SW8041119_Historical File_20050127

State Stormwater Management Systems
Permit No. SW8 041119
January 27, 2005
Mr. Michael P. Wyatt, Division President
Centex Homes
2050 Corporate Centre Drive, Suite 200
Myrtle Beach, SC 29577
Subject: Stormwater Permit No. SW8 041119
Meadowlands Phase I
High Density Subdivision Project
Brunswick County
Dear Mr. Wyatt:
YY\' 1 b \ �
ow-
'2P*rfir .
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for Meadowlands Phase I on January 26, 2005. 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 041119, dated January 27, 2005, for the construction of the project,
Meadowlands Phase I.
This permit shall be effective from the date of issuance until January 27, 2015, 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,
Ed Beck
Acting Regional Supervisor
Surface Water Protection Section
ENB/arl: S:IWQSISTORMWATIPERMIT1041119.jan05
cc: Edward Guinn, P.E., Thomas & Hutton
Delaney Aycock, Brunswick County Inspections
Linda Lewis
Wilmington Regional Office
Central Files
Page 1 of 9

State Stormwater Management Systems
Permit No. SW8 041119
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North
Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Michael P. Wyatt & Centex Homes
Meadowlands Phase I
Brunswick County
FOR THE
construction, operation and maintenance of six wet detention ponds in compliance with the
provisions of 15A NCAC 2H .1000 (hereafter referred to as the "stonnwater 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 January 27, 2015 and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.5 on page 3 of this permit. The subdivision is
permitted for 92 lots, each allowed 4,000 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. All stormwater collection and treatment systems must be located in either dedicated
common areas or recorded access and drainage easements. The final plats for the
project will be recorded showing all such required easements, in accordance with
the approved plans.
Page 2of9

State Stormwater Management Systems
Permit No. SW8 041119
5. The following design elements have been permitted for this wet detention pond
stormwater facility, and must be provided in the system at all times.
Pond #1 2 3 3A 5 6
a. Drainage Area, acres: 8.58 2.33 18.33 9.04 7.0 11.12
Onsite, ft2: 373,745 101,495 798,455 393,782 304,920 484,387
Offsite, ft2: 0 0 0 0
b. Total Built -upon Area, ft2: 145,719 23,405 166,333 126,075 106,075 72,909
Lots, ft2: 110,000 16,000 128,000 86,000 66,000 52,000
Roads/Parking, ft2: 35,719 7,405 38,333 40,075 40,075 20,909
Other, ft2: 0 0 0 0 0 0
Offsite, ft2: 0 0 0 0 0 0
C. Pond Depth, feet: 7.5 7.5 7.5 7.5 3.0 3.0
d. TSS removal efficiency: 90% 90% 90% 90% 90% 90%
e. Design Storm: 1" 1" 1" 1" V 1"
f. Permanent Pool, FMSL: 25.0 25.0 25.0 29.0 25.0 29.0
g. Surface Area @PP, ft2: 20,216 23,659 30,662 5,060 32,998 35,400
h. Storage Volume, fit': 12,512 2,232 15,895 11,100 9,396 7,601
i. Storage Elevation, FMSL: 25.59 25.09 25.5 30.86 25.26 29.19
j. Flow Control Weir, H x L: 7.1" x 2" 1.1" x 3" 6" x 3" 12" x 2.4" 3.1" x 3" 2.2" x 4"
k. Permanent Pool Vol., ft': 49,073 69,537 35,973 12,538 48,557 54,698
I. Forebay Volume, ft'. 9,828 14,000 9,809 8,276 1,139 234
m. Max. Fountain Horsepower: 1 /6 1 /4 1 /8 1 /8 1 /6 1 /6
n. Receiving Stream/River Basin: Shingletree Swamp / Lumber
o. Stream Index Number: LBR57 15-23-2
p. Classification of Water Body: "C Sw"
II. SCHEDULE OF COMPLIANCE
1. No homeowner/lot owner/developer shall fill in, alter, or pipe any drainage feature
(such as swales) as shown on the approved plans as part of the stormwater
management system without submitting a revision to the permit and receiving
approval from the Division.
2. The permittee is responsible for verifying that the proposed built -upon area for the
entire lot, including driveways and sidewalks, does not exceed the allowable built -
upon area. Once the lot transfer is complete, the built -upon area may not be revised
without approval from the Division of Water Quality, and responsibility for meeting
the built -upon area limit is transferred to the individual property owner.
Page 3of9

State Stormwater Management Systems
Permit No. SW8 041119
3. If an Architectural Review Board or Committee is required to review plans for
compliance with the BUA limit, the plans reviewed must include all proposed built -
upon area. Any approvals given by the Board do not relieve the homeowner of the
responsibility to maintain compliance with the permitted BUA limit.
4. The 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.
5. The Director may determine that other revisions to the project should require a
modification to the permit.
6. The Director may notify the permittee when the permitted site does not meet one or
more of the minimum requirements of the permit. Within the time frame specified in
the notice, the permittee shall submit a written time schedule to the Director for
modifying the site to meet minimum requirements. The permittee shall provide
copies of revised plans and certification in writing to the Director that the changes
have been made.
7 The stormwater management system shall be constructed in its entirety, vegetated
and operational for its intended use prior to the construction of any built -upon
surface.
8. During construction, erosion shall be kept to a minimum and any eroded areas of the
system will be repaired immediately.
9. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received from
an appropriate designer for the system installed certifying that the permitted facility
has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification.
10. If the stormwater system was used as an Erosion Control device, it must be restored
to design condition prior to operation as a stormwater treatment device, and prior to
occupancy of the facility.
11 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 041119
12. 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 041119, 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.
The maximum built -upon area per lot is 4,000 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.
Built -upon area in excess of the permitted amount will require a permit
modification.
13. 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.
14. 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 this pond is 1/6
horsepower.
Page 5of9

State Stormwater Management Systems
Permit No. SW8 041119
15. 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.
16. The permittee shall at all times provide the operation and maintenance necessary to
assure that all components of the permitted stormwater system function at optimum
efficiency. The approved Operation and Maintenance Plan must be followed in its
entirety and maintenance must occur at the scheduled intervals including, but not
limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
c. Mowing and revegetation of side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of structures, orifice, catch basins and piping.
g. Access to all components of the system must be available at all times.
17. 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.
18. This permit shall become voidable unless the facilities are constructed in accordance
with the conditions of this permit, the approved plans and specifications, and other
supporting data.
19. Built upon area includes, but is not limited to, structures, asphalt, concrete, gravel,
brick, stone, slate, coquina and parking areas, but does not include raised, open
wood decking, or the water surface of swimming pools.
III. GENERAL CONDITIONS
This permit is not transferable 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 "Name/Ownership
Change Form" must be submitted to the Division of Water Quality accompanied by
appropriate documentation from the parties involved. This may include, but is not
limited to, a deed of trust, recorded deed restrictions, Designer's Certification and a
signed Operation and Maintenance plan. The project must be in good standing with
DWQ. The approval of this request will be considered on its merits and may or may
not be approved.
2. The permittee is responsible for compliance with all of the terms and conditions of
this permit until such time as the Director annroves the transfer request.
3. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
4. The issuance of this permit does not preclude the Permittee from complying with any
and all statutes, rules, regulations, or ordinances which may be imposed by other
government agencies (local, state, and federal) which have jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action, including
those as may be required by this Division, such as the construction of additional or
replacement stormwater management systems.
Page 6 of 9

State Stormwater Management Systems
Permit No. SW8 041119
6. The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance or termination
does not stay any permit condition.
7. Permittee grants permission to staff of the DWQ to access the property for the
purposes of inspecting the stormwater facilities during normal business hours.
8. The permittee shall notify the Division of any name, ownership or mailing address
changes within 30 days.
9. A copy of the approved plans and specifications shall be maintained on file by the
Permittee for a minimum of ten years from the date of the completion of
construction.
Permit issued this the 27th day of January 2005.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Alan W. Klimek, P.E., Director
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 041119
Page 7 of 9

State Stormwater Management Systems
Permit No. SW8 041119
Meadowlands Phase I Page 1 of 2
Stormwater Permit No. SW8 041119
Nrunswick County
Designer's Certification
I, , as a duly registered in the
State of North Carolina, having been authorized to observe (periodically/weekly/full time)
the construction of the project,
(Project)
for
Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form are a part of this Certification.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
SEAL
Page 8 of 9

State Stormwater Management Systems
Permit No. SW8 041119
Certification Requirements:
Page 2 of 2
1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted amount
of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The outlet/bypass structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
7. Trash rack is provided on the outlet/bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
11. The permitted amounts of surface area and/or volume have been provided.
12. Required drawdown devices are correctly sized per the approved plans.
13. All required design depths are provided.
14. All required parts of the system are provided, such as a vegetated shelf, a
forebay, and the vegetated filter.
15. The required dimensions of the system are provided, per the approved plan.
cc: NCDENR-DWQ Regional Office
Delaney Aycock, Brunswick County Building Inspections
Page 9 of 9

PROJECT NARRITIVE FOR MEADOWLANDS PHASE 1
Meadowlands Phase 1 is a proposed planned unit development adjacent to the
Meadowlands Golf Club in southern Brunswick County. The proposed residential
development will ultimately consist of 275 combined lots for phases 1 through 3. Phase 1
consists of 92 residential lots, water system, sewer system, drainage system, and roads
Sediment and erosion control devices will consist of temporary silt fencing, grassing and
sodding, stone check dams, rip -rap stabilization at drainage outlets and ditch
intersections, curb inlet protection, and grate inlet protection. All drainage from this
project will flow into the Shingletree Canal. The drainage system and detention facilities
will be privately owned and maintained. The drainage outfalls to the wet detention ponds
have been provided with rip rap stabilization. All sediment and erosion control devices
will be in -place prior to construction or constructed as necessary. The project engineer
and designated agents for the owner will monitor all sediment and erosion control devices
during construction. The sediment and erosion devices will be removed after permanent
stabilization of the site has been accomplished.
The wet detention basins will be utilized for sediment and erosion control during
construction and will be cleaned out and returned to original conditions prior to use as a
wet detention basin. These basins will have a forebay at each pipe inlet that has been
sized based on the amount of runoff entering the basin from each drainage area.
Maintenance for each detention basin will be provided by the Meadowlands Home
Owners Association as required by the NCDENR. Temporary pumping equipment will
be utilized to drain the basin for maintenance or an emergency.
CONSTRUCTION SEQUENCE
1. SILT FENCE AND CONSTUCTION EXIT
2. CLEARING AND GRUBBING
3. ROUGH GRADING
4. SEWER SYSTEM
5. STORM DRAINAGE SYSTEM
6. OTHER EROSION CONTROL
7. WATER SYSTEM
8. ROADS
9. FINAL GRASSING
NA161TMocs\16177 ApplicationsOENR Stormwater\Project Nanutive.doc

CURB AND GUTTER MAINTENANCE REQUIREMENTS
Project Name: Meadowland Golf Club,. Inc.
Repponsibie Party: W.J. McLamb
Address: P.O. Box 38, Shallotte, N.C. 28459
Project No.
Phone No. (910) 7 54-717 7
1. Mowing will be accomplished as needed according to the season. Grass height will not
exceed 6" at any time.
2. Swales will be inspected monthly or after every runoff producing rainfall event for
sediment build-up, erosion, and trash accumulation.
3. Accumulated sediment and trash will be removed as necessary. Swales will be reseeded
or sodded following sediment removal.
4. Eroded areas of the swales will be repaired and reseeded. Swales will be revegetated as
needed based on the monthly inspections.
5. Catch basins, curb cuts, velocity reduction devices, and piping will be inspected monthly
or after every runoff producing rainfall event. Trash and debris will be cleared away from
grates, curb cuts, velocity reduction devices, and piping.
I acknowledge and agree by my signature below that I am responsible for the performance of the
above maintenance procedures.
Signature . ��%' Date: "f'"��`-� t
I, a , a Notary Public for the State of �L�
County of v , do certify that C
personally appeared before me this / 0 day of �� , 19-1911 and
acknowledge the due execution of the foregoing instrument. Witness my hand and official seal,
My commission expires / 0 .. �- _ 0 3
DA/arl: S:\WQS\STORMWAT\FORMS\O&M-C&G.FOR

Stormwater Management Report
FOR
Meadowlands Phase 1
Brunswick County, North Carolina
Prepared For
Centex Homes
Myrtle Beach, South Carolina
Prepared By
GAR
0:.••�Ss s/,
• QO
e f.�..
5 4 '
Thomas & Hutton Engineering Co.
1144 Shine Ave. / Myrtle Beach / SC / 29577
50 Park of Commerce Way / Savannah / GA / 31405
935 Houston Northcutt Blvd. / Mt. Pleasant / SC / 29464
J-161 77.402
Date: November 10, 2004
Revision Date:
RECEIVRD
JAN 13 2W5
DWQ
PROD# SW'9O4 1116�

