20160328 Ver 1_Riparian Buffer Authorization_20160401

BaldwinDesign
Consultants, Pa
ENGINEERING - SURVEYING • PLANNING
March 24, 2016
Karen Higgins
NCDWR — 401 & Buffer Permitting Unit
1617 Mail Service Center
Raleigh, NC 27699 - 1617
20160328
REF: Riparian Buffer Authorization Form for Brookfield Sections 2 & 3 in Winterville, NC
Dear Karen:
Attached you will find the following documents relative to the above referenced project.
3 complete submittals containing the following information:
1. Riparian Buffer Authorization Form
2. Agent Authorization Form
3. Compliance With Wetland & Buffer Regulations Form
4. Deed Book 3188 Pages 526-528 of the Pitt County Register of Deeds
5. Map Book 69 Page 50 of the Pitt County Register of Deeds
6. Greenville SW, NC 7.5 minute quadrangle map with site and GPS coordinates
depicted
7. Pitt County Soil Survey Map No.56 with site and GPS coordinates depicted
8. Google Earth GPS coordinates of approximate location of buffer impact zones
9. Letter dated 3/11/16 from Ms. Ramona M. Bartos of North Carolina Department of
Natural and Cultural Resources State Historic Preservation Office stating that the
project will not affect any historic resources
10. Letter dated 3/10/16 from Mr. Pete Benjamin of United States Department of the
Interior Fish and Wildlife Service stating that the project will not adversely affect
any federally -listed endangered or threatened species
11. Email dated 2/17/16 from Mr. Ken Riley of National Oceanic and Atmospheric
Administration stating that the project is not likely to adversely affect essential fish
habitat or associated fisheries managed by the South Atlantic or Mid Atlantic
Fishery Management Councils or the NMFS.
12. BMP stormwater wetland supplement form
13. SA/DA sheet showing drawdown calculations
14. Drainage area map for runoff that is collected by stormwater wetland #2
15. Minimum Design Criteria (MDC) for stormwater wetlands
16. Stormwater Wetland Operation and Maintenance Agreement
17. Soils report by Aston Soil Works, Inc.
18. Stormwater wetland management plan with narrative and HydroCAD calculations
19. Sheets 1 and 2 of Brookfield Sections 2 and 3 plans
1700-D EAST ARLINGTON BOULEVARD, GREENVILLE. NORTH CAROLINA 27858
TEL [phone] FAx [phone] www.BALDWINDESIGNCONSULTANTS.com

Please note that minimum design criteria (MDC) for stormwater wetlands was used to
design stormwater wetland #2 in Brookfield Sections 2 and 3. Per attached minimum
design criteria (MDC) it is acceptable to have a 15" temporary pool depth instead of a
threshold maximum value of 12" that is indicated in automated BMP supplement form. In
regards to seasonally high water table, since the proposed stormwater wetland #2 will be
located in hydrologic soil group C, where soils are saturated, option 1 was used because
no liner would be required. See stormwater management narrative for more details.
Upon receipt and review of this information please contact me if you have any questions
concerning this permit application.
Sincerely,
Ir $+-C'-�
Igor Palyvoda, PE
Vice President
Attachments

Division of Water Resources
State of North Carolina
Department of Environment and Natural Resources
Division of Water Resources
15A NCAC 02B .0233 (8)(b), .0243 (8)(b), .0250 (11)(b), .0259 (8)(b), .0267 (11)(c), .0607 (e)(2) — Buffer Authorization
FORM: BA 10-2013
Riparian Buffer Authorization Form
A. Applicant Information ME nn11 1919ule I
1. Project Information 11U1
191
2616
1 a. Name of project: Brookfield Sections 2 & 3
1 b. County: Pitt
1c. Nearest municipality: Winterville 401 &BUFF R P
P
1d. Subdivision name: Brookfield
le. Is the project located in any of North Carolina's
twenty coastal counties. If yes, answer 1f below.
❑ Yes ® No
1f. Is the project located within a NC Division of Coastal
Management Area of Environmental Concern (AEC)?
❑ Yes ® No
2. Owner Information
2a. Name on Recorded Deed:
Cooper Island Development, LLC
2b. Deed Book and Page No.
Book 3188 Page 526-528 Of The Pitt County Register Of Deeds
2c. Map Book and Page No.
(include a copy of the recorded
map that indicates when the lot
was created):
Book 69 Page 50 Of The Pitt County Register Of Deeds
2d. Responsible Party
(for Corporations):
William Kuhn
2e. Street address:
300 Cotanche Street
2f. City, state, zip:
Greenville, NC, 27858
2g. Telephone no.:
[phone]
2h. Fax no.:
2i. Email address:
3. Applicant Information (if different from owner)
3a. Applicant is:
® Agent ❑ Other, specify:
3b. Name:
Igor Palyvoda
3c. Business name
(if applicable):
Baldwin Design Consultants, PA
3d. Street address:
1700-D East Arlington Boulevard
3e. City, state, zip:
Greenville, NC, 27858
3f. Telephone no.:
[phone]
3g. Fax no.:
[phone]
3h. Email address:
[e-mail]
FORM: BA 10-2013 Page 1 of 6

INTERNAL DRAFT- NOT FOR PUBLIC USE
Section A. Applicant Information, continued
4. AgentfConsultant Information (if applicable)
4a. Name:
Igor Palyvoda
4b. Business name
(if applicable):
Baldwin Design Consultants, PA
4c. Street address:
1700-D East Arlington Boulevard
4d. City, state, zip:
Greenville, NC, 27858
4e. Telephone no.:
[phone]
4f. Fax no.:
[phone]
4g. Email address:
[e-mail]
FORM: SSGP3080 8-13 Page 2 of 6

B.
Project Information and Prior Project History
1.
Property Identification
1a.
Property identification no. (tax PIN or parcel ID):
Parcel 76198, NC PIN 4674973734
1 b. Site coordinates (in decimal degrees):
Latitude: 35.518734
Longitude: -77.390019
1 c.
Property size:
17.77 acres
2.
Surface Waters
2a.
Name of nearest body of water to proposed project:
Unnamed tributary to Fork Swamp
2b. Water Quality Classification of nearest receiving
water:
C; Sw, NSW
2c.
River basin:
Neuse
3.
Project Description
3a.
Describe the existing conditions on the site and the general land use in the vicinity of the project at the time of
this application:
Existing land at the proposed project site consists mostly of open field, grass, woods, and pine saplings. There
is residential development in the vicinity surrounding project site on 3 sides that consists mostly of % acre
residential lots from other subdivisions and section 1 of Brookfield subdivision.
3b.
Attach an 8'/ x 11 excerpt from the most recent version of the USGS topographic map indicating the location
of the site
3c.
Attach an 8 % x 11 excerpt from the most recent version of the published County NRCS Soil Survey Map
depicting the project site
3d. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property: 2438
3e.
Explain the purpose of the proposed project:
The purpose of the project is to complete construction of residential lots in Brookfield subdivision sections 2
and 3 and stormwater wetland #2 that will treat runoff and discharge it into unnamed tributary to Fork Swamp.
3f.
Describe the overall project in detail, including the type of equipment to be used:
It is anticipated that all conventional types of earthmoving equipment will be used during construction.
4.
Jurisdictional Determinations
4a. Have jurisdictional wetland or stream determinations by the
Corps or State been requested or obtained for this property/
project (including all prior phases) in the past?
❑ Yes ® No ❑ Unknown
Comments:
4b.
If yes, who delineated the jurisdictional areas?
Name (if known):
Agency/ Consultant Company:
Other:
4c.
If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach
documentation.
5.
Project History
5a.
Have permits or certifications been requested or obtained for
this project (including all prior phases) in the past?
❑ Yes ® No ❑ Unknown
5b.
If yes, explain and detail according to "help file" instructions.
6.
Future Project Plans
6a.
Is this a phased project?
®yes ❑ No
6b.
If yes, explain.
Phase 1 of the project has been approved in 2008 and has been constructed already. Phases 2 and 3 have
been reviewed by Town of Winterville and are to be resumed and completed in 2016.
FORM: BA 10-2013 Page 3 of 6

' C. Proposed Impacts Inventory
1. Buffer Impacts
1a. Project is in which protected
basin?
® Neuse ❑ Tar -Pamlico ❑ Catawba
❑ Randleman ❑ Jordan ❑ Goose Creek
1 b. Individually list all buffer impacts below. If any impacts require mitigation, then you MUST fill out Section D of
this form.
Buffer impact
number —
Permanent (P)
or Temporary
Reason for
impact
Type of impact
(exempt, allowable,
allowable w/
mitigation)
Stream name
Buffer
mitigation
required?
Zone 1
impact
(sq ft)
Zone 2
impact
(sq ft)
61 ® P ❑ T
New stormwater
outfall through
riparian buffer
Allowable
Unnamed
tributary to Fork
Swamp
❑ Yes ® No
252
168
B2 ❑ P ❑ T
❑ Yes ❑ No
B3 ❑P El
❑Yes [:]No
B4 ❑ P ❑ T
❑ Yes ❑ No
B5 ❑ P ❑ T
❑ Yes ❑ No
B6 ❑ P ❑ T
❑ Yes ❑ No
Total
buffer impacts
252
168
1c. Comments:
D. Impact Justification and Mitigation
1. Avoidance and Minimization
1 a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
Stormwater wetland #1 of section 1 was constructed far away from the blue -line stream so that its outlet would
not interfere with riparian buffer in order to avoid any impacts from stormwater wetland #1.
1 b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction
techniques.
Construction limits will be precisely located in the field to avoid further additional impacts. Silt fence will be
provided along entire riparian buffer length as part of erosion control measures whose purpose is to avoid and
minimize impacts from the construction of the project.
FORM: BA 10-2013 Page 4 of 6

C. Impact Justification and Mitigation, continued
2. Buffer Mitigation
2a. Will the project result in an impact within a protected riparian buffer that requires buffer
mitigation?
❑ Yes ® No
2b. If yes, then identify the square feet of impact to each zone of the riparian buffer that requires mitigation and
calculate the amount of mitigation required in the table below.
Zone Reason for impact Total impact
s uare feet
Multiplier Required mitigation
(square feet
Zone 1
3 (2 for Catawba)
Zone 2
1.5
Total buffer mitigation
required:
2c. If buffer mitigation is required, is payment to a
mitigation bank or NC EEP proposed?
❑ Yes ❑ No
2d. If yes, attach the acceptance letter from the mitigation bank or NC EEP.
2e. If no, then discuss what type of mitigation is proposed.
2f. Comments:
FORM: SSGP3080 8-13 Page 5 of 6

