 60 ft 27,778 sf 27,778 sf 20,965 sf
Pond #1 average depth 5.19 ft 9 ft 6.7 ft
Pond #2 average depth 2.12 ft 4 ft 3.1 ft
[A minimum of 3 foot average depth is required and is the average - not the maximum depth
between the cleanout elevation and the permanent pool.]
Pond #2 area at PP of 57 ft. 7,333 sf 7,333 sf 5,685 sf
■ In the supplement, the average depth based on V/A automatic calculation, the
calculations show a depth to the bottom, a column has been added to show the average
depth using method 2, this number matches the plans and has been manually placed on
the supplement forms. The areas for the supplement and calculations are for both the
forebay and main treatment pond while the average depth calculations at the time of
submittal only used the main treatment pond for the calculations.
4.) Provide consistent values for the sediment cleanout elevation on the O&M and the supplement. The
sediment cleanout elevation is one foot above the bottom as defined by the current BMP section 10 Fig. 10-
2b. Tim Clinkscales mentioned 25% is proposed and that basis is not current with the October 2007 BMP
revisions.
5 9 1 1 ❑ L E A N D E R D R I V E, S T E. 20 1, W I L M I N G T❑ N, N G 2 8 40 3
P H: (9 1 ❑) 7 9 1 - 6 7 0 7 F A X: ( 9 1 D) 79 1 - 6 7 6 ❑

PARAMOUNTE
E N G 1 N E E R 1 N G, 1 N C.
Supplement O&M
Pond #1 sediment cleanout elevation 51 ft. 52.5 ft
Pond #2 sediment cleanout elevation 53 ft. 53.25 ft
■ Forms are resubmitted with necessary information
5.) Please provide a table of elevations, areas, incremental volumes and accumulated volumes for overall pond
and forebay to verify volumes. Permanent pool elevations were provided with the June 19, 2009 submittal
but were not updated for the temporary pool, shelf, cleanout and bottom elevations, surface areas and
volumes, etc... These were provided in the calculations for the December 9, 2008 submittal, but the
information has changed, so please update for the current design. For example, the December 9 submittal
reported a bottom of shelf elevation of 59.5 ft with a surface area of 5,276 sf, whereas the June 19, 2009
submittal reports a surface area of 18,315 sf. The table for all surface areas and volumes at each elevation
between the bottom and top of pond are required to verify reported values. Based on the current information
provided on June 19, 2009 in the supplement and calculations, I cannot verify that the required storage
volume of 15,300 cf is provided in the proposed design for Pond #1. Based on information submitted it
appears there is only 13,971 cf of volume proposed between the permanent pool and the temporary pool.
■ The 60.40 elevation for the pond yields a contour area of 43,200 sf, using a 10:1 side slope
for the treatment pond and 3:1 for the storage pond. This elevation yields a volume of
16451 cf which is above the 15,388 cf required. The 18,315 sf is the surface area at the
bottom of the self for the treatment pond. All values were taken from the contours from
the computer digitizing of the pond. The 5276 sf is the surface area for elevation 59 in the
forebay and is not related to the vegetated self area
6.) Please remember that a change to one number may have a domino effect on other numbers. Please check all
plans, calculations and forms and make changes as needed.
■ Noted
7.) Please note that the state stormwater process allows two (2) additional information requests on an application
and then the application is returned. The first additional information request was mailed on February 3, 2009
with several extension for re -submittal granted until June 19, 2009. This is the second additional information
request. If the information is not submitted complete as requested by August 26, 2009, the application will
be returned.
■ Noted
Thank you for your attention to this matter. If you have any questions regarding any of this information or require
additional material, please feel free to call. Thank you for your time and effort.
Sincerely,
Paramoun Engineering, Inc.
Tim Clinkscales, PE
5 9 1 1 ❑ L E A N D E R D R I V E, S T E. 20 1, W ) L M I N G T❑ N, N C 2 a 4 ❑ 3
P H: ( 9 1 0) 7 9 1 - 6 7 0 7 F A X: ( 9 1 ❑) 7 9 1 - 6 7 6❑

Wet Detention Pond #1 Calculations
NC DENR Retention Requirements
Objective: design a wet detention basin with the following characteristics: a permanent water pool depth between 3- and
6-feet, a surface area that meets TSS removal requirements (values set by NC DENR and included here), a forebay that
is approximately 20% of the total pond volume, a temporary water pool sized to detain the initial 1.5 inch of rainfall runoff, an
outlet device that drains the tompo; eery water pool within 2-5 days, and a length -to -width ratio of approximately 3:1.
Step 1: Determine the surface area required for 90% TSS removal
Post -Development Conditions
Total Drainage Area 7.02 ACRE Value from CAD
Impervious Drainage Area 2.75 ACRE Value from CAD
Impervious Cover 39.2% Impervious Cover -(Impervious Drainage
Area)/(Total Drainage Area)*100%
Elevation of Permanent Pool Surface
60.0
FT
Value selected by designer
Depth of Permanent Pool
9.0
FT
Value selected by designer
Average Depth using Method 2
6.7
FT
See Average Depth Calculator
Elevation of Wet Detention Pond Bottom
51.0
FT
(Bottom Elevation)=(Permanent Pool Surface
Elevation) -(Depth of Permanent Pool)
Approximate Pond Length
315
FT
Value from CAD
Approximate Pond Width
110
FT
Value from CAD
Length:Width Ratio
3:1
Ratio=(Lanoth)/(Width)•1
Reouired SAIDA Ratio for 90% TSS RPmnvnl 1 Ann Value from chart Reference: 090% TSS
Removal
Required Permanent Pool Surface Area 4,893 SF Required Surface Area=(Required SA(DA
' Ratio)*(Total Drainage Area)
Provided Permanent Pool Surface Area 27,778 SF Interpolated value from stage -storage
calculations
Step 2. Determine the 1. 5-inch runoff elevation within the wet detention pond.
Runoff Coefficient, Rv 0.403 IN/IN Rv=0.05+0.009*(Yo Impervious)
Required 1.5" Runoff Volume (Volume of 1 r, lane rl� 1.5" Runoff Vo1ume=1.5 in*Rv*1 foot112
Temporary Pool) "" "' in*(Total Drainage Area)
Storage Elevation at Required Volume 60.40 FT Value is interpolation based upon stage -
storage values. See stage -storage calculations
AUG 19 2009
P-.\Projects\St James\08142.PE Signature Athletic Club\Documents\Design Calculations\Stormwater\POND#1

Step 3: Calculate the required forebay volume (18-22% of total pond volume) and compare to the forebay volume provided
Total Treatment Pond Volume
144,279 CIF
Value from stage -storage calculations
Required Forebay Volume
28,856 CIF
20% of Treatment Pond Volume
Provided Forebay Volume
29,062 CIF
Value from stage -storage calculations
Provided Forebay Volume: Pond Volume
20%
(Provided Forebay Volume)/(Total Pond
Volume) "100%
Step 4. Verify that time required to drawdown the 1.5-inch runoff volume is within 2 to 5 days
Diameter of Proposed Low -flow Orifice
2.50
IN
Value chosen by designer
Riser Elevation of Outlet Structure
60.40
FT
Value chosen by designer
(Total Elevation Head Above Orifice)=(Riser
Total Elevation Head Above Orifice
0.40
FT
Elevation) -(Elevation of Permanent Pool
Surface)
(Average Elevation Head Above
Orifice)=((Storage Elevation at Required
Average Elevation Head Above Orifice
0.13
FT
Volume)+(Elevation of Permanent Pool
Surface))/3-(Storage Elevation at Required
Volume)
Cd, Coefficient of Discharge
0.60
Value chosen by designer
Q, Flowrate Through Low -flow Orifice
0.06
CFS
Q Cd =(Pi);((Diameter of Orifice)"(1 ft/12
Drawdown Time for 1.5-inch Runoff 2.97 DAYS (Drawdown Time)=(1.5" Runoff Volume)/Q'(1
AUG 19 Z009
P:\Projects\St James\08142.PE Signature Athletic Club\Documents\Design Calculations\Stormwater\POND#1

St. James: Signature Clubhouse
Stage -Storage Calculations for Proposed Wet Detention Pond #1
determine the storage capacity and characteristics of the proposed wet detention pond
Pond side slope above Permanent Pool
3
Veg. shelf 6" above/be/ow Perm. Pool
10
Side Slope below planted
shelf
3
incremental and cumulative storage of the
wet detention pond per contour interval.
Stage/Storage
Above Permanent Pool (Including
Main Treatment Pond, Forebay, & Storage Pond)
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
60.00
39,054
0
0 --Permanent Pool
60.40
43,200
16,451
16,451 Temporary Pool 1 Riser Elevation
61.00
46,610
26,943
43,394
62.00
61,494
49,052
92,446
63.00
56,490
53,992
146,438
Stage/Storage Total Pond (Including Main Treatment Pond, Forebay, & Storage Pond)
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
51.0
8,080
0
0­Pond Bottom
52.0
9,505
8,793
8,793
63.0
11,062
10,284
19,076
64.0
12,773
11,918
30,994
55.0
18,826
15,800
46,793
56.0
21,912
20,369
67,162
57.0
25,309
23,611
90,773
58.0
28,877
27,093
117,866
59.0
32,568
30,723
148,588
60.0
39,054
35,811
184,399 -Permanent Pool
61.0
46,610
42,832
227,231
62.0
51,494
49,052
276,283
63.0
56,490
53,992
330,275
AUG 1 9 2009
P:\Projects\St James\08142.PE Signature Athletic Club\Documents\Design Calculations\Stormwater\POND#1

Wet Detention Pond #2 Calculations
NC DENR Retention Requirements
Objective: design a wet detention basin with the following characteristics: a permanent water pool depth between 3- and
6-feet, a surface area that meets TSS removal requirements (values set by NC DENR and included here), a forebay that
is approximately 20% of the total pond volume, a temporary water pool sized to detain the initial 1.5 inch of rainfall runoff, an
outlet device that drains the temporary water pool within 2-5 days, and a length -to -width ratio of approximately 3:1.
Step 1: Determine the surface area required for 90% TSS removal
Post -Development Conditions
Total Drainage Area 2.35 ACRE Value from CAD
Impervious Drainage Area 0.89 ACRE Value from CAD
Impervious Cover 37.9% impervious Cover -(Impervious Drainage
Area)/(Total Drainage Area)*100%
Elevation of Permanent Pool Surface
57.0
FT
Value selected by designer
Depth of Permanent Pool
4.0
FT
Value selected by designer
Average Depth Using Method 2
3.1
FT
See Average Depth Calculator
Elevation of Wet Detention Pond Bottom
53.0
FT
(Bottom Elevation)=(Permanent Pool Surface
Elevation) -(Depth of Permanent Pool)
Approximate Pond Length
160
FT
Value from CAD
Approximate Pond Width
46
FT
Value from CAD
Length:Width Ratio
3:1
Ra1io=(LPnnth)1 Wlrith)•1
Required SAIDA Ratio for 90% TSS Removal 4.190 Value from chart. Reference: "90% TSS
Removal
Required Permanent Pool Surface Area 4,289 SF Required Surface Area=(Required SAIDA
' Ratio)*(Total Drainage Area)
Provided Permanent Pool Surface Area 7,333 SF Interpolated value from stage -storage
calculations
Step 2: Determine the 1.5-inch runoff elevation within the wet detention pond.
Runoff Coefficient, Rv 0.391 IN/IN Rv=0.05+0.009*(% Impervious)
Required 1.5" Runoff Volume (Volume of C „� 1.5" Runoff Volume=1.5 in*Rv*i foot(12
Temporary Pool) ` r- in*(Total Drainage Area)
Storage Elevation at Required Volume 67.59 FT Value is interpolation based upon stage -
storage values. See stage -storage calculations
m i r 19 2009
P:1ProjectslSt James108142.PE Signature Athletic ClublDocumentslDesign CalculationslStormwaterlPOND#2

Step 3: Calculate the required forebay volume (18-229,66 of total pond volume) and compare to the forebav volume provided.
Total Treatment Pond Volume 15,564 CF Value from stage -storage calculations
Required Forebay Volume 3,113 CF 20% of Treatment Pond Volume
Provided Forebay Volume 3,135 CF Value from stage -storage calculations
Provided Forebay Volume: Pond Volume 20% (Provided Forebay Volume)/(Total Pond
Volume)*100
Step 4: Verify that time required to drawdown the 1.5-inch runoff volume is within 2 to 5 days
Diameter of Proposed Low -flow Orifice
1.50
IN
Value chosen by designer
Riser Elevation of Outlet Structure
57.59
FT
Value chosen by designer
(Total Elevation Head Above Orifice)=(Riser
Total Elevation Head Above Orifice
0.59
FT
Elevation) -(Elevation of Permanent Pool
Surface)
(Average Elevation Head Above
Orifice)=((Storage Elevation at Required
Average Elevation Head Above Orifice
0.20
FT
Volume)+(Elevation of Permanent Pool
Surface)" -(Storage Elevation at Required
Volume)
Cd, Coefficient of Discharge
0.60
Value chosen by designer
Q, Flowrate Through Low -flow Orifice
0.03
CFS
Q=Cd*(Pi)*[(Diameter of Orifice) *(I W12
(Drawdown Time)=(1.5" Runoff Volume)/Q*(1
Drawdown Time for 1.5-inch Runoff 2.21 DAYS
AUG 19 20
P:\Projects\St James\08142.PE Signature Athletic Club\Documents\Design Calculations\Stormwater\POND#2

St. James: Signature Clubhouse
Stage -Storage Calculations for Proposed Wet Detention Pond 02
determine the storage capacity and characteristics of the proposed wet detention pond.
Pond side slope above Permanent Pool 3
Veg. shelf 6" above/below Penn. Pool 10
Side Slope below planted shelf 3
incremental and cumulative storage of the wet detention pond per contour interval.
Stage/Storage Above Permanent Pool (Including Main Treatment Pond, Forebay, & Storage Pond)
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
57.00
7,333
0
0 --Permanent Pool
57.59
9,654
5,011
5,011 Temporary Pool
57.65
9,737
582
5,593 Riser Elevation
58.00
10,222
3,493
9,086
69.00
11,645
10,934
20,019
60.00
13,125
12,385
32,404
61.00
14,660
13,893
46,297
Stage/Storage Total Pond (Including Main Treatment Pond, Forebay, & Storage Pond)
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
53.0
1,746
0
0 -Pond Bottom
54.0
2,654
2,200
2,200
56.0
3,646
3,150
5,350
66.0
4,724
4,185
9,535
57.0
7,333
6,029
15,564 F-Permanent Pool
58.0
10,222
8,778
24,341
59.0
11,645
10,934
35,275
60.0
13,125
12,385
47,660
61.0
14,660
13,893
61,552
AUG 19 2009
P:\Projects\St James\08142.PE Signature Athletic Club\Documents\Design Calculations\Stormwater\POND#2

Project Name: Signature Athletic Club
Client:
St. James
Project Number:
08142.PE
Prepared By:
CWM
Date:
8/14/09
Average Depth Calculation: (Option 2 per Errata)
*Note: Only used areas relative to the main pond
Pond #1
ABottom Shelf =
18,315
Sf
ABottom Pond =
7,141
Sf
APenn Pool =
20,965
Sf
Depth =
9.0
ft
davy =
6.7
ft
Pond #2
ABottom Shelf =
4,173
Sf
ABottom Pond =
1,435
Sf
APerm Pool =
5,685
Sf
Depth
4.0
ft
davy
3.1
ft
,�RZAUN T
E N G 1 " S E ER M G, / N G
AU G 19 2009

Project Name: Signature Athletic Club
Client:
St. James
Project Number:
08142.PE
Prepared By:
CWM
Date:
8/4/09
RATIONAL METHOD CALCULATIONS
Basin: DA #1 [
Area =
CRATIONAL —
Tc =
I=
8.32 Ac.
0.2 Brush Poor
43 min.
2.3 in/hr
3.90 cfs
Basin: DA #1 [POST]
Area =
7.02 Ac.
Imperv. =
2.74 Ac.
% Imperv. =
39.0
C'GRAss =
0.12 Grassed
CIMPERV. =
0.95 Imperv.
CRATIONAL —
0.44 Weighted
Tc =
16 min.
I =
4.2 in/hr
QPEAK =
13.07 cfs
POND #1 DISCHARGE
*Q = 0.071 cfs
*OUTFLOW RATE ROUTED WITH HYDRAFLOW
SEE ATTACHED ROUTING CALCS.
a r c �T
E N G 1 N E E R. 1 M r.� . I N C
Basin: DA #2 [PRE]
Area =
2.48 Ac.
CRATIONAL —
0.2 Brush - Poor
Tc =
11 min.
I =
5.0 in/hr
QPEAK =
2.48 cfs
Basin: DA #2 [POST]
Area =
2.35 Ac.
Imperv. =
0.89 Ac.
% Imperv. =
37.9
C+GRAss =
0.12 Grassed
CIMPERV. =
0.95 Imperv.
CRATIONAL =
0.43 Weighted
Tc =
11 min.
I =
5.0 in/hr
QPEAK =
5.06 cfs
POND #2 DISCHARGE
*Q = 0.033 cfs
*OU,I"FLOW RATE ROUTED WITH HYDRAFLOW
SEE ATTACHED ROUTING CALCS.
w, 19 10

Hydrograph Summary Report Hydraflow Hydrographs by Intelisolve v9.22
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
1
Rational
3.901
1
43 10,065
---
----
----- DA #1: PRE
2
Rational
13.07
1
16 12,545
--
------
DA #1: POST
3
Reservoir
0.071
1
32 7,662
2
60.29
12,479 POND #1
4
Rational
2.469
1
11 1,643
---
DA#2: PRE
5
Rational
5.070
1
11 3,347
--
-----
----•- DA#2: POST
6
Reservoir
0.033
1
22 2,940
5
57 38
3,323 POND #2
AUG 19 20[lg
Athletic Club-MOD-Rational.gpw
Return Period: 1 Year
Tuesday, Aug 4, 2009

Prenipitatior Frequency Data Server http://hdsc.nws.noaa.gov/cgi-bin/hdsc/buildout.perl?type=idf&units=m&s...
POINT PRECIPITATION
FREQUENCY ESTIMATES
' y f FROM NOAA ATLAS 14 A�� 1 9 2009
NORTH CAROLINA 33.963 N 77.97 W 0 feet
from 'Precipitation -Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version 3
G.M. Bonnin, D. Martin, B. Lin, T. Parzybolt, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Emracted: Tue Aug 4 2009
Confidence Limits Seasonality Location Maps Other Info. GIS data Maps Docs Return to State Map
Precipitation Intensity Estimates (in/hr)
ARI* r
i 5 min
(Years)
10 15
min m►n
30 60 120 I--[
3 hr
I min min mu1 -
6 hr 1 12 hr 24 hr 48 hr. 4 da
i
7 da
10 20
day
30
I dda
45 60
da] I day
I
.
�2.97 r.85 1.11 ;0.79
0.03
I
10.03 0.02
0.01
0.01 0.01
-6.52 5.21 j4.34
0.50 10.28 0.17 0.10 10.05
2 � 3 6.20 5.20
r3.59 2.25 �1.35 ,0.96
0.61 �35 0.21 0.12 �0.06
0.04
I0.03 0.02
0.02
100�.01
5 9719 06431276171
1.22
07704507 �0.1008005
30F"
30208
10002
10 10.03 8.02 6.76
4.90 3.19 2.01 1.45
0.92 0.54 �0 32 0.18 0.10
0.06
0.05 0.03
0.02
0.02 0.02
129
53.21
11306700.22025 2
0.07
0.00.04
003
02
0.02.
.9
"' 1229 9.79 8266.2
�421 80 2.06
0
132 079 0.47 0.26�4
009
.0.06
0
0020
02
100 13.28 10.56 8.90
6.81 4.69 3.19 ,2.18
1.52 0.92 0.56 0.31 ,0.16
0.10
0.07 0.05
0.03
0.03 0.02
200 14.28 11.32 19.32
7.41 5.20 3.61 2.73
1.75 1.06 0.65 0.36 W18
0.11
,0.08 ;0.03
0.04
0.03 0.03
1
18.91
10.25
06
1011
000 16.69 13.15 0
6.50 4.77 3.71
2.41 1 9 0.93 0.50
0.14
'0.06
0.05
0.04 0.03
These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
Please refer to NOAAAtias 14 Document for more information. NOTE: Formatting forces estimates near zero to appear as a ro.
* Upper bound of the 90% confidence interval
Precipitation
Intensity Estimates (in/hr)
Indn I I
I
7 � 1-0
I
[26
30 ' 4i
60
(years)
min min min min nfm I hr
hr hr I hr
hr
day day day
day
day day
day
r 1
7.04 5.63 !4.69 5 22 2.00 1.21 0.87
F55 0.33 0.19
0.11
-0.06 �0 04 �0.03
0.02
0.02 0.01
0.01
2
8.38 6.70 15.61 3.88 2.43 1.48 1.06
0.67 0.39 0.23
0.13
0.07 0.04 10.03
,0.02
0.02 0.02
0.01
5
..
968 776 54 465 98 86 34
085 050 29
.
0.17
;06 43
0.09 0.0
0.000
0020
10
10.82 8.65 7.30 5.29 3.44 2.19 '1.59
1.01 0.60 0.35
0.20
'10.10 0.07 0.05
0.03
0.03 ,0.02
0.02
25
12.17 9.69 8.19 6.07 4.04 2.65 1.94
1.24 0.75 0.44
0.25
0.13 0.08 0.06
i0.04
0.03 �0.02
0.02
50
13.24 10.54 8.90 IW 70 4.54 3.05 2.26
1.45 0.87 0.52
;0.29
0.15 0.09 0.07
'0.04
0.03 0.03
0.02
100
14.32 11.38 i9.59 7.34 i5.06 3.47 2.60
1.67 1.02 0.61
0.34
i0� 0.10 0.08
i0.05
0.04 �0.03
0.03
200
15.41 12.22 j10.28 i8.00 5.61 3.93 � -98
1.93 1.18 0.72
0.39
10.20 0.12 0.09
0.05
0.04 i0.03
0.03
500
16.86 13.34 111.19 18.90 6.39 4.61 3.55
2.31 1.42 0.88
0.48
10.24 0.14 ;0.10
0.06
0.05 'i0.04
0.03
1000
15.12 14.27 11.94 i9.67 7.06 5.22 �4.07
2.66 1.65 1.04
0.56
0.28 0.16 10.12
0.07
0.05 0.04
�0.03
The upper bound of the confidence interval at 90% confidence level is the value which 5% ofthe simulated quantile values for a given frequency are greater than.
"These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
Please refer th NOAA: _as 14 Document for more information. NOTE: Formatting prevents estimates near zero to appear as a;ro.
* Lower bound of the 90°/
Precipitation Intensity
ARI** 5 10 15 30 160 120 3Fh
12
(Years) I nin mm I n m I ndn i mm I mm hr hr
1 66..06 �4.84 I4.04 �77 1.72 �1.02 !0.72 I0.46 0.26
o confidence interval
Estimates (in/hr) Ir
r-- I hr hr j day day Idday I day day ; day [day
0.16 0_09 10.05 0.03 �0.03 !0.02 0.01 �0.01 0.01
1 of 4 8/4/2009 9:02 AM

Precipitation Frequency Data Server
http:Hhdse.nws.noaa.gov/cgi-bin/hdsc/buildout.perl?type=idf&units=us&s...
2 �7.21 �5.77 4.83
r3.34 �2.09
r125
0.88
0.56 0.32 0.19
0.11 :0.06
0.04
I0.03 0.02
0.02
�0.01
0.01
5 8 33 6 67 r5.62
3 99 2 56
1 57
1 12
r0.70 r41 0 25
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' The lower bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quantile values for a given frequency are less than.
*These precipitation frequencyestimates are based on a partial duration maxima series. ARI is the Average Recurrence Interval.
Please refer to NOAAAflas 14 Document for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
Text version of tables
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AUG 19 20
2 of 4 8/4/2009 9:02 AM

Naugle, Mary
From: Naugle, Mary
Sent: Tuesday, August 04, 2009 1:25 PM
To: Scott, Georgette; Bennett, Bradley; Patterson, Robert; Pickle, Ken; Vinson, Scott
Cc: Lewis,Linda; Shiver, Rick
Subject: RE: St James pond outlet to wetlands
Georgette;
Some of the options that I had repeatedly mentioned to the engineer was to;
1. install a wide weir outlet for the emergency overflow for the 10 yr storm.
2. Install multiple outlets spread out at a maximum of 18" dia into scour holes,
3. Add another foot [or appropriate amount] to the height of the pond wall to prevent discharge of the 10 yr storm
— most designs are for the 25 yr storm at a minimum = this way the outlet would never see the 10 yr storm. If
you provide the 1 foot freeboard above the temporary pool, then you probably achieve this.
4. Etc... P www ft9t,
Let me know if you want me to review this with Tim Clinkscales again.
Mary Jean Naugle
NC DENR Express Permitting
NC Division of Water Quality
127Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
910-796-7303
910-350-2004 fax
[e-mail]
Please note: E-mail correspondence to and from this address may be subject to the North Carolina Public Records
Law and may be disclosed to third parties.
From: Scott, Georgette
Sent: Tuesday, August 04, 2009 12:52 PM
To: Bennett, Bradley; Patterson, Robert; Pickle, Ken; Vinson, Scott
Cc: Lewis,Linda; Naugle, Mary; Shiver, Rick
Subject: FW: St James rip rap sizing basis
Importance: High
Yesterday we (Rick, Mary Jean, Linda and myself) met with Paramonte Engineering. They debated with us on several of
the requests for information statements that Mary Jean had sent to them in order to complete a permit.
One of their main concerns they have (and have had) are the excessively large level spreaders that are required to
ensure a non -erosive flow. They basically designed several aprons with riprap to handle the flow from the ponds. Mary
Jean was concerned that the flow from the large pond (90cfs for the 10yr outlet) was too large a flow for this design.
They argued that their design was based on a NRCS document that shows the size and length of a riprap apron needed
to achieve the 2fps.
In Mary Jean's email below, she explains how she researched the NRCS document and does not believe it accomplishes
what they what to achieve with these aprons.
So my first question io you aii is what is your opinion on the MRCS document and MaryJean's analysis?
Second, what are the consultants other options if they don't have room for the large level spreader?