TABLE OF CONTENTS
LOCATIONMAP............................................................................................................Quad Man
SUMMARYOF RESULTS...................................................................................................Page
1
PROJECTNARRATIVE........................................................................................................
Page 1
PURPOSE...............................................................................................................................Page
1
PROPOSED DRAINAGE SYSTEM.....................................................................................Page
2
STORMWATER QUANTITY METHODOLOGY...............................................................Page
2
Appendices:
Times of Concentration and Curve Number Calculations .............................................
Appendix A
PreDevelopment ICPR Model......................................................................................
Appendix B
Post Development ICPR Model.....................................................................................
Appendix C
Phase 1 Design Calculations.......................................................................................... Appendix D
Wet Detention Basins and Supporting Calculations
Storm Sewer and Culverts Drainage Computation Table
Ditch Flow Calculations
RipRap Calulations
Drainage Areas and Sediment Storage Capacity Calculations
The following can be found in pockets at the end of this report:
Predevel_opment Drainage Plan..................................................................................24"
x 36" Plan
Postdevelopment Drainage Plan ................................................................................
24" x 36" Plan
Phase 1 Drainage Design ...........................................................................................
24" x 36" Plan
Phase1 Ditch Design.................................................................................................24"
x 36" Plan

Meadowlands
Wet Detention Basin #1 Design
Design for Water Quality Control
Determine percent impervious cover of the drainage area.
Is a Vegetated Filter Required (Yes or No)? No
Drainage Area =
8.58 ac.
Impervious area =
3.35 ac.
% Impervious
30% 0.8
39.0% 1.1
40% 1.1
Determine average permanent pool depth (or select depth for comparison purposes).
Permanent Pool Elev: 25:0 ft.
Bottom of Pond Elev: 17.5 ft.
Design Permanent Pool Depth: 7.5 ft.
Permanent pool surface to drainage area ratio (SA/DA):
Determine the required surface area of the permanent pool.
Permanent pool surface area (Required):
(SA/DA ratio/100)*drainage area
Permanent pool surface area (Provided):
Determine the design runoff volume to be controlled from the 1" storm.
0.09 ac.
4,004 sq. ft.
20,216 sq. ft.
Rv=0.05+0.009(I)
Rv = runoff coefficient = storm runoff (inches) / storm rainfall (inches)
I = Percent Impervious = Drainage area (acres) / Impervious portion of the drainage area (acres)
Runoff Volume (Rv):
0.40 in./in.
Volume=(Design rainfall) (Rv) (Drainage Area)
Volume to be controlled from the 1" storm:
Temporary Pool Volume (Required):
Determine Temporary Pool Elevation.
Pond Stage Area Relationship: Stage (ft) Area (sf)
25 20,216
26 22,199
0.29 ac. ft.
12,502 cu. ft.
Temporary Pool Elevation=Permanent Pool Elevation + (Temporary Pool Volume)/(Surface Area of Pond)
Average Surface Area of Pond: 21,208 sf
Temporary Pool Elevation: 25.59 ft
NAII6177\dsgn\Drainage Study\Stormwater quality 1-inch rev 11-29-04.xis Thomas and Hutton Engineering

SUPPORTING CALCULATIONS
POND #1
1. REQUIRED 3:1 RATIO POND INFORMATION TABLE
ELEV.
AREA (It')
INCR. VOLUME (fts)
CUM. VOLUME (Its)
17.5
3,400
0
0
18.0
3,718
1780
1,780
19.0
4,394
4056
5,836
20.0
5,128
4761
-10,597
21.0
5,917
5523
16,119
22.0
6,764
6341
22,460
23.0
7,667
7216
29,675
24.0
9,642
8655
38,330
25.0
11,844
10743
49,073
1. PROVIDED POND INFORMATION TABLE (INCLUDING FOREBAY)
ELEV.
AREA (ft°)
INCR. VOLUME (Its)
CUM. VOLUME (fts)
17.5
1,982
0
0
18.0
2,856
1210
1,210
19.0
4,321
3589
4,798
20.0
5,982
5152
9,950
21.0
7,798
6890
16,840
22.0
9,786
8767
25,607
23.0
11,792
10764
36,371
24.0
15,068
13430
49,801
25.0
20,216
17642
67,443
26.0
22,199
21208
88,650
27.0
24,239
23219
111,869
Required Temporary Pool Volume to Control the First 1" = 7,953 fts
Provided Temporary Pool Volume to Control the First I. = 44,427Its
Additional Storage Volume Provided = 36,474 fP
Required Surface Area of the Permanent Pool = 2,461 fts
Provided Surface Area of the Permanet Pool = 20,216 ft.,
Additional Surface Area Provided = 17,755 fts
2. FOREBAY INFORMATION TABLE
ELEV.
AREA (ftf)
INCR. VOLUME (fts)
CUM. VOLUME (fts)
17.5
389
0
0
18.0
507
224
224
19.0
785
646
870
20.0
1,120
953
1,823
21.0
1,511
1316
3,138
22.0
1,959
1735
4,873
23.0
2,483
2211
7,084
24.0
3,024
2744
9,828
Required Design Forebay Volume = 9,815 fts
Provided Forebay Volume = 9,828 fts
N:1161771dsgn\Drainage Study\Stormwater quality supporting calcs.xis

Meadowlands
Wet Detention Basin #1 Design
Weir required to drawdown the 1" storm
Temporary Pool Volume
Minimum Drawdown time
Maximum Drawdown time
Q Max
12,502 cu. ft.
2 days
5 days
0.0723 cfs
0=3.27+0.04(H/P)(L -0.2H)H1.5
Weir Length
(in.)
Weir Height
(in.)
H (ft.)
Qo(efs)
Drawdown
(days)
Remark
1.0
7.1
0.295
0.0128
11.3
Too Slow
10
T l
0.295
0.0564
2.6
OK
3,0
7.1
0.295
0.1000
1.4
Too Fast
N:\16177\dsgn\Drainage Study\Stormwater quality 1-inch rev 11-29-04.xis Thomas and Hutton Engineering

Meadowlands
Wet Detention Basin #2 Design
Design for Water Quality Control
Determine Dercent impervious cover of the drainage area.
Is a Vegetated Filter Required (Yes or No)? No
Drainage Area =
2.33 ac.
Impervious area =
0,54 ac.
% Impervious
20% 0.6
23.2% 0.7
30% 0.8
Determine average permanent pool depth (or select depth for comparison purposes).
Permanent Pool Elev: 25.0 ft.
Bottom of Pond Elev: 17.5 ft.
Design Permanent Pool Depth: 7.5 ft.
Permanent pool surface to drainage area ratio (SAIDA):
Determine the required surface area of the permanent pool.
Permanent pool surface area (Required):
(SAIDA ratio/100)*drainage area
Permanent pool surface area (Provided):
Determine the design runoff volume to be controlled from the 1" storm.
0.7 %
0.02 ac.
673 sq. ft.
23,659 sq. ft.
Rv=0.05+0.009(I)
Rv = runoff coefficient = storm runoff (inches) / storm rainfall (inches)
I = Percent Impervious = Drainage area (acres) / Impervious portion of the drainage area (acres)
Runoff Volume (Rv):
0.26 in./in.
Volume=(Design rainfall) (Rv) (Drainage Area)
Volume to be controlled from the 1" storm:
Temporary Pool Volume (Required):
Determine Temporary Pool Elevation.
Pond Stage Area Relationship: Stage (ft) Area (sf)
25 23,659
26 25,933
0.05 ac. ft.
2,187 cu. ft.
Temporary Pool Elevation=Permanent Pool Elevation + (Temporary Pool Volume)/(Surface Area of Pond)
Average Surface Area of Pond: 24,796 sf
Temporary Pool Elevation: 25.09 ft
N:\16177\dsgn\Drainage Study\Stormwater quality 1-inch rev 11-29-04.xis Thomas and Hutton Engineering

SUPPORTING CALCULATIONS
POND #2
1. REQUIRED 3:1 RATIO POND INFORMATION TABLE
ELEV.
AREA (ftz)
INCR. VOLUME (ft-)
CUM. VOLUME (ft3)
17.5
6,463
u
0
18.0
5,863
2832
2,832
19.0
6,706
6285
9,116
20.0
7,604
7155
16,271
21.0
8,560
8082
24,353
22.0
9,573
9067
33,420
23.0
10,641
10107
43,527
24.0
12,949
11795
55,322
25.0
15,482
14216
69,537
1. PROVIDED POND INFORMATION TABLE (INCLUDING FOREBAY)
ELEV.
AREA r)
INCR. VOLUME UP)
CUM. VOLUME (W)
17.5
4,130
0
0
18.0
4,822
223E
2,238
19.0
6,378
5600
7,838
20.0
8,091
7235
16,073
21.0
9,951
9021
24,094
22.0
11,960
10966
35,049
23.0
14,110
13035
48,084
24.0
17,469
15790
63,874
25.0
23,659
20564
84,438
26.0
25,933
24798
109,234
27.0
28,264
27099
136,332
Required Temporary Pool Volume to Control the First 1' = 5,539 ft9
Provided Temporary Pool Volume to Control the First 1" = 51,895 tr
Additional Storage Volume Provided = 46,356 ft9
Required Surface Area of the Permanent Pool = 1,702 fte
Provided Surface Area of the Permanet Pool = 23,659 fts
Additional Surface Area Provided = 21,957 ft.,
2. FOREBAY INFORMATION TABLE
ELEV.
AREA (fts)
INCR. VOLUME (f?)
CUM VOLUME (ft°)
17.5
536
0
0
18.0
716
313
313
19.0
1,151
934
1,247
20.0
1,643
1397
2,644
21.0
2,191
1917
4,561
22.0
2,797
2494
7,055
23.0
3,458
3128
10,182
24.0
4,177
3818
14,000
Required Design Forebay Volume = 13,907 W
Provided Forebay Volume = 14,000 fN
N:\16177\dsgn\Drainage Study\Stormwater quality supporting calcs.xis

Meadowlands
Wet Detention Basin #2 Design
Weir required to drawdown the 1" storm
Temporary Pool Volume
2,187 cu. ft.
Minimum Drawdown time
2 days
Maximum Drawdown time
5 days
Q Max
0.0127 cfs
0=3.27+0.04(WP)(L 0.2H)Hts
Weir Length
(in.)
Weir Height
(in.)
H (ft.)
Qo(cfs)
Drawdown
(days)
Remark
20
1.1
0.044
0.0048
5.3
Too Slow
30
1.1
0.044
0.0073
3.5
OK
40
1.1
0.044
0.0098
2.6
OK
NA16177\dsgnlDrainage StudylStormwater quality 1-inch rev 11-29-04.x1s Thomas and Hutton Engineering

Meadowlands
Wet Detention Basin #3 Design
Design for Water Quality Control
Determine percent impervious cover of the drainage area.
Is a Vegetated Filter Required (Yes or No)? No
Drainage Area =
18.33 ac.
Impervious area =
3.82 ac.
% Impervious
20% 0.6
20.8% 0.6
30% 0.8
Determine average permanent pool depth (or select depth for comparison purposes).
Permanent Pool Elev: 25.0 ft.
Bottom of Pond Elev: 17.5 ft.
Design Permanent Pool Depth: 7.5 ft.
Permanent pool surface to drainage area ratio (SA/DA):
Determine the required surface area of the permanent pool.
Permanent pool surface area (Required):
(SA/DA ratio/100)*drainage area
Permanent pool surface area (Provided):
Determine the design runoff volume to be controlled from the 1" storm.
0.6 %
0.11 ac.
4,925 sq. ft.
30,662 sq. ft.
Rv=0.05+0.009(I)
Rv = runoff coefficient = storm runoff (inches) / storm rainfall (inches)
I = Percent Impervious = Drainage area (acres) / Impervious portion of the drainage area (acres)
Runoff Volume (Rv):
0.24 inJin.
Volume=(Design rainfall) (Rv) (Drainage Area)
Volume to be controlled from the 1" storm:
Temporary Pool Volume (Required):
Determine Temporary Pool Elevation.
Pond Stage Area Relationship: Stage (ft) Area (sf)
25 30,662
26 32,917
0.36 ac. ft.
15,807 cu. ft.
Temporary Pool Elevation=Permanent Pool Elevation + (Temporary Pool Volume)/(Surface Area of Pond)
Average Surface Area of Pond: 31,790 sf
Temporary Pool Elevation: 25.50 ft
N:\16177\dsgn\Drainage Study\Stormwater quality 1-inch rev 11-29-04.xls Thomas and Hutton Engineering