E. Diffuse Flow Plan
All buffer impacts and high ground impacts require diffuse flow or other form of
❑ Diffuse flow
stormwater treatment. Include a plan that fully documents how diffuse flow will be
® Other BMP
maintained. If a Level Spreader is proposed, attach a Level Spreader Supplement Form.
la.
If due to site constraints, a BMP other than a level spreader is proposed, please provide a
❑ Yes ® No
plan for stormwater treatment as outlined in Chapter 8 of the NC Stormwater BMP
of public (federal/state) land?
Manual and attach a BMP Supplement Form.
1 b.
F.
Supplementary Information
1.
Environmental Documentation
la.
Does the project involve an expenditure of public (federal/state/local) funds or the use
❑ Yes ® No
of public (federal/state) land?
1 b.
If you answered "yes" to the above, does the project require preparation of an
❑ Yes ❑ No
environmental document pursuant to the requirements of the National or State (North
Carolina) Environmental Policy Act (NEPA/SEPA)?
1 c.
If you answered "yes" to the above, has the document been finalized by the State
❑ Yes ❑ No
Clearing House? (if so, attach a copy of the NEPA or SEPA final approval letter.)
Comments:
2.
Violations
2a.
Is the site in violation of DWR Wetland Rules (15A NCAC 02H.0500), Isolated Wetland
❑ Yes ® No
Rules (15A NCAC 02H .1300), DWR Surface Water or Wetland Standards, or Riparian
Buffer Rules (15A NCAC 02B .0200)?
2b.
Is this an after -the -fact permit application?
❑ Yes ® No
2c.
If you answered "yes" to one or both of the above questions, provide an explanation of the violation(s):
. )PC l y V ad 1�--z3--IDW
A0I licant/Agent's Printed Name U Applicant/Ag nt's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Send 3 complete sets of this form and accompanying documents to the following:
For government transportation projects sent
by First Class Mail via the US Postal Service:
NC DWR, Transportation Permitting Unit
1617 Mail Service Center
Raleigh, NC 27699 - 1617
For all other projects sent by First Class Mail
via the US Postal Service
Karen Higgins
NCDWR — 401 & Buffer Permitting Unit
1617 Mail Service Center
Raleigh, NC 27699 - 1617
For government transportation projects sent
by delivery service (UPS, FedEx, etc.):
OR NC DWR, Transportation Permitting Unit
512 N. Salisbury Street
Raleigh, NC 27604
For all other projects sent by delivery service
(UPS, FedEx, etc.):
OR Karen Higgins
NCDWR — 401 & Buffer Permitting Unit
512 N. Salisbury Street
Raleigh, NC 27604
FORM: BA 10-2013 Page 6 of 6

SAMPLE AGENT AUTHORIZATION FORM
PROPERTY LEGAL DESCRIPTION:
LOT NO. I-7.77 V PLAN NO.
PARCEL ID: % 0 9 s
STREET ADDRESS: O.-; n % Ie S S ©V +� O 4-e \ y of S 2 G % pyl 14
Please print:
Property Owner: C o
Property Owner:
Dzvo 6 c -,vv -evit . U -
The undersigned, registered property owners of the above noted property, do hereby authorize
�0Po,Cvv'a ca- ,of % d wi n )Desi` �aYtSv[[ V\r)-�5,
(Contractor / Ag nt) (Name of consulting firm
to act on my behalf and take all actions necessary for the processing, issuance and acceptance of
this permit or certification and any and all standard and special conditions attached.
Property Owner's Address (if different than property above):
Gceemrril��_ N("_. 1--7 -S 0 06
Telephone:
We hereby certify the above information submitted in this application is true and accurate to the
best of our knowledge.
W��b-
Authorizedignattu/re I
Date: - -
Authorized Signature
Date:

Date: March 24, 2016
COMPLIANCE WITH WETLAND & BUFFER REGULATIONS
In accordance with Title 15 A NCAC 2H .0500, the following DEED NOTIFICATION shall be
recorded in the Pitt County Registry prior to the conveyance of lots. Said Deed Notification shall
apply to name of subdivision, lot numbers in Pitt County, North Carolina as shown on plans
titled Brookfield. Sections 2 & 3 prepared by Baldwin Design Consultants, PA dated: 02/18/16.
"A portion of this lot has been determined to meet the requirements for designation as a
wetland, stream or protected stream buffer. Any subsequent fill or alteration of this area shall
conform to the requirements of the state rules adopted by the State of North Carolina in force at
the time of the proposed alteration. The intent of this provision is to prevent additional wetland,
stream or buffer filling or draining, so the property owner should not assume that a future
application for filling or draining would be approved. The property owner shall report the name of
the subdivision in any application pertaining to said rules. This covenant is intended to ensure
continued compliance with' all rules adopted by the State of North Carolina and therefore the
State of North Carolina may enforce benefits. This covenant is to run with the land and shall be
binding on all Parties and all persons claiming under them."
Signature: I-6,
William Kuhn, M ber
Owner's name: Cooper Island Development, LLC
Address: P.O. Box 606
City, State, Zip Code: Greenville, NC 27835-0606
Phone Number: 252-205-7121
STATE OF North Carolina
Pitt County
I, Dawn L. Poaletti, a Notary Public of the State of North Carolina, Pitt County, hereby certify
that the owner, William Kuhn, Member, Cooper Island Development, LLC personally appeared
before me this day and executed the above certification.
Witness my hand and notarial seal, this 'Zq -�' day of March, 2016
— ��aA-e�
Notary Public
My commission expires: 03/28/2019
I IIit/4
Q�•'• • ••. �.A
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! Page 1 of 3
I Nu�IVllll I����YIIIYUI�VII�I���V��VIIIVII� �
DoeID: 012184690003 Type: CRP
Recorded: 01/14/2014 at 10:50:03 AM
Fee Amt: $686.00 Pape 1 of 3
Revenue Tax: $660.00
Pitt County, NC
Lisa P. Nichols REO OF DEEDS
BK3188 PD526-528
----------------------[SPACE ABOVE THIS LINE RESERVED FOR RECORDING DATA) --------------
NORTH CAROLINA
Prepared By: HORNE & HORNE, PLLC
COUNTY PITT
Return To: Cooper Island Development, LLC
Parcel Number: 76198
300 Cotanche Street
Revenue Stamps 660, °'
Greenville, NC 27858
GENERAL WARRANTY DEED
The Preparer is informed that all or a portion of the property herein conveyed does not include the
principal residence of the Grantor.
THIS DEED, made and entered into this the 3" day of January, 2014, by and between BB&D, a
North Carolina General Partnership, consisting of WILLIAM C. BOWEN, SR., General Partner, DEREK
P. DUNN. General Partnerwhose address is 1990 Smythewyck Drive, Suite 200, Greenville, North Carolina
hereinafter called GRANTOR, and COOPER ISLAND DEVELOPMENT, LLC, a North Carolina limited
liability company whose address is 300 Cotanche Street, Greenville, North Carolina, hereinafter called
GRANTEE;
WITNESSETH:
That Grantor. for and in consideration of TEN DOLLARS ($10.00) and other good and valuable
consideration to him in hand paid by Grantee, the receipt of which is hereby acknowledged, has given,
granted, bargained, sold and conveyed and by these presents does give, grant, bargain, sell and convey unto
the said Grantee, his heirs and assigns, in fee simple, the following described real property, to -wit:
Lying on the West side of Old Tar Road in Winterville Township, Pitt County, North Carolina and
being all that certain tract of land containing 28.439 acres as shown on the plat entitled "Boundary
Survey for MKRR Development, LLC", and recorded in Map Book 69 at Page 50 in the Office of
Book: 3188 Page: 526 Beq: 1
Book: 3188 Page: 526 Page 1 of 3

Page 2 of 3
the Pitt County Register of Deeds, to which map is herein referenced for a more complete and
accurate description.
TO IIAVE. AND TO I[OLD the above described real property with all the rights, privileges and
appurtenances thereunto belonging or in anywise appertaining unto the said Grantee, his heirs and assigns,
in fee simple forever.
And the Grantor, for himself, his heirs and assigns, covenants with Grantee, his heirs and assigns,
that he is seized of said premises in fee and has the right to convey the same in fee simple; that the same is
lice and clear from all encumbrances except easements and restrictions of record and 2014 ad valorem taxes
which are to be prorated between Grantor and Grantee at the time of closing, noncompliance with local,
county, state or federal governmental laws, ordinances, or regulations relative to zoning, subdivision,
occupancy, use, construction or the development of the subject property, if any, and that he will warrant and
defend the title to the same against the lawful claims of all persons whomsoever.
When reference is made to the Grantor or Grantee, the singular shall include the plural, and any
reference to gender shall include masculine, feminine and neuter.
IN WITNESS WHEREOF, Grantor has adopted the word "SEAL" as his seal and has hereunto set
his hand and seal on this the day and year first above written.
BB&D, A North Carolina General Partnership
BY: G -0 s
y(SEAL)
WILLIAM C. BOWEN, SR., General Partner
SEAL
DEREK P. DU , General Partner
Book: 3188 Page: 526 Seq:2
Book: 3188 Page: 526 Page 2 of 3

Page 3of3
STATE' OF NORTI I CAROLINA
COUNTY OF PITT
I certify that the following person(s) personally appeared before me this day, each acknowledging
to me that he or she voluntarily signed the foregoing document for the purpose stated therein and in the
capacity indicated: WILLIAM C. BOWEN, SR., General Partner.
Witness my hand and Notarial Seal, this the /O f4 day of January, 2014.
a�auululr/l�k
i Norg9 NOTARY PgBLIC
Prin I'yped Name:
Wit. GBl,lp • i. My Commission Expires:
STATE Ol
COUNTY
I certify that the following person(s) personally appeared before me this day, each acknowledging
to me that he or she voluntarily signed the foregoing document for the purpose stated therein and in the
capacity indicated: DFiREK P. DUNN, General Partner.
Witness my hand and Notarial Seal, this the 1� - day of Januar). 2014.
Book: 3188 Page: 526 Seq:3
Book: 3188 Page: 526 Page 3 of 3

