SW8060238_HISTORICAL FILE_20141209

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SWS Uto 023�f
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
It HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
20IN 12U c
YYYYMMDD
i

NCDENR
North Carolina Department of Environment and Natural Resources
Pat McCrory
Governor
December 9, 2014
Mr. Andrew Sandman, Manager
Maco Road Partners, LLC
7101 Creedmoor Rd, Suite 122
Raleigh, NC 27613
Subject: Permit Modification and Permit Extension
State Stormwater Management Permit No. SW8 060238
Grayson Park Phase I
High Density Subdivision Wet Pond Project
Brunswick County
Dear Mr. Sandman:
John E. Skvarla, III
Secretary
Effective August 1, 2013 the State Stormwater program has been transferred from the Division of
Water Quality (DWQ) to the Division of Energy, Mineral and Land Resources (DEMLR). All previous
references to DWQ will remain in older stormwater permits issued prior to August 1, 2013 until they
are modified. Please note that any updated pages or addendums to the permit will now reference
DEMLR as the Division responsible for issuance of the permit.
Modification:
The Wilmington Regional Office received a complete, modified State Stormwater Management
Permit Application for Grayson Park Phase I on November 25, 2014. Staff review of the plans and
specifications has determined that the project, as proposed, will comply with the Stormwater
Regulations set forth in Session Law 2008-211 and Title 15A NCAC 2H.1000. We are forwarding
Permit No. SW8 06238 dated December 9, 2014, for the construction, operation and maintenance of
the EIMP's and built -upon area associated with the subject project.
The following modifications are included and covered by this permit:
1. Pond 1: The previously permitted impervious area increased. Pond design changes were
not required to accommodate the increase in impervious. This pond's data has also been
corrected to clarify data previously permitted. The previous version did not specify that this
pond had offsite drainage area though offsite impervious area was specified. The offsite
drainage area is now shown.
2. Pond 7: This pond was added to the permit.
3. Lots: The numbers of lots and their respective impervious area per lot values have been
changed.
4. Other: An amenity pond was added to the permit, Pond 8, but this pond is not permitted
under State Stormwater.
5. Plan Set: The following plan sheets make up the full permitted set. Please replace Sheet
SW-1 approved 12/1/11 with the version approved on 12/8/14.
a. Approved 12/8/14: Cover sheet, 1-1, C-1, SD-1, SD-2, P-1, P-2, SE-1, D-1, D-3, SW-
1
b. Approved 12/1/11: SW-2, SW-3, SW-4
Permit Extension:
On August 5, 2009, the Governor signed Session Law 2009-406. This law impacts any development
approval issued by the Division of Energy, Mineral and Land Resources under Article 21 of Chapter
143 of the General Statutes, which is current and valid at any point between January 1, 2008, and
December 31, 2010. The law extends the effective period of any stormwater permit that was set to
expire during this time frame up to three (3) years from its current expiration date. On August 2,
2010, the Governor signed Session Law 2010-177, which granted an extra year for an extension of
up to four (4) years.
Division of Energy, Mineral, and Land Resources
Land Quality Section — Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 • [phone] / Fax: [phone]

SW8 060238
December9, 2014
This permit shall be effective from the date of issuance until September 21, 2020, 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 BMP(s), recordation
of deed restrictions, 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 transfer the permit, or to renew the permit, will
result in future compliance problems.
r
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 www.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
Kelly Johnson in the Wilmington Regional Office, at [phone].
Sincerely,
i
9m Tracy Davis, P.E., Director
Division of Energy, Mineral and Land Resources
GDS/kpj: %Stormwater\Permits & Projects\2006\060238 HD\2014 12 permit 060238
cc: Elizabeth Nelson, PE, Cape Fear Engineering
Inspector, Brunswick County Inspections
Brunswick County Engineering
Division of Coastal Management
Wilmington Regional Office Stormwater File
Page 2 of 2

r
i
State Stormwater Management Systems
Permit No. SW8 060238
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF ENERGY, MINERAL AND LAND RESOURCES
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY SUBDIVISION DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Maco Road Partners, LLC
Grayson Park Phase 1
Grayson Parkway, Leland, Brunswick County
FOR THE
construction, operation and maintenance of five (5) wet detention ponds in compliance
with the provisions of 15A NCAC 2H .1000, effective September 1, 1995 (Ponds 4, 5,
and 6) and October 1, 2008 (Pond 7 and a portion of Pond 1, see Section 15), hereafter
referred to as the "stormwater rules" and the approved stormwater management plans
and specifications and other supporting data as attached and on file with and approved
by the Division of Energy, Mineral and Land Resources and considered a part of this
permit.
This permit shall be effective from the date of issuance until September 21, 2020 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 1.5 on of this permit. The subdivision is permitted
for the following built -upon area: (Phase 1A) Lots 1 through 59, each allowed
3,500 square feet; (Phase 1 B) Lots 58 through 95, each allowed 3,000 square
feet; (Phase 1A&B) 60 multi -family units with a building footprint of 2,160 square
feet each; (Phase 1 C) Lots 1 through 90 each allowed 3,000 square feet, and
(Phase 1A/1B multifamily) 60 units each allowed 2,160 square feet.
3. The runoff from all built -upon area within the permitted drainage areas of this
project must be directed into the permitted stormwater control system.
4. The tract will be limited to a maximum of 1,332,757 square feet of built -upon
area. The wet ponds designated as pond #1, #4, #5, #6, and #7 have been
designed to treat the runoff from 465,462; 221,407; 334,311; 152,842 and
158,735 square feet of Built -Upon Area, respectively.
Page 3 of 10

State Stormwater Management Systems
Permit No. SW8 060238
5. The following design elements have been permitted for this wet detention pond
stormwater facility, and must be provided in the system at all times.
a. Drainage Area, acres:
Onsite, ft2
Offsite, ftZ
b. Total Impervious Surfaces, ftZ
Design Storm', 1.0 inches, ftZ
Design Storm2, 1.5 inches, ftZ
c. Pond Depth, feet
d. TSS removal efficiency
e. Permanent Pool Elev., FMSL
f. Perm. Pool Surface Area, ftZ
g. Permitted Storage Volume, ft3
h. Temporary Storage Elev., FMSL
i. Controlling Orifice, "0 pipe
j. Permitted Forebay Volume, ft3
k. Receiving Stream/River Basin
I. Stream Index Number
m. Classification of Water Body
n. Max. horsepower for a fountain
Pond #1 Pond #4 Pond #5 Pond #6 Pond #7
40.11
19.07
23.10
9.40
9.12
1,245,196
830,689
1,003,622
409,464
397,140
501,996
None
None
None
None
465,462
221,407
334,311
152,842
158,735
456,462
221,407
334,311
152,842
0
9,000
0
0
0
158,735
7.5
6.0
6.0
7.0
4.0
90%
90%
90%
90%
90%
50.00
57.00
62.00
53.00
65.50
49,482
10,972
15,150
9,028
24,487
46,338
15,991
32,579
14,014
43,219
50.90
58.20
63.80
54.40
67.00
3.00
2.00
2.00
1.50
2.00
9,429
4,974
8,615
3,771
22,166
Bishop Branch / Cape Fear
18-81-7-1
C; Sw
3/4
1/8
1/6
1/8
1/3
'Impervious Area Permitted per 15A NCAC 2H .1008, effective 9/1/95
2Impervious Area Permitted per 15A NCAC 2H .1008, effective 10/1/08
II. SCHEDULE OF COMPLIANCE
1. No homeowner/lot owner/developer shall fill in, alter, or pipe any drainage feature
(such as swales) shown on the approved plans as part of the stormwater
management system without submitting a revision to the permit and receiving
approval from the Division.
2. The permittee is responsible for verifying that the proposed built -upon area for
the entire lot does not exceed the maximum allowed by this permit. Once the lot
transfer is complete, the built -upon area may not be revised without approval
from the Division of Energy, Mineral and Land Resources, and responsibility for
meeting the built -upon area limit is transferred to the individual property owner.
3. If an Architectural Review Board or Committee is required to review plans for
compliance with the BUA limit, the plans reviewed must include all proposed
built -upon area. Any approvals given by the Board do not relieve the homeowner
of the responsibility to maintain compliance with the permitted BUA limit.
4. 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 4 of 10

State Stormwater Management Systems
Permit No. SW8 060238
5. 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.
6. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modificatidn to the approved plans, including, but not limited to, those listed
below:
a. Any revision to the approved plans, regardless of size.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area.
e. Further development, subdivision, acquisition, or sale of any, all or part of
the project area. The project area is defined as all property owned by the
permittee, for which Sedimentation and Erosion Control Plan approval or a
CAMA Major permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
7. The Director may determine that other revisions to the project should require a
modification to the permit.
8. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
9. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
10. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification.
11. If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
12. Permanent seeding requirements for the stormwater control must follow the
guidelines established in the North Carolina Erosion and Sediment Control
Planning and Design Manual.
13. The permittee shall at all times provide the operation and maintenance
necessary to assure that all components of the permitted stormwater system
function at optimum efficiency. The approved Operation and Maintenance Plan
must be followed in its entirety and maintenance must occur at the scheduled
intervals including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and re -vegetation of side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of structures, orifice, catch basins and
piping.
g. Access to all components of the system must be available at all times.
Page 5 of 10

State Stormwater Management Systems
Permit No. SW8 060238
14. Records of maintenance activities must be kept and made available upon
request to authorized personnel of DEMLR. The records will indicate the date,
activity, name of person performing the work and what actions were taken.
15. This permit shall become void unless the facilities are constructed in accordance
with the conditions of this permit, the approved plans and specifications, and
other supporting data.
16. Prior to the sale of any lot, the following deed restrictions must be recorded:
a. The following covenants are intended to ensure ongoing compliance with
State Stormwater Management Permit Number SW8 060238, as issued
by the Division of Energy, Mineral and Land Resources under NCAC
2H.1000.
b. The State of North Carolina is made a beneficiary of these covenants to
the extent necessary to maintain compliance with the Stormwater
Management Permit.
C. These covenants are to run with the land and be binding on all persons
and parties claiming under them.
d. The covenants pertaining to stormwater may not be altered or rescinded
without the express written consent of the State of North Carolina, Division
of Energy, Mineral and Land Resources.
e. Alteration of the drainage as shown on the approved plans may not take
place without the concurrence of the Division of Energy, Mineral and Land
Resources.
f. The maximum built -upon area per lot for the subdivision is as follows.
(Phase 1A) Lots 1 through 59, each allowed 3,500 square feet; (Phase
1B) Lots 58 through 95, each allowed 3,000 square feet; (Phase 1A&B) 60
multi -family units with a building footprint of 2,160 square feet each;
(Phase 1C) Lots 1 through 90 each allowed 3,000 square feet, and (Phase
1A/1 B multifamily) 60 units each allowed 2,160 square feet. This allotted
amount includes any built -upon area constructed within the lot property
boundaries, and that portion of the right-of-way between the front lot line
and the edge of the pavement. Built upon area includes, but is not limited
to, structures, asphalt, concrete, gravel, brick, stone, slate, coquina and
parking areas, but does not include raised, open wood decking, or the
water surface of swimming pools.
g. All runoff on the lot must drain into the permitted system. This may be
accomplished through providing roof drain gutters, which drain to the
street, grading the lot to drain toward the street, or grading perimeter
swales and directing them into the pond or street. Lots that will naturally
drain into the system are not required to provide these measures.
h. Built -upon area in excess of the permitted amount will require a permit
modification.
17. A copy of the recorded deed restrictions must be submitted to the Division within
30 days of the date of recording the plat, and prior to selling lots. The recorded
copy must contain all of the statements above, the signature of the Permittee, the
deed book number and page, and the stamp/signature of the Register of Deeds.
18. Prior to transfer of the permit, the stormwater facilities will be inspected by
DEMLR personnel. The facility must be in compliance with all permit conditions.
Any items not in compliance must be repaired or replaced to design condition
prior to the transfer. Records of maintenance activities performed to date will be
required.
Page 6 of 10

State Stormwater Management Systems
Permit No. SW8 060238
19. Decorative spray fountains will be allowed in the stormwater treatment system,
subject to the following criteria:
a. The fountain must draw its water from less than 2' 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 frorr
the shoreline.
d. The maximum horsepower for the fountain's pump is based on the
permanent pool volume. The maximum pump horsepower for a fountain in
Pond #1 is 3/4, Ponds #4 & 6 is 1/8, Pond #5 is 1/6 and Pond #7 is 1/3.
III. GENERAL CONDITIONS
This permit is not transferable to any person or entity except after notice to and
approval by the Director. In the event there is either a desire for the facilities to
change ownership, or there is a name change of the Permittee, a completed
"Name/Ownership Change Form" must be submitted to the Division of Energy,
Mineral and Land Resources, signed by the parties involved, along with the
appropriate documentation as listed on page 2 of the form. The project must be
in good standing with DEMLR. The approval of this request will be considered on
its merits and may or may not be approved.
2. The permittee is responsible for compliance with all of the terms and conditions
of this permit until such time as the Director approves the transfer request.
Neither the sale of the project nor the transfer of common area to a third party
constitutes legal transfer of the stormwater permit.
3. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
4. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Energy, Mineral
and Land Resources, in accordance with North Carolina General Statute 143-
215.6A to 143-215.6C.
5. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies (local, state, and federal), which have jurisdiction.
6. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
7. 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. The Permittee grants permission to staff of the DEMLR to access the property for
the purposes of inspecting the stormwater facilities during normal business
hours.
9. The permittee shall notify the Division in writing of any name, ownership or
mailing address changes at least 30 days prior to making such changes.
Page 7 of 10

