SW8080533_Historical File_20090417

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North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins Dee Freeman
Governor Director Secretary
April 17, 2009
Becky Noble, Vice President
Coastal Communities at Ocean Ridge Plantation
351 Ocean Ridge Parkway, SW
Ocean Isle Beach, NC 28469
Subject: Stormwater Permit No. SW8 080533 •
Ocean Ridge Phase VI Section 2
High Density Subdivision Project
Brunswick County
Dear Ms. Noble:
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for Ocean Ridge Phase VI Section 2 on April 8, 2009. 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 080533,
dated April 17, 2009, for the construction of the subject project.
This permit shall be effective from the date of issuance until April 17, 2019, 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,
ch(��s�gettee—teor
Stormwater Supervisor
Division of Water Quality
GDS/arl: S:IWQS\STORMWATERIPERMIT1080533.apr09
cc: Perry Davis, P.E., Cape Fear Engineering
Ocean Isle Beach Building Inspections
Brunswick County Engineering
Division of Coastal Management
Linda Lewis
Wilmington Regional Office
Central Files
Wilmington Regional Office
127 Cardinal Drive Extension,Wilmington,North Carolina 28405 One
Phone:[phone] FAX:[phone] Customer Service:1-877-623-6748 Nor hCarolina
Internet www.ncwaterquality.org Naturally
An Equal Opportunity 1 Affirmative Action Employer

State Stormwater Management Systems
Permit No. SW8 080533
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY SUBDIVISION DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Becky Noble and Coastal Communities at Ocean Rdige Plantation, LLC
Ocean Ridge Phase VI Section 2
NC 904 at NCSR 1163, Ocean Isle Beach, Brunswick County
FOR THE
construction, operation and maintenance of six (6) 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 April 17, 2019, and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.7 of this permit. The subdivision is permitted for
161 lots, each allowed a maximum of 6,000 square feet of built-upon area.
3. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
4. The runoff from all built-upon area within the permitted drainage areas of this
project must be directed into the permitted stormwater control system. Ponds
numbered 6, 9, 10, 11, 13 and 14 are permitted to treat a maximum built-upon
area of 870,043; 118,844; 70,008; 470,373; 21,250 and 245,001 square feet,
respectively.
5. The consulting engineer has investigated the site and provided a report indicating
that under SHWT conditions, the permitted ponds will be able to draw down to
pre-storm levels within 2-5 days.
Page 2 of 9

State Stormwater Management Systems
Permit No. SW8 080883
6. The following design elements have been permitted for this wet detention pond
stormwater facility, and must be provided in the system at all times.
Design Criteria Pond#6 Pond#9 Pond#10 Pond#11 Pond#13 Pond#14
a. Drainage Area,acres: Acres 40.6 5.8 3.32 17.75 1.34 17.89
Onsite Ft2 1,768,536 252,648 144,619 773,190 58,370 779,288
Offsite Ft2 0 0 0 0 0 0
b. Total Impervious Surfaces 870,043 118,844 70,008 470,373 21,250 245,001
(1) Number of Lots 77 11 6 44.5 2.5 20
(2) Lot BUA 462,000 66,000 36.000 267,000 15,000 120,000
(3) Roads/Parking Ft2 126,324 17,424 13,068 63,335 0 36,590
(4) SW 57,420 7,920 5,940 28,788 0 16,631
(5) Future 192,500 27,500 15,000 111,250 6,250 50,000
(6) Offsite 31,799 0 0 0 0 21,780
c.Average Pond Depth Feet 7.5 5.0 4.0 7.5 5.0 6.5
d. TSS removal efficiency % 90 90 90 90 90 90
e. Design Storm Inches 1.0 1.0 1.0 1.0 1.0 1.0
f. Permanent Pool Elev. FMSL 25.5 34.5 36.5 30.5 27.75 42.75
g. Perm.Pool Surface Area Ft2 32,778 8,838 12,568 19,902 6,566 12,574
h. Permitted Storage Volume Ft3 84,979 22,131 16,096 79,603 7,935 39,916
i. Temporary Storage Elev. FMSL 27.75 36.50 37.50 33.50 28.67 45.0
j. Controlling Orifice "0 pipe 3.5 1.5 1.0 2.25 0.75 1.75
k.Permanent Pool Volume Ft3 241,990 30,033 38,281 116,522 20,606 56,116
I. Permitted Forebay Volume, Ft3 49,002 5,954 7,896 _ 2.2,147 3,981 10,734
m. Max.fountain horsepower HP 34 1/8 1/8 1/3 N/A 1/6
n. Receiving Stream UT Calabash River
o.Stream Index Number LBR59 15-25-13
p. Stream Classification SA HQW
II. SCHEDULE OF COMPLIANCE
1. No person or legal entity shall alter the approved storwmater management
system or fill in, alter, or pipe any drainage features shown on the approved
plans as part of the stormwater management system unless and until the
permittee submits a modification to the permit and receives approval from the
Division.
2. The permittee is responsible for verifying that the proposed built-upon area on
each individual lot, and for the entire project, does not exceed the maximum
allowed by this permit.
3. The maximum built-upon area assigned to each lot via this permit and the
recorded deed restrictions may not be increased or decreased by either the
individual lot owner or the permittee unless and until the permittee notifies the
Division and obtains written approval from the Division. This will require at a
minimum, an amendment to the recorded deed restrictions and may require a
permit modification.
4. If the permittee establishes an Architectural Review Board or Committee to
review plans for compliance with the Covenants and Restrictions, the plans
reviewed must show all proposed built-upon area. Any approval given by the
Board or Committee on behalf of the permittee does not relieve the permittee of
the responsibility to maintain compliance with the overall permitted built-upon
area for the project, nor does it relieve the individual homeowner of the
responsibility to maintain compliance with the BUA limit assigned to that lot via
the permit and the recorded deed restrictions.
Page 3 of 9

State Stormwater Management Systems
Permit No. SW8 080533
5. The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
6.. The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built-upon surface.
7. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to the approved plans, regardless of size.
b. Project name change.
c. Transfer of ownership.
d. Redesign or addition to the approved amount of built-upon area.
e. Further subdivision, acquisition, or sale of all or part of the project area.
The project area is defined as all property owned by the permittee, for
which Sedimentation and Erosion Control Plan approval or a CAMA Major
permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
8. The Director may determine that other revisions to the project should require a
modification to the permit.
9. 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.
10. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
11. 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.
12. If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
13. Permanent seeding requirements for the stormwater control must follow the
guidelines established in the North Carolina Erosion and Sediment Control
Planning and Design Manual.
Page 4 of 9

State Stormwater Management Systems
Permit No. SW8 089533 .
14. The permittee shall at all times provide the operation and maintenance
necessary to assure that all components of the permitted stormwater system
function at optimum efficiency. The approved Operation and Maintenance Plan
must be followed in its entirety and maintenance must occur at the scheduled
intervals including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
c. Mowing and re-vegetation of side slopes.
d. 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.
15. 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.
16. This permit shall become void unless the facilities are constructed in accordance
with the conditions of this permit, the approved plans and specifications, and
other supporting data.
17. Prior to the sale of any lot, the following deed restrictions must be recorded:
a. The following covenants are intended to ensure ongoing compliance with
State Stormwater Management Permit Number SW8 080533, 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 6,000 square feet. This allotted
amount includes any built-upon area constructed within the lot property
boundaries, and that portion of the right-of-way between the front lot line
and the edge of the pavement. Built upon area includes, but is not limited
to, structures, asphalt, concrete, gravel, brick, stone, slate, coquina and
parking areas, but does not include raised, open wood decking, or the
water surface of swimming pools.
g. Lots within CAMA's Area of Environmental Concern may be subject to a
reduction in their allowable built-upon area due to CAMA regulations.
h. All runoff on the lot must drain into the permitted system. This may be
accomplished through providing roof drain gutters, which drain to the
street, grading the lot to drain toward the street, or grading perimeter
swales and directing them into the pond or street. Lots that will naturally
drain into the system are not required to provide these measures.
i. Built-upon area in excess of the permitted amount will require a permit
modification.
Page 5of9

State Stormwater Management Systems
Permit No. SW8 080533
18. A copy of the recorded deed restrictions must be submitted to the Division within
30 days of the date of recording the plat, and prior to selling lots. The recorded
copy must contain all of the statements above, the signature of the Permittee, the
deed book number and page, and the stamp/signature of the Register of Deeds.
19. Prior to transfer of the permit, the stormwater facilities will be inspected by DWQ
personnel. The facility must be in compliance with all permit conditions. Any
items not in compliance must be repaired or replaced to design condition prior to
the transfer. Records of maintenance activities performed to date will be
required.
20. Decorative spray fountains will be allowed in the stormwater treatment system,
subject to the following criteria:
a. The fountain must draw its water from less than 2' below the permanent
pool surface.
b. Separated units, where the nozzle, pump and intake are connected by
tubing, may be used only if they draw water from the surface in the deepest
part of the pond.
c. The falling water from the fountain must be centered in the pond, away from
the shoreline.
d. The maximum horsepower for the fountain's pump is based on the
permanent pool volume. The maximum pump power for a fountain in these
ponds is listed in Section 1.6 (m) of this permit.
III. GENERAL CONDITIONS
1. This permit is not transferable to any person or entity except after notice to and
approval by the Director. In the event there is either a desire for the facilities to
change ownership, or there is a name change of the Permittee, a completed
"Name/Ownership Change Form" must be submitted to the Division of Water
Quality, signed by the parties involved, along with the appropriate documentation
as listed on page 2 of the form. The project must be in good standing with DWQ.
The approval of this request will be considered on its merits and may or may not
be approved.
2. The permittee is responsible for compliance with all of the terms and conditions
of this permit until such time as the Director approves the transfer request.
3. Neither the sale of the project area, in whole or in part, nor the transfer of
common area ownership to a third party shall be considered as an approved
transfer of the permit.
4. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
5. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies (local, state, and federal), which have jurisdiction.
6. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
Page 6 of 9

State Stormwater Management Systems
Permit No. SW8 080533
7. The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and re-issuance or
termination does not stay any permit condition.
8. Permittee grants permission to staff of the DWQ to access the property for the
purposes of inspecting the stormwater facilities during normal business hours.
9. The permittee shall notify the Division in writing of any name, ownership or
mailing address changes at least 30 days prior to making such changes.
10. A copy of the approved plans and specifications shall be maintained on file by
the Permittee for a minimum of ten years from the date of the completion of
construction.
11. The permittee shall submit a permit renewal application to the Division at least
180 days prior to the expiration date of this permit. The application will include
the processing fee, along with any other required documentation.
Permit issued this the 17th day of April, 2009.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
�!!
or Cole . Sullins, or
Division o Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 080533
Page 7 of 9

DWQ USE ONLY
Date Received Fee Paid Permit Number
s—I o— Coi p 505 °/ 3
/9877- Slue 08053
M
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. Applicants name(specify the name of the corporation,individual,etc.who owns the project):
Coastal Communities at Ocean Ridge Plantation,LLC
2. Print Owner/Signing Official's name and title(person legally responsible for facility and compliance):
Becky Noble,Vice President
3. Mailing Address for person listed in item 2 above:
351 Ocean Ridge Parkway SW
City:Ocean.Isle Beach State:NC Zip:28469
Phone: (910 ) 287-1719 Fax: (
Email: [e-mail]
4. Project Name(subdivision,facility,or establishment name-should be consistent with project name on plans,
specifications,letters,operation and maintenance agreements,etc.):
Ocean Ridge Phase 6,Sec2/Tract B(Lots 1-104,104A,and 105-160) 161 total lots all of which have a BUA of
6,000 sf per lot.
5. Location of Project(street address):
Follow US Hwy 17 S,turn left onto NC 904,project is at the intersection of NC 904 and SR 1163
City:Ocean Isle Beach Township County:Brunswick
6. Directions to project(from nearest major intersection):
Follow US Hwy 17 S,turn left onto NC 904,project is at the intersection of NC 904 and SR 1163
7. Latitude:34°13'10.57N Longitude:77°58' 56.96 W of project
8. Contact person who can answer questions about the project:
Name:Becky Noble Telephone Number: (910 ) 287-1719
Email:[e-mail]
II. PERMIT INFORMATION:
1. Specify whether project is(check one): New Renewal [Modification
Form SWU-101 Version 8.07 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 ®High Density ['Redevelop ❑General Permit DUniversal SMP ['Other
4. Additional Project Requirements(check applicable blanks):
❑CAMA Major ®Sedimentation/Erosion Control 0404/401 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.
Stormwater will be treated with wet detention basins.
2. Stormwater runoff from this project drains to the Lumber River basin.
3. Total Site Area:87.0 acres 4. Total Wetlands Area:1.05 acres
5. 100'Wide Strip of Wetland Area:0.0acres (not applicable if no wetlands exist on site)
6. Total Project Area**:87.0 acres 7. Project Built Upon Area:47.54 %
8. How many drainage areas does the project have?6
9. 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 *See attached
Stream Class&Index No.
Drainage Area(sf)
Existing Impervious*Area(sf)
Proposed Impervious*Area(sf)
% Impervious*Area(total)
Impervious*Surface Area Drainage Area 1 Drainage Area 2
On-site Buildings(sf)
On-site Streets (sf)
On-site Parking (sf)
On-site Sidewalks (sf)
Other on-site (sf)
Off-site (sf)
Total
(sf):
*Impervious area is defined as the built upon area including, but not limited to,buildings,roads,parking areas,
sidewalks,gravel areas,etc.
**Total project area shall be calculated based on the current policy regarding inclusion of wetlands in the built upon area
percentage calculation. _
•3..:' dr.,
Form SWU-101 Version 8.07 Page 2 of 4

10. How was the off-site impervious area listed above derived?Offsite impervious area comes from Angel's
Trace Road. The natural terrain near the Road indicate the runoff will flow into the pond system indicated.
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
One of the following 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.
Form DRPC-1 High Density Commercial Subdivisions
Form DRPC-2 High Density Developments with Outparcels
Form DRPC-3 High Density Residential Subdivisions
Form DRPC-4 Low Density Commercial Subdivisions
Form DRPC-5 Low Density Residential Subdivisions
Form DRPC-6 Low Density Residential Subdivisions with Curb Outlets
By your signature below,you certify that the recorded deed restrictions and protective covenants for this
project shall include all the applicable items required in the above form,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(919)733-5083 for the status
and availability of these forms.
Form SW401-Low Density Low Density Supplement
Form SW401-Curb Outlet System Curb Outlet System Supplement
Form SW401-Off-Site System Off-Site System Supplement
Form SW401-Wet Detention Basin Wet Detention Basin Supplement
Form SW401-Infiltration Basin Infiltration Basin Supplement
Form SW401-Infiltration Trench Underground Infiltration Trench Supplement
Form SW401-Bioretention Cell Bioretention Cell Supplement
Form SW401-Level Spreader Level Spreader/Filter Strip/Restored Riparian Buffer Supplement
Form SW401-Wetland Constructed Wetland Supplement
Form SW401-Grassed Swale Grassed Swale Supplement
Form SW401-Sand Filter Sand Filter Supplement
Form SWU-101 Version 8.07 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 Office. (Appropriate office may be found by locating project on the
interactive online map at http: h2o.enr.state.nc.us..`salmi maps.htm)
1. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Initials
• Original and one copy of the Stormwater Management Permit Application Form
• Original and one copy of the Deed Restrictions&Protective Covenants Form rlV
• Original of the applicable Supplement Form(s)and O&M agreement(s)for each BMP k i.)
• Permit application processing fee of$505($4,000 for Express)payable to NCDENR
• Calculations&detailed narrative description of stormwater treatment/management 'RI N
• Copy of any applicable soil report �J
• Three copies of plans and specifications(sealed,signed&dated),including:
-Development/Project name
-Engineer and firm
-Legend
-North arrow
-Scale
-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,finished 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
-Vegetated buffers(where required)
VII. AGENT AUTHORIZATION
If you wish to designate 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 Zip:28451
Phone: (910 ) 383-1044 Fax: (910 ) 383-1045
Email:
VIII. APPLICANT'S CERTIFICATION
I,(print or type name of person listed in General Information,item 2)Becky Noble
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: r
1 n
h tat Date: 1-1 I ijtq
Form SWU-101 Version 8.07 Page 4 of 4

Stormwater Design Narrative
& Calculations
For
Permitting
Subject:
Ocean. Ridge Plantation
-Phase VI-
Section 2/Tract B
Brunswick County,North Carolina
RECEIVED
Prepared for
APR 0 8 2009
DWQ
47 PROD#
t11 ,71)
OCEAN Itzo.et RIDGE,
PLANTATION®
Coastal Communities at Ocean Ridge Plantation,LLC.
351 Ocean Ridge Parkway SW
Ocean Isle Beach,North Carolina 28469
[phone]
Date: March 2008 i C#R0a14.
Revised February 2009 �.`. F;Ssmo
Revised March 2009 Q�� .$.ctf,
EAL
20563
Prepared by
eN„,
Cape Fear Engineering, Inc. 01 ;,
151 Poole Road, Suite. 100
Belvilie,NC 28451
[phone]

WET DETENTION BASIN DATA SHEET DATE: 3/20/09
DESIGN CALCULATIONS FOR PROJECT NO.: 810-06 12
OCEAN RIDGE - PHASE 6 - REVISED POND #6 DESIGNED BY: M. HALEY
DRAINAGE AREA (Ad) = I ,768,536 SQ. FT
IMPERVIOUS AREA (Ai):
BUILDINGS: 462,000 SQ. FT
ROADS: 126,324 SQ. FT
SIDEWALKS: 57,420 SQ. FT
OFF-SITE 31 ,799 SQ. FT
CONTINGENCY (RESERVE) 192,500 SQ. FT
TOTAL: 870,043 SQ. FT
PERCENT IMPERVIOUS (I):
I Ad/AI = 49.20% (SAY 50%)
CALCULATE AVERAGE DEPTH (Davg):
SEE AVERAGE DEPTH CALCULATION SPREADSHEET FOR POND #6
CALCULATE REQUIRED SURFACE AREA AT PERMANENT POOL:
POND#G SHALL HAVE AN AVERAGE DEPTH OF 7.50' AND BE DESIGNED TO REMOVE 90% TSS.
INTERPOLATION OF TABLE 10-4 IN NCDENR STORM WATER BM?' MANUAL
% IMP. AVERAGE DEPTH (FT)
7.0 7.50 7.5
40 1 .40 I . I 0 1 . 10e%N,
50 1 .90 1 .50 1 .50
50 I .90 1 .50 1 .50 Ifjq40 v'
SA/DA= 1 .50% 9
SAREQ,= 2G,528 5F. = 0.G I AC
SURFACE AREA PROVIDED AT PERMANENT POOL (ELEV. 25.5) = 32,778 5F
� I
SA PROV'D= 32,778 > 26,528 =SA REQ'D OK
POND #6
DATA SHEET
PAGE I OF 4
P:\8I 0\8!0-06I 2\Calcs\POND CALCULATIONS\REDESIGN TO 90%TSS 3-20-09\POND#6-REV 3-20-09.x15

MINIMUM REQUIRED VOLUME (SIMPLE METHOD BY TOM SCHUELER):
Rv=0.05+0.009*(I)
Rv= 0.492761
VOLUME= I "*Rv*Ad = I .667 1746 AC-FT
72,622 FT^3
VOLUME PROVIDED AT TEMPORARY POOL:
INCREM. TOTAL
SA (SF) VOL. (CF) VOL. (CF)
25.5 32,778 0 0
26 36,504 17,321 17,321
27 38,815 37,660 54,980
28 41 , 182 39,999 94,979
29 43,606 42,394 137,373
MINIMUM TEMP. POOL ELEVATION (FROM SIMPLE METHOD VOLUME):
REQ'D EL.= 27.44
VOL. REQ D = 72,622 CF III?... /yq?
TEMP. POOL ELEVATION:
OUTLET EL. = 27.75
VOL. PROV'D = 84,979 CF
NOTE: SINCE THE ELEVATION OF THE NEXT AVAILABLE OUTLET ABOVE THE NORMAL
POOL IS GREATER THAN THE MINIMUM TEMP. POOL ELEVATION, THE OUTLET
ELEVATION IS THE TEMPORARY POOL ELEVATION.
VOL. PROV'D= 84,979 > 72,622 =VOL. REQ'D OK
POND #6
DATA SHEET
PAGE 2 OF 4
r:\al 018 I 0-OG 121Calcs\POND CALCULATIONSIREDESIGN TO 90%T55 3-20-091POND#G-REV 3-20-09.xls

FOREDAY SIZING:
PERMANENT POOL VOLUME: (2: I CONTOURS)
INCREM. TOTAL
SA (SF) VOL. (Cr) VOL. (CF)
15 16,504 0 0
16 17,662 17,083 17,083
17 18,844 18,253 35,336
18 20,052 19,448 54,784
19 21 ,285 20,669 75,453
20 22,543 21 ,914 97,367
2 I 23,825 23, 184 120,55 1
22 25, 134 24,480 i 45,030
23 26,467 25,801 170,831
24 27,825 27, 146 197,977
25 29,209 28,517 226,494
25.5 32,778 15,497 241 ,990 1-- (SA REQ'T MET!)
REQ'D VOLUME = 20% TOTAL = 48,398 CF
CHECK FOREBAY VOLUME: (2: 1 CONTOURS)
INCREM. TOTAL
EL SA (SF) VOL. (CF) VOL. (Cr)
15 1 ,882 0 0
I 2,312 2,097 2,097
I7 2,777 2,545 4,642
I8 3,276 3,027 7,668
19 3,808 3,542 I I ,2 I O �•
20 4,372 4,090 I5,300 \:
21 4,968 4,670 19,970 ,th :Is,
21
22 5,595 5,282 25,252
23 6,254 5,925 31 , 176 'eft,
24 6,943 6,599 37,775
25 7,663 7,303 45,078
25.5 8,035 3,925 49,002
PROV'D VOLUME = 49,002 CF ( 10.5' DEEP FOREBAY)
VOL. PROV'D= 49,002 = 48,398 =VOL. REQ'D OK
POND #6
DATA SHEET
PAGE 3 OF 4
P:\810\8 I 0-06 12\Calcs\POND CALCUTATIONS\REDESIGN TO 90%T55 3-20-09\POND#6-REV 3-20-09.xls

ORIFICE SIZING: REQ'D DRAWDOWN TIME = 2-5 DAYS
NOTE: ORIFICE SIZED TO DRAWDOWN THE TEMPORARY POOL IN 2-5 DAYS
Q2= 0.42027 CF5 (FOR 2 DAY DRAWDOWN)
Q5= 0. 168I I CFS (FOR 5 DAY DRAWDOWN)
ORIFICE EL.= 25.50 (PERM. POOL EL.)
TEMP. POOL EL. = 27.75 (OUTLET EL.)
ORIFICE DIAMETER = 3.50 IN.
Q PROV'D= Cd*A*(2gh)^ 1/2 WHERE: Cd= 0.6
A= 0.06681 ,SF
g= 32.2 FPS/5
h= (TEMP POOL-NORMAL POOL)/3
= 0.75
Q PROV'D= 0.278GO
Q2> 0.27860 >Q5 OK
DRAWDOWN TIME:
TIME = VOLUME = 3.02 DAYS
Q PROV'D
00,9
POND#6
DATA SHEET
PAGE 4 OF 4
PAO I 018 I O-0G 121CaIcs1POND CALCULATIONS\REDESIGN TO 9O%TSS 3-20-09\POND# -REV 3-20-09.xk

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WET DETENTION BASIN DATA SHEET DATE: 3/20/09
DESIGN CALCULATIONS FOR PROJECT NO.: 8I 0-06 12
OCEAN RIDGE - PHASE 6 - REVISED POND #9 DESIGNED BY: M. HALEY
DRAINAGE AREA (Ad) = 252,648 SQ. FT
IMPERVIOUS AREA (Ai):
BUILDINGS: 66,000 SQ. FT
ROADS: I7,424 SQ. FT
SIDEWALKS: 7,920 SQ. FT
OFF-SITE 0 SQ. FT
CONTINGENCY (RESERVE) 27,500 SQ. FT
TOTAL: 118,844 SQ. FT
PERCENT IMPERVIOUS (I):
I = Ad/AI = 47.04% (SAY 45%)
CALCULATE AVERAGE DEPTH (Davg):
SEE AVERAGE DEPTH CALCULATION SPREADSHEET FOR POND #9
CALCULATE REQUIRED SURFACE AREA AT PERMANENT POOL:
POND#9 SHALL HAVE AN AVERAGE DEPTH OF 4.86' AND BE DESIGNED TO REMOVE 90% TSS.
INTERPOLATION OF TABLE I 0-4 IN NCDENR STORM WATER BMP MANUAL
T IMP. AVERAGE DEPTH (FT)
4.5 4.86 5.0
40 3. I 0 2.88 2.80
48 3.74 3.47 3.36 RECEr ""D
50 3.90 3.61 3.50
MAR 2 $ 2009
SA/DA= 3.47% BY:
SAREQ.= 8,758 SF. = 0.20 AC
SURFACE AREA PROVIDED AT PERMANENT POOL (ELEV. 34.5) = 8,838 SF
t - !
SA PROV'D= 8,838 > 8,758 =SA REQ'D OK II
POND #9
DATA SHEET
PAGE I OF 4
PA8 10\8 I 0-06 121Calcs1POND CALCULATION5\REDESIGN TO 90%T55 3-20-O9IPOND#9-REV 3-20-09.x!5

MINIMUM REQUIRED VOLUME (SIMPLE METHOD BY TOM SCHUELER):
Rv=0.05+0.009*(I)
Rv= 0.473354
VOLUME= I "*Rv*Ad = 0.2287879 AC-FT
9,966 FT^3
VOLUME PROVIDED AT TEMPORARY POOL:
INCREM. TOTAL
F SA (SF) VOL. (CF) VOL. (CF)
34.5 8,838 0 0
35 I I ,0 16 4,964 4,964
36 I I ,92 I II ,469 16,432
37 12,897 12,409 28,84 I
38 13,945 13,421 42,262
MINIMUM TEMP. POOL ELEVATION (FROM SIMPLE METHOD VOLUME):
REQ'D EL.= 35.44
VOL. REQ'D = 9,966 CF
TEMP. POOL ELEVATION: rN- ��
MAR 2
OUTLET EL. = 36.50 $ • 2009
VOL. PROV'D = 22, 13 1 CF
NOTE: SINCE THE ELEVATION OF THE NEXT AVAILABLE OUTLET ABOVE THE NORMAL
POOL IS GREATER THAN THE MINIMUM TEMP. POOL ELEVATION, THE OUTLET
ELEVATION IS THE TEMPORARY POOL ELEVATION.
VOL. PROV'D= 22, 13 I > 9,966 =VOL. REQ'D OK
POND #9
DATA SHEET
PAGE 2 OF 4
P:\8 0\8I0-06I 2\Calc5\POND CALCULATIONS\REDESIGN TO 90%T55 3-20-09\POND#9-REV 3-20-09.x15

FOREBAY SIZING:
PERMANENT POOL VOLUME: (2: I CONTOURS)
INCREM. TOTAL
EL,_ SA (SF) VOL. (Cr) VOL. (Cr)
26 689 0 0
27 1 ,229 959 959
28 1 ,820 I ,525 2,484
29 2,454 2, 137 4,62 I
30 3, I2G 2,790 7,41 I
31 3,858 3,492 10,903
32 4,655 4,257 15, 159
33 5,5 I G 5,086 20,245
34 G,428 5,972 26,217
34.5 8,838 3,817 30,033 1- (SA REQ'T METI)
REQ'D VOLUME = 20% TOTAL = 6,007 CF
CHECK FOREBAY VOLUME: (2: I CONTOURS)
INCREM. TOTAL
EL.,_ SA (SF) VOL. (Cr) VOL. (Cr)
29 246 0 0
30 469 358 358
31 767 6 I 8 976
32 1 , 1 I 943 1 ,919
33 I ,502 I ,3 I I 3,229
34 1 ,919 1 ,711 4,940
34.5 2, 139 1 ,015 5,954
PROV'D VOLUME = 5,954 CF (5.5' DEEP FOREBAY)
VOL. PROV'D= 5,954 = 6,007 =VOL. REQ'D OK
POND#9
DATA SHEET
PAGE 3 OF 4
P:18I 0\8'0-06 12\Calcs\POND CALCULATIONS\REDESIGN TO 90%T55 3-20-091POND#9-REV 3-20-09.xls

ORIFICE SIZING: REQ'D DRAWDOWN TIME = 2-5 DAYS
NOTE: ORIFICE SIZED TO DRAWDOWN THE TEMPORARY POOL IN 2-5 DAYS
Q2= 0.05767 CF5 (FOR 2 DAY DRAWDOWN)
Q5= 0.02307 CFS (FOR 5 DAY DRAWDOWN)
ORIFICE EL.= 34.50 (PERM. POOL EL.)
TEMP. POOL EL. = 36.50 (OUTLET a.)
ORIFICE DIAMETER I .50 IN.
Q PROV'D= Cd*A*(2gh)^ 1/2 WHERE: Cd 0.6
A= 0.0I 227 SF
g= 32.2 FPS/5
h= (TEMP POOL-NORMAL POOL)/3
= 0.66667
Q PROV'D= 0.04825
Q2> 0.04825 >Q5 OK
DRAWDOWN TIME:
TIME = VOLUME = 2.39 DAYS
Q PROV'D
POND#9
DATA SKEET
PAGE 4 OF 4
P:\8I 0\8I0-061 2\Calcs\POND CALCULATIONS\REDESIGN TO 90%TSS 3-20-09\POND#9-REV 3-20-09.xls

