SW8160613_HISTORICAL FILE_20160923

STORMWATER DIVISION CODING SHEET
POST-CONSTRUCTION PERMITS
PERMIT NO. SW8 I ���13
DOC TYPE ❑ CURRENT PERMIT
El APPROVED PLANS
F HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE 26t& OK �3
YYYYMMDD

PAT McCRORY
Governor
r,.
DONALD R. VAN DER VAART
Secretary
Energy,Mineral& TRACY DAVIS
Land Resources Director
ENVIRONMENTAL QUALITY
September 23 2016
Jason Whitlatch. Vice President
Brown Investment Properties; Inc.
PO Box 930
Greensboro,NC 27402
Subject: Slate Stormwater tl7anagement Permit No. SW8 160613
The Preserve at Carteret Place
High Density Wet Detention fond Project
Carteret County
Dear Mr. Whitlatch:
The Wilmington Regional Office.received a complete; modified Stormwater Management Permit Application
for The Preserve at Carteret Place on September 23, 2016. Staff review of the plans and specifications has
determined that the project, as proposed, will comply with the Stormwater Regulations set forth in Title 15A
NCAC 214.1000 and Session Law 2008-21 1. We are forwarding modified Permit No. SW8 160613 stated
September 23, 2016, for the construction, operation and maintenance of the BMP's and built-upon areas
associated with the subject project.
This permit shall be effective from the date of issuance until July 13, 2024,and shall be subject to the
conditions and limitations as specified therein. Please pay special attention to the conditions listed in this
permit regarding the Operation and Maintenance of the BMI'(s),recordation of deed restrictions, certification
of the BMP s,procedures for changing ownership, transferring the permit, and renewing the permit. Failure to
establish an adequate system for operation and maintenance of the stormwater management system, to record
deed restrictions, to certify the BM11's,to transfer the permit, or to renew the permit, will result in future
compliance problems.
The following modifications are included and covered by this permit:
1. Pond A/Drainage Area 1: An increase in drainage area due to the roadway connection to Phase 2.
An increase in the average depth from 5.0 ft to 5.5 ft. An increase in total built-upon area. The
allocation of proposed built-upon area for the amenity center.
2. Added Pond B/Drainage Area 2 for Phase 2 of this development.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right to
request an adjudicatory hearing by filing a written petition with the Office of Administrative Hearings (OAH).
The written petition must conform to Chapter 150B of the North Carolina General Statutes, and must be filed
with the OAH within thirty(30) days of receipt of this permit. You should contact,the OAH with all questions
regarding the filing fee(if a filing fee is required) and/or the details of the filing process at 6714 Mail Service
Center,Raleigh,NC 27699-6714, or via telephone at 919-431-3000, or visit their website at
wv w.NCOAH.com. 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 Hall
in the Wilmington Regional Office, at(910) 796-7215.
Sincr_reIV,
Tracy Da ts, P.E.,Director
Division of Energy, Mineral and Land Resources
GDS/canh: \\\Stornwater\Parmits&Prcjects\2016\160613 HD\2016 09 permit 160613
cc: Ginger Turner, Stroud Engineering
Town of Morehead City Building Inspections
Wilmington Regional Office Stormwater Pile
SrateofNorrh Carolina I Environmental Quality I Energy,Mineral and Land Resources
Wilmington Regional Office 1127 cardinal Drive Extension I Wilmington NC 28405
910 796 7215

State Stormwater Management Systems
Permit No SW8 160316
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF ENERGY, MINERAL AND LAND RESOURCES
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North
Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Brown Investment Properties, Inc.
The Preserve at Carteret Place
316 Friendly Road, Morehead City, Carteret County
FOR THE
construction, operation and maintenance of two (2) wet detention ponds in compliance with
the provisions of 15A NCAC 2H .1000 and Session Law 2008-211 (hereafter referred to as
the "stormwater rules') the approved stormwater management plans and specifications and
other supporting data as attached and on file with and approved by the Division of Energy,
Mineral and Land Resources (hereafter referred to as the Division or DEMLR) and
considered a part of this permit.
This permit shall be effective from the date of issuance until July 13, 2024, and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater runoff
as described in Section 1.8 of this permit. The runoff from all built-upon area within the
permitted drainage area of this project must be directed into the permitted stormwater
control measure. The stormwater control measures labeled Pond A and Pond B
treating Drainage Areas 1 and 2, respectively, have been designed to handle the
runoff from 167,200 and 294,400 square feet of built-upon area, respectively.
3. The maximum built-upon area allowed for the entire project is 461,600 square feet.
4. The drainage areas will be limited to the amount of built-upon area indicated in
Sections 1.2 and 1.8 of this permit, and per approved plans. The built-upon area for the
future development within Drainage Area 1 and 2 is limited to 68,637 and 10,188
square feet, respectively.
5. A 50' wide vegetative buffer must be provided and maintained adjacent surface
waters, measured horizontally from and perpendicular to the normal pool of
impounded structures, the top of bank of both sides of streams and rivers and the
mean high water line of tidal waters.
6. A vegetated filter strip is not required for these ponds as they have been designed for
a 90% total suspended solids removal efficiency.
Page 1 of 7

State Stormwater Management Systems
Permit No. SW8 160316
7. All runoff being directed into wetlands shall flow into and through those wetlands at a
non-erosive velocity.
8. The following design criteria have been permitted for the wet detention pond and it
must be provided and maintained at the design condition:
Pond A Pond B
DA 1 DA 2
a. Drainage Area, acres. 6.98 10.34
Onsite, ft2: 304,000 450,550
Offsite, ft2: 0 0
b. Total Impervious Surfaces, ft2: 167,200 294,400
Onsite, ft2: 167,200 294,400
Offsite, ft2: 0 0
c. Average Pond Design Depth, feet 5.5 6.0
d. TSS Removal Efficiency: 90% 90%
e. Design Storm, inches: 1.5 1.5
f. Permanent Pool PP Elevation, FMSL: 13.00 12.00
Permitted PP Surface Area, ft2: 13,144 17,528
h. Temporary Storage Elevation, FMSL: 14.45 13.70
i. Permitted Storage Volume, ft3: 25,461 38,576
j. Predevelopment 1 yr-24 hr. discharge 0.21 0.32
rate, cfs:
k. Controlling Orifice. inch 0 pipe: 2.25 3.00
I. Orifice Flow Rate, cfs: 0.08 0.17
m. PP Volume, ft3: 55,398 83,349
n. Forebay Volume, ft3: 10,582 16,474
o. Maximum Fountain Horsepower: 1/6 1/3
p. Receiving Stream/River Basin: Peletier Creek/White Oak
q. Sam ex Number: 20-36-11
r. Clatre Indssification of Water Body: SIB
II. SCHEDULE OF COMPLIANCE
1. No person or entity, including the permittee, shall alter any component of the approved
stormwater system shown on the approved plans unless and until the Division has
approved of the revised plan.
2. 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.
3. During construction, erosion shall be kept to a minimum and any eroded areas of the
system will be repaired immediately. If the stormwater system is 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.
4. The permittee shall at all times provide the operation and maintenance necessary to
assure that all components of the permitted stormwater system function at design
condition. The approved Operation and Maintenance Agreement is incorporated by
reference into this permit and must be followed in its entirety and maintenance must
occur at the scheduled intervals.
5. Records of maintenance activities must be kept and made available upon request to
authorized personnel of the Division. The records will indicate the date, activity, name
of person performing the work and what actions were taken.
Page 2 of 7

State Stormwater Management Systems
Permit No. SW8 160316
6. If the permanent pool volume is greater than 30,000 cubic feet, a decorative spray
fountain 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 a fountain in Pond A and Pond B is 1/6 and 1/3
horsepower, respectively.
7. The facilities shall be constructed in accordance with the conditions of this permit, the
approved plans and specifications, and other supporting data.
8. Upon completion of construction, prior to issuance of a Certificate of Occupancy, and
prior to operation of this permitted facility, the permittee shall cause a certification from
an appropriate designer for the system installed to be submitted, 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. A modification
may be required for those deviations.
9. All stormwater collection and treatment systems must be located in either public rights-
of-way, dedicated common areas or recorded easements. The final plats for the
project will be recorded showing all such rights-of-way, common areas and
easements, in accordance with the approved plans. Access to the stormwater facilities
for inspection and maintenance shall be maintained via appropriate recorded
easements at all times.
10. 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 any item shown on the approved plans, including the stormwater
management measures, built-upon area, details, etc.
b. Redesign or addition to the approved amount of built-upon area or to the
drainage area.
C. Further development, subdivision, acquisition, lease 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.
d. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
e. The construction of any future BUA listed on the application.
11. Prior to transfer of the permit, the stormwater facilities will be inspected by Division
personnel. The project and the stormwater facility must be in substantial compliance
with all permit conditions. Any items not in substantial compliance must be repaired,
replaced or restored to design condition prior to the transfer. Records of maintenance
activities performed to date will be required.
12. 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.
Page 3 of 7

State Stormwater Management Systems
Permit No. SW8 160316
III. GENERAL CONDITIONS
1. Any individual or entity found to be in noncompliance with the provisions of a
stormwater management permit or the Stormwater rules is subject to enforcement
procedures as set forth in NCGS 143 Article 21.
2. 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.
3. In the event that the facilities fail to perform satisfactorily 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.
Additional or replacement stormwater management systems shall receive a permit
from the Division prior to construction.
4. This permit is not transferable to any person or entity except after notice to and
approval by the Director. The permittee shall submit a completed and signed
Name/Ownership Change Form, accompanied by the supporting documentation as
listed on the form, to the Division of Energy, Mineral and Land Resources at least 60
days prior to any one or more of the following events:
a. An ownership change including the sale or conveyance of the project area in
whole or in part, except in the case of an individual lot sale that is made subject to
the recorded deed restrictions;
b. The sale or conveyance of the common areas to a Homeowner's or Property
Owner's Association, subject to the requirements of Session Law 2011-256;
c. Bankruptcy;
d. Foreclosure, subject to the requirements of Session Law 2013-121;
e. Dissolution of the partnership or corporate entity, subject to NCGS 57D-2-01(e)
and NCGS 57D-6-07,
f. A name change of the current permittee;
g. A name change of the project;
h. A mailing address change of the permittee;
5. The permittee is responsible for compliance with all permit conditions until such time
as the Division approves the transfer request. 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 stormwater permit.
6. The permittee grants DEMLR 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 modified, revoked, terminated_
or renewed. 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. Approved plans, calculations, supplement forms, operation and maintenance
agreements and specifications for this project are incorporated by reference and are
enforceable parts of the permit. A copy of the approved plans and specifications shall
be maintained on file by the Permittee at all times.
9. Unless specified elsewhere, permanent seeding requirements for the stormwater
control measure must follow the guidelines established in the North Carolina Erosion
and Sediment Control Planning and Design Manual.
Page 4 of 7

State Stormwater Management Systems
Permit No. SW8 160316
10. The issuance of this permit does not prohibit the Director from reopening and
modifying the permit, revoking and reissuing the permit, or terminating the permit as
allowed by the laws, rules and regulations contained in Session Law 2006-246, Title
15A NCAC 2H.1000, and NCGS 143-215.1 et.al.
11. The permittee shall submit a permit renewal application request at least 180 days prior
to the expiration date of this permit. The renewal request must include the appropriate
application, documentation and the processing fee.
Permit modified and re-issued this the 23rd day of September 2016.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Bracy D is, P.E., Direc o� r
Division of Energy, Mineral and Land Resources
By Authority of the Environmental Management Commission
Permit Number SW8 160613
Page 5 of 7

State Stormwater Management Systems
Permit No. SW8 160316
The Preserve at Carteret Place
Stormwater Permit No. SW8 160613
Carteret County
Designer's Certification
I, as a duly registered in the State
of North Carolina, having been authorized to observe (periodically/ weekly/ full time) the
construction of the project,
(Project)
for (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 included in the Certification.
Noted deviations from approved plans and specifications:
SEAL
Signature
Registration Number
Date
Page 6 of 7

State Stormwater Management Systems
Permit No. SW8 160316
Certification Requirements:
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 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 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 and located 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, and a
forebay.
15. The required system dimensions are provided per the approved plans.
16. All components of the stormwater BMP are located in either recorded common
areas, or recorded easements.
cc: NCDEQ-DEMLR Wilmington Regional Office
Town of Morehead City Building Inspections
Page 7 of 7

STROUD ENGINEERING, P.A.
Hestron Plaza Two
151A Hwy. 24
Morehead City, NC 28557
DATE JOB NO.
9/20/2016 PM1558BIP-001
[phone] ATIENTION
Christine Hall
TO RE:
NCDEQ-DEMLR The Preserve at Carteret Place-Phase 2
SW8 160613
127 Cardinal Drive Extension
Wilmington NC 28405
WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items:
❑ Shop drawings -❑ Prints ❑ Plans ❑ Samples ❑ Specifications
Copy of letter ❑ Change order ❑
COPIES DATE NO. DESCRIPTION
2 Revised Sheet 2 of 6 (Phase 1)
THESE ARE TRANSMITTED as checked below:
❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval
❑ For your use - ❑ Approved as noted ❑ Submit copies for distribution
LCi As requested ❑ Returned for corrections ❑ Return corrected prints
❑ For review and comment ❑
❑ FORBIDS DUE ❑ PRINTS RETURNED AFTER LOAN TO US
REMARKS
Please contact me with any questions or comments
phone: [phone] ext. 233
email: [e-mail] S 2
Ty.
Thank You
COPY TO
SIGNED: Ginger Y. Turner, PE
If enclosures are not as noted,kindly notify us at once.

Hall, Christine
From: Hall, Christine
Sent: Monday, September 19, 2016 3:41 PM
To: 'Ginger Turner'
Subject: RE: SW8 160613 Preserve at Carteret Place Response
If you can send two copies of the revised plan,that would be great. I can print out the others.
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources— State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
[e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
''Nothing Compares..-,
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: Ginger Turner Imailto:[e-mail]]
Sent: Monday, September 19, 2016 2:44 PM
To: Hall, Christine<[e-mail]>
Subject: RE: SW8 160613 Preserve at Carteret Place Response
Christine,
Please see the attached. Would you like for me to send hard copies as well?
Ginger
From: Hall, Christine [mailto:[e-mail]]
Sent: Monday, September 19, 2016 2:20 PM
To: Ginger Turner<[e-mail]>
Subject: RE: SW8 160613 Preserve at Carteret Place Response
That looks good. If you want to e-mail the updated talcs and supplement, I can go ahead and incorporate those in.
Thank you!
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources—State Stormwater Program
Department of Environmental Quality
1

910 796 7215 office
910 796 7335 direct
Christine.hall(a�ncdenr.gov
127 Cardinal Drive Ext.
Wilmington, NC 28405
run ml�
Nothing Compares.,,:.
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: Ginger Turner [mailto:[e-mail]]
Sent: Monday, September 19, 2016 2:10 PM
To: Hall, Christine <[e-mail]>
Subject: RE: SW8 160613 Preserve at Carteret Place Response
Just to make sure I am providing the correct calculation as requested:
Pond A
Storage Volume Required = 20,710 CF
Next Available Outlet El. = 14.45'
Drawdown Flow =0.09 CFS
Drawdown Time= 2.59 days
Pond B
Storage Volume Required = 35,934 CF
Next Available Outlet El. = 13.70'
Drawdown Flow= 0.18 CFS
Drawdown Time = 2.34 days
From: Hall, Christine [mailto:[e-mail]]
Sent: Monday, September 19, 2016 2:00 PM
To: Ginger Turner<[e-mail]>
Subject: RE: SW8 160613 Preserve at Carteret Place Response
Thank you!
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources— State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
christine.hall( ncdenr.gov
127 Cardinal Drive Ext.
Wilmington, INC 28405
2

F
Nothing Compares.— .-
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: Ginger Turner [mailto:[e-mail]]
Sent: Monday, September 19, 2016 1:50 PM
To: Hall, Christine <[e-mail]>
Subject: RE: SW8 160613 Preserve at Carteret Place Response
Sure, I will take a look at them. Pond A was an oversight and should have the trash rack as well. I will revise and get to
you.
From: Hall, Christine [mailto:[e-mail]]
Sent: Monday, September 19, 2016 1:42 PM
To: Ginger Turner<[e-mail]>
Subject: RE:SW8160613 Preserve at Carteret Place Response
Ginger,
In looking at the revised calculations, it looks like the drawdown is based on the theoretical storage elevation for the
required storage instead of the next available outlet. The pond drawdown is supposed to be based on both the
minimum required storage volume and the next available outlet. Would it be possible to have the drawdown
calculations and supplements updated to reflect the next available outlet?
Also, was there a reason the outlet structure for pond A wasn't revised to include a trash rack?
Thanks,
Christine
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources—State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
christine.hall('aDncdenr.gov
127 Cardinal Drive Ext.
Wilmington, NC 28405
Nothing Compares,,..,,.
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: Ginger Turner [mailto:[e-mail]]
Sent: Friday, September 16, 2016 8:11 AM
3

To: Hall, Christine <[e-mail]>
Subject: SW8 160613 Preserve at Carteret Place Response
Christine,
The submittal package went out yesterday via Fed Ex Next Day, so you should have in your office today. Attached you
will find the items included in the package. Please let me know if you have any questions.
Thanks,
Ginger Turner, PE
Senior Engineer
Stroud Engineering, PA
107E Commerce Street
Greenville, NC 27858
252-756-9352 x233
Click here to upload files.
4

STROUD ENGINEERING, P.A. df44CG3 O� 4 ` e G��G��44G�d
Hestron Plaza Two
151A Hwy. 24
Morehead City, NC 28557
DATE JOB NO.
9/14/2016 1 PM 1558E I P-001
[phone] ATTENTION
Christine Hall
TO BE:
NCDEQ-DEMLR The Preserve at Carteret Place-Phase 2
127 Cardinal Drive Extension
Wilmington NC 28405
WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items:
❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications
❑ Copy of letter ❑ Change order ❑
COPIES DATE NO. DESCRIPTION
2 Revised Sheets 4, 5 and 7
2 SWU-101 Revised Page 3 of 6 \
1 Revised Supplement Page 2 of 2 A-A R 1
1 Revised Calculation Pages (Po S A714 B�
THESE ARE TRANSMITTED as checked below:
N For approval ❑ Approved as submitted ❑ Resubmit copies for approval
❑ For your use ❑ Approved as noted O Submit copies for distribution
❑ As requested ❑ Returned for corrections ❑ Return corrected prints
❑ For review and comment ❑
❑ FORBIDS DUE ❑ PRINTS RETURNED AFTER LOAN TO US
REMARKS
Please contact me with any questions or comments
phone: [phone] ext. 233
email: [e-mail]
SEP 16 ' Die
Thank You
COPY TO
SIGNED: Ginger Y. Turner, PE
It enclosures are not as noted,kindly notify us at once.