State Stormwater Management Systems
Permit No. SW8 060238
10. A copy of the approved plans and specifications shall be maintained on file by
the Permittee for a minimum of ten years from- the date of the completion of
construction.
11. If the use of permeable pavement is desired, this permit must be modified to add
the permeable pavement conditions.
12. 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 documentation and the processing fee.
Permit modified and reissued this the gth day of December 2014.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
1 racy Davis, H.E., Director
Division of Energy, Mineral and Land Resources
By Authority of the Environmental Management Commission
Page 8 of 10

State Stormwater Management Systems
Permit No. SW8 060238
Grayson Park Phase 1
Stormwater Permit No. SW8 060238
Brunswick County
Designer's Certification
Page 1 of 2
I, , as a duly registered. in
the State of North Carolina, having been authorized to observe (periodically/weekly/full
time) the construction of the project,
(Project)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is a part of this Certification.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
SEAL
Page 9 of 10

State Stormwater Management Systems
Permit No. SW8 060238
Certification Requirements: Page 2 of 2
1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The outlet/bypass structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
7. Trash rack is provided on the outlet/bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
11. The permitted amounts of surface area and/or volume have been
provided.
12. Required drawdown devices are correctly sized per the approved plans.
13. All required design depths are provided.
14. All required parts of the system are provided, such as a vegetated shelf, a
forebay, and the vegetated filter.
15. The required dimensions of the system are provided, per the approved
plan.
cc: NCDENR-DEMLR Regional Office
Brunswick County Building Inspections
Page 10 of 10

DEMLR USE ONLY
D to Rgceived
Fee Paid
Permit Number
Applicable Rules: ❑ Coastal SW -1995 ❑ Coastal SW - 2008 ❑ Ph II - Post Construction
(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 EC E I tlsC fC
1. Project Name (subdivision, facility, or establishment name -should be consistent '- l trin26%pl
specifications, letters, operation and maintenance agreements, etc.): U,
2. Location of Project (street address):
Intersection of Grayson Parkway and NC Hwy 87 (Maco Road)
City: Leland County: Brunswick Zip: 28451
3. Directions to project (from nearest major intersection):
Traveling south on US Hwy-17, turn right onto NC Hwy-87. Travel on Hwy-87 approximately 1.3 miles.
Project is on the left at the intersection of NC-87 and Grayson Parkway.
4. Latitude: 34' 12' 00" N Longitude: 78' 05' 16" W of the main entrance to the project.
II. PERMIT INFORMATION
1. a. Specify whether project is (check one): []New ®Modification ❑ Renewal w/ Modificationt
tRenewals with 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 SW8 060238 , its issue date (if known) 9/21/2006 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):
❑CAMA Major
❑NPDES Industrial Stormwater
®Sedimentation/Erosion Control: 74.7 ac of Disturbed Area
0404/401 Permit: Proposed Impacts
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 ❑Ye
If yes, see S.L. 2012-200, Part Vl: http://portal.ncdenr.org/web/Ir/rules-and-regulations
Fonn S WU-101 Version Oct. 31, 2013 Page 1 of 6

Ill. CONTACT INFORMATION
1. 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: Maco Road Partners, LLC
Signing Official & Title:Andrew Sandman, Member/ Manager
b. Contact information for person listed in item I a above:
Street Address: 7101 Creedmoor Road, Suite 122
City: Raleigh State:NC Zip:27613
Mailing Address (if applicable): 7101 Creedmoor Road, Suite 122
City: Raleigh State:NC Zip:27613
Phone: (910 ) 845-6688
Email: [e-mail]
Fax: (910 ) 297-5397
c. Please check the appropriate box. The applicant listed above is: EC EBVE
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Informati itetg ,loU
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Con ta ormation, item 2a
2b below) BY'
❑ 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. (This 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: ( ) Fax: ( )
3. a. (Optional) Print the name and title of another contact such as the projects construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:
Signing Official &
b.Contact information for person listed in item 3a above:
Mailing
City: State: Zip:
Phone: ( ) Fax: ( )
Email:
4. Local jurisdiction for building permits:
Point of
Phone #:
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.
Stormwater will be treated in wet detention basins.
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
® Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b.If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
® Coastal SW -1995 ❑ Ph II - Post Construction
3. Stormwater runoff from this project drains to the Cape Fear River basin.
4. Total Property Area: 143.19 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': 143.19 acres
Total project area shall be calculated to exclude the following the normal pool of im ounded strictures, the area
between the banks of streams and rivers, the area below the Normal High Water (NM line or Mean High Water
(MHW) line, and coastal wetlands landward from the NHW (or MHM line. The resultant project area is 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 = 21.4 %
9. How many drainage areas does the project have?5 (For high density, count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use 1 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
Drains a Area _
Drains a Area _
Drainage Area _
Area _
Receiving Stream Name
SEE
ATTACHED
-Drainage
Stream Class
Stream Index Number *
S
C
Total Drainage Area (sf)
On -site Drainage Area (sf)
Off -site Drainage Area (sf)
Pro osed Impervious Area`* s
—
�—
Im ervious Area** total
Impervious- Surface Area
Drainage Area _
Drainage Area _
Drainage Area _
Drainage Area _
On -site Buildings/Lots (so
On -site Streets (so
On -site Parking (so
On -site Sidewalks (so
Other on -site (so
Future (so
Off -site (so
Existing BUA*** (so
Total (so:
Stream Class and Index Number can be determined at: http.Vlportal.rtcdenr.orgfwebfwq/ps/esu/classifications
Impewrvious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidealks, gravel areas, etc.
Form SWU-101 Version Oct. 31, 2013 Page 3 of 6

10. Complete the following information for each drainagearea 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
Area 1 (Pond 1)*
Area 2 (Pond 4)
Receiving Stream Name
Bishop's Branch
Bishop's Branch
Receiving Stream Class/ Index No.
C;Sw (18-87-7-1)
C;Sw (18-81-7-1)
Total Drainage Basin Area (sf)
1,747,192
830,689
On -Site Drainage Area (sf)
1,245,196
830,689
Off -Site Drainage Area (sf)
501,996
0
Existing Impervious* Area (sf)
17,424
0
Proposed Impervious* Area (sf)
465,462
221,407
% Impervious* Area (total)
27%
27%
Impervious* Surface Area
Area 1 (Pond 1)
Area 2 (Pond 4)
On -Site Buildings (sf)
315,180
172,620
On -Site Streets (sf)
101,495
43,124
On -Site Parking (sf)
0
0
On -Site Sidewalks (sf)
31,363
5,663
Other On -Site (sf)
0
0
Off -Site (sf)
17,424
0
Total (sf)
465,462
221,407
Basin Information
Area 3 (Pond 5)
Area 4 (Pond 6)
Receiving Stream Name
Bishop's Branch
Bishop's Branch
Receiving Stream Class/ Index No.
C;Sw (18-87-7-1)
C;Sw (18-87-7-1)
Total Drainage Basin Area (sf)
1,003,622
409,464
On -Site Drainage Area (sf)
1,003,622
409,464
Off -Site Drainage Area (sf)
0
0
Existing Impervious* Area (sf)
0
0
Proposed Impervious* Area (sf)
334,310
152,842
Impervious* Area (total)
33%
37%
Impervious* Surface Area
Area 3 (Pond 5)
Area 4 (Pond 6)
On -Site Buildings (sf)
144,480
71,820
On -Site Streets (sf)
103,004
57,935
On -Site Parking (sf)
0
0
On -Site Sidewalks (sf)
20,876
23,087
Other On -Site (sf)
65,950
0
Off -Site (sf)
0
0
Total (sf)
4at3+B. 33Lt,,w
1 152,842
*NOTE: Pond k1 includes drainage area and impervious area draining through amenity Pond N2 and Pond U.
�, �ti\ally
CEUV1FI*
a
NOV 2 5 2014

Basin Information
Area 5 (Pond 7) •*
Receiving Stream Name
Bishop's Branch
Receiving Stream Class/ Index No.
C; Sw (18-87-7-1)
Total Drainage Basin Area (sf)
397,140
On -Site Drainage Area (sf)
397,140
Off -Site Drainage Area (sf)
0
Existing Impervious* Area (sf)
0
Proposed Impervious* Area (sf)
158,735
%Impervious* Area (total)
40%
Impervious* Surface Area
Area 5 (Pond 7)
On -Site Buildings (sf)
108,000
On -Site Streets (sf)
28,750
On -Site Parking (sf)
0
On -Site Sidewalks (sf)
3,485
Other On -Site (sf)
18,500
Off -Site (sf)
0
Total (sf)
158,735
"NOTE: Pond #7 includes drainage area and impervious area draining through amenity pond #8.
ECElvo-
OCT 13 2014

'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 B UA.
11. How was the off -site impervious area listed above determined? Provide documentation.
Brunswick County GIS Aerial Photography
Projects in Union County: Contact DEMLR Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stormwater requirements as per 15A NCAC 02B .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 BMP specified for this project. The latest versions of the forms can be downloaded
from http://portal.ncdenr.org/web/wq/ws/su/bmp-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.ncdenr.org/web/wq/ws/su/statesw/forms does. The complete application package should be
submitted to the appropriate DEMLR Office. (The appropriate office may be found by locating project on the
interactive online map athtW://portal.ncdenr.org/web/wq/ws/su/­maRs.)
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 hU://portal.ncdenr.org/web/wq/ws/su/statesw/formssddoocs.
I---�
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
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M
agreement(s) for each BMP. '
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to
http://www.envhelp.org/pages/onestopexpress.html 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/managementfor
the project. This is required in addition to the brief summary provided in the Project
Information, item 1. J
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the
receiving stream drains to class SA waters within 1/2 mile of the site boundary, include the
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. rah
EC E U 9Y FC E
f. Scale.
11
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevatio f OCT 13 20%
impounded structures, the banks of streams and rivers, the MHW or NHW lin f tidal
waters, and any coastal wetlands landward of the MHW or NHW lines. �BY.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of Toads, drainage features, collection systems, and stormwater control measures.
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
Form SWU-101 Version Oct. 31, 2013 Page 4 of 6

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).
p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"xll" 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 verify the SHWT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: 2158 Page No: 751 PR6J 5�sml tEo
11. For corporations and Limited liability corporations (LLC): Provide documentation from the NC Q�Q:• 4UBWtTED
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 2H.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.
hqp://www.secretary.state.nc.us/Corporations/CSearch.aspx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be provided
as an attachment to the completed and notarized deed restriction form. The appropriate deed restrictions and
protective covenants forms can be downloaded from httl2:Hl2ortal.ncdenr.org/web/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 Engineer: Elizabeth M Nelson, PE
Consulting Firm: Cape Fear Engineering, Inc.
Mailing Address: 151 Poole Road, Suite 100
City: Belville State:NC Zip: 28451
Phone: (910 ) 383-1044 Fax: [phone]
Email:_ [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 name of person
listed in Contact Information, item la) with (print or type name 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. RECEIVER
I OCT 13 2014
BY:
Form SWU-101 Version Oct. 31, 2013 Page 5 of 6

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
lease 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 I 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.
a Notary Public for the State of
do hereby certify that
before me this _ day of
Date:
County of
personally appeared
and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission
X. APPLICANT'S CERTIFICATION
1, (print or hjpe name of person listed in Contact Infonuntion, item la) Andreeo Sandman
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 under 15A NCAC 2H .1000 and any other applicable state stormwater requirements -
Signature:
Signature: zr V Date:
1 `, /�t.t.�rcL AA. JohnScn a Notary Public for the State of NO"&OtIYtf� , County of
Y V 00�4-,-_ � , do hereby certify that N�r-C - �mO- -� personally appeared
before me this Gil�- clay of,,0X-LAPm Eo r2014,and ack/i wledge the due execupon�of the application for
a stormwater permit. Witness my hand and official seal,Q-C..(_r/L `%'YL S,..QV7,755iD�
SEAL
My commission
ij-Z-1-1
ECEIVE
OCT 13 2014
Form SWU-101 Version Oct. 31, 2013 Page 6 of 6

