SW8020510_Historical File_20021125

State Stormwater Management Systems
Permit No. SW8 020510
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North
Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
WDV, Inc.
Waterford Phase II
Brunswick County
FOR THE
construction, operation and maintenance of a non -discharging series of 3 wet detention ponds in
compliance with the provisions of 15A NCAC 2H .1000 (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 Water Quality and considered a
part of this permit.
This permit shall be effective from the date of issuance until November 20, 2012 and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data. The pond is designed to store the
runoff associated with a 25 year storm event.
2. This stormwater system has been approved for the management of stormwater runoff as
described on page 3 of this permit, the Project Data Sheet. The subdivision is permitted
for 158 lots, each allowed a maximum amount or built -upon area as follows: Lots 1-45
@3,600 ft2; Lots 46-125 @5,800 ft2; and Lots 126-158 @5,000 W.
3. Approved plans and specifications for this project are incorporated by reference and are
enforceable parts of the permit.
4. The runoff storage volume in the ponds will be re -circulated to maintain pond level and
some will be used for irrigation of common areas.
5. 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.
0

State Stormwater Management Systems
Permit No. SW8 020510
DIVISION OF WATER QUALITY
PROJECT DATA SHEET
Project Name:
Permit Number:
Location:
Applicant:
Mailing Address:
Application Date:
Name of Receiving Stream / Index #:
Classification of Water Body:
Design Storm:
Pond Depth, feet:
Permanent Pool Elevation, FMSL:
Drainage Area, acres:
Total Impervious Surfaces, ftz:
158 lots, ftz:
Roads/Parking, ftz
Sidewalks, ftz
Offsite Area entering Pond, ftz:
Required Surface Area, ftz:
Provided Surface Area, ftz:
Required Storage Volume, ft3:
Provided Storage Volume, ft3:
Temporary Storage Elevation, FMSL:
Controlling Orifice:
Waterford Phase II
SW8 020510
Brunswick County
Mr. Bert Exum, Member/Manager
WDV, Inc.
6314 Oleander Drive, Suite C
Wilmington, NC 28403
November 20, 2002
Cape Fear / Sturgeon Creek / 18-77-1
"C Sw"
25 year
0
19, 21 and 22
96.46
1,040,400
791,000
241,900
7,500
None, per Engineer
58,423
1,055,089
95,502
667,672
19.5, 22, and 23
n/a non -discharging pond

State Stormwater Management Systems
Permit No. SW8 020510
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, including driveways and sidewalks, does not exceed the allowable built -upon area.
Once the lot transfer is complete, the built -upon area may not be revised without approval
from the Division of Water Quality, and responsibility for meeting the built -upon area
limit is transferred to the individual property owner.
3. If the permittee sets up an Architectural Review Committee (ARC) to review plans for
compliance with the BUA limit, the plans reviewed must include all proposed built -upon
area. Any approvals given by the ARC do not relieve the homeowner of the responsibility
to maintain compliance with the permitted BUA limit as recorded in the deed restrictions.
4. The permittee shall submit to the Director and shall have received approval for revised
plans, specifications, and calculations prior to construction, for any modification to the
approved plans, including, but not limited to, those listed below:
a. Any revision to the approved plans, regardless of size.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area.
e. Further subdivision, acquisition, or sale of the project area. The project area is
defined as all property owned by the permittee, for which Sedimentation and
Erosion Control Plan approval was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the approved
plan.
5. The Director may determine that other revisions to the project should require a
modification to the permit.
6. 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.
7. 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.
8. During construction, erosion shall be kept to a minimum and any eroded areas of the
system will be repaired immediately.
9. 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.
10. 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.
4

State Stormwater Management Systems
Permit No. SW8 020510
11. Decorative spray fountains will not be allowed in the stormwater treatment system
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 revegetation 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.
14. Records of maintenance activities must be kept and made available upon request to
authorized personnel of DWQ. The records will indicate the date, activity, name of
person performing the work and what actions were taken.
15. Prior to the sale of any lot, deed restrictions must be recorded which limit the built -upon
area per lot to the amount as shown on the Project Data Sheet, per Section I, Part 2. The
recorded statements must follow the form:
a. The following covenants are intended to ensure ongoing compliance with State
Stormwater Management Permit Number SW8 020510, as issued by the Division
of Water Quality under NCAC 2H.1000.
b. The State of North Carolina is made a beneficiary of these covenants to the extent
necessary to maintain compliance with the Stormwater Management Permit.
C. These covenants are to run with the land and be binding on all persons and parties
claiming under them.
d. The covenants pertaining to stormwater may not be altered or rescinded without
the express written consent of the State of North Carolina, Division of Water
Quality.
e. Alteration of the drainage as shown on the approved plans may not take place
without the concurrence of the Division of Water Quality.
f. The maximum built -upon area per lot is as follows: Lots 1-45 @3,600 ft2; Lots
46-125 @5,800 ft2; and Lots 126-158 @5,000 ft2. 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.
16. Prior to transfer of the permit, the pond must be inspected by DWQ personnel, and
determined to 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.
F
J

State Stormwater Management Systems
Permit No. SW8 020510
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 bear the
signature of the Permittee, the deed book number and page, and stamp/signature of the
Register of Deeds.
18. This permit shall become voidable unless the facilities are constructed. in accordance with
the conditions of this permit, the approved plans and specifications, and other supporting
data.
19. 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.
III. GENERAL CONDITIONS
This permit is not transferable except after notice to and approval by the Director. In the
event there is a desire for the facilities to change ownership, or there is a name change of
the Permittee, a "Name/Ownership Change Form" must be submitted to the Division of
Water Quality accompanied by -appropriate documentation from the parties involved,
including as may be required, but not limited to, a deed of trust, recorded deed
restrictions, Designer's Certification and a signed Operation and Maintenance plan. The
project must be in good standing with DWQ. The approval of this request will be
considered on its merits and may or may not be approved. The permittee is responsible
for compliance with the terms and conditions of this permit until such time as the State
approves the transfer request.
3. Failure to abide by the conditions and limitations contained in this permit may subject the
Permittee to enforcement action by the Division of Water Quality, in accordance with
North Carolina General Statute 143-215.6A to 143-215.6C.
4. The issuance of this permit does not preclude the Permittee from complying with any and
all statutes, rules, regulations, or ordinances which may be imposed by other government
agencies (local, state, and federal) which have jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action, including those
as may be required by this Division, such as the construction of additional or replacement
stormwater management systems.
6. The permit may be modified, revoked and reissued or terminated for cause. The filing of
a request for a permit modification, revocation and reissuance or termination does not
stay any permit condition.
7. Permittee grants permission to staff of the DWQ to access the property for the purposes
of inspecting the stormwater facilities during normal business hours.
8. The permittee shall notify the Division of any name, ownership or mailing address
changes within 30 days.
9. 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.
Cl

State Stormwater Management Systems
Permit No. SW8 020510
Permit issued this the 25th day of November, 2002.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
,V— A-j ^A A� o
Alan W. Klimek, P.E., Director
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 020510

OFFICE USE ONLY
D e Received
Fee Paid
Permit Number
Z691
1,JWry6.-,L&S-10
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION:
1. Applicant's name (specify the name of the corporation, individual, etc. who owns the project):
WDV, Inc.
2. Print Owner/Signing Official's name and title (person legally responsible for facility and
compliance):
Bert Exum, Member/Manager
3. Mailing Address for person listed in item 2 above:
6314 Oleander Drive, Suite C
City: Wilmington
Telephone Number: (910 ) 392-9325
State: NC
Zip: 28403
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Waterford Phase II
5. Location of Project (street address):
Poole Road
City: Leland
Co...ty: Brunswick
6. Directions to project (from nearest major intersection):
Follow Hwy 17 South out of Wilmington past Hwy 74, 76 overpass. First turn on right is Poole road.
Project entrance straight off Poole road.
7. Latitude: 34013'45" Longitude: 78°1'15"
8. Contact person who can answer questions about the project:
Name: Davis Fennell (Cape Fear Engineering) Telephone Number: [phone]
of project
II. PERMIT INFORMATION:
1. Specify whether project is (check one): X New Renewal Modification
Form: SWU-101 Version 3.99 Page 1 of 4

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number And its issue date (if known)
3. Specify the type of project (check one):
Low Density X High Density Redevelop General Permit Other
4. Additional Project Requirements (check applicable blanks):
CAMA Major X Sedimentation/Erosion Control 404/401 Permit NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
All Stormwater runoff to be conveyed to non -discharge amenity pond system.
2. Stormwater runoff from this project drains to the Cape Fear River basin.
3. Total Project Area: 96.46 acres 4. Project Built Upon Area: 24.76 %
5. How many drainage basins does the project have? 1
6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
Basin Information
Drainage Area 1
Drainage Area 2
Receiving Stream Name
Sturgeon Creek
Receiving Stream Class
SC
Drainage Area
96.46 ac (4,201,844 sf)
Existing Impervious* Area
0 ac
Proposed Impervious* Area
23.88 ac (1,040,400 sf)
% Impervious* Area (total)
24.76 %
In4wrvious* Surface Area
Drainage Area 1
Drainage Area 2
On -site Buildings
18.16 ac (791,000 sf)
On -site Streets
5.55 ac (241,900 sf)
On -site Parking
0 ac
On -site Sidewalks
0.17 ac (7,500 sf)
Other on -site
0 ac
Off site
0 ac
Total: 23.88 ac (1,040,400 sf)
Total:
mpeivtaus ureu is ueitneu as the ouait upon area znctuaing, out not unutea to, outlaings, roads, parking areas,
sidewalks, gravel areas, etc.
Form: SVdU-101 Version 3.99 Page 2 of 4

7. How was the off -site impervious area listed above derived? N/A
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table
listing each lot number, size and the allowable built -upon area for each lot must be provided as an attachment.
1. The following covenants are intended to ensure ongoing compliance with state stormwater management permit number
SW8 020510 as issued by the Division of Water Quality. These covenants may not be
changed or deleted without the consent of the State.
2. No more than ** square feet of any lot shall be covered by structures or impervious materials.
Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material but do not include wood
decking or the water surface of swimming pools.
* * (3, 600sf for lots 1-45 ; 5, 800sf for lots 46-125 ; 5, 000sf for lots 126-158)
3. Swales shall not be filled in, piped, or altered except as necessary to provide driveway crossings.
4. Built -upon area in excess area of the permitted amount requires a state stormwater management permit modification prior to
construction.
5. All permitted runoff from outparcels or future development shall be directed into the permitted stormwater control
system. These connections to the stormwater control system shall be performed in a manner that maintains the
integrity and performance of the system as permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, that the covenants will be binding on all parties and persons
claiming under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each
BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the status
and availability of these forms.
Form SWU-102
Wet Detention Basin Supplement
Form SWU-103
Infiltration Basin Supplement
Form SWIJ-104
Low Density Supplement
Form SWU-105
Curb Outlet System Supplement
Form SWU-106
Off -Site System Supplement
Form SWU-107
Underground Infiltration Trench Supplement
Form SWU-108
Neuse River Basin Supplement
Form SWU-109
Innovative Best Management Practice Supplement
Form: SWU-101 Version 3.99 Page 3 of 4

VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Regional Office.
Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
• Original and one copy of the Stormwater Management Permit Application Form
• One copy of the applicable Supplement Form(s) for each BMP
• Permit application processing fee of $420 (payable to NCDENR)
• Detailed narrative description of stormwater treatment /management
• Two copies of plans and specifications, including:
-Development/Project name
-Engineer and firm
-Legend
-North Arrow
-Scale
Initials
it�C6 �
-Revision number & date
-Mean high water line
-Dimensioned property / project boundary
-Location map with named streets or NCSR numbers
-Original contours, proposed contours, spot elevations, fmished floor elevations
-Details of roads, drainage features, collection systems, and stormwater control measures
-Wetlands delineated, or a note on plans that none exist
-Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations
-Drainage areas delineated
-Vcgetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate submittal authority to another individual or firm so that they may provide information on
your behalf, please complete this section:
Designated agent (individual or firm): Cape Fear Engineering, Inc.
Mailing Address: 151 Poole Road, Suite 100
City: Belville
State: NC
Phone: [phone] Fax: [phone]
VIH. APPLICANT'S CERTIFICATION
Zip: 28451
I, (print or type name of person listed in General Information, item 2) Bert Exum
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of 15A
NCAC 2H .1000.
Signature:
Date: I 1 Zo Z.
Form: SWU-101 Version 3.99
Page 4 of 4

Permit No. SWYOOS%D
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORYIWATER MANAGEMENT PEIL IIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin supplement
for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
I. PROJECT INFORMATION
Project Name: Waterford Phase 11
Contact Person: Bert Exum
Phone Number: [phone]
For project with multiple basins, specify which basin this worksheet applies to:
elevations
Basin Bottom Elevation
Permanent Pool Elevation
Temporary Pool Elevation
areas
Permanent Pool Surface Area
Drainage Area
Impervious Area
volumes
Permanent Pool Volume
Temporary Pool Volume
Forebay Volume
Other parameters
SA/DA'
Diameter of Orifice
Design Rainfall
Design TSS Removal 2
13.0; 1 5.0; 1 G.0
ft.
19.0; 21 .O; 22.0
$,
19.5; 22.0; 23.0
$,
1,055,089
sq. ft.
9G.37
ac.
23.84
ac.
5,013,798
cu. ft.
GG7,G72
cu. ft.
N/A
cu. ft.
1.40
N/A
in.
1
in.
90
%
Non-Di5charcge Pond
System (3-tier)
(floor of the basin)
(elevation of the orifice)
(elevation of the discharge structure overflow)
(water surface area at the orifice elevation)
(on -site and off -site drainage to the basin)
(on -site and off -site drainage to the basin)
(combined volume of main basin and forebay)
(volume detained above the permanent pool)
(approximately 20% of total volume)
(surface area to drainage area ratio from DWQ table)
(2 to S day temporary pool draw -down required)
(minimum 85% required)
Form: SNM-102 Rev 3.99 Page 1 of 4

Footnotes:
When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
2 In the 20 coastal. counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed tc provide
90% TSS removal. The NCDENR BNT manual provides design tables for both 85% TSS removal and 90% TSS removal.
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code Section:
15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Applicants Initials:
_YV1a. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
* b. The forebay volume is approximately equal to 20% of the basin volume.
C3C' c. The temporary pool controls runoff from the design storm event.
* d. The temporary pool draws down in 2 to 5 days.
�i 4 e. If required, a 30-foot vegetative filter is provided at the outlet ( include non -erosive flow
calculations)
--Tr3 p f. The basin length to width ratio is greater than 3:1.
(3 (' g. The basin side slopes above the permanent pool are no steeper than 3:1.
* h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
.513 P i. Vegetative cover above the permanent pool elevation is specified.
* j. A trash rack or similar device is provided for both the overflow and orifice.
(� k. A recorded drainage easement is provided for each basin including access to nearest right -
of —way.
-:�-2 P 1. If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
S T-1 in. A mechanism is specified which will drain the basin for maintenance or an emergency.
* Non -discharge pond -these items are not required.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) does does Bnot
incorporate a vegetated filter at the outlet.
This system (check one) does does incorporate pretreatment other than a forebay.
Form: SWU-102 Rev 3.99 Page 2 of 4

Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs
within 2 to 5 days as designed.
2. Repair eroded areas immediately, re -seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed
of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wet detention basin or stream, etc.)
The measuring device used to determine the sediment elevation shall be as such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 4.50 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads N/A feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
Permanent Pool Elevation = 19.0; 21 .0; 22.0
Sediment Removal Elevation = 14.5; 1 9.5; 17.50
5ediment Removal El"K Ion = N/A 75% / \ --------------- 75%- -
Bottom Elevation =NSA \ 25%* Bottom Elevation = 13.0. 1 5.0; 16.0 25%
FOREBAY MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
Form: SNM-102 Rev 3.99 Page 3 of 4

7. All components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven maintenance
procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: Bert Exum
Title:
Member/Man
Address: 6314 Oleander Drive, 5uite C Wilmington, NC 28403
Phone: (91 O) 392-9325
Signature:,— �✓ —
Date: 9-/2-- 0z
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been
sold and a resident of the subdivision has been named the president.
I, �ryr� to , ,a Notary Public for the State of 41,p4 1-
County of XleW L ",Oy ,do hereby certify that , 6g,7— ")C urs.7
personally appeared before me this day of 6Gr , Zoo Z ,and acknowledge the due
execution of the foregoing wet detention basin maintenailce requirements. Witness my hand and official
seal,
0 VOW"�"i Z,
no
SEAL
My commission expires Aq'- f- "::�; 7 2 60 7
Form: SWU-102 Rev 3.99 Page 4 of 4

^r` CAPE FEAR
Engineering, Inc.
N 0 V 2 0 2002
November 20, 2002
Y:
Linda Lewis
NCDENR
Water Quality
127 Cardinal Dr. Ext.
Wilmington, NC 28405
RE: Waterford Phase II (SW8 020510)
Dear Ms. Lewis:
Please find the enclosed response to your request for additional information for the above
referenced project.
1. The volumes for both the 1" and 25 year events are shown on the attached
calculations.
The hydrograph summary report previously submitted shows a storage
volume of 282,904cf for the highest level the ponds reach in the 25-year
event. In this event, the ponds do not reach their full capacity and therefore
have additional storage. The full capacity of the pond system (667,672cf) is
shown in the attached reservoir reports.
2. The proposed deed restriction has been revised per your recommendation and
included.
I trust this information to be sufficient for your review and approval. If you have any
questions or require additional information, please contact this office.
Thank you
Jeffrey Petroff, E.I.
151 Poole Road, Suite 100 • Nelville, NC 28451 • TEL: [phone] • FAX [phone]
www.capOeareng.com

DESIGN NARRATIVE
1. GENERAL:
The project site is 'located in the northwest corner of the Waterford development adjacent to the
Magnolia Greens development, within Brunswick County, North Carolina. The project site is
approximately 69.36 acres. Drainage considerations are to be in accordance with DWQ
stormwater requirements.
The intent of this project is to develop the infrastructure to support a 133 lot residential
community. This is a low -density submittal with curbed and guttered streets draining to a
surrounding amenity pond system.
2. EXISTING SITE:
Site topography in the area is relatively flat with slopes typically less than (2) percent. Wetlands
are shown on the plan and will remain undisturbed. This site drains southward towards Jackeys
Creek, which has a stream classification of SC. Vegetation consists primarily of grasses and
minor ground cover within the areas of the improvement. Subsurface soils are typically a
mixture of sands, silty sands and organics.
3. PROPOSED IMPROVEMENTS:
Improvements proposed include curbed and guttered streets carrying stormwater to the amenity
pond system. Drainage for the most part will be contained within the streets, which will have
curb and gutter to direct drainage to low points. Drainage at the low points in the streets will flow
into either curb cuts draining to water quality swales or curb inlets that outlet to the surrounding
amenity pond system.
Curb cuts will be used wherever possible. They will outlet to water quality swales of at least
100' with 5:1 side slopes. The treated water will then be captured in a yard inlet and transported
to the amenity pond system.
Piping is used sparingly for road culvert crossings and where necessitated due to adverse
topographical limitations. The three locations where piping is required (CB-1, CB-3, CB-4) have
conditions that prevent the installation of water quality swales. The catch basins outlet to a large
non -discharge amenity pond system. The amenity ponds provide treatment in excess of a typical
water quality swale.