SUPPORTING CALCULATIONS
POND #3
1. REQUIRED 3:1 RATIO POND INFORMATION TABLE
ELEV.
AREA (ft2)
INCR. VOLUME UP)
CUM. VOLUME
2,103v
0
0
18.0
2,414
1144
1,144
19.0
2,965
2690
3,833
20.0
3,572
3269
7,102
21.0
4,236
3904
11,006
22.0
4,956
4596
15,602
23.0
5,733
5345
20,946
24.0
7,457
6595
27,541
25.0
9,407
8432
35,973
1. PROVIDED POND INFORMATION TABLE (INCLUDING FOREBAY)
ELEV.
AREA (ft2)
INCR. VOLUME (ft°)
CUM. VOLUME (fM
17.5
10,493
0
0
18.0
11,316
5452
5,452
19.0
13,065
12191
17,643
20.0
14,938
14002
31,644
21.0
16,926
15932
47,576
-22.0
-19,028
77977
-"65,553
23.0
21,242
20135
85,688
24.0
24,777
23010
108,698
25.0
3r,6`k
2772L f ]
: �3fi,417 `'
26.0
32,917
31790 1
168,207
27.0
35,229,
34073
202,280
28.0
37,597
36413
238,693
29.0
40,021
38809
277,502
30.0
42,503
41262
318,764
31.0
45,041
43772
362,538
Required Temporary Pool Volume to Control the First 1" = 17,074 fta
Provided Temporary Pool Volume to Control the First 1" = 226,119 fl°
Additional Storage Volume Provided = 209,045 ft0
Required Surface Area of the Permanent Pool = 5,317 ft9
Provided Surface Area of the Permanet Pool = 30,662 W
Additional Surface Area Provided 25,345 fts
2. FOREBAY INFORMATION TABLE
ELEV.
AREA W)
INCR. VOLUME (its)
CUM. VOLUME (W)
17.5
384
0
0
18.0
501
221
221
19.0
778
640
861
20.0
1,114
946
1,807
21.0
1,508
1311
3,118
22.0
1,958
1733
4,851
23.0
2,465
2212
7,062
24.0
3,029
2747
9,809
Required Design Forebay Volume = 7,195 ft9
Provided Forebay Volume = 9,809 ft°
N:\16177\dsgn\Drainage Study\Stormwater quality supporting calcs.xis

Meadowlands
Wet Detention Basin #3 Design
Weir required to drawdown the 1" storm
Temporary Pool Volume 15,807 cu. ft.
Nfimmum Drawdown time 2 days
Maximum Drawdown time 5 days
Q Max 0.0915 cfs
0=3.27+0.04(H/P)(Ir0.2H1H1.5
Weir Length
(in.)
Weir Height
(in.)
H (ft.)
Qo(cfs)
Drawdown
(days)
Remark
2.0
6.0
0 249
0.0474
3.9
OK
3.0
6.0
0.249
0.0812
2.3
OK
4.0
1 6.0
0.249
0.1150
1.6
Too Fast
N:\16177\dsgn\Drainage Study\Stormwater quality 1-inch rev 11-29-04.xls Thomas and Hutton Engineering

Meadowlands
Wet Detention Basin #3A Design
Design for Water Quality Control
Determine percent impervious cover of the drainage are_-.
Is a Vegetated Filter Required (Yes or No)? No
Drainage Area =
9.04 ac.
Impervious area =
2.89 ac.
% Impervious
30% 0.8
32.0% 0.9
40% 1.1
Determine average permanent pool depth (or select depth for comparison purposes).
Permanent Pool Elev: 29.0 ft.
Bottom of Pond Elev: 21.5 ft.
Design Permanent Pool Depth: 7.5 ft.
Permanent pool surface to drainage area ratio (SA/DA):
Determine the required surface area of the permanent pool.
Permanent pool surface area (Required):
(SA/DA ratio/100)*drainage area
Permanent pool surface area (Provided):
Determine the design runoff volume to be controlled from the 1" storm
0.9 %
0.08 ac.
3,383 sq. ft.
5,060 sq. ft.
Rv=0.05+0.009(I)
Rv = runoff coefficient = storm runoff (inches) / storm rainfall (inches)
I = Percent Impervious = Drainage area (acres) / Impervious portion of the drainage area (acres)
Runoff Volume (Rv):
0.34 in./in.
Volume=(Design rainfall) (Rv) (Drainage Area)
Volume to be controlled from the 1" storm:
Temporary Pool Volume (Required):
Determine Temporary Pool Elevation.
Pond Stage Area Relationship: Stage (ft) Area (sf)
29 5,060
31 6,875
0.25 ac. ft.
11,082 cu. ft.
Temporary Pool Elevation --Permanent Pool Elevation + (Temporary Pool Volume)/(Surface Area of Pond)
Average Surface Area of Pond: 5,968 sf
Temporary Pool Elevation: 30.86 ft
NA16177\dsgn\Drainage Study\Stormwater quality 1-inch rev 11-29-04.xis Thomas and Hutton Engineering

Meadowlands
Wet Detention Basin #3A Design
Weir required to drawdown the 1" storm
Temporary Pool Volume 11,082 cu. ft.
Minimum Drawdown time 2 days
Maximum Drawdown time 5 days
Q Max 0.0641 cfs
0=3.27+0.04(H/P)(ir0.2MT4 s
Weir Length
(in.)
Weir Height
(in.)
H (ft.)
Qo(cfs)
Drawdown
(days)
Remark
23
110
0 929
0.0174
7.4
Too Slow
2.4
12.0
0.929
0.0419
3.1 '
OK
25
12.0
0.929
0.0663
1.9
Too Fast
N:\16177\dsgn\Drainage Study\Stormwater quality 1-inch rev 11-29-04.xis Thomas and Hutton Engineering

Meadowlands
Wet Detention Basin #5 Design
Design for Water Quality Control
Determine percent impervious cover of the drainage area.
Is a Vegetated Filter Required (Yes or No)? No
Drainage Area =
7.00 ac.
Impervious area =
2.44 ac.
% Impervious
30% 3.5
34.9°% 4.0
40% 4.5
Determine average permanent pool depth (or select depth for comparison purposes).
Permanent Pool Elev: 25.0 ft.
Bottom of Pond Elev: 22.0 ft.
Design Permanent Pool Depth: 3.0 ft.
Permanent pool surface to drainage area ratio (SA/DA):
Determine the required surface area of the permanent pool.
Permanent pool surface area (Required):
(SA/DA ratio/100)*drainage area
Permanent pool surface area (Provided):
Determine the design runoff volume to be controlled from the 1" storm.
4.0
0.28 ac.
12,153 sq. ft.
32,998 sq. ft.
Rv=0.05+0.009(l)
Rv = runoff coefficient = storm runoff (inches) / storm rainfall (inches)
I = Percent Impervious = Drainage area (acres) / Impervious portion of the drainage area (acres)
Runoff Volume (Rv):
0.36 in./in.
Volume=(Design rainfall) (Rv) (Drainage Area)
Volume to be controlled from the 1" storm:
Temporary Pool Volume (Required):
Determine Temporary Pool Elevation.
Pond Stage Area Relationship: Stage (ft) Area (sf)
25 32,998
26 39,279
0.21 ac. ft.
9,242 cu. ft.
Temporary Pool Elevation --Permanent Pool Elevation + (Temporary Pool Volume)/(Surface Area of Pond)
Average Surface Area of Pond: 36,139 sf
Temporary Pool Elevation: 25.26 ft
N:\16177\dsgn\Drainage Study\Stormwater quality 1-inch rev 11-2.9-04.xis Thomas and Hutton Engineering

Meadowlands
Wet Detention Basin #5 Design
Weir required to drawdown the 1" storm
Temporary Pool Volume
Minimum Drawdown time
Maximum Drawdown time
Q Max
9,242 cu. ft.
2 days
5 days
0.0535 cfs
Q=3.27+0.04(H/P)(Ir0.2H)Hl.5
Weir Length
(in.)
Weir Height
(in.)
H (ft.)
Qo(cfs)
Drawdown
(days)
Remark
2.0
3.1
0.128
0.0211
5.1
Too Slow
3.0
3..1
0,128
0.0336
3.2
OK
40
31
0128
0.0460
2.3
OK
NA161771dsgnlDrainage Study\Stormwater quality 1-inch rev 11-29-04.xis Thomas and Hutton Engineering

Meadowlands
Wet Detention Basin #6 Design
Design for Water Quality Control
Determine percent impervious cover of the drainage area.
Is a Vegetated Filter Required (Yes or No)? No
Drainage Area =
11.12 ac.
Impervious area =
1.67 ac.
% Impervious
10% 1.3
15.0% 1.9
20% 2.4
Determine average permanent pool depth (or select depth for comparison purposes).
Permanent Pool Elev: 29.0 ft.
Bottom of Pond Elev: 26.0 ft.
Design Permanent Pool Depth: 3.0 ft.
Permanent pool surface to drainage area ratio (SA/DA):
Determine the required surface area of the permanent pool.
Permanent pool surface area (Required):
(SA/DA ratio/100)*drainage area
Permanent pool surface area (Provided):
Determine the design runoff volume to be controlled from the 1" storm.
1.9 %
0.21 ac.
8,971 sq. ft.
35,400 sq. ft.
Rv=0.05+0.009(I)
Rv = runoff coefficient = storm runoff (inches) / storm rainfall (inches)
I = Percent Impervious = Drainage area (acres) / hmpervious portion of the drainage area (acres)
Runoff Volume (Rv):
0.19 in./in.
Volume=(Design rainfall) (Rv) (Drainage Area)
Volume to be controlled from the 1" storm:
Temporary Pool Volume (Required):
Determine Temporary Pool Elevation.
Pond Stage Area Relationship: Stage (ft) Area (sf)
29 35,400
30 44,611
0.17 ac. ft.
7,474 cu. ft.
Temporary Pool Elevation --Permanent Pool Elevation + (Temporary Pool Volume)/(Surface Area of Pond)
Average Surface Area of Pond: 40,006 sf
Temporary Pool Elevation: 29.19 ft
N:\16177\dsgn\Dminage Study\Stormwater quality 1-inch rev 11-28-04.xls Thomas and Hutton Engineering

Meadowlands
Wet Detention Basin #6 Design
Weir required to drawdown the P storm
Temporary Pool Volume
7,474 cu. ft.
Minimum Drawdown time
2 days
Maximum Drawdown time
5 days
Q Max
0.0433 cfs
0=3.27+0.04(H/P)(Lr0.2H)H15
Weir Length
(in.)
Weir Height
(in.)
H (ft.)
Qo(cfs)
Drawdown
(days)
Remark
3.0
22
0.093
0.0216
4.0
OK
4.0
2.2
0,093
0.0294
2.9
OK
5.0
2e2
0,093
0.0372
2.3
OK
N:\16177\dsgn\Drainage Study\Stormwater quality 1-inch rev 11-29-04.xis Thomas and Hutton Engineering

LUMBER RIVER BASIN
Name of Stream Subbasin Stream Index Number Map Number Class
Richland Swamp
LBR52
14-10-8-(0.5)
H22SW4
C;Sw
Richland Swamp
LBR52
14-10-8-(2.5)
I22NW3
WS-IV;Sw
Richlands Branch
LBR56
15-2-6-4-4
J24NE9
C;Sw:+
River Swamp
LBR51
15-25-1-6
K26SE7
C;Sw
River Swamp
LBR59
15-25-1-6
K26SE7
C;Sw
Rocky Branch
LBR51
14-12-1
I22NE2
C;Sw
Rocky Ford Branch
LER50
14-2-6-1
G20NWB
WS-II;ORW
Rough Horn Branch
LBR51
14-25
J23NW5
C;Sw
Royal Oak Swamp
LBR59
15-25-1-12
K25SE7
C;Sw
Ruddy Branch
LBR58
15-4-8-4-1-1
J23SE9
C;Sw
Saddletree Swamp
LBR51
14-12
I22NE2
C;Sw
Salt Boiler Creek
LBR59
15-25-11-2
L24SE3
SA;HQW
Sams Branch
LBR59
15-25-2-12-(1)
L25NE4
B;Sw,HQW
Sams Branch
LBR59
15-25-2-12-(2)
L25NE4
SA;HQW
Sand Island Slough
LBR51
14-23-1
J23NW1
C;Sw
Sand Pit Branch
LBR57
15-13-1-2
K24NW9
C;Sw
Sandy Branch (Lennons Creek)
LBR59
15-25-1-14
L26NW1
C;Sw,HQW
Sandy Run
LBR50
14-2-10-1-3
G20NE6
WS-II;HQW
Sarah Hole
LBR59
15-25-1-6--2
K26SW9
C;Sw
Sassfrass Branch
LBR53
14-22-1-3-0.5
H22NES
C;Sw
Sasspan Branch
LBR56
15-2-6-3-3
J25SW2
C;Sw:+
Saucepan Creek
LBR59
15-25-2-16
L25NW9
SA;HQW
Saw Pit Swamp
LBR59
15-25-2-2
L25NW4
C;Sw
Scippio Creek
LBR57
15-20
K24SEB
C;Sw
Scotts Branch
LBR59
15-25-1-10
L26NW1
C;Sw
Scotts Mill Branch
LBR54
14-30-1
I22SW4
C;SW
Second Creek
LBR56
15-2-4
J25SW4
C;Sw:+
Second Cross Swamp
LBR57
15-7-5-3
K25NW9
C;Sw
Sellers Branch
LBR57
15-17-1-12-1-3-1
J23SE8
C;Sw
Seven Creeks (Joe Lake)
LBR57
15-17
K24SW6
C;Sw
Shallotte Creek
LBR59
15-25-2-15-(1)
L25NE2
C;Sw,HQW
Shallotte Creek
LBR59
15-25-2-15-(3)
L25NE5
SA;HQW
Shallotte River
LBR59
15-25-2-(1)
L25NW4
C;Sw,HQW
Shallotte River
LBR59
15-25-2-(5)
L25NW3
SC
Shallotte River
LBR59
15-25-2-(7.5)
L25NW3
SC;HQW
Shallotte River
LBR59
15-25-2-(10)
L25NE4
SA;HQW
Sharron Creek (Grissett Swamp)
LBR59
15-25-2-9-(1)
L25NE1
C;Sw,HQW
Sharron Creek (Grissett Swamp)
LBR59
15-25-2-9-(2)
L25NE1
SC;HQW
Shingletree Swamp
LBR57
15-23-2
L24NE4
C;Sw
Shipman Branch (Shimman Branch)
LBR58
15-4-1-1-2-2-3-2
J24NE2
C;Sw
Shoe Heel Creek (Big Shoe Heel Creek)(Maxton
LBR55
14-34
H21NW9
C;Sw
Pond)
Short Swamp
LBR55
14-34-11-4
I21SE2
C;Sw
Simmons Bay Creek
LBR57
15-13-1
K24NW9
C;Sw
Simmons Branch
LBR57
15-17-1-4
K23NW9
B;Sw
Singletary Swamp
LBR53
14-22-11-2
I24SW1
C;Sw
Skeebo Branch (Schewbough Branch)
LBR57
15-17-1-7
K23NW9
C;Sw
Slab Run (Slat Run)
LBR56
15-3-8
J24SE7
C;Sw
Slades Swamp
LBR58
15-4-1-2
J24NWG
C;Sw
Slap Branch
LBR56
15-2-6-4-1
J24NES
C;Sw:+
Slap Swamp
LBR56
15-2-6-4
J24NE9
C;Sw:+
Slender Branch
LBR53
14-22-16-2-1
J23NE2
C;Sw
Smith Branch
LBR52
14-10-3
H22SE4
C;Sw
Smith Pond
LBR55
14-34-2
H21NW9
C;Sw
Page 10 of 12