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1

North Carolina Department of Natural and Cultural Resources
State Historic Preservation Office
Ramona M. Bartos, Administrator
Governor Pat McCrory
Secretary Susan Kluttz
March 11, 2016
Igor Palyvoda
Baldwin Design Consultants, PA
1700-D East Arlington Boulevard
Greenville, NC 27858
Office of Archives and History
Deputy Secretary Kevin Cherry
Re: Construct Brookfield Subdivision Sections 2 & 3, 639 Brookfield Drive, Winterville, Pitt County,
ER 16-0297
Dear Mr. Palyvoda:
Thank you for your email of February 17, 2016, concerning the above project.
We have conducted a review of the project and are aware of no historic resources which would be affected
by the project. Therefore, we have no comment on the project as proposed.
The above comments are made pursuant to Section 106 of the National Historic Preservation Act and the
Advisory Council on Historic Preservation's Regulations for Compliance with Section 106 codified at 36
CFR Part 800.
Thank you for your cooperation and consideration. If you have questions concerning the above comment,
contact Renee Gledhill -Earley, environmental review coordinator, at 919-807-6579 or
environmental.reviewgncdcr.gov. In all future communication concerning this project, please cite the
above referenced tracking number.
Sincerely,
(� LOQ4�
600"Ramona M. Bartos
Location: 109 East Jones Street, Raleigh NC 27601 Mailing Address: 4617 Mail Service Center, Raleigh NC 276994617 Telephone/Fax: [phone]-6599

United States Department of the Interior
FISH AND WILDLIFE SERVICE
Raleigh ES Field Office
Post Office Box 33726
Raleigh, North Carolina 27636-3726
March 10, 2016
Igor Palyvoda
Baldwin Design Consultants, PA
1700-D East Arlington Boulevard
Greenville, NC 27858
Re: Brookfield Sections 2 & 3 PCN — Pitt County, NC
Dear Mr. Palyvoda:
RECEIVED
MAR 14 2016
Baldwin Design
This letter is to inform you that a list of all federally -protected endangered and threatened species
with known occurrences in North Carolina is now available on the U.S. Fish and Wildlife
Service's (Service) web:.page at.http://www.fws.gov/raleigh.. Therefore, if you have projects that
occur within the Raleigh Field Office's area of responsibility. (see attached county list), you no
longer need to contact the'Raleigh Field Office fora list of federally -protected species.
Our web page contains a complete and frequently updated list of all endangered and threatened
species protected by the provisions of the Endangered Species Act of 1973, as amended (16
U.S.C. 1531 et seq.)(Act), and a list of federal species of concern] that are known to occur in
each county in North Carolina.
Section 7 of the Act requires that all federal agencies (or their designated non-federal
representative), in consultation with the Service, insure that any action federally authorized,
funded, or carried out by such agencies is not likely to jeopardize the continued existence of any
federally -listed endangered or threatened species. A biological assessment or evaluation tnay be
prepared to fulfill that requirement and in determining whether additional consultation with the
Service is necessary. In addition to the federally -protected species list, information on the
species' life histories and habitats and information on completing a biological assessment or
evaluation and can be found on our web page at http://www.f\vs.gov./raleigh. Please check the
web site often for updated information or changes.
1 The term "federal species of concern" refers to those species which the Service believes might be in need of
concentrated conservation actions. Federal species.ofconcern receive no.legal protection and their designation does
not necessarily imply that the species will eventually be proposed for listing as a federally endangered or threatened
species. However, we recominend that all practicable measures be taken to avoid or minimize adverse impacts to
federal species of concern.

If your project contains suitable habitat for any of the federally -listed species known to be
present within the county where your project occurs, the proposed action has the potential to
adversely affect those species. As such, we recommend that surveys be conducted to determine
the species' presence or absence within the project area. The use of North Carolina Natural
Heritage program data should not be substituted for actual field surveys.
If you determine that the proposed action may affect (i.e., likely to adversely affect or not likely
to adversely affect) a federally -protected species, you should notify this office with your
determination, the results of your surveys, survey methodologies, and an analysis of the effects
of the action on listed species, including consideration of direct, indirect, and cumulative effects,
before conducting any activities that might affect the species. If you determine that the proposed
action will have no effect (i.e., no beneficial or adverse, direct or indirect effect) on federally
listed species, then you are not required to contaef our office for .concurrence (unless an
Environmental Impact Statement is prepared). However, you should maintain a complete record
of the assessment, including steps leading to your determination of effect, the qualified personnel
conducting the assessment, habitat conditions, site photographs, and any other related articles.
With regard to the above -referenced project, we offer the following remarks. Our comments are
submitted pursuant to, and in accordance with, provisions of the Endangered Species Act.
Based on the information provided and other information available, it appears that the proposed
action is not likely, to adversely affect any federally -listed endangered or threatened species, their
formally designated critical habitat, or species currently proposed for listing under the Act at
these sites. We believe that the requirements of section 7(a)(2) of the Act have been satisfied for
your project. Please remember that obligations under section 7 consultation must be
reconsidered if: (1) new information reveals impacts of this identified action that may affect
listed species or critical habitat in a manner not previously considered; (2) this action is
subsequently modified in a manner that was not considered in this review; or, (3) a new species
is listed or critical habitat determined that may be affected by the identified action.
However, the Service is concerned about the potential impacts the proposed action might have
on aquatic species. Aquatic resources are highly susceptible to sedimentation. Therefore, we
recommend that all practicable measures be taken to avoid adverse impacts to aquatic species,
including implementing directional boring methods and stringent sediment and erosion control
measures. An erosion and sedimentation control plan should be submitted to and approved by
the North Carolina Division of Land Resources, Land Quality Section prior to construction.
Erosion and sedimentation controls should be installed and maintained between the construction
site and any nearby down -gradient surface waters. In addition, we recommend maintaining
natural, vegetated buffers on all streams and creeks adjacent to the project site.
The North Carolina Wildlife Resources Commission has developed a Guidance Memorandum (a
copy can be found on our website at (http://www.fws.gov/raleigh) to address and mitigate
secondary and cumulative impacts to aquatic and terrestrial wildlife resources and water quality.
We recommend that you consider this document in the development of your projects and in
completing an initiation package for consultation (if necessary).
2

We hope you find our web page usefiil and informative and that following the process described
above will reduce the time required, and eliminate the need, for general correspondence for
species' lists. If you have any questions or comments, please contact John Ellis of this office at
[phone] ext. 26.
Sincerely,
IA'
41-
P e Benjamin
Field Supervisor
3

List of Counties in the Service's Raleigh Field Office Area of Responsibility
Alamance
Beaufort
Bertie
Bladen
Brunswick
Camden
Carteret
Caswell
Chatham
Chowan
Columbus
Craven
Cumberland
Currituck
Dare
Duplin
Durham
Edgecombe
Franklin
Gates
Granville
Greene
Guilford
Halifax
Harnett
Hertford
Hoke
Hyde
Johnston
Jones
Lee
Lenoir
Martin
Montgomery
Moore
Nash
New Hanover
Northampton
Onslow
Orange
Pamlico
Pasquotank
Pender
M
Perquimans
Person
Pitt
Randolph
Richmond
Robeson
Rockingham
Sampson
Scotland
Tyrrell
Vance
Wake
Warren
Washington
Wayne
Wilson

Igor Palyvoda
From: Ken Riley - NOAA Federal <[e-mail]>
Sent: Wednesday, February 17, 2016 12:41 PM
To: Igor Palyvoda
Cc: Dunn, Maria T.; Staples, Shane; Bodnar, Gregg
Subject: Re: Brookfield Subdivision Sections 2 & 3 Essential Fish Habitat
Hi Igor -
It was nice meeting with you today to review and discuss your plans for the Brookfield Subdivision in
Winterville, NC. The National Marine Fisheries Service (NMFS) initial determination is that the proposed
project is not likely to adversely affect essential fish habitat or associated fisheries managed by the South
Atlantic or Mid Atlantic Fishery Management Councils or the NMFS. The NMFS also has no concerns about
the proposed project given best management practices (BMPs) are employed to control runoff, turbidity, and
sedimentation during construction.
The NMFS encourages projects of this nature to utilize Stormwater Best Management Practices for construction
and management of stormwater systems. Degradation of water quality is a widespread habitat
problem. Stormwater BMPs are implemented as a way to improve water quality, reduce runoff and stream
erosion, and reduce pollution and nutrient loading in rivers, estuaries, and coastal waters. In developing your
site plan, the NMFS encourages you to adopt a stornwater BMP that considers the unique conditions of your
site and meets all of the applicable regulations, including the water quality and watershed planning objectives
for the Neuse River basin.
Thank you for the opportunity to review your project and provide these comments. Please let me know if you
have further questions or concerns.
Sincerely,
9
Kenneth Riley, Ph.D.
Fishery Biologist
Habitat Conservation Division
National Marine Fisheries Service Southeast Region
ioi Pivers Island Road, Beaufort, NC 28516
Office: 2 ,2-728-8Z5o I Cell: 2ri2-864-61c):q I Email: ken.riley(@noaa.gov
On Wed, Feb 17, 2016 at 9:39 AM, Igor Palyvoda <ipal [e-mail]> wrote:
February 17, 2016

Ken Riley
NOAA National Ocean Service
101 Pivers Island Road
Beaufort, NC 28516
RE: Brookfield Subdivision Sections 2 & 3 Pre -Construction Notification (PCN) Form Concerning Essential
Fish Habitat
Mr. Riley,
My name is Igor Palyvoda and I work with Baldwin Design Consultants, PA. I was referred to you by Maria
Dunn of NCDENR for your expert opinion regarding essential fish habitat that may or may not exist at our
proposed project site. We are working on developing a subdivision located in Winterville, NC. To meet local
stormwater management requirements at this subdivision we are required to construct a stormwater wetland to
treat and attenuate post -development runoff. In order to discharge treated water from stormwater wetland into
an unnamed tributary to Fork Swamp we have to cross a riparian buffer. Our plan is to bury a 36" diameter
pipe in the riparian buffer and then cover it with backfill. In order to do this we have to fill out a pre -
construction notification (PCN) form. One of the questions on PCN form requires us to coordinate with an
expert in order to determine if our development will adversely impact essential fish habitat that may be in the
project area. I have attached several maps showing location of the project and included additional information
below for your review.
Project Name: Brookfield Subdivision Sections 2 & 3
This project has not been reviewed yet.
Project Location: 639 Brookfield Drive
Winterville, NC 28590
Pitt County

NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WETLAND SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part Ill) must be panted, filled out and submitted along with all the required information.
L PROJECT INFORMATION
Project name Brookfield Sections 2 & 3
Contact name Igor Palyvoda, PE
Phone number [phone]
Date March 23, 2016
Drainage area number 9.75 ac
oc1�f W ATegQG
O T
IL DESIGN INFORMATION
3.10
Site Characteristics
1 -yr, 24 -hr intensity
Drainage area
424,710.00 ft2
Impervious area
192,970.80 ft2
Percent impervious
45.4% %
Design rainfall depth
1.00 inch
Peak Flow Calculations
1 -yr, 24 -hr rainfall depth
3.10
in
1 -yr, 24 -hr intensity
5.28
in/hr
Pre -development 1 -yr, 24 -hr runoff
8.12
ft3/sec
Post -development 1 -yr, 24 -hr runoff
25.72
ft3/sec
Pre/Post 1 -yr, 24 -hr peak control
17.60
ft3/sec
Storage Volume: Non -SA Waters
Minimum required volume
16,244.00
ft3
Volume provided (temporary pool volume)
16,671.00
ft3 OK
Storage Volume: SA Waters Parameters
1.5 runoff volumeft3
Pre -development 1 -yr, 24 -hr runoff volume It
Post -development 1 -yr, 24 -hr runoff volume ft3
Minimum volume required ft3
Volume provided ft3
Outlet Design
......__........._. .
Depth of temporary pool/ponding depth (Dp1,,,) 15.00 in Insufficient depth of temp. pool.
Drawdown time 2.34 days OK
Diameter of orifice 2.25 in OK
Coefficient of discharge (Co) used in orifice diameter 0.60 (unitless)
calculation
Driving head (Ho) used in the orifice diameter calculation 0.39 ft Provide calculations to support this driving head.
Form SW401-Wetland-Rev.6-11/16/09 Parts I and 11 Project Design Summary, Page 1 of 3

Surface Areas of Wetland Zones
Surface Area of Entire Wetland
--' :14;40$;00: ft
OK
Shallow Land
=__=�_-= 410; 0 fe
OK
The shallow land percentage is:
35%%
Number of Plants recommended in Shallow Land Area:
Shallow Water
=�_==580Q0 ft2
OK
The shallow water percentage is:
40%%
Trees (3 gallon or larger) and Herbaceous (4+ cubic -inch)
Deep Pool
=_` - `!; r';,57;39: ft amsl
Forebay portion of deep pool (pretreatment)
- :1;444 0.0 ftz
OK
The forebay surface area percentage is:
10%
=.1,300 OK
Non-forebay portion of deep pool
= - _ -2 T60_00 fe
OK
The non-forebay deep pool surface area percentage is:
15%%
PPE Not Within 6 in of SHWT, Must Use Option #2
Total of wetland zone areas
14,403.00 ft'
OK
Add or subtract the following area from the zones
0.00 fe
Topographic Zone Elevations
Temporary Pool Elevation (TPE)
Shallow Land (top)-
:6'[:64. ft amsl
kre cattails included in the planting plans -_=__:=:=_
Permanent Pool Elevation (PPE)
Number of Plants recommended in Shallow Water Area:
Shallow Water/Deep Pool (top)
-_60 39_ ft amsl
Number of Plants recommended in Shallow Land Area:
Shallow Water bottom
_ --- - =_5_9:89_ ft amsl
1,300
Most shallow point of deep pool's bottom-
_= -=--_-_=-57139 ft amsl
Trees (3 gallon or larger) and Herbaceous (4+ cubic -inch)
Deepest point of deep pool's bottom
=_` - `!; r';,57;39: ft amsl
Design must meet one of the following two options:
_ :.1;450' OK
Number of Plants provided in Shallow Land Area:
This design meets Option #1,
_ _Y_______ (Y or N)
=.1,300 OK
Top of PPE is within 6" of SHWT, If yes:
_-_
Trees (3 gallon or larger) and
SHWT (Seasonally High Water Table)
- O _ �

Additional Information
Can the design volume be contained?
Does project drain to SA waters? If yes,
What is the length of the vegetated filter?
Are calculations for supporting the design volume provided in the
application?
Is BMP sized to handle all runoff from ultimate build -out?
Is the BMP located in a recorded drainage easement with a
recorded access easement to a public Right of Way (ROW)?
The length to width ratio is:
Approximate wetland length
Approximate wetland width
Approximate surface area using length and width provided
Will the wetland be stabilized within 14 days of construction?
(Y or N)
OK
(Y or N)
Excess volume must pass through filter.
(Y or N)
OK
(Y or N)
OK
3.25 :1
OK
Z4400'ft
ft
18,300.00 ft This
approx. surface area is within this number of square feet
of the entire wetland surface area reported above:
OK
Form SW401-Wetland-Rev.6-11/16/09 Parts I and II. Project Design Summary, Page 3 of 3

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.
Initials Page/ Plan
Sheet No.
�-
verma No.
1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
(to be provided by DWQ)
[(1 r W4�J
-D �� . ��.,.�.
x
lCL�fS �� � •:, ��� .. �, �°
�� �� �e �.�.�.�. �.� � �;�� �d .:ate..
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.
Initials Page/ Plan
Sheet No.
�-
- I—
1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
- Off-site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Wetland dimensions (and length to width ratio),
- Pretreatment system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
2. Plan details (1" = 50' or larger) for the wetland showing:
- Wetland dimensions (and length to width ratio)
- Pretreatment system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build -out,
- Off-site drainage (if applicable),
- Overflow device, and
- Boundaries of drainage easement.
n
1 . 2
3. Section view of the wetland (1" = 20' or larger) showing:
- Side slopes, 3:1 or lower
- Wetland layers
All wetlands: Shallow land depth, shallow water depth, deep pool depth
Option 1, no clay liner: SLWT depth
Option 2, clay liner: Depth of topsoil on top of liner, liner specifications
4. A detailed planting plan (1" = 20' or larger) prepared by a qualified individual showing:
- A variety of several suitable species (not including cattails),
- Sizes, spacing and locations of plantings,
- Total quantity of each type of plant specified,
- A planting detail,
- The source nursery for the plants, and
- Fertilizer and watering requirements to establish vegetation.
0. _ 5. A construction sequence that shows how the wetland will be protected from sediment until the entire
cn drainage area is stabilized.
6. The supporting calculations (including drawdown calculations).
M, -mf 7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
8. A copy of the deed restrictions (if required).
�. ' 49. A soils report that is based upon an actual field investigation and soil borings. County soil maps are not
(-"VvmzV'f(fan acceptable source of soils information.
SW401-Wetland-Rev.6-11/16/09 Part III, page 1 of 1

Baldwin Design Consultants, PA JOB Brookfield Sections 2 & 3
Design, Land Planning & Surveying SHEET NO. 1 OF 1
1700-0 East Arlington Boulevard CALCULATED BY IP DATE 323/2016
Greenville, NC 27866 CHECKED BY DATE
[phone] SCALE
Stormwater Wetland Surface Area Sizing
Drainage Area 9u15 iAcres
% Drainage Area Impervious =g 45 J^ %
Runoff Storaae Volume Requirements
Runoff volume from 1.0 Inch storm
Rv = 0.05+,009(1) 1= 45.44 %
Rv = 0.46 inches/inches
Volume = (Design rainfall)(Rv)(Drainage Area) = (1.0 inches)(0.47 infin)(9.75 acre)
Volume = 0.37 ac -ft
16,244 of
Actual Volume = a66 !') of OK cumulative volume provided at the temporary ool elevation
Stormwater Wetland Surface Area Requirements
Total Required Surface Area = Runoff Volume / Depth of Temporary Pool
Depth of Temporary Pool =
Total Required Surface Area
Surface Area provided =
16,244 or / 1.25 ft
12.995 sf
14;°03 SF OK (at the temporary pool elevation)
BMP's provided by this stornwater wetland = 1.1
Size Outlet Device for Control Structure
Invert elevation =
a,rtl339 feet msl
Estimated orifice center elevation =
60.48 feet msi
Proposed water surface elevation =
fr6feet msi
Available head (h) _ =
0.39 feet 1/3 head
Discharge (d)
ds pre -development flow
Coefficient of discharge
r9
6r
� J?j
Orifice equation
Q = C A 2gh 1.86 Inches
SAY CiE4233 Inches
Q of orifice = 0.08 cis
Orifice will drain temporary storage in 2.34 days
Depth Distribution of Permanent Pool to Meet Stormwater Wetland Criteria
Permanent Pool Elevation =T
60 39
Temporary Pool Elevation
Total Area of Wetland =
14,403 SF
Required Depth Distribution Surface Areas
Shallow Land (15" depth)
= 35% =
5,041 SF from PPE to
61.64 Temporary Inundation Zone
Shallow Water (6" depth)
= 40% =
5,761 SF from TPE to
61.14
Deep Pools (36" depth)
= 25% =
3,601 SF from PPE to
57.39
Forebay
= 10% =
1,440 SF from PPE to
57.39
Non-Forebay
= 15% =
2,160 SF from PPE to
57.39
Provided Depth Distribution Surface Areas
Provided
Shallow Land (15" depth)
= 35% _
SF from PPE to
45;780;,
61.64 Temporary Inundation Zone -
Shallow Water (6" depth)
= 40% =
a:. SF from TPE to
61.14
Deep Pools (36" depth)
= 25% _
� Xs-- ^60tf SF from PPE to
57.39
Forebay
= 10 /o.+,;pfVyT�4,44
� SF from PPE to
57.39
Non-Forebay
= 15%
„y:>.,2,160 SF from PPE to
57.39
Number of plants
required:
Shallow Land (15" depth)
1,300 Swamp Milkweed, Cardinal Flower, Joe Pyeweed
Shallow Water (3"-6" depth)
1,450 Sweet
Flag, Arrow Arum, Duck Potato, Pickerelweed
A minimum of 10 different species, total of which 5 are emergent species with no more than 30% of a single species.

i
z
o � a
N 0234'
N W 'ft
1 7.3
N 66'21'1151'
N 63'28'3¢' E f,
27.17
5r577'601' E Q 1&11.757
TOTAL DRAINAGE AREA.. . 9.75 ACRES1.2,. ;. "
RIGHT OF WAY IMPERVIOUS. AREA ..... .1.77 ACRES > ee
RIGHT OF WAY PERVIOUS AREA.. .0.98 ACRE s` ° `Q5D4 Sl
1 1A ACRE RESIDENTIAL LOTS 7 00 ACRES N 46'4541• es '
i o
SCALE = NOT TO SCALE
.
. . . . . . . . .
t) 1j0 e.d the 'ii7S�°S.i.
�., ,13� S.F.
,���'•
17478 Sl
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N 38'58'02' E 1 ' S • g+? Ss'. j -t'L
97.42'
N 27>;51aj' E
ti
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a ,'I
N 49'32'00' E
S 64.38• E 40.92' 1 N ,q) `V •.„.
f4S.78
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t7,c7 iJ 5..
757'10* E
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es. .... 221
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n
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Alm W/ 5l1LCF WIERYL
5.73'
-- N 8705'3 ' W i • , s s.a 171.52 • , , ' P
• -
ri
aSR COMPACTION REQUMED
1086.92$ °se do ee.a' i
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SCALE = NOT TO SCALE