S STROUD ENGINEERING, P.A.
YYCONSULTING ENGINEERS
107 8 COMMERCE STREET
GREENVILLE, NORTH CAROLINA 27858
[phone]
September 14, 2016
Mrs. Christine Hall
NCDEQ
127 Cardinal Drive Extension a sC
Wilmington, NC 28405 EC cc C' �Y C
Subject: Response to Additional Information SEP } 6 2016
Stormwater Project No. SW8 160613
The Preserve at Carteret Place By:
Carteret County
Dear Christine,
In response to the Request for Additional information dated September 9, 2016 the items in question have
been addressed as follows:
1. 15A NCAC 02H.1003(g)(7):
a. The drainage area for Pond B is inconsistent between Section IV.10 of the application, the
supplement, calculations, and plans. Please confirm the drainage area for Pond B.
The drainage area for Pond B should be 450,550 square feet and has been changed on section IV.10
of the application.
b. According to the soils report the seasonal high water table(SHWT)elevation in the vicinity of Pond
B ranges from 11.8 to 13.6 ft. Please describe how an SHWT elevation of 12.5 ft was determined.
An average elevation of 12.83 was calculated from the values within the soils report and elevation
12.5 is within 6"of this average elevation.
2. 15A NCAC 02H.1008(e)(2): The provided calculations appear to base the drawdown time on the provided
storage volume instead of the required storage volume. Please provide calculations demonstrating the
required volume draws down in two to five days.
The drawdown time has been revised in the calculations based on the required and not provided storage
volume. The supplements have also been revised to reflect the change.
3. 1SA NCAC 02H.1003(g)(4): In order to support the identified drainage areas,please provide additional
proposed contour information along the edge of the clubhouse, pool, and the sidewalk near DI 14.
An additional swale to the east of the pool and inlets around the pool have been added to the plans(Sheets
C4 and CS)to ensure all impervious drains to the pond. Also at DI 14,an additional note and spot elevations
added stating that the sidewalk is to slope toward the parking lot and not away,therefore capturing the
runoff.
107 COMMERCE ST. 102-D CINEMA DRIVE HESTRON PLAZA TWO
SUITE B WILMINGTON, NC 28403 151-A HWY.24
GREENVILLE, NC 27858 [phone] MOREHEAD CITY, NC 28557
[phone] [phone]

Page 2 of 2
The Preserve at Carteret Place
S W 8 160613
4. Recommended: Please consider including a trash rack on the vertical15"wide portion of the outlet/weir
structure of the pond to prevent trash and debris from exiting the site. For considerations regarding trash
racks,please refer to Section 5.8.7 of the NC BMP Manual.
A trash rack has been added to the vertical portion of the outlet/weir as recommended (Sheet C7).
If you have any other questions or comments, please contact me.
Sinc
er
e
ly,` rVAI1 t rk CA% oo
SEAL
Ginger Y.Turner, PE 36970
%SAVO NV
�C;F
SEP 16 2016
BV:��

PAT McCRORY
Governor
DONALD R. VAN DER VAART
Secretary
Energy,Mineral& TRACY DAVIS
Land Resources Director
ENVIRONMENTAL QUALITY
September 9, 2016
Jason Whitlatch, Vice President
Brown Investment Properties, Inc.
PO Box 930
Greensboro,NC 27402
Subject: Request for Additional Information
Stormwater Project No. SW8 160613
The Preserve at Carteret Place
Cateret Countv
Dear Mr. Whitlatch:
The Wilmington Regional Office received and accepted a modified Express State Stormwater
Management Permit Application for The Preserve at Carteret Place on August 30, 2016. A preliminary
in-depth review of that information has determined that the application is not complete. The following
information is needed to continue the Stormwater review:
1. 15A NCAC 021-1.1003(g)(7):
Va. "fhe drainage area for Pond B is inconsistent between Section IVA 0 of the application,
the supplement, calculations, and plans. Please confirm the drainage area for Pond B.
oV, b. According to the soils report, the seasonal high water table(SHWT) elevation in the
vicinity of Pond B ranges from 11.8 to 13.6 ft. Please describe how an SHWT elevation
of 12.5 ft was determined.
2. 15A NCAC 02H.1008(e)(2): The provided calculations appear to base the drawdown time on the
�QaC Q provided storage volume instead of the required storage volume. Please provide calculations
demonstrating the required volume draws down in two to five days.
,/ 3. 15A NCAC 021-1.1003(g)(4): In order to support the identified drainage areas, please provide
additional proposed contour information along the edge of the clubhouse, pool, and the sidewalk
near DI 14.
\ D 1 � 4. Recommended: Please consider including a trash rack on the vertical 15" wide portion of the
7 outlet/weir structure of the pond to prevent trash and debris from exiting the site. For
bv� considerations regarding trash racks, please refer to Section 5.8.7 of the NC 13MP Manual.
5. Due to the relatively minor nature of these comments,the express additional information review
fee has been waived.
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 16, 2016, or,the application
will be returned as incomplete. If the project is returned and you wish to re-submit to the Express
Program, you will need to reschedule the project through the Express Coordinator for the next available
review date and will need to resubmit all of the required items at that time, including the application fee.
State ofNorlh Carolina I Environmental Quality I Energy,Mineral and Land Resources
Wilmington Regional Office 1127 Cardinal Drive Extension I Wilmington.NC 28405
910 796 7215

State Stormwater Permit No. SN'8 160613
Page 2 of 2
If you need additional time to submit the information, please email or fax your request for a time
extension to the Division at the email address or fax number at the bottom of this letter. The request must
indicate the date by which you expect to submit the required information, which shall be no later than 5
business days past the original due date.
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(910)796-7215 or email me at [e-mail].
Sincerely, + n/
• �{'VCVj�1N�0. /��
Christine I]all
Environmental Engineer
GDS/canh: A\\Stormwater\Permits & Projects\2016\160613 1-I1)\2016 09 addinfo 160613
cc: Ginger Turner, Stroud Engincering
Wilmington Regional Offtcc Stormwater File
State of North Carolina I Environmental Quality I Energy.Mineral and Land Resources
Wilmington Regional Office 1127 Cardinal Drive Extension I Wilmington.NC 28405
910 7967215

Hall, Christine
From: Hall, Christine
Sent: Thursday, September 08, 2016 3:20 PM
To: Turner, Ginger, '[e-mail]'
Cc: Weaver, Cameron
Subject: request for additional info - Preserve at Carteret Place, SW8 160613
Attachments: 2016 09 addinfo 160613.pdf
Ginger/ Mr. Whitlatch,
Attached is a pdf of the request for additional information in regards to the modification to the state stormwater permit
for the subject project. There are just a few minor items that need to be addressed. Please let me know if you have any
questions or concerns.
Thanks,
Christine
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources—State Stormwater.Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
[e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
a FITS
!�Nothing Compares_r,,,.
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
i

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AUG 3 0 2016
BY:

Permit Number:
• (to be n'ov.led by Dli'Q)
Drainage Area Number:
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check ore):
❑ does ® does not incorporate a vegetated filter at the outlet.
This system (check one):
❑ does ® does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
— Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
— No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
— Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
— If the basil must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
— Once a year,a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potentialproblem: How I will remediate theproblem:
The entire BMP Trash/debris is present. Remove the trash/debris.
The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to
detention basin erosive gullies have formed. remove the gully,and then plant a
ground cover and water until it is
established. Provide time and a
one-time fertilizer application.
Vegetation is too short or too 3Yq i Height of
Ion a s 1
H AUu 3 0 202
Form SW401-Wet Detention Basin O&M-Rev.4 Uge I of 4
BY:

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potentialproblem: How I will remediate theproblem:
The inlet device: pipe or The pipe is clogged. Unclog the pipe. Dispose of the
Swale sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged.
Erosion is occurring in the Regrade the swale if necessary to
swale. smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design depth for possible. Remove the sediment and
sediment storage. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf Best professional practices Prune according to best professional
show that pruning is needed practices
to maintain optimal plant
health.
Plants are dead,diseased or Determine the source of the
dying. problem: soils, hydrology,disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The main treatment area Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design sediment possible. Remove the sediment and
storage depth. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over Consult a professional to remove
50% of the area. and control the algal growth.
Cattails,phragmites or other Remove the plants by wiping them
invasive plants cover 50% of with pesticide(do not spray).
the basin surface. ^q � `sC
EC EIdC
AUG 3 0 2013
Form SW401-Wet Detention Basin O&M-Rev.4 Page f 4
BY:

Permit Number:
• (to be provided by DIl Q)
Drainage Area Number:
BMP element: Potentialproblem: How I will remediate theproblem:
The embankment Shrubs have started to grow Remove shrubs immediately.
on the embankment.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present. consult a professional to remove
beavers.
A tree has started to grow on Consult a dam safety specialist to
the embankment. remove the tree.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. if applicable)
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged I Repair or replace the outlet device.
The receiving water Erosion or other signs of Contact the local NC Division of
damage have occurred at the Water Quality Regional Office,or
outlet. the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 9.0 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 55:0 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 12.0
Sediment Removal . 7.0 Pe manen Pool
--------------- Volume Sediment Removal Elevation 3.0 Volume
Bottom Elevatioi 6.0 -ft�Vtin. ----------------------------- ------------- ------
Sediment Bottom Elevation 2.0 1-ft, D.
Storage Sediment
Storage
FORE13AY MAIN POND yy`` ��cc
CCE9bC
AUG 3 0 2011
Form SW401-Wet Detention Basin O&M-Rev.4 Page 3 of
BY:

Permit Number:
(to be provirlerl by DIVA)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ orally
problems with the system or prior to any changes to the system or responsible party.
Project name: "fhe Preserve at Carteret Place - Phase 2
&UP drainage area number: 2- Pond B
Print name: Brown Investment Group Inc., Jason Whitlatch
Title: Cl'O, Vice President
Address: 440 West Market Street, Greensboro, NC 27401
Phone: [phone]
Signature: SIGN HERE
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50%of
the lots have been sold anda resident of the subdivision has been named the president.
�W4+)
f 1o /l /so/ /• /emu r mo'r) . a Notary Public for the State of
60 D ulna ,,County of (Tu II I rd do hereby certify that G
personally appeared before me this
day of yt d 6/IP , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal;
$ ! HOLLY M.HARMON $
. • NOWY PUBIC • $
• GMFM COUKK NCWITNESS
.SS
i••N•N••N••••••N•HNNH•B
SEAL
My commission expires /, I '�% aas ECEIVE
AUG 3 0 2011i
BY:�
Form SW401-Wet Detention Basin O&NI-Rev.4 Page 4 of 4

Permit No. 5\44 10400
(to be provided by DWD)
®TA 0--F��Wj^A�yT�F�]g��O
h ry`�'r
NCDENR o
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out,printed and submitted.
The Required Items Checklist(Part III)must be printed,filled out and submitted along with all of the required information.
I:•PROJECTONFORMATION ^ � -� • n-` 1a�p
Project name The Preserve at Carteret Place
Contact person Brown Investment Properties,Inc.
Phone number 336370,8771
Date $ 2.'\ Ib
Drainage area number 1-Pond A
111. DESIGN INFORMATION-- - _ "
Site Characteristics
Drainage area 304,000 Ili '
Impervious area,post-development 167,200 It'
%impervious 55.00%
Design rainfall depth 15 in
Storage Volume: Non-SA Waters
Minimum volume required 20,710 it'
Volume provided 25,461 ft'
OK,volume provided is equal to or in excess of volume required.
Storage Volume: SA Waters
1.5'runoff volume Its �.•``��N�CAR�''•.,
Pre-development 1-yr,24-hr runoff rya �`OQ`�,•••••..y 4 '1
EA
0
IliPost-development 1-yr,24-hr runoff ' ,O(�E$$
/ �'•.
Minimum volume required it, :Q'
Q <•,
Volume provided ryt : .SL
36970
Peak Flow Calculations0.
Is the prelpost control of the lyr 24hr storm peak flow required? N (Y or N) �i�C/y':,,tiG(NE�Q'•(vQ,��
rainfall Rati nal C,pre-devt pre-development 0.20(unilless) ,I �G Y•
Rational C,post-development 0.61 (unitless) „111114"„
Rainfall intensity:1-yr,24-hr storm 0.15 Whir OK
Pre-development 1-yr,24-hr peak flow 0.21 ry'Isec l I�
Post-development 1-yr,24-hr peak flow 0.65 ft/sec l
PrelPost 1-yr,24-hr peak flow control 0.44 ft'Isec
Elevations
Temporary pool elevation 14.45 first
Permanent pool elevation 13.00 fmsl
SHWT elevation(approx.at the pen.pool elevation) 13.50 fund
Top of 1Oft vegetated shelf elevation 13.50 fmsl
Bottom of 1Oft vegetated shelf elevation 12.50 first
Sediment cleanout,top elevation(bottom of pond) 6.50 first
Sediment cleanout,bottom elevation 5.50 fmst
Sediment storage provided 1.00 it E C E'a 94S E
Is there additional volume stored above the state-required temp.pool? N (Y or N)
Elevation of the top of the additional volume first AUG 3 0 201")
BY:�_
Form SW401-Wet Detention Basin-Rev.9-4118112 Pans 1.811.Nano Summary,Page 1 of 2

Permit No.
(la be pwMad by QVV)
A
II: DESIGN INFORMATION --- - -' - -`
Surface Areas
Area,temporary pool 18,479 tt°
Area REQUIRED,permanent pool 10,640'If
SAIDA ratio 3.50(unidess)
Area PROVIDED,permanent pod.Ay 13,144 fir OK
Area,bottom 611011 vegetated shelf,A,," 10'l lif f prys�I,
Area,sediment deanout,top elevation(bottom of pond),A,rwa. 6,233g����.(M C'ARO . 6,
volumes Z.
t O
fl OK oFPrGSS/p�, y •.�
Volume,temporary pool ___ 25,461
Volume,peimanent pool;Vro4or, 55,398 ftt ,SEAL.
Volume,forebay(sum of forebays if more than one forebey). 10.582 10 S
36970
Forebay°fo of permanent pool volume '19.1°,6% OK
;.'
SAIDA Table Data �,�i .NGIN'4'
Design TSS removal 90% �w,yQ ••"••'••JP,,,��
Coastal SAIDA Table Used? Y- (Y or N) to 4 FR Y.
MounlainlPiedmonl SAIDA Table Used? (Y or N) f ��rsfill
SAIDA ratio 3.50(unitless) /G
Average depth(used In SAIDA table): p�
Calculation option 1 used?(See Figure 10.21h) N (Y or N)
Volume,permanent pool.V ej a,y_ '55,398 tt'
Area provided,permanent pod,A°„r,o, 13,144 42
Average depth calculated - It Need 3 it min.
Average depth-used In SAIDA,d,,,(Round to nearest 0.511) _ it
Calculation option 2 used?(See Flgure.10,2b) -Y (Ypr N)
Area provided;pemlanent pool,Arr„„.wa '13,144�d12
Area,bottom of IN vegetated shelf,Af," 10,1184t2.
Ar@a,sedieienl dearwut,lop elevation(bottom of pond);A 6,233 1?
'Depth',(dislance bhvbottom of lgft shelf and top of sediment) 6.00If
Average depth calculated 5.29 k OK
'Average depth used in SAIDA;d.,(Round to down to nearest D.5fl). - 5.5 ft OK
Drawdown Calculations,
Dmwdom through orifice? Y (Y or N)
Diameter of odfice'(d cirwlar) - 2.25in
Area of orifice Cif-rwn-clreularj in'
Coefficient o(dlspharge(C.d); O.fiO(unlUess)
Driving head(Ha 0.4gft
Drawdmd'o through well? N (Y or N)
Weir type (uniuess)
Deefficlenl of discharge lD.f (unitless)
Length of weir(L) - - _11
Driving head(Hi it.
Pre;developmerq l-yr,24-hr peak flow R21 fttlsec -
PosliteJelopmenttyr,24shr peak flow _ _ 0.65011sec
Storage volume dlsctiaige rate(thruigh discharge orifice or weir) 0.09 fit/sec
Storage volume drawduwn time 259 days OK,dram down In 2-5 days.
- rSEP
CEIVE
Additional Information
vegetated side slopes. 3A 'OK 2 3 2016 �
Vegelaled shelf slope. 10:1 .OK
Vegetated shelf width 10.0'If 'OK
,I:ength of 0owpath to width ratio, 5.:1 .OK BY:------------
Length to width ratio 61':1 ,OK
Trash rack tot overdow&once? Y, (Y or N) -OK
Freeboard provided _ - If
Vegelatedfdler provided? N (Y,or NY OK
Recorded drainage easement provided? Y (Y.or N) OK
Capures all mnolf al ultimate budd-oel7 Y_. (Y or N): OK
Drain mechanism for maintenance or emergencies is: PUMP TO BE PROVIDED ON SITE
Form SW401-Wel Dotervon Baslo-Ray.44/19/f 2 Pans I:a if.Design Summary,Page 2 of 2

Permit No.
.j (to be provided by DWQ)
III. REQUIRED ITEMS:CHECKLIST ,.
Please indicate the page or plan sheet numbers where the supporting documentation can be found.An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent,the agent may initial below.If a
requirement has not been met,attach justification.
Page/Plan
nitials Sheet No.
f � 1. Plans(1"-50'or larger)of the entire site showing:
ro� l -Design at ultimate build-out,
-Off-site drainage(if applicable),
-Delineated drainage basins(include Rational C coeffcient per basin),
-Basin dimensions,
-Pretreatment system,
-High flow bypass system,
-Maintenance access,
-Proposed drainage easement and public right of way(ROW),
-Overflow device,and
-Boundaries of drainage easement.
2. Partial plan(1"=30'or larger)and details for the wet detention basin showing:
-Outlet structure with trash rack or similar,
-Maintenance access,
-Permanent pool dimensions,
-Forebay and main pond with hardened emergency spillway,
-Basin cross-section,
-Vegetation specification for planting shelf,and
-Filter strip.
3. Section view of the wet detention basin(1"=20'or larger)showing:
-Side slopes, 3:1 or lower,
-Pretreatment and treatment areas,and
-Inlet and outlet structures.
4. If the basin is used for sediment and erosion control during construction,clean out of the basin is specified
T on the plans prior to use as a wet detention basin.
�y CAIC5• 5. A table of elevations,areas,incremental volumes&accumulated volumes for overall pond and for forebay,
Ja to verify volume provided.
A
6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
/n� 'fdCWJ 7. The supporting calculations.
A+41 N J B. A copy of the signed and notarized operation and maintenance(0&M)agreement.
9. A copy of the deed restrictions(if required).
10. A soils report that is based upon an actual field investigation,soil b ' nd-�infiltration tests. County
soil maps are not an acceptable source of soils information. C E I V E
AUG 3 0 201
BY:�_
Form SW401-Wet Detention Basin-Rev.9-4/18/12 Part III.Required Items Checklist,Page 1 of 1

Permit Number: ✓� �j�A�/3
(to be provided by DW )
r Drainage Area Number:
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
❑ does ® does not incorporate a vegetated filter at the outlet.
This system (check one):
❑ does ® does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
- Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated she E C E I V E
- Stable groundcover should be maintained in the drainage area to reclueWthe
sediment load to the wet detention basin. JUN 2 9 2016
— If the basin must be drained for an emergency or to perform maintenate, the
flushing of sediment through the emergency drain should be minimize9yfo-the—_—_
maximum extent practical.
— Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
AMP element: Potentialproblem: How I will remediate theproblem:
The entire BMP Trash/debris is present. Remove the trash/debris.
The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to
detention basin erosive gullies have formed. remove the gully,and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too Maintain vegetation at a height of
long. approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 1 of 4

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

Permit Number:
(to be provided by DIVQ)
Drainage Area Number:
BMP element: Potentialproblem: How I will remediate theproblem:
The embankment Shrubs have started to grow Remove shrubs immediately.
on the embankment.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present. consult a professional to remove
beavers.
A tree has started to grow on Consult a dam safety specialist to
the embankment. remove the tree.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. if applicable)
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of Contact the local NC Division of
damage have occurred at the Water Quality Regional Office, or
outlet. the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 6.5 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 5 feet in the forebay, thesediin�nk�s �
be removed.
JUL 1 1 2016
BASIN DIAGRAM By,
ill in the blanks)
Permanent Pool Elevation 13.0
Sediment Removal . 8.0 Pe anen Pool
------------ -- Volume Sediment Removal Elevation 6.5 EYVolu�mj/e
Bottom Elevatio T -tt Min. ---------------------------
Sediment Bottom Elevation 5.5 in.
Storage Sediment
Storage
FOREBAY MAIN POND
Form SW401-Wet Detention Basin O&M-Rev.4 Page 3 of 4

Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: The Preserve at Carteret Place - Phase 1
BMP drainage area number: 1- Pond A
Print name: Brown Investment Group Inc., Jason Whitlatch
Title: CFO Vice President
Address: 440 West Market Street, Greensboro, NC 27401
Phone: 336- 79-8771
Signature:
Date:
Note: The legally responsible parry should not be a homeowners association unless more than 50%of
the lots have been sold and aresident of the subdivision has been named the president.
I /-/b )Jc m • /VICr ttl')6V) , a Notary Public for the State of
N6f1 1 ��)I{7G , County of eSu I A 1Gi'r do hereby certify that
personally appeared before me this 10
40
day of TU K) c16) (a , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
H=M.NkRMON =.
• HOUNPUBUC
CUMMCOUM..Ne
SEAL
n'1 �o aa26 ECEIVE
My commission expires �-/
JUN 2 9 2016
6Y:�_
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4