SAMPLE STORMWATER DEED RESTRICTIONS
WATERFORD PHASE II
S. Stormwater Runoff. Regulations: All Lots are subject to the State of North Carolina
rules and regulations concerning stormwater runoff as these rules and regulations are amended
from time to time. These regulations currently provide that the maximum built upon area of each
Lot in Lots 1-45 will be restricted to 3,600 SF of built upon area, each Lot in Lots 46-125 will be
restricted to 5,800 SF of built upon area, and each Lot in Lots 126-158 will be restricted to 5,000
SF of built upon area. Built upon area shall include impervious surfaces such as foundation;
structures; pavement; concrete; driveways, including that portion of the driveway located within
a street right-of-way, which runs from the property line to the road pavement; and walkways or
patios of brick, stone or slate, and gravel, marl or stone covered areas, not including wood
decking.
The DEVELOPER reserves the right to recalculate the maximum allowable built upon area in
accordance with the stormwater runoff rules and regulations of the State of North Carolina. All
drainage swales or drainage patterns used to treat stormwater runoff as required by the State of
North Carolina may not be filled in, piped or changed without the consent of the DEVELOPER,
its designee, the Association, or the State of North Carolina and shall be maintained as set forth
in Section V below. The State of North Carolina is hereby made a beneficiary of these
PROTECTIVE COVENANTS to the extent necessary to enforce its stormwater runoff
regulations as the same may be amended from time to time. This paragraph cannot be changed
or deleted without the consent of the State of North Carolina. These covenants are to run with
the land and be binding on all persons and parties claiming under them.
RECEIVED
NOV 2 0 2002
DWQ
PRoa # Sw8 OZ0510

P. 1
COMMUNICATION RESULT REPORT ( NOV.19.2002 5:43PM }
TTI NCDENR WIRO
FILE MODE OPTION ADDRESS (GROUP) RESULT PAGE
819 MEMORY TX 8-9103831045 OK P. 3/3
REASON FOR ERROR
E-1) HANG UP OR LINE FAIL E-2) BUSY
E-3) NO ANSWER E-4) NO FACSIMILE CONNECTION
State of North Carolina
Depannient ofEnvironment and Natural Resources J.•
Wilmington Regional Office
i
Mic1e1 F. Esaleyy I�o vapor William G. Ross Jr., Setury
FAX COVER SHEET
0205/0
Date: 9 -Z OZ No. Of Pages:
To: vts ' From: Lyf e.wP�
CO; 2 Fe ri CO: `(
FAX #• 44 I'AM: 910-350..200 .
Kai 046 ,11
127 Cardinal De BatM10n, VVllmingon, N.C. 2B405.WS Telephone (910) 39$.39M Fax (910) 35o. M
jl An Equal opportanity AtDrmative AMIon Raiployer

SEP
4FCAPE FEAR
Engineering, Inc.
September 12, 2002
Linda Lewis
NCDENR
Water Quality
127 Cardinal Dr. Ext.
Wilmington, NC 28405
RE: Waterford Phase II (SW8 020510)
Dear Ms. Lewis:
TUCY, R z ds
Due to the inability to permit a couple of small collection systems to the amenity ponds
under low density, the project has shifted to high density. This high density project will
remain relatively unchanged from the low density submittal with the exception of a few
collection systems discharging directly to the amenity pond system. The pond system
will be non -discharge with recirculation and irrigation pumps. The application,
supplements, narrative and calculations have been revised to show this shift to high
density. The following response is from your request for additional information:
1. Poole Road is shown and labeled on the vicinity map.
2. N/A
3. A copy of the proposed deed restrictions is included.
4. The drainage areas have been revised and recalculated.
5. N/A
6. A cul-de-sac detail has been added to the detail sheet. Road "G" has a planter.
7. Existing contours have been numbered.
8. All flow depths 1.0 ft, therefore all drainage easements will remain at 20'
9. Page 3 of the application has been revised.
I trust this information to be sufficient for your review and approval. If you have any
questions or require additional information, please contact this office.
Thank you
Jeffrey Petroff, E.I.
151 Poole Road, Suite 100 • Belville, NC 28451 • TEL: [phone] • FAX [phone]
www.cap0mrang.com

CALCULATIONS
PROJECT: 1/t/ATrtj FioQp—�r�,gri 1Z DATE: _ 12v Cvim
CLIENT: PROJ. NO.:
SUBJECT .2 � ���.H a r Yr�9 DESIGNED BY:
V. I. V.r c F- r2 2< < E-. c -r
Al2a A — IG .'3 7 Az
02 edr �Mn Sit ✓ierr Y. /
dw
' / p T
Rv = e.oS -f- 6.004 C-"_)
= o.oc +- 6.06Y6 y,7)
= O. V73
�✓= Rr►.✓c.FF Li�jpr-rc.�BrT
(/ e.L v.N fF f l E Q✓ 1 it 0+A = TA A 14, Poe L. t- ✓ X I DRAW*-, r Ag 6-4 le Z CFTIs.) Y Y j
7 3 96.37r) '� z X y3sav
RECEIVED
NN 2 0 2002
DWQ
PROD • _W'8610SI0
'-I-"C o2 25 —rCR�t vgrT
leTitL votunn6 = /f/%fX. �Ta?i44E OP 3 pa.,or .
P/tEYswrLY SUQ."/TrreA
H yt>4 a 4f?A p.+ _570 r101A yr Rtrj"T
Sys �/7 Gli)3ic �EET
151 Poole Road, Suite 100
i3elvTEL: (e 0) M-1 CAPE FEAR
TEL: [phone]
FAX (910) 38sEngineering, Inc.
ww.capefsareng.com
wco

CALCULATIONS
PROJECT: ► A rER i ioac
CLIENT
DATE: 11/�%y
PROJ. NO.:
SUBJECT: .�� �/04amt ��o a DESIGNED
R✓ = �.oS t O.o�o9 �_�
D.os -+- D.c�y� y•7�
= O.073
exxxxxst;s4aasis,sF� �ov6z
2 r
SEAS_ F
C249 'O
•rfrjrBDr� '�� •v��4 ..
1 = Piac�rt 1.,Pow.a.,,,r
1/otvr+ar IC EQ✓�rcEA = RAw�.acc X Q ✓ x 1 ,9,4 MrG /¢4«-4 X sZ CFr/s.) rY3
Z .C� (X D. 2- 7 3 6-:0 x 96. 3 7
f �j � S CJ .•_ G s. rs +� rr67
V I L&VI C --ez -L. S — Zvi,.• -r
%eT�tL VoLe+.r. ,, = /�/%iX. S-TiR�44E G F 3 f:rl?s ='r �?�✓iwTctQ^ J u>3,.�ITT�!>
H YDRO 4✓!/a PN SUwtMA•.tY , `��/!T
.2F.:2 `'lOy aF
39S 76 6L731G FEET
151 Poole Road, Suite 100
TEL: le, 0) &3-1 CAPE` FEAR
TEL: [phone]
FAX (910)Ws-1045 En
wgineering, Inc.
ww.rapefsarumaxom

Reservoir Report
Page 1
Reservoir No. 1 - Pond Sys 1 English
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Stage Elevation
Contour area
Incr. Storage Total storage
ft ft
sgft
cuft cuft
0.00 22.00
137,460
0 0
1.00 23.00
152,249
144,855 144,855
2.00 24.00
167,137
159,693 304,548
3.00 25.00
182,075
174,606 479,154
4.00 26.00
197,119
189,597 668,751
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C] [D]
[A]
IB] [C]
[D]
Rise in = 24.0
3.0 0.0 0.0
Crest Len ft = 16.00
0.00 0.00
0.00
Span in = 24.0
3.0 0.0 0.0
Crest El. ft = 23.00
0.00 0.00
0.00
No. Barrels = 1
1 0 0
Weir Coeff. = 3.00
0.00 0.00
0.00
Invert El. ft = 18.00
22.00 0.00 0.00
Eqn. Exp. = 1.50
0.00 0.00
0.00
Length ft = 400.0
3.0 0.0 0.0
Multi -Stage = Yes
No No
No
Slope % = 0.00
0.00 0.00 0.00
N-Value = .013
.013 .000 .000
Orif. Coeff. = 0.60
0.60 0.00 0.00
Multi -Stage - ----
Yes No No
Tailwater Elevation = 21.00 ft
Stage 0 Storage /Discharge Table
Note: All outflows have been analyzed under inlet and outlet control.
Stage Storage Elevation
Clv A Clv B
Clv C Clv D Wr A Wr B
Wr C Wr D
Discharge
ft tuft ft
efs cfs
cfs afs cfs cfs
cfs cfs
cfs
0.00 0 22.00
9.94 0.00
--- --- 0.00 ---
-- ---
0.00
0.10 14,485 22.10
10.43 0.02
--- --- 0.00 ---
--- ---
0.02
0.20 28,971 22.20
10.89 0.06
--- --- 0.00 ---
--- ---
0.06
0.30 43,456 22.30
11.34 0.06
--- -- 0.00 ---
--- ---
0.06
0.40 57,942 22.40
11.77 0.11
--- --- 0.00 ---
--- ---
0.11
0.50 72,427 22.50
12.18 0.14
--- --- 0.00 ---
--- ---
0.14
0.60 86,913 22.60
12.58 0.16
--- --- 0.00 ---
-- ---
0.16
0.70 101,398 22.70
12.97 0.18
--- -- 0.00 ---
-- ---
0.18
0.80 115,884 22.80
13.34 0.19
--- --- 0.00 ---
--- ---
0.19
0.90 130,369 22.90
13.71 0.21
--- -- 0.00 --
---
0.21
1.00 144,855 23.00
14.06 0.22
--- -- 0.00 ---
---
0.22
Continues on
next page...

Pond Sys 1
Stage / Storage / Discharge Table
Page 2
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
1.10
160,824
23.10
14.41
0.23 ---
--- 1.52 --- --- ---
1.75
1.20
176,793
23.20
14.75
0.25 ---
--- 4.29 --- --- _--
4.54
1.30
192,762
23.30
15.08
0.26 ---
--- 7.89 --- --- ---
8.14
1.40
208,732
23.40
15.41
0.27 ---
--- 12.14 --- --- ---
12.41
1.50
224,701
23.50
15.72
0.23 ---
--- 16.97 --- --- ---
15.72
1.60
240,670
23.60
16.03
0.00 ---
-- 22.31 --- -- ---
16.03
1.70
256,640
23.70
16.34
0.00 ---
-- 28.11 --- --- ---
16.34
1.80
272,609
23.80
16.64
0.00 ---
--- 34.35 --- -- ---
16.64
1.90
288,578
23.90
16.93
0.00 ---
--- 40.98 --- --- ---
16.93
2.00
304,548
24.00
17.22
0.00 ---
--- 48.00 --- --- ---
17.22
2.10
322,008
24.10
17.51
0.00 ---
--- 55.38 --- --- ---
17.51
2.20
339,469
24.20
17.79
0.00 ---
-- 63.10 --- --- ---
17.79
2.30
356,929
24.30
18.06
0.00 ---
--- 71.15 --- --- ---
18.06
2.40
374,390
24.40
18.34
0.00 ---
--- 79.51 --- --- ---
18.34
2.50
391,851
24.50
18.60
0.00 ---
-- 88.18 --- -- _--
18.60
2.60
409,311
24.60
18.87
0.00 ---
--- 97.15 --- --- ---
18.87
2.70
426,772
24.70
19.13
0.00 ---
--- 106.39 --- -- ---
19.13
2.80
444,232
24.80
19.38
0.00 ---
--- 115.92 --- --- ---
19.38
2.90
461,693
24.90
19.64
0.00 ---
--- 125.71 --- --- ---
19.64
3.00
479,154
25.00
19.89
0.00 ---
-- 135.76 --- ---
19.89
3.10
498,113
25.10
20.14
0.00 ---
--- 146.07 --- --- ---
20.14
3.20
517,073
25.20
20.38
0.00
-- 156.63 --- -- ---
20.38
3.30
536,033
25.30
20.62
0.00
-- 167.43 --- -- ---
20.62
3.40
554,992
25.40
20.86
0.00
--- 178.47 --- - ---
20.86
3.50
573,952
25.50
21.09
0.00 ---
--- 189.74 --- -- ---
21.09
3.60
592,912
25.60
21.33
0.00 ---
--- 201.23 --- -- ---
21.33
3.70
611,871
25.70
21.56
0.00 ---
--- 212.95 --- --- ---
21.56
3.80
630,831
25.80
21.79
0.00 ---
-- 224.89 --- --- ---
21.79
3.90
649,791
25.90
22.01
0.00 ---
--- 237.05 --- --- ---
22.01
4.00
668,751
26.00
22.24
0.00 ---
-- 249.42 --- --- ---
22.24
... End

Reservoir Report
Reservoir No. 2 - Pond Sys 2
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Stage
Elevation
ft
ft
0.00
21.00
1.00
22.00
2.00
23.00
3.00
24.00
4.00
25.00
Contour area
Incr. Storage
Total storage
sqft
cuft
cuft
102,315
0
0
117,114
109,715
109,715
132,214
124,664
234,379
147,615
139,915
374,293
163,319
155,467
529,760
Page 1
English
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A]
[B]
[C]
[D]
Rise in
= 24.0
3.0
0.0
0.0
Crest Len ft
= 16.00
0.00
0.00
0.00
Span in
= 24.0
3.0
0.0
0.0
Crest El. ft
= 22.00
0.00
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.00
0.00
0.00
0.00
Invert El. ft
= 16.70
21.00
0.00
0.00
Eqn. Exp.
= 1.50
0.00
0.00
0.00
Length ft
= 130.0
5.0
0.0
0.0
Multi -Stage
= Yes
No
No
No
Slope %
= 0.00
0.00
0.00
0.00
N-Value
= .013
.013
.000
.000
Orif. Coeff.
= 0.60
0.60
0.00
0.00
Multi -Stage
= -----
Yes
No
No
Tailwater Elevation =
19.00 ft
Note: All oultlows have been analyzed under inlet and outlet control
Stage /Storage / Discharge Table
Stage
Storage
Elevation
Clv A
Clv B
Clv C Clv D Wr A Wr B Wr C Wr D
Discharge
ft
cuft
ft
cfs
cfs
cfs cfs cfs cfs cfs cfs
cfs
0.00
0
21.00
20.24
0.00
--- --- 0.00 --- --- ---
0.00
0.10
10,971
21.10
20.74
0.02
--- -- 0.00 --- -- ---
0.02
0.20
21,943
21.20
21.23
0.06
--- --- 0.00 --- --- ---
0.06
0.30
32,914
21.30
21.71
0.06
--- --- 0.00 --- -- ---
0.06
0.40
43,886
21.40
22.18
0.10
--- --- 0.00 --- --- ---
0.10
0.50
54,857
21.50
22.63
0.13
--- --- 0.00 --- --- ---
0.13
0.60
65,829
21.60
23.08
0.15
--- -- 0.00 --- --- ---
0.15
0.70
76,800
21.70
23.52
0.17
--- --- 0.00 --- --- ---
0.17
0.80
87,772
21.80
23.95
0.19
--- -- 0.00 --- --- ---
0.19
0.90
98,743
21.90
24.38
0.20
--- --- 0.00 --- --- ---
0.20
1.00
109,715
22.00
24.79
0.22
--- --- 0.00 --- --- ---
0.22
Continues on next page...

Pond Sys 2
Stage / Storage / Discharge Table
Page 2
Stage
Storage
Elevation
Clv A
Civ B
Clv C
Clv D Wr A Wr B
Wr C Wr D
Discharge
ft
cuft
ft
cfs
cfs
cfs
cfs cfs cfs
cfs cfs
cfs
1.10
122,181
22.10
25.20
0.23
---
--- 1.52 ---
--- ---
1.75
1.20
134,647
22.20
25.61
0.24
---
--- 4.29 ---
--- ___
4.54
1.30
147,114
22.30
26.00
0.26
---
--- 7.89 ---
--- ---
8.14
1.40
159,580
22.40
26.40
0.27
---
--- 12.14 ---
-- ---
12.41
1.50
172,047
22.50
26.78
0.28
---
-- 16.97 ---
--- ---
17.25
1.60
184,513
22.60
27.16
0.29
---
--- 22.31 ---
--- ---
22.60
1.70
196,979
22.70
27.54
0.26
---
--- 28.11 ---
-- ---
27.54
1.80
209,446
22.80
27.91
0.00
---
--- 34.35 ---
--- ---
27.91
1.90
221,912
22.90
28.27
0.00
---
-- 40.98 ---
--- ---
28.27
2.00
234,379
23.00
28.63
0.00
---
--- 48.00 ---
--- ---
28.63
2.10
248,370
23.10
28.99
0.00
---
--- 55.38 ---
--- ---
28.99
2.20
262,361
23.20
29.34
0.00
---
--- 63.10 ---
-- ---
29.34
2.30
276,353
23.30
29.68
0.00
---
--- 71.15 ---
-- ---
29.68
2.40
290,344
23.40
30.03
0.00
---
-- 79.51 ---
--- ---
30.03
2.50
304,336
23.50
30.37
0.00
---
-- 88.18 ---
--- ---
30.37
2.60
318,327
23.60
30.70
0.00
---
--- 97.15 ---
-- ---
30.70
2.70
332,319
23.70
31.03
0.00
---
--- 106.39 ---
--- ---
31.03
2.80
346,310
23.80
31.36
0.00
---
-- 115.92 ---
--- ---
31.36
2.90
360,302
23.90
31.69
0.00
---
--- 125.71 ---
--- ---
31.69
3.00
374,293
24.00
32.01
0.00
--- 135.76 ---
--- ---
32.01
3.10
389,840
24.10
32.33
0.00
---
--- 146.07 ---
--- ---
32.33
3.20
405,386
24.20
32.64
0.00
---
--- 156.63 ---
-- ---
32.64
3.30
420,933
24.30
32.96
0.00
---
--- 167.43 ---
--- ---
32.96
3.40
436,480
24.40
33.27
0.00
---
-- 178.47 ---
-- ---
33.27
3.50
452,026
24.50
33.57
0.00
---
--- 189.74 ---
-- ---
33.57
3.60
467,573
24.60
33.88
0.00
---
--- 201.23 ---
--- ---
33.88
3.70
483,120
24.70
34.18
0.00
---
-- 212.95 ---
--- ---
34.18
3.80
498,667
24.80
34.48
0.00
--- 224.89 ---
--- ---
34.48
3.90
514,213
24.90
34.77
0.00
--- 237.05 ---
--- ---
34.77
4.00
529,760
25.00
35.06
0.00
--- 249.42 ---
--- ---
35.06
...End

Reservoir Report
Page 1
Reservoir No. 3 - Pond Sys 3 English
Pond Data
Pond storage is based on known contour areas
Stage 1 Storage Table
Stage
Elevation
Contour area
Incr. Storage Total storage
ft
ft
sqft
cuft cuft
0.00
19.00
815,314
0 0
1.00
20.00
837,094
826,204 826,204
2.00
21.00
902,541
869,818 1,696,022
3.00
22.00
946,306
924,424 2,620,445
4.00
23.00
990,176
968,241 3,588,686
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C]
[D]
[A]
[B]
[C] [D]
Rise in =
18.0
0.0 0.0
0.0
Crest Len ft = 6.00
0.00
0.00 0.00
Span in =
18.0
0.0 0.0
0.0
Crest El. ft = 20.00
0.00
0.00 0.00
No. Barrels =
1
0 0
0
Weir Coeff. = 3.00
0.00
0.00 0.00
Invert El. ft =
16.00
0.00 0.00
0.00
Eqn. Exp. = 1.50
0.00
0.00 0.00
Length ft =
50.0
0.0 0.0
0.0
Multi -Stage = Yes
No
No No
Slope % =
0.00
0.00 0.00
0.00
N-Value =
.013
.000 .000
.000
Orif. Coeff. =
0.60
0.00 0.00
0.00
Multi -Stage =
----
No No
No
Tailwater Elevation = 0.00 ft
Stage 1 Storage
/ Discharge Table
Note: All outflows have been analyzed under inlet and outlet control.
Stage Storage
Elevation Clv A Clv B
Clv C Civ D Wr A Wr B
Wr C
Wr D Discharge
ft cuft
ft
cfs cfs
cfs cfs cfs cfs
cfs
cfs cfs
0.00 0
19.00
11.20 ---
--- -- 0.00 ---
---
--- 0.00
0.10 82,620
19.10
11.57 ---
--- --- 0.00 ---
---
--- 0.00
0.20 165,241
19.20
11.93 ---
--- --- 0.00 ---
---
--- 0.00
0.30 247,861
19.30
12.27 ---
--- -- 0.00 ---
---
-- 0.00
0.40 330,482
19.40
12.61 ---
--- --- 0.00 ---
--
--- 0.00
0.50 413,102
19.50
12.94 ---
--- --- 0.00 ---
---
--- 0.00
0.60 495,722
19.60
13.26 ---
--- -- 0.00 ---
--
--- 0.00
0.70 578,343
19.70
13.57 ---
--- --- 0.00 ---
---
--- 0.00
0.80 660,963
19.80
13.87 ---
--- --- 0.00 --
---
--- 0.00
0.90 743,584
19.90
14.17 ---
--- --- 0.00 ---
---
--- 0.00
1.00 826,204
20.00
14.46 ---
--- -- 0.00
--
--- 0.00
Continues on next page...