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WET DETENTION BASIN DATA SHEET DATE: 3/20/09
DESIGN CALCULATIONS FOR PROJECT NO.: 8I 0-0G 12
OCEAN RIDGE - PHASE 6 - REVISED POND # I 0 DESIGNED BY: M. HALEY
DRAINAGE AREA (Ad) = 144,619 SQ. FT
IMPERVIOUS AREA (At):
BUILDINGS: 36,000 SQ. FT
ROADS: 13,068 SQ. FT
SIDEWALKS: 5,940 SQ. FT
OFF-SITE 0 SQ. FT
CONTINGENCY (RESERVE) 15,000 SQ. FT
TOTAL: 70,008 SQ. FT •
PERCENT IMPERVIOUS (I): ,6 414 ,
I = Ad/Ai = 48.41 % (SAY 49%) cOos
••k‘,�
CALCULATE AVERAGE DEPTH (Davg):
SEE AVERAGE DEPTH CALCULATION SPREADSHEET FOR POND # I 0
CALCULATE REQUIRED SURFACE AREA AT PERMANENT POOL:
FOND#I 0 SHALL HAVE AN AVERAGE DEPTH OF 4.06' AND BE DESIGNED TO REMOVE 90% T55.
INTERPOLATION OF TABLE I 0-4 IN NCDENR STORM WATER BMP MANUAL
% IMP. AVERAGE DEPTH (FT)
4.0 4.0G 4.5
40 3.50 3.45 3. I0
49 _ 4.22 4. 17 3.82
50 4.30 4.25 3.90
SA/DA= 4. 17%
SAREQ.= 6,034 SF. = 0. 14 AC
SURFACE AREA PROVIDED AT PERMANENT POOL (ELEV. 36.5) = 12,568 SF
ii
SA PROV'D= 12,5G8 > 6,034 =SA REQ'D OK
POND#10
DATA SHEET
PAGE 1 OF 4
PA81 O\8 I 0-06 12\Calcs\POND CALCULATIONS\REDESIGN TO 90%T55 3-20-09\POND#I 0-REV 3-20-09.xls

MINIMUM REQUIRED VOLUME (SIMPLE METHOD BY TOM SCHUELER):
Rv=0.05+0.009*(I)
Rv= 0.485677
VOLUME= I "*Rv*Ad = 0. 1343705 AC-FT
5,853 FT^3
VOLUME PROVIDED AT TEMPORARY POOL:
INCREM. TOTAL
SA (SF) VOL. (CF) VOL. (CF)
36.5 12,568 0 0
37 16,390 7,240 7,240
38 19,034 17,712 24,952
39 2 I ,725 20,380 45,33 I
40 24,465 23,095 68,426
MINIMUM TEMP. POOL ELEVATION (FROM SIMPLE METHOD VOLUME):
REQ'D EL.= 36.90
VOL. KEQ'D = 5,853 CF
TEMP. POOL ELEVATION:
OUTLET EL. = 37.50
VOL. PROV'D = 16,096 Cr
NOTE: SINCE THE ELEVATION OF THE NEXT AVAILABLE OUTLET ABOVE THE NORMAL
POOL IS GREATER THAN THE MINIMUM TEMP. POOL ELEVATION, THE OUTLET
ELEVATION IS THE TEMPORARY POOL ELEVATION.
VOL. PROV'D= 16,096 > 5,853 =VOL. REQ'D OK
POND#!0
DATA SHEET
PAGE 2 OF 4
P:\8I 0\8 1 0-06 12\Calcs\POND CALCULATION5\REDESIGN TO 90%T55 3-20-09\POND#I O-REV 3-20-09.xIs

FOREBAY SIZING:
PERMANENT POOL VOLUME: (2: I CONTOURS)
INCREM. TOTAL
EL.. SA (SF) VOL. (Cr) VOL. (CF)
31 4, 170 0 0
32 5,029 4,600 4,600
33 5,971 5,500 10, 100
34 6,995 6,483 16,583
35 8,098 7,547 24, 129
36 9,281 8,690 32,819
36.5 12,568 5,462 38,281 41- (SA REQ'T MET!)
REQ'D VOLUME = 20% TOTAL : 7,656 CF
CHECK FOREBAY VOLUME: (2: I CONTOURS)
INCREM. TOTAL
EL.. SA (SF) VOL. (Cr) VOL. (Cr)
31 G45 0 0
32 847 746 746
33 1 , 166 1 ,007 1 ,753
34 1 ,479 1 ,323 3,075
35 1 ,826 1 ,653 4,728
36 2,205 2,016 6,743
36.5 2,40G 1 , 1 53 7,896
PROV'D VOLUME = 7,896 Cr (6.5' DEEP FOREBAY)
VOL. PROV'D= 7,896 -= 7,656 =VOL. REQ'D OK
POND #'0
DATA SHEET
PAGE 3 OF 4
PAS 10\810-06 12\Calcs\POND CALCULATIONS\REDESIGN TO 90%TSS 3-20-09\POND#1 O-RFV 3-20-09.x15

ORIFICE SIZING: REQ'D DRAWDOWN TIME = 2-5 DAYS
NOTE: ORIFICE SIZED TO DRAWDOWN THE TEMPORARY POOL IN 2-5 DAYS
Q2= 0.03387 CFS (FOR 2 DAY DRAWDOWN)
Q5= 0.01355 CFS (FOR 5 DAY DRAWDOWN)
ORIFICE EL.= 36.50 (PERM. POOL EL.)
TEMP. POOL EL. = 37.50 (OUTLET EL.)
ORIFICE DIAMETER = I .00 IN.
Q PROV'D= Cd*A*(2gh)^ 1/2 WHERE: Cd= 0.6
A= 0.00545 SF
g= 32.2 FPS/5
h= (TEMP POOL-NORMAL POOL)/3
= 0.33333
Q PROV'D= 0.015 16
Q2> 0.015I6 >Q5 OK
DRAWDOWN TIME:
TIME = VOLUME = 4.47 DAYS
Q PROV'D
POND #10
DATA SHEET
PAGE 4 OP 4
PA&10\8 I O-OG'2\CaIcs\POND CALCULATIONS\REDESIGN TO SO%T55 3-20-09\POND#1 0-REV.3-20-09.x!5

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WET DETENTION BASIN DATA SHEET DATE: 3/20/09
DESIGN CALCULATIONS FOR PROJECT NO.: 8 I 0-06 12
OCEAN RIDGE - PHASE 6 - REVISED POND #1 1 DESIGNED BY: M. HALEY
DRAINAGE AREA (Ad) = 773, 190 SQ. FT
IMPERVIOUS AREA (Ai):
BUILDINGS: 267,000 SQ. FT
ROADS: 63,335 SQ. FT
SIDEWALKS: 28,788 SQ. FT
OFF-SITE 0 SQ. FT
CONTINGENCY (RESERVE) 1 I I ,250 SQ. FT
TOTAL: 470,373 SQ. FT
PERCENT IMPERVIOUS (I): ,r hh
I = Ad/Ai — 60.84% (SAY 6 I%)
CALCULATE AVERAGE DEPTH (Davg):
SEE AVERAGE DEPTH CALCULATION SPREADSHEET FOR POND # I I
CALCULATE REQUIRED SURFACE AREA AT PERMANENT POOL:
POND# I I SHALL HAVE AN AVERAGE DEPTH OF 7.50' AND BE DESIGNED TO REMOVE 90% TSS.
INTERPOLATION OF TABLE I 0-4 IN NCDENR STORM WATER BMP MANUAL
% IMP. AVERAGE DEPTH (FT)
7.0 7.50 7.5
60 2.40 I .90 I .90
6 I 2.45 I .94 I .94
70 2.90 2.30 2.30
SA/DA= I .94%
SAREQ.= 15,000 SF. = 0.34 AC
SURFACE AREA PROVIDED AT PERMANENT POOL (ELEV. 30.5) = 19,902 SF
SA PROV'D= 19,902 > 15,000 =SA REQ'D OK
POND #1 I
DATA SHEET
PAGE I OF 4
P:18 045 I 0-0C.121Calcs\POND CALCULATION5IREDE5IGN TO 90%T55 3-20-091POND#I i-REV 3-20-09.xls

MINIMUM REQUIRED VOLUME (SIMPLE METHOD BY TOM SCHUELER):
Rv=0.05+0.009*(1)
Rv= 0.597518
VOLUME= I "*Rv"Ad = 0.8838292 AC-FT
38,500 FT^3
VOLUME PROVIDED AT TEMPORARY POOL:
INCREM. TOTAL
SA (SF) VOL. (CF) VOL. (CF)
30.5 19,902 0 0
31 23,774 10,919 10,919
32 26,720 25,247 36, 166
33 29,393 28,057 G4,223
34 32, 130 30,762 94,984
MINIMUM TEMP. POOL ELEVATION (FROM SIMPLE METHOD VOLUME):
REQ'D EL.= 32.08
VOL. REQ'D = 38,500 CF
TEMP. POOL ELEVATION:
OUTLET EL. = 33.50
VOL. PROV'D = 79,603 CF
NOTE: SINCE THE ELEVATION OF THE NEXT AVAILABLE OUTLET ABOVE THE NORMAL
POOL IS GREATER THAN THE MINIMUM TEMP. POOL ELEVATION, THE OUTLET
ELEVATION 15 THE TEMPORARY POOL ELEVATION.
VOL. PROV'D= 79,603 > 38,500 =VOL. REQ'D OK
POND#I I
DATA SHEET
PAGE 2 OF 4
PA8 10\8 I 0-06 12\CaIcs\POND CALCULATIONS\REDESIGN TO 90%T55 3-20-09\POND#I I-REV 3-20-09.xI5

FOREBAY SIZING:
PERMANENT POOL VOLUME: (2: I CONTOURS)
INCREM. TOTAL
�L. SA (Se) VOL. (CF) VOL. (Cr)
17 2,945 0 0
18 3,496 3,221 3,221
19 4, 107 3,802 7,022
20 4,777 4,442 11 ,464
21 5,514 5, I4G 16,610
22 6,321 5,9I8 22,527
23 7, 194 6,758 29,285
24 8, 164 7,679 36,964
25 9,22I 8,693 45,656
26 10,379 9,800 55,45G
27 I I ,629 11 ,004 66,460
28 12,972 12,301 78,761
29 14,385 13,679 92,439
30 15,887 15, 136 107,575
30.5 19,902 8,947 116,522 1- (SA REQ'T MET!)
REQ'D VOLUME = 20% TOTAL = 23,304 CF
CHECK FOREBAY VOLUME: (2: I CONTOURS)
INCREM. TOTAL
EL. SA (Sr) VOL. (Cr) VOL. (Cr)
26 3,280 0 0
27 3,978 3,629 3,629
28 4,707 4,343 7,972
29 5,466 5,087 13,058
30 6,254 5,860 18,918
30.5 6,660 3,229 22, 147
PROV'D VOLUME = 22, 147 CF (4.5' DEEP FOREBAY)
VOL. PROV'D= 22, 147 23,304 =VOL. REQ'D OK
POND#II
DATA SKEET
PAGE 3 OF 4
P:\8 10\8 I 0-06 12\Calcs\POND CALCULATIONS\REDESIGN TO 90%TSS 3-20-09\POND#I I-REV 3-20-09.xls

ORIFICE SIZING: REQ'D DRAWDOWN TIME = 2-5 DAYS
NOTE: ORIFICE SIZED TO DRAWDOWN THE TEMPORARY POOL IN 2-5 DAYS
Q2= 0.22280 CFS (FOR 2 DAY DRAWDOWN)
Q5= 0.08912 CFS (FOR 5 DAY DRAWDOWN)
ORIFICE EL.= 30.50 (PERM. POOL EL.)
TEMP. POOL EL. = 33.50 (OUTLET EL.)
ORIFICE DIAMETER = 2.25 IN.
Q PROV'D= Cd*A*(2gh)^ 1/2 WHERE: Cd= 0.6
A= 0.02761 SF
g= 32.2 FPS/5
h= (TEMP POOL-NORMAL POOL)/3
1
Q PROV'D= 0. 1 3295
Q2> 0. 13295 >Q5 OK
DRAWDOWN TIME:
TIME = VOLUME = 3.35 DAYS
Q PROV'D
POND #I I
DATA SHEET
PAGE 4 OP 4
P:\8 10\810-06 1 2\Calcs\POND CALCULATIONS\\REDESIGN TO 90%TSS 3-20-09\POND#1 I-REV 3-20-09.xls

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WET DETENTION BASIN DATA SHEET DATE: 3/20/09
DESIGN CALCULATIONS FOR PROJECT NO.: 810-06 12
OCEAN RIDGE - PHASE G - REVISED POND # 13 DESIGNED BY: M. HALEY
DRAINAGE AREA (Ad) = 58,370 SQ. FT
IMPERVIOUS AREA (Ai):
BUILDINGS: 15,000 SQ. FT
ROADS: 0 SQ. FT
SIDEWALKS: 0 SQ. FT
OFF-SITE 0 5Q. FT
CONTINGENCY (RESERVE) 6,250 SQ. FT
TOTAL: 21 ,250 SQ. FT
PERCENT IMPERVIOUS (I): 4444
I - Ad/Ai = 36.41 % (SAY 37%) •
et Nt
CALCULATE AVERAGE DEPTH (Davg): '
SEE AVERAGE DEPTH CALCULATION SPREADSHEET FOR POND # 13
CALCULATE REQUIRED SURFACE AREA AT PERMANENT POOL:
POND#13 SHALL HAVE AN AVERAGE DEPTH OF 5. I 5' AND BE DESIGNED TO REMOVE 90% TSS.
INTERPOLATION OF TABLE I 0-4 IN NCDENR STORM WATER BMP MANUAL
% IMP. AVERAGE DEPTH (FT)
5.0 5. 15 5.5
30 2.20 2. 1 I I .90
37 2.G2 2.53 2.32
40 2.50 2.71 2.50
SA/DA= 2.53%
SAREQ = I ,477 SF. = 0.03 AC
SURFACE AREA PROVIDED AT PERMANENT POOL (ELEV. 27.75) = 6,56G SF
II I
SA PROV'D= 6,56G > 1 ,477 =SA REQ'D OK
POND#13
DATA SHEET
PAGE I Of 4
PA8 I 0\8 I 0-06 12\Calcs\POND CALCULATIONS\REEDESIGN TO 90%TSS 3-20-09\POND#1 3-REV 3-20-09.xIs

MINIMUM REQUIRED VOLUME (SIMPLE METHOD BY TOM SCHUELER):
Rv=0.05+0.009*(I)
Rv= 0.37765I
VOLUME= I "*Rv*Ad = 0.042 1708 AC-FT
1 ,837 FT^3
VOLUME PROVIDED AT TEMPORARY POOL:
INCREM. TOTAL
SA (SF) VOL. (CF) VOL. (CF)
27.75 6,566 0 0
28 8,95 I I ,940 1 ,940
29 10,459 9,705 I I ,645
30 12,023 I I ,241 22,886
MINIMUM TEMP. POOL ELEVATION (FROM SIMPLE METHOD VOLUME):
REQ'D EL.= 28. 13
VOL. REQ'D = 3, 177 CF
TEMP. POOL ELEVATION:
OUTLET a. = 28.67
VOL. PROV'D = 7,935 Cr
NOTE: SINCE THE ELEVATION OF THE NEXT AVAILABLE OUTLET ABOVE THE NORMAL
POOL IS GREATER THAN THE MINIMUM TEMP. POOL ELEVATION, THE OUTLET
ELEVATION IS THE TEMPORARY POOL ELEVATION.
VOL. PROV'D= 7,935 > I ,837 =VOL. REQ'D OK
POND #13
DATA SHEET
PAGE 2 OF 4
P:\8 I O\8 I 0-06 12\Calcs\POND CALCULATIONS\REDESIGN TO 90%TSS 3-20-09\POND#13-REV 3-20-09.xI5

FOREBAY SIZING:
PERMANENT POOL VOLUME: (2: I CONTOURS)
INCREM. TOTAL
EL,. SA (SF) VOL. (CF) VOL. (CF)
18 105 0 0
19 338 222 222
20 630 484 706
21 980 805 1 ,5 1 I
22 1 ,388 1 , 184 2,695
23 1 ,856 I ,622 4,317
24 2,387 2, 122 6,438
25 2,990 2,689 9, 127
26 3,664 3,327 12,454
27 4,409 4,037 16,490
27.75 6,566 4, 1 16 20,606 4— (SA REQ'T MET!)
REQ'D VOLUME = 20% TOTAL 4, 121 CF
CHECK FOREBAY VOLUME: (2: I CONTOURS)
INCREM. TOTAL
EL,. SA (SF) VOL.. (CF) VOL. (CF)
23 181 0 0
24 379 280 280
25 G52 516 796
2G I ,000 826 I ,622
27 1 ,420 1 ,210 2,832
27.75 1 ,646 1 , 1 50 3,981
PROV'D VOLUME = 3,981 CF (4.75' DEEP FOREBAY)
VOL. PROV'D= 3,98 I ---= 4, 12 I =VOL. REQ'D OK
POND #13
DATA SHEET
PAGE 3 OF 4
P:18 10\8 I 0-06 12\CaIcs\POND CALCULATIONS\REDESIGN TO 90%TSS 3-20-09\POND#1 3-REV 3-20-09.x1s

ORIFICE SIZING: REQ'D DRAWDOWN TIME = 2-5 DAYS
NOTE: ORIFICE SIZED TO DRAWDOWN THE TEMPORARY POOL IN 2-5 DAYS
Q2= 0.01063 CFS (FOR 2 DAY DRAWDOWN)
Q5= 0.00425 CFS (FOR 5 DAY DRAWDOWN)
ORIFICE EL.= 27.75 (PERM. POOL EL.)
TEMP. POOL EL. = 28.G7 (OUTLET EL.)
ORIFICE DIAMETER = 0.75 IN.
Q PROV'D= Cd*A*(2gh)^ 1/2 WHERE: Cd= 0.G
A= 0.00307 SF
g= 32.2 FPS/S
h= (TEMP POOL-NORMAL POOL)/3
= 0.30667
Q PROV'D= 0.008I 8
Q2> 0.008I8 >Q5 OK
DRAWDOWN TIME:
TIME = VOLUME = 2.60 DAYS
Q PROV'D
POND#13
DATA SHEET
PAGE 4 OF 4
P:\8.018I 0-06 12\Calcs\POND CALCULATIONS\REDESIGN TO 90%155 3-20-09\rOND#13-REV 3-20-09.xls

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WET DETENTION BASIN DATA SHEET DATE: 2/16/09
DESIGN CALCULATIONS FOR PROJECT NO.: 8I 0-061 2
OCEAN RIDGE - PHASE 6 - REVISED POND #14 DESIGNED BY: M. HALEY
DRAINAGE AREA (Ad) = 779,288 SQ. FT
IMPERVIOUS AREA (Ai):
BUILDINGS: 120,000 SQ. FT
ROADS: 36,590 SQ. FT
SIDEWALKS: 16,631 SQ. FT
OFF-SITE 21 ,780 5Q. FT
CONTINGENCY (RESERVE) 50,000 SQ. FT
TOTAL: 245,00I SQ. FT 4 1p •
PERCENT IMPERVIOUS (I):
09
Ad/AI = 3 1 .44% (SAY 32%)
CALCULATE AVERAGE DEPTH (Davg):
SEE AVERAGE DEPTH CALCULATION SPREADSHEET FOR POND # 14
CALCULATE REQUIRED SURFACE AREA AT PERMANENT POOL:
POND# 14 SHALL HAVE AN AVERAGE DEPTH OF G.50' AND BE DESIGNED TO REMOVE 90% TSS.
INTERPOLATION OF TABLE I 0-4 IN NCDENR STORM WATER BM? MANUAL
% IMP. AVERAGE DEPTH (FT)
G.0 G.50 G.5 30 I .G0 1 .30 1 .30
32 1 .70 I .40 1 .40
40 2. I 0 1 .80 1 .80
SA/DA= 1 .40%
SAREQ.= I0,910 SF. = 0.25 AC
SURFACE AREA PROVIDED AT PERMANENT POOL (ELEV. 42.75) = 12,574 SF
SA PROV'D= 12,574 > 10,910 =SA REQ'D OK
POND#14
DATA SHEET
PAGE I OF 4
P:18I0\8I 0-06 I 21CaIcs1POND CALCULATION5\REDESIGN TO 90%TSS 3-20-091POND#I 4-REV 3-20-09.x1s

MINIMUM REQUIRED VOLUME (SIMPLE METHOD BY TOM SCHUELER):
Rv=0.05+0.009*(I)
Rv= 0.332952
VOLUME= I "*Rv*Ad = 0.4963753 AC-FT
21 ,622 FT^3
VOLUME PROVIDED AT TEMPORARY POOL:
INCREM. TOTAL
SA (SF) VOL. (CF) VOL. (CF)
42.75 12,574 0 0
43 16,004 3,572 3,572
44 18, 158 17,081 20,653
45 20,368 19,263 39,9 16
46 22,364 21 ,366 61 ,282
47 24,957 23,661 84,943
MINIMUM TEMP. POOL ELEVATION (FROM SIMPLE METHOD VOLUME): •
REQ'D EL.= 44.05
VOL. REQ'D = 21 ,622 CF
TEMP. POOL ELEVATION:
OUTLET EL. = 45.00
VOL. PROV'D = 39,9I 6 CF
NOTE: SINCE THE ELEVATION OF THE NEXT AVAILABLE OUTLET ABOVE THE NORMAL
POOL IS GREATER THAN THE MINIMUM TEMP. POOL ELEVATION, THE OUTLET
ELEVATION 15 THE TEMPORARY POOL ELEVATION.
VOL. PROV'D= 39,916 > 2 I ,622 =VOL. REQ'D OK
POND #14
DATA SHEET
PAGE 2 OF 4
P:18 1018 I 0-06 121Calcs\POND CALCULATIONS\REDESIGN TO 90%T5S 3-20-091POND#14-REV 3-20-09.xls

FOREBAY SIZING:
PERMANENT POOL VOLUME: (2: I CONTOURS)
INCREM. TOTAL
.EL SA (Sr) VOL. (CF) VOL. (Cr)
31 742 0 0
32 1 , 135 939 939
33 1 ,623 1 ,379 2,318
34 2, 195 1 ,909 4,227
35 2,838 2,517 6,743
36 3,559 3, 199 9,942
37 4,365 3,962 I3,904
38 5,241 4,803 I8,707
39 6,203 5,722 24,429
40 7,238 6,721 31 , 149
41 8,335 7,787 38,936
42 9,483 8,909 47,845
42.75 12,574 8,271 56, 116 4- (SA REQ'T MET!)
REQ'D VOLUME 20% TOTAL I I ,223 Cr
CHECK FOREDAY VOLUME: (2: I CONTOURS)
INCREM. TOTAL
FL.. SA (SF) VOL. (CF) VOL. (Cr)
37 831 0 0
38 I , 136 984 984
39 1 ,481 1 ,309 2,292
40 I ,866 I ,674 3,966
41 2,294 2,080 6,046
42 2,760 2,527 8,573
42.75 3,004 2, 162 10,734
PROV'D VOLUME = 10,734 Cr (5.75' DEEP FOREDAY)
VOL. PROV'D= 10,734 -= I 1 ,223 =VOL. REQ'D OK
POND#14
DATA SHEET
PAGE 3 OF 4
P:18I 0\8'0-06 121Cales1POND CALCULATIONS\REDESIGN TO 90%T55 3-20-091POND#1 4-REV 3-20-09.xI5

ORIFICE SIZING: REQ'D DRAWDOWN TIME = 2-5 DAYS
NOTE: ORIFICE SIZED TO DRAWDOWN THE TEMPORARY POOL IN 2-5 DAYS
Q2= O. 125 13 CFS (FOR 2 DAY DRAWDOWN)
Q5 0.05005 CFS (FOR 5 DAY DRAWDOWN)
ORIFICE EL.= 42.75 (PERM. POOL EL.)
TEMP. POOL EL. = 45.00 (OUTLET EL.)
ORIFICE DIAMETER = I .75 IN.
Q PROV'D= Cd*A*(2gh)^ 1/2 WHERE: Cd= 0.6
A= 0.0167 SF
g= 32.2 FPS/S
h= (TEMP POOL-NORMAL POOL)/3
= 0.75
Q PROV'D= 0.06965
Q2> 0.06965 >Q5 OK
DRAWDOWN TIME:
TIME = VOLUME = 3.59 DAYS
Q PROV'D
POND #!4
DATA SHEET
PAGE 4 OF 4
P:\8 I O\5 I 0-06 12\Calcs\POND CALCULATI0N5\REDESIGN TO 90%TSS 3-20-09\POND#1 4-REV 3-20-09.xls

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CAPE FEAR
Engineering, Inc. RECO I PP 0 8 2009
151 Poole Road,Suite 100
Belville,NC 28451
TEL [phone]
FAX[phone]
www.capefearengineering.com
Transmittal
To: NC DWQ Surface Water Protection Date: April 7, 2009
State Stormwater Section File: 810-0612 "36
127 Cardinal Drive Ext. Subject: SW8 080533 MOD
Wilmington, NC 28405 Ocean Ridge Phase 6 Section 2
Attn: Linda Lewis Stormwater Modification
❑As Requested ❑ For Your Files ❑ For Distribution ® For your Review/Action/Approval
❑ Sent via Mail ❑ Sent via Courier
Quantity Drawing No. Description
1 Copy Revised Stormwater Design Narrative and Calculations Cover
APR 0 g 2009
BY:
REMARKS Please find the signed and sealed calculation cover that corresponds to the revised pond calculations
Submitted on March 23, 2009.
Thanks.
CC: File (810-0612"36) Cape Fear Engineering, Inc.
Signed:
Matthew Haley .
Received By:
Date:
P:18101810-06121Admin\stormwater\Transmittal-State SW 4-7-09.doc

SW8 040904 and SW8 000533
Subject: SW8 040904 and SW8 080533
From: Linda Lewis <[e-mail]>
Date: Thu, 02 Apr 2009 12:02:14 -0400
To: Matt Haley<[e-mail]>
Matt:
Along with the plan sheets with the revised Swale C detail for 040904, please have
Comer seal the revised pond calculations for 080533, or submit a new sealed
calculation cover sheet. I'll be on the lookout for these items early next week.
Thanks,
Linda
Email correspondence to and from this address may be subject to the North Carolina
Public Records law and may be disclosed to third parties.
1 of 1 4/2/2009 2:27 PM

\moo' CAPE FEAR
j Engineering, Inc.
181 Poole Road,Suite 100 R C D MAR 2 3 2009
Be/villa,NC 28451
TEL [phone]
FAX[phone]
www.cape fearengineering.corn
Transmittal
To: NC DWQ Surface Water Protection Date: March 23, 2009
State Stormwater Section File: 810-0612 "36
127 Cardinal Drive Ext. Subject: SW8 080533 MOD
Wilmington, NC 28405 Ocean Ridge Phase 6 Section 2
Attn: Linda Lewis Stormwater Modification
❑As Requested ❑ For Your Files ❑ For Distribution ® For your Review/Action/Approval
❑ Sent via Mail ❑ Sent via Courier
Quantity Drawing No. Description
1 Copy Revised Wet Detention Basin Supplements
1 Copy Revised Pond Calculations
t VED
MAR 2 3 2009
BY:
REMARKS Please find the included documents that have changed as a result of the corrected average depth
Calculations. If you have any questions or need any additional information please do not hesitate to contact me.
Thanks.
CC: File(810-0612"36) Cape Fear Engineering, I►c.
$�2 C IG s Signed:
Matthew Haley E.I
Received By:
Date:
P:18101810-06121Admin\stormwater\Transmittal-State SW 3-23-09.doc

Re: SW8 080533 ORP Phase VI Section 2
Subject: Re: SW8 080533 ORP Phase VI Section 2
From: Linda Lewis <[e-mail]>
Date: Fri,20 Mar 2009 18:33:10 -0400
To: Matt Haley<[e-mail]>
Matt:
Thanks. I'm glad we were able to clear that up.
Regarding Pond #11 in Section 2, it looks like the SA/DA ratios for the 60% & 70%
interpolation at 7.5' are incorrect. They should be 1.9% at 60% and 2.3% at 70%.
Other than that, and the average depth recalculation, the application looks good.
Linda
Matt Haley wrote:
Linda,
The average depths for the ponds in this section were calculated in
the
same manner as sections 1 & 3 .
I see my error and am in the process of correcting it is sections
1&3 .
The same corrections will be made in section 2 . I hope to have these
changes to you early next week.
Thanks for being patient with me and have a good weekend.
Matthew T. Haley, EI
CAPE FEAR Engineering, INC
[e-mail]
910.383 . 1044 ext. 136
Notice: The information contained in this message is intended only
for
use of the individual (s) named above and may contain confidential,
proprietary or legally privileged information. No confidentiality or
privilege is waived or lost by any mistransmission. If you are not
the
intended recipient of this message you are hereby notified that you
must
not use, disseminate, copy it in any form or take any action in
reliance
of it. If you have received this message in error please delete it
and
any copies of it and notify the sender immediately.
Original Message
From: Linda Lewis [mailto: linda. [e-mail]] Sent: Friday, March
20, 2009 4 :57 PM
To: Matt Haley
Cc: Noelle Winstead; Perry Davis
Subject: SW8 080533 ORP Phase VI Section 2
1 of 2 3/20/2009 6:33 PM

Re: SW8 080533 ORP Phase VI Section 2
Matt:
If you calculated the average depths for these ponds in same manner
as for Sections 1 & 3, you will need to go back and make corrections
as previously outlined in my email for SW8 070917 . I will do as much
of the
review as I can pending receipt of the corrected average depths .
Linda
Email correspondence to and from this address may be subject to the North Carolina
Public Records law and may be disclosed to third parties.
2 of 2 3/20/2009 6:33 PM

SW8 080533 ORP Phase VI Section 2
Subject: SW8 080533 ORP Phase VI Section 2
From: Linda Lewis<[e-mail]>
Date: Fri, 20 Mar 2009 16:56:49 -0400
To: Matt Haley<[e-mail]>
CC: Noelle Winstead<[e-mail]>, Perry Davis
<[e-mail]>
Matt:
If you calculated the average depths for these ponds in same manner as for Sections 1
& 3, you will need to go back and make corrections as previously outlined in my email
for SW8 070917. I will do as much of the review as I can pending receipt of the
corrected average depths.
Linda
Email correspondence to and from this address may be subject to the North Carolina
Public Records law and may be disclosed to third parties.
1 of 1 3/20/2009 6:33 PM

.,... o�� CAFig FE
AR itt,l) F E B ,. 'AAA
%j Engineering, Inc.
151 Poole Road,Suite 100
Belville,NC 28451
TEL [phone]
FAX[phone]
www.capefearengineering.com 3cA) �D f v 5 33
Transmittal
To: NC DWQ Surface Water Protection Date: February 26, 2009
State Stormwater Section File: 810-0612 "36
127 Cardinal Drive Ext. Subject: SW8 080533 MOD
Wilmington, NC 28405 Ocean Ridge Phase 6 Section 2
Attn: Linda Lewis Stormwater Modification
O As Requested ❑ For Your Files ❑ For Distribution ® For your Review/Action/Approval
❑ Sent via Mail ❑ Sent via Courier
Quantity Drawing No. Description
1 Copy Revised Page 2 of Stormwater Application
1 Copy Revised Page 2A of Stormwater Application
1 Copy Revised Wet Detention Basin Supplements
1 Copy Revised Stormwater Design Narrative & Calculations Cover
1 Copy Revised Pond Calculations
3 Copy Revised Stormwater Plans
FFg 2 6 20k9
�y.
REMARKS Please find the included documents necessary for the redesign to 90%TSS removal. If you have any
Questions or need any additional information, please do not hesitate to contact me directly. Thanks.
CC: File (810-0612"36) Cape Fear Engineering, Inc.
Signed:
Matt Haley O.
Received By:
Date:
P:18101810-06121Adminlstormwater\Transmittal-State SW 2-26-09.doc

Stormvvater Design Narrative
& Calculations
For
Permitting
Subject:
Ocean Ridge Plantation
-Phase VI-
section 2/Tract B
Brunswick County,North Carolina
Prepared for
f-r:(9?,)-
it
OCEAN RIDGE
PLANTATION®
Coastal Communities at Ocean Ridge Plantation,LLC.
351 Ocean Ridge Parkway SW otiatil i9,88,1
Ocean Isle Beach,North Carolina 28469 o'''' 0 Aoz °',,9¢�
[phone] "
Z
$ r% _
2c 3
Date: March 2008
Revised February 2009
Prepared by °'`x#1.N y N r163
Cape Fear Engineering, Inc.
151 Poole Road, Suite 100
Belville,NC 28451 _ . ,x'ED
[phone]
FEB 2 6 2009
BY: G 7US3,3

Stormwater Calculations
For
Permitting
Subject:
Ocean Ridge Plantation
-Phase VI-
Section 2/Tract B
Brunswick County,North Carolina
Prepared for RE C E IVE D
SEP 0 3 2008
v v PROJ# 5C4N0533
OCEAN� 244 RIDGE
PLANTATION®
Coastal Communities at Ocean Ridge Plantation,LLC.
351 Ocean Ridge Parkway SW
Ocean Isle Beach,North Carolina 28469
[phone]
Date: August, 2008
Prepared by ttttttttttirtrrrrr
Cape Fear Engineering, Inc. ®
151 Poole Road, Suite 100 SEAL -
Belville,NC 28451 = 20533
[phone]
1

EXPRESS DESIGN NARRATIVE
DESIGN NARRATIVE
General:
Ocean Ridge Plantation is an existing golf course formerly known as Angle's Trace. It was
originally comprised of two full golf courses, a driving range, and a clubhouse. Ocean Ridge
Plantation Phase VI consists of the restructuring of the existing golf courses. Eighteen holes and
practice range from the existing fairways will be reconstructed for a new golf course while the
remaining eighteen holes have been approved as a planned unit development located off of Old
Georgetown Road (SR 1163) within Brunswick County, North Carolina. The current proposal is
for Section 2 Lots 1-104, 104A, 105-160, consisting of approximately 87 acres. The intent of
this project is to develop streets, drainage improvements, residential lots and upgrade existing
fairways. This phase of the development will support 161 single family homesites.
Existing Site:
Site topography in the area is a mix between flat golf course fairways and natural vegetation with
very little slope, typically less than three percent. The entire project follows the natural drainage
pattern of north to south into existing Waters of the US. Vegetation consists primarily of grasses,
minor ground,cover and row pines. Subsurface soils on the site are primarily silty sands and
organics.
Proposed Improvements:
Improvements proposed include drainage devices, streets, and utilities. Drainage for the most
part will sheet flow from the lots into the streets which will have curb and gutter to direct
drainage to low points in the roads. Drainage from the low points will drain into six wet
detention basins. The discharge from these wet detention basins will follow the existing drainage
patterns, ultimately to the large existing lake that is used for golf course irrigation. Seasonal high
water table reports and wetland delineation map are included with the application.