LMG F HEAVE
LAND MANAGEMENT GROUP ixc AUG 3 0 2016
Environmental Consultants 8 9
BY:_.__--- _
DATE: May 31, 2016
SUBJECT: Soils evaluation of the proposed stormwater treatment detention area within the Best Ventures LLC
Tract. Tract located on the east side of Friendly Road, Morehead City, Carteret County, North
Carolina. PIN#730612767562000
TO: Mr. Chester Brown III Mr. Ron Cullipher, PE and Ms. Ginger Turner, PE
Brown Investment Properties Inc Stroud Engineering PA
440 West Market Street 151-A NC Hwy 24W, Hestron Plaza II-A
Greensboro, NC 27401 Morehead City, NC 28557
[phone]
The soils within a portion of the Best Ventures LLC Tract were evaluated on a qualitative basis to determine the
seasonal high water table depth and soil types for stormwater detention usage. Current NCDEMLR "Stormwater
Management" rules and regulations (NCAC 15-2H-.1000) and best management practices were used as guidelines
in making this evaluation. This is evaluation consisted of representative soil borings across the proposed stormwater
treatment detention area in order to assess depth to seasonal high water table indicators and soil types as part of the
design parameters for stormwater treatment detention. No quantitative on-site or specific site testing were completed
as part of this evaluation that could be required for NCDEMLR stormwater permitting.
Coastal stormwater may be treated by infiltrative devices, detention treatment basins, or an equivalent alternative
method when the proposed project is greater than 1 acre in size, has >12% or>24% residential impervious surfaces,
>10,000 sqft non-residential impervious surfaces, and proximity to Class S.A.Waters or their unclassified tributaries.
This tract appears to be located >'/2 mile from Class SA Waters. Based upon USGS topographic survey, surface
drainage appears to be in southern direction to the headwater wetlands of tributary to Peletier Creek which flows
west, and is classified as S.C.Waters by NCDEQ (see USGS topo map).
Principle soil and site standards for high density development with an engineered infiltration system are: ---the
infiltration system's bottom must be 2Q ft from the seasonal high water table; ---must be capable of complete draw-
down within a >3 to <5 days; ---the soil's hydraulic conductivity must be >0.52 in/hr; ---must have >12 inches
natural soil without a seasonal water table before fill material is untilized, ---historic fill materials (<1977) can be
used as natural soils if it meets the minimum site criteria stated above; ---stormwater runoff must be controlled and
treated on-site for a 1.5 inch rainfall, or the difference in run-off from pre/post development conditions for the 1 year
24 hr annual storm event (-3.8 inches), whichever is greater. If detention stormwater ponds are to be utilized
NCDEMLR BMP guidelines desire for the designed permanent pool elevation to be approximately+/-6 inches of the
seasonal high water table.
This tract should be allowed up to 24% impervious surfaces for a low density project, based upon linear distance
appearing to be >1/2 mile from S.A. Waters or Bogue Sound. A high density project of>24% impervious surfaces
within this tract would require prescriptive engineered stormwater treatment methods. Infiltration methods or
infiltrative"best management practices" (BMP)are utilized for stormwater treatment on coastal high density projects
to preserve space or due to inadequate drainage outlets. Detention stormwater treatment ponds may also be used
if they do not directly discharge to S.A.waters. Low density projects(<24%or residential impervious or<10,000 sgft
non-residential impervious) should not require engineered stormwater treatment systems.
This tract is located on a typical lower coastal plain geomorphic setting, within a flatwoods setting. The tract has
been historically (<1960's) and is presently managed in forestry. Slopes range from 0 - <5%. General surface
elevations range from -10-<20 ft (amsl) across the tract, based upon USGS topography map (see map).
This project is considering the usage of detention ponds as the method of stormwater treatment which requires the

evaluation of the seasonal high water table depth for engineering design purposes. Seasonal,high water table is
determined.by soil wetness indicators which reflect normal saturated soil conditions for time period durations of+2—
4 weeks., Seasonal'water table levels will fluctuate several feet over the course of a normal year dependent upon
ambient rainfall and climatic conditions.
Three soil borings were evaluated within representative locations of the proposed detention pond (see Stroud Eng
survey topo map). All three soil borings evaluated showed soil types similar to the Altavista soil series. These soil
types are moderately well drained,with fine-loamy soil textures,sandy loam surface and subsurface, sandy clay loam
subsoil, and the deeper substratum of sandy loam, loamy sand, to sand (soil boring descriptions can be provided
upon request). These points were marked in the field with "blue' flagging for trails, and "pink" flagging at the soil
boring locations. Stroud Engineering surveyed the ground surface elevation at each point. Based upon these soil
borings and elevation points the following shows:
SOIL BORING# SEASONAL HIGH WATER TABLE STROUD ELEVATION ELEVATION OF SEASONAL
inches = feet @ point HIGH WATER TABLE
A 29in = 2.4ft 15.0ft 12.6ft
B 25in =2.1ft 16.0ft 13.9ft
C 24in =2.0ft 16.9ft 14.9ft
Careful planning and design should be exercised to insure adequate and usable soil areas are reserved in the
conceptual design for any future development to allow for stormwater and on-site waste treatment purposes. The
soil areas evaluated have potential for usage with on-site stormwater detention treatment systems. NCDEQ or local
Universal stormwater rules are the regulatory agencies over stormwater systems and have final review, approval,
and permitting authority. These and other regulatory agencies must be contacted for their reviews, general
concurrences, and required permits before initiating any development activities. We recommend NCDEQ and
appropriate agencies to review this soils information for their general concurrence as to final design considerations.
�p SO(L S
J� CE F^
1Q ni(�Y Q`
+t I
� A
/
9 ^tV Wes'
r� 1040
Larry F. Baldwin, CPSS/NCLSS
ARCPACS#2183; NCLSS#1040

LMG
LAND MANAGEMENT GROUP me
Environmental Consultants
DATE June 30, 2016
SUBJECT: Addendum to Land Management Group Inc (LMG) soils evaluation and report of May 31, 2016
regarding the proposed stormwater treatment detention area within the Best Ventures LLC Tract.
Tract located on the east side of Friendly Road, Morehead City, Carteret County, North Carolina.
PIN#730612767562000
TO: Mr. Chester Brown III Mr. Ron Cullipher, PE and Ms. Ginger Turner, PE
Brown Investment Properties Inc Stroud Engineering PA
440 West Market Street 151-A NC Hwy 24W, Hestron Plaza II-A
Greensboro, NC 27401 Morehead City, NC 28557
Stroud Engineering and our client requested an additional 2nd area to be evaluated within the Best Ventures LLC
Tract to determine the seasonal high water table depth and soil types for stormwater detention usage. Current
NCDEMLR "Stormwater Management" rules and regulations (NCAC 15-21-1-1000) and best management practices
were used as guidelines in making this evaluation. This is evaluation consisted of representative soil borings across
the proposed stormwater treatment detention area in order to assess depth to seasonal high water table indicators
and soil types as part of the design parameters for stormwater treatment detention. No quantitative on-site or specific
site testing were completed as part of this evaluation that could be required for NCDEMLR stormwater permitting.
This project is considering the usage of detention ponds as the method of stormwater treatment which requires the
evaluation of the seasonal high water table depth for engineering design purposes. Seasonal high water table is
determined by soil wetness indicators which reflect normal saturated soil conditions for time period durations of+2 —
4 weeks. Seasonal water table levels will fluctuate several feet over the course of a normal year dependent upon
ambient rainfall and climatic conditions.
Three soil borings were evaluated within representative locations of the proposed detention pond(see attached maps
on Stroud Eng survey topo map). All three soil borings evaluated showed soil types similar to the Altavista soil series.
These soil types are moderately well drained, with fine-loamy soil textures, sandy loam surface and subsurface,
sandy clay loam subsoil, and the deeper substratum of sandy loam, loamy sand, to sand(soil boring descriptions can
be provided upon request). These points were marked in the field with "blue' flagging for trails, and "pink" flagging
at the soil boring locations. Stroud Engineering surveyed the ground surface elevation at each point. Based upon
these soil borings and elevation points the following shows:
SOIL BORING# SEASONAL HIGH WATER TABLE STROUD ELEVATION ELEVATION OF SEASONAL
inches @ point HIGH WATER TABLE
D 29in = 2.4ft 14.2ft 11.8ft
E 32in =2.7ft 15.8ft 13.1ft
F 26in =2.2ft 15.8ft 13.6ft
Careful planning and design should be exercised to insure adequate and usable soil areas are reserved in the
conceptual design for any future development to allow for stormwater and on-site waste treatment purposes. The
soil areas evaluated have potential for usage with on-site stormwater detention treatment systems. NCDEQ or local
Universal stormwater rules are the regulatory agencies over stormwater systems and have final review, approval,
and permitting authority. These and other regulatory agencies must be contacted for their reviews, general
concurrences, and required permits before initiating any development activities. We recommend NCDEQ and
appropriate agencies to review this soils information for their general concurrence as to final design considerations.
sole$G
3 �yacc,`a�'c
i
Larry F. Baldwin, CPSS/NCLSS ARCPACS#2183; NCLSS#1040

SOILS MAP PORTION OF BEST VENTURES LLC TRACT FOR POTENTIAL STORMWATER DETENTION USABILITY
Morehead City - Carteret County - North Carolina
PIN #637613148030000
,ll� lulu `=-��- .- 1 _. ... ' — -•
- _ l
_Y 1 -T{ rrtvf `.wimrco wca:�
A AT
Seasonal High Water Table Depths i a
A = 29 inches = 2.4 ft
B = 25 inches = 2.1 ft - - ---
C = 24 inches = 2.0 ft
D = 29 inches = 2.4 ft
E = 32 inches = 2.7 ft �� ,__,�� ->. , t. C„
F = 26 inches = 2.2ft
Stroud Elevation Points and -
Seasonal High Water Table Elevations
A= 15.Oft - 2.4ft = 12.6ft
B = 16.Oft - 2.1ft = 13.9ft --,
C = 16.9ft - 2.Oft = 14.9ft
D = 14.2 ft - 2.4 ft = 11.8 ft
E = 15.8 ft - 2.7 ft = 13.1 ft oSOIL S-
F = 15.8ft - 2.2ft = 13.6ft - / v� rcEFa� Z}
Co Soil boring location and soil description location.
Trail marked with"Blue"flagging.
Boring location marked with"Pink"Flagging. SCALE: Not To Scale
(all LMG lines or points paced 8, approximate) Land OF ip40
[Survey & Topo by Stroud Eng.] Management >oaM
MAY - 2016; Rev June -2016 Group, Inc.
r

The Preserve at Carteret Place-Phase 2
Calculations
Owner:
Brown Investment Properties, Inc.
404 West Market Street
Greensboro, NC 27402
Engineer:
Stroud Engineering,PA
107B Commerce St.
Greenville, NC 27858
252-756-9352
%
pPo�ESsip�., 9 •,•.
.Q .fir, � .. n•
70l
36g70 v, Ginger Y. Turner, PE 36970
nnna`�`��•
1zq I r G
Date
ECEIVE
AUG 3 0 2016
BY:_----- -- —

The Preserve at Carteret Place
Stormwater Detention Calculations
Job a: PM1588BIP
Engineer. Ginger Y.Turner
Date: 8/1/2016
Drainage Area: Pond A
Rational Method Control Panel
304000
Drainage Area: 6.979 ac Predevelopment C= 0.2 wooded
Postdevelopmenl C= 0.9 roof
Impervious Area: 167200 3,838 ac Posltlevelopmenl C= 0.95 asphalt 0.61
%Impervious: 55.00%
Roof= 5073 1 67% Hydraulic Length= 1700
AsphalVConaete= 16212 53.33% Watershed Height= 154
Pervious Area: 3.140 ac Time of Concentration= 14.68 Use 15 min Kimich Method
%Pervious= 1 45 00%
Rainfall Intensity Calculations
1 Year 24hr Rainfall Intensity= 0.15 inthr
1 Year Rainfall Intensity= 3.82 in/hr Tc=l5mi 575 in/hr Tc=:min
10 Year Rainfall lntensily- 5.96 in/hr Tc=lSmi 883 in/hr Tc=Smin
25 Year Rainfall Intensity= 6.721n/hr Tc=15mi 9.97 inthr Tc=Smin
Pro and Post Development Flow Comparisons
1 Year-24 Hour _
Predevelopment= 0.21 cis
Postdevelopment= 0.65 cfs
1 Year
Predevelopment= 5.33 cis ,
Postdevelopment= 24.55 CIS
10 Year
Pfedevelopini 8.32 cis
Postdevelopment= 3Z69 cis
25 Year
Predevelopment= r 9.38 cis
Postdevelopment= 42.56 cis
Time to Peak
Soils Data:
Predominant Soil Type= Ntavista Use HSG C/B
Curve Number: Open Space= 61
Impervious= 98
Weighted Composite Curve Number- 81
Ultimate Soil Storage Capacity= 2.29 in S=(1000/CN)-10
Design Storm Precipitation Levels: Design Storm Runoff Calculation:
1 Year 3 67 in -- 1 Year- 1.87 Note:Calculated by
10 Year 6 24 Hour.88 in 10 Year- 4 73 R0=(P-0.2S)"2/(Pa0.eS)
25 Year 8.5 in Duration 25 Year- 1 6.26
Calculated Time to Peak:
1 Year- 23,18 min
10 Year- I 38.12 min
25 Year- 44.64 min
Estimated Detention Volume
1YR STORAGE(CF)_(Direst-QinfigTp X 1.39 X 60= 37,144 cf
10YR STORAGE(CF)_(QpoS1-Qinfil)Tp X 1.39 X 60= 93,386 cf
25YR STORAGE(CF)_(Dpost-Qinfil)Tp X 1,39 X 60= 123,540 cf

NCDEQ Stormwater Design Calculations
Wet Pond Drainage Area A
Project:The Preserve at Carteret Place-Phase 1
Job#: PM1558BIP-001
Engineer:Ginger Y.Turner,PE
Date:811/16
Rational Method
(See accompanying figures and tables as noted)
Predevelo ment Land Use
Description I C Area(ac) Pre Development drainage area input
Total area 6,979 total area 304000 sf
Impervious 0.95 0.00 sidewalks 0 sf
Pervious 0.2 6.979 streets 0 sf
lots 0 sf
Weighted C: 0.20 other 0 sf
Impervious(ex) 0.0% total ex BUA 0 sf
Postdevelopment Land Use
Description C Area(ac) Post Developmentdrainage area input
Total area 6,979 total area 304000 sf
Impervious(asphalt/concrete) 0.95 3.722 street sidewalks 7793 sf
Impervious(roof) 0.9 0,1W streets 49880 sf
Pervious 0.2 3.141 buildings 5073 sf
Weighted C. 0.61 parking/drives 23194 sf
Impervious(prop) 55.00% sidewalks 8053
pool 4570
reserve 68637 sf
Per 15A NCAC 02H.1005(3)(B)(iii)and given not tribitary to SA waters total prop BUA 167200 sf
Schuler's Simple Method
R„=0,05+0.9'Impervious Ratio Rv= 0,545
Control Volume=3630'Ra'R„'A where Rd= 1.5 in.
Water Quality Required Storage= 20,710 cf
USE: 25,4 CF FOR POND DESIGN
FOREBAY VOLUME
Elevation Section SA SF Av .SA Ht. FT Vol. CF
13.00 Permanent ool 3237
2941 1,00 2941 "
12.00 Contour 2644
2446 1.00 2446
11.00 Contour 2248
2066 1.00 2066
10"00 Contour 1883
1565 2.00 3130
8.00 Forebay Bottom 1247
Total Vol. 111 10582
iMAIN.BASIN VOLUME
Elevation Section SA SF Av .SA I HL FT Vol. CF
13.50 - To of Shelf.-" 18479
14193 _0:50. 7097 '.
13,00 Permanent col 9907 Not inGuded idmain.basin volume
8586 0.50 4293
12,50 Bottom of Shelf 7264
7181 1.00 7181
11.50 Contour 7097
7013 1.00 7013
10,50 Contour 6928
6843 1.00 6843
9.50 Contour 6757
6671 1.00 6671
8.50 Contour 6584
6497 1.00 6497
7,50 Contour 6409
6321 1.00 6321
6,50 Main Basin Bottom 6233
Total Vol. 44816

-pa�t�P A
Permanent Pool Surface Area 13144 at
Permanent Pool Volume= 55398 cf .(Main Basin a Forebay)
Forebay•/o of permanent Pool Volume= 19.10/
Depth= 6.00 It
Ate, nri(main and Forebay)= 10118 sf (Elevation 12.5) .
13144 s
Aw,oi(mai0andforebay)_ �•`°2°�°Q;I�% ECSAS/PO I-,
Avr.a(main)_ 6233sf ` .......... `//y/
40l�Desired TSS Removal Capacity= 90% • Q 2•: "
Average Deplhz= 5.29 Calculated using Option tin BMP Mane SEAL
SEAL
a
Table 10-4,SA/DA nearest deplh'intervaC 36970 J
impervious Cover Ratio
Table 10.4 SAIDA%BUA interval:Enter Table 10.4 SAIDA values for depth and%BUN 50%.IMPQ(NB60%IMPG • •«• •Calculated SADA= `i4 RYRequired Surface Area= sf �hp�f���pp)�
Note:Based on SA=SA/DA'Area-435601100 �L. .
SA,OK
.Permanent Pool SA= 13,144 sf is>required ��" .�(i(/Y/L•
V4i
Volumeat Top of Shell= . 51913 cf �(main Basin) . 'v�Ul����t�
Volume at Bottom of Shelf,= 40524 at ,(Main Basin)
STORAGE VOLUME,,:,=•w=��.-,'„n;,.,_�d�m•�A --.. �_ . —,v��--,,.�.-s.. :_,,..�_ ' - �
Elevation Section SA SF Av .SA Ht. FT Vol. CIF
13.00 Permanent -01 13144 15012( ass 7906
1350 To of Shelf 18479
184791 0.95 17555
14.45 Contour 18479 - -
'Total Vol: 25481
-.
,Storage
State Stage= 1.20 If
Stale El. 14.20 it
Next Available Outlet Eta= 14.45
ToP EI,= _ 17.50 fl
(Freebo'ar �
3.30 It rs 1:0,OKj
Max(2 Day).Flow= 0.1199 cfs (based on required storage)
Min(5 Day)Ftow= 0.0479 cfs '.(based an required storage)
State Orifice Stage= 1-4
751 fi
Avg Head= it,
Coefficient of Discharge 0.60
:2'.DayArea> 0.0358 at
5 Day'Area= 0.0143 sf
2 Day Diameter= - 2.563 In
5 Day Diameter- I 1.621 in
Provide Orifice= 2-2-51 in
Drawdown Flow= 0.09 cfs' is<preddve.lopment discharge,OK
Drawdown 71me= - �' -..-2:59 days Is within 2+5 days,OK(based on required storage)
vcp 2 3 Zp'6