Pond Sys 3
Page 2
Stage / Storage
/ Discharge Table
Stage
Storage
Elevation
Civ A Civ B Civ C
Civ D Wr A Wr B Wr C Wr D
Discharge
ft
tuft
ft
efs cfs cfs
efs cfs cfs cfs cfs
cfs
1.10
913,186
20.10
14.75 --- ---
-- 0.57 -- -- --
0.57
1.20
1,000,168
20.20
15.03 --- ---
--- 1.61 --- -- --
1.61
1.30
1,087, i 49
20.30
15.31 -- ---
-- 2.96 --- --- --
2.96
1.40
1,174,131
20.40
15.58 --- ---
-- 4.55 --- --- ---
4.55
1.50
1,261,113
20.50
15.84 --- ---
-- 6.36 --- --- ---
6.36
1.60
1,348,095
20.60
16.11 --- ---
--- 8.37 --- -- ---
8.37
1.70
1,435,076
20.70
16.36 --- ---
-- 10.54 --- -- ---
10.54
1.80
1,522,058
20.80
16.62 --- ---
--- 12.88 --- -- ---
12.88
1.90
1,609,040
20.90
16.87 --- ---
-- 15.37 --- ---
15.37
2.00
1,696,022
21.00
17.11 --- ---
-- 18.00 --- --- --
17.11
2.10
1,788,464
21.10
17.36 -- ---
=- 20.77 --- --- ---
17.36
2.20
1,880,906
21.20
17.60 --- ---
--- 23.66 --- --- ---
17.60
2.30
1,973,349
21.30
17.83 --- ---
-- 26.68 --- -- ---
17.83
2.40
2,065,791
21.40
18.07 --- ---
--- 29.82 --- --- ---
18.07
2.50
2,158,233
21.50
18.30 --- -
- 33.07 --- -- ---
18.30
2.60
2,250,676
21.60
18.52 --- ---
--- 36.43 --- --- ---
18.52
2.70
2,343,118
21.70
18.75 -- ---
-- 39.90 --- --- ---
18.75
2.80
2,435,560
21.80
18.97 --- ---
-- 43.47 -- --- ---
18.97
2.90
2,528,002
21.90
19.19 --- ---
--- 47.14 --- --- ---
19.19
3.00
2,620,445
22.00
19.40 --- ---
50.91 --- --- ---
19.40
3.10
2,717,269
22.10
19.62 --
-- 54.78 --- --- ---
19.62
3.20
2,814,093
22.20
19.83 --
58.74 --- ---
19.83
3.30
2,910,917
22.30
20.04 ---
--- 62.79 --- - ---
20.04
3.40
3,007,741
22.40
20.22 ---
66.93 ---
20.22
3.50
3,104,565
22.50
20.40 ---
71.15 --- ---
20.40
3.60
3,201,389
22.60
20.58
75.46 --- --- ---
20.58
3.70
3,298,213
22.70
20.75 --- ---
--- 79.86 --- -- ---
20.75
3.80
3,395,037
22.80
20.93 --- ---
--- 84.34 --- -- ---
20.93
3.90
3,491,861
22.90
21.10 --- ---
88.89 --- --- ---
21.10
4.00
3,588,686
23.00
21.27
93.53 --- -- ---
21.27
... End

ichael F. Easley, Governor
William G. Ross, Jr., Secretary
North Carolina Department of Environment and Natural Resources
k
�
November 19, 2002
Mr. Bert Exum, Member/Manager
WDV, Inc.
6314 Oleander Drive, Suite C
Wilmington, NC 28403
M
Alan W. Klimek, P.E., Director
Division of Water Quality
Wilmington Regional Office
Subject: REQUEST FORADDITIONAL INFORMATION
Stormwater Project No. SW8 020510
Waterford Phase II
Brunswick County
Dear Mr. Exum:
The Wilmington Regional Office received a Stormwater Management Permit Application
for Waterford Phase H on September 13, 2002. A preliminary review of that information has
determined that the application is not complete. The following information is needed to continue
the stormwater review:
1. Please provide calculations that show what the 1" required volume is, what the 25
year volume is, and how you determined that 667,672 cubic feet of volume has
been provided. The spreadsheet information is fine, but I don't see where it
provides the necessary information to check the volume. Using the hydrograph
summary report, it appears that the maximum storage volume is 282,904 cubic
feet.
2. The "sample" proposed deed restrictions indicate that the "land area" of each lot
in Lots 1-45 will be restricted to 3,600 ft2 of built -upon area-.. To avoid any
confusion as to what this means, please revise it to read "the maximum built -upon
area per lot for Lots 1-45 is 3,600 ftz...", etc.
The permit has been drafted. I am awaiting this final information to send it up for
signature.
N.C. Division of Water Quality 127 Cardinal Drive Extension Wilmington, N.C. 28405 [phone] Fax [phone] Customer Service
800-623-7748

Mr. Exum
November 19, 2002
Stormwater Project No. SW8 020510
Please note that this request for additional information is in response to a preliminary
review. The requested information should be received by this Office prior to December 19,
2002, or the application will be returned as incomplete. The return of a project will necessitate
resubmittal of all required items, including the application fee.
If you need additional time to submit the information, please mail 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 [phone].
Sincerely,
Linda Lewis
Environmental Engineer
RSS/arl: S:\WQS\STORMWATIADDINFO\2002\020510.NOV
cc: Linda Lewis
Davis Fennell, P.E. (via fax)

Michael F. Easley, Governor
North Carolina Department of Environment and NaturalrResources
Alan W. Klimek P.E., Director
Division R Water Quality
Wilmington Regional Office
July 16, 2002
Mr. Bert Exum, Member/Manager
WDV, Inc.
6314 Oleander Drive, Suite C
Wilmington, NC 28403
Subject: REQUEST FORADDITIONAL INFORMATION
Stormwater Project No. SW8 020510
Waterford Phase II
Brunswick County
Dear Mr. Exum:
The Wilmington Regional Office received a Stormwater Management Permit Application
for Waterford Phase Il on May 10, 2002. A preliminary review of that information has determined
that the application is not complete. The following information is needed to continue the stormwater
review:
1. Please show and label Poole Road on the vicinity map.
2. Please report all built -upon areas in square feet on the application. If the BUA per lot
is 5,079 ft, as indicated on the supplement, the total lot BUA is 15.5075 acres, not
15.33 acres. Please correct and revise. If 5,079 ft' is incorrect, please correct page 1
of the .low density supplement.
3. Please provide a copy of the proposed deed restrictions to include all required
conditions and limitations as shown on the attached document.
4. Please check the proposed BUA for swales 1 A,1 B, and 1 C. I am getting significantly
more built -upon area than is reported on the curb outlet supplement. For those lots
where the drainage area line includes just the first 20' or so of the lot, please allow
about 1000 ft' to drain to the swale from that lot. Unless the lot falls away from the
street very steeply, the lot is usually graded high in the middle, and the entire
driveway is usually graded to drain to the street.
5. The proposed collection system which takes runoffto the ponds in two locations does
not meet th6 intent of low density. You must either -provide a curb outlet swale in
those locations, or get the pond permitted as -a storm -water control device. Use of a
wet pond in place of a Swale is OK, but you need -to.get the pond permitted.
6. Please provide a cul-de-sac detail. Does the sac at the end of Road "G" have a
planter?
7. Please number the existing contours.
8. I will be checking the drainage easement widths based on the existing and proposed
contour information. Easements need to be wide enough to accommodate the
entire 5:1 slope required to get back to natural ground.
N
I RNR
N.C. Division of Water Quality 127 Cardinal Drive Extension Wilmington, N.C. 28405 [phone] Fax [phone] Customer Service
800-623-7748

Vii . EXUm
July 16, 2002
Stormwater Project No. SW8 020510
9. Lots 1-43 are significantly smaller than the rest. My review directive states that no
more than 10% of the lots may be smaller than the average. In this case, 32% of the
lots are smaller. Please reduce the proposed BUA• on Lots 1-43 (somewhere in the
neighborhood of 3,500 ft2 or less) and redistribute the leftover to Lots 44-133. Show
the calculations on the supplement form and specify the BUA per lot on page 3 of the
application.
Please note that this request for additional information ism' response to a preliminary review.
The requested information should be received by this Office prior to August 16, 2002, or the
application will be returned as incomplete. The return of a project will necessitate resubmittal of all
required items, including the application fee.
If you need additional time to submit the information, please mail 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) 395=3900.
Sincerely,
Linda Lewis
Environmental Engineer
RSS/arl: S:\WQS\STORMWAT\ADDINFO\2002\020510.JUL
cc: Linda Lewis
Davis Fennell, P.E.

IPCAPE FEAR ''ga'�S-'/`'
Engineering, Inc. RECEIVE;
151 Poole Road, Suke 100 l
e,28451 TEL i\K/)
TEL (010
) saalo4a MAY 10 2002
FAX [phone]
www.capefearen_q.com BY.
To: NCDENR-Div. Water Quality
Attn:
0 As Requested
❑ Sent via Mail
REMARKS
CC:
Transmittal
vvaeerrora — t'nase ii
Low Density Stormwater Submittal
❑ For Your Files ❑ For Distribution ® For your Review / Action / Approval
❑ Sent via Courier
Cape Fear Engineering, Inc.
Signed
j�#irey B. doff, E.I.
Transmittal-NCDENR

L/- / Z- 66-112/531
DATE 02508 PAY
TO THE
ORDER OF Cef $
DOLLARS
BWELITE BUSINESS
BRANCH BANKING AND TRUST COMPANY
WRIG14TSVILLE BEACH, NORTH CAROUNA
F OR WJCIA�d f4liLa S,jorj. ptk AP

e� :7
--c
yffi A
X
"' R�'e
A
%
5w
MR.

SEP 13 2002
DWQ
PROD # 6205/(3
Design Narrative and
Supporting Calculations
For
Waterford, Phase II
Brunswick County, North Carolina
Prepared for
WDV, Inc.
6314 Oleander Drive, Suite C
Wilmington, North Carolina 28403
[phone]
Date: May, 2002
(Revised September, 2002)
Prepared by
Cape Fear Engineering, Inc.
151 Poole Road, Suite 100
Belville, North Carolina 28451
[phone]

DESIGN NARRATIVE
1. GENERAL:
The project site is located in the northwest corner of the Waterford development adjacent to the
Magnolia Greens development, within Brunswick County, North Carolina. The project site is
approximately 96.37 acres. Drainage considerations are to be in accordance with DWQ
stormwater requirements.
The intent of this project is to develop the infrastructure to support a 158 lot residential
community. This is a high -density submittal with curbed and guttered streets draining to a
surrounding non -discharge lake system.
2. EXISTING SITE:
Site topography in the area is relatively flat with slopes typically less than (2) percent. Wetlands
are shown on the plan and will remain undisturbed. This site drains to the east; under US
Highway 74/76, and ultimately to Sturgeons Creek, which has a stream classification of SC.
Vegetation consists primarily of grasses and minor ground cover within the areas of the
improvement. Subsurface soils are typically a mixture of sands, silty sands and organics.
3. PROPOSED IMPROVEMENTS:
Improvements proposed include curbed and guttered streets carrying stormwater to the non -
discharge lake system. Drainage for the most part will be contained within the streets, which will
have curb and gutter to direct drainage to low points. Drainage at the low points in the streets
will flow into either curb cuts or curb inlets draining to swales that outlet to the surrounding non -
discharge lake system.
The non -discharge lake system is a three tier system with normal water surfaces of 19.0, 21.0 and
22.0 controlled by riser structures. System number one has a drainage are of 8 acres, comprised
mainly of runoff from the back of lots 97-102 and lots 116-125. A small portion of Road F will
also drain to system number one. The proposed lakes in system number one shall have a normal
water surface at elevation 22.0', maintained by a pond outlet structure with an orifice. The water
level in system number one rises only 0.10 feet in response to the 25 year storm event,
discharging a negligible volume to system number two.
System number 2 has a drainage area of 24 acres, comprised of lot and road drainage from Roads
F, J, K, L, and M (see plan for specific drainage area). System number two also receives the lake
discharge from system number one. The proposed lakes in system number two shall have a
normal water surface elevation of 21.0', maintained by a pond outlet structure with an orifice.
The water level in system number two rises 0.9 feet in response to the 25 year storm event,
discharging a negligible volume to system number three.

System number three has a drainage area of 62 acres, comprised of the balance of the project.
System number three also receives the lake discharge from system number two. The proposed
lakes in system number three shall have a normal water surface elevation of 19.0', with storage
to elevation 20.0'. The storage elevation is maintained by a pond outlet structure with the rim of
the riser set at elevation 20.0'. The riser will only discharge in response to storm events much
greater than the 25 year storm. The normal water surface elevation of 19.0' shall be maintained
by a recirculation pump. The recirculation pump shall be controlled by float switches that
activate the pumps when the water in system number three rises to the 25 year storm storage
elevation, about elevation 19.4'. The recirculation pump will pump the storage volume back to
system number one, returning the water in system number three to its normal elevation of 19.0'.
In this manner the storage in system number three is maintained such that there is always storage
available for the runoff from a 25 year storm event. The excess volume in systems one and two,
created by the recirculation system, will be used to charge an irrigation system for landscaping in
the right of way and common areas of the project. The water demand for irrigation, combined
with normal evaporation (generally accepted to be about 0.25 inches per day in this area), will
restore the normal water surface elevations in systems one and two.
Flood control for storm event greater than the 25 year storm has also been incorporated into this
design. Systems one and two utilize pond outlet structures that will discharge flow from the
risers to system number three only in events greater than the 25 year storm, otherwise only
orifice discharge occurs. System number three shall utilize a pond outlet structure and
emergency spillway to attenuate the runoff from storms greater than the 25 year storm event,
otherwise no discharge will occur from system number three.
The proposed non -discharge lakes not only provide stormwater treatment and flood control, but
will provide a tremendous recreational amenity to the residents of Waterford. The lakes have
been designed to promote active recreation for the residents, such as canoeing, kayaking, and
fishing. All the lakes will be stocked with game fish to create a healthy fish population. The
game fish population will be maintained not only to provide recreation to the residents of
Waterford, but also to control any nuisance insects.

DESIGN CALCULATIONS
- Drainage Area Calculations with Sample Swale Calc.'s
- Hydraflow Model with Hydrographs

Waterford Phase II
Drainage Area - Sample Calculations for Swales (DA2)
Columns correspond to attached spreadsheet.
C (Column "4' )
C = Composite rational runoff coefficient = (Impervious area (Column "2'9 * 0.95 +
Pervious area (Column "3 ") * 0.25)/Drainage area (Column "F) = 0.59
The Flowrate was calculated using the following Intensity equation:
ho (Column "6') (Brunswick County IDF)
I,o = Rainfall intensity (in/hr) = 121.796 6.31 in./hr
(T, + 23.5y"
Tc (Column "F) = Time of concentration (min)
Assume: If Drainage Area < 4 Acres, Tc = 5 min.
If Drainage Area > 4 Acres, Tc = 10 min.
Q (Column "7")
Q = Flowrate (cfs) = C (Column "4'') * I (Column "6„) * A (Column "I ")
= 0.59 * 6.31 in/hr * 3.57 ac =13.36 cfs
The depth of flow was calculated by reworking the following equations:
Depth (Column "I]')
Depth (ft) = y
Use mannings equation to solve for y:
Q t 40A*RY *SY=13.36cfs
n
Stormwater Calculations

Waterford Phase II
n = Mannings roughness coefficient = 0.03
A = Cross sectional area of flow (sf) (Bottom width * Depth) + (Side slope ratio
Depth2)=0+5y2
R = Hydraulic radius (ft) = A
P
P = Wetted perimeter (ft) Bottom width + 2 * Depth * I + Side slope ratio'
= 0 + 2y 1 + 5' therefore R = 0.49y
L (Column " 8') = Length of run (ft) =100 ft
H (Column "9 ") = Elevation change (ft) 0.75 ft
S (Column "10') = Longitudinal slope (fifft) 0.008
Reformulate mannings equation:
8
y _ 13.21
y =1.00 ft
The velocity was calculated using the following equation:
Velocity (Column "12')
V = Velocity (fps) V = Q = 2.67 fps
Stormwater Calculations

C
O
N
75
U
(0
U
N
a
E
(u
O
O
LL
N
C
7
O
U
C
O
E
O
C
cu
a)
a
a)
CD
f0
C
.O
❑
N
3
E
O
I
)�
I r
j a
p v
ti
CO
ti
I LO
N
IN
I M
I N
ti
11t
M
N
M
ti
r
r
Lo
f•
CO
Cn
CC)I
In
ti
In
00
CO
�
ti
I=
f
)>
N
N
I
IN
I
N
(,j
N
Ce)
r
N
N
I
N
N
I I
av
O
LO
j
I
ti
i
0
0
0
M
T
M
T
Lo
I
(O
T
IT
oao
E
I
0>r*Coo"tU�q
Eti
aoao
O
O
O
O
O
r
O
O
O
O O
O
O
Q
CO
aI
CO i
di
co0a'00lwrl-w000C)w
OI O_
-0
O
r
-0l0
C'!OI0
O
O
O
O
O
r
O
r
O
r
O
r
O
O
O
0.00
lr
Cj,0
r
T
O
co
L°
0l0
r91OO
O
o
66
0
0
0
(°100
0
O
Ci
I
i
I
� i
I
I
CI
c
��
C6
(O i
I
_ r.
i O
GiIZ
L I
+VI�I�
-C
Vlr*_
I-
M
C�IT
ChIOI�I�
O
N
iN
�iLo
I
f
OI
r
i
(DIOjC
CD
I
I
i
C7�r
r
00
Olr
rIM
i
w
O
i �' C
j
O O
IOIr
O O
MIMICO
I Lo
'�t
NI(MIM
I
I O I Lo
I
10 I 0 I
rlTlri
I
0.
O
O
IttIM
I LO
iN
Nic� MO
M CO;NIr--
N
r
COi
00 r
�I3 U
- I
U') j
Or
O CO j lC)
0)
I4
co
"t I Ito
LO
r
O tt
00
ti
O
CD i
CO CO (O I
CA
CO
ai I
N
rr-
f� r--
W
O)
j E:
M
jIC
Mir r
N CO co
I
I
CO IM1r
NiN•N
M
co
N
MIM
0fcv)
N N
I
rlM
M
lr
NIM
r
M
r
M
N v
i IC
(� O CO
ti: ti ti
CO
I--
CO ! CO
ti ti
CO I
I O
CO
O
Co
IU •C
'
O O O
O
O
Oi0
OOI10O
O
IO
O
O
.O
nI O
O'OOO
Ln LOOO
O
C5 oO01O
o
OO
O
O
OOq
O
.Oi:10
0
lO
IT
�r
j
r IO
IT
T
r
_ IU
()C) 100
I
0) �rIr�
OICA
r
I
OjrIM
I
00i0
N
N
(�
LO Lo LO
Lo LO LO
'4:
Lo
LO
L(7 : I-
LO
LO I LO
LO
LO
O'OIO
O'OIO
O
O
O O
Oi0i0I6I0
O
OI
70 N
it!>
' I I I
co N: MI�10'O (DII�;f�IC� 1�'OCC7iO M C101
_M N f0
00 001� 00'rirl04 rIO 0Ir'r!r100!OICD �I
r 1 Q
O_r r O.,r;r N r r M1O-0:N!O:r Ir rl
I I i I I
NiN O
M LO O 10) O CO co; co CM 00 N . O I �to I LO
ti Mires (D'.CO OICDO co M:M!I�IC33 O r
,Q N
O IC) OIOIrIOIr rl0 O rl0'O rIT:
'
I I II
C'jOM ) ,-.,�ID CO 1Oco:I
!.
I
LO Lo ti CO cc!: r- ! fM P,.! O CA I M "'t "t CO O CO CA
ca
M'NO O C")Ie-:NININ
Q
I I I i .
r M lCi CO 00 0) O r NCO LO CO r`
a a a a a a a a r r r r r r r r
O J
❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑
U

D2AGVA4E ii!teAs T
RO ..o Srrr# 1
�Rov re o T,z v q 1 O -0 - j-J re, , W 1.
R607- 0 T NR iJ
1-o.✓b S}%rre-*l ,
�2/�l✓AGE Anew, To
lRAw.4Gtr /7r2E.4r ;
Flo
✓/� SYrrE.-,
v7-6D
f-o.- p 57k r-,-, :r-* 3
Project: Pond Sys-Rational-1 stotnlOTrPWunCo hydrograph_ver ,3Wd's 1 09-10-2002