Finally, I did offer to allow a permit to be written, however with additional monitoring to determine if in fact it does hold
up and if it doesn't they have to replace the riprap with another BMP that will work.
So, your opinion on my two questions and my offer would be most helpful.
Georgette Scott
Stormwater Program Supervisor
State Stormwater Program
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
Phone [phone]
Fax [phone]
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be disclosed to third parties.
From: Naugle, fury
Sent: Tuesday, August 04, 2009 9:24 AM
To: Lewis,Linda; Scott, Georgette; Shiver, Rick
Subject: St James rip rap sizing basis
Georgett;
I reviewed the SEC manual and it states several items that indicate the sizing criteria for rip rap may not be directly
suitable for the pond outlets of high flow into wetlands. I noted the following:
1. Figures for sizing rip rap are intended to align with flow of receiving stream. 8.06.1. this permit is
perpendicular to wetlands.
2. Where overfalls exist in pipe outlets or flows are excessive — aligned stilling basin should be considered. 8.06.2.
3. Curves may not be extrapolated. 8.06.4, fig 8.06.b. Chris and Tim both stated extrapolation was made for the
proposed rip rap.
4. V = velocity in feet per second for the resultant outlet flow. Fig 8.06.b.1 and following pages.
5. Multiple culverts require a factor assignment to the graphs.
6. Minimum tailwater graph is applicable for outlet velocities at 5 fps and above. Fig 8.06a. velocity required into
wetlands is 2 fps or less.
7. Maximum tailwater graph is applicable for outlet velocities at 10 fps and above. Fig 8.06.b. Velocity required
into wetlands is 2 fps or less.
8. SEC manual is intended for temporary measures. Statements indicate if measures are required longer than 3
years or for permanent installations, then more permanent designs should be sought.
Note that the size, volume and velocity is relevant in applying rip to reduce velocities. On smaller ponds, drainage areas,
and bua such as one proposed with 7 fps 10 yr outlet, the rip rap was sized at 12 ft x 22 ft [I x w]. One of the larger
ponds I am concerned about proposed 90 cfs for the 10 yr outlet and the rip rap was sized for 22 ft x 34 ft. Although
sizing is not straight line it is not exponential to this extent.
Please let me know if you need more information as you take the information to Raleigh.
Mary Jean Naugle
NC DENR Express Permitting
NC Division of Water Quality
127Cardinal Drive Exf.
Wilmington, NC 28405
910-796-7215
910-796-7303
910-350-2004 fax

Naugle, Mary
From: Naugle, Mary
Sent: Tuesday, August 04, 2009 1:17 PM
To: Lewis,Linda; Scott, Georgette
Cc: Shiver, Rick
Subject: FW: St James response to Ciinkscales
Attachments: Stormwater Permit.pdf; St James rip rap sizing basis.htm
G;
I don't think this option applies to monitor because the rip rap is not sized for an outlet velocity of 2 fps, but I will let you
respond to him as you requested. The O&M reeds to add the monitoring of the bmp outlet for no erosion, channelizing,
or scouring in accordance with 15A NCAC 0231.b [wetlands protection rule]. This statement would go on subsequent
pages of the 0&M. I could only view the first page.
We need to reply to him and also give him the information that I sent on the rip rap sizing basis.
Please let me know if you need more information from me.
Mary Jean Naugle
NC DENR Express Permitting
NC Division of Water Quality
127Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
910-796-7303
910-350-2004 fax
marynauQle@ncdenrgov
Please note: E-mail correspondence to and from this address may be subject to the North Carolina Public Records
Law and may be disclosed to third parties.
From: tclinkscales [mailto:[e-mail]]
Sent: Tuesday, August 04, 2009 11:15 AM
To: Naugle, Mary
Cc: Scott, Georgette
Subject: St James Stuff
Mary Jean,
Mark Brambell has asked me to verify the language on the permit that may be required for the larger pond at St James. I
am sending the maintenance agreement for ponds, can you tell how and if it would differ from this current agreement. If it
is similar he is fine with the permit being written upon Paramounte giving you the correct information. Please let me what
you think. Thanks again and have a good day.
Tim
Tim Clinkscales, PE
PARAMOUNITE
PARAi' OUNTE ENGINEERING, INC
5911 Oleander Drive, Suite 201
Wilmington, NC 28403

r lij Htr prfmiled hit
Fir:litutr4 :Lira Numbcr:
tlr 4 ' tiii � t Detention Basin Operation and Maintenance Agreement
1 t� ill i` +rig as tta�3ittkt±l6�t]te rcx and t►ri tl]is 11C� 'I'lais maintena n t, rant ord will be kept in a
log in a I:t o*vn vt locition. Any defit'itInt I M1P elc-rnent + noted in this ii-L",pec tion will lx-,
k,.orr4.x*-ti, r't-T.,atired or rephiced intmediately. Those, do'k-ioncit-scarf affect the interritc•
I,I( strtrt.-tort-s, -sal'0% of thct rublir, and tho removal of i):knty of tho 13MP.
!_' 000)
The 1,vot .let-ention basin. systt.,m is d'vfilled as the trust deterl.tion lkisitl,
f1rotre'll-Inont including forebitys and the vegetated )ted filter if t)nu is provided.
This system (eheck- one :
❑'does E] do" not incot-porate a vegetated filter at the outlet.
This system (c hct-X true):
f _j do" [] does not incorporate pretreatment other- thin a €oreba]y.
Import.int t17R3►tllt'tlrtnit t' lst't �4`['C�UCt'?f L1J
- inntilediatelr after tht, %vet detentitit] Kirin is established, thta plat its tilt (fiv
t c g,etaxted sht?lf and peritneter of the 1xisin sli, mlti be wiittsrt-tl fti it c' t%'t i°klt if
needt t.l, until the lalatit-, b ono nx, establishod (c oinn]t]nit- six Weeks),
No Portion of the &tontion pond :should tv [vrlili/-vtl oftc;r Lhe first initial
lerbliAa itin lint is rt,qui ed to t-stablish (he' PLIVIN tits thV tjt'�;rtcllxtel sl]elf.
SLiblo gruundk--over should be maintained to Iliv draina gv art-1.1 Lo redut-e• tliv
st•tlititt:+ttt.ltiatl ltt tilt iti{i ett'tt'titicitl hn5in.
- It tht• hatsin must Ix: draint.-d for an enwrl,cW A• or to porforin maintel]c11'ioo, tilt'
flushing; of sedit -ont through the drain should Ix, minitxtirt d it) the
inalximum exturil practical,
C nve a rear, a Jam %alft-ty vkpvrt should insptst•t [[It, rrrtibatlkillel]t.
AIWr the ►vet detcnhim pond is established, it should Ix, intipoetod once a month and
within 74 hours after evety strum evi mt greater that: 1.0 inchc % (or "iS inches if in a
Coastal. (:;utcnty). Records of of-1c'raltion a nLi maintenatict-, should tiv l.rl]I iri a known si t
to -ation and inust Iv axvatili bhi upkin request.
f11s1 t.Ttion a i-tivitit s shail 1)i- perfort -od w, follows. A.nv problems that atry (ci;tttt,l ;hall
ho repa]ired aniltediatol%.
T3MP LICrtlent.
"T'he'ejaire LIMP
Th4 E+t:rinuete-r crf the wet
detention basin
Potential PIVW111:
Areas of hire soil and/or
rosive git Hies have (iit'►riutI,
Vogetation is too short or too
l-Ic)w t will rc►nediate the i
' li�rtU:ivF.� t'lu� tr��sh/di,t�riti. _ _
Regratir., thus soil if IlvLOSS41-V tel - -
reirtove the l;trod #shim }Pita' a
ground cover and wator until it is
erstablished. Novide liale and a
teat-tilliv fertilizer dflplicatioil.
�'l+tltntKllt.t t'l' ;ltitfi{!tt at in heit,ht .of
i!{?{1t'tSSlllltZt€11'''rIX tiiilti�+ti.
Perm S%k4fsF_k1 ct I.J�It:rltitirl 13:►.,in rhC �l tti t F'a:gt• 1 tit

St James State Stormwater Applications
SW8 081207 — Signature Clubhouse at St James Plantation
SW8 051221 Modification - Reserve at St James, Ph V
M.J. Naugle — DWQ WiRO Reviewer
8i-3 fCR MT-6
p , S \� , SCOW_; «�
-O
r
API, c, 1.1 A K SC 1 Eck(
f 1 LL.
WA-L&6P�,I)
0 `t31au`7— -"L IYeZ+9j
SW8
1081207
SW8
051221
Mod
Application submitted
9/26/08
9/10/08
Application returned based on CR-
not complete
10/24/08
MJN
mail
10/2/08
Linda
Scope Meeting, MJN, Linda, Tim,
mills
11/13/08
11/13/08
Memo Clinkscales
11/13/08
E-mail
11/13/08
Memo Naugle
11/17/08
E-mail
11/17/08
2b231
Application complete
12/9/08
12/10/09
Ad info requested -1
2/3/09
mail
2/20/09
Scope meeting, MJ, Tim
2/24/09
2/24/09
Request extension Clinkscales-
approved from 3/9/09 to 3/20/09
3/5/09
E-mail
Extension approved MJ
4/l/09
4/1/09
MJ memo
3/17/09
3/17/09
Clinkscales memo to Linda
requested further review by Linda
Lewis Program Manager
3/23/09
E-mail
3/23/09
Linda memo to Clinkscales
3/23/09
E-mail
3/23/09
Clinkscales memo to Linda
4/09
E-mail
4/09
Linda further review e-mail response
4/6/09
E-mail
4/6/09
Clinkscales memo promising "to get
these in a few weeks"
4/8/09
E-mail
4/8/09
MJ resent ad info request - 2
5/27/09
E-mail
5/27/09
Clinkscales request extension
5/29/09
E-mail
5/29/09
GDS approved extension to 6/20/09
6/l/09
Consultant
medical
6/l/09
Ad info response from Clinkscales
6/19/09
mail
6/19/09
Ad info request from MJ
7/24/09
Mail &
E-mail
7/24/09
Ad info response from Clinkscales
not complete
7/27/09
E-mail
7/27/09
Project Return
7/29/09
mail
7/29/09
Last update: Mjn 7/29/09
File: stormwater/ permit/081207time ju109

AA
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins Dee Freeman
Governor Director Secretary
July 28, 2009
John Atkinson, Jr., Manager
Reserve Development Co., LLC
P O B 10879
01"
Re", �" � S
ox00
Southport, NC 28461
Subject: PROJECT RETURN
Stormwater Project No. SW8 081207
The Signature Clubhouse at St. James Plantation
Brunswick County
Dear Mr. Atkinson:
A review of your Stormwater Management Permit Application indicates that as of this date,
information requested on February 3, and July 24 2009, has not been received in this Office within the
stipulated timeframe. Per the requirements of Section .1009 (c) of the Stormwater Management Rules, this
Office is hereby returning the subject application as incomplete. The $505.00 application fee has been
forfeited and a new fee will need to be provided if you choose to resubmit this application in the future.
An inspection of the property will be conducted in the hear future. You are reminded that any
construction of impervious surfaces on the property prior to receipt of a permit will constitute a violation of
15A NCAC 2H.1000 and may result in the assessment of civil penalties. By copy of this letter to the local
Building Inspector, this Office is requesting that they consider withholding the building permits and
Certificates of Occupancy for this project pending issuance of a Stormwater Management Permit.
If you have any questions concerning this matter, please contact me at [phone].
Sinc rely,
eorgette 8cott
Stormwater Supervisor
Division of Water Quality
GDS/mjn: S:\WQS\STORMWATER\RETURN\081207 ju109
ATT: DWQ memos dated April 7, June 17, and July 24, 2009
cc: Tim Clinkscales, PE, Parmounte Engineering, Inc.
Brunswick County Inspections
Jeff Phillips, Brunswick County Engineering
Division of Coastal Management
Wilmington Regional Office
Central Files
M.J. Naugle
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405
Phone: [phone] FAX: [phone] Customer Service:1-877-623-6748
Internet: www.ncwaterquality.org
An Equal Opportunity 1 Affirmative Action Employer
NonrthCarolina

Naugle, Mary
From:
tclinkscales [[e-mail]]
Sent:
Monday, July 27, 2009 12:44 PM
To:
Naugle, Mary
Cc:
Lewis,Linda; Scott, Georgette
Subject:
Signature Clubhouse
Attachments:
072709 email.doc
To all,
I wanted to send a response to the comments for the project above. Before we start to send new plans, we believe some
of the stuff has been addressed. I believe this is the best way for all parties to see what is going on. Let me know what
the next step may be. Thanks for your time and have a good day.
Tim Clinkscales, PE
_ ............ _,--..------- ._ ...
DARUTE
-A imp 6 1d c..
PARAMOUNTE ENGINEERING, INC
591 1 Oleander Drive, Suite 201
Wilmington, NC 28403
OFFICE: [phone]
FAX: [phone]
www.paramounte-eng.com

Applicant
Date
Stormwater Application No. SW8
July 24, 2009
July 28, 2009 DWQ - M.J. NAUGLE REPLY IN CAPS TO CLINKSCALES.
John Atkinson, Jr., Manager
Reserve Development Co., LLC
P.O. Box 10879
Southport, NC 28461
Subject: Request for Additional Information
Stormwater Project No. SW8 081207
The Signature Clubhouse at St. James Plantation
Brunswick County
Dear Mr. Atkinson:
The Wilmington Regional Office received a State Stormwater Management Permit
Application for The Signature Clubhouse at St. James Plantation on December 9, 2008 with
additional information submitted on June 19, 2009. A preliminary review of that information has
determined that the following information is needed to continue the stormwater review:
TIM CLINKSCALES Responses in Orange BOLD OF JULY 27, 2009.
Please note this permit will be issued in accordance with the 2008-211 session
law. Although the application was first submitted on September 26, 2008, it was
not complete, returned on October 24, 2008 and not accepted until December 9,
2008. Communications between Mary Jean Naugle, as well as Linda Lewis on
April 9 and June 17, 2009 defined the requirements for vested rights. A Land
Quality approval for sediment and erosion control is not valid vested rights for
state stormwater. A grading and clearing permit is not valid vested right to
develop under the NPDES ph II rules. A site specific plan approved from the
local government, dated prior to October 1, 2008, is vested rights and was not
provided. [memo attached for your reference] — We have gone through this
issue in all the submittals — We believe our meeting on November 13, 2008
settled this issue because some of the information was sorted out in this
meeting.
DWQ - MJN 7128109: THE PERMIT WAS NOT COMPLETE AND ACCEPTED
UNTIL DECEMBER 9, 2009.
2. Please calculate the peak flow runoff based on Rational method, BMP 3.2. The
discrete SCS curve number method may be used only when the site design is
Low Impact Development (LID). BMP 3.3.2 or in accordance with BMP section
3.3, (the last sentence of the paragraph) — "if the SCS method yields a greater
volume, then it can also be used." Please provide both methods to demonstrate
that the method proposed yields a greater volume. Communications from Linda
Lewis on April 7, 2009 reiterated this requirement. [memo attached for your
reference] - We have addressed this comment in both response letters, and
have been granted approval to submit such information in this manner. We
believe this comment has been addressed.
DWQ - MJN 7128109: PROVIDE BOTH METHODES TO DEMONSTRATE
THAT THE PROPOSED METHOD YIELDS THE GREATER VOLUME.
Page 1 of 3

Applicant
Date
Stormwater Application No. SW8
3. Please provide consistent values for pond surface areas at each elevation on
both the supplement and calculations. For example, the following is reported:
Supplement Calculations Plans(C-7.1)
i Pond #1 area at PP at 60 ft 27,778 sf 27,778 sf 20,965 sf
Pond #1 average depth 5.19 ft 9 ft 6.7 ft
Pond #2 average depth 2.12 ft 4 ft 3.1 ft
[A minimum of 3 foot average depth is required and is the average — not the
maximum depth between the cleanout elevation and the permanent pool.]
Pond #2 area at PP of 57 ft. 7,333 sf 7,333 sf 5,685 sf
This comment was addressed as #13 in the first submittal
(Dec 4, 2008)dealing with average depth and the plans and calculations reflect the
same. The supplement states the other number because of the method used by
the supplement. For the areas, this is explained in comment #6 (June 15, 2009).
The difference in the numbers is because average depth was or is by some
members of staff by taking out the forebay area. The forebay area is the
difference between the two.
DOCUMENTS.
4. Provide consistent values for the sediment cleanout elevation on the O&M and
the supplement. The sediment cleanout elevation is one foot above the bottom
as defined by the current BMP section 10 Fig. 10-2b. Tim Clinkscales mentioned
25% is proposed and that basis is not current with the October 2007 BMP
revisions.
Supplement O&M
Pond #1 sediment cleanout elevation 51 ft. 52.5 ft
Pond #2 sediment cleanout elevation 53 ft. 53.25 ft
Since we submitted before Oct 1, these should be correct but can be changed if requested.
DWQ - MJN 7128109: APPLICATION WAS ACCEPTED AS COMPLETE ONDECEMBER
9, 2008. THIS DESIGNREQUIREMENT IS IN THE BMPAND NO VESTED RIGHTS
AFTER THE PHASE IN PERIOD FOR BMP REQUIREMENTS.
5. Please provide a table of elevations, areas, incremental volumes and
accumulated volumes for overall pond and forebay to verify volumes. Permanent
pool elevations were provided with the June 19, 2009 submittal but were not
updated for the temporary pool, shelf, cleanout and bottom elevations, surface
areas and volumes, etc... These were provided in the calculations for the
December 9, 2008 submittal, but the information has changed, so please update
for the current design. For example, the December 9 submittal reported a bottom
of shelf elevation of 59.5 ft with a surface area of 5,276 sf; whereas the June 19,
2009 submittal reports a surface area of 18,315 sf. The table for all surface
areas and volumes at each elevation between the bottom and top of pond are
required to verify reported values. Based on the current information provided on
June 19, 2009 in the supplement and calculations, I cannot verify that the
required storage volume of 15,300 cf is provided in the proposed design for Pond
#1. Based on information submitted it appears there is only 13,971 cf of volume
proposed between the permanent pool and the temporary pool.
Comment #6 (June 15, 2009) explains this, this huts been addressed sine: the pond #1
has a water quality and water quantity pond.
DWQ - MJN 7128109: THE CALCULATIONS, PLANS AND SUPPLEMENT PROPOSE AN
INSUFFICIENT VOLUME FOR POND #1.
Page 2 of 3

Applicant
Date
Stormwater Application No. SW8
6. Please remember that a change to one number may have a domino effect on
other numbers. Please check all plans, calculations and forms and make
changes as needed.
7. Please note that the state stormwater process allows two (2) additional
information requests on an application and then the application is returned. The
first additional information request was mailed on February 3, 2009 with several
extension for re -submittal granted until June 19, 2009. This is the second
additional information request. If the information is not submitted complete as
requested by August 26, 2009, the application will be returned.
Please note that this request for additional information is in response to a preliminary
review. The requested information should be received in this Office prior to August 26, 2009, or
the application will be returned as incomplete. The return of a project will necessitate
resubmittal of all required items, including the application fee. The Division is allowed 90 days
from the receipt of a completed application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under
an approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is
subject to enforcement action pursuant to NCGS 143-215.6A.
Please reference my name, the State assigned project number, and the facility name on
all correspondence. If you have any questions please contact Georgette Scott, DWQ
Stormwater Supervisor -Wilmington Region at [phone].
Sincerely,
Mary Jean Naugle
Environmental Engineer
GDS/mjn: S:IWQSISTORMWATERIADDINFO120091081207 ju109
Att: Linda Lewis memos dated April 7 and June 17, 2009
CC: Tim Clinkscales, PE, Paramounte Engineering, Inc.
Georgette Scott — DWQ Stormwater Supervisor
Linda Lewis — DWQ Stormwater Program Manager
M.J. Naugle
Page 3 of 3

4
NCRIM
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins
Governor Director
July 24, 2009
John Atkinson, Jr., Manager
Reserve Development Co., LLC
P.O. Box 10879
Southport, NC 28461
Subject: Request for Additional Information
Stormwater Project No. SW8 081207
The Signature Clubhouse at St. James Plantation
Brunswick County
Dear Mr. Atkinson:
Dee Freeman
Secretary
The Wilmington Regional Office received a State Stormwater Management Permit Application for
The Signature Clubhouse at St. James Plantation on December 9, 2008 with additional information
submitted on June 19, 2009. A preliminary review of that information has determined that the following
information is needed to continue the stormwater review:
1. Please note this permit will be issued in accordance with the 2008-211 session law.
Although the application was first submitted on September 26, 2008, it was not complete,
returned on October 24, 2008 and not accepted until December 9, 2008. Communications
between Mary Jean Naugle, as well as Linda Lewis on April 9 and June 17, 2009 defined
the requirements for vested rights. A Land Quality approval for sediment and erosion
control is not valid vested rights for state stormwater. A grading and clearing permit is not
valid vested right to develop under the NPDES ph II rules. A site specific plan approved
from the local government, dated prior to October 1, 2008, is vested rights and was not
provided. [memo attached for your reference]
2. Please calculate the peak flow runoff based on Rational method, BMP 3.2. The discrete
SCS curve number method may be used only when the site design is Low Impact
Development (LID). BMP 3.3.2 or in accordance with BMP section 3.3, (the last sentence of
the paragraph) - "If the SCS method yields a greater volume, then it can also be used."
Please provide both methods to demonstrate that the method proposed yields a greater
volume. Communications from Linda Lewis on April 7, 2009 reiterated this requirement.
[memo attached for your reference]
3. Please provide consistent values for pond surface areas at each elevation on both the
supplement and calculations. For example, the following is reported:
Supplement Calculations Plans(C-7.1)
Pond #1 area at PP at 60 ft 27,778 sf 27,778 sf 20,965 sf
Pond #1 average depth 5.19 ft 9 ft 6.7 ft
1'onrd #2 average depth 2.12 ft 4 ft 3.1 ft
[A minimum of 3 foot average depth is required and is the average - not the maximum
depth between the cleanout elevation and the permanent pool.]
Pond #2 area at PP of 57 ft. 7,333 sf 7,333 sf 5,685 sf
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 ne
Phone: [phone] FAX: [phone] Customer Service:1-877-UM748 �O Carolina
Internet www.ncwaterquality.org tunall
An Equal Opportunity 1 Affirmative Action Employer

4. Provide consistent values for the sediment cleanout elevation on the O&M and the
supplement. The sediment cleanout elevation is one foot above the bottom as defined by
the current BMP section 10 Fig. 10-2b. Tim Clinkscales mentioned 25% is proposed and
that basis is not current with the October 2007 BMP revisions.
Supplement O&M
Pond #1 sediment cleanout elevation 51 ft. 52.5 ft
Pond #2 sediment cleanout elevation 53 ft. 53.25 ft
5. Please provide a table of elevations, areas, incremental volumes and accumulated volumes
for overall pond and forebay to verify volumes. Permanent pool elevations were provided
with the June 19, 2009 submittal but were not updated for the temporary pool, shelf,
cleanout and bottom elevations, surface areas and volumes, etc... These were provided in
the calculations for the December 9, 2008 submittal, but the information has changed, so
please update for the current design. For example, the December 9 submittal reported a
bottom of shelf elevation of 59.5 ft with a surface area of 5,276 sf; whereas the June 19,
2009 submittal reports a surface area of 18,315 sf. The table for all surface areas and
volumes at each elevation between the bottom and top of pond are required to verify
reported values. Based on the current information provided on June 19, 2009 in the
supplement and calculations, I cannot verify that the required storage volume of 15,300 cf is
provided in the proposed design for Pond #1. Based on information submitted it appears
there is only 13,971 cf of volume proposed between the permanent pool and the temporary
pool.
6. Please remember that a change to one number may have a domino effect on other
numbers. Please check all plans, calculations and forms and make changes as needed.
7. Please note that the state stormwater process allows two (2) additional information requests
on an application and then the application is returned. The first additional information
request was mailed on February 3, 2009 with several extension for re -submittal granted until
June 19, 2009. This is the second additional information request. If the information is not
submitted complete as requested by August 26, 2009, the application will be returned.
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received in this Office prior to August 26, 2009, or the application will be
returned as incomplete. The return of a project will necessitate resubmittal of all required items, including
the application fee. The Division is allowed 90 days from the receipt of a completed application to issue the
permit.
The construction of any impervious surfaces, other than a construction entrance under an approved
Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement action
pursuant to NCGS 143-215.6A.
Please reference my name, the State assigned project number, and the facility name on all
correspondence. If you have any questions please contact Georgette Scott, DWQ Stormwater Supervisor -
Wilmington Region at [phone].
Sincerely,
Mary a Naugle
Environmental Engineer
GDS/mjn: S:\WQS\STORMWATER\ADDINFO\2009\081207 ju109
Aft: Linda Lewis memos dated April 7 and June 17, 2009
CC: Tim Clinkscales, PE, Paramounte Engineering, Inc.
Georgette Scott — DWQ Stormwater Supervisor
Linda Lewis — DWQ Stormwater Program Manager
M.J. Naugle
a) / 46)
Page 2 of 2

tclinkscales
From:
Lewis,Linda [[e-mail]]
Sent:
Wednesday, June 17, 2009 11:08 AM
To:
tclinkscales
Cc:
Scott, Georgette; Johnson, Kelly
Subject:
RE: SW8 081207 Signature Clubhouse
Tim:
In the workshops we held before the 2008 coastal rules went into effect, we told everyone
that a site holding a GP for clearing and grading that submitted development plans after
October 1, 2008, would be subject to the October rules.
Holding a GP for Clearing and Grading is not a valid vested right to develop under the
1995 or Phase II rules. A vested right for this site would most likely take the form of an
approved preliminary plan from the local government dated prior to October 1, 2008, or for
the 1995 rules, dated prior to July 1, 2007.
Please note my new email address is [e-mail]
Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
E-mail correspondence to and from this address may be subject to the North Carolina Public
Records Law and may be disclosed to t1-4rd �'
y — par ties .
-----Original Message -----
From: tclinkscales [mailto:[e-mail]]
Sent: Tuesday, June 16, 2009 11:21 AM
To: Linda Lewis
Subject: RE: SW8 081207 Signature Clubhouse
Linda,
I wanted to follow up with this project and not resubmit the project without giving you a
heads up with regards to vested rights for the project. I am submitting the general
stormwater permit number and plans to verify such. Our resubmittal for this project will
also provide the detailed grading plan and will not be for a master type stormwater
permit. I am giving you such earlier because I do not want to surprise such when the
plans are resubmitted. Thanks for your patience and have a good day.
Tim
Tim Clinkscales, PE
PARAMOUNTE ENGINEERING, INC
5911 Oleander Drive, Suite 201
Wilmington, NC 28403
OFFICE: [phone]
FAX: [phone]
www.paramounte-eng.com
-----Original Message -----
From: Linda Lewis [mailto:[e-mail]]
Sent: Tuesday, April 07, 2009 12:13 PM
To: tclinkscales
1

SW8 081207 Signature Clubhouse
Subject: SW8 081207 Signature Clubhouse
From: Linda Lewis <[e-mail]>
Date: Tue, 07 Apr 2009 12:13:06 -0400
To: Tim Clinkscales <[e-mail]>
Tim:
I agree with Mary Jean on this one. The application was returned incomplete on
October 24, 2008, and resubmitted on December 10, 2008. In order to be vested to the
Phase II rules, you would need to provide a copy of the site, -,specific development
plan approved by the local government prior to October 1, 2008.
I think we can certainly write a permit for this project, but the pond will need to
be designed to meet the 2008 rules, unless you present a copy of a valid vested
right. Only projects which meet one or more of the requirements of Section 2.(d) of
the Session Law 2008-211 can be excluded from the stormwater management requirements
of that Session Law.
The SCS Method of calculating runoff volume is applicable only for LID projects.
Please use Scheuler's modified Rational method as outlined in Chapter 3 of the BMP
Manual to calculate the minimum required storage volume.
Thanks, zR 'fin C"9rPAM % Oup' (neTADC)-(teWS A \10Wme ��
Linda MVLA NG, C+Dk (V cN 45� bA, & s .
Email correspondence to and from this address may be subject to the North Carolina
Public Records law and may be disclosed to third parties.
1 of 1 4/7/2009 12:15 PM

Applicant
Date
Stormwater Application No. SW8
February 3, 2009
John Atkinson, Jr., Manager
Reserve Development Co., LLC
P.O. Box 10879
Southport, NC 28461
Subject: Request for Additional Information
Stormwater Project No. SW8 081207
The Signature Clubhouse at St. Jaynes Plantation
Brunswick County
Dear Mr. Atkinson:
The Wilmington Regional Office received a State Stormwater Management Permit
Application for The Signature Clubhouse at St. James Plantation on December 9, 2008. A
preliminary review of that information has determined that the following information is needed to
continue the stormwater review:
1. Please delineate the bearings and distances on the property/project lines.
Although the drainage areas are shown on the plans, no bearings or distances
were reported. ApoeEssev &tvq(o9
2. Delineate built -upon areas on the plans consistent With the application.
RflOQ.�SED �l QD4
3. Demonstrate that all runoff from built -upon areas is collected and routed to the
treatment ponds. --� G /,41�
4. Provide details on the plans for: grading, dimensions for all proposed built -upon
areas, roads, parking, cul-de-sacs, including sidewalk width, radii, dimensions
and slopes, dimensions for each line and arc formed by the permanent pool
contour, proposed contours, spot elevations, finished floor elevations, pipe
inverts, roof drain collection lines, building footprint, etc. If you do not have
sufficient information available to provide the required information for items 2, 3,
and 4; then a stormwater permit cannot be issued. Alternatively, a grading and
clearing permit may be requested to open the site with a construction entrance
only. s'en
r� 5. Please calculate the peak flow runoff based on Rational method, BMP 3.2. The
/vim discrete SCS curve number method may be used only when the site design is
-�D Low Impact Development (LID). BMP 3.3.2.
Y (GUS P- cm?-eAaEt✓ vbu,LmE= Pp-b-iive wn0 R C1LLIREfl C.6A ee,-To je-:;-M6��TE
6. Please provide consistent values for pond surface areas at each elevation on
both the supplement and calculations. For example, the following is reported:
Supplement Calculations Plans
Pond #1 area at btm of shelf (59.5 ft) 18,315 sf e-35,811 sf 18,315 clwmm
S [based on calc value 59 ft & 60 ft]
_% P r
nd "4
aarea at PP at 60 ft
Pond #1 area at TP at 60.4ft
27,778 sf
42,076 sf
39,054 sT 20,965
41,542 sf
Pond #1 area at top of shelf (60.5ft)
23,695 sf
42,000 sf
Pond #2 area at btm of shelf (56.5ft)
4,173 sf
-6,029 sf 4,173
[based on calc value 56 ft & 57 ft]
Pond #2 area at PP of 57 ft.
7,333 sf
7,333 sf 5,685sf 7'
G
0
Page 1 of 2