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WET DETENTION BASIN DATA SHEET DATE: 2/16/09
DESIGN CALCULATIONS FOR PROJECT NO.: 8 I 0-06 12
OCEAN RIDGE - PHASE 6 - REVISED POND #6 DESIGNED BY: M. HALEY
DRAINAGE AREA (Ad) = I ,768,536 SQ. FT
IMPERVIOUS AREA (Ai):
BUILDINGS: 462,000 SQ. FT
ROADS: 126,324 SQ. FT
SIDEWALKS: 57,420 SQ. FT
OFF-SITE 31 ,799 SQ. FT
CONTINGENCY (RESERVE) 192,500 SQ. FT
TOTAL: 8'70,043 SQ. FT
PERCENT IMPERVIOUS (I):
I = Ad/Ai = 49.20% (SAY 50%)
CALCULATE AVERAGE DEPTH (Davg):
SEE AVERAGE DEPTH CALCULATION SPREADSHEET FOR POND #6
CALCULATE REQUIRED SURFACE AREA AT PERMANENT POOL:
POND#6 SHALL HAVE AN AVERAGE DEPTH OF 7.50' AND BE DESIGNED TO REMOVE 90% TSS.
INTERPOLATION OF TABLE I 0-4 IN NCDENR STORM WATER BMP MANUAL
% IMP. AVERAGE DEPTH (FT)
7.0 7.50 7.5
50 I .90 I .50 I .50
50 I .90 I .50 I .50 els ' ian
60 2.40 I .90 I .90 FEB2 6 2009
SA/DA= I .50% BY:
SAR EQ.= 26,528 SF. = 0.61 AC
SURFACE AREA PROVIDED AT PERMANENT POOL (ELEV. 25.5) = 32,778 SF
SA PROV'D= 32,778 > 26,528 =SA REQ'D OK
POND #G
DATA SHEET
PAGE I OP 4
P:\8 1018 I 0-06 12\Galcsl5torm\REDESIGN TO 90%T55 2-16-09\POND#6-REV 2-1 6-09.xls

MINIMUM REQUIRED VOLUME (SIMPLE METHOD BY TOM SCHUELER):
Rv=0.05+0.009*(I)
Rv= 0.492761
VOLUME= I "*Rv*Ad = I .667 1746 AC-FT
72,G22 FT^3
VOLUME PROVIDED AT TEMPORARY POOL:
INCREM. TOTAL
EL SA (SF) VOL. (CF) VOL. (CF)
25.5 32,778 0 0
2G 36,504 17,321 17,321
27 38,815 37,660 54,980
28 41 , 182 39,999 94,979
29 43,606 42,394 137,373
MINIMUM TEMP. POOL ELEVATION (FROM SIMPLE METHOD VOLUME):
REQ'D EL.= 27.44
VOL. REQ'D = 72,622 CF
TEMP. POOL ELEVATION:
OUTLET EL. = 27.75
VOL. PROV'D = 84,979 CF
NOTE: SINCE THE ELEVATION OF THE NEXT AVAILABLE OUTLET ABOVE THE NORMAL
POOL IS GREATER THAN THE MINIMUM TEMP. POOL ELEVATION, THE OUTLET
ELEVATION IS THE TEMPORARY POOL ELEVATION.
VOL. PROV'D= 84,979 > 72,622 =VOL. REQ'D OK
POND#6
DATA SHEET
PAGE 2 OF 4
P:\8I 0\8.0-0G 12\Calcs\Storm\REDESIGN TO 90%TSS 2-I G-09\POND#G-REV 2-I G-O9.xls

FOREBAY SIZING:
PERMANENT POOL VOLUME: (2: I CONTOURS)
INCREM. TOTAL
SA (SF) VOL. (CF) VOL. (CF)
15 16,504 0 0
16 17,662 17,083 17,083
17 18,844 18,253 35,336
18 20,052 19,448 54,784
19 21 ,285 20,669 75,453
20 22,543 21 ,914 97,367
21 23,825 23, 184 1 20,55 1
22 25, 134 24,480 145,030
23 26,467 25,801 170,831
24 27,825 27, 146 197,977
25 29,209 28,5I7 226,494
25.5 32,778 15,497 241 ,990 1- (SA REQ'T MET))
REQ'D VOLUME = 20% TOTAL = 48,398 CF
CHECK FORESAY VOLUME: (2: I CONTOURS)
INCREM. TOTAL
SA (SF) VOL. (CF) VOL. (CF)
15 1 ,882 0 0
16 2,312 2,097 2,097
17 2,777 2,545 4,642
18 3,276 3,027 7,668
19 3,808 3,542 1 1 ,210
20 4,372 4,090 15,300
21 4,968 4,670 19,970
22 5,595 5,282 25,252
23 6,254 5,925 31 , 176
24 6,943 6,599 37,775
25 7,663 7,303 45,078
25.5 8,035 3,925 49,002
PROV'D VOLUME = 49,002 CF ( I 0.5' DEEP FOREBAY)
VOL. PROV'D= 49,002 48,398 =VOL. REQ'D OK
POND#6
DATA SHEET
PAGE 3 OF 4
P:15I 0\5I 0-OG i 2\Calcs\Storm\REDESIGN TO 90%T55 2- 6-09\POND#G-REV 2-16-09.xIs

ORIFICE SIZING: REQ'D DRAWDOWN TIME = 2-5 DAYS
NOTE: ORIFICE SIZED TO DRAWDOWN THE TEMPORARY POOL 1N 2-5 DAYS
Q2= 0.42027 CFS (FOR 2 DAY DRAWDOWN)
Q5= 0. 168 I I CFS (FOR 5 DAY DRAWDOWN)
ORIFICE EL.= 25.50 (PERM. POOL EL.)
TEMP. POOL EL. = 27.75 (OUTLET EL.)
ORIFICE DIAMETER = 3.50 IN.
Q PROV'D= Cd*A*(2gh)^ 1/2 WHERE: Cd= 0.6
A= 0.0668I SF
g= 32.2 FPS/S
h= (TEMP POOL-NORMAL POOL)/3
= 0.75
Q PROV'D= 0.278GO
Q2> 0.27860 >Q5 OK
DRAWDOWN TIME:
TIME = VOLUME = 3.02 DAYS
Q PROV'D
POND #6
DATA SHEET
PAGE 4 OF 4
P:VS 10\810-0G 2VCa1ce1,StormVREDESIGN TO 90%TSS 2-I G-09VPOND#G-REV 2-I G-09.xI5

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Pond Report 5
Hydraflow Hydrographs by Intelisolve Tuesday,Aug 19 2008,3:43 PM
Pond No. 1 - POND 6
Pond Data
Pond storage is based on known contour areas.Average end area method used.
Stage I Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 25.50 32,778 0 0
0.50 26.00 36,504 17,321 17,321
1.50 27.00 38,815 37,660 54,980
2.50 28.00 41,182 39,999 94,979
3.50 29.00 43,606 42,394 137,373
4.50 30.00 46,087 44,847 182,219
Culvert I Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise(in) = 30.00 3.50 0.00 0.00 Crest Len(ft) = 14.00 5.00 30.00 0.00
Span(In) = 30.00 3.50 0.00 0.00 Crest El.(ft) = 28.25 27.75 29.50 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 2.60 3.33
Invert El.(ft) = 25.50 25.50 0.00 0.00 Weir Type = Riser Rect Broad
Length(ft) = 60.00 6.00 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 0.42 0.10 0.00 0.00
N-Value = .013 .013 .013 .000
OrIf.Coeff. = 0.60 0.60 0.60 0.00
Multi-Stage = n/a Yes No No Exfiltration= 0.000 in/hr(Contour) Tailwater Elev.= 0.00 ft
Note:Culvert/Orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions.
Stage(ft) Stage I Discharge Stage(ft)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 I 2.00
I
1.00 i r 1.00
! I I
0.00 0.00
0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.00 110.00 120.00 130.00
Total Q Discharge(cfs)

WET DETENTION BASIN DATA SHEET DATE: 2/I G/09
DESIGN CALCULATIONS FOR PROJECT NO.: 8 I 0-0G 12
OCEAN RIDGE - PHASE 6 - REVISED POND #9 DESIGNED BY: M. HALEY
DRAINAGE AREA (Ad) = 252,648 SQ. FT
IMPERVIOUS AREA (Ai):
BUILDINGS: GG,000 SQ. FT
ROADS: 17,424 SQ. FT
SIDEWALKS: 7,920 SQ. FT
OFF-SITE 0 SQ. FT
CONTINGENCY (RESERVE) 27,500 SQ. FT
TOTAL: I I8,844 SQ. FT
PERCENT IMPERVIOUS (I):
I Ad/AI = 47.04% (SAY 45%)
CALCULATE AVERAGE DEPTH (Davg):
SEE AVERAGE DEPTH CALCULATION SPREADSHEET FOR POND #9
CALCULATE REQUIRED SURFACE AREA AT PERMANENT POOL:
POND#9 SHALL HAVE AN AVERAGE DEPTH OF 4.99' AND BE DESIGNED TO REMOVE 90% TSS.
INTERPOLATION OF TABLE I 0-4 IN NCDENR STORM WATER BM? MANUAL
% IMP. AVERAGE DEPTH (FT)
4.5 4.99 5.0
40 3. I0 2.8I 2.80 ve
48 3.74 3.37 3.36
50 3.90 3.5 I 3.50 FE8 2 8 2009
BY:
SA/DA= 3.37%
SAREQ = 8,508 SF. = 0.20 AC
SURFACE AREA PROVIDED AT PERMANENT POOL (ELEV. 34.5) = 8,838 SF
4 4
SA PROV'D= 8,838 > 8,508 =SA REQ'D OK I!
POND #9
DATA SHEET
PAGE I OF 4
P:\8 10\8 I 0-06 12\Calcsl5torm\REDESIGN TO 90%T55 2-16-09\POND#9-REV 2-1 6-09.xls

MINIMUM REQUIRED VOLUME (SIMPLE METHOD BY TOM SCHUELER):
Rv=0.05+0.009*(I)
Rv= 0.473354
VOLUME= I "*Rv*Ad = 0.2287879 AC-FT
9,966 FT^3
VOLUME PROVIDED AT TEMPORARY POOL:
INCREM. TOTAL
SA (SF) VOL. (CF) VOL. (CF)
34.5 8,838 0 0
35 I I ,016 4,964 4,964
3G I I ,92 I I I ,469 16,432
37 12,897 12,409 28,84 I
38 13,945 13,42 I 42,262
MINIMUM TEMP. POOL ELEVATION (FROM SIMPLE METHOD VOLUME):
REQ'D EL.= 35.44
VOL. REQ'D = 9,966 CF
TEMP. POOL ELEVATION:
OUTLET EL. = 36.50
VOL. PROV'D = 22, 13 I CF
NOTE: SINCE THE ELEVATION OF THE NEXT AVAILABLE OUTLET ABOVE THE NORMAL
POOL IS GREATER THAN THE MINIMUM TEMP. POOL ELEVATION, THE OUTLET
ELEVATION IS THE TEMPORARY POOL ELEVATION.
VOL. PROV'D= 22, 13 1 > 9,966 =VOL. REQ'D OK
POND #9
DATA SHEET
PAGE 2 OF 4
P:\8 10\8 I 0-06 12\Calcs\Storm\REDESIGN TO 90%TSS 2-'6-09\POND#9-REV 2-16-09.xls

FOREBAY SIZING:
PERMANENT POOL VOLUME: (2: I CONTOURS)
INCREM. TOTAL
EL 5A (5F) VOL. (Cr) VOL. (Cr)
2G 689 0 0
27 1 ,229 959 959
28 1 ,820 1 ,525 2,484
29 2,454 2, 137 4,621
30 3, 12G 2,790 7,411
31 3,858 3,492 10,903
32 4,655 4,257 15, 159
33 5,516 5,086 20,245
34 6,428 5,972 26,217
34.5 8,838 3,817 30,033 1- (SA REQ'T MET!)
REQ'D VOLUME = 20% TOTAL = 6,007 Cr
CHECK FOREBAY VOLUME: (2: I CONTOURS)
INCREM. TOTAL
EL SA (5F) VOL. (CF) VOL. (Cr)
29 24G 0 0
30 469 358 358
31 767 618 97G
32 1 , 1 19 943 1 ,919
33 1 ,502 1 ,3 1 1 3,229
34 1 ,919 1 ,71 1 4,940
34.5 2, 139 I ,015 5,954
PROV'D VOLUME = 5,954 Cr (5.5' DEEP FORE5AY)
VOL. PROV'D= 5,954 6,007 =VOL. REQ'D OK
POND #9
DATA SHEET
PAGE 3 OF 4
pAei 1 O\E '0-06 I P\Calrsl,5tsrm\RFDFSIGN TO 90%TSS 2-16-09\POND#9-REV 2-I G-09.xls

ORIFICE SIZING: REQ'D DRAWDOWN TIME = 2-5 DAYS
NOTE: ORIFICE SIZED TO DRAWDOWN THE TEMPORARY POOL IN 2-5 DAYS
Q2= 0.05767 CFS (FOR 2 DAY DRAWDOWN)
05= 0.02307 CFS (FOR 5 DAY DRAWDOWN)
ORIFICE EL.= 34.50 (PERM. POOL EL.)
TEMP. POOL EL. = 36.50 (OUTLET EL.)
ORIFICE DIAMETER = 1 .50 IN.
Q PROV'D= Cd#A*(2gh)^ 1/2 WHERE: Cd= 0.6
A= 0.01227 SF
g= 32.2 FPS/S
h= (TEMP POOL-NORMAL POOL)/3
= 0.66667
Q PROV'D= 0.04825
Q2> 0.04825 >Q5 OK
DRAWDOWN TIME:
TIME = VOLUME = 2.39 DAYS
Q PROV'D
POND #9
DATA SHEET
PAGE 4 OF 4
?r5 I 0\810-OG 12\Calc5\5torm\REDESIGN TO 90%TSS 2-!G-O9\POND#9-REV 2-I G-O9.xls

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Pond Report 5
Hydraflow Hydrographs by Intelisolve Tuesday,Aug 19 2008,3:44 PM
Pond No. 2 - POND 9
Pond Data
Pond storage is based on known contour areas.Average end area method used.
Stage I Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 34.50 8,838 0 0
0.50 35.00 11,016 4,964 4,964
1.50 36.00 11,921 11,469 16,432
2.50 37.00 12,897 12,409 28,841
3.50 38.00 13,945 13,421 42,262
4.50 39.00 15,066 14,506 56,768
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise(in) = 18.00 1.00 0.00 0.00 Crest Len(ft) = 12.00 0.00 0.00 0.00
Span(in) = 18.00 1.00 0.00 0.00 Crest El.(ft) = 36.50 0.00 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 34.50 34.50 0.00 0.00 Weir Type = Riser -- -• ---
Length(ft) = 23.00 6.00 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 1.20 0.10 0.00 0.00
N-Value = .013 .013 .000 .000
Orif.Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a Yes No No Exflltration= 0.000 in/hr(Contour) Tailwater Elev.= 0.00 ft
Note:Culvert/OrHlce outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions.
Stage(ft) Stage/Discharge Stage(ft)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 1 0.00
0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00
Discharge(cfs)
Total Q

WET DETENTION BASIN DATA SHEET DATE: 2/16/09
DESIGN CALCULATIONS FOR PROJECT NO.: 510-061 2
OCEAN RIDGE - PHASE 6 - REVISED POND #10 DESIGNED BY: M. HALEY
DRAINAGE AREA (Ad) = 144,619 SQ. FT
IMPERVIOUS AREA (Ai):
BUILDINGS: 36,000 SQ. FT
ROADS: 13,068 SQ. FT
SIDEWALKS: 5,940 SQ. FT
OFF-SITE 0 SQ. FT
CONTINGENCY (RESERVE) 15,000 SQ. FT
TOTAL: 70,008 SQ. FT
PERCENT IMPERVIOUS (I):
Ad/Ai = 48.4 I % (SAY 49%)
CALCULATE AVERAGE DEPTH (Davg):
SEE AVERAGE DEPTH CALCULATION SPREADSHEET FOR POND # I 0
CALCULATE REQUIRED SURFACE AREA AT PERMANENT POOL:
POND# 10 SHALL HAVE AN AVERAGE DEPTH OF 3.86' AND BE DESIGNED TO REMOVE 90% T55.
INTERPOLATION OF TABLE 10-4 IN NCDENR STORM WATER BMP MANUAL
% IMP. AVERAGE DEPTH (FT)
3.5 3.86 4.0
40 4.00 3.64 3.50
49 4.90 4.4I 4.22 "OECETVED
50 5.00 4.50 4.30 FEB 2 6 2009
SA/DA= 4.41 % BY:
SAREQ.= 6,378 5F. = 0. 15 AC
SURFACE AREA PROVIDED AT PERMANENT POOL (ELEV. 36.5) = 12,568 SF
II
SA PROV'D= 12,568 > 6,378 =SA REQ'D OK !
i
POND #10
DATA SHEET
PAGE I OF 4
P:\8 I ow,I 0-0G 12\Calcs\5torm\KEDE5IGN TO 90%T55 2-I 0-09\POND#I 0-REV 2-16-09.xIs

MINIMUM REQUIRED VOLUME (SIMPLE METHOD BY TOM SCHUELER):
Rv=0.05+0.009*(I)
Rv= 0.485677
VOLUME= I "*Rv*Ad = 0. 1343705 AC-FT
5,853 FT^3
VOLUME PROVIDED AT TEMPORARY POOL:
INCREM. TOTAL
SA (SF) VOL. (CF) VOL. (CF)
36.5 12,568 0 0
37 I6,390 7,240 7,240
38 19,034 17,712 24,952
39 21 ,725 20,380 45,33 I
40 24,465 23,095 G8,426
MINIMUM TEMP. POOL ELEVATION (FROM SIMPLE METHOD VOLUME):
REQ'D EL.= 36.90
VOL. REQ'D = 5,853 Cr
TEMP. POOL ELEVATION:
OUTLET EL. = 37.50
VOL. PROV'D = 16,096 CP
NOTE: SINCE THE ELEVATION OF THE NEXT AVAILABLE OUTLET ABOVE THE NORMAL
POOL IS GREATER THAN THE MINIMUM TEMP. POOL ELEVATION, THE OUTLET
ELEVATION IS THE TEMPORARY POOL ELEVATION.
VOL. PROV'D= 16,096 > 5,853 =VOL. REQ'D OK
POND#I 0
DATA SHEET
PAGE 2 OF 4
PA& 0\5 I 0-0G 12\Calcs\Storm\REDESIGN TO 90%T55 2-16-09\POND#I 0-REV 2-16-09.xIs

FOREBAY SIZING:
PERMANENT POOL VOLUME: (2: 1 CONTOURS)
INCREM. TOTAL
EL,_ SA (SF) VOL. (Cr) VOL. (CF)
31 4, 1 70 0 0
32 5,029 4,600 4,600
33 5,97 I 5,500 10, 100
34 6,995 6,483 16,583
35 8,098 7,547 24, 129
36 9,281 8,690 32,819
36.5 12,568 5,462 38,281 +- (SA REQ'T METI)
REQ'D VOLUME = 20% TOTAL = 7,656 CF
CHECK FOREDAY VOLUME: (2: I CONTOURS)
INCREM. TOTAL
EL,. 5A (SF) VOL. (Cr) VOL. (CF)
3I 645 0 0
32 847 746 746
33 I , 166 I ,007 I ,753
34 1 ,479 I ,323 3,075
35 1 ,826 1 ,653 4,728
36 2,205 2,016 6,743
36.5 2,406 1 , 1 53 7,896
PROV'D VOLUME = 7,896 CF (6.5' DEEP FOREBAY)
VOL. PROV'D= 7,896 = 7,656 =VOL. REQ'D OK
POND#10
DATA SHEET
PAGE 3 OF 4
P!,8 i 0\8 10-OG 1 2\Calcs\Storm\REDESIGN TO 90%TSS 2-I G-O9\POND#1 O-RFV 2-I ti-09.x1s

ORIFICE SIZING: REQ'D DRAWDOWN TIME = 2-5 DAYS
NOTE: ORIFICE SIZED TO DRAWDOWN THE TEMPORARY POOL IN 2-5 DAYS
Q2= 0.03387 CFS (FOR 2 DAY DRAWDOWN)
Q5= 0.01355 CF5 (FOR 5 DAY DRAWDOWN)
ORIFICE EL.= 36.50 (PERM. POOL EL.)
TEMP. POOL EL. = 37.50 (OUTLET EL.)
ORIFICE DIAMETER = I .00 IN.
Q PROV'D= Cd*A*(2gh)^ 1/2 WHERE: Cd= 0.6
A= 0.00545 SF
g= 32.2 FPS/S
h= (TEMP POOL-NORMAL POOL)/3
= 0.33333
Q PROV'D= 0.015 16
Q2> 0.0I5I6 >Q5 OK
DRAWDOWN TIME:
TIME = VOLUME = 4A7 DAYS
Q PROV'D
POND #10
DATA SHEET
PAGE 4 OF 4
P:V_R i Cn810-06 12\C:alr:s\Str)rm\RFDFSIC;N TO 90%TSS 2-16-09\POND#I O-REV 2-I G-09.xls

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6.1

Pond Report 5
Hydraflow Hydrographs by Intelisolve Tuesday,Aug 19 2008,3:45 PM
Pond No. 3 - POND 10
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage i Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cult) Total storage(cuff)
0.00 36.50 12,568 0 0
0.50 37.00 16,390 7,240 7,240
1.50 38.00 19,034 17,712 24,952
2.50 39.00 21,725 20,380 45,331
3.50 40.00 24,465 23,095 68,426
4.50 41.00 27,255 25,860 94,286
Culvert I Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise(in) = 24.00 1.50 0.00 0.00 Crest Len(ft) = 14.00 0.00 0.00 0.00
Span(in) = 24.00 1.50 0.00 0.00 Crest El.(ft) = 37.50 0.00 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 35.25 36.50 0.00 0.00 Weir Type = Riser - -- -
Length(ft) = 108.00 6.00 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 4.67 0.10 0.00 0.00
N-Value = .013 .013 .000 .000
Orif.Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a Yes No No Exfiltratlon= 0.000 in/hr(Contour) Tailwater Elev.= 0.00 ft
Note:CulverMace outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions.
Stage(ft) Stage/Discharge Stage(ft)
5.00 5.00
4.00 .„...7 4.00
3.00 3.00
2.00 - 2.00
1.00 I - 1.00
0.00 I 0.00
0.00 3.00 6.00 9.00 12.00 15.00 18.00 21.00 24.00 27.00 30.00 33.00
Total Q Discharge(cfs)

WET DETENTION BASIN DATA SHEET DATE: 2/I G/09
DESIGN CALCULATIONS FOR PROJECT NO.: 810-06 12
OCEAN RIDGE - PHASE G - REVISED POND # I I DESIGNED BY: M. HALEY
DRAINAGE AREA (Ad) = 773, 190 SQ. FT
IMPERVIOUS AREA (Ai):
BUILDINGS: 267,000 5Q. FT
ROADS: 63,335 SQ. FT
SIDEWALKS: 28,788 SQ. FT
OFF-SITE 0 SQ. FT
CONTINGENCY (RESERVE) I I I ,250 SQ. FT
TOTAL: 470,373 SQ. FT
PERCENT IMPERVIOUS (I):
I = Ad/AI = G0.84% (5AY 6 I %)
CALCULATE AVERAGE DEPTH (Davg):
SEE AVERAGE DEPTH CALCULATION SPREADSHEET FOR POND # I I
CALCULATE REQUIRED SURFACE AREA AT PERMANENT POOL:
POND# I I SHALL HAVE AN AVERAGE DEPTH OF 7.42' AND BE DESIGNED TO REMOVE 90% T55.
INTERPOLATION OF TABLE 10-4 IN NCDENR STORM WATER BM' MANUAL
% IMP. AVERAGE DEPTH (FT)
7.0 7.42 7.5
e� GO 2.40✓ 2.32 z.�0 1.9 '
6 I 2.45 2.37 2.35 3 ��® � 2009
70 2.90k/' 2.82 20- Z.
BY:
SA/DA= 2.37%
SAREQ = 18,294 SF. = 0.42 AC
SURFACE AREA PROVIDED AT PERMANENT POOL (ELEV. 30.5) = 19,902 SF
SA PROV'D= 19,902 > I8,294 =5A REQ'D OK
POND #I I
DATA SHEET
PAGE I OF 4
PA8 0\8 I 0-06 12\Calcs\5torm\RFDFSIGN TO 90%TSS 2-16-09\POND#I '-REV 2-16-09.xls

MINIMUM REQUIRED VOLUME (SIMPLE METHOD BY TOM SCHUELER):
Rv=0.05+0.009*(I)
Rv= 0.597518
VOLUME= I "*Rv*Ad 0.8838292 AC-FT
38,500 FT^3
VOLUME PROVIDED AT TEMPORARY POOL:
INCREM. TOTAL
EL SA (SF) VOL. (CF) VOL. (CF)
30.5 I9,902 0 0
31 23,774 10,919 10,919
32 26,720 25,247 36, 166
33 29,393 28,057 64,223
34 32, 130 30,7G2 94,984
MINIMUM TEMP. POOL ELEVATION (FROM SIMPLE METHOD VOLUME):
REQ'D EL.= 32.08
VOL. REQ'D = 38,500 CF
TEMP. POOL ELEVATION:
OUTLET EL. = 33.50
VOL. PROV'D = 79,G03 CF
NOTE: SINCE THE ELEVATION OF THE NEXT AVAILABLE OUTLET ABOVE THE NORMAL
POOL IS GREATER THAN THE MINIMUM TEMP. POOL ELEVATION, THE OUTLET
ELEVATION IS THE TEMPORARY POOL ELEVATION.
VOL. PROV'D= 79,G03 > 38,500 =VOL. REQ'D OK
POND#II
DATA SHEET
PAGE 2 OF 4
P:\8 10\8 I 0-0C 12\Calcs\Storm\REDESIGN TO 90%TS5 2-16-09\POND#I I-REV 2-16-09.xIs

