SW8100714_HISTORICAL FILE_20101013 (2)

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 �np1�4
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
zo ► o k 01,6
YYYYMMDD

WMA
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NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins
Governor Director
October 13, 2010
Mr. Anthony W. Sydes, President
Carolina Plantation Development Corporation
PO Box 7122
Jacksonville. NC 28541
Dee Freeman
Secretary
Subject: State Stormwater Management Permit No. SW8 100714
Great Neck Section II, Regal Hill, and a Future Multi -Family Section at
Carolina Plantations
High Density Subdivision Wet Detention Pond and Constructed Wetland
Project
Onslow County
Dear Mr. Sydes:
The Wilmington Regional Office received a complete State Stormwater Management Permit
Application for Great Neck Section II, Regal Hill, and a Future Multi -Family Section at
Carolina Plantations on October 12, 2010. 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 100714 dated October 13, 2010, for the construction of the subject project.
This permit shall be effective from the date of issuance until October 13, 2020, and shall be
subject to the conditions and limitations as specified therein. Please pay special attention to
the Operation and Maintenance requirements in this permit. Failure to establish an
adequate system for operation and maintenance of the stormwater management system will
result in future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have
the right to request an adjudicatory hearing upon written request within thirty (30) days
following receipt of this permit. This request must be in the form of a written petition,
conforming to Chapter 150E 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 Christine Nelson, or me at [phone].
Sincerely,
r �
George te'S o t
Stormwater Supervisor
Division of Water Quality
GDS/can: S:\WQS\STORMWATER\PERMIT\100714 oct10
cc: Jonathan McDaniel, Parker & Associates, Inc.
Onslow County Inspections
Wilmington Regional Office
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405
One
Phone: [phone] FAX: [phone] Customer Service: 1-877623.6748
NOrtthiCarollina,
Internet: vAAv.nmaterquatty.org
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An Equal Opponunity 1 Affirmative Acton Employer
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State Stormwater Management Systems
Permit No. SW8 100714
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
Carolina Plantation Development Corporation
Great Neck Section 11, Regal Hill, and a Future Multi -Family Section
at Carolina Plantations
Ramsey Road, Jacksonville, Onslow County
FOR THE
construction, operation and maintenance of two (2) wet detention ponds and one (1)
constructed wetland 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') 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 October 13, 2020 and shall
be subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.7 and 1.8 on page 3 and 4 of this permit. The
subdivision is permitted for 118 lots, each limited to a maximum amount of built -
upon area as indicated in Section 11.20 (f) of this permit. The stormwater
controls; designated as Pond 1, Pond 2, and Wetland 3; have been designed to
treat the runoff from 310,600, 670,170, and 35,750 square feet of built -upon
area, respectively.
3. The tract will be limited to the amount of built -upon area indicated on page 3 and
4 of this permit, and per approved plans. The built -upon area for the future
development within the drainage areas of Pond 1 and Pond 2 is limited to 15,000
and 272,000 square feet, respectively. This permit does not provide any
allocation of built -upon area for future development within the drainage area of
Wetland 3.
Page 2 of 10

State Stormwater Management Systems
Permit No. SW8 100714
4. The runoff from all built -upon area within the permitted drainage areas of this
project must be directed into the permitted stormwater control systems.
5. A 50' wide vegetative buffer must be provided adjacent surface waters,
measured horizontally from the normal pool of impounded structures, the banks
of each side of streams and rivers and the mean high water line of tidal waters.
The wet detention pond(s) may not be located within the buffer and no built -upon
area is allowed within the buffer.
6. All runoff being directed into wetlands shall flow into and through those wetlands
at a non -erosive velocity of 2 fps or less.
7. The following design elements have been permitted for these wet detention pond
stormwater facilities, and must be provided in the systems at all times.
Pond 1
Pond 2
a. Drainage Area, acres:
Onsite, ft2:
Offsite, ft2:
18.47
804,558
0
36.10
1,572,516
0
b. Total Impervious Surfaces, ft2:
Lot BLIA, ft2:
Roads, ft2:
Future, ft2:
Offsite, ft2:
310,600
216,000
79,600
15,000
0
670,170
281,750
116,420
272,000
0
c. Design Storm, inches:
1.5
1.5
d. Average Pond Design Depth, ft:
6.0
5.0
e. TSS removal efficiency:
90%
90%
f. Permanent Pool Elevation, FMSL:
43.50
44.50
q. Permanent Pool Surface Area, ft2:
18,229
48,000
h. Permanent Pool Volume, ft :
89,577
211,989
i. Permitted Forebay Volume, ft3:
17,442
45,241
j. Permitted Storage Volume, ft3:
44,841
86,346
k. Temporary Storage Elevation FMSL:
45.50
46.10
I. Pre-dev. 1 r-24 hr. discharge rate cfs:
7.20
7.20
m. Controlling Orifice:
3.0" PJ pipe
4.0" PJ pipe
n. Orifice Flowrate, cfs:
0.19
0.30
o. Fountain Horsepower, HP:
1/3
3/4
p. Receiving Stream / River Basin
LIT to Half Moon Creek /
White Oak
q. Stream Index Number:
19-6
r. Classification of Water Body:
C; NSW
Page 3 of 10

State Stormwater Management Systems
Permit No. SW8 100714
8. The following design elements have been permitted for this constructed wetland
stormwater facility, and must be provided in the system at all times.
Wetland 3
a.
Drainage Area, acres:
2.16
Onsite, ftZ:
94,046
Offsite, ft2:
0
b.
Total Impervious Surfaces, ftZ:
35,750
Lot BUA, ftZ:
33,750
Roads, ftZ:
2,000
Future, ftZ:
0
Offsite, ftZ:
0
C.
Design Storm, inches:
1.5
d.
Ponding Depth, inches:
11.0
e.
TSS removal efficiency:
85%
f.
Permanent Pool Elevation FMSL:
44.0
g.
Permitted Wetland Surface Area, ftZ:
5,806
Shallow Land Area, ftZ:
2,299
Shallow Water Area, ftZ:
2,361
Deep Pool Area, ftZ:
1,146
h.
Permitted Storage Volume ft3:
4,806
i.
Temporary Storage Elevation, FMSL
44.92
j.
Pre-dev. 1 yr-24 hr. discharge rate,
1.77
cfs:
k.
Controlling Orifice:
1.0" 0 pipe
I.
Orifice Flowrate, cfs:
0.015
m.
No: of Plants in Shallow Water Area:
600 Herbaceous Plants
n.
No. of Plants in Shallow'Land Area:
200 Herbaceous Plants
and 60 Shrubs
o.
Receiving Stream / River Basin
UT to Half Moon Creek /
White Oak
Stream Index Number:
19-6
Classification of Water Body:
C; NSW
II. SCHEDULE OF COMPLIANCE
No homeowner/lot owner/developer shall alter the approved stormwater
management system, or 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 modification or revision to the permit and receiving
approval from the Division.
The permittee is responsible for routine monitoring of the project's built -upon
area and verifying that the built -upon area for the entire project and for each lot
does not exceed the maximum allowed by this permit. Once the lot transfer is
complete, the lot owner may not increase the built -upon area above the permitted
maximum for that lot without approval from both the permittee and the Division of
Water Quality. The permittee shall not approve any requests for additional built -
upon area on any lot without first submitting for and receiving a permit
modification from the Division.
Page 4 of 10

State Stormwater Management Systems
Permit No. SW8 100714
3. The permittee must maintain compliance with the overall BUA limit for the project
established by this permit, the permit documents and the recorded deed
restrictions. If any lot is found to have exceeded the permitted BUA limit for that
lot without the approval of the Division and the permittee, the permittee shall
notify the lot owner in writing and require resolution.
4. If an Architectural Review Board or Committee is set up by the permittee to
review new and modified lot plans for compliance with the BUA limit, the plans
reviewed must include all proposed built -upon area. Any approvals given by the
Board or Committee on behalf of the permittee do not relieve the permittee or the
lot owner of the responsibility to maintain compliance with the BUA limit
established by the permit and in the recorded deed restrictions.
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 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.
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. The Director may determine that other revisions to the project should require a
modification to the permit.
9. Prior to the construction of any permitted future development areas shown on the
approved plans, the permittee shall submit final site layout and grading plans to
the Division for approval.
10. 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.
11. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
12. 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.
Page 5 of 10

State Stormwater Management Systems
Permit No. SW8 100714
13. 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.
14. 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. Maintenance of the wetlands plants and replacement of dead plants.
e. Immediate repair of eroded areas.
f. Maintenance of side slopes in accordance with approved plans.
g. Trash and debris removal and unclogging of structures, orifice, catch basins
and piping.
h. Access to all components of the system must be available at all times.
15. Records of maintenance activities must be kept by the permittee. The records will
indicate the date, activity, name of person performing the work and what actions
were taken.
16. 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.
17. Prior to transfer of the permit, the stormwater facilities will be inspected by DWQ
personnel. The project and the stormwater facility must be in compliance with all
permit conditions. Any items not in compliance must be repaired, replaced or
restored to design condition prior to the transfer. Records of maintenance
activities performed to date will be required.
18. 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' 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 a fountain in Pond 1
and 2 is 1/3 and 3/4 HP, respectively.
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 shall submit the necessary forms
and documentation to the permittee, or a designated agent, and receive approval
prior to construction of the permeable pavement.
Page 6 of 10

State Stormwater Management Systems
Permit No. SW8 100714
20. 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 100714, as issued
by the Division of Water Quality under NCAC 2H.1000.
b. The State of North Carolina is made a beneficiary of these covenants to
the extent necessary to maintain compliance with the Stormwater
Management Permit.
C. These covenants are to run with the land and be binding on all persons
and parties claiming under them.
d. The covenants pertaining to stormwater may not be altered or rescinded
without the express written consent of the State of North Carolina, Division
of Water Quality.
e. Alteration of the drainage as shown on the approved plans may not take
place without the concurrence of the Division of Water Quality.
f. The maximum built upon area per lot for Lots 142-231 and Lots 247-274 is
4,500 and 3,500 square feet, respectively. This allotted amount includes
any built -upon area constructed within the lot property boundaries, and
that portion of the right-of-way between the front lot line and the edge of
the pavement. Built upon area includes, but is not limited to, structures,
asphalt, concrete, gravel, brick, stone, slate, coquina and parking areas,
but does not include raised, open wood decking, or the water surface of
swimming pools.
g. All runoff on the lot must drain into the permitted system. This may be
accomplished through providing roof drain gutters, which drain to the
street, grading the lot to drain toward the street, or grading perimeter
swales and directing them into the pond or street. Lots that will naturally
drain into the system are not required to provide these measures.
h. Built -upon area in excess of the permitted amount will require a permit
modification.
i. If permeable pavement credit is requested, the property owner must
submit a request, with supporting documentation, to the permittee and
receive approval prior to construction of BUA.
21. 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.
III. GENERAL CONDITIONS
This permit is not transferable except after notice to and approval by the Director.
At least 30 days prior to a change of ownership, or a name change of the
permittee or of the project, or a mailing address change, the permittee must
submit a completed and signed Name/Ownership Change form, to the Division of
Water Quality, accompanied by the supporting documentation as listed on 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. Neither the sale of
the project in whole or in part, nor the conveyance of common area to a third
party constitutes an approved transfer of 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.
Page 7 of 10

State Stormwater Management Systems
Permit No. SW8 100714
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 the creation of
nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
6. The 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 be 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.
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. The application form, supplement forms, and approved plans and specifications
for this project are incorporated by reference and are enforceable parts of the
permit.
10. A copy of the approved plans and specifications shall be maintained on file by
the Permittee at all times.
11. 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.
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 13th day of October 2010.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 100714
Page 8 of 10

State Stormwater Management Systems
Permit No. SW8 100714
Great Neck Section II, Regal Hill, and a Future Multi -Family Section
at Carolina Plantations Page 1 of 2
Stormwater Permit No. SW8 100714
Onslow Countv
Designer's Certification
I, , as a duly registered in
the State of North Carolina, having been authorized to observe (periodically/weekly/full
time) the construction of the project,
(Project)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is a part of this Certification.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
SEAL
Page 9 of 10

State Stormwater Management Systems
Permit No. SW8 100714
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 drawdown 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
Onslow County Building Inspections
Page 10 of 10

�\ - -- - ---- - —_ — - --- -- -- DWQ USE ONLY — - '- ---_
Dale Received ee Paid _ Pit Nomber
D
Applicable Rules: ❑ Coastal SW -1995 Coastal SW - 2008 ❑ Ph Il - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ Mgmt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This fin'ru cony he photocopied for use as all original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Great Neck Section II Regal Hill end it Future Multi -family Section at Carolina Plantations
2. Location of Project (street address):
City%lacksonvi I le Cou n ty:Onslow Zi p:28540
3. Directions to project (from nearest major intersection):
From US 17 North turn left onto Weslem BLvd then turn right onto Carolina Forest Blvd.
At the intersection with R•unsey Road proceed across Carolina Plantations Blvd (Main Entrance)
Turn right onto Sononn Rd project begins at stream crossing.
4. Latitude:34° 48' 5 1 " N Longitude:77° 24' 36" IN of the main entrance to the project.
IL PERMIT INFORMATION:
1.a.Specify whether project is (check one): ®New ❑Modification
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number , its issue date (if known) and the status of
construction: ❑Not Started ❑Partially Completed* ❑ Completed* *provide a designer's cer•tihcatiou
2. Specify the type of project (check one):
❑Low Density ®I-ligh Density ❑Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from DWQ
requesting a state stormwater management permit application, list the stormwater project number, if
assigned, and the previous name of the project, if different than currently
proposed,
4. a. 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: 47.0 ac of Disturbed Area
❑NPDES Industrial Stormwater Z404/401 Permit- Proposed Impacts
b.lf any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permitErosion (ONSLO-2011-007 & 008)
Form SWU-101 Version07Jun2010 Page 1 of6
AUG 17 2010
`•�ux�_E,�eccss _

Ill. CONTACT INFORMATION
I. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the project):
Applicant/Organization:Carolina Plantation Development Comoration
Signing Official & Title:Anfi onv W. Sydes, President
b.Contact information for person listed in item I above:
Street Address:4355 Gumbranch Rd.
City:.lacksonville State:NC Zip:28540
Mailing Address (ifapplicahle)TO Box 7122
City:.lacksonville
Phone: (910 ) 455-6956
Email:
State:NC Zip:28541
Pax: (910 ) 455-6325
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. ('Phis is the
person who owns the property that the project is located on):
Property Owner/Organization:
Signing Official & Title:
b.Contact information for person listed in item 2a above:
Street Address:
Mailing Address (if applicable):
City: State:
Phone: ( ) Fax:
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:
Signing Official & Title:
b.Contact information for person listed in item 3a above:
Mailing Address:
City:
Phone (
Email:
4. Local jurisdiction for building permits: Onslow County
State: Zip:
Fax: ( )
Point of Contact: Phone
AUG 1 7 2010
Ponn SWU-101 Version 07.Iun2010 Page 2 of

Fi
IV. PROJECT INFORMATION
1. In the space provided below, briefly sununarize how the Stormwater runoff will be treated.
Great Neck Section II and Reeall Bill are proposed single family sections at the Carolina Plantations Development.
An unnamed Future Multi-F:umily Section (no(beine built anytime soon) is also to be included as pan of this permit.
Two (2) Wet Detention Basins and one (1) Stormwater Welland are BMPs that will treat all 13UA from all three sections.
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b.If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW - "1995 ❑ Ph II - Post Construction
3. Stormwater runoff from this project drains to the White Oak River basin.
4. "Total Property Area: 63.79 acres 5. Total Coastal Wetlands Area: 0 acres
6. 'Total Surface Water Area: 0 acres
7. 'Total Property Area (4) -Total Coastal Wetlands Area (5) -Total Surface Water Area (6) = Total Project
Area':63.79 acres
Total project area shall be calculated to exclude the following: the norrual pool of impounded structures, the area
between the hanks of strearus and rivers, the area below the Normal Hi h Water (NHI� line or Mean High Water
(MHIN) line, axed coastal wetlands landward froru the NHW (or MHIV) line. The resultant project area is used to
calculate overall lrercerrt built upon nren (BLIA). Norr-coastal wetlands landantrd of the NHI�V (or MHIN) line nay
he included in the total project area.
B. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 =
9. How many drainage areas does the project have? 3 (For high density, court 1 for each proposed engineered
slornuwater BMP. For low density and other projects, use 1 fir the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas inQie project, attach an additional sheet with the information for each area
Provided in the same format as below. p ..a V�u wa-L'd
Basin Information
Draina ge Area I
Draina ge Area 2
Drainage Area 3
Drainage Area _
Receiving Stream Name
UT to I lalf Moon
Creek
UT to Half Moon
Creek
UT to Half Moon
Creek
Steam Class *
C; NSW
C; NSW
C; NSW
Stream Index Number *
19-6
19-6
19-6
"Total Drainage Area (so
804,559 1g,4l
1,572,516 36.tuu
94.046 a.e�
On -site Drainage Area (sf)
804,558
1,572,516
94,046
Off -site Drainage Area (so
0
0
0
Proposed Impervious Area** (so
310,600
670,170
35,750
% Impervious Area** total
38.6
42.6
38.0
Impervious** Surface Area
Drainage Areal
Drainage Area 2
Drainage Area 3
Drainage Area _
On -site Buildings/Lots (sf)
216.000
291,750
33,750
On -site Streets (so
79,600
116,420
2000
On -site Parking (so
0
0
0
On-siteSidewalks (sf)
0
0
0
Other on -site (SO
0
0
0
Future(so
15,000
272,000
0
Off -site (so
0
0
0
F,xisting BUA*** (so
0
0
0
Total (sf):
310,600
670.170
35,750
* Stream Class and Index Number can he determined at:
rtM
area is aepnea as rue omit upon area
,ravel areas. etc.
FormSWU-101 Version 071un2010 Page 3of6
t not limited to, buildings, roads, parking areas,
SFP 0 9 2010

FI
Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking wrens,
sideWalks, grovel areas, etc.
*** Report only that anwunt of existing BLIA that will rennin after development. Do not report any existing BUA that
is M be removed and Which Will be replaced hg new BLIA.
11. I -low was the off -site impervious area listed above determined? Provide documentation.
Projects in Union Couniv: Contact D117Q Central Offiee.stgf'to check i the project is located within a Threatened &
Endangered Species watershed that turn he suhject to urore stringent sturnnrater requirements as per NC21C 02B .0600.
V. SUPPLEMENT AND O&M FORMS
]'Ile applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
most be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
front http://poi-tal.nc(lenr.org/web/wq/cos/sti/bout-manual.
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. A detailed application instruction sheet and BMP
checklists are available from http:/[-portahicdennorg/webZ v cos/SulStatesw/fonns_docs. The
complete application package should be submitted to the appropriate DWQ Office. (The appropriate office
may be found b>>� locating project on the interactive online map at
portal.ncdenr.oweb/wq/cos/su/maps.)
Please indicate that the following required information have been provided by initialing in the space provided
for each item. All original documents MUST' be signed and initialed in blue ink. Download the latest versions
for each submitted application package from http://portal.ncdenr.org/web/wq/cos/su/statesty/forms does.
I. Original and ouc copy of the Stormwater Management Permit Application Form. r9 '7
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants
Form. (ifrequired as per Part VII belaur) t
3. Original of the applicable Supplement Fornt(s) (sealed, signed and dated) and O&M
agreentent(s) for each BMP.
4. Per lication processing fee of $505 payable to NCDENR. (For an Express review, refer to L�
http://www.envhelp.orb*/paf>es/onestopexpress.httttl for information on the Expres program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
Lm
5. A detailed narrative (one to two pages) describing the stormwater treatinent/managementfor
the project. This is required in addition to the brief summary provided in the Project
Information, item 1.
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the
receiving stream drains to class SA waters within 1/2 mile of the site boundary, include the lb
mile radius on the map.
7. Sealed, signed and dated calculations.
eol
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:
a. Development/ Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
I. Scale.
g. Revision number and dates.
It. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations. -- — 1
I. Details of roads, drainage features, collection systems, and stormwater control measures' '
AUG 1 7 2010
Form SWU-101 Version 07Jun2010 Page 4 of 6

in. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
V t t d b CC- I i
p. ege a e u crs k" uerc requ re ).
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify
elevations in addition to depths) as well as a map of the boring locations with the existing J
elevations and boring logs. Include an 8.5"x1l" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit for DWQ to verify tine SHWTprior
to sullinittal, [phone].)
10. A copy of the most current property deed. Deed book: 2149 Page No: 44
11. For corporations and limited liability corporations (LI_C): Provide documentation from the NC
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per NCAC 21-1.1003(e). The
corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary bf State, otherwise the application will be returned.
littp:/ / www.secretarV.state.ncus/Corporations/CSearch.aspx
VIL DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be provided
as an attachment to the completed and notarized deed restriction form. 'rhe appropriate deed restrictions and
protective covenants forms can be downloaded from
httL://portal.ncdenr.org/web/wq/ws/su/statesw/fornns_Liocs. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, 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 NC DWQ and that they will be recorded prior to the sale of any lot.
Vlll. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:lonathan L. McDaniel, El
Consulting Firm: Parker & Associates, Inc
Mailing Address:306 New Bridge Street
City:,lacksonville State:NC Zip:28540
Phone: (910 ) 455-2414
Hnnail:panext a bizec.tr.com
Fax: (910 ) 455-3441
IX, PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
1, (print or hype name of person listed ill Contact Informmation, item 2a) , certify that I
own the property identified in this permit application, and thus give permission to (taint or type name ofpersor
listed in Contact Information, item la) with (print or type narue of organization listed in
Contact Information, items ]a) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system.
Fornn SWU-101 Version 07Jun2010 Page 5 of 6 AUG 1 7 2010

As the legal property owner 1 acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DWQ Stormwater permit reverts back to
me, the property owner. As the property owner, it is my responsibility to notify DWQ immediately and submit a
completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater treatment
facility without a valid permit. 1 understand that the operation of a stormwater treatment facility without a valid
permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement action including
the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
Signature: Date:
1, a Notary Public for the State of County of
, do hereby certify that personally appeared
before me this _ day of and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAT.
My commission expires
X. APPLICANT'S CERTIFICATION
1, (pri) It or tyre Pill me ofersmr lister! in Contact hrforination, item la) Amhom, 11' Sr+rlec
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 the
applicable stolijd iter rules under 15A NCAC 2H .100NSL 2006-246 (Ph. 11 -Post Construction) or SL 2008-211.
Signature: \ �/. Date: 1-011a` 10
I, t'11�Ae\ t TU • �'^55e1 , a Notary Public for the State of (Y r \..A4m' County of
OnS�a� do hereby certify that t'VW1r)rx\, �de.5 personally appeared
beforeme thisgry dayof �A�\I r IO , and allc—kn ledge the due utipr of the application for
a stormwater permit. Witness my hand and 'official seal,
VriKgss,,
Q Notary Public '
Onslow County _
My Commission Expires
07p612013
"T
My commission expires J(,A 1\1 1 J
i AUG 1 7 2010
Form SWU-101 Version 07.Iun2010 Page 6 of 6