Applicant
Date
Stormwater Application No. SW8
7. Provide a consistent values for the sediment cleanout elevation on the O&M and
the supplement.
Supplement O&M
Pond #1 sediment cleanout elevation 51 ft. 52.5 ft
Pond #2 sediment cleanout elevation 53 ft. 53.25 ft
8. Please remember that a change to one number may have a domino effect on
other numbers. Please check all plans, calculations and forms and make
changes as needed.
Please note that this request for additional information is in response to a preliminary
review. The requested information should be received in this Office prior to March 6, 2009, or
the application will be returned as incomplete. The return of a project will necessitate
resubmittal of all required items, including the application fee.
If you need additional time to submit the information, please mail, email or fax your
request for a time extension to the Division at the address and fax number at the bottom of this
letter. The request must indicate the date by which you expect to submit the required
information. The Division is allowed 90 days from the receipt of a completed application to issue
the permit.
The construction of any impervious surfaces, other than a construction entrance under
an approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is
subject to enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. If you have
any questions please call me at [phone] or email me at [e-mail].
�Sincerely,
u �l
Ma laniaugle
GDS/mjn: S:IWQSISTORMWATERIADDINFO120091081207 jan09
CC- Tim Clinkscales, PE, Paramounte Engineering, Inc.
M.J. Naugle
Page 2 of 2

St James State Stormwater Applications
SW8 081207 — Signature Clubhouse at St James Plantation
SW8 051221 Modification - Reserve at St James, Ph V
M.J. Naugle — DWQ WiRO Reviewer
SW8
081207
SW8
051221
Mod
Application submitted
9/26/08
9/10/08
Application returned based on CR-
not complete
10/24/08
MJN
mail
10/2/08
Linda
Scope Meeting, MJN, Linda, Tim,
mills
11/13/08
11/13/08
Memo Clinkscales
11/13/08
E-mail
11/13/08
Memo Naugle
11/17/08
E-mail
11/17/08
2b231
Application complete
12/9/08
12/10/09
Ad info requested -1
2/3/09
mail
2/20/09
Scope meeting, MJ, Tim
2/24/09
2/24/09
Request extension Clinkscales-
approved from 3/9/09 to 3/20/09
3/5/09
E-mail
Extension approved MJ
4/1/09
4/l/09
MU memo
3/1',/C9
3/ 17/09
Clinkscales memo to Linda
requested further review by Linda
Lewis Program Manager
3/23/09
E-mail
3/23/09
Linda memo to Clinkscales
3/23/09
E-mail
3/23/09
Clinkscales memo to Linda
4/09
E-mail
4/09
Linda further review e-mail response
4/6/09
E-mail
4/6/09
Clinkscales memo promising "to get
these in a few weeks"
4/8/09
E-mail
4/8/09
MJ resent ad info request - 2
5/27/09
E-mail
5/27/09
Clinkscales request extension
5/29/09
E-mail
5/29/09
GDS approved extension to 6/20/09
6/l/09
Consultant
medical
6/1/09
Ad info response from Clinkscales
6/19/09
mail
6/19/09
Ad info request from MJ
7/24/09
Mail &
E-mail
7/24/09
Ad info response from Clinkscales
not complete
7/27/09
E-mail
7/27/09
Project Return
7/29/09
mail
7/29/09
Last update: ivljn 7/29/09
File: stormwater/ permit/0812.07ti.me ju109

���
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins
Governor Director
July 24, 2009
John Atkinson, Jr., Manager
Reserve Development Co., LLC
P.O. Box 10879
Southport, NC 28461
Subject: Request for Additional Information
Stormwater Project No. SW8 081207
The Signature Clubhouse at St. James Plantation
Brunswick County
Dear Mr. Atkinson:
Dee Freeman
Secretary
The Wilmington Regional Office received a State Stormwater Management Permit Application for
The Signature Clubhouse at St. James Plantation on December 9, 2008 with additional information
submitted on June 19, 2009. A preliminary review of that information has determined that the following
information is needed to continue the stormwater review:
Please note this permit will be issued in accordance with the 2008-211 session law.
Although the application was first submitted on September 26, 2008, it was not complete,
returned on October 24, 2008 and not accepted until December 9, 2008. Communications
between Mary Jean Naugle, as well as Linda Lewis on April 9 and June 17, 2009 defined
the requirements for vested rights. A Land Quality approval for sediment and erosion
control is not valid vested rights for state stormwater. A grading and clearing permit is not
valid vested right to develop under the NPDES ph II rules. A site specific plan approved
from the local government, dated prior to October 1, 2008, is vested rights and was not
provided. [memo attached for your reference]
2. Please calculate the peak flow runoff based on Rational method, BMP 3.2. The discrete
SCS curve number method may be used only when the site design is Low Impact
Development (LID). BMP 3.3.2 or in accordance with BMP section 3.3, (the last sentence of
the paragraph) -"If the SCS method yields a greater volume, then it can also be used."
Please provide both methods to demonstrate that the method proposed yields a greater
volume. Communications from Linda Lewis on April 7, 2009 reiterated this requirement.
[memo attached for your reference]
3. Please provide consistent values for pond surface areas at each elevation on both the
supplement and calculations. For example, the following is reported:
Supplement Calculations Plans(C-7.1)
Pond #1 area at PP at 60 ft 27,778 sf 27,778 sf 20,965 sf
Pond #it1 average depth 5.19 ft 9 ft 6.7 ft
Pond #2 average depth 2.12 ft 4 ft 3.1 ft
[A minimum of 3 foot average depth is required and is the average - not the maximum
depth between the cleanout elevation and the permanent pool.]
Pond #2 area at PP of 57 ft. 7,333 sf 7,333 sf 5,685 sf
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
Phone: [phone] FAX: [phone] Customer Service:1-877-623-6748 Nb Carolina
uu Internet: wwonnMaterquality.org al�
An Equal Opportunity 1 Affirmative Action Employer � atmrall

4. Provide consistent values for the sediment cleanout elevation on the O&M and the
supplement. The sediment cleanout elevation is one,foot above the bottom as defined by
the current BMP section 10 Fig. 10-2b. Tim Clinkscales mentioned 25% is proposed and
that basis is not current with the October 2007 BMP revisions.
Supplement O&M
Pond #1 sediment cleanout elevation 51 ft. 52.5 ft
Pond #2 sediment cleanout elevation 53 ft. 53.25 ft
5. Please provide a table of elevations, areas, incremental volumes and accumulated volumes
for overall pond and forebay to verify volumes. Permanent pool elevations were provided
with the June 19, 2009 submittal but were not updated for the temporary pool, shelf,
cleanout and bottom elevations, surface areas and volumes, etc... These were provided in
the calculations for the December 9, 2008 submittal, but the information has changed, so
please update for the current design. For example, the December 9 submittal reported a
bottom of shelf elevation of 59.5 ft with a surface area of 5,276 sf; whereas the June 19,
2009 submittal reports a surface area of 18,315 sf. The table for all surface areas and
volumes at each elevation between the bottom and top of pond are required to verify
reported values. Based on the current information provided on June 19, 2009 in the
supplement and calculations, I cannot verify that the required storage volume of 15,300 cf is
provided in the proposed design for Pond #1. Based on information submitted it appears
there is only 13,971 cf of volume proposed between the permanent pool and the temporary
pool.
6. Please remember that a change to one number may have a domino effect on other
numbers. Please check all plans, calculations and forms and make changes as needed.
7. Please note that the state stormwater process allows two (2) additional information requests
on an application and then the application is returned. The first additional information
request was mailed on February 3, 2009 with several extension for re -submittal granted until
June 19, 2009. This is the second additional information request. If the information is not
submitted complete as requested by August 26, 2009, the application will be returned.
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received in this Office prior to August 26, 2009, or the application will be
returned as incomplete. The return of a project will necessitate resubmittal of all required items, including
the application fee. The Division is allowed 90 days from the receipt of a completed application to issue the
permit.
The construction of any impervious surfaces, other than a construction entrance under an approved
Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement action
pursuant to NCGS 143-215.6A.
Please reference my name, the State assigned project number, and the facility name on all
correspondence. If you have any questions please contact Georgette Scott, DWQ Stormwater Supervisor -
Wilmington Region at [phone].
/Siinnc-erely,
Mary�aNaugle
Environmental Engineer
GDS/mjn: S:IWQSISTORMWATERIADDINFO120091081207 ju109
Att: Linda Lewis memos dated April 7 and June 17, 2009
CC: Tim Clinkscales, PE, Paramounte Engineering, Inc.
Georgette Scott — DWQ Stormwater Supervisor
Linda Lewis — DWQ Stormwater Program Manager
M.J. Naugle
Page 2 of 2

Ajo,a
NCDENR
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
July 6, 2005
LETTER OF APPROVAL WITH MODIFICATIONS AND
PERFORMANCE RESERVATIONS
Annapolis Management Co., LLC
Mr. John T. Atkinson, Mgr.
PO Box 10879
Southport, NC 28461
RE: Project Name: The Reserve @ St. James, Phase 2 Acres Approved: 23.5
Project ID: Bruns-2005-380
County/Town/Street: Brunswick, Hwy. 211
River Basin: Cape Fear
Submitted By: McKim & Creed ,
Date Received by LQS: June 15, 2005
Plan Type: NEW
Dear Mr. Atkinson:
This office has reviewed the subject erosion and sedimentation control plan and hereby
issues this Letter of Approval with Modifications and Performance Reservations. A list of the
modifications and reservations is attached. This plan approval shall expire three (3) years
following the date of approval, if no land -disturbing activity has been undertaken, as is required
by Title 15A NCAC 4B .0129. Should the plan not perform adequately, a revised plan will be
required (G.S. 113A-54.1)(b).
Please be advised that Title 15A NCAC 4B.0118(a) requires that a copy of the approved
erosion control plan be on file at the job site. Also, you should consider this letter to give the
Notice required by G.S. 113A-61.1(a) of our right of periodic inspection to insure compliance
with the approved plan.
North Carolina's Sedimentation Pollution Control Program is performance -oriented,
requiring protection of existing natural resources and adjoining properties. If, following the
commencement of this project, it is determined that the erosion and sedimentation control plan is
inadequate to meet the requirements of the Sedimentation Pollution Control Act of 1973 (North
Carolina General Statute 113A-51 thru 66), this office may require revisions to the plan and
implementation of the revisions to insure compliance with the Act.
Wilmington Regional Office
127 Cardinal Drive Ext., Wilmington, North Carolina 28405-3845 • Phone: [phone]; FAX: [phone]

Letter of Approval with Modifications and Performance Reservations
Mr. John T. Atkinson
July 6, 2005
Page 2 of 4
Acceptance and approval of this plan is conditioned upon your compliance witi� Federal
and State water quality laws, regulations, and rules. In addition, local city or county ordinances
or rules may also apply to this land -disturbing activity. This approval does not supersede any
other permit or approval.
Please be aware that your project will be covered by the enclosed NPDES General
Stormwater Permit NCGOI000 (Construction Activities). You should first become familiar with
all of the requirements for compliance with the enclosed general permit.
Please note that this approval is based in part on the accuracy of the information provided
in the Financial Responsibility Form, which you have provided. You are requested to file an
amended form if there is any change in the information included on the form. In addition, it
would be helpful if you notify this office of the proposed starting date for this project. Please
notify us if you plan to have a preconstruction conference.
Your cooperation is appreciated.
SLaniel
ince�rely,
S
Regional Engineer
Land Quality Section
Enclosures: Certificate of Approval
Modifications and Performance Reservations
NPDES Permit
cc: Tim Clinkscales, PE, McKim & Creed
LQS-WiRO

Letter of Approval with Modifications and Performance Reservations
Mr. John T. Atkinson
July 6, 2005
Page 3 of 4
MODIFICATIONS AND PIELURI ORMANCE RESERVATICivS
Project Name: The Reserve aa, St. James, Phase 2
Project ID: Bruns-2005-380
County: Brunswick
1. This plan approval shall expire three (3) years following the date of approval, if no land
disturbing activity has been undertaken, as is required by Title 15A NCAC 4B.0029.
2. The developer is responsible for the control of sediment on -site. If the approved erosion and
sedimentation control measures prove insufficient, the developer must take those additional steps
necessary to stop sediment from leaving this site. Each sediment storage device must be
inspected after each storm event. Maintenance and/or clean out is necessary anytime the device
is at 50% capacity.
3. Any and all existing ditches on this project site are assumed to be left undisturbed by the
proposed development unless otherwise noted. The removal of vegetation within any existing
ditch or channel is prohibited unless the ditch or channel is to be regarded with side slopes of 2
horizontal to 1 vertical or less steep. Bank slopes may be mowed, but stripping of vegetation is
considered new earth work and is subject to the same erosion control requirements as new
ditches.
4. The developer is responsible for obtaining any and all permits and approvals necessary for the
development of this project prior to the commencement of this land disturbing activity. This
could include agencies such as the Division of Water Quality's stormwater regulations, their
enforcement requirements within Section 401 of the Clean Water Act, the U.S. Army Corps of
Engineers' jurisdiction of Section 404 of the Clean Water Act, the Division of Coastal
Management's CAMA requirements, the Division of Solid Waste Management's landfill
regulations, the Environmental Protection Agency and/or The U.S. Army Corps of Engineers
jurisdiction of the Clean Water Act, local County or Municipalities' ordinances, or others that
may be required. This approval cannot supersede any other permit or approval; however, in the
case of a Cease and Desist Order from the Corps of Engineers, that Order would only apply to
wetland areas. All highland would still have to be in compliance with the N.C. Sedimentation
Pollution Control Act.
5. If any area on site falls within the jurisdiction of Section 401 or 404 of the Clean Water Act, the
developer is responsible for compliance with the requirements of the Division of Water Quality,
the Corps of Engineers and the Environmental Protection Agency (EPA) respectively. Any
erosion control measures that fall within jurisdictional wetland areas must be approved by the
aforementioned agencies prior to installation. The Land Quality Section must be notified of a
relocation of the measures in question to the transition point between the wetlands and the
uplands to assure that the migration of sediment will not occur. If that relocation presents a
problem or contradicts any requirements of cither DWQ, tl'ie Corps, or the EPA, it is the
responsibility of the developer to inform the Land Quality Section regional office so that an

Letter of Approval with Modifications and Performance Reservations
Mr. John T. Atkinson
July 6, 2005
Page 4 of 4
adequate contingency plan car be made to assure suffic:cilt erosion, control rema is on site.
Failure to do so will be considered a violation of this approval.
6. Any borrow material brought onto this site must be from a legally operated ,nine or other
approved source. A single use borrow site or an area to waste material is only permissible if it is
operated under the total control of the Financially Responsible person or firm who is developing
this site and has been separately permitted and incorporated as part of this plan meeting all the
requirements of NC General Statue 74-49(7)f.
7. This permit allows for a land disturbance, as called for on the application plan, not to exceed
23.5 acres. Exceeding that acreage will be a violation of this permit and would require a
revised plan and additional application fee. Any addition in impervious surface, over that
already noted on the approved plan, would also require a revised plan to verify the
appropriateness of the erosion control measures and stormwater retention measures.
8. The project as proposed limits land disturbance to the street right-of-ways and easements and
does not allow for any grading of lots.
9. The construction detail for the proposed silt fence requires reinforcing wire and posts a
maximum of 10 feet apart. Omission of the reinforcing wire is a construction change that
necessitates more posts for support, i.e., the spacing distance needs to be reduced to no greater
than 6 feet apart.
10. Because the sediment retention ponds are shown on the plan as the primary sedimentation and
erosion control devices on this project, it is necessary that the ponds and their collection systems
be installed before any other grading takes place on site. If that proves to be impractical, a
revised plan must be submitted and approved that addresses erosion and sediment control needs
during the interim period until the ponds are frilly functioning.
11. A graveled construction entrance must be located at each point of access and egress available to
construction vehicles during the grading and construction phases of this project. Access and
egress from the project site at a point without a graveled entrance will be considered a violation
of this approval. Routine maintenance of the entrances is critical.
12. The North Carolina Sedimentation Pollution Control Act mandates a shortened time frame in
which to re-establish vegetative groundcover. Slopes (including cuts, fills, and ditch banks) left
exposed will, within 15 working days or 30 calendar days (whichever is shorter) after completion
of any phase of grading, be planted or otherwise nrovided with groundcover sufficient to
permanently restrain erosion.

C
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OF VA Michael F. Easley, Governor
William G. Ross, Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
August 10, 2005
Mr. John A. Atkinson, Jr.
PO Box 10879
Southport, NC 28461
Subject: Stormwater Permit No. SW8 050637
The Reserve at St. James Plantation Phase 2
General Permit -Clear and Grade
Brunswick County
Dear Mr. Atkinson:
In accordance with your application to be covered under the State Stormwater General Permit
for Clearing and Grading a Proposed Site, received on June 15, 2005, we are forwarding
herewith the subject Certificate of Coverage Number SW8 050634 to clear and grade a
proposed development site where the final design is not yet known and the developer has not
requested the appplication be placed on hold, under the subject General Permit. This permit is
issued pursuant to the requirements of North Carolina General Statute 143-215.1 and Title
15A NCAC 2H .1000, the stormwater management rules.
Please take notice that this Certificate of Coverage is not transferable except after notice to the
Division of Water Quality (DWQ� The DWQ may require modification or revocation and
reissuance of the Certificate of overage.
This permit does not affect the legal requirement to obtain other permits which may be
required by the Division of Water Quality the Division of Land Resources, Coastal Area
Management Act, or any other Federal, State, or Local agency, law, rule, or ordinance.
If you need a copy of the General Permit, or have any questions concerning this permit, or
need additional information this matter, please contact either Linda Lewis or me at (910) 796-
7215.
Since y,
Edward Beck
Regional Supervisor
Sur -face Water Protection Section
ENB/arl: S:\WQS\STORMWAT\PERMIT\050637.aug05
cc: Tom Clinkscales, P.E., McKim and Creed
Delaney Aycock, County Building Inspections
Linda Lewis
Wilmington Regional Office
Central Files
North Carolina Division of Water Quality 127 Cardinal Drive Extension Phone [phone]
Wilmington Regional Office WiImingtnn, NC 26405-3845 FAX (910) 3%2004 !n*~met• www.enr.state.nw s One
N_
OfthC.arohna
An Equal Opportunity/Affirmative Action Employer— 50% Recycled/10% Post Consumer Paper )VI& ly

STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORiinWATER MANAGEMENT GENERAL PERMIT NO. SWG030000
CERTIFICATE OF COVERAGE NO. SW8 050637
CLEAR AND GRADE A PROPOSED SIT E
In compliance with the provisions of North Carolina General Statute 143-215.1,
as amended, other lawful standards and regulations promulgated and adopted by
the North Carolina Environmental Management Commission, and 15A NCAC
2H.1000, the Stormwater rules,
Mr. John Atkinson, Jr.
is hereby authorized to clear and grade a proposed development site located at
The Reserve at St. James Plantation Phase 2
St. James Plantation
Southport
Brunswick County
to receiving waters designated as Beaver Dam Creek, class SC Sw HQW waters
in the Lumber River Basin, in accordance with the provisions of the General
Permit for Clearing and Grading, No.SWG030000, and the approved sormwater
management plans and specifications, and other supporting data as attached
and on file with and approved by the Division of Wafer Quality and considered a
part of this permit for the subject project.
This Certificate of Coverage shall become effective August 10, 2005.
Signed is the 10th day of August 2005.
Division of WW. ater Quality Director
By Authority of the Environmental Management Commission

State Stormwater Management Systems
Permit No SW9 D
DIVISION OF WATER QUALITY / WATER QUALITY SECTION
STATE STORMWATER NOTICE OF INTENT
GENERAL PERMIT TO CLEAR AND GRADE A PROPOSED DEVELOPMENT SITE
State Stormwater Management Application Notice of Intent for coverage under the General
Stormwater Management Permit to Clear and Grade a proposed development site.
For the clearing and grading only of a proposed development site where the final design is not
known, and the developer has not requested that the application be placed on administrative hold.
(Please print or type)
1. Mailing address of owner/developer: (The address to which all permit correspondence will be mailed)
Name John A. Atkinson, Jr., Manager
Street Address Post Office Box 10879 -
City Southport State NC ZIP 28461
Telephone No. [phone] FAX [phone]
2. Location of proposed project:
Project Name Phase 2 The Reserve at St. James Plantation
Contact Person John A. Atkinson, Jr.
Street Address Post Office Box 10879
City Southport State NC ZIP 28461
County Brunswick
Telephone No. [phone] FAX _(910) 253-4794
3. Physical Location Information:
Please describe how to get to the project, using street names, state road numbers, and the distance and
direction from the nearest major intersection: US Highway 74 West for 3.6 miles, bear right on US Highway
17 South for 22.2 miles, turn left onto NC-211 East for 11.5 miles to the main entrance of The Reserve on
the riaht.
4. What is the name of the receiving stream: Beaver Dam Creek
5. Receiving Stream Classification: SC - SW HQW
6. This Certificate of Coverage is being submitted as a result of:
® New or proposed project ❑ Modification to an existing project
Existing COC or Permit Number: _
Date project scheduled to begin construction: July 2005
7. What is the total project area above mean high water? 1,025.177ft2
B. Will wet detention or other ponds be constructed at this site?
❑ YES ❑ NO Note: all ponds that may potentially be used later as stormwater treatment systems
must be built to State Design standards, to include a forebay and a 10' wide vegetated shelf.
9. Please list all proposed piping, ditches, and drainage alterations to be constructed as part of this project:
(attach an additional sheet if needed)
C M4-f%abverol fhe GP -
Form SWU-115-110503 Page i of 2

State Stormwater Management Systems
Permit No.t ,0JfAS-6b3 ;X-
swales to either wetland areas or stormwater ponds. Low density stormwater treatment measures
aluminum box culverts burried 1.0' for major stream / wetland crossings.
10. Is the project within 575' of the Mean High Water line of class ORW waters?
❑ YES ® NO
11 _ Are there any wetlands on the site?
® YES ❑ NO Delineated on the plans and approved by USACOE.
12. Please list all other Best Management Practices employed at this site:
13. Certification:
North Carolina General Statute 143-215.6 b (i) provides that:
Any person who knowingly makes any false statement, representation, or certification in any
application, record, report, plan, or other document filed or required to be maintained under Article 21
or regulations of the Environmental Management Commission implementing that Article, or who
falsifies, tampers with or knowingly renders inaccurate any recording or monitoring device or method
required to be operated or maintained under Article 21 or regulations of the Environmental
Management Commission implementing that Article, shall be guilty of a misdemeanor punishable by a
fine not the exceed $10,000, or by imprisonment not to exceed six months, or by both. (18 U.S.C.
Section 1001 provides a punishment by a fine of not more than $10,000 or imprisonment of not more
than 5 years, or both, for a similar offense.)
I hereby request coverage under the referenced General Permit. I understand that coverage under this
permit will constitute the permit requirement for the project and is enforceable in the same manner as an
individual permit.
I certify that I am familiar with the information contained in the application and that to the bast of my
knowledge and belief such information is true, complete, and accurate.
Printed name of person signing: John A. Atkinson Jr.
Title: Manager
ds"
(Si ure of Applicant) (Date sre
A check or money order must accompany this Notice of Intent for $420.00, made payable to NCDENR.
This application will be returned unless all of the following items are submitted:
® This completed form
® Two sets of site and grading plans
A check for $420.00
A USGS map with the project clearly located on it.
Mail the entire package to: NCDENR Division of Water Quality
Water Quality Section — Stormwater
127 Cardinal Drive Extension
Wilmington, NC 28405
Note: The submission of this document does not guarantee the issuance of a Certificate of Coverage under the
Genera! Permit.
Form SWU-115-110503 Page 2 of 2

State Stormwater Management Systems
Permit No. SW
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
GENERAL PERMIT
TO CLEAR AND GRADE A PROPOSED SITE
UNDER 15A NCAC 211.1000
In compliance with the provisions of Article 21 of Chapter 143, General Statutes of North
Carolina as amended, and other applicable Laws, Rules and Regulations promulgated and
adopted by the North Carolina Environmental Management Commission.
All owners or developers of projects where either a CAMA Major Permit or a Sedimentation
Erosion Control Plan approval is required, and the proposed final development plan is not
known, are hereby authorized to clear and grade a proposed development site in compliance with
the General Permit conditions and the provisions of 15A NCAC 2H .1000 (hereafter referred to
as the "stormwater rules"), the approved stormwater management plans and specifications, and
other supporting data as attached and on file with and approved by the Division of Water Quality
and considered a part of this general permit.
The General Permit shall become effective on September 1, 2003.
Signed this 13 day of , 2003.
anmek, .E., Director
Division of Water Quality
By the Authority of the Environmental Management Commission

State Stormwater Management Systems
Permit No. SW
W-WIM106-1007X*i_01Wii1I*`
Until this permit is modified or rescinded, permittees are authorized to clear and grade a
proposed site subject to the following standards. All stormwater runoff from these projects shall
be in accordance with the attached schedules as follows.
Section A —Final Limitation and Controls
Section B — Schedule of Compliance
Section C — General Conditions
STANDARD CONDITION FOR GENERAL PERMITS
This General Permit does not relieve the permittee from responsibility for compliance with any
other applicable federal, state, or local law, rule, standard, ordinance, order, judgement, or
decree.
GENERAL PERMIT COVERAGE
All persons desiring to be covered by this General Permit must register with the DWQ or
appropriate delegated agency by the filing of a Notice of Intent (NOI) and applicable fees. The
NOI shall be submitted and a certificate of coverage issued prior to the clearing and grading of a
proposed site.
Any owner or developer not wishing to be covered or limited by this General Permit may make
application for an individual Stormwater Management Permit in accordance with NCAC
211.1000, stating the reasons supporting the request. Any application for an individual permit
should be made at least 90 days prior to the time the permit is needed.
This General Permit does not cover activities covered by an individual permit. Any person
conducting an activity covered by an individual permit but which could be covered by this
General Permit may request that the individual permit be rescinded and coverage under this
General Permit be provided.
The definition of any word or phrase in this General Permit shall be the same as given in Article
21, Chapter 143 of the General Statutes of North Carolina, as amended. Other words and phrases
used in the General Permit are defined in 15A NCAC 2H.1002.

State Stormwater Management Systems
Permit No. SW
SECTION A: FINAL LIMITATIONS AND CONTROLS
During the period beginning on the effective date of the general permit, the Permittee is
authorized to clear and grade a proposed site. Storniwater runoff from the site shall be in
accordance with the following ccr►ditions:
1. Only clearing and grading activities are permitted. The permittee must submit a
modification and receive approval prior to the construction of any built -upon surfaces.
2. The clearing and grading activity approved for this site is subject to the Sedimentation
Erosion Control.(SEC) requirements of North Carolina, therefore, a stormwater
management permit is required for any future development on any part of the project area
covered by the SEC plan.
3. Approved plans and specifications for projects covered by this permit are incorporated by
reference and are enforceable parts of the permit.
4. No new stormwater piping shall be allowed except that minimum amount necessary to
direct runoff beneath an impervious surface such as a road and that minimum amount
needed under driveways to provide access to lots.
5. The only runoff conveyance systems allowed will be vegetated conveyances such as
swales with minimum side slopes of 3:1 (H: V) as defined in the stormwater rules and
approved by the Division.
6. The approved Site & Grading plan shall contain the following items:
a. A clear vicinity map showing the direction and distance to the nearest town or
city, street name, street number and the nearest intersection of two major roads.
b. The receiving waters.
C. The site drawn to scale showing all proposed built -upon surfaces.
d. All existing and proposed contours and spot elevations.
e. A legend of all symbols used on the site plan.
f. A delineation of the property lines with bearings and distances.
g. A delineation of jurisdictional 401/404 wetlands and coastal wetlands, or a note
on the plans stating that none exist.
h. A delineation of the 575' AEC area as applicable.
i. A delineation of the 30' buffer area.
j. A calculation of the proposed amount of built -upon area.

State Stormwater Management Systems
Permit No. SW
SECTION B: SCHEDULE OF COMPLIANCE
1. The permittee shall at all times provide adequate stabilization measures in conformance
with the approved Site & Grading Plan and Erosion Control Plan.
2. The permittee shall submit all information requested by the Director, or his representative
within the time frame specified in the written information request.
3. The permittee shall submit to the Director and shall have received approval for revised
plans, specifications, and calculations prior to construction, including, but not limited to,
the following items:
a. Any revision to the approved plans, regardless of size.
b. Project name change.
C. Transfer of ownership.
d. Redesign of, addition to or deletion of the approved amount of built -upon area,
regardless of size.
e. Further subdivision of the project area.
f. Alteration of the proposed drainage.
4. The Director may determine that revisions to the project will require a modification to
permit coverage.
5. The Director may notify the permittee when the permitted site does not meet one or more
of the-ininimum requirements of Ule G-rierai "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.
6. Any ponds built or expanded on this project after land disturbance has begun, that might
be used as a stormwater treatment device in the future, must be constructed with a
forebay and a' 10' wide 6:1 sloped vegetated shelf, per the requirements of the stormwater
rules.
7. The site may not be subdivided, sold, or developed with impervious surfaces until a
modification to this permit is submitted and approved.