FOREBAY SIZING:
PERMANENT POOL VOLUME: (2: I CONTOURS)
INCREM. TOTAL
EL SA (SF) VOL. (Cr) VOL. (Cr)
17 2,945 0 0
18 3,496 3,221 3,221
19 4, 107 3,802 7,022
20 4,777 4,442 I I ,464
21 5,514 5, 146 16,610
22 6,321 5,918 22,527
23 7, 194 6,758 29,285
24 8, 164 7,679 36,964
25 9,221 8,693 45,656
26 10,379 9,800 55,456
27 I I ,629 I I ,004 66,460
28 12,972 12,301 78,761
29 14,385 13,679 92,439
30 15,887 15, 136 107,575
30.5 19,902 8,947 116,522 4- (SA REQ'T MET!)
REQ'D VOLUME = 20% TOTAL = 23,304 CF
CHECK FOREDAY VOLUME: (2: I CONTOURS)
INCREM. TOTAL
EL SA (SF) VOL. (Cr) VOL. (CF)
26 3,280 0 0
27 3,978 3,629 3,629
28 4,707 4,343 7,972
29 5,466 5,087 13,058
30 6,254 5,860 18,918
30.5 6,660 3,229 22, 147
PROV'D VOLUME = 22, 147 Cr (4.5' DEEP FOREBAY)
VOL. PROV'D= 22, 147 23,304 =VOL. REQ'D OK
POND #1 1
DATA SHEET
PAGE 3 OF 4
P:\81 O\8,0-OF 12\Calcs\Storm\REDESIGN TO 90%T55 2-16-09\FOND#I I-REV 2-16-09.xis

ORIFICE SIZING: REQ'D DRAWDOWN TIME = 2-5 DAYS
NOTE: ORIFICE SIZED TO DRAWDOWN THE TEMPORARY POOL IN 2-5 DAYS
Q2= 0.22280 CFS (FOR 2 DAY DRAWDOWN)
Q5= 0.089 12 CFS (FOR 5 DAY DRAWDOWN)
ORIFICE EL.= 30.50 (PERM. POOL EL.)
TEMP. POOL EL. = 33.50 (OUTLET EL.)
ORIFICE DIAMETER = 2.25 IN.
Q PROV'D= Cd*A*(2gh)^ 1/2 WHERE: Cd= 0.G
A= 0.02761 SF
g= 32.2 FP5/5
h= (TEMP POOL-NORMAL POOL)/3
= I
Q PROV'D= 0. 13295
Q2> 0. 13295 >Q5 OK
DRAWDOWN TIME:
TIME = VOLUME = 3.35 DAYS
Q PROV'D
POND # I
DATA SHEET
PAGE 4 OF 4
P:\8 10\8 I 0-06 12\CaIc5\ torm\REDESIGN TO 90%TSS 2-16-09\POND#I I-REV 2-16-09.xIs

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Pond Report 5
Hydraflow Hydrographs by Intelisolve Tuesday,Aug 19 2008,3:45 PM
Pond No. 4 - POND 11
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage I Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cult) Total storage(cuft)
0.00 30.50 19,902 0 0
0.50 31.00 23,774 10,919 10,919
1.50 32.00 26,720 25,247 36,166
2.50 33.00 29,393 28,057 64,223
3.50 34.00 32,130 30,762 94,984
4.50 35.00 34,930 33,530 128,514
5.50 36.00 37,793 36,362 164,876
6.50 37.00 40,721 39,257 204,133
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise(in) = 30.00 2.25 0.00 0.00 Crest Len(ft) = 16.00 0.00 0.00 0.00
Span(in) = 30.00 2.25 0.00 0.00 Crest El.(ft) = 33.50 0.00 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 30.50 30.50 0.00 0.00 Weir Type = Riser - -- -
Length(ft) = 126.00 6.00 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 0.20 0.10 0.00 0.00
N-Value = .013 .013 .013 .000
Orif.Coeff. = 0.60 0.60 0.60 0.00
Multi-Stage = n/a Yes No No Exfiltration= 0.000 in/hr(Contour) Tailwater Elev.= 0.00 ft
Note:Culvert/Orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions.
Stage(ft) Stage/Discharge Stage(ft)
7.00 7.00
6.00 6.00
5.00 5.00
4.00 4.00
3.00 - - 3.00
2.00 2.00
1.00 1.00
' I
0.00 I I
- 0.00
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00
Total Q Discharge(cfs)

WET DETENTION BASIN DATA SHEET DATE: 2/16/09
DESIGN CALCULATIONS FOR PROJECT NO.: 8I 0-06 12
OCEAN RIDGE - PHASE 6 - REVISED POND #13 DESIGNED BY: M. HALEY
DRAINAGE AREA (Ad) = 58,370 SQ. FT
IMPERVIOUS AREA (Ai):
BUILDINGS: ' 5,000 SQ. FT
ROADS: 0 SQ. FT
SIDEWALKS: 0 SQ. FT
OFF-SITE 0 SQ. FT
CONTINGENCY (RESERVE) 6,250 5Q. FT
TOTAL: 21 ,250 SQ. FT
PERCENT IMPERVIOUS (I):
I = Ad/AI = 3G.41 % (SAY 37%)
CALCULATE AVERAGE DEPTH (Davg):
SEE AVERAGE DEPTH CALCULATION SPREADSHEET FOR POND #13
CALCULATE REQUIRED SURFACE AREA AT PERMANENT POOL:
POND#13 SHALL HAVE AN AVERAGE DEPTH OF 5.40' AND BE DESIGNED TO REMOVE 90% T55.
INTERPOLATION OF TABLE 10-4 IN NCDENR STORM WATER BMP MANUAL
% IMP. AVERAGE DEPTH (FT)
5.0 5.40 5.5
30 2.20 1 .96 1 .90 ���
37 2.62 2.38 2.32 VEIL
40 2.80 2.56 2.50 FEB 2 6 7009
SA/DA= 2.38% 13Y:
SAR,Q.= I ,389 SF. = 0.03 AC
SURFACE AREA PROVIDED AT PERMANENT POOL (ELEV. 27.75) = 6,566 SF
� II
SA PROV'D= 6,566 > I ,389 =SA REQ'D OK II
POND #13
DATA SHEET
PAGE J OF 4
P:18 10\8 I 0-06 121CaIcs\5torm'REDE5IGN TO 90%TSS 2-16-091POND#1 3-REV 2-16-09.xis

MINIMUM REQUIRED VOLUME (SIMPLE METHOD BY TOM SCHUELER):
Rv=0.05+0.009*(I)
Rv= 0.377651
VOLUME= I "*Rv*Ad = 0.0421708 AC-FT
= 1 ,837 FT^3
VOLUME PROVIDED AT TEMPORARY POOL:
INCREM. TOTAL
SA (SF) VOL. (CF) VOL. (CF)
27.75 6,566 0 0
28 8,951 1 ,940 1 ,940
29 10,459 9,705 I 1 ,645
30 12,023 I 1 ,24 I 22,886
M:NIMUM TEMP. POOL ELEVATION (FROM SIMPLE METHOD VOLUME):
REQ'D EL.= 28. 13
VOL. REQ'D = 3, 177 Cr
TEMP. POOL ELEVATION:
OUTLET EL. = 28.67
VOL. PROV'D = 7,935 Cr
NOTE: SINCE THE ELEVATION OF THE NEXT AVAILABLE OUTLET ABOVE THE NORMAL
POOL IS GREATER THAN THE MINIMUM TEMP. POOL ELEVATION, THE OUTLET
ELEVATION IS THE TEMPORARY POOL ELEVATION.
VOL. PROV'D= 7,935 > I ,837 =VOL. REQ'D OK
POND #1 3
DATA SHEET
PAGE 2 0P 4
P:1810\8 I 0-06 12\Calcs\Storm\REDESIGN TO 90%T55 2-I G-09\POND#!3-REV 2-I G-09.xls

FOREBAY SIZING:
PERMANENT POOL VOLUME: (2: I CONTOURS)
INCREM. TOTAL
EL. SA (SF) VOL. (CF) VOL. (Cr)
18 105 0 0
I9 338 222 222
20 630 484 70G
21 980 805 I ,5 I 1
22 1 ,388 I , 184 2,695
23 1 ,856 I ,622 4,317
24 2,387 2, 122 6,438
25 2,990 2,689 9, 127
26 3,664 3,327 I2,454
27 4,409 4,037 16,490
27.75 6,566 4, 116 20,606 4— (SA REQ'T MET!)
REQ'D VOLUME = 20% TOTAL 4, 12 I Cr
CHECK FOREBAY VOLUME: (2: I CONTOURS)
INCREM. TOTAL
SA (SF) VOI . (Cr) VOL. (Cr)
23 181 0 0
24 379 280 280
25 652 516 796
26 1 ,000 826 1 ,622
27 I ,420 I ,210 2,832
27.75 I ,646 I , 150 3,98 I
PROV'D VOLUME = 3,98I CF (4.75' DEEP FOREBAY)
VOL. PROV'D= 3,98 I 4, 12 I =VOL. REQ'D OK
POND#13
DATA SHEET
PAGE 3 OF 4
P:\8I 0\8I 0-06 12\Calcs\Storm\REDESIGN TO 90%TSS 2-16-09\POND#I 3-REV 2-I G-09.xls

ORIFICE SIZING: REQ'D DRAWDOWN TIME = 2-5 DAYS
NOTE: ORIFICE SIZED TO DRAWDOWN THE TEMPORARY POOL IN 2-5 DAYS
Q2= 0.01063 CFS (FOR 2 DAY DRAWDOWN)
Q5= 0.00425 CF5 (FOR 5 DAY DRAWDOWN)
ORIFICE EL.= 27.75 (PERM. POOL EL.)
TEMP. POOL EL. = 28.67 (OUTLET EL.)
ORIFICE DIAMETER = 0.75 IN.
Q PROV'D= Cd`A*(2gh)^ 1/2 WHERE: Cd= 0.6
A= 0.00307 SF
g= 32.2 FPS/5
h= (TEMP POOL-NORMAL POOL)/3
0.30667
Q PROV'D= 0.00818
Q2> 0.008I8 >Q5 OK
DRAWDOWN TIME:
TIME = VOLUME = 2.60 DAYS
Q PROV'D
POND #13
DATA SHEET
PAGE 4 OF 4
P:18 10\8 I 0-06 12\Calcs\Storm\REDESIGN TO 90%TSS 2-16-09\POND#1 3-REV 2-I G-09.xls

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61

Pond Report 5
Hydraflow Hydrographs by Intelisolve Tuesday,Aug 19 2008,3:46 PM
Pond No. 5 - POND 13
Pond Data
Pond storage is based on known contour areas.Average end area method used.
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 27.75 6,566 0 0
0.50 28.00 8,951 3,879 3,879
1.50 29.00 10,459 9,705 13,584
2.50 30.00 12,023 11,241 24,825
Culvert/Orifice Structures Weir Structures
[A] [S] [C] [D] [A] [B] [C] [D]
Rise(in) = 8.00 0.75 0.00 0.00 Crest Len(ft) = 12.00 20.00 0.00 0.00
Span(in) = 8.00 0.75 0.00 0.00 Crest El.(ft) = 28.67 29.50 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 0.00 0.00
Invert El.(ft) = 27.75 27.75 0.00 0.00 Weir Type = Riser Broad
Length(ft) = 10.00 6.00 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 0.50 0.10 0.00 0.00
N-Value = .013 .013 .000 .000
Orif.Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a No No No Exfiltration= 0.000 in/hr(Contour) Tailwater Elev.= 0.00 ft
Note:Culvert/Orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions.
Stage(ft) Stage/Discharge Stage(ft)
3.00 3.00
2.00 - 2.00
1.00 1.00
1
0.00 ' ' 0.00
0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 22.00
Total Q Discharge(cfs)

WET DETENTION BASIN DATA SHEET DATE: 2/16/09
DESIGN CALCULATIONS FOR PROJECT NO.: 8I 0-06 12
OCEAN RIDGE - PHASE 6 - REVISED POND #14 DESIGNED BY: M. HALEY
DRAINAGE AREA (Ad) = 779,288 SQ. FT
IMPERVIOUS AREA (Ai):
BUILDINGS: 120,000 SQ. FT
ROADS: 36,590 SQ. FT
SIDEWALKS: 16,631 SQ. FT
OFF-SITE 2 I ,780 SQ. FT
CONTINGENCY (RESERVE) 50,000 SQ. FT
TOTAL: 245,00 I SQ. FT
PERCENT IMPERVIOUS (I):
I = Ad/AI = 3 1 .44% (SAY 32%)
CALCULATE AVERAGE DEPTH (Davg):
SEE AVERAGE DEPTH CALCULATION SPREADSHEET FOR POND # 14
CALCULATE REQUIRED SURFACE AREA AT PERMANENT POOL:
POND#14 SHALL HAVE AN AVERAGE DEPTH OF 6.33' AND BE DESIGNED TO REMOVE 90% TSS.
INTERPOLATION OF TABLE I 0-4 IN NCDENR STORM WATER BM? MANUAL
% IMP. AVERAGE DEPTH (FT)
G.0 6.33 6.5
30 I .60 1 .40 I .30
32 I .70 I .50 I .40 R. C'P%
40 2. 10 1 .90 I .80 FEB
6 ?np9
SA/DA= I .50%
SARrQ.= I I ,705 5F. = 0.27 AC
SURFACE AREA PROVIDED AT PERMANENT POOL (ELEV. 42.75) = 12,574 SF
SA PROV'D= 12,574 > I I ,705 =SA REQ'D OK
POND #14
DATA SHEET
PAGE 1 OF 4
PA8 10\8 I 0-06 12\GaIcs\Storm\REDESIGN TO 90%TSS 2-16-09\POND#1 4-REV 2-16-09.xls

MINIMUM REQUIRED VOLUME (SIMPLE METHOD BY TOM SCHUELER):
Rv=0.05+0.009*(I)
Rv= 0.332952
VOLUME= I "*Rv*Ad = 0.4963753 AC-FT
21 ,622 FT^3
VOLUME PROVIDED AT TEMPORARY POOL:
INCREM. TOTAL
SA (SF) VOL. (CF) VOL. (CF)
42.75 I2,574 0 0
43 16,004 3,572 3,572
44 18, 158 17,081 20,653
45 20,368 19,263 39,916
46 22,364 21 ,366 61 ,282
47 24,957 23,661 84,943
MINIMUM TEMP. POOL ELEVATION (FROM SIMPLE METHOD VOLUME):
REQ'D EL.= 44.05
VOL. REQ'D = 2 I ,622 CF
TEMP. POOL ELEVATION:
OUTLET EL. = 45.00
VOL. PROV'D = 39,91 6 CF
NOTE: SINCE THE ELEVATION OF THE NEXT AVAILABLE OUTLET ABOVE THE NORMAL
POOL IS GREATER THAN THE MINIMUM TEMP. POOL ELEVATION, THE OUTLET
ELEVATION 15 THE TEMPORARY POOL ELEVATION.
VOL. PROV'D= 39,916 > 21 ,622 =VOL. REQ'D OK
POND#14
DATA SHEET
PAGE 2 OF 4
P:\8 0\8 1 0-06 12\Calcs\Storm\REDESIGN TO 90%T55 2-16-09\POND#14-REV 2-I G-09.xls

FOREBAY SIZING:
PERMANENT POOL VOLUME: (2: I CONTOURS)
INCREM. TOTAL
EL SA (Sr) VOL. (Cr) VOL. (Cr)
31 742 0 0
32 I , 135 939 939
33 1 ,623 1 ,379 2,315
34 2, 195 1 ,909 4,227
35 2,838 2,5I7 6,743
36 3,559 3, 199 9,942
37 4,365 3,962 13,904
38 5,241 4,803 18,707
39 6,203 5,722 24,429
40 7,238 6,721 31 , 149
41 8,335 7,787 38,936
42 9,483 8,909 47,845
42.75 12,574 8,271 56, 1 16 4- (SA REQT MET!)
REQ'D VOLUME = 20% TOTAL = I I ,223 Cr
CHECK FOREBAY VOLUME: (2: I CONTOURS)
INCREM. TOTAL
EL.. SA (5F) VOL. (Cr) VOL. (Cr)
37 831 0 0
38 I , 136 984 984
39 1 ,451 1 ,309 2,292
40 1 ,866 1 ,674 3,966
41 2,294 2,080 6,046
42 2,760 2,527 8,573
42.75 3,004 2, 162 10,734
PROV'D VOLUME = 10,734 Cr (5.75' DEEP FOREBAY)
VOL. PROV'D= 10,734 -= I I ,223 =VOL. REQ'D OK
POND #14
DATA SHEET
PAGE 3 OP 4
P:\810\8'0-06 12\Calcs\,Storm\REDESIGN TO 90%T55 2-16-09\POND#1 4-REV 2-16-09.xls

ORIFICE SIZING: REQ'D DRAWDOWN TIME = 2-5 DAYS
NOTE: ORIFICE SIZED TO DRAWDOWN THE TEMPORARY POOL IN 2-5 DAYS
Q2= 0. 125 13 CFS (FOR 2 DAY DRAWDOWN)
Q5= 0.05005 CFS (FOR 5 DAY DRAWDOWN)
ORIFICE EL.= 42.75 (PERM. POOL EL.)
TEMP. POOL EL. 45.00 (OUTLET EL.)
ORIFICE DIAMETER = I .75 IN.
Q PROV'D= Cd*A*(2gh)^ 1/2 WHERE: Cd= 0.G
A= 0.0167 5F
g= 32.2 FPS/S
h= (TEMP POOL-NORMAL POOL)/3
= 0.75
Q PROV'D= 0.06965
Q2> 0.06965 >Q5 OK
DRAWDOWN TIME:
TIME = VOLUME = 3.59 DAYS
Q PROV'D
POND #14
DATA SHEET
PAGE 4 OF 4
PA8 10\8I 0-06'MaIcs\Storm\REDESIGN TO 90%TSS 2-'6-09\POND#'4-REV 2-16-09.xI5

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Pond Report 5
Hydraflow Hydrographs by Intelisolve Tuesday,Aug 19 2008,3:46 PM
Pond No. 6 - POND 14
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage I Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 42.75 12,574 0 0
0.50 43.00 16,004 7,145 7,145
1.50 44.00 18,156 17,080 24,225
2.50 45.00 20,368 19,262 43,487
3.50 46.00 22,634 21,501 64,988
4.50 47.00 24,957 23,796 88,783
5.50 48.00 27,336 26,147 114,930
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise(in) = 30.00 1.75 0.00 0.00 Crest Len(ft) = 14.00 0.00 0.00 0.00
Span(In) = 30.00 1.75 0.00 0.00 Crest El.(ft) = 45.00 0.00 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 42.00 42.75 0.00 0.00 Weir Type = Riser - ...
Length(ft) = 491.00 6.00 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 0.02 0.10 0.00 0.00
N-Value = .013 .013 .000 .000
OrIf.Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a No No No ExfiItration= 0.000 in/hr(Contour) Tailwater Elev.= 0.00 ft
Note:Culvert/Orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions.
Stage(ft) Stage 1 Discharge Stage(ft)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 ...---
3.00
2.00 - 2.00
1.00 1
1.00
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Total Q Discharge(cfs)

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SW8 080533 ORP Phase VI Section 2
Subject: SW8 080533 ORP Phase VI Section 2
From: Linda Lewis <[e-mail]>
Date: Thu, 15 Jan 2009 16:21:16 -0500
To: Mark Brown<[e-mail]>
CC: Noelle Winstead<[e-mail]>
Mark:
Will you be looking at the vegetated filters and level spreaders for this phase as
well to make sure that the filter and spreader are both designed using the 10 year
storm flowrate?
Thanks.
Linda
1 of 1 1/15/2009 4:21 PM

CAPE FEAR
Engineering, Inc.
December 19, 2008
Linda Lewis
Environmental Engineer III
North Carolina Division of Water Quality
127 Cardinal Drive Extension
Wilmington,North Carolina 28405
RE: Ocean Ridge Phase VI (Stormwater Project#SW8 080533)
Request for Additional Information
Ms. Lewis,
Please find the enclosed response to your Request for Additional Information for the
above referenced project dated December 18, 2008.
1. Level Spreader Details were included in the previous submittal on Sheets P-1
through P-3. Details were revised however to show the additional information
requested. Also, notes were added on Sheets SW-1 through SW-3 to "see level
spreader detail on Sheet P-_." Please reference attached sheets P-1 through P-3
for the revised details.
2. Sheets SW-1 through SW-3 did not print correctly in the last submittal. A revised
set that shows the contours and lot lines with better clarity is attached.
3. Signed and sealed calculations for Pond#9 are attached.
The information provided should be sufficient for your expedited review and approval. If
you have any questions or need additional information please feel free to contact this
office.
Respectfully,
Mark Brown, E.I.
DEC 1 2008
BY:
151 Poole Road,Suite 100 •Selville,NC 28451 • TEL:[phone] •FAX:[phone]
ww w.ca pefearengineering.com

O+•Of WA riS);)
ATR4 Michael F.Easley,Governor
�_ William G.Ross Jr.,Secretary
�' r North Carolina Department of Environment and Natural Resources
Coleen H.Sullins Director
Division of Water Quality
December 18, 2008
Becky Noble, Vice President
Coastal Communities at
Ocean Ridge Plantation, LLC
351 Ocean Ridge Parkway SW
Ocean Isle Beach, NC 28469
Subject: Request for Additional Information
Stormwater Project No. SW8 080533
Ocean Ridge Plantation Phase VI Section.2
Brunswick County
Dear Ms. Noble:
The Wilmington Regional Office received previously requested information regarding the State
Stormwater Management Permit Application for Ocean Ridge Plantation Phase VI Section 2 on
November 14, 2008. 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. As previously requested, please add a detailed level spreader and vegetated filter strip
detail to the plans. Currently sheet SW-1 labels the filter and references sheet D-1 for
the riprap apron sizing, but no other detail is provided. The vegetated filter strip detail
should include plan and section views with pipe inverts, grading within the filter including
a spot elevation at the end of the filter to establish longitudinal slope, level spreader
details, filter length, filter width, side slopes, and the type of grass to be planted in the
filter.
2. Plan sheets SW-1, SW-2 and SW-3, sent in on November 14, 2008, are missing existing
topography and lot lines. The plan sheets are very faded and this information is not
showing up as it does on the previously submitted plans. Please provide 2 new, darker
copies of the referenced sheets.
3. Please sign, seal and date the revised Pond #9 calculations.
The requested information should be received in this Office prior to January 18, 2009. Please note that
this is your last request for additional information. If the application cannot be made complete by
January 18, 2009, the application will be returned as incomplete and a new application package, plans
and fee will be required.
If you need additional time to submit the information, please mail, email or fax your request for a time
extension to the Division at the address and fax number at the bottom of this letter. The request must
indicate a reasonable date by which you'expect to submit the required information. The Division is
allowed 90 days from the receipt of a completed application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under an approved
Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement
action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any original documents
that need to be revised have been sent to the engineer or agent. All original documents must be
returned or new originals must be provided. Copies are not acceptable. If you have any questions
concerning this matter please feel free to call me at(910) 796-7215 or email me at
[e-mail].
N��hCaro' a
�tlaturaI
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington,NC 28405 Phone[phone] Customer Service
Wilmington Regional Office Internet: www.ncwaterquality.org Fax [phone]
An Equal Opportunity/Affirmative Action Employer—50%Recycled/10%Post Consumer Paper

Ms. Noble
December 18, 2008
Stormwater Application No. SW8 080533
Sincerely,
%/df%
Linda Lewis
Environmental Engineer Ill
ENB/arl: S:\WQS\STORMWATER\ADDINFO\2008\080533.dec08
CC: Perry Davis, P.E., Cape Fear Engineering
Linda Lewis
Page 2 of 2

SW8 080533 ORP Phase VI Section 2
r
Subject: SW8 080533 ORP Phase VI Section 2
From: Linda Lewis <[e-mail]>
Date: Thu, 18 Dec 2008 09:07:42 -0500
To: Mark Brown<[e-mail]>
CC: Peny Davis<[e-mail]>
Mark:
Attached please find my final review comments.
Linda
Content-Type: application/msword
080533.dec08.doc
Content-Encoding: base64
1 of 1 12/18/2008 9:14 AM

�aox' CAPE FEAR
Engineering, Inc. DEC 1 7008
151 Poole Road,Suite 100
Be/villa,NC 28451
TEL [phone]
FAX[phone] A..).`
www.cape fearengineering.com
Transmittal
To NCDENR-DWQ Date: November 19, 2008
127 Cardinal Extension File: 810-0612 "36"
Wilmington, NC 28405 Subject: Ocean Ridge Ph. 6 Sections 2
SW8 080533
Attn: Linda Lewis
❑ As Requested El For Your Files [' For Distribution ® For your Review/Action/Approval
[' Sent via Mail ® Sent via Courier
Quantity Drawing No. Description
3 Copies of plans
1 Signed and sealed copy of calculations
REMARKS If you have any questions, comments, or require additional information please contact this office at
[phone].
CC: File Cape Fear Engineering, Inc.
-6 A
File: 810-0611 "36" Signed: . Aga. r
Mark Brown E.l.
Received By:
Date: I.1 - jq— ©f
Trans-OR6 Sec1&3 SW Plan Revision DENR 3-11-08

CAPE FEAR RECEIVED
Engineering, Inc. Nov 1 7 2008
151 Poole Road,Suite 100
Etelvilla,NC 28451
TEL [phone]
FAX[phone] —_----"'
www.cape fearengineering.corn
Transmittal
To NCDENR-DWQ Date: November 17, 2008
127 Cardinal Extension File: 810-0612 "36"
Wilmington, NC 28405 Subject: Ocean Ridge Ph. 6 Sections 2
SW8 080533
Attn: Linda Lewis
❑As Requested ❑ For Your Files ❑ For Distribution ® For your Review/Action/Approval
❑ Sent via Mail ® Sent via Courier
Quantity Drawing No. Description
1 FIRM Panels— please add to set submitted on 11-14-08
REMARKS If you have any questions, comments, or require additional information please contact this office at
[phone].
CC: File• Cape Fear Engineering,
,I�Inc
cc
File: 810-0611 "36" Signed: 41 4t—
Mark Brown E.I.
Received By:
Date: 11-(7-0g
Trans-OR6 Sect&3_SW_Plan Revision_DENR_3-1 1-08

CAPE FEAR
Engineering, Inc. -
151 Poole Road,Suite 100 .,.
Belville,NC 28451
TEL [phone] 191 1 A�_ :" •
FAX[phone] �J �{
www.capefearengineering.com
Transmittal
To NCDENR-DWQ Date: November 14, 2008
127 Cardinal Extension File: 810-0612 "36"
Wilmington, NC 28405 Subject: Ocean Ridge Ph. 6 Sections 2
SW8 080533
Ann: Linda Lewis
❑As Requested ❑ For Your Files ❑ For Distribution ® For your Review/Action/Approval
❑ Sent via Mail ® Sent via Courier
Quantity Drawing No. Description
1 Cover Letter
1 Copy Revised Supplements, Calculations, and Application page
1 Copy SHVVT Narrative and Calculations
3 Sets Revised Plans
REMARKS If you have any questions, comments, or require additional information please contact this office at
[phone].
CC: File Cape Fear Engineering, Inc.
tt l!
File: 810-0611 "36" Signed: / - ef:
Mark Brown E.I.
Received By:
Date: II-1N- 0 S
- Trans-OR6 Sect&3_SW_Plan Revision_DENR_3-11-08

r
• 57 CAPE FEAR
Engineering, Inc.
RECEIVED
November 14, 2008 NOV 1',4 200$
Linda Lewis BY:
Environmental Engineer III
North Carolina Division of Water Quality
127 Cardinal Drive Extension
Wilmington,North Carolina 28405
RE: Ocean Ridge Phase VI (Stormwater Project# SW8 080533)
Ms. Lewis,
Please find the enclosed response to your Request for Additional Information for the
above referenced project dated July 31, 2008.
1. Please see the attached sheet P-4 & P-5 along with a narrative and report that
demonstrates the downstream ditches and outlets will be able to function
adequately and provide free flow without backing up under SHWT conditions.
2. The outlet structure details have been modified to show the permanent pool
elevation at the bottom of the orifice (see sheet P-1, P-2, & P-3).
3. A correct BUA for Pond 6 is 993,868 ft2 and has been changed on the application.
4. 12,409 ft2 is the correct surface area at the temporary pool for Pond#9 and is
reflected in the attached supplement.
5. 22,637 ft3 is the right volume at the temporary pool elevation for Pond#9 and is
shown in the supplement.
6. The fore-bay calculation table for Pond#9 has been updated to include up to
elevation 34.5.
7. Pond#9 has an updated orifice size of 1.5" and is shown in the plans, calcs,
details, and supplements.
8. A trash screen was added to the detail on sheet P-1 for the weir cut.
9. The detail has been changed on sheet P-3 to show 42.75 as the permanent pool
elevation for Pond#14.
10. 2 copies of sheet P-2 are attached.
11. Items have been checked and documents that need to be revised have been.
12. Due to your question in the additional information request in regards to ORP Ph
VI Section 1 (SW8 070917) concerning the sizing of the level spreader. The
following information is provided. See sheets SW-1, SW-2, SW-3, & D-1 for
details.
• The design of the level spreader and vegetated filters (for ponds
designed to remove 85%TSS) as shown in NCDENR's level spreader
supplement, requires the design to be based on the orifice drawdown.
Upon calculating the orifice drawdown the level spreader requires a
length of 13' per 1 cfs of drawdown. Ponds 1, 2, & 4 from Section 1
along with Ponds 9, 10, & 11 from Section 2 (ponds designed to
151 Poole Road,Suite 100 • Belville,NC28451 • TEL:[phone] • FAX.[phone]
www.ca pefearengineering.com

remove 85%TSS)have an orifice drawdown of 0.57 cfs going to FES
A. In order to provide non-erosive flow for the receiving level
spreaders and vegetated filters a rip-rap design done based on the 10
year rainfall event was completed. In addition to FES A, rip-rap
design was also provided for Ponds 6 (FES 641 — Section 2), 7 & 8
(FES G1 —Section 1), and 14 (FES 1450— Section 2). The proposed
rip-rap design is placed upstream of its corresponding level spreader.
Placing the rip-rap upstream of the level spreader allows the runoff to
reach non-erosive flow once it reaches the level spreader and vegetated
filter. The rip-rap and level spreader combo is shown on sheet SW-2
with the details of the rip-rap design on sheet D-1. Please see attached
calculations for rip-rap design.
The information provided should be sufficient for your expedited review and approval. If
you have any questions or need additional information please feel free to contact this
office.
Respectfully,
Mark Brown, E.I.