�? '
,:
J`' vl,
_:
�:_

General Data: Impervious, Drainage Area and Volume
PROJECT NUMBER: SWO
060238 '
Reviewer:
glohnson
DRAINAGE BASIN:
lCape Fear
Current Date
9-Dec-14
Original Run Date:
6-Nov-14
DA Number
1
7
BMP Type
wet Pond
WO Poi
No BMP In
0
No BMP In
0A
No BMP In
0
No BMP In
4
No BMPIn
p
No BMP In
p
No BMP In
No BMP In
A
Receiving Stream
B.P.Brsn.P.
Brancn
8ranU
Stream Index
maz]a
to-ezat
Class
C:SW
C;SW
MemCd used to determine tonsured volume?
simpb
simPe
Proaae Selen
Reave SeIM
Prone Seletl
PkMe Selen
Pi BoiMt
PIeLe Bele{3
Reate Seletl
Revu SeIM
Simple Method, Design Storm, P,i in:
ChNI d Proletl is Suo,i to SA - NEEDED FOR BOTH SIMPLE pun BCS SA CALCs)
Simple Method, Design Storm of Old Rule, in:
Enter it Pert of Pro ed is PermittM UMer an OM Rule Such as 1 Y, if not leave dank
1.0
SCS Discrete (TR-55) Method, Design Storm, Value of Post m:
(Enter the Value of Pm it NonSAor P,pu, if SA)
Prge Is Sidled to SA?
N
N
Rene BNM
M. Selent
Ream Beled
in. Sel.
Plewe select
efereSel.
Peeve get.
Pv. se.
Volume That is Required, it":
(Volume hcm either the Bimpe MCNNatM SCS MCOW II
dZ.546
28.3{B
Sim le Method Valume Summit :
42,546
20,3402008
Simple Method 8 SA
tall
2008 Rule, Greater of 1.For 1 24hr re/ st OldSimple
Method 8 rwnSA
Rule, 1.5" Old Rule, 1.0'SCS Discrete (TR-55) Volume Summary: If m.sse usesd dndrotuptoa6 ntiwa iNthatvolumet0anOMMeMIw19MMIt Mee
not make ranee b comdne (hevalume calcula0one that wit
SCS Discrete (TR-55) 8 SA
2W8 Rule, Greater of 1.5"or124hr pridi
SCS Discrete TR-55 8 non -SA
IM22NIOUS Area
Proposed Impervious (ALL IMPERVIOUS), Total, fl:
165.462
158,735
0
0
0
0
0
0
01
0
Onsite Buildings
315180
10800D
Onsite Streets
101,49
28 ]50
Onsite Pai i
0
D
Onsite Sidewalks
31363
3,485
Onste Other
0
18 500
Future
0
0
Ofite
17.424
0
E.ifumq
0
0
Previous -Permitted Impervious, Old Rule, e:
4W.,152
0
0
0
0
0
0
0
0
0
Orion, Buildings
Onsue Streets
Chatter Perkin
Onsite Sidewalks
Corte Other
456 462
Future
Offal.
Exisen
Proposed Impervious, Sublet to 200811"1 Rule, flT:
9,1300
158,735
0
0
0
0
01
0
0
0
Drainage Area: Needed For Both Simple and SCS Discrete
Drainage Area, Total, :
1747.192
397,140
Onsite, flT:
1,747,192
397,140
ORsite, k :
0
0
Previous) -Permitted Drainage Are6.Old Rule, fl:
1.747.192
0
0
0
0
0
0
0
0
0
Onste,f :
1,747.192
0
Offsite, k :
0
0
Proposed DA (Being Added By Arad), fl :
0
397.140
Drainage Area, Subject to Old Rule, if'
1.738,192
0
0
0
0
0
0
0
0
0
Drainage Area, Subject to New Rule. flit:
9,000 397,140
Valume Re aired: Slm la Method Data --'
Volume Required, Old Rule, flit.
41,47701
01 0
0
0
0
0
0
C
RVP,d � .Old Rule:
029
Volume Requirei 2W8 Rule, fta:
1,069
20,340
RvP„ d„mr„sa, 2008 Rule:
(Enter 005 d no geEevebpnem BUA)
0.05
RvPod e..aew,me 2008 Rule:
0.95
0.41
Volume Required, r. flit:
1,069
20.340
0
0
0
0
0
0
0
0
Volume Required,Ma W.
0
0
0
0
0
0
0
0
0
0
Volume Calculations - Page 1/3

Wet Ponds
PROJECT NUMBER: SW8
060238
Reviewer:
K Johnson
DRAINAGE BASIN:
Ca Fear
Current Date
9-De 14
Original Run Date:
6-Nov-14
DA Number
1
7
BMP Type
Wet Pond
Wet Pond
No BMP In
DA
No BMP in
DA
No BMP In
DA
No BMP In
DA
No BMP In
DA
Ne BMP in
DA
No BMP in
DA
No BMP in
DA
Minimum Surface Area
No Pond
Design
39.97%
%impervious
Lower Impervious
30.0%
Upper Impervious
Changes.
New BUA
fits in
Previously
Permitted
Pond.
40.0%
TSS 85 or 90 :
90
Lower SA/DA
2.7
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
Upper SAIDA
3.5
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#NIA
SAIDA ratio
3.5
#N/A
#N/A
MAJ
#N/A
MAI
#N/A
#N/A
#N/A
PP Surface Area req, ft':
13, 990
#NIA
#N/A
#N/A
#N/A
#N/A
#N/A
#NIA
#N/A
Storage Calculations
59.00
Elevation, Bottom of Sediment excavated de th,fmsl:
Elevation, Top of Sediment bottom pond/designed bottom ,fmsl:
60.00
Elevation, Bottom of shelf, fmsl:
65.00
Elevation, Permanent Pool, fmsl:
65.50
Elevation. Top of Shelf, fmsl:
66.00
Elevation, Temp. Pool, fmsl:
67.00
Area, Top of Sediment bottom pondidesigned bottom), ft2:
9,733
Area, Bottom of Shelf, W:
20,858
Area, Perm Pool, ft2:
24,487
Area, Top of Shelf, ft2:
28,327
Area, Tem .Pool, ft2:
31,703
Volume Provided(Temp Pool), DWQ Calculated, it':
0
43,219
0
0
0
0
0
0
0
0
Volume Provided (Temp Pool), Provided per Consultart, ft':
43,219
Volume Required (Temp Poop, DM Calwlared, fta:
42.546
20,340
Consultant Provided Enough Volume?
Y
Averse Depth Option 1 or Option 2 Enter 1 or 2?
2
Averse Depth Provided, it:
4.0
Averse Depth - OPTION 1 -, DWQ Calculated, ft:
3.59
Average Depth - OPTION 2 -, DWQ Calculated, ft:
4.00
Foreba Volume
0
87,814
0
0
0
0
0
0
0
0
Permanent Pool Volume, ft':
Foreba Volume, Required, ft':
0
17.563
0
0
0
0
0
0
0
0
Foreba Volume, Provided, ft3:
22,166
Percent of Permanent Pool (18-22% is Target):
25%
Drawdown
Av era a Head, ft:
0.00
0.47
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Average Flow Q2, ft'/sec:
0.246
0.118
Average Flow Qs, ft3/sec:
0.098
0.047
Q2 Area, in 2:
#DIV/01
5,123
Q, Area, in 2:
#DIV/01
2.049
No. of Onfces
1
Onfice Diameter, in:
2.00
Onfice Area, in2:
0.000
3.142
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
Weir enter Y or N ?
Weir Height, in:
Weir Length, in:
Weir C:
Weir L, Effective Length, ft:
0.000
-0.094
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
Average Orifice Flowrate, DWO Calc (Guwc) ft3/sec:
0,000
0.072
0.000 1
0.000
0.000
0.000
0.000
0.000
0.000
0.000
Average Onfice Flowmte, Reported (Qn,pm,d) ft3/sec:
0.040
Average Onfice Flowrate is Adequate?
Y
Runoff Coefficient Cc:
0.250
0.250
0.250
0.250
0.250
0.250
0.250
0.250
0.250
0.250
1 yr 24 hr rainfall depth, in:
3.80
1 yr 24 hr Intensity (1) in/hr:
0,000
0.158
0.000
0.000
0.000
0,000
0.000
0.000
0.000
0.000
1 yr 24 hr Pre -Development (0), ft'/sec:
0.361
Avg. Orifice flow<Pre Q?
OK
Drawdown, days:
3.26
Soils Report Data
Ground Elevation at Boring in Soils Report fmsl:
66.22
Distance Ground to SHWr ear Soils Report, in:
26.04
Distance Ground to SHWr per Soils Report, ft
0.00
2A7
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0,00
SHWT Elevation, DWO Calculated, fmsl:
0.00
64.05
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
SHWr Elevation, Reported b Consultant, fmsl:
6445
Distance SHWr to PP, ft:
Design OK if. 0<= Value <= 0.5
0.00
-1.45
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Permanent Pool Elevation, fmsl:
0.00
65.50
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Pump
Max HP:
N/A
1/3
N/A
N/A
N/A
N/A
NIA
N/A
N/A
N/A
75wut umc�- AN:"^� b1 QQ ekes e('o) bQ-

Bot Pond
Bot Shelf
PP
Top Shelf
TP
Wet Pond #7
Basin
Contour El
(ft)
SA
(sf)
Inc Vol
(cf)
Cum Vol
(cf)
60.00
9,733
0
0
61.00
11,491
10,612
10,612
62.00
13,421
12,456
23,068
63.00
15,532
14,477
37,545
64.00
17,936
16,734
54,279
65.00
20,858
19,397
73,676
65.50
24,487
11,336
85,012
66.00
28,327
13,204
98,215
67.00
31,703
30,015
128,230
68.001
35,1711
33,4371
161,667
PP Vol: 85,012 cf
TP Vol: 43,219 cf

CAPEFEAR
EN61N.E.ERING-
151 Poole Road, Suite 100
Belville, NC 28451
TEL [phone]
FAX [phone]
www.capefearengineering.com
To: I NCDENR- Stormwater
Johnson
Transmittal
25, 2014
File: 820-01 C Section 3 "36"
Subject: Grayson Park
Stormwater Revision SW8 060238
Additional information for 1 C Section 3
❑ As Requested ❑ For Your Files ❑ For Distribution ® For your Review / Action / Approval
❑ Sent via Mail ❑ Sent via Courier
Quantity
Drawing No.
Description
1
Original
Response Letter
1
Original
Pond #1 — Calculations for additional BUA @ 1.5"
1
Copy
Pond #1 — Previously permitted calculations @ 1.0" for reference
1
Original
Pond #7 — Revised calculations for 1.5"
1
Copy
Revised Pond #7 Wet Detention Basin Supplement
1
Copy
Revised Basin Information attachment for Pond #1
3
Copies
Design Plan Sheet P-2, revised (2 Full Size 24" x 36", 1 Half Size 11" x 17")
REMARKS Delivery by hand.
CC: File 820-01C Section 3 "36"
(File 820-01 "36")
NOV 2 5 2014
Cape Fear Engineering, Inc.
Signed:% °nt
lizabeth M. Nelson, PE
Received By:
Date:
P1820%820-01C Section 31ADMIMSTORMWATERp014-11-25 SW TransmWaLdoc

iU
CAPE FEAR'"''
ENGINEERING
November 25, 2014
Kelly Johnson, Environmental Engineer
NCDENR, Division of Energy, Mineral, and Land Resources
127 Cardinal Drive Extension
Wilmington, NC 28405
RE: Additional Information
Stormwater Project No. SW8 060238
Grayson Park Phase I
Brunswick County
Dear Kelly,
In response to your request for additional information, dated November 6, 2014, please find
the following information:
1. New impervious areas are required to be treated at 1.5"
a. Design Storm, Pond 1: Calculations have been revised to reflect treatment of
1.5" of runoff for the additional 9,000 SF of impervious area proposed. The
permitted calculations for Pond 1 for the existing BUA at 1.0" have also been
enclosed for your reference.
b. Design Storm, Pond 7: Calculations have been revised for 1.5" of runoff. In
addition, revised Wet Basin Supplement for Pond #7 and Revised Plan Sheet
P-2 is enclosed.
2. Pond 1, Clarification: The 17,424 sf of impervious area is offsite. The error is that
the original application should have listed a portion of the drainage area as offsite.
Attached for your referenced is a revised and corrected drainage area supplement.
Please see Sheet SW-1 that shows the drainage area, and shows the portion of
offsite.
3. Plan Set: All new sheets submitted (with the exception of D-2 reduced) are to be
included in the plan set, as they provide the necessary details for Section I and
Pond #7. Please replace the previously permitted SW-1 with the revised SW-1
that was submitted on 10/13/14. This revised SW-1 reflects the drainage areas for
all ponds, including the 2 new lots added to DAl. Please maintain previously
permitted sheets SW-2, SW-3 and SW-4, as they provide the details for the existing
permitted ponds.
Please let me know if you need any additional information.
Sincerely,
EJabeth M. Nelson, PE
File: 820-01 "36"
'ECEUVE
NOV 2 5 2014
BY:
151 Poole Food, Suite 100 • Selviile, NC 28451 • TEL: [phone] • FAX (910)383-
1045
www. cop efeore ng in ee ring. com

s
WET DETENTION DA51N DATA SHEET
GRAY5ON PARK - PHA5E I
POND # I -ADDITIONAL BUA @ 1 .5"
ADDITIONAL IMPERVIOUS AREA (Ai):
BUILDING5: 9,000 5P 0.21 ACRES
TOTAL:
0.21 ACRES
MINIMUM REQUIRED VOLUME (SIMPLE METHOD BY TOM 5CHUELER):
EXI5TING VOLUME REQUIRED @ I" =
SEE PERMITTED POND #I CALC5 = 41,521 FT^3
NEW VOLUME REQUIRED @ 1 .5" =
VOLUME= I .5"`Rv*AcI =
VOLUME= 1.5"'0.95'0.21 =
0.02454 AC -PT
I .069 PT ^ 3
TOTAL VOLUME REQUIRED = 42,590 PT^3
(2 LOT5@45005f LOT)
PER PERMITTED POND # I CALC5
VOL. PROV'D = 46338 CP
..................................................................................................................................
VOL. PROV'D= 46338 > 42,590 =VOL. REQ'D OK
................................................................................................................................. r
\NNI" G A R p4-1//
;pQ �FEssioNq L9
/�///i?QeET H •M ������
POND# I Additional
DATA 5HEET
PAGE I OP I
NOVEMBER2014