MEMORY TRANSMISSION REPORT
TIME :10-13-'10 15:25
FAX NO.1 :910-350-2018
NAME :DENR Wilmington
FILE NO.
798
DATE
10.13 15:19
TO
R 919104556325
DOCUMENT PAGES
11
START TIME
10.13 15:22
END TIME
10.13 15:25
PAGES SENT
11
STATUS
OR
*** SUCCESSFUL TX NOTICE ***
Sr.r<.r w.rrw c..ou..
neP. n...e..* or Se�.ro...e.•..a wr. r.� Reeeurcu
wuo.maeo. Re�m...Omce
Be.+rNy 6�wa PirOee, Governor FAX COVER SI�ET
Dsa A e..pqSacre.ary
Faac: �9�0- SASS —��3c� r pdc: (9101 3 0-2004 /%

Beverly Eaves Perdue, Governor
State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
FAX COVER SHEET
Date: ���/✓��/� /
To:
Co: LGt��D iiJ�fi ��/iJ�io� ��✓
Fax:
Re: /�/�/!� ��EGC' SEGTiO J �
Dee Freeman, Secretary
No. Pages (excl. cover):
From: to Casmer
Phone: [phone]
Fax: [phone]
M
/�"- 'IVA OC12Z'A/>rwrio.J -y�LJ"f /DO %/ `f
127 Cardinal Drive Extension, Wilmington, NC 28405 e [phone] a An Equal Opportunity Atlirmative Action Employer

I/ MEMORY TRANSMISSION REPORT
FILE NO.
799
DATE
10.13 15:20
TO
: 8 919104553441
DOCUMENT PAGES
11
START TIME
10.13 15:25
END TIME
10.13 15:27
PAGES SENT
11
STATUS
OK
*k*
TIME :10-13-'10 15:27
FAX NO.1 :910-350-2018
NAME :DENR Wilmington
SUCCESSFUL TX NOTICE
6tuto of lVorah C.rolaer
Deparamwn� of Envtronmena una Nwauru� Roourawer
Walm)oaton RaQlouw, Ofalce
as.v..y se.,r� AeMva, l�overeor r'wx COVER BI[EE'[' Dww Fiaw]nen. Secretory
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]'Sl Cenfinwl !:]]I.re 6x[wns{on. W{Iminptan, NC 2fl909 a (9l0)'19472] 9 � An Cgawl OPP^�T�ni[y A.}}1r,�,e,lve Ac]lun Emp,eyw'

j
State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Beverly Eaves Perdue, Governor FAX COVER SHEET
Date: /e-2//✓/1l%
Fax: //% �� ' 7 —2 7 7-X
Re:
Dee Freeman, Secretary
No. Pages (excl. cover):
From: Jo Casmer
Phone: [phone]
Fax: [phone]
127 Cardinal Drive Extension, Wilmington, NC 28405 o [phone] n An Equal Opportunity Affirmative Action Employer

r
LATERAL EFFECT ANALYSIS REPORT
Addendum to Item lb.
The Skaggs Method was used to determine how far the wet detention basins (ponds) need
to be from the wetlands before they negatively impact (drain) the wetlands. This horizontal
distance is based on factors pertaining to the type of soils in conjunction with the difference in
elevation of the wetlands and the pond's permanent pool elevation. The difference in elevation is
called the depth to water surface, and for the ponds in Great Neck Section 11, the 2' depth used
was based on the wetlands elevation being the centerline of an adjacent wetlands ditch.
The reason for using the center of the ditch and not the top of bank for the wetlands
elevation is best understood by looking at the history of project site. Before Anthony Sydes, the
property was owned by Weyerhauser and was used specifically for timber harvesting. To
maximize tree growth, many ditches were cut and connected to natural streams in order to
control stormwater runoff for the property. It is estimated the ditches were initially dug in the
1950's, and attached is the oldest aerial photo we have found showing their existence (1988
Onslow County Tax Map). Over the many years and tree harvests on the property, the ditches
and water table have stabilized to what the Carolina Plantations site is being built on today.
As identified on the wetlands map (attached), Brad Shaver of the US Army Corps of
Engineers signed off on the wetlands delineation near the pond to be at the centerline of the
existing wetlands ditch. Since the centerline of the ditch is the wetlands boundary, this is the
elevation used for the model to assure the wetlands will not be impacted. If the pond does not
effect the conditions at the center of the wetlands ditch, the wetlands will not be effected.
In order to use the centerline elevation in the ditch (wetlands) for the depth to water
surface, water should not stand (stagnant) in the ditch under normal conditions. For example, if
a 1' water level was normally maintained in the ditch, the depth to water surface would be 3'
instead of the 2' for dry conditions. Under normal conditions, the wetlands ditch near pond No. 2
in Great Neck Section 11 is dry. As shown on the attached photos, the ditch has approximately 6"
of water flowing in it the week after a 20" rainfall over 4 days (NOAA 500 year rainfall event).
This tremendous rainfall is clearly not a normal condition, but even so, the 6" depth is the
maximum water level in ditch as evident by the vegetation on the bank remaining unharmed.
Water flowing in the ditch (natural grade at 0.5%) also indicates that the ditch does not have
stagnant water, since it will continue to go down until it reaches normal dry conditions.
In conclusion, use of the centerline elevation of the wetlands ditch is appropriate in
determining the depth to water surface for the Skaggs method. The wetlands and ditch are one
and the same, and as long as the pond doesn't impact the ditch, it will not impact the wetlands.
Sincerely',
R. I Iaywood Pittman 11
NC Licensed Soil Scientist
OCT Y 2 2610
BY:

LATERAL EFFECT ANALYSIS REPORT
CEI ED
SEP 3 0 2010
I V
Y:

1073-1 Gregory Pork Road
Richlands. NC 28574
Phone [phone]
Fa.c (.910) 324-0162
1?imnansoi1@),ahoo.com
September 23, 2010
Parker and Associates
PO Box 796
Jacksonville, NC 28540
Ref: Storm water Project No. SW8 100714, Carolina Plantations
Dear Mr. McDaniel,
This document has been prepared in response to the request for additional information
about the project listed above.
Item # I a. The depth to the water surface is determined by the actual difference between
the wetland elevation and the permanent pool elevation. If the P.P.E is 48.6 and the
elevation of the linear wetland ditch bottom is 49.6 then the number that would be used is
one foot.
POND 1
Please reference attachment #1 which shows the actual measured drainable porosity of
Rains soil. This was taken from Theory of Drainage written by R. Wayne Skaggs. It
shows that the actual drainable porosity for Rains with a water table of 12" is .053 to .06.
1 have also enclosed ASAE paper number: 020602 titled Methods to Determine Lateral
Effects of Drainage Ditch on Wetland Hydrology table I, which gives some values for
drainable porosity. This number was put in the model, and a new summary is attached.
It shows that the minimum setback distance should be 31.0 ft. to the wetlands. I have
also attached a theoretical test to show that when the drainable porosity goes up that the
setback actually gets smaller (labeled Test I).
Pond 2
Pond 2 was located in a Lynchburg/Rains transition area. Both soils are very similar in
properties and depths to different horizons. Therefore the same drainable porosity was
used for this pond. The only difference was that the ksat values for the A horizon was
57hr more than the Rains. As shown in Test I higher values of drainable porosity will
yield a smaller separation distance. Since the ksat value was higher it can be assumed
SEP 3 0 2010
BY:

that the texture is probably sandier in this pond area. I have also attached an excerpt from
the USDA Drainmod Reference Report chapter 5 page 5-1 I, which discusses drainable
porosity. It denotes the fact that drainable porosity is the same as specific yield. Specific
yield is discussed in the USGS publication Basic Ground -Water Hydrology water
supply paper 2220, page 8 and 9, which has been attached. This publication shows the
values of drainable porosity for various textures and aggregates.
Item I b. The existing ditches have not affected the wetlands as is evident since they
were considered wetlands by Brad Shaver of the US Army Corps. The Skaggs Method as
explained above was used to determine if the proposed pond would drain the wetland
ditch. The ditch is considered part of the wetlands and the bottom ditch elevation was
used in the calculation. The model showed that the pond did not drain the ditch therefore
the wetlands will not be affected by the pond.
If you have any questions please feel free to contact me at 910-330-2784. Thank You.
Sincerely,
R. Haywood Pittman II
NC Licensed Soil Scientist

SKAGGS METHOD POND 1
SFP 3 0 2010

skaggs_Method_Summary.txt
t eae��eaafr anan�anertae��ac,tee*cenen��aaran�na�e*aenn�at,t�aeea�eeenn�,tt�xana��,te�x,ta��
Skaggs Method Program
Determination of Lateral Effect for Roadside Ditch or Borrow Pit
version 1.3.0.0
copyright 2006-2010 North Carolina State University
written in C# Language by Brian D. Phillips
Last software update: March 16, 2010
Project Run Date and Time: 9/27/2010 9:51:04 PM
eearr..aa,tnaee�anea�aenaaaa,ta a,ra+,o-eannnaaeea n,o- �r a,tag„+aaca,tt.���,t,ra�naaa*e�naar��,tc
Project Information
------------------------------------------------------------------
Project Title/Description: GREAT NECK II POND 1
Soil Series or ID: RAINS
User Name: H. PITTMAN
site Parameters
-----------------------------------------------------------------
Impoundment Type: 2 (1=Roadside Ditch 2= Borrow Pit)
State: North Carolina
County: Onslow,
Surface Storage: 2 inch
Depth to water surface: 2 ft
T25 value: 3.2 days
Depth to Restrictive Layer: 12 ft
Drainable Porosity: 0.053
weighted Hydraulic Conductivity: 0.5600 inch/hour
Hydraulic Conductivity Data by Layer
Bottom Depth of Layer (in
Layer 1 12
Layer 2 63
Layer 3 76
Layer 4 144
Layer 5 0
Conductivity (in/hr)
1
.52
.52
.52
0
----------------------------------------------
----------------------------------------------
Lateral Effect: 31.0 ft
----------------------------------------------
----------------------------------------------
II� &OV - (o a �A
Page 1
SEp 8 0 2010
3Y:

Alf'TACCaMENT #31
zap
Th ECFET'CA� �.
-
EXPER;VEH: AI. �
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1
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.�h C13 70
aa;Ea TABLE DEPTM,m
figure 1.21. Measured and predicted drainable porosities ror vertical drainage of
Wagram and Rains soils.

Paper Number. 020602
An ASAE Meeting Presentation
Methods to Determine Lateral Effects of a Drainage
Ditch on Wetland Hydrology
R. Wayne Skaggs, William Neal Reynolds and Distinguished University Professor
Department of Biological and Agricultural Engineering, P.O. Box 7625, North Carolina State
University, Raleigh, NC. 27695, [e-mail]
G. M. Chescheir, Research Assistant Professor
Department of Biological and Agricultural Engineering, P.O. Box 7625, North Carolina State
University, Raleigh, NC. 27695, [e-mail]
Written for presentation at the
2002 ASAE Annual International Meeting / CIGR XVth World Congress
Sponsored by ASAE and CIGR
Hyatt Regency Chicago
Chicago, Illinois, USA
July 28-July 31, 2002
Abstract. A method was developed to estimate the lateral effects of a single drainage ditch on wetland
hydrology. The method can be used to calculate the distance of influence of a single ditch constructed through
a wetland, where the distance of influence is defined as the width of a strip adjacent to the ditch that is drained
such that it would no longer satisfy wetland hydrologic criteria. Simulation analyses were conducted with
DRAINMOD to define the minimum, or threshold, drainage intensity that would result in failure of a wetland site
to satisfy the wetland hydrologic criterion. Analyses were conducted for five hydre soils spanning a wide range
of profile hydraulic transmissivities. The analyses were conducted for climatological conditions for three
locations in eastern North Carolina. Results for Wilmington, North Carolina showed that the threshold drainage
intensities would result in water table drawdown from an initially ponded surface to a depth of 25 cm in
approximately 6 days. That is, drainage intensity sufficient to lower the water table from the surface to a depth
of 25 cm in a threshold time of about 6 days would result in hydrologic conditions that would just barely satisfy
the wetland hydrologic criterion for that location. The threshold time required to lower the water table to 25 cm
depends somewhat on drain depth, but it was the same for all five of the soils examined. Similar results were
obtained for the other two locations but, because of differences in weather and in the growing season, the
threshold time required for the 25 cm drawdown was dependent on location. Water table drawdown can be
predicted as a function of distance from a single ditch using methods previously published (Skaggs, 1976).
Therefore it is possible to estimate the lateral effect of a single drainage ditch by a relatively simple analysis
based on previously published solutions to the Boussinesq equation
Keywords. Wetlands, Hydrology, Hydric Soils, Water Table, DRAINMOD, Drainage Ditch

Table 1. Soil properties for rive eastern North Carolina soils used in this study.
Soil Series
Drainable
Profile
Depth
Hydraulic K
K,, Effective
Porosity*
Depth
Increm. (cm)
(cm/h)
K (cm/h)**
(cm)
Arapahoe
0.022
300
0-70
5
12.7
I.S.
70-300
15
Coxville s.l.
0.023
200
0-20
5
1.27
20-120
0.75
11.0
120-200
Portsmouth
0.028
215
0-30
15
6.5
S.I.
30-120
2
120-215
8
Rains s.l.
0.053
200
0-100
4
2.5
100-200
1
Wasda
0.04
200
0-30
20
3.7
30-80
0.4
80-200
1.0
Y T
vramauie porosity for the water table depth range of 0 to 25 cm
** .Effective lateral hydraulic conductivity of profile when water table is at the surface.
'fable 2. Threshold ditch spacings for the five soils studied as a function of ditch depth for a
surface depressional storage of 2.5 cm. The determinations are based on DRAIWOD
simulations for a 45-year period of climatological record (1951-1995) at Wilmington, NC.
Soil Series
Threshold Spacing, Lt
Ditch Depth
60 cm
90 cm
120 cm
Arapahoe Ls•
155 in
198 m
230 in
Coxville S.I.
35
44
49
Portsmouth s.l.
85
107
122
Rains s.l.
37
47
53
Wasda
--
52
61

Skaggs_Method_5ummary.txt
##trtr###trtr#trtrtrtr#trtr##trtrtrtrtrtrtrtr##tr#trtrtrtr#trtrtrtrtrtrtrtrtrtrtr#tr###############tr##################tr
Skaggs Method Program
Determination of Lateral Effect for Roadside Ditch or Borrow Pit
version 1.3.0.0
Copyright 2006-2010 North Carolina State University
written in C# Language by Brian D. Phillips
Last Software Update: March 16, 2010
Project Run Date and Time: 9/27/2010 9:15:19 PM
##trtrtr#tr#trtrtr##tr##trR#tr##trtr###trtrtrtrtr#trtrtr#trtrtrtrtrtrtrtrtr#trtr###trtrtr##tr####tr#tr#######tr##tr###trtr###
Project Information
------------------------------------------------------------------
Project Title/Description: GREAT NECK II POND 1
Soil Series or ID: RAINS
User Name: H. PITTMAN
site Parameters
------------------------------------------------------------------
Impoundment Type: 2 (1=Roadside Ditch 2= Borrow Pit)
State: North Carolina
County: Onslow
Surface Storage: 2 inch
Depth to water surface: 2 ft
T25 value: 3.2 days
Depth to Restrictive Layer: 12 ft
Drainable Porosit 0.1
weighted Hydraulic conductivity: 0.5600 inch/hour
Hydraulic Conductivity Data by La er
Bottom Depth of Layer (in)
Conductivity (in/hr)
Layer
1
12
1
Layer
2
63
.52
Layer
3
76
.52
Layer
4
144
.52
Layer
5
0
0
----------------------------------------------
---------------- - -- -
----- ---------------
Lateral Effect 22.6 ft
------1 Effect
------ !-It)� ---------------------
----------------------------------------------
Page 1

skaggs_Method_summary.txt
A trtrtrtrtr*trtrtrtrtrAtrAAAtrtr*trtr*****AAAAAAAAtrAAAAAAAAAtr*trtr*trtrtrAAAAAAAtr****A**AAAAAAAtr*trAtrAtrtrtr
Skaggs Method Program
Determination of Lateral Effect for Roadside Ditch or Borrow Pit
version 1.3.0.0
Copyright 2006-2010 North Carolina state University
written in C# Language by Brian D. Phillips
Last Software update: March 16, 2010
Project Run Date and Time: 9/27/2010 9:54:13 PM
AAtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtr*AtrtrtrAtrtrtrtrtrtrAtrAtrAtrAtrtrAAA*trA**tr**Atr*AAtrtrAtrtrtrtrtrtrtrtrtrtrtrtr*trtrtrtr**tr**
Project Information
------------------------------------------------------------------
PrOject Title/Description: GREAT NECK II POND 2
Soil Series or ID: LYNCHBURG
user Name: H. PITTMAN
site Parameters
------------------------------------------------------------------
Impoundment Type: 2 (1=Roadside Ditch 2= Borrow Pit)
state: North Carolina
County: OnslOw
surface storage: 2 inch
Depth to water surface: 2 ft
T25 value: 3.2 days
Depth to Restrictive Layer: 12 ft
Drainable Porosity: 0.053
weighted Hydraulic Conductivity: 0.6289 inch/hour
Hydraulic Conductivity Data by Layer
Bottom Depth of Layer (in
Layer 1 16
Layer 2 55
Layer 3 80
Layer 4 144
Layer 5 0
Conductivity (in/hr)
1.5
.52
.52
.52
0
----------------------------------------------
----------------------------------------------
Lateral Effect: 32.9 ft
----------------------------------------------
----------------------------------------------
Page 1

R jUIL Natval P.cso.r-.cs sogscrvat c-i Senri:e
DRAINMOD
REFERENCE
REPORT
This pdf download file is a scanned image of the report.
Pages are images, not text.
OCR has not been performed.

5-11
layer, Vd2 (y), are first determined from the soil water characteristics, Vd
can be easily computed for the layered soil as follows. For water table
depths less.than the depths a, of the top layer,
Va(y) = Vdl (Y)
For greater depths,
(5-2)
Vd (Y) = Vdl (Y) - Vdl (Y-a) + Vd2 (Y-a) (5-3)
If the profile has a third layer starting at depth b, the water yield
for depths greater than b may be computed by,
Vd(y) = Vdl (y) - Vdl (y-a) + Vd2 (Y-a) - Vd2 (Y-b) + Vd3 (y-b) (5-4)
Where gd3(y) is the water yield relationship for the third layer.
A computer program to calculate the Vd�(y) relationship from the soil
water characteristics of a soil profile wi£h up to 5 layers was developed by
Badr (1978) and is given, along with example,input data and program results,
in Appendix D.
Drainage volume - water table depth relationships are given in Figure
5-4 for 7 North Carolina soils. others can be calculated from soil water
characteristic data which are available for many soils as discussed in the
previous section: The slope of a plot of drainage volume versus water table
depth is the drainable porosity, f, also called the specific yield. 'So if f
is known or can be approximated for each soil horizon Vd(y) can be
estimated. For example, consider a soil with a well aggregated surface
layer (0 - 30 cm) which has a drainable porosity of approximately f = 0.12.
The subsurface layer (B.horizonj 30-120 cm deep) is a silt loam with f =
0.64. These drainable porosities imply the water yield relationships
plotted in .Figure 5-5 (broken lines) for each layer. Once the Vgg(y)
relationships are estimated for each layer, the water yield for fhe entire
profile can be obtained from equations 5-2 and 5-3. This relationship is
plotted as the solid curve in Figure 5-5.
There are a number of methods of obtaining the input data fordrainage
volume versus water table depth as discussed above. These.methods are
ranked as follows with the most exact or best method listed first, the next
best listed second, etc.
1. Measurement of Vd(y) from large undisturbed soil cores. (Probably
impractical for most situations.)
2.. Calculation of Vd(y) from soil water characteristics, h(8), for
each soil horizon.
3. Determination of Vd(y) from estimated drainable porosities of each
layer (e.g..Figure 5-5).