State Stormwater Management Systems
Permit No. SW
SECTION C: GENERAL CONDITIONS
1. Failure to abide by the conditions and limitations contained in the General Permit is
considered a violation of NCAC 2H.1000, and is grounds for enforcement action in
accordance with North Carolina General Statutes 143-215.6A to 143-215.6C, or for
ccrdficate of coverage termination, revocation and raissuance, or modification in
accordance with NCGS 143-215.1.
2. The certificate of coverage is not transferable except after notice to and approval by the
Director. In the event of an ownership change, the Director may require a separate NOI
and certificate of coverage. The approval of this request will be considered on its merits,
and may or may not be approved. The permittee is responsible for compliance with all
permit conditions until such time as the Director approves the transfer.
3. The issuance of this general permii does not prohibit the Director from reopening and
modifying the general permit, revoking and reissuing the general permit, or terminating
the general permit as allowed by the laws, rules, and regulations contained in NCGS 143-
215.1 and 15A NCAC 2H.1000.
4. The certificate of coverage is issued in accordance with this general permit and may be
modified, revoked and reissued, or terminated for cause. The notification of planned
.modifications or non-compliance does not stay any general permit condition.
5. Upon the presentation of proper credentials, and during normal business hours, the
permittee shall allow the Director, an authorized representative of the Director, or DENR
staff, to enter the property, inspect the project for compliance with the permit, and sample
or monitor for water quality.
6. The permittee shall notify the Division of any name, ownership or mailing address
changes within 30 days.
7. Any person who knowingly makes any false statement, representation, or certification
regarding the project shall be subject to civil or criminal penalties.
8. The General Permit, Notice of Intent, Certificate of Coverage, approved plans and
supporting documentation are considered public record and are open for inspection.

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WET DETENTION POND ANALYSIS
FILE NAME:
S:IWQSWMRMWATERIEXCELSPREADSHEETSIPONDlO81207 ju109.WK1
PROJECT #: SW8
081207 ju109 check sheet on
january
REVIEWER:
min
PROJECT NAME:
Original Run Date:
Note - User input boxes are shaded m blue.
Last Modified:
23-Jul-09
2606 rule
Pond 1
Pond 2
Pond 3
Pond 4
Pond 5
Pond 6
Receiving Stream:
f
Classification:
Index Number.
Onsile DA, sf=
3OU2400
Offsits DA, of =
0.00
0.00
0.00
0.00
0.00
0.00
Total Drainage Area,sf•
3NO24.00
102526,00
Total Drainage Area ac
7.023048669 12.353673095
0
0
0
0
Built -Upon Area
Buildings/Lots, at--
Streets/Parking, sf=
Sidewalk/Concrete, sf=
Other, sf=
119552.00
38994.00
Offsits, sf=
Total Built -upon Area:
F119552.00
38994.00
0.00
0.00
0.00
0.00
Minimum Surface Area
% impervious
39.08%
38.03%
#DIV/01
#DIV/01
#DIV/01
#DIV/01
Avg. Design Depth. ff:
52
30
I
TSS (85% or 90%):
90
90
SA/DA ratio
2.74%
4.30%
#DIV/0!
#DIV/0!
#DIV/0!
#DIV/01
Req. Min. Sur. Area
8397
4412
#DIW01
#DIV/01
I #DIV/01
#DIV/01
Temporary Storage Volume Calculations
Within 1/2 mile SR? Y or
n
n
Runoff Depth
1.5
1.5
3.7
3.7
3.7
3.7
Pre/ Rv
0.050
0.050
0.050
0.050
0.050
0.050
PostlRv
0.402
0.392
#DIV/01
#DIV/01
#DIV/01
#DIV/01
1 yr 24 hr Pre/ Volume, c
4716
1581
0
0
0
0
1 yr 24 hr Post/ Volume,1
37892
12401
#DIV/01
#DIV/01
#DIV/01
#DIV/0!
Min Req Stg Volume=
15362
6028
#DIV/01
#DIV/01
#DIV101
#DIV/01
Top of Sediment Elev. Fr
5100
5300
Top of Sediment Area, sf
8080.00
174600
Bottom of shelf Elev. Fm
59.50
5650
Bottom of shelf Area, st
18315.00
417300
!
Permanent Pool Elev=
60.00
5700
Perm Pool Area--
27778
7333
Temp. Pool Elevation=
60.40
5761
Temp.Pool Area=
42076
9095
Total Volume Prov. =
13971
5011 I
0
0
0
0
�!?
Forebay Volume
Permanent Pool Vol:
123702
13235
0
0
0
0
Req. Forebay Volume=
24740
2647
0
0
0
0
Prov. Forebay Volume=
29W2
3135
Percent;-- (22>%>l8)
23%
24%
#DIV/01
#DIV/01
#DIV/01
#DIV/01
Max. Pump HP
1 I
NIA
WA
N/A
WA
NIA
Pond 1
Pond 2
Pond 4
Pond 5
Pond 6
Pond 7
Drawdown Orifice/Weir
Avg. Head, ft = 0.10
-18
0.00
0.00
0.00
0.00
Average Flow Q2, cfs 0.089
0.029
#DIV/01
#DIV10I
#DIV/01
#DIV/0!
Average Flow Q5, cfs 0.036
0.012
#DIV/0!
#DIV/0!
#DIV/0!
#DIV/01
Q2 Area, sq. in. = 8.466
2.037
#DIV/01
#DIV/0!
#DIV/0!
#DIV/0!
Q5 Area, sq. in. = 3.387
0.815
#DIV/01
#DIV/01
#DIV/0!
#DIV/01
No. Of Ori. 3 1
1
Orifice Diameter, in .= 250
150
Orifice Area, sq. in. = 4.909
1.767
0.000
0.000
0.000
0.000
Weir Height, inches=
Weir Length, inches=
Mir C= #DIV/0!
#DIV/01
#DIV/01
#DIV/01
#DIV/0!
#DIV/01
Mir U, off. length= -0.020
-0.037
0.000
0.000
0.000
0.000
Avg. Orifice Flowrate, Q, 0.052
0.025
0.000
0.000
0.000
0.000
Runoff Coefficient Cc 0.250
0.250
0.250
0.250
0.250
0.250
1 yr 24 hr Intensity, 1, !nfh 0.154
0.154
0.154
0.154
0.154
0.154
1 yr 24 hr Pre Q, its 0.271
0.091
0.000
0.000
0.000
0.000
Avg. Orificeflow<PreQ? OK
1 OK
N
N
N
N
Drawdown, days = 3.46_ _
2.31
#DIV101
#DN/01
p , K'.eo c.-ejZ:ry- '71�q-1o9
TMA N
r
ell 3(0`l ii a�oi-

PARAM -------
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NT
E N G I N E E F2 1 N G, I N G *�
5 9 1 1 OLEANDER DRIVE, S U I T Wn OJ) (r 1 9 % OR
WILM IN G T ON , N C 2 8 4 0 3
9 1 0- 7 9 1- 6 7 0 7( O) 9 1 0- 7 9 1- 6 7 6 0 ( F)
L E T T E R
To: NCDENR
Attn: I Mary Jean Naugle/Linda Lewis
e- re sending. ® Originals
Trhe following items: ❑ Correspondence
O F T R A N
S M I T T A L
Date
1 6/19/09
,
Re: f The Signature Clubhouse
At St. James Plantation
Project No. 1 08142.PE
® Prints ❑ Shop Drawings ® Calculations
® Plans ❑ Specifications ® Other as listed below
Quantity
Date
Dwg. No.
Description
2
24" x 36" Design Documents
1
6/15/09
Comment Response Letter
1
Wet Detention Pond #1 Calculations & Supplement
1
Wet Detention Pond #2 Calculations &Supplement
1
SWU-101 Page 2 & Attachment
1
Hydroflow Results
1
Existing Erosion Control permit (Bruns-2005-380)
1
Existing Stormwater permit (SW8 050637)
1
Set of approved plans (8-1/2 x 11)
1
9/26/08 NCDENR Submittal Package
ssue Statusj ® For Approval ❑ As Requested ❑ Construction ❑ Bid
❑ For Your Use ❑ For Review and Comment ❑ Approved as Noted ❑ See Remarks
etion Taken: ❑ No Exceptions Taken ❑ Make Corrections Noted ❑ Amend & Resubmit
❑ Rejected - See Remarks ❑ Approved as Submitted ❑ Other
Remarks:
Cc:
JUN i 'V2AU9
-r7 '
Signed: LEI'
rim Clinkscales, P.E.
BY:

PARAMOUNTE
E N G. I N E E F2 I N G,
June 15, 2009 rII.E C MXVZD
Mary jean Naugle
JUN 1.2009
NCDENR - DWQ BY.
127 Cardinal Drive Extension
Wilmington, NC 28405
RE: Response Submittal: The Signature Clubhouse at St. James Plantation
Dear Ms. Naugle:
On behalf of The Reserve Development Company we are submitting a response to your comment letter dated February
3, 2009. Please find your comments below with our response provided in bold.
1.) Please delineate the bearing and distances on the project boundary.
• This is shown on the site plan
2.) Delineate built -upon areas on the plans consistence with the application
• The calculations, supplements and permit applications reflect the same information
3.) Show all runoff from BUA is directed to the ponds.
The site plan has been generated and a site specific grading plan is enclosed which shows the
BUA is directed to the ponds.
4.) Show site specific plan. Also an erosion control permit may be required
• The enclosed grading and drainage plan identifies these items. The approved grading permit
is enclosed in the resubmitted set
5.) Please calculate the peak flow runoff based on Rational Method, BMP 3.2.
Our calculations and information on the supplement form represent the SCS curve number
method. We have been told and rightfully so that any acceptable method can be used for
such, we only need to specify on the supplement application our method. Section 3-2 states it
may be the primary method across NC in stormwater programs but that the design engineer
still has the ability to choose which methods can be used to calculate such items. Both SCS
and rational method are acceptable with the SCS being valid for all sites. We are not trying
to be hard to get along with but this is the method we use for water quantity control for the
county's or city's and is an acceptable engineering method for calculating such. For any
pre/post type calculations for pond routing, we believe this is the most accurate method.
6.) Please provide consistent values for pond surface areas at each elevation on the both the
Supplement and calculations
Please disregard the stage -storage calculations provided; these values are based on volumes
in the entire pond for flood -routing calculations, they reflect more than just the treatment
pond and are subsequently larger in value. The values given in the supplement are the
correct values due to the fact that the stage storage calculations include areas and volumes
for the state treatment pond and the addition storage for the county pre/post. In regard to
the areas provided at the top and bottom of the vegetative shelf, please note on the
supplement forms that we have provided the actual area of the vegetative shelf which occurs
5 9 1 1 O L E A N D E R D R I V E, S T E. 20 1, WILMINGTO N, NO 2 6 4 D
P H: ( 9 1 131 7 9 1 - 6 7 0 7 F A X: (9 1 D) 7 9 1 - 6 7 6

PARAMOUNTE
E N G 1 N I- E F2 1 N G. I N C.
only in the main pond (not in the forebay) and not the surface area across the entire nand at
that elevation.
7.) Please provide consistent values for the sediment cleanout elevation on the O&M and the supplement
Please note on the supplement, it was our understanding that the Division wanted the
elevation of the 1' of sediment storage for average depth calculations and on the O&M
agreements that the Division wants the client to clean the ponds once they reach 25% of their
design capacity.
8.) Update of plans and calculations based on above comments
• The updated plans, calculations and applications have been added to the submittal set
9.) Vested Rights
This question is not in the comment letter but is one we have been going through since the
beginning. Based on Ms. Lewis email response from Wednesday regarding such rights, we
submitted the project on September 26, 2008 before the October 1, deadline. Our ponds have
not changed configuration since the September 2008 submittal and we were given a SW
number. We again are not trying to cause trouble with NCDENR about this issue, but we
have followed the proper procedures to gain the necessary vested rights for the site including
providing the general permit number, site plan approval of this section of The Reserve at St
James Plantation, submitting by October 1 and designing the ponds for full buildout as a
master permit which is an acceptable practice. We have also taken the proper steps of not
going over the staffs head on this because we believe it is just a misunderstanding on when we
actually submitted the plans and the level of detail of the submittal in September 2008. In this
package, we are placing a copy of the plans submitted to your office in September 2008.
Thank you for your attention to this matter. If you have any questions regarding any of this information or require
additional material, please feel free to call. Thank you for your time and effort.
Sincerely,
Parramounte Engineering, Inc.
Giles!
Tim Clinkscales, PE
5 9 1 1 ❑ L E A N D E R D R I V E, S T E. 2 D 1, W I L M I N G T❑ N, NC 2 8 40 3
P H: 19 1 13 1 7 9 1 6 7❑ 7 r A X: 1 9 1 13 1 7 9 1 - 6 '/ 6 0

Project Name: Signature Athletic Club
Client: St. James
Project Number. 08142.PE
Prepared By: CWM
Date: 6118/09
Basin: DA #1 [POST]
DARAMOUNTE
- N-. N C C R 1 N- 1 N-
Drainage area= 7.02 acres = 0.011 miZ
% of Basin 00 50.0 0.0
% of Basin CN A CN B CN C
39.1 98 98 98
Open Space - Good 60.9 39 61 74
Sum: 100.0
Curve numbers taken from
TR-55
;N D Weighted CN
98 38.
80 42.93
Sum. $1.25
Use: 82
values input by user
= values calculated by spreadsheet
Basin: DA #2 [POST] Drainage area= 2.35 acres = 0.004 miZ
Land Use % of Basin CN A CN B CN C CN D Weighted CN
Impervious 38.1 98 98 98 98 37.34
Open Space - Good 61.9 39 61 74 80 43.E1a
Sum: 100.0 Sum 80.98
Curve numbers taken from: TR-55 URP.: fiA
Basin: OFFSITE [POST] Drainage area= 1.00 acres = 0.002 miZ
Land Use % of Basin CN A CN B CN C CN D Wel hted CN
Impervious 76.0 98 98 98 98
Open Space - Good 24.0 39 61 74 80 16,92
Sum: 1000 Sum: 91-40
Curve numbers taken from: TR-55 Use:O

Hydrograph Summary Report HydraflowHydrographsbylntelisolvev9.22
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
1
SCS Runoff
6.761
1
751
43,438
----
------
- -
DA #1: PRE
2
SCS Runoff
12.15
1
732
50,287
----
------
-----
DA #1: POST
3
SCS Runoff
3.318
1
724
10,588
---
---
----
OFFSITE: POST
4
Combine
14.12
1
730
60,875
2,3
----
-----
TO POND #1
5
Reservoir
3.988
1
756
39,555
2
60.53
22,533
POND #1
6
SCS Runoff
3.555
1
728
13,243
--
----
----
DA#2, PRE
7
SCS Runoff
4.469
1
728
16,253
---
----
------
DA #2: POST
8
Reservoir
1.637
1
746
13,927
7
57.76
6,672
POND #2
9
Combine
8.134
1
747
56,680
1, 6,
----
- -
PRE COMBINED
10
Combine
5.595
1
752
53,482
5, 8,
---
-----
POST COMBINED
Athletic
Club-MOD.gpw
Return Period:
1 Year
Thursday,
Jun 18, 2009

tclinkscales
From:
Lewis,Linda [[e-mail]]
Sent:
Wednesday, June 17, 2009 11:08 AM
To:
tclinkscales
Cc:
Scott, Georgette; Johnson, Kelly
Subject:
RE: S 8 081207 Signature Clubhouse
Tim:
In the workshops we held before the 2008 coastal rules went into effect, we told everyone
that a site holding a GP for clearing and grading that submitted development plans after
October 1, 2008, would be subject to the October rules.
Holding a GP for Clearing and Grading is not a valid vested right to develop under the
1995 or Phase II rules. A vested right for this site would most likely take the form of an
approved preliminary plan from the local government dated prior to October 1, 2008, or for
the 1995 rules, dated prior to July 1, 2007.
Please note my new email address is [e-mail]
Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
E-mail correspondence to and from this address may be subject to the North Carolina Public
Records Law and may be disclosed to third parties.
-----Original Message -----
From: tclinkscales [mailto:[e-mail]]
Sent: Tuesday, June 16, 2009 11:21 AM
To: Linda Lewis
Subject: RE: SW8 081207 Signature Clubhouse
Linda,
I wanted to follow up with this project and not resubmit the project without giving you a
heads up with regards to vested rights for the project. I am submitting the general
stormwater permit number and plans to verify such. Our resubmittal for this project will
also provide the detailed grading plan and will not be for a master type stormwater
permit. I am giving you such earlier because I do not want to surprise such when the
plans are resubmitted. Thanks for your patience and have a good day.
Tim
Tim Clinkscales, PE
PARAMOUNTE ENGINEERING, INC
5911 Oleander Drive, Suite 201
Wilmington, NC 28403
OFFICE: [phone]
FAX: [phone]
www.paramounte-eng.com
-----Original Message -----
From: Linda Lewis [mailto:[e-mail]]
Sent: Tuesday, April 07, 2009 12:13 PM
To: tclinkscales
1

Wet Detention Pond #1 Calculations
NC DENR Retention Requirements
Objective: design a wet detention basin with the following characteristics: a permanent water pool depth between 3- and
6-feet, a surface area that meets TSS removal requirements (values set by NC DENR and included here), a forebay that
is approximately 20% of the total pond volume, a temporary water pool sized to detain the initial 1.5 inch of rainfall runoff, an
outlet device that drains the temporary water pool within 2-5 days, and a length -to -width ratio of approximately 3:1.
Step 1: Determine the surface area required for 90% TSS removal
Post -Development Conditions
Total Drainage Area 7.02 ACRE Value from CAD
Impervious Drainage Area 2.75 ACRE_ Value from CAD
o Impervious Cover -(Impervious Drainage
Impervious Cover 39.2 /o Area)/(Total Drainage Area)*100%
Elevation of Permanent Pool Surface
60.0
FT
Value selected by designer
Depth of Permanent Pool
9.0
FT
Value selected by designer
Elevation of Wet Detention Pond Bottom
51.0
FT
(Bottom Elevation)=(Permanent Pool Surface
Elevation) -(Depth of Permanent Pool)
Approximate Pond Length
315
FT
Value from CAD
Approximate Pond Width
110
FT
Value from CAD
Length:Width Ratio
3:1
Ratio=(Len th)/ idth :1
Ranuired RAMA Ratin fnr 90% TRR Removal i Ron Value from chart. Reference: "90% TSS
-, -- - - - - - -- - -- - - - --- Removal
Required Permanent Pool Surface Area 4,893 SF Required Surface Area=(Required SAMA
Ratio)*(Total Drainage Area)
Provided Permanent Pool Surface Area 27,778 SF Interpolated value from stage -storage
calculations
Step 2: Determine the 1.5-inch runoff elevation within the wet detention pond.
Runoff Coefficient, Rv 0.403 IN/IN Rv=0.05+0.009*(% Impervious)
Required 1.5" Runoff Volume (Volume of 1 r QFlR rF 1.5" Runoff Vo1ume=1.5 in*Rv*1 foot/12
Temporary Pool) "" "' in*(Total Drainage Area)
Storage Elevation at Required Volume 60.40 FT Value is interpolation based upon stage -
storage values. See stage -storage calculations
JUN
$Y:
P:\Projects\St James\08142.PE Signature Athletic Club\Documents\Design Calculations\Stormwrater\POND#1

Step 3: Calculate the required forebay volume (18-22% of total pond volume) and compare to the forebay volume provided.
Total Treatment Pond Volume 144,279 CIF Value from stage -storage calculations
Required Forebay Volume 28,856 CIF 20% of Treatment Pond Volume
Provided Forebay Volume 29,062 CIF Value from stage -storage calculations
Provided Forebay Volume: Pond Volume 20% (Provided Forebay Volume)/(Total Pond
Volume)*100
Step 4: Verify that time required to drawdown the 1.5-inch runoff volume is within 2 to 5 days
Diameter of Proposed Low -flow Orifice
2.50
IN
Value chosen by designer
Riser Elevation of Outlet Structure
60.40
FT
Value chosen by designer
(Total Elevation Head Above Orifice)=(Riser
Total Elevation Head Above Orifice
0.40
FT
Elevation) -(Elevation of Permanent Pool
Surface)
(Average Elevation Head Above
Orifice)=f(Storage Elevation at Required
Average Elevation Head Above Orifice
0.13
FT
Volume)+(Elevation of Permanent Pool
Surface)" -(Storage Elevation at Required
Volume)
Cd, Coefficient of Discharge
0.60
Value chosen by designer
Q, Flowrate Through Low -flow Orifice
0.06
CFS
Q=Cd*(Pi)*[(Diameter of Orifice) *(I W12
in)P2/4* 2*32.2* Aver a Head ^1/2
Drawdown Time for 1.5-Inch Runoff
2.97
DAYS
(Drawdown Time)=(1.5" Runoff Volume)IQ*(1
P:1ProjectslSt .lames108142.PE Signature Athletic ClublDocumentslDesign CalculationslStormwaterlPOND#1

Wet Detention Pond #2 Calculations
NC DENR Retention Requirements
Objective: design a wet detention basin with the following characteristics: a permanent water pool depth between 3- and
6-feet, a surface area that meets TSS removal requirements (values set by NC DENR and included here), a forebay that
is approximately 20% of the total pond volume, a temporary water pool sized to detain the initial 1.5 inch of rainfall runoff, an
outlet device that drains the temporary water pool within 2-5 days, and a length -to -width ratio of approximately 3:1.
Step 1: Determine the surface area required for 90% TSS removal
Post -Development Conditions
Total Drainage Area 2.35 ACRE Value from CAD
impervious Drainage Area 0.89 ACRE Value from CAD
Impervious Cover
a Impervious Cover -(Impervious Drainage
37.9 /o Area)/(Total Drainage Area)*100%
Elevation of Permanent Pool Surface
57.0
FT
Value selected by designer
Depth of Permanent Pool
4.0
FT
Value selected by designer
(Bottom Elevation)=(Permanent Pool Surface
Elevation of Wet Detention Pond Bottom
53.0
FT
Elevation) -(Depth of Permanent Pool)
Approximate Pond Length
160
FT
Value from CAD
Approximate Pond Width
46
FT
Value from CAD
Len th:Width Ratio
3:1
Ratio=(Len th)/(Width):1
Required SAIDA Ratio for 90% TSS Removal 1A80 Value from chart. Reference: "90% TSS
Removal
Required Permanent Pool Surface Area 4,289 SF Required Surface Area=(Required SA/DA
Ratio)*(Total Drainage Area)
Provided Permanent Pool Surface Area 7,333 SF Interpolated value frnm stage -storage
calculations
Step 2• Determine the 1.5-inch runoff elevation within the wet detention pond_
Runoff Coefficient, Rv 0.391 IN/IN Rv=0.05+0.009*(% Impervious)
Required 1.5" Runoff Volume (Volume of = nn, PC 1.5" Runoff V6lume=1.5 in*Rv*1 foot/12
Temporary Pool) in*(Total Drainage Area)
Storage Elevation at Required Volume 57.61 FT Value is interpolation based upon stage -
storage values. See stage -storage calculations
P:\Projects\St James\08142.PE Signature Athletic Club\Documents\Design Calculations\Stormwater\POND#2

Step 3: Calculate the required forebay volume (18-22% of tota4pond volume) and compare to the forebay volume provided
Total Treatment Pond Volume 15,564 CIF Value from stage -storage calculations
Required Forebay Volume 3,113 CIF 20% of Treatment Pond Volume
Provided Forebay Volume 3,135 CIF Value from stage -storage calculations
Provided Forebay Volume: Pond Volume 20% (Provided Forebay Volume)/(Total Pond
Volume) 100%
Stea 4: Verifv that time required to drawdown the 1.5-inch runoff volume is within 2 to 5 days.
Diameter of Proposed Low -flow Orifice
1.50
IN
Value chosen by designer
Riser Elevation of Outlet Structure
57.65
FT
Value chosen by designer
(Total Elevation Head Above Office)=(Riser
Total Elevation Head Above Orifice
0.65
FT
Elevation) -(Elevation of Permanent Pool
Surface)
(Average Elevation Head Above
Orifice)=((Storage Elevation at Required
Average Elevation Head Above Orifice
0.22
FT
Volume)+(Elevation of Permanent Pool
Surface)]/3-(Storage Elevation at Required
Volume)
Cd, Coefficient of Discharge
0.60
Value chosen by designer
0, Flowrate Through Low -flow Orifice
0.03
CFS
Q=Cd*(Pi)*((Diameter of Orifrce)^(1 ff/12
in)]A2/4 32.2 Ave a Head 1/2
Drawdown Time for 1.5-inch Runoff
2.10
DAYS
(Drawdown Time)=(1.5" Runoff Volume)/Q*(1
�_..,e�, _____�_,
P:1ProjectslSt James108142.PE Signature Athletic ClublDocumentslDesign CalculabonslStormwaterlPOND#2

SW8 081207 Signature Clubhouse
Subject: SW8 081207 Signature Clubhouse
From: Linda Lewis <[e-mail]>
Date: Tue, 07 Apr 2009 12:13:06 -0400
To: Tim Clinkscales <[e-mail]>
Tim:
I agree with Mary Jean on this one. The application was returned incomplete on
October 24, 2008, and resubmitted on December 10, 2008. In order to be vested to the
Phase II rules, you would need to provide a copy of the site -specific development
plan approved by the local government prior to October 1, 2008.
I think we can certainly write a permit for this project, but the pond will need to
be designed to meet the 2008 rules, unless you present a copy of a valid vested
right. Only projects which meet one or more of the requirements of Section 2.(d) of
the Session Law 2008-211 can be excluded from the stormwater management requirements
of that Session Law.
The SCS Method of calculating runoff volume is applicable only for LID projects.
Please use Scheuler's modified Rational method as outlined in Chapter 3 of the BMP
Manual to calculate the minimum required storage volume. OR R6UYA)'--''k 9x, %R_
Thanks,
Linda
R
Email correspondence to and from this address may be subject to the North Carolina
Public Records law and may be disclosed to third parties.
1 of 1
4n12009 12:15 PM

M081207 Request for Extension
JD tL f 411� 4�
Subject: SW8 081207 Request for Extension
From: "cmillis" <[e-mail]>
Date: Thu, 5 Mar 2009 15:52:54 -0500
To: "Mary Jean Naugle" <[e-mail]>
CC: <[e-mail]>, "Georgette Scott" <Georgette.Scott@,ncmail.net>, "tclinkscales"
<[e-mail]>
Please find attached to this email a PDF requesting an extension for SW8
081207. Thanks for, your time and have a good afternoon.
CHRIS MILLIS, EI'�
PARAMOUNTE ENGINEERING, INC
5911 Oleander Drive, Suite 201
Wilmington, NC 28403
OFFICE: [phone]
FAX: [phone]
www.paramounte-eng.com <http://www.paramounte-eng.com/>
Content -Description: image001.gif
�imageOOLgif Content -Type: image/gif
I
Content -Encoding: base64
i Content -Description: 030509 NCDENR-EXTENSION.pdf
030509 NCDENR-EXTENSION.pdf Content -Type: application/octet-stream
Content -Encoding: base64
1 of 1 3/10/2009 4:16 PM

PARAMOUNTE
i* N G 1 N 1~ Ei K 1 N G. 1 N C.
March 5, 2009
Mary Jean Naugle
NCDENR - D"IQ
127 Cardinal Drive Extension
Wilmington, NC 28405
RE: Extension Request
Stormwater Project No. SW8 081207
The Signature Clubhouse at St. James Plantation
Brunswick County, NC
Dear Ms. Naugle:
Based on your comment letter dated February 3, 2009. we are requesting an extension from
the March 6, 2009 re -submittal until we get a resolution from the Division in regard to the
topics discussed in our phone conversation on March 3, 2009. Our request is for an additional
two weeks until March 20. in order to discuss these concerns throughout the Division.
Thank you for your attention to this matter. If you have any questions regarding any of this
information or require additional material, please feel free to call or email.
Sincerely,
Paramounte Engineering, Inc.
r
Chris Millis
3 -J 1 1 G L C A N O C A D R I V E, A T E. 20 1, W 1 L M 1 N G T O N, No 2 B 4 U 3
P t1 : 1 9 2 13 1 7 9 1- 6 7 0 7 F A X 1 1 9 1 t11 79 1- 0 7 6 0

Subject: SW8 081207 Signature Clubhouse ' �.,
Tim: C
I agree with Mary Jean on this one. The application was returned incomplete on October 24,
2008, and resubmitted on December 10, 2008. In
order to be vested to the Phase II rules, you would need to provide a copy of the site -
specific development plan approved by the local government prior to October 1, 2008.
I think we can certainly write a permit for this project, but the pond will need to be
designed to meet the 2008 rules, unless you present a copy of a valid vested right. Only
projects which meet one or more of the requirements of Section 2.(d) of the Session Law
2008-211 can be excluded from the stormwater management requirements of that Session Law.
The SCS Method of calculating runoff volume is applicable only for LID projects. Please
use Scheuler's modified Rational method as outlined in Chapter 3 of the BMP Manual to
calculate the minimum required storage volume.
Thanks,
Linda
Email correspondence to and from this address may be subject to the North Carolina Public
Records law and may be disclosed to third parties.
mail correspondence to and from this sender is subject to the N.C. Public Records Law and
may be disclosed to third parties.
2