March 12, 2015 Minimum Design Criteria for Stormwater Control Measures
Page 7 of 12 Request for Public Input and Option to Begin Using the MDC Immediately
MDC FOR STORMWATER WETLANDS:
(1) TEMPORARY PONDING DEPTH AND SURFACE AREA. The ponding depth for the design
volume shall be 15 inches above the permanent pool. The surface area of the wetland is
based on the surface area at the designed temporary pool elevation. The surface area shall
be sized sufficiently to limit the ponding depth to 15 inches.
(2) PEAK ATTENUATION DEPTH. The wetland may be designed to temporarily pond peak
attenuation volume at a depth exceeding 15 inches.
(3) SOIL AMENDMENTS. The pH, compaction and other attributes of the first 12 inches depth of
the soil shall be adjusted if necessary to promote plant establishment and growth.
(4) LOCATION OF INLET AND OUTLET STRUCTURES. The inlet and outlet structures shall be
located in a manner that avoids short circuiting.
(5) FOREBAY. A forebay shall be provided at the inlet to the stormwater wetland. The forebay
shall comprise approximately 10 to 15 percent of the wetland surface area as measured at
the temporary pool elevation. The forebay shall be 24 to 40 inches in depth with respect to
the permanent pool. The forebay entrance shall be deeper than the exit.
(6) NON-FOREBAY DEEP POOLS. Deep pools shall be provided throughout the wetland. A deep
pool shall be located adjacent to the outlet structure to prevent clogging. The non-forebay
deep pools shall comprise 5 to 15 percent of the wetland surface area and shall be designed
to retain water between storm events. The minimum depth of a deep pool at its deepest
point is 18 inches below the top of the permanent pool.
(7) SHALLOW WATER ZONE. The shallow water zone shall be zero to nine inches deep with
respect to the permanent pool and shall comprise approximately 40 percent of the wetland
surface area. It is recommended to only plant the six to nine inch depth range if there is an
adjustable outlet structure to keep the permanent pool at a lower depth during the first year.
(8) TEMPORARY INUNDATION ZONE. The temporary inundation zone shall be between 0 and 15
inches above the permanent pool elevation. The temporary inundation zones shall comprise
approximately 30 to 45 percent of the surface area of the stormwater wetland.
(9) DRAWDOWN TIME. The design volume shall draw down to the permanent pool level
between two and five days.
(10) DISCHARGE RATE. The wetland shall discharge the storage volume at a rate equal to or less
than the predevelopment discharge rate for the one-year, 24-hour storm. (Note: The MDC
Team is still studying this item.)
(11) LANDSCAPING PLAN. A landscape plan prepared by a qualified design professional licensed
in North Carolina shall be provided. The landscaping plan shall include the following:
i. Delineation of planting zones;
ii. Plant layout with species names and locations; and
iii. Total number and sizes of all plant species.
(12) SHALLOW WATER PLANTINGS. The shallow water zone shall be planted at a minimum
density of 50 herbaceous plants per 200 square feet (equivalent to 2 foot on center spacing).
A biodegradable mat is recommended to hold the plantings in place. (Note: The MDC Team
is still studying this item.)
Vi

March 12, 2015 Minimum Design Criteria for Stormwater Control Measures
Page 8 of 12 Request for Public Input and Option to Begin Using the MDC Immediately
(13) TEMPORARY INUNDATION ZONE PLANTINGS. The temporary inundation zone shall be
planted according to one of the following options (Note: The MDC Team is still studying this
item.):
i. 50 herbaceous plants per 200 square feet (equivalent to 2 foot on center spacing);
ii. 8 shrubs per 200 square feet (equivalent to 5 foot on center spacing); or
iii. One tree and 40 grass -like herbaceous plants per 100 square feet.
(14) VEGETATION. The following requirements apply to vegetation:
L Trees and woody shrubs shall not be planted on the dam structure;
ii. Cattails shall not be planted;
iii. Turf grass shall be provided on the tops of berms and on the exterior slopes of dams;
and
iv. Weeping love grass shall not be planted on vegetated side slopes.
(15) TRASH RACK. A trash rack or other device to trap debris shall be provided on piped outlet
structures.
MDC FOR LEVEL SPREADER -FILTER STRIPS
(1) LEVEL SPREADER LENGTH. The level spreader shall be ten feet in length per cubic feet per
second of stormwater flow that is directed to it. A level spreader that receives flow directly
from the drainage area shall be sized based on the flow rate during the 0.75 inch per hour
storm, with a flow bypass system for larger storm events. A level spreader that receives flow
from an SCM shall be sized based on the draw down rate of the design volume, with a flow
bypass for larger storm events. A flow bypass system is not needed if the level spreader is
sized to handle the flow during 10 -year storm event.
(2) BLIND SWALE. Immediately upslope of the level spreader, there shall be a blind swale or
other method of ponding water. The blind swale shall be designed to provide for uniform
overtopping of the level spreader.
(3) LEVEL SPREADER SPECIFICATIONS. The lip of the level spreader shall be at a uniform
elevation with a construction tolerance of plus or minus %" at any point along its length. The
level spreader shall be constructed of concrete or other stable material.
(4) LEVEL SPREADER SHAPE. The level spreader shall be straight or convex.
(5) TRANSITION ZONE. Immediately downslope of the level spreader, there shall be a one to
three inch drop followed by an area that is protected against erosion via aggregate or high
performance turf reinforcement matting. The minimum width of this protected area is 12
inches.
(6) MINIMUM WIDTH OF THE FILTER STRIP. The minimum width measured perpendicular to the
level spreader lip of the filter strip shall be 30 feet.
(7) NO DRAWS OR CHANNELS IN THE FILTER STRIP. The filter strip shall not contain draws or
channels.
(8) FILTER STRIP SPECIFICATIONS. Filter strips shall be graded with a uniform transverse slope of
eight percent or less. The pH, compaction and other attributes of the first 12 inches of the
soil shall be adjusted if necessary to promote plant establishment and growth. The filter strip
and side slopes shall be planted with non -clumping, deep-rooted grass sod.
E3

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Stormwater Wetland 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.
Important maintenance procedures:
— Immediately following construction of the stormwater wetland, bi-weekly inspections will be
conducted and wetland plants will be watered bi-weekly until vegetation becomes established
(commonly six weeks).
— No portion of the stormwater wetland will be fertilized after the first initial fertilization that is
required to establish the wetland plants.
— Stable groundcover will be maintained in the drainage area to reduce the sediment load to the
wetland.
— Once a year, a dam safety expert should inspect the embankment.
After the stormwater wetland is established, I will inspect it monthly 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 will be kept in a known set location and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired
immediately.
.:.;ieat•, , , {.
Potential roblem:
vill+Xeze .xlern
Entire BMP
Trash/ debris is present.
Remove the trash/debris.
Perimeter of wetland
Areas of bare soil and/or erosive
Regrade the soil if necessary to remove the
gullies have formed.
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 long.
Maintain vegetation at an appropriate
height.
Inlet device: pipe or
The pipe is clogged (if applicable).
Unclog the pipe. Dispose of the sediment
Swale
offsite.
The pipe is cracked or otherwise
Replace the pipe.
damaged if applicable).
Erosion is occurring in the swale (if
Regrade the swale if necessary to smooth
applicable).
it over and provide erosion control
devices such as reinforced turf matting or
riprap to avoid future problems with
erosion.
Form SW401-Wetland O&M-Rev.4 Page 1 of 3

Permit Number:
(to be provided hyDWQ)
1:-.... .. ........
Forebay
Sediment has accumulated in the
Search for the source of the sediment and
forebay to a depth that inhibits the
remedy the problem if possible. Remove
forebay from functioning well.
the sediment and 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
a pesticide is used, wipe it on the plants
rather than spraying.
Deep pool, shallow water
Algal growth covers over 50 % of the
Consult a professional to remove and
and shallow land areas
deep pool and shallow water areas.
control the algal growth.
Cattails, phragmites or other invasive
Remove invasives by physical removal or
plants cover 50% of the deep pool and
by wiping them with pesticide (do not
shallow water areas.
) - consult a professional.
spray
Shallow land remains flooded more
Unclog the outlet device immediately.
than 5 days after a storm event.
Plants are dead, diseased or dying.
Determine the source of the problem:
soils, hydrology, disease, etc. Remedy the
problem and replace plants. Provide a
one-time fertilizer application to establish
the ground cover if necessary.
Best professional practices show that
Prune according to best professional
pruning is needed to maintain optimal
practices.
plant health
Sediment has accumulated and
Search for the source of the sediment and
reduced the depth to 75% of the
remedy the problem if possible. Remove
original design depth of the deep
the sediment and dispose of it in a location
pools.
where it will not cause impacts to streams
or the BMP.
Embankment
A tree has started to grow on the
Consult a dam safety specialist to remove
embankment.
the tree.
An annual inspection by appropriate
Make all needed repairs.
professional shows that the
embankment needs repair.
Evidence of muskrat or beaver activity
Consult a professional to remove muskrats
is present.
or beavers.
Micropool
Sediment has accumulated and
Search for the source of the sediment and
reduced the depth to 75% of the
remedy the problem if possible. Remove
original design depth.
the sediment and dispose of it in a location
where it will not cause impacts to streams
or the BMP.
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.
Receiving water
Erosion or other signs of damage have
Contact the NC Division of Water Quality
occurred at the outlet.
401 Oversi ht Unit at 919-733-1786.
Form SW40 I -Wetland O&M-Rev.4 Page 2 of 3

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:Brookfield Subdivision - Phase 2 and 3
BMP drainage area number:2
Print name: Will Kuhn - Cooper Island Development, LLC
Title:Member / Manaizer
Address:4226 Dunhagan Road, Greenville NC 27858
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been
sold and a resident of the subdivision has been named the president.
I, DpcAA� L • PDO A" , a Notary Public for the State of
NC , County of KR- , do hereby certify that
1A. Lt V-ujwx 1Jlp.� loef / eve personally appeared before me this l l day of
-Toru-o-r , Zot b , and acknowledge the due execution of the forgoing stormwater wetland
maintenance requirements. Witness my hand and official seal,
.0/ ��TAgr •
'+ AU1300
Op
CpV�.1`,e��•
SEAL
My commission expires .D � A -0I of
Form SW401-Wetland O&M-Rev.4 Page 3 of 3

a
Aston Soil Works, Inc.
P.O. Box 86
Simpson, NC 27879
Mike Baldwin
Baldwin Design Consultants
1700 D East Arlington Blvd
Greenville, NC 27858
November 12, 2015
Re: Soil Seasonal High Water Table Determination for a stormwater retention pond
(Brookfield Subdivision) located off Brookfield Drive in Pitt County, NC.
Dear Mr. Baldwin,
As requested, soil seasonal high water table testing was conducted on November 3,
2015 for Brookfield development in Pitt County, NC. The method of soil evaluation for
seasonal high water table utilized one hand auger boring to a depth of 30 inches. The
boring location was based on a plan provided by Baldwin Design Consultants. An
enclosed map identifies the approximate location of the boring conducted within the
proposed retention pond area. The findings of this investigation suggest a seasonal high
water table is approximately 12 inches from the surface based on soil morphology. The
soil morphology method of determination was based on the presence of redoximorphic
features within the profile.
The soil profile description contained:
1. 0-12 inches: very dark gray (10YR 3/1) sandy loam; weak fine granular
structure; friable.
12-30 inches: dark gray (10YR 4/1) sandy clay loam; weak fine subangular
blocky structure.
This data is presented for the purposes of aiding in the design of the above-mentioned
stormwater system. If I can be of further assistance feel free to contact me at 252 341
9707.