U.S. Departme ¢ of the Interior
U.S. Geologici I Survey
i
I
i
faav-sua pov Papav 2220
,spared in coo oration with the
Worth Carolina Department of Natural Resources
id Community development
k
I
RR

Porosity is important in ground -water hydrology because it
tells us the maximum amount of water that a rock can contain
when it is saturated. However, it is equally important to know
that only a part of this water is available to supply a well or a
spring.
Hydrologists divide water in storage in the ground into the
Water
Water
8 Basic Ground -Water Hydrology
S,=0.1 m3
part that will drain under the influence of gravity (called spr
cific yield) (1) and the part that is retained as a film on rock
surfaces and in very small openings (called specific retention)
(2). The physical forces that control specific retention are the
same forces involved in the thickness and moisture content of
the capillary. fringe.
0000000C..
000000000 0-
0 0
o Moist- 0 e
e o°
o ° sand ., s _ _
0 0 0 .0 e n o 0°
o� 0-2
0 0 0 0 00
0 0 0 0 o
0 0 0 0 0�0 °
Sy = 0.2 m3 __Woter---
n = Syt Sr =
0.2 m3 + 0.1 m3 = 0.30
1 m3 1 m3
(1)
GRANULAR MATERIAL
FRACTURED ROCK
(2)
Water retained as
a film on rock
surfaces and in
capillary— size
openings after
gravity drainage.

ield tells hose• much water is available for man's
soecilic retention tells how much water remains in
sler it is drained by gravity. Thus,
n —Sy+S,
V d S S, — , — V,
Vt Vt
is porosity, Sr. is specific yield, S, is specific retention,
s the volume of water than drains from a total volume of
.. is the volume of water retained in a total volume of Vt,
=-c l t is total volume of a soil or rock sample.
1
I424 �n.,ea•
i
rAcrUL ON' A�
:f v�t�RrL
SELECTED VALUES OF POROSITY, SPECIFIC YIELD,
AND SPECIFIC RETENTION
[Values in percent by volume)
Maienal
Porosity
Specific yield
Specific retention
Soil -----------------------
55
40
15
Clay -----------------------
50
2
48
Sand --------------------
25
22
3
Gravel ---------------------
20
19
1
Limestone ------------------
20
18
2
Sandstone (semiconsolidated)
11
6
5
Granite --------------------
.1
.09
.01
Basalt (young) ---------------
11
8
3
EI�fTF'ECt/]��u!:�vSinf`f= jeECi`IC`;Ie .4
N FT)Ell6CJ�iI
6) - V k
6T
6i _ vi.
,,% dJ
Q
Specific Yield and Specific Retention 9

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(fl/Z(G//.
1073-1 Gregory Fork Road l RECEIVED
Richlands, NC 28574
Phone [phone] $EP 0 3 201D
Fax [phone]
[e-mail] PARKER
....... ..I .......
.....
August 31, 2010
Parker & Associates
PO Box 796
Jacksonville, NC 28540
Ref: Great Neck Section 11 Storm water pond impacts to wetlands
Dear Sir,
A site evaluation was conducted at Great Neck section II located off Ramsey road in the Jacksonville area of
Onslow County. The purpose of this evaluation was to determine the effect of the proposed storm water
ponds on the adjacent wetlands.
Auger borings were dug in the pond areas adjacent to the wetlands. Soils were found to be group III to group
IV soils depending on depth. Hydraulic conductivity of the soils was found to be .01 to .5" per hour. In an
effort to show a conservative response the actual soil survey data was placed in The Skaggs Method lateral
Effect model to determine the lateral effect of the ponds on the wetlands. The highest ksat values were used
in the model to demonstrate the maximum setback requirement for the different soil series.
Great Neck Section 2 Pond #1
In an effort to show a conservative response the actual soil survey data was placed in The Skaggs Method
Lateral Effect model to determine the lateral effect of the ponds on the wetlands. The highest ksat values
were used in the model to demonstrate the maximum setback requirement for the different soil series.
Pond 1 was located in a soil that would most typically be considered Rains. The analysis was calculated
using a ksat of 1.3-4"per hour to a depth of 144", and an assumed restrictive layer of 144" (restrictive layer
known to be deeper than 20'). The results of the model showed that a buffer of 52.7' was needed before the
storm water pond would affect the wetlands. The survey shows that the closest distance to the wetlands from
the pond is 60', which is well beyond the 52.7'. At this time the storm water pond will not dewater the
wetlands on the site.
Great Neck Section 2 Pond #2
Pond 2 was located in a soil that would most typically be considered Rains. The analysis was calculated
using a ksat of .5-2"per hour to a depth of 144", and an assumed restrictive layer of 144" (restrictive layer
known to be deeper than 20'). The results of the model showed that a buffer of 33.8' was needed before the
storm water pond would affect the wetlands. The survey shows that the closest distance to the wetlands from
the pond is 30'. At this time the storm water pond will need to be relocated 3.8' away from the wetlands to
ensure that the wetlands are not affected.
SFP 0 9 20,10

All permits will be issued by the state and are subject to all roles of the county and state. The findings are
based on the conditions of the site at the time of evaluation, and any alterations may adversely impact the
results.
If you h e any questions please feel free to contact me at 910-330-2794.
iHaywood Pittman 11
NC Licensed Soil Scientist
Thank You.
SFP 0 9 2010

Skaggs—Method—summary.txt
****AAA***AAA******AAAAAAAAAA****AAAAAAAAAAA******AAA*AAAAAAAAAAAAAAAAAAAAA*AAAAAA**
Skaggs Method Program
Determination of Lateral Effect for Roadside Ditch or Borrow Pit
version 1.3.0.0
Copyright 2006-2010 North Carolina state university
written in C# Language by Brian D. Phillips
Last Software update: March 16, 2010
Project Run Date and Time: 9/2/2010 8:06:38 PM
*****AA**AAAA*****AA***AAAAA******AAA*AAAA*********AA**AAAA*AAAAAA*AA******A********
Project information
------------------------------------------------------------------
Project Title/Description: GREAT NECK II POND 1
Soil Series or ID: RAINS
user Name: H. PITTMAN
Site Parameters
--------------------------------------------------------------
Impoundment Type: 2 (1=Roadside Ditch 2= Borrow Pit)
State: North Carolina
county: Onslow
Surface storage: 2 inch
Depth to water surface: 2 ft
T25 value: 3.2 days
Depth to Restrictive Layer: 12 ft
Drainable Porosity: 0.05
weighted Hydraulic Conductivity: 1.5250 inch/hour
1� 0'D5 1�5'� V�
Hydraulic
Conductivity Data by La er
Bottom Depth of Layer (in)
Conductivity (in/hr)
Layer
1
12
4.00
Layer
2
63
1.30
Layer
3
76
1.30
Layer
4
144
1.30
Layer
5
0
0
----------------------------------------------
----------------------------------------------
Lateral Effect: 52.7 ft
----------------------------------------------
----------------------------------------------
Page 1
SPP 0 9 2010

Skaggs_Method_summary.txt
A AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
Skaggs Method Program
Determination of Lateral Effect for Roadside Ditch or Borrow Pit
version 1.3.0.0
Copyright 2006-2010 North Carolina State University
Written in C# Language by Brian D. Phillips
Last Software update: March 16, 2010
Project Run Date and Time: 9/2/2010 8:09:33 PM
A AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
Project information
------------------------------------------------------------------
Project Title/Description: GREAT NECK II POND 2
Soil Series or ID: RAINS
user Name: H. PITTMAN
Site Parameters
------------------------------------------------------------------
Impoundment Type: 2 (1=Roadside Ditch 2= Borrow Pit)
State: North Carolina
County: Onslow
Surface Storage: 2 inch
Depth to water surface: 2 I ft •5 ' y`I5 ' 64
T25 value: 3.2 days Al 7
Depth to Restrictive Layer: 12 ft
Drainable Porosity: (0.05
weighted Hydraulic Conductivity: 0.6250 inch/hour
Hydraulic Conductivity Data by La er
Bottom Depth of Layer (in)
Conductivity (in/hr)
Layer
1 12
2
Layer
2 63
.5
Layer
3 76
.5
Layer
4 144
.5
Layer
5 0
0
----------------------------------------------
----------------------------------------------
Lateral Effect: 33.8 ft
----------------------------------------------
----------------------------------------------
Page 1
SEP 0 9 2010

1 �
PO Box 1387 /
Richlands, NC 28574
July 26, 2010
Mr. Jonathan McDaniel
Parker and Associates
PO Box 976
Jacksonville, NC 28540
Dear Mr. McDaniel:
The following is a summary of the soil profiles and hydraulic conductivity readings
taken at Great Neck Section II at Carolina Plantation Subdivision located off
Ramsey Road in Jacksonville, NC. The purpose of the evaluation was to conduct
hydraulic conductivity evaluations. Soil profile descriptions and Seasonal High
Water Table data was obtained during earlier site visits and submitted in a
previous report. A hand auger was used to obtain the soil profiles and the
compact constant head permeameter (Amoozemeter) was used to obtain
hydraulic conductivity in -situ data. Field techniques outlines in the North
Carolina Laws and Rules for Sewage Treatment and Disposal Systems were used
to determine soil texture, structure, consistency and soil wetness condition.
Procedures for operating the permeameter are described in a paper written by
Dr. Aziz Amoozegar entitled, Compact constant Head Permeameter: A
Convenient Device for Measuring Hydraulic Conductivity. The proposed
stormwater pond and hydraulic conductivity evaluation locations are shown on
the attached map. See attached spreadsheets for hydraulic conductivity field
data. Observations were recorded during a site visit on July 24, 2010.
Hydraulic Conductivity Data
Hole depths were placed below the seasonal high water table but above the
actual groundwater level. A summary of the data of hydraulic conductivity
readings follows and the field data may be viewed in the attached charts:
KSAT 7-24-01
Hole Depth 148 cm
K=0.52 inches/hour, 88.01 inches/week
KSAT 7-24-02
Hole Depth 140 cm
K=0.52 inches/hour, 88.01 inches/week
AUG 1 7 2010

If you have any questions, please feel free to contact me at [phone].
Thank you.
Respectfully,
John Kase, LSS
AUG 17 2010

b
D f
b^d�
F+ ♦ A W
a
N
O
o � e
5
w. .y
w
1. .t

Great Neck Section II
Test Site: KSAT 7-24-01
Location
CM
Bole Depth
148
water
Reference
8
d
139
D
156
HI
139
Ameter
Config
Valve
On
A
(cW-2)
Conver.
Factor
DTW
(cm)
Time
Test Stan:
8: 15
Initial:
131
SS Start:
8:25
2
2
0.001056
105
Final:
131
Test Stop:
9; j Q
time
(min)
At
(min)
Reservoir
(R)
AR
(cm)
DTW
(cm)
H
(cm)
Conver.
Factor
Q
(cmA3/m)
Q
(emA3/hr)
K
(cm/hr)
K
(in/hr)
K
(in/wk)
Loading
(in/wk)
(cm)
8:15
0:00
32.4
0
131
17
105
8:20:00
0:05:00
32.2
0.2
131
17
105
42
2520
2.66
1.05
176.01
N/A
8:25
0:05:00
32.1
0.1
131
17
105
21
1260
1.33
0.52
88.01
8:30:00
0:05:00
32
0.1
131
17
105
21
1260
1.33
0.52
88.01
8:35
0:05:00
32
0
131
17
105
0
0
0.00
0.00
0.00
8:40
0:05:00
31.9
0.1
131
17
105
21
1260
1.33
0.52
88.01
8:45
0:05:00
31.8
0.1
131
17
105
21
1260
1.33
0.52
88.01
8:50
0:05:00
31.7
0.1
131
1 17
105
1 21
1260
1.33
0.52
88.01
Ksat
1 1.33
1 0.52
88.01
Remarks:
AUG 1 7 2010

Great Neck Section II
Test Site: KSAT 7-24-02
Location
CM
Hole Depth
140
water H
18
Reference
8
d
130
D
148
HI
130
Ameter
Config
Valve
On
A
(cmA-2)
Conver.
Factor
DTW
(cm)
Time
Test Start:
10:05
Initial:
1 122
SS Start:
10:20
2
2
0,001056
105
Final:
122
Test Stop:
1 1:10
time
(min)
At
(min)
Reservoir
(R)
AR
(cm)
DTW
(cm)
H
(cm)
Conver.
Factor
Q
(cmANot)
Q
(emA3/hr)
K
(cm/hr)
K
(in/hr)
K
(in/wk)
Loading
(in/wk)
(cm)
10:15
0:00
44.2
0
122
18
105
10:20
0:05:00
44.2
0
122
18
105
0
0
0.00
0.00
0.00
N/A
10:25
1 0:05:00
44
0.2
122
18
105
42
2520
2.66
1.05
176.01
10:30
0:05:00
43.9
0.1
122
18
105
21
1260
1.33
0.52
88.01
10:35
0:05:00
43.7
0.2
122
18
105
42
2520
2.66
1.05
176.01
10:40
0:05:00
43.6
0.1
122
18
105
21
1260
1.33
0.52
88.01
10:42
0:05:00
43.5
0.1
122
18
105
21
1260
1.33
0.52
88.01
10:50
0:05:00
43.4
0.1
122
18
105
21
1260
1.33
0.52
88.01
Ksat
1 1.33
0.52
1 88.01
Remarks:
AUG 1 7 2010

PO Box 1387
Richlands, NC 28574
June 10, 2010
Mr. Jonathan McDaniel
Parker and Associates
PO Box 976
Jacksonville, NC 28540
Dear Mr. McDaniel:
The following is a summary of the soil profiles taken at Great Neck at Carolina
Plantation Subdivision located off Ramsey Road in Jacksonville, NC. The purpose
of the evaluation was to determine estimated Seasonal High Water Table
(SHWT). A hand auger was used to obtain the soil profiles. Field techniques
outlines in the North Carolina Laws and Rules for Sewage Treatment and Disposal
Systems were used to determine soil texture, structure, consistency and soil
wetness condition. Boring locations conducted at the proposed stormwater
features are shown on the attached map. All observations were recorded during
site visits on May 21, 2010.
Soil Profile Descriptions
Boring 1
Depth to SHWT (From land surface): (:<!�.1
Hole depth: 106" -�
Depth to groundwater observed in bore hole:
Depth
Inches
Texture
Structure
Matrix Color
Mottle Color
0-10
Sandy loam
Granular
Very dark gray
10-16
Sandy loam
Crumb
Dark gray
Light brownish gray
16-24
Sandy clay loam
Subangular blocky
Dark gray
Light brownish
gray/Yellowish brown
24-66
Sandy clay loam
Suban ular blocky
Gray
Yellowish brown
66-73
Sandy loam
Granular
Dark grayish
brown
73-106+
Loamy sand
Granular
Very ale brown
AUG 17 2010
r.

Boring 2
Depth to SHWT (From land surface): <12"
Hole depth: 98" (Hole collapse at 98") N
Depth to groundwater observed in bore hole: 72"
Depth
Inches
Texture
Structure
Matrix Color
Mottle Color
0-21
Loam
Granular
Very dark gray
21-23
Sandy loam
Granular
Very dark gray
Gray
23-45
Sandy clay loam
Suban ular blocky
Very dark gray
Grayish brown
45-82
Clay loam
Subangular blocky
Dark grayish
brown
Very dark gray
82-94
Clay loam
[Subangular blocky
Grayish brown
Brownish yellow
94-98+
Sand loam
Crumb
Grayish brown
Brownish yellow
Boring 3
Depth to SHWT (From land surface): <12"
Hole depth: Soil falls out of auger past 72" depth
Depth to groundwater observed in bore hole: 52"
Depth
Inches
Texture
Structure
Matrix Color
Mottle Color
0-51
Sandy loam
I Crumb
Very dark nrnv
51-67
Sandy clay loam
I Subangular blocky
Very dark gray
67-
Loamy sand I
Granular I
Very dark qray
Dark grayish brown
Boring 4
Depth to NWT (From land surface): <12"
Hole depth: Soils falls out of auger past 94"
Depth to groundwater observed in bore hole: 94"
Depth
Inches
Texture
Structure
Matrix Color
Mottle Color
0-17
Sandy loam
Granular
Very dark gray
17-21
Sandy loam
Crumb
Gray
Very dark gray
21-27
Sandy loam
Crumb
Light brownish
gray
Gray
27-57
Sandy clay loam
Subangular blocky
Gray
Light brownish
gray/Verygray/Very dark gray
57-94+
Loamy sand
Granular
Gra ish brown
Light gray
AUG 1 7 2010

Boring 5
Depth to SHWT (From land surface): <12"
Hole depth: Soil falls out of auger past 88"
Depth to groundwater observed in bore hole: 88"
Depth
Inches
Texture
Structure
Matrix Color
Mottle Color
0-16
Sandy loam
Granular
Very dark gray
16-27
Sand loam
Granular
Grayish brown
Brownish yellow
27-42
Sandy loam
Crumb
Light grayish
brown
Grayish brown
42-69
Sandy clay loam
Subangular blocky
Light grayish
brown
Dark grayish brown
69-85
Loamy sand
Granular
Gray
Yellowish brown
85-88+
Sandy loam
Granular
Grayish brown
Soil wetness condition was determined by the indication of colors of chroma 2 or
less utilizing a Munsell Soil color Chart at >2% of soil volume in mottles or matrix
of a horizon or horizon subdivision.
This report is submitted based on data obtained during several visits to the site
and computer simulations noted previously. If you have any questions, please
feel free to contact me at (91(l)-3ag-ZZ84. Thank you.
Respectfully,
Kase, RS
AUG 17 2010

PARKER & ASSOCIATES, INC.
Consulting Engineers - Land Surveyors - Land Planners
306 New Bridge Street • P.O. Box 976
Jacksonville, NC 28541-0976
[phone] . Fax: [phone]
Firm License Number F-0108
SraPfnB Hori2pRS
i
GREAT NECK, SECTION II AT CAROLINA PLANTA
JACKSONVILLE, NORTH CAROLINA
WET DETENTION BASIN E ;` SEAL '
14575 t
GROUNDWATER INFLOW CALCULATIONS %°• f Q�;�
1s' N01NIP;
%, or ••........•����..
SEPTEMBER 2010 %,,y YtM. SS
Inflow ( Lt ) = Discharge Per Unit Thickness ( ftztZ ) x Perimeter (ft)
s s
Discharge Rate = Q (from Dupuit Equation)
Basin #1
Q = 0.0937 ( daZ ), Perimeter = 789 ft
Y
I(fsa ) =Q(L ) xP(ft)
= 0.0937 ( mz ) X 10.764 jtz X day X 789 ft
day mZ 86,400 s
= 0.0092 (f' )
S
SEP 0 9 2010
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f ENVIRONMENTAL ENGINEERING ♦ STORMWATF.R, WATER AND WASTEWATER SYSTEMS
♦ FEASIBILITY AND DEVELOPMENT CONSULTING ♦ GLOBAL POSITIONING SURVEYS ♦ SUBDIVISION AND CONSTRUCTION PLANS

ENG-2
Basin #2
Q = 0.1072 ( daY ), Perimeter = 1,588 ft
i(fsa ) =Q(f- ) xP(ft)
= 0.1072 ( Z ) X 10 ftz X day 86,400s
X 1,588 ft
Y mZ
= 0.0212 (1 )
s
c2.JLM.GreatNeckll.W elDetBas in. GW IntlowGalcs.9.8. 10
SEP 0 9 2010

9/842010
Steady -State Flow to a Trench in an Un...
Dupuit Equation for Steady -State Flow to a Trench in an Unconfined Aquifers
t Dupuit, J, Etudes theoriques et pratiques sur le mouvement des eauxdans les canauxdecouverls et a travers les terrains
pemteables, 2eme edition; Dunot, Paris, 1863.
Variable Recharge:
Q= K(�2hl
L�)+R(2)
where:
Q=discharge per unit thickness (in z/d)
K=hydraulic conductivity ofaquifer (m/d)
h2, h/ =steady-state heads measured along flow path (m)
L=distance between steady-state head measurements (m)
R = net recharge (-ve for net evapotranspiration) (m/d)
Assumptions2:
i. The aquifer is unconfined.
ii. The aquifer has an infinite areal extent.
iii. The trench is of infinite length (into the page).
iv. The aquifer is homogeneous, isotropic and of uniform thickness over the area influenced by the trench.
v. Prior to trench dewatering, the water table is horizontal over the area influenced by the trench.
vi. The trench penetrates the entire saturated thickness of the aquifer.
vii. The flow to the trench is at steady-state.
viii. The velocity of flow is proportional to the tangent ofthe hydraulic gradient instead of the sine as it is in reality.
ix The flow is horizontal and uniform everywhere in a vertical section through the trench (cross -sectional flow).'
References:
t Dupuit, J., Faudes theoriqLies et pratiques sur le mouvement des eauxdans les canauxdecouverts eta travers les terrains
permeables, 2eme edition; Dunot, Paris, 1863.
2Kruseman, G.P. and N.A. de Ridder, Analysis and Evaluation of Pumping "rest Data (Second Edition), Publication 47;
International Institute for l and Reclamation and Improvement, Wageningen, 1994.
CFP 0 9 2010
edumine.com/.../Dupuit_trench_rechar... 1/1

PARKER &i: ASSOCIATES, INC.
Consulting Engineers - Land Surveyors - Land Planners
306 New Bridge Street + P.O. Box 976
Jacksonville, NC 28541-0976
[phone] + Fax: [phone]
Firm License Number F-0108
GREAT NECK, SECTION II, REGAL HILL AND A FUTURE MULTI -FAMILY SECTION AT
CAROLINA PLANTATIONS
JACKSONVILLE. NORTH CAROLINA
WET DETENTION BASIN #1
ENGINEERING CALCULATIONS
JULY 2010
REVISED SEPTEMBER 2010
AREA
Location: East drainage area of Great Neck, Section II
Total Drainage Area to Pond (Including Pond)
Impervious Area (Draining to Pond):
All BUA from 32 lots (4,500 ft2 BUA/Lot)
3/4 BUA from 4 lots
2/3 BUA from 15 'road" half lots
1/3 BUA from 9 'rear" half lots
Streets
Future
Total
18.47 Ac or 804,558 Ft2
144,000 Ft2
13,500 Ft2
45,000 Ft2
13,500 Ft2
79,600 Ft2
15,000 Ft2
310,600 Ft2
Percent Impervious = Impervious to Pond = 310 600 Ft2 = 38.6%, use 40%
Drainage Area 604,558
RECSIVEI[))
SEP 3 0 2010
BY:
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i ENVIRONMENTAL ENGINEERING f STORMWATER, WATER AND WASTEWATER SYSTEMS
♦ FEASIBILITY AND DEVELOPMENT CONSULTING ♦ GLOBAL, POSITIONING SURVEYS ♦ SUBDIVISION AND CONSTRUCTION PLANS

ENG-2
2. PERMANENT POND SURFACE AREA
From Table 10-4 from NCDENR Stormwater BMP Manual for 40% impervious, 6.0 average
basin depth without Vegetative Filter (90% TSS Removal) Yields SA/DA = 2.1 %
804,558 SF x 2.1 % = 16,896 SF surface area required
Permanent pool elevation is 43.5
Area at 43.5 elevation = 18,229 SF provided OK
3. REQUIRED TEMPORARY WATER QUALITY STORAGE VOLUME
Retain 1.5" of runoff from area draining to pond
Use Schueler "Simple Method" from Stormwater Best Management Practices Manual
RV= 0.05 + 0.009 (1)
RV= Runoff coefficient (inch per inch)
I= Percent Impervious
RV= 0.05 + 0.009 (38.6) = 0.397 inch / inch
Find Temporary Water Quality Volume
V = (Design Rainfall) (RV) (Drainage Area)
_ (1.5 inch) (0.397 inch / inch) (1 ft.) (804,558SF)
(12 in.)
= 39,975 CF Required
CF.P 3 0 2010

ENG-3
4. DESIGN TEMPORARY WATER QUALITY STORAGE VOLUME
Use 2.0 Ft. Temporary Pool Depth
Area at 43.5 elevation (permanent pond) = 18,229 SF
Area at 44.0 elevation (vegetated shelf) = 21,633 SF
Average Area = 19,931 SF
Volume (1) = 19,931 SF x 0.5 ft. depth = 9,966 CF
Area at 45.5 elevation (Temporary Pool) = 24,867 SF
Average = 23,250 SF
Volume (2) = 23,250SF x 1.5 ft. depth = 34,875 CF
Total Volume Provided = 34,875 CF + 9,966 CF = 44,841 CF >_ 39,975 CF Required. OK
5. RELIEVE TEMPORARY WATER QUALITY VOLUME IN 2 TO 5 DAYS
Q = Cd A-�[2gh (orifice equation)
Q = 39,975 CF = 2 days = 0.231 CFS
Q = 39,975 CF - 5 days = 0.092 CFS
Cd= 0.60
g= 32.2 ft/sec
h = 0.67 Ft ('/3 temporary pool height) Groundwater Inflow
For 2 Day Release (SHWT Conditions) 1
Solve For A = Q _ 0.231+0.0092 = 0.061 SF
Cd 2gh (0.6) 2(32.2)(0.67)
Solve for Orifice Diameter, D
A=0.061 SF=aR2
R= 0.139 ft. = 1.67 inch
D= 3.34 inch
SEP 3 0 2010