WET DETENTION 6A51N DATA SHEET
GRAY50N PARK - PHASE I
POND # I
DRAINAGE AREA (Ad) =
IMPERVIOUS AREA (A():
BUILDINGS:
ROADS:
SIDEWALKS:
OFF -SITE
CONTINGENCY:
TOTAL:
PERCENT IMPERVIOUS (1):
40.1 1 ACRES
7.03 ACRES
2.33 ACRES
0.72 ACRES
0.40 ACRES
0.00 ACRE5
10.48 ACRES
I = Ad/Ai = 2G. 13% (5AY26%P)
(57 5F LOT5@45005F/LOT E 23 MF @ 2 1 GO 5F/UNIT)
(SIDEWALKS 4� MF DRIVEWAYS)
POND# I SHALL BE 7.5 DEEP AND DESIGNED TO REMOVE 90% T55.
5A/DA= 0.7200%
REQUIRED SURFACE AREA AT PERMANENT POOL:
5Aj�EQ.= 0.286792 AC. = 12580 5P
SURFACE AREA PROVIDED AT PERMANENT POOL (EL.50)= 49481.7 SF
...........................................................................................................................
5A PROV'D= 49481 .GG > 12550 =5A REQ'D OK
...........................................................................................................................
MINIMUM REQUIRED VOLUME (SIMPLE METHOD BY TOM 5CHUELER):
Rv=0.05+0.009`(1)
Rv= 0.25517
VOLUME= I "'Rv"Ad = 0.953 18 AC -FT
= 41520.G I`T^3
VOLUME PROVIDED AT TEMPORARY POOL:
INCREM.
TOTAL
EL
SA (5F)
VOL, (CF)
VOL, (CF)
50
49482
0
0
51
53491
5148G.2
5148G.2
52
5755G
55523.4
107010
53
GIG78
59G17.2
IGGG27
Pu:—C E RVFj
NOV 2 5 2014 P
BY:
POND#1 DATA SHEET
PAGE I OF 3
APRIL, 20OG

SET TEMP. POOL ELEVATION:
REQ'D EL. = 50.80G44 F 5AY 50.9
VOL. PROV'D = 4G338 CF
...........................................................................................................................
VOL. PROV'D= 4G337.54 > 41520.G =VOL. REQ'D OK
..........................................................................................................................
FOREBAY 51ZING:
PERMANENT POOL VOLUME:
INCREM.
TOTAL
fl ,
SA (5F)
VOL, (CF)
VOL. (CF)
42.5
13344
0
0
43
14997
7085
7085
44
18375
IGGBG
23771
45
21847
20111
43883
4G
25414
23G30
G7513
47
29058
2723G
94749
48
327G3
30911
125000
49
3G527
34G45
IG0305
50
49482
43004
203309
REQ'D VOLUME = 20% TOTAL =
8777
CF
CHECK FOREBAY VOLUME:
INCREM.
TOTAL
EL,_
5A (5F)
VOL, (CF)
VOL (GO
4G
1416
0
0
47
2533
197G
197G
48
3711
3122
5096
49
4951
4331
9429
PROV'D VOLUME = 9429 CF 3' DEEP FOREBAY)
4- (5A REQT METI)
"EoEuVEP
, NOV 2 5 2014
...........................................................................................................................
VOL. PROV'D= 9429 8777 =VOL. REQ'D OK
..........................................................................................................................
POND# I DATA 5HEET
PAGE 2 Of 3
AML, 2000

ORIFICE 51ZING: REQ'D DRAWDOWN TIME = 2-5 DAYS
Q2= 0.240281 CF5 (FOR 2 DAY DRAWDOWN)
Q5= 0.09G 1 12 CF5 (FOR 5 DAY DRAWDOWN)
SELECT A 3" CIRCULAR ORIFICE, EL. 50.0' (PERM. POOL EL.)
Q PROV'D= Cd'A'(2cgh)^ 1/2
Q PROV'D= 0. 137309
WHERE: Cd= 0.G
A= 0.04909 51'
g= 32.2 FP5/5
h= AVE. HEAD =(0.8' - (0.5)(37 1 2))/2
= 0.3375
.....................................................................
Q2> 0.137309 >Q5 OK
.....................................................................
DRAWDOWN TIME:
TIME = VOLUME = 3.49987 DAYS
Q PROV'D
POND#I DATA5HEET
PAGE 3Of3
APRIL, 20OG

WET DETENTION BA51N DATA SHEET
DATE: 1 1/21/2014
DESIGN CALCULATIONS FOR
PROJECT NO.: 520-01
GPAY50N PARK PHASE I C SECTION 3
DESIGNED BY: EMN
POND #7
DRAINAGE AREA (Ad) =
397,140
SO.
FT
9.12 ACRES
IMPERVIOUS AREA (Ai):
BUILDINGS:
108,000
5Q.
PT
(3G LOTS AT 3,000 5F)
ROADS:
28,750
50.
FT
SIDEWALKS:
3,465
50.
FT
OTHER:
0
SO.
FT
RESERVE:
18,500
SO.
FT
TOTAL:
158.735
SO.
FT
PERCENT IMPERVIOUS (I)
I = AcVAi = 35.57% U5E 40 %
CALCULATE AVERAGE DEPTH (Davg):
SEE AVERAGE DEPTH CALCULATION SPREADSHEET FOR POND #7
CALCULATE REQUIRED SURFACE AREA AT PERMANENT POOL:
POND 7 SHALL HAVE AN AVERAGE DEPTH OF 4.0' AND BE DESIGNED TO REMOVE 90% T55.
INTERPOLATION OF TABLE 10-4 IN NCDENK 5TOR.MWATER BMP MANUAL
0 DEPTH = 4.0'
% IMP.
5A/DA
40
3.50
40
3.50
50
4.30
5A/DA= 3.50%
5A,o.= 13,900 5F. = 0.32 AC
SURFACE AREA PROVIDED AT PERMANENT POOL (ELEV. G5.5) = 24,487 5F
5A PROV'D= 24,457 > 13,900 =5A REQ'D OK
SORT
F.R �y C\
J// y�(N E i S�`\\§
POND 7
DATA SHEET
PAGE I OF 3
Pne2a 20-01l lcs�ND57om 7 - i.5 in

MINIMUM REQUIRED VOLUME (SIMPLE METHOD BY TOM 5CHUELER)
Rv=0.05+0.009'(I)
Rv=
0.40972G
VOLUME= 1
.5"'Rv'Aci =
0.4GG935
AC -FT
=
20,340
FT ^ 3
VOLUME PROVIDED AT
TEMPORARY
POOL:
NCREM.
TOTAL
EL
SA (5F)
VOL. (CF)
VOL. (CF)
G5.5
24,457
O
O
GG
25,327
13,204
13,204
G7
31,703
30,015
43,219
G6
35, 1 71
33,437
7G,G5G
G9
36,723
3G,947
113,GO3
MINIMUM TEMP, POOL ELEVATION (FROM SIMPLE
METHOD VOLUME):
REQ'D EL.=
GG.24
VOL. REQ'D =
20,340
CP
TEMP. POOL ELEVATION:
OUTLET EL. =
G7.00
-
VOL. PROV'D = 43,219 CF
NOTE: 51NCE THE ELEVATION OF THE NEXT AVAILABLE OUTLET ABOVE THE NORMAL
POOL 15 GREATER THAN THE MINIMUM TEMP. POOL ELEVATION, THE OUTLET
ELEVATION 15 THE TEMPORARY POOL ELEVATION,
VOL. PROV'D= 43,219 > 20,340 =VOL. REQ'D OK
N
POND 7
DATA SHEET
PAGE 2 Of 3
P,WM20-01�ICSWONp \Po 7- 1,51n

FOREBAY SIZING:
PERMANENT POOL VOLUME
INCREM.
TOTAL
EL.
5A (5F)
VOL. (CF)
VOL. (CF)
60
9,733
0
0
61
I I ,49 1
1 0, 6 12
1 0, 6 12
62
13,421
12,456
23,068
63
15,532
14,477
37,545
64
17,936
16,734
54,279
65
20,555 -
19,397
73,676
65.5
24,487
11,336
65,012
REO'D POPE DAY VOLUME =
14,735
CF
CHECK POPE DAY VOLUME
INCREM,
TOTAL
EL.
5A (5F)
VOL. ICE)
VOL. (CF)
60
1,566
0
O
61
2,105
1 ,836
1,836
62
2,724
2,415
4,250
63
3,427
3,076
7,326
64
4,326
3,877
1 ),202
65
5,636
4,982
16, 184
65.5
6,326
5,962
22, 1 66
PROV'D VOLUME = 22, 1 66 CF
VOL. PROV'D= 22, 1 66 - 14,735 =VOL. REQ'D OK
ORIFICE 51ZING: REQ'D DRAWDOWN TIME = 2-5 DAY5
NOTE: ORIFICE SIZED TO DRAWDOWN THE TEMPORARY POOL IN 2-5 DAYS
02= 0. 1 1 771 CF5 (FOR 2 DAY DRAWDOWN)
Q5= 0.04708 CF5 (FOR 5 DAY DRAWDOWN)
ORIFICE EL.= 65.5 (PERM. POOL EL.)
TEMP. POOL EL. = 67.00 (OUTLET EL.)
ORIFICE DIAMETER = 2.0 IN.
Q PROV'D= Cd'A'(2gh)^ 1/2 WHERE: Cd= 0.6
A= 0.02152 5F
g= 32.2 FPS/5
h= (TEMP POOL -NORMAL POOLY3
0.5
Q PROV'D= 0.07428
Q2> 0.07428 >Q5 OK
DRAWDOWN TIME:
TIME = VOLUME = 20340 = 3. 17 DAYS
O PROV'D 0.07426
POND 7
DATA SHEET
PAGE 3 OF 3
F:WM20-0)Y VONo Tw 7-1.5n

,� �e
NC®ENR
North Carolina Department of Environment and Natural Resources
Pat McCrory
Governor
November 6, 2014
Mr. Andrew Sandman, Manager
Maco Road Partners, LLC
7101 Creedmoor Rd, Suite 122
Raleigh, NC 27613
Subject: Request for Additional Information
Stormwater Project No. SW8 060238
Grayson Park Phase I
Brunswick County
Dear Mr. Sandman:
John E. Skvarla, III
Secretary
The Wilmington Regional Office received and accepted a modified State Stormwater Management Permit Application for
Grayson Park Phase I on October 13, 2014. 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. Rule Subject: All impervious area that has been previously permitted to be treated at 1.0" can continue to be
treated at 1.0". Any new impervious area (9,OOOsf of Pond 1 and all of Pond 7) are required to be treated at 1.5"
per 15A NCAC 2H .1008, effective October, 1, 2008 because new impervious area is not vested to the 1995 rule.
tea! Design Storm, Pond 1: The 456,462sf of impervious area previously permitted is under the 1995 rule at
1.0in. The 9,OOOsf additional impervious area should be calculated under the 2008 rule at 1.5in. The
total volume (V1.o=41,477cf)+(V1.5=1,069cf at "A"=9,OOOsf in the Simple Method)=42,546cf which is within
the 46,388cf already available in the pond. So, there will not be any changes needed to the pond itself.
But, please update the calculations to show that-42,546cf is the required volume.
b. Design Storm, Pond 7: Please show the impervious area calculated at 1.5". (The required volume will
be-20,340cf which is below the 43,219cf capacity of the pond.) Please also update the drawdown
/ orifice diameter and associated calculations if necessary.
`2. Pond 1, Clarification: The application shows that there is 17,424sf of impervious area but there is no offsite
drainage area to the pond (this was also in the previous permit). This appears to be in error. Was this intended
Ito be "future" on the application?
-13. Plan Set: Please clarify which sets will be included in a full plan set for the entire project area. Plan sheets that
have been previously -permitted and are unchanged can be carried over and additional copies are not needed.
Please ensure that two to -scale copies of each sheet that has not been previously permitted are submitted.
Please also ensure that the drainage area map for each pond is included in the full plan set and that the two lots
added to DA1 by this modification are shown.
a. Received 10/13/14:
i. Two Sets: Coversheet,1-1, C-1, SD-1, SD-2, P-1, P-2, SE-1, D-1, D-3
ii. One Set (large/to scale): SW-1
iii Ohe Set'(small/not-to-scale)-Coversheet, H-C=1-SD=1-SD-2-P=1-P=2-SE=1-D=1-D=2-and
D-3
b. Permitted 12/1/11: SW-1, SW-2, SW-3, SW-4,
Division of Energy, Mineral, and Land Resources
Land Quality Section — Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 • [phone] / Fax: [phone]

SW8 060238
November 6, 2014
Please remember that a change to one number may have a domino effect on other numbers. Please check all plans,
calculations and.forms to ensure that the numbers are consistent throughout.
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 December 8, 2014, or the application will be returned as incomplete. The return of
a project will necessitate resubmission of all required items, including the application fee.
If you need additional time to submit the information, please mail, email or fax your request for a time extension to the
Division at the address and fax number at the bottom of this letter. The request must indicate the date by which you expect
to submit the required information. The Division is allowed 90 days from the receipt of a completed application to issue the
permit.
The construction of any impervious surfaces, other than a construction entrance under an approved Sedimentation Erosion
Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any original documents that need to be
revised have been sent to the engineer or agent. All original documents must be returned or new originals must be
provided. Copies are not acceptable. If you have any questions concerning this matter please feel free to call me at (910)
796-7215 or email me at [e-mail].
WSSincely,-ineer
GDS/kpj: G:\WQ\Shared\Storrnwater\Permits & Projects\2006\060238 HD\2014 11 addinfo 060238
cc: Elizabeth Nelson; PE, Cape Fear Engineering
Wilmington Regional Office Stormwater File
Page 2 of 2

Ci smer, Jo
From: Casmer, Jo
Sent: Wednesday, October 29, 2014 12:48 PM
To: '[e-mail]';'[e-mail]'
Subject: Grayton Park Phase 1; Stormwater Permit SW8 060238
The Wilmington Regional Office of the Division of Energy, Mineral, and Land Resources (Stormwater Section) received the
Stormwater Permit Application and $505.00 fee on October 13, zor4. Your project will be assigned to a staff member and
you will be notified if additional information is needed. Please be advised that the construction of built -upon area may not
commence until the Stormwater Permit is issued.
Jo Casmer
Administrative Assistant for DEMLR/Stormwater Section
NC Department of Environment & Natural Resources
Division of Environmental Assistance & Customer Service
127 Cardinal Drive Extension
Wilmington, NC 28405
Phone: [phone]
Fax: [phone]
Email correspondence to and from this address may be subject to the North Carolina Public Records Law and may be disdosed to third
parties