SW8 081207 Request for Extension
Subject: SW8 081207 Request for Extension
From: "cmillis" <[e-mail]>
Date: Thu, 5 Mar 2009 15:52:54 -0500
To: "Mary Jean Naugle" <[e-mail]>
CC: <[e-mail]>, "Georgette Scott" <Georgette.Scott@.ncmail.net>, "tclinkscales"
<tclinkscales@paramounte-eng. com>
Please find attached to this email a PDF requesting an extension for SW8 081207. Thanks for your time and have
a good afternoon.
CEIRIS MILLIS, EI
ry
,2. A 1
F N d t N I t Ft F N C, F N,
PARAMOUNTE ENGINEERING, INC
5911 Oleander Drive, Suite 201
Wilmington, NC 28403
OFFICE: [phone]
FAX: [phone]
www.paramounte-e,nng.com
Content -Description: 030509 NCDENR-EXTENSION.pdf
030509 NCDENR-EXTENSiION.pdf Content -'ape: application/octet-stream
Content -Encoding: base64
1 of 1 3/5/2009 4:40 PM

PARAMOUNTE
N Co I N E I" F% I N Cr. . I N C.
March 5, 2009
Mary Jean Naugle
NCDENR - DWQ
127 Cardinal Drive Extension
Wilmington, NC 28405
RE: Extension Request
Stormwater Project No. SW8 081207
The Signature Clubhouse at St. James Plantation
Brunswick County, NC
Dear Ms. Naugle:
Based on your comment letter dated February 3, 2009, we are requesting an extension from
the March 6, 2009 re -submittal until we get a resolution from the Division in regard to the
topics discussed in our phone conversation on March 3. 2009. Our request is for an additional
two weeks until March 20. in order to discuss these concerns throughout the Division.
Thank you for your attention to this matter. If you have any questions regarding any of this
information or require additional material, please feel free to call or email.
Sincerely,
Paramounte Engineering, Inc.
Chris Millis
5 1 O L C A N 0 C R O R I V R. 9 T 6. i O 1, W 1 L M I N 6 T O N. No 2 8 4 U J
P H: ( 9 1 0 ) 7 9 1 - 6 7 C7 7 F A X. (9 1 O ) 79 1 - 6! 7 a 0

4DEN
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins
Governor DireCt
February 3, 2009
John Atkinson, Jr., Manager
Reserve Development Co., LLC
P.O. Box 10879
Southport, NC 28461
Subject: Request for Additional Information
Stormwater Project No. SW8 081207
The Signature Clubhouse at St. James Plantation
Brunswick County
Dear Mr. Atkinson:
Dee Freeman
Secretary
6itt..t (�LOa.
TIq (--1o'709
The Wilmington Regional Office received an Application for State Stormwater
Management Permit for The Signature Clubhouse at St. James Plantation on December 9,
2008. A preliminary review of that information has determined that the following information is
needed to continue the stormwater review:
W1t,L "" ✓1. Please delineate the bearings and distances on the property/project lines. Although
the drainage areas are shown on the plans, no bearings or distances were reported.
2) Delineate built -upon areas on the plans consistent with the application.
r,,,)00 3. Demonstrate that all runoff from built -upon areas is collected and routed to the
treatment ponds.
L00N�4r' Provide details on the plans for: grading, dimensions for all proposed built -upon
t; ,r areas, roads, parking, cul-de-sacs, including sidewalk width, radii, dimensions and
slopes, dimensions for each line and arc formed by the permanent pool contour,
'proposed contours, spot elevations, finished floor elevations, pipe inverts, roof drain
f! collection lines, building footprint, etc. If you do not have sufficient information
available to provide the required information for items 2, 3, and 4; then a stormwater
permit cannot be issued. Alternatively, a grading and clearing permit may be
requested to open the site with a construction entrance only.
r Please calculate the peak flow runoff based on Rational method, BMP 3.2. The
discrete SCS curve number method may be used only when the site desi n is Low
Impact Development (LID). BMP 3.3.2. E- QC6"' �.�RWi a t ° • ;.;
l 6:VPlease provide consistent values for pond surface areas at each elevation on both
or ,. �t` the supplement and calculations. For example, the following is reported:
[ �_� -..•,t U', roo- -.. '�� Supplement Calculations Plans
Pond #1 area at btm of shelf (59.5 ft) 18,315 sf-35,811 sf 18,315
xU W [based on calc value 59 ft & 60 ft] -
t Pond #1 area at PP at 60 ft 27,778 sf - 39,054 sf.. 20,965
Pond #1 area at TP at 60.4ft 42,076 sf 41,542 sf
Pond #1 area at top of shelf (60.5ft) 23,695 sf 42,000 sf
Pond #2 area at btm of shelf (56.5ft) 4,173 sf -6,029 sf 4,173
[hased on calc value 56 ft & 57 ft]
Pond #2 area at PP of 57 ft. 7,333 sf 7,333 sf 5,685sf
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 1Drr,. 7
Phone: [phone] FAX: [phone] Customer Service: 1-877-623-6748 �1 ort h C i�rofi I1 a
Internet www.ncwaterquality.org
An Equal Opportunity 4MflrmativeAction Employer
,tollWWI
C',
It.'

s �}
7.✓Provide a consistent values for the sediment cleanout elevation on the O&M and the
supplement.
Supplement O&M
Pond #1 sediment cleanout elevation 51 ft. 52.5 ft
Pond #2 sediment cleanout elevation 53 ft. 53.25 ft
8. .Please remember that a change to one number may have a domino effect on other
numbers. Please check alI plans, calculations and forms and 0-11ake changes as
needed.
Please note that this request for additional information is in response to a preliminary
review. The requested information should be received in this Office prior to March16, 2009, or
the application will be returned as incomplete. The return of a project will necessitate
resubmittal of all required items, including the application fee.
If you need additional time to submit the information, please mail, email or fax your
request for a time extension to the Division at the address and fax number at the bottom of this
letter. The request must indicate the date by which you expect to submit the required
information. The Division is allowed 90 days from the receipt of a completed application to issue
the permit.
The construction of any impervious surfaces, other than a construction entrance under
an approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is
subject to enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. If you have
any questions please call me at [phone] or email me at [e-mail].
Sincerely,
Mary Je ugie
GDS/mjn: S:IWQSISTORMWATERIADDINFO120091081207 jan09
CC: Tim Clinkscales, PE, Paramounte Engineering, Inc.
M.J. Naugle
Page 2 of 2

RE: Meeting 11/13/08 Stonnwater
Subject: RE: Meeting 11/13/08 Stormwater
From: "tclinkscales" <[e-mail]>
Date: Tue, 18 Nov 2008 16:48:37 -0500
To: "Mary Jean Naugle" <[e-mail]>
CC: "cmillis" <[e-mail]>
Mary Jean,
Thanks for the response, we have received the memo and will be resubmitting in the
next week or so.
Tim Clinkscales, PE
PARAMOUNTE ENGINEERING, INC
5911 Oleander Drive, Suite 201
Wilmington, NC 28403
OFFICE: [phone]
FAX: [phone]
www.paramounte-eng.com
-----Original Message -----
From: Mary Jean Naugle [mailto:[e-mail]]
Sent: Monday, November 17, 2008 7:14 PM
To: Mary Jean Naugle
Cc! tclinkscaless cmillis
Subject: Re: Meeting 11/13/08 Stormwater
Please let me know that you receive this memo.
thank you
Mary Jean Naugle wrote:
Tim;
Items addressed in your memo are fine. Please ensure that stormwater
outlets to wetlands and surface waters are at non -erosive velocities
of no more than 2 fps and diffuse flow to avoid channelizing the
wetlands. Re rules:
15A NCAC 02B .0231 (Wetland Standards) - (1), (4), (5), & (6). "no
channelizing."
15A NCAC 2H .0500 "activity must minimize impacts to the wetland and
must not result in degradation of ground or surface waters. 401 staff
interprets that to mean you can't cause erosion within the wetland."
Please let me know if you need more information. Let me know when you
are ready to submit the package.
I will be out until Thursday 11/20 for family needs.
Mary Jean
910-796-7303
----- Original Message -------- Subject: Meeting today
II Date: Thu, 13 Nov 2008 17:59:40 -0500 II
1 of 2 11/19/2008 1.1:46 AM

RE: Meeting 11/13/08 Stormwater
From: tclinkscales <[e-mail]>
To: Linda Lewis <[e-mail]>, Mary Jean Naugle
<[e-mail]>
CC: cmillis <cmillis@paramounte-en .com>
Linda/Mary Jean.;
First of all, Chris and I appreciate both of you taking the time Lo
allow us to voice some of our questions and concerns. With this
being
said, we believe it was equally beneficial in allowing us to
understand
some of the concerns you have and we will as we move forward address
these comments in our design. I also wanted to highlight the bigger
items that we discussed to verify that both parties are in
agreement as
it comes to these two projects and future projects. Please review
these
three bullet items and provide any feedback you deem is necessary
based
on today's meeting. If you agree to our meeting minutes, we will
move
forward with our re -submittal process. Thanks again for your time
and
feel free to contact Chris or I with questions you may have. 'Have a
good day.
Tim
Tim Clinkscales, PE
PARAMOUNTE ENGINEERING, INC
5911 Oleander Drive, Suite 201
Wilmington, NC 28403
OFFICE: [phone]
FAX: [phone]
www.paramounte-eng.com <http://www.paramounte-eng.com/>
2 of 2 11/19/2008 11:46 AM

WET DETENTION POND ANALYSIS
FILE NAME:
S:IWQS%STORMWATERIEXCELSPREADSHEETSIPOND1081207 jan09.WK1
PROJECT #: SW8
081207 jan09 REVIEWER: min
PROJECT NAME:
St James Plantation clubhouse signature Original Run Data:
Note - User input boxes are shaded in blue. Last Modified: 30-Jan-09
Pond 1 Pond 2
Receiving Stream:
heaver dam creek
beaver dam week
Classification:
SC;Sw, HQW
SC;Sw, HOW
Index Number.
18-Wg-1(0.5)
18-88-9-1(0.5)
Onsite DA, sf=
318655.00
107960.00
Offsite DA, sf =
0.00
0.00
Total Drainage Area.sf:
318655.00
1 107960.00
Total Drainage Area,ac
7.315312213
1 2.478420569
Built -Upon Area
Buildings/Lots, sf=
21935.00
I 1740.00
StreetwPark!ng, af=
81500.00
8640.00
Sidewalk/Concrete, sf=
30015.00
2175.00
tennis courts
0.00
19806.00
other future
0.00
9040.00
Total Built -upon Area:
F 133450.00
41400.(
Minimum Surface Area
% impervious
41.88%
38.35%
Avg. Design Depth. ft:
6.7
3.1
TSS (85% or 90%):
90
90
SA/DA ratio
1.89%
4.33%
Req. Min. Sur. Area
6035
4680
Within 1r2 mile SR? Y or
n
Runoff Depth
1.5
Pre/ Rv
0.050
Post/ Rv
0.427
1 yr 24 hr Pre/ Volume, a
4913
1 yr 24 hr Poses Volume,,
41945
Min Req Stg Volume=
17005
Top of Sediment Elev. Fn
51.00
Top of Sediment Area, sf
8080.00
Bottom of shelf Elev. Fmi
59.50
Bottom of shelf Area, sf.
35000.00
Permanent Pool Elev--
60.00
Perm Pool Area-
39054
Temp. Pool Elevation=
60.40
Temp.Pool Area=
41542
Total Volume Prov. =
16119
Forebav Volume
Permanent Pool Vol .=
201604
Req. Forebay Volume=
40321
Prov. Forebay Volume=
29062
Percent= (22>%>18)
14%
Max. Pump HP (chart)
1/2
Oiawdown Orifice/Weir
Avg. Head, it =
Average Flow Q2, cis
Average Flow Q5, cis
Q2 Area, sq. in. =
Q5 Area, sq. in. =
No. of Orifices
Orifice Diameter, In.=
Orifice Area, sq. in. =
Weir Height, inches=
Weir Length, Inches=
Weir C =
Weir 12, eff. length=
Avg. Orifice Flowrate, Q,
Runoff Coefficient Cc
1 yr 24 hr Intensity, I, in/h
1 yr 24 hr Pre/ Peak Q, cl
Avg. Orifice flowcPeak Q
Drawdown, days = r
n
1.5
0.050
0.395
1684
13153
6332
53.00
4173.00
56.50
6028.00
57.00
7333
57.61
9095
5011
21192
4238
3135
15%
0
Pond 1 Pond 2
0.10 0.18
0.098 0.031
0.039 0.012
9.372 2.160
3.749 0.864
1 1
2.50 1.50
4.909 1.767
#DIV/01 #DIV/0!
-0.020 -0.037
0.052 0.025
0.250 0.250
0.154 0.154
0.282 0.098

- NC DENR - DIVISON OF WATER QUALITY
.0311 CAPE FEAR RIVER BASIN
Class
Name of Stream Description Class Date Index No.
Bay Creek
From source to Cape Creek
SA;HQW
08/09/81
18-88-8-3-1
Deep Creek
From source to Bay Creek
SA;HQW
08/09/81
18-88-8-3-1-1
Bald Head Creek
From source to Cape Fear
SA;HQW
08/09/81
18-88-8-4
River
Fishing Creek
From source to Bald Head
SA;HQW
08/09/81
18-88-8-4-1
Creek
Bald Head Island Marina
All waters of the basin and
SC:#
12/01/87
18-88-8-5
Basin
entrance channel
Intracoastal Waterway
From Channel Marker F1, R.
SA;HQW
01/01/85
18-88-9
22 to mouth of Cottage Creek
Beaverdam Creek
From source to mouth of
SC;Sw,HQW
08/01/90
18-88-9-1-(0.5)
Polly Gully Creek
Beaverdam Creek
From mouth of Polly Gully
SA;HQW
01/01/85
18-88-9-1-(1.5)
Creek to Intracoastal
Waterway
Polly Gully Creek
From source to Beaverdam
SC;Sw,HQW
08/01/90
18-88-9-1-1
Creek
Elizabeth River
That section of Elizabeth
SA;HQW
01/01/85
18-88-9-2-(1)
River exclusive of the
Elizabeth River
Shellfishing Area
Elizabeth River That section of Elizabeth SA;HQW 06/09/81 18-88-9-2-(2)
Shellfishing Area River within a line
beginning at the mouth of
Molasses Creek and running
northeast to a point of
marsh at the junction of
Elizabeth River and
Dutchman Creek, thence in a
northwesterly direction
along the north bank of the
river to the southside of
the Intracoastal Waterway,
thence in a westerly
direction along the
southside of the
Intracoastal Waterway to
the mouth of Denis Creek,
thence in a southeasterly
direction along the south
bank of the river to the
point of beginning,
including all tributaries
within this line.
Denis Creek From source to Intracoastal SA;HQW 08/09/81 18-88-9-2-3
Waterway
Piney Point Creek From source to Denis Creek SA;HQW 08/09/81 18-88-9-2-4
Molasses Creek From source to Elizabeth SA;HQW 08/09/81 18-88-9 2.5
River
2B .0300
Page 66 of 68 2009-01-24 06:22:28

PARAMOUNTE
E N G 1 N E E R I N G, I N C.
December 4, 2008
Mary Jean Naugle
NCDENR - DWQ
127 Cardinal Drive Extension
Wilmington, NC 2840E
RE: Response Submittal: The Signature Clubhouse at St. James Plantation
Dear Ms. Naugle:
BY:
DEC 0 9 2008
On behalf of The Reserve Development Company we are submitting a response to your comment letter dated October
24, 2008. Please find your comments below with our response provided in bold. Note that some of our responses are
based upon a meeting that occurred between your self, Linda Lewis, Tim Clinkscales, and my self on November 13,
2008 regarding comments about this project.
1.) Property/project boundary lines, bearing and distances. The drainage delineation map #C-3.OA maybe a
good plan to report this information because the project area appears to be consistent with the drainage areas.
Please find that we have added addition information on plan sheet C-3.0A, but note that this
project is apart of a Planned Unit Development (PUD) within a master parcel; therefore there
will not be traditional property boundary lines, bearing and distances. Instead the
Stormwater Project Boundary will serve as the property boundary since it will denote the
Area that the stormwater permit is intended to serve. Also find that we have included
surrounding stormwater permit project boundaries on the Cover Sheet in order to more
clearly display the project area relative to other permits within the St. James PUD approved
by the Division.
2.) A wetlands delineation by a qualified individual. The USGS map on the web is not suitable.
• Please find in the following pages of this re -submittal package a wetland delineation map
signed by the USACOE. The wetland line shown on the plans is not based on an USGS map
but the line signed off by the Corps.
3.) Level spreaders on stormwater outlets into wetlands to avoid channelizing in the wetlands.
Based on the memorandum drafted from our discussions during the 10/13/08 meeting, "From
the Application Return from The Signature Clubhouse at St. James Plantation, comment #3
indicated that Level Spreaders on stormwater outlets will need to be provided to avoid channelizing
in the wetlands.
• The discussion concluded with the fact that level spreaders are not required when the
discharge velocity at the end of the energy dissipaters is not greater than 2.0 fps. PEI
will provide calculations of the outflow from the ponds as well as information in
regard to the design of the stormwater outfall energy dissipaters. Therefore, for
future projects, PEI will use this standard as a guide for the design/necessity of level
spreaders.
As a result, please find that we have provided outlet protection calculations for each wet pond.
Each outlet protection device has been designed per section 6.41& 8.06 of the NC Erosion and
Sediment Control Design Manual; the design implemented is intended to convert high -
velocity, concentrated pipe flow into low -velocity, non -concentrated flow. Per the Design
Manual, the sizing of the outlet protection device is intended to bring the velocity of the pond
discharge below the erosive threshold by providing adequate length, area, and channel
roughness to distribute the flow. In the following pages of this re -submittal we have included
the design of each wet pond's outlet protection device (Flow rate calculations (Q), and the
design of the apron dimensions).
5 9 1 1 ❑ L E A N ❑ E R ❑ R 1 V E, 9 T E. 2 ❑ 1, W I L M I N G T❑ N, N C 2 8 40 3
P H: ( 9 1 13) 7 9 1 - 6 7❑ 7 F A X: (9 1 ❑) 7 9 1 - 6 7 6❑

PARAMOUNTE
E N G I N E E R I M G. I M C.
4.) The level spreader supplement forms.
• None required.
5.) A signed Operation and Maintenance Plan for the level spreaders.
• None required.
6.) Sealed design calculations for the outlet structures to demonstrate non -erosive flow of no more than 2 fps
into the wetlands.
• Please find that sealed calculations have been provided as requested.
7.) Sealed design calculations to demonstrate the structural stormwater management system will discharge the
storage volume at a rate equal to or less than the predevelopment discharge rate for the 1-year, 24 hour storm
for NPDES Phase 2 projects. Values were reported on the pond supplements and supporting calculations are
required.
Please find that the pre -development / post -development flow rate for the 1 year 24 hour
storm is provided on each wet pond supplement form. We have included in this re -submittal
package calculations of the pre / post -development 1 year 24 hour storm; due to the size of
the drainage basins we used the NRCS (SCS) Method to calculate the runoff instead of the
Rational Method which is valid for smaller sized drainage areas. Within the provided
calculations you can find the pre i post -development curve numbers that were used, as well as
the time of concentrations within each basin in order to develop a runoff model. The results
of the model is included in this package and the information reflects what was entered for the
1 year 24 hour flow rate on each wet pond supplement form.
8.) Demonstrate on the plans that all runoff from built -upon areas is collected and routed to the treatment ponds.
e As discussed in our previous meeting, the specifics in regard to the project to be developed are
not set in stone at this time. Therefore we desire to permit this site as a master stormwater
plan and as the built upon area becomes definitive then we will apply for a permit
modification. As a result, please find that we have removed all buildings, parking, and etc.
from the plans as instructed and we have now shown the drainage area, each BMP, and the
built upon area (BUA) to be permitted.
9.) Provide details on the plans for: grading, dimensions for all proposed built -upon areas, roads, parking, cul-
de-sacs, including sidewalk width, radii, dimensions and slopes, dimensions for each line and are formed by
the permanent pool contour, proposed contours, spot elevations, finished floor elevations, pipe inverts, roof
drain collection lines, etc.
• Please refer to the response to comment number 8. In regard to the dimensioning of the
permanent pool contour, please find on plan sheet C-3.0 that we have provided width and
length references for your calculations and field verification of the ponds; any other
dimensions that the Division may need can be scaled off the drawings.
10.) A soils report for all engineered systems is required. The report should contain the estimated Seasonal High
Water Table elevation at each proposed BMP location.
• Please find the following excerpt out of the memorandum from our meeting on 10/13/08:
From the Application Return from The Reserve at St. James Phase V, comment #6 indicated
that Seasonal High Water Table elevation calls had to be performed by a licensed soils
scientist and that a sealed report would have to be done for each pond.
5 9 1 1 ❑ L E A N D E R D R I V E, 5 T E. 2 ❑ 1, W I L M I N G T❑ N, NC 2 S 4 ❑ 3
P H: 1 9 1 b 1 7 9 1 - G 7❑ 7 F A X: f 9 1 O 1 7 9 1- 6 7 6❑

PARAMOUNTE
E N G 1 N E E F2 I N G, I N (--
The discussion concluded with the fact that Paramounte Engineering (PEI) would
Provide a note indicating the approximate elevation within the wetlands; this note
would help it to be determined that the permanent pool elevation of the wet detention
pond would not be lower than the elevation of the wetlands and therefore not lower
than the elevation of the Seasonal High Water Table. As a result, no soils evaluation
will need to be performed since PEI is not setting the permanent pool of any wet
detention pond below the elevation of the wetlands. For future projects, PEI will
provide additional surveying along the periphery of the wetlands (+/- 20 feet) as
deemed necessary to illustrate the topography near stormwater outfalls in relation to
the elevation set for the permanent pool of wet detention ponds. This additional
topographic information along with field verification, USGS topographic mapping,
NRCS Soil map data and other permanent reference data will be used to determine
seasonal high water for the permitting of wet detention ponds. This information will
be placed on the plans and in the narrative for clarity of review.
As a result, please find that we have provided further information in regard to the
elevation of the wetlands. The elevation within the wetlands has been determined from a
combination of actual surveying performed by PEI and from USGS Quad Maps. Please
note that the elevation of the wetlands in relation to a wet pond's permanent pool
elevation will allow the Division to determine that the ponds will not be taking on ground
water above the permanent pool from the SHWT and therefore not draining the
wetlands.
11.) The permanent pool elevation must be above the SHWT and above the lowest elevation of the adjacent
wetlands to avoid dewatering the wetlands. For example, pond #2 has a permanent pool proposed at 57 ft
with adjacent wetlands of 59 ft.
© Please find that the placement of the permanent pool for pond #2 is accurately placed based
on the information provided in the response to comment #10 and the elevation indicated in the
wetlands on plan sheet C-3.0. The SHWT is approximately 4.5' below the existing grade of
the wetlands in the vicinity of pond #2, and as a result the placement of the permanent pool is
not an issue.
12.) Please verify the SHWT elevation at the ponds. The SHWT elevations reported for both ponds that are
adjacent to wetlands have a much higher elevation of 5 or 6 feet. Typically, the SHWT is within
approximately 18 inches of the wetland elevation.
• Please see the responses to comments number 10 and 11.
13.) Please calculate the average pond depth and enter the SA/DA tables with the average pond depth. The
permanent pool average depth is defined as the permanent pool volume divided by the permanent pool
surface area or use the alternate calculation provided on the DWQ website for BMP at the following link:
http://h20.enr.state.nc.us/su/documents/BMPManua]Errata_7.doc. The average depth is significantly lower
than reported in your calculations. Please note the average depth reported on the supplements is based on
this BMP basis and the average depth used must be between 3.0 and 7.5 feet.
Please find that the average depth calculations have been revised; we have attached an
average depth calculation for each Pond that is calculated per Option 2 of the BMP Errata.
You can find the revised average depth calculations in the following pages of this re -submittal
package and also on plan sheet C-7.1. Note that we have also updated each pond's SA/DA
ratio for calculating the required permanent pool surface area to reflect the results of the
average depths produced from Option 2; all plans, calculations, and supplement forms have
been updated.
5 9 1 1 O L E A N D E R D R 1 V E, S T E. 2 ❑ 1, W I L M I N G T O N, N C 2 9 4 ❑ 3
P H: 1 9 1 0 1 7 9 1 - 6 7❑ 7 F A X: (9 1 O) 7 9 1 • 6 7 6 0

PARAMOUNTE
E N G I N E E F2 1 N G, I N C.
14.) Please note that a revision to one number may have a domino effect on other numbers, which may require
revision of the applications, calculations, supplements, plans, details, consistency in the application
documents.
® Understood.
Thank you for your attention to this matter. If you have any questions regarding any of this information or require
additional material, please feel free to call. Thank you for your time and effort.
Sincerely,
Paramounte Engineering, Inc.
Chris Millis
5 9 1 1 ❑ L E A N D E R D R I V E, 5 T E. 20 1, WI LIVIINGTO N, NC 2 8 40 3
P H: ( 9 1 0 1 7 9 1 - 6 7 0 7 F A X: ( 9 1 O) 7 9 1 - 6 7 6❑

PARAMOUNT
E M G I N E F? 1 N G, 1 N C.
5 9 1 1 OLEANDER D RIV E, S U I T E 2 0
WI L M IN G T ON , N C 2 8 4 0 3
9 1 0 - 7 9 1- 6 7 0 7( G) 9 i 0- 7 9 1- 6 7 6 0 ( F,
L E T T E R n F T R A N R M T T r e T
To:
NCDENR
Date
12/08/08
Re:
The Signature Clubhouse
At St. James Plantation
Attn:
MaryJean Naugle
Pro'ectNo.
I 08142.PE
e are sendin ® Originals ® Prints
he followin items: ❑ Correspondence ® Plans
❑ Shop Drawings ® Calculations
❑ Specifications ® Other as listed below
Quantity
Date
Dwg. No.
Description
2
24" x 36" Design Documents
1
Stormwater Narrative & Calculations (Includes: 1 yr. Pre/Post
Calculations, Average Depth Calculations, & Outlet Protection
Calculations
I
Original and Copy of SWU101
1
Original of SWU401 (For Two BMPs)
1
$505.00 check (#2535)
1
Original O&M agreements for each BMP
1
Signed PUD Map by Brunswick County for Vested Rights
1
NC SOS LLC Information
1
USACOE Notification of Jurisdictional Determination (Map Incl.)
1
Copy of Approved Erosion Control Permit
Issue Status: ® For Approval [].As Requested ❑ Construction ❑ Bid
❑ For Your Use ❑ For Review and Comment ❑ Approved as Noted ❑ See Remarks
etion Taken: ❑ No Iixceptions Taken ❑ Make Corrections Noted ❑ Amend & Resubmit
❑ Rejected - See Remarks ❑ Approved as Submitted ❑ Other
Remarks:
Note: All forms and app.
of the orieinal submittal.
submitted are the same forms and
Cc: Signed:
that were up to date at the time
C ris Millis �. f 4f;;

DDpT BRANCH BANKING &TRUST COMPANY
PARAMOUNTE ENGINEERING INC. DD�X! WILMINGTON, NC
5911 OLEANDER DR., SUITE 201
WILMINGTON, NC 28403 66-112/531
9/26/2008
2535
TO TFIE
-ER OF NCDENR $ *"505.00
=ive Hundred Five and 00/100*****"** a***,r*******w:: r r t r*x r*** r**r*** r* r*#**** r*w t****** a r** r**** *w*r**r** r****mow* a*** DOLLARS
NCDENR
10
NP
053 L0 b 32 L'.00052936989SS
MOUNTE ENGINEERING INC.
NCDENR 9/26/2008
08142-PE - Signature Clubhouse at St. James Plant
B & T Stormwater Permit - Signature Clubhouse at St.
2535
505.00
505.00