ENG-4
For 2 Day Release (Dry Conditions)
Solve For A = Q _ 0.231 — 0.059 SF
Cd 2gh (0.6)
Solve for Orifice Diameter, D
A=0.059SF=rR2
R = 0.137 ft. = 1.64 inch
D = 3.28 inch
For 5 Day Release (SHWT Conditions)
Groundwater Inflow
1
Solve For A = Q _ o.o9z+o.009z = 0.026 SF
Cd 2gh (0.6) V 2(32.2)(0.67)
Solve for Orifice Diameter, D
A=0.026SF=7rRz
R= 0.091 ft. = 1.09 inch
D = 2.18 inch
For 5 Day Release (Dry Conditions)
Solve For A = Q — 0.092 — 0.023 SF
Cd 29h (0.6) 2(32.2)(0.67)
Solve for Orifice Diameter, D
A = 0.023 SF = 7r Rz
R= 0.086 ft. = 1.03 inch
D = 2.06 inch
Use 3.0 inch diameter orifice at 0.19 CFS at 2.44 Days
SEP 3 0 2010

ENG-5
6. PERMANENT POOL VOLUME
Main Bay Area at Elevation 43.5
Bottom of Vegetative Shelf Elevation 43.0
Average Area
Volume (1) = 12,587 SF X 0.5 Ft.
Main Bay Area at Elevation 43.0
Main Bay Area at Elevation
Bottom of Pond 34.5
Average Area
Volume (2) = 7,746 SF X 8.5 Ft.
= 13,749 SF
= 11,425 SF
= 12,587 SF
6,294 CF
= 11,425 SF
= 4,067 SF
= 7,746 SF
= 65,841 CF
TOTAL MAIN BAY VOLUME = 72,135 CF
Forebay Area at Elevation 43.5
Bottom of Vegetative Shelf Elevation 43.0
Average Area
Volume (1) = 3,655 SF X 0.5 Ft.
Forebay Area at Elevation
Bottom of Pond 34.5
Average Area
Volume = 1,837 SF X 8.5 Ft.
= 4,130 SF
= 3,180 SF
= 3,655 SF
= 1,828 CF
= 494 SF
= 1,837 SF
= 15,614 CF
TOTAL FOREBAY VOLUME = 17,442 CF
Forebay Volume shall contain at a minimum 20% of the total permanent pool volume.
Forebay Volume = 17,442 CF
Permanent Pool Volume= Mainbay & Forebay = 72,135 CF + 17,442 CF
= 89,577 CF
FOREBAY VOLUME / PERMANENT POOL VOLUME
= 17,442 CF / 89,577 CF = 19.5 % O.K. RECEIVE]-)
SEP 3 0 2010
BY:

ENG-6
7. AVERAGE DEPTH
Option 2:
Avg Depth = [0.25 x 1 + Abot she!( Abotshol(+Abo[ ona Depth
] + [( ° X ]
Apermpool 2 Abotshel(
_ [0.25 x (1 + 14,605)] + [(14,605+4561) x ( 8_5 )]
18,229 2 14,605
= 0.45 + 5.58
= 6.03' Avg Depth
I - .
8. POND ROUTING
Pre -development discharge, Post Development Q (CFS) and Post Development
discharge. See attached HydroCAD Pond Routing Diagram and Calculations.
ASSUMPTIONS:
CN Values — 98 for impervious surfaces
— 55 for pervious surfaces areas, see charts for hydrologic soil
group and use
A composite CN number is calculated for use in the development of the Runoff Depth (Q).
the composite CN number is calculated by a weighted average of each surface area.
CAS = CN1AI+CNZA2... CNnAn
A1+ AZ...An
CND = Composite Curve Number
CNi- CNn = Individual CN Numbers
A,- An = Area associated with each CN value
LiEP 3 0 2010
BY:_ _----

ENG-7
TIME OF CONCENTRATION
There are several methods available for determining the time of concentration for a
watershed. The Kirpich Equation is an acceptable method for the size of our project site.
Tc = 0.0078 ( So.38s
Tc = Time of concentration (mins.)
L = Watershed Hydraulic Length (Ft)
S = Average Land Slope (FVFt)
Great Neck, Section II at Carolina Plantations use the following data:
Pre -development Conditions
L = 2,160 Ft
S = 0.18%
Tcp,.e = 32.8 mins.
Post -Development Conditions
Each Catch Basin and its contributing watershed area designed using the rational method
with a rainfall intensity based on a 5 min. time of concentration. Conservative design of the
collection system outfall uses a 10 min. time of concentration for peak flow conditions into
the pond from the pipe network's total drainage area.
Q runoff depth = (P—o.zs)zwhere P = precipitation (inches)
P+0.8S
Precipitation for our site in Jacksonville is = 3.53 inches
Weir Flow = Q = 3 Cd 2g * L * Hs/z
Where Q = CFS
L = Crest length
H = Head above crest elevation
g = Gravitational Constant
Cd = Discharge coefficient
REcFUVED
SEP 3 0 2010
BY:

ENG-8
Orifice Flow = Q = Cd a 2gh
Where Q = CFS
Cd = Discharge coefficient (o.6 default)
a = Submerged Area
h = Effective head
Storage Indication method, conservation of mass
I-0=AS or lAt —OAt= AS
At
I= Inflow rate
O = Outflow rate
Ot = Time increment
Os = Change in storage
Substitute a beginning and end of the At (time interval) yields
'1+ iz At — '1' °Z At
2 2
Rearranged Results
11 2lZ Ot = Ot = ZZ OttOt + (Sl — 2(S-2 S+
Storage Indication Value
PIE "FIT VED
SEP 3 0 2010
BY:

ENG-9
This value can be calculated at any stage (elevation) using the previously calculated stage
storage (pond volumes) and stage discharge (weir flow and orifice outflow).
Method:
1) The pond's stage discharge relationships are calculated based on the outlet devices
2) The stage storage is determined based on pond dimensions
3) Stage.discharge and stage storage curves are used to create a storage indication curve
4) Pond routing is performed by using a time span and time increment. At each point in
time a storage indication value is calculated based on the current inflow, plus the
previous inflow, outflow and volume in the pond
5) The current storage indication value and the storage indication curve are used to
determine the new elevation
6) using the new elevation, the stage storage and stage discharge curves are consulted to
determine the new storage and discharge
7) This process is repeated for all points in the inflow hydrograph creating an outflow
hydrograph. For this project the dt = 0.05 hrs with a time span from 5 to 20 hrs = 15
hours. This equates to more than 300 total calculation points to develop the outflow
hydrograph.
The following is the output from the computer model that follows the previously outlined
methods.
c2.JLM.GreatNeckll.Regal.Hill.Future.area.W etDetBasin l.Rev.Calcs.9.28. 10
SEP 3 0 2010
BY:

Great Neck II at Carolina Plantations Type lI 24-hr 1 Year 24-HR Rainfall=3.53"
Prepared by Parker and Associates, Inc. Printed 9/27/2010
HydroCAD@ 9.00 s/n 05202 @ 2009 HydroCAD Software Solutions LLC Page 1
Summary for Pond 4P: Wet Detention Basin #1
Inflow Area =
18.470 ac,
Inflow Depth > 1.03"
for 1 Year 24-HR event
Inflow =
31.08 cfs @
12.03 hrs, Volume=
1.581 of
Outflow =
1.31 cfs @
14.59 hrs, Volume=
0.535 af, Atten= 96%, Lag= 154.0 min
Primary =
1.31 cfs @
14.59 hrs, Volume=
0.535 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 13
Peak Elev= 45.57' @ 14.59 hrs Surf.Area= 25,024 sf Storage= 46,588 cf
Plug -Flow detention time= 254.1 min calculated for 0.535 of (34% of inflow)
Center -of -Mass det. time= 158.8 min ( 970.6 - 811.8 )
Volume Invert Avail.Storage Storage Description
#1 43.50' 114,104 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
43.50 18,229 0 0
44.00 21,633 9,966 9,966
45.00 23,771 22,702 32,668
45.50 24,867 12,160 44,827
46.00 25,982 12,712 57,539
47.00 28,264 27,123 84,662
48.00 30,619 29,442 114,104
Device Routing Invert Outlet Devices
#1 Primary 43.50' 30.0" Round Culvert L= 700.0' Ke= 0.600
Outlet Invert= 41.00' S= 0.0036'/' Cc= 0.900 n= 0.013
#2 Device 1 43.50' 3.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 45.50' 48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Primary 47.50' 30.0' long x 58.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=1.31 cfs @ 14.59 hrs HW=45.57' (Free Discharge)
Culvert (Passes 1.31 cis of 16.75 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.33 cis @ 6.72 fps)
3=Orifice/Grate (Weir Controls 0.98 cfs @ 0.87 fps)
=Broad -Crested Rectangular Weir ( Controls 0.00 cfs)
�Fp 3 0 2010

PARKER & ASSOCIATES, INC.
Consulting Engineers - Land Surveyors - Land Planners
306 New Bridge Street • P.O. Box 976
Jacksonville, NC 28541-0976
[phone] • Fax: [phone]
Firm License Number F-0108
GREAT NECK, SECTION II, REGAL HILL AND A FUTURE MULTI -FAMILY SECTION AT
CAROLINA PLANTATIONS
JACKSONVILLE, NORTH CAROLINA
1. AREA
WET DETENTION BASIN #2
ENGINEERING CALCULATIONS
JULY 2010
REVISED SEPTEMBER 2010
SEAL'�9-(O
14575
'••. I N •• P c
ol •......••• ����.•
'•...yY M. St...•.
Location : West drainage area of Great Neck Section II, all of Regal Hill,
and all of Future multi -family
Total Drainage Area to Pond (Including Pond)
Impervious Area (Draining to Pond):
All BUA from 29 lots (4,500 ftZ BUA/Lot)
3/4 BUA from 2 lots
2/3 BUA from 12 'road" half lots
1/3 BUA from 7 'rear" half lots
Great Neck, Section II Streets
Regal Hill (28 Lots at 3,500 ft2 BUA/Lot)
Regal Hill Streets
Multi -Family pavement stubouts
Future Multi -Family
Future Other
Total
36.10 Ac or 1,572,516 Ft2
130,500 Ft2
6,750 Ft2
36,000 Ft2
10,500 Ft2
60,883 Ft2
98,000 Ft2
54,297Ft2
1,240 Ft2
250,000 Ft2
22,000 Ft2
670,170 Ft2
Percent Impervious = Impervious to Pond = 670,170 Ft2 = 42.6%, use 43%
Drainage Area 1,572,516 Ft2
SFF 3 0 2010
EMAIL ADDRESS: TEXT MESSAGES TO: Vaueztfa)I izec.rr.com MAPS AND PLANS TO: Daidrafl(a),bizcc.rr.com
♦ ENVIRONMENTAL ENGINEERING 4 STORMWATER, WATER AND WASTEWATER SYSTEMS
O FEASIBILITY AND DEVELOPMENT CONSULTING ♦ GLOBAL POSITIONING SURVEYS ♦ SUBDIVISION AND CONSTRUCTION PLANS

ENG-2
2. PERMANENT POND SURFACE AREA
From Table 10-4 from NCDENR Stormwater BMP Manual for 43% impervious, 5.0 average
basin depth without Vegetative Filter (90% TSS Removal) Yields SA/DA = 3.0%
1,572,516 SF x 3.0 % = 47,175 SF surface area required
Permanent pool elevation is 44.5
Area at 44.5 elevation = 48,000 SF provided OK
3. REQUIRED TEMPORARY WATER QUALITY STORAGE VOLUME
Retain 1.5" of runoff from area draining to pond
Use Schueler "Simple Method" from Stormwater Best Management Practices Manual
RV= 0.05 + 0.009 (1)
RV= Runoff coefficient (inch per inch)
1= Percent Impervious
RV= 0.05 + 0.009 (42.6) = 0.434 inch / inch
Find Temporary Water Quality Volume
V = (Design Rainfall) (RV) (Drainage Area)
_ (1.5 inch) (0.434 inch / inch) (1 ft.) (1,572,516 SF)
(12 in.)
= 85,309 CIF Required
RECEIVED
SEP 3 0 2010
BY:-_----

ENG-3
4. DESIGN TEMPORARY WATER QUALITY STORAGE VOLUME
Use 1.6 Ft. Temporary Pool Depth
Area at 44.5 elevation (permanent pond) = 48,000 SF
Area at 45.0 elevation (vegetated shelf) = 54,900 SF
Average Area = 51,450 SF
Volume (1) = 51,450 SF x 0.5 ft. depth = 25,725 CF
Area at 46.1 elevation (Temporary Pool) = 59,564 SF
Average = 57,232 SF
Volume (2) 57�F x 1.1 ft. depth = 62 955 F
O
Total Volume Provided = 62,955 CF + 25,725 CF = 88,680 C >_ 85,309 CF Required. OK
5. RELIEVE TEMPORARY WATER QUALITY VOLUME IN 2 TO 5 DAYS
Q = Cd A 2g (orifice equation)
Q= 85,309 CF—' 2 days = 0.494 CFS
Q = 85,309 CF - 5 days = 0.197 CFS
Cd= 0.60
g= 32.2 ft/sec
h = .53 Ft ('/3 temporary pool height) Groundwater Inflow
For 2 Day Release (SHWT Conditions) 1
Solve For A = Q _ 0.494+0.0212 = 0.147 SF
Cd 2gh (0.6) 2(32.2)(0.53)
Solve for Orifice Diameter, D
A = 0.147 SF = r R 2
R=0.216ft. =2.59inch
D= 5.18 inch
CMIV]ED
SEP 3 0 2010
BY:

ENG-4
For 2 Day Release (Dry Conditions)
Solve For A = Q — 0.494 — 0.141 SF
Cd 2gh (0.6) 2(32.2)(0.53)
Solve for Orifice Diameter. D
A=0.141 SF=7rR2
R = 0.212 ft. = 2.54 inch
D = 5.08 inch
Groundwater Inflow
For 5 Day Release (SHWT Conditions) 1
Solve For A = Q _ 0.197+0.0212 = 0.062 SF
Cd 2gh (0.6) 2(32.2)(0.53)
Solve for Orifice Diameter. D
A = 0.062 SF = rr Rz
R = 0.140 ft. = 1.68 inch
D = 3.36 inch
For 5 Day Release (Dry Conditions)
Solve For A = Q — 0.197 = 0.056 SF
Cd 2gh (0.6) 2(32.2)(0.53)
Solve for Orifice Diameter, D
A = 0.056 SF = rr Rz
R= 0.134 ft. = 1.61 inch
D= 3.22 inch
Use 4.0 inch diameter orifice at 0.30 CFS at 3.35 Days
� y CEI'VEI�
SFP 3 0 2010
BY:____

ENG-5
6. PERMANENT POOL VOLUME
Main Bay Area at Elevation 44.5 = 36,800 SF
Bottom of Vegetative Shelf Elevation 44.0 = 31,780 SF
Average Area = 34,290 SF
Volume (1) = 34,290 SF X 0.5 Ft. = 17,145 CF
Main Bay Area at Elevation 44.0 = 31,780 SF
Main Bay Area at Elevation
Bottom of Pond 38.25 = 20,257 SF
Average Area = 26,018 SF
Volume (2) = 26,018 SF X 5.75 Ft. = 149,603 CF
TOTAL MAIN BAY VOLUME = 166,748 CF
Forebay Area at Elevation 44.5
Bottom of Vegetative Shelf Elevation 44.0
Average Area
Volume (1) = 9,915 SF X 0.5 Ft.
Forebay Area at Elevation
Bottom of Pond 38.25
Average Area
Volume = 7,006 SF X 5.75 Ft.
= 10,800 SF
= 9,030 SF
= 9,915 SF
= 4,957 CF
= 4,982 SF
= 7,006 SF
= 40,284 CF
TOTAL FOREBAY VOLUME = 45,241 CF
Forebay Volume shall contain at a minimum 20% of the total permanent pool volume.
Forebay Volume
= 45,241 CF
Permanent Pool Volume= Mainbay & Forebay = 166,748 CF + 45,241 CF
= 211,989 CF
FOREBAY VOLUME / PERMANENT POOL VOLUME
= 45,241 CF / 211,989 CF = 21.3 % O.K. x'�C IVE�D
�Ft' 3 0 2010
BY:

ENG-6
7. AVERAGE DEPTH
Option 2:
Avg Depth = [0.25 x 1 + Abotse(+AbotponShel( ] + Ab0th1C [� ) x Depth ]
Apermpooi Z Abotshel(
[0.25 x (1 + 40,810 )] + [(40,010+25,239) x ( 1.7.1 )]
48,000 2 40,810
= 0.46 + 4.65
= 5.11' Avg Depth
Use 5.0' Avo Deoth
8. POND ROUTING
Pre -development discharge, Post Development Q (CFS) and Post Development
discharge. See attached HydroCAD Pond Routing Diagram and Calculations.
ASSUMPTIONS:
CN Values — 98 for impervious surfaces
— 55 for pervious surfaces areas, see charts for hydrologic soil
group and use
A composite CN number is calculated for use in the development of the Runoff Depth (Q).
the composite CN number is calculated by a weighted average of each surface area.
CAS = CN,A1+CN2A2... CNnAn
A1+ A2...An
CND = Composite Curve Number
CNl- CNn = Individual CN Numbers
A,- An = Area associated with each CN value
!CET�I�
sFP 3 0 2010
BY:

ENG-7
TIME OF CONCENTRATION
There are several methods available for determining the time of concentration for a
watershed. The Kirpich Equation is an acceptable method for the size of our project site.
T,, = 0.0078 ( So.385
T, = Time of concentration (mins.)
L = Watershed Hydraulic Length (Ft)
S = Average Land Slope (Ft/Ft)
Great Neck, Section II at Carolina Plantations use the following data:
Pre -development Conditions
L = 2,160 Ft
S = 0.18%
Tcpie = 32.8 mins.
Post -Development Conditions
Each Catch Basin and its contributing watershed area designed using the rational method
with a rainfall intensity based on a 5 min. time of concentration. Conservative design of the
collection system outfall uses a 10 min. time of concentration for peak flow conditions into
the pond from the pipe network's total drainage area.
Q runoff depth = (P—o.zs)zwhere P = precipitation (inches)
P+0.8s
Precipitation for our site in Jacksonville is = 3.53 inches
Weir Flow = Q = 3 Cd 2g * L * Ha/z
Where Q = CFS
L = Crest length
H = Head above crest elevation
g = Gravitational Constant
Cd = Discharge coefficient
l CEYVF,D
EP 3 0 2010
BY:

ENG-8
Orifice Flow = Q = Cd a 2gh
Where Q = US
Cd = Discharge coefficient (o.6 default)
a = Submerged Area
h = Effective head
Storage Indication method, conservation of mass
I —O=°S or IAt —ODt= AS
4t
I= Inflow rate
0= Outflow rate
Ot = Time increment
Os = Change in storage
Substitute a beginning and end of the At (time interval) yields
'1+ 12 At — '1+ OZ At
2 2
Rearranged Results
li 2 12 At + (Sl — 0101) = (S2 - °' Ot) _ (S2 + z Ott)
Storage Indication Value
7CEIVED
CEP 3 0 2010
BY:

ENG-9
This value can be calculated at any stage (elevation) using the previously calculated stage
storage (pond volumes) and stage discharge (weir flow and orifice outflow).
Method:
1) The pond's stage discharge relationships are calculated based on the outlet devices
2) The stage storage is determined based on pond dimensions
3) Stage discharge and stage storage curves are used to create a storage indication curve
4) Pond routing is performed by using a time span and time increment. At each point in
time a storage indication value is calculated based on the current inflow, plus the
previous inflow, outflow and volume in the pond
5) The current storage indication value and the storage indication curve are used to
determine the new elevation
6) using the new elevation, the stage storage and stage discharge curves are consulted to
determine the new storage and discharge
7) This process is repeated for all points in the inflow hydrograph creating an outflow
hydrograph. For this project the dt = 0.05 hrs with a time span from 5 to 20 hrs = 15
hours. This equates to more than 300 total calculation points to develop the outflow
hydrograph.
The following is the output from the computer model that follows the previously outlined
methods.
c2.AM.GreatNeckl l.Regal.H ill.Future.area.W etDetBasin2.Rev.Calcs.9.28.10
sEP 3 0 2010
BY:

Great Neck II at Carolina Plantations Type // 24-hr 1 Year 24-HR Rainfall=3.53"
Prepared by Parker and Associates, Inc. Printed 9/29/2010
HydroCAD® 9.00 s/n 05202 @ 2009 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment 1B: Pre Development (Total)
Runoff = 7.20 cfs @ 12.41 hrs, Volume= 1.223 af, Depth> 0.29"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5,00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 Year 24-HR Rainfall=3.53"
Area (ac) CN Description
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
32.8 Direct Entry, Z. P. Kirpich Equation
Subcatchment 113: Pre Development (Total)
Hydrograph
7- Type II 24-hr 1 Year 24-HR
Rainfall=3.53"
6 Runoff Area=50.150 ac
6: Runoff Volume=1.223 of
Runoff Depth>0.29"
LL Tc=32.8 min
CN=55
10 11 12 13 14 15 16 17
Time (hours)
0 Runoff
=ECE1V1Z

Great Neck II at Carolina Plantations Type // 24-hr 1 Year 24-HR Rainfall=3.53"
Prepared by Parker and Associates, Inc. Printed 9/27/2010
HydroCAD® 9.00 s/n 05202 ©2009 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment 6S: Post Development - Collection System to Basin #2
Runoff = 64.28 cfs @ 12.02 hrs, Volume= 3.258 af, Depth> 1.08"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 Year 24-HR Rainfall=3.53"
Area (ac) CN Description
15.380 98 Impervious Area to Pond
20.720 55
36.100 73 Weighted Average
Tc Length
Capacity Description
10.0 Direct Entry,
Subcatchment 6S: Post Development - Collection System to Basin #2
Hydrograph
0 RunoH
Type II 24-hr 1 Year 24-HR
Rainfall=3.53"
Runoff Area=36.100 ac
Runoff Volume=3.258 of
40 L.Runoff Depth>1.08"
0 35- Tc=10.0 min
LL 36 CN=73
25-
20-
15-
10- y
5-
, /
0'
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
C1✓Y V ED
tifp 3 0 2010
BY:

Great Neck II at Carolina Plantations Type 1124-hr 1 Year 24-HR Rainfall=3.53"
Prepared by Parker and Associates, Inc. Printed 9/27/2010
HydroCAD0 9.00 s/n 05202 @ 2009 HydroCAD Software Solutions LLC Page 1
Summary for Pond 7P: Wet Detention Basin #2
Inflow Area = 36.100 ac, Inflow Depth > 1.08" for 1 Year 24-HR event
Inflow = 64.28 cfs @ 12.02 hrs, Volume= 3.258 of
Outflow = 3.17 cfs @ 13.94 hrs, Volume= 1.279 af, Atten= 95%, Lag= 114.9 min
Primary = 3.17 cfs @ 13.94 hrs, Volume= 1.279 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs / 3
Peak Elev= 46.14' @ 13.94 hrs Surf.Area= 59,722 sf Storage= 90,831 cf
Plug -Flow detention time= 236.1 min calculated for 1.275 of (39% of inflow)
Center -of -Mass det. time= 144.5 min ( 954.0 - 809.6 )
Volume Invert Avail Storage Storage Description
#1 44.50' 354,255 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
44.50 48,000 0 0
45.00 54,900 25,725 25,725
46.00 59,136 57.018 82.743
47.00 63.444 61,290 144,033
48.00 67,824 65,634 209,667
49.00 72,276 70,050 279,717
50.00 76,800 74,538 354,255
Device Routing Invert Outlet Devices
#1 Primary 44.50' 30.0" Round Culvert L= 220.0' Ke= 0.600
Outlet Invert= 43.30' S= 0.0055 T Cc= 0.900 n= 0.013
#2 Device 1 44.50' 4.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 46.00' 48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Primary 49.50' 30.0' long x 15.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=3.14 cfs @ 13.94 hrs HW=46.14' (Free Discharge)
Culvert (Passes 3.14 cfs of 12.74 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.51 cfs @ 5.84 fps)
3=Orifice/Grate (Weir Controls 2.63 cfs @ 1.21 fps)
=Broad -Crested Rectangular Weir ( Controls 0.00 cfs)
= YV'�D
r 3 (O 10
'BY:---_-

Great Neck II at Carolina Plantations
Prepared by Parker and Associates, Inc.
HydroCAD® 9.00 sln 05202 c) 2nn9 Hvtirnr.Al
Type/1 24-hr 1 Year 24-HR Rainfall=3.53"
Printed 9/27/2010
Pond 7P: Wet Detention Basin #2
Hydrograph
O —In Oow
❑ Primary
Inflow Area=36.100 ac
Peak Elev=46.14'
Storage=90,831 cf
6 7 6 9 10 11 12 13 14 15 16 17 19 1'9 0
Time (flours)
'1 rU V E
SEP 3 0 2010
BY:

PARKER & ASSOCIATES, INC.
Consulting Engineers - Land Surveyors - Land Planners
306 New Bridge Street • P.O. Box 976
Jacksonville, NC 28541-0976
[phone] • Fax: [phone]
Firm License Number F-0108
GREAT NECK, SECTION II, REGAL HILL AND A FUTURE MULTI -FAMILY SECTION AT
CAROLINA PLANTATIONS
JACKSONVILLE, NORTH CAROLINA
STORMWATER WETLANDS ,,,n
ENGINEERING CALCULATIONS
AUGUST 2010
REVISED SEPTEMBER 2010
1. AREA
Location: Rear of lots 142-151 in Great Neck, Sec. II
Total Drainage Area to Wetlands (Including Wetlands)
Impervious Area (Draining to Wetlands):
3/4 BUA from 10 lots
WWTP Drive
Total
$EALr9 t�-nv-)1�
14'S75 �
2.16 Ac or 94,046 Ftz
33,750 Ft
2,000 Ftz
35,750 Ft'
Percent Impervious = Impervious to wetlands = 35 750 Ft2 = 38.0%
Drainage Area 94, 6 Ft�
2. REQUIRED TEMPORARY WATER QUALITY STORAGE VOLUME
Retain 1.5" of runoff from area draining to wetlands
Use Schueler "Simple Method" from Stormwater Best Management Practices Manual
RV = 0.05 + 0.009 (1)
RV = Runoff coefficient (inch per inch)
/ = Percent Impervious
SEP 0 9 2010
RV = 0.05 + 0.009 (38.0) = 0.392 inch / inch
EMAIL ADDRESS: TEXT MESSAGES TO:yaitextiaibizeexr.com MAPS AND PLANS TO: Paidraft(albizec.rr.com
♦ ENVIRONMENTAL ENGINEERING ♦ STORMWATF.R, WATER AND WASTEWATER SYSTEMS
♦ FEASIBILITY AND DEVELOPMENTCONSULTING ♦ GLOBAL POSITIONING SURVEYS ♦ SUBDIVISION AND CONSTRUCTION PLANS

ENG-2
i
a
Find Temporary Water Quality Volume
VT.p = (Design Rainfall) (RV) (Drainage Area)
_ (1.5 inch) (0.392 inch / inch) (1 ft.) (94,046 SF)
(12 in.)
= 4,608 CF Required
PERMANENT POOL ELEVATION
From Section 9.3 from NCDENR Stormwater BMP Manual:
Permanent Pool Elevation (PPE) to be no more than six (6) inches above or below the
SHWT. In order to maintain PPE, an impermeable liner is required when soil permeability
exceeds 0.01 in/hr.
SHWT = 12" Depth
Natural Ground Elevation = 45.0
Stormwater Wetland Permanent Pool Elevation = 44.0 (at SHWT), OK
Soil Permeability = 0.05 in/hr, liner required (see plans)
WETLAND ZONE AREAS AND DESIGN DEPTHS
Wetland Surface Area (Temporary Pool at elevation 44.92) = 5,806 ftz
Shallow Water Zone (low marsh):
40% (min.) of wetland surface area and 3-6" design depth
Shallow water zone = 2.361 ftz
Use 6" Depth (bottom elevation 43.5)
2 361 ftZ = 40.7%, O.K.
5,806 ftft
SEP 0 9 2010

ENG-3
Shallow Land Zone (high marsh):
30-40% of wetland surface area and up to 12" design depth
Shallow land zone = 2,299 ft2
Use 11" design depth
Shallow land top elevation = 44.92 (temporary pool)
2,299 ft2 = 39.6%, O.K.
5,806 ft
Deep Pool Zones:
Calculate from remaining percentage of wetland
Non-Forebay areas to be 5-10% of wetland area
Forebay areas to be approximately 10% of wetland area
Design depth to be 18-36" (plus additional depth at inlet for sediment accumulation)
Forebav #1 (at East Inlet)
3a-?
Area =� ft2
Use 18" Design Depth (elevation 42.5)
Add 6" Sediment Storage (bottom elevation 42.0)
328 ft2 = 5.6%, O.K.
5,806 ft
Forebav #2 (at West Inlet)
Area = 326 ft2
Use 18" Design Depth (elevation 42.5)
Add 6" Sediment Storage (bottom elevation 42.0)
326 ft2 = 5.6%, O.K.
5,806 ftft
SEP 0 9 2010

ENG-4
Deep Pool at Outlet
Area = 492 ft2
Use 18" Design Depth (bottom elevation 42.5)
492 ft2 =
5,806 ftft
Wetland Zone Totals:
Forebay #1 (East)
Forebay #2 (West)
Deep Pool (at Outlet)
Shallow Land
Shallow Water
Temp. Pool
8.5%, O.K.
Area ft2
328
326
492
2,299
2,361
M
Percent of Total Area
5.6
5.6
8.5
39.6
40.7
100.0
5. CHECK TEMPORARY WATER QUALITY STORAGE VOLUME
Use 11 in. Temporary Pool Depth
Area at 44.92 elevation (temporary pool) = 5,806 SF
Area at 44.00 elevation (shallow land bottom) = 4,680 SF
Average Area = 5,243 SF
Volume = 5,243 SF x 11 in. depth x (1 ft./12 in.) = 4,806 CIF
Volume Provided = 4,806 CF >_ 4,608 CIF Required. OK
the Total Surface Area of the Wetland = Vtemp (ft)
Dplants (ft)
where: Vtemp = 4,806 ft3
Dplants = Depth of water that plants can sustain (12" max), use 11"
4,806 CIF + 11" (1 ft/12") = 5,243 SF surface area required (min.) < 5,806 SF Provided, OK
CFP 0 9 2010

ENG-5
6. RELIEVE TEMPORARY WATER QUALITY VOLUME IN 2 TO 5 DAYS
Q = Cd A 2gh (orifice equation)
Q = 4,608 CIF _ 2 days = 0.027 US
Q = 4,608 CF = 5 days = 0.011 CFS
Cd = 0.60
g = 32.2 ft/sec
h = 0.31 Ft ('/3 temporary pool height)
For 2 Day Release
Solve For A = Q — 0.027 = 0.010 SF
Cd 29h (0.6) V 2(32.2)(0.31)
Solve for Orifice Diameter, D
A=0.010SF=irR2
R = 0.06 ft. = 0.7 inch
D= 1.4 inch
3.6 &l 't
For'5-B Release
Solve For A = Q — 0.011 = 0.004 SF
Cd 2gh (0.6) 2(32.2)(0.31)
Solve for Orifice Diameter, D
A=0.004SF=7rRz
R = 0.036 ft. = 0.432 inch
D = 0.86 inch
Use 1.0 inch diameter orifice at 0.015 US at 3.6 Days
QF` 0 9 2010

ENG-6
7. SELECT WETLAND PLANTS
Requirements:
- A minimum of ten (10) different species total, of which at least five (5) are emergent
species (non -submerged), with no more than 30% of a single species.
- Planting of Cattails not allowed (can choke out other plants).
- Shallow water minimum plant quantities and sizes per 200 ft2:
50 herbaceous plants of at least 4 in3 container size
- Shallow land minimum plant quantities and sizes per 200 ft2
- 50 herbaceous plants of at least 4 in container size, or
- 8 shrubs of at least 1-gallon container size, or
- 1 tree of at least 3 gallon container size and 40 grass -like herbaceous plants
of at least 4 in container size.
Provided:
- Shallow water = 2,361 ft2 x 50 herbaceous plants = 590 plants min.
200 ft2
Botanical Name Common Name Quantity
Acorus subcordatum
Sweetflag
100
Scirpus cyperinus
Woolgrass
100
Pontederia cordata
Pickerelweed
100
Peltandra virginica
Arrow arum
150
Juncus effuses
Soft rush
150
600 TOTAL
600 herbaceous plants > 590 min.,
O.K.
- Shallow land = 2,299 ft2
Botanical Name Common Name Quantity
Ilex glabra Inkberry 18 (shrubs)
Cyrilla racemiflora Titi 24 (shrubs)
Clethra alnifolia Sweet pepperbush 18 (shrubs)
Eupatoriadelphus dubius Dwarf Joe Pye Weed 100
Lobelia cardinalis Cardinal flower 100
260 TOTAL
9 —�hShallow land totals = 60 shrubs, 200 herbaceous plants
cPP 0 9 2010

ENG-7
60 shrubs x ( Zoo ft2) = 1,500 ft2 (equivalent)
8 shrubs
200 herb. plants x 200 ft2 = 800 ft2 (equivalent)
50 herb.plants
1,500 ft2 + 800 ft2 = 2,300 ft2 equivalent shallow land area
2,300 ft2 equivalent > 2,299 ft2 min., O.K.
- 10 single species total > 10 species min., O.K.
- 1 different plant of same general species
>
= 10% < 30%, O.K.
10
c2.JLM.GreatNeckl I A etlands.Rev.Calcs.9.2.10
SEP 0 9 2010

PARKER & ASSOCIATES, INC.
Consulting Engineers - Land Surveyors - Land Planners
306 New Bridge Street + P.O. Box 976
Jacksonville, NC 28541-0976
[phone] + Fax: [phone]
Firm License Number F-0108
VIA OVERNIGHT DELIVERY
Ms. Christine Nelson
Environmental Engineer 11
NCDENR, DWQ — Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
RE
Dear Ms. Nelson:
October 11, 2010
Great Neck Section 11, Regal Hill, and a
Future Multi -Family Development at
Carolina Plantations
Onslow County, NC
SW8 100714 Express Review
Additional Information
lay way of this letter, we are submitting the items needed to complete the Stormwater Review for
the above mentioned project. Response to your letter dated October 5, 2010 requesting additional
information is as follows:
2a. Please see the Addendum to Item 1 b of the Lateral Effect Analysis Report from Pittman Soil
Consulting thatjustifies the centerline elevation of the ditch for use in the Skaggs Method.
Also, please see the wetlands map signed by the USACE, 1988 Aerial Photograph for Tax
Map No. 4379.04, and photographs of the wetlands ditch as documentation that the ditch and
wetlands are one and the same and that the wetlands boundary is at the centerline.
Please find enclosed One (1) original Addendum to Item lb of the Lateral Effect Analysis Report
from Pittman Soil Consulting, One (1) copy of'I'ax Map No. 4379.04, One (1) copy of the Wetlands Map
(Sheets I, 12, 13, and 15 of 20), and Two (2) photographs of the wetlands ditch. If you have any
questions, please contact Inc.
Sincerely,
PARKER & ASSOCIATES, INC.
{r a Jonathan L. McDaniel, E.I.
Enclosures
xc: Mr. Anthony W. Sydes (Letter only)
Cl' (P), LAM, TMS OCT i 2 2010
JLM/rmh
c2.11.M.Nelsnn.(iruuNnk I I Regell t illl:utureM ultil'am.S W Sublir.10.1 1.10 BY:
EMAIL ADDRESS: TEXT MESSAGES TO: naitecl(albizec.recom MAPS AND PLANS TO: paidraftna7,bizec.mcom
4 ENVIRONMENTAL ENGINEERING ♦ STORMWATER, WATER AND WASTEWATER SYSTEMS
♦ FISASIBILITV AND DEVELOPMENTCONSULTING ♦ GLOBAL POSITIONING SURVEVS f SUBDIVISION AND CONSTRUCTION PLANS

North Carolina
Beverly Eaves Perdue
Governor
October 5, 2010
AGA
NCDENR
Department of Environment and
Division of Water Quality
Coleen H. Sullins
Director
Mr. Anthony Sydes, President
Carolina Plantation Development Corporation
PO Box 7122
Jacksonville, NC 28541
Natural Resources
Dee Freeman
Secretary
Subject: Request for Additional Information
Stormwater Project No. SW8 100714
Great Neck Section II, Regal Hill, and a Future Multi -Family Development at
Carolina Plantations
Onslow County
Dear Mr. Sydes:
The Wilmington Regional Office received an Express Stormwater Management Permit
Application for Great Neck Section Il, Regal Hill, and a Future Multi -Family Development at
Carolina Plantations on August 17, 2010 with additional information received on September
9, 2010 and September 30, 2010. A preliminary review of that information has determined
that the application is not complete. The following information is needed to. continue the
stormwater review:
Please note that typically only two requests for additional information are allowed
within the express stormwater permitting program. If the project is not
considered complete after the second request for additional information, the
project is to be returned and the fees are forfeited. However, due to the unique
issues this project has presented an exception has been made for this project to
allow a third request for additional information. If this project is not considered
complete after this request for additional information, the project may be
transferred to the regular program at your request or the project will be returned.
A condition for allowing this third request is that a conference call must be held to
review these comments. A meeting may also be requested in order to resubmit
the information.
Please provide additional documentation and justification behind the application
of the Skaggs Method. Although the wetlands exist at a higher elevation, it
appears that the centerline of the ditch was used to determine the depth to water
surface input in the Skaggs Method. Please explain why the elevation of the
wetlands was not used to determine this depth. The concern is that the pond
may drain the wetlands located on the other side of the ditch, not that the pond
will drain the ditch.
a. If it was assumed the existing ditch has already impacted the wetlands
such that the ditch and wetlands have reached an equilibrium, provide
�\\ documentation to demonstrate this. Documentation can include aerial
os
�,� M photos of the diittch to demonst ate that, emonstratinthe ditch hunder normal conditias been historicallons, water doesresent and not�Yer , a iivv r stand in the ditch and the ditch isn't draining the wetlands.
a4a cor« b. Otherwise, please apply the Skaggs method to consider the elevation of
the wetlands, not just the ditch.
tjVWilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
Phone: [phone] FAX: [phone] Customer Service: 1-877-623.6748 North Carolj na
Internet: wxw.ncwaterquality.org Naturally
�� luN� //I ,
An Equal Opportunity lAMrmalive Action Employer ��/ l [ [i:///

Mr. Anthony Sydes
October 5, 2010
Stormwater Application No. SW8 100714
3. The express additional information fee has been waived for this request for
additional information.
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 October 12,
2010, 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 email or fax your request for a
time extension to the Division at the address and fax number at the bottom of this letter.
Please note that a second significant request for additional information may result in the
return of the project. If the project is returned, you will need to reschedule the project
through the Express coordinator for the next available review date, and resubmit all of the
required items, including the application fee.
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 label all packages and cover letters as "Express" and reference the project name
and State assigned project number on all correspondence. If you have any questions
concerning this matter please feel free to call me at [phone] or email me at
[e-mail].
Sincerely,
C ,a- `�J., �
Christine Nelson
Environmental Engineer
GDS/can: S:\WQS\STORMWATER\ADDINFO\2010\100714.oct10
cc: Jonathan McDaniel, Parker & Associates, Inc.
Christine Nelson
Wilmington Regional Office
Page 2 of 2

Nelson, Christine
From:
Nelson, Christine
Sent:
Tuesday, October 05, 2010 4:25 PM
To:
'Parker & Associates, Inc.'
Cc:
Russell, Janet; Weaver, Cameron
Subject:
Addlnfo for Great Neck Sec. II
Attachments:
100714 oct10.pdf
Jonathan,
I've attached a pdf of the 3 ° Eeuest for additional'informatiori for Great Neck Section II, Regal Hill, and a future Multi -
Family Development at Carolina Plantations (SW8 100714). Thislktter will also be faxed to_Mr. Sydes and copies_w ll be
mailed to both ofyouu.)
t--- ---
We talked about these general items yesterday —this is just making it an official request. Please note item # 1 asking for
a conference call to go over the comments. We've done a lot of that already, but let's make sure we are all on the same
page about what is needed to wrap this one up. I will be out of the office starting around 11 am Friday and will return
on Tuesday. I would like to have this one ready on my desk so I can get to it first thing Tuesday morning
As always, let me know if you have any questions.
Christine
Christine Nelson
Environmental Engineer
NC DWQ - Stormwater Program
Wilmington Regional Office
910-796-7323
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.

MEMORY TRANSMISSION REPORT
FILE NO. 737
DATE 10.05 16:35
TO R 919104556325
DOCUMENT PAGES 2
START TIME 10.05 16:35
END TIME 0-05 39
1
PAGES SENT 2
STATUS OK
"" SUCCESSFUL TX NOTICE
TIME :10-05-'10 16:39
FAX NO.1 :910-350-2018
NAME :DENR Wilmington
t+.
�L'
C"EERR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly E... Pardue Colson H. Sullins Dee Freeman
Owarnor Director Sacrot airy
dctehar S. 4010
Mr. Anthony Sydes, President
Carolina Plantatlon Development Gorporatlon
PC) Box 7122
Jacksonville, NC 28541
9 ubjaot: Request for Additlonol Infonnatlon
atormwatar Pro ec! No. 8W0 100714
Groat NocK Soc ton 11, Rsgal Hlll. and a Futuna Multi -Family Dovolopman[ a[
Oarollna plantations
Onalow County
Dear Mr. Sydes:
The Wilmington Regional OHioe received an Fxprasn Stermwater Management Permit
Application Ior Groat Nock Section 11, Regal Hill, and a Future Multi -Family Developmant at
Carolina Plantatlene on August 17. 2010 with additional Infortnauon received on September
9, 201 O and September 30, 201 O. A preliminary review of that information has determined
that the application is not aomplate. The following information Is needed to continue the
slormwater review:
1. Please nolo that tvplcally only two reouents for additional Information are allowed
2.
may
)ct may ba
ct will mat
returned.
ca// muaf be Ao/d to
order fo rasub.1t
a. If it was assumed the oxlating ditch has alreadv Impacted the wetlands
stand In the ditch and the ditch Isn't draining the wetlands.
b. Otherwino, please, apply the Skaggs method to consider the elevation of
the wetlands, net just the ditch.
vim d.. o—sti M ee_ wm.v.w, nm�.a.. ken emr�e._ alZlra}!y

PARKER & ASSOCIATES, INC.
Consulting Engineers - Land Surveyors - Land Planners
306 New Bridge Street * P.O. Box 976
Jacksonville, NC 28541-0976
[phone] . Fax: [phone]
Firm License Number F-0108
September 29, 2010
VIA OVERNIGHT DELIVERY
Ms. Christine Nelson
Environmental Engineer II
NCDENR, DWQ — Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
RE: Great Neck Section 11, Regal Hill,
and a Future Multi -Family
Development at Carolina Plantations
Onslow County, NC
SW8 100714 Express Review
Additional Information
Dear Ms. Nelson:
By way of this letter we are submitting the items needed to continue the stor nwater
review for the above mentioned project. Response to your letter dated September 20, 2010
requesting additional information is as follows:
Please see the Lateral Effect Analysis Report from Pittman Soil Consulting regarding
the Skaggs method and any effects to wetlands.
2. The stormwater calculations for both ponds have been revised to include orifice
calculations for both SHWT and seasonally dry conditions.
3. Both ponds will release the treatment volume in 2-5 days even under SHWT
e conditions. Pond 1 discharges to an unnamed tributary that has an average
N longitudinal slope of 0.005 ft./ft., and Pond 2 discharges to a ditch that was rerouted
in front of the WWTP with the same slope (SW8 100104). Multiple staff from our
mo office and Pittman Soil Consulting have observed these outfall ditches many times
{.� a during all types of conditions, and they do not have stagnant water that would inhibit
Cn � free flow conditions out of the pond.
4. The HydroCAD models were updated for current surface areas in both ponds. The
slightly reduced areas resulted in a minor increase (0.5-1.0 cts) in the bypass outflow,
but did not require a change in any of the current design elements. Please see the
attached summaries in the back of the wet detention basin engineering calculations.
EMAIL ADDRESS: TEXT MESSAGES TO: Pailextnbizec.reeom MAPS AND PLANS TO: naidraftnbizec.mcom
♦ ENVIRONMENTAL ENGINEERING ♦ STORMWATER, WATER AND WASTEWATER SYSTEMS
♦ FEASIBILITY AND DEVELOPMEN'r CONSULTING ♦ GLOBAL POSITIONING SURVEYS ♦ SUBDIVISION AND CONSTRUCTION PLANS