STORAG,K FACILITIES
Chapter Table of Contents
6.1 Introduction......................................................................................... 6-2
6.2 Symbols and Definitions...................................................................... 6-2
6.3 Design Criteria.................................................................................... 6-3
6.3.1 General Criteria.......................................................................... 6-3
6.3.2 Release Rate.............................................................................. 6-3
6.3.3 Storage.......................................................................................6-3
6.3.4 Grading and Depth..................................................................... 6-3
6.3.5 Outlet Works.............................................................................. 6-4
6.3.6 Location.....................................................................................6-5
6.3.7 Safe Dams Act........................................................................... 6-5
6.4 General Procedure.............................................................................. 6-5
6.4.1 Data Needs................................................................................. 6-5
6.4.2 Stage -Storage Curve.................................................................. 6-6
6.4.3 Stage -Discharge Curve............................................................... 6-7
6.4.4 Procedure...................................................................................6-7
6.5 Outlet Hydraulics................................................................................ 6-8
6.5.1 Outlets....................................................................................... 6-8
6.5.2 Sharp -Crested Weirs.................................................................. 6-8
6.5.3 Broad -Crested Weirs.................................................................. 6-9
6.5.4 V-Notch Weirs........................................................................... 6-9
6.5.5 Proportional Weirs..................................................................... 640
6.5.6 Orifices...................................................................................... 6-10
6.5.7 Combination Outlets.................................................................. 6-12
6.6 Preliminary Detention Calculations................................................... 6-12
6.6.1 Storage Volume......................................................................... 6-12
6.6.2 Alternative Method................................................................... 6-12
6.6.3 Peak Flow Reduction................................................................. 6-14
6.7 Routing Calculations........................................................................... 6-15
6.8 Trash Racks and Safety Grates.......................................................... 6-15
References..................................................................................................6-18
6.1 introduction
RECEIVED
DWQ
nROJ #
RECEIVED
:AN 13 2005
DWQ
13ROJ #
DeKalb County Manual 6-1

The traditional design of storm drainage systems has been to collect and convey storm runoff as
rapidly as possible to a suitable location where it can be discharged. As areas urbanize this type
of design may result in major drainage and flooding problems downstream. Under favorable
condition—O., the temporary storage cf som—c of the storm runoff can decrease downstream flows
and often the cost of the downstream conveyance system. This chapter provides general design
criteria for detention/retention storage basins. Detention facilities are those storage facilities that
are designed to reduce the peak discharge and only detain runoff for some short period of time.
These facilities are designed to completely drain after the design storm has passed. Retention
facilities are designed to contain a permanent pool of water. Since most of the design procedures
are the same for detention and retention facilities, the term storage facilities will be used in this
chapter to include detention and retention facilities. For information on infiltration systems,
which also provide for runoff storage and control, the reader if referred to Chapter 8 of this
manual on Water Quality Best Management Practices.
It should be noted that the location of storage facilities is very important as it relates to the effec-
tiveness of these facilities to control downstream flooding. Small facilities will only have
minimal flood control benefits and these benefits will quickly diminish as the flood wave travels
downstream. Multiple storage facilities located in the same drainage basin will affect the timing
of the runoff through the conveyance system which could decrease or increase flood peaks in
different downstream locations.
6.2 Symbols And Definitions
To provide consistency within this chapter as well as throughout this manual, the following
symbols will be used. These symbols were selected because of their wide use in technical
publications. In some cases the same symbol is used in existing publications for more than one
definition. Where this occurs in this chapter, the symbol will be defined where it occurs in the
text or equations.
Table 6-1 Symbols And Definitions
Symbol
Definition
Units
A
Cross sectional or surface area
ft2
C
Weir coefficient
-
d
Change in elevation
ft
D
Depth of basin or diameter of pipe
ft
t
Routing time period
sec
g
Acceleration due to gravity
fVs2
H
Head on structure
ft
He
Height of weir crest above channel bottom
ft
I
Inflow rate
cis
L
Length
ft
Q
Flow or outflow rate
cfs
S, Vs
Storage volume
ft,
tbb
Time base on hydrograph
hrs
Ti
Duration of basin inflow
hrs
Time to peak
hrs
5, VS
Storage volume
ft3
W
Width of basin
ft
Z
Side slope factor
-
6.3 Design Criteria
6-2 DeKalb County Manual

6.3.1 General Criteria
An analysis of storage facilities should consist of comparing the design flow at a point or points
downstream of the proposed storage site with and without storage. In addition to the design flow,
other flows in excess of the design flow that might be. expected to pass through the storage
facility should be included in the analysis (i.e., 100-year flood). The design criteria for storage
facilities should include:
• release rate,
• storage volume,
• grading and depth requirements,
• safety considerations and landscaping,
• outlet works, and location.
Note: The same hydrologic procedure shall be used to determine existing- and post -development
hydrology.
6.3.2 Release Rate
A combination of storage and controlled release of stormwater runoff shall be required for all
development and construction which will increase the peak rate of runoff from the site by more
than one cubic foot per second for a 10-year frequency storm event. The peak release rate of
stormwater from all developments where detention is required shall not exceed ninety (90)
percent of the peak stormwater runoff rate from the area in its natural undeveloped state for all
intensities from the 2-year up to and including the 100-year frequency. Note: If runoff is
controlled through a water quality BMP then it can be excluded from the storage control
requirements.
6.3.3 Storage
Storage volume shall be adequate to attenuate the post -development peak discharge rates to
existing -developed discharge rates for all intensities up to and including the 100-year frequency
Routing calculations must be used to demonstrate that the storage volume is adequate. If
sedimentation during construction causes loss of detention volume, design dimensions shall be
restored before completion of the project. For detention basins, all detention flood control
volume shall be drained within 48 hours.
6.3.4 Grading And Depth
Following is a discussion of the general grading and depth criteria for storage facilities followed
by criteria related to detention and retention facilities.
6.3.4.1 General
The construction of storage facilities usually require excavation or placement of earthen em-
bankments to obtain sufficient storage volume. Vegetated embankments shall be less than 20 feet
in height and shall have side slopes no steeper than 3:1 (horizontal to vertical). Riprap-protected
embankments shall be no steeper than 2:1. Steeper slopes may be approved by the County in
some locations. Geotechnical slope stability analysis is recommended for embankments greater
than 10 feet in height and is mandatory for embankment slopes steeper than those given above.
Procedures for slope stability evaluations can be found in most soil engineering textbooks,
including those by Spangler and Bandy (1982) and Sowers (1970).
DeKalb County Manual 6-3

A minimum freeboard of 1.5 feet above the 100-year design storm high water elevation shall be
provided for dam heights of less than 20 feet. Impoundment depths greater than 25 feet or a
storage volume greater than 100 acre-feet are subject to the requirements of the Safe Dams Act
unless the facility is excavated to this depth. Other considerations when setting depths include
flood elevationis ,. I .., a , �. lily, , _ value,t a
req',::re.:.enL,, pu„Iic MICE Iand availaui,iLy, iand Lucpresent ariu future land
use, water table fluctuations, soil characteristics, maintenance requirements, and required
freeboard. Aesthetically pleasing features are also important in urbanizing areas.
6.3.4.2 Detention
Areas above the normal high water elevations of storage facilities should be sloped toward the
facilities to allow drainage and to prevent standing water. Careful finish grading is required to
avoid creation of upland surface depressions that may retain runoff. The bottom area of storage
facilities should be graded toward the outlet to prevent standing water conditions. A low flow or
pilot channel constructed across the facility bottom from the inlet to the outlet is recommended to
convey low flows, and prevent standing water conditions. Often a sediment collection forebay is
provided with easy maintenance access.
6.3.4.3 Detention
The maximum depth of permanent storage facilities will be determined by site conditions, ground
water elevation, design constraints, and environmental needs. In general, if the facility provides a
permanent pool of water, a depth sufficicnt to discourage growth of weeds (without creating
undue potential for anaerobic bottom conditions) should be considered. A depth of 4 to 8 feet is
generally reasonable unless fishery requirements dictate otherwise. Aeration may be required in
permanent pools to prevent anaerobic conditions. Where aquatic habitat is required, wildlife
experts should be contacted for site specific criteria relating to such things as depth, habitat, and
bottom and shore geometry. In some cases a shallow bench along the perimeter is constructed to
encourage emergent vegetation growth to enhance the pollution reduction capabilities or
aesthetics of the pond.
6.3.5 Outlet Works
Outlet works selected for storage facilities typically include a principal spillway and an emer-
gency overflow, and must be able to accomplish the design functions of the facility. Outlet works
can take the form of combinations of drop inlets, pipes, weirs, and orifices. Slotted riser pipes are
discouraged because of clogging problems, but curb openings may be used for parking lot
storage. It should be noted that small outlets that will be subject to clogging or be difficult to
maintain may not be acceptable to DeKalb County. The principal spillway is intended to convey
the design storm without allowing flow to enter an emergency outlet. For large storage facilities,
selecting a flood magnitude for sizing the emergency outlet should be consistent with the
potential threat to downstream life and property if the basin embankment were to fail. The mini-
mum flood to be used to size the emergency outlet is the 100-year flood, using fully developed
land use conditions, with the outlet located at or above the 25-year ponding elevation. The sizing
of the outlet works shall be based on results of hydrologic routing calculations.
6.3.6 Location
In addition to controlling the peak discharge from the outlet works, storage facilities will change
the timing of the entire hydrograph. If several storage facilities are located within a particular
basin it is important to determine what effects a particular facility may have on combined hy-
drographs in downstream 'locations. The following procedure is recommended to determine
downstream effects. For all storage facilities, channel routing calculations shall proceed
6-4 DeKalb County Manual

downstream to a confluence point where the drainage area being analyzed represents ten percent
of the total drainage area. At this point the effect of the hydrograph routed through the proposed
storage facility on the downstream hydrograph can be assessed and shown not to have detrimental
effects on downstream hydrographs so as to increase peak flows or flooding conditions.
6.3.7 Safe Dams Act
Under the dam safety act regulations a dam is an artificial barrier that does or may impound water
and that is 25 feet or greater in height or has a maximum storage volume of 100 acre-feet or more.
A number of exemptions are allowed from the Safe Dams Act and any questions concerning a
specific design or application should be addressed to the Georgia Department of Natural
Resources.
6.4 General Procedure
6.4.1 Data Needs
The following data will be needed to complete storage design and routing calculations.
Inflow hydrograph for all selected design storms.
Stage -storage curve for proposed storage facility (see Figure 6-1 below for an example).
Stage -discharge curve for all outlet control structures (see Figure 6-2 below for an
example).
Using these data a design procedure is used to route the inflow hydrograph through the storage
facility with different basin and outlet geometry until the desired outflow hydrograph is achieved.
Although hand calculation procedures are available for routing hydrographs through storage
facilities, they are very time consuming especially when several different designs are evaluated.
Standard textbooks on Hydrology and Hydraulics give examples of hand -routing techniques (See
Debo & Reese, 1995). For this Manual, it assumed that designers will be using one of the many
computer programs available for storage routing and thus other procedures and example
applications will not be given in this chapter. Procedures for preliminary detention calculations
will be given in this chapter since they provide simple procedures that can be used to estimate
storage needs and also provide a quick check on the results of using different computer programs.
300.0
10.0
250.0
8.0
� '� 200.0
m
a 6.0 �' 150.0
m
E a.0 b 100.0
y 2.0 50.0
0.j
0 p 00 101 102 103 104 105 106 107
Stage (ft)
Figure 6-1
101 102 103 104 105 106 107
Stage (M
Figure 6-2
DeKalb county manual 6-5