Hydrograph Summary Report
Page 1
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cuft)
Return
period
(yrs)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1
Rational
24.10
1
10
14,460 25 --
-- —
—
dal
2
Reservoir
0.02
1
20
1,609 25 1
14,448
dal thru pondl
3
Rational
45.46
1
36
98,203 25 —
da2
4
Combine
45.48
1
36
99,811 25 2 + 3
da2+pondl
5
Reservoir
0.20
1
72
16,032 25 4
da2+pond1 thru pon
6
Rational
111.20
1
40
266,872 25 —
da3
7
Combine
111.33
1
40
282,904 25 5 + 6
da3+pond2
8
Reservoir
0.00
0
0 25 7
282,904
da3+pond2 thru pon
a �
0 4
Z
nn
oV
r
rk
I
W
Proj. file: Pond Sys -Rational -1st
rni : BrunCo_hydrograph
vet lrDffate: 09-10-2002

Hydrograph Report
Page 1
English
Hyd. No. 1
dal
Hydrograph type
= Rational
Weak discharge =
24.10 cfs
Storm frequency
= 25 yrs
Time interval =
1 min
Drainage area
= 8.0 ac
Runoff coeff. =
0.42
Intensity
= 7.17 in
Time of conc. (Tc) =
10 min
I-D-F Curve
= BrunCo hydrograph_ver6.IDF'
Reced. limb factor =
1
Total Volume=14,460 cuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
0.02
2.41
0.03
4.82
0.05
7.23
0.07
9.64
0.08
12.05
0.10
14.46
0.12
16.87
0.13
19.28
0.15
21.69
0.17
24.10
0.18
21.69
0.20
19.28
0.22
16.87
0.23
14.46
0.25
12.05
0.27
9.64
0.28
7.23
0.30
4.82
0.32
2.41
End

Hydrograph Report
Page 1
English
Hyd. No. 2
dal thru pondl
Hydrograph type
= Reservoir
Peak discharge
= 0.02 cfs
Storm frequency
= 25 yrs
Time interval
= 1 min
Inflow hyd. No.
= 1
Reservoir name
= Pond Sys 1
Max. Elevation
= 22.1Oft
Max. Storage
= 14,448 cuft
Storage Indication method used.
Total Volume = 1,609 cult
Hydrograph Discharge
Fable
Time
Inflow
Elevation
Clv A
Clv B
Clv C Clv D Wr A Wr B
Wr C Wr D Outflow
(hrs)
cfs
ft
cfs
cfs
cfs cfs cfs cfs
cfs Cfs cfs
0.03
4.82
22.00
9.95
0.00
----- ----- ----- -----
----- ---- 0.00
0.05
7.23
22.00
9.97
0.00
---- ----- ---- -----
---- ----- 0.00
0.07
9.64
22.01
9.98
0.00
----- ----- ---- -----
----- ---- 0.00
0.08
12.05
22.01
10.00
0.00
----- ---- ----- ----
----- 0.00
0.10
14.46
22.02
10.03
0.00
----- ----- ----- -----
----- 0.00
0.12
16.87
22.02
10.06
0.00
---- ---- ----- -----
---- 0.00
0.13
19.28
22.03
10.10
0.01
----- ----- ---- -----
----- ----- 0.01
0.15
21.69
22.04
10.14
0.01
----- ----- ----- -----
----- ---- 0.01
0.17
24.10 <<
22.05
10.19
0.01
----- ----- ----- -----
---- ----- 0.01
0.18
21.69
22.06
10.23
0.01
----- ----- --- -----
----- ----- 0.01
0.20
19.28
22.07
10.27
0.01
----- - - ----- ----
----- ----- 0.01
0.22
16.87
22.08
10.31
0.01
----- ----- ----- -----
----- ---- 0.01
0.23
14.46
22.08
10.34
0.02
----- ----- ----- -----
----- ----- 0.02
0.25
12.05
22.09
10.37
0.02
----- ----- ----- -----
----- ----- 0.02
0.27
9.64
22.09
10.39
0.02
----- ---- ----- -----
---- ----- 0.02
0.28
7.23
22.10
10.41
0.02
---- ----- ----- -----
---- ---- 0.02
0.30
4.82
22.10
10.42
0.02
----- ----- ---- ----
----- ---- 0.02
0.32
2.41
22.10
10.43
0.02
----- ----- ----- -----
---- ----- 0.02
0.33
0.00
22.10
10.43
0.02
----- --- ----- -___
----- ----- 0.02 <<
0.35
0.00
22.10
10.43
0.02
----- ----- ----- -----
----- ----- 0.02
0.37
0.00
22.10
10.43
0.02
---- ----- ----- -----
----- ----- 0.02
0.38
0.00
22.10
10.43
0.02
----- ----- ---- -----
----- ----- 0.02
0.40
0.00
22.10
10.43
0.02
----- ----- ----- -----
----- ----- 0.02
0.42
0.00
22.10
10.43
0.02
----- ----- ----- -----
---- ----- 0.02
0.43
0.00
22.10
10.43
0.02
---- ----- ----- -----
----- ----- 0.02
0.45
0.00
22.10
10.43
0.02
----- ---- ---- -----
----- ----- 0.02
0.47
0.00
22.10
10.43
0.02
----- ---- ----- -----
----- ----- 0.02
0.48
0.00
22.10
10.43
0.02
----- ---- ----- -----
- - - ----- 0.02
0.50
0.00
22.10
10.43
0.02
----- ----- ----- -----
----- ----- 0.02
0.52
0.00
22.10
10.43
0.02
----- ----- ----- -----
----- ---- 0.02
0.53
0.00
22.10
10.43
0.02
----- ----- ---- -----
----- ---- 0.02
0.55
0.00
22.10
10.43
0.02
---- ----- ---- -----
----- ---_ 0.02
0.57
0.00
22.10.
10.43
0.02
----- ----- ----- -----
----- ----- 0.02
0.58
0.00
22.10
10.43
0.02
---- ----- ----- -----
----- ----- 0.02
0.60
0.00
22.10
10.43
0.02
----- ----- ----- -----
----- ----- 0.02
0.62
0.00
22.10
10.43
0.02
---- ---- ----- -----
----- ---- 0.02

Hydrograph Report
Page 1
Hyd. No. 3
da2
English
Hydregraph type
= Rational
Peak discharge =
45.46 cfs
Storm frequency
= 25 yrs
Time interval =
1 min
Drainage area
= 24.0 ac
Runoff coeff. =
0.42
Intensity
= 4.51 in
Time of conc. (Tc) =
36 min
I-D-F Curve
= BrunCo hydrograph_ver6.ID5
Reced. limb factor =
1
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
0.02
1.26
0.55
41.68
0.03
2.53
0.57
42.94
0.05
3.79
0.58
44.20
0.07
5.05
0.60
45.46 <<
0.08
6.31
0.62
44.20
0.10
7.58
0.63
42.94
0.12
8.84
0.65
41.68
0.13
10.10
0.67
40.41
0.15
11.37
0.68
39.15
0.17
12.63
0.70
37.89
0.18
13.89
0.72
36.62
0.20
15.15
0.73
35.36
0.22
16.42
0.75
34.10
0.23
17.68
0.77
32.84
0.25
18.94
0.78
31.57
0.27
20.21
0.80
30.31
0.28
21.47
0.82
29.05
0.30
22.73
0.83
27.78
0.32
24.00
0.85
26.52
0.33
25.26
0.87
25.26
0.35
26.52
0.88
24.00
0.37
27.78
0.90
22.73
0.38
29.05
0.92
21.47
0.40
30.31
0.93
20.21
0.42
31.57
0.95
18.94
0.43
32.84
0.97
17.68
0.45
34.10
0.98
16.42
0.47
35.36
1.00
15.15
0.48
36.62
1.02
13.89
0.50
37.89
1.03
12.63
0.52
39.15
1.05
11.37
0.53
40.41
1.07
10.10
Time -- Outflow
(hrs cfs)
1.08 8.84
1.10 7.58
1.12 6.31
1.13 5.05
1.15 3.79
1.17 2.53
1.18 1.26
... End
Total Volume = 98,203 cult

. flydrograph Report
Page 1
English
Hyd. No. 4
da2+pond1
Hydrograph type = Combine
peak discharge =
a5.43 cfs
Storm frequency = 25 yrs
Time interval =
1 min
1 st inflow hyd. No. = 2
2nd inflow hyd. No .=
3
Total Volume = 99,811 cuft
Hydrograph Discharge Table
Time 1st Inflow + 2nd Inflow
= Outflow
(hrs) cfs
cfs
cfs
0.02 0.00
1.26
1.26
0.03 0.00
2.53
2.53
0.05 0.00
3.79
3.79
0.07 0.00
5.05
5.05
0.08 0.00
6.31
6.32
0.1.0 0.00
7.58
7.58
0.12 0.00
8.84
8.85
0.13 0.01
10.10
10.11
0.15 0.01
11.37
11.37
0.17 0.01
12.63
12.64
0.18 0.01
13.89
13.90
0.20 0.01
15.15
15.17
0.22 0.01
16.42
16.43
0.23 0.02
17.68
17.70
0.25 0.02
18.94
18.96
0.27 0.02
20.21
20.22
0.28 0.02
21.47
21.49
0.30 0.02
22.73
22.75
0.32 0.02
24.00
24.01
0.33 0.02 <<
25.26
25.28
0.35 0.02
26.52
26.54
0.37 0.02
27.78
27.80
0.38 0.02
29.05
29.07
0.40 0.02
30.31
30.33
0.42 0.02
31.57
31.59
0.43 0.02
32.84
32.86
0.45 0.02
34.10
34.12
0.47 0.02
35.36
35.38
0.48 0.02
36.62
36.64
0.50 0.02
37.89
37.91
0.52 0.02
39.15
39.17
0.53 0.02
40.41
40.43
0.55 0.02
41.68
41.70
0.57 0.02
42.94
42.96
0.58 0.02
44.20
44.22
0.60 0.02
45.46 <<
45.48 <<

Hydrograph Report
Page 1
English
Hyd. No. 5
da2+pondl thru pond2
Hydrograph type = Reservoir Peak discharge = 0.20 cfs
Storm frequency = 25 yrs Time interval = 1 min
Inflow hyd. No. = 4 Reservoir name = Pond Sys 2
Max. Elevation = 21.89 ft Max. Storage = 97,824 cuft
Storage Indication method used.
Total Volume = 16,032 cult
Hydrograph
Discharge
Table
Time
Inflow
Elevation
Clv A
Clv B
Clv C Clv D Wr A Wr B Wr C Wr D
Outflow
(hrs)
cfs
ft
cfs
cfs
cfs cfs cfs cfs cfs cfs
cfs
0.33
25.28
21.14
20.93
0.04
----- ----- ---- ----- ----- -----
0.04
0.50
37.91
21.19
21.18
0.06
----- ----- ----- ----- ----- -----
0.06
0.67
40.43
21.54
22.82
0.13
----- ----- ----- ----- ----- -----
0.13
0.83
27.80
21.73
23.64
0.17
----- ----- ----- ----- ----- -----
0.17
1.00
15.17
21.84
24.14
0.19
---- ---- ----- ----- ---- -----
0.19
1.17
2.55
21.89
24.34
0.20
----- ----- ----- ---- ----- -----
0.20
1.33
0.02
21.89
24.34
0.20
----- ----- ----- ----- ----- -----
0.20
1.50
0.02
21.89
24.33
0.20
----- ---- ----- ----- ---- -----
0.20
1.67
0.02
21.89
24.33
0.20
----- ----- ----- ----- ----- -----
0.20
1.83
0.02
21.89
24.33
0.20
----- ----- ----- ----- ----- -----
0.20
2.00
0.02
21.89
24.32
0.20
----- ----- ----- ----- ----- ----
0.20
2.17
0.02
21.89
24.32
0.20
--- ---- ----- ----- ----- -----
0.20
2.33
0.02
21.88
24.31
0.20
----- ----- ----- ----- ----- -----
0.20
2.50
0.02
21.88
24.31
0.20
---- ----- ----- ----- ----- -----
0.20
2.67
0.02
21.88
24.31
0.20
---- ---- ---- ----- ---- ----
0.20
2.83
0.02
21.88
24.30
0.20
---- ---- ----- ----- ---- -----
0.20
3.00
0.02
21.88
24.30
0.20
---- ---- ---- ----- ----- -----
0.20
3.17
0.02
21.88
24.29
0.20
----- ----- ----- ----- ---- -----
0.20
3.33
0.02
21.88
24.29
0.20
----- ----- ----- ---- ---- -----
0.20
3.50
0.02
21.88
24.28
0.20
----- ---- ----- ----- ---- ----
0.20
3.67
0.02
21.88
24.28
0.20
----- ----- ----- ----- ----- -----
0.20
3.83
0.02
21.88
24.28
0.20
----- ----- ----- ---- ----- -----
0.20
4.00
0.02
21.88
24.27
0.20
----- ----- ----- ----- ----- -----
0.20
4.17
0.02
21.87
24.27
0.20
----- ----- ---- ----- ----- -----
0.20
4.33
0.02
21.87
24.26
0.20
----- ----- ----- ----- ----- -----
0.20
4.50
0.02
21.87
24.26
0.20
----- ----- ----- ----- ----- -----
0.20
4.67
0.02
21.87
24.26
0.20
----- ----- ----- ----- ---- -----
0.20
4.83
0.02
21.87
24.25
0.20
----- ----- ----- ----- ----- -----
0.20
5.00
0.02
21.87
24.25
0.20
----- ----- ----- ----- ---- -----
0.20
5.17
0.02
21.87
24.24
0.20
---- ----- ----- ---- ----- -----
0.20
5.33
0.02
21.87
24.24
0.20
----- ----- ----- ----- ----- -----
0.20
5.50
0.02
21.87
24.24
0.20
----- ----- ----- ---- ----- -----
0.20
5.67
0.02
21.87
24.23
0.20
---- ----- ----- ----- ----- -----
0.20
5.83
0.02
21.86
24.23
0.20
---- ----- ----- ----- ----- -----
0.20
6.00
0.02
21.86
24.22
0.20
----- ----- ----- ----- ----- -----
0.20
6.17
0.02
21.86
24.22
0.20
---- ----- ----- ----- ----- -----
0.20

Hydrograph Report
Page 1
Hyd. No. 6
da3
English
Hydrograph type
= Rational
Peak discharge =
111.20 cfs
Storm frequency
= 25 yrs
Time interval =
1 min
Drainage area
= 61.9 ac
Runoff coeff. =
0.42
Intensity
= 4.28 in
Time of conc. (Tc) =
40 min
I-D-F Curve
= BrunCo hydrograph_ver6.IDF'
Reced. limb factor =
1
Total Volume = 266,872 cult
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
Time --
Outflow
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
0.02
2.78
0.55
91.74
1.08
41.70
0.03
5.56
0.57
94.52
1.10
38.92
0.05
8.34
0.58
97.30
1.12
36.14
0.07
11.12
0.60
100.08
1.13
33.36
0.08
13.90
0.62
102.86
1.15
30.58
0.10
16.68
0.63
105.64
1.17
27.80
0.12
19.46
0.65
108.42
1.18
25.02
0.13
22.24
0.67
111.20 <<
1.20
22.24
0.15
25.02
0.68
108.42
1.22
19.46
0.17
27.80
0.70
105.64
1.23
16.68
0.18
30.58
0.72
102.86
1.25
13.90
0.20
33.36
0.73
100.08
1.27
11.12
0.22
36.14
0.75
97.30
1.28
8.34
0.23
38.92
0.77
94.52
1.30
5.56
0.25
41.70
0.78
91.74
1.32
2.78
0.27
44.48
0.80
88.96
0.28
47.26
0.82
86.18
0.30
50.04
0.83
83.40
...End
0.32
52.82
0.85
80.62
0.33
55.60
0.87
77.84
0.35
58.38
0.88
75.06
0.37
61.16
0.90
72.28
0.38
63.94
0.92
69.50
0.40
66.72
0.93
66.72
0.42
69.50
0.95
63.94
0.43
72.28
0.97
61.16
0.45
75.06
0.98
58.38
0.47
77.84
1.00
55.60
0.48
80.62
1.02
52.82
0.50
83.40
1.03
50.04
0.52
86.18
1.05
47.26
0.53
88.96
1.07
44.48

`Hydrograph Report
Page 1
Hyd. No. 7
da3+pond2
Hydrograph type = Combine
Storm frequency = 25 yrs
1 st inflow hyd. No. = 5
English
Peak discharge = 111.33 cfs
Time interval = 1 min
2nd inflow hyd. No: 6
Total Volume = 282,904 cuft
Hydrograph Discharge Table
Time
1st Inflow
+ 2nd Inflow
= Outflow
=hrsj
cfs
cfs
cfs
0.25
0.02
41.70
41.71
0.50
0.06
83.40
83.46
0.75
0.16
97.30
97.45
1.00
0.19
55.60
55.79
End

C
.-Hydrograph Report
Hyd. No. 8
da3+pond2 thru pond3
I-lydrograph type = Reservoir
Storm frequency = 25 yrs
Inflow hyd. No. = 7
Max. Elevation = 19.34 ft
Storage Indication method used.
Hydrograph Discharge Table
Peak discharge
Time interval
Reservoir name
Max. Storage
Page 1
English
= 0.00 cfs
= 1 min
= Pond Sys 3
= 282,904 cult
Total Volume = 0 cuft
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0.00 19.00 ----- ----- ---- ----- ---- ----- ---- ----- 0.00 <<
0.02 2.78 0.00 -58.61 ----- ---- ----- ---- ----- ----- ----- 0.00 <<
...End

Mr. Bert Exum, Member/Manager
WDV, Inc.
6314 Oleander Drive, Suite C
Wilmington, NC 28403
Dear Mr. Exum:
Michael F. Easley, Governor
William G. Ross, Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E., Director
Division of Water Quality
-Wilmington Regional Office
November 25, 2002
Subject: Permit No. SW8 020510
Waterford Phase Il
High Density Subdivision Stormwater Project
Brunswick County
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for Waterford Phase H on November 20, 2002. Staff review of the plans and
specifications has determined that the project, as proposed, will comply with the Stormwater
Regulations set forth in Title 15A NCAC 2H.1000. We are forwarding permit No. SW8 020510,
dated November 25, 2002, for the construction of the project, Waterford Phase H.
This permit shall be effective from the date of issuance until November 25, 2012, and shall be
subject to the conditions and limitations as specified therein. Please pay special attention to the
Operation and Maintenance requirements in this permit. Failure to establish an adequate system
for operation and maintenance of the stormwater management system will result in future
compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the
right to request an adjudicatory hearing upon written request within thirty (30) days following
receipt of this permit. This request must be in the form of a written petition, conforming to
Chapter 150B of the North Carolina General Statutes, and filed with the Office of Administrative
Hearings, P.O. Drawer 27447, Raleigh, NC 27611-7447. Unless such demands are made this
permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please contact
Linda Lewis, or me at [phone].
Sincerely,
Rick Shiver
Water Quality Regional Supervisor
RSS/:arl S:IWQSISTORMWATIPERMIT\020510.NOV
cc: Davis Fennell, P.E.
Delaney Aycock, Brunswick County Inspections
Linda Lewis
Wilmington Regional Office
Central Files
N.C. Division of Water Quality 127 Cardinal Drive Extension Wilmin ton .
g , N.C. 28405 [phone] Fax [phone] CustomerService
800-623-7748

%.+
State Stormwater Management Systems
Permit No. SW8 020510
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North
Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
WDV, Inc.
Waterford Phase H
Brunswick County
FOR THE
construction, operation and maintenance of a non -discharging series of 3 wet detention ponds in
compliance with the provisions of 15A NCAC 2H .1000 (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 Water Quality and considered a
part of this permit.
This permit shall be effective from the date of issuance until November 20, 2012 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: The pond is designed to store the
runoff associated with a 25 year storm event.
2. This stormwater system has been approved for the management of stormwater runoff as
described on page 3 of this permit, the Project Data Sheet. The subdivision is permitted
for 158 lots, each allowed a maximum amount or built -upon area as follows: Lots 1-45
@3,600 ft2; Lots 46-125 @5,800 ft2; and Lots 126-158 @5,000 W.
3. Approved plans and specifications for this project are incorporated by reference and are
enforceable parts of the permit.
4. The runoff storage volume in the ponds will be re -circulated to maintain pond level and
some will be used for irrigation of common areas.
5. 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.
2