Ms. Christine Nelson
Carolina Plantations
Express Stormwater Review — Additional Information
September 29, 2010
Page 2
Please find enclosed One (1) original Lateral Effect Analysis Report from Pittman Soil
Consulting, and Two (2) copies of Revised Wet Detention Basin Calculations (Ponds I & 2). If
you have any questions or need any additional information, please contact me.
Enclosures
xc: Mr. Anthony W. Sydes (Letter only)
CF (P), LAM, TMS
J LM/nnh
c2.1 I,M.Nelson.Grc Nak I IRegal I I i III'utureMultil'am.SWSubLtr.919.10
Sincerely,
PARKER & ASSOCIATES, INC.
zRzw".el
Jonathan L. McDaniel, E.I.
D
SEP 8 0 2010
BY:

NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins
Governor Director
September 20, 2010
Mr. Anthony Sydes, President
Carolina Plantation Development Corporation
PO Box 7122
Jacksonville, NC 28541
Dee Freeman
Secretary
Subject: Request for Additional Information
Stormwater Project No. SW8 100714
Great Neck Section II, Regal Hill, and a Future Multi -Family Development at
Carolina Plantations
Onslow, County
Dear Mr. Sydes:
The Wilmington Regional Office received an Express Stormwater Management Permit
Application for Great Neck Section II, Regal Hill, and a Future Multi -Family Development at
Carolina Plantations on August 17, 2010 with additional information received on September
9, 2010. A preliminary review of that information has determined that the application is not
complete. The following information is needed to continue the stormwater review:
1. a. The Skaggs method has been used to demonstrate that the proposed wet
detention ponds will have no affect on the nearby wetlands. Please provide
justification for the numbers used in the model. For instance, please explain
how a depth to water surface of 2 ft was determined. Was this based on the
depth between the permanent pool elevation and the centerline of the nearby
ditch or the ground elevation of the wetlands? Also, how was a drainable
porosity of 0.05 determined if a conservative value is between 0.035 and
0.040?
b. With the permanent pool elevations for both wet detention ponds set below
the centerline of the ditches parallel to the ponds as well as the wetlands, the
existing ditches and the proposed wet detention ponds will affect the
wetlands. Please take both features into account when looking at the effect
on the wetlands.
2. Please demonstrate that the ponds will drawdown within the required 2 to 5 days
under both wet and dry conditions. Drawdown calculations have been provided
considering the incoming groundwater; however, calculations area also needed
to demonstrate that the pond will not drawdown too fast during seasonally dry
conditions.
Per item 2.c on page 10-9 of the BMP manual, please demonstrate that the
downstream conveyances from the pond to the receiving waters, including
ditches and pipes, will be able to function adequately and maintain a free flow
condition such that the treatment volume is released in 2-5 days under the
SHWT conditions.
4. Please verify the summaries from HydroCAD are consistent with the current
pond designs. The surface areas presented on page 2 of the HydroCAD
summary appear to be inconsistent with the other documentation.
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
Phone: [phone] FAX: [phone] Customer Service: 1-877-623-6748 NortthFCarolj na
Internet: wwwcw e,naterqualiry.ory JV{t illrallJ
An Equal Opportunity 1 AKrmalive Aclion Employer

Mr. Anthony Sydes ^�
September 20, 2010
Stormwater Application No. SW8 100714
5. The express additional information fee has been waived for this request for
additional information.
6. Please keep in mind that changing one number may change other numbers and
require the calculations, supplements, and other supporting documentation to be
updated. Verify all numbers are correct to ensure consistency in the application
documents.
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 September 24,
2010, 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 email or fax your request for a
time extension to the Division at the address and fax number at the bottom of this letter.
Please note that a second significant request for additional information may result in the
return of the project. If the project is returned, you will need to reschedule the project
through the Express coordinator for the next available review date, and resubmit all of the
required items, including the application fee.
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 label all packages and cover letters as "Express" and reference the project name
and State assigned project number on all correspondence. If you have any questions
concerning this matter please feel free to call me at [phone] or email me at
[e-mail].
Sincerely,
M ` eP
Christine Nelson
Environmental Engineer
GDS/can: S:\WQS\STORMWATER\ADDINFO\2010\100714.sep10
cc: Jonathan McDaniel, Parker & Associates, Inc.
Christine Nelson
Wilmington Regional Office
Page 2 of 2

J
Nelson, Christine
From: Nelson, Christine
Sent: Monday, September 20, 2010 3:44 PM
To: 'Parker & Associates, Inc.'
Cc: Russell, Janet
Subject: 2nd Addlnfo for Great Neck Sec. II
Attachments: 100714 sep10.pdf
Jonathan, _
I've attached a pdf of the 2nd requesYfor adiiitionalinformation for Great Neck Section II, Regal Hill, and a future Multi -
Family Development at Carolina Plantations (SW8-100714): Most of these items were also discussed with Tim on Fri
when he met with Linda and me. This letter will also be faxed_to.Mr. Sydes and copies.will.be.mailed.to_ooth of yooLet
me know if you have any questions!
Christine
Christine Nelson
Environmental Engineer
NC DWQ - Stormwater Program
Wilmington Regional Office
910-796-7323
E-mad correspondence to and from this address may be subject to the North
Carolina Public Records Law and may be disclosed to third parties.

Nelson, Christine
From: Parker & Associates, Inc. [[e-mail]]
Sent: Wednesday, September 15, 2010 3:35 PM
To: Nelson, Christine
Subject: RE: SW8 100714 Great Neck II, Regal Hill and A Future Multi -family Development
Christine,
The orifice sizing calculations were revised for both ponds for the groundwater inflow rate using the Dupuit Equation.
The orifice sizes specified were included in the pond model for sizing the outlet structure.
Just a side note, the groundwater inflow rate is not significant enough to upsize the orifice for a 2-5 day drawdown rate.
Let me know if you need anything else.
Thanks,
Jonathan L. McDaniel, El. / avk
Parker & Associates, Inc.
Engineers "Surveyors' Planners
[phone]
Firm License Number - F-0108
7 C.O Y v Gv� S eT
From: Nelson, Christine[mailto:[e-mail]]
Sent: Tuesday, September 14, 2010 4:22 PM
To: Parker & Associates, Inc.
Subject: RE: SW8 100714 Great Neck II, Regal Hill and A Future Multi -family Development
Jonathan,
I'm going through the documents submitted for this project and noticed that 4.b wasn't addressed in your response
letter. Can you provide a quick summary of how this was addressed?
Thanks,
Christine
E-mail correspondence to and from this address may be subject to the North Carolina
Public Records Law and miry be disclosed to third parties.
From: Parker & Associates, Inc. [mailto:[e-mail]]
Sent: Friday, September 03, 2010 10:29 AM
To: Nelson, Christine
Cc: Russell, Janet
Subject: SW8 100714 Great Neck II, Regal Hill and A Future Multi -family Development
Christine,

Due to various conflicting schedules we will need another extension for the stormwater submittal of additional
information for the above referenced. We plan to overnight the submittal to be received in your office on September 9,
2010.
Sincerely,
Jonathan L. McDaniel, El. / avk
Parker & Associates, Inc.
Engineers * Surveyors * Planners
[phone]
Firm License Number - F-0108
n

Nelson, Christine
From:
Nelson, Christine
Sent:
Friday, September 03, 2010 12:09 PM
To:
'Parker & Associates, Inc.'
Cc:
Russell, Janet
Subject:
RE: SW8 100714 Great Neck ll, Regal Hill and A Future Multi -family Development
Jonathan,
The 9th is ok with me.
Christine
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: Parker & Associates, Inc. [mailto:[e-mail]]
Sent: Friday, September 03, 2010 10:29 AM
To: Nelson, Christine
Cc: Russell, Janet
Subject: SW8 100714 Great Neck II, Regal Hill and A Future Multi -family Development
Christine,
Due to various conflicting schedules we will need another extension for the stormwater submittal of additional
information for the above referenced. We plan to overnight the submittal to be received in your office on September 9,
2010.
Sincerely,
Jonathan L. McDaniel, E.I. / avk
Parker & Associates, Inc.
Engineers . Surveyors . Planners
[phone]
Firm License Number - F-0108
I

PARKER & ASSOCIATES, INC.
Consulting Engineers - Land Surveyors - Land Planners
306 New Bridge Street + P.O. Box 976
Jacksonville, NC 28541-0976
[phone] . Fax: [phone]
Firm License Number F-0108
September 8, 2010
VIA UPS OVERNIGHT DELIVERY
Ms. Christine Nelson
Environmental Engineer II
NCDENR, DWQ — Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
RE: Great Neck Section 11, Regal Hill,
and a Future Multi -Family
Development at Carolina Plantations
Onslow County, NC
SW8 100714 Express Review
Additional Information
Dear Ms. Nelson:
By way of this letter we are submitting the items needed to continue the stormwater
review for the above mentioned project. Response to your letter dated August 25, 2010
requesting additional information is as follows:
Please see the revised calculations and Overall Stor nwater Exhibit Map for a display
of how the impervious areas were divided between the drainage areas for all 90 lots
within Great Neck Section Il. In cases where the drainage area boundary splits the lot
in half, 2/3 of the BUA is typically assumed to flow to the road and the remaining 1/3
to the rear. Where the lot is split unevenly, conservative values are used to ensure
adequate BUA collection regardless of home construction.
The lot BUA values originally reported in the calculations were not fully updated
from their original conservative estimates. After evaluating the exact lot BUA
breakout for Pond 2, an excess of 15,375 sf was deemed too conservative, and was
thus removed from the impervious total. Please see the revised Pond 2 calculations
and all other supporting documentation that show this decrease in impervious area.
Between pond 1 having 216,000 sq.ft., pond 2 having 183,750 sq.ft., and the
stormwater wetland having 33,750 sq.ft., there is a total of433,500 sq.ft. of lot BUA
'designed for in Great Neck II. This total area is conservative in comparison to the 90
SEP 0 9 2010 lots at 4,500 sq.ft. (405,000 sq.ft. actual total), and ensures treatment capacity
regardless of the how each lot is built out.
3� Ewa C eS5 J
EMAIL ADDRESS: TEST MESSAGES TO: nailext(n)bizee.rr.com MAPS AND PLANS TO: oaidrafl(albizec.mcom
♦ ENVIRONMENTAL ENGINEERING 4 STORMWA TER, WATER AND WASTEWATER SYSTEMS
♦ FEASIBILITY AND DEVELOPM EMT CONSULTING ♦ GLORAL POSITIONING SURVF,YS ♦ SUBDIVISION AND CONSTRUCTION PLANS

Ms. Christine Nelson
Carolina Plantations
Express Stormwater Review — Additional Information
September 8, 2010
Page 2
2. All of Sonoma Road Shown on the Regal Hill plans is included in the drainage area
for Pond 2. The Overall Stormwater Exhibit Map has been corrected to show the
drainage area extending to the property line (grade break for road).
3. The orifice calculations for both ponds have been revised for groundwater velocity as
calculated using the Depuit equation and as recommended by Pittman Soil
Consulting. Please see the Groundwater Inflow Calculations and printouts from the
Dupuit equation program which uses the hydraulic conductivity presented by Pittman
Soil Consulting.
4. Please see the report by Pittman Soil Consulting on the effects to wetlands using the
Skaggs equation, and the relation of the permanent pool elevation with SH WT. Pond
2 was required to be moved 3.8' away from the wetlands, and all plans have been
revised for this additional distance.
5. The average depth calculations for both ponds have been revised to have the depth
equal to the difference between the bottom of the vegetated shelf and the bottom of
the pond. This correction required both ponds to be deeper. Pond 1 was revised to be
0.5' deeper and Pond 2 is 0.75' deeper. Please see both revised calculations and
stormwater pond detail sheets.
6. The peak flow rates for pre- and post- development were added under the drawdown
calculations section for the Pond 2 supplement.
The permanent pool surface area is in fact the top of the shallow water zone, and has
an area of 2,361 sf. Since the permanent pool elevation of 44.0 is also coincident
with the bottom of the shallow land zone, the surface area for both is the 4,680 sf.
This area is used to determine the temporary storage volume. Section 5 of the
stormwater wetlands calculations has been revised to reference the shallow land
bottom when listing the 4,680 sf area for elevation 44.0.
8. The stormwater wetland supplement has been revised to match the storage volume
calculations and list the volume provided as 4,806 et.
9. The 5 day release orifice calculation has been revised for 0.31' of head, and the
drawdown rate for the 1.0 inch orifice has been corrected for significant figures.
Please see revised stormwater wetland calculations and BMP supplement.
cFp 0 9 2010

Ms. Christine Nelson
Carolina Plantations
Express Stormwater Review - Additional Information
September 8, 2010
Page 3
10. The ditches along the rear lots in Regal Hill and lots 166 to 174 in Great Neck II have
been revised to ensure that no offsite drainage is collected. The existing ditch along
the rear of lots 270 to 262 in Regal Hill will remain undisturbed with a new ditch
excavated along side it (on the property within proposed easement). The existing
ditch located along the rear of lots 166 to 174 in Great Neck 1I and lots 270 to 274 in
Regal Hill is to be regraded with a 3' wide, P tall berm at the property line to divert
any runoff that might result from part of the existing dirt road. Please see revised
plans and detail sheets.
11. The General Grading, Drainage, and Erosion and Sediment Control Plan has been
revised to list the high point elevation of49.25 between Great Neck Section I and 11.
12. Behind lots 142 to 145 in Great Neck 11 a 20' drainage access & maintenance
easement runs within the 50' stormwater buffer. The 50' stormwater buffer linetype is
the same as the easement linetype. Sheet 1 of 13 for Great Neck It has been revised
with better labeling for clarity of the easement and buffer.
13. Both pond detail sheets and section views have been revised for the new pond depths.
14. The stormwater wetland detail sheet has been revised to match the supplement and
calculations and list the temporary pool elevation as 44.92.
15. The deep pools all have a bottom elevation of 42.5. The two forebays are to be
excavated another 0.5' for sediment storage. The stormwater wetland supplement has
been revised to list the deep pool bottom elevation as 42.5 instead of the bottom of
the sediment cleanout (elev. 42.0).
16. The stormwater wetland cross section detail and shrub planting detail have been
revised to display the location of the clay liner and the appropriate distance required
for sufficient root growth.
17. The Existing Conditions Plan for the Future Mult-Family Section has been revised to
include all bearings and distances of the property, and to show the existing driveway
stubouts. The stubouts' impervious area of 1,240 sf is already accounted for in the
impervious area for Pond 2. The future BUA of250,000 sf dedicated to this section
will allow a total BUA of 251,240 sf for the Multi -Family property (listed in Tract
Data on Multi -Family Existing Conditions Plan). A note was also added stating that
no wetlands exist on site.
18. The deed restriction form has been updated to list the appropriate lot numbers for
each of the two single family sections.
19. The additional $500 review fee is enclosed.
S-r.p 0 9 2010

Ms. Christine Nelson
Carolina Plantations
Express Stormwater Review —Additional Information
September 8, 2010
Page 4
Please find enclosed the following items related to the above referenced project:
I. Two (2) copies of Revised Sheet 3 of the Stormwater Management Application Form.
2. One (1) check No. 29547 in the amount of $500.00 for the additional review fee.
3. Two (2) copies of the Revised Wet Detention Basin Supplement Forms.
4. One (1) copy of the Revised Stormwater Wetland Supplement Form.
5. Two (2) copies of Revised Sheet 3 of the Operation and Maintenance Agreement
Forms for both Wet Detention Basins.
6. Two (2) copies of the Revised Wet Detention Basin Calculations (Ponds 1 & 2).
7. One (1) copy of the Revised Stormwater Wetlands Calculations.
8. One (1) copy of the Groundwater Inflow Calculations.
9. Two (2) copies of Revised Page 1 of the High Density Residential Subdivision Deed
Restriction and Covenants Form.
10. One (1) copy of the Wetland Impacts Report from Pittman Soil Consulting.
11. Two (2) copies of the Revised Great Neck, Section 11 Plans
(Sheets 1, 2, 9, 11, 12, & 13, of 13).
12. Two (2) copies of the Revised Regal Hill Plans (Sheets 2 & 6 of 7).
13. Two (2) copies of the Revised Overall Stormwater Exhibit Map.
14. Two (2) copies of the Revised Future Multi -Family Section Existing Conditions Plan
If you have any questions or need any additional information, please contact me.
Sincerely,
Jonathan L. McDaniel, E.I.
Enclosures
xc: Mr. Anthony W. Sydes (Letter only)
CF (P), LAM, TMS
JLM/rmh
c2.1LM.Ne1snn.Grca1NceAll Regall lilll'utureMultiPam.SWRub1.tr.Addlnfo.9.R.10
SEP 0 9 2010

Nelson, Christine
From:
Nelson, Christine
Sent:
Wednesday, August 25, 2010 4:22 PM
To:
'Parker & Associates, Inc.'
Cc:
Russell, Janet
Subject:
Addlnfo for Great Neck Sec. II
Attachments:
100714 augl0.pdf
Jonathan,
I've attached a pdf of the request for additional information for Great Neck Section II, Regal Hill, and a future Multi -
Family Development at Carolina Plantations (SW8 100714). Most of the items are related to consistency. Since.an e-
mides.M_Sydesas.not.poviddoneapt_-alr�pstterm ll.also.befaxed 'to -him. Copies. IIIec
Cmailec to_both.ofyod. Let me know if you have any questionsl
Christine
Christine Nelson
Environmental Engineer
NC DWQ - Stormwater Program
Wilmington Regional Office
910-796-7323
@-mail correspondence to and from this address may be subject to the North
Carolina Public Records Law and may be disclosed to third parties.

MEMORY TRANSMISSION REPORT
TIME :08-26-'10 09:01
FAX NO.1 :910-350-2018
NAME :DENR Wilmington
FILE NO.
534
DATE
08.26
09:00
TO
: 8 91910455632
5
DOCUMENT PAGES
3
START TIME
08.26
09:00
END TIME
08.26
09:01
PAGES SENT
3
STATUS
OK
y
*** SUCCESSFUL TX NOTICE
�A
o
North Carolina Department of Environment and Natural Resources
Division of Water Duality
lJevody Eavas Ponfuo Coleon H. Sullins
One Freeman
Governor Director
�®Ay _S' d6S Secretary
August 26. 2010
Y
Mr- Anthony Sydas. Pre.idant
qio-- ysS-63,?S
Carolina Plantation Development Corporation
PO Sox 7122
Jacksonville. NC 29341
S.hjaot: R-a' for Additional Inlormatlon
Btormwator Prole at No. SW8 100714
t3roat Naok Sao ton 11, Ropal Hill, and a Future Multi -Family Davalapnmmnt at
Caroline plantation.
Onelow County
Dear Mr. Sydes:
,
la the
1.
2.
3.
4.
a
at
Plasaa clarify how the Impervious area eesoclated With the Iota Was divlded
between the drainage areas. The count of the Iota in the calculations does
net appear to m.tch the plans.
A portion of Sonoma Rd, to the north of Regal Hill, la located outside the
drainage areas, but is Included in the property area. Plea.. include the entire
road In the drainage area or if this area into
ba treated in a 6MP pro poaod In
the next phase of the davalopment: exclude this area from the property area.
Phase demonstrate how the ggroundwater velocity was determined for Ponds
1 and 2. For Instance, was thla determined uainDarcy'. Equation based on
the hydraulic conductivity preaentad by Pittman 9.11 4onaulting9
Ppr
b.
B. Tha depth us\
be bafad on 1
the pond. Ac,
should ba lire
bottom of the
booed on the
to depth of Ponder 1 and 2 appear to
p
hermanent pool and the bottom of
m OMP manual, the depth used
a/om of the vegetated shelf and the
the avara0e depth for Panda 1 and 2
W llmlrytd. Repbn.l OXb
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North Carolina
Beverly Eaves Perdue
Governor
August 25, 2010
NCDENR
Department of Environment and
Division of Water Quality
Colleen H. Sullins
Director
Mr. Anthony Sydes, President
Carolina Plantation Development Corporation
PO Box 7122
Jacksonville. NC 28541
Natural Resources
Dee Freeman
Secretary
Subject: Request for Additional Information
Stormwater Project No. SW8 100714
Great Neck Section Il, Regal Hill, and a Future Multi -Family Development at
Carolina Plantations
Onslow County
Dear Mr. Sydes:
The Wilmington Regional Office received an Express Stormwater Management Permit
Application for Great Neck Section II, Regal Hill, and a Future Multi -Family Development at
Carolina Plantations on August 17, 2010. A preliminary review of that information has
determined that the application is not complete. The following information is needed to
continue the stormwater review:
1. Please clarify how the impervious area associated with the lots was divided
between the drainage areas. The count of the lots in the calculations does
not appear to match the plans.
2. A portion of Sonoma Rd, to the north of Regal Hill, is located outside the
drainage areas, but is included in the property area. Please include the entire
road in the drainage area or if this area is to be treated in a BMP proposed in
the next phase of the development; exclude this area from the property area.
3. Please demonstrate how the groundwater velocity was determined for Ponds
1 and 2. For instance, was this determined using Darcy's Equation based on
the hydraulic conductivity presented by Pittman Soil Consulting?
4. Per item 2 on page 10-9 of the BMP manual, please provide the following:
a. a calculation -based hydro -geological analysis of the proposed Pond 1 and
the surrounding subsurface conditions to demonstrate it will not adversely
affect the wetlands. The permanent pool of Pond 1 appears to be is set
more than 6 inches below the invert of the existing ditch.
b. a demonstration that the downstream conveyances, including ditches and
pipes from the pond to the receiving waters, will be able to function
adequately and maintain a free flow condition such that the treatment
volume is released in 2-5 days under the SHWT conditions.
5. The depth used to determine the average depth of Ponds 1 and 2 appear to
be based on the difference between the permanent pool and the bottom of
the pond. According to figure 10-2b of the BMP manual, the depth used
should be the difference between the bottom of the vegetated shelf and the
bottom of the pond. Please recalculate the average depth for Ponds 1 and 2
based on the correct depth.
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
Phone: [phone] FAX: [phone] Customer Service: 1-817-623-6748 NorthCarolina
Internet: vnvw.ncwaterquality.org a'�n���
An Equal Opportunity\ AKrmative Action Employer (/VLL LHl/aff