Project Name:
Project Location:
Received Date: Q� ► 'J?-0 1 y
-T Accepted Date:
11 2008 Coastal
of Permit:
Coastal El Phase II (WiRO) EJ Universal 1988 Coastal
2 Existing Permit # (Mod or PR): (� (0 0 PE Cert on File?
%: _®(% OK?) Stream Class: EISA Map
nr Cinola I nt IMORWM
MOffsite to SW8
Paperwork Emailed Engineer on:
pplement(s) (1 original per BMP) BMP Type(s):
M with correct/original signatures (1 original per BMP except LS/VFS and swoles)
application with correct/original signatures ®Deed
ElCorp or LLC: Sig. Auth per SoS or letter mail Address: Design Engineer
05 (within 6mo) ®Email Address: Owner
Plans
Sets
teport with SHWT
ations (signed/sealed)
obvious errors
nsity includes common areas, etc
Restrictions, if subdivided:
ned & Notarized
Map
Is Report
Additional Information:
Note to Reviewer:
C'��� .
etails (roads, cul-de-sacs, curbs, sidewalks, BMPs, Buildings, etc)
MWetlands: Delineated or No Wetlands
out (proposed BUA dimensions)
Maps ®Project Boundaries
Wet Pond
®Soils Report
®SHWT:
PP:
Cert for Master
Deed Rest for Master
BUA Permitted (Master):
BUA Proposed (Offsite):
Lot #:
®Lot# Matches Master
sf
sf
BUA (sf)
DA (sf)
vermltcea
rrupuaeu.
-------
PP (el)
SHWT (el)
Depth (ft)
SA (sf)

CAPE FEAR
ENGINEERING
RECEx'-1431)
151 Poole Road, Suite 100
Belville, NC 28451
TEL [phone]
FAX [phone]
www.capefearengineering.com
To: NCDENR- Stormwater
Attn: Linda Lewis
Transmittal
10, 2014
File: 820-01 C Section 3 "36"
Subject: Grayson Park
Stormwater Revision SW8 060238
Modification for 1 C Section 3
❑ As Requested ❑ For Your Files ❑ For Distribution ® For your Review / Action / Approval
❑ Sent via Mail ❑ Sent via Courier
Quantity
Drawing No.
Description
1
Original
Check for $505 from Maco Road Partners, LLC, #2090
2
Original/Copy
Executed Stormwater Permit Application SWU-101 with drainage area attachments
2
Original/Copy
Executed High Density Residential Subdivision Deed Restrictions Form
1
Original
Wet Detention Basin Supplement SW401 for Pond #7
1
Original
Executed O&M Agreement SW401 for Pond #7
1
Original
Revised SWU-102 form (page 1 of 4) for Pond #1
1
Copy
Soil / SHWT Report from Needham Environmental
1
Original
Stormwater Narrative and Calculations with USGS Map, Sealed 10-8-14
3
Copies
Design Plans for 1C Section 3; Cover, 1-1, C-1, SD-1, SD-2, P-1, P-2, SE-1, D-1, D-3
(2 Full Size 24" x 36", 1 Half Size 11" x 17")
3
Copies
Stormwater Management Plan, Sheet SW-1 (2 Full Size, 1 Reduced 11" x 17" Size)
REMARKS Delivery by hand.
CC: File 820-01C Section 3 "36"
(File 820-01 "36")
Cape Fear Engineering, Inc.
Signed: — h
Elizabeth M. Nelson, PE
Received By:
Date:
P:02M2M1CSeaton 3WDMINISW MOD=4-1010 SWT2nsmi Ldoc

Stormwater Design Narrative
And Calculations
For
NCDENR Permitting
Subject:
Grayson Park Phase 1A, 1B & 1C
Modification for SW8 060238
Brunswick County, North Carolina
;�FESSioyq.•-9
SEAL C
o3050i,y Z
Prepared for
Maco Road Partners
7101 Creedmoor Road, Suite 122
Raleigh, NC 27613
[phone]
Date: October 8, 2014
Prepared by
Cape Fear Engineering, Inc.
151 Poole Road, Suite 100
Belville, NC 28451
[phone]
ECEUVE
OCT 13 2014
BY:

STORMWATER NARRATIVE
Overview:
This submittal is to modify the existing Grayson Park Phase 1 A, I and 1 C, permit number SW8
060238. The proposed project is located off Maco Road (NC Hwy 87) in Brunswick County,
North Carolina.
Below is a summary of the changes included in the proposed modification. The specific changes
made to each individual BMP are discussed in more detail on the following pages.
Two single family lots have been added in Phase I within the pond #1 drainage area.
Phase 1C Section 3 which included 36 single family lots, stormwater pond #7 and
amenity pond #8 has been added to the permit.
The project is currently under construction. Designer's Certifications for State Stormwater Ponds
1, 4, 5, and 6 have been previously provided. This modification submittal does not make any
changes to Ponds 1, 4, 5, or 6 that would require re -certification. New stormwater pond #7 will
be certified upon the completion of construction.
Grayson Park Phase 1A, 1B, 1C:
Grayson Park is a proposed high density development. The entire project is approximately 505.4
acres and drains to the Bishops Branch (class C;SW waters, Stream Index no. 18-81-7-1), which
is part of the Cape Fear River Basin.
This modification includes a total project area of 143.2 acres (permit number SW8 060238). The
remaining approximately 362.2 acres of the Grayson Park project will be permitted separately.
Pond 1
Two new lots have been added in the previously permitted pond #1 drainage area. As a result of
these two lots, the proposed impervious area has increased by 9,000 SF. No additional roads or
sidewalks are required to support the additional lots.
The previously permitted pond #1 calculations have been revised to show that the previously
permitted pond contains enough volume and surface area to handle the added impervious without
making any changed to the previously permitted pond geometry or outlet configuration.
The originally approved wet -detention basin supplement has been revised to reflect the revised
calculations.

Pond 7
This modification adds Phase 1 C Section 3 which includes 36 single family lots and associated
roads and sidewalks.
Stormwater pond #7 is being added to treat runoff from the proposed Phase 1 C Section 3
development.
Amenity pond 48 is being added upstream of the pond #7 forebay to collect a portion of the
Phase I Section 3 drainage area; however no treatment credit is being considered from amenity
pond #8.

WET DETENTION BA51N DATA SHEET DATE: 101512014
DESIGN CALCULATIONS FOR PROJECT NO.: 620-01
GRAYSON PARK PHASE I C SECTION 3 DESIGNED BY: EMN
POND #7
DRAINAGE AREA (Ad) = 397, 140 50. FT 9. 1 2 ACRES
IMPERVIOUS AREA (Ai)
BUILDINGS:
108,000
SO.
FT (3G LOTS AT 3,000 5F)
ROAD5:
25,750
50.
FT
SIDEWALKS:
3,465
SO.
FT
OTHER:
0
SO.
FT
RESERVE:
18,500
50.
FT
TOTAL:
158,735
SO.
FT
PERCENT IMPERVIOUS (1):
I = Ad/A, = 35.97% U5P 40 % '
CALCULATE AVERAGE DEPTH(Davq):
SEE AVERAGE DEPTH CALCULATION SPREADSHEET FOR POND #7
CALCULATE REQUIRED SURFACE AREA AT PERMANENT POOL:
POND 7 SHALL HAVE AN AVERAGE DEPTH OF 4.0' AND BE DESIGNED TO REMOVE 90% T55.
INTERPOLATION OF TABLE 10-4 IN NCDENR 5TORMWATEP. BMP MANUAL
(a? DEPTH = 4.0'
IMP.
5A/OA
40
3.50
40
3.50
50
4.30
5A/DA= 3.50%
5A,o.= 13,900 5F. = 0.32 AC
SURFACE AREA PROVIDED AT PERMANENT POOL (ELEV. G5.5) = 24,457 5F
5A PROV'D= 24,487 > 13,900 =5A KEQ'D OK
POND 7
DATA SHEET
PAGE I Of 3
P\ 2W20-01WlcsWONPWOo 7,x�

MINIMUM REQUIRED VOLUME (SIMPLE METHOD BY TOM 5CHUELER):
Rv=0.05+0.00910
Rv= 0.40972G
VOLUME= 1 .0-Kv'Ad = 0.31 1 292 AC -FT
13,5GO FT-3
VOLUME PROVIDED AT TEMPORARY POOL:
INCFEM.
TOTAL
EL.
5A (5F)
VOL. (CF)
VOL. (CF)
G5.5
24,487
0
0
GG
25,327
13,204
13,204
G7
31,703
30,015
43,213
G8
35,171
33,437
7G,G5G
G9
35,723
3G,947
113,GO3
MINIMUM TEMP. POOL
ELEVATION (FROM 51MPLE
METHOD VOLUME):
REO'D EL.= GG.01
VOL. REO'D = 13,5GO CF
TEMP. POOL ELEVATION:
OUTLET EL. = G7.00
VOL. PROV'D = 43,215 CF
NOTE: SINCE THE ELEVATION OF THE NEXT AVAILABLE OUTLET ABOVE THE NORMAL
POOL 15 GREATER THAN THE MINIMUM TEMP. POOL ELEVATION, THE OUTLET
ELEVATION 15 THE TEMPORARY POOL ELEVATION.
VOL. PROV'D= 43,219 > 13,5GO =VOL. REO'D OK
POND 7
DATA 5HEET
PAGE 2 OF 3
P.1 2M20-01Y ILMONMWor 7,6

FOREBAY 51ZING:
PERMANENT POOL VOLUME
INCREM.
TOTAL
EL.
_5A (5F)
VOL. CF
VOL. (CF)
60
9,733
0
0
61
1 1,491
1 0,61 2
10,G12
62
13,421
12,456
23,068
63
15,532
14,477
37,545
64
1 7,936
I G,734
54,279
65
20,555
19,357
73,676
. 65.5
24,467
1 1 ,336
55,012
REO'D FOREBAY VOLUME =
14,735
CF
CHECK FORE5AY VOLUME
INCREM.
TOTAL
EL.
5A (5P)
VOL. (CF)
VOL. (CF)
60
1,566
O
0
61
2,105
1 ,836
1 ,836
62
2,724
2,415
4,250
63
3,427
3,076
7,326
64
4,326
3,677
1,202
65
5,638
4,362
16, 184
65.5
6,326
5,582
22, 166
PROV'D VOLUME = 22, 166 CF
VOL. PROV'D= 22,1 66 - 14,735 =VOL. REQ'D OK
ORIFICE SIZING: REQ'D DRAWDOWN TIME = 2-5 DAY5
NOTE: ORIFICE 517ED TO DRAWDOWN THE TEMPORARY POOL IN 2-5 DAYS
Q2= 0.07847 CF5 (FOR 2 DAY DRAWDOWN)
Q5= 0.03135 CF5 (FOR 5 DAY DRAWDOWN)
ORIFICE EL.= 65.5 (PERM. POOL EL.)
TEMP. POOL EL. = 67.00 (OUTLET EL.)
ORIFICE DIAMETER = T.5 IN.
Q FROV'D= CclW(2gh)- 1/2 WHERE: Cd= 0.6
A= 0.012275F
g= 32.2 FF5/5
h= (TEMP POOL -NORMAL POOL)/3
= 0.5
Q PROV'D= 0.04175
Q2> 0.04175 >Q5 OK
DRAWDOWN TIME:
TIME = VOLUME = 1 35GO = 3.76 DAY5
Q FROV'D 0.04175
POND 7
DATA SHEET
PAGE 3 OF 3
P:\9201B20-Ol�aksWOND51PorW 7,16

AVERAGE DEPTH CALCULATION DATE: 8/5/201 4
DE51GN CALCULATIONS FOR PROJECT NO.: 820-01
GRAY50N PARK PHASE I C SECTION 3 DE51GNED BY: MTH
POND #7
ELEV.
(FT)
DEPTH
(FT)
SURFACE AREA
AT DEPTH.
(5F)
INC. VOL.
AT DEPTH.
(CF)
TOTAL VOL.
AT DEPTH.
(CF)
AVG. DEPTH
(FT)
G5.5
0.00
24,457
0
0
0.00
G5
0.50
20,858
1 1 ,33G
I 1 ,33G
0.4G
G4
1.50
17,93G
19,397
30,733
1.2G
G3
2.50
15,532
1 G,734
47,4G7
1.04
G2
3.50
13,421
14,477
G 1,944
2.53
G 1
4.50
1 1,491
1 2,45G
74,400
3.04
GO
5.50
9,733
I O,G 12
65,012
3.47
FA52W20-0I\calcs\PONDS\Pond 7.xi5
Option #2
A,,t sWf =
20,555
5F
e,m .i =
24,487
5F
Abut d =
9,733
5F
Depth =
5.00
FT
Da =
4.13
FT
U5E 4.0 FT
POND #7
AVG. DEPTH
PAGE I OF I