Sincerely,
Gene Aston
Licensed Soil Scientist # 1261
O g�.tySt 4y3'rY•..
! _
R R

4
Test Location Map for Storrnwater Retention Pond
Brookfietoi Subdivision
Pitt County, NC
(Proposed)
33 1
• - Test Location
Castteford Drive
(Proposed)
(Proposed)
G .
0 60'
SCALE: 1 °= 60'
Aston Soil Works, Inc.
2858 Madison Grove
Greenville, NC 27Eg8

`- Baldwin.Desl
gn
COnSUR n�,PA
DESIGN - LANO PLANNING • SURVEYING
STORMWATER MANAGEMENT
BROOKFIELD SECTIONS 2 & 3
Winterville, Pitt County, NC
March 23, 2016
7 i PD"E=��
Igor Palyv da, PE
Date
%W6111
SEAL -
043249 -
1700-D EAST ARLINGTON BOULEVARD, GREENVILLE. NORTH CAROLINA 27858
TEL [phone] FAx [phone] www.BALDWINDESIGNCONSULTANTS.com

I
STORMWATER MANAGEMENT NARRATIVE
BROOKFIELD SECTIONS 2 & 3
WINTERVILLE, PITT COUNTY, NORTH CAROLINA
March 23, 2016
Project Name: Brookfield Section 2 & 3
Location: Winterville, Pitt County, NC
Developer: Cooper Island Development, LLC
P.O. Box 606
Greenville, NC 27835
Consultant: Baldwin Design Consultants, PA
1700-D East Arlington Boulevard
Greenville, NC 27858
Phone: [phone]
GENERAL PROJECT INFORMATION
The site is located on Old Tar Road in Winterville, North Carolina, approximately 0.3
miles south of the intersection of Old Tar Road and Worthington Road. The original
approved design, called Brookfield Subdivision, was done by Baldwin & Janowski, PA in
2008 and it was divided into 3 phases. The purpose of the original design was to
develop 76 residential lots and route and attenuate stormwater runoff from 28.4 acres
through two dry detention ponds.
The existing site is partially developed. Construction of Brookfield — Phase 1 was
started in 2008. Only phase 1 of the project has been constructed. The developer
(MKRR Development, LLC) stopped prior to completing the improvements. In 2014, dry
detention pond #1, which is located in phase 1 of the project and which was designed to
attenuate stormwater runoff from the entire phase 1 and most of phase 2 of the project,
was converted into stormwater wetland per the request of Public Works Director by
Rivers and Associates, Inc.
A new developer (Cooper Island Development, LLC) has purchased the property and
intends to complete construction of phase 2 and phase 3 of the project based upon the
original approved construction drawings with some minor alterations such as adding a
cul-de-sac in phase 3 thereby reducing number of residential lots and converting dry
detention pond #2, which was never built, into a stormwater wetland in order to meet
new regulations by capturing and removing the required 85% of total suspended solids.
The purpose of this project is to develop phase 2 and 3 of Brookfield Subdivision and to
route and treat stormwater runoff from phase 3 of the project and the remainder of
phase 2 of the project that is not draining into existing retrofitted stormwater wetland #1
located in phase 1 of the project. Stormwater runoff from these areas will be treated in
the proposed stormwater wetland #2.

I
The total post -development area draining into the proposed stormwater wetland #2 is
9.75 acres and 4.57 acres of it will be impervious. This impervious area includes
sidewalk, curb and gutter, roads, buildings and driveways. HydroCAD's default setting
considers 38% of '% acre lots to be impervious, which is consistent with information
provided by NRCS.
STORMWATER INFORMATION
Following the completion of phases 2 and 3, the runoff from approximately 9.75 acres of
on-site drainage area will be routed to stormwater wetland #2. This stormwater wetland
will treat the design rainfall of 1" and attenuate the peak runoff from the 1 -year and 10 -
year storms (as required by the Town of Winterville's stormwater ordinance).
This stormwater wetland is designed in accordance with the NCDENR Minimum Design
Criteria for Stormwater Control Measures (MDC) enacted on March 12, 2015, which is
an alternative design to NCDENR Stormwater BMP Manual Chapter 9 — Stormwater
Wetland as revised in July 2009. Simple Method was used to determine first flush
volume based on 1" design rainfall. A program called HydroCAD was used for routing
and sizing the pond based on SCS method for computing discharges and storage -
indication method for routing.
Relation of SHWT to Permanent Pool Elevation of Stormwater Wetland
A seasonal high water table (SHWT) determination was made by Gene Aston of Aston
Soil Works, Inc. for this project on November 3, 2015. The SHWT in the location of the
proposed stormwater wetland was found to be approximately 1.0 feet below the
average existing ground elevation of approximately 64.50 ft msl based on soil
morphology, giving a SHWT elevation of approximately 63.50 ft msl. The proposed
permanent pool elevation of the stormwater wetland is 60.39 ft msl.
Per Pitt County Soils Map the soil located at the proposed stormwater wetland #2 site is
Rains soil, which is in hydrologic soil group C according to NRCS Southeast Coastal
States Wetlands Team (see attached). Also, according to BMP Manual Table 3-4 (pg. 3-
7 and 3-8) Rains soil can fall between hydrologic soil group B and D depending on how
saturated it is. Since SHWT is fairly close to surface it was reasonable to assume and
agree with NRCS on using hydrologic soil group C in this case. Furthermore, attached
aerial photo shows that the soil is mucked at the proposed stormwater wetland site,
indicating a high degree of saturation and therefore low further permeability. While the
SHWT is not within six inches of the proposed permanent pool elevation (PPE) of the
stormwater wetland, the pond is located in an area with hydrologic soil group C.
Therefore, since hydrologic soil groups C and D have low permeability rates no liner is
required to be installed in the stormwater wetland.

PROJECT SITE AREA BREAKDOWN
Total Pre -Development Area
Pervious Area
Impervious Area
Total Post -Development Area
Pervious Area
Impervious Area
PEAK FLOW SUMMARY
9.75 ac
9.75 ac
0.00 ac
9.75 ac
5.18 ac
4.57 ac
The stormwater wetland was sized and the outlet structure designed in order to
attenuate the peak storm water runoff from the 1 year and 10 year storms to the pre -
developed condition. The 1 -year pre -development flow is estimated to be 8.12 cfs, with
a post -development flow of 25.72 cfs. Using a 2.25" orifice, with a two-tier weir system
for flow attenuation, the post -developed flow leaving the site is 4.90 cfs. This is 60% of
the peak rate of outflow from the pre -developed rate. The 10 -year pre -development flow
is estimated to be 24.73 cfs, with a post -development flow of 52.09 cfs. The post -
developed flow leaving the site is attenuated to 21.74 cfs. This is 88% of the peak rate
of outflow from the pre -developed rate.
Storm
Pre -Development
Post -Development
Post -Development
Peak Flow
Peak Flow (Pre-
Peak Flow (Post -
Attenuation in
Attenuation in
Constr. Wetland)
Constr. Wetland)
1- ear
8.12 cfs
25.72 cfs
4.90 cfs
10- ear
24.73 cfs
52.09 cfs
21.74 cfs
100 -year
45.56 cfs
79.63 cfs
56.91 cfs
CONCLUSION
The impacts to downstream drainage structures have been mitigated by the installation
of a stormwater wetland that attenuates the post -development peak flow from the 1 -year
and 10 -year storms to less than the pre -developed peak flow, satisfying NCDENR
Minimum Design Criteria. Top of the outlet structure is at 63.89 ft and top of the pond is
at 64.89 ft. The weir is sufficiently sized per HydroCAD calculations to safely pass 100 -
year storm and there is sufficient 1 ft of freeboard provided above top of outlet structure
per Town of Winterville MSDD.