Engineer's Report
For
SHWT Conditions
Request for Additional Information
Stormwater Permit No. SW8 080533
Ocean Ridge Plantation Phase VI, Section 2
Brunswick County
Subject:
Ocean Ridge Plantation
Phase VI, Section 2
Brunswick County,North Carolina
RECEIVED
Prepared for
NOV 1 If 2008
ottar :mkt,
DWQ
PR0.1# O eo 333
OCEAN RIDGE
PLANTATION®
Coastal Communities at Ocean Ridge Plantation,LLC.
351 Ocean Ridge Parkway SW
Ocean Isle Beach,North Carolina 28469
[phone]
Date: November, 2008
ow gel moo
4111,
Prepared by
Cape Fear Engineering, Inc. •
151 Poole Road, Suite 100
Belville,NC 28451 4.4p4 es? 1„�y
[phone] .‘
P:18101810-06121Calcs\Storm\SHWT1Engineer's Report 11-13-08.doc

Engineer's Report : Phase VI Section 2 SW8.080533-
NCDENR REQUEST FOR ADD INFO:
Item #1 from current add info (10/28/08)is a continued request from the 7/31/08
letter. This report addresses Item#4 on 7/31/08.
1. Ponds# 6, 9, 10, 11, & 14 are proposed with a permanent pool elevation more than 6 inches
below the estimated Seasonal High Water Table. Please consider raising the permanent pool
elevation to within 6 inches of the SHWT. If that cannot be done,please provide the following
information:
a) Demonstrate that the downstream conveyances, including ditches and pipes from the
pond to the named receiving waters,will be able to function adequately and provide free
flow without backing up under SHWT conditions
RESPONSE PREFACE:
This evaluation of the subject water quality ponds is predicated upon NCDENR's preliminary
review of the subject development's stormwater submittal from May 16, 2008.
The request for additional information surrounds NCDENR's position that the downstream
ditches and outlets may not be able to function adequately and provide free flow from the design
storm without backing up during SHWT conditions.
For reference, sheets P-4 &P-5 are provided as an illustration of the flow path for the design
layout and existing pond routing. Additionally, FIRM Panels for the subject site are provided to
show published flood data and an aerial overview of this site. These FIRM Panels have been
labeled to illustrate the watershed investigated for this report(a.k.a. the projects upper reach).
These FIRM panels also show the labeled existing ponds as being onsite prior to the design
process. Brunswick County tax records show Sea Trail Corporation as the owner in 1986; see
"Appendix D"for a copy of the deed. During this ownership Sea Trail Corporation constructed
Existing (Ex.)Ponds#105, #106, and#108. Since their construction in the late 80's these
existing ponds and their associated outlets have remained principally unchanged.
In addition to onsite areas,the upper reach receives water from Ocean Ridge Plantation(ORP)
Phase VI Section 1 and a portion of section 3, along with proposed Section 2. Section 1 and the
portion of Section 3 were permitted on 10/3/07 as SW8 070917. This upper reach has been
modeled for peak discharge using Hydraflow Hydrographs(please refer to "Appendix A"for
modeled data). For purposes of this report, offsite drainage areas, along with discharges from
ORP Phase VI sections 1&3 are incorporated in the design routing calculations in"Appendix A"
but routing data for Sections 1 and 3 are not provided herewith.
With regards to this study's upper reach, we assert that the upstream conveyances (largely onsite
historic ponds and controlling outlets)have reached equilibrium with regards to SHWT. This
assertion is primarily based on the fact that these existing ponds and outlets have been in place
for at minimum of 20 years. Additionally,two years of onsite inspections and survey by Cape
Fear Engineering has consistently shown that the water within each pond is at or below the
associated outlet elevation, except during rainfall events.
P:\810\810-0612\Calcs\Storm\SHWT\Engineer's Report 11-13-08.doc 2

As such,the visible evidence surrounding SHWT concerns with the longevity of the existing
ponds and outlets, along with Cape Fear Engineering's onsite inspections;the SHWT is at the
downstream invert elevation.
For these reasons, we state that under SHWT conditions the invert out of each corresponding
pond represents the SHWT elevation for that area(i.e. Ex Pond#105 has an upstream pipe invert
of 38.39' and an downstream pipe invert of 33.64';therefore the SHWT elevation for Ex Pond
#105 is 33.64'). Please refer to sheet P-5 for a downstream conveyance detail that denotes
equilibrium in each pond and its resulting SHWT elevation.
With ponds normalized at outlet elevations, outlet structures maintain 100%capacity during
SHWT conditions. Therefore, no upstream conveyance from Ex. Pond#105 to Ex. Pond#108 is
compromised under SHWT and free flow from the design storm is maintained through the
discharge of Ex. Pond#108. Evidence of culvert capacity is shown in Table 1 and modeled data
is in"Appendix B."
Downstream of Ex. Pond#108 there is a delineated blue line modified stream. For this report we
reference it as the Existing Jurisdictional Ditch(Ex. J.D. Ditch).
This Existing J.D. Ditch is the only location where the SHWT has an influence on this projects
hydrologic routing. The point of interest falls at the outlet of Ex. Pond#108 where the runoff
first enters the Ex. J.D. Ditch at an elevation of 18.67 ft. This ditch has a bottom elevation of
17.00 ft and carries 1 foot of standing water under SHWT conditions. This elevation was noted
and surveyed over the 2 years of Cape Fear Engineering's presence onsite.
While under SHWT conditions there is a freeboard of 0.67 ft between the SHWT elevation and
the upstream invert of the Ex. J.D. Ditch. The Ex. J.D. Ditch has an outlet elevation of 16.45 ft
where it leaves the site (see sheet P-5).
To affect conservative design,the smallest cross section area of the Ex. J.D. Ditch was used for
this analysis. This study point was set at the most constricted location of the Ex. J.D. Ditch
(denoted on sheet P-5). This portion of the ditch has a bottom width of 7 ft, SHWT elevation of
18.00 ft, and top of bank elevation of 21.00 ft, giving the ditch a height of 3 ft as seen in
"Appendix C."
In order to establish the discharge capacity for the downstream conveyance at the study point,the
1-yr/24-hr rainfall event was used. This storm exceeds the NCDENR design(1-inch design)by
using 3.7 inches of rainfall (please refer to"Appendix A"for modeling). This design facilitates
use of hydraflow modeling software and conservatively demonstrates the Ex. J.D. Ditch's ability
to free-flow design storm discharge even under SHWT influence (please refer to "Appendix C").
Hydrograph#38 in"Appendix A" shows the outflow from the upper reach, Ex. Pond#108 into
the Ex. J.D. Ditch, to have a flow rate of 12.36 cfs from the 1-yr/24-hr event.
The Ex. J.D. Ditch has a flow depth of 0.78 ft(above SHWT elevation) when receiving 12.36
cfs. Please refer to "Appendix B"for a channel report showing the flow capacity of the Ex. J.D.
Ditch. The ditch can also receive a maximum capacity of 126.52 cfs when flowing full. It
should be noted that the 100 yr flow rate is 77.28 cfs at the point of interest, as shown in
"Appendix C." This analysis reflects capacity in the ditch exceeds NCDENR requirements even
when under SHWT influence,
P:\810\810-06121Calcs\Storm\SHW1lEngineer's Report 11-13-08.doc 3

For these reasons,this report demonstrates that downstream capacity is sufficient. This project
exceeds requirements for NCDENR design storms, even when considering the seasonal effects
of the SHWT.
The following response to NCDENR's letter is provided:
P:\8101810-06121Calcs\Storm\SHWTIEngineer's Report 11-13-08.doc 4

RESPONSE:
a) Downstream Conveyance
1. Define the Average Ditch Characteristics at the Pond Outlet
Ponds number's 9, 10, 11, 14,&Existing (Ex)Pond#105 discharge into Ex Pond
#106 (See Sheet P-4 &P-5 for connectivity). Ex Pond#106 discharges into Ex
Pond#107. Ex Pond#107 along with Pond#6 discharges into Ex Pond#108. Ex
Pond#108 discharges into an Existing Jurisdictional Ditch(Ex J.D. Ditch). This
ditch is the point of interest as described in the response preface.
i. Longitudinal Slope
The elevation of the ditch at the outlet drops from an elevation of 18.67 ft
msl to an elevation of 16.45 ft msl over approximately 740 feet;therefore,
the approximate longitudinal slope of the ditch at the outlet is 0.30%.
ii. Width
The width of the ditch varies from 15-24 feet at the top of bank and 7-16 ft
at the base of the ditch. Based on survey data the most restricting section of
the ditch has a top width of 15 ft and a base width of 7 ft.
iii. Side Slope
In this 15 foot wide ditch,the depth of the ditch is 4 feet deep. Based on
surveyed information the average side slope ratio was calculated at 1:1.
2. Calculate Depth of Flow in the Ditch Due to the Design Storm
Referencing the attached Hydraflow data in"Appendix A"for the upstream
catchments,the combined discharge for the lyear 24 hour rainfall event is equal
to 12.36 cfs. It should be noted that the flow rate takes into account the routing of
all onsite ponds as stated in the response preface. The Ex. J.D. Ditch was
modeled and a channel report was created to show the ditch has a flow depth of
0.78 ft when flowing at 12.36 cfs. This flow depth is the added to the SHWT
elevation as seen in"Appendix C."
*See"Appendix C"
(Calculations were done using Hydraflow Express Extensions)
3. Calculate the Flowrate in the Downstream Ditch when Flowing Full
Using modeling software(shown in"Appendix C")the Ex. J.D. Ditch, when
flowing at full capacity, carry's a flowrate of approximately 126.52 cfs.
Furthermore,the discharge for the 100 year rainfall event from the upstream reach
described coming into the Ex. J.D. Ditch is 77.28 cfs (see"Appendix A"). This
modeling shows the ditch capacity exceeds the current project requirements to
handle the discharge even when under SHWT conditions.
*See "Appendix C"
(Calculations were done using Hydraflow Express Extensions)
P:\8101810-06121Calcs\Storm\SHWT1Engineer's Report 11-13-08.doc 5

4. Pipe Capacity in the Downstream Conveyances for.demonstrative purposes
See Table 1 below for the 1-yr/24-hr rainfall event that shows the capacity in the
pipes.
Table-1
Pipe Capacity in Upstream Pond Outflow Pipes (1-yr 24-hr storm)
Normal
Pool 1-yr 24-hr Depth in Pipe Remaining
Elevation Pipe Diameter Capacity
Culvert Outflow ID (ft) Flow(cfs) (inches) (inches) (inches)
Ex Pond 105 to 106 33.64 0.93 3.48 48 44.52
Ex Pond 106 to 107 26.75 2.26 4.20 (2) at 36 (2) at 31.80
Ex Pond 107 to 108 22.10 4.53 9.00 48 39.00
Ex Pond 108 to Ex. J.D. Ditch 19.02 12.36 12.48 48 35.52
*See Appendix B for Calculations
P:18101810-06121Calcs\Storm\SHWT\Engineer's Report 11-13-08.doc 6

Appendix A
Hydraflow Calculations
P:\8101810-0612\Calcs\Storm\SEHWT\Engineer's Report 11-3-08.doc 5

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Table of Contents MAB-SCS-PONDS ROUTING ALL SEC2 10-29-08.gpw
Hydraflow Hydrographs by Intelisolve Friday,Nov 7 2008,3:38 PM
1 - Year
Summary Report 1
Hydrograph Reports 3
Hydrograph No. 1, SCS Runoff, Pre Dev. Pond #9 3
Hydrograph No. 2, SCS Runoff, Flows Pond#9 4
Hydrograph No. 3, Reservoir, Outflow Pond#9 5
Hydrograph No. 5, SCS Runoff, Pre Dev. Pond #10 6
Hydrograph No. 6, SCS Runoff, Flows Pond#10 7
Hydrograph No. 7, Reservoir, Outflow Pond#10 8
Hydrograph No. 9, SCS Runoff, Pre Dev Pond #11 9
Hydrograph No. 10, SCS Runoff, Flows Pond#11 10
Hydrograph No. 11, Reservoir, Outflow Pond#11 11
Hydrograph No. 13, SCS Runoff, Pre Dev Pond #13 12
Hydrograph No. 14, SCS Runoff, Flows Pond#13 13
Hydrograph No. 15, Reservoir, Outflow Pond#13 14
Hydrograph No. 17, SCS Runoff, Pre Dev Ponds #14 15
Hydrograph No. 18, SCS Runoff, Flows Pond#14 16
Hydrograph No. 19, Reservoir, Outflow Pond#14 17
Hydrograph No. 21, SCS Runoff, Post Flow: Before BMP's are used 18
Hydrograph No. 23, Manual. Exported Pond #105 19
Hydrograph No. 25, Manual, Exported Ponds #104&4 20
Hydrograph No. 26, Combine, Add Ponds 9,10,11,13,14,4,&104 21
Hydrograph No. 27, Combine, Added Hyd 23&26 22
Hydrograph No. 28, Reservoir, Outflow Ex Pond 106 23
Hydrograph No. 30, Manual, Exported Pond #6 24
Hydrograph No. 32, SCS Runoff, Ex Pond #107 25
Hydrograph No. 33, Combine, Combine Hyd 28&32 26
Hydrograph No. 34, Reservoir, Flows Ex. Pond #107 27
Hydrograph No. 36, SCS Runoff, Ex Pond #108 28
Hydrograph No. 37, Combine, Combine Hyd 30&36 29
Hydrograph No. 38, Reservoir, Flows Ex Pond #108 30

1
Hydrograph Summary Report
Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph
No. type flow interval peak hyd(s) elevation storage description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 2.75 1 743 15,988 -- — Pre Dev.Pond#9
2 SCS Runoff 3.04 1 807 38,454 — --- --- Flows Pond#9
3 Reservoir 1.80 1 888 27,726 2 36.10 17,717 Outflow Pond#9
5 SCS Runoff 1.61 1 741 9,070 — ----- -- Pre Dev.Pond#10
6 SCS Runoff 1.91 1 796 21,971 -- Flows Pond#10
7 Reservoir 0.28 1 1031 10,133 6 37.52 16,366 Outflow Pond#10
9 SCS Runoff 8.93 1 740 49,400 -- ---- Pre Dev Pond#11
10 SCS Runoff 15.48 1 761 117,681 -- ---- ----- Flows Pond#11
11 Reservoir 8.69 1 800 106,365 32.25 43,193 Outflow Pond#11
13 SCS Runoff 1.05 1 724 3,694 Pre Dev Pond#13
14 SCS Runoff 0.90 1 781 8,884 --- --- Flows Pond#13
1 F Reservoir 0.01 1 1534 820 28.49 8,595 Outflow Pond#13
17 SCS Runoff 7.85 1 747 49,315 - -- -- Pre Dev Ponds#14
18 SCS Runoff 8.23 1 825 118,767 — - - Flows Pond#14
19 Reservoir 6.63 1 883 82,288 18 45.27 49,240 Outflow Pond#14
noff 174.74 1 726 562,384 •- --- Post Flow:Before BMP's are used
0.93 1 781 59,359 - -- Exported Pond#105
25 Manual 0.72 1 803 26,282 — •- Exported Ponds#104&4
26 Combine 13.2E' I 877 253,613 3,7, 11, 15, 19,26--- •- Add Ponds 9,10,11,13,14,4,&104
27 Combine 14.16 877 312,971 23,26 -- ----- Added Hyd 23&26
28 Reservoir 4.51 1102 196,550 27 27.03 148,878 Outflow Ex Pond 106
1 1 893 214,288 ----- Exported Pond#6
MAB-SCS-PONDS ROUTING ALL SERIRdi0-425a€18ctiptvYear I Friday, Nov 7 2008, 3:38 PM
Hydraflow Hydrographs by Intelisolve

Hydrograph Summary Report
Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph
No. type flow interval peak hyd(s) elevation storage description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
32 SCS Runoff 0.57 1 733 2,757 --- Ex Pond#107
33 Combine 4.53 1 1101 199,306 28,32 Combine Hyd 28&32
34 Reservoir 4.53 1 1104 198,932 33 22.77 1,256 Flows Ex.Pond#107
36 SCS Runoff 3.68 1 746 22,438 -- Ex Pond#108
37 Combine 14.65 1 893 236,726 30,36 Combine Hyd 30&36
38 Reservoir .1i2;364 928 232,294 37 20.27 28,960 Flows Ex Pond#108
MAB-SCS-PONDS ROUTING ALL S R tdth2M8cipbvYear Friday. Nov 7 2008, 3:38 PM
I
Hydraflow Hydrographs by Intelisolve

Hydrograph Plot .
Hydraflow Hydrographs by Intelisolve Friday,Nov 7 2008,3:38 PM
Hyd. No. 1
Pre Dev. Pond #9
Hydrograph type = SCS Runoff Peak discharge = 2.75 cfs
Storm.frequency = 1 yrs Time interval = 1 min
Drainage area = 5.800 ac Curve number = 63
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 23.90 min
Total precip. = 3.70 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=15,988 cuft
Pre Dev. Pond #9
Q(cfs) Hyd. No. 1 - 1 Yr Q(cfs)
3.00 — - - 3.00
2.00 2.00
1.00 . 1.00
0.00 - 0.00
0 3 5 8 10 13 15 18 20 23 25
Hyd No. 1 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday,Nov 7 2008,3:38 PM
Hyd. No. 2
Flows Pond#9
Hydrograph type = SCS Runoff Peak discharge = 3.04 cfs
Storm frequency = 1 yrs Time interval = 1 min
Drainage area = 5.800 ac Curve number = 80.4
Basin Slope = 1.3 % Hydraulic length = 720 ft
Tc method = TR55 Time of conc. (Tc) = 131.90 min
Total precip. = 3.70 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=38,454 cuft
Flows Pond#9
Q(cfs) Hyd. No. 2 -- 1 Yr Q(cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 3 5 8 11 13 16 19 21 24 27
Hyd No. 2 Time(hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday,Nov 7 2008,3:38 PM
Hyd. No. 3
Outflow Pond#9
Hydrograph type = Reservoir Peak discharge = 1.80 cfs
Storm frequency = 1 yrs Time interval = 1 min
Inflow hyd. No. = 2 Max. Elevation = 36.10 ft
Reservoir name = POND 9 Max. Storage = 17,717 cuft
Storage Indication method used. Hydrograph Volume=27,726 cuft
Outflow Pond#9
Q(ems) Hyd. No. 3-- 1 Yr Q(cfs)
4.00 - — — 4.00
3.00 — -- 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 4 7 11 14 18 21 25 28 32 35
Time(hrs)
Hyd No. 3 Hyd No. 2

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday,Nov 7 2008,3:38 PM
Hyd. No. 5
Pre Dev. Pond #10
Hydrograph type = SCS Runoff Peak discharge = 1.61 cfs
Storm frequency = 1 yrs Time interval = 1 min
Drainage area = 3.320 ac Curve number = 63
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) =22.10 min
Total precip. = 3.70 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=9,070 cuft
Pre Dev. Pond #10
Q(cfs) Hyd. No. 5-- 1 Yr (cfs'
2.00 I -
1.00 1.00
0.00 - � - 0.00
0 3 5 8 10 13 15 18 20 23 25
Hyd No. 5 Time(hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday,Nov 7 2008,3:38 PM
Hyd. No. 6
Flows Pond#10
Hydrograph type = SCS Runoff Peak discharge = 1.91 cfs
Storm frequency = 1 yrs Time interval = 1 min
Drainage area = 3.320 ac Curve number = 80.4
Basin Slope = 1.3 % Hydraulic length = 660 ft
Tc method = TR55 Time of conc. (Tc) = 114.80 min
Total precip. = 3.70 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=21,971 cuft
Flows Pond#10
Q(cfs) Hyd. No. 6-- 1 Yr Q(cfs)
2.00 I • — - 2.00
1.00 1.00
0.00 - _ 0.00
0 3 5 8 11 13 16 19 21 24 27
Time(hrs)
Hyd No. 6

Hydrograph Plot
Hydraflow Hydrographs by Intel'solve Friday,Nov 7 2008,3:38 PM
Hyd. No. 7
Outflow Pond#10
Hydrograph type = Reservoir Peak discharge = 0.28 cfs
Storm.frequency = 1 yrs Time interval = 1 min
Inflow hyd. No. = 6 Max. Elevation = 37.52 ft
Reservoir name = POND 10 Max. Storage = 16,366 cuft
Storage Indication method.used. Hydrograph Volume=10,133 cuft
Outflow Pond#10
Q(cfs) Hyd. No. 7- 1 Yr Q(cfs)
2.00 — — - 2.00
1
1.00 1.00
0.00 - — 0.00
0 5 10 15 19 24 29 34 39 44 48
Time(hrs)
Hyd No. 7 Hyd No. 6

1
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday,Nov 7 2008,3:38 PM
Hyd. No. 9
Pre Dev Pond #11
Hydrograph type = SCS Runoff Peak discharge = 8.93 cfs
Storm frequency = 1 yrs Time interval = 1 min
Drainage area = 17.750 ac Curve number = 63
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) =21.90 min
Total precip. = 3.70 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=49,400 cuft
Pre Dev Pond #11
Q(cfs) Hyd. No. 9— 1 Yr Q(cfs)
10.00 I 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 - 0.00
0 3 5 8 10 13 15 18 20 23 25
Hyd No. 9 Time(hrs)

1i
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday,Nov 7 2008,3:38 PM
Hyd. No. 10
Flows Pond#11
Hydrograph type = SCS Runoff Peak discharge = 15.48 cfs
Storm frequency = 1 yrs Time interval = 1 min
Drainage area = 17.750 ac Curve number = 80.4
Basin Slope = 1.3 % Hydraulic length = 325 ft
Tc method = TR55 Time of conc. (Tc) = 60.50 min
Total precip. = 3.70 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=117,681 cuft
Flows Pond#1 1
Q ( s) Hyd. No. 101Yr Q(cfs)
--
18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 3 5 8 10 13 15 18 20 23 25
Hyd No. 10 Time (hrs)

1
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday,Nov 7 2008,3:38 PM
Hyd. No. 11
Outflow Pond#11
Hydrograph type = Reservoir Peak discharge = 8.69 cfs
Storm frequency = 1 yrs Time interval = 1 min
Inflow hyd. No. = 10 Max. Elevation = 32.25 ft
Reservoir name = POND 11 Max. Storage = 43,193 cuft
Storage Indication method used. Hydrograph Volume=106,365 cuft
Outflow Pond#11
Q (cfs) Hyd. No. 11 -- 1 Yr Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
l ,
0.00 - 1 . . ....
0.00
0 3 6 9 12 15 18 21 24 27 30
Hyd No. 11 Hyd No. 10 Time(hrs)

1.
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday,Nov 7 2008,3:38 PM
Hyd. No. 13
Pre Dev Pond #13
Hydrograph type = SCS Runoff Peak discharge = 1.05 cfs
Storm frequency = 1 yrs Time interval = 1 min
Drainage area = 1.340 ac Curve number = 63
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) =4.70 min
Total precip. = 3.70 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=3,694 cuft
Pre Dev Pond #13
(ems) Hyd. No. 13-- 1 Yr Q(cfs)
2.00 - 2.00
1.00 1.00
1
0.00 - 1
0.00
0 2 5 7 9 12 14 16 19 21 23 26
Time (hrs)
Hyd No. 13

1:
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday,Nov 7 2008,3:38 PM
Hyd. No. 14
Flows Pond#13
Hydrograph type = SCS Runoff Peak discharge = 0.90 cfs
Storm frequency = 1 yrs: Time interval = 1 min
Drainage area = 1.340 ac Curve number = 80.4
Basin Slope = 1.3 % Hydraulic length = 500 ft
Tc method = TR55 Time of conc. (Tc) = 91.60 min
Total precip. = 3.70 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=8,884 cult
Flows Pond#13
Q(cfs) Hyd. No. 14-- 1 Yr Q(cfs)
1.00 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 — - 0.00
0 3 5 8 10 13 15 18 20 23 25 28
Time (hrs)
Hyd No. 14

1'
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday,Nov 7 2008,3:38 PM
Hyd. No. 15
Outflow Pond#13.
Hydrograph type = Reservoir Peak discharge = 0.01 cfs
Storm frequency = 1 yrs Time interval = 1 min
Inflow hyd. No. = 14 Max. Elevation = 28.49 ft
Reservoir name = POND 13 Max. Storage = 8,595 cuft
Storage Indication method used. Hydrograph Volume=820 cult
Outflow Pond#13
Q(ems) Hyd. No. 15-- 1 Yr Q(cfs)
1.00 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.00 I 0.00
0 5 10 15 19 24 29 34 39 44 48
Time(hrs)
Hyd No. 15 - Hyd No. 14

1
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday,Nov 7 2008,3:38 PM
Hyd. No. 17
Pre Dev Ponds#14
Hydrograph type = SCS Runoff Peak discharge = 7.85 cfs
Storm frequency = 1 yrs Time interval = 1 min
Drainage area = 17.890 ac Curve number = 63
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 28.80 min
Total precip. = 3.70 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=49,315 cuft
Pre Dev Ponds #14
Q(cfs) Hyd. No. 17-- 1 Yr Q(cfs)
d.00 — 8.00
6.00 • —-- —— 6.00
4.00 4.00
2.00 2.00
0.00
1 = 0.00
0 3 5 8 10 13 15 18 20 23 25
Time(hrs)
Hyd No. 17

11
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday,Nov 7 2008,3:38 PM
Hyd. No. 18
Flows Pond#14
Hydrograph type = SCS Runoff Peak discharge = 8.23 cfs
Storm frequency = 1 yrs Time interval = 1 min
Drainage area = 17.890 ac Curve number = 80.4
Basin Slope = 1.3 % Hydraulic length = 936 ft
Tc method = TR55 Time of conc. (Tc) = 159.50 min
Total precip. = 3.70 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=118,767 cuft
Flows Pond#14
Q( s) Hyd. No. 18-- 1 Yr Q(cfs)
10.00 - 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
____________..,,..._
U.UO i f _.......
0.00
0 3 5 8 11 13 16 19 21 24 27 29
Hyd No. 18 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday,Nov 7 2008,3:38 PM
Hyd. No. 19
Outflow Pond#14
Hydrograph type = Reservoir Peak discharge = 6.63 cfs
Storm frequency = 1 yrs Time interval = 1 min
Inflow hyd. No. = 18 Max. Elevation = 45.27 ft
Reservoir name = POND 14 Max. Storage = 49,240 cuft
Storage Indication method used. Hydrograph Volume=82;288 cuft
Outflow Pond#14
Q(ems) Hyd. No. 19—1 Yr Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
II
4.00 4.00
2.00 2.00
0.00 0.00
0 5 10 15 19 24 29 34 39 44 48
Time(hrs)
Hyd No. 19 Hyd No. 18

1i
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday,Nov 7 2008,3:38 PM
Hyd. No. 21
Post Flow: Before BMP's are used
Hydrograph type = SCS Runoff Peak discharge = 174.74 cfs
Storm frequency = 1 yrs Time interval = 1 min
Drainage area = 87.000 ac Curve number = 80.4
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 7.00 min
Total precip. = 3.70 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=562,384 cuft
Post Flow: Before BMP's are used
Q(cfs) Hyd. No. 21 -- 1 Yr Q(cfs)
180.00 180.00
160.00 I 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 - ---% _ 0.00
0 2 5 7 9 12 14 16 19 21 23 26
Hyd No. 21 Time (hrs)

1!
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday,Nov 7 2008,3:38 PM
Hyd. No. 23
Exported Pond #105
Hydrograph type = Manual Peak discharge = 0.93 cfs
Storm frequency = 1 yrs Time interval = 1 min
Hydrograph Volume=59,359 cuft
Exported Pond #105
Q (ems) Hyd. No. 23-- 1 Yr Q(cfs)
1.00 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 - 0.30
0.20 0.20
0.10 0.10
0.00 0.00
0 5 10 15 19 24 29 34 39 44 48
Time(hrs)
Hyd No. 23

21
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday,Nov 7 2008,3:38 PM
Hyd. No. 25
Exported Ponds #104&4
Hydrograph type = Manual Peak discharge = 0.72 cfs
Storm frequency = 1 yrs Time interval = 1 min
Hydrograph Volume=26,282 cuft
Exported Ponds #104&4
Q(cfs) Hyd. No. 25— 1 Yr Q(cfs)
1.00 1.00
0.90 0.90
0.80 , 0.80
0.70a\ 0.70
0.60 0.60
0.50 0.50
0.40 \\IN\ 0.40
0.30 0.30
0.20 1 0.20
P J
0.10 I 0.10
0.00 i 1 0.00
0 5 10 15 19 24 29 34 39 44 48
Hyd No. 25 Time (hrs)

2'
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday,Nov 7 2008,3:38 PM
Hyd. No. 26
Add Ponds 9,10,11,13,14,4,&104
Hydrograph type = Combine Peak discharge = 13.29 cfs
Storm frequency = 1 yrs Time interval = 1 min
Inflow hyds. = 3, 7, 11, 15, 19, 25
Hydrograph Volume=253,613 cuff
Add Ponds 9,10,11,13,14,4,&104
Q( s) Hyd. No. 26— 1 Yr Q(cfs)
I 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
IPN
/1`► .. _ !►��
0.00 0.00
0 5 10 15 19 24 29 34 39 44 48
Time (hrs)
Hyd No. 26 Hyd No. 3 Hyd No. 7 Hyd No. 11
Hyd No. 15 Hyd No. 19 Hyd No. 25

2
Hyclrograph Plot
Hydraflow Hydrographs by Intelisolve Friday,Nov 7 2008,3:38 PM
Hyd. No. 27
Added Hyd 23&26
Hydrograph type = Combine Peak discharge = 14.16 cfs
Storm.frequency = 1 yrs Time interval = 1 min
Inflow hyds. = 23, 26
Hydrograph Volume=312,971 cuft
Added Hyd 238%26
Q(cfs) Hyd. No. 27-- 1 Yr Q (cfs)
o.uu — I 15.00
12.00 II 12.00
9.00 II 9.00
6.00 6.00
3.00 3.00
11
0.00 0.00
0 5 10 15 19 24 29 34 39 44 48
Time(hrs)
Hyd No. 27 Hyd No. 23 Hyd No.26