Stage-Storage Relationship
(Pond A 1-YR 24-HR Routing) b= 1.32
Ks= 15804.04
S 2
Contour Incr. Accum. 2
Contour Area Vol. I Vol. I Sta a In S In 2 est.
13 13145 0 0 0
14 1% 1A 15812 1 9.67 0.00 1.00
15 27000 22740 38552 2 10.56 0.69 1.97
16 30000 28500 67252 3 11.11 1.10 3.00
17.5 • 33000 47250 114302 4.5 11.65 1.50 4.50
Tp= 23.18 #1 Orifice dia. 2.2500#2 Weir Length 1.2500 #3 Weir Length 12
Op= 0.66 Area 3.9760875 Elevation 14.45 Elevation 16.7
Cd= 0.6 Elevation 13 Cw= 3 Cw= 3
Time Inflow Stor. C.Stor. Stage Elev. Outnow#1 Outflow#2 Outflow#3 Outflow 94 Total Outflow
(min.) T/Tp (cfs) c (c ft. (ft.) (cfs.) (cfs.) (cfs. cfs.) (cfs,
0 0 0 0 0 0 13 0.00 0 0 0.00 0.0000
1 0.04 0.00 0.09 0.09 0.00 13.000.00 0.00 0.00 0.0000
2 0.09 0.01 0.45 0.53 0,00 13.000.00 0.00 0.00 0.0000
3 0.13 0.03 1,15 1.82 0.00 13.00 0.00 0.00 0.00 0.00 0.0000
4 0.17 0.05 2.19 3.88 0.00 13.00 0.00 H000 0.00 0.00 0.0000
5 0.22 007 3.55 7.43 0,00 13.00 0.00 0.00 0.00 0.00 0,0001
6 0.26 0.10 5.20 12,63 0.00 13.00 0,00 0.00 0.00 0,00 0.0001
7 0.30 0.14 7.11 19.74 0.01 1101 0.00 0.00 0.00 0.00 0,0002
8 0.35 0.17 9.24 28.98 0.01 13,01 0.00 0.00 0.00 0.00 0,0004
9 0.39 0,21 1 11.57 1 40.55 I 0.01 13.01 0,00 0.00 0,00 1 0.00 0,0006
10 0.43 0.26 0008
14.03 54.58 0,01 13.01 0,00 0.00 0.00 0.00 0.
11 0.47 0.30 1 16.59 71.17 0.02 13,02 0,00 0.00 0,00 0.00 0.0011
12 0.52 0.34 1 19.20 90.36 0.02 13.02 0,00 0.00 0.00 0.00 I 0.0014
13 0,56 0.39 21.81 112.17 0.02 13.02 0,00 6.66 0.00 0.00 - 0.0018
14 0.60 0.43 24.37 136.55 0.03 13.03 0.00 0.00 0.00 0.00 o.00zz
15 0.65 0.47 26.84 1 163.39 1 0.03 13.03 0.00 0.00 0.00 0.00 0.0027
16 1 0,69 0.51 1 29.17 192.56 0.04 13,04 0.00 0.00 0.00 0.00 0.0033
17 0.73 0,54 31.31 223.87 0.04 13.04 0.00 0.00 0.00 0.00 0,0039
18 0.78 0,57 1 33.23 257.11 0.04 13.04 0,00 0.00 0.00 0.00 0.0046
19 0.82 0.60 34.90 292.01 0.05 13.05 0.00 0.00 0.00 0.00 0.0047
20 0.86 0.62 1 36.30 30 1 0.05 13,05 0.01 0.00 0.00 0.00 0.0100
21 0.91 0.64 37.08 365.39 0.06 13.06 0.01 0.00 0,00 0.00 0.0134
22 095 0,65 37.65 403.04 0.06 13.06 0.02 0.00 0.00 0.00 0.0160
23 0.99 1 0.65 37.91 440.95 0.07 13,07 0.02 0.00 0.00 0.00 0.0183
24 1.04 0.65 37.84 478.79 0,07 13.07 0.02 0lu 0.00 0.00 0.0202
25 1.08 0.64 37.43 516.22 0.07 13.07 0.02 0.00 0.00 0.00 0.0219
26 1.12 0.63 36.68 552.91 0.08 13.08 0.02 0.00 0.00 0.00 0.0235
27 1.16 0.61 35.61 588.52 0.08 13.08 0.02 0.60 0.00 0.00 0.0249
28 1.21 1 0.58 34.22 622.74 0.09 13.09 0.03 0.00 0.00 0.00 0.0261
29 1.25 0.57 33.01 655.75 0,09 13.09 0.03 0 00 0.00 0.00 0.0272
30 1.29 0.56 32.11 687.86 0.09 13.09 0.03 0.00 0.00 0.00 0.0283
31 1.34 0.52 30.65 718.51 0.10 13.10 0.03 0.00 0.00 0.00 0.0292
32 1.38 0.49 28.fi7 747.17 0,10 13.10 0.03 0.00 0.00 0.00 0.0301
33 1.42 0.46 26.81 1 773.98 0.10 13.10 0.03 0.00 0.00 0.00 0.0309
34 1.47 1 0.43 25.06 1 799.05 0.10 13.10 0.03 0.00 0.00 0.00 0.0316
35 1.51 0.41 23.42 822.47 0.11 13.11 0.03 0.00 0.00 0.00 0.0322
36 1.55 0.38 1 21.88 844.35 3.11 13.11 0.03 0,00 0.00 0.00 0.0328
37 1.60 0.36 20.43 864.77 1 0,11 1 13.11 0.03 0.00 0.00 0.00 0,0333
38 1 1.64 1 0.34 19.07 883.84 0.11 13.11 0,03 0.00 0.00 0.00 0,0338
39 1.68 0.32 17.79 901.63 0.11 13.11 0.03 0.00 0.00 0.00 0.0342
40 1.73 0.30 1 16.58 918.21 0.11 13.11 0,03 0.00 0.00 0.00 0,0346
41 177 0,28 15.45 933.66 0.12 13,12 0,04 0.00 0.00 0.00 0.0350
42 1.81 0.27 14.39 948.05 0.12 13,12 0.04 0.00 0.00 0.00 0,0353
43 1.86 0.25 13.39 961.43 0.12 13.12 0.04 0.00 0.00 0,00 0.0357
44 1.90 0.24 12.45 973.88 0.12 13.12 0,04 0.00 0.00 0.00 0,0359
45 1,94 0.22 11.56 985.44 0.12 13.12 0.04 0.00 0.00 0.00 0.0362
46 1.96 0.21 10.73 99% 7 0,12 13.12 0.04 0.00 0.00 0.00 0.0365
47 2.03 0.20 9.95 1006.12 0.12 13.12 0,04 0.00 0.00 0.00 0.0367

48 2.07 0.18 9.22 1015.34 0.12 13.12 0.04 0.00 0.00 0.00 0.0369
49 2.11 0.17 8.52 1023.86 0.12 13.12 0.04 0.00 0.00 0.00 0.0371
50 2.16 0.16 788 1031.74 0.13 13.13 0.04 0.00 0.00 0.00 0.0372
51 2.20 0.15 7.26 1039.00 0.13 13.13 0.04 0.00 0.00 0.00 0.0374
52 2.24 0.14 6.59 1045.69 0.13 13.13 0.04 0.00 0.00 0.00 0.0376
53 2.29 0.14 6.15 1051.85 0.13 13.13 0.04 0.00 0.00 0.00 0.0377
54 2.33 0.13 5.64 1057.49 0.13 13.13 004 0.00 0.00 0.00 0.0378
55 2.37 0.12 5.17 1062.66 0.13 13.t3 0.04 0.00 0.00 0.00 0.0379
56 2.42 0.11 4.72 1067.37 0.13 13.13 0.04 0.00 0.00 0.00 0.0380
57 2.46 0.11 4.30 1071.67 O.t3 13.13 0.04 0.00 0.00 0.00 0.0381
58 2.50 0.10 3.90 1075.57 0.13 13.13 0.04 0.00 0.00 0.00 0.0382
59 2.55 0.09 3.53 1079.10 0.13 13.13 0.04 0.00 0.00 0.00 0.0383
60 2.59 0.09 3.18 1082.28 0.13 13.13 0,04 0.00 0.00 0.00 0.0383
61 2.63 0.08 2.85 1085.13 0.13 13.13 0.04 0.00 0.00 0.00 0.0384
62 2.67 0.08 2.54 1087.66 0.13 13.13 0.04 0.00 0.00 0.00 0.0384
63 2.72 0.07 2.25 1089.91 0.13 13.13 0.04 0.00 0.00 0.00 0.0385
64 2.76 0.07 1.97 1091.89 0.13 13.13 0.04 0.00 0.00 0.00 0.0385
65 2.80 0.07 1.72 1093.60 0.13 13.13 0.04 0.00 0.00 0.00 0.0386
66 2.85 O.U. 148 1095.08 0.13 13.13 0.04 0.00 0.00 0.00 0.0386
67 2.89 0.06 1.25 1096.33 0.13 13.13 0.04 0.00 0 00 0.00 0.0386
68 2.93 0.05 104 1097.36 0.13 13.13 0.04 0.00 0.00 0.00 0.0386
69 2.98 0.05 0.83 1098.20 0.13 13.13 0.04 0.00 0,00 0.00 0.0387
70 3.02 0.05 0.65 1098.85 0.13 13.13 0.04 0.00 0.00 0 00 0.0387
71 3.06 0.05 047 1099.31 0.13 13.13 0.04 0.00 0.00 0.00 0.0387
72 3.11 0.04 0.30 1099.62 0.13 13.13 0.04 0.00 0.00 0.00 0 0387
73 3.15 0.04 0.15 1099.76 0.13 13.13 0.04 0.00 0.00 0.00 0.0387
74 3.19 0.04 0.00 1099,76 0.13 13.13 0.04 0.00 0.00 0.00 00387
75 3.24 0.04 -0.14 1099.63 0.13 13.t3 0.04 0.00 0.00 0.00 0.0387
76 3.28 0.03 -0.27 1099.36 0.13 13.13 0.04 0.00 0.00 0.00 0.0387
77 3.32 0.03 -0.39 I ----.97 0.13 13.13 0.04 0.00 0.00 0.00 0.0367
78 3.36 0.03 -0.50 1098.41 0.13 13.13 0.04 0.00 0.00 0.00 0.0387
79 3.41 0.03 -0.61 1097.85 0.13 13.13 0.04 0.00 0.00 0.00 0.0387
80 3.45 0.03 -0.71 1097.14 0.13 13.13 0.04 0.00 0.000.0386
81 3 49 0.02 -0.81 1096.34 0.13 13.13 0.04 0.00 0.00 0.00 0.0386
82 3.54 0.02 -0.90 1095 44 0.13 121 3 0.04 0.00 0.00 0.00 0.0386

Pond A
7-YR 24-HR ROUTING
1
0.75
cn
LL ;
CY 0.5 ,
---inflow (cfs)
0.25
' Total Outflow(cfs.)
i
i
i
i -
0 10 20 30 40 50 60 70 80 90
TIME (MIN)

Stage-Storage Relationship
(Pond A 10-YR Routing) b= 1.32
Ks= 15804.04 7
S Z
Contour Incr. Accum. Z
Contour Area Vol. Vol. Stage in In2 est.
13 13145 0 0 0
14 18479 15812 15B12 1 9.67 0.00 1.00
15 27000 22740 38552 2 10.56 0.69 1.97
16 30000 28500 67052 3 11.11 1.10 3.00
17.5 33000 47250 114302 4.5 11.65 1.50 4.50
Tp= 38.12 #1 Orifice dia. 2.2500#2 Weir Length 1.2500 #3 Weir Length 12
Op= 37.69 Area 3.9760875 Elevation 14.45 Elevation 16.7
Cd= 0.6 Elevation 13 C. 3 Cw= 3
Time Inflow Stor. C.Star. Stage Elev. OadIOW#1 Oudlow#2 Ou im#3 Outnow#4 Total Outnow
(min.) T/Tp (cs) (c0 (cf) (R.) (it) (cfs,) (cfs.) (cfa) (cfs.) (cfs.)
0 0 0 0 0 0 13 0.00 0 0 0.00 0.0000
1 0.03 0.06 1.92 1.92 0.00 13.00 0.00 0.00 0.00 0.00 0.0000
2 0.05 0,26 9.58 11.50 0.00 13.00 0.00 0,00 0.00 0.00 0.0001
3 0.08 0.57 24.85 36.34 0.01 13.01 0.00 0,00 0.00 0.00 0,0005
4 0.10 1.01 47.60 83.95 0.02 13.02 0.00 0,00 0.00 0.00 0,0013
5 0.13 1.58 77.69 161.64 0.03 13.03 0.00 0.00 0.00 0,00 0.0027
6 0.16 2.26 114 88 276.52 0.05 13 OS 0.00 0.00 0.00 0.00 0.0050
7 0.18 3.05 158.92 435 43 0.07 13.07 0.01 0.00 0.00 0.00 0.0084
8 0.21 3.95 209.48 644.92 0 09 13.09 0 01 0.00 0.00 0.00 0.0131
9 024 4,95 266,22 911.13 0.11 13.11 0.02 0.00 0.00 0.00 0.0194
10 1 0.26 1 6.05 1 328.72 1239.85 0,14 13.14 0.03 0.00 0.00 0.00 0.0276
11 0.29 7.23 396.54 1636.39 0.1B 13,18 0.04 0.00 0.00 000 0.0378
12 0.31 8,49 469,22 2105.61 0.22 13.22 0.05 0.00 0.00 0.00 0.0546
13 0.34 9.82 545.98 2651.59 0.26 13.26 0.06 0.00 0.00 0.00 0,0609
p15
14 037 11.21 627.31 3278.89 0.30 13.30 0.07 0.00 0.00 0.00 0.0671
0.39 12.66 712.04 3990.93 0.35 13.35 0.07 0.00 0.00 0.00 0.0732
16 0.42 14.14 799.59 4790.52 0.40 1340 0.08 0,00 0.00 0.00 0.0793
17 0.45 15.66 B89.36 5679.88 0 46 13.46 0.09 0.00 0.00 0.00 0.0853
18 0.47 17.20 980.74 6660.63 0.52 13.52 0.09 0.00 0.00 0,00 0.0912
19 0.50 18.75 1073.11 7733.74 0,58 13.58 0.10 0.00 0.00 0.00 0.0970
20 0.52 20.30 1165.84 8B99.58 1 0.65 13,65 0.10 0,00 0.00 0.00 0.1028
21 0.55 21,85 1258.30 10157.88 0.71 13.71 0.11 0.00 0.00 0,00 0.1085
22 0 58 23.37 1349.85 11507.72 0.79 13.79 0.11 0.00 0.00 0.00 0.1141
23 0.60 24.86 1439.85 12947.59 0.86 13.86 0.12 0,00 0.00 0.00 0.1196
24 0.63 26.31 1527.75 14475.34 0.94 1 13.94 0.13 0.00 0.00 0.00 0.1251
25 0,66 27.71 1612,89 16088.24 1.01 14.01 0.13 0.00 0.00 0.00 0.1305
26 0.68 29.05 1694.72 17782 95 1.09 14,09 0.14 0.00 0.00 0.00 0.135B
27 0.71 30.32 1772.66 19555.62 1.18 14.18 0.14 0.00 0.00 0.00 0.1410
28 073 3151 t846,20 21401.82 1,26 14,26 0.15 0.00 0.00 0.00 0.1462
29 0.76 32.61 1914,83 2331686 1.34 14.34 0.15 0.00 0.00 0.00 01512
30 0.79 33.63 1978.09 25294.75 1.43 14.43 0.16 0.00 0.00 0.00 0.1561
31 0.81 1 34.54 2035.54 27330.28 1.52 14.52 0.16 0.25 0.00 0.00 0.4101
32 0.84 35.34 2071,83 29402.11 1.60 14.60 0.17 0.57 0.00 0.00 0.7396
33 0.87 36.04 2097.04 31499.16 1.69 14.69 0.17 0.90 0.00 0.00 1.0674
34 0.89 36.61 2115.50 33614.65 1.77 14.77 0.17 1,22 000 0.00 1.3926
35 0.92 3707 2126,98 1 35741.63 1.86 14.86 0.18 1.54 0.00 0.00 1.7146
36 0.94 37.40 2131.33 37872.97 1,94 14.94 0.1B 1.85 0.00 0.00 2.0326
37 0.97 37.61 2128.43 40001.40 2.03 15.03 0.19 2.16 0.00 0.00 2.3458
38 1.00 37.69 2118,22 42119.61 2.11 15.11 0.19 2.46 0,00 0.00 2.6535
39 1.02 37.64 2100.68 44220.29 2.19 15.19 0,19 2.76 0,000.00 2.9549
40 1.05 37.96 2075.85 46216.14 2.26 15.26 0.20 3.05 0.00 0.00 3.2493
41 1.08 37.16 2043,82 48339.95 2.34 15.34 0.20 3.34 0.00 0.00 3.5361
42 1.10 36.73 2004.72 1 50344.68 2.41 15.41 0.20 3.61 0.00 0.00 3.8145
43 1.13 36,19 195872 52303.44 2.48 15.48 021 3.88 0.00 0.00 4.0839
44 1.15 35.52 1906.16 54209.60 2.55 15.55 0.21 4.13 0.00 0.00 4.3437
45 1.18 34.74 1847.21 56056.81 2.62 15.62 0.21 4.38 0.00 0.00 4.5934
46 1.21 33.85 1782.24 57839.05 2.68 15.68 0.22 4.62 0.00 0.00 4.8324
47 1 1.23 1 32.86 1711.61 59550.66 1 2,74 1 15.74 0.22 4.84 0.00 0.00 5,0602
48 1.26 32,74 1664.60 61215.26 2.80 15.80 0.22 5.06 0.00 0.00 5.2803

49 1.29 32.62 1644.07 fi2859.33 2.8E 15.8E 0.22 5,27 0.00 0.00 5.4962
50 1.31 31.43 1591.6E 64450.99 2.91 15.91 0.22 5.48 0.00 0.00 5.7039
51 1.34 30.28 1501.94 65959.94 2.96 15.9E 0.23 5.67 0.00 0.00 5.8997
52 1.36 29.17 1429.51 67389.44 3.01 16.01 0,23 5.86 0.00 0 00 6.0841
53 7.39 28.10 1353.23 68742.67 3.06 16.06 0,23 6.03 0.00 0.00 6.2579
54 1.42 27.08 7279.97 70022.64 3.10 16.10 0,23 6.19 000 0.00 6.4214
55 144 26.09 1209.63 71232.27 3.14 16.14 0.23 6.34 0.00 0.00 6.5753
56 1.47 25.13 1142.07 72374.34 3.18 16.18 0.23 fi.490.00 0.00 67201
57 1.50 24.21 1077.20 73451.55 3.22 16.22 0.24 6.62 0.00 0.00 6.8561
58 1.52 23.33 1014 91 74466 46 3.25 16.25 0.24 675 0.00 0.00 6.9838
59 1.55 22.48 955.10 75421.56 3.28 16.28 0.24 6.86 0.00 0.00 7.1035
60 1,57 21.65 897.67 76319,22 3.31 16.31 0,24 6.98 0.00 0.00 7.2158
61 1.60 20.86 842.52 77161,74 3.34 16.34 0.24 7.OB 0.00 0.00 7.3208
62 1.63 20.10 789.58 77951.32 3.36 16.36 0.24 7.18 0.00 0.00 7.4790
63 1,65 19,36 738.7E 78690,08 3.39 16.39 0,24 7.27 0.00 0.00 7.5107
64 1.68 18.66 689.97 79380.05 3.41 16.41• 0.74 7.35 0.00 0.00 7.5961
65 1.71 17.97 643.73 80023.18 3.43 16.43 0.24 7.43 0.00 0.00 7.675E
fib 1.73 17.32 598.19 80621,37 3.45 16.45 024 7.50 0.00 0.00 7.7493
67 1.7fi 16.68 555.05 .117fi.41 3.47 16.47 0.25 7.57 0.00 0.00 7.8177
68 1.78 16.07 513.65 81690.Ofi 3.49 16.49 0.25 7.fi3 0.00 0.00 7.8808
69 1.81 15.49 473.93 82163.99 3.50 16.50 0.25 7.69 0.00 0.00 7.9389
70 1.84 14.92 435.82 82599.81 3.52 16.52 0.25 7 75 0.00 0.00 7.9924
71 1.8E 14.37 399.26 82999.08 3.53 16.53 0.25 7.79 0.00 0.00 8.0412
72 189 13.85 364.20 83363.27 3.54 16.54 0.25 7.84 0.00 0.00 8.0858
73 1.92 13.34 330.57 83693.84 3.55 16.55 0.25 7.88 0.00 0.00 8.1261
74 t.94 12.85 298.32 83992.15 3.5E 16.56 0,25 7.91 0.00 0.00 8.1625
75 1.97 12.38 26740 84259.55 3.57 16.57 0.25 Z95 0.00 0.00 B.t95t
76 1.99 11.93 237,75 84497.30 3.58 16.58 0.25 7.97 0.00 0.00 8.2241
77 2.02 11.50 209.34 84706.65 3.58 16.58 0.25 B.00 0.00 0,00 8.249E
78 2.05 11.07 182.12 84888.7E 3.59 16.59 0.25 8.02 000 0.00 8.2907
79 2.07 10.61 156,03 85044.19 3.59 16.59 0.25 8.04 0.,00 0.00 8.207
80 2.10 10.28 131.04 8517--3 3.60 16.60 0.25 8.0E 0.00 0.00 8.3067
81 2.12 9.90 t07.10 85282.93 3.60 16.50 0.25 8.07 0.00 0.00 8.3197
82 2.15 9.54 84.18 85367.10 3.60 1fi.60 0.25 8.08 0.00 0.00 8.3299
83 2.18 9.19 62.23 85429.34 3.61 16.61 0.25 8.09 0.00 0.00 8.3375
84 2.20 8.8E 41.23 85470.57 3.61 16.61 0.25 8.09 0.00 0.00 B.3425
85 2.23 8.53 21.13 85491.70 3.61 16.61 0.25 8.09 0.00 0.00 8.3451
86 2.2E 8.22 1.90 85493.59 3.61 16.61 0.25 8.09 0.00 0.00 8.3453
87 2.28 7.92 -16.49 85477.10 3.61 16.61 0.25 8.09 0 00 0.00 8,3433
BB 2.31 7.63 -34.08 85443.02 3.61 1661 0.25 8,09 0.00 0.00 8.3391
89 2.33 7.35 -5089 85392.14 3,61 16.61 0.25 8,08 0.00 0.00 8.3330
90 2.36 7,08 -66.95 85325.18 3.60 16.60 0.25 8.07 0.00 0.00 8.3248
91 2.39 6.82 -82 30 85242.89 3.60 16.60 0.25 8.06 0.00 0.00 6.3148
92 2.4t 6.57 -96.95 85145.93 3.60 16.60 0,25 8,05 0.00 0.00 8.3030
93 2 44 6.33 -110.94 85034.99 3.59 16.59 0.25 8.04 0 00 0.00 8.289E
94 2.47 6.10 -124.29 84910.70 3.59 16.59 0.25 8.02 0.00 0.00 8.2744
95 2.49 5.88 -137.03 84773.67 3.59 16.59 0.25 8.01 0.00 0,00 8.2578
96 2 52 5.66 -149.17 84624.50 358 16.58 0.25 7.99 0.00 0.00 8.239E