WEIGHTED 5C5 CURVE NUMBER
DATE: 8/G/2014
DESIGN CALCULATIONS FOR
PROJECT NO.: 620-01
GFAY50N PARK PHA5E I C 5ECTION 3
DE51GNED BY: MTH
POND #7
501L TYPE5
HSG
Area (Ar:re5)
Ma, MANDARIN C
4.49
Mu, Mur"Ile D
0.32
to, Leon D
4.2G
Total Area in H5G A = 0
Acres
0.0%
Total Area in H5G B = 0
Acre5
0.0%
Total Area in H5G C = 4.49
Acres
49.5%
Total Area in H5G D = 4.58
Acres
50.5%
9.07 Acres 100.0%
LAND U5E, CONDITION
H.5.G
5C5 CN'
PERCENT
CN x
IMPERVIOUS
-
95.00
0%
0.00
WOOD5, GOOD
C
73.00
50%
3G. I4
WOOD5, GOOD
D
77.00
50%
38.88
From NC Erosion Control Manual Tables 8.03e and 8.03g 1 00% 75.02
FI:7:: WEIGHTED SCS CN = 75
P05T-DEVELOPMENT:
Assume that all pervious area will be proportionally divided between Soil groups.
Assume that all pervious area will be open space good condition (Grass > 75%)
LAND USE, CONDITION
H.5.G
5C5 CN'
PERCENT
CN x %
IMPERVIOU5
-
98.00
41 %
40.18
OPEN SPACE, GOOD
C
74.00
29.5%
21.83
OPEN SPACE, GOOD
D
50.00
29.5%
23.GO
From NC Erosion Control Manual Table 8.03e
WEIGHTED 5C5 CN = 8G
FA92W20-0I�A,5VONDSWona 7,1s
100% 85.G I
POND #7
SCS CN
PAGE I OF I

WET DETENTION BASIN DATA SHEET
GRAY50N PARK - PHASE I
POND # I
REV 10-08-14 FOR 2 ADDITIONAL LOTS
DRAINAGE AREA (Ad) = 40. 1 1
IMPERVIOUS AREA (AI): 5P
BUILDINGS:
ROADS:
SIDEWALKS:
OFF -SITE
CONTINGENCY:
315,180
101,495
3 1 ,3G3
17,424
0
EMN
ACRES
ACRES
7.24 (59 SF LOTS@45005F/LOT 4 23 MF @ 2 1 GO SP/UNIT)
2.33
0.72 (SIDEWALKS * MP DRIVEWAYS)
0.40
0.00
TOTAL: 4G5,4G2 I O.G9
PERCENT IMPERVIOUS (1):
I = AcVAI = 2G.G4% (5A)'26%)
POND# I SHALL BE 7.5' DEEP AND DESIGNED TO REMOVE 90% T55.
'NOTE: THIS POND PRE -DATES AVG DEPTH REQUIREMENTS
5A/DA= 0.73%
REQUIRED SURFACE AREA AT PERMANENT POOL:
5AF,,tQ = 0.292803 AC. = 12754 51'
SURFACE AREA PROVIDED AT PERMANENT POOL (EL.50)= 494(51.7 51'
...........................................................................................................................
5A PROV'D= 49481 .GG > 12754 =5A REQ'D OK
..........................................................................................................................
MINIMUM REQUIRED VOLUME (SIMPLE METHOD BY TOM 5CHUELER):
Rv=0.05+0.009-(I)
Rv= 0.28517
VOLUME= I "'Rv"Ad = 0.953 18 AC -PT
= 41520.G PT^3
VOLUME PROVIDED AT TEMPORARY POOL:
0
INCREM.
TOTAL
l<L
SA (5P)
VOL, (CP)
VOL, (CP)
50
49482
0
0
51
53491
5148G.2
5148G.2
52
5755G
55523.4
107010
53
GIG76
59G17.2
IGGG27
POND# I DATA SHEET
PAGE I Of 3
OCT 2014

SET TEMP. POOL ELEVATION:
REQ'D EL.= 50.8OG44 f---SAY 50.9
VOL. PKOV'D = 4G338 CP
:..........................................................................................................................
VOL. PROV'D= 4G337.54 > 41520.G =VOL. REQ'D OK
...........................................................................................................................
FOREBAY SIZING:
PERMANENT POOL VOLUME:
INCREM.
TOTAL
F�
SA (SF:)
VOL,( F)
VOL (CF)
42.5
.13344
0
0
43
14997
7085
7085
44
18375
1GG8G
23771
45
21847
20111
43883
4G
25414
23G30
G7513
47
29058
2723G
94749
48
327G3
30911
125GGO
49
3G527
34G45
IG0305
50
49482
43004
203309
REQ'D VOLUME = 20% TOTAL =
8777
CF
CHECK FOREBAY VOLUME:
4G
47
48
49
PROV'D VOLUME =
SA (SF)
1416
2533
3711
4951
INCREM.
VOL (CP)
0
157G
3122
4331
TOTAL
0
197G
5055
9429
9429 CF 3' DEEP FOREBAY)
e-- (5A PEW MET!)
:..........................................................................................................................
VOL. PROV'D= 9429 8777 =VOL. REQ'D OK
..........................................................................................................................:
POND# I DATA SHEET
PAGE 2 OF 3
OCT 2014

ORIFICE 51ZING: REQ'D DRAWDOWN TIME = 2-5 DAYS
02= 0.240251 CF5 (FOR 2 DAY DRAWDOWN)
Q5= 0.09G 1 12 CF5 (FOR 5 DAY DRAWDOWN)
SELECT A 3" CIRCULAR ORIFICE, EL. 50.0' (PERM. POOL EL.)
Q PROV'D= Cd"A"(2gh) ^ 112
Q PROV'D= 0. 137309
WHERE: Cd= O.G
A= 0.04909 SF
cg= 32.2 FPS/5
h= AVE. HEAD =(0.8' - (0.5)(3"/ 1 2))/2
= 0.3375
.....................................................................
Q2> 0.137309 >Q5 OK
....................................................................
DRAWDOWN TIME:
TIME = VOLUME = 3.49957 DAYS
Q PROV'D
POND# I DATA SHEET
PAGE 3 OF 3
OCT 2014

ii
Watershed Model Schemat �draflow Hydrographs Extension for AutoCAD®Civil 3DO2010 by Autodesk, Inc. v9.25
_POND 7 PRE
P=POND 8 POST
- POND 7 POST
4 - POND 8 ROUTED
V5
- POND 8 AND AREA 7
6 - POND 7 ROUTED
11
10
Legend
Hvd. Origin Description
1 SCS Runoff POND 7 PRE
2 SCS Runoff POND 8 POST
3 SCS Runoff POND 7 POST
4 Reservoir POND 8 ROUTED
5 Combine POND 8 AND AREA 7
6 Reservoir POND 7 ROUTED
Project: P:\820\820-01\calcs\P0NDS\pond 7 routing.gpw
Wednesday, Aug 6, 2014

2
Hydrograph Return Period Reflow y rac�rographs Extension for AutoCAD®Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
hyd(s)
Description
(origin)
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
1
SCS Runoff
13.41
19.20
--
29.37
38.84
53.53
66.26
81.71
POND 7 PRE
2
SCS Runoff
10.79
14.09
19.51
24.37
31.72
37.99
45.56
POND 8 POST
3
SCS Runoff
13.93
18A9
25.20
31.47
40.96
49.07
58.83
POND 7 POST
4
Reservoir
2
1.769
2.724
4.500
7.787
15.99
24.52
33.88
POND 8 ROUTED
5
Combine
3,4
14.72
19.61
--
27.82
35.35
48.41
65.86
86.48
POND 8 AND AREA 7
6
Reservoir
5
1.308
2.962
----
7.667
13.81
21.01
35.82
54.38
POND 7 ROUTED
Proj. file: PA820\820-01\calcs\P0NDS\pond 7 routing.gpw
Wednesday, Aug 6, 2014

Hydrograph Summary Re p9ydaflow Hydrographs Extension for AutoCAD®Civil 3D®2010 by Autodesk, Inc. v9.25
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Timeto
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
13.41
2
730
52,585
---
--
POND 7 PRE
2
SCS Runoff
10.79
2
724
32,410
--
POND 8 POST
3
SCS Runoff
13.93
2
724
41,856
POND 7 POST
4
Reservoir
1.769
2
752
32,301
2
67.04
15,524
POND 8 ROUTED
5
Combine
14.72
2
724
74,157
3,4
--
--
POND 8 AND AREA 7
6
Reservoir
1.308
2
930
43,868
5
67.07
45,689
POND 7 ROUTED
P:\820\820-01\ca1cs\P0NDS\pond 7 routin
.Q§oAurn Period: 1 Year
Wednesday, Aug 6, 2014

Hydrograph Report
4
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 1
POND 7 PRE
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 9.120 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.83 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
14.00
12.00
10.00
: I1
. 11
4.00
2.00
POND 7 PRE
Hyd. No. 1 — 1 Year
Wednesday, Aug 6, 2014
= 13.41 cfs
= 730 min
= 52,585 cuft
= 75
= Oft
= 10.00 min
= Type III
= 484
Q (cfs)
14.00
12.00
10.00
4.00
2.00
0.00 —�� 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 1

5
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3139)2010 by Autodesk, Inc. v9.25
Wednesday, Aug 6, 2014
Hyd. No. 2
POND 8 POST
Hydrograph type
= SCS Runoff
Peak discharge
= 10.79 cfs
Storm frequency
= 1 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 32,410 cuft
Drainage area
= 3.980 ac
Curve number
= 86
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.83 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs
12.00
10.00
: M
-me al
4.00
Mill
POND 8 POST
Hyd. No. 2 -- 1 Year
Q (cfs)
12.00
10.00
M
4.00
2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 2

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 3
POND 7 POST
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 5.140 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.83 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
14.00
12.00
10.00
M
. 11
4.00
f'A11I111
POND 7 POST
Hyd. No. 3 -- 1 Year
Wednesday, Aug 6, 2014
= 13.93 cfs
= 724 min
= 41,856 cuft
= 86
= Oft
= 5.00 min
= Type III
= 484
Q (cfs)
14.00
12.00
10.00
M
. 1�
4.00
2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3

7
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2010 by Autodesk, Inc. v9.25 Wednesday, Aug 6, 2014
Hyd. No. 4
POND 8 ROUTED
Hydrograph type
= Reservoir
Peak discharge
= 1.769 cfs
Storm frequency
= 1 yrs
Time to peak
= 752 min
Time interval
= 2 min
Hyd. volume
= 32,301 cuft
Inflow hyd. No.
= 2 - POND 8 POST
Max. Elevation
= 67.04 ft
Reservoir name
= POND 8
Max. Storage
= 15,524 cuft
Storage Indication method used.
Q (cfs)
12.00
10.00
. m
4.00
2.00
0.00
0 240
Hyd No. 4
POND 8 ROUTED
Hyd. No. 4 -- 1 Year
480 720 960
— Hyd No. 2
1200 1440 1680 1920 2160
j_=0 Total storage used = 15,524 cult
Q (cfs)
12.00
10.00
IXIIIII]
4.00
2.00
---4- 0.00
2400
Time (min)

Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2010 by Autodesk, Inc. v9.25 Wednesday, Aug 6, 2014
Pond No. 2 - POND 8
Pond Data
Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 66.50 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cult)
0.00
66.50
27,252
0
0
0.50
67.00
29,255
14,127
14,127
1.50
68.00
33,307
31,281
45,408
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrtRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 24.00
0.00
0.00
0.00
Crest Len (ft)
= 16.00
40.00
0.00
0.00
Span (in)
= 24.00
0.00
0.00
0.00
Crest El. (ft)
= 66.50
67.50
0.00
0.00
No. Barrels
= 10
0
0
0
Weir Coeff.
= 3.330.00
2.60
3.33
3.33
Invert El. (ft)
= 66.50
0.00
0.00
0.00
Weir Type
= 1
Broad
-
-
Length (ft)
= 321.00
0.00
0.00
0.00
Multistage
= Yes
No
No
No
Slope (%)
= 0.39
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0 (by Contour)
Multistage
= n/a
No
No
No
TW Elev. (ft)
= 0.00
Note, CuNeWordice outtlo are analyzed under inlet (ic) and outlet (m) control. Weir risers checked for onfce conditions (ic) and submergence (s).
Stage /
Storage I
Discharge
Table
Stage
Storage
Elevation
Clv A Clv B
Clv C PrfRsr Wr A
Wr B Wr C
Wr D Exfil User Total
ft
cuft
ft
cts cfs
cfs cfs cfs
cis cfs
cts cfs cis cfs
0.00
0
66.50
0.00
- 0.00
0.00 -
- - - 0.000
0.05
1,413
66.55
0.02 is -
- - 0.00 s
0.00
- - 0.018
0.10
2,825
66.60
0.07 is
- 0.00
0.00 -
- - - 0.065
0.15
4,238
66.65
0A 5 is -
- - 0.00
0.00
- - 0.149
0.20
5,651
66.70
0.25 is -
- - 0.00
0.00 -
- - - 0.250
0.25
7,063
66.75
0.41 is -
- - 0.00
0.00 --
- - - 0.409
0.30
8,476
66.80
0.56 is -
- - 0.00
0.00
- - 0.562
0.35
9,889
66.85
0.75 is -
- - 0.00
0.00 -
- - - 0.745
0.40
11,301
66.90
1.01 is -
- - 0.00
0.00
- - 1.006
0.45
12,714
66.95
1.21 is -
- - 0.00
0.00 -
- - - 1.212
0.50
14,127
67.00
1.50 is -
- - 0.00
0.00
- 1.498
0.60
17,255
67.10
2.10 is
- 0.00
0.00 ---
- - - 2.104
0.70
20,383
67.20
2.82 is -
- - 0.00
0.00
- 2.824
0.80
23,511
67.30
3.65 is
- 0.00
0.00 -
- - - 3.649
0.90
26,639
67.40
4.47 is -
- - 0.00
0.00
- 4.467
1.00
29,767
67.50
5.35 is -
- - 0.00
0.00
- - 5.348
1.10
32,895
67.60
6.39 is -
-- - 0.00
3.29 --
-- -- - 9.680
1.20
36,023
67.70
7.36 is -
- - 0.00
9.30 -
- - - 16.66
1.30
39,152
67.80
8.46 is -
- - 0.00
17.09
- 25.55
1.40
42,280
67.90
9.55 is -
-- - 0.00
26.31 --
-- -- - 35.86
1.50
45,408
68.00
10.60 is -
- - 0.00
36.77 -
47.37