2
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday,Nov 7 2008,3:38 PM
Hyd. No. 28
Outflow Ex Pond 106
Hydrograph type = Reservoir Peak discharge = 4.51 cfs
Storm frequency = 1 yrs Time interval = 1 min
Inflow hyd. No. = 27 Max. Elevation = 27.03 ft
Reservoir name = Ex Pond #106 Max. Storage = 148,878 cuft
Storage Indication method used. Hydrograph Volume=196,550 cuft
Outflow Ex Pond 106
Q( 5). Hyd. No.28-- 1 Yr Q (cfs)
15.00 15.00
t
12.00 12.00
9.00 9.00
6.00 6.00
i&‘
3.00 3.00
111111
0.00 ( 0.00
0 5 10 15 19 24 29 34 39 44 48
Time(hrs)
Hyd No. 28 Hyd No. 27

a.
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday,Nov 7 2008,3:38 PM
Hyd. No. 30
Exported Pond #6
Hydrograph type = Manual Peak discharge = 14.09 cfs
Storm frequency = 1 yrs Time interval = 1 min
Hydrograph Volume=214,288 cuft
Exported Pond #6
Q (cfs) Hyd. No. 30--1 Yr Q (cfs)
15.00 15.00
12.00 12.00
9.00 9.00
6.00 \\*\\*"..%"."
6.00
3.00 3.00
� S
0.00 L 0.00
0 5 10 15 19 24 29 34 39 44 48
Time(hrs)
Hyd No. 30

2:
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday,Nov 7 2008,3:38 PM
Hyd. No. 32
Ex Pond #107
Hydrograph type = SCS Runoff Peak discharge = 0.57 cfs
Storm frequency = 1 yrs Time interval = 1 min
Drainage area = 1.000 ac Curve number = 63
Basin Slope = 1.0 % Hydraulic length = 200 ft
Tc method = LAG Time of conc. (Tc) = 14.00 min
Total precip. = 3.70 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=2,757 cuft
Ex Pond #107
Q(cfs) Hyd. No. 32— 1 Yr Q(cfs)
1.00 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 -- i 0.10
! � �
0.00 0.00
0 2 5 7 9 12 14 16 19 21 23 26
Hyd No. 32
Time(hrs)

Hydrograph Plot 2'
Hydraflow Hydrographs by Intelisolve Friday,Nov 7 2008,3:38 PM
Hyd. No. 33
Combine Hyd 28&32
Hydrograph type = Combine Peak discharge = 4.53 cfs
Storm frequency = 1 yrs Time interval = 1 min
Inflow hyds. = 28, 32
Hydrograph Volume=199,306 cuft
Combine Hyd 28&32
Q(cfs) Hyd. No. 33— 1 Yr Q (cfs)
5.00 — 5.00
4.00 - - - - 4.00
3.00 3.00
2.00 2.00
1.00 -- - 1.00
0.00 - _ 0.00
0 5 10 15 19 24 29 34 39 44 ' 48
Time (hrs)
Hyd No. 33 Hyd No. 28 Hyd No. 32

2'
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday,Nov 7 2008,3:38 PM
Hyd. No. 34
Flows Ex. Pond #107
Hydrograph type = Reservoir Peak discharge = 4.53 cfs
Storm frequency = 1 yrs Time interval = 1 min
Inflow hyd. No. = 33 Max. Elevation = 22.77 ft
Reservoir name = Ex Pond #107 Max. Storage = 1,256 cuft
Storage Indication method used. Hydrograph Volume=198,932 cuft
Flows Ex. Pond #107
Q(cfs) Hyd. No. 34-- 1 Yr Q(cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 5 10 15 19 24 29 34 39 44 48
Time (hrs)
Hyd No. 34 Hyd No. 33

Hydrograph Plot 2
Hydraflow Hydrographs by Intelisolve Friday,Nov 7 2008,3:38 PM
Hyd. No. 36
Ex Pond #108
Hydrograph type = SCS Runoff Peak discharge = 3.68 cfs
Storm frequency = 1 yrs Time interval = 1 min
Drainage area = 8.200 ac Curve number = 63
Basin Slope = 250.0 % Hydraulic length = 2 ft
Tc method = TR55 Time of conc. (Tc) = 27.30 min
Total precip. = 3.70 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=22,438 cuft
Ex Pond #108
Q(cfs) Hyd. No. 36-- 1 Yr Q(cfs)
4.00 4.00
3.00 -- - 3.00
2.00 2.00
1.00 1.00
) -.........._
0.00 - \ 0.00
a 3 5 8 10 13 15 18 20 23 25
Hyd No. 36 Time (hrs)

2
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday,Nov 7 2008,3:38 PM
Hyd. No. 37
Combine Hyd 30&36
Hydrograph type = Combine Peak discharge = 14.65 cfs
Storm frequency = 1 yrs Time interval = 1 min
Inflow hyds. = 30, 36
Hydrograph Volume=236,726 cult
Combine Hyd 30&36
Q(cfs) Hyd. No. 37— 1 Yr Q(cfs)
15.00 15.00
4
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 A . I 0.00
0 5 10 15 19 24 29 34 39 44 48
Time(hrs)
Hyd No. 37 Hyd No. 30 Hyd No. 36

31
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday,Nov 7 2008,3:38 PM
Hyd. No. 38
Flows Ex Pond #108
Hydrograph type = Reservoir Peak discharge = 12.36 cfs
Storm frequency = 1 yrs Time interval = 1 min
Inflow hyd. No. = 37 Max. Elevation = 20.27 ft
Reservoir name = Ex Pond #108 Max. Storage = 28,960 cuft
Storage Indication method used. Hydrograph Volume=232,294 cuft
Flows Ex Pond #108
Q(cfs) Hyd. No. 38 1 Yr Q (cfs)
--
15.00 15.00
12.00 '' - 12.00
9.00 9.00
6.00 6.00
3.00 — - - 3.00
•
0.00 — 0.00
0 5 10 15 19 24 29 34 39 44 48
Time (hrs)
Hyd No. 38 Hyd No. 37

Table of Contents MAB-SCS-PONDS ROUTING ALL SEC2 10-29-08.gpw
Hydraflow Hydrographs by Intelisolve Tuesday,Nov 11 2008,1:41 PM
100 - Year
Summary Report 1
Hydrograph Reports 3
Hydrograph No. 36, SCS Runoff, Ex Pond #108 3
Hydrograph No. 37, Combine, Combine Hyd 30&36 4
Hydrograph No. 38, Reservoir, Rows Ex Pond #108 5

Hydrograph Summary Report
Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph
No. type flow interval peak hyd(s) elevation storage description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 23.08 1 737 111,566 — Pre Dev.Pond#9
2 SCS Runoff 12.62 1 802 159,419 ---- Flows Pond#9
3 Reservoir 10.48 1 842 148,682 2 37.78 39,264 Outflow Pond#9
5 SCS Runoff 13.53 1 736 63,292 -- Pre Dev.Pond#1Q
6 SCS Runoff 7.92 1 792 91,086 — Flows Pond#10
7 Reservoir 7.72 1 803 79,138 6 37.80 21,407 Outflow Pond#10
9 SCS Runoff 75.32 1 735 344,714 -- - Pre Dev Pond#11
10 SCS Runoff 63.45 1 759 487,879 --- ----- - Flows Pond#11
11 Reservoir 38.22 1 794 408,275 10 35.49 146,505 Outflow Pond#11
13 SCS Runoff 8.90 1 723 25,776 ---- — -- Pre Dev Pond#13
14 SCS Runoff 3.72 1 778 36,831 --- Flows Pond#13
15 Reservoir 1.80 1 840 27,625 29.30 16,951 Outflow Pond#13
17 SCS Runoff 65.79 1 741 344,124 — Pre Dev Ponds#14
18 SCS Runoff 34.31 1 819 492,381 — ----- -- Flows Pond#14
19 Reservoir 27.65 1 872 455,723 18 47.39 98,927 Outflow Pond#14
21 SCS Runoff 702.92 1 725 2,331,509 — - — Post Flow.Before BMP's are used
23 Manual 1, 1 784 410,593 -- Exported Pond#105
25 Manual 36.57 1 783 662,309 --- -- ---- Exported Ponds#104&4
26 Combine 109.34 1 791 1,781,748 3,7, 11, 15, 1i- ---- Add Ponds 9,10,11,13,14,4,&104
27 Combine 128.30 1 791 2,192,361 23,26 --- Added Hyd 23&26
28 Reservoir 116.07 1 817 2,073,150 27 27.99 300,122 Outflow Ex Pond 106
30 Manual 1 833 1,060,496 -- --- ---- Exported Pond#6
MAB-SCS-PONDS ROUTING ALL SERMm042%69(201100 Year Tuesday, Nov 11 2008, 1:41 PM
Hydraflow Hydrographs by Intelisolve

Hydrograph Summary Report
Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph
No. type flow interval peak hyd(s) elevation storage description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
32 SCS Runoff 4.87 1 730 19,236 — -- -- Ex Pond#107
33 Combine 116.56 1 817 2,092,385 28,32 Combine Hyd 28&32
34 Reservoir 116.01 1 823 2,091,907 33 28.02 23,354 Flows Ex.Pond#107
36 SCS Runoff 30.81 1 740 156,572 -- Ex Pond#108
37 Combine 79.72 1 833 1,217,067 30,36 -- Combine Hyd 30&36
38 Reservoir 77.28 1 850 1,212,623 37 71 52 134,306 Flows Ex Pond#108
MAB-SCS-PONDS ROUTING ALL SER@t0042%138dbp100 Year I Tuesday, Nov 11 2008, 1:41 PM
Hydraflow Hydrographs by Intelisolve

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Tuesday,Nov 11 2008,1:41 PM
Hyd. No. 36
Ex Pond #108
Hydrograph type = SCS Runoff Peak discharge = 30.81. cfs
Storm frequency = 100 yrs Time interval = 1 min
Drainage area = 8.200 ac Curve number = 63
Basin Slope = 250.0 % Hydraulic length = 2 ft
Tc method = TR55 Time of conc. (Tc) =27.30 min
Total precip. = 10.00 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=156,572 cuft
Ex Pond #108
Q (cfs) Hyd. No. 36 — 100 Yr Q(cfs)
35.00 35.00
30.00 a 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 - 0.00
0 3 5 8 10 13 15 18 20 23 25
Hyd No. 36 Time(hrs)

,
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Tuesday,Nov 11 2008,1:41 PM
Hyd. No. 37
Combine Hyd 30&36
Hydrograph type = Combine Peak discharge = 79.72 cfs
Storm frequency = 100 yrs Time interval. = 1 min
Inflow hyds. = 30, 36
\ Hydrograph Volume=1,217,067 cuft
Combine Hyd 30&36
Q(cfs) Hyd. No. 37-- 100 Yr Q(cfs)
80.00 80.00
ii!lill
70.00 70.00
60.00 60.00
560.00 II 50.00
fill
40.00 E
.00
;In
30.00 .00
20.00 I `!, .00
10.00 M
10.00
0.00Ili111.1111b 0.00
0 3 6 9 11 14 17 20 23 26 28
Time(hrs)
Hyd No. 37 - Hyd No. 30 Hyd No. 36

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Tuesday,Nov 11 2008, 1:41 PM
Hyd. No. 38
Flows Ex Pond #108
Hydrograph type = Reservoir Peak discharge = 77.28 cfs
Storm.frequency = 100 yrs Time interval = 1 min
Inflow hyd. No. = 37 Max. Elevation = 23.62 ft
Reservoir name = Ex Pond #108 Max. Storage = 134,306 cuft
Storage Indication method used. Hydrograph Volume=1,212,623 cuft
Flows Ex Pond #108
Q(cfs) Hyd. No. 38 -- 100 Yr Q (cfs)
80.00 80.00
\S\
70.00 — 70.00
60.00 -- 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 3 6 9 12 15 18 21 24 27 30
Time (hrs)
Hyd No. 38 Hyd No. 37

Appendix B
Outfall Pipe Capacity Calculations
Using Hydraflow Express Extensions
P:18101810-0612\Calcs\Storm\SHW'llEngineer's Report 11-13-08.doc 8

Channel Report
Hydraflow Express Extension for AutoCAD®Civil 3D®2008 by Autodesk, Inc. Friday,Nov 7 2008
Outflow from Ex Pond #105 to 106
Circular Highlighted
Diameter (ft) = 4.00 Depth (ft) = 0.29
Q (cfs) = 0.930
Area (sqft) _• 0.42
Invert Elev (ft) = 33.64 Velocity(ft/s) = 2.23
Slope (%) = 1.35 Wetted Perim (ft) = 2.20
N-Value • = 0.024 Crit Depth, Yc (ft) = 0.28
Top Width (ft) = 2.09
Calculations EGL (ft) = 0.37
Compute by: Known .Q
Known Q (cfs) = 0.93
Elev (ft) Section Depth (ft)
38.00 4.36
37.00 - 3.36
36.00 - 2.36
35.00 1.36
34.00 I 0.36
33.00 -0.64
32.00 -1.64
0 1 2 3 4 5 6
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD®Civil 3D®2008 by Autodesk,Inc. Friday,Nov 7 2008
Outlet from Ex Pond #106 to #107
Circular Highlighted
Diameter (ft) = 3.00 Depth (ft) = 0.35
Q (cfs) = 2.260
Area (soft) = 0.47
Invert Elev (ft) = 23.06 Velocity (ft/s) = 4.85
Slope(%) = 1.50 Wetted Perim (ft) = 2.10
N-Value = 0.013 Crit Depth, Yc (ft) = 0.47
Top Width (ft) = 1.93
Calculations EGL (ft) = 0.72
Compute by: Known Q
Known Q (cfs) = 2.26
Elev (ft) Section Depth (ft)
27.00 3.94
26.00 2.94
25.00 1.94
24.00 0.94
23.00 -0.06
22.00 -1.06
0 1 2 3 4 5
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD®Civil 3D®2008 by Autodesk,Inc. Friday,Nov 7 2008
Outflow from Ex Pond #107 to 108
Circular Highlighted
Diameter (ft) = 4.00 Depth (ft) = 0.75
Q (cfs) = 4.530
Area (sqft) = 1.65
Invert Elev (ft) = 22.10 Velocity (ft/s) = 2.74
Slope (%) = 0.56 Wetted Perim (ft) = 3.60
N-Value = 0.024 Crit Depth, Yc (ft) = 0.62
Top Width (ft) = 3.13
Calculations EGL (ft) = 0.87
Compute by: Known Q
Known Q (cfs) = 4.53
Elev (ft) Section Depth (ft)
27.00 4.90
26.00 - 3.90
25.00 2.90
24.00 1.90
23.00 'p 0.90
22.00 -0.10
21.00 -1.10
0 1 2 3 4 5 6
Reach (ft)

Channel. Report
Hydraflow Express Extension for AutoCAD®Civil 3D®2008 by Autodesk,Inc. Friday,Nov 7 2008
Outflow from Ex Pond #108 to Ex J.D. Ditch
Circular Highlighted
Diameter (ft) = 4.00 Depth (ft) = 1.04
Q (cfs) = 12.36
Area (soft) = 2.63
Invert Elev (ft) = 19.02 Velocity (ft/s) = 4.71
Slope (%) = 1.12 Wetted Perim (ft) = 4.30
N-Value = 0.024 Crit Depth, Yc (ft) = 1.03
Top Width (ft) = 3.52
Calculations EGL (ft) = 1.38
Compute by: Known Q
Known Q (cfs) = 12.36
Elev (ft) Section Depth (ft)
24.00 4.98
23.00 3.98
22.00 2.98
21.00 1.98
V
20.00 = 0.98
19.00 -0.02
18.00 -1.02
0 1 2 3 4 5 6
Reach (ft)

Appendix C
Ex. J.D. Ditch Channel Report
Using Hydraflow Express Extensions
P:\810\810-06121Calcs\Storm\SHWT1Engineer's Report 11-13-08.doc 9

Appendix C
Ex. J.D. Ditch Channel Report
Using Hydraflow Express Extensions
P:\810\810-06121Calcs\Storm\SHWT\Engineer's Report 11-13-08.doc 8

Channel Report
Hydraflow Express Extension for AutoCAD®Civil 3D®2008 by Autodesk, Inc. Friday,Nov 7 2008
Capacity of Ex J.D. Ditch for the 1-yr 24-hr Event
Trapezoidal Highlighted
Bottom Width (ft) = 7.00 Depth (ft) = 0.78
Side Slopes (z:1) = 1.00, 1.00 Q (cfs) = 12.36
Total Depth (ft) = 3.00 Area (sqft) = 6.07
Invert Elev (ft) = 18.00 Velocity (ft/s) = 2.04
Slope (%) . = 0.30 Wetted Perim (ft) = 9.21
N-Value = 0.030 Crit Depth, Yc (ft) = 0.45
Top Width (ft) = 8.56
Calculations EGL (ft) = 0.84
Compute by: Known Q
Known Q (cfs) = 12.36
Elev (ft) Depth ft( )
Section
22.00 4.00
21.00 — - - 3.00
20.00 2.00
19.00 v 1.00
18.00SHwr Elm. 0.00
17.00 I Bei1on _ic Mal -1.00
0 2 4 6 8 10 12 14 16 18
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD®Civil 3D®2008 by Autodesk,Inc. Friday,Nov 7 2008
Capacity of Ex J.D. Ditch When. Flowing Full
Trapezoidal Highlighted
Bottom Width (ft) = 7.00 Depth (ft) = 3.00
Side Slopes (z:1) = 1.00, 1.00 Q (cfs) = 126.52
Total Depth (ft) = 3.00 Area (sqft) = 30.00
Invert Elev (ft) = 18.00 Velocity (ft/s) = 4.22
Slope(%) = 0.30 Wetted Perim (ft) = 15.49
N-Value = 0.030 Grit Depth, Yc (ft) = 1.75
Top Width (ft) = 13.00
Calculations EGL (ft) = 3.28
Compute by: Q vs Depth
No. Increments = 10
Elev (ft) Section Depth (ft)
22.00 . 4.00
21.00 .® 3.00
20.00 2.00
19.00 1.00
Sliw T1 C, i
18.00 H ` 0.00
17.00 8 44 :ith -1.00
0 2 4 6 8 10 12 14 16 18
Reach (ft)

Appendix D
Brunswick County Tax Data
P:18 1 018 1 0-0 6 1 2\Calcs\Storm\SHWT\Engineer's Report 11-13-08.doc 10

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if4 y4 •�zij am
FI THIS DOCUMENT P: -r. , r • .•.Ea5
cl�rink. ,, f'' �F7 1 ' s
q; ill +°fly SEI' IS Pi/ a.'S
STATE OF ',i- •,� .77�7� F i.i.c r--_ •-•:::
ii v V_ CUI (r�Ir Q1� Rz .:E ri nrgS)
COUNTY OF L,�'=�►CE gR�� 5Rumsr ?:C:'21 .:M.C.
This Deed, made this 1.5. day of September, 1966, by and
between ODELL WILLIAMSON and wife, VIRGINIA A. WILLIAMSON
(hereinafter "Williamson'), of Brunswick County. North Carolina;
and SEATRAlL CORPORATION (hereinafter "Seatrail").. a North
Carolina corporation with offices in Sunset Beach, North
Carolina;
WITNESSETH:
THAT .$� ,,.,=, William= S e kr certain tract or
parcel of land on t �' r� d•1163 (Old
Georgetown: • , swick County, North
Carolina, rr 7 , eri.:, • by Seatrail by
Dead reco 'r •��,' 1, Pa n;,n�()Fir-own- ce of the Register
of Deeds • - • ewick ..--,. �
ta;ER S. Seatrail is the cwees�estain tract or parcel
of land immediately west of and adjoining said land of
Williamson. the same being the land conveyed to them by
Williamson by Deed recorded in BookM on Pagent in the Office
of the Register of Deeds of Brunswick County;
WHERLAS. all the said Parties agree that it would be for
their mutual interest to establish,a joint road right-of-way for
the co . - . use of the two tracts or parcels of land above
referred -„�4.,,,
NOW. .I--r',-• it is e t a joint roadway
be established fo -",- a •j, .r t o tracts bordering
thereon and 10e =W.I.
il'.'...'.
iii
- Said tend 30 Wr side of a
cent ! seen 'oingsAowes
Beginning at an old iron pipeq;40i in the center line of
State Road 1163 (60 foot right-of-way). said iron pipe being
Located as follows: from a railroad spike located in the.
center line of N.C. 904 at the point where it is intersected
by the center line of SR 1163.:runs thence south 84 degrees,
9 minutes 45 seconds west, 1358.06 feet to an old pipe; runs
• thence south 82 degrees, 37 minutes 49 seconds west, 345.20
feet to an old iron pipe; runs thence south 77 degrees. 5
minut-a19 seconds west, 2667 feet to en old iron pipe; runs
th= /' nth 79 degrees. 26 minutes condo west. .132.22
feet to---Id iron piper run r l 4 h 84 degrees. 46
minutes 3 , ••ndc wee . - 47• old iron pipe;
runs thence 'A e .. - ter 30 seconds west,
394_80 fe 0 o . the place and point of
begin r � innia located, runs
then "•. 47 se'�`i'N( F��r, �l.ds.west. 776.97
feet o d aro��+ •�D � thence south 7 degrees. 19
minutes 4 seconds east, . -I Cji • an old iron pipe;
rune thence south 24 degrees. eTt. s 8 seconds.east,
406.88 feet to an old iron piper rune thence south 25
degrees, 56 minutes 44 seconds east, 415.41 feet to an old
iron pipe; runs thence south 21 degrees, 37 minutes 30
seconds east, 320.63 feet to an old iron pipe; runs thence
south 9 degrees. 7 minutes 29 seconds east. 478.92 feet to
an old iron pipe; runs thence south 6 degrees, 31 minutes 45
seconds east. 505.36 feet to a new iron pipe; runs thence
south 36 degrees, 28 minutes 38 seconds east, 779.83 feet to
an old iron pipe; rune thence south 32 degrees. 43 minutes
000050 e fps E m,N

.. .
lb; ,.
• al I NOFFECSAI"
aD [rjk
u-STc,r n
• i.
• e
-..-
Nag PAU
• ----
OCC2 083-;
37 seam•f'z''"%.,-et, 472 feet t• .4 e-1 •i_•n pe; rune thence
south 34 d'-'1 , 21 • _I;y,, (0 s • 44.- t, 344.01 feet to
an old iron pi c',4 Z11: -17.7". - -:-, -0 degrees, 13 minutes
21.I.deco • - - - • ,r-117.-, f-,- to an old iron pipe; runs
therm • • 4. , -.11•411!-I-es, 54 ;I MO' gfremnds east. 1342.45
0
feet • - • royezti..)
ii ,,i
, -,L.-r•,-. .
The center line to be the •• - 4 zA, Ana between the two
tracts or parcels of land follows .,: Ohs line bet . the two
tracts or parcels.of. land above referred to, and with an
equal portion of said roadway upon each of said tracts or
parcels of land, said roadway to be GO feet in width with 30
. feet upon each of said tracts or parcels.of land.
-AND IN CONSIDERATION of the mutual rights and advantages
above set out. Williamson and Seatrail hereby gives, grants, and
conveys unig,1•4 the other Party the perpetual Ft bt and easement of
egress, inf44,, and regress over and n a Roadway as above
described. -7.-•
"(Air
TO HAVE AND . .,,. 04- . -a;
sealant hereby granted ,..
• to the respe r4L 0,,_-,- d r Successors-in-Title forever;
it being al _ _. k,....7 r,411• • 'Vs-in oi,i,v rt.,i_./___6(:$144,7_by granted are
for the Co r 71 e , ifgRA v,.9• rt., - `" • - 44. n with the two
j
parcels of - 4 • borderin •TV••••• •• above referred to;
1---1
IN TESTIMONY WHEREOF, said Part e '---. caused this
Instrument to be executed on their respective behalf, the day and
year first aboXe written, in such manner as made and provided by
law.
& Id ' -
(SEAL)
ODELL WILLIAMSON
-'• - EI,N.;.,\eP0-s-0 fs il••7sg■o11.iiaXMbn:-53•7.,1.ry7,Z'--erNd0;i rl-c1b7-•
-
.-.- -/4 r 1.f -1'14. O•0 .. "• .;(SEAL)
ajrk7d1FFI IALRATION
• ,_,_e,44-40, iie L.
-.,7: „i 4: '/1,, i--
m „ Lia„
NY:. „ ,iiiiii.54- ,.#
./ • =1--.:- ,ENT
".---....7;•_.;ii_....0". ,,he" 'Ike i:: •
,-- tv-1 •1'a' •
•
(.•,•'ORATE S- )
..
erei;
al.) ACKNOWLEDGEMENT
--z
..-7,, •-•-•
NORTH CAROLINA. Btu .0"-- - ' xurslagC •----• -
•
.. 1, •a at Rotas 0,4--11141-10,111. County anti./4166i,,I ii4,,,,said. certify
th ODELL .„;,,L, -T -••' an-,)-- - NIA K 0, , L-'''•,' personally
Ile.4-.
appeared be re me this -!-- .ur.!.,.;,,edged the execution of the
foregoing instrument. ,Witness • 1-4fr:120/official steep or
. ./5-
seal, this the . ;hi, day of Septa 986.
..64•••'..."•:-:, -
- ................ -'..., •
_ .
' .0'Se,7% ..i=.99.earretresion.Expires: z it-44-•.-91
• - 4‘...e/
. . 7.0t1.M.. Nr- la*''C es 4 . •
,• 7.."":":..• • T. , .
I7.1 Oi'.1-.11:1:1014;:.:::_'' .,.:•
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Ir g ..
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GU'Q°:°2?(C L7
1001-►A8E��
0662 0837
l�
�L�'cFr
NORTH CAROLINA, aswick .. r g/„\
im. 4";--41
I.. .a Nq -rpitik i !' State aforesaid. certify .
that
s •
Nr. .nrSUIL\�1`��. tat u'v'c:2 r"YI'•I�Aaonally came before
I. Fr4•�•
`ti 'A: aSorth Carolina corporation.
LL
adrthaty - - y b - rf,._ e act of the
and that by authority duly ;�
corporation, the foregoing. instrume ''' L signed in its name by
its. . .PresidTgent. sealed with its corporate seal and
attests by Oa.,..r.LJ (h. Rev* as its
Secretary. Witness my hand and official stamp or seal, this ix_
day of September. 1986.
aloe Expires: C -6o-9D
: e.,t.,;4,:4,7.
.- JJF� Afir' .. : .. ,, -g-)
U ol p a
ni Uvii O/7� agin@FFI(IAL
WJ 7 i
STATE OF NORMCAROUNA,Swim**Cower NOES nd DEBORAH H. HAYES.NOTARIES PUBLIC
The Forclohig CertlBate(e)or
(uXare)certified is be enamor.
Recorded fhb 16th day of September Is, 85 et 3:35 0. P.u
Robert J.Robinson.} Register et.Deeds
' et# „/ .Qua......_ fbrf:bmc
Cg&.-7—.J.-
lifj [ikr,io M1160 FICIAQ
FI` l 1 n li&[1:3
. R j WC) ,7,U f11R/wFICIALI

Of 9
`O� 4G Michael F.Easley,Governor
y William G.Ross Jr.,Secretary
2 r North Carolina Department of Environment and Natural Resources
0 r'_.`C
Coleen H.Sullins Director
Division of Water Quality
October 28, 2008
Becky Noble, Vice President
Coastal Communities at
Ocean Ridge Plantation, LLC
351 Ocean Ridge Parkway SW
Ocean Isle Beach, NC 28469
Subject: Request for Additional Information
Stormwater Project No. SW8 080533
Ocean Ridge Plantation Phase VI Section 2
Brunswick County
Dear Ms. Noble:
The Wilmington Regional Office received previously requested information regarding the State
Stormwater Management Permit Application for Ocean Ridge Plantation Phase VI Section 2 on
September 3, 2008. 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. As previously requested, your consultant has attempted to demonstrate that the
downstream ditches and outlets will be able to function adequately and provide free flow
without backing up under SHWT conditions. The only information provided was a
statement regarding the normal pool (?) elevations of two "existing ponds." Neither of
these existing ponds was identified, nor was a map provided noting the locations of
these ponds. Additionally, it was intended that the entire flow path (pipes and ditches)
from the proposed stormwater ponds to the ultimate receiving stream be analyzed under
full flow at seasonal high water conditions. You must demonstrate that the ponds will
have the ability to draw down under SHWT conditions without being impeded and
backing up.
2. The outlet structure details all appear to show the permanent pool elevation at the top of
the orifice. This needs to be revised to show that the bottom of the orifice is at the
permanent pool elevation.
3. Section 111.9 of the application for Pond 6 lists a total proposed BUA of 1,025,666 square
feet in the upper section, but the lower section, the calculations and the supplement all
show or use a BUA of 993,868 square feet. Please correct and revise.
4. For Pond 9, the temporary pool area at 36.5 is reported on the supplement as 13,421
square feet. However, the calculations indicate that the area at elevation 37 is only
12,897 square feet. How is it possible for there to be more area at 36.5 that at 37?
5. For Pond 9, the temporary pool area discrepancy also affects the provided storage
volume calculation. While more than enough volume has been provided, correcting for
the discrepancy, the numbers need to be accurate for permitting purposes.
6. For Pond 9, the forebay volume calculation table only goes up to elevation 33.5. Please
revise this table and the forebay volume calculation to go all the way up to the
permanent pool elevation, 34.5.
7. For Pond 9, please recalculate the orifice size. It appears that the average head is based
on the permanent pool being 33.5 instead of 34.5, resulting in a larger average head.
The 1" orifice specified is too small to draw down the design storm-in 2-5 days.
N,�[tCarolina'
�vatura
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington,NC 28405 Phone[phone] Customer Service
Wilmington Regional Office Internet: www.ncwaterquality.org Fax [phone]
An Equal Opportunity/Affirmative Action Employer—50%Recycled/10%Post Consumer Paper

Ms. Noble
October 28, 2008
Stormwater Application No. SW8 080533
8. For Pond 6, please revise the details to extend the trash rack over the face of the
weir cut.
9. For Pond 14, please revise the details to correct the proposed permanent pool
elevation to 42.75.
10. Please provide 2 copies of Sheet P-2, the details for Ponds 10 & 11, to show the
13' wide level spreader&vegetated filter.
11. Please note that a revision to one number may have a domino effect on other
numbers, which may require revision of the applications, calculations,
supplements, plans, details, and associated documentation. Please verify all
numbers are correct to ensure consistency in the application documents.
Please note that this request for additional information is in response to a preliminary review.
The requested information should be received in this Office prior to November 28, 2008, 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, email or fax your request for a
time extension to the Division at the address and fax number at the bottom of this letter. The
request must indicate the date by which you expect to submit the required information. The
Division is allowed 90 days from the receipt of a completed application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under an
approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject
to enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any original
documents that need to be revised have been sent to the engineer or agent. All original
documents must be returned or new originals must be provided. Copies are not acceptable. If
you have any questions concerning this matter please feel free to call me at [phone] or
email me at [e-mail].
Sincerely,
Linda Lewis
Environmental Engineer III
ENB/arl: S:\WQS\STORMWATER\ADDINFO12008\080533.oct08
CC: Perry Davis, P.E., Cape Fear Engineering
Linda Lewis
Page 2 of 2