Pond A
10-YR ROUTING
45
40 I -
35
FT
30 ,
LL
� 25
20
15 ----.Inflow (cfs)
I �,
,
,
10
I Total Outflow(cfs.)
5
0
0 10 20 30 40 50 60 70 80 90
TIME (MIN)

The Preserve at Carteret Place
Stormwater Detention Calculations
Job#: PM1588BIP
Engineer: Ginger Y.Turner
Date: 8/1/2016
Drainage Area: Pond B
Rational Method Control Panel
450550
Drainage Area: 10.343 ac Predevelopment C= 0.2 wooded
Postdeveopmenl C= 0.9 roof
Impervious Area: 29440A6734
ac Postdevelopment C= 0.95 asphalt 0.68
%Impervious:Room= 8961 % Hydraulic Length= 1700AsphalVConorete= 2049B % Watershed Height= 15 4
Pervious Area: 3 584710 ac Time of Concentration= 14.68 Use 15 min Kirpich Method
%Pervious= 1 34,66%
Rainfall Intensity Calculations
1 Year 24hr Rainfall Intensity= 0.15 inlhr 0.15 in/hr Tc=24 hr
1 Year Rainfall Intensity= 3.82 in/hr Tc=15mi 575 m1hr Tc=5min
10 Year Rainfall Intensity= 5.96 inlhr Tc=lSmi 883 inlhr Tc=5min
25 Vear Rainfall Intensity= 672 in/hr Tc=15mi 9.97 inlhr Tc=5min
Pre and Post Development Flow Comparisons
1 Year-24 Hour
Predevelopment= 0.32 cis
Postdevelopment= I 1 08 cros
1 Year
Pretlevelopment= 7.90 ds
Posttlevelopmenl= 40.45 cis
10 Year
Predevelopment= 12.33 cis
Postdevelopment= F 62.12 ds
25 Year
Predevelopment= 13.90 cis
Postdevelopment= 70.14 ds
Time to Peak
Soils Data:
Predominant Soil Type= Altavista Use HSG CIB
Curve Number: Open Space= 61
Impervious= 98
Weighted Composite Curve Number- 85
Ultimate Soil Storage Capacity= 174 in S=(10001CN)-10
Design Storm Precipitation Levels: Design Storm Runoff Calculation:
1 Year 3.67 in 1 Year 2.18 Note:Calculated by
10 Year 6 88 in 24 Hour 10 Year- 5.76 RO=(P-0.2S)^21(P-0 8S)
Duration
25 Year 8.5 in 25 Year- 6.72
Calculated Time to Peak:
1 Vear- 24.25 min
10 Year- 37.37 min
25 Year- 43.10 min
Estimated Detention Volume
1 YR STORAGE(CF)_(Opost-Oinfil)Tp X 1.39 X 60= 65,833 d
t OYR STORAGE(CF)_(Opost-Oin61)Tp X 1 39 X 60= 155,157 d
25YR STORAGE(CF)_(Oposl-Oinfil)Tp X 1,39 X 60= 202,158 d

NCDEQ Stormwater Design Calculations
Wet Pond Drainage Area B
Project:The Preserve at Carteret Place-Phase 2
Job#. PM1558BIP-001
Engineer:Ginger Y.Turner,PE
Date:8/l/16
Rational Method
(See accompanying figures and tables as noted)
Predevelo ment Land Use
Description C Area(ac) Pre Development drainage area input
Total area 10.343 total area 450550 sf
Impervious 0.95 0.00 sidewalks 0 sf
Pervious 0.2 10.343 streets 0 sf
lots 0 sf
Weighted C: 0.20 other 0 sf
Impervious(ex) 0.0% total ex BUA 0 sf
Postdeveloprient Land Use
Description C Area(ac) Post Developmentdrainage area input
Total area 10.343 total area 450550 sf
Impervious(asphal/concrete) 0.95 4.705 sidewalks 21927 sf
Impervious(root) 0,9 2,05 streets 169575 sf
Pervious 0.2 3.59 buildings 89413 sf
Weighted C: 0.68 other 3297 sf
Impervious(prop) 65,34% reserve 10188 sf
total prop BUA 294400 sf
Per 15A NCAC 02H.1005(3)(B)(iii)and given not lribitary to SA waters
Schuler's Simple Method
R,=0.05+0.9'Impervious Ratio Rv= 0.638
Control Volume=3630'Rd*R,'A where Rd= 1.5 in.
Water Quality Required Storage= 1 35,934 cf
USE: 38,576 CF FOR POND DESIGN
,FOREBAY VOLUME,: -.- -
Elevation Section I SA SF Av .SA Ht. FT Vol. CF
12.00 Permanent ool 4709
4336 1.00 4336
11.00 Contour 3962
3716 1.00 3716
10.00 Contour 3470
3240 1.00 3240
9.00 1 Contour 3009
2592 2.00 1 5183
7.00 Forebay Bottom 2174
Total Vol 1 16474
iM IANBASIN VOLUME
Elevation Section SA SF Avg.SA I Ht. FT Vol. CF
- -12.50 Top of Shelf d 20516
W _16668 0.50 : _8334
12.00 Permanent pool 12819 Not included in main basin volume'
11737 0.50 5869
11.50 Bottom of Shelf 10655
10203 1 1.00 10203
10,50 Contour 9751
9314 1.00 9314
9,50 Contour 8877
8455 1.00 8455
8.50 Contour 8033
7627 1,00 7627
7.50 Contour 7221
6839 1.00 6839
6.50 Contour 6456
5306 3.50 18569
3,00 Main Basin Bottom 4155
Total Vol. 66875

Pc?viol f�
Permanent Pool Surface Area_= 17528 sf
Permanent Pool Volume= 83349 d ,(Main Basin t Forebay)
Forebey%ofpermanent Pool Volume= 19.77%
Depth= 6,50 If -
Ap,.,,(main and forebay)= 14874 at (Contour 11.5)
7528 sf
qmr (man)andforebav)'= 4155st •%%tjN,CgR0�4��
_•oyQ�/ Ili
E$
Desired TSS Removal.Capacity 90% ,�'C� OF $/p•••titi9.�.
Aveiage,Depthi 5.90 Calbu!ated using Option 2 in BMP.Menua� Q� 2
Table10.4 SNDA depth interval: 6 .a SEAL �•
Impervious Cover Ratio= 0.65
_Table 10-4 SA&lower%BUA Interval: 0.60 369M
Fnter Table 10-4 SA/DA values for depth and%BUA: 3.40 60%IMP t `
3.9070%IMP ,, �'-. GINEEP"•lpQ���
Calculated SA/DA= 3.6669 y4Re ired Surface Areaz CF'•.•••••✓•P�1
Nate Based on SA=SyVDA'Arca'43560/100 16 521 sf 4�If$ "11
Permanent Pool SA=. 17528 sf 'is>requiredSA,OK
Volume at Top of Shelf= 75209 of
Volume at.Bottom of Shelf.= 61007 ra
„,..
STORAGE VOLUME�, s-- - - �- ..:--�"«+✓.-wu--�- �'--�--»
"Elevation Section I SA' SF Av .SA Ht. FT Vol.(CF
,12.00. Permanent poor 17528`
" 1 19022 0.50 9511
12.50 _ - Top of Shelf -20516
-- 24221 1.20 29065
13.70 - 'Contour 1 27925
Total Vol.- 38576 '
_-.._..-`_ .�.�.._.......-,_. 38576 cf
'Storage volume RTMed
State Sfa9e -1.60 ft
State:EL= 13.60 8.
'Next Available'Outlei FJ _ 13.70
Top EI___=' 17.50 9
Freeboard= _ __ � 3.90 fi cis>1:0'_OK
Max(2.Day)Flow 0.2079 cfs (based on required storage)'
Min(5 Day)Flow= 0.0832 cis (based on required storage)
State 6d6ce,Stage= 1.70 It
Avg Head 0.57 It
Coefficient of Discharge, -0.60
2.DayArea= 0.0574 5f-
5,Day.AMR 0.0229$f
12 Day Diameter= 3.244 in
5 Day Diameter- 2.052J in
Provide Orifice? 3.00 in
Dmwdown Flow- 0"18 cfs- is<predevelopment dlscharge.OK'
Orawdown Time= - " '- 2.34 days is within 2-5 days,OK(based on required storage)
� SAP 2 3 2016
gV•.�

Pipe Design
Project:The Preserve at Carteret Place-Phase 2
Job#: PM1558BIP-001
Engineer:Ginger Y.Turner, PE
Date: 8/1/2016
Q10 FLOWS
DRAINAGE DRAINAGE AREA DRAINAGE AREA INTENSITY�o
AREA# (SF) (AC) IMPERVIOUS PERVIOUS C (INIHR) Q,o(CFS)
1 13436 0,308 11642 1794 0.89 8.83 1 2.42
2 10837 0.249 8344 2493 0.82 8.83 1.81
3 20360 0.467 18289 2071 0.91 8.83 3.76
4 32392 0.744 5697 26695 0.42 8.83 2.76
5 7863 0.181 7813 50 0A8 8.83 1.56
6 4492 0,103 4325 167 0.95 8.83 0.87
7 9493 0.218 9493 0 0.98 8.83 1.89
8 21250 0,488 20437 813 0.95 8.83 4.17
9 15940 0.366 15732 208 0.97 8.83 3.14
10 43722 1.004 10000 33722 0.46 8.83 4.04
11 8846 0.203 7868 978 0.90 8.83 1.62
12 27928 0.641 23923 4005 0.88 8.83 5.00
13 9430 0.216 5--- 3638 0.72 8.83 1.37
14A 18070 0.415 13877 4193 0.82 8.83 3.01
14B 35598 0.817 30303 5295 0.88 8.83 6.34
15 11334 0.260 10918 416 0.96 8.83 2.19
16 6350 0.146 3538 2812 0.68 8.83 0.87
17 20196 0.464 16579 1617 0.93 8.83 3.79
18 8648 -0.199 8405 243 0.96 8.83 1.68
19 9402 0.216 8174 1228 0.89 8.83 1.70
20 8993 0.206 8993 0 0.98 8.83 1.79
21 12205 0.280 5528 6677 0.61 8.83 1.50
22 6965 0.160 6269 696 0.91 8.83 129
23 28213 0.648 25390 2823 0.91 8.83 5.22
24 9855 0.226 8870 985 0.91 8.83 1.82
25 1 3650 0.084 3259 391 0.91 8.83 0.67
26 5054 0.116 4704 350 0.93 8.83 0.96
27 2604 0.060 2604 0 0.98 8.83 1 0.52
'Intensity from NOAA .
'c impervious=0.95
"c pervious=0.20

Pipe Design
Project:The Preserve at Carteret Place-Phase 2
Job#: PM1558BIP-001
Engineer:Ginger Y.Turner, PE
Date: 8/1/2016
isc arge
PIPE# DRAINAGE AREAS Opp(CFS) PIPE SIZE %SLOPE Full(CFS)
1 DA4 2.76 151, 0.50% 4.95
2 P1+DA3 6.51 18" 1.00% 11.38
3 P2+DA5 8.07 18" 1.00% 11.38
4 P3+DA6 8.94 24" 0.40% 15.50
5 DA7 1.89 12" 0.97% 3.80
6 P4+PS+DA8 14.93 24" 0.50% 17.33
7 P6 14.93 24"' 0.50% 17.33
8 DA10 4.04 15" 1.00% 7.00
9 P7+P8+DA9 22.11 30" 0.30% 24.34
10 P9+DA11 23.73 - 30" 0.30% 24.34
11 DAS 2.42 12" 0.50% 2.73
12 Pll+DA2+DA17 8.02 181, 0.66% 9.24
13 P12 8.02 18" 0,66% 9.24
14 P13+DA18 9.70 18" 0.70% 9.52
15 P14+DA19 11.40 24" 0.40% 15.50
16 P15+DA20 13.19 24" 0.40% 15.50
17 P16+DA21 14.69 24" 0.40% 15.50
18 P17 14.69 24" 0.40% 15.50
19 DA12 5.00 15" 1.00% 7.00
20 P19 5.00 15" 1.25% 7.82
21 P20+DA13 6.37 15" 1.53% 8.66
22 DA15 2.19 15" 0,30% 3.83
23 P22+DA16 3.07 15" 0.40% 4.43
24 P10+p21+P23 33.17 36" 0.30% 39.57
25 P24+DA22 34.46 36"' 0.30% 39.57
26 P25+DA23 39.67 36" 0.40% 45.70
27 P26+DA24 41.49 36" 0.50% 51.09
28 DA27 0.52 12" 0.70% 3.23
29 P28+DA26 1.47 15" 0.80% 6.26
30 P27+P29+DA25 43.64 36" 0.50% 51.09
31 DA14B 6.34 24" 0.80% 21.92
32 P31 6.34 30" 0.40% 28.10
33 P31+DA14A 9.35 30" 0.50% 31.42

Pipe Design
Project: The Preserve at Carteret Place-Phase 2
Job#: PM1558BIP-001
Engineer: Ginger Y. Turner, PE
Date: 8/1/2016
Diameter Slope Depth Percent Full Velocity
Label Discharge (cfs) (in) (ft/ft) Discharge Full (cfs) (ft) N (ft/s)
PIPE 1 2.76 15 0.005 4.95 0.67 53.4 4.14
PIPE 2 6.51 18 0.01 11.38 0.81 54.2 6.66
PIPE 3 8.07 18 0.01 11.38 0.93 62.2 6.99
PIPE 4 8.94 24 0.004 15.5 1.09 54.5 5.11
PIPE 5 1.89 12 0.0097 3.8 0.5 49.8 4.83
PIPE 6 14.93 24 0.005 17.33 1.43 71.6 6.2
PIPE 7 14.93 24 0.005 17.33 1.43 71.6 6.2
PIPE 8 4.04 15 0.01 7 0.68 54.5 5.91
PIPE 9 22.11 30 0.003 24.34 1.87 74.8 5.62
PIPE 10 23.73 30 0.003 24.34 2 79.8 5.65
PIPE 11 2.42 12 0.005 2.73 0.73 73.3 3.92
PIPE 12 8.02 18 0.0066 9.24 1.08 72 5.89
PIPE 13 8.02 18 0.0066 9.24 1.08 72 5.89
PIPE 14 9.7 18 0.007 9.52 1.26 83.8 6.14
PIPE 15 11.4 24 0.004 15.5 1.27 63.7 5.39
PIPE 16 13.19 24 0.004 15.5 1.42 70.9 5.54
PIPE 17 14.69 24 0.004 15.5 1.55 77.6 5.61
PIPE 18 14.69 24 0.004 15.5 1.55 77.6 5.61
PIPE 19 5 15 0.01 7 0.78 62.5 6.2
PIPE 20 5 15 0.0125 7.82 0.73 58.1 6.76
PIPE 21 6.37 15 0.0153 8.66 0.8 63.8 7.7.1
PIPE 22 2.19 15 0.003 3.83 0.68 54.2 3.23
PIPE 23 3.07 15 0.004 4.43 0.77 61.3 3.89
PIPE 24 33.17 36 0.003 39.57 2.1 70.1 6.27
PIPE 25 34.36 36 0.003 39.57 2.16 72 6.3
PIPE 26 39.67 36 0.004 45.7 2.16 72 7.28
PIPE 27 41.49 36 0.005 51.09 2.05 68.4 8.05
PIPE 28 0.52 12 0.007 3.23 0.27 27.1 3.02
PIPE 29 1.47 15 0.008 6.26 0.41 33 4.17
PIPE 30 43.64 36 0.005 51.09 2.13 71.1 8.12
PIPE 31 6.34 24 0.008 21.92 0.74 36.8 6.04
PIPE 32 6.34 30 0.004 28.1 0.81 32.3 4.62
PIPE 33 9.35 30 0.005 31.42 0.93 37.4 5.58
`Taken from Flowmaster by Haestad Methods
1