OCT.01'2002 11:34 2529751399 J ACE WASH =7656 P_--Yv
NRCS Southeast Coastal States Wetlands Team June 1993
Sandy Category
Groau
no sons
Grout) B
Bibb
Meggett
Pelham
Stockade
Group C
Oiustee
Raids
Group D
Carteret
Duckston
lr=okalee
Leon
Lynn Haven
Mascotte
Murville
Nakina
Osier
Plummer
Rutledge
7

Pre -Development
Post -Development
Subcat Reach Pon Llllk
Stormwater Wetland

Brookfield Sections 2 & 3 NC -Greenville 24 -hr S1 1 -yr Rainfall=3.10"
Prepared by Baldwin Design Consultants, PA Printed 3/24/2016
HydroCAD® 10.00-16 s/n 09193 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment IS: Pre -Development
Time of concentration, Tc, was obtained by Kirpich Method per Appendix B (pg.111-30) of NCDENR
Stormwater BMP Manual and Winterville Manual of Standard Designs and Details (Chart SD -2) using
formula below.
Tc = [(L^3/H)^0.385]/128 where
L = Hydraulic length of watershed = 680 ft
H= Height of most remote point in watershed above outlet = 3.5 ft
Tc was multiplied by a factor of 2.0 for overland flow of grassed pre -development surfaces per Winterville
MSDD (Chart SD -2).
Tc = 2 x [((680^3)/3.5)^0.385]/128 = 18 minutes
Runoff = 8.12 cfs @ 12.23 hrs, Volume= 0.673 af,- Depth> 0.83"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 2.00-20.00 hrs, dt= 0.05 hrs
NC -Greenville 24 -hr S1 1 -yr Rainfall=3.10"
Area (ac) CN Description
2.110
70
Woods, Good, HSG C
2.020
72
Woods/grass comb., Good, HSG C
5.620
74
>75% Grass cover, Good, HSG C
9.750
73
Weighted Average
9.750
73
100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
18.0 Direct Entry, Kirpich Method

Brookfield Sections 2 & 3 NC -Greenville 24 -hr S1 1 -yr Rainfall=3.10"
Prepared by Baldwin Design Consultants, PA Printed 3/24/2016
HvdroCADO 10.00-16 s/n 09193 © 2015 HvdroCAD Software Solutions LLC
a
w
3
0
LL
Subcatchment 1S: Pre -Development
Hydrograph
2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Runoff

Brookfield Sections 2 & 3 NC -Greenville 24 -hr S1 1 -yr Rainfall=3.10"
Prepared by Baldwin Design Consultants, PA Printed 3/24/2016
HydroCAD® 10.00-16 s/n 09193 © 2015 HvdroCAD Software Solutions LLC
Summary for Subcatchment 2S: Post -Development
Time of concentration, Tc, was obtained by Kirpich Method per Appendix B (pg.11 1-30) of NCDENR
Stormwater BMP Manual and Winterville Manual of Standard Designs and Details (Chart SD -2) using
formula below.
Tc = [(L^3/H)^0.385]/128 where
L = Hydraulic length of watershed = 422 ft for overland flow of impervious concrete surface
H= Height of most remote point in watershed above outlet = 2.74 ft for overland flow of impervious
concrete surface
L = Hydraulic length of watershed = 317 ft for channelized flow
H= Height of most remote point in watershed above outlet = 1.68 ft for channelized flow
Tc was multiplied by a factor of 0.4 for overland flow of concrete impervious post -development surface
and 0.2 for channelized pipe flow per Winterville MSDD (Chart SD -2).
Tc = 0.4 x [((422^3)/2.74)^0.385]/128 + 0.2 x [((317^3)/1.68)^0.385]/128 < 5 minutes
Therefore a minimum Tc of 5 minutes was used.
[49] Hint: Tc<2dt may require smaller dt
Runoff = 25.72 cfs @ 12.03 hrs, Volume= 1.264 af, Depth> 1.56"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 2.00-20.00 hrs, dt= 0.05 hrs
NC -Greenville 24 -hr S1 1 -yr Rainfall=3.10"
Area (ac) CN Description
1.770 98 Paved roads w/curbs & sewers, HSG C
7.000 83 1/4 acre lots, 38% imp, HSG C
0.980 74 >75% Grass cover. Good, HSG C
9.750 85 Weighted Average
5.320 74 54.56% Pervious Area
4.430 98 45.44% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Kirpich Method

Brookfield Sections 2 & 3 NC -Greenville 24 -hr S1 1 -yr Rainfall=3.10"
Prepared by Baldwin Design Consultants, PA Printed 3/24/2016
HydroCADO 10.00-16 s/n 09193 © 2015 HydroCAD Software Solutions LLC
Subcatchment 2S: Post -Development
Hydrograph
2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Runoff

Brookfield Sections 2 & 3 NC -Greenville 24 -hr S1 1 -yr Rainfall=3.10"
Prepared by Baldwin Design Consultants, PA Printed 3/24/2016
HydroCAD® 10.00-16 s/n 09193 © 2015 HydroCAD Software Solutions LLC
Summary for Pond 1 P: Stormwater Wetland
Inflow Area = 9.750 ac, 45.44% Impervious, Inflow Depth > 1.56" for 1 -yr event
Inflow = 25.72 cfs @ 12.03 hrs, Volume= 1.264 of
Outflow = 4.90 cfs @ 12.55 hrs, Volume= 0.839 af, Atten= 81 %, Lag= 30.9 min
Primary = 4.90 cfs @ 12.55 hrs, Volume= 0.839 of
Routing by Stor-Ind method, Time Span= 2.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 62.47'@ 12.55 hrs Surf.Area= 15,867 sf Storage= 29,276 cf
Plug -Flow detention time= 140.9 min calculated for 0.839 of (66% of inflow)
Center -of -Mass det. time= 75.9 min ( 860.2 - 784.2 )
Volume Invert
Avail.Storage Storage Description
#1 60.39'
72,963 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
60.39
12,277
0 0
61.39
13,972
13,125 13,125
61.64
14,403
3,547 16,671
62.39
15,718
11,295 27,967
63.39
17,520
16,619 44,586
64.39
19,379
18,450 63,035
64.89
20,330
9,927 72,963
Device Routing
Invert
Outlet Devices
#1 Primary
60.39'
2.2" Vert. Orifice/Grate C= 0.600
#2 Primary
61.64'
2.0' long x 0.7' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50
Coef. (English) 2.76 2.82 2.93 3.09 3.18 3.22 3.27 3.30 3.32
3.31 3.32
#3 Primary
63.89'
14.7' long x 0.7' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50
Coef. (English) 2.76 2.82 2.93 3.09 3.18 3.22 3.27 3.30 3.32
3.31 3.32
Primary OutFlow Max=4.89 cfs @ 12.55 hrs HW=62.47' (Free Discharge)
11=Orifice/Grate (Orifice Controls 0.18 cfs @ 6.79 fps)
2=Broad-Crested Rectangular Weir (Weir Controls 4.71 cfs @ 2.83 fps)
3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

Brookfield Sections 2 & 3 NC -Greenville 24 -hr S1 1 -yr Rainfall=3.10"
Prepared by Baldwin Design Consultants, PA Printed 3/24/2016
HydroCADO 10.00-16 s/n 09193 © 2015 HydroCAD Software Solutions LLC
Pond 1 P: Stormwater Wetland
N
U
3
0
LL
Hydrograph
2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Inflow
❑ Primary

Brookfield Sections 2 & 3 NC -Greenville 24 -hr S9 10 -yr Rainfall=5.81"
Prepared by Baldwin Design Consultants, PA Printed 3/24/2016
HydroCAD®10.00-16 s/n 09193 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 1 S: Pre -Development
Time of concentration, Tc, was obtained by Kirpich Method per Appendix B (pg.111-30) of NCDENR
Stormwater BMP Manual and Winterville Manual of Standard Designs and Details (Chart SD -2) using
formula below.
Tc = [(L^3/H)"0.385]/128 where
L = Hydraulic length of watershed = 680 ft
H= Height of most remote point in watershed above outlet = 3.5 ft
Tc was multiplied by a factor of 2.0 for overland flow of grassed pre -development surfaces per Winterville
MSDD (Chart SD -2).
Tc = 2 x [((680^3)/3.5)"0.385]/128 = 18 minutes
Runoff = 24.73 cfs @ 12.21 hrs, Volume= 2.177 af, Depth> 2.68"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 2.00-20.00 hrs, dt= 0.05 hrs
NC -Greenville 24 -hr S1 10 -yr Rainfall=5.81"
Area (ac) CN Description
2.110 70 Woods, Good, HSG C
2.020 72 Woods/grass comb., Good, HSG C
5.620 74 >75% Grass cover, Good, HSG C
9.750 73 Weighted Average
9.750 73 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
18.0 Direct Entry, Kirpich Method

Brookfield Sections 2 & 3 NC -Greenville 24 -hr S1 10 -yr Rainfall=5.81 "
Prepared by Baldwin Design Consultants, PA Printed 3/24/2016
HydroCADO 10.00-16 s/n 09193 © 2015 HydroCAD Software Solutions LLC
Subcatchment 1S: Pre -Development
Hydrograph
26. '
24-
NC -Greenville 24_hrS1 10 -yr
22-
Rainfall=5.81"
20
- ---
Runoff Area=9 750 ac
.--
18
.....-- ..--...
Runoff Volume=2.177 of
y 16
w
Runoff Depth>268"
U
3 14
Tc=18.0 min'
O
LL 12
CN=73
10
2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Runoff

Brookfield Sections 2 & 3 NC -Greenville 24 -hr S1 10 -yr Rainfall=5.81 "
Prepared by Baldwin Design Consultants, PA Printed 3/24/2016
HydroCAD®10.00-16 s/n 09193 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 2S: Post -Development
Time of concentration, Tc, was obtained by Kirpich Method per Appendix B (pg.111-30) of NCDENR
Stormwater BMP Manual and Winterville Manual of Standard Designs and Details (Chart SD -2) using
formula below.
Tc = [(L^3/H)^0.385]/128 where
L = Hydraulic length of watershed = 422 ft for overland flow of impervious concrete surface
H= Height of most remote point in watershed above outlet = 2.74 ft for overland flow of impervious
concrete surface
L = Hydraulic length of watershed = 317 ft for channelized flow
H= Height of most remote point in watershed above outlet = 1.68 ft for channelized flow
Tc was multiplied by a factor of 0.4 for overland flow of concrete impervious post -development surface
and 0.2 for channelized pipe flow per Winterville MSDD (Chart SD -2).
Tc = 0.4 x [((422"3)/2.74)^0.385]/128 + 0.2 x [((317^3)/1.68)^0.385]/128 < 5 minutes
Therefore a minimum Tc of 5 minutes was used.
[49] Hint: Tc<2dt may require smaller dt
Runoff = 52.09 cfs @ 12.03 hrs, Volume= 3.128 af, Depth> 3.85"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 2.00-20.00 hrs, dt= 0.05 hrs
NC -Greenville 24 -hr S1 10 -yr Rainfall=5.81"
Area (ac) CN Description
1.770 98 Paved roads w/curbs & sewers, HSG C
7.000 83 1/4 acre lots, 38% imp, HSG C
0.980 74 >75% Grass cover, Good, HSG C
9.750 85 Weighted Average
5.320 74 54.56% Pervious Area
4.430 98 45.44% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Kirpich Method

Brookfield Sections 2 & 3 NC -Greenville 24 -hr S1 10 -yr Rainfall=5.81"
Prepared by Baldwin Design Consultants, PA Printed 3/24/2016
HydroCADO 10.00-16 s/n 09193 © 2015 HydroCAD Software Solutions LLC
Subcatchment 2S: Post -Development
Hydrograph
2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Runoff