GENERAL NOTES
I. ALL UT TIES SHALL BE UNDERGROUND
2. WATERSERVICEISTOBE PRCMDEDBYTHEBRUNSWIO(COUNTYWATER G�
SYSTEM BY EXTENSION OF DEVELOPER INSTALLED WATER LINES. (�
3. SANITARY SEWER SERVICE 15 TO BE PROVIDED BY THE SOUTHEAST BRUNSMOL
SANITARY DISTRICT BY EXTENSION OF DEVELOPER INSTALLED SEWER LINES. L
4. FOR EXISTING AND PROPOSED WATER AND SEWER LINES, SEE ATTACHED PLANS.
S. ALL NTEROR ROADWAYS ME PRIVATE AND SHALL BE MAINTAINED BY THE PROPERTY
OWNER'S ASSOCIATION(POA1 OF ST.PA TANNEDUNITDEVELOPMENT.
fl A HOMEOWNERS ASSOCIATION HAS BEEN FORMED TO GUARANTEECONTINUAL
MAINTENANCE OF THE COMMON AREAS AND OPEN SPACE
7. ATE SPECIFIC PLANS OF FAOH SECTION OR PHASE OF DEVELOPMENT SMALL BE SUBMITTED
TO THE BRUNSWICK COUNTY PLANNING DEPARTMENT FOR APPROVAL PRIOR TO CONSTRUCTION.
B. ALLSITESPEOFIC PUNS SHOULD BE DESIGNED IN ACCORDANCE WITH THE APPROVED
PUD DOCUMENT FOR ST. AMES WHERE APPLICABLE AND SHALL BE DESIGNED TO THE
BRUNSWICK COUNTY ZONING ORDINANCE AND DESIGN STANDARDS.
9. ALL BUILDINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH THE LATEST
REV6EO VERSION OF THE NC STATE BUILDING CODE
10. WETLANDS AS FLAGGED BY LAND MANAGEMENT GROUP.
11. MINIMUM DISTANCE BETWEEN STRUCTURES SHALL BE AS REQUIRED BY NC STATE BUILDING CODE.
12. A MINIMUM FIFTEEN-FOOT(151 DISTINCT BUFFER SHALL BE PROVIDED ALONG ALL
PERIPHERY PROPERTY, SUGH BUFFED SHALL SEPERAN AND PARTIALLY OBORUCT
VIEWS FROM ADAG" U86 AS DEFINED IN THE BRUNSWICK COUNTY ZONING ORDINANCE
13. THIS MASTER PLAN IS CONCEPTUAL AND IS SUBJECT TO CHANGE IN ACCORDANCE WITH MARKET
CONDITIONS AND THE PROVISIONS OF THE BRUNSWICK COUNTY ZONING ORDINANCE
14-MINIMUM LOT SIZE 15 6,000 SQ. FEEf
15. OPEN SPACE AREAS SHOWN ON PLAN WILL ALSO SERVE AS DRAINAGE EASEMENT FOR BRUNSWI[K COUNTY
AND OTHER GOVERNMENTAGENCIES AS REQUIRED TO MAINTAIN NATURAL DRAINAGE FMTURIM
16. PRIVATE ACCESS ALLEY EASEMENTS MAY BE ADDED TO SOME AREA PARK( OPEN SPACE-C(1.48 AC)
I BUFFERS WILL BE PROVIDED PER BRUNSWICK COUNTY PARK/ OPEN SPACE-D (62.75 AO
ZONING ORDINANCE FEET BE FOURTEEN MULTIFAMILY 7.77 UNITS 610 DU/A (7.76AO
ifl ALL STREET WILL BE PRIVATE ANDS FOR A SINGLE MUM LEGACY A. S UNITS (9A5A(3 MFOURTEENT41 WIDE FOR SINGLE
LANE AND EIGHTEEN FEET (181 WIDE FORA DOUBLE PARK( OPEN SPACE-E (4.34 AO LANE MINIMUM 0.KiNT-)FWAV WIDE191ALL BE PARK(OPEN SPACE-F 190AO TARTY -FIVE FEET 057. ( .
19. A SIREN ACTIVATED GATE SYSTEM I5 REQUIRED FOR ALL UNATTENGED GATES.
Z0. "NEES IMPACTED BY PUNNED RIGHT-OF-WAYS WILL BE MITIGATED IN ACCORDANCE
WITH
ANY L NUAE1- 21OFAPPLICABLESATES FEDERAL03PERAYTS. MULTI-FAMILY&237 UNITS610 DU/A(23.75A�
21. TM PARCEL NUMBER- 'S OF 01, APPLICABLE
TA E AND
PROPOSED BUILDING SETBACKS
FROM- FIFTEEN FEET 1151
SD& FNE FEETS1 I
REAR -TEN FLET (IP)
CORNER- FIFTEEN FEET (1S1 PARK/ OPEN SPACE-G (4.87 AO
ANY PERIPHERAL �EMa�PE�tt�;RINE.T�� FIVE FEET D57 MULTI -FAMILY 9.289 UNIT5690W A(32.73 AO
STRUCTURES AS PER NORTH [AROLINA BUILDING CODE MULTIFAMILY 10. 101 UNITS 010 DU/A (10.17
�� +w,u.I.swuomwa
oNloiRnonarwo.uuneve. 1
AMENFTY CENTER- B (10.33
PARK/ OPEN SPACE-H (29.05 AC)
ASSISTEDING 3- 816 UNITS L6 26 DU/A (31.40 ACT
FUTURE CONNECTION TO
BEACH CORRIDOR
MULTI -FAMILY 11- 49 UNITS 6 8 DU/A (6.18 AQ1
PARK/ OPEN SPACE-1(3.32 AC)
NDGHBORHOOD COMMEROAL - 3 (12.37 AC) d/
PARK/OPEN SPACE-)(3.67 AO %
MULTI -FAMILY 12- 99 UNIT 610 DU/A (9.91 AC) '
L FGACY LOTS C- 2 UNIT 8 2 DU/A (1.04 AC) •/
SITE-= \JT. EXISTING
,-ST.IAMES
PLANTATION
LEGACY LOTS E 1 UNIT 8 1 DU/A (0.46 A(
LEGACY LOT F-1 UNITS 61 OW A (0.67 A(
MULTI -FAMILY IS- 24 UNITS 6 8 DuIA (3.12 AO
LEGACY LOTS G 1 UNITS 61 DU/A (0.68 A(
MULTI -FAMILY 1 & 46 UNITS 6 8 DUlA (S.78 A
MULTIFAMILY 17- 57 UNITS 6 8 DU/A (7.19 A
MULTI -FAMILY 1& 135 UNIT 6 8 DU/A 116.94 A
PARK( OPEN SPACE -AC (9.65 AC)
PARK( OPEN SPAC6AD (0.73 AC)
PARR/ OPEN SPAC&AE (0A2 AC)PARK( OPEN SPACE-AF (0.34 AO -
PARK(OPEN SPACE -AG U.69AC) -
PARK/ OPEN SPACE-All12.75 AO
PARK(OPEN SPACE-A1629 AO -
PARK( OPEN SPACE -A) (2.73 AO-
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Application Return on The Signature Clubhouse at St James Plantation svg 08 ( �aQ
IW3 fee y
S b' • A 1' -44
u Ject. pp ik, on Return on The Signature Clubhouse at St James Plantation --
From: Mary Jean Naugle <[e-mail]>
Date: Fri, 31 Oct 2008 12:55:01 -0400
To: Ed Beck <[e-mail]>, Georgette Scott <[e-mail]>, Linda Lewis
<[e-mail]>
Georgette and Ed;
i wanted to let you know that i was asked who made the policy on completeness
reviews and return of applications and i referred Chris Millis and Tim Clinkscales
of Paramounte Engineering to you. attached is the return memo with the items
required to complete the package. the following were some of his claims over the
phone:
he never was required to provide calculations to demonstrate the design storm for
the pre and the post.
the requested items are discretionary and destroyed his engineering image with the
client that we return the package to the applicant.
he was never returned a project in the regular program before and why has the
procedure changed.
this was submitted in Sept and the rule changed in Oct. 1... do i realize that
these projects are planned years before.
etc....
i just wanted to let you know that you would probably get a call.
Mary Jean
Mary Jean Naugle NC DENR Express WiRO <Mary.Naugle(cr�,ncmail.net>
Express
DWQ
NC DENR
at St James Plantation.doc Content -Type: application/msword
Content -Encoding: base64
1 of 1 11/3/2008 3:55 PM

application processing
Subject: application processing
From: Mary Jean Naugle <[e-mail]>
Date: Fri, 31 Oct 2008 13:10:06 -0400
To: Georgette Scott <[e-mail]>
fyi
Mary Jean Naugle NC DENR Express WiRO <Mary.Nauglencmail.net>
Express
DWQ
NC DENR
ermit application processing guidance.pd Content -Type: application/pdf
Content -Encoding: base64
1 of 1 11/3/2008 3:55 PM

October 24, 2008
John Atkinson, Jr., Manager
Reserve Development Co., LLC
P.O. Box 10879
4006 St. James Drive SE
Southport, NC 28461
Subject: STORMWATER APPLICATION RETURN
Project Name: The Signature Clubhouse at St. James Plantation
Location/County: Fairlawn Blvd., inside the Reserve at St. James
Plantation
Brunswick County
Dear Mr. Atkinson:
Your NPDES Phase II Post Construction Permit Application and check
#2535 for the $505.00 application fee, received in this office on September 26,
2008, are being returned because the application lacked the necessary basic
elements to accept it for review. The plans and any other documentation that
were submitted have been discarded or recycled, as appropriate. Please
address the following noted deficiencies and provide the requested information:
1. Property/project boundary lines, bearing and distances. The drainage
delineation map #C-3.OA maybe a good plan to report this information
because the project area appears to be consistent with the drainage
areas.
2. A wetlands delineation by a qualified individual. The USGS map on the
web is not suitable. 2 z
3 Level spreaders on stormwater outlets into wetlands. 7
The level spreader supplement forms.
e�;5
A signed Operation and Maintenance Plan for the level spreaders.
�s Sealed design calculations for the outlet structures to demonstrate non-
411W erosive flow of no more than 2 fps into the wetlands.
i5 7. Sealed design calculations to demonstrate the structural stormwater
(loll �Q�, management system will discharge the storage volume at a rate equal to
nl¢ or less than the predevelopment discharge rate for the 1-year, 24-hour
storm for NPDES Phase 2 projects.
8. Demonstrate on the plans that all runoff from built -upon areas is collected
and routed to the treatment ponds.
9. Provide details on the plans for: grading, dimensions for all proposed
built -upon areas, roads, parking, cul-de-sacs, including sidewalk width,
radii, dimensions and slopes, dimensions for each line and arc formed by
the permanent pool contour, proposed contours, spot elevations, finished
floor elevations, pipe inverts, roof drain collection lines, etc.
10.A soils report for all engineered systems is required. The report should
contain the estimated Seasonal High Water Table elevation at each
0Glowest
proposed BMP location. ppf Cxuer'
1'The permanent pool elevation must be above the SHWT and above the .�J.�� (o41 �ebw
elevation odew t
eltif the ad acent wetlands to avoid
1 a enng the S4-i
�J h wetlands. F.or example, pond #2 has a permanent pool proposed at 57 ft
with adjacent wetlands of 59 ft.
�^ 12. Please verify the SHWT elevations at the ponds. The SHWT elevations
J reported for both ponds that are adjacent to wetlands have a much higher
elevation of 5 or 6 feet. Typically, the SHWT is within approximately 18
inches of the wetland elevation.
13. Please calculate the average pond depth and enter the SA/DA tables with
the average pond depth. The permanent pool average depth is defined

as the permanent pool volume divided by the permanent pool surface area
or use the alternate calculation provided on the DWQ website for BMP at
the following link:
http://h2o.enr.state.nc.us/su/documents/BMPManualErrata 7.doc. The
average depth is significantly lower than reported in your calculations.
Please note the average depth reported on the supplements is based on
this BMP basis and the average depth used must be between 3.0 and 7.5
feet.
14. Please note that a revision to one number may have a domino effect on
other numbers, which may require revision of the applications,
calculations, supplements, plans, details, and associated documentation.
Please verify all numbers are correct to ensure consistency in the
application documents.
Please resubmit the permit application package to the address below.
Note that the 90-day statutory permit review time begins upon receipt of a
complete application. If you have any questions, please do not hesitate to call
me at [phone].
Sincerely,
Mary Jean Naugle
ENB/mjn: S:1WQSISTORMWATIRETURN1Clubhouse at St James Plantation
CC: Tim Clinkscales, PE, Paramounte Engineering, Inc.
M.J. Naugle

2535
BBU BRANCH BANKING TRUST
SCCOMPANY
PARAMOUNTE ENGINEERING INC. WILMIN+��
` 5911 OLEANDER DR., SUITE 201
WILMINGTON, NC 28M BB-112/631
9/26/2008
PAY TO THE
'ORDER OF NCDENR $—505.00
Five Hundred Five and 00/100' DOLLARS
NCDENR
10
/ Y [
MEMO
11'00253Silo 40531011211:0005293691395Silo
of warms
Date.- % % l% tJ - �► Y
Project Name:,S- /e; ew /E
Project No,��- f/,-247 % Coun
The Wilmington Regional Office of the Division of Water Quality receive
your Stormwater Permit Application d, $505 fee on /Z'le --o i
Your project will be reviewed within 75 days of receipt a you will be notified
if additional information is needed. Please be advised that the construction
of built -upon area may not commence until the Stormwater Permit is issued.
If you have any questions, please contact any member of the Stormwater
review staff in the Wilmington Regional Office at [phone].
,To Casmer
Administrative Assistant

PARAMOUNTE ENGINEERING INC.
2535
NCDENR 9/26/2008
08142.PE - Signature Clubhouse at St. James Plant 505.00
BB & T Stormwater Permit - Signature Clubhouse at St. 505.00

U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action Id. SAW-2002-768 County: Brunswick U.S.G.S. Quad: Lockwoods Folly & Southport
NOTIFICATION OF JURISDICTIONAL DETERMINATION
Property Owner: The P—me ve Development Company. LLC
Address:
c/o John Atkinson, Jr.
PO Box 10879
Southport. NC ZS4 1
Telephone No.:
(910) 2534739
Agent:
Kim Williams
Address:
LMG.Inc.
PO Box 2522
Wilmington, NC 28402
Telephone No.:
[phone]
Property description:
Size (acres) 2400 Nearest Town Southport
Nearest Waterway Beaverdam Creek River Basin Cape Fear
USGS HUC 030_ 30005 Coordinates N 33.9314 W 78.1250
Location description The tract is located near the town of St. James between the new bridge to Oak Island and the
existing development of St. James Plantation planned -unit development, on the south side of NC 211Southport.
Brunswick County, North Carolina
Indicate Which of the Following AUDIv:
A. Preliminary Determination
Based on preliminary information, there may be wetlands on the above described property. We strongly suggest you have
this property inspected to determine the extent of Department of the Army (DA) jurisdiction. To be considered final, a
jurisdictional determination must be verified by the Corps. This preliminary determination is not an appealable action
under the Regulatory Program Administrative Appeal Process ( Reference 33 CFR Part 331).
B. Approved Determination
There are Navigable Waters of the United States within the above described property subject to the permit requirements of
Section 10 of the Rivers and Harbors Act and Section 404 of the Clean Water Act. Unless there is a change in the law or
our published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
X There are waters of the U.S. including wetlands on the above described property subject to the permit requirements of
Section 404 of the Clean Water Act (CWAX33 USC § 1344). Unless there is a change in the law or our published
regulations, this determination may be relied upon for a period not to exceed five years from the date of this notification.
_ We strongly suggest you have the wetlands on your property delineated. Due to the size of your property and/or our
present workload, the Corps may not be able to accomplish this wetland delineation in a timely manner. For a more timely
delineation, you may wish to obtain a consultant. To be considered final, any delineation must be verified by the Corps.
_ The wetland on your property have been delineated and the delineation has been verified by the Corps. We strongly
suggest you have this delineation surveyed. Upon completion, this survey should be reviewed and verified by the Corps.
duce verified, this survey will provide an accurate depiction of all areas subject to CWA jurisdiction on your property
which, provided there is no change in the law or our published regulations, may be relied upon for a period not to exceed
Five years.
X The waters of the U.S. including wetlands have been delineated and surveyed and are accurately depicted on the plat
signed by the Corps Regulatory Official identified below on June 9, 2008. Unless there is a change in the law or our
published regulations_ this determination may be relied upon for a period not to exceed five years from the date of this
notification.
Page 1 of 2

Action ID: SAW-2002-768
There are no waters of the U.S., to include wetlands, present on the above described property which are subject to the
permit requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law or our
published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
X The property is located in mac of the 20 Coastal Counties subject to regulation under the Coastal Area Management Act
(CAMA). You should contact the Division of Coastal Management in Wilmington, NC, at [phone] to determine
their requirements.
Placement of dredged or fill material within waters of the US and/or wetlands without a Department of the Army permit may
constitute a violation of Section 301 of the Clean Water Act (33 USC § 1311). If you have any questions regarding this
determination and/or the Corps regulatory program, please contact Ms. Kimberly Garvey. Regulatory Specialist at LI
251-4482 or kimberl .1. ary usac .arm .mil.
C. Basis For Determination
The site exhibits wetland criteria as described in the 1997 Corps Wetland Delineation Manual and water bodies with
ordinary high water marks that drain to Beaverdam Creek and the Atlantic Intercoastal Waterway. This
determination is based on information submifto by Land Manaeement Grow), Inc, and a site visit by Kimber
Garvey, of this office, on 7111/07
D. Remarks
E. Appeals Information (This information applies only to approved jurisdictional determinations as indicated in
B. above)
This correspondence constitutes an approved jurisdictional determination for the above described site. If you object to this
determination, you may request an administrative appeal under Corps regulations at 33 CFR part 331. Enclosed you will find a
Notification of Appeal Process (NAP) fact sheet and request for appeal (RFA) form. If you request to appeal this
determination you must submit a completed RFA form to the following address:
District Engineer, Wilmington Regulatory Division
Attn: Kimberly Garvey, Project Manager,
Wilmington Regulatory Field Office
PO Box 1890
Wilmington, North Carolina 28403
In order for an RFA to be accepted by the Corps, the Corps must determine that it is complete, that it meets the criteria for
appeal under 33 CFR part 331.5, and that it has been received by the District Office within 60 days of the date of the NAP.
Should you decide to submit an RFA form, must be received at the abo c ess by August 9, 2009.
**It is not necessary to submit an
correspondence.**
Corps Regulatory
Date June 9.2008
not object to the determination in this
Date
The Wilmington District is committed to providing the highest level of support to the public. To help us ensure we continue to
do so, please complete the attaw-hed customer Satisfaction Survey or visit
hU://www.saw.usace.arrny mil/WEI'LANDS/index.htin] to complete the survey online.
Copy furnished:
Chad Coburn, NCDENR-DWQ, 127 Cardinal Drive, Wilmington, NC 28405
Page 2 of 2

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NCDENR
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
July 6, 2005
LETTER OF APPROVAL WITH MODIFICATIONS AND
PERFORMANCE RESERVATIONS
Annapolis Management Co., LLC
Mr. John T. Atkinson, Mgr.
PO Box 10879
Southport, NC 28461
RE: Project Name: The Reserve @ St. James, Phase 2 Acres Approved: 23.5
Project ID: Bruns-2005-380
County/Town/Street: Brunswick, Hwy. 211
River Basin: Cape Fear
Submitted By: McKim & Creed ,
Date Received by LQS: June 15, 2005
Plan Type: NEW
Dear Mr. Atkinson:
This office has reviewed the subject erosion and sedimentation control plan and hereby
issues this Letter of Approval with Modifications and Performance Reservations. A list of the
modifications and reservations is attached. This plan approval shall expire three (3) years
following the date of approval, if no land -disturbing activity has been undertaken, as is required
by Title 15A NCAC 4B .0129. Should the plan not perform adequately, a revised plan will be
required (G.S. 113A-54.1)(b). ,
Please be advised that Title 15A NCAC 4B.0118(a) requires that a copy of the approved
erosion control plan be on file at the job site. Also, you should consider this letter to give the
Notice required by G.S. 113A-61.1(a) of our right of periodic inspection to insure compliance
with the approved plan.
North Carolina's Sedimentation Pollution Control Program is performance -oriented,
requiring protection of existing natural resources and adjoining properties. If, following the
commencement of this project, it is determined that the erosion and sedimentation control plan is
inadequate to meet the requirements of the Sedimentation Pollution Control Act of 1973 (North
Carolina General Statute 113A-51 thru 66), this office may require revisions to the plan and
implementation of the revisions to insure compliance with the Act.
Wilmington Regional Office
127 Cardinal Drive Ext., Wilmington, North Carolina 28405-3845 - Phone: [phone] FAX: [phone]

Letter of Approval with Modifications and Performance Reservations
Mr. John T. Atkinson
July 6, 2005
Page 2 of 4
Acceptance and approval of this plan is conditioned upon your compliance with Federal
and State water quality laws, regulations, and rules. In addition, local city or county ordinances
or rules may also apply to this land -disturbing activity. This approval does not supersede any
other permit or approval.
Please be aware that your project will be covered by the enclosed NPDES General
Stormwater Permit NCGOI000 (Construction Activities). You should first become familiar with
all of the requirements for compliance with the enclosed general permit.
Please note that this approval is based in part on the accuracy of the information provided
in the Financial Responsibility Form, which you have provided. You are requested to file an
amended form if there is any change in the information included on the form. In addition, it
would be helpful if' ou notify this office of the proposed starting date for this project. Please
notify us if you plan to have a preconstruction conference.
Your cooperation is appreciated.
Sincerely,
Daniel S E
Regional Engineer
Land Quality Section
Enclosures: Certificate of Approval
Modifications and Performance Reservations
NPDES Permit
cc: Tim Clinkscales, PE, McKim & Creed
LQS-WiRO

Letter of Approval with Modifications and Performance Reservations
Mr. John T. Atkinson
July 6, 2005
Page 3 of 4
MODYPICATIONS AND PERFORMANCE, RESERVATIONS
Project Name: The Reserve (i4 St. James, Phase 2
Project ID: Bruns-2005-380
County: Brunswick
This plan approval shall expire three (3) years following the date of approval, if no land
disturbing activity has been undertaken, as is required by Title 15A NCAC 4B.0029.
2. The developer is responsible for the control of sediment on -site. If the approved erosion and
sedimentation control measures prove insufficient, the developer must take those additional steps
necessary to stop sediment from leaving this site. Each sediment storage device must be
inspected after each storm event. Maintenance and/or clean out is necessary anytime the device
is at 50% capacity.
Any and all existing ditches on this project site are assumed to be left undisturbed by the
proposed development unless otherwise noted. The removal of vegetation within any existing
ditch or channel is prohibited unless the ditch or channel is to be regarded with side slopes of 2
horizontal to 1 vertical or less steep. Bank slopes may be mowed, but stripping of vegetation is
considered new earth work and is subject to the same erosion control requirements as new
ditches.
4. The developer is responsible for obtaining any and all permits and approvals necessary for the
development of this project prior to the commencement of this land disturbing activity. This
could include agencies such as the Division of Water Quality's stormwater regulations, their
enforcement requirements within Section 401 of the Clean Water Act, the U.S. Army Corps of
Engineers' jurisdiction of Section 404 of the Clean Water Act, the Division of Coastal
Management's CAMA requirements, the Division of Solid Waste Management's landfill
regulations, the Environmental Protection Agency and/or The U.S. Army Corps of Engineers
jurisdiction of the Clean Water Act, local County or Municipalities' ordinances, or others that
may be required. This approval cannot supersede any other permit or approval; however, in the
case of a Cease and Desist Order from the Corps of Engineers, that Order would only apply to
wetland areas. All highland would still have to be in compliance with the N.C. Sedimentation
Pollution Control Act.
If any area on site falls within the jurisdiction of Section 401 or 404 of the Clean Water Act, the
developer is responsible for compliance with the requirements of the Division of Water Quality,
the Corps of Engineers and the Environmental Protection Agency (EPA) respectively. Any
erosion control measures that fall within jurisdictional wetland areas must be approved by the
aforementioned agencies prior to installation. The Land Quality Section must be notified of a
relocation of the measures in question to the transition point between the wetlands and the
uplands to assure that the migration of sediment will not occur. If that relocation presents a
problem or contradicts any requirements of either DWQ, the Corps, or the EPA, it is the
responsibility of the developer to inform the Land Quality Section regional office so that an

Letter of Approval with Modifications and Performance Reservations
Mr. John T. Atkinson
July 6, 2005
Page 4 of 4
adequate contingency plan can be made to assure suffiticient erosion coritroi remains on site.
Failure to do so will be considered a violation of this approval.
6. Any borrow material brought onto this site must be from a legally operated mine or other
approved source. A single use borrow site or an area to waste material is only permissible if it is
operated under the total control of the Financially Responsible person or firm who is developing
this site and has been separately permitted and incorporated as part of this plan meeting all the
requirements of NC General Statue 74-49(7)f.
7. This permit allows for a land disturbance, as called for on the application plan, not to exceed
23.5 acres. Exceeding that acreage will be a violation of this permit and would require a
revised plan and additional application fee. .Any addition in impervious surface, over that
already noted on the approved plan, would also require a revised plan to verify the
appropriateness of the erosion control measures and stormwater retention measures.
The project as proposed limits land disturbance to the street right-of-ways and easements and
does not allow for any grading of lots.
9. The construction detail for the proposed silt fence requires reinforcing wire and posts a
maximum of 10 feet apart. Omission of the reinforcing wire is a construction change that
necessitates more posts for support, i.e., the spacing distance needs to be reduced to no greater
than 6 feet apart.
10. Because the sediment retention ponds are shown on the plan as the primary sedimentation and
erosion control devices on this project, it is necessary that the ponds and their collection systems
be installed before any other grading takes place on site. If that proves to be impractical, a
revised plan must be submitted and approved that addresses erosion and sediment control needs
during the interim period until the ponds are frilly functioning.
11. A graveled construction entrance must be located at each point of access and egress available to
construction vehicles during the grading and construction phases of this project. Access and
egress from the project site at a point without a graveled entrance will be considered a violation
of this approval. Routine maintenance of the entrances is critical.
12. The North Carolina Sedimentation Pollution Control Act mandates a shortened time frame. in
which to re-establish vegetative groundcover. Slopes (including cuts, fills, and ditch banks) left
exposed will, within 15 working days or 30 calendar days (whichever is shorter) after completion
of any phase of grading, be planted or otherwise provided with groundcover sufficient to
permanently restrain erosion.