Mr. Anthony Sydes
August 25, 2010
Stormwater Application No. SW8 100714
Please complete the peak flow rate for the pre- and post -development
condition on page 2 of the Pond 2 supplement under the Drawdown
Calculations section.
7. For the constructed wetland, please demonstrate how the permanent pool
surface area of 4,680 sf was determined. The permanent pool is considered
to be the top of the shallow water zone (section 9.3.1.4 of the BMP manual).
8. The calculations for the constructed wetland indicate that the volume
provided in this wetland is 4,806 cf, however the wetland supplement
indicates the provided volume is 5,243 cf. Please verify the information is
presented accurately and consistently.
9. Please verify the drawdown calculations for the constructed wetland are
accurate. For instance, the calculation for the 5 day release uses a different
head than the calculation for the 2 day release.
10. Please demonstrate that the swales along the edges of the property will be
located within the property boundaries and that they will not collect offsite
runoff. For instance, in Regal Hill, the swales collecting runoff from the back
of the lots and directing it to the stormwater ponds appear to straddle the
property boundary and may collect runoff from the existing dirt road. Also,
the swale along the rear of lots 166 to 174 in Great Neck Section II appears
to collect runoff from the existing dirt road.
11. Please indicate the high point on Sonoma Road between Great Neck Section
I and ll.
12. On sheet 1 of the plans for Great Neck Section II, please identify the drainage
easement located behind lots 142-145. There are multiple lines of the same
symbol/line weight in this area.
13. Please verify the depth identified on the section detail for pond 1 is accurate.
14. The outlet detail for the constructed wetland indicates the temporary pool
elevation is 45 ft while the other documents indicate this elevation is 44.92 ft.
Please ensure this detail is consistent with the other documentation.
15. The wetland cross section detail indicates that the bottom elevation of the
deep pool is 42.5 ft, however the supplement indicates the shallowest point of
the deep pool bottom will be at 42 ft. Please ensure the documents are
consistent.
16. Please detail where the liner will be placed within the cross-section of the
wetland. Please ensure the liner is located such that the root balls of the
shrubs can be planted without damaging the liner and that the roots will have
sufficient room to grow. The shrub planting detail appears to imply that the
plants will be planted in the clay liner.
17. Please provide two (2) copies of the plans for future multi -family section.
Only one plan was submitted. Please ensure the plans for this future section
include the project boundary bearings and distances, any incidental
impervious surfaces (such as driveway aprons), and that any wetlands are
delineated. If there are no wetlands within the project boundary, include a
note stating this:
Page 2 of 3

Mr. Anthony Sydes
August 25, 2010
Stormwater Application No. SW8 100714
18. Please include lot numbers on the deed restriction form provided. It is not
sufficient to reference the section of the development.
19. Please submit a $500 fee for the additional review required for this
application.
20. Please keep in mind that changing one number may change other numbers
and require the calculations, supplements, and other supporting
documentation to be updated. Verify all numbers are correct to ensure
consistency in the application documents.
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 September 2,
2010, 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 email or fax your request for a
time extension to the Division at the address and fax number at the bottom of this letter.
Please note that a second significant request for additional information may result in the
return of the project. If the project is returned, you will need to reschedule the project
through the Express coordinator for the next available review date, and resubmit all of the
required items, including the application fee.
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 label all packages and cover letters as "Express" and reference the project name
and State assigned project number on all correspondence. If you have any questions
concerning this matter please feel free to call me at [phone] or email me at
[e-mail].
Sincerely,
U wd�
Christine Nelson
Environmental Engineer
GDS/can: S:\WQS\STORMWATER\ADDINFO\2010\100714.aug10
cc: Jonathan McDaniel, Parker & Associates, Inc.
Christine Nelson
c Wilmington Regional Office
Page 3 of 3

PARKER & ASSOCIATES, INC.
Consulting Engineers - Land Surveyors - Land Planners
306 New Bridge Street . P.O. Box 976
Jacksonville, NC 28541-0976
[phone] + Fax: [phone]
Firm License Number F-0108
August 17, 2010
VIA OVERNIGHT DELIVERY
Ms. Christine Nelson
Environmental Engineer 11
NCDENR, DWQ —Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
RE: Great Neck Section 11, Regal Hill,
and a Future Multi -Family Section at
Carolina Plantations
Onslow County, NC
Express Stormwater Review
Additional Information
Dear Ms. Nelson:
As discussed in the submittal meeting today, please find enclosed the additional items
related to the express stortnwater review for the above referenced:
One (1) Existing Conditions Plan (Sheet I of 1) for the Future Multi -Family Section
(includes property boundary and all existing drainage features and topography)
2. One (1) additional copy of the Overall Stormwater Exhibit Map (with corrected BUA
values for Regal Hill)
3. One (1) original set of Stormwater Wetlands Calculations (including planting
requirements and calculations for mixed plants in the shallow land area)
j AUG 1 8 2010
EMAIL ADDRESS: TEXT MESSAGES TO: naitext(albizec.rr.com MAPS AND PLANS TO: paidrafKalbizearr.com
4 ENVIRONMENTAL ENGINEERING ♦ STORMWATER, WATER AND WASTEWATER SYSTEMS
♦ FEASIBILITY AND DEVELOPMENT CONSULTING ♦ GLOBAL POSITIONING SURVEYS ♦ SUBDIVISION AND CONSTRUCTION PLANS

Ms. Christine Nelson
Carolina Plantations
Express Stormwater Review — Additional Information
August 17, 2010
Page 2
4. One (1) original Stormwater Wetlands Supplement Form (with corrected shallow land
plants as shown on Sheet 13 of 13 and in Stormwater Wetlands Calculations)
5. Two (2) copies of the Stormwater Wetlands Detail (Sheet 13 of 13) in Great Neck,
Section 11 (revised without berms between the forebays and deep pool areas to keep
the permanent pool hydraulically connected in all areas.
If you have any questions or need any additional information, please contact me.
Enclosures
xc: Mr. Anthony W. Sydes (LOT only)
CF (P), LAM, TMS
JLM/nnh
c2.11.M.Nelson.Gre tNeckII RegalfI iIIFutureMultil-am..S W SubLlr.g.17. 10
Sincerely,
Jonathan L. McDaniel, E.I.
AUG 1 @ 2010

PARKER & ASSOCIATES, INC.
Consulting Engineers - Land Surveyors - Land Planners
306 New Bridge Street + P.O. Box 976
Jacksonville, NC 28541-0976
[phone] + Fax: [phone]
Firm License Number F-0108
August 17, 2010
VIA HAND DELIVERY
Ms. Christine Nelson
Environmental Specialist
NCDENR, DWQ — Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
RE: Great Neck Section 11, Regal Hill,
and a Future Multi -Family Section at
Carolina Plantations
Onslow County, NC
Express Stormwater Submittal
Dear Ms. Nelson:
Please find enclosed the following items related to the express stormwater submittal for
the above referenced:
I. Two (2) sets of Great Neck Section 11 plans (Sheets I, 2, 9, 11, 12 and 13 of 13).
2. Two (2) sets of Regal Hill Plans (Sheets 1, 2 and 6 of 7).
3. One (1) original and One (1) copy of the Stormwater Management Permit Application
Form
4. Two (2) original Wet Detention Basin Supplement For ns and Checklist
5. Two (2) original Operation and Maintenance Agreement Forms
6. One (1) original Stormwater Wetland Operation and Maintenance Agreement Form
7. Two (2) original sets of Pond Calculations (Ponds I and 2)
8. One (1) original and One (1) copy of the High Density Residential Subdivision Deed
Restriction and Covenants Form
9. One (1) original set of Stormwater Wetlands Calculations
10. One (1) original Stonnwater Wetlands Supplement Form and Checklist
11. Stormwater Narrative
12. Overall Stormwater Exhibit Map
AUG 1 7 2010
I* _pw.C�_C��tss
ENTAIL ADDRESS: TEXT MESSAGES TO: Paitext(a?bizeexr.com MAPS AND PLANS TO: PAidreft(albizeexr.com
4 ENVIRONMENTAL ENGINEERING ♦ STORMWATER, WATER AND WASTEWATER SYSTEMS
♦ FEASIBILITY AND DEVELOPMENT CONSULTING ♦ GLOBAL POSITIONING SURVEYS ♦ SUBDIVISION AND CONSTRUCTION PLANS

Ms. Christine Nelson
Carolina Plantations
Revised Express Stormwater Submittal
August 17, 2010
Page 2
13. Copy of portion of Jacksonville NW USGS Map
14. Copy of Property Deed, Book 2149 Page 44
15. Check No. 29379 in the amount of $4,000.00 for the express review fee
16. Copy of Soils Report from Pittman Soil Consulting.
17. One (1) copy of the Annual Report for Carolina Plantation Development Corporation
from the Secretary of State Website.
If you have any questions or need any additional information, please contact me.
Sincerely,
Jonathan L. McDaniel, E.I.
Enclosures
xe: Mr. Anthony W. Sydes (w/paperwork)
CF (P), LAM, TMS
JLM/avk
c I J 1.M.Nc1son.GraaNeck I I Regall I iffutureMulti Fam.RevisedS W Sub1.tr.g.16. 10

Great Neck Section II
Regal Hill, and a
Future Multi -family Section
at Carolina Plantations
Stormwater Narrative
Great Neck Section II (90 lots) and Regal Hill (28 lots) are the next two single family
residential subdivisions proposed for the Carolina Plantations development in Onslow County.
A future Multi -family Section (not being built anytime soon), is to be located North of Great
Neck Section Il and West of Regal Hill is also to be included as part of this stonnwater permit.
All three phases encompass 63.79 acres, and are located in the Northeast section of Carolina
Plantations (East of the wastewater treatment plant). Also, an unnamed tributary draining to
Half Moon Creek (C; NSW) serves as a portion of the South property line dividing Great Neck
Section I from Section 11.
The project area is currently undeveloped woodland, and the existing topography is
nearly level (< 2% slopes). The project will involve a 47 acre area of land disturbance, and will
be located within an area consisting mostly of Lynchburg fine sandy loam according to the
Onslow County Soil Survey.
The project area naturally drains in a southwest direction towards the unnamed tributary
draining to Half Moon Creek. Proposed drainage for Great Neck Section II is mainly split
between two stormwater collection systems and two wet detention basins, with a small
stormwater wetland proposed for the rear of lots 142-151. The stormwater wetland is located in
the rear of lot 146. Wet detention basin #1 is located at the East end of the property near the
entrance from Great Neck Section I. Wet detention basin #2 is located at the West end of the
property near the W WTP, and both basins are designed for 90% TSS removal under table 10-4
and in accordance with all other criteria in Chapter 10 of the NCDENR Stormwater BMP
Manual. Wet detention basin #2 and its collection system are designed for full build out of Regal
Hill and the future multi -family sections (See Overall Stormwater Exhibit Map). Discharge from
the basins and the stonnwater wetland will drain to the unnamed tributary draining to Half Moon
Creek (C; NSW).
For additional information please refer to the stormwater application documents, wet
detention basin and stormwater wetland engineering calculations, soils report from Pittman Soil
Consulting, and the Design Plans (Great Neck II Sheets 1,2, 9, 11, 12, and 13 of 13, R Regal Hill
Sheets 1,2 and 6 of 7).
pl,!r, 17 2010
1 LM.0 cal NmkSmlioI I.Slormx:nei Nun-adve.8.16.10

I of 5)
�p
V®
000M2149 PAUE044
WILOW cam DYNAMO
$2000.00 .
n.ng
d�p�lp t Beal EstateT; i:'.Y I li F 1 i 20
f% E:cI» Tex
f5iQ.m�S- cZ1�00,00
STATE O NORTH CAROLINA
COUNTY OF ONSLOW' .
THIS DEED, Made and entered into this VI)_ day'of
1191n10� 2003, by and between Weyerhaeuser Company Foundation,
a Washington nonprofit corporation, party of the first part, and
Anthony W. Sydes, whose address is _L11 8" .712 2./ 4(,�A&m/P /V[ ,
party of the second parts ThiedeedV=ntedto 1""YO
Tfro w Tax W
fd�TLtli�fll;TB:DotM- , o
4 That the said party of the first part, for and in
consideration of the sum of TEN AND N0/100 ($10.00) DOLLARS, and
other goad and valuable considerations to it in hand paid, by the
party of the second part, the receipt of which is hereby
acknowledged, has bargained and sold and by these presents does
a
bargain, sell and convey unto the said party of the second part, his
heirs and assigns, subject to the terms and conditions as
hereinafter set out, that certain tract or parcel of land lying and
being in, Onslow, County, state of North Carolina, and being more
particularly described as follows:
SEE EXHIBIT "A" ATTACHED HERETO FOR A COMPLETE AND ACCURATE
DESCRIPTION OF THE PROPERTY HEREIN CONVEYED.
8
Or, 1 7 2010
Book 21e9, Paqe 6e, File Number

(Page 2 of 5)
BOOK 2149 PAK045
This conveyance is made Subject to the following terms and
conditions:
(1) This conveyance in made subject to a reservation of mineral
rights which are retained by Weyerhaeuser Company Foundation
and is stated in substance as follows:
"Grantor hereby expressly eaves, reserves and excepts
out of the grant hereby made, unto itself, its
successors and assigns, forever, all ores and minerals
including but not limited to oil, gas, coal,
distillates, and condensates, in and under said land.
Top Boil, sand, fill dirt, ground water, and other
commonly occurring substances are expressly excluded.
Notwithstanding the foregoing and notwithstanding any
other legal or equitable right or remedy now existing
or hereafter enacted or created, Grantor hereby
agrees, for itself, its successors and assigns,
that
the rights hereby reserved and excepted shall not be
exercised in a manner adversely affecting use of the
surface at any time unless and until the Grantor or
its successors or assigns, as the case may be, shall
first make satisfactory written arrangements with the
then owner of the property affected, and with the
mortgagee or mortgageen of such property, as their
respective interests may appear, to compensate said
owner and mortgagee or mortgagees for damages incurred
to the surface and any improvements thereon in
exercising such rights."
(2) This
restrictions,i and econveyed ents loft record, to all nand those, conditions,
d if lany,
constituting constructive notice.
(3) This property is conveyed subject to such defects in title
as might appear from a current and accurate survey of this
property.
(4) This property is conveyed "AS IS, WHERE IS°.
(5) This property is conveyed subject to all matters disclosed by
an inspection of the premises, taxes not yet due and payable
and all prior reservations whether by deed or possession.
(6) No Hunting leases or hunting rights are granted on property.
To HAVE AND TO HOLD the aforesaid tract or parcel of land
together with all the rights, privileges and appurtenances thereunto
belonging unto him, the said party of the second part, his heirs and
2149, Paqe 44. File Number

(Page 3 of 5)
g. BOOK 2149 WE046
assig
ns, to their only use and beliooP forever, subject to the terms
t. and conditions as set out hereinabove.
And the said party of the first part, covenants •to and with
the said party of the second part; his heirs and asaigns; that it is
{; seised of said premises in Pee'and has a lawful right to convey the
.E same in fee simple; that the same is free and clear of 'all
encumbrances, and that it hereby warrants and will forever defend
the title to the same against the lawful claims of all persona
v
whomsoever.
iIN TESTIMONY WHEREOF, Weyerhaeuser Company Foundation has
caused this instrument to be signed in its name.by its
i
President, attested by its Secretary, with its
pcorporate seal.hereunto affixed, all by the authority duly given,
` tg@ this the day and year first above written.
h
i.
BREAHUSER OMPANY FOUNDATION
By: I W.
d Preeiden
!� (CORPORATE SEAL) '
ATT• T: I
Secretary ,
r
'iF'.�o..:�i':..
r
I
AUf, 1 7 2010
2149, Paqe 44, File Number

(Pago 4 of 5)
d
a
I
Ogg Z 14 9 PAGE 0 41
EXHIBIT "A"
THAT certain tract or parcel of land lying and being in
onelow County, State of North Carolina, and being more
particularly described as follows:
The property conveyed by this deed is located on a portion of
TRACT No. 8 as it is described in that deed dated the 25'day
of August, 1942, from John L. Roper Lumber Company to North
Carolina Pulp Company in Book 197, Page 371, Onslow County
Registry.
The portion of TRACT No. 8 that is conveyed by this deed is
that portion located North of North Carolina State Road 1324
described in that deed from Weyerhaeuser Company to
Weyerhaeuser Company Foundation dated April 9, 2003, and
recorded in Book 2004, Page 663, onelow, County Registry, and
further reference is hereby made to said deed for a more
complete and accurate description of this property,
2149, Pace 44. Pile Number

(Pag"'5 of 5)
A 9 PAGE 0 4 B'
STATE OF W-sk;N�tolj
COUNTY OF
I, l.oai L Rase Notary Public, certify
that .,.Is oar a ally came before me this
day and acknowledged tat a she is Aseibbbalr Secretary of
Weyerhaeuser Company Foundation, a corporation; and that by
authority duly given and as the act of the corporation, the
foregoing instrument was • signed in its name by
El, ra bath GIbSSmyuI its President, sealed with its
corporate seal, and attested by mFi se f/herself as its
'Secretary.
,. My commission expires IoIIS l0 4
Witness my hand and official seal, this the )!�+'I. da o£
Ve✓abof 2003. Y
,Gpp14.11P.lill:lm+� __ (/�'-(.1 eCA SQ
9
Notary Public
NOM MROUNd, mm wLamm LORI L. ROSE
e„;eL,p u,dmuot
i INWAI,) NMI. b 4e-0 e,rWld a meet M lue SSO
,m ,m pnemnd , ,e IMIa sod nurded Iv Ikh omw to
Bea 2149 Pe 7m, I TH did YI ER
D.. , :2 aed.k�Fy)!.
B
i Mee IA. t�i�Cop � 1 ......yh,O
2149, Page 44, file Yumber

I
Nelson, Christine
From: Nelson, Christine
Sent: Monday, August 02, 2010 4:27 PM
To: 'Parker & Associates, Inc.'
Cc: Russell, Janet; Lewis,Linda; Scott, Georgette
Subject: RE: Great Neck Section II at Carolina Plantations
Jonathan and Tim,
I have spoken to Linda regarding the issues surrounding Great Neck Section II and the Carolina Plantations development
as a whole. It appears that Carolina Plantations is a common plan of development. As a common plan of development,
the entire tract of land (approx 459 acres) must be developed as either low density or high density. This is where a
permitted master plan is important. With SW8 100510 being permitted as a high density project and the "offsite" HD
areas proposed under Great Neck Section 11, this project is on its way toward meeting the high density requirements.
That being said, either have a master plan permitted to demonstrate that the entire tract meets the low density
requirements or design the entire tract to meet the HD requirements, which means collecting and treating all of the
BUA.
Linda - Feel free to elaborate if I missed something.
Thanks!
Christine
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: Parker & Associates, Inc. [mailto:[e-mail]]
Sent: Thursday, July 29, 2010 3:12 PM
To: Nelson, Christine
Cc: Russell, Janet
Subject: FW: Great Neck Section II at Carolina Plantations
Christine,
You probably haven't talked to Linda yet, but here are the emails below where we proceeded with design after thinking
it was O.K. to have the off -site sections permitted separately.
Jonathan L. McDaniel, El. / avk
Parker & Associates, Inc.
Engineers ' Surveyors • Planners
[phone]
Firm License Number - F-0108
From: Parker & Associates, Inc. [mailto:[e-mail]]
Sent: Wednesday, June 16, 2010 10:07 AM

To: Christine Nelson ([e-mail])
Subject: RE: Great Neck Section II at Carolina Plantations
Thanks Christine. We are proceeding with design, and I'll let you know when we plan to submit.
Jonathan L. McDaniel, El. / avk
Parker & Associates, Inc.
Engineers * Surveyors * Planners
[phone]
Firm License Number - F-0108
From: Nelson, Christine(mailto:[e-mail]]
Sent: Wednesday, June 16, 2010 8:20 AM
To: Parker & Associates, Inc.
Cc: Russell, Janet
Subject: RE: Great Neck Section II at Carolina Plantations
Jonathan,
I apologize - I just realized I had an e-mail from Linda answering your question. Her e-mail response is as follows:
"The more I think about it, the more I think that overall low density with treatment for the collected areas is fine,
even if the collected area far outweighs the uncollected area. Just make sure they include a conservative
drainage area map showing what areas are being collected and what areas are being allowed to sheet flow. "
Christine
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: Parker & Associates, Inc. [mailto:[e-mail]]
Sent: Friday, June 11, 2010 9:28 AM
To: Nelson, Christine
Subject: FW: Great Neck Section II at Carolina Plantations
Christine,
To follow up on the previous email, please let us know if what we propose is acceptable. We are wanting to proceed
with the design for Great Neck Section 11.
Thanks,
Jonathan L. McDaniel, E.I. / avk
Parker & Associates, Inc.
Engineers * Surveyors * Planners
[phone]
Firm License Number - F-0108
From: Parker & Associates, Inc. [mailto:[e-mail]]
Sent: Wednesday, June 09, 2010 4:02 PM
2

To: Christine Nelson ([e-mail])
Cc: Janet Russell ([e-mail])
Subject: Great Neck Section II at Carolina Plantations
Christine,
Per the scoping meeting this morning, attached is the email discussion between Jason Houston and Linda describing an
overall low density project with a collection system and BMP. Because of the express fee for the type of review
(collection system with BMP), the low density project has to be permitted as high density. In conclusion, we would only
have to treat the BUA that drains to the collection system, not all BUA for the entire site as with a high density project.
This is how we would like to proceed with Great Neck Section Il. The project would be permitted as high density
because of the collection system, but it would have BUA constraints and the proposed wet detention basins would only
be designed for what actually drains to the collection system. One of the basins would be designed to serve future
sections with future BUA allocated for them. The future sections would be permitted separately with offsite system
supplements. Let me know if you need any additional information or if you have any questions.
Janet,
Attached is a copy of what was submitted for the express request.
Sincerely,
Jonathan L. McDaniel, E.I. / avk
Parker & Associates, Inc.
Engineers * Surveyors * Planners
[phone]
Firm License Number - F-0108