State Stormwater Management Systems
Permit No. SW8 020510
DIVISION OF WATER QUALITY
PROJECT DATA SHEET
Project Name:
Permit Number:
Location:
Applicant:
Mailing Address:
Application Date:
Name of Receiving Stream / Index #:
Classification of Water Body:
Design Storm:
Pond Depth, feet:
Permanent Pool Elevation, FMSL:
Drainage Area, acres:
Total Impervious Surfaces, ft2:
158 lots, ft2:
Roads/Parking, ft2
Sidewalks, ft2
Offsite Area entering Pond, ft2:
Required Surface Area, ft2:
Provided Surface Area, ft2:
Required Storage Volume, f13:
Provided Storage Volume, ft3:
Temporary Storage Elevation, FMSL:
Controlling Orifice:
Waterford Phase II"
SW8 020510
Brunswick County
Mr. Bert Exum, Member/Manager
WDV, Inc.
6314 Oleander Drive, Suite C
Wilmington, NC 28403
November 20, 2002
Cape Fear / Sturgeon Creek / 18-77-1
"C Sw 1
25 year
6
19, 21 and 22
96.46
1,040,400
791,000
241,900
7,500
None, per Engineer
58,423
1,055,089
95,502
667,672
19.5, 22, and 23
n/a non -discharging pond
3

State Stormwater Management Systems
Permit No. SW8 020510
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, including driveways and sidewalks, does not exceed the allowable built -upon area.
Once the lot transfer is complete, the built -upon area may not be revised without approval
from the Division of Water Quality, and responsibility for meeting the built -upon area
limit is transferred to the individual property owner.
3. If the permittee sets up an Architectural Review Committee (ARC) to review plans for
compliance with the BUA limit, the plans reviewed must include all proposed built -upon
area. Any approvals given by the ARC do not relieve the homeowner of the responsibility
to maintain compliance with -the permitted BUA limit as recorded in the deed restrictions.
4. The permittee shall submit to the Director and shall have received approval for revised
plans, specifications, and calculations prior to construction, for any modification to the
approved plans, including, but not limited to, those listed below:
a. Any revision to the approved plans, regardless of size.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area.
e. Further subdivision, acquisition, or sale of the project area. The project area is
defined as all property owned by the permittee, for which Sedimentation and
Erosion Control Plan approval was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the approved
plan.
5. The Director may determine that other revisions to the project should require a
modification to the permit.
6. 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.
7. The stormwater management system shall be constructed in it's entirety, vegetated and
operational for its intended use prior to the construction of any built -upon surface.
8. During construction, erosion shall be kept to a minimum and any eroded areas of the
system will be repaired immediately.
9. 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.
10. 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.
4

State Stormwater Management Systems
Permit No. SW8 020510
11. Decorative spray fountains will not be allowed in the stormwater treatment system
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 revegetation 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.
14. Records of maintenance activities must be kept and made available upon request to
authorized personnel of DWQ. The records will indicate the date, activity, name of
person performing the work and what actions were taken.
15. Prior to the sale of any lot, deed restrictions must be recorded which limit the built -upon
area per lot to the amount as shown on the Project Data Sheet, per Section I, Part 2. The
recorded statements must follow the form:
a. The following covenants are intended to ensure ongoing compliance with State
Stormwater Management Permit Number SW8 020510, as issued by the Division
of Water Quality under NCAC 2H.1000.
b. The State of North Carolina is made a beneficiary of these covenants to the extent
necessary to maintain compliance with the Stormwater Management Permit.
C. These covenants are to run with the land and be binding on all persons and parties
claiming under them.
d. The covenants pertaining to stormwater may not be altered or rescinded without
the express written consent of the State of North Carolina, Division of Water
Quality.
e. Alteration of the drainage as shown on the approved plans may not take place
without the concurrence of the Division of Water Quality.
f. The maximum built -upon area per lot is as follows: Lots 1-45 @3,600 ft2; Lots
46-125 @5,800 ft2; and Lots 126-158 @5,000 ft2. 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.
16. Prior to transfer of the permit, the pond must be inspected by DWQ personnel, and
determined to 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.
i

State Stormwater Management Systems
Permit No. SW8 020510
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 bear the
signature of the Permittee, the deed book number and page, and stamp/signature of the
Register of Deeds.
18. This permit shall become voidable unless the facilities are constructed in accordance with
the conditions of this permit, the approved plans and specifications, and other supporting
data.
19. 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.
III. GENERAL CONDITIONS
1. This permit is not transferable except after notice to and approval by the Director. In the
event there is a desire for the facilities to change ownership, or there is a name change of
the Permittee, a "Name/Ownership Change Form" must be submitted to the Division of
Water Quality accompanied by appropriate documentation from the parties involved,
including as may be required, but not limited to, a deed of trust, recorded deed
restrictions, Designer's Certification and a signed Operation and Maintenance plan. The
project must be in good standing with DWQ. The approval of this request will be
considered on its merits and may or may not be approved. The permittee is responsible
for compliance with the terms and conditions of this permit until such time as the State
approves the transfer request.
3. Failure to abide by the conditions and limitations contained in this permit may subject the
Permittee to enforcement action by the Division of Water Quality, in accordance with
North Carolina General Statute 143-215.6A to 143-215.6C.
4. The issuance of this permit does not preclude the Permittee from complying with any and
all statutes, rules, regulations, or ordinances which may be imposed by other government
agencies (local, state, and federal) which have jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action, including those
as may be required by this Division, such as the construction of additional or replacement
stormwater management systems.
6. The permit may be modified, revoked and reissued or terminated for cause. The filing of
a request for a permit modification, revocation and reissuance or termination does not
stay any permit condition.
7. Permittee grants permission to staff of the DWQ to access the property for the purposes
of inspecting the stormwater facilities during normal business hours.
The permittee shall notify the Division of any name, ownership or mailing address
changes within 30 days.
9. 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.
Z

State Stormwater Management Systems
Permit No. SW8 020510
Permit issued this the 25th day of November, 2002.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Alan W. Klimek, P.E., Director
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 020510
7

State Stormwater Management Systems
Permit No. SW8 020510
Waterford Phase II
Stormwater Permit No. SW8 020510
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 are a part of this Certification.
Noted deviations from approved plans and specifications:
f*Jmy,t"
Signature
Registration Number
Date

State Stormwater Management Systems
Permit No. SW8 020510
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. The outlet/bypass structure elevations are per the approved plan.
5. The outlet structure is located per the approved plans.
6. Trash rack is provided on the outlet/bypass structure.
7. All slopes are grassed with permanent vegetation.
8. Vegetated slopes are no steeper than 3:1.
9. The inlets are located per the approved plans and do not cause short-circuiting of
the system.
10. The permitted amounts of surface area and/or volume have been provided.
11. Required drawdown devices are correctly sized per the approved plans.
12. All required design depths are provided.
13. All required parts of the system are provided, such as a vegetated shelf, a forebay,
and the vegetated filter.
14. The overall dimensions of the system, as shown on the approved plans, are
provided.
cc: NCDENR-DWQ Regional Office
Delaney Aycock, Brunswick County Building Inspections
9

SAMPLE STORMWATER DEED RESTRICTIONS
WATERFORD
S. Stormwater Runoff Regulations: All Lots are subject to the State of North Carolina
rules and regulations concerning stormwater runoff as these rules and regulations are amended
from time to time. These regulations currently provide that the maximum built upon area in
Tract `B' of each Lot in Lots 1-45 will be restricted to 3,600 SF of built upon area, each Lot in
Lots 46-102 will be restricted to 5,800 SF of built upon area, and each Lot in Lots 103-130 will
be restricted to 4,500 SF of built upon area, each Lot in Lots 131-163 will be restricted to 5,000
SF of built upon area. These regulations currently provide that the maximum built upon area in
Tract `C' of each Lot in Lots 1-96 will be restricted to 3,600 SF of built upon area. Built upon
area shall include impervious surfaces such as foundation; structures; pavement; concrete;
driveways, including that portion of the driveway located within a street right-of-way, which
runs from the property line to the road pavement; and walkways or patios of brick, stone or slate,
and gravel, marl or stone covered areas, not including wood decking.
The DEVELOPER reserves the right to recalculate the maximum allowable built upon area in
accordance with the stormwater runoff rules and regulations of the State of North Carolina. All
drainage swales or drainage patterns used to treat stormwater runoff as required by the State of
North Carolina may not be filled in, piped or changed without the consent of the DEVELOPER,
-its designee, the Association, or the State of North Carolina and shall be maintained as set forth
in Section V below. The State of North Carolina is hereby made a beneficiary of these
PROTECTIVE COVENANTS to the extent necessary to enforce its stormwater runoff
regulations as the same may be amended from time to time. This paragraph cannot be changed
or deleted without the consent of the State of North Carolina. These covenants are to run with
the land and be binding on all persons and parties claiming under them.

[Fwd: Question]
Subject: [Fwd: Question]
Date: Thu, 15 Aug 2002 09:34:55 -0400
From: Darren England <[e-mail]>
To: Linda Lewis <[e-mail]>
Subject: Question
Date: Thu, 15 Aug 2002 08:46:08 -0400
From: Linda Lewis <[e-mail]>
Organization: NC DENR
To: Darren England <[e-mail]>
Dear Darren:
I had Davis Fennell and Andy Mills in my office yesterday and they have
an overall low density subdivision with curbs and gutters which is
completely surrounded by a manmade lake. All of the lots will have
water access. They do not want to permit the lake as a stormwater pond
because they do not want forebays and vegetated shelves. They think that
the presence of cattails and other vegetation along the edge of the pond
will promote snakes and keep people from getting into the lake with a
canoe or other watercraft. In two places, the street has a collection
system, which discharges directly into the lake. Everywhere else they
have 100' curb outlet swales which drain into the lake. Is it possible
to permit this lake as an alternative system? They say they can store
the 25 year storm, but they are concerned about how to draw down the
pond.
In a related matter, the 5:1 slopes for the curb outlet swales can
create a wide easement between lots. I have routinely required that the
entire slope back up to natural ground be included in the easement.
Davis and Andy want to know if they can base the necessary easement
width on the projected depth of the 10 year storm in the Swale. For
example if the surrounding lots are elevation 10, and the bottom of the
swale is elevation 7, I would require an easement width of 30'
((10-7)x5x2). If the 10 year flow depth is only 11, they want to be able
to provide an easement width of only 10' (lx5x2). If we allow this, T
request that an additional 1' of depth be added for safety, so that the
easement width would be 201.
Adjacent to this new subdivision is a previously permitted low density
subdivision with curbs and gutters. A portion of that subdivision was
sold and the area was incorporated into this new subdivision with the
lake. Some offsite runoff will be cut off when the new subdivision goes
in, so they are proposing 500' of piping to transport this runoff along
the property line between the two low density subdivisions. I did not
want to see this piping since they are both supposed to be low density
projects. Some runoff from the road ditches of the previously approved
subdivision will enter the pipe. Apparently, a ditch is out of the
question because it will be too deep, which I'm not sure I completely
understand since a pipe is usually deeper than a ditch. Could we use
flat grade perforated pipe with a weir on the end to promote
infiltration?
As always, thanks for your help. I have copied this email to Davis and
Andy. If they need to make any clarifications or provide additional
explanation, they will probably contact you. They request that before
any proposal is turned down, that you meet with them.
Linda
1 of 2
9,

CAPE FEAR RIVER BASIN
Name of Stream Subbasin Stream Index Number Map Number Class
Intracoastal Waterway
CPF24
18-87-(23.5)
K27NE2
SA;HQW
Intrac �Lstal Waterway
CPF24
18-87-(25.5)
K27NE5
SA;ORW
Intracoastal- Waterway
CPF24
18-87-(30.5)
K27SW3
SA;HQW
Intracoastal Waterway
CPF17
18-88-9
L26NE4
SA;HQW
Intracoastal Waterway
CPF17
18-88-9-(3.5)
L26NE9
SC
Island Creek
CPF22
18-74-27
H27SW4
C;Sw
Island Creek
CPF23
18-74-50
J27SE5
C;Sw
Jack Branch
CPFOS
16-41-6-1-(1)
D23SW9
C;NSW
Jack Branch
CPF05
16-41-6-1-(2)
D23SW9
WS-IV;NSW
Jackeys Czeek
CPF'-7
18-77-3
K26NE6
C;Sw
Jacks Ford Branch
CPF15
18-31-24-5-2
G23SW1
C
James Creek
CPF14
18-23-13
G21NE5
WS-III
Jennie Creek
CPF15
18-31-2
G21NE7
C
Jenny Branch
CPFO8
17-8-2
D19NE1
WS-IV:*
Jim Branch
CPF07
18-7-4
E23SW3
C
Joes Fork
CPF14
18-23-3-1
G21NW1
WS-III
John Creek
CPF24
18-87-30
K27SE1
SA;ORW
Johns Branch
CPF17
18-64-6
J25SE8
C;SW
Johns Swamp Branch
CPF20
18-68-17-6
I25SE1
C;Sw
Johnson Branch
CPF04
16-31-1
D21SE4
C;NSW
Johnson Branch
CPF13
18-20-25-1
F23NW9
C
Johnson Creek
CPF12
17-43-6-1
D21SW5
WS-III
Johnson Mill Race
CPF19
18-68-1-17-13
H25SW2
C;SW
Jolly Branch
CPF06
16-41-1-15-1-2
D22NE5
C;NSW
Janes Branch
CPF05
16-41-4-1-1
D22SE5
WS-IV;NSW
Jones Branch
CPF21
18-74-8-2
G27NE4
C;Sw
Jones Creek
CPF02
16-14-5-1
C21NW1
WS-II;HQW,NSW
Jones Creek
CPF06
16-41-1-15-1-1
D22NE1
C;NSW
Jones Creek
CPF13
18-20-12
F23SW1
C
Jones Creek (Lake Ann)
CPF20
18-68-16-1
I26SW4
C;Sw
Jones Lake
CPF16
18-46-7-1
I24NE4
R
Jones Swamp
CPF18
18-68-12-4
G24SW3
C;SW
Jordan Creek
CPF02
16-14-6-(0.5)
C21NE1
WS-II;HQW,NSW
Jordan Creek
CPF02
16-14-6-(3)
C21NW6
WS-IT;HQW,NSW,CA
Jorden Branch
CPF02
16-11-14-1-4
C20SW1
C;NSW
Jump and Run
CPF22
18-74-22.5
H27NE7
C;Sw
Jump and Run Creek
CPF17
18-88-9-3-2
L26NE5
SC;SW
Jump -and -Run Branch
CPF19
18-68-2-12-1
H25NE6
C;SW
Jumping Run
CPF18
18-68-12-2-4-1-1
G24NE2
C;Sw
Jumping Run
CPF21
18-74-10
G27NE7
C;Sw
Jumping Run
CPF23
18-74-38
127SE5
C;SW
Jumping Run Branch
CPF21
18-74-6
G27NW5
C;Sw
Jumping Run Branch
CPF23
18-74-55-5
J26NE2
C;SW
Jumping Run Branch
CPF17
18-76-1-3
K27NW2
C;Sw
Jumping Run Creek
CPF14
18-23-20
G22NW9
WS-III
Jumping Run Creek
CPF14
18-23-29
F22SF..9
C
Jumping Run Creek
CPF18
18-68-12-15
T25NE1
C;Sw
Juniper Branch
CPF13
18-20-24
F23SW3
C
Juniper Branch
CPF14
18-23-3-2
G21NW2
WS-III
Juniper Branch
CPF19
18-68-5
I25NE3
C;SW
Juniper Branch
CPF21
18-74-6-1
G27NW5
C;Sw
Juniper Branch
CPF21
18-74-13-2
G27SE3
C;Sw
Juniper Branch
CPF23
18-74-55-10
J26NE9
C;SW
Juniper Creek
CPF13
18-20-6-(5)
F22NW9
B
Page 13
of 3C

Design Narrative and
Supporting Calculations
For
Waterford
Brunswick County, North Carolina
Prepared for
WDv, Inc.
P.O. Box 1967
Wilmington, North Carolina 28402
[phone]
Date: February 2003
Revised: June 2003
Prepared by
Cape Fear Engineering, Inc.
151 Poole Road, Suite 100
Belville, North Carolina 28451
[phone]
of � �,�' c c, •-,; .R! A�
L SEAL. }
024908 �
6S r67

DESIGN NARRATIVE
L GENERAL:
The project site is located within Brunswick County, North Carolina and is bound by US Hwy.
74/76 to the north, Magnolia Greens Golf Plantation to the west, US Hwy. 17 to the east, and
Lincoln Industrial Park to the south. The project site is approximately 566 acres. Drainage
considerations are to be in accordance with DWQ stormwater requirements.
The intent of this project is to develop the infrastructure to support a residential and commercial
development. This is a high -density submittal with curbed and guttered streets draining to a
surrounding non -discharge lake system.
2. EXISTING SITE:
Site topography in the area is relatively flat with slopes typically less than (2) percent. Areas of
environmental concern, including potential wetland areas, are shown on the plan and will remain
undisturbed. Most of the site drains to the east, under US Highway 74/76, and ultimately to
Sturgeons Creek, which has a stream classification of SC. A small portion of the project will
drain to the south, under US Highway 17, and ultimately to Jackeys Creek which also has a
stream classification of SC. Vegetation consists primarily of grasses and minor ground cover
within the areas of the improvement. Subsurface soils are typically a mixture of sands, silty
sands and organics.
3. PROPOSED IMPROVEMENTS:
Proposed improvements include the installation of municipal utilities (water, sewer, and storm
drainage), small utilities (power, cable, telephone), and curb and gutter streets to serve a mixed
use development of single family residential, multi -family residential, a recreation center, and
commercial development. Drainage for the most part will be contained within the streets, which
will have curb and gutter to direct drainage to low points. Drainage at the low points in the
streets will flow into a storm drain collection system that will convey all runoff to inter-
connected non -discharge stormwater lakes.
The non -discharge lake system is an eight tier system with normal water surfaces controlled by
riser structures. Pond #1 has a drainage area of approximately 4 acres. The entrance and main
roadway make up the majority of the drainage area to Pond #1. The water level in Pond #1
rises only 0.20 feet in response to the 25 year storm event, discharging a negligible volume to
Pond #2.
Pond #2 and Pond #5 are interconnected by a 24" pipe. The Pond #245 system has a drainage
area of approximately 32.9 acres. Surrounding roadways, all of the residential Tract `C' and
Tract `F' drain to this system. In the 25 year storm event, the ponds rise 1.60', discharging a
negligible volume to Swale #7, which drains to Pond #8.

Pond system #3 has a drainage area of approximately 5.41 acres. The surrounding roadways and
a portion of the amenity center (Tact D) drain to this system. In the 25 year storm event, the
pond rises 0.45', discharging a negligible volume to Pond #2.
Pond system #4 is an isolated amenity pond without any storage. No area drains to Pond # 4 and
it discharges directly to Pond #2.
Swale #7 has a drainage area of approximately 11.6 acres. It connects the outfall of Pond #5 to
Pond #8. Swale #7 claims no retention and is simply a connection for the pond system. No
proposed improvements drain to this area.
Pond system #10 has a drainage area of approximately 8 acres, comprised mainly of runoff from
the back of lots 97-102 and lots 119-130 of Tract `B'. A small portion of the main road will also
drain to Pond #10. The water level in Pond #10 rises only 0.10 feet in response to the 25 year
storm event, discharging a negligible volume to Pond #9.
Pond 49 has a drainage area of 24 acres, comprised of lot and road drainage from Roads F, J, K,
L, and M of Tract `B' (see plan for specific drainage area). Pond #9 also receives the lake
discharge from Pond #10. The water level in Pond #9 rises 0.89 feet in response to the 25 year
storm event, discharging a negligible volume to Pond #8.
Pond #8 has a drainage area of 109.3 acres, comprised of the balance of Tract `B', the balance of
the amenity Tract `D', all of Tract `E' and connecting roadways. Pond #8 also receives the lake
discharge from Pond #9 and Swale #7. Pond #8 shall have a normal water surface elevation of
19.0', with storage to elevation 20.0'. The storage elevation is maintained by a pond outlet
structure with the rim of the riser set at elevation 20.0'. The riser will only discharge in response
to storm events greater than the 25 year storm. The normal water surface elevation of 19.0' shall
be maintained by two recirculation pumps. The recirculation pumps shall be controlled by float
switches that activate the pumps when the water in Pond #8 rises to the 25 year storm storage
elevation, about elevation 19.47'. The recirculation pumps will pump the storage volume back to
Ponds 410 and 93, returning the water in Pond #8 to its normal elevation of 19.0'.
In this manner the storage in Pond #8 is maintained such that there is always storage available for
the runoff from a 25 year storm event. The excess volume in the remaining ponds, created by the
recirculation system, will be used to charge an irrigation system for landscaping in the right of
ways and common areas of the project. The water demand for irrigation, combined with normal
evaporation (generally accepted to be about 0.25 inches per day in this area), will restore the
normal water surface elevations in all the ponds.
Flood control for storm event greater than the 25 year storm has also been incorporated into this
design. All of the ponds require a storm event greater than the 25 year to discharge through the
riser, otherwise only orifice discharge occurs.