Brookfield Sections 2 & 3 NC -Greenville 24 -hr S1 10 -yr Rainfall=5.81"
Prepared by Baldwin Design Consultants, PA Printed 3/24/2016
HydroCAD010.00-16 s/n 09193 02015 HydroCAD Software Solutions LLC
Summary for Pond 1 P: Stormwater Wetland
Inflow Area = 9.750 ac, 45.44% Impervious, Inflow Depth > 3.85" for 10 -yr event
Inflow =
52.09 cfs @ 12.03 hrs, Volume= 3.128 of
Outflow =
21.74 cfs @ 12.21 hrs, Volume= 2.660 af, Atten= 58%, Lag= 11.1 min
Primary =
21.74 cfs @ 12.21 hrs, Volume= 2.660 of
Routing by Stor-Ind method, Time Span= 2.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 63.83'@
12.21 hrs Surf.Area= 18,341 sf Storage= 52,505 cf
Plug -Flow detention time= 96.4 min calculated for 2.653 of (85% of inflow)
Center -of -Mass det. time= 51.5 min ( 818.3 - 766.8)
Volume Invert Avail.Storage Storage Description
#1 60.39' 72,963 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area Inc.Store Cum.Store
(feet)
(sq -ft) (cubic -feet) (cubic -feet)
60.39
12,277 0 0
61.39
13,972 13,125 13,125
61.64
14,403 3,547 16,671
62.39
15,718 11,295 27,967
63.39
17,520 16,619 44,586
64.39
19,379 18,450 63,035
64.89
20,330 9,927 72,963
Device Routing
Invert Outlet Devices
#1 Primary
60.39' 2.2" Vert. Orifice/Grate C= 0.600
#2 Primary
61.64' 2.0' long x 0.7' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50
Coef. (English) 2.76 2.82 2.93 3.09 3.18 3.22 3.27 3.30 3.32
3.31 3.32
#3 Primary
63.89' 14.7' long x 0.7' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50
Coef. (English) 2.76 2.82 2.93 3.09 3.18 3.22 3.27 3.30 3.32
3.31 3.32
Primary OutFlow Max=21.68 cfs @ 12.21 hrs HW=63.83' (Free Discharge)
11=Orifice/Grate (Orifice Controls 0.23 cfs @ 8.81 fps)
2=Broad-Crested Rectangular Weir (Weir Controls 21.45 cfs @ 4.90 fps)
3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

Brookfield Sections 2 & 3 NC -Greenville 24 -hr S1 10 -yr Rainfall=5.81"
Prepared by Baldwin Design Consultants, PA Printed 3/24/2016
HydroCADO 10.00-16 s/n 09193 © 2015 HydroCAD Software Solutions LLC
Pond 1 P: Stormwater Wetland
Time (hours) I
E Inflow
p Primary

Brookfield Sections 2 & 3 NC -Greenville 24 -hr S1 100 -yr Rainfall=9.84"
Prepared by Baldwin Design Consultants, PA Printed 3/24/2016
HydroCAD® 10.00-16 s/n 09193 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 1 S: Pre -Development
Time of concentration, Tc, was obtained by Kirpich Method per Appendix B (pg.11 1-30) of NCDENR
Stormwater BMP Manual and Winterville Manual of Standard Designs and Details (Chart SD -2) using
formula below.
Tc = [(L"3/H)^0.385]/128 where
L = Hydraulic length of watershed = 680 ft
H= Height of most remote point in watershed above outlet = 3.5 ft
Tc was multiplied by a factor of 2.0 for overland flow of grassed pre -development surfaces per Winterville
MSDD (Chart SD -2).
Tc = 2 x [((680^3)/3.5)^0.385]/128 = 18 minutes
Runoff = 45.56 cfs @ 12.20 hrs, Volume= 4.808 af, Depth> 5.92"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 2.00-20.00 hrs, dt= 0.05 hrs
NC -Greenville 24 -hr S1 100 -yr Rainfall=9.84"
Area (ac) CN Description
2.110
70
Woods, Good, HSG C
2.020
72
Woods/grass comb., Good, HSG C
5.620
74
>75% Grass cover, Good, HSG C
9.750
73
Weighted Average
9.750
73
100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
18.0 Direct Entry, Kirpich Method

• Brookfield ections 2 & 3 NC -Greenville 24 -hr S1 100 -yr Rainfall=9.84"
Prepared by Baldwin Design Consultants, PA Printed 3/24/2016
HydroCADO 10.00-16 s/n 09193 © 2015 HydroCAD Software Solutions LLC
Subcatchment 1S: Pre -Development
Hydrograph
❑ Runoff
as
NC -Greenville 24 -hr S1 100 -yr
42
Rainfall=9.84"
40
38 _ :
- ----------- ------- - -------- ----- ----- -------- --------
Runoff Area=9.750 ac
3a
Runoff Volume=4.808 of
32 30
Runoff Depth>5.92" -
28
zs
Tc=18.0 min
0 24
CN=73
F 22 .
_..- ..._ ....
20
18
l.. --- .___ _..__L-_.___..
16
...... ------------ _.-_.. __......._..
14
12
........
10
.._ - _ _ ......... :......
2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Brookfield Sections 2 & 3 NC -Greenville 24 -hr S1 100 -yr Rainfall=9.84"
Prepared by Baldwin Design Consultants, PA Printed 3/24/2016
HydroCAD® 10.00-16 s/n 09193 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 2S: Post -Development
Time of concentration, Tc, was obtained by Kirpich Method per Appendix B (pg.111-30) of NCDENR
Stormwater BMP Manual and Winterville Manual of Standard Designs and Details (Chart SD_ -2) using
formula below.
Tc = [(L"3/H)^0.385]/128 where
L = Hydraulic length of watershed = 422 ft for overland flow of impervious concrete surface
H= Height of most remote point in watershed above outlet = 2.74 ft for overland flow of impervious
concrete surface
L = Hydraulic length of watershed = 317 ft for channelized flow
H= Height of most remote point in watershed above outlet = 1.68 ft for channelized flow
Tc was multiplied by a factor of 0.4 for overland flow of concrete impervious post -development surface
and 0.2 for channelized pipe flow per Winterville MSDD (Chart SD -2).
Tc = 0.4 x [((422"3)/2.74)^0.385]/128 + 0.2 x [((317^3)/1.68)^0.385]/128 < 5 minutes
Therefore a minimum Tc of 5 minutes was used.
[49] Hint: Tc<2dt may require smaller dt
Runoff = 79.63 cfs @ 12.02 hrs, Volume= 6.046 af, Depth> 7.44"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 2.00-20.00 hrs, dt= 0.05 hrs
NC -Greenville 24 -hr S1 100 -yr Rainfall=9.84"
Area (ac) CN Description
1.770 98 Paved roads w/curbs & sewers, HSG C
7.000 83 1/4 acre lots, 38% imp, HSG C
0.980 74 >75% Grass cover, Good, HSG C
9.750 85 Weighted Average
5.320 74 54.56% Pervious Area
4.430 98 45.44% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Kirpich Method

Brookfield Sections 2 & 3 NC -Greenville 24 -hr S1 100 -yr Rainfall=9.84"
Prepared by Baldwin Design Consultants, PA Printed 3/24/2016
HydroCADO 10.00-16 s/n 09193 C 2015 HydroCAD Software Solutions LLC
Subcatchment 2S: Post -Development
Hydrograph
85-
79.63 t(5
80 NG -Greenville 24 -hr S1 100 -yr
75- Rainfail=9.84"
70
65-. Runoff Area=9.750 ac
60 Runoff Volume=6.046 of
55 Runoff Depth>7.44"
y so
asTc=5.0 min
3
0FL
40-CN=85
35
30
1
1
2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Runoff

Brookfield Sections 2 & 3 NC -Greenville 24 -hr S1 100 -yr Rainfall=9.84"
Prepared by Baldwin Design Consultants, PA Printed 3/24/2016
HydroCAD®10.00-16 s/n 09193 0 2015 HydroCAD Software Solutions LLC
Summary for Pond 1 P: Stormwater Wetland
Inflow Area = 9.750 ac, 45.44% Impervious, Inflow Depth > 7.44" for 100 -yr event
Inflow = 79.63 cfs @ 12.02 hrs, Volume= 6.046 of
Outflow = 56.91 cfs @ 12.11 hrs, Volume= 5.522 af, Atten= 29%, Lag= 5.1 min
Primary = 56.91 cfs @ 12.11 hrs, Volume= 5.522 of
Routing by Stor-Ind method, Time Span= 2.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 64.55'@ 12.11 hrs Surf.Area= 19,689 sf Storage= 66,221 cf
Plug -Flow detention time= 78.8 min calculated for 5.522 of (91% of inflow)
Center -of -Mass det. time= 46.2 min ( 795.7 - 749.4 )
Volume Invert Avail.Storage Storage Description
#1 60.39' 72,963 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
60.39 12,277 0 0
61.39 13,972 13,125 13,125
61.64 14,403 3,547 16,671
62.39 15,718 11,295 27,967
63.39 17,520 16,619 44,586
64.39 19,379 18,450 63,035
64.89 20,330 9,927 72,963
Device Routing Invert Outlet Devices
#1 Primary 60.39' 2.2" Vert. Orifice/Grate C= 0.600
#2 Primary 61.64' 2.0' long x 0.7' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50
Coef. (English) 2.76 2.82 2.93 3.09 3.18 3.22 3.27 3.30 3.32
3.31 3.32
#3 Primary 63.89' 14.7' long x 0.7' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50
Coef. (English) 2.76 2.82 2.93 3.09 3.18 3.22 3.27 3.30 3.32
3.31 3.32
Primary OutFlow Max=55.92 cfs @ 12.11 hrs HW=64.54' (Free Discharge)
1=Orifice/Grate (Orifice Controls 0.26 cfs @ 9.70 fps)
2=Broad-Crested Rectangular Weir (Weir Controls 32.79 cfs @ 5.65 fps)
3=Broad-Crested Rectangular Weir (Weir Controls 22.87 cfs @ 2.39 fps)

1
r Brookfield Sections 2 & 3 NC -Greenville 24 -hr S1 100 -yr Rainfall=9.84"
Prepared by Baldwin Design Consultants, PA Printed 3/24/2016
HydroCADO 10.00-16 s/n 09193 © 2015 HydroCAD Software Solutions LLC
m
v
3
0
LL
Pond 1 P: Stormwater Wetland
Hydrograph
2 3 4 5 6 7 8 9 10 11 12 13 14 1b ld 1/ is 1a to
Time (hours)
Inflow
❑ Primary