Stage-Storage Relationship
(Pond B 1-YR 24-HR Routing) o= 124
Ks= 21103.01
S Z
Contour I ncr. Accum. Z
Contour Area 701. Vol. Sta a In S In Z est.
t2 17528 0 0 0
12.5 20516 9511 9511 0.5 9.16 -0.69 0,53
7&5 1 27740 1 24126 33639 1.5 10.42 0.41 1.46
14 32356 15024 48663 2 10.79 0.69 1.96
15 34275 33316 81979 3 11.31 1.10 3.00
16 1 36252 1 35264 1 117242 4 11.67 1.39 4,00
17 38286 37269 154511_ 5 11.95 1,61 5.00
Tp= 24.25 #1 Orifice dia. 3.0000#2 Weir Length 1.3330 #3 Weir Length 12
Op= 1.08 Area 7.0686 Elevation 13.7 Elevation 16.7
Cd= 0.6 Elevation 12 Cw= 3 Cw= 3
Time Inflow Stor. C.Stor. Stage Elev. Outflow#1 I Outflow#2 Outlow#3 Outflow#4 Total Outflow
(cfs) (cf) (c It. ft. cfs.) (cfs.) (cfs.) (cfs.) (cfs.)
0 0 0 0 0 0 12 0.000 0 0 0.00 0.00
1 o.oa o.o0 0.1a a.14 0.00 12.00 0.000 0.00 0.00 0.00 0.00
2 o.oe o.a2 0.68 0.81 0.00 2.00 0.000 0.00 0.00 0.00 0.00
3 0.12 1 0.04 1 1.75 2,56 0.00 12.00 0.000 0.00 0.00 0,00 0.00
4 0.16 0.07 1 3.33 5.90 0.00 12.00 0.000 0.00 0.00 0.00 0.00
5 0.21 0.11 5.41 11.30 0.00 12.00 0.000 0,00 0.00 0.00 0.00
6 0.25 0.16 7.93 19.23 0.00 12.00 0.000 0.00 0.00 0,00 0.00
7 0.29 0.21 10.86 30.09 0.01 12.01 0.000 0.00 0.00 0.00 0,00
8 0,33 0.26 14.15 44.24 1 0.01 1 12.01 0.000 0.00 0.00 0.00 0.00
9 0.37 0.33 17,75 61.99 0.01 12,01 0,001 0.00 0.00 0.00 0.00
10 0.41 0.39 21.58 83.57 0.01 12.01 0.001 0.00 0.00 0.00 0.00
11 0.45 0.46 25.59 109.17 0.01 12.01 0,001 0,00 0.00 0.00 0 00
12 0.49 0,53 29.72 138.88 o.uz 12.02 0.002 0.00 0.00 0.00 0.00
13 0.54 1 0.60 33.88 172.76 1 0.02 12.02 0.002 0.00 0.00 0.00 0.00
14 0.58 0.67 38.01 210,77 0.02 12.02 0.003 0,00 0.00 0.00 0,00
15 0.62 0.74 42.04 252.81 0.03 12.03 0.003 0.00 0.00 O.Oo 0.00
16 O.fi6 0.80 45.90 298.72 0.03 12.03 0.004 0.00 0.00 0.00 0,00
17 0.70 0.86 49.53 348.25 0.04 12.04 0,005 0.00 0.00 0.00 0.00
18 0 74 0.91 52.86 401.11 0.04 12.04 0.005 0.00 0.00 0.00 0.01
19 0.78 1 0.96 1 55.84 456.95 1 0.05 12.05 0.006 0.00 0 00 0.00 0.01
20 0.82 1.00 58.42 515.36 0.05 12.05 0.007 0.00 0.00 0.00 0.01
21 0.87 1.03 60.55 575.91 0.05 12.05 0.008 0.00 0,00 0.00 0.01
22 0.91 1.06 62.19 638.10 0,06 12.06 0.010 0.00 000 0.00 0.01
23 0.95 1.07 63.33 701.43 0.06 12.06 0.009 0,00 0.00 0.00 0.01
24 0.99 1.08 64.07 665.50 0.07 12.07 0.018 0.00 0.00 0.00 0.02
25 1.03 1.08 63.62 829.12 0 07 12.07 0.018 0.00 000 0.00 0.02
26 107 1.07 62.65 891.97 0.08 72.08 0,029 0.00 0.00 0.00 0.03
27 1.11 1.05 61.63 953.51 0.08 12.08 0033 0.00 0,00 0.00MO.O28 1.15 1.02 59.94 1013.55 0.09 12.09 0.036 0.00 0.00 0.0029 1.20 0.98 57,79 1071.34 0.09 12.09 0.039 000 0.00 00030 1.24 0 9fi 5596 1127.30 0.09 12.09 0.042 0.00 0.00 0.0031 1.28 0,94 54.70 1182.00 0.10 12,10 0.044 MO 000 0.003289 5240 1234.40 0.10 12.10 0.046 0 00 000 00033 1.36 0.84 49.14 1283.54 0A0 12.10 0.048 0000.00 0.00
34 1.40 0.79 46.07 1329.61 0.11 72.11 0,050 0.00 0.00 0.00 0.05
35 1.44 0 75 43.18 1372.79 0.11 12.11 0,051 0.00 0.00 0.00 0.05
36 1.48 0.70 40.47 1413,26 0,11 12.11 0.053 0.00 0.00 0.00 0.05
37 1.53 0.66 37.91 1451.16 0.11 12.11 0.054 0.00 0.00 0.00 0.05
38 1.57 0.63 35.49 1486.66 0.12 12.12 0.055 0.00 0.00 0.00 0.06
39 1.61 0.59 33.22 1519.88 0.12 12.12 0.056 0,00 0.00 0.00 0.06
40 1.65 0.56 31.08 1550.96 0.12 12.12 0.057 0.00 0.00 0.00 0.06
41 1.69 0.53 29.06 1580.02 0.12 12.12 0.058 0.00 0.00 0.00 0.06
42 1.73 0.50 27.16 1607.78 0.12 12.12 0.06 0,00 0.00 0.00 0.06
43 1.77 0.47 25.37 1632.55 0.13 12.13 0.06 0.00 0.00 0.00 0.06
44 1.81 0.44 23 68 1656.23 0.13 12.13 0.06 0.00 0.00 0.00 0.06
45 1.86 0.42 22.09 1678.32 0.13 12.13 0.06 0.00 0.00 0,00 0.06
46 1 1.90 1 0.39 20.59 1698.91 0.13 12.13 0.06 0.00 0.00 0.00 0.06
47 1994 0.37 19.18 1718.o9 0.13 12.13 0.06 0.00 0.00 1 0.00 1 0.06

48 1.98 0.35 17.84 1735.93 0.13 12A3 0.06 0.00 0.00 0.00 0.06
49 2.02 0.33 16.59 1752.52 0.13 12.13 0.06 0.00 111 0.00 O.OD 0.06
50 2.06 0.31 15.40 176792 0.13 12.13 0.06 0.00 000 0.00 0.06
51 2.10 0.29 14.29 1782.21 0.14 12.14 0.06 0.00 0.00 0,00 0.06
52 2.14 0.28 13,23 1795.44 0.14 12.14 0.0fi 0.00 0.00 0.00 0.06
53 2.19 0.26 12.24 1807.69 0.14 12.14 0.06 0.00 0.00 0.00 0.06
54 2.23 0,25 11.31 1818.99 0.14 12.14 0.06 0.00 0.00 0.00 0.06
55 2.27 0.23 10.43 1829,42 0.14 12.14 0.07 0.00 0.00 0.00 0.07
56 2.31 0.22 960 1839.02 0.14 12.14 0.07 0.00 0.00 0.00 0.07
57 2.35 0.21 8.81 1847.83 0.14 12.14 0.07 0.00 0.00 o.oD 0.07
58 2.39 0.19 8.08 1855.91 0.14 12.14 007 0.00 0.00 0.00 0.07
59 2.43 0.18 7,38 1863.29 0.14 12.14 0.07 0.00 0.00 0.00 0.07
60 2 47 0.17 6,72 1870.01 0.14 12.14 0.07 0.00 0.00 0,00 0.07
61 2.52 0.16 5.11 1876.12 0,14 12.14 0.07 0.00 0,00 0.00 0.07
62 2.56 0.15 5.52 1881.64 0,14 12.14 0.07 0.00 0.00 0.00 0.07
63 2.60 0.14 4.98 1886.62 0.14 12.14 0.07 0.00 0.00 0.00 0.07
64 2.64 0.14 4.46 t891.08 O.t4 12.14 0.07 0.00 0.00 0.00 0.07
65 2.68 0.13 3.97 1895.05 0.14 12.14 0 07 0.00 0.00 0.00 0.07
66 2.72 0.12 3.51 1898.56 0.14 12.14 0.07 0.00 0.00 0.00 0.07
67 2.76 0.11 3,08 1901.64 0.14 12.14 0 07 0.00 0.00 0.00 0.07
68 2.80 0.1t 2.fi7 1904.3112.14 0.07 0.00 0.00 D.ao 0.07
69 2.85 0.10 2.22 1906.60 0.14 12,14 0.07 0.00 0.00 0.00 0.07
70 2.89 0.10 1.92 1908.52 0.14 t2.14 0.07 0.00 0.00 0.00 0.07
71 2.93 0.09 1.58 1910.11 0.14 12.14 0.07 0.00 0.00 0.00 0.07
72 2.97 0.19 1.26 1911.37 0,14 12.14 0.07 0.00 0.00 0.00 0.07
73 3.01 0.08 0.96 1912,33 0.14 12.14 0.07 0.00 0.00 o.aa 0.07
74 3.05 0.08 0.67 1913.00 0.14 12.14 0.07 0.00 0.00 0.00 0.07
75 3.09 0.07 0.41 1913.41 0.14 12.14 0.07 0.00 0.00 0.00 0.07
76 3.13 0.07 0.15 1913.56 0.14 12.14 0.07 0.00 0.00 0.00 0.07
77 3.18 0.06 -0.09 1913.47 0.14 12.14 0.07 0.00 0.00 0 00 0.07
78 3.22 O.Ofi I -0.31 1913.16 0.14 12.14 0.07 0.00 0.00 0.00 0.07
79 3.26 0.06 -0.52 1912.64 0.14 12.14 0.01 0.00 0.00 0.00 0.07
80 3.30 0.05 -0.72 1911.92 0,14 12.14 0.07 0.00 0.00 0.00 0.07
81 3.34 0.05 -0.91 1911.02 0.14 12.14 0.07 000 o.oD 0.00 0,07
82 3.38 0.05 -1.08 1909,93 0,14 12.14 0.07 0,00 0.00 0.00 0.07
83 3.42 0.04 -1.25 1908.68 0.14 12.14 0.07 0.00 0.00 0.00 0.07
84 3.46 0.04 -1.41 1907.28 0.14 12.14 0.07 0.00 0.00 0.00 0.07
85 3.51 0.04 -1,55 1905.72 0.14 12.14 0.07 0.00 0.00 0.00 0.07
86 3.55 0.04 -1.69 1904.03 0.14 12.14 0.07 0.00 0.00 0.00 0.07
87 3.59 0.04 -1.82 1902.21 0.14 12.14 0.07 0.00 0.00 0.00 0.07

Pond B
1-YR 24-HR ROUTING
1.25
1
r ,
r •
r
r
0.75
LL ,
fU
C7 '
r `
r `
r `
r
r �
0.5 r ----.Inflow (cfs)
r `
r �
r �
r
0.25 '
r �� �Total Outflow(cis.)
r
i
i
0 10 20 30 40 50 60 70 80 90
TIME (MIN)

Stage-Storage Relationship
(Pond 010-YR Routing) b= 124
Ks= 21103.01
S Z
In Contour cr. Accum. Z
Contour I Area Vol. I Vol. I Stage In S In Z est.
12 17528 0 0 0
12.5 20516 9511 9511 0.5 9.16 -0.69 0.53
13.5 27740 24128 33639 1.5 10.42 0.41 146
14 32356 15024 4B663 2 10.79 0.69 1,96
15 34275 33316 81979 3 11.31 1.10 3.00
16 36252 35264 117242 4 11.67 1.39 4.00
17 38286 37269 154511 5 11.95 1.61 Soo
it
Tp= 37.37 #1 Orifice dia. 3.0000#2 Weir Length 1.3330 #3 Weir Length 12
Op= 62.12 Area 7.0686 Elevation 13.7 Elevation 16.7
Cd 0.6 Elevation 12 Cw= 3 Cw= 3
Time Inflow Stor. C.Star. Stage Elev. Outflow#1 Outflow#2 Outflow#3 Outflow#4 Total Outflow
(min.) TlTp (ds) (cp (of) (tt.) (tt.) (ds.I (cts.) ids.) (ds.) (cfs.)
0 0 0 0 0 0 12 0.00 0 0 0,00 0.00
1 0.03 0.11 3.29 3.29 0.00 12.00 0.00 0.00 0.00 0.00 0.00
2 0.05 0.44 16.43 19.72 0.00 12.00 0.00 0.00 0.00 0.00 0,00
3 0.08 0 98 42.61 62.33 0.01 12.01 0.00 0.00 0.00 0.00 0.00
4 0.11 1.74 81.63 143.96 0.02 12.02 0.00 0.00 0.00 0.00 0.00
5 0.13 2.70 133.21 277.16 0.03 12.03 0.00 0.00 0.00 0.00 0.00
6 0.16 3,87 196,95 474.11 0,05 12.05 0.01 0.00 0.00 0.00 0.01
7 0.19 5.22 272.38 746A9 0.07 12.07 0.01 0.00 0.00 0.00 0,01
8 0 21 6,76 358.95 1105.44 0,09 12.09 0.02 0.00 0.00 0 rv0 0.02
9 0.24 8.47 456.01 156144 0.12 12.12 0.03 0.00 0.00 0.00 0.03
10 0.27 10.34 562.84 2124.28 0.16 12.16 0.04 0.00 0.00 0.00 0.04
11 0.29 12,36 678.66 2802.95 0.20 12.20 0.06 0.00 0.00 0.00 0.06
12 0.32 14.51 802,62 3605.56 0.24 12.24 0.10 0,00 0.00 0.00 0.10
13 0.35 16.77 932.55 4538.11 0.29 12.29 0.11 0.00 0.00 0.00 0.11
14 1 0.37 19.14 1070,72 5608.84 0.34 12.34 0.12 0.00 0.00 0.00 0.12
15 0.40 1 21.59 1214.47 1 6823.30 0.40 12.40 0.14 0.00 I 0 00 0.00 0.14
16 0,43 1 24.11 1362.75 1 8186.05 0.47 12.47 0.15 0.00 0.00 0.00 0.15
17 0.45 1 26.68 1 1514.53 9700.58 0.53 12.53 0.16 0.00 0.00 0.00 0.16
18 1 0.48 1 29.27 1 1668.71 11369.29 0.61 12.61 0,17 0.00 0.00 0.00 0.17
19 0.51 31.88 1824.21 13193.50 0.68 12,68 0.19 0.00 0.00 0,00 0.19
20 0.54 34.49 1979.92 15173.41 0.77 12.77 0.20 0.00 0.00 0.00 0.20
21 0.56 37.07 2134.73 17308.14 0.85 12.85 0,21 0.00 000 0.00 0,21
22 0.59 39.60 2287.56 19595.70 0.94 12,94 0.22 0.00 0.00 0,00 0.22
23 0.62 42.08 2437.31 22033.01 1.04 13.04 0.23 0.00 0.00 0.00 0.23
24 0.64 44.48 2582.92 24615.92 1.13 13.13 0.24 0.00 0.00 0.00 0.24
25 0.67 46.79 2723.36 27339,28 1.23 13,23 0.26 0.00 0.00 0.00 0.26
26 C.70 48.98 1 2857,63 30196.91 1.34 13.34 0.27 0.00 0.00 0.00 0.27
27 0.72 51.05 2984.79 33181.70 1.44 13.44 0.28 0.00 0.00 0.00 0.28
28 0.75 52.97 3103,92 36285,61 1.55 13.55 0.29 0.00 0,00 0.00 0.29
29 0.78 5474 3214.18 39499.80 1.66 Woo 0.30 0.00 0,00 0.00 0.30
30 0.80 56.35 3314.80 42814.60 1.77 13.77 0.31 0.29 0.00 0.00 0.60
31 0.83 57.77 3387.Bfi 4620246 1.88 13'88 0.32 0.74 0.00 0.00 1.06
32 0.86 59.01 3440.11 %642.57 2.00 14.00 0.33 1.19 0.00 0.00 1.52
33 0.88 60.05 3480.77 53123.34 2.11 14.11 0.34 1.64 0.00 0.00 1.97
34 0.91 60.88 3509.43 56632.78 2.22 14.22 0.35 2.08 0.00 0.00 2.43
35 0.94 61.51 3525.77 60158.54 2.33 14.33 0.36 2.53 0.00 0.00 2.88
36 0.96 61.91 3529.54 6368B.08 2,44 14.44 0.36 207 0.00 0.00 3.33
37 0,99 62A0 3520.61 67208.70 2.55 14.55 0.37 3.40 0.00 0.00 3.78
38 1.02 6 08 3498.93 70707.63 2.66 14.66 0.38 3.83 0.00 0.00 4.21
39 1.04 61.83 3464.54 74172.17 2.76 14.76 1 0.39 1 4.25 0.00 0.00 4.64
40 1.07 61.36 3417.56 77589.73 2.87 14.87 0.40 4.66 0.00 0.00 5,05
41 1.10 60.68 3358.22 80947.96 2.9fi 14.96 0.40 5.06 0.00 0.00 5.46
42 1.12 59.80 328fi.83 84234.79 3.06 15.06 0.41 5 45 0.00 0.00 5.85
43 1.15 58.71 3203.79 87438.58 3.16 15.16 0.42 5.82 0.00 0.00 6.24
44 1.18 57.42 3109. 7 190548.15 3.25 15.25 0.42 6.18 0.00 0,00 6.60
45 1.20 55.95 3004 74 93552.89 3.33 15.33 0.43 6 53 0.00 0.00 6.96
46 1.23 54.30 2889.94 96442 83 3.42 15.42 0.43 6.86 0.00 0.00 7.29
47 1.26 54,07 2813.35 99256.18 3.50 15.50 0,44 7,18 0,00 0.00 7.62
48 11.28 53.84 1 2779.96 102036.14 3.58 15.58 0.44 7.50 0,00 0.00 7.94

49 1.31 51.83 2693.59 104729.73 3.fi5 15.65 045 7.80 0.00 0.00 8.25
50 1.34 49.90 2556,85 107286.58 3.72 15.72 0.45 8.09 0.00 0.00 8.54
51 7.36 48.04 2425.54 109712.15 3.79 15.7: ).46 8.36 0.00 0.00 8.82
52 1.39 46.25 2299.45 112011,58 3.86 15.Bfi 0.46 8.62 0.00 0.00 9.08
53 1.42 44.52 2178,38 114189.95 3.92 15.92 0.46 8.86 0.00 0.00 9.32
54 1.45 42.66 2062. 1 -1162 22.06 3.97 15.97 0.47 9.09 0.00 0,00 9.56
55 1.47 41.26 1950.47 118202.53 4,03 16.03 0,47 9.30 0.00 0.00 9.77
56 1.50 39.73 1843.27 120045.89 4.08 16,08 047 9.51 0.00 0.00 9.98
57 1.53 38.24 1740.34 121786.14 4.12 16.12 048 9.70 0.00 0.00 10.17
58 1.55 36.82 1641.50 123427.64 4.17 16.17 048 9.88 0.00 0,00 10.35
59 N. 35 45 1546.fi2 124974 26 4.21 16.21 0.48 10.05 0.00 0.00 10.53
60 1.61 34.12 1455.51 126429.77 4.25 16.25 0,48 10.20 0.00 0.00 10.69
61 1.63 32.85 1368.05 12779Z82 4,29 16,29 0.49 10.35 0.00 0.00 10.84
62 1.66 31.63 1284.10 129081.92 4.32 1fi.32 0.49 10.49 0.00 0.00 10.98
63 169 3045 1203.50 130285,42 4,36 16.36 0.49 10.62 0.00 0.00 11.11
64 1.71 29.31 1126.15 131411.57 4,39 16.39 0.49 10.74 0.00 0.00 11.23
65 1,74 28.22 1051.90 132463.47 9.41 16.41 0.49 10.86 0.00 0.00 11.35
fib 1.77 27.17 980.64 133444.11 4,44 16,44 0.49 10.96 0.00 0.00 11.46
67 1.79 26.15 912.27 134356 38 4.47 16.47 0.50 11.06 0.00 0.00 11.56
68 1.82 25.18 846.66 13520003 4.49 16.49 0.50 11.15 0.00 0.00 11.65
69 1.85 24.24 783.70 1359B6.74 4.51 16.51 0.50 11.24 0.00 0.00 11.73
70 1.87 23.34 1 723.31 136710.05 4.53 1fi.53 0.50 11.31 0.00 0.00 11.B1
71 1.90 22.47 665.38 137375.43 4.55 16.55 0.50 11.38 0.00 0.00 11.88
72 1.93 21.63 609.Bt 13798524 4.56 16.56 0.50 ... .. 0.00 0.00 11.95
73 1.95 20.82 55fi.52 138541.76 4.58 15.58 0.50 11.51 0.00 0.00 12.01
74 1.98 20.05 505.42 139047.18 4.59 16.59 0.50 11.56 0.00 0.00 12.06
75 2.01 19.30 456.42 139503.61 4.60 16.60 0.50 11.61 0.00 0.00 12.11
76 2.03 18.58 409.45 139913.06 4.61 16.61 0.50 11.66 0 00 0.00 12.16
77 2.06 t7.89 364.43 140277.1 462 16.62 0.50 11.69 0.00 0.00 12.20
78 2.09 17.22 321.28 140598.76 4.63 16.63 0.50 11.73 0.00 0.00 12.23
79 2.11 16.58 279.93 140878.69 4.64 16.64 0.50 11.76 0.00 0.00 12.26
80 2.14 15.96 240.31 141119 00 4.65 16.65 0.51 11.78 0.00 0.00 12.29
81 2.17 15.36 202.36 141321.36 4.fi5 16.65 0.51 11.Bt 0.00 000 12.31
82 2.t9 t4.79 166.01 141487.37 4.66 16.66 0.51 1162 0.00 000 12.3
83 2.22 14.24 131.21 141618.58 4 66 16.66 0.51 11.84 0.00 0.,00 12.3 4
84 2.25 13.7t 97.89 141716.46 4,66 1
16.66 1 0.51 11.35 0.00 0.00 12.35
85 2.27 13.20 65.99 14178245 4.66 i6.66 0.51 11.85 0.00 0.00 12.36
8fi 2.30 12.71 35.47 141817.92 4.67 16.67 0.51 11.B6 0,00 0.00 12.36
87 2.33 t223 6.26 141824.18 4.67 16.67 0.51 17.86 0.00 0.00 12.36
88 2.35 1178 -21.67 141802.51 4.6fi 166fi 0.51 1L86 0.00 0.00 12.36
89 2.38 11 -48.39 141754,13 4.66 16.66 0,51 11.85 0.00 0.00 12.36
90 2.41 10.91 -73.92 141680.20 4.66 16,66 0.51 11.84 0.00 0.00 12.35
91 2.44 10.51 -98.34 141581.87 4.66 16.66 0.51 1163 0.00 0 00 12.34
92 2.46 10,12 -121.66 141460.21 4,66 16.66 0.51 11.82 0.00 0.00 12.33
93 2.49 -9.74 -143.94 141316.27 4.65 16.65 0.51 11.80 0.00 '0.00 12.31
94 2.52 9.38 -165.22 141151.05 4.65 1fi.65 O.St 11.79 0.00 0.00 12.29
95 2.54 9.03 -185.53 140965,53 4.64 16.64 0.51 11.77 0.00 0.00 12.27
96 2.57 8.69 -204.91 140760.62 4.64 16.64 0.50 t175 0.00 0.00 12.25
97 2.60 8.36 -223.39 t40537.23 4.63 16.63 0.50 11.72 o.ao 0.00 1223