The proposed non -discharge lakes not only provide stormwater treatment and flood control, but
will provide a tremendous recreational amenity to the residents of Waterford. The lakes have
been designed to promote active recreation for the residents, such as canoeing, kayaking, and
fishing. All the lakes will be stocked with gam e fish to create a healthy fish population. The
game fish population will be maintained not only to provide recreation to the residents of
Waterford, but also to control any nuisance insects.
4. PERMITTING STRATEGY:
The non -discharge lakes shall ultimately be expanded to serve the entire 566 acre development.
To facilitate the accounting of impervious areas and treatment areas over the 'life of the project,
we proposed to break the project up into multiple tracts with individual tract boundaries
following development phase lines. The Stormwater Management Plans are designed to be
flexible and stream line the review process for future modifications to this large permit. Each
tract has been dedicated a single sheet in the plan set, and the single sheet includes all necessary
details and impervious calculations. Upon approval, each of the individual tract plans sheets
shall bear an approval stamp from DWQ including the date approved. When the need to modify
the permit arises due to future development, copies of individual plans for all previously
approved tracts will be resubmitted with the revised plan set bearing the approval stamp from
DWQ. The tracts that bear approval stamps will indicate to the reviewer that nothing has
changed within that particular tract and the reviewer can then limit analysis of proposed
modifications to only those tracts that have changed. For example, the current submittal includes
tracts A, B, C, D, E and F. The next tract to be developed will be Tract G. At the appropriate
time a permit modification will be submitted showing revisions to Tract A and a new Tract G,
but tracts B, C, D, E and F will be resubmitted as previously approved (including a copy of the
approved plan bearing the DWQ stamp). To simplify the accounting of impervious areas, a
tracking chart has been devised and is shown on the cover of the plan set. This tracking chart
includes all impervious areas, by tract, and includes the total impervious area for the project to
date. The total of impervious coverages will correspond to the application and, ultimately, the
permit. The goal of this permitting strategy is to avoid the pitfalls in the permitting and tracking
of stormwater management plans for larges developments that we have experienced in the past.
This strategy accomplishes that goal by ensuring that the treatment device and the development
share a common permit and by eliminating the need for multiple permits (sometimes as many as
three) to develop a single tract.
5. TRACT SUMMARY:
Tract A includes the collector roads and all undeveloped areas of the project, Over time, the area
Of Tract A will decrease as future phases are developed and accounted for separately. Currently,
Tract A encompasses 406.02 acres. The balance of the project area is found in tracts B, C, D, E
and F.
Tract B is the first phase of single family development. This tract was originally approved on
November 25, 2002 and was assigned the permit number SW8 020510. This project includes the
first phase of the non -discharge lake system, and is the basis for creating the overall stormwater

management plan to include all of the expanded non -discharge lake and all of the property. The
lots within Tract B have been revised, increasing the total to 163. The landscape islands
previously shown in all cul-de-sacs have been deleted and will now be paved, also netting a
small increase in impervious area. The sidewalk area remains unchanged.
Tract C is the next phase of single family development and includes 96 lots on 24.70 acres.
Stormwater runoff collected in Tract C drains to the non -discharge lake system for treatment.
Tract D is the amenity center for the development and includes a clubhouse, sales center,
swimming pool and cabana, tennis courts, and associated parking areas and sidewalks. Tract D
covers 6.49 acres and is 51.93% impervious. Stormwater runoff collected in Tract D drains to
the non -discharge lake system for treatment.
Tract E is to be sold and developed by others. The developer of Tract E will have to obtain an
individual state stormwater permit for any work done within that tract. Tract E is being allocated
15.00 acres of impervious draining to the non -discharge lake system for treatment.
Tract F is also being sold and developed by others. The developer of Tract F will have to obtain
an individual state stormwater permit for any work done within that tract. Tract F is being
allocated 2.77 acres of impervious draining to the non -discharge lake system for treatment.

DESIGN CALCULATIONS
- Hydraflow Model with Hydrographs
- Reservoir Report
- Volume Calculations

Pond Volume and Stage Information
Pond Info. 25-yr Storm Info. Maximum Ind
Pond
Normal Water
Surface Elev. (sf)
25 year Storm
Elev.
Vol. Required (cf)
Maximum
Storage Elev.
Vol. Provided (cf)
1
21.00
21.20
7,835
23.00 52,370
2-5
20.004E]21.95
1.60
137,683
22.00 174,645
3
21.50
14,132
23.50 66,896
4
2.3.00
23.01
188
23.00
8
19.00
19.47
569,682
20.00 1,218,755
9
21.00
21.89
97,800
22.00 109,715
10
22.00
22.10
14,448
23.00 144,855
Total
---
---
841,768
---
1,767,236
Volume for the I " event
Total Area = 566.41 acres
Total Imp. Area = 61.93 acres
Percent Impervious (I) = 10.93 %
- Runoff Volume Per Simple Method
Rv = 0.05 + 0.009 (I)
Rv = 0.05 + 0.009 (10.93)
Rv = 0.1484
Volume Required = (Rainfall) x (Rv) x (Drainage Area)
V = (1 in) x (0.1484 in/in) x (566.41 acres) x (1/12 ft/in) x (43560 sf/ac)
V = 305,121 cubic feet
Volume for the 25-year event
Total Volume = Storage of 8 pond system in the 25-year event as shown
on attached Hydrograph Summary Report
Total Volume = 7,835cf + 14,132cf + 188cf +137,683cf +
569,682cf + 97,800cf + 14,448cf
Total Volume = 841,768 cubic feet

Hydrograph Summary Report Page ,
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cuft)
Return
period
(yrs)
Inflow i Maximum
hyd(s) elevation
i (ft)
Maximum
storage
(cult)
Hydrograph
description
1
Rational
18.73
1
7
7,865
25
----
------
-----
Ent. draining to P
2
Reservoir
0.06
1
857
4,689
25
1
21.20
7,835
DA thru Pond#1
4
Rational
23.67
1
10
14,202
25
----
------
----
Area draining to P
5
Reservoir
0.12
1
20
6,871
25
4
21.95
14,132
DA thru Pond#3
7
Rational
3.14
1
1
188
25
----
------
------
Area draining to P
8
Reservoir
0.00
1
2
162
25
7
23.01
188
DA thru Pond#4
10
Rational
114.77
1
20
137,729
25
----
------
-----
Area drain to Pond
11
Combine
114.84
1
20
142,418
25
10 + 2
------
------
DA#2,5 + Pond#1
12
Combine
114.96
1
20
149,289
25
11 + 5
_-_-_
------
DA#2+Pd#1+Pd#3
13
Combine
114.96
1
20
149,451
25
12 + 8
------
------
DA#2+Pd#1+Pd#3+Pd# I
14
Reservoir
0.29
1
40
24,034
25
13
21.60
137,683
Pd's#1,2,3,4 th Pd
16
Rational
31.75
1
1
1,905
25
----
------
------
Area draining to S j
17
Combine
31.75
1
1
25,939
25
14 + 16
______
DA#7+Pond#2-5
19
Rational
24.10
1
10
14,460
25
----
----
-----
Area draining to P j
20
Reservoir
0.02
1
20
1,609
25
19
22.10
14,448
i
Pond#10
22
Rational
45.46
1
36
98,203
25
----
------
-----
Area draining to P
23
Combine
45.48
1
36
99,811
25
20 + 22
—----
_____
DA#9 + Pond #10 I
24
I
Reservoir
0.21
1
72
16,681
25
23
21.89
97,800
Pond #9
26
Rational
219.61
1
40
527,062
25
----
------
-----
Area draining to P
27
Combine
31.75
1
1
42,620
25
17 + 24
-----
-----
SW #7 + Pnd#9
28
Combine
220.04
1
40
569,682
25
26 + 27
----
Pnds7,9 + DA#8
29 I
Reservoir
0.00
1
0
0
25
28
19.47
569,682
Pond #8
Proj. file: AII-Ponds-minusTGPV� OF file: BrunCo_hydrographiveftOffate: 06-04-2003

�nt.a D a R,.✓, �h

Reservoir Report
Page 1
Reservoir No. 1 - Pond #1 .. English
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Stage Elevation
Contour area
Incr. Storage
Total storage
ft ft
sgft
cuft
tuft
0.00 21.00
22,283
0
0
1.00 22.00
26,171
24,227
24,227
2.00 23.00
30,115
28,143
52,370 "
3.00 24.00
34,116
32,116
84,486
4.00 25.00
38,173
36,145
120,630
5.00 26.00
42,287
40,230
160,860
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A]
[B]
[C]
[D]
Rise in
= 24.0
3.0
0.0
0.0
Crest Len ft
= 12.00
0.00
0.00
0.00
Span in
= 24.0
3.0
0.0
0.0
Crest El. ft
= 23.00
0.00
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.00
0.00
0.00
0.00
Invert El. ft
= 15.00
21.00
0.00
0.00
Eqn. Exp.
= 1.50
0.00
0.00
0.00
Length ft
= 75.0
10.0
0.0
0.0
Multi -Stage
= Yes
No
No
No
Slope %
= 0.00
0.00
0.00
0.00
N-Value
= .010
.010
.000
.000
Orif. Coeff.
= 0.60
0.60
0.00
0.00
Multi -Stage
= -----
Yes
No
No
Tailwater Elevation = 21.00 ft
Stage / Storage / Discharge Table
Note: Nloutflows have been analyzed under inlet and outlet control.
Stage
ft
Storage
Elevation
Clv A
Clv B
Clv C Clv D Wr A Wr B
Wr C Wr D Discharge
cuft
ft
cfs
cfs
cfs cfs cfs cfs
cfs cfs cfs
0.00
0
21.00
0.00
0.00
--- --- 0.00 ---
--- --- 0.00
1.00
24,227
22.00
15.12
0.21
--- --- 0.00 ---
--- --- 0.21
2.00
52,370
23.00
21.39
0.32
--- --- 0.00 ---
--- --- 0.32
3.00
84,486
24.00
26.20
0.00
--- --- 36.00 ---
--- --- 26.20
4.00
120,630
25.00
30.25
0.00
--- --- 101.82 ---
--- --- 30.25
5.00
160,860
26.00
33.82
0.00
--- --- 187.06 ---
--- --- 33.82

Reservoir Report
Page 1
Reservoir No. 2 - Pond #2 English
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Stage Elevation
Contour area
Incr. Storage
Total storage
ft ft
sqft
cuft
tuft
0.00 20.00
75,983
0
0
1.00 21.00
87,294
81,639
81,639
2.00 22.00
98,718
93,006
174,645 --,
3.00 23.00
110,256
104,487
279,132
4.00 24.00
121,907
116,082
395,213
5.00 25.00
133,671
127,789
523,002
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A]
[B]
[C]
[D]
Rise in
= 24.0
3.0
0.0
0.0
Crest Len ft
= 12.00
0.00
0.00
0.00
Span in
= 24.0
3.0
0.0`
0.0
Crest El. ft
= 22.00
0.00
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.00
0.00
0.00
0.00
Invert El. ft
= 19.00
20.00
0.00
0.00
Eqn. Exp.
= 1.50
0.00
0.00
0.00
Length ft
= 216.0
5.0
0.0
0.0
Multi -Stage
= Yes
No
No
No
Slope %
= 0.20
0.00
0.00
0.00
N-Value
= .010
.010
.000
.000
Orif. Coeff.
= 0.60
0.60
0.00
0.00
Multi -Stage
= -----
Yes
No
No
Tailwater Elevation = 20.00 ft
Note: All outflows have been analyzed under inlet and outlet control
Stage /Storage /Discharge Table
Stage
ft
Storage
Elevation
Clv A
Clv B Clv C
Clv D Wr A Wr B
Wr C Wr D Discharge
cuft
ft
cfs
cfs cfs
cfs cfs cfs
cfs cfs cfs
0.00
0
20.00
0.00
0.00 ---
--- 0.00 --
--- --- 0.00
1.00
81,639
21.00
9.45
0.22 ---
--- 0.00 ---
--- --- 0.22
2.00
174,645
22.00
17.21
0.32 ---
--- 0.00 ---
--- --- 0.32
3.00
279,132
23.00
22.42
0.00 ---
--- 36.00 ---
--- 22.42
4.00
395,213
24.00
26.64
0.00 ---
--- 101.82 ---
--- --- 26.64
5.00
523,002
25.00
30.27
0.00 ---
--- 187.06 ---
--- --- 30.27

Reservoir Report
Page 1
Reservoir No. 3 - Pond #3 English
Pond Data
Pond storage
is based on
known contour
areas
Stage / Storage Table
Stage
Elevation
Contour
area
Incr. Storage Total storage
ft
ft
sqft
tuft tuft
0.00
21.50
28,830
0 0
1.00
22.50
33,434
31,132 31,132
2.00
23.50
38,094
35,764 66,896 r-
3.00
24.50
42,810
40,452 107,348
4.00
25.50
47,583
45,197 152,545
5.00
26.50
52,412
49,998 202,542
Culvert / Orifice
Structures
Weir Structures
[A]
[B]
[C]
[D]
[A]
[B] [C]
[D]
Rise in
= 24.0
3.0
0.0
0.0
Crest Len ft = 12.00
0.00 0.00
0.00
Span in
= 24.0
3.0
0.0
0.0
Crest El. ft = 23.50
0.00 0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff. = 3.00
0.00 0.00
0.00
Invert El. ft
= 21.50
21.50 0.00
0.00
Eqn. Exp. = 1.50
0.00 0.00
0.00
Length ft
= 240.0
5.0
0.0
0.0
Multi -Stage = Yes
No No
No
Slope %
= 0.00
0.00
0.00
0.00
N-Value
= .010
.010
.000
.000
Orif. Coeff.
= 0.60
0:60
0.00
0.00
Multi -Stage
= -----
Yes
No
No
Tailwater Elevation 21.50
ft
Stage /Storage Discharge Table
Note: All outflows have been analyzed under inlet and outlet control.
/
Stage
Storage
Elevation
Clv A
Clv B
Clv C Clv D Wr A Wr B Wr C Wr D
Discharge
ft
tuft
ft
cfs
cfs
cfs cfs cfs cfs cfs cfs
cfs
0.00
0
21.50
0.00
0.00
--- --- 0.00 --- - - --
0.00
1.00
31,132
22.50
5.62
0.22
--- --- 0.00 --- ---
0.22
2.00
66,896
23.50
15.12
0.32
--- --- 0.00 --- --- ---
0.32
3.00
107,348
24.50
13.99
0.00
--- --- 36.00 --- --- ---
13.99
4.00
152,545
25.50
19.78
0.00
--- --- 101.82 --- --- ---
19.78
5.00
202,542
26.50
24.22
0.00
--- --- 187.06 --- --- ---
24.22

Reservoir Report
Reservoir No. 4 - Pond #4
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Stage Elevation
Contour area
Incr. Storage
Total storage
ft ft
sqft
cuft
tuft
0.00 23.00
26,514
0
0
1.00 24.00
28,877
27,696
27,696
2.00 25.00
31,295
30,086
57,782
3.00 26.00
33,770
32,533
90,314
Culvert / Orifice Structures
[A]
[B]
[C]
[D]
Rise in
= 18.0
0.0
0.0
0.0
Span in
= 18.0
0.0
0.0
0.0
No. Barrels
= 1
0
0
0
Invert El. ft
= 23.00
0.00
0.00
0.00
Length ft
= 120.0
0.0
0.0
0.0
Slope %
= 0.42
0.00
0.00
0.00
N-Value
= .010
.000
.000
.000
Orif. Coeff.
= 0.60
0.00
0.00
0.00
Multi -Stage
-----
No
No
No
Stage / Storage / Discharge Table
Weir Structures
[A]
Crest Len ft
= 0.00
Crest El. ft
= 0.00
Weir Coeff.
0.00
Eqn. Exp.
= 0.00
Multi -Stage
= No
Page 1
English
[B] [C] [D]
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
No
No
No
Tailwater Elevation = 21.50 ft
­.= - uuinurva nave oeen anaiyzea under Inlet and oullel control.
Stage
ft
Storage
Elevation
Clv A
Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge
cuft
ft
cfs
cfs cfs cfs cfs cfs cfs cfs cfs
0.00
0
23.00
0.00
1.00
27,696
24.00
4.31
--- --- --- 0.00
--- --- ---
2.00
57,782
25.00
8.52
--- 4.31
--- ---
3.00
90,314
26.00
12.03
--- --- --- --- 8.52
--- ---
--- --- --- --- 12.03

Reservoir Report
Reservoir No. 8 - Pond #8
Page 1
English
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Stage Elevation Contour area
Incr. Storage Total storage
ft ft sqft
cuft tuft
0.00 19.00 1,188,454
0 0
1.00 20.00 1,249,055
1,218,755 1,218,755 E-
2.00 21.00 1,309,837
1,279,446 2,498,201
3.00 22.00 1,367,965
1,338,901 3,837,102
Culvert / Orifice Structures
Weir Structures
[A►] [B] [C]
[D]
[A►]
[B]
[C]
[D]
Rise in = 24.0 0.0 0.0
0.0
Crest Len ft = 0.00
0.00
0.00
0.00
Span in = 24.0 0.0 0.0
0.0
Crest El. ft = 0.00
0.00
0.00
0.00
No. Barrels = 1 0 0
0
Weir Coeff. = 0.00
0.00
0.00
0.00
Invert El. ft = 20.00 0.00 0.00
0.00
Eqn. Exp. = 0.00
0.00
0.00
0.00
Length ft = 20.0 0.0 0.0
0.0
Multi -Stage = No
No
No
No
Slope % = 0.00 0.00 0.00
0.00
N-Value = .010 .000 .000
.000
Orif. Coeff. = 0.60 0.00 0.00
0.00
Multi -Stage - ----- No No
No
Tailwater Elevation = 0.00 ft
Stage / Storage / Discharge Table
Note: All outflows have been
analyzed under inlet and
nutlet control.
Stage Storage Elevation Clv A Clv
ft
B
Clv C Clv D Wr A Wr B
Wr C
Wr D
Discharge
cuft ft cfs cfs
cfs cfs cfs cfs
cfs
cfs
cfs
0.00 0 19.00 0.00 ---
--- --- --- ---
---
---
0.00
1.00 1,218,755 20.00 0.00 ---
--- --- --- ---
---
---
0.00
2.00 2,498,201 21.00 5.62 ---
--- --- --- ---
---
---
5.62
3.00 3,837,102 22.00 15.12 ---
--- --- --- ---
---
---
15.12