For DENR Use ONLY
wer. G `L
Review:
North Submit:h Carolina Department of Environment and Z— Z�
Natural Resources
�Time: -.coo
Request for Express Perm eview NDEN�
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative, site plan IPDF file) and vicinity map (same items expected in the application package
of the project location. Please include this form in the application package. �j .1 2 O 2$ 291
• Asheville Region -Alison Davidson 828.296-4698;alison.davidson(&.ncmail.net
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.lee(nMcmail.net
• Mooresville & -Patrick Grogan 704.663-3772 or patrick.oronan(dIncmall.net
• Washington Region -Lyn Hardison 252-946-9215 or lyn.hardisonAncmail.net
• Wilmington Region -Janet Russell 910-350-2004 or janet.russell(giincmail.net
NOTE: Project application received after 12 noon will be stamped in the following work day.
Project Name: GREAT NECK, SECTION II AT CAROLINA PLANTATIONS County: ONSLOW
Applicant: ANTHONY W. SYDES Company: N/A
Address: P.O. BOX 7122 City: JACKSONVILLE, State: NC Zip: 28540-7122
Phone: [phone]. Fax: [phone], Email: [e-mail]
Physical Localion:INTERSECTION OF RAMSEY ROAD AND CAROLINA FOREST BOULEVARD
Project Drains into UT TO HALF MOON CREEK waters - Water classification C NSW (for classification see-
htto:/fh2o.enr.slate.nc.uslbims/reports/reportsWB.html)
SW
SW
SW
SW
SW
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within '/2 mile and draining to class SA waters N or within 1 mile
and draining to class HOW waters? N
Engineer/Consultant: TIMOTHY M. STEWART. PE Company: PARKER & ASSOCIATES. INC.
Address: P.O. BOX976 City: JACKSONVILLE, State: NC Zip: 28541-0976 iI.JL 2 0 2010
Phone: [phone]. Fax: [phone], Email: aip [e-mail]
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
® Scoping Meeting ONLY ® DWQ, ❑ DCM, ❑ OLR, ❑ OTHER:
SECTION TWO: CHECK ONLY THE PROGRAM IS) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination: _ It of stream calls — Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear It or _acres)
❑ Riparian Buffer Authorization El Minor Variance ❑ Major General Variance
® State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑Bkhd & St Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
® Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW _ (Provide permit #)]
® High Density -Detention Pond 2 # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density -SW Wetlands _ # Treatment Systems
ElHigh Density -Other _#Treatment Systems /❑ MOD:❑ Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW (Provide permit#)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Land Quality ❑ Erosion and Sedimentation Control Plan with _ acres to be disturbed.(CK It (for DENR use))
SECTION THREE - PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scooina and express meeting request
Wetlands on Site ® Yes ❑ No Buffer Impacts: ® No ❑ YES: _acre(s)
Wetlands Delineation has been completed: ® Yes ❑ No Isolated wetland on Property ❑ Yes ® No
US ACOE Approval of Delineation completed: ® Yes ❑ No 404 Application in Process w/ US ACOE: ® Yes ❑ No Permit
Received from US ACOE ® Yes ❑ No
rr++++r+♦♦r+♦rrrr♦r♦rrrwrrrrru rrrrrnurrnrrarrrrrrrr Por DENR use oulyr rrurrrrrrrur+a rrrrrrurrrrr♦rwrrr++r+r. ♦+++r♦+r++rrrrrr
Fee Solit for multlole permits: (Check # 1 Total FeeAmount $
SUBMITTAL DATES
I Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; ❑ Min)
$
SW (❑ HD, ❑ LD, ❑ Gen)
I $
401:
$
LOS
I $
Stream Deter—
$
5 L-) b [ Dos 10
NCDENR EXPRESS March 2009 G } — lit Gk

Stormwater Information
a. Provide River Basin, Stream Classification & Index Number for All Water
Bodies On or Adjacent To The Project or Closest to The Project Area
White Oak River Basin,
Unnamed Tributary to Half Moon Creek,
C; NSW
Stream Index 19-6
b. Identify Whether the Stormwater Design is High Density or Low Density,
Commercial or Residential, State Stormwater or NPDES Phase 11, Address
Vested Rights When Applicable; Identify Pockets of High Density
Low Density
Residential Subdivision
State Stormwater
C. Proposed Total % Impervious Surface
23.9%
d. Number of Proposed Treatment Measures, Type(s) of Collection System
2 Wet Detention Basins
e. Will All Built Upon Area be Collected
With the exception of rear drainage from approximately 25 lots, all
BUA will be collected and treated in the wet detention basins.
f. Identify Whether or Not the Project Has Buffer Requirements & Whether
or Not Development Is Proposed Within a Buffer
No Buffer requirements
g. Discuss Coastal Management Areas of Environmental Concern When
Applicable
N/A
h. Disclose Whether or Not Off -Site Runoff Is Coming Onto The Site or Into
The Proposed BMP
Pond #2 is designed to treat BUA from a future single family section
and a future multi -family section that are both high density.
i. Discuss Whether Road Construction Across Other Property Is Necessary
To Access This Project
N/A
j. If An On -Site Evaluation Of The Soils Has Been Done, Discuss
Infiltration Rates, Seasonal High Water Table, etc., and Include Date Of
Site Evaluation This Is Required For Infiltration Pro'ects .
N/A
k. Is The Department of Transportation Requiring The Construction Of A
Turn Lane Or Road Widening Associated With "fhe Project
No
Q JLM.GreatNeckI1.SWNarr.7.20.10

Stormwater Narrative
1. General Information
a. Name of Project
Great Neck, Section 11 at Carolina Plantations
b. Street Address, City, County
Ramsey Road, Jacksonville, NC, Onslow County
C. Acres in Tract
54.10 AC
d. Acres Being Disturbed
37.78 AC
e. Acres in Wetlands
12.53 AC
I. Wetlands Must Be Delineated
O.K., Done
2. Proposed Wetlands Impacts Require Permits From Corps & DWQ
Yes, In Process
f. Ownership Information From NC Secretary of State Web Site
Anthony W. Sydes
g. Description of Development Proposal
Residential Development
Previous or Existing Permits.
None
2. Tax parcel 11) Number
Parcel#338-18.60
h. Pre-1988 Built Upon Area, If Applicable
N/A
i. Discuss Phasing of the Project & Stormwater Facilities When Applicable
N/A
j. Discuss Proposed Waste Water Treatment & Water Supply
Wastewater by private sewer, water supply by public (ONWASA)
k. Identify Historic Sites & Projects Being Funded With Public Monies
N/A
I. Disclosed Any/All Non -Compliance Issues with DENR Agencies
None
JUL 2 0 2010
3y:. --- --
l

Nelson, Christine
From:
Nelson, Christine
Sent:
Wednesday, June 16, 2010 8:20 AM
To:
'Parker & Associates, Inc.'
Cc:
Russell, Janet
Subject:
RE: Great Neck Section II at Carolina Plantations
Jonathan,
I apologize - I just realized I had an e-mail from Linda answering your question. Her e-mail response is as follows:
"The more I think about it, the more I think that overall low density with treatment for the collected areas is fine,
even if the collected area far outweighs the uncollected area. Just make sure they include a conservative
drainage area map showing what areas are being collected and what areas are being allowed to sheet flow. "
Christine
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: Parker & Associates, Inc. [mailto:[e-mail]]
Sent: Friday, June 11, 2010 9:28 AM
To: Nelson, Christine
Subject: FW: Great Neck Section II at Carolina Plantations
Christine,
To follow up on the previous email, please let us know if what we propose is acceptable. We are wanting to proceed
with the design for Great Neck Section II.
Thanks,
Jonathan L. McDaniel, E.I. / avk
Parker & Associates, Inc.
Engineers "Surveyors' Planners
[phone]
Firm License Number - F-0108
From: Parker & Associates, Inc. [mailto:[e-mail]]
Sent: Wednesday, June 09, 2010 4:02 PM
To: Christine Nelson ([e-mail])
Cc: Janet Russell (Janet. [e-mail])
Subject: Great Neck Section II at Carolina Plantations
Christine,
Per the scoping meeting this morning, attached is the email discussion between Jason Houston and Linda describing an
overall low density project with a collection system and BMP. Because of the express fee for the type of review
(collection system with BMP), the low density project has to be permitted as high density. In conclusion, we would only
have to treat the BUA that drains to the collection system, not all BUA for the entire site as with a high density project.

This is how we would like to proceed with Great Neck Section II. The project would be permitted as high density
because of the collection system, but it would have BUA constraints and the proposed wet detention basins would only
be designed for what actually drains to the collection system. One of the basins would be designed to serve future
sections with future BUA allocated for them. The future sections would be permitted separately with offsite system
supplements. Let me know if you need any additional information or if you have any questions.
Janet,
Attached is a copy of what was submitted for the express request.
Sincerely,
Jonathan L. McDaniel, E.1. / avk
Parker & Associates, Inc.
Engineers * Surveyors * Planners
[phone]
Firm License Number - F-0108

Nelson, Christine
From:
Parker & Associates, Inc. [[e-mail]]
Sent:
Wednesday, June 09, 2010 4:02 PM
To:
Nelson, Christine
Cc:
Russell, Janet
Subject:
Great Neck Section II at Carolina Plantations
Attachments:
SKMBT_C45110060914530.pdf; GreatNeckll. Regal Hill. ExpressCoversheet.6.4.10.doc;
GreatNeckll.RegalHill. SWNarr.6.4.10.doc; Stormwater Exhibit Map.pdf
Christine,
Per the scoping meeting this morning, attached is the email discussion between Jason Houston and Linda describing an
overall low density project with a collection system and BMP. Because of the express fee for the type of review
(collection system with BMP), the low density project has to be permitted as high density. In conclusion, we would only
have to treat the BUA that drains to the collection system, not all BUA for the entire site as with a high density project.
This is how we would like to proceed with Great Neck Section II. The project would be permitted as high density
because of the collection system, but it would have BUA constraints and the proposed wet detention basins would only
be designed for what actually drains to the collection system. One of the basins would be designed to serve future
sections with future BUA allocated for them. The future sections would be permitted separately with offsite system
supplements. Let me know if you need any additional information or if you have any questions.
Janet,
Attached is a copy of what was submitted for the express request.
Sincerely,
Jonathan L. McDaniel, E.I. / avk
Parker & Associates, Inc.
Engineers * Surveyors * Planners
[phone]
Firm License Number - F-0108

For DENR Use ONLY
Reviewer.
©,�WA North Carolina Department of Environment and
�•1 Natural Resources $.bmi
NCDENR Request for Express Permit Review Time
ConAnn:
FILL-IN all the information below and CHECK the Permits) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (same items expected in the application package
of the project location. Please Include this form in the application package.
• Asheville Region -Alison Davidson 828-296-4698;alison.davidson(aDncmail.net
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.lee(alncmail.net
• Mooresville & -Patrick Grogan 704-663.3772 or patrick.groganna ncmail.net
• Washington Region -Lyn Hardison 252-946-9215 or Ivn.hardison(aDncmail.net
• Wilmington Region -Janet Russell 910-350-2004 or janet.russell(ftcmall.net
NOTE: Project application received after 12 noon will be stamped in the following work day.
Permits of request
SW
SW
SW
SW
SW
Project Name: GREAT NECK, SECTION II AND REGAL HILL AT CAROLINA PLANTATION County: ONSLOW
Applicant: ANTHONY W. SYDES Company: CAROLINA PLANTATION DEVELOPMENT CORPORATION
Address: P.O. BOX 7122 City: JACKSONVILLE, State: NC Zip: 28540-7122
Phone: [phone], Fax: [phone], Email: [e-mail]
Physical Location:INTERSECTION OF RAMSEY ROAD AND CAROLINA FOREST BOULEVARD
Project Drains into UT TO HALF MOON CREEK waters - Water classification CNSW (for classification see-
htto://h2o.enr.state.nc.us/bims/reports/reportsWB.html)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within Y2 mile and draining to class SA waters N or within 1 mile
and draining to class HOW waters? N
Engineer/Consultant: TIMOTHY M. STEWART, PE Company: PARKER & ASSOCIATES. INC.
Address: P.O. BOX 976 City: JACKSONVILLE, State: NC Zip: 2850-0976
Phone: [phone], Fax: [phone]. Email: gip [e-mail]
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
® Scoping Meeting ONLY ® DWQ, ❑ DCM, ❑ DLR. ❑ OTHER:
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear itor _acres)
El❑ Riparian Buffer Authorization ❑ minor Variance Major General Variance
❑ State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW _ (Provide permit #)]
❑ High Density -Detention Pond _ # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density-Bio-Retenton _ # Treatment Systems ❑ High Density -SW Wetlands _ # Treatment Systems
ElHigh Density -Other _ # Treatment Systems /❑ MOD:❑ Major ❑ Minor ElPlan Revision ❑ Redev. Exclusion SW (Provide permit #)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Land Quality ❑ Erosion and Sedimentation Control Plan with _ acres to be disturbed.(CK # (for DENR use))
SECTION THREE - PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scociino and express meeting reauest
Wetlands on Site ® Yes ❑ No Buffer Impacts: ® No ❑ YES: —acre(s)
Wetlands Delineation has been completed: ® Yes ❑ No Isolated wetland on Property ❑ Yes ® No
US ACOE Approval of Delineation completed: ® Yes ❑ No 404 Application in Process w/ US ACOE: ® Yes ❑ No Permit
Received from US ACOE ® Yes ❑ No
uurrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrruurrrnrrrrrrrrFor DI?NR use onlyrrrrrr""'rrnuurrrrrrurrrrrrrrrurrrarurrarrrr»rrrrr•
Fee $alitfor mullloleoermits:(Check# i Total Fee Amount S
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Mal; ❑ Min)
$
SW (❑ HD, ❑ LD, ❑ Gen)
$
401:
$
LQS
$
Stream Deter,_
$
NCDENR EXPRESS March 2009

Stormwater Narrative
General Information
a. Name of Project
Carolina Plantations (Great Neck, Section II and Regal Hill)
b. Street Address, City, County
Ramsey Road, Jacksonville, NC, Onslow County
C. Acres in Tract
9.26 AC — Regal Hill; 54.30 AC — Great Neck, Section II
d. Acres Being Disturbed
7.5 AC — Regal Hill; 36.8 AC — Great Neck, Section H
e. Acres in Wetlands
0 AC — Regal Hill; 12.53 AC in Great Neck, Section II
1. Wetlands Must Be Delineated
O.K., Done
2. Proposed Wetlands Impacts Require Permits From Corps & DWQ
Yes, In Process
f. Ownership Information From NC Secretary of State Web Site
Carolina Plantation Development Corporation
g. Description of Development Proposal
Residential Development
l . Previous or Existing Permits,
None
2. Tax parcel ID Number
Parcel #338-18.60
h. Pre-1988 Built Upon Area, If Applicable
N/A
i. Discuss Phasing of the Project & Stormwater Facilities When Applicable
N/A
j. Discuss Proposed Waste Water Treatment & Water Supply
Wastewater by private sewer, water supply by public (ONWASA)
k. Identify Historic Sites & Projects Being Funded With Public Monies
N/A
I. Disclosed Any/All Non -Compliance Issues with DENR Agencies
None

2. Stormwater Information
a. Provide River Basin, Stream Classification & Index Number for All Water
Bodies On or Adjacent To The Project or Closest to The Project Area
White Oak River Basin,
Unnamed Tributary to Half Moon Creek,
C; NSW
Stream Index 19-6
b. Identify Whether the Stormwater Design is High Density or Low Density,
Commercial or Residential, State Stormwater or NPDES Phase 11, Address
Vested Rights When Applicable; Identify Pockets of High Density
High Density — Regal Hill, Low Density — Great Neck, Section I1
Residential Subdivision
State Stormwater
C. Proposed Total % Impervious Surface
45.5% - Regal Hill; 19.9% - Great Neck, Section II
d. Number of Proposed Treatment Measures, Type(s) of Collection System
2 Wet Detention Basins
e. Will All Built Upon Area be Collected
All BUA to be collected for Regal Hill, Treatment for collection
system only in Great Neck, Section 11
f. Identify Whether or Not the Project Has Buffer Requirements & Whether
or Not Development Is Proposed Within a Buffer
No Buffer requirements
g. Discuss Coastal Management Areas of Environmental Concern When
Applicable
N/A
h. Disclose Whether or Not Off -Site Runoff Is Coming Onto The Site or Into
The Proposed BMP
No off -site runoff
i. Discuss Whether Road Construction Across Other Property is Necessary
To Access This Project
N/A
j. If An On -Site Evaluation Of The Soils Has Been Done, Discuss
Infiltration Rates, Seasonal High Water Table, etc., and Include Date Of
Site Evaluation (This Is Required For Infiltration Projects).
N/A
k. Is The Department of Transportation Requiring The Construction Of A
Turn Lane Or Road Widening Associated With The Project
No
C2.J LM.GreatNeck I I. Regales ill.S WNarr.6.4.10

o; 4ey F,-Filed Annual Report
1-0-9442003
BUSINESS CORPORATION For year2011
IANNUAL REPORT Do not data enter manually.
NAME' OI' BUSINESS CORPORATION: Carolina Plantation Development' Corporation
FISCAL, YEAR ENDING: 2011 STATE OF INCORPORATION: NC
SECRE I'ARY OF S'fATP; CORPORA'1'I:i ID NUMBER: 1136487
NATUREOFHUSINESS: Development Company
REGISTERED AGENT: Sydes, Andwny LV
REGIS'1'1-RED OI'I'ICE MAILING ADDIU,'SS: Post Office Box 7122
Jacksonville, NC 28540
REGISTERED OFI'ICE S'I'REI 1' ADDRESS: 4355 Gain Branch Road, Unit B
Jacksonville, NC 28540 Onsloa, County
PRINCIPAI, OFI'ICE'IELI:PI IONS NUMBER: 910-455-6956
PRINCIPAL OFFICE MAILING ADDRISS: Post Office Box 7122
Jacksonville, NC 28540
PRINCIPAL OI'FICE STRI,' I' ADDRESS: 4355 Gain Branch Roml, Unit B
Jacksonville, NC 28540
PRINCIPAL OFFICERS:
Name: Anthony IVSydes
Naive: Leah R Quinn
"Title: President
Title: Secretary
Address:
Address:
PO Box 7122
Post Office Box 7122
Jacksonville, NC 28540
Jacksonville, NC 28540
CERTIFICATION OF ANNUAL REPORT MUST BE COMPLETED 13Y ALL 13USINESS CORPORATIONS
Anthony W Sydes
FORM NIUST 13E SIGNED BY AN OFFICER OF THE CORPORATION
Anthony W Sydes
TYPE OR PRINT NAME
06/01 /2010
DATE
President
TYPE OR PRINT TITLE
ANNUAL REPORTFEE: $18 MAIL TO: Secretary of Stale • Corporations Division • Post Office 13ox 29525 • Raleigh, NC 27626-0525

RE: Low Density Subdivision with Wet pond
F (c, )+,Jhe.K oab '
Subject: RE: Low Density Subdivision with Wet pond
From: "Lewis,Linda" <[e-mail]>
Date: Wed, 22 Jul 2009 18:23:28 -0400
To: Jason Houston <[e-mail]>
No, you misunderstand me- you don't have to collect and [rest the e
collected Harts. An overall low density prolec can have igher an
issue a low density permit for the project, and if you want it revi
you the high density fee of $4000.00.
// 1 of:
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tions - I just can't
Express it'll cost
The permit will be high density but it will require that the overall project be maintained at
the low density BUA levels, with those specific areas having a piped collection system being
treated in a high density BMP.
Linda
Please note my new email address is Linda.Lewis@ncdenr,gov
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: Jason Houston [mailto:[e-mail]]
Sent: Wednesday, July 22, 2009 5:58 PM
To: Lewis,Linda
Subject: Re: Low Density Subdivision with Wet pond
Linda that is the heart of.my question. What I have is a 50+ acre site,
Of that ,there is probably 8-10 acres of it that needs to be piped due
to site constraints both in elevation and shape, it would be difficult
to collect the rear drainage in my situation, this is why I wanted to
treat just the stormwater that drains to the pipe network, keeping the
rest of the site low density, But you are saying that this is not
something that can be permitted as I have outlined? I must change the
whole project to be high density and treat everything? flow is that? If
we keep the entire site low density how is the portion of the project
that does not drain to the pond carry any more pollutants than it would
if I didn't have to pipe a portion of the project? Why is it all of a
sudden more critical now that a portion of the project is piped?
wis,Linda wrote:
Jason:
I've permitted many projects similar to this. The only problem will be that because of the
collection system an MP, the Division has to review and issue this as a high density
permit, not a low density one. In the regular program, this makes no difference in fee, but
in Express, it's a difference in fee of $2000 vs $4000.
When designing the BMP, please be sure to take into account all of the contributing drainage
area and BUA to that piped system, from the lots and streets, not just the street alone.
Linda
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-----
7/23/2009 8:08 AM

;,sity Subdivision with Wet pond
r'
1 From: Jason Houston imailto:ihouston@bi2ec rr com]
• Sent: Wednesday, July 22, 2009 5:23 PM
To: Linda Lewis
Subject: Low Density Subdivision with Wet pond
Hello Linda.
I have a project that will be designed and permitted as a low density
residential subdivision. The problems is that due to several site
constraints a portion of the subdivision cannot drain by open
conveyances. I will need to pipe a section of the road in order for it
to drain properly. What I propose to do is to design a BMP, most likely
a wet pond, to treat the stormwater from the piped section of the
project. Do you see any problem with this type design situation?
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Great Neck II at Carolina Plantations Type // 24-hr 1 Year 24-HR Rainfall=3.53"
Prepared by Parker and Associates, Inc. Printed 9/29/2010
HydroCAD® 9.00 s/n 05202 ©2009 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment 1B. Pre Development (Total)
Runoff = 7.20 cfs @ 12.41 hrs, Volume= 1.223 af, Depth> 0.29"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 Year 24-HR Rainfall=3.53"
Area (ac) CN Description
50.150 55
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (f /sec) (cfs)
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Subcatchment 1B: Pre Development (Total)
Hydrograph
8-
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Runoff Depth>0.29"
4 Tc=32.8 min
i
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8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■ RunoB
RECEIVED
CEP 3 0 2010
BY:

Great Neck II at Carolina Plantations Type/1 24-hr 1 Year 24-HR Rainfall=3.53"
Prepared by Parker and Associates, Inc. Printed 9/27/2010
HydroCAD® 9.00 s/n 05202 ©2009 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 2S: Post Development - Collection System to Basin #1
Runoff = 31.08 cfs @ 12.03 hrs, Volume= 1 581 af, Depth> 1.03"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 Year 24-HR Rainfall=3.53"
Area (ac) CN Description
7.130 98 Impervious Area to Pond
11.340 55
18.470 72 Weighted Average
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Runoff Area=18.470 ac
Runoff Volume=1.581 of
Runoff Depth>1.03"
Tc=10.0 min
CN=72
8 9 10 11 12 13 14 15
Time (hours)
18 19 20
SEP 3 0 2010

Great Neck II at Carolina Plantations Type II 24-hr 1 Year 24-HR Rainfall=3.53"
Prepared by Parker and Associates, Inc. Printed 9/27/2010
HydroCAD® 9.00 s/n 05202 ©2009 HydroCAD Software Solutions LLC Page 2
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