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?AR7w. 1-606-6189894
W LIMITED LIABILITY COMPANY
ANNUAL REPORT
ro+
NAME OF LIMITED LIABILITY COMPANY: Reserve Development Co., LLC
STATE OF INCORPORATION: NC
SECRETARY OF STATE L.L.C. ID NUMBER: 0710075
NATURE OF BUSINESS: Real Estate Development
REGISTERED AGENT: Atkinson, John , Jr.
REGISTERED OFFICE MAILING ADDRESS: P.O. Box 10879
Southport, NC 28461
REGISTERED OFFICE STREET ADDRESS: 4006 S. James Drive SE
Southport, NC 28461 Brunswick County
SIGNATURE OF THE NEW REGISTERED AGENT:
SIGNATURE CONSTITUTES CONSENT TO THE APPOINTMENT
PRINCIPAL OFFICE TELEPHONE NUMBER: [phone]
PRINCIPAL OFFICE MAILING ADDRESS: P.O. Box 10879
Southport, NC 28461
PRINCIPAL OFFICE STREET ADDRESS: 4006 S. James Drive SE
Southport, NC 28461
MANAGERS/NIEMBERS/ORGANIZERS:
Name: Annapolis Management Co. LLC
Title: Member
Address:
4006 S. James Drive SE
Southport, NC 28461
CERTIFICATION OF ANNUAL REPORT MUST BE COMPLETED BY ALL LMTED LIABILITY COMPANIES
FORM MUST BE SIGNED BY A MANAGER/MEMBER
DATE
TYPE OR PRINT NAME TYPE OR PRINT TITLE
ANNUAL REPORT FEE: $200 MAIL TO: Secretary of State • Corporations Division • Post Office Box 29525 • Raleigh, NC 27626-0525

.ice- ��'
Project name f ir1�� C.f '�t�t3y - -- - - &te it 1-0 merno
J review _-
�K D S�t�nt'R
Checklist for Completeness Review of Stormwater Applications ��� 11p
Each application for which a "Completeness Review" is needed will have this checklist printed on
ozw
yellow paper to distinguish it from other applications to be reviewed.
❑ Read the narrative and application to determine the type of project, i.e., residential vs.
commercial, subdivision vs. single lot, high density, low density, offsite, redevelopment, and
determine what documentation needs to be provided.
❑ Make sure that all required forms, supplements, O&M's, deed restrictions, signature
authorizations, etc., are included and contain original signatures.
!J If loan density, make sure the BUA calculations include any common areas, clubhouse areas,
etc., and do a quick math check for addition errors.
❑ Do a quick consistency check of the numbers used in the calculations vs. the numbers
reported on the application. For multiple BMP's pick one or two to check.
❑ Ownership issues? Make sure the correct person has signed the application. If it's a
corporation or LLC, print of, the NCSOS information sheet and latest annual report. Make
sure the person who signed is listed on the annual report with his/her correct title, or make
sure a signature authorization letter has been provided.
❑ Make sure 2 sets of plans have been submitted, and that they include grading, layout (with
dimensions for all proposed BUA) and details.
H
Are the Wetlands delineated on the plans? Y N By whom?
If the project drains to SA waters, make sure a USGS topo map with the site, the receiving
waters and the'/ mile radius clearly shown to scale, is provided.
❑ For high density projects, make sure the correct design storm is used, based on the receiving
stream classification and the projects proximity to SA waters.
Make sure appropriate details are provided such as roads, cul-de-sacs, curbing, sidewalk,
BMP's, level spreaders, vegetated filter strips, curb outlet swales, etc. Two of the most
common errors are that sidewalk is indicated on the plans, but not included in the BUA talcs
or shown with the road detail, and the road width used in the BUA calculations is less than
that shown on the road detail.
Are there any issues within the 575 ft ORW AEC?
If high density, make sure the plans and calculations are signed, sealed and dated.
If the project involves the subdivision of property or has outparcels, make sure a copy of the
Proposed Declaration of Covenants and Restrictions in legal format with all required
statements is provided, or that the appropriate standard deed restriction template, signed and
notarized, is provided.
Make sure that a Soils Report for all projects is provided, to determine if the required
separation to the SHWT is provided.
For multiple HD systems & curb outlet swales, make sure a drainage area map is provided.
Ll If the application is substantially incomplete, give the entire file with the check to admin (Jo
Casmer) to be returned to the applicant. Jo will keep copies of the return letters, application &
check.
❑ If the appiication iacks only a few minor items such that it can be made complete within 24
hours, you can email the consultant and request the information. Hold onto the package for
24 hours. If the information isn't received within 24 hours, give the application to Jo to return.
For Offsite projects:
The Designer's Certification for the offsite system has been submitted.
The deed restrictions have been recorded and a copy submitted.
The offsite system is in compliance with its permit.
Make sure the lot size hasn't changed from what was approved under the Master Plan and
that the correct lot number is referenced on the supplement form.
For Infiltration projects:
Soils report to determine SHWT, soil type and expected infiltration rate is provided.
Has Vincent conducted the site investigation? If Yes, date?
u For infiltration projeGis, uie maximum 2 acre inches of voiume in any single system has not
been exceeded.
I -or Wet Ponds projects:
❑ Permanent pool to be located no lower than 6" below the estimated SHWT. Otherwise, the
incoming groundwater must be quantified and evaluated; the storage volume must be
verified; and the outlet needs to be evaluated for free drainage to the receiving waters under
SHWT conditions.
S:IWQSISTORMWATERIFORMSICOMPLETENESS REVIEW

Re: [Fwd: Meeting today]
Subject: Re: [Fwd: Meeting today]
From: Mary Jean Naugle <[e-mail]>
Date: Mon, 17 Nov 2008 19:11:15 -0500
To: Mary Naugle <[e-mail]>, tclinkscales <[e-mail]>,
cmillis <[e-mail]>
Tim;
Items addressed in your memo are fine. Please ensure that stormwater outlets to
wetlands and surface waters are at non -erosive velocities of no more than 2 fps and
diffuse flow to avoid channelizing the wetlands. Re rules:
15A NCAC 02B .0231 (Wetland Standards) - (1), (4), (5), & (6). "no channelizing."
15A NCAC 2H .0500 "activity must minimize impacts to the wetland and must not result
in degradation of ground or surface waters. 401 staff interprets that to mean you
can't cause erosion within the wetland."
Please let me know if you need more information. Let me know when you are ready to
submit the package.
I will be out until Thursday 11/20 for family needs.
Mary Jean
910-796-7303
------ Original Message -------- Subject: Meeting today
Date: Thu, 13 Nov 2008 17:59:40 -0500
From: tclinkscales <tclinkscales@paramounte-en .com>
To: Linda Lewis <[e-mail]>, Mary Jean Naugle
<[e-mail]>
CC: cmillis <cmillis@paramounte-en .com>
Linda/Mary Jean,
First of all, Chris and I appreciate both of you taking the time to
allow us to voice some of our questions and concerns. With this being
said, we believe it was equally beneficial in allowing us to understand
some of the concerns you have and we will as we move forward address
these comments in our design. I also wanted to highlight the bigger
items that we discussed to verify that both parties are in agreement as
it comes to these two projects and future projects. Please review these
three bullet items and provide any feedback you deem is necessary based
on today's meeting. If you agree to our meeting minutes, we will move
forward with our re -submittal process. Thanks again for your time and
feel free to contact Chris or I with questions you may have. Have a
good day.
Tim
Tim Clinkscales, PE
1 of 2 2/2./2009 3:13 PM

Re: [Fwd: Meeting today]
PARAMOUNTE ENGINEERING, INC
5911 Oleander Drive, Suite 201
Wilmington, NC 28403
OFFICE: [phone]
FAX: [phone]
www.paramounte-eng.com <http://www.paramounte-eng.com/>
2 of 2 2/2/2.009 3:13 PM

PARAMOUNTE
E N G 1 N E E M 1 N G, 1 N C.
MEMORANDUM
Date: November 13, 2008
To: Linda Lewis & Mary Jean Naugle
Cc: File
From: Tim Clinkscales, PE & Chris Millis, EI
RE: NCDENR Permitting (St. James: Phase V & Signature Clubhouse)
Message:
The following is based on a meeting between NCDENR-DWQ staff (Linda Lewis & Mary
Jean Naugle) and Paramounte Engineering (PEI) (Tim Clinkscales & Chris Millis) in regard
to the State Stormwater permitting of The Reserve at St. James Phase V & The Signature
Clubhouse at St. James Plantation. This memorandum covers some of the major topics that
were discussed during the meeting and the conclusions that were drawn.
From the Application Return from The Reserve at St. James Phase V, comment #6
indicated that Seasonal High Water Table elevation calls had to be performed by a
licensed soils scientist and that a sealed report would have to be done for each pond.
o The discussion concluded with the fact that Paramounte Engineering (PE)]
would provide a note indicating the approximate elevation within the
wetlands; this note would help it to be determined that the permanent pool
elevation of the wet detention pond would not be lower than the elevation
of the wetlands and therefore not lower than the elevation of the Seasonal
High Water Table. As a result, no soils evaluation will need to be performed
since PEI is not setting the permanent pool of any wet detention pond
below the elevation of the wetlands. For future projects, PEI will provide
additional surveying along the periphery of the wetlands (+/- 20 feet) as
deemed necessary to illustrate the topography near stormwater outfalls in
relation to the elevation set for the permanent pool of wet detention ponds.
This additional topographic information along with field verification, USGS
topographic mapping, NRCS Soil map data and other permanent reference
data will be used to determine seasonal high water for the permitting of wet
detention ponds. This information will be placed on the plans and in the
narrative for clarity of review.
5911 OLEANDER DRIVE, SUITE 2 0 1, W I L M I N G T O N, N C28403
P H: (9 1 0) 7 9 1 6 7 0 7 FAX: [phone]

PARAMOUNTE
E N G 1 N E E M 1 N G, 1 N C.
• In regard to vested rights: PEI willprovide a copy of the approved PT D in there -
submittal of both projects to show the projects are to be review under the July 2007
Phase II rules
From the Application Return from The Signature Clubhouse at St. James Plantation,
comment #3 indicated that Level Spreaders on stormwater outlets will need to be
provided to avoid channelizing in the wetlands.
o The discussion concluded with the fact that level spreaders are not required
when the discharge velocity at the end of the energy dissipaters is not greater
than 2.0 fps. PEI will provide calculations of the outflow from the ponds as
well as information in regard to the design of the stormwater outfall energy
dissipaters. Therefore, for future projects, PEI will use this standard as a
guide for the design/necessity of level spreaders.
5911 OLEANDER DRIVE, SUITE 2 0 1, W I L M I N G T O N, N C28403
P H: (9 1 0) 7 9 1 6 7 0 7 FAX: [phone]

O�O� W AT �qQG
7
October 24, 2008
John Atkinson. Jr.. Manager
Reserve Development Co., LLC
P.O. Box 10879
4006 St. James Drive SE
Southport, NC 28461
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Coleen H. Sullins Director
Division of Water Quality
Subject: STORMWATER APPLICATION RETURN
Project Name: The Signature Clubhouse at St. James Plantation
Location/County: Fairlawn Blvd., inside the Reserve at St. James Plantation!
Brunswick County
Dear Mr. Atkinson:
<:z
Your NPDES Phase II Post Construction Permit Application and check number 2535 for
the $505.00 application fee, received in this office on September 26, 2008, are being returned
because the application lacked the necessary basic elements to accept it for review. The plans
and any other documentation that were submitted have been discarded or recycled, as
appropriate. Please address the following' noted deficiencies and provide the requested
information:
Prope rryiproject boundary lines, bearing and distances. The drainage delineation map
#C-3.OA maybe a good plan to report this information because the project area appears
to be consistent with the drainage areas.
2. A wetlands delineation by a qualified individual. The USGS map on the web is not
suitable.
3. Level spreaders on stormwater outlets into wetlands to avoid channelizing in the
wetlands.
4. The level spreader supplement forms.
5. A signed Operation and Maintenance Plan for the level spreaders.
6. Sealed design calculations for the outlet structures to demonstrate non -erosive flow of
no more than 2 fps into the wetlands.
7. Sealed design calculations to demonstrate the structural stormwater management
system will discharge the storage volume at a rate equal to or less than the
predevelopment discharge rate for the 1-year, 24-hour storm for NPDES Phase 2
projects. Values were reported on the pond supplements and supporting calculations
are required.
8. Demonstrate on the plans that all runoff from built -upon areas is collected and routed to
the treatment ponds.
9. Provide details on the plans for: grading, dimensions for all proposed built -upon areas,
roads, parking, cul-de-sacs, including sidewalk width, radii, dimensions and slopes,
dimensions for each line and arc formed by the permanent pool contour, proposed
contours, spot elevations, finished floor elevations, pipe inverts, roof drain collection
lines, etc.
10.P, soils reportfor all engineered systems is required. The report should contain the
estimated Seasonal High Water T able elevation at each proposed BMP location.
11. The permanent pool elevation must be above the SHWT and above the lowest elevation
of the adjacent wetlands to avoid dewatering the wetlands. For example, pond #2 W1 ttcaro a
has a permanent pool proposed at 57 ft with adjacent wetlands of 59 ft.,�vai22
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Internet: www nc AcMualilY ore Fax [phone]
An Equal Opportunity/AfArmaNe Action Employer— 50% Recycledl10% Post Consumer Paper

12. Please verify the SHWT elevations at the ponds. The SHWT elevations reported for
both ponds that are adjacent to wetlands have a much higher elevation of 5 or 6 feet.
Typically, the SHWT is within approximately 18 inches of the wetland elevation.
13. Please calculate the average pond depth and enter the SA/DA tables with the average
pond depth. The permanent pool average depth is defined as the permanent pool
volume divided by the permanent pool surface area or use the alternate calculation
provided on the DWQ website for BMP at the following link:
http://h2o.enr.state.nc.us/su/documents/BMPManualErrata 7.doc.
The average depth is significantly lower than reported in your calculations. Please note
the average depth reported on the supplements is based on this BMP basis and the
average depth used must be between 3.0 and 7.5 feet.
14. Please note that a revision to one number may have a domino effect on other numbers,
which may require revision of the applications, calculations, supplements, plans, details,
and associated documentation. Please verify all numbers are correct to ensure
consistency in the application documents.
Please resubmit the permit application package to the address below. Note that the 90-
day statutory permit review time begins upon receipt of a complete application. If you have
any questions, please do not hesitate to call me at [phone].
Sincerely,
Mary Jea Naugle
ENB/mjn: S:\WQS\STORMWAT\RETURN\Clubhouse at St James Plantation
CC: Tim Clinkscales, PE, Paramounte Engineering, Inc.
M.J. Naugle

Application Return on The Signature Clubhouse at St James Plantation
#V11 t* I 11113
Subject: Application Return on The Signature Clubhouse at St James Plantation -- QQrq
From: Mary Jean Naugle <[e-mail]> 4ebQt.IeI E
Date: Fri, 31 Oct 2008 12:55:01 -0400
To: Ed Beck <[e-mail]>, Georgette Scott <[e-mail]>, Linda Lewis
<[e-mail]>
Georgette and Ed;
i wanted to let you know that i was asked who made the policy on completeness
reviews and return of applications and i referred Chris Millis and Tim Clinkscales
of Paramounte Engineering to you. attached is the return memo with the items
required to complete the package. the following were some of his claims over the
phone:
he never was required to provide calculations to demonstrate the design storm for
the pre and the post.
the requested items are discretionary and destroyed his engineering image with the
client that we return the package to the applicant.
he was never returned a project in the regular program before and why has the
procedure changed.
this was submitted in Sept and the rule changed in Oct.'l... do i realize that
these projects are planned years before.
etc....
i just wanted to let you know that you would probably get a call.
Mary Jean
Mary Jean Naugle NC DENR Express WiRO <Mary.Naugle c('Dncmail.net>
Express
DWQ
NC DENR
Content -Type: application/msword
bhouse at St James Plantation.doc Content -Encoding: base64
1 of 1 11/3/2008 3:55 PM

application processing
Subject: application processing
From: Mary Jean Naugle <[e-mail]>
Date: Fri, 31 Oct 2008 13:10:06 -0400
To: Georgette Scott <[e-mail]>
fyi
Mary Jean Naugle NC DENR Express WiRO <Mary.NauglePncmail.net>
Express
DWQ
NC DENR
permit application processing guidance.pd Content -Type.- applice
Content -Encoding: base64
1 of 1 11/3/2008 3:55 PM

October 24, 2008
John Atkinson, Jr., Manager
Reserve Development Co., LLC
P.O. Box 10879
4006 St. James Drive SE
Southport, NC 28461
Subject: STORMWATER APPLICATION RETURN
Project Name: The Signature Clubhouse at St. James Plantation
Location/County: Fairlawn Blvd., inside the Reserve at St. James
Plantation
Brunswick County
Dear Mr. Atkinson:
Your NPDES Phase II Post Construction Permit Application and check
#2535 for the $505.00 application fee, received in this office on September 26,
2008, are being returned because the application lacked the necessary basic
elements to accept it for review. The plans and any other documentation that
were submitted have been discarded or recycled, as appropriate. Please
address the following noted deficiencies and provide the requested information:
1. Property/project boundary lines, bearing and distances. The drainage
delineation map #C-3.OA maybe a good plan to report this information
because the project area appears to be consistent with the drainage
areas.
2. A wetlands delineation by a qualified individual. The USGS map on the
web is not suitable.
3. Level spreaders on stormwater outlets into wetlands.
4. The level spreader supplement forms.
5. A signed Operation and Maintenance Plan for the level spreaders.
6. Sealed design calculations for the outlet structures to demonstrate non-
- erosive flow of no more than 2 fps into the wetlands.
7. Sealed design calculations to demonstrate the structural stormwater
management system will discharge the storage volume at a rate equal to
or less than the predevelopment discharge rate for the 1-year, 24-hour
storm for NPDES Phase 2 projects.
8. Demonstrate on the plans that all runoff from built -upon areas is collected
and routed to the treatment ponds.
9. Provide details on the plans for: grading, dimensions for all proposed
built -upon areas, roads, parking, cul-de-sacs, including sidewalk width,
radii, dimensions and slopes, dimensions for each line and arc formed by
the permanent pool contour, proposed contours, spot elevations, finished
floor elevations, pipe inverts, roof drain collection lines, etc.
10.A soils report for all engineered systems is required. The report should
contain the estimated Seasonal High Water Table elevation at each
proposed BMP location.
11.The permanent pool elevation must be above the SHWT and above the
lowest elevation of the adjacent wetlands to avoid dewatering the
wetlands. For example, pond #2 has a permanent pool proposed at 57 ft
with adjacent wetlands of 59 ft.
12. Please verify the SHWT elevations at the ponds. The SHWT elevations
reported for both ponds that are adjacent to wetlands have a much higher
elevation of 5 or 6 feet. Typically, the SHWT is within approximately 18
inches of the wetland elevation.
13. Please calculate the average Mond depth and enter the SA/DA tables with
the average pond depth. The permanent pool average depth is defined

as the permanent pool volume divided by the permanent pool surface area
or use the alternate calculation provided on the DWQ website for BMP at
the following link:
http://h2o.enr.state.nc.us/su/documents/BMPManualErrata 7 doc. The
average depth is significantly lower than reported in your calculations.
Please note the average depth reported on the supplements is based on
this BMP basis and the average depth used must be between 3.0 and 7.5
feet.
14. Please note that a revision to one number may have a domino effect on
other numbers, which may require revision of the applications,
calculations, supplements, plans, details, and associated documentation.
Please verify all numbers are correct to ensure consistency in the
application documents.
Please resubmit the permit application package to the address below.
Note that the 90-day statutory permit review time begins upon receipt of a
complete application. If you have any questions, please do not hesitate to call
me at [phone].
Sincerely,
Mary Jean Naugle
ENB/mjn: S:1WQSISTORMWATIRETURN1Clubhouse at St James Plantation
CC: Tim Clinkscales, PE, Paramounte Engineering, Inc.
M.J. Naugle

r, 1p,.M,
,,NCOM Pt
Project name J Review Date ' , 015
Checklist for Completeness Review of Stormwater Applications
Each application for which a °Completeness Review" is needed will have this checklist printed one
yellow paper to distinguish it from other applications to be reviewed.'-
❑ Read the narrative and application to determine the type of project, i.e., residential vs.
commercial, subdivision vs. single lot, high density, low density, offsite, redevelop^;%nt, and
determine what documentation needs to be provided. -11.: ;
❑ Make sure that all required forms, supplafnents, 0410's, deed restrictions, signature
authorizations, etc., are included and contain original signatures. r
if low density, make sure the BUA calculations include any common areas, clubhouse areas,
etc., and do a quick math check for addition errors.
❑ Do a quick consistency check of the numbers used in the calculations vs. the numbers
reported on the application. For multiple BMP's pick one or two to check.
Ownership issues? Make sure the correct person has signed the application. If it's a
corporation or LI-C, print off the NCSOS information sheet and latest annual report. Make
sure the person who signed is listed on the annual report with his/her correct title, or make
sure a signature authorization letter has been provided. ra
El Make sure 2 sets of plans have been submitted, and that they include grading; layout (with
dimensions for all proposed BiIA) and details.
Are the Wetlands delineated on the plans? Y N By whom?
If the project drains to SA waters, make sure a USGS topo map with the site, the receiving
waters and the Y2 mile radius clearly shown to scale, is provided.
❑ F- rig :density projects, make sure the correct design storm is used, based on the receiving
stream classification and Obe projects proximity to S aters.
Make sure appropriate (tails are provided such a roads cul-de-sacs,=rbing, sidewalk,
BMP's, level spreaders, vege ated filter strips, curb outlet swales, etc. Two of the most
common errors are that sidewalk is indicated on the plans, but not included in the BUA calcs
or shown with the road detail, and the road width used in the BUA calculations is less than
_ that shown on the road detail.
' -ire there any issues within the 575 ft ORW AEC?
i If high density, make sure the plans and calculations are signed, sealed and dated.
l If the prcje � n-volves the subdivision of property or has outparcels, make sure a copy of the
Projosed Decl:�ration of Covenants and Restrictions in legal format with all required
stariamemn if7 provided, or that the appropriate standard deed restriction template, signed and
notarized, is provided.
❑ Make sure that a Soils Report for all projects is provided, to determine if the required
separation to the SHWT is provided.
For multiple HD sys ,� Q. orb 9wU@LmQIes, make sure a drainage area map is provided.
If the application istu&qtsatijally incom I te, give the entire file with the check to admin (Jo
Casmer) to be returned to the app scant. Jo will keep copies of the return letters, application &
check.
❑ If t"c application iacks only a few minor items such that it can be made complete within 24
hours, you can email the consultant and request the information. Hold onto the package for
24 hours. If the informatior: isn't received within 24 hours, give the application to Jo to return.
For Offsite projects:
The Designer's Certification for the offsite system has been submitted.
The deed restrictions have been recorded and a copy submitted.
The offsite system is in compliance with its permit.
Make sure the lot size hasn't changed from what was approved under the Master Plan and
that the correct lot number is referenced on the supplement form.
For Infiltration projects:
Soils report to determine SHWT, soil type and expected infiltration rate is provided.
Has Vincent conducted the site investigation? ill Ycs, date'?
For infiltration projects, the maximum 2 acre inches of volume in any single system has not
been exceeded.
For Wet Ponds projects:
❑ Permanent pool to be located no lower than 6" below the estimated SHWT. Otherwise, the
incoming groundwater must be quantified and evaluated; the storage volume must be
verified; and the outlet needs to be evaluated for free drainage to the receiving waters under
SHWT conditions.
S:IWQSISTORMWATERIFORMSICOMPLETENESS REVIEW

13

STORMWATER SUBMITTAL REQUIREMENTS
WET D
f't'1'+ I _-°
1
ETENTION POND
I. Objective
Collect all runoff from all BUA (proposed and/or existing and/or offsite) as the case may be,
by any means including piping or swales, and direct it to the pond.
B. Check the proposed pond design to make sure it meets or exceeds the minimum, design
criteria for surface area, volume and drawdown.
II. What makes up a complete wet detention pond application package?
A. Two sets of sealed, signed & dated layout & grading plans with appropriate details.
(Additional sets of plans may be requested for projects in certain counties)
B. Completed application with supplement(s), SWU-101, SW401-Wet Pond, and inspection and
maintenance agreements.
C. Deed restriction document, if applicable (for subdivisions & projects with out parcels)
D. Sealed, signed & dated calculations.
E. Estimated seasonal high water table elevation at all pond locations.
F. Chlorides test results must be provided if the project is within Y2 mile of SR waters (Phase 11).
(This is only required to test out of SR water treatment requirements)
III. BIMS entry (for DWQ use only)
Enter & track application acknowledged date, review date, add info requested/received dates, permit
issue dates, and drainage area info. Best done after the add info letter is written and before sending
permit up for signature.
IV. Shell documents (for DWQ use only)
Permit shells: s:lwgslstormwaterlshellslhighcompond
s:lwgs\stormwater\shel Is1h ig hsu bpo nd
s:\wqs\stormwateAshells\HDhybrid
Spreadsheet: s:lwgslstormwaterlexcel spreadsheetslpond
VI. Review Procedure
A. APPLICATION
1. An original signature is required. Photocopied signatures cannot be accepted.
2. A completed wet detention pond supplement and a signed, dated and notarized wet
detention pond Inspection and Maintenance Agreement with an original signature.
3. The numbers on the supplement match up to the numbers used in the calculations and
shown on the plan details.
4. Built -upon areas are reported in square feet in Section 111.6.
5. Receiving stream name and classification. This is important because in the non -Phase
II counties, a wet pond cannot be used on a project that is within %2 mile of and draining
to SA waters. For Phase 11, a wet pond is allowed within % mile of SA waters.
6. Section 111.6 is filled in -cannot be left blank. One column must be filled in for each
proposed wet pond.
7. if the applicant is a corporation, partnership or LLC, look it up on the Secretary of State
Corporations Database. Make sure corporation is spelled correctly (capitalization and
punctuation matter) and that the person signing the application is at least a vice-
president in the corporation, a General Partner in the partnership, a member in a
member -managed LLC, or the manager of a manager -managed LLC. Need
documentation to support if the Articles of Incorporation do not list the members or
managers of the LLC. If an agent signs. then a letter of authorization is needed from the
president, vice president, general partner, member or manager.
8. For subdivided projects, a signed and notarized deCd restriction statement must be
provided.

Wet Detention Pond, cont.
B. CALCULATIONS
1 The orifice is sized based on drawing down the calculated minimum volume in 2-5
days. The average head to use in the orifice equation is approximately one-third of
the distance between the permanent pool elevation (PPE) and the elevation of the
next available outlet above the permanent pool. The elevation of the next available
outlet midst be either the elevatic^ where the minimum volume is provided, or it can
be higher. The temporary pool elevation (TPE) to report on the supplement will be
the elevation of the next available outlet above the PPE. The temporary pool volume
(TPV) to report on the supplement is the volume between the specified PPE and the
TPE.
,,_.. For Phase it projects that are within % mile of and draining to SR waters, the
difference in runoff from the predevelopment and post -development conditions for
the 1 year 24 hour storm must be controlled and treated.
,,K_'9'r� For Phase II projects, the discharge rate leaving the pond can be no more than the
e rate for the 1 year 24 hour storm.
�� �— For Phase 11 pre -development projects draining to SA water, nodischarge to surface waters may occur
from wet ponds. The discharge leaving the orifice must be effectively infiltrated prior to
reaching surface waters.
The average pond depth is the permanent pool volume divided by the permanent pool
�
,i-� Y.?1 surface area. The result must be between 3 ft. and 7.5 ft. Parts of the and can be
Q�': (� f °i.� deeper than 7.5 ft. p
but in no case can any part of the and be less than 3 ft deep
6. - If the 85 /o TSS chart is used a 30 vegetated filter must be provided at the outlet of the
pond. If the 90% TSS chart is used, no filter is required.
7) Use the correct SA/DA TSS chart from the BMP Manual noting that there are different
charts for different areas of the State.
8-' Required surface area at permanent pool.
9:' Provided surface area at permanent pool (Based on pond dimensions)
10. Required volume calculation based on 1.5" storm for Phase II projects* and 1" storm for
all others projects. *unless the project is Phase II and within Y2 mile of and draining to
SR waters then the volume calculation must be based on difference between the pre
and post development conditions for the 1-yr 24-hr storm.
11. Table of elevations, areas, incremental volumes and accumulated volumes for overall
pond and for forebay, to verify volumes provided.
x12� Forebay designed to hold 20% of the permanent pool volume. (Range of 18%-22%
OK.)
13. Non -erosive flow for 10 yr. storm in the vegetated filter, if using 85% TSS.
e u?f• The seasonal high water table must be at or below the proposed permanent pool
•� L_0"*'P' ocr elevation to assure that the necessary volume will be available above the permanent
poo15. Rou
nding numbers off during the calculation process can result in deficiencies. Do not
round the numbers until you get to the final result.
16. An additional one foot must be excavated below the bottom elevation of the pond. The 1
foot sediment accumulation depth is not included in the average depth calculation.

Wet Detention Pond, cont.
C. PLANS- Due to storage space constraints, plan sheets should be kept to a minimum. For
small commercial single wet pond projects, the plan set could consist of only 2 or 3 sheets,
layout, grading and details. For larger projects, show as much information as possible on as
few
sheets as possible, without cluttering them up.
A'.
Development/Project Name
-29°'
Engineer name and fir.►+'±.
-3-.
cA."
Legend
North Arrow
a!
Location Map with nearest intersection of two major roads shown. Major road is any 1,
2, or 3 digit NC, US or interstate highway.
Scale-
standard engineering scale, no off-the-wall stuff.
7.
Date
9
Revision number an_ if applicable,--
Original contours; proposed ontours� pot elevation , finished floor elevations, pipe
inverts, swale inverts, etc.""
10.
Existing drainage (piping, swales, ditches, ponds, etc.), including off -site. Include a map
delineating the offsite drainage areas.
Property/Project boundary lines, bearing & distances.
Mean High Water Line or Normal High Water Line, if applicable.
p" 3?
The permanent pool elevation must be above the SHWT and above the lowest
J
elevation of adjacent wetlands. Evaluate the need for a liner and/or berm/slurry wall to
r_preuent dewatad etland.
Drainage easement widths pipe sizes and swale inverts are provided.
15
We an a e ote on the plans that none exist. Get a copy of the wetlands
r� ,A �E
delineation map signed by the Corps of Engineers, or have the applicant include a copy
of the unsigned delineation map submitted to the Corps. Wet ponds may not be located
e �: �3•--�
in wetlands unless a permit to fill those wetlands has been obtained.
Details for the roads, parking, cul-de-sacs, including sidewalk width, radii, dimensions &
slopes.
17.
Apartment i Condo development- Hrovide a typical building footprint with dimensions
and note all concrete and wood deck areas.
The drainage area for each wet pond is clearly delineated and numbered to match up to
the calculations and supplement. Drainage area delineation is best done as a separate
plan sheet.
�19,
A pond section detail to include the forebay, a 10 foot wide vegetated shelf, pertinent
elevations for the bottom, permanent pool, temporary pool, and SHWT, 3:1 slopes
above the permanent pool, and the weir elevation between the main pond and the
forebay.
-20.'
The 10 vegetated shelf extends 6" below and 6" above the permanent pool elevation.
21.
An outlet structure detail showing a trash rack with 56" square openings, the necessary
orifice invert elevation (i.e., the permanent pool), orifice size and temporary pool
p�
elevation.
Dimensions for each line and arc formed by the permanent pool contour.
23.
Where the 85% TSS chart was used, a 30 ft. vegetated filter strip is required to be
shown on the plans & detailed (elevations, inverts, slopes, and flow spreader
mechanism). Please note that the filter strip is not a ditch.
24.
A forebay is provided for each inlet and located so as to prevent short-circuiting.
25.
The pond minimum 1.5:1 length to width ratio and a minimum 3:1 flow path
length. rtificial "baffle-s-FFE-m-bw, vinyl, or earth can be used to create a longer flow
path. The op a ev f the baffle should be set at the temporary pool elevation or
higher.
26.
A Vegetation plan is specified for the pond, including slopes. Wetlands species are
listed for planting on the 10:1 shelf. Weeping Love Grass is not suitable as a permanent
7.
vegetated cover for pond slopes.
All roof drainage must be directed to the pond. Show the roof drain collection lines on
the plan. This is necessary for projects where the buildings back up the property lines
where roof drainage may leave the site prior to going through the pond.