Example Stage -Storage Curve
6.4.2 Stage -Storage Curve
Example Stage -Discharge Curve
A stage -storage curve defines the relationship between the depth of water and storage volume in a
reservoir. The data for this type of curve are usually developed using a topographic map and the
double -end area frustum of a pyramid, prismoidal formulas or circular conic section. The double -
end area formula is expressed as:
V1,2= [(A, + A2)/2]d (6.1)
Where: V1 2 = storage volume,ft3, between elevations 1 and 2
Al = surface area at elevation 1, ft2
A2 = surface area at elevation 2, ft2
d = change in elevation between points 1 and 2, ft
The frustum of a pyramid is expressed as:
V = d/3 [Al + (Al x A2)0.5 + A2]/3 (6.2)
Where: V = volume of fiustum of a pyramid, 0
d = change in elevation between points 1 and 2, ft
Al = surface area at elevation 1, ft2
A2 = surface area at elevation 2, ft2
The prismoidal formula for trapezoidal basins is expressed as:
V = LWD + (L + W)ZD2 + 4/3 2 Z D3 (6.3)
Where: V = volume of trapezoidal basin, 0
L = length of basin at base, ft
W = width of basin at base, ft
D = depth of basin, ft
Z = side slope factor, ratio of horizontal to vertical
The circular conic section formula is:
V =1.047 D (R12+ R22 + R1R) (6.4)
V =1.047 D (3R12 +3ZDR1 + Z2D2) (6,5)
Where: RI and R2 = bottom and surface radii of the conic section, ft
D = depth of basin, ft
Z = side slope factor, ratio of horizontal to vertical
6.4.3 Stage -Discharge Curve
A stage -discharge curve defines the relationship between the depth of water and the discharge or
6-6 DeKalb County Manual

outflow from a storage facility. A typical storage facility has two spillways: principal and emerg-
ency. The principal spillway is usually designed with a capacity sufficient to convey the design
floods without allowing flow to enter the emergency spillway. A pipe culvert, weir, or other
appropriate outlet can be used for the principal spillway or outlet. The emergency spillway is
sized to provide a bypass for floodwater during a flood that exceeds the design capacity of the
principal spillway. This spillway should be designed taking into account the potential threat to
downstream life and property if the storage facility were to fail. The stage -discharge curve
should take into account the discharge characteristics of both the principal spillway and the
emergency spillway.
6.4.4 Procedure
A general procedure for using the above data in the design of storage facilities is presented below.
Step 1 - Compute inflow hydrograph for runoff from the 2- through the 100-year design storms
using the procedures outlined in the Hydrology Chapter of this manual. Both existing -
and post -development hydrographs are required.
Step 2 - Perform preliminary calculations to evaluate detention storage requirements for the
hydrographs from Step 1 (see Section 6.6).
Step 3 - Determine the physical dimensions necessary to hold the estimated volume from Step 2,
including freeboard. The maximum storage requirement calculated from Step 2 should
be used. From the selected shape determine the maximum depth in the pond.
Step 4 - Select the type of outlet and size the outlet structure. The estimated peak stage will
occur for the estimated volume from Step I The outlet structure should be sized to
convey the allowable discharge at this stage.
Step 5 - Perform routing calculations using inflow hydrographs from Step 1 to check the
preliminary design using a storage routing computer model. If the routed post -
development peak discharges from the 2- through the 100-year design storms exceed
90% of the existing -development peak discharges, then revise the available storage
volume, outlet device, etc., and return to step 3.
Step 6 - Evaluate the downstream effects of detention outflows for the design storms to ensure
that the routed hydrograph does not cause downstream flooding problems. The exit
hydrograph from the storage facility should be routed though the downstream channel
system until a confluence point is reached where the drainage area being analyzed
represents 10 percent of the total drainage area.
Step 7 - Evaluate the control structure outlet velocity and provide channel and bank stabilization
if the velocity will cause erosion problems downstream.
6.5 Outlet Hydraulics
6.5.1 Outlets
Sharp -crested weir flow equations for no end contractions, two end contractions, and submerged
discharge conditions are presented below, followed by equations for broad -crested weirs, v-notch
weirs, proportional weirs, and orifices, or combinations of these facilities. If culverts are used as
outlets works, procedures presented in the Culvert Chapter should be used to develop stage-dis-
DeKalb County Manual 6-7

charge data.
6:5.2 Sharp -Crested Weirs
A sharp -crested weir v. th no end contractions is illustrawd below. The discharge equation for
this configuration is (Chow, 1959):
Q = [(3.27 + 0. MMd] LHI.s (6.6)
Where: Q = discharge, cfs
H = head above weir crest excluding velocity head, ft
He = height of weir crest above channel bottom, ft
L = horizontal weir length, ft
Figure 6-3
Sharp -Crested Weir
No End Contractions
�L I
Figure 6-4
Sharp -Crested Weir
And Head
A sharp -crested weir with two end contractions is illustrated below. The discharge equation for
this configuration is (Chow, 1959):
Q = [(3.27 + .04(H/Hc)] (L - 0.2H) H1.5
Where: Variables are the same as equation 6.4.
Figure 6-5 Sharp -Crested Weir, Two End Contractions
(6.7)
A sharp -crested weir will be affected by submergence when the tailwater rises above the weir
crest elevation. The result will be that the discharge over the weir will be reduced. The discharge
equation for a sharp -crested submerged weir is (Brater and King, 1976):
6-8 DeKalb County Manual

Qs = Qf(1- (H281)1 5 0385 ) (6.8)
Where: Qs = submergence flow, cfs
Qf = free flow, cfs
Hl = upstream head above crest, ft
H2 = downstream head above crest, ft
6.5.3 Broad -Crested Weirs
The equation for the broad -crested weir is (Brater and King, 1976):
Q = CLH1.5 (6.9)
Where: Q = discharge, cfs
C = broad -crested weir coefficient
L = broad -crested weir length, ft
H head above weir crest, ft
If the upstream edge of a broad -crested weir is so rounded as to prevent contraction and if the
slope of the crest is as great as the loss of head due to friction, flow will pass through critical
depth at the weir crest; this gives the maximum C value of 3.087. For sharp corners on the broad -
crested weir, a minimum C value of 2.6 should be used. Information on C values as a function of
weir crest breadth and head is given in Table 6-2.
6.5.4 V-Notch Weirs
The discharge through a v-notch weir can be calculated from the following equation (Brater and
King, 1976).
Q = 2.5 tan(0/2)H2.5 (6.10)
Where: Q = discharge, cfs
0 = angle of v-notch, degrees
H = head on apex of notch, ft
6.5.5 Proportional Weirs
Although more complex to design and construct, a proportional weir may significantly reduce the
required storage volume for a given site. The proportional weir is distinguished from other
control devices by having a linear head -discharge relationship achieved by allowing the discharge
area to vary nonlinearly with head. Design equations for proportional weirs are (Sandvik, 1985):
Q=4.97a.5b(H-a/3)
x1b = 1 - (1/3.17) (arctan (y/a)0)
Where: Q = discharge, cfs
Dimensions a, b, h, x, and y are shown in Figure 6-6
(6.11)
(6.12)
DeKalb County Manual 6-9

b--
Figure 6-6 Proportional Weir Dimensions
6.5.6 Orifices
Pipes smaller than 12" may be analyzed as a submerged orifice if H/D is greater than 1.5. For
square -edged entrance conditions,
Q = 0.6A(29H)' .5 = 3.78D2H .s
Where: Q = discharge, cfs
A = cross-section area of pipe, ft2
g = acceleration due to gravity, 32.2 ft/s2
D = diameter of pipe, ft
H = head on pipe, from the center of pipe to the water surface
(6.13)
6-10 Drib county Manual

Table 6-2
Broad -Crested weir Coefficient C values
As A
Function Of Weir Crest Breadth (b)
And Head (H)
_IP
/l1/777
a
Measured
Head,
HI
weir
Crect Breadth (ii)
M
=
4.71
IM IJ4
2 44
ZM
3M
4M
5A
A
0.2
2.80
2.75
2.69 2.62
2.54
2.48
2.44
2.39
2.34
2.49
2.68
0.4
2.92
2.80
2.72 2.64
2.61
2.60
2.58
2.54
2.50
2.56
2.70
0.6
3.08
2.89
2.75 2.64
2.61
2.60
2.68
2.69
2.70
2.70
2.70
0.9
3.30
3.04
2.95 2.68
2.60
2.60
2.67
2.69
2.68
2.69
2.64
1.0
3.32
3.14
2.98 2.75
2.66
2.64
2.65
2.67
2.68
2.68
2.63
1.2
3.32
3.20
3.09 2.96
2.70
2.65
2.64
2.67
2.66
2.69
2.64
1.4
3.32
3.26
3.20 2.92
2.77
2.68
2.64
2.65
2.65
2.67
2.64
1.6
3.32
3.29
3.28 3.07
2.89
2.75
2.68
2.66
2.65
2.64
2.63
1.8
3.32
3.32
3.31 3.07
2.88
2.74
2.68
2.66
2.65
2.64
2.63
2.0
3.32
3.31
3.30 3.03
2.95
2.76
2.27
2.68
2.65
2,64
2.63
2.5
3.32
3.32
3.31 3.29
3.07
2.89
2.81
2.72
2.67
2.64
2.63
3.0
3.32
3.32
3.32 3.32
3.20
3.05
2.92
2.73
2.66
2.64
2.63
3.5
3.32
3.32
3.32 3.32
3.32
3.19
2.97
2.76
2.68
2.64
2.63
4.0
3.32
3.32
3.32 3.32
3.32
3.32
3.07
2.79
2.70
2.64
2.63
4.5
3.32
3.32
3.32 3.32
3.32
3.32
3.32
2.88
2.74
2.64
2.63
5.0
3.32
3.32
3.32 3.32
3.32
3.32
3.32
3.07
2.79
2.64
2.63
5.5
3.32
3.32
3.32 3.32
3.32
3.32
3.32
3.32
2.88
2.64
2.63
'Measured at least 2.511 upstream of the weir.
Reference: Beater and King (1976).
BeKalb County manual 6-11

6.5.7 Combination Outlets
Combinations of weirs, pipes and orifices can be put together to provide a variable control stage -
discharge curve suitable for control of multiple storm flows. They are generally of two types:
shared outlet control and separate outlet controls. Shared outlet control is typically a rica fiber of
individual outlet openings, weirs or drops at different elevations on a riser pipe or box which all
flow to a common larger conduit or pipe. Separate outlet controls are less common and normally
consist of a single opening through the dam of a detention facility in combination with an
overflow spillway for emergency use. For a complete discussion of outlets and combination
outlets see Municipal Storm Water Management by Debo and Reese.
6.6 Preliminary Detention Calculations
6.6.1 Storage Volume
For small drainage areas, a preliminary estimate of the storage volume required for peak flow
attenuation may be obtained from a simplified design procedure that replaces the actual inflow
and outflow hydrographs with the standard triangular shapes shown in Figure 6-7 on the next
page.
The required storage volume may be estimated from the area above the outflow hydrograph and
inside the inflow hydrograph, expressed as:
Vs = 0.5tb(Qi - Qo) (6.14)
Where: Vs = storage volume estimate, ft3
Qi = peak inflow rate, cfs
Qo = peak outflow rate, cfs
tb = duration of basin inflow, sec
Any consistent units may be used for Equation 6.14.
6.6.2 Alternative Method
An alternative preliminary estimate of the storage volume required for a specified peak flow
reduction can be obtained by the following regression equation procedure (Wycoff & Singh,
1986).
1. Determine input data, including the allowable peak outflow rate, Qo, the peak flow rate
of the inflow hydrograph, Qi, the time base of the inflow hydrograph, tb, and the time to
peak of the inflow hydrograph, tp.
2. Calculate a preliminary estimate of the ratio VsNr using the input data from Step 1 and
the following equation:
6-I2 DeKalb County Manual

W
C3
!z
ii3
n
Q; --- I --�--
w--- I1...,.,...._._
Preliminary Estimate
of Required Storage
Volume, V
g
Inflow
Hydrograph Vr
Outflow
Hydrograph
Figure 6-7 Triangular Shaped Hydrographs
(For Preliminary Estimate Of Required Storage Volume)
DeKalb County Manual 6-13

Vs/Vr = [1.291(1-Qp/Qi) .7531/[(tb/tp)°.411I
Where: Vs = volume of storage, in
V = volume of runoff. in
r
Qo = outflow peak flow, cfs
Qi = inflow peak flow, cfs
tb = time base of the inflow hydrograph, hr (Determined as the time
from the beginning of rise to a point on the recession limb where
the flow is 5 percent of the peak.)
tp = time to peak of the inflow hydrograph, hr
(6.15)
3. Multiply the volume of runoff, Vr, times the ratio VsNe calculated in Step 2 to obtain the
estimated storage volume Vs.
6.6.3 Peak Flow Reduction
A preliminary estimate of the potential peak flow reduction for a selected storage volume can be
obtained by the following procedure.
1.
2
3.
Determine volume of runoff, Vr, peak flow rate of the inflow hydrograph, Qi, time base
of the inflow hydrograph, tb, time to peak of the inflow hydrograph, tp, and storage vol-
ume, Vs.
Calculate a preliminary estimate of the potential peak flow reduction for the selected
storage volume using the following equation (Singh, 1976):
QO/Qi = 1 - 0.712(Vs� /V 1.328(tb/tp)0.546
Where: Qo = outflow peak flow_ cfs
Qi = inflow peak flow, cfs
Vs = volume of storage, in
Vr = volume of runoff, in
tb = time base of the inflow hydrograph, hr (Determined as
the time from the beginning of rise to a point on the
recession limb where the flow is 5 percent of the peak.)
tp = time to peak of the inflow hydrograph, in hours
(6.16)
Multiply the peak flow rate of the inflow hydrograph, Qi, times the potential peak flow
reduction calculated from step 2 to obtain the estimated peak outflow rate, Qo, for the se-
lected storage volume (see example 6.8.3).
6-14 DeKalb County Manual