CAPE FEAR
ENGINEERING,
\\' CAPE FEAR INC.
Engineering, Inc. Jr` • L
151 Poole Road,Suite 100 11 SEP n „ 2fln�J8
Saville,NC 28451 '
TEL [phone]
FAX[phone]
www.capefearengineering.com
YEARS
Transmittal
To NCDENR-DWQ Date: September 2, 20081 997-2007
127 Cardinal Extension File: 810-0612 "36"
Wilmington, NC 28405 Subject: Ocean Ridge Ph. 6 Sections 2
SW8 080533
Attn: Linda Lewis
❑As Requested ❑ For Your Files ❑ For Distribution ® For your Review/Action/Approval
❑ Sent via Mail ® Sent via Courier
Quantity Drawing No. Description
1 Cover Letter
1 Copy Revised Stormwater Calculations
Sets Revised Plans
REMARKS If you have any questions, comments, or require additional information please contact this office at
[phone].
CC: File Cape Fear Engineering, Inc.
File: 810-0611 "36" Signed: 4,IGi
Mark Brown E.I.
Received By:
Date:
Trans-OR6 Sec1&3 SW Plan Revision DENR 3-11-08

CAPE FEAR
Engineering, Inc.
RECEIVED
August 25, 2008
Linda Lewis SEP 0 3 2008
Environmental Engineer III DWQ
North Carolina Division of Water Quality PRIM#
127 Cardinal Drive Extension
Wilmington,North Carolina 28405
RE: Ocean Ridge Phase VI (Stormwater Project# SW8 080533)
Ms. Lewis,
Please find the enclosed response to your Request for Additional Information for the
above referenced project dated July 31, 2008.
1. There was a formula error in our calculations. That correction has been made and
is reflected in the attached calculations.
2. The forebay volumes have been corrected to have the 18-22%volume
requirements for Ponds #9&13.
3. We have addressed the error in our calculations, please refer to the attached
calculations and supplements for the corrected data.
4. Downstream Outlets are as followed
A. Pond#6 NP Elev. = 25.5; outfalls into existing pond Elev. = 25.0
B. Ponds#4 NP Elev. = 35, #9 NP Elev. = 33.5, #10 NP Elev. =
36.5, #11 NP = 30.5; these ponds outfall into an existing pond
with an elevation=27.5
5. Pond#4 is connected to the piped system that Ponds #9, 10, &11 outfall into.
Please refer to the section 1 plans (sheet SW-2) for an overall map of storm water
routing. Pond#5 is also connected to this system through two amenity ponds
6. 2 copies of the Index sheet are attached.
7. The outlet detail for Pond#6 has been revised on sheet P-1 to show the proper
size.
8. The Vegetated Filter detail on sheets P-1&P-3 have been revised to show a width
of 13'.
9. A width of the sidewalk was added to sheet D-1.
10. Items have been checked and where applicable the proper changes were made.
The information provided should be sufficient for your expedited review and approval. If
you have any questions or need additional information please feel free to contact this
office.
Respectfully, intu L
ogituoi
Mark Brown, E.I.
151 Poole Road,Suite 100 •Selville,NC 28451 • TEL:[phone] •FAX:[phone]
www.ca pefearenglneering.com

F9�G Michael F.Easley,Governor
William G.Ross Jr.,Secretary
w _ North Carolina Department of Environment and Natural Resources
r Coleen H.Sullins Director
,`'�� `� Division of Water Quality
July 31, 2008
Becky Noble, Vice President
Coastal Communities at Ocean Ridge Plantation, LLC
351 Ocean Ridge Parkway SW
Ocean Isle Beach, NC 28469
Subject: Request for Additional Information
Stormwater Project No. SW8 080533
Ocean Ridge Plantation Phase VI Section 2
Brunswick County
Dear Ms. Noble:
The Wilmington Regional Office received a State Stormwater Management Permit Application
for Ocean Ridge Plantation Phase VI Section 2 on May 16, 2008. 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. Most of the ponds have a permanent pool elevation that ends in 0.5. The
temporary pool, permanent pool and forebay volumes have all been calculated
as if the elevation difference to the next higher elevation was a whole foot. For
example, the permanent pool elevation for Pond 9 is 33.5. The surface area is
8,838. The surface area at elevation 34, per the calculations, is 11,016. The
calculated incremental volume is the average surface area multiplied by the
distance between the areas, or 4,963.5. The calculations have erroneously used
one whole foot and reported 9,927 as the incremental volume, when it is only
one-half of a foot. This error is repeated in the permanent pool volume and
forebay volume calculations for each of the 6 proposed ponds.
2. The forebay volumes for Ponds 9 and 13 are a little low. Based on correcting the
incremental volume error above for both the permanent pool and forebay volume,
each forebay is at 17%. However, because the forebay depths are as deep as
the pond, this really isn't an issue that needs to be addressed.
3. Please check the temporary pool surface area reported for Pond 6. Based on
the table provided in the calculations, I can only confirm an area of 39,999
square feet, but the supplement reports an area of 41,788 square feet. The
combination of the incremental volume calculation error and this error has
resulted in a deficient volume being provided at the reported temporary pool
elevation of 27.50.
4. With the exception of Pond #13, all ponds are proposed with a permanent pool
elevation more than 6" below the estimated Seasonal High Water Table. Please
do one of the following: a) raise the permanent pool elevation to within 6" of the
SHWT; b) provide sufficient information to demonstrate that the downstream
ditches and outlets will be able to function adequately and provide free flow
without backing up under SHWT conditions; or c) provide groundwater modeling
calculations which quantify the amount of groundwater expected to enter the
pond under SHWT conditions based on soil type and hydraulic conductivity. �n
N�o�ithhCarolina
d'atura!!y
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington,NC 28405 Phone[phone] Customer Service
Wilmington Regional Office Internet: www.ncwaterquality.org Fax [phone]
An Equal Opportunity/Affirmative Action Employer—50%Recycledl10%Post Consumer Paper •

Ms. Noble
July 31, 2008
Stormwater Application No. SW8 080533
5. All of the ponds except#13 appear to be proposed using the 85% TSS
chart, therefore, the level spreader and filter strip supplement should
address Ponds 6, 9, 10, 11 and 14. Three level spreader and filter strip
supplements were received on May 16, 2008. One is labeled for Ponds 4,
9, 10 and 11 in Phase 6, Sections 1 & 2. Is Section 1 being added to this
application? There is no Pond 4. I assume that because Ponds 9, 10 & 11
share a single vegetated filter, only one supplement was needed, but it
erroneously referenced a non-existent "Pond 4". There were separate
supplements for Pond 6 and for Pond 14.
6. The index sheet provided with the plans is for Phase VI Section 1 Tract A.
Please submit 2 copies of the index sheet for Section 2.
7. The Pond Outlet Front View detail for Pond 6 has a 3" diameter orifice
shown. A 3.5" is proposed on the adjacent Pond Outlet detail and is
reported in the calculations and supplement.
8. Please add the width of the level spreader and vegetated filter to each
vegetated filter detail. The level spreader supplement asks for the
proposed width, but it has been left blank. The contractor will not have the
supplements to build this by, so the level spreader details and it's width
should be incorporated into the vegetated filter strip detail.
9. Please add the width of the sidewalk to the detail.
10. Please note that a revision to one number may have a domino effect on
other numbers, which may require revision of the applications,
calculations, supplements, plans, details, and associated documentation.
Please verify all numbers are correct to ensure consistency in the
application documents.
Please note that this request for additional information is in response to a preliminary
review. The requested information should be received in this Office prior to August 31,
2008, 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, email or fax your
request for a time extension to the Division at the address and fax number at the bottom
of this letter. The request must indicate the date by which you expect to submit the
required information. The Division is allowed 90 days from the receipt of a completed
application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under
an approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and
is subject to enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any
original documents that need to be revised have been sent to the engineer or agent. All
original documents must be returned or new originals must be provided. Copies are not
acceptable. If you have any questions concerning this matter please feel free to call me
at [phone] or email me at [e-mail].
Page 2 of 3

Ms. Noble
July 31, 2008 w°
Stormwater Application No. SW8 080533 •
Sincerely,
4:idat) a&MAA;
Linda Lewis
Environmental Engineer Ill
ENB/arl: S:IWQSISTORMWATERIADDINFO120081080533.jul08
CC: Davis Fennell, P.E., Cape Fear Engineering
Linda Lewis
Page 3 of 3

CAPE FEAR mAY 60 Engineering, lncmy. D891A°
53
151 Poole Road,Suite 100
BelviNe,NC 28451
TEL [phone]
FAX[phone]
www.capefearengineering.com
Transmittal
To: NC DWQ Surface Water Protection Date: May 15, 2008
State Stormwater Section File: 810-0612 "36
127 Cardinal Drive Ext. Subject: State Stormwater Management Permit
Wilmington, NC 28405 Submittal
Attn: Ocean Ridge Phase 6 Section 2
❑As Requested ❑ For Your Files [' For Distribution ® For your Review/Action/Approval
[' Sent via Mail El Sent via Courier
Quantity Drawing No. Description
Level Spreader Supplements and O&M for ponds 6, 9, 10, 11, and 14
REMARKS If you have any questions please contact me at 910.383.1044.
Thank you.
CC: File(810-0612 "36) Cape Fear Engineering, Inc.
Becky Noble
Signed: la
Mark Brown .1. At---
Received By:
Date:
Transmittal-State SW 5-15-08
L:1Admin\PERMIT Forms\CHECKLISTS & TRANSMITTALS

Hooghoudt drainage equation Page 1 of 1
Hooghoudt drainage equation
A more physically correct picture of the flow situation may be considered based on either the
classical equations presented by Hooghoudt (1940) or those by Ernst (1956). Using any of these
equations drainage flows below the pipes are also considered.
Following Hooghoudt the total flow to the pipes is given by:
4k,1(zs. —zz)2 8k,2zD(zsat—zp)
CAP — 2 + 2 (2.41)
where ks1 and ks2 are the saturated conductivities in the horizon above and below drainage pipes
respectively, zo is the thickness of the layer below the drains and dp is the spacing between
parallel drain pipes. See viewing function Physically based drainage equation.
The model uses the first term in the Hooghoudt equation to calculate the flows for specific layers
above the drain depth, zp. These calculations are also based on the horizontal seepage flow for
heterogeneous aquifers (Youngs 1980):
8ks(z)(h.—k+ ($�$'})(z, —z�)
▪, ,l(z)_ (2.42)
where hu and hi are the heights of the top and bottom of the compartment above the drain level
zp and ks is the saturated conductivity. Below the drain depth (corresponding to the second term
in the Hooghoudt equation) the flow is calculated for each layer as:
8k,(z)(z y)r"corr(z) (2.43)
g.72(z) . 2
where the correction factor rcorr may be calculated based on the equivalent layer thickness, zd as:
rcorr(z) =zap (2.44)
zD
where Zd and d are related as:
dy - (d,—zD-I )2 8 (2.45)
za zDd 7rin( $a
rota
where r is the diameter of the drain pipe. The diameter of the pipes affects the resistance to the
flow in the pipes.
http://www.lwr.kth.se/V ara%20Datorprogram/CoupModel/NetHelp/WordDocuments/hoog... 4/9/2008

yo532
Ocean Ridge Ellipse Equation Questions
1. Is it appropriate to say that the duration of saturation, t, is the duration of time
that the Water table is at the SHWT? The consultant has "conservatively"
assumed that groundwater reaches SHWT only 60 days out of the year and
that the groundwater is "significantly" lower during the other 10 months. The
Corps uses the criteria that a wetland has an SHWT within 12-18 inches of the
ground for 3 months out of the year.
2. If drainage porosity, v, is the volume of space available in the soils to store
water, why is it measured in ft/ft or in/in? How do you get volume from that?
3. Value of C = depth of drawdown at the midpoint? Midpoint of what?
4. What if there is no impermeable layer below the drain?
5.

CAPE FEAR f
ENGINEERING,'
CAPE FEAR 3 INC.
Engineering, Inc. JJa�i°
151 Poole Road,Suite 100 /� V
Belville,NC 28451 'iU•
TEL ( 10)383-104 FAX L, 11
FAX[phone] V"
www.capefearengineering.com
YEARS
Transmittal
To: NC DWQ Surface Water Protection Date: April 2, 2008 1997-2007
State Stormwater Section File: 810-0612 "36
127 Cardinal Drive Ext. Subject: State Stormwater Management Permit
. Wilmington, NC 28405 Submittal
Attn: Ocean Ridge Phase 6 Section 2
❑As Requested ❑ For Your Files ❑ For Distribution ® For your Review/Action/Approval
❑ Sent via Mail ❑ Sent via Courier
Quantity Drawing No. Description
1 Application Fee $505.00 (Check# 19817)
2 Sets Sealed, Signed, and Dated Site Layout & Grading Plans
1 Original Application SWU-101 w/ 6 Wet Detention Pond Supplements SWU-102
1 Original Proposed Deed Restriction Statement (Signed and Notarized)
1 Copy Applicant Information from Secretary of State Corporations Database
1 Sealed, Signed, and Dated Calculations and Narrative
1 SHWT Soil Report
1 Wetland Map
1 PUD Plan and Vested Rights Approval —Sunset Beach, NC
REMARKS
CC: File (810-0612"36) -- Cape Fear Engineering, Inc.
Becky Noble
Signed: Ccda
Noelle Winstead
Received By:
Date:
Transmittal-State SW 3-10-08
L:1Admin\PERMIT Forms\CHECKLISTS &TRANSMITTALS

Stormwater Design Narrative and Calculations
for
Ocean Ridge Plantation
-Phase 6-
Wet Detention Basins
in
Seasonal High Water Table
Prepared for
Coastal Communities at Ocean Ridge Plantation
351 Ocean Ridge Parkway SW
Ocean Isle Beach,North Carolina 28469
[phone] *s0gemwiai.4�►/�s
Brunswick County,North Carolina � c,§1/4�� �� /�/a'"i6
Q`3•IO•e-\
SAL
is _eat 90
Date: February, 2008 "' 4,
z
VO
-4//d96111:00,gti
Prepared by
Cape Fear Engineering, Inc.
151 Poole Road, Suite 100
Belville,NC 28451
[phone]

BACKGROUND
Wet detention basins have been widely utilized in eastern North Carolina as a means of providing
treatment for storm water runoff from impervious surfaces. The wet detention basin is described
by the 2007 NCDENR Stormwater BMP Manual as a device that will work well in areas with a
shallow water table and poorly drained soils. Also from the 2007 NCDENR Stormwater BMP
Manual, "In wet detention basins, a permanent pool of standing water is maintained by the riser—
the elevated outlet of the wet detention basin...." (NCDENR Stormwater BMP Manual, revised
09-28-07,page 10-3).
It is generally accepted that siting a wet detention basin in close proximity to wetland areas
requires careful study and planning to prevent any adverse hydrologic impacts (dewatering) of
the wetland by the pond. It is clear that absent any naturally occurring geology, wet detention
basins designed with outlets lower than the wetland elevation may alter wetland hydrology.
The Ellipse equation is commonly used to evaluate the impact of a drainage feature, such as a
pond, ditch, or pipe drain, on the hydrology of adjacent wetlands. The Ellipse equation makes
the basic assumption that dewatering will occur due to the drainage feature, and uses that
assumption to approximate how long the dewatering will take and the horizontal distance over
which the water table is lowered. An excerpt from the USDA/NRCS Part 650:Engineering Field
Handbook (Hydrology Tools for Wetland Determination) is attached for reference to the Ellipse
equation and its application to drainage features.
It has been suggested that the Ellipse equation be used to prove that wet detention basins will in
fact lower the water table, and to prove that the seasonal high water table will not compromise
the storage volume of the temporary pool. Because the first assumption of the Ellipse equation is
that groundwater will be lowered, this creates a circular argument that cannot be solved.
Accepting the assumption that ground water will be lowered, the Ellipse equation can be used to
approximate the horizontal impact to the water table over a fixed period of time.
The ellipse equation is written as:
S= 4K* (m2 +tam)
4
where: S =drain spacing or horizontal impact distance(ft)
K=hydraulic conductivity (in/hr)
m=vertical distance, after drawdown, of water table above drain(ft)
a=depth of barrier layer below drains(ft)
q=drainage rate (in/hr)

The drainagerate--(q)-is_written as:
_ v
t
where: q=drainage rate (in/hr)
v=drainage porosity (F,ft/ft)) * drawdown depth(c, FT)
t=drawdown time
Some of the parameters in the ellipse equation require site specific field study to be properly
determined. For example, to measure the depth of the barrier layer, the hydraulic conductivity,
and drainage porosity of the soils at a specific location would require the installation of wells,
pump testing and monitoring for analysis. For the purposes of this report, conservative estimates
of these factors are used to generate the closest possible drain spacing.
By analyzing the Ellipse equation and performing trials, it is apparent that calculated drain
spacing is impacted by parameter as follows:
When K decreases, drain spacing decreases.
When m decreases, drain spacing decreases.
When v increases, q increases, and therefore drain spacing decreases.
Based on this analysis, assumed values for hydraulic conductivity (K) should be estimated low,
the depth to the barrier layer(m) estimated low, and the drainage porosity of the soils (v) should
be estimated high to predict the closest possible drain spacing. For the purpose of this report,the
drawdown time will be held constant at 60 days.
ANALYSIS
The first assumption in this analysis is that the seasonal high water table elevation is the design
elevation for the existing saturated surface. This assumption is extremely conservative in that the
seasonal high water table occurs for less than 2 months of the calendar year , and during the rest
of a calendar year the water table is significantly lower.
The soils at Ocean Ridge Phase 6 are a mix of Leon, Murville, and Torhunta among others. The
hydraulic conductivity of these soils ranges from 2-20 inches per hour as reported in the USDA
Soil Survey. A hydraulic conductivity of 2 inches per hour (48 inches per day) is assumed for
step 2 of the Ellipse equation below.
The drainage porosity (F, also known as available water capacity)for these soils range from 0.05
to 0.30 in/in (or ft/ft). A drainage porosity of 0.30 ft/ft is assumed for this report step 3 of the
Ellipse equation below.

The_depth to_the_confininglayezin_the_surficial_aquifers_of_Br_unswick_Gounty_ranges_from0 to
50 feet. The depth to the confining layer is assumed to be 5 feet for step 5 of the Ellipse equation
below.
At Ocean Ridge Phase 6, the greatest proposed change to the water table occurs at Pond # 4,
where the pond bank is at elevation 42, seasonal high water table is at elevation 40.90, and the
proposed normal pool of the pond is at elevation 35.0, so for step 1 of the Ellipse equation:
d=42-35 =7 feet.
c=42 •40.9— 1.1 feet.
Applying the Ellipse equation per the example 19-4 of the attached report, along with the
assumption of parameters described above,yields the following:
STEP 1: m=d—c=7- 1.1 5.9feet
STEP 2: K=2 in/hr=48 in/day=4 ft/day
STEP 3: v=F * c,where F=0.30 ft/ft and c= 1.1 feet
v=0.30*1.1=0.33 ft
STEP 4: q=v/t where v is calculated,t assumed to be 60 days.
q=0.33 ft/60 days= 0.0055 ft/day
STEP 5:
S= 4K* (m2 +2am)
q
where: K=4 ft/d
m=5.9 ft
a=5 ft(assumed)
q=0.0055 ft/d.
S =522 feet.
Given the assumed parameters, the distance between multiple drains is calculated to be 522 feet.
As this report addresses a wet detention basin as a boundary condition (only 1 drain), the
horizontal impact to the water table is one half the value, or 261 feet. In other words, over a
period of 60 days, the limits of the lowered water table would extend at least 261 feet from the
drain.

CONCLUSIONS_
For proper application of the Ellipse equation, the assumption that the water table will equalize
to the outlet elevation of the riser must be accepted. The riser has the ability to discharge water
24 hours a day, 7 days a week, 365 days a year. There is no source of water recharge to a pond
with the ability to overcome this discharge —the flow out of a properly operating riser structure
will always be greater than the flow into the pond, therefore the outlet elevation of the riser will
control the water table and will establish the post-construction modified seasonal high water
table elevation. ,
The design decision to base the normal pool elevation of a wet detention basin on seasonal high
water table elevations is extremely conservative, and perhaps misapplied. If the permanent pool
elevation of the basin is set to equal the seasonal high water table elevation, then the basin will
only perform as intended for less than 60 days of the year. During the balance of the year,when
the water table is below seasonal high, it is possible that the normal pool elevation could be
controlled by the water table. If this occurs, the permanent pool will be held at an elevation
lower than the design depth, the average depth of the pond will be compromised, and
functionality of the shelf vegetated with wetland species will be impaired. A better solution to
this design issue is to design the permanent pool of the pond at an average water table elevation.
Finally, a clay liner does not prevent the equalization of the basin permanent pool in the water
table, it simply extends the process. Even with a clay liner, the permanent pool of the basin and
the water table will equalize, it will simply take more time. Given that the elevations will
equalize, it would be better to encourage rather than inhibit the process.

United States +
n __ parC -_
-- 1 �aJ
Agriculture
tural Na Engineering Field Handbook
Resources
Conservation
Service
Chapter. 19 Hydrology Tools for
Wetland Determination
(210-vi-EFH,August 1997)

Chapter 19 Hydrology Tools for Part 650
Wetland�DeteI Iii anion E3lgiicee�ng 1�d �b�stslt
Issued August 1997
The United States Department of Agriculture (USDA) prohibits discrimina-
tion in its programs on the basis of race,color,national origin,sex,religion,
age,disability,political beliefs,and marital or familial status. (Not all pro-
hibited bases apply to all programs.) Persons with disabilities who require
alternative means for communication of program information (Braille,large
print,audiotape,etc.) should contact USDA's TARGET Center at(202) 720-
2600 (voice and TDD).
To file a complaint,write the Secretary of Agriculture,U.S.Department of
Agriculture,Washington.DC 20250,or call 1-800-245-6340 (voice) or (202)
720-1127 (TDD).USDA is an equal employment opportunity employer.

This chapter of the Engineering Field Handbook is an outgrowth of a meet-
ing of hydraulic and water management engineers in Wilmington,Delaware,
in October 1991.The participants developed a list of hydrology tools that
help delineate wetlands.Various task groups were formed for each tool.
Send comments to the Natural Resources Conservation Service (NRCS),
Conservation Engineering Division,Washington,DC,or the Wetland Sci-
ences Institute,Beltsville,Maryland.
The membership in the task group is as follows:
Stream and Lake Gage Bill Merkel,NRCS,Beltsville,MD
Runoff Volumes Bob Muth,NRCS,Lincoln,NE (retired)
Rodney White,NRCS,Fort Worth,TX
(retired)
Helen Moody,NRCS,Beltsville,MD
Don Woodward,NRCS,Washington,DC
Remote Sensing R.H. Griffin,NRCS,Fort Worth,TX
Bill Merkel,NRCS,Beltsville,MD
Rodney White,NRCS,Fort Worth,TX
(retired)
DRAINMOD Virgil Backlund,NRCS,Davis,CA
Sal Palalay,NRCS,Chester,PA(retired)
Jeff Healy,NRCS,Indianapolis,IN
(retired)
Frank Geter,NRCS,Fort Collins, CO
Ron Marlow,NRCS,Washington,DC
Scope and Effect Equations Virgil Backlund,NRCS,Davis,CA
Frank Geter,NRCS,Fort Collins,CO
Sal Palalay,NRCS,Chester,PA(retired)
Jesse Wilson,NRCS,Gainesville, FL
Rodney White,NRCS,Fort Worth,TX
(retired)
Drainage Guides Don Woodward,NRCS,Washington,DC
Observation Wells Don Woodward,NRCS,Washington,DC
Andrew Warne,Corps of Engineers,
Vicksburg,MS
(210-vi-EFH,August 1997) 19-1

Chapter 19 Hydrology Tools for Part 650
1A/�tlan�-1 etarroina�t on -----ErVieettifffield=Handbook
19-ii (210-vi-EFH,August 1997)

Chapter-1-9 H d � ='I'oois fog
Wetland Determination
Contents: 650.1900 Introduction 19-1
650.1901 Use of stream and lake gages 19-1
(a) Applicable situations for use 19-1
(b) Data required 19-1
• (c) Sources of data 19-1
(d) Limitations 19-2
(e) Methodology 19-2
(f) Sample documentation 19-5
650.1902 Runoff volumes 19-13
(a) Introduction 19-13
(b) Tool to obtain runoff data from stream gage records 19-13
(c) Tool to run daily simulation model,such as SPAW 19-14
(d) Tool to manually compute daily runoff using precipitation data 19-14
and seasonally adjusted runoff curve numbers
(e) Tool to determine the duration and frequency of surface flooding 19-20
of depressional areas
650.1903 Supplemental data for remote sensing 19-24
(a) Applicable situations for use 19-24
(b) Data required 19-24
(c) Limitations 19-24
(d) Sources of information 19-24
(e) Methodology 19-24
(f) Sample documentation 19-29
650.1904 DRAINMOD 19-32
(a) Applicable situations for use 19-32
(b) Data required 19-32
(c) Sources of information 19-32
(d) Limitations 19-32
(e) Methodology • 19-33
(210-vi-EFH.August 1997) 19—iii

Chapter 19 Hydrology Tools for Part 650
WetTandDe a ination - Engineering Fiei"dliMbook
650.1905 Scope and effect equations 19-37
(a) Applicable situations for use 19-37
(b) Data required 19-37
(c) Limitations 19-37
(d) Sources of data 19-38
(e) Methodology 19-38
(f) Sample documentation 19-39
650.1906 NRCS drainage guides 19-40
(a) Applicable situations for use 19-40
(b) Data required 19-40
(c) Limitations 19-40
(d) Sources of information 19-41
(e) Methodology 19-41
650.1907 Observation wells 19-41
(a) Applicable situation for use 19-41
(b) Data required 19-41
(c) Limitations 19-41
(d) Sources of information 19-42
(e) Methodology 19-42
(f) Establishing an observation well 19-42
(g) Sample documentation 19-43
650.1908 References 19-55
Tables Table 19-1 Example data to figure elevation 19-4
Table 19-2 15-day duration elevation, 1986-1991 19-5
Table 19-3 Seasonal rainfall limits for ARC's 19-15
Table 19-4 Runoff curve number for wheat and fallow 19-16
Table 19-5 Precipitation needed to produce runoff 19-16
Table 19-6 Runoff event table,Lakin,Kansas 19-17
Table 19-7 Evaporation,water holding capacity,by months 19-21
Table 19-8 Selected runoff events 19-27
19-iv (210-vi-EFH,August 1997)

Chapter 19 Hydrology Tools for Part 650
efland-Determination Engineering FreTd1Wd6c1151c
Table 19-9 Precipitation in Nelsonville,Nelson County, 1982 19-29
to 1990
Table 19-10 Observation well records for 1970 to 1983 19-43
Table 19-11 Water level,in feet below land-surface datum, 19-44
for October 1979 to September 1980
Table 19-12 Water level,in feet below land-surface datum, 19-45
for October 1980 to September 1981
Table 19-13 Water level,in feet below land-surface datum, 19-46
for October 1981 to September 1982
Table 19-14 Water level,in feet below land-surface datum, 19-47
for October 1982 to September 1983
Table 19-15 Water level,in feet below land-surface datum, 19-48
for October 1983 to September 1984
Table 19-16 Water level,in feet below land-surface datum, 19-50
for October 1979 to September 1980
Table 19-17 Water level,in feet below land-surface datum, 19-51
for October 1980 to September 1981
Table 19-18 Water level,in feet below land-surface datum, 19-52
for October 1981 to September 1982
Table 19-19 Water level,in feet below land-surface datum, 19-53
for October 1982 to September 1983
Table 19-20 Water level,in feet below land-surface datum, 19-54
for October 1983 to September 1984
Figures Figure 19-1 Mean daily elevation for March and April 1989 19-3
Figure 19-2 Stage versus discharge plot for Tar River at Rocky 19-6
Mount,North Carolina
Figure 19-3 Summary of runoff events,maximum runoff event, 19-18
and total runoff for 52-year reporting period,Kearny
County,Kansas
(210-vi-EFH,August 1997) 19-v

Chapter 19 Hydrology Tools for Part 650
W rIan�DetermJii tin __�____ E-rriginrering Field-Handbti ilc—=---- —
Figure 19-4 Annual runoff event probability for Lakin Gage, 19-19
Kearny County,Kansas (estimated 50%chance
annual runoff is 0.21 inch)
Figure 19-5 Monthly runoff probability for Lakin Gage, 19-19
Kearny County,Kansas (estimated 50%chance
maximum runoff is 0.16 inch)
Figure 19-6 7-Day inundation graph,Kearny County,Kansas 19-23
Figure 19-7 Rainfall documentation worksheet 19-26
Figure 19-8 Wetland hydrology determination worksheet 19-28
Figure 19-9 Completed rainfall documentation worksheet 19-30
Figure 19-10 Completed wetland hydrology documentation 19-31
worksheet
Figure 19-11 General inputs screen i 19-34
Figure 19-12 General inputs screen 2 19-34
Figure 19-13 Inputs required for wetland analysis 19-35
Figure 19-14 Average daily PET values may be read in for each 19-35
month
Figure 19-15 Sample output for wetland analysis 19-36
Figure 19-16 Parallel drain spacing 19-39
Examples Example 19-1 Determination of elevation exceeded for 10 19-3
consecutive days
Example 19-2 Selection of median stage reading 19-4
Example 19-3 Water discharge records for Pamlico River Basin 19-7
Example 19-4 Steps to determine effects of a drain on hydrology 19-39
of wetland
19-vi (210-vi-EFH,August 1997)