Reservoir Report
Page 1
Reservoir No. 9 -Pond #9 English
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Stage Elevation
Contour area
Incr. Storage
Total storage
ft ft
sqft
cuft
cuft
0.00 21.00
102,315
0
0
1.00 22.00
117,114
109,715
109,715
2.00 23.00
132,214
124:664
234,379
3.00 24.00
147,615
139,915
374,293
4.00 25.00
163,319
155,467
529,760
Culvert / Orifice Structures
[A]
[B]
[C]
Rise in
= 24.0
3.0
0.0
Span in
= 24.0
3.0
0.0
No. Barrels
= 1
1
0
Invert El. ft
= 16.70
21.00
0.00
Length ft
= 130.0
5.0
0.0
Slope %
= 0.50
0.00
0.00
N-Value
= .010
.010
.000
Orif. Coeff.
= 0.60
0.60
0.00
Multi -Stage
= -----
Yes
No
Stage / Storage / Discharge Table
[D]
0.0
0.0
0
0.00
0.0
0.00
.000
0.00
No
Weir Structures
[A]
Crest Len ft
= 24.00
Crest El. ft
= 22.00
Weir Coeff.
= 3.00
Eqn. Exp.
= 1.50
Multi -Stage
= Yes
[B] [C] [D]
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
No
No
No
Tailwater Elevation = 19.00 ft
Note: All outflows have been analyzed under inlet and outlet control.
Stage
Storage
Elevation
Clv A
Clv B
Clv C Clv D Wr A Wr B Wr C Wr D
ft
cuft
ft
cfs
cfs
cfs cfs cfs cfs cfs cfs
0.00
0
21.00
21.39
0.00
--- --- 0.00 --- --- ---
1.00
109,715
22.00
26.20
0.22
--- --- 0.00 --- --- ---
2.00
234,379
23.00
30.25
0.00
--- --- 72.00 --- --- ---
3.00
374,293
24.00
33.82
0.00
--- --- 203.65 --- --- ---
4.00
529,760
25.00
37.05
0.00
--- --- 374.12 --- ---
Discharge
cfs
0.00
0.22
30.25
33.82
37.05

Reservoir Report
Reservoir No. 10 - Pond #10
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Stage Elevation
Contour area
Incr. Storage
Total storage
ft ft
sqft
cuft
tuft
0.00 22.00
137,460
0
0
1.00 23.00
152,249
144,855
144,855
2.00 24.00
167,137
159,693
304,548
3.00 25.00
182,075
174,606
479,154
4.00 26.00
197,119
189,597
668,751
Culvert / Orifice Structures
[A]
[B]
[C]
[D]
Rise in
= 24.0
3.0
0.0
0.0
Span in
= 24.0
3.0
0.0
0.0
No. Barrels
= 1
1
0
0
Invert El. ft
= 18.00
22.00
0.00
0.00
Lenoth ft
= 400.0
5.0
0.0
0.0
Slope %
= 0.00
0.00
0.00
0.00
N-Value
= .010
.010
.000
.000
Orif. Coeff.
= 0.60
0.60
0.00
0.00
Multi -Stage
= -----
Yes
No
No
Weir Structures
[A]
Crest Len ft
= 12.00
Crest El. ft
= 23.00
Weir Coeff.
= 3.00
Eqn. Exp.
_ 1.50
Multi -Stage
= Yes
Page 1
English
[B] [C] [D]
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
No
No
No
Tailwater Elevation = 21.00 ft
Note: All outflows have been analyzed under inlet and outlet control
Stage /Storage /Discharge Table
Stage
Storage
Elevation
Clv A
Clv B
Clv C Clv D Wr A Wr B
Wr C Wr D Discharge
ft
cuft
ft
cfs
cfs
cfs cfs cfs cfs
cfs cfs cfs
0.00
0
22.00
12.00
0.00
--- --- 0.00 ---
- 0.00
1.00
144,855
23.00
16.97
0.22
--- --- 0.00 ---
--- --- 0.22
2.00
304,548
24.00
20.78
0.00
--- --- 36.00 ---
--- 20.78
3.00
479,154
25.00
23.99
0.00
--- --- 101.82 ---
--- --- 23.99
4.00
668,751
26.00
26.83
0.00
--- --- 187.06 ---
--- -- 26.83

Hydrograph Report
Page 1
English
Hyd. No. 1
Ent. draining to Pond #1
Hydrograph type
= Rational
Peak discharge =
18.73 cfs
Storm frequency
= 25 yrs
Time interval =
1 min
Drainage area
= 3.9 ac
Runoff coeff. =
0.62
Intensity
= 7.72 in
Time of conc. (Tc) =
7 min
I-D-F Curve
= BrunCo_hydrograph_ver6.IDF
Reced. limb factor =
1
Total Volume = 7,865 cuft
Hydrograph Discharge Table
Time -- Outflow
(min cfs)
1
2.68
2
5.35
3
8.03
4
10.70
5
13.38
6
16.05
7
18.73 <<
8
16.05
9
13.38
10
10.70
11
8.03
1
5.35
13
2.68
... End

Hydrograph.
Report
Page 1
English
Hyd. No. 2
DA thru Pond#1
Hydrograph type =
Reservoir
Peak discharge = 0.06 cfs
Storm frequency =
25 yrs
Time interval = 1 min
Inflow hyd. No. =
1
Reservoir name = Pond #1
Max. Elevation =
21.20 ft
Max. Storage = 7,835 cuft
Storage Indication method used.
Total Volume = 4,689 cult
Hydrograph Discharge
Fable
Time Inflow Elevation
Clv A
Clv B
Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(hrs) cfs ft
cfs
cfs
cfs cfs cfs cfs cfs cfs cfs
0.07 10.70 21.05
2.53
0.01
----- ----- ----- ----- ----- ----- 0.01
0.08 13.38 21.08
3.96
0.02
----- ----- ----- ----- ----- ----- 0.02
0.10 16.05 21.12
5.16
0.03
---- ----- ----- ----- ----- ----- 0.03
0.12 18.73 << 21.16
6.01
0.05
----- ----- ----- ----- ----- ----- 0.05
0.13 16.05 21.20
6.74
0.06
----- ----- ----- ----- ----- ----- 0.06
0.15 13.38 21.19
6.57
0.06
---=- ----- ----- ----- ----- ----- 0.06
0.17 10.70 21.18
6.43
0:06
----- ----- ----- ----- ----- ----- 0406
0.18 8.03 21.18
6.32
0.05
----- ---- ----- ----- ----- ----- 0.05
0.20 5.35 21.19
6.47
0.06
----- ----- ----- ----- ----- ----- 0.06
0.22 2.68 21.19
6.64
0.06
---- ----- ----- ----- ----- ----- 0.06
0.23 0.00 21.20
6.70
0.06
----- ----- ----- ----- ----- 0.06
0.25 0:00 21.20
6.69
0.06
----- ----- ----- ----- ----- 0.06
0.27 0.00 21.20
6.69
0.06
----- ----- ----- 0.06
0.28 0.00 21.20
6.69
0.06
----- ----- ----- 0.06
0.30 0.00 21.20
6.69
0.06
----- ----- ----- ----- ----- ----- 0.06
0.32 0.00 21.20
6.68
0.06
---- ----- ----- ----- ----- ----- 0.06
0.33 0.00 21.20
6.68
0.06
-=--- ----- ----- ----- ----- ----- 0.06
0.35 0.00 21.20
6.68
0.06
----- ----- ----- ----- ----- ----- 0.06
0.37 0.00 21.20
6.67
0.06
----- ----- ----- ----- ----- ----- 0.06
0.38 0.00. 21.20
6.67
0.06
----- ----- . ----- ----- ----- ----- 0.06
0.40 0.00 21.20
6.67
0.06
----- ---- ----- ----- ----- ----- 0.06
0.42 0.00 21.20
6.67
0.06
----- ----- ----- ----- ----- ----- 0.06
0.43 0.00 21.19
6.66
0.06
----- ----- ----- ----- ----- ----- 0.06
0.45 0.00 21.19
6.66
0.06
----- ---- ----- ----- ----- ----- 0.06
0.47 0.00 21.19
6.66
0.06
---- ----- ----- ----- ----- ----- 0.06
0.48 0.00 21.19
6.66
0.06
----- ----- ----- ----- ----- ----- 0.06
0.50 0.00 21.19
6.65
0.06
----- ----- ----- ----- ----- ----- 0.06
0.52 0.00 21.19
6.65
0.06
----- ----- ----- ----- ----- ----- 0.06
0.53 0.00 21.19
6.65
0.06
----- ----- ----- ----- ----- ----- 0.06
0.55 0.00 21.19
6.64
0.06
----- ----- ----- ----- ----- ----- 0.06
0.57 0.00 21.19
6.64
0.06
----- ----- ----- ----- ----- ----- 0.06
0.58 0.00 21.19
6.64
0.06
----- ----- ----- ----- ----- ----- 0.06
0.60 0.00 21.19
6.64
0.06
----- ----- ----- ----- ----- ----- 0.06
0.62 0.00 21.19
6.63
0.06
----- ----- ----- ----- ----- ----- 0.06
0.63 0.00 21.19
6.63
0.06
----- ----- ----- ----- ----- ----- 0.06
0.65 0.00 21.19
6.63
0.06
----- ----- ----- ----- ----- ----- 0.06
Continues on next page...

Hydrograph Report
Page 1
English
Hyd. No. 4
Area draining to Pond #3
Hydrograph type
= Rational
Peak discharge =
2 3.6 7 cfs
Storm frequency
= 25 yrs
Time interval =
1 min
Drainage area
= 5.4 ac
Runoff coeff. =
0.61
Intensity
= 7.17 in
Time of conc. (Tc) =
10 min
I-D-F Curve
= BrunCo_hydrograph_ver6.IDF
Reced. limb factor =
1
Hydrograph Discharge Table
Time -- Outflow
(min cfs)
1
2.37
2
4.73
3
7.10
4
9.47
5
11.84
6
14.20
7
16.57
8
18.94
9
21.30
10
23.67 <<
11
21.30
12
18.94
13
16.57
14
14.20
15
11.84
16
9.47
17
7.10
18
4.73
19
2.37
End
Total Volume = 14,202 cult

Hydrograph
Report
Page 1
English
Hyd. No. 5
DA thru Pond#3
Hydrograph type =
Reservoir
Peak discharge
= 0.12 cfs
Storm frequency =
25 yrs
Time interval
= 1 min
Inflow hyd. No. =
4
Reservoir name =
Pond #3
Max. Elevation =
21.95 ft
Max. Storage =
14,132 cuft
Storage Indication method used.
Total Volume = 6,871 cult
Hydrograph Discharge
Table
Time Inflow Elevation
Clv A
Clv B
Clv C Clv D Wr A Wr B Wr C
Wr D Outflow
(min) cfs ft
cfs
cfs
cfs cfs cfs cfs cfs
cfs cfs
5 11.84 21.56
0.04
0.01
----- ----- ----- ----- -----
----- 0.01
10 23.67 << 21.70
0.27
0.06
----- ----- ----- ----- -----
0.06
15 11.84 21.90
1.00
0.10
---- ----- ----- ----- -----
0.10
20 0.00 21.95
<< 1.29
0.12
----- ----- ----- ----- -----
-- 0.12 «-
25 0.00 21.95
1.28
0.12
----- ----- ----- ----- -----
-- 0.12
30 0.00 21.95
1.27
0.12
----- _---- ----- ----- -----
----- 0.12
35 0.00 21.95
1.27
0.12
----- ----- ----- ----- -----
----- 0.12
40 0.00 21.95
1.26
0.12
----- ----- ----- ----- -----
----- 0.12
45 0.00 21.95
1.26
0.12
---- ----- ----- ----- -----
----- 0.12
50 0.00 21.95
1.25
0.12
----- ----- ----- ----- -----
----- 0.12
55 0:00 21.95
1.24
0.12
---- ----- ----- ----- -----
----- 0.12
60 0.00 21.94
1:24
0.12
----- ----- ----- ----- -----
----- 0.12
65 0.00 21.94
1.23
0.12
----- ----- ----- ----- -----
----- 0.12
70 0.00 21.94
1.23
0.12
----- ----- ----- ----- -----
----- 0.12
75 0.00 21.94
1.22
0.12
----- ----- ----- -----
----- 0.12
80 0.00 21.94
1.21
0.12
----- ----- ----- -----
----- 0.12
85 0.00 21.94
1.21
0.12
----- :---- ----- -----
----- 0.12
90 0.00 21.94
1.20
0.12
----- ----- ----- -----
----- 0.12
95 0.00 21.94
1.20
0.12
----- ----- ----- -----
0.12
100 0.00 21.94
1.19
0.12
----- ----- ----- -----
-----
----- 0.12
105 0.00 21.93
1.18
0.12
----- ----- ----- -----
----- 0.12
110 0.d0 21.93
1.18
0.12
----- ----- ----- -----
----- 0.12
115 0.00 21.93
1.17
0.12
----- ----- ----- ----- -----
----- 0.12
120 0.00 21.93
1.17
0.12
---- ----- _---- ----- -----
----- 0.12
125 0.00 21.93
1.16
0.12
----- ----- ----- ----- -----
0.12
130 0.00 21.93
1.16
0.11
----- ----- ----- ----- -----
-----
----- 0.11
135 0.00 21.93
1.15
0.11
----- ----- ----- ----- -----
----- 0.11
140 0.00 21.93
1.14
0.11
----- ----- ----- ----- -----
---- 0.11
145 0.00 21.93
1.14
0.11
----- ----- ----- ----- -----
0.11
150 0.00 21.92
1.13
0.11
----- ----- ----- ----- -----
----- 0.11
155 0.00 21.92
1.13
0.11
----- ----- ----- ----- -----
----- 0.11
160 0.00 21.92
1.12
0.11
----- ----- ----- -----
----- 0.11
165 0.00 21.92
1.12
0.11
-- -----
0.11
170 0.00 21.92
1.11
0.11
----
0.11
175 0.00 21.92
1.10
0.11
0.11
180 0.00 21.92
1.10
0.11
- ----- ----- -----
0.11
Continues on next page...

Hydrograph Report
Page 1
English
Hyd. No. 7
Area draining to Pond #4
Hydrograph type
= Rational
Peak discharge =
3.14 cfs
Storm frequency
= 25 yrs
Time interval =
1 min
Drainage area
= 1.4 ac
Runoff coeff. =
0.25
Intensity
= 9.16 in
Time of conc. (Tc) =
1 min
I-D-F Curve
= BrunCo hydrograph_ver6.IDF
Reced. limb factor =
1
Hydrograph Discharge Table Total Volume = 188 cult
Time -- Outflow
(min cfs)
1 3.14 <<
... End

Hydrograph Report
Page 1
English
Hyd. No. 8
DA thru Pond#4
Hydrograph type =
Reservoir
Peak discharge
= 0.00 cfs
Storm frequency =
25 yrs
Time interval
= 1 min
Inflow hyd. No. =
7
Reservoir name
= Pond #4
Max. Elevation =
23.01 ft
Max. Storage =
188 cuft
Storage Indication method used.
Total Volume = 162 Cuft
Hydrograph Discharge Table
Time Inflow Elevation Clv A
Clv B CIV C CIV D
Wr A Wr B Wr C
Wr D Outflow
(min) cfs ft
cfs
cfs cfs cfs
cfs cfs cfs
cfs cfs
5 0.00 23.01
0.00
----- -----
----- ----- -----
---- 0.00
10 0.00 23.01
0.00
-----
----- -----
----- 0.00
15 0.00 23.01
0.00
----- -----
----- 0.00
20 0.00 23.01
0.00
---- -----
-----
-- 0.00
25 0.00 23.01
0.00
0.00
30 0.00 23.01
0.00
-----
0.00
35 0.00 23.01
0.00
-----
-----
0.00
40 0.00 23.01
0.00
---- ----- -----
0.00
45 0.00 23.01
0.00
----- ----- -----
-- 0.00
50 0.00 23.01
0.00
----- ----- -----
----- 0.00
55 0.00 23.01
0.00
----- -• - --
----- ----- -----
---. 0.00
60 0.00 23.01
0.00
----- ----- -----
----- ----- -----
--- 0.00
65 0.00 23.01
0.00
----- ----- -----
----- ----- -----
0.00
70 0.00 23.01
0.00
----- ----- -----
----- ----- -----
0.00
75 0.00 23.01
0.00
----- ----- -----
----- ----- -----
--- 0.00
80 0.00 23.01
0.00
----- ----- -----
----- ----- -----
--- 0.00
85 0.00 23.01
0.00
---- ----- -----
----- ----- -----
----- 0.00
90 0.00 23.01
0.00
---- ----- -----
----- ----- -----
0.00
95 0.00 23.01
0.00
- ---- -,---
----- ----- -----
-----
0.00
100 0.00 23.01
0.00
----- -=---
----- ----- -----
--
-- 0.00
105 0.00 23.01
0.00
----- -----
----- ----- -----
0.00
110 0.00 23.01
0.00
----- -----
----- ----- -----
----- 0.00
115 0.00 23.01
0.00
---- ----- -----
----- ----- -----
0.00
120 0.00 23.01
0.00
---- ----- -----
----- ----- -----
0.00
125 0.00 23.01
0.00
----- ----- -----
----- ----- -----
0.00
130 0.00 23.01
0.00
--- ----- -----
----- ----- -----
0.00
135 0.00 23.01
0.00
---- ----- _____
----- ____
0.00
140 0.00 23.01
0.00
---- ----- -----
----- -----
---- 0.00
145 0.00 23.01
0.00
----- ----- -----
----- -----
0.00
150 0.00 23.01
0.00
----- ----- -----
--_--
0.00
155 0.00 23.01
0.00
----- ----- -----
-----
0.00
160 0.00 23.01
0.00
----- ----- -----
0.00
165 0.00 23.01
0.00
----- ----- -----
-----
-----
0.00
170 0.00 23.01
0.00
----- ----- -----
-----
0.00
175 0.00 23.01
0.00
----- ----- -----
----- -----
-----
0.00
180 0.00 23.01
0.00
----- ----- -----
----- -----
-----
----- 0.00
Continues on next page...

Hydrograph Report
Hyd. No. 10
Area drain to Pond #2,5
Page 1
English
Hydrograph type
= Rational
Peak discharge =
114.77 cfs
Storm frequency
= 25 yrs
Time interval =
1 min
Drainage area
= 32.9 ac
Runoff coeff. =
0.6
Intensity
= 5.82 in
Time of conc. (Tc) =
20 min
I-D-F Curve
= BrunCo_hydrograph_ver6.IDF
Reced. limb factor =
1
Total Volume = 137,729 cuft
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(min cfs) (min cfs)
4
22.95 36 22.95
5
28.69
6
34.43
7
40.17 ... End
8
45.91
9
51.65
10
57.39
11
63.13
12
68.86
13
74.60
14
80.34
15
86.08
16
91.82
17
97.56
18
103.30
19
109.04
20
114.77
21
109.04
22
103.30
23
97.56
24
91.82
25
86.08
26
80.34
27
74.60
28
68.86
29
63.13
30
57.39
31
51.65
32
45.91
33
40.17
34
34.43
35
28.69

Hydrograph Report
Hyd. No. 11.
DA#2,5 + Pond#1
Hydrograph type = Combine
Storm frequency = 25 yrs
1 st inflow hyd. No. = 10
Hydrograph Discharge Table
Page 1
English
Peak discharge = 114.84 cfs
Time interval = 1 min
2nd inflow hyd. No .= 2
Time
1st Inflow
+ 2::d Inflow
= Outflow
(min)
cfs
cfs
cfs
5
28.69
0.02
28.71
10
57.39
0.06
57.44
15
86.08
0.06
86.14
20
114.77 <<
0.06
114.84 <<
25
86.08
0.06
86.14
30
57.39
0.06
57.45
35
28.69
0.06
28.76
...End
Total Volume = 142,418 cuft

Hydrograph Report
Hyd. No. 12
DA#2+Pd#1+Pd#3
Hydrograph type = Combine
Storm frequency = 25 yrs
1 st inflow hyd. No. = 11
Page 1
English
Peak discharge = 114.96 cfs
Time interval = 1 min
2nd inflow hyd. No. 5
Total Volume = 149,289 cuft
Hydrograph Discharge Table
Time
1st Inflow
+ 2nd Inflow
- outflow
(min)
cfs
cfs
cfs
5
28.71
0.01
28.72
10
57.44
0.06
57.51
15
86.14
0.10
86.25
20
114.84 <<
0.12 <<
114.96 <<
25
86.14
0.12
86.27
30
57.45
0.12
57.57
35
28.76
0.12
28.88
...End

Hydrograph Report
Hyd. No. 13
DA#2+Pd#1+Pd#3+Pd#4
Hydrograph type = Combine
Storm frequency = 25 yrs
1 st inflow hyd. No. = 12
Hydrograph Discharge Table
Time 1st Inflow + 2nd Inflow =
(min) cfs cfs
5
28.72
0.00
10
57.51
0.00
15
86.25
0.00
20
114.96 <<
0.00
25
86.27
0.00
30
57.57
0.00
35
28.88
0.00
End
Page 1
English
Peak discharge = 114.96 cfs
Time interval = 1 min
2nd inflow hyd. No = 8
Outflow
cfs
28.73
57.51
86.25
114.96 <<
86.27
57.58
28.88
Total Volume 149,451 cuft