6.7 Routing Calculations
Routing of hydrographs through storage facilities is critical to the proper design of these facilities.
Although storage design procedures using inflow/outflow analysis without routing have been
developed, their use in designing detention facilities has not produced acceptable results in many
areas of the country including the southeast. Thus the methods like the Modified Rational
Formula for storage design is not recommended for design calculations in DeKalb County.
Using the procedures given in the Hydrology Chapter of this manual and this chapter, the
designer should develop an inflow hydrograph for the design storms, stage -discharge curve, and
stage -storage curve for the proposed storage facility. Then using a storage routing computer
program, proceed with the design of the storage facility to determine the required storage volume
and characteristics of the outlet device(s) that will be needed to control the 2- through the 100-
year storms.
6.8 Trash Racks And Safety Grates
Trash racks and safety grates serve several functions:
• they trap larger debris well away from the entrance to the outlet works where they will
not clog the critical portions of the works;
• they trap debris in such a way that relatively easy removal is possible;
• they keep people and large animals out of confined conveyance and outlet areas;
• they provide a safety system whereby persons caught in them will be stopped prior to the
very high velocity flows immediately at the entrance to outlet works and persons will be
carried up and onto the outlet works allowing for them to climb to safety; and
• well designed trash racks can have an aesthetically pleasing appearance.
When designed well trash racks serve these purposes without interfering significantly with the
hydraulic capacity of the outlet (or inlet in the case of conveyance structures) (ASCE, 1985,
Allred-Coonrod, 1991). The location and size of the trash rack depends on a number of factors
including: head losses through the rack, structural convenience, safety, and size of outlet.
Trash racks at entrances to pipes and conduits should be sloped at about 3H:1V to 5H:1V to allow
trash to slide up the rack with flow pressure and rising water level, the slower the approach flow
the flatter the angle. Rack opening rules -of -thumb abound in the literature. Figure 6-8 gives
opening estimates based on outlet diameter (UDFCD, 1992). Judgment should be used in that an
area with higher debris (e.g. a wooded area) may require more opening space.
The bar opening space for small pipes should be less than the pipe diameter. For larger diameter
pipes openings should be 6 inches or less. Collapsible racks have been used in some places if
clogging becomes excessive or a person becomes pinned to the rack. Alternately debris for
culvert openings can be caught upstream from the opening by using pipes placed in the ground or
a chain safety net (USBR, 1978, UDFCD, 1991). Racks can be hinged on top to allow for easy
opening and cleaning.
The control for the outlet should not shift to the grate. Nor should the grate cause the headwater
to rise above planned levels. Therefore headlosses through the grate should be calculated. A
number of empirical loss equations exist though many have difficult to estimate variables. Two
will be given to allow for comparison.
Metcalf & Eddy (1972) give the following equation (based on German experiments) for losses.
DeKarD county Manual 6-15

Grate openings should be calculated assuming a certain percentage blockage as a worst case to
determine losses and upstream head. Often 40 to 50 percent is chosen as a working assumption.
Hg = Kgl (w/z)ar3 (Vu2/2g) Sin 09
Where: Hg =head loss through grate, ft
Kgl=bar shape factor:
2.42 - sharp edged rectangular
1.83 - rectangular bars with semicircular upstream faces
1.79 - circular bars
1.67 - rectangular bars with semicircular up- and downstream faces
w =maximum cross sectional bar width facing the flow, in.
x =minimum clear spacing between bars, in.
Vu =approach velocity, ft/s
0 =angle of the grate with respect to the horizontal, degrees
(6.17)
The Corps of Engineers (HDC, 1988) has developed curves for trash racks based on similar and
additional tests. These curves are for vertical racks but presumably they can be adjusted, in a
manner similar to the previous equation, through multiplication by the sine of the angle of the
grate with respect to the horizontal.
Hg = Kg2 Vu2/2g
Where Kg2 is defined from a series of fit curves as:
-sharp edged rectangular (length/thickness = 10)
Kg2 = 0.00158 - 0.03217 Ar 17.1786 Are
-sharp edged rectangular (length/thickness = 5)
Kg2-0.00731 + 0.69453 Ar + 7.0856 Ar'
-round edged rectangular (length/thickness = 10.9)
Kg2 =-0.00101 + 0.02520 Ar + 6.0000 Are
-circular cross section
Kg2 = 0.00866 + 0.13589 Ar + 6.0357 Ar-
and Ar is the ratio of the area of the bars to the area of the grate section.
(6.18)
6-16 DeKalb County Manual

Wj
to
rr
cc
d
a�
5
O
m
Cd
L
N
100
10
N:2
f
f
_.
f
0
{
i
0 10 20 30 40 50 60
Outlet Diameter in Ireches
Figure 6-8 Minimum Rack Size vs. Outlet Diameter (UDCFD,1992)
References
Brater, E. F. and H. W. King. 1976. Handbook of Hydraulics. 6th ed. New
York: McGraw Hill Book Company.
DeKalb County Manual 6-17

Chow, C. N. 1959. Open Channel Hydraulics. New York: McGraw Hill Book
Company.
Debo, Thomas N and Andrew J. Reese. 1995. Municipal Storm Water
Mana eu ent. Lewis Publishers: CRC Press, Inc., Bcca Raton, Florida.
Sandvik, A. March 1985. Proportional Weirs for Stormwater Pond Outlets.
Civil En ing eerieg_ASCE pp. 54-56.
Sowers, G. B. and G. F. Sowers. 1970. Introductory Soil Mechanics and
Foundations. 3rd ed. New :York: MacMillan Publishing Company.
Spangler, M. G. and R. L. Handy. 1982. Soil Engineering. 4th ed. New York:
Harper & Row.
Stormwater Management Manual - Volume 2 Procedures. July 1988. Metropoli-
tan Government of Nashville and Davidson County. The EDGe Group, Inc. and
CH2M Hill.
Wycuff, R. L. and U. P. Singh. 1976. "Preliminary Hydrologic Design of Small
Flood Detention Reservoirs. Water Resources Bulletin. Vol. 12, No. 2, pp 337-
49.
6-18 DeKalb County Manual

(CALABASH QUAD MAP
MEADOWLANDS
SHEET I OF I 1 INCH = 5000 FEET
PROPOSED ACTIVITY:
92 SINGLE FAMILY LOTS
COUNTY:
BRUNSWICK
APPLICANT:
CENTEX HOMES
DATE: DECEMBER 16, 2004

INDEX TO
SECTION 02902 - GRASSING
Paragraph Title
PART 1 - GENERAL
1.1
Section Includes
1.2
Related Work
1.3
Delivery, Storage & Handling
1.4
Planting Dates
1.5
Measurement and Payment
PART 2 - PRODUCTS
Page
02902-1
02902-1
02902-1
02902-1
02902-2
2.1
Seed
02902-2
2.2
Fertilizer
02902-2
2.3
Seeding Schedule
02902-3
2.4
Lime
02902-3
2.5
Sod
02902-3
2.6
Wetland Plants
02902-3
2.7
Accessories
02902-3
2.8
Product Review
02902-3
PART 3 - EXECUTION
3.1
Preparation
02902-4
3.2
Stand of Grass
02902-4
3.3
Seeding Dates
02902-4
3.4
Applying Lime and Fertilizer
02902-4
3.5
Seeding
02902-5
3.6
Seed Protection (Straw Mulch)
02902-5
3.7
Seed Protection (Excelsior Mulch)
02902-5
3.8
Seed Protection (Wood Cellulose Fiber Mulch)
02902-5
3.9
Sodding
02902-6
3.10
Maintenance
02902-6
3.11
Acceptance
02902-6

SECTION 02902
GRASSING
PART 1 - GENERAL
1.1 SECTION INCLUDES
A. Seeding, planting grass and fertilizing graded areas behind the structures, pipeline
rights -of -way, roadway shoulders and other disturbed areas.
B. Seed protection.
C. Maintaining seeded areas until final acceptance.
1.2 RELATED WORK
A. Section 02204 - Earthwork: Grading.
1.3 DELIVERY, STORAGE AND HANDLING
A. Deliver grass seed in original containers showing analysis of seed mixture,
percentage of pure seed, yrmr of production, net .','it, data of packa jr
location of packaging. DaM. � j-d packages are not
B. Deliver fertilizer in waterproof bags showing weight, chemical analysis, and name
of manufacturer. Damaged bags are not acceptable.
C. Deliver sod on pallets.
D. All material shall be acceptable to Engineer prior to use.
1.4 PLANTING DATES
A. This specification provides for the establishment of a permanent grass cover
beh een the dates of {March 1 and September 30. if finished earth grades are not
completed in time to permit planting and establishment of the permanent grass
during the favorable season between the dates specified above unless otherwise
accepted, the Contractor will be required to plant a temporary cover to protect the
new graded areas from erosion and to keep windborne dust to a minimum. The
temporary cover shall be planted between October 1 and February 28 unless
otherwise permitted.
B. If project grassing occurs during the temporary grassing season, the Contractor is
still required to provide a stand of permanent grass cover as prescribed in Section
2.3 — Seeding Schedule, at the Contractor's expense.
Page 1 of 6
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1.5 MEASUREMENT AND PAYMENT
A. When the season or stage of the project is such that the results of the grassing
work cannot be determined, conditional acceptance will be made on the work
done. When conditional acceptance is made for the items of work covered, the
Contractor shall be entitled to 50% of his bid price for the actual work placed and
shall receive the remaining 50% of his bid price when final acceptance is made.
Conditional acceptance shall not apply to the remaining items of work, and full bid
price payment shall be made when the work is acceptably placed and completed in
accordance with the specifications.
B. Payment for grassing will be made at the contract unit price for the item "Grassing"
and such payment shall constitute full compensation for furnishing and placing
seed and fertilizer or sod where directed and protecting and maintaining seed and
sod in all graded and disturbed areas.
PART 2 - PRODUCTS
2.1 SEED
A. Permanent Grass Seed Mixture: 33 percent centipede grass (commercial brand,
testing 98% purity and 85% germination) and 67 percent carpet grass (testing. 99%
purity and 85% gerr inatk-n).
B. Temporary Grass Seed Mixture: Domestic Italian rye grass (testing 9 -10 purity
and 90% germination).
C. All seed shall conform to all State Laws and to all requirements and regulations of
the State Department of Agriculture.
D. The several varieties of seed shall be individually packaged or bagged, and tagged
to show name of seed, net weight, origin, germination, lot number, and other
information required by the State Department of Agriculture.
E. The Engineer reserves the right to test, reject, or accept all seed before seeding.
2.2 FERTILIZER
A. 4-12-12, commercial fertilizer of approved type, conforming to state fertilizer laws.
2.3 SEEDING SCHEDULE
A. SEED
Centipede
Carpet
Rye
RATE
25 Ibs/acre
30 Ibs/acre
120 lbs/acre
PLANTING DATES
March 1 - September 30
March 1 - September 30
October 1 - February 28
Page 2 of 6
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B. In areas where existing grass is to be matched, Contractor shall sow seed at the
rate and dates recommended by seed distributor.
2.4 LIME
2.5
2.6
2.7
2.8
A. Agricultural grade, ground limestone.
E*
A. Sod shall be densely rooted, good quality centipede grass, free from noxious
weeds. The sod shall be obtained from areas where the soil is reasonably fertile.
The sod shall be raked free of all debris and the grass mowed to two inches before
cutting. The sod shall contain practically all of the dense root system and not be
less than one (1) inch thick. Sod shall be cut in uniform strips not less than twelve
(12) inches in width and not less than twenty-four (24) inches in length.
WETLAND PLANTS
A. Wetland plants shall be planted along the perimeter of the vegetative shelf for each
pond. Vegetative cover shall be any combination of the following wetland plants:
Andropogon virginicus (Broomsedge), Typha spp. (Cattail), Saururus cernuus
(Lizard's Tail).
ACCESSORIES
A. Straw Mulch: Oat or wheat straw, reasonably fi- c from weeds, foreign
detrimental to plant life, and in dry condition.
B. Excelsior Mulch: Excelsior mulch shall consist of wood fibers cut from sound,
green timber. The average length of the fibers shall be 4 to 6 inches. The cut
shall be made in such a manner as to provide maximum strength of fiber, but at a
slight angle to the natural grain of the wood so as to cause splintering of the fibers
when weathering in order to provide adherence to each other and to the soil.
C. Wood cellulose fiber shall be made from wood chip particles manufactured
Particularly for discharging uniformly on the ground surface when dispersed by a
hydraulic water sprayer. It shall remain in uniform suspension in water under
agitation and blend with grass seed and fertilizer to form a homogenous slurry.
The mulch fibers shall intertwine physically to form a strong moisture holding mat
on the ground surface and allow rainfall to percolate into the underlying soil. The
mulch shall be heat processed so as to contain no germination or growth -inhibiting
factors. It shall be dyed (non -toxic) an appropriate color to facilitate metering of
material.
PRODUCT REVIEW
A. The Contractor shall provide the Engineer with a complete description of all
products before ordering. The Engineer will review all products before they are
ordered.
Page 3of6
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PART 3 - EXECUTION
3.1 PREPARATION
A. The areas to be seeded shall be made smooth and uniform and shall conform to
the finished grade indicated on the plans.
B. Remove foreign materials, plants, roots, stones, and debris from surfaces to be
seeded.
C. Grassing areas, if not loose, shall be loosened to a minimum depth of 3-inch
before fertilizer, seed or sod is applied.
3.2 STAND OF GRASS
A. Before acceptance of the seeding performed for the establishment of permanent
vegetation, the Contractor will be required to produce a satisfactory stand of
perennial grass whose root system shall be developed sufficiently to survive dry
periods and the winterweathcC and lea c-pablo t ,e spring.
B. Before acceptance of the seoding performed for the -t blishment of temporar,
vegetation, the Contractor will be regUired to produce a :stand of grass sufficioi-t 4.1
control erosion for a given area IAnrjth of time he`o"n `h-? r -3`-t ? c-`
construction or tho establish men' of :)c. ' _:. iLA vag-Aa,tion i tJ ,o; k ., 01. C
3.3 7---'—=DIN A DATES
A. Seeding shall be performed durinj the periods and at the rat s p-nifod irr the
seeding schedules. Seeding work may, at the discretion of tho Contract. K, be
performed throughout the year using the schedule prescribed f:�r the given p::riod.
Seeding work shall not be conducted when the ground is frozen or excessively
wet. The Contractor will be required to produce a satisfactory stand of grass
regardless of the period of the year the work is performed.
3.4 APPLYING LIME AND FERTILIZER
A. Following advance preparation and placing selected material for shoulders and
slopes, lime, if called for based on soil tests and fertilizer, shall be spread uniformly
over the designated areas and shall be thoroughly mixed with the soil to a depth of
approximately 2-inches. Fertilizer shall be applied at the rate of 800 pounds per
acre for the initial application unless otherwise directed by the Engineer. Lime shall
be applied at the rate determined by the soil test. Unless otherwise provided, lime
will not be applied for temporary seeding. In all cases where practicable,
acceptable mechanical spreaders shall be used for spreading fertilizer. On steep
slopes subject to slides and inaccessible to power equipment, the slopes shall be
adequately scarified. Fertilizer may be applied on steep slopes by hydraulic
methods as a mixture of fertilizer and seed. When fertilizer is applied with
combination seed and fertilizer drills, no further incorporation will be necessary.
The fertilizer and seed shall be applied together when Wood Cellulose Fiber Mulch
Page 4 of 6
N:\16177\docs\Specs\02902.docV R\dmt\07-04