PARAMOUNTE
E N G 1 N E E FZ I N G, I N C.
5 9 1 1 OLEANDER DRIVE, SUITE 2 0 1
WILM IN G T ON , N C 2 8 4 0 3
9 1 0. 7 9 1- 6 7 0 7 ` n) 9 1 0--19 1- 6 7 6 0 (F )
L E T T E R O F T R A N R M 7 T T e i
To:
NCDENR
Date
09/26/08
Re:
The Signature Clubhouse
At St. James Plantation
Attn:
Project No.
I 08142.PE
e are sendi ® Originals
he folio items: ❑ Correspondence
® Prints ❑ Shop Drawings ® Calculations
® Plans ❑ Specifications ® Other as listed below
Quantity
Date
Dwg. No.
Description
2
24" x 36" Design Documents
1
Stormwater Narrative (Calculations)
1
Original and Copy of SWU101
1
Original of SWU401 (For Two BMPs)
1
$505.00 check (#2535)
1
Original O&M agreements for each BMP
ssue Status ® For Approval ❑ As Requested ❑ Construction ❑ Bid
❑ For Your Use ❑ For Review and Comment ❑ Approved as Noted ❑ See Remarks
jAction Taken ❑ No Exceptions Taken ❑ Make Corrections Noted ❑ Amend & Resubmit SEP
❑ Rejected- See Remarks ❑ Approved as Submitted ❑ Other 2 2008
emarks
Tim Clinkscales, PE

Wet Detention Pond #1 Calculations
NC DENR Retention Requirements
Objective: design a wet detention basin with the following characteristics: a permanent water pool depth between 3- and
6-feet, a surface area that meets TSS removal requirements (values set by NC DENR and included here), a forebay that
is approximately 20% of the total pond volume, a temporary water pool sized to detain the initial 1.5 inch of rainfall runoff, an
outlet device that drains the temporary water pool within 2-5 days, and a length -to -width ratio of approximately 3:1.
Step 1: Determine the surface area required for 90% TSS removal
Post -Development Conditions
Total Drainage Area 7.32 ACRE Value from CAD
impervious Drainage Area 3.06 ACRE Value from CAD
Impervious Cover 41 8% Impervious Cover --(Impervious Drainage
Area)/(Total Drainage Area)*100%
Elevation of Permanent Pool Surface 60.0 FT Value selected by designer twVt
Depth of Permanent Pool 9.0 FT Value selected by designer
Elevation of Wet Detention Pond Bottom 51.0 FT (Bottom Elevation)=(Permanent Pool Surface
Elevation) -(Depth of Permanent Pool)
Approximate Pond Length 315 FT Value from CAD
Approximate Pond Width 110 FT Value from CAD
Length:Wldth Ratio 3:1 Ratio=(Len th)/(Width):1
Reouired SAIDA Ratio for 90% TSS Removal 1 177 Value from char:. Reference: "90% TSS
Removal
Required Permanent Pool Surface Area 3,737 SF Required Surface Area=(Required SAIDA
' Ratio)*(Total Drainage Area)
Provided Permanent Pool Surface Area 27,778 SF Interpolated value from stage -storage
calculations
Step 2: Determine the 1.5-inch runoff elevation within the wet detention pond.
Runoff Coefficient, Rv 0.426 MIN Rv=0.05+0.009*(% Impervious)
Required 1.5" Runoff Volume (Volume of ,G e04 ^r! 1.5" Runoff Volume=1.5 in*Rv*l fooY12
Temporary Pool "r in* otal Drainage Area
Storage Elevation at Required Volume 60.40 FT Value is interpolation based upon stage -
storage values. See stage -storage calculations
P:\Projects\St James\08142.PE Signature Athletic Club\Documents\Design Calculations\Stormwater\POND#1

Wet Detention Pond #2 Calculations
NC DENR Retention Requirements
Objective: design a wet detention basin with the following characteristics: a permanent water pool depth between 3- and
6-feet, a surface area that meets TSS removal requirements (values set by NC DENR and included here), a forebay that
is approximately 20% of the total pond volume, a temporary water pool sized to detain the initial 1.5 inch of rainfall runoff, an
outlet device that drains the temporary water pool within 2-5 days, and a length -to -width ratio of approximately 3:1.
Step 1: Determine the surface area required for 90% TSS removal
Post -Development Conditions
Total Drainage Area 2.48 ACRE Value from CAD
Impervious Drainage Area 0.95 ACRE Value from CAD
Impervious Cover 38.3% impervious Cover -(impervious Drainage
Area)/(Total Drainage Area)*100%
Elevation of Permanent Pool Surface
57.0
FT
Value selected by designer
Depth of Permanent Pool
4.0
FT
Value selected by designer
Elevation of Wet Detention Pond Bottom
53.0
FT
(Bottom Elevation)=(Permanent Pool Surface
Elevation) -(Depth of Permanent Pool)
Approximate Pond Length
160
FT
Value from CAD
Approximate Pond Width
42
FT
Value from CAD
Length:Width Ratio
4:1
Ratio=(Lengt17)/(Wid1h):1
Required SAIDA Ratio for 90% TGG Removal 3.463 Value from chart. Reference: "90% TSS
- Removal
Required Permanent Pool Surface Area 3,741 SF Required Surface Area=(Required SA/DA
' Ratio)*(Total Drainage Area)
Provided Permanent Pool Surface Area 7,333 SF Interpolated value from stage -storage
calculations
Step 2. Determine the 1.5-inch runoff elevation within the wet detention pond.
Runoff Coefficient, Rv 0.395 IN/IN Rv=0.05+0.009*(% Impervious)
Required 1.511 Runoff Volume (Volume of = „A - ff 1.5" Runoff Volume=1.5 in*Rv*1 foot/12
Temporary Pool) 1 in*(Total Drainage Area)
Storage Elevation at Required Volume 57.61 FT Value is interpolation based upon stage -
storage values. See stage -storage calculations
R\ProjectslSt James108142.PE Signature Athletic ClublDocumentslDesign CalculationslStormwaterlPOND#2

THE SIGNATURE CLUBHOUSE
AT ST. JAMES PLANTATION
BRUNSWICK COUNTY, NORTH CAROLINA
STORMWATER NARRATIVE
Prepared for:
RESERVE DEVELOPMENT COMPANY, LLC.
P.O. BOX 10879
SOUTHPORT, NC 28461
Prepared by:
PARAMOUNTE
E N G 1 N E E R I N G. 1 N C.
5911 Oleander Drive, Suite 201
Wilmington, NC 28403
Project #08142.PE
December 2008
�r�•;n;i�zsca483a�gs, w,
tW
�dBNpfgafi3i?°=yat::
��C

THE SIGNATURE CLUBHOUSE
AT ST. JAMES PLANTATION
BRUNSWICK COUNTY, NORTH CAROLINA
Project #08142.PE
Table of Contents
Design Narrative
Soils Map
USGS Map
Stormwater Calculations

THE SIGNATURE CLUBHOUSE
AT ST. JAMES PLANTATION
BRUNSWICK COUNTY, NORTH CAROLINA
Project #08142.PE
DESIGN NARRATIVE
The Reserve Development Company, LLC proposes to permit a Master Stormwater Plan for
The Signature Clubhouse within ').The Reserve at St. James development. The project is located
along Fairlawn Boulevard (please see vicinity map on the cover page of the design plans).
The site currently drains to Beaver Dam Creek (SC; SW, HQW) within the Cape Fear River
Basin and according to the NRCS Soil Survey of Brunswick County the soil across the site
consists of Leon Fine Sand (Lo). The existing ground cover consists of poor brush across the
majority of the site.
The proposed development to occur within this Master Stormwater Plan is a Clubhouse /
Athletic Center to serve The Reserve at St. James community. The client desires to permit
regional storm��Tater BMPs to seMre this future high density development. Impervious
allocation for each type of use can be found within the design documents and relevant permit
applications. Please note that as development is planned to occur within the drainage area of a
BMP, that a plan revision will be submitted to illustrate that the amount of impervious is below
the amount allocated within this Master Stormwater Plan.
Please find that two wet detention ponds have been designed to serve two proposed drainage
area for the development. All stormwater runoff will be conveyed to the wet detention ponds
by a storm drainage network where it will be treated and stored per NCDENR and Brunswick
County stormwater regulations.
Please note that all impervious areas to be permitted have been broken out on the SWU-101
Attachment spreadsheet and that the Future Development under drainage area #2 is for
impervious allocation to cover a potential future roadway connection. In addition, please note
as discussed in our response letter and during our 11/13/08 meeting that we have provided
further information in regard to the elevation of the wetlands. The elevation within the
wetlands has been determined from a combination of actual surveying performed by PEI and
from USGS Quad Maps. Please note that the elevation of the wetlands in relation to a wet
pond's permanent pool elevation will allow the Division to determine that the ponds will not
be taking on ground water above the permanent pool from the SHWT and therefore not
draining the wetlands.
An approved erosion control permit exists for the site BRUNS-2005-380 (07/06/05).

SOILS MAP

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CD
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ri is
1.9
10
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,.Ill

USGS MAP

I
VA
P78- 08'
0.00" W 78- 07'
0.00" W,
,
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as1 tr
_7
AWN
All,
Al
10
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'A*
41
T,
C3
Z�
4-
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It
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90
08'�0.00"
W 1078* 07'
0.00" W
­Fy.,w­ t,,j Igor, Iwalacul, III%,.

STORMWATER CALCULATIONS

Project Name: Signature Athletic Club
Client:
St. James
Project Number:
08142.PE
Prepared By:
CWM
Date:
11 /25/08
Basin: DA #1 [PRE]
E N O 1 N E E R 1 N G, 1 N C.
Drainage area= 8.32 acres = 0.013 miz
Curve Number
HSG:
A
B
C
D
Sum
of Basin
0.0
50.0
0.0
50.0
100.0
Land Use % of Basin
CN A
CN B
CN C
CN D
Weighted CN
Brush - Poor 100.0
48
67
77
83
75.00
Sum: 100.0
Sum: 75,00
Curve numbers taken from:
TR-55
Use: 75
values input by user
= values calculated by spreadsheet
Basin: DA #2 [PRE] Drainage area= 2.48 acres = 0.004 miz
Curve Number
HSG:
of Basin
Land Use % of Basin
A
B
C
D
Sum
0.0 50.0 0.0 50.0
CN A CN B CN C CN D
100.0
Weighted CN
Brush- Poor 100.0
48
67
77
83
75_nn
Sum: 100.0 Sum: 75.00
Curve numbers taken from: TR-55 Use: 75

Project Name: Signature Athletic Club .. - - - --
Client St. James -D AMO V NT
Project Number: 08142.PE
Prepared By: CWM
Date: 11/25/08
Basin: DA #1 [PRE] Drainage area= 8.32 acres = 0.013 miZ
Time of Concentration
Overland Flow
Hydraulic Length =
900 ft.
Slope =
0.25 %
Ground Cover =
Brush
V (Figure 12.7) =
0.35 fps
T =
42.9 min.
M =
42.9 min.
Basin: DA #2 [PRE] Drainage area= 2.48 acres = 0.004 miZ
Time of Concentration
Overland Flow
Hydraulic Length =
325 ft.
Slope =
1 %
Ground Cover =
Brush
V (Figure 12.7) =
0.5 fps
T =
10.8 min.
ITC _

Project Name: Signature Athletic Club
Client: St. James
Project Number. 08142.PE
Prepared By: CWM
Date: 11/25/08
Basin: DA #1 [POST]
.._............................ -- ........ ..... ...... ..... _.... ..................
"ARAMCOUNTE
Drainage area= 7.32 acres = 0.011 miZ
% of
Space- Good 43.0
Sum: 100.0
Curve numbers taken from
7
N A CN B CN C CN D Weighted CN
98 98 98 98 55.86
39 61 74 80 30.32
Sum: 86.18
TR-55 Use: B7
= values input by user
= values calculated by spreadsheet
Basin: DA #2 [POST] Drainage area= 2.48 acres = 0.004 miZ
Use % of Basin I CN A CN B CN C CND Weighted CN
vious 45.0 98 98 98 98 44.10
Space- Good 0 39 61 74 80 38.78
Sum: 100.0 Sum: 8288
Curve numbers taken from: TR-55 User-p
Basin: OFFSITE [POST] Drainage area= 1.00 acres = 0.002 miZ
i r1
Land Use % of Basin CN A CN B CN C CN D Weighted CN
Impervious 76.0 98 98 98 98 74.48
Open Space - Good 240 39 61 74 80 I6.92
Sum: 100.0 Sum: 91.40
Curve numbers taken from: TR-55 Use: 92

Project Name: Signature Athletic Club
Client: St. James -D A R OUNTE JL
Project Number: 08142.PE E N C� 1 N E E R 1 N
Prepared By: CWM
Date: 11 /25/08
Basin: DA #1 [POST]
Drainage area= 7.32 acres = 0.011 miz
Time of Concentration
Pipe Flow
Hydraulic Length =
600 ft.
Slope =
0.003 ft/ft
n =
0.013 RCP
D =
1.5 ft.
V =
0.62 fps
T =
16.1 min.
TC =
16.1 min.
Basin: DA #2 [POST] Drainage area= 2.48 acres = 0.004 mil
Time of Concentration
Pipe Flow
Hydraulic Length =
550 ft.
Slope =
0.005 ft/ft
n =
0.013 RCP
D =
1.5 ft.
V =
0.80 fps
T =
11.4 min.
TC =
11.4 min.

Hydrograph Summary Report Hydraflow Hydrographs by Intelisolve v9.22
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
1
SCS Runoff
6.761
1 751
i 43,438
--
----
---
DA #1: PRE
2
SCS Runoff
15.33
1 731
63,573
---
---
----
DA #1: POST
3
SCS Runoff
3.318
1 724
10,588
----
----
------
OFFSITE: POST
4
Combine
17.32
1 730
74,162
2,3
TO POND #1
5
Reservoir
6.559
1 752
61,493
4
60.76
32,690
POND#1
6
SCS Runoff
3.411
2 730
13,417
--
----
DA #2: PRE
7
SCS Runoff
4.910
2 728
18,827
---
--
DA#2: POST
8
Reservoir
2.650
I
2 742
18,569
7
57.81
7,112
POND#2
I
Athletic
Club.gpw
Return Period:
1 Year
Tuesday, Nov
25, 2008

Hydrograph Summary Report Hydraflow Hydrographs by Intelisolve v9.22
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
1 SCS Runoff
19.98
1 749
124,717
----
----
------
DA #1: PRE
2 SCS Runoff
34.47
1 731
147,415
--
----
---
DA #1: POST
3 SCS Runoff
8.814
1 724
22,666
---
------
------
OFFSITE: POST
4 Combine
38.60
1 730
170,080
2,3
------
----
TO POND #1
5 Reservoir
18.51
1 747
157,355
4
61.38
' 61,662
POND#1
6 SCS Runoff
10.05
2 728
38,522
---
---
----
DA #2: PRE
7 SCS Runoff
11.99
2 728
46,677
---
--
------
DA #2: POST
8 Reservoir
6.931
2 740
46,415
1
13,252
POND #2
Athletic Club.gpw
Return Period:
10
i
Year
Tuesday, Nov
25, 2008

Wet Detention Pond #1 Calculations
NC DENR Retention Requirements
Objective: design a wet detention basin witti the following characteristics: a permanent water pool depth between 3- and
6-feet, a surface area that meets TSS removal requirements (values set by NC DENR and included here), a forebay that
is approximately 20% of the total pond volume, a temporary water pool sized to detain the initial 1.5 inch of rainfall runoff, an
outlet device that drains the temporary water pool within 2-5 days, and a length -to -width ratio of approximately 3.1.
Step 1: Determine the surface area required for 90% TSS removal
Post -Development Conditions
Total Drainage Area 7.32 ACRE Value from CAD
Impervious Drainage Area 3.06 ACRE Value from CAD
Impervious Cover 41 8% Impervious Cover -(Impervious Drainage
Area)/(Total Drainage Area)*100%
Elevation of Permanent Pool Surface
60.0
FT
Value selected by designer
Depth of Permanent Pool
9.0
FT
Value selected by designer
Elevation of Wet Detention Pond Bottom
51.0
FT
(Bottom Elevation)=(Permanent Pool Surface
Elevation) -(Depth of Permanent Pool)
Approximate Pond Length
315
FT
Value from CAD
Approximate Pond Width
110
FT
Value from CAD
Required SAIDA Ratio for 90% TSS Removal 1.73n Value from chart. Reference: "90% TSS
Removal
Required Permanent Pool Surface Area 5,516 SF Required Surface Area=(Required SAIDA
Ratio)*(Total Drainage Area)
Provided Permanent Pool Surface Area 27 77t3_�� SF Interpolated value from stage -storage
' calculations
Step 2: Determine the 1.5-inch runoff elevation within the wet detention pond.
Runoff Coefficient, Rv 0.426 MIN Rv--0.05+0.009*(1a Impervious)
Required 1.5" Runoff Volume (Volume of ,a n0a 11C7 1.5" Runoff Volume=1.5 in*Rv*1 foot/12
Temporary Pool) v' in*(Total Drainage Area)
Storage Elevation at Required Volume 60.40 FT Value is interpolation based upon stage -
storage values. See stage -storage calculations
P:1ProjectslSt JamesM142.PE Signature Athletic ClublDocumentslDesign Calcu!ationslStormwaterlPOND#1

Step 3: Calculate the required forebay volume (18-22% of total pond volume) and compare to the forebay volume provided.
Total Treatment Pond Volume 144,279 CIF Value from stage -storage calculations
Required Forebay Volume 28,856 CF 20% of Treatment Pond Volume
Provided Forebay Volume 29,062 CIF Value from stage -storage calculations
Provided Forebay Volume: Pond Volume 20% (Provided Forebay Volume)i?ctal Pond
Vol: rme) *100%
Step 4: Verify that time required to drawdown the 1.5-inch runoff volume is within 2 to 5 days
Diameter of Proposed Low -flow Orifice 2.50 IN Valire chosen by designer
Riser Elevation of Outlet Structure 60.40 FT Valve chosen by designer
(Total Elevation Head Above Orifice)=(Riser
Total Elevation Head Above Orifice 0.40 FT Elevation) -(Elevation of Permanent Pool
Surface)
(Average Elevation Head Above
Orifce)=((Storage Elevation at Required
Average Elevation Head Above Orifice
0.13 FT Volume)+(Elevation of Permanent Pool
Surface)]/3-(Storage Elevation at Required
Volr1me)
Cd, Coefficient of Discharge
0.60 Value chosen by designer
Q, Flowrate Through Low -flow Orifice
0.06 CFS Q=Cd*(Pi)*((Diameter of Orifice)*(1 W12
in)j"214* 2*32.2* Ave a Head ^1/2
Drawdown Time for 1.5-inch Runoff
3.28 DAYS (Drawdown Time)=(1.5" Runoff Volume)/Q*(1
P:\Projects\St James108142.PE Signature Athletic Club\Documents\Design Calculations\StormwaterWOND#1

St. James: Signature Clubhouse
Stage -Storage Calculations for Proposed Wet Detention Pond #1
determine the storage capacity and characteristics of the proposed wet detention pond.
Pond side slope above Permanent Pool 3
Vag. shelf 6" above/below Perm. Pool 10
Side Slope below planted shelf 3
incremental and cumulative storage of the wet detention pond per contour interval.
Stage/Storage Above Permanent Pool (Including Main Treatment Pond, Forebay, & Storage Pond)
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
60.00
39.054
0
0
-Permanent Pool
60.40
41,542
16,988
16,988
- Temporary Pool i Riser Elevation
61.00
62.00
46,610
51,494
25,844
49,052
42,832
91,884��"�
63.00
56,490
53,992
145,876
Stage/Storage Total Pond
(Including Main Treatment Pond, Forebay, & Storage Pond)
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
61.0
8,080
0
0
---Pond Bottom
52.0
9,505
8,793
8,793
53.0
11,062
10,284
19,076
54.0
12,773
11,918
30,994
55.0
18,826
15,800
46,793
56.0
21,912
20,369
67,162
67.0
25,309
23,611
90,773
58.0
28,877
27,093
117,866
59.0
32,568
30,723
148,588
60.0
39,054
35,811
184,399
—-Permanent Pool
61.0
46,610
42,832
227,231
62.0
51,494
49,052
276,283
63.0
56,490
53,992
330,275
P:\Projects\St James\08142.PE Signature Athletic Club\Documents\Design Calculations\Stormwater\POND#1

St. James: Signature Clubhouse
Stage -Storage Calculations for Proposed Wet Detention Ponca #1
Forebay #1
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
51.0
939
0
0
52.0
1,285
1,112
1,112 --Bottom Elev.
53.0
1,703
1,494
2,606
54.0
2,213
1,958
4,564
55.0
2,772
2,493
7,057
56.0
3,357
3,065
10,121
57.0
3,970
3,664
13,785
58.0
4,610
4,290
18,075
59.0
5,276
4,943
23,018
60.0
6,813
6,045
29,062 •--Forebay Volume
P:\Projects\St James\08142.PE Signature Athletic Club\Documents\Design Calculations\StormwaterTOND#1

Wet Detention Pond #2 Calculations
NC DENR Retention Requirements
Objective: design a wet detention basin with the following characteristics: a permanent water pool depth between 3- and
6-feet, a surface area that meets TSS removal requirements (values set by NC DENR and included here), a forebay that
is approximately 20% of the total pond volume, a temporary water pool sized to detain the initial 1.5 inch of rainfall runoff; an
outlet device that drains the temporary water pool within 2-5 days, and a length -to -width ratio of approximately 3:1.
Step 1: Determine the surface area required for 90% TSS removal
Post -Development Conditions
Total Drainage Area 2.48 ACRE Value from CAD
Impervious Drainage Area 0.95 ACRE Value from CAD
Impervious Cover
38.3% Impervious Cover -(Impervious Drainage
Area)/(Total Drainage Area)*100%
Elevation of Permanent Pool Surface
57.0
FT
Value selected by designer
Depth of Permanent Pool
4.0
FT
Value selected by designer
Elevation of Wet Detention Pond Bottom
53.0
FT
(Bottom Elevation)=(Permanent Pool Surface
Elevation) -(Depth of Permanent Pool)
Approximate Pond Length
160
FT
Value from CAD
Approximate Pond Width
46
FT
Value from CAD
Length:Width Ratio
3:1
Ratio=(Len h)/(Width):1
Required SAIDA Ratio for 90% TSS Removal 4.230 Value from char` Reference: "90% TSS
Removai
Required Permanent Pool Surface Area 4,570 SF Required Surface Area=(Required SAIDA
' Ratio)*(Total Drainage Area)
Provided Permanent Pool Surface Area 7,333 SF Interpolated value from stage -storage
calculations
Step 2: Determine the 1.5-inch runoff elevation within the wet detention pond.
Runoff Coefficient, Rv 0.395 IN/IN Rv=0.05+0.009*(% Impervious)
Required 1.5" Runoff Volume (Volume of G III r1r 1.5" Runoff Volume=1.5 in*Rv*1 foot/12
Temporary Pool) `" ' - in*(Total Drainage Area)
Storage Elevation at Required Volume 57.61 FT Value is interpolation based upon stage -
storage values. See stage -storage calculations
P:\Projects\St.Iames\08142.PE Signature Athletic ClublDocumentslDesign CalculationslStormwaterlPOND#2

Step 3: Calculate the required forebay volume (18-22% of total pond volume) and compare to the forebay volume provided
Total Treatment Pond Volume
15,564 CIF
Value from stage -storage calculations
Required Forebay Volume
3,113 CIF
20% of Treatment Pond Volume
Provided Forebay Volume
3,135 CF
Value from stage -storage calculations
Provided Forebay Volume: Pond Volume
20%
(Provided F-robay Volume)/(Total Po;,d
Volume)*100
Step 4: Verify that time required to drawdown the 1.5-inch runoff volume is within 2 to 5 days
Diameter of Proposed Low -flow Orifice
1.50
IN
Value chosen by designer
Riser Elevation of Outlet Structure
57.65
FT
Value chosen by designer
(Total Elevation Head Above Orifice)=(Riser
Total Elevation Head Above Orifice
0.65
FT
Elevation) -(Elevation of Permanent Pool
Surface)
(Average Elevation Head Above
Orifice)=((Storage Elevation at Required
Average Elevation Head Above Orifice
0.22
FT
Volume)+(Elevation of Permanent Pool
Surface)J/3-(Storage Elevation at Required
Volume)
Cd, Coefficient of Discharge
0.60
Value chosen by designer
Q, Flowrate Through Low -flow Orifice
0.03
CFS
Q=Cd*(Pi)*((Diameter of Orifice)*(9 ft/12
Drawdown Time for 1.5-inch Runoff 2.24 DAYS (Drawdown Time)=.(1.5" Runoff Volume)/Q*(1
P:lProjectslSt James108142.PE Signature Athletic ClublDocumentslDesign CalculationslStormwaterlPOND#2

St. James., Signature Clubhouse
Stage -Storage Calculations for Proposed Wet Detention Pond #2
determine the storage capacity and characteristics of the proposed wet detention pond.
Pond side slope above Permanent Pool 3
Vag. shelf 6" above/below Penn. Pool 10
Side Slope below planted shelf 3
incremental and cumulative storage of the wet detention pond Der contour interval
Stage/Storage Above Permanent Pool (Including Main Treatment Pond, Forebay, & Storage Pond)
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
57.00
7,333
0
n --Permanent Pool
67.61
9,095
5,331
5,331 Temporary Pool
57.65
9,737
377
5,707 Riser Elevation
58.00
10,222
3,493
9,200
59.00
11,645
10,934
20,134
60.00
13,125
12,385
32,519
61.00
14,660
13,893
46,411
Stage/Storage Total Pond (Including Main Treatment Pond, Forebay, & Storage Pond)
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
53.0
1,746
0
0--Pond Bottom
54.0
2,654
2,200
2,200
55.0
3,646
3,150
5,350
56.0
4,724
4,185
9,535
57.0
7,333
6,029
15,564 Permanent Pool
58.0
10,222
8,778
24,341
59.0
11,645
10,934
35,275
60.0
13,125
12,385
47,660
61.0
14,660
13,893
61,552
P:\Projects\St ,lames\08142.PF Signature Athletic Club\Documents\Design Calculations\Stormwater\POND#2

St. James: Signature Clubhouse
Stage -Storage Calculations for Proposed Wet Detention Pond #2
Forebay #1
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
53.0
311
0
0 --Bottom Elev.
54.0
488
400
400
55.0
705
597
996
56.0
962
834
1,830
57.0
1,648
1,305
3,135 • ForebayVolume
P:\Projects\St James\08142.PC Signature Athletic Club\Documents\Design Calculations\Stormwater\POND#2

f
Appendices
pain � 1
410Y�j m5cFs
3 �7
0
Outlet
71W
Do + La
pipe
diameter (Do) �—La
) T ilwater < 0.5Do
p,P lil
pk 60
�v 50r � I
50 100
Discharge (0/sec)
200 500
;U` 0
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
Rev. 12/93
8.06.3

ll.
L4,z,
0
Appendices
P6ND*a,
-7 c�s
a
3 .7
0
Outlet W = Do + La )o
pipe I
diameter (Do)
La ---I
ilwater 0.500
p� ,u
`rod P60 ,
50
i �� .,:.1 I! I I I^i0
3 5 10 20 50 100 200 500 1000
Discharge yo/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
Rev. 12193
8.06.3

Project Name: Signature Athletic Club
Client:
St. James
Project Number:
08142.PE
Prepared By:
CWM
Date:
12/4/08
Average Depth Calculation: (Option 2 per Errata)
*Note: Only used areas relative to the main pond
Pond #1
ABottom Shelf =
18,315
sf
ABottom Pond =
7,141
sf
APerm Pool =
20,965
sf
Depth =
9.0
ft
dav9 =
6.7
ft
Pond #2
ABottom Shelf =
4,173
sf
ABottom Pond =
1,435
sf
APerm Pool =
5,685
sf
Depth =
4.0
ft
dav9 =
3.1
ft
E N c i 1 N E E R 1 N O, I N C.