E
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Wednesday, Aug 6, 2014
Hyd. No. 5
POND 8 AND AREA 7
Hydrograph type
= Combine
Peak discharge
= 14.72 cfs
Storm frequency
= 1 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 74,157 cuft
Inflow hyds.
= 3, 4
Contrib. drain. area
= 5.140 ac
POND 8 AND AREA 7
Q (cfs) Hyd. No. 5 -- 1 Year Q (cfs)
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 5 —Hyd No. 3 —Hyd No. 4

Hydrograph
Report
10
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc.
v9.25
Wednesday, Aug 6, 2014
Hyd. No. 6
POND 7 ROUTED
Hydrograph type
= Reservoir
Peak discharge
= 1.308 cfs
Storm frequency
= 1 yrs
Time to peak
= 930 min
Time interval
= 2 min
Hyd. volume
= 43,868 cuft
Inflow hyd. No.
= 5 - POND 8 AND AREA 7
Max. Elevation
= 67.07 ft
Reservoir name
= POND 7
Max. Storage
= 45,689 cuft
Storage Indication method used
Q (cfs) Hyd. No. 6 -- 1 Year Q (cfs)
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
— Hyd No. 6 — Hyd No. 5 jJ]= Total storage used = 45,689 cult

Pond Report 11
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2010 by Autodesk, Inc. v9.25 Wednesday, Aug 6, 2014
Pond No. 1 - POND 7
Pond Data
Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 65.50 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
0.00
65.50
0.50
66.00
1.50
67.00
2.50
68.00
3.50
69.00
Contour area (sgft)
24,487
28,327
31,703
35,171
38,723
Incr. Storage (cult)
0
13,204
30,015
33,437
36,947
Total storage (cult)
0
13,204
43,219
76,656
113,603
Culvert / Orifice Structures
[A] [B] [C]
Rise (in) = 24.00 1.50 0.00
Span (in) = 24.00 1.50 0.00
No. Barrels = 10 10 0
Invert El. (ft) = 65.50 65.50 0.00
Length (ft) = 53.00 1.00 0.00
Slope (%) = 2.32 0.50 0.00
N-Value = .013 .013 .013
Orifice Coeff. = 0.60 0.60 0.60
Multistage = n/a Yes No
[PrfRsr]
0.00
0.00
0
0.00
0.00
n/a
n/a
0.60
No
Weir Structures
[A] [B]
Crest Len (ft) = 16.00 30.00
Crest El. (ft) = 67.00 68.00
WeirCoeff. = 3.330.00 2.60
Weir Type = 1 Broad
Multistage = Yes No
Exfl.(iNhr) = 0 (by Contour)
TW Elev. (ft) = 0.00
[C] [D]
0.00 0.00
0.00 0.00
3.33 3.33
- -
No No
Note. Culvervonfice outtlows are analyzed under inlet (ic) and cutlet (oc) cantrol. Weir risers checked for onfioe conditions lic) and submergence (s).
Stage / Storage / Discharge
Table
Stage
Storage Elevation
Clv A
Clv B Clv C
PrfRsr Wr A
Wr B
Wr C
Wr D Exfil User Total
It
cult
ft
cis
cfs cfs
cfs cis
cfs
cfs
cis cfs cfs cis
0.00
0
65.50
0.00
0.00 -
- 0.00
0.00
-
- - - 0.000
0.05
1,320
65.55
0.00 is
0.00 is -
- 0.00
0.00
-
0.004
0.10
2,641
65.60
0.01 is
0.01 is -
- 0.00
0.00
-
- - - 0.011
0.15
3,961
65.65
0.02 is
0.02 is -
- 0.00
0.00
-
- - - 0.017
0.20
5,281
65.70
0.02 is
0.02 is -
- 0.00
0.00
-
- - - 0.022
0.25
6,602
65.75
0.03 is
0.03 is -
- 0.00
0.00
-
- - - 0.026
0.30
7,922
65.80
0.03 is
0.03 is -
- 0.00
0.00
--
- - - 0.029
0.35
9,242
65.85
0.03 is
0.03 is -
- 0.00
0.00
--
-- -- - 0.031
0.40
10,563
65.90
0.04 is
0.03 is -
- 0.00
0.00
--
- 0.034
0.45
11,883
65.95
0.04 is
0.04 is -
- 0.00
0.00
--
-- --- -- 0.036
0.50
13,204
66.00
0.04 is
0.04 is -
-- 0.00
0.00
--
- -- -- 0.038
0.60
16,205
66.10
0.04 is
0.04 is --
- 0.00
0.00
--
- -- - 0.043
0.70
19,207
66.20
0.05 is
0.05 is -
-- 0.00
0.00
-
- 0.046
0.80
22,208
66.30
0.06 is
0.05 is --
- 0.00
0.00
-
- - - 0.050
0.90
25,210
66.40
0.06 is
0.05 is -
- 0.00
0.00
-
- -- -- 0.053
1.00
28,211
66.50
0.06 is
0.06 is -
- 0.00
0.00
-
- - - 0.056
1.10
31,213
66.60
0.06 is
0.06 is -
- 0.00
0.00
-
0.059
1.20
34,214
66.70
0.06 is
0.06 is -
- 0.00
0.00
-
- - - 0.062
1.30
37,216
66.80
0.06 is
0.06 is -
- 0.00
0.00
-
- - - 0.065
1.40
40,217
66.90
0.07 is
0.07 is -
- 0.00
0.00
-
- - - 0.067
1.50
43,219
67.00
0.07 is
0.07 is -
- 0.00
0.00
-
- - - 0.070
1.60
46,562
67.10
1.75 is
0.06 is -
- 1.68
0.00
-
- - - 1.746
1.70
49,906
67.20
4.87 is
0.05 is -
- 4.77
0.00
-
- 4.817
1.80
53,250
67.30
8.80 is
0.04 is -
- 8.75
0.00
-
- - - 8.795
1.90
56,593
67.40
12.20 is
0.03 is -
- 12.17 s
0.00
-
- - - 12.20
2.00
59,937
67.50
13.92 is
0.02 is -
- 13.90 s
0.00
-
- - - 13.92
2.10
63,281
67.60
15.05 is
0.02 is -
- 15.03 s
0.00
-
- 15.05
2.20
66,624
67.70
15.98 is
0.02 is -
- 15.95 s
0.00
- 15.97
2.30
69,968
67.80
16.81 is
0.02 is -
- 16.79 s
0.00
-
- - - 16.81
2.40
73,312
67.90
17.57 is
0.01 is -
- 17.54 s
0.00
- - 17.55
2.50
76,656
68.00
18.27 is
0.01 is -
- 18.24 s
0.00
-
- - - 18.25
2.60
80,350
68.10
18.92 is
0.01 is -
- 18.89 s
2.47
-
- - - 21.37
2.70
84,045
68.20
19.55 is
0.01 is -
- 19.54 s
6.98
-
- 26.53
2.80
87,740
68.30
20.15 is
0.01 is -
- 20.14 s
12.82
- 32.96
2.90
91,434
68.40
20.73 is
0.01 is
20.72 s
19.73
-
- 40.46
3.00
95,129
68.50
21.29 is
0.01 is -
- 21.27 s
27.58
- - 48.85
Continues on next page...

12
POND 7
Stage / Storage / Discharge Table
Stage
Storage
Elevation
Clv A
Clv B Clv C
PrfRsr Wr A
Wr B Wr C
Wr D Exfil User Total
ft
cuft
ft
cfs
cfs cfs
cfs cfs
cfs cis
cfs cfs cfs cfs
3.10
98,824
68.60
21.83 is
0.01 is -
- 21.80 s
36.25
- - 58.06
3.20
102,518
68.70
22.36 is
0.01 is -
- 22.34 s
45.68 ---
-- -- - 68.03
3.30
106,213
68.80
22.87 is
0.01 is -
- 22.80 s
55.81 -
- - - 78.62
3.40
109,908
68.90
23.37 is
0.01 is -
- 23.29 s
66.60 -
- - - 89.89
3.50
113,603
69.00
23.86 is
0.01 is -
- 23.79 s
78.00 -
- - - 101.80
..End

13
Hydrograph Summary Re p9yldaflow Hydrographs Extension for AutoCAD®Civil 3082010 by Autodesk, Inc. v9.25
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
38.84
2
728
148,905
---
----
---
POND 7 PRE
2
SCS Runoff
24.37
2
724
75,805
---
---
--
POND 8 POST
3
SCS Runoff
31.47
2
724
97,898
---
---
---
POND 7 POST
4
Reservoir
7.787
2
740
75,687
2
67.56
31,528
POND 8 ROUTED
5
Combine
35.35
2
724
173,585
3,4
--
--
POND 8 AND AREA 7
6
Reservoir
13.81
2
748
142,934
5
67.49
59,728
POND 7 ROUTED
P:\820\820-01\calcs\P0NDS\pond 7 routin
.§OMurn Period: 10 Year
Wednesday, Aug 6, 2014

14
Hydrograph Report
Hydraflow Hydrographs E#ension for AutoCAD® Civil MV 2010 by Autodesk, Inc. v9.25
Wednesday, Aug 6, 2014
Hyd. No. 1
POND 7 PRE
Hydrograph type
= SCS Runoff
Peak discharge
= 38.84 cfs
Storm frequency
= 10 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 148,905 cuft
Drainage area
= 9.120 ac
Curve number
= 75
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 7.24 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
40.00
30.00
10.00
0.00
0 120 240
Hyd No. 1
POND 7 PRE
Hyd. No. 1 -- 10 Year
360 480 600 720 840
Q (cfs)
40.00
30.00
20.00
10.00
960 1080 1200 1320 1440 1560
Time (min)

1
Hydrograph
Report
15
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Wednesday, Aug 6, 2014
Hyd. No. 2
POND 8 POST
Hydrograph type
= SCS Runoff
Peak discharge
= 24.37 cfs
Storm frequency
= 10 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 75,805 cuft
Drainage area
= 3.980 ac
Curve number
= 86
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.24 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
POND 8 POST
Q (cfs) Q (cfs)
Hyd. No. 2 -- 10 Year
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
Hyd No. 2

ill
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO2010 by Autodesk, Inc. v9.25 Wednesday, Aug 6, 2014
Hyd. No. 3
POND 7 POST
Hydrograph type
= SCS Runoff
Peak discharge
= 31.47 cfs
Storm frequency
= 10 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 97,898 cuft
Drainage area
= 5.140 ac
Curve number
= 86
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.24 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs
35.00
25.00
0AIIIIIII
15.00
10.00
5.00
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 1 1 1 10.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
— Hyd No. 3

'
17
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DV 2010 by Autodesk, Inc. v9.25
Wednesday, Aug 6, 2014
Hyd. No. 4
POND 8 ROUTED
Hydrograph type
= Reservoir
Peak discharge
= 7.787 cfs
Storm frequency
= 10 yrs
Time to peak
= 740 min
Time interval
= 2 min
Hyd. volume
= 75,687 cuft
Inflow hyd. No.
= 2 - POND 8 POST
Max. Elevation
= 67.56 ft
Reservoir name
= POND 8
Max. Storage
= 31,528 cuft
Storage Indication method used
POND 8 ROUTED
Q (cfs) Q (Cfs)
Hyd. No. 4 -- 10 Year
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 240 480 720 960 1200 1440 1680 1920
Time (min)
Hyd No. 4 — Hyd No. 2 ® Total storage used = 31,528 cult

Hydrograph
Report
18
Hydraflow Hydrographs Extension for AutoCADV Civil 3D® 2010 by Autodesk, Inc. v9.25
Wednesday, Aug 6, 2014
Hyd. No. 5
POND 8 AND AREA 7
Hydrograph type
= Combine
Peak discharge
= 35.35 cfs
Storm frequency
= 10 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 173,585 cuft
Inflow hyds.
= 3, 4
Contrib. drain. area
= 5.140 ac
1O]il!Zs1_1L, I9Z1N=F_`A
Q (cfs) Q (cfs)
Hyd. No. 5 -- 10 Year
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 MID
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 5 —Hyd No. 3 —Hyd No. 4

Hydrograph Report
19
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 6
POND 7 ROUTED
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 5 - POND 8 AND AREA 7
Max. Elevation
Reservoir name
= POND 7
Max. Storage
Storage indication method used.
Q (cfs
40.00
30.00
rto ie
10.00
0
Wednesday, Aug 6, 2014
= 13.81 cfs
= 748 min
= 142,934 cuft
= 67.49 ft
= 59,728 cuft
POND 7 ROUTED
Hyd. No. 6 -- 10 Year Q (cfs)
40.00
30.00
20.00
10.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
— Hyd No. 6 — Hyd No. 5 []1= Total storage used = 59,728 cult