is used. Any stones larger than 2-1/2 inches in any dimension, larger clods, roots,
or other debris brought to the surface shall be removed.
3.5 SEEDING
A. Seed shall be sown within 24 hours following the application of fertilizer and lime
and preparation of the seedbed as specified in Section 3.4. Seed shall be
uniformly sown at the rate specified by the use of acceptable mechanical seed
drills. Rotary hand seeders, power sprayers or other satisfactory equipment may
be used on steep slopes or on other areas that are inaccessible to seed drills.
B. The seeds shall be covered and lightly compacted by means of cultipacker or light
roller if the drill does not perform this operation. On slopes inaccessible to
compaction equipment, the seed shall be covered by dragging spiked chains, by
light harrowing or by other satisfactory methods.
C. Apply water with fine spray immediately after each area has been sown.
D.o not sow seed when0 iry, 3r i-,„�,.-.,__ .'._ ._,,,
following a rain.
If permitted by the special provicions, wood f;h^r m11ch cr
rnu!rh may be usod.
3.6 SEED PROTECTION (STRAW
A. All seeded areas seeded with permanent grasses shall be u-1 i:f jlMly mulCI!Cd in a
continuous bl.:3nket immedi y,.-0,L seeding aj—,-I operatic, ), a,
using at least 2 tons of stra:v per acra.
3.7 SEED PROTECTION (EXCELSIOR MULL, i.)
A. Seed shall be sown as specified in Section 3.5. Within 24 hours after the covering
of seed, excelsior mulch shall be uniformly applied at the rate of 2 tons per acre.
The mulch may be applied hydraulically or by other acceptable methods. Should
the mulch be placed in a dry condition; it shall be thoroughly wetted immediately
after placing. The Engineer may require light rolling of the mulch to form a tight
mat.
3.8 SEED PROTECTION (WOOD CELLULOSE FIBER MULCH)
A. After the lime has been applied and ground prepared as specified in Section 3.4,
wood cellulose fiber mulch shall be applied at the rate of 1,500 pounds per acre in
a mixture of seed and fertilizer. Hydraulic equipment shall be used for the
application of fertilizer, seed and slurry of the prepared wood pulp. This equipment
shall have a built-in agitation system with an operating capacity sufficient to agitate,
suspend, and homogeneously mix a slurry of the specified amount of fiber,
fertilizer, seed and water. The slurry distribution lines shall be large enough to
prevent stoppage. The discharge line shall be equipped with a set of hydraulic
spray nozzles which will provide an even distribution of the slurry on the various
Page 5 of 6
N A1617Tdocs\Specs\02902.doc\JR\dmf\07-04

areas to be seeded. The slurry tank shall have a minimum capacity of 1,000
gallons.
The seed, fertilizer, wood pulp mulch, and water shall all be combined into the
slurry tank for distribution of all ingredients in one operation by the hydraulic
seeding method specified herein. The materials shall be combined in a manner
recommended by the manufacturer. The slurry mixture shall be so regulated that
the amounts and rates of application shall result in a uniform application of all
materials at rates not less than the amount specified. Using the color of the wood
pulp as a guide, the equipment operator shall spray the prepared seedbed with a
uniform visible coat. The slurry shall be applied in a sweeping motion, in an arched
stream so as to fall like rain, allowing the wood fibers to build upon each other until
an even coat is achieved.
3.9 SODDING
A. Sod shall be placed between March 1 st and December 1st
Sod shall he i l^'�' _ "vlii'il he-d;-0
C. Sod shall be moist when laid and placed on moist ground.. The sod shall
be carefully planed by hand, beginning at the toe of s!o;nes and working
upwards. The length a t?at.ri:ps s p,;I r: ;lht t°e +inn n _. cr, surface water. All by ti htly iDuti_
staggered at 12 incites. The sod -I t l Uo ii m, ; diately presu .O' i;• , ,,i;
into the ground by tamping or rolling. Fill all join` ; strips with fine
screenod soil. Sod c<,i slopes s;,all be pegc�-.- i %'i':l So -Jr to pre.,,
movement. Th-- sod sh?'! be wa±e, `, i v„-.ceded, r• c:
otherwise maintained, to insure the establishment of a unifo`'r; i healthq
stand of grass until acceptance.
3.10 MAINTENANCE
A. Maintain seeded surfaces until final acceptance.
B. Maintenance shall consist of providing protection against traffic, watering to ensure
uniform seed germination and to keep surface of soil damp, mowing and repairing
any areas damaged as a result of construction operations or erosion.
3.11 ACCEPTANCE
A. Before acceptance of the seeding performed for the establishment of permanent
vegetation, the Contractor will be required to produce a satisfactory stand of
perennial grass whose root system shall be developed sufficiently to survive dry
periods and the winter weather and be capable of reestablishment in the spring.
END OF SECTION
Page 6 of 6
N:\16177\does\Specs\02902.doc\J R\dmt\07-04