Chapter 19 Hydrology Tools for Part 650
---Wetland-Determination—-- -- - ---- --Engineering-Field-Handbook=-==_____
(d) Sources of data The volume of water drained at various water table
depths can be measured directly from large soil cores.
The depth to the impermeable layer below the drain is However,it is not usually practical to collect large soil
estimated from local soil information or,in the field,it cores in many sites,so the drainage volume is derived
is generally determined by boring holes.The holes from the soil moisture retention data.The DMSOILS
generally are dug to a depth approximately one and computer program can provide an estimate of this
one-half times the actual depth of the drain.The tex- parameter,which can also be estimated using the soil
tural changes that occur between horizons are ob- drainage porosity.Soil information in the DMSOILS
served.The changes in texture may be determined by computer program can be obained from the local
feeling the soil.The layer considered impermeable is NRCS office.
high in clay content,continuous over a major portion
of the site,and of such thickness as to provide a posi-
tive deterrent to the downward flow of water. (e) Methodology
A commonly used rule of thumb is that the estimated (1) Ellipse equation
hydraulic conductivity of the barrier must be less than The equation was originally developed to approximate
10 percent of the overlying layer.Other potential economical spacings and depths of agricultural drain
sources for determining the depth to the barrier are tubing and ditches for agricultural crops.It is also
available;however,professional judgment must be used to determine if the hydrology of the wetland has
exercised when using these sources if they are not been modified by existing drainage measures for
adjacent to the site in question.Other sources include: optimal crop production.The usual requirement is to
• Observation well logs lower the water table below the root zone in 24 to 48
• Logs from geological investigations hours after saturation.The ellipse equation is:
• Road and channel cuts
(m2+2am)
Hydraulic conductivity is the saturated horizontal S= (4K)l
hydraulic conductivity,as the flow to the drains is q
generally horizontal.In soils that have strata of differ-
ing textures and structures,the difference between where:
horizontal and vertical hydraulic saturated conductivi- S =parallel drain spacing (ft) (see fig. 19-16)
ties can be significant.The horizontal K generally is K =weighted hydraulic conductivity above the
larger than the vertical K.For layered soils,equivalent restrictive layer(in/hr)
K may be computed using the following equation: m =vertical distance (d-c),after drawdown,of
K1T1+K2T2+K3T3 water table above drain and at midpoint be-
Equivalent K= tween drains (ft)
Ti+T2+T3 where:
d =depth to drain from the surface (ft)
where: c =depth to the water table drawdown after the
K =the hydraulic conductivity evaluation period (ft)
T = thickness of each layer a = depth of barrier(impermeable layer) below
Specific measurements of K should be made where drains ( t)
P q =drainge rate (in/hr)
possible.Numerous methods have been developed to
measure saturated K in the field.The method most This equation was developed for parallel drains.The
commonly used is the auger hole method described in drainable rate q as used for this application is the
NEH-16,chapter 2. volume of water that will drain from a known volume
of saturated soil through the forces of gravity (g)
In the absence of onsite measurements,the hydraulic
conductivity may be calculated using the computer divided by the duration of saturation (t).
program DMSOILS. v
q t
19-38 (210-vi-EFH,August 1997)

Chapter 19 Hydrology Tools for Part 650
Wetland-Determination•------- -~-T-----Engineering Field-Handbook=—_-- --_-
A more accurate analysis of the scope and effect of Example 19-4 Steps to determine effects of a drain on
drainage systems on wetland hydrology can be ob- hydrology of wetland
tained by using the ellipse equation with drainage
coefficients developed from field trials combined with Ground surface
mathematical modeling,such as DRAINMOD. l
(0 Sample documentation d=7 ft m=6 ft
v i vir
Example 19-4 shows the steps to determine the effects a Al'
of a drain on the hydrology of the wetland.For this III I I I I I I I I I I I I I Barrier I I I I I I I I I I I I I I
example,assume the duration of drawdown is 14 days,
the drainage porosity(F) is 0.05 foot per foot,and the
depth (c) of drawdown at the midpoint is 1 foot. Step 1 m=d-c=7-1 =6 ft
With the given values of the parameter,the water table Step 2 K= 1.14 in/hr (24 hr/d) =27.36 in/d
midway between the drains would be lowered by 1
foot from the soil surface during a 14-day period if the Step
drains were spaced at 494 feet apart.If the drains were 3 v = ( (c) v may be obtained from
spaced at or closer than 494 feet,the entire strip of the Soill properties
q = (0.05 ft/ft)(1 ft) =0.05 ft
land between the drains is effectively drained and will
not have wetland hydrology. On the other hand,if the Convened to inches:
drains were spaced farther apart,there would be a
strip between the drains bounded by a line 247 feet q = (0.05 ft)(12 in/ft/ft) =0.6 inch
from each drain that would still have wetland hydrol-
ogy.If only one drain exists,areas outside a line 247 v 0.6 in =0.043 in/d
feet from the drain would still have wetland hydrology. Step 4 q=t= 14 d
(m2+2am)
Figure 19-16 Parallel drain spacing Step 5 S=1(4K) q
�(� Ground surface
��
'""� At i r(6)2+2(5 ft)(6 ft)]
c S= 4(27.36inid)
— d �—s I Step 6 0.043 in/d •
1 / m 1 ` 1
S=494 ft
O ___* _ _#Z.______
Filter or —
a • ,Barrier 1 envelope
material
(210-vi-EFH.August 1997) 19-39

Chapter 19 Hydrology Tools for Part 650
wa2tlantl-Hetermmataiun - E-ngineeting=Field=Handbook -
(2) Other equations
Hooghoudt equation This equation is similar to the 650.1906 NRCS drainage
ellipse equation except the parameter a,depth to the guides
impermeable layer from the free water surface in the
drain,is replaced by de,or the effective depth.Many
researchers agree that this substitution makes the
equation more accurate and widely applicable.This (a) Applicable situations for use
equation is meant to be applied with no standing water NRCS state drainage guides,developed by a commit
above the tile line(s).
tee composed of soil scientists,engineers,technicians,
van Schilfgaarde equation While the ellipse and agronomists,contain information that can help in
equation uses steady state assumptions,the van the determination of wetlands.Drainage guides help
Schilfgaarde equation was developed for nonsteady define and interpret some of the soil-water character-
state.It includes a parameter for time so that different istics.Drainage guides are in NRCS field offices in
lengths of time for the duration of saturation can be each county where drainage measures have been
examined.It is most easily applied using a spread- installed.If the tile or ditch spacing is equal to or less
sheet,as a two-step iteration process is recommended than suggested spacing in the guide,it can be assumed
to use the effective depth in place of actual depth, on a screening basis that the wetland hydrology has
such as was described for the Hooghoudt equation. been removed.
The van Schilfgaarde equation is meant to be applied
with no standing water above the tile line(s).
(b) Data required
Kirkham's equation—Kirkham's equation simulates
the gradual lowering of the water ponded above a tileThe data required to use NRCS drainage guides in
line or system.It is often combined with the dude:
Hooghoudt or van Schilfgaarde equation to describe •
Soil name and the depth and spacing of drainage
the total removal of the water.Kirkham's equation measures.
•
calculates the time to remove the ponded water,and The adequacy of the outlet conditions.
the other drainage equation determines the time to
remove the saturation to the specified depth.
Kirkham's equation is meant to be applied where the (c) Limitations
tile line(s) lies directly under the wetland,but the site
has no surface intake and water ponds. (1) Knowledge and experience required
An understanding of the guide and its use is required.
(2) Climatic regions of applicability
The NRCS drainage guides are applicable to all climate
regions for which they were developed.
(3) Factors affecting the accuracy of results
Drainage guides can be an effective screening tool to
help to establish the presence or absence of hydrology
in a potential wetland.The drainage guide should be
up-to-date.Where the drainage system is properly
maintained with an adequate outlet,drainage guides
can be used by the field office to help determine if the
wetland hydrology has been removed.
19-40 (210-vi-EFH.August 1997)

q%:.
Seasonal High Watertable Estimates ,� i" �0 9
pIJC9-
Q(
P:\810\810-061\Adm in 1 Stormwater\8 1 0-06 1-sw-n arr-6sept07.doc

—.,
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FILE COPY
R F 11„1, - - January 3, 2008
. Tv tm te ITV LC
II l•-• ‘'.. i'-' 4"
..
Residential Foundation Testing Services PLLC I JAN 0 4 2008
„Le
Cape Fear Engineering, Inc. B Y:....LfIL.1
151 Poole Road, Suite 100
Belville,North Carolina 28451 "
Attention: Mr. Mark Brown
Reference: Seasonal High Watertable Estimate
Proposed Stormwater Pond No. 6
Ocean Ridge Plantation Phase VI
Brunswick County,North Carolina
RFTS Job No. 283-07
Dear IVIr. Brown:
,RFTS is pleased to provide testing services during the design of the stormwater ponds
located at Ocean Ridge Plantation Phase VI residential development off Old Georgetown
Road in Brunswick County,North Carolina.
DESCRIPTION OF ACTIVITIES AND FINDINGS -
As requested, our staff visited the site on January 2, 2007 to estimate the seasonal high
Watertable at one location within area of the proposed stormwater pond 6. The purpose of
this testing was to provide soil parameters for the stormwater pond design.
Seasonal High Watertable Estimate
A hand auger boring was advanced to depth.of approximately 8 feet below the existing
ground surface at a location identified with pin flags by Cape Fear Engineering
personnel. The encountered soils were logged and visually classified by depth and a
Munsell Soil Color Chart was used to determine the hue, value, and chroma of the
visually distinct soil layers. Our soil logs are presented in Table 1.
Pond 6
Soils encountered in our boring location for pond 6 consisted of relatively clean sands
(USCS Soil Groups 'SP', `SP-SM' and `SP-SC') in the upper 61 inches below the
existing ground surface. These sands were underlain by clayey sands (USCS Soil Group
'SC') from 61 inches to the boring termination depth of 104 inches below the ground
surface. Comparison of the soils to the Munsell Chart suggests the presence of a zone of
aerated soils indicative of their occurring above the seasonal high water table extending
to a depth of approximately 46 inches below the existing ground surface. A measurement
1305 3A Carolina Beach Ave N Office:910-458-1377
Carolina Beach, North Carolina 28428 Fax:[phone]

Cape Pear Engineering,,Inc..--- Jar uar -3-,-2008
RFTS Job No. 283-07 Page Two
made 30 minutes after augering indicated a depth to standing water in the borehole of 101
inches below the existing ground surface. -
This seasonal high water estimate should be reviewed by appropriate regulatory
authorities before finalizing the details of any civil design.
CLOSURE
Please find attached our field data. If you have any questions after reviewing this letter,
please do not hesitate to contact us at your convenience.
Sincerely, .
RF FS,PLLC
.ea-3L
David L. Winstead
Field Operations Manager
DLWldlw
Attachments

}
_..Fable 1 --— -
Munsell Soil Classifications
Proposed Stormwater Pond No. 6
Ocean Ridge Plantation Phase VI
BrunswicrCounty,North Carolina
• RFTS Job No.283-07
Pond Soil Description Hue Value Chroma Depth Comments
• (in)
1 Topsoil • - _ - - 0-6 . -
Very Dark Grayish Brown fine to 10YR 3 2 6-11 -
medium.SAND,trace:of Silt
Light Olive Brown fine to 2.5Y 5 6 11-20
medium SAND,trace of Silt
Yellowish Brown fine to medium . 10YR 5 8 2046. Slightly moist
SAND,trace of,Clay and slight
modeling
Gray fine to medium SAND 10YR 5 1 46-61 SHWT
Dark GrayClayey yeySAND ('rT;FY1 4 N 61-75 Wet
Greenish Gray SAND with Clay GLEY1 6 5G 75-89 Wet
Greenish Gray.Clayey.SAND GLEY1 ^ 6 . 5G_ 89-98 Wet. .
Gray Clayey SAND, some 10YR 5 1 98-104 H2O@101"
organics

owN® No-ocol Ronald F. Klein, Mayor
Carl Bazemore, Council
- • Len Steiner, Council
• - its f+ Ron Watts, Council
Louis R. DeVita, Council
`')
px Bob Bobinski, Council
e)7
Linda Fluegel, Administrator
Larry Crim,Asst. Administrator
VESTED RIGHT CERTIFICATION
The landowner of parcel#24200009.03 appeared before the Town of Sunset Beach Board
of Adjustment in a duly called public hearing dated June 15,2006.
A Site Specific Development Plan was submitted to the Board of Adjustment describing
with reasonable..certainty the type and intensity of use for the parcels of property.
Following the public hearing the Board of Adjustment finds and declares that it is
necessary and-desirable, as a matter of public policy,to provide for the establishment of
certain vested rights in order to ensure reasonable certainty, stability and fairness in the
land-use planning process, secure the reasonable expectations of landowners, and foster
cooperation between the public and private sectors in the area of land—use planning.
The Board of Adjustment establishes a vested right certification for the above referenced
parcel in accordance with the attached Site Specific Development Plan, with the
exception of Section 7 (Multi-Family 18.0 Acres), for a period of two years. The
expiration date is June 15,2008.
Aes ;
(Date) Board of Adj ent Chairman
700 Sunset Boulevard North ® Sunset Beach, NC 28468
Telephone [phone] ® 910-579-3808 ® Fax [phone]
Website: www.sunsetbeachnr.gov ® Email: [e-mail]

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WETLANDS CERTIFECAGON FOR US,ARMY CORPS OF sass
Thee certifies Cho!Ole copy of this plat accurately depicts tal
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REGULATORY C
TITLE: L
DATE: MOM,.POT_sm.]
USAGE ACTION Ik
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DESIGN: S•LEGGETT NUMBER.: elg-002
CREIX: N8 STOCKS SCALE t i'.300'
APPROVED: P.O,DAMS DATE: 23 AUGUST 07
P.1e1aNILe6Ndwa1W.end Nr1PW1eWETLANDSS49
TOTAL JURISDICTIONAL TOTAL ISOLATED WETLAND TOTAL JURISDICTIONAL TOTAL JURISDICTIONAL TOTAL JURISDICTIONAL ,
WETLAND AREA:- WETLAND SURVEY FOR:•
AREA: STREAM AREA: WATERS(DITCHES)AREA: OPEN WATER(POND)AREA TOTAL JURISDICTIONAL OCEAN RIDGE PLANTATION
494,688.4 SQ.FT. AREA:
�� '� PHASE 6
42,256.2 SQ.FT. 53,922 SQ.FT. 120,396.4 SQ.FT. �'! I e' JAGUAR'S LAIR
11.36 ACRES 0.97 ACRES820,724.7 SQ.FT. 1,489,731.5 SQ.FT,
1.24 ACRES 2.76 ACRES 18.84 ACRES 14,767 LINEAR FEET 34.20 ACRES "D'GRID SHALLOTTE TOWNSHIP
18,241 LINEAR FEET NAO,KA
0' 300' aD0 BRUNSWICK COUNTY
NORTH CAROLINA
SCALE:1'=30T R EC E JVEt
SEP 112001 eo=..r. ..er.n,WR 1
REGULATORY ( 810-062 I 1 OF 4 J

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WETLANDS CERTIF1f11MN FOR U.S.ARMY CORPS OF ENGINEERS
7hie certifies that this=CY of We plot oeouretely d.plats LLI
the CPundary of the JursectIon of eeotlen 404 of the Moon
Water Act under the proaant law and regulations ow determined
try ths under.MgUnto..tMnmm
d on e data Unle le o change in 1-
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the law or our FOIE had Mutation!,We detDaxon of
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mad.Amin the 1.67 Army Corps of Eng[nem Wetlands
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N.Se1�1Pd a AWOINNG PROPERTY OWNERS BASED OR INFORMATION
�� i___ _ EuO4;Dt'a 4 FOUND IN THE BRUNSWICR COUNTY TAX OFFICE
\\ 1E 5 r{ fu l,_ V¢ •T (1/AD 98 PL6LISHEDCDOROINATE51 4. WETLANDS DELINEATED BY OTXERS.
Maw B Y� SURKYOR TAKEN FROM AIMPBY NORN96 WARE LAND
r-�' I. TIE UNE TARP FROM A NAP BY NORRIS B WARDING
Fairway#B - y �''m u+iwty � ate, 1 / , SURVEYORS.P.A.
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IGN
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SCALET.: B.4300'
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'"V 1 . I I g w re 'In 1 I I I I APPROVED: P.G. S DATE:. yl AUGUST 07
T,rI I r r a P:VNae OBBWaAN w.P.w N.pW5O4i50 TLANDEd.y
WETLAND SURVEY FOR:
..................................,.............
OCEAN RIDGE PLANTATION
},, PHASE 6
(f�i"ARIA 4'1
JAGUAR'S LAIR
N.C.GRio SHALLOTTE TOWNSHIP
NA0.1913 REC IV JUNSWICK COUNTY --..
C _ 300' 000' 900' SEP 120077 NORTH CAROLINA
r__ HEW TORY
SCALE:1,300' WIIM F /
/ 810-062 2 OF 4

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WETLANCS CERTFICACCN FCR U.S.ARMY CORPS OF ENGINEERS f
the boundary of the prier/Wan os copy
of W se Wan 404lat t of the Clean Q
Wed,Aat under the present We and regulations m determined
by the undersigned en US.dote,Unless than is a change In Iiiit-
---- - -- ----- -- - ------ by the our d en MN gJo.UnlesY determination glp.
"r 71• ,T•„ _..- elation 404 Jurisdiction may be pled upon fora period not to -_ ..-_._- ,ants _-- __
NNE B6ve1pi0E DISTANCE V '�'_,r.. R' enured five(5)yam from Ode dots.This determination was
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Is s 1V17'47'W 123.4d LJI!''xl:i 0 OL�l.1l>rTi LEGEND
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J2 N B010 sr E 58A0' Fifar)Fj '.']!!� '8P E4ir ]m�P�E_i E;i0F3T_77Q10.71Ti1i O PROPERTY CORNER FOUND AS NOTED.
J3 N Bw4T29'E 39.f1' ran rFr;Yi'.�„j�jy IFIJ1Fuv,;•,J L3 :Y=PSi^81lSF.T18 ® NEBMSET.
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JS N 5512'➢5'W 70.38' FC�F'z}iTZ�FtiIi"l�f-T jy L?>♦F Gw{-!V^i�}V F9O'7F0-i-jT1Fl��g:J IPF IRON PPE FOUN0.
JB N ST9T12'W 89A9' DF> =.`.©81 y Fi�F_}r11111;'F�,I.4ry 'M1T E-�OFESS:'iF0©! 1 RBF REBM1 FOUND.
JO 3 arose N 41.57 F�:�[Z3Ci-:-SFfllb➢i mliIGOLSG©te�ZFi38 F9:�6T ii�.tillfl-�W C-4111Q L(>♦lZSAII 1
1 S 41•p]0'W 41J17' CSC©'i=fyFY©1i08 ®rJ:li>iYI3L7ls/+Y pj; �=fin .!�-„�ir...y F---]CF3F1_iLJI7Fxy
1 S{Tact^34 w zt.19• OQtr'zi'rJlli?tlfi F.L1�']0:10: 1 rP_1•IrlI zno OFIIMMELIB.I F.74 1 :i!!>Si0
J10 B 71'47' E 4297' L.��Fr•-'�4-F{'JI;S�_O Iv FsFi Y.TN�IY><T.18
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J13 N 1S2I4N.E 1 B4.113' ®CFI Y--4L7=M=1 _OF3G'�SFiF'7!Ii 1l }
0C Ci I F' 7l�iFS7 f• OPEN WATER
• FZF1C ©wlilf`ry f.:'�CF4'r'L�'iJtlrSNY E`fyC �Jfif7cxy
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®11112 fF1[ � ©FL�FY:�i'"1�tFi18 •M• 1. 9A8EDOrICNOR NCA0.�OlN FLOW INSURANCE CE RATE MOP Oer�F.F�3•�1'18J1� ®IER i0•�8 as YJ70Y9 IMN¢81Ne11111055.BL#F0C OATw JIME2.2W8,
R:iF1Fii71=Y=-Y1�1 if1 Lief LIIZ!"i!riC7l:±R'r ��5_� _�i,,•J ©CFF.t V,58.t !:: mriYJtI.*•tiy e'Gif:L'hIH:l�r6E78 C11.8:F1_Yily O11111 TI 11�_TID8 C..•:11-11 11©!1310 mNE ZON OF E%NIO POINION8 PROPERTY SHOWN
ARELOCQEDWFLOOOWAY IN
L 4M11. 11 iJl1!1 LnMIUIL fFSr7!'-.: ©Lf[i7F:i[ll:+-'i� F 7Fi7.'YTi:1!_][F38 AREAS IN ZONE AE BASE FLOOD¢EVARON9 VALDES RANGE
F?•.>FI'-i`Y518"1 CF`FIIC."'1i'7Y FROM 127417 FOR PORTIONS OF711 PROPERTY.
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V'I:y :l ELiciE�-i7J!'krr !'w{Y IriifCE;=-]L3C7f:5IDi E`^7
DFi•,}ry.T}1'1�-! Li7I7F7'iFix ci ADJOIMNO PROPERTY OWNERS OASEP ON NFORMAWON
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0F0.-4-a'li7inE.1 i 111111 1 Lf i InnE11 1,-SIIfMME si ■3�1FJMLY!1"Yll�Sti FOWO IN THE eRwBYACKCOUMYTIDIOFFICE.
L• EL3='l�Sf7�18 Ito711 •(.14NC1 y i. WETLANDS DELINEATED OTHERS.
LF�LF'-'31F7v©sll.Gi•J E�eT'1♦FF�r-•:f(•1i7liJC'l8 A BOUNDARY TAKEN FROM AMAP BY NORwsB WARP LAND
©tirilIRIEUEEELIE7 E fICLFr SURVEYORS.P.A.
Fi�LMES©�F.�55 ;1!}f:�'� Fii181F '1� 8 RE wETNE FROMAAWP BYNORMee WARD 1AFq
EJ•LFF7'k.Sl7f8lS®i L��rSFy�TT.�1 SURVEY0118.PA.
ll
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LE LW 71iFoii'7 .IMji .N. Lg78:[1TiIYC1©8m1 8 'LiG t9J'1F T"78i::.[^rai WHERE PONDS ARE LOCATED ALON0012341t31Ut8EY1uN.
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DESCRIPTON I REV.BY
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lJCIIi Ei�®[F� i '�' REVISIONS
OATS
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03 71'10'17 E 37.4e' r•Tn�Cjl -4fFL'1�Fy FTMt^`-�L._f7i7:�:�i♦ • i�'�p
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NNE BEN8N6 DISTANCE C:SMIll Y.1:iJl3Gli OFL"GT�_t�,�1":a [SIfCiF_,E7n4E71l1Fii F;:�cfEELf1 !-I1i •srreer.Aaem.lm
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P11 S Ow11'm'N 1.96 OC[SF3Y i"1l'-SEy EEC;�iy, �l-=�y CPS 9 3T17 S3'N 47.St OF;- 'F`'L^1lF!Ii i APPROVED I P.O,SANS DATE: 23 ALMOST 07
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CP1° N �Fr�r�imi OCEAN RIDGE PLANTATION
1LI KETF7l1?mi CP12 N 425L�'47''w- 25,�' ®� , PHASE 6[ 111i17GPIs s 2eed4e w- 7. 6':17E111ai:.LFFLQ � IN
u'tl I JAGUARS LAIR
� 1 .4.0.13 SHALLOTTE TOWNSHIP
E'v NEWIZ E-i1-.1!�r1,E.� N.A.O.RID
Ce _307 500' 900' BRUNSWICK COUNTY
R� CEIvegpTH CAROLINA
SCALE;1'=307
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J UNE TABLE L012 50034'04'N 67.10
DNE BEARINGIL DISTANCE
WETLANDS CER0FICA710.4 FOR U.S.ARMY CORPS OF ENGINEERS f z LIDO NBB74'441 151.40' L814 22 33'37W 27.90 4
L1G1 N87174 2 1e0.10' L918 3021742'W 3717 Thie certifies that this•3Py of UN,Mat accurately deplcla
170E N5]'W1a1 161.47' 4 5011T35'W SStO the boundary of e dbn of eeellan 404 of the ChanL10 4761134E 0304• 010v39S'N _1LGB' Water An th 0r0014
under the preee las and regulations as determined
L104 N78'IYE]'E 100.69' L92 /116'37'1re NUS by the undersigned an!We dote.Union there la a Mange in
J.IOS--N7 215 713 2 2E--150:18'--- L� W742'34'1Y 6147 - IM la 4041)4_pubilhel'11 gul rotted
L106 M4M406'E 13a77 -LEAS4171438'W 614Y utou
Milan furheldl9n may be rNI•tl u for al
L1M NTW2SE 16240 LW0 N2711'37W 7o 22' 041
exceed five(5)years Rah this dale.This determina0o woe to
U01 477146.03E 7...O{ LASS 5 020'2533 E 10.20 mode wining theoh I987 Army Carps of Engyl••n Wetlands
110/ N761]'1 130.01' L.B>B 514]42S'E ,40.$ Delineation Hamad. • r�
LI10 0171111 513. 'am L9�{E1 Neo'3 oo'W
1111 510y1'p6''pC i65.04 L945 00313r]2''}}YY 39.ro'427 REGULATORY OFFlGYL•
L11] SS41466'E 70.71' L940 N711613'E 5L13 TRLE
L114_ NOP'64.27.11 3262. �� NJO1rN1y,- 170A0' GATE l 0009lnxwagrroa ,!,
Lit6 M019'10'R R6.0 53041.26'$E 36.34' USAGE ALTON Co
J
LII6 NI0404Pw 112 1.5b 14512'1O'E 28.µ'
LI17 M1a17'OrW 560r �] N4012'12W 7106'
L116 51115'47E 100.11' L604 N7e77'J 4'W 27.87
LIIB 012'6359'E 100.1L' URA N001 G'Sl'E 01.16 ` Thee.olend•N eyehole MI
LAM xtm.s}77�YYY ,00.64 11e0 3II16LTa1 ,�➢.1r J e•ged m Mnmain
U21 N461B'4W[ 22206' L551 N1911'43'E 34.44' 1'
L122 N44111PE 210.72' L9N N32I 43'W 7.10 a PROA5 SR CORNER FOUND A8 NOTES.
L123 444y'sE 23140 L0008 SC7,0'4TE 31..00' 01 REAR BET.
L124 4731693E 2.611. 2]I 31AY
SO1VBY0'E 111. L1025 NI L746 L71� N7�7AE 48.E IPF IRON PIPE FOUND.
L142 SS6T L1032 N3211'I9'E 6737 RBF REBARF°WV0.
L144 7511 11033 N16'4742•w 21.62'
L144 - 36137' 1.1037 3174413T 31.04'
L19 40.12' LI042 N333Yt7E LIMP •1 wi7LAf10a
u 14.70 u 4e N e1YSB'W 27,T'
Y 31.6r 41049 N227024E 2e.7e•
Lem 22s1' L1053 422122''E20'W 31.871 k
Lie 5.21' 110ST 36541'4r' 10.87•
l201 30,741 L1007 NIII33'/rE 2S]4 ['''i:f Ff' OPEN WATER
1E10 tiDOISIMT 7 15.l' u� a 11 prpr` f
Y 50.14 U030 10.6
LR1 �07• uM 37213414 2e1�
L222 9TYIT41�1' 12.14' MC. WETLAND PONT WOE
L2t7 $81 L3 a33 �031'W 2a711'
LL3336 _ 20.7 L 0064 "N617A1121TN 76A7
L242 .nx• L/000 5604912YEC 5E.24'
L261 _ 1.1097 S75y5'33'E 11687'
L716 IY.141 L1000 S9'46'471 13am,'
4234 LION S6704151 34.e4
UM 1� L1106 N66175YN 16707'
1300 1�OA4 LI707 M319'2YN 11106' NOTED
L316 31107 LI113 N63 mass2'4,11 sss..' 1. REFE
RENCEmanses IS MADE TO THE FOLLOWING;®2241.PG 0421
Lip L1714 SM71416E 2. 0A8E0 ON NORM CAROUNA FLOOD INSURANCE RATE MAP
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PORTIONS OF THE PROPERTYBNOWN APPEAR 703E LOCATED IN
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L1113 M1
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u74 m'ew L1116 67315.S]E 1123Y FROM 129.1w FORPDROONB OF THE PROPERTY.
IS70 650' L1122 NA'4416E 2O0.2Y 3. A2 lime PROPERTY OWNS%BASSO ON INFORMATION
1360 11.OB' L1133 N73W'S2E �pA�A FOUND IN THE BRUNSWICK COUNTY TAX OFFICE
L3/R 1411' L1124 xW1110W J.10 4. WETLANDS 03LONEAIFE BY OTHMIL
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l430 m. L1129 NMM46S'w 11agT' SURVEYORS.PA.
lbS2 143' 7. TOTAL STREAM lENG7H INCLUDES1FN1ERL61E0P PONDS
L.W 100.1 L1133 S24271491 1 WHERE PONDS ARC LOCATED A1.ON6 STREAM WpROCMW
t1120 524'12�1 16E 14647
W61 N5rS15'6 16214 L1134 1277N'30E 100.77
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1760 0671090E 2434 41276 4817133E 18679'L736 4132021'E user 41252 1/401751'$$ 6113'L770 30410'4rq 5.0' L152 47110261E 21613' DRAWN: S.LECOER PROJECT
L75B 0536.43E 27.64 ma N7HOSr0E 249.1]' 010-022
�9f _,8051bha'N SUET L1965 N5'f9'p0'E 15235' DESIGN: &LEGGE T SCALE
NUMBER
4716 1443103.54E e23r L1534 5881314'W 159.14'
CHECK: H.E.STOCKS 5541! : 1'.]OLY
L797 551714E 41.12 One APPROVED: P.D.DAVIS1707 3051311E 3456' _ 57014'00'W . 241.p5
L303 N5070•'K'ryW/ 2131• L7]01 570901TW 216y DATE: 23 AUGUST 07
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L309 8441Y48.6 mar Lt307 S30172751 18207
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U3f0 58023Y3•W 211.5'
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41319 N091S'23'W 474 OCEAN RIDGE PLANTATION
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L318 N342f3YE 7214 41322 Ne114171 31.03' PHASE 6
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LM NE71717w 2276' L132 N6325'E 22422' JAGUAR'$ LAIR
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1380 L135 9614917E 101.20 NA 0.IB8;.sro1 W ISO' 41.1330 34150371E 1,66 BRUNSWICK COUNTY
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L1d]0 N7317431 3425E' 0' 3De NV 900'
L1332 14671423E 3e661' .11111=� NORTH GARDENIA
1.'• 13719411 SOS' L1372 140047'17^II 533.30'
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