20
Hydrograph Summary Re p Aydaflow Hydrographs Extension for AutoCAD® Civil 3DO 2010 by Autodesk, Inc. v9.25
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
81.71
2
728
319,753
--
---
--
POND 7 PRE
2
SCS Runoff
45.56
2
724
147,317
--
POND 8 POST
3
SCS Runoff
58.83
2
724
190,254
POND 7 POST
4
Reservoir
33.88
2
728
147,192
2
67.88
41,680
POND 8 ROUTED
5
Combine
86.48
2
724
337,446
3,4
--
POND 8 AND AREA 7
6
Reservoir
54.38
2
732
306,533
5
68.56
97,347
POND 7 ROUTED
P:\820\820-01\ca1cs\P0NDS\pond 7 routin
.&Aurn Period: 100 Year
Wednesday, Aug 6, 2014

21
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD8 Civil 3D0 2010 by Autodesk, Inc. v9.25
Wednesday, Aug 6, 2014
Hyd. No. 1
POND 7 PRE
Hydrograph type
= SCS Runoff
Peak discharge
= 81.71 cfs
Storm frequency
= 100 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 319,753 cuft
Drainage area
= 9.120 ac
Curve number
= 75
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 12.64 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
POND 7 PRE
Hyd. No. 1 -- 100 Year
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 i--r--,• 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 1

Hydrograph Report
22
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO2010 by Autodesk, Inc. v9.25
Hyd. No. 2
POND 8 POST
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 3.980 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 12.64 in
Distribution
Storm duration
= 24 hrs
Shape factor
POND 8 POST
Wednesday, Aug 6, 2014
= 45.56 cfs
= 724 min
= 147,317 cuft
= 86
= Oft
= 5.00 min
= Type III
= 484
Q (cfs) Q (cfs)
Hyd. No. 2 -- 100 Year
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
— Hyd No. 2

23
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Wednesday, Aug 6, 2014
Hyd. No. 3
POND 7 POST
Hydrograph type
= SCS Runoff
Peak discharge
= 58.83 cfs
Storm frequency
= 100 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 190,254 cuft
Drainage area
= 5.140 ac
Curve number
= 86
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 12.64 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
POND 7 POST
Q (cfs) Hyd. No. 3 — 100 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00
.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
Hyd No. 3

Hydrograph Report
24
Hydraflow Hydrographs Extension for AutoGAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 4
POND 8 ROUTED
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 2 - POND 8 POST
Max. Elevation
Reservoir name
= POND 8
Max. Storage
Storage Indication method used.
� Ed:loxl;X11111lji417
Wednesday, Aug 6, 2014
= 33.88 cfs
= 728 min
= 147,192 cult
= 67.88 ft
= 41,680 cuft
Q (cfs) Hyd. No. 4 -- 100 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 4 — Hyd No. 2 FFFf-FI7 Total storage used = 41,680 cult

•
25
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Wednesday, Aug 6, 2014
Hyd. No. 5
POND 8 AND AREA 7
Hydrograph type
= Combine
Peak discharge
= 86.48 cfs
Storm frequency
= 100 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 337,446 cuft
Inflow hyds.
= 3, 4
Contrib. drain. area
= 5.140 ac
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
POND 8 AND AREA 7
Hyd. No. 5 -- 100 Year
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 z.- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 5 —Hyd No. 3 —Hyd No. 4 Time (min)

i.
Hydrograph Report
26
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2010 by Autodesk, Inc. v9.25
Wednesday, Aug 6, 2014
Hyd. No. 6
POND 7 ROUTED
Hydrograph type
= Reservoir
Peak discharge
= 54.38 cfs
Storm frequency
= 100 yrs
Time to peak
= 732 min
Time interval
= 2 min
Hyd. volume
= 306,533 cuft
Inflow hyd. No.
= 5 - POND 8 AND AREA 7
Max. Elevation
= 68.56 ft
Reservoir name
= POND 7
Max. Storage
= 97,347 cuft
Storage Indication method used
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
POND 7 ROUTED
Hyd. No. 6 -- 100 Year
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 ' ' ' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 6 —Hyd No. 5 ®]_p Total storage used = 97,347 tuft

",4Y
Hydraflow Rainfall Report
27
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2010 by Autodesk, Inc. v9.25 Wednesday, Aug 6, 2014
Return
Intensity -Duration -Frequency Equation Coefficients (FHA)
Period
(yrs)
B
D
E
(NIA)
1
81.8155
12.8000
0.8927
---
2
89.6877
12.6000
0.8707
--
3
0.0000
0.0000
0.0000
--
5
98.3564
12.9000
0.8409
10
98.4972
12.6000
0.8087
--
25
86.1743
11A000
0.7415
--
50
81.3332
10.4000
0.7034
-
100
74.7444
9.3000
0.6599
--
File name: ILM PER 8.03.9.IDF
Intensity = B / (Tc + D)AE
Return
Intensity Values (in/hr)
Period
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
6.26
5.02
4.20
3.63
3.20
2.86
2.59
2.37
2.19
2.03
1.90
1.78
2
7.38
5.94
4.99
4.32
3.81
3.42
3.10
2.85
2.63
2.45
2.29
2.15
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
8.70
7.07
5.99
5.21
4.63
4.17
3.80
3.50
3.24
3.02
2.83
2.67
10
9.69
7.91
6.73
5.88
5.24
4.74
4.33
4.00
3.71
3.47
3.26
3.08
25
10.98
8.98
7.67
6.74
6.03
5.48
5.03
4.66
4.35
4.08
3.85
3.65
50
11.88
9.75
8.36
7.37
6.62
6.03
5.55
5.16
4.83
4.54
4.30
4.08
100
12.92
10.60
9.11
8.05
7.25
6.63
6.13
5.71
5.36
5.05
4.79
4.56
Tc = time in minutes. Values may exceed 60.
Preein file name I \Civil\CALCS\StormwaterULM SCS PER 8.03.35.oco
Stone
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
S-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour
3.83
4.66
0.00
6.02
7.24
9.10
10.70
12.64
SCS 6-Hr
0.00
3.38
0.00
0.00
5.20
6.49
0.00
8.93
Huff -1st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

Hydraflow Table of Contents
P:\820\820-01\ca1cs\P0NDS\pond 7 routing.gpw
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2010 by Autodesk, Inc. v9.25
Wednesday, Aug 6, 2014
Watershed Model Schematic................................................................................ 1
Hydrograph Return Period Recap........................................................................ 2
1 -Year
SummaryReport...................................................................................................................
3
HydrographReports.............................................................................................................
4
Hydrograph No. 1, SCS Runoff, POND 7 PRE..................................................................
4
Hydrograph No. 2, SCS Runoff, POND 8 POST................................................................
5
Hydrograph No. 3, SCS Runoff, POND 7 POST................................................................
6
Hydrograph No. 4, Reservoir, POND 8 ROUTED..............................................................
7
PondReport - POND 8..................................................................................................
8
Hydrograph No. 5, Combine, POND 8 AND AREA 7.........................................................
9
Hydrograph No. 6, Reservoir, POND 7 ROUTED............................................................
10
PondReport - POND 7................................................................................................
11
10 - Year
SummaryReoort................................................................................................................. 13
HydrographReports...........................................................................................................
14
Hydrograph No.
1, SCS Runoff, POND 7 PRE................................................................
14
Hydrograph No.
2, SCS Runoff, POND 8 POST..............................................................
15
Hydrograph No.
3, SCS Runoff, POND 7 POST..............................................................
16
Hydrograph No.
4, Reservoir, POND 8 ROUTED............................................................
17
Hydrograph No.
5, Combine, POND 8 AND AREA 7.......................................................
18
Hydrograph No.
6, Reservoir, POND 7 ROUTED............................................................
19
100 - Year
SummaryReport.................................................................................................................
20
HydrographReports...........................................................................................................
21
Hydrograph No.
1, SCS Runoff, POND 7 PRE................................................................
21
Hydrograph No.
2, SCS Runoff, POND 8 POST..............................................................
22
Hydrograph No.
3, SCS Runoff, POND 7 POST..............................................................
23
Hydrograph No.
4, Reservoir, POND 8 ROUTED............................................................
24
Hydrograph No.
5, Combine, POND 8 AND AREA 7.......................................................
25
Hydrograph No.
6, Reservoir, POND 7 ROUTED............................................................
26
OFReport............................................................................................................. 27

,
Needham Environmental Inc.
Robert N. Needham, PWS
9100 Charlesto%me Rd. SE
Winnabow, NC 28479
Office/Fax [phone]
[e-mail]
Perry Davis
Cape Fear Engineering
151 Poole Road, Suite 100
Leland, NC 28451
Tom Gulley, NCLSS#t256
P.O. Box 960
Wilmington, NC 28402
Office/Fax [phone]
[e-mail]
May 16, 2014
RE: Preliminary Seasonal High Water Table Determination for Grayson Park, Area 5, Brunswick
County, North Carolina.
Dear Perry:
On May 12, 2014, I made a site visit to the above -mentioned property, located near Ramble Drive. The
purpose of this site visit was to evaluate predetermined areas within the proposed project to determine
the estimated seasonal high water table. The information gathered should help you with your preliminary
design and layout of any storm water treatment devices. Attached a Bore Hole Location map which
shows the approximate location of the test areas.
The soils encountered on this site were in the Mandarin and Leon Soil Series. The seasonal high water
table was determined based on redox depletions and concentrations, with the exception of the Leon Soil
Series, which the seasonal high water table was assumed to be slightly above the Bh or spodic horizon.
Detailed soil profile descriptions were performed at locations X1 through X4 and are available upon
request. The table below is a summary of the estimated seasonal high water tables at each location.
Boring Location Seasonal High Water Table (in)
X1 10"
X2 26"
X3 32"
X4 14"
If you have any questions or concerns, please contact me at [phone], [phone], or by e-mail
at tgullevOgmail.com.
Sincerely,
E(CEU E
�_ I OCT 13 2014
J. Tom Gulley, Jr. B el
North Carolina Soil Scientist ff 1256

t wwnti Qow.- t cos.S'
cDS.I4 4C-L_ -
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P:�820\820-01C Section 3\CALCS\BORE CALCS\820-01C-S3wdc(DCCOPY051214).dwg, 5/19/2014 1112:14 AM, 1:100 AY& ��b.�
1

5-12-14 bore stk
100,165434.480000,2273188.330000,70.500000,mag
1000,165236.960000,2273186.800000,0.000000,bore
1001,165252.010000,2272858.220000,0.000000,bore
1002,165659.410000,2272548.350000,0.000000,bore
1003,165742.790000,2272392.340000,0.000000,bore._-
1004,165236.591960,2273187.020128,' 67.683709,PT1000�
1005,165251.951190,2272858.237242,'67.880787,PT1001
1006,165659.367115,2272548.386716,66.224088,PT1002'
1007,165741.885090,2272392.751655,65.143077,PT1003
Page 1

ro
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AREA i I
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-
REA 2i� r = AREA 6
`AR` EA3'11 I I li
�N,
LEGEND
X# Bore Hole Location - Bore hole placed next to wooden stakes located by Cape Fear Engineering.
Grayson Park
Brunswick County, NC
Needham Environmental, Inc.
Environmental Consultants
Wilmington, NC
May 2014
Bore Hole
Location Map

CA201410104833
SOSID: 0784319
Date Filed: 4/11/2014 8:19:00 AM
Eli FM hll
a ne ars a
LIMITED LIABILITY COMPANY ANNUAL RE North Carolina Secretary of State
0CA2014 101 04833
NAME OF LIMITED LIABILITY COMPANY: Maco Road Partners, LLC
SECRETARY OF STATE ID NUMBER: 0784319 STATE OF FORMATION: NC Fii Ones Use OYy
REPORT FOR THE YEAR: 2014
SECTION A: REGISTERED AGENTS INFORMATION Changes
1. NAME OF REGISTERED AGENT: Andrew K. Sandman
2. SIGNATURE OF THE NEW REGISTERED AGENT:
3. REGISTERED OFFICE STREET ADDRESS & COUNTY
7101 Creedmoor Road, Suite 122.. _ __
Raleigh, NC 27613 Wake
SECTION B: PRINCIPAL OFFICE INFORMATION
1. DESCRIPTION OF NATURE OF BUSINESS: Development
SIGNATURE CONSTITUTES CONSENT TO THE APPOINTMENT
4. REGISTERED OFFICE MAILING ADDRESS
7101 Creedmoor Road, Suite 122.
Raleigh, NC 27613
2. PRINCIPAL OFFICE PHONE NUMBER: [phone] 3. PRINCIPAL OFFICE EMAIL:
4. PRINCIPAL OFFICE STREET ADDRESS & COUNTY 5. PRINCIPAL OFFICE MAILING ADDRESS
7101 Creedmoor Road; Suite 122 7101 Creedmoor Road, Suite 122
Raleigh, NC 27613 Wake Raleigh, NC 27613
SECTION C: COMPANY OFFICIALS/ORGANIZERS (Enter additional Company Officials/Organizers in Section E.)
NAME: Andrew Sandman NAME:
TITLE: Manager/Member
ADDRESS: 7101 Creedmoor Road
Suite 122
Raleigh, NC 27613
TITLE:
ADDRESS:
NAME:
TITLE:
ADDRESS:
SECTION D: CERTIFICATION OF ANNUAL REPORT, Section D must be completed in its entirety by a person/business entity.
L%v:� yl h V
SIGNATURE ��— DATE
Form must be signed by Com any OlficallOryanizer Isted under Section C of this farm.
Andrew K Sandman Manager/Member
Pnnt ar Type Name of Company OlfidaltOrganizc TITLE
SUBMIT THIS ANNUAL REPORT WITH THE REQUIRED FILING FEE OF$200 tlhllWl'ul�ll'OI IIII"I��
MAIL TO: Secretary of State, Corporebuns DMsion, Post Office Box 29525, Rsleigh, NC 27626-0525 1111 II.WII