Pond B
10-YR ROUTING
75
70
65
60
55
50
cn U- 45 I !'
U_
C7 40 :�
35
30
25 11 I I ____.Inflow (cfs)
20
15
Total'Outflow(cfs.)
15
0
0 10 20 30 40 50 60 70 80 90
TIME (MIN)

Determining the Skimmer Size
and the Required Orifice
for the
Faircioth Skimmer® Surf ace Drain
November 2007
Important note: The orifice sizing chart in the Pennsylvania Erosion
Control Manual and reproduced in the North Carolina Design Manual
DOES NOT APPLY to our skimmers. It will give the wrong size orifice
and not specify which size skimmer is required. Please use the
information below to choose the size skimmer required for the basin
volume provided and determine the orifice size required for the drawdown
time, typically 4-7 days in Pennsylvania and 3 days in North Carolina.
The size of a Faircloth Skimmer®, for example a 4" skimmer, refers to the maximum diameter of
the skimmer inlet. The inlet on each of the B sizes offered can be reduced to adjust the flow rate
by cutting a hole or orifice in a plug using an adjustable cutter(both supplied).
Determining the skimmer size needed and the orifice for that skimmer required to drain the
sediment basin's volume in the required time involves two steps: First, determining the size
skimmer required based on the volume to be drained and the number of days to drain it; and
Second, calculate the orifice size to adjust the flow rate and "customize"the skimmer for the
basin's volume. The second step is not always necessary if the flow rate for the skimmer with
the inlet wide open equals or is close to the flow rate required for the basin volume and the
drawdown time.
Both the skimmer size and the required orifice radius for the skimmer should be shown for each
basin on the erosion and sediment control plan. Make it clear that the dimension is either the
radius or the diameter. It is also helpful to give the basin volume in case there are questions.
During the skimmer installation the required orifice can be cut in the plastic plug using the
supplied adjustable cutter and installed in the skimmer using the instructions provided.
The plan review and enforcement authority may require the calculations showing that the
skimmer used can drain the basin in the required time.
Determining the Skimmer Size
Step 1. Below are approximate skimmer maximum flow capacities based on typical draw
down requirements,which can vary between States and jurisdictions and watersheds. If one 6"
skimmer does not provide enough capacity, multiple skimmers can be used to drain the basin.
For drawdown times not shown, multiply the 24-hour figure by the number of days required.
Example:A basin's volume is 29,600 cubic feet and it must be drained in 3 days. A 3" skimmer
with the inlet wide open will work perfectly. (Actually, the chart below gives 29,322 cubic feet but
this is well within the accuracy of the calculations and the basin's constructed volume.)
Example: A basin's volume Is 39,000 cubic feet and it must be drained in 3 days. The 3"
skimmer is too small; a 4" skimmer has enough capacity but it is too large, so the inlet will need
November 6, 2007 1

to be reduced using step 2 to adjust the flow rate for the basin's volume. (It needs a 3.2"
diameter orifice.)
1%11 skimmer: 1,728 cubic feet in 24 hours 6,912 cubic feet in 4 days
with a 1'/2" head 3,456 cubic feet in 2 days 12,096 cubic feet in 7 days
5,184 cubic feet in 3 days
2" skimmer: 3,283 cubic feet in 24 hours 13,132 cubic feet in 4 days
with a 2" head 6,566 cubic feet in 2 days 22,982 cubic feet in 7 days
9,849 cubic feet in 3 days
21/z" skimmer: 6,234 cubic feet in 24 hours 24,936 cubic feet in 4 days
with a 2.5" head 12,468 cubic feet in 2 days 43,638 cubic feet in 7 days
Revised 11-6-07 18,702 cubic feet in 3 days
3" skimmer: 9,774 cubic feet in 24 hours 39,096 cubic feet in 4 days
with a 3" head 19,547 cubic feet in 2 days 68,415 cubic feet in 7 days
29,322 cubic feet in 3 days
4" skimmer: 20,109 cubic feet in 24 hours 80,436 cubic feet in 4 days
with a 4" head 40,218 cubic feet in 2 days 140,763 cubic feet in 7 days
Revised 11-6-07 60,327 cubic feet in 3 days
5" skimmer: 32,832 cubic feet in 24 hours 131,328 cubic feet in 4 days
with a 4" head 65,664 cubic feet in 2 days 229,824 cubic feet In 7 days
98,496 cubic feet in 3 days
6" skimmer: 51,840 cubic feet in 24 hours 207,360 cubic feet in 4 days
with a 5" head 103,680 cubic feet in 2 days 362,880 cubic feet in 7 days
155,520 cubic feet in 3 days
8" skimmer: 97,978 cubic feet in 24 hours 391,912 cubic feet in 4 days
with a 6' head 195,956 cubic feet in 2 days 685,846 cubic feet in 7 days
CUSTOM 293,934 cubic feet in 3 days
MADE BY ORDER CALLI
Determining the Orifice
step 2. To determine the orifice required to reduce the flow rate for the basin's volume and the
number of days to drain the basin, simply use the formula volume+ factor(from the chart
below)for the same size skimmer chosen in the first step and the same number of days.This
calculation will give the area of the required orifice. Then calculate the orifice radius using Area
=Tr r2 and solving for r, r = (Area13.14) .The supplied cutter can be adjusted to this radius to
cut the orifice in the plug. The instructions with the plug and cutter has a ruler divided into tenths
of inches. Again,this step is not always necessary as explained above.
An alternative method is to use the orifice equation with the head for a particular skimmer
shown on the previous page and determine the orifice needed to give the required flow for the
volume and draw down time. C = 0.59 is used in this chart.
Example: A 4" skimmer is the smallest skimmer that will drain 39,000 cubic feet in 3 days but a
4" inlet will drain the basin too fast (in 1.9 days) To determine the orifice required use the factor
of 4,803 from the chart below for a 4" skimmer and a drawdown time of 3 days. 39,000 cubic
November 6, 2007 2

feet+4,803 = 8.12 square inches of orifice required. Calculate the orifice radius using Area=a
r2 and solving for r, r= (8.12/3.14) and r= 1.61". As a practical matter 1.6" is about as close
as the cutter can be adjusted and the orifice cut..
Factors (in cubic feet of flow per square inch of opening through a round orifice with the head
for that skimmer and for the drawdown times shown)for determining the orifice radius for a
basin's volume to be drained. This quick method works because the orifice is centered and has
a constant head (given above in Step 1).
1 V skimmer: 960 to drain in 24 hours 3,840 to drain in 4 days
1,920 to drain in 2 days 6,720 to drain in 7 days
2,880 to drain in 3 days
2" skimmer: 1,123 to drain in 24 hours 4,492 to drain in 4 days
2,246 to drain in 2 days 7,861 to drain in 7 days
3,369 to drain in 3 days
2V skimmer: 1,270 to drain in 24 hours 5,080 to drain in 4 days
Revised�11-6-07 2,540 to drain in 2 days 8,890 to drain in 7 days
3,810 to drain in 3 days
3" skimmer: 1,382 to drain in 24 hours 5,528 to drain in 4 days
2,765 to drain in 2 days 9,677 to drain in 7 days
4,146 to drain In 3 days
4" skimmer. 1,601 to drain in 24 hours 6,404 to drain in 4 days
Revised 11-6-07 3,202 to drain in 2 days 11,207 to drain in 7 days S
4,803 to drain in 3 days
5" skimmer: 1,642 to drain in 24 hours 6,568 to drain in 4 days
3,283 to drain in 2 days 11,491 to drain in 7 days
4,926 to drain in 3 days
6" skimmer: 1,814 to drain in 24 hours 7,256 to drain in 4 days
3,628 to drain in 2 days 12,701 to drain in 7 days
5,442 to drain in 3 days
8" skimmer: 1,987 to drain in 24 hours 7,948 to drain in 4 days
3,974 to drain in 2 days 13,909 to drain in 7 days
5,961 to drain in 3 days
J.W.Faircloth & Son, Inc.
post office Box 757
412-A Buttonwood Drive
Hillsborough, North Carolina 27278
Telephone [phone] FAX[phone]f6
FalrclothSkimmer.com [e-mail]
Ofte sizing Revised 2-2-01;3-3-05;2-1-07;11-6-07
November 6, 2007 3

SEDIMENT BASIN ' - '"" `-"
RUNOFF CALCULATIONS
RATIONAL METHOD: Q=CIA
RETURN PERIOD: 10 YEARS
T[: 5 MIN.
INTENSITY: 8.85 IN/HR 10-yr
RUNOFF COEFFICIENTS: 0.25 (PRE-DEVELOPMENT)
450550 SF
DRAINAGE AREA TO SEDIMENT POND=
10.34 AC
QrOYF= 22.88 CFS
DISTURBED AREA 10.34 ACRES
SEDIMENT RATE= 3600 CF/ACRE
REQUIRED STORAGE VOL= 37236 CF
PROVIDED STORAGE VOL= 83349 CF EL 12
REQUIRED SURFACE AREA= 9955 SF
PROVIDED SURFACE AREA= 17528 5F EL 12
SKIMMER SIZING
REQUIRED STORAGE VOL= 37236 CF
DEWATERING TIME 3 DAYS
0a= 12411.846 CF/DAY
TRY 4"SKIMMER(37,236 CF in 3 days)
H(HEAD ON ORIFICE)= 0.333 FT
4"SKIMMER FACTOR= 4803
ORIFICE AREA= 7.7525592 IN'
ORIFICE DIAMETER= 3.14 IN(USE 3.1"ORIFICE)

Narrative
The Preserve at Carteret Place-Phase 2
Morehead City, NC 28557
August 24,2016
Owner:
Brown Investment Properties Inc.
c/o Chester Brown,111 ,,0%10 CA„,#
440 West Market Street Q(N�.�•�Rp��.,��
Greensboro,NC 27401 ��,.QFESS�p•.•2T''�
[phone]
Engineer:
. s
Stroud Engineering, Y.A. :Ci�•:;�NGINEEo'"!�Q•'��
107-B Commerce Street '�, C R•••• .•'
Y.
Greenville,NC 27858 ,I���4r�!t� rP,�,,, ,• , /
[phone] ext. 233
1. General Information
a. Name:
The Preserve at Carteret-Phase 2
b.Address:
316 Friendly Rd, Morehead City,NC 28557
c. Acreage in Tract: �p
29.629+/-acres E C E' V E
d. Disturbed Acreage:
13.8 acres AUG 3 0 2016
e. Wetlands Acreage:
6.781 +/-acres
F.Ownership Information BY:
Brown Investment Properties Inc.
c/o Chester Brown,III
440 West Market Street
Greensboro,NC 27401
PIN: 6376.13.14.8030
Deed Book 1540,Page 336
g. Development Proposal
The Preserve at Carteret Place-Phase 2 includes the construction of a multifamily development on
the south side of Galantis Drive permitted in Phase I under SW 8 160613, issued July 13,2016. The
property is located at 316 Friendly Road in Morehead City,Carteret County approximately three-tenths
of a mile on the right from the intersection of US Highway 70 and Friendly Road.
A portion of the site presently drains to the south to a thirty-six inch culvert and eventually into
Peletier Creek which is classified as SB. The remaining portion drains to the north and east into Calico
Creek,classification SC.
It. Pre 1988 BUA
There is no pre 1988 BUA.
i. Phasing of Project:
Phase I consists of Galantis Drive and Pond A,sized to treat Galantis Road and additional
residential development, Phase 2 includes the construction
impervious proposed within Phase 2 for the reside p
of eight multifamily buildings with associated parking/drives and amenities for the development. A
second pond, Pond B, is designed to treat impervious within this phase(impervious south of wetlands).

j. Proposed wastewater and water supply.
Project is proposed to be served by Town of Morehead City sewer and water.
It. Historic Sites
"There are no known historic sites associated with any of the parcels.
1. Non-Compliance
There are no known non compliance issues.
II. Stormwater Information
a. Project is located in the White Oak River Basin on Friendly Rd.Drains to Peletier Creek,20-36-1 I, SB and
Calico Creek,21-32,SC, BQW. The proposed wet detention pond outfalls to Peletier Creek.
b. The stormwater design is high density based upon future development totaling more than 24%of tract built
upon area.
c. The proposed total impervious area is approximately 35.77%for Phases I and 2 combined of the total bract
area.
d. Drainage areas are delineated.for Ponds A and B. Built upon area from Galantis Drive will be collected
and directed to Pond A. No additional drainage area other than included in this submittal will be allowed to
drain to the right of way of Galantis Drive and Pond A. Adjacent acreage to the north or Galantis Drive
must provide additional on-site BMP(s)for development. Pond B will treat the drainage area on the south
side of the wetlands located predominately in the middle of the tract.
e. Project is not within the 30' coastal buffer requirement.
f Project is not within the 75' Area of Environmental concern.
g. There is no off site runoff coming onto the site or into the proposed BMP
h. Road construction access across other property is not necessary to access this project.
i. This modification request revises Drainage Area I to Pond A based on the actual site development plan and
allocates the proposed impervious within this drainage area accordingly.The depth of pond has also been
revised for Pond A from the calculated 5.29 to 5.5 feet used in the SA/DA charts.The request also includes
Drainage Area 2 to Pond B to complete the development within Phase 2 of the project.
III. Coastal Stormwater Regulations
The North Carolina Division of Environmental Management implemented coastal stormwater regulations in
coastal counties on January I, 1988, These regulations are detailed in 15 NCAC 21-1.1000 Stormwater
Management. The project is being submitted as other coastal development, high density under 15 NCAC
211.1005 (a)(3)(13)Other Coastal Development.
IV. Erosion and Sedimentation Control Measures
The following measures are proposed for the site. If it becomes evident that additional erosion
and sedimentation control measures are needed,they shall be installed immediately. It is intended that
all grading and excavation activities within a certain area will be protected as soon as that activity is
complete.
1. Sediment Fence—Sediment fence will be utilized as necessary in locations as shown on plans or
as deemed necessary by the engineer to insure off-site sedimentation is controlled.
2. Seeding—All disturbed areas will be seeded within 14 days following construction in accordance
with the seeding schedule shown on the plans.

3. Stone Construction Entrance — Slone construction entrance will be used to reduce transport of
sediment off site.
4. Sediment Basins-The detention pond to be constructed will serve as a sediment basin during
construction. This project requires a storage sediment rate at 3600 of/acre of disturbance and
required surface area is based on the 10-year storm. lipmt completion and stabilization of project
the pond shall be cleaned to the original design depth.
V. Maintenance Plan
1. All erosion and sediment control measures shall be checked for stability and effective operations
following every runoff producing rainfall event or at least once per week. Repairs required shall
be completed immediately to the dimension and functions indicated on the plans.
Z Sediment shall be removed from behind the sediment fencing when it becomes 0.5 feet deep at the
fence. The fence shall be replaced or repaired as necessary to maintain a barrier.
3. All seeded areas shall be fertilized, seeded and mulched within 14 calendar days of disturbance.
Disturbed areas shall be fertilized, reseeded and mulched as necessary according to the Contract
documents to establish and maintain a dense vegetative cover.
VI. Construction Sequence
1. Install gravel construction entrance and silt fencing at specified locations.
2. Clear and grub site,remove bees.
3. Install silt fencing as shown on plans,within areas of construction.
4. Excavate, rough grade and temporarily seed stotmwater detention basin, with outlet/overflow
device.
5. Rough grade parking and drives.
6. Install water,sewer and storm drainage with inlet protection.
7. Fine grade site,parking,drives and building pads.
8. Seed and mulch all areas of disturbance not to be paved within 7 days of land disturbance.
9. Install curb and gutter and place CABC.
10. Begin building construction.
11. Pave drives and parking areas.
12. Perform final grading, seed and mulch all remaining disturbed areas. Install all plants per
landscaping and pond vegetation plans.
13. Remove silt fence and regrade wet detention pond to design specifications.
VIt. Design Assumptions
1. Design storm is ten years for both culvert design and sediment control.
2. The rational method was used for the design.

For DEQ Use ONLY
Reviewer:
North Carolina Department of Environmental Quality Suernd
Request for Express Permit Review '( Gv�
Time'. 0
conlirin
FILL-IN all the information below and CHECK the Permits)you are requesting for express review. Call and Email the completed form to the
Permit Coordinator along with a completed DETAILED narrative site plan(PDF file)and vicinity map(same items expected in the application
acp kage of the project location.Please include this form in the application package.
Region-Alison Davidson 828-296-4698;alison.davidsont*ncdenr.gov Provided Existing Permits
• Asheville Re
g related to this Proiect
• Fayetteville or Raleigh Region-David Lee 919-791-4203;david.lee(a). cdenrgov
• Mooresville or Winston Salem-Marcia Allocco 704.235-2107;marcia.allocco(dncdenr.gov SW—
Washington Region-Lyn Hardison 252-948.3842 or lvn.hardison(a)ncdenrgov SW
• SW_
• Wilmington Region-Cameron Weaver 910-796-7303 or cameron.weavertancdenr.aov NPDES
NOTE:Project application received after 12 noon will be stamped in the following work day. NPDES
Wa_
Project Name:THE PRESERVE AT CARTERET PLACE County:CARTERET WQ
Applicant:JASON WHITLATCH Company: BROWN INVESTMENT PROPERTIES INC. E&S_
Address:440 WEST MARKET STREET City: GREENSBORO,State: NC Zip:27401-_ E&S_
Phone:[phone], Fax:[phone],Email: [e-mail] Other
Physical Location:316 FRIENDLY ROAD, MOREHEAD CITY NC 28557
Project Drains into PELETIER CREEK&CALICO CREEK waters-Water classification SB/SC(DWR Surface Water Classifications Map)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters?N,within%mile and draining to class SA waters N or within 1 mile
and draining to class HOW waters?Y
Engineer/Consultant:GINGER Y.TURNER Company: STROUD ENGINEERING.P.A. �/ �`�
Address: 107-B COMMERCE STREET City: GREENVILLE, State: NC Zip: 27858-_ CSI,
Phone: [phone], Fax:[phone], Email:gL=@stroudengineer.com
PLEASE PROVIDE ESTIMATED INVESTMENT AND EXPECTED EMPLOYMENT, IF AVAILABLE
$_ #_JOBS
SECTION ONE: REQUESTING A SCOPING MEETING ONLY RECD AUG-0 3 2016
❑Seeding Meeting ONLY ❑ DWR, ❑DCM, ®DEMLR, ❑ 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 ft or_acres)
❑ 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 1#Treatment Systems; ❑ High Density-Infiltration _#Treatment Systems
❑High Density-Bio-Retention _#Treatment Systems ❑ High Density-SW Wetlands _# Treatment Systems
❑High Density-Other _#Treatment Systems/®MOD:E]Major❑ Minor❑Plan Revision ❑Redev.Exclusion SW 8160613(Provide permit#)
❑Coastal Management ❑ Excavation&Fill ❑Bridges&Culverts ❑Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
4®Land Quality ® Erosion and Sedimentation Control Plan with 13.8 acres to be disturbed. (CK# &Amt. (for DEQ use))
SECTION THREE-PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT(for both scopinq 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 wl US ACOE: ®Yes ❑ No Permit
Received from US ACOE®Yes❑No
for DEQ use only
Fee Split for multiple permits: Check# Total Fee Amount
SUBMITTAL DATES Fee SUBMITTAL DATES Fee
CAMA $ Variance(❑Maj;El Min) $
SW(❑HD,❑LID,❑Gen) $ 401: $
LQS $ Stream Deter— $
NCDEQ EXPRESS March 2016