Hydrograph Report
Page 1
English
Hyd. No. 14
Pd's#1,2,3,4 th Pd#2,5
Hydrograph type =
Reservoir
Peak discharge
= 0.29 cfs
Storm frequency =
25 yrs
Time interval
= 1 min
Inflow hyd. No. =
13
Reservoir name =
Pond #2
Max. Elevation =
21.60 ft
Max. Storage =
137,683 cuft
Storage Indication method used.
Total Volume = 24,034 cuft
Hydrograph Discharge Table
Time Inflow Elevation Civ A
Clv B
Clv C Clv D Wr A Wr B Wr C
Wr D Outflow
(min) cfs ft
cfs
cfs
cfs cfs cfs cfs cfs
cfs cfs
10 57.51 20.20
4.31
0.06
----- ----- ----- ----- -----
----- 0.06
20 114.96 << 20.84
9.59
0.20
----- ----- ----- ----- -----
----- 0.20
30 57.58 21.42
13.25
0.27
----- ----- ----- ----- -----
----- 0.27
40 0.19 21.60
<< 14.62
0.29
----- ----- ----- ----- -----
----- 0.29 <<
50 0.19 21.60
14.62
0.29
----- ----- ----- - -----
----- 0.29
60 0.18 21.60
14.61
0.29
----- ----- ----- -- -----
----- 0.29
70 0.18 21.60
14.61
0.29
----- ----- ----- ----- -----
----- 0.29
80 0.18 21.60
14.61
0.29
----- ----- ----- ----- -----
----- 0.29
90 0.18 21.60
14.60
0.29
----- ----- ----- ----- -----
----- 0.29
100 0.18 21.60
14.60
0.29
----- ----- ----- ----- -----
----- 0.29
110 0.18 21.60
14.59
0.29
----- ----- ----- ----- -----
----- 0.29
120 0.18 21.60
14.59
0.29
----- ----- ----- ----- -----
----- 0.29
130 0.17 21.60
14.58
0.29
----- ----- ----= ----- -----
----- 0.29
140. 0.17 21.60
14.57
0.29
----- ----- ----- ----- -----
----- 0.29
150 0.17 21.59
14.57
0.29
----- ----- ----- ----- -----
----- 0.29
160 0.17 21.59
14.56
6.29
----- ----- ----- ----- -----
----- 0.29
170 0.17 21.59
14.56
0.29
----- ---- ----- ----- -----
----- 0.29
180 0.17 21.59
14.55
0.29
----- ----- ----- ----- -----
-=--- 0.29
190 0.17 21.59
14.55
0.29
----- ----- ----- ----- -----
----- 0.29
200 0.17 21.59
14.54
0.29
----- ----- ----- ----- -----
----- 0.29
210 0.17' 21.59
14.54
0.29
----- ----- ----- ----- -----
----- 0.29
220 0.17 21.59
14.53
0.29
----- ----- ----- ----- -----
----- 0.29
230 0.17 21.59
14.53
0.29
----- ---- ----- ----- -----
----- 0.29
240 0.17 21.59
14.52
0.29
----- ----- ----- ----- -----
----- 0.29
250 0.16 21.59
14.51
0.29
----- ----- ----- ----- -----
----- 0.29
260 0.16 21.59
14.51
0.29
----- ----- ----- ----- -----
----- 0.29
270 0.16 21.59
14.50
0.29
----- ----- ----- ----- -----
----- 0.29
280 0.16 21.58
14.50
0.29
----- ----- ----- ----- -----
----- 0.29
290 0.16 21.58
14.49
0.29
----- ----- ----- ----- -----
----- 0.29
300 0.16 21.58
14.49
0.29
----- ----- ----- ----- -----
----- 0.29
310 0.16 21.58
14.48
0.29
----- ----- ----- ----- -----
----- 0.29
320 0.16 21.58
14.47
0.29
----- ----- ----- ----- -----
----- 0.29
330 0.16 21.58
14.47
0.29
----- ----- ----- ----- -----
----- 0.29
340 0.16 21.58
14.46
0.29
----- ----- ----- ----- -----
----- 0.29
350 0.16 21.58
14.46
0.28
----- ----- ----- ----- -----
----- 0.28
360 0.16 21.58
14.45
0.28
----- ----- ----- ----- -----
----- 0.28
Continues on next page...

Hydrograph Report
Hyd. No. 16
Area draining to Swale #7
Page 1
English
Hydrograph type
= Rational
Peak discharge =
31.75 cfs
Storm frequency
= 25 yrs
Time interval =
1 min
Drainage area
= 11.6 ac
Runoff coeff. =
0.3
Intensity
= 9.16 in
Time of conc. (Tc) =
1 min
I-D-F Curve
= BrunCo hydrograph_ver6.IDF
Reced. limb factor =
1
Hydrograph Discharge Table
Time -- Outflow
(min cfs)
31.75 <<
W
Total Volume = 1,905 cuft

Hydrograph Report
Hyd. No. 17
DA#7+Pond#2-5
Hydrograph type = Combine
Storm frequency = 25 yrs
1 st inflow hyd. No. = 14
Hydrograph Discharge Table
Time 1st Inflow f 2nd Inflow _
(min) cfs cfs
1 0.00 31.75 <<
...End
Page 1
English
Peak discharge = 31.75 cfs
Time interval = 1 min
2nd inflow hyd. No. 16
Outflow
cfs
31.75 <<
Total Volume = 25,939 cult

Hydrograph Report
Page 1
English
Hyd. No. 19
Area draining to Pond #10
Hydrograph type
= Rational
Peak discharge =
24.10 cfs
Storm frequency
= 25 yrs
Time interval =
1 min
Drainage area
= 8.0 ac
Runoff coeff. =
0.42
Intensity
= 7.17 in
Time of conc. (Tc) =
10 min
-D-F Curve
= BrunCo_hydrograph_ver6.IDF
Reced. limb factor =
1
Total Volume = 14,460 cuft
Hydrograph Discharge Table
Time -- Outflow
(min cfs)
1 2.41
6 14.46
11 21.69
16 9.64
...End

Hydrograph Report
Hyd. No. 20
Pond #10
Hydrograph type = Reservoir
Storm frequency = 25 yrs
Inflow hyd. No. = 19
Max. Elevation = 22.10 ft
Storage Indication method used.
Hydrograph Discharge Table
Peak discharge
Time interval
Reservoir name
Max. Storage
Page 1
English
= 0.02 cfs
= 1 min
= Pond #10
= 14,448 cuft
Total Volume = 1,609 tuft
Time
Inflow
Elevation
Clv A
Clv B
Clv C Clv D Wr A Wr B Wr C Wr D
Outflow
(min)
cfs
ft
cfs
cfs
cfs cfs cfs cfs cfs cfs
cfs
5
12.05
22.01
12.07
0.00
----- ----- ----- ----- ----- -----
0.00
10
24.10 <<
22.05
12.29
0.01
----- ----- ----- ----- ----- -----
0.01
15
12.05
22.09
12.51
0.02
----- ----- ----- ----- ----- -----
0.02
20
0.00
22.10 <<
12.58
0.02
----- ----- ----- ----- ----- -----
0.02
25
0.00
22.10
12.58
0.02
----- --:-= ----- ----- ----- -----
0.02
30
0.00
22.10
12.58
0.02
----- ----- ----- ----- ----- ----
0.02
35
0.00
22.10
12.58
0.02
----- ----- ----- ----- ----- ----
0.02
40
0.00
22.16
12.58
0.02
----- ----- ----- ----- ----- -----
0.02
45
0.00
22.10
12.58
0.02
----- ----- ----- ---- ---- -----
0.02
50
0.00
22.10
12.58
0.02
----- ----- ----- ----- ----- ----=
0.02
55
0.00
22.10
12.58
0.02
----- ----- ----- ----- ----- -----
0.02
60
0.00
22.10
12.58
0.02
----- ----- ----- ----- ----- -----
0.02
65
0.00
22.10
12.58
0.02
----- ----- ----- . ----- -- -- ---
0.02
70
0.00
22.10
12.58
0.02
----- ----- ----- ----- ----- -----
0.02
75
0.00
22.10
12.58
0.02
----- ---- ----- ----- ----- -----
0.02
80
0.00
22.10
12.58
0.02
----- ----- ----- ----- ----- ---
0.02
85
0.00
22.10
12.58
0.02
----- ----- ----- ----- ----- ----
0.02
90
0.00
22.10
12.58
0.02
----- ----- ---- ----- ----- -----
0.62
95
0.00
22.10
12.58
0.02
----- ----- ----- ----- ---- -----
0.02
100
0.00
22.10
12.58
0.02
----- ---- ----- ----- ----- ---
0.02
105
0.00
22.10
12.58
0.02
----- ---=- ----- ---- - ----- -----
0.02
110
0.00
22.10
12.58
0.02
----= ----- ----- ----- ----- -----
0.02
115
0.00
22.10
12.58
0.02
----- ----- ----- ----- - ----- -----
0.02
120
0.00
22.10
12.58
0.02
----- ----- ----- ----- ----- -----
0.02
125
0.00
22.10
12.58
0.02
----- ----- ----- ----- ----- -----
0.02
130
0.00
22.10
12.58
0.02
----- ----- ----- ----- ----- ----
0.02
135
0.00
22.10
12.58
0.02
----- ----- ----- ----- ---- -----
0.02
140
0.00
22.10
12.58
0.02
----- ----- ----- ----- ----- -----
0.02
145
0.00
22.10
12.58
0.02
----- ----- ----- ----- ----- -----
0.02
150
0.00
22.10
12.58
0.02
----- ----- ----- ----- ----- -----
0.02
155
0.00
22.10
12.57
0.02
----- ----- ----- ----- ----- -----
0.02
160
0.00
22.10
12.57
0.02
----- ----- ----- ----- ----- -----
0.02
165
0.00
22.10
12.57
0.02
----- ----- ----- ----- ----- ----
0.02
170
0.00
22.10
12.57
0.02
----- ----- ----- ----- ----- -----
0.02
175
0.00
22.10
12.57
0.02
----- ----- ----- ----- -. -- -----
0.02
180
0.00
22.10
12.57
0.02
----- ----- ----- ----- ----- ----
0.02
Continues on next page...

Hydrograph Report
Hyd. No. 22
Area draining to Pond #9
Page 1
English
Hydrograph type
= Rational
Peak discharge =
45.46 cfs
Storm frequency
= 25 yrs
Time interval =
1 min
Drainage area
= 24.0 ac
Runoff coeff. =
0.42
Intensity
= 4.51 in
Time of conc. (Tc) =
36 min
I-D-F Curve
= BrunCo_hydrograph_ver6.IDF
Reced. limb factor =
1
Total Volume = 98,203 cuft
Hydrograph Discharge Table
Time -- Outflow
(min cfs)
4 5.05
9 11.3.7
14 17.68
19 24.00
24 30.31
29 36.62
34 42.94
39 41.68
44 35.36
49 29.05
54 22.73
59 16.42
64 10.10
...End

Hydrograph Report
Hyd. No. 23
DA#9 + Pond #10
Hydrograph type = Combine
Storm frequency = 25 yrs
1 st inflow hyd. No. = 20
Page 1
English
Peak discharge = 45.48 cfs
Time interval = 1 min
2nd inflow hyd. No. 22
Total Volume = 99,811 cuft
Hydrograph Discharge Table
T-me
1st Inflow
+ 2nd Inflow
= Outflow
(min)
cfs
cfs
cfs
5
0.00
6.31
6.32
10
0.01
12.63
12.64
15
0.02
18.94
18.96
20
0.02 <<
25.26
25.28
25
0.02
31.57
31.59
30
0.02
37.89
37.91
35
0.02
44.20
44.22
40
0.02
40.41
40.43
45
0.02
34.10
34.12
50
0.02
27.78
27.80
55
0.02
21.47
21.49
60
0.02
15.15
15.17
65
0.02
8.84
8.86
...End

Hydrograph Report
Page 1
English
Hyd. No. 24
Pond #9
Hydrograph type
= Reservoir
Peak discharge
= 0.21 cfs
Storm frequency
= 25 yrs
Time interval
= 1 min
Inflow hyd. No.
= 23
Reservoir name
= Pond #9
Max. Elevation
= 21.89 ft
Max. Storage
= 97,800 cuft
Storage Indication method used. Total Volume = 16,681 tuft
Hydrograph Discharge Table
Time Inflow Elevation Clv A Civ B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(min)
cfs
ft
cfs
cfs
cfs cfs cfs cfs cfs cfs
cfs
30
37.91
21.31
22.99
0.07
----- ----- ----- ----- ----- -----
0.07
40
40.43
21.54
24.11
0.15
----- ----- ----- ----- ----- -----
0.15
50
27.80
21.73
24.97
0.18
----- ----- ----- ----- ----- -=---
0.18
60
15.17
21.84
25.50
0.20
----- ----- ----- -----
0.20
70
2.55
21.89
25.71
0.21
----- ----- ----- ----- -----
0.21
80
0.02
21.89
25.71
0.21
----- ----- ----- ----- -----
0.21
90
0.02
21.89
25.71
0.21
----- ----- ----- ----- -----
0.21
100
0.02
21.89
25.71
0.21
----- ----- ----- ----- -----
0.21
110
0.02
21.89
25.70
0.21
----- ----- ----- ----- ----- -----
0.21
120
0.02
.21.89
25.70
0.21
----- ----- ----- ----- ----- -----
0.21
130
0.02
21.89
25M
0.21
----- ----- ----- ----- ----- -----
0.21
140
0.02
21.88
25.69
0.21
----- ----- ----- ----- ----- -----
0.21
150
0.02
21.88
25.68
0.21
----- ----- ----- ----- ----- -----
0.21
160
0.02
21.88
25.68
0.21
----- ----- ----- ----- ----- -----
0.21
170
0.02
21.88
25.67
0.21
----- ----- ----- ----- ----- - -----
0.21
180
0.02
21.88
25.67
0.21
----- ----- ----- ----- ----- -----
0.21
190
0.02
21.88
25.66
0.21
----- ----- ----- ----- ----- -----
0.21
200
0.02
21.88
25.66
0.21
- --- ----- ----- ----- ----- -----
0.21
210
0.02
21.88
25.66
0.20
----- ----- ----- ----- ----- -----
0.20
220
0.02
21.88
25.65
0.20
----- ----- ----- ----- ----- -----
0.20
230
0.02
21.88
25.65
0.20
----- ----- ----- ----- ----- -----
0,20
240
0.02
21.87
25.64
0.20
----- ----- ----- ----- ----- -----
0.20
250
0.02
21.87
25.64
0.20
----- ----- ----- ----- ----- -----
0.20
260
0.02
21.87
25.63
0.20
----- ----- ----- ----- ----- -----
0.20
270
0.02
21.87
25.63
0.20
----- ----- ----- ----- ----- -----
0.20
280
0.02
21.87
25.62
0.20
----- ----- ----- ----- ----- -----
0.20
290
0.02
21.87
25.62
0.20
----- ----- ----- ----- ----- -----
0.20
300
0.02
21.87
25.61
0.20
----- ----- ----- ----- ----- -----
0.20
310
0.02
21.87
25.61
0.20
----- ----- ----- ----- ----- -----
0.20
320
0.02
21.87
25.61
0.20
----- ----- ----- ----- ----- -----
0.20
330
0.02
21.87
25.60
0.20
----- ----- ----- ----- ----- -----
0.20
340
0.02
21.86
25.60
0.20
----- ----- ----- ----- ----- -----
0.20
350
0.02
21.86
25.59
0.20
----- ----- ----- ----- ----- -----
0.20
360
0.02
21.86
25.59
0.20
----- ----- ----- ----- ----- -----
0.20
370
0.02
21.86
25.58
0.20
----- ----- ----- ----- ------ -----
0.20
380
0.02
21.86
25.58
0.20
----- ----- ----- ----- ----- -----
0.20
Continues on next page...

Hydrograph Report
Hyd. No. 26
Area draining to Pond #8
Page 1
English
Hydrograph type
= Rational
Peak discharge =
219.61 cfs
Storm frequency
= 25 yrs
Time interval =
1 min
Drainage area
= 109.3 ac
Runoff coeff. =
0.47
Intensity
= 4.28 in
Time of conc. (Tc) =
40 min
I-D-F Curve
= BrunCo_hydrograph_ver6.IDF
Reced. limb factor =
1
Total Volume = 527,062 cuft
Hydrograph Discharge Table
Time -- Outflow
(min cfs)
4
21.96
9
49.41
14
76.86
19
104.31
24
131.77
29
159.22
34
186.67
39
214.12
44
197.65
49
170.20
54
142.75
59
115.29
64
87.84
69
60.39
74
32.94
End

Hydrograph Report
Hyd. No. 27
SW #7 + Pnd#9
Hydrograph type = Combine
Storm frequency = 25 yrs
1 st inflow hyd. No. = 17
Page 1
English
Peak discharge = 31.75 cfs
Time interval = 1 min
2nd inflow hyd. No. 24
Hydrograph Discharge Table
Time
1st Inflow + 2nd Inflow
= outflow
(min)
cfs
cfs
cfs
1
31.75 <<
0.00
31.75 <<
27
0.26
0.06
0.32
28
0.26
0.06
0.32
29
0.26
0.06
0.33
30
0.27
0.07
0.33
31
0.27
0.08
0.35
32
0.28
0.08
0.36
33
0.28
0.09
0.37
34
0.28
0.11
0.39
35
0.28
0.11
0.40
36
0.28
0.12
0.40
37
0.29
0.13
0.41
38
0.29
0.14
0.42
39
0.29
0.14
0.43
40
0.29
0.15
0.43
41
0.29
0.15
0.44
42
0.29
0.16
0.44
43
0.29
0.16
0.45
44
0.29
0.17
0.45
45
0.29
0.17
0.46
46
0.29
0.17
0.46
47
0.29
0.18
0.46
48
0.29
0.18
0.47
49
0.29
0.18
0.47
50
0.29
0.18
0.47
51
0.29
0.19
0.47
52
0.29
0.19
0.47
53
0.29
0.19
0.48
54
0.29
0.19
0.48
55
0.29
0.19
0.48
56
0.29
0.19
0.48
57
0.29
0.20
0.48
58
0.29
0.20
0.48
59
0.29
0.20
0.49
60
0.29
0.20
0.49
61
0.29
0.20
0.49
Continues on next page...
Total Volume = 42,620 cuft

Hydrograph Report
Hyd. No. 28
Pnds7,9 + DA#8
Hydrograph type = Combine
Storm frequency = 25 yrs
1 st inflow hyd. No. = 26
Hydrograph Discharge Table
Time
1st Inflow
# 2nd Inflow
(min)
cfs
cfs
5
27.45
0.01
10
54.90
0.07
15
82.35
0.14
20
109.80
0.24
25
137.26
0.31
30
164.71
0.33
35
192.16
0.40
40
219.61 <<
0.43
45
192.16
0.46
50
164.71
0.47
55
137.26
0.48
60
109.80
0.49
65
82.35
0.49
70
54.90
0.49
75
27.45
0.49
...End
Page 7
English
Peak discharge = 220.04 cfs
Time interval = 1 min
2nd inflow hyd. No: 27
Outflow
cfs
27.46
.54.97
82.50
110.04
137.56
165.04
192.55
220.04 <<
192.61
165.18
137.74
110.29
82.85
55.40
27.94
Total Volume = 569,682 cuft

Hydrograph Report
Hyd. No. 29
Pond #8
Hydrograph type = Reservoir
Storm frequency = 25 yrs
Inflow hyd. No. = 28
Max. Elevation = 19.47 ft
Storage Indication method used.
Hydrograph Discharge Table
Peak discharge
Time interval
Reservoir name
Max. Storage
Page 1
English
= 0.00 cfs
= 1 min
= Pond #8
= 569,682 cuft
Total Volume = 0 cuft
Time
Inflow
Elevation
Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(min)
cfs
ft
cfs cfs cfs cfs cfs cfs cfs cfs cfs
0
0.00
19.00
----- ----- ---- ----- ----- ----- ----- ----- 0.00 <<
10
54.97
0.00
----- ----- ----- ----- ----- ----- ----- ----- 0.00 <<
...End