a WETLANDS CERTIFICATION FOR
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L18 S 02'40'05" l^ 12.83 L97 S 76'29'33`" W 77.83 L184 S 22°49'43" W 99.21 L258 N 77'2324" W 30.23 � ",
ki L366 S 81 37 15 E 4.62
L19 S 82'15'42" E 38.00 L98 S 75'58'22" W 109.39 L185 S 22`39'31" W 132.26 L259 N 79'32'14" W 75.37 U3 L367 ' ", L20 5 19'39'36" W 10.27 L99 N 04'17'20" E 1.79 L186 N 64'27'2�" W 4.00 L260 S 34'14'13" W 45.61 ra S 41 33 32 E 26,28 0
L21 S 19*39*36" W 69.73 L100 S 75'02'04" W 58.84 L187 N 22'59`4il" E 134.02 L261
L22 S 75'15'00" W 10.00 L101 N 30*45*39" E 11.17 L188 6" N 72'Q1'29" W 57.62 o
bt ,' �, z
N 22`29 3, E 99.06 X �
L23 N 07*38*58" E 33.00 L102 N 69*57'14" E 8.88 L189
L24 N 10*27'29" E 65.96 L103 N:25'41'17" E 1.49 L190 N 33'S8'01," E 61.77
N '07'06'2f" W 31.77 � 4.24e7 �`g6 SEE INSET •c" �
L25 N 53'41'37" W 43.35 L104 N 26'52'27" W 37.12 L191 N 24`51'2" E 97.03
----
196 N 1$'20'07" W 122.33 L105 N 35'16'35" W 24.70 L192 N 22'23'0'° E 109.41 � 1r1 �'ge X2
L27 S 11'00'38" E 161.41 L106 S 34'10'54" E 26.01 L193 N 23'45'11" E 135.96
L28 S 11`00'38" E 37.36 L107 5 28'12'22" E 37.12 L194 N 21'4T4."' E 55.56
L29 N 69'0329" E 2.50 L108 S 16'27'20" E 23.05 L195 ": 5 B'RF. SEE INSET "D°
N 12'S2'0 W 36.56 % �
L30 N 69'03'29" E 11.50 L109 S 87'52'21" E 74.47 L196 N 21'27'3t" W 10.96
L31 N 02'55'44" W 37.36 L110 S 79'24'05" E 22.20 L197 N 32'03'2(" E 13.26
L32 N 02'55'44" W 13.74 L111 N 81'40'05" W 36.66 L198 N _1011'21" W _ 26.72 N/F N/F
L33 N 0255'44" W 57.18 L112 N 87'43'43" W 70.94 L199 N 49°16'34 W 21.88 MEADOWLANDS 4i 01 EL#ZABETN LONG WILLIS
UPLANDS
L34 5 03*03'25" E 49.31 L113 S 81'46'59" W 22.05 L200 N 88'00'44'' W 115.91 GOLF CLUB, (NC, g�• U4 ? 2250003t203
L35 S 09 08'02r" E 103.08 L114 S 64'38'24" W 94.35 L201 S 85'08'22' W 93.98 2250009811 �`�sr D.B. MC 23 OP ..v. 403
L36 N 70'41 51 W 149.36 L115 S 61'34'52" W 73.84 L202 S 87'12'07" W 111.23 D,B. 1061, PG. _460 sy
G 352 U 1 0.004 AG. f
L37 5 04'36'S3'' W 129.47 1116 S 63'51'33" W 87.83 L203 S $1'30'2$" W 27.03 MC 17, PG. -106
U2 0.075 AG.±
L38 S_04'36'53" W 42.86 L117 S `50`19'31" W 50.43 L204 N 82'1348' E 25.86 "'� g
L42 S 80'26'46" W 70.63 L118 S 22'36'39" W 24.70 L205 N 8V07'4f E 117.45 ?�9 w
U3 0.001 AC.�
L43 N 70'49'35" W 84.59 L119 S 01`24'20" W 57.47 L206 N 86'01'26 E 88.96 17.P.F Ul�, U4 59.31 % A{✓°
L44 N 85`13'40" W 72.93 L120 S 05*20*33" E 102.77 L207 S 89*43*22' E 118.33 LINE BEARING DISTANCE ■.,.+►°"""' U5 15.759 AC.±
L45 S 75'06'09" W 113.51 L121 S 01'24'09" E 79.78 L208 S 72*40'13' E 36.79 L262 S 78'50'14" W 89.17 ,42" W 205.04 Ci U �,
L46 S 87'49'19" W 96.51 L122 S 19'41'28" W 23.60 L209 S 14'26'15' E 117.24 L263 S 81'01'52" W 30.35 S 79 13 6
108
L47 S 15*09'17" E 151.51 L123 S 73`01'23" W 27.12 L210 S 07'35'40" E 79.78 L264 N 88'05'04" W 70.32 3/8"P, F. S U7 0.004 AG.±
L48 S 15`09'17" E 71.24 L124 S 61'23'25" E 8.82 L211 S 24`26'07'4E 30.44 L265 N 36'03'33" W 34.42 '` � 4' - TOTAL AREA {� .2fig A�..
L49 S 15*09'17" E 42.35 L125 S 56*26*12" E 129.65 L212 N 73°46*11' E 32.09 L266 N 14'37'29" E 14.56
L50 N 11°41'02" W 127.54 L126 S 62'46'17" E 107.4$ 1213 S 86'41'44' .t 52.75 L267 N 53'24'30" E 6.40 ., Dp to
" > ," ,.� pap
/,P.F. 1RI.,1 PIPE FOUND _
L51 N 1 109.68 __ L149__ . i O .0
2 30 37 W S 57'00 45 _. 87,42 L214 S 80 25 24 £ 78.13 L268 N 78 51 3T W 20.63 �•2S• •. �' 2 I.P.F. SR.F. Si;..>_L ROD FOUND
L52 N 36 39 13 W 57.00 L150 S 59 52 34 E 94.81 L215 N 10 13 40 = W 28.36 L269 N 87'16 36 W 86.87 s'8 `© 5 R.F. RONC FOUND ,
"" ° " "> " " ?p• C.M.F. CONCRETE ��
L53 S 53 20 47 W 24.41 L151 S 70 59 10 E 51.03 L216 N 46 06 47_ E 45.27 L270 N 85 06 38 W 91.20 -.,�?5 BETE ..MONUMENT FOUND �T�.A�s< �J'
L54 S- 60*20'11 " W 39.98 L152 N 81' 17'45" E 21.33 L217 N 25`21'42' W 35.84 L271 N 87'34'38" W 100.49 14 `F C.I.F. CF'lMPE[3 IRON FOUND
., 27. P.F. 1/2
REBAR FOUND
", , " """
L55 S 59' 10 11 W 67.90 L153 5 13'43 35 £ 25.83 L21$ N 52'02 35 W 119,20 L272 N 88'42 57 W 124.55 �-.� 4 5/8 REBAR SET UNLESS
," " "> ," -_ S W1 5.053 AG.±
L56 S 58'13 09 W 53.74 L154 S 10°01 Q5 E 10.80 L219 N 25 29 37 E 51.68 L273 N 83 25 16 W 118.99 n �1. OTHERWISE NOTED
L57 S 39'O0'38" W 17.21 L155 S 28.04'43" W 12.52 L220 N 4Y48'47' E 60.68 L274 5 88.49'47" W 93.59 zoo$'36` TOTAL AREA 5.053 AG.
2 03
L59 S 74`29 53 E 109.07 L156 S 16'00 22 E 36.55 L221 N 04'4$ 12 W 89.05 L275 S 75'34 09 W 40.47
L59 N 54'17'37" E 171.63 L157 S 17*43'15" W 52.16 L222 N 37'29'58' E 27.70 L276 5 4246'39" W 17.71
L60 N 29°55'31" E 128.71 L158 S 23'1249" W 155.88 L223_ N 84'39'1�6l E 91.18 _ L277 N 70'57'50" W 13,26
L61 N 48*53'10" E 71.79 L159 S 1639'26" E 12.32 1224 S 64'38'59" E 58.98 L278 N 10*03'16" E 12.81 S WATERS
L62 N 87*13*39" E 43.30 L160 S 80'0334" E 41.15 L225 S 81`24'19" E 67.60 L279 N 89`41'23" E 20.04 tU' • 10.36, OF THE UNITED STATES
L63 N 87'1339" E 101.24 L161 N 71`07'58" E 35,84 L226 N 73'68'17" E 30.10 L280 N 74'35'53" E 45.76 MEADOWLANDS
s,.
LANDS 4c� ,1 X 1 0.070 AG. f
L64 N 87'13'39" E 70,78 L162 N 79'34'14" E 1$.53 L227 N .31'46'00" E 25.66 L2$1 S 88'53'50" £ 91.81 GOLF CLUB" INC.
L65 N 86'19'48" E 128.04 L163 N 76'3527" E 26.31- L228 N 15'5449" ,E 56.13 L282 S 85'52'52" E 120.39 2250009811
" "" , "" "" X2 0.009 AG. L66 N 79'49 13 E 3$,31 L164 S 74'41 32 E 54.61 L229 S 71'28 42 'E 64,76 L283 S 87'S8 43 E 123.22 D.B. 1061, PG. 460
L67 N 61`04'54" E 40.67 L165 S 24°44'47" W 105.72 L230 N 77°07'53" E 100.45 L284 " "" 100.88 MC 17, PG. 106 r XJ
s $$ 0$ 1fl E N C.M.F 1.503 AG.±
L68 N 36.43'28" E 45.37 L231 5 15'2448" E 39.60 X4 0.471 AG.±
L69 N 14'00'30" E 37.51 NSF L232_ S 05'00'56" W 37.95 �yry r^a
L70 N 55'22'44 W 63.02 �\ MEADOWLANDS L233 5 32'07'40" E 34.43 X5 0.229 AG.
GOLF CLUB, INC. " ", Cali 1.673 AG.
L71 N 71'46'09" W 75.05 \ L234 S 05`2fl 04 £ 64.61
", \ 210 fl009$11 O TOTAL AREA L72 N 15'49 59 W 83.58 S,y� \ D.B. 1061, PG. 460 ...• (> C36
L73 N 07'29`29" E 70.05 �G'� \ MG 17, PG. 106 U tj ':.'.'.'." o� EA 3.55 AG. f
L74 N 23'35'03" E 126.70 \ f W
L75 N 39'49'46" E 132.80 �� \ 1303 100 �� '.'.....'. rn U�' 0
L76 N 71'34'15" W 137,36 C �` SR <� v.'.'.'.'..'.'' ` cv r
L77 N 88'22'21 " W 11.89 \ \ �y9� \ \� L85 -1 L 0 i_11 1 �l3 X 1... ro Ut
U2
L78 N 21'20'20" E 43.41 64 L65 ""-- ....'.. {� �� :.`.'.
\ -L62 L63 L C.,,.,, os rf2 '
U2 �
\ 56
EXISTING /,`�777
..... <�S2 \ 03 . , . ��tp .. 1 •
SRF, . LiO9 UPLANDS 1
........... �/ q.. 1� Lit Lf t
\ X1.. 3
053 A,
U I �1��y ♦ o
2
WATERSF Thy U.S. 3 U4
NOT SCALE NOT SCALE •
. TOTAL TRACT 110.277 G
N/F
MEADOWLANDS \
GOLF CLUB, INC. a� \ \ �s \ S 88'51'15 E 636.88 �1
2250009811 r� s
L66 A
x
D.B. 1061, PG. 460 '� 3
MC 17, PG. 106
>i
ExlSTING---- ,.. U 5 N/F }g
PONDOIL ELIZABETH LONG WILLISIt 11
\ \ a s 2250003203 �Q
D.B. 1530, PG. 403 l r t`ii
U4 n MC 23, PG. 352 t4
LA
�p WETLANDS DELINEATION
NOTES: \ X3 \ 110. 77 AC.
\ , . SURVEY OF
A PORTION OF
1) DATE OF FIELD SURVEY: MARCH, 2004. € N ass 2} TAX MAP NO.: 22500098, 2250003007 & 2250008801.1 \ MEADOWLANDS GOLF CLUB
3 ALL BEARINGS AND COORDINATES SHOWN ARE BASED �s�' m \\
ON THE NORTH CAROLINA GRID SYSTEM NAD 83(1986),f \ s
THE COORDINATE VALUES SHOWN WERE ESTABLISHED j \ �y2 \\ FOR
BY STATIC GPS OBSERVATIONS WHICH ORIGINATED ON GENTEX HOI1�iE5
NCGS "CRAZY 1998" AND NCGS ' WILSON 1998", \ \ �,
4) ALL DISTANCES SHOWN ARE GROUND LEVEL DISTANCES, / ss, \ X4 N/F cs SHALLOTTE TOWNSHIP
NOT GRID DISTANCES. TO CONVERT DISTANCES TO I / I� \ ��, �� MEADOWLANDS GOLF CLUB, INC. � BRUNSWICK COUNTY NORTH CAROLINA
MULTIPLY BY COMBINED FACTOR / \ F oL3a9 L3S0 2250009812 y SCALE 1'= 100 FEET NOVEMBER 18, 2004
GRID DISTANCES, I 2007 L306 PG. 460
1.00013493, o % Sri / `� `.'.'. L� \ D.B. 1061,
5) WETLANDS DELINEATED BY LAND MANAGEMENT GROUP, "r / Q \ 92 \ 5 MC 17 PG. 312
Q /
6) THIS PROPERTY IS PART OF THE PROPERTY CLAIMED rt" // �t�Q / \ 4� \ U4 ' co 100 50 0 100 200
IN D.B. 1342, PG. 1429 AND D.B. 1791, PG. 557. cv <c' �SURVEYED AND MAPPED BY
7) NO TITLE SEARCH WAS PERFORMED BY THIS OFFICE
ON THIS DATE. ?� / \` ''''' s \ 1a2 �31k L3,6 L3t7 -,.k U 4 THO AS 6 _HUTTON ENC IN ER! C
8) THIS PROPERTY IS SUBJECT TO ALL EASEMENTS AND /
RESTRICTIONS OF RECORD. Z 4v1j� \ ' .... \ \ X4 '.'.'.'.'.:...'..'.'.'..;... EPONDG N 1144 SHINE AVENUE, MYRTLE BEACH, S.C. 29577 (843) 839•-3545
9) AREA COMPUTED BY CROSS COORDINATE MULTIPLICATION. E \ ao L28t , ..........
Copyright �. Survey Technology. !no.. All rights reserved. Reproduction or use of f �� �rjQ L279 t2 L282 50 PAR v "• / �� \ � ... 7y L274 L27 • • • . L283 L284 + 285 0, L3p0. K of COMMfRCE WAY, SAVANNAH, 0A. 3td02 (972) 234-534Q
the contents of this document, or additions or deletions to this document, in " ro 2 3 X4
l / / S ' L272 L286 . • ... • .. • , .. " 935 NOUSTgN NCR11tCUiT BOULEVARD, Mt, PLEASANT, S.C. 28484 [phone]
whote or in part, without written consent of the land surveyor, is prohibited. Only \ - L27t Lz7Q L287 L296 f
copies from the original of this document, marked with on original signature and <p .'•'. , \ 29 {
embossed seat of the surveyor shall be considered `.a be valid, true copies. /v / ! • • • • • • L269 Q68 ., 8
y� ...... \ �� 95 `}°y:.' 1259.': , ....:. , ..': ; SHEET 1 OF 2
DRAWN BY: D. THOMAS KNIGHT MATCHLINE SHEET 2 MATCHLINE SHEET 2 MATCHLINE SHEET 2
0:\LP2004\16966-Meadowlands\dwg\ MEADOWLANDS -WET F.B. MAP NO. 24-1-29

RECEIVED
CENTEX REAL ESTATE CORPORATION ,
and DEC 16 2004
CENTEX HONES
DW / p
PROD �# Sy M 1
CERTIFIED CORPORATE RESOLUTION W2
I, the undersigned, Rebecca L. Arredondo, Assistant Secretary of Centex Real Estate Corporation,
a corporation duly organized and existing under the laws of the State of Nevada (the "Corporation") and
the sole Managing General Partner of Centex Homes, a Nevada general partnership (the "Partnership"),
do hereby certify that I have access to the records and minutes of the proceedings of the Board of
Directors of the Corporation and of the management of the Partnership; that the resolutions set forth in the
Exhibit A attached hereto, and hereby made a part hereof, were duly adopted by the Unanimous Written
Consent of the Board of Directors of the Corporation as of July 17, 2003; that the resolutions and the
adoption thereof are consistent with the laws of the State of Nevada, and with the Articles of
Incorporation and the By-laws of the Corporation; and that such resolutions have not been revoked or
amended and are now in full force and effect.
IN WITNESS WHEREOF, I have hereunto set my hand and affixed the corporate seal of the
Corporation this 13th day of December 2004.
a••"""s+a
go"!" i�STAiF Cps'••
CENTEX REAL ESTATE CORPORATION
Sole Managing General Partner of Centex Homes,
10.
q P0 R,'g' p =
a Nevada general partnership
8
# o -
.9 41
NEy A,pP��•••
Rebecca L. Arredondo
Assistant Secretary
28091v1

EDIT A
These amended and restated General Power, Division Specific Power and Project Specific Power
resolutions are effective as of July 17, 2003.
A.
As used in this resolution, "General Power" means the authority to act relating to the ordinary
course of business of Centex Real Estate Corporation (the "Corporation") generally, without restriction
to a particular Division or project, both in the Corporation's own capacity and as managing general
partner of Centex Homes, a Nevada general partnership (the "Partnership").
As used in this resolution, "Division Spec Power" means the authority to act relating only to
the ordinary course of business of a Division over which the officer or manager in question has
management responsibility, both in the Corporation's own capacity and as managing general partner of
the Partnership; provided, however, that when used with respect to any Regional Division of the
Partnership operating in the on -your -lot market segment, "Division Specific Power" means the authority
to act relating only to the ordinary course of business of such Regional Division, or any Division within
such Regional Division, over which the officer or manager in question has management responsibility,
both in the Corporation's own capacity and as managing general partner of the Partnership.
As used in this resolution, "Project Specific Power" means the authority to act relating only to
the ordinary course of business for specific projects within a Division over which the officer or manager
in question has management responsibility, both in the Corporation's own capacity and as managing
general partner of the Partnership.
B. RESOLUTIONS.