Narrative
The Preserve at Carteret Place-Phase 2
.Morehead City, NC 28557
August 3, 2016
Owner:
Brown Investment Properties Inc.
c/o Chester Brown, III
440 Nest Market Street
Greensboro, NC 27401
[phone]
Engineer:
Stroud Engineering, P.A.
107-13 Commerce Street
Greenville, NC 27858
[phone] ext. 233
I. General Information
a. Name:
The Preserve at Carteret-Phase 2
b. Address:
316 Friendly Rd,Morehead City,NC 28557
c.Acreage in Tract:
29.629+/-acres
it. Disturbed Acreage:
13.8 acres
e. Wetlands Acreage:
6.781 +/- acres
f. Ownership Information
Brown Investment Properties Inc.
c/o Chester Brown, 111
440 West Market Street
Greensboro,NC 27401
PIN: 6376.13.14.8030
Deed Book 1540, Page 336
g. Development Proposal
The Preserve at Carteret Place-Phase 2 includes the construction of a multifamily development on
the south side of Galantis Drive permitted in Phase 1 under SW8 160613, issued July 13,2016. The
property is located at 316 Friendly Road in Morehead City, Carteret County approximately three-tenths
of a mile on the right from the intersection of US Highway 70 and Friendly Road.
A portion of the site presently drains to the south to a thirty-six inch culvert and eventually into
Peletier Creek which is classified as SB. The remaining portion drains to the north and east into Calico
Creek,classification SC.
h. Pre 1988 BUA
There is no pre 1988 BUA.
i. Phasing of Project
Phase I consists of Galantis Drive and Pond A, sized to treat Galantis Road and additional
impervious proposed within Phase 2 for the residential development. Phase 2 includes the construction
of eight multifamily buildings with associated parking/drives and amenities for the development.A
second pond, Pond 13,is designed to treat impervious within this phase(impervious south of wetlands).

j. Proposed wastewater and water supply.
Project is proposed to be served by Town of Morehead City sewer and water.
k. historic Sites
There are no known historic sites associated with any of the parcels.
I. Non-Compliance
There are no known non compliance issues.
II. Stormwater Information
a. Project is located in the White Oak River Basin on Friendly Rd. Drains to Peletier Creek, 20-36-11, S13 and
Calico Creek,21-32, SC, I IQW. The proposed wet detention pond outfalls to Peletier Creek.
b. The stonmwater design is high density based upon future development totaling more than 24%of tract built
upon area.
c. The proposed total impervious area is approximately 31.84% for Phases I and 2 combined of the total tract
area.
d. Drainage areas are delineated for Ponds A and 13. Built upon area from Galantis Drive will be collected
and directed to Pond A. No additional drainage area other than included in this submittal will be allowed to
drain to the right of way of Galantis Drive and Pond A. Adjacent acreage to the north or Galantis Drive
must provide additional on-site BMP(s)for development. Pond B will treat the drainage area on the south
side of the wetland located on the tract.
c. Project is not within the 30' coastal buffer requirement.
f. Project is not within the 75' Area of Environmental concern.
g. There is no off site runoff coming onto the site or into the proposed PIMP
h. Road construction access across other property is not necessary to access this project.
i. This modification request revises Drainage Area I to Pond A based on the actual site development plan and
allocates the proposed impervious within this drainage area accordingly. The request also includes
Drainage Area 2 to Pond 13 to complete the development within Phase 2 of the project.
111. Coastal Stormwater Regulations
The North Carolina Division of Environmental Management implemented coastal slormwater regulations in
coastal counties on January 1, 1988. These regulations are detailed in 15 NCAC 211.1000 Stormwater
Management. The project is being submitted as other coastal development, high density under 15 NCAC
2H.1005 (a)(3)(B)Other Coastal Development.
IV. Erosion and Sedimentation Control Measures
The following measures are proposed for the site. If it becomes evident that additional erosion
and sedimentation control measures are needed,they shall be installed immediately. It is intended that
all grading and excavation activities within a certain area will be protected as soon as that activity is
complete.
I. Sediment Pence— Sediment fence will be utilized as necessary in locations as shown on plans or
as deemed necessary by the engineer to insure off-site sedimentation is controlled.
2. Seeding—All disturbed areas will be seeded within 14 days following construction in accordance
with the seeding schedule shown on the plans.
3. Stone Construction Entrance — Stone construction entrance will be used to reduce transport of
sediment off site.
4. Sediment Basins-The detention pond to be constructed will serve as a sediment basin during
construction. This project requires a storage sediment rate at 3600 cf/acre of disturbance and

required surface area is based on the 10-year storm. Upon completion and stabilization of project
the pond shall be cleated to the original design depth.
V. Maintenance Plan
1. All erosion and sediment control measures shall be checked for stability and effective operations
following every runoff producing rainfall event or at least once per week. Repairs required shall
be completed immediately to the dimension and functions indicated on the plans.
2. Sediment shall be removed from behind the sediment fencing when it becomes 0.5 feet deep at the
fence. The fence shall be replaced or repaired as necessary to maintain a barrier.
3. All seeded areas shall be fertilized, seeded and mulched within 14 calendar days of disturbance.
Disturbed areas shall be fertilized, reseeded and mulched as necessary according to the Contract
documents to establish and maintain a dense vegetative cover.
VL Construction Sequence
I. Install gravel construction entrance and silt fencing at specified locations.
2. Clear and grub site, remove trees.
3. Install silt fencing as shown on plans,within areas of construction.
4. Excavate, rough grade and temporarily seed stormwater detention basin, with outlet/overflow
device.
5. Rough grade parking and drives.
6. Install water,sewer and storm drainage with inlet protection.
7. Pine grade site,parking, drives and building pads.
8. Seed and mulch all areas of disturbance not to be paved within 7 days of land disturbance.
9. Install curb and gutter and place CABC.
10. Begin building construction.
11. Pave drives and parking areas.
12. Perform final grading, seed and mulch all remaining disturbed areas. Install all plants per
landscaping and pond vegetation plans.
13. Remove silt fence and regrade wet detention pond to design specifications.
VI I. Design Assumptions
1. Design storm is ten years for both culvert design and sediment control.
2. The rational method was used for the design.

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Weaver, Cameron
From: Ginger Turner <[e-mail]>
Sent: Wednesday, August 03, 2016 2:33 PM
To: Weaver, Cameron
Cc: 'Chester Brown III'; Ron Cullipher, Lance Ramsey;[e-mail]
Subject: Express Request for Modification SW8 160613-The Preserve at Carteret Place
Attachments: Express Request Submittal 16_0803.pdf
Cameron,
Please see the attached request for Express Review to include modification to SW8 160613 and Erosion Control permit
for additional acreage. Let me know if you have any questions.
Thanks,
Ginger Turner, PE
Senior Engineer
Stroud Engineering, PA
107B Commerce Street
Greenville, NC 27858
252-756-9352 x233
Click here to upload files.
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STROU ENGINEERING, P.A.H KRVT UG OCR 4 ° H@W04VZ%1L
estron Plaza Two
151A Hwy. 24
Morehead City, NC 28557
DATE JOB NO.
8/30/2016 PM1558BIP-001
[phone] ATTENTION
Christine Hall
TO RE:
NCDEQ-DEMLR The Preserve at Carteret Place-Phase 2
127 Cardinal Drive Extension
Wilmington, NC 28405
WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items:
Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications
Copy of letter ❑ Change order ❑
COPIES DATE NO. DESCRIPTION
2 SWU-101 SW401-Wet Detention Basin, SW401-Wet Detention Basin O&M
1 Express Fee $4000.00#513
1 Narrative
1 Quad Ma
1 Calculations
1 1 Soils Report UG 3 0 2016
1 Deed
1 Si nee Documentation 13Y'�-----
2 Plans
THESE ARE TRANSMITTED as checked below:
X1 For approval ❑ Approved as submitted ❑ Resubmit copies for approval
❑ For your use ❑ Approved as noted ❑ Submit copies for distribution
❑ As requested ❑ Returned for corrections ❑ Return corrected prints
❑ For review and comment ❑
❑ FORBIDS DUE ❑ PRINTS RETURNED AFTER LOAN TO US
REMARKS
Please contact Ginger Turner with any questions or comments.
phone: [phone] ext. 233
email: [e-mail]
Thank You
COPY TO
SIGNED:
If enclosures are not as noted,kindly notify us at once.

DEMLR USE ONLY
ved Pai inilN tuber.
Applic4ble Ru es: ❑Coastal SW-109t ❑Coastal SW-2008 ❑ Ph II- Post onstruction
(select all that apply) ❑ Non-Coastal SW-HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑Other WQ M mt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Energy, Mineral and Land Resources
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an 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.):
The Preserve at Carteret Place
2. Location of Project(street address):
316 Friendly Road
City:Morehead City Cou n ty:Ca rteret Zip:28557
3. Directions to project(from nearest major intersection):
From the intersection of Highways US70 and NC24 continue straight on US70E approximately 1.5 miles to
Friendly Road.Take a left onto Friendly Road and stay straight 0.3 miles. Project located on right at
intersection with Gordon Court.
4. Latitude:34°43'48" N Longitude:76°45' 51" W of the main entrance to the project.
IT. PERMIT INFORMATION:
1.a.Specify whether project is (check one): ❑New ®Modification ❑ Renewal w/ Modificationt
tRenewals zoith modifications also requires SWU-102-Renewal Application Form
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number Ib`J1uI3 ,its issue date (if known) and the status of
construction: ❑Not Started ❑Partially Completed* ❑ Completed* *provide a designer's certification
2. Specify the type of project(check one):
❑Low Density ®High 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
DEMLR 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):
❑LAMA Major ®Sedimentation/Erosion Control: 13.8 ac of Disturbed Area
❑NPDES Industrial Stormwater ®404/401 Permit: Proposed Impacts 0.10 ac cumulative Ph 1 &2
b.If any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit:
5. Is the project located within 5 miles of a public airport? ®No V G
If yes,see S.L. 2072-200, Part Vl:htt ortal.ncdenr.or web Ir rules-and-re ula ' ems-^
AUG 3 0 2016
Form SWU-101 Version Oct.31,2013 Page I of B�'---

Ill. .CONTACT INFORMATION
11.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: Brown Investment Properties Inc.
Signing Official&Title Jason Whitlatch, Vice President, CFO
b.Contact information for person listed in item la above:
Street Address: 440 West Market Street
City: Greensboro State: NC "Zip: 27401
Mailing Address (if applicable): P.O. Box 930
City: Greensboro State: NC "Zip: 27402
Phone: ( 336 ) 379-8771 Fax: ( 336 ) 274-9305
Email: [e-mail]
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 21 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:
City: State: Zip:
Mailing Address (if applicable):
City: State: 'Zip:
Phone: ( ) Pax: ( )
Email:
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:Chester H.Brown 1l1
Signing Official &Title: President
b.Contact information for person listed in item 3a above: AUG 3 0 2016%
Mailing Address: 440 West Market Street
City: Greensboro State: NC Zip: 2740
Phone: ( 336 ) 379-8771 Fax: ( 336 ) 274-9305
Email:[e-mail]
4. Local jurisdiction for building permits: Town of Morehead City
Point of Contact: Robert Davis Phone #: ( 252 ) 726-6848 ext.143
FormSWU-101 Version Oct.31,2013 Page 2of6

IV. PROJECT INFORMATION
1. In the space provided below,briefly summarize how the stormwater runoff will be treated.
„Built upon area to be treated by wet detention basin - -
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 PUDApproval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b.lf 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: 29.629 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':
29.629 acres
Total project area shall be calculated to excInde the following: the normal pool of impounded structures, the area
betrpeen the banks of streams and rivers, the area below the)lormal High Water(NHW)line or Mean High Water
(MHW)line,and coastal wetlands landward from the NHW(or MHO) line. The resultant project area s used to
calculate overall percent built upon area (BUA). Non-coastal wetlands landward of the NHW(or MHW)line may be
included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area)X 100 = 35.77 Z,
9. How many drainage areas does the project have?l (For high density,count I for each proposed engineered
stormwater BMP. For low density and other projects, use I for 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 in the project,attach an additional sheet with the information for each area
provided in the same format as below.
Basin Information Draina e Area 1A Drainage Area Drainage Area— Drainage Area_
Receiving Stream Name Peletier Creek Peletier Creek
Stream Class * SB SB
Stream Index Number* 20-36-11 20-36-11
Total Drainage Area(sf) 304,000 450,550
On-site Drainage Area (sf) 304,000 450,550
Off-site Drainage Area (sf) 0 0
Proposed Impervious Area**(sf) 167,200 294,400
'7o Impervious Area**(total) 55% 65.34%
Impervious-Surface Area Drainage Area 1 Drainage Area 2 Draina e Area_ Draina e Area_
On-site Buildings/Lots(sf) 5,073 89,413
On-site Streets (sf) 49,880
On-site Parking (so 23,194 169,575
On-site Sidewalks (sf) 15,846 21,927
Other on-site (sf) 4,570 3,297 SEP I b ZUIb
Future(sf) 68,637 10,188
Off-site (sf) V:
Existing BUA***(sf)
Total (sf): 167,200 294,400
Stream Class and Index Number can be determined at: littn'//portal ncdenr org/toeb/ual/ps/esu/classifications
** Impervious area is defined as the built upon area including, but not limited to,buildings, roads,parking areas,
sidewalks,gravel areas,etc.
Report only that amount of existing BUA that will remain after development. Do not report any existing BUA that is
to be removed and which will be replaced by new BUA.
Form SWU-101 Version Oct. 31,2013 Page 3 of 6

'Report only that mnotud of existing BLIA that will remain after development. Do not report airy existing BUA that
'is to be removed and which will be replaced by nezo BUA.
'11. How was the off-site impervious area listed above determined? Provide documentation. n/a
Projects in Union Countv: Contact DEd-tLR Central Office slaffto check if the project is located wilhin a Threatened&
Endangered Species lvalershed that may be subject to more stringent slornnvaler requirements as per 15A NCAC 0213.0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each 13MP specified for this project. The latest versions of the forms can be downloaded
from http://portal.licdenr.org/web/wq/ws/su/bap-manual.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Energy,Mineral and
Land Resources (DEMLR). A complete package includes all of the items listed below. A detailed application
instruction sheet and BMP checklists are available from
http://portal.nccienr.org/web/wq/ws/su/statesw/forms does. The complete application package should be
submitted to the appropriate DEMLR Office. (The appropriate office maybe found by locating project on the
interactive online map at htp://Portal.ncdeor.org/web/wq/ws/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/ws/su/statesw/forms does.
niti Is
1. Original and one copy of the Stormwater Management Permit Application Form.
2. Original and one copy of the signed and notarized Deed Restrictions& Protective Covenants N
Form. (if required as per Part V11 below)
3. Original of the applicable Supplement Form(s) (sealed,signed and datedl and O&M
agreement(s) for each BMP.
4. Permit application processing fee of$505 payable to NCDENR. (For an Express review, refer to 14S5
http://www.envhelp.orgZpages/onestopexpress.htm] for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/management for
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 1G mile of the site boundary, include the 1/2
mile radius on the map.
7. Sealed,signed and dated calculations (one copy).
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.
f. Scale.
g. Revision number and dates.
h. 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 MI-I W or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers,and the MI-iW (or NHW) of` Ea C EI VE
i. Dimensioned property/project boundary with bearings&distances. 1C
j. Site Layout with all BUA identified and dimensioned. AUG 3
k. Existing contours, proposed contours,spot elevations,finished floor elevan H 0 2013
1. Details of roads,drainage features,collection systems,and stormwater con imeasures.
m. Wetlands delineated,or a note on the plans that none exist. (Must be delineaW by_a
qualified person. Provide documentation of qualifications and identify the person ww—TF
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).
FormSWU-101 Version Oct. 31,2013 Page 4of6

p. Vegetated buffers (where required). ,
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify
,r elevations in addition to depths) as well as a map of the boring Locations with the existing
elevations and boring logs. Include an 8.5"xl l" 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 DEMLR to venfij the SHWT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book:1540 Page No:336
11. For corporations and limited liability corporations (LLC): 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 15A NCAC 21-1.1003(e).
The corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State,otherwise the application will be returned.
http://www.secretary.state.fic.us/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
13UA 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. The appropriate deed
restrictions and protective covenants forms can be downloaded from htto://12ortal.ncdenr.Orghveb/Ir/state-
stormwater-forms does. 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 DEMLR,and that they will be recorded prior to the sale of any lot.
VIII. 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 Fngineer: Ginger Y.Turner, PE
Consulting Firm: Stroud Engineering, P.A.
Mailing Address: 107 B Commerce Street
City: Greenville State: NC Zip: 27858
Phone: ( 252 ) 756-9352 Fax: ( 252 ) 756-2345
Email: gin [e-mail]
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
I, (print or type name of person listed in Contact information, item 2a) certify that I
own the property identified in this permit application,and thus give permission to (print or hype nacre of person
listed in Contact Information, item la) with (print or type nanie of organization listed in
Contact Information, item la) 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.
ECEIVE
AUG 3 0 2016'
Form SWU-101 Version Oct.31,2013 Page 5 of 6 BY.

As the legal property owner I 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
(ease agreement,or pending sale, responsibility for compliance with the DEMLR Stormwater permit reverts back
to me,the property owner. As the property owner, it is my responsibility to notify DEMLR immediately and
submit a completed Name/Ownership Change Form within 30 days; otherwise 1 will be operating a stormwater
treatment facility without a valid permit. I 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:
I, 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,
SEAL
My commission expires
X. APPLICANT'S CERTIFICATION
1, (print or hjpe name of person listed in Contact Information, item In) Inson Whitlatch, Vice President, CFO
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 stormwater rules
' SIGN HEREunder 1.5A NCAC 21-1 .1000 and any other a licable state stormwater requirements.
Signature: /�(j Date: LF // /
I, & /r '• d a r W10✓) ,a Notary Public for the State of Ntl r Q`rd County of
r� -do hereby certify that Jo cw"N l�/h 1( personally appeared
before me this�/ day of U aG��,and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
WITNESS
w HOLLY M.HARMON
=
_se GURFORD COUNT:NO j
..............................� 3-0 A da y
My commission expires
ECEIVE
AUG 3 0 20iii
BY:
Form SW U-101 Version Oct.31,20li Page 6 of 6

MEMORY TRANSMISSION REPORT
TIME :07-14-2016 08:13
FAX NO.1
NAME
FILE NO. 037
DATE 07.14 08:11
TO :n 913362749305
DOCUMENT PAGES 9
START TIME 07.14 08:11
END TIME 07.14 08:13
PAGES SENT 9
STATUS OK

State of North Carolina
Department of Environmental Quality
Wilmington Regional mice
Pat McCrory, Governor FAX COVER SHEET Donald& van de. Naart,Secretary
Date: /6 No. Pages(excl. cover):
To: ✓ig SO t� /�L L From: Jo Casmer
Co: 11lf/// G / one: [phone]
Fax: 33� �/ / 7 / Fax: [phone]
127 Cardinal Drive Extension,Wilmington,NC 28405 o(910)796-7215 o An Equal Opportunity Affirmative Action Employer

MEMORY TRANSMISSION REPORT
TIME :07-14-2016 08:14
FAX NO.1
NAME
FILE NO. 038
DATE 07.14 08:11
TO :n 912527562345
DOCUMENT PAGES 9
START TIME 07.14 08:13
END TIME 07.14 08:14
PAGES SENT 9
STATUS OK

Stale of North Carolina
Department Of]Envnrommental Qua0ity
Wilmington Regional ice
ZPat McCrory, Governor FAY, COMER SHEET Donald R van der Vaart,Secretary
Date: p No. Pages(excl. cover):
To: �/�1 r // " --- From: Jo Calmer
Co S�T�//(! 'J%7����/� � Phone: [phone]
Fax: [phone]
Fax:
Re:
e r
127 Cardinal Drive Extension,Wilmington,NC 28405 0(910)796-7215 o An Equal Opportunity Affirmative Action Employer

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THE PRESERVE AT CARTERET PAE-PHASE 2
MOREHEAD TWSHP. CARTERET COUNTY.NORTH CAROL INA
OWNER: BROWN INVESTMENT PROPERTIES DESIGNED:
CHESTER BROWN. III
ADDRESS: P.O. BOX 930 DRAWN:
G�EiNSBORO. NC 27402
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PHONE: 336-379-BT71 APPROVED:
I/A\STROUD ENGINEERING.P.A.
R HIOHW 17 DATE:
9 8/1/16
SHEET:PIPE MAP 1�17M,.0 Y WIENSE NO.C-0047
PROJECT III:PIMIZEBBIP-D01r-
DESIGN FILE III:PM1558BII­DDI=NSTRIJCTIONLDGN NOT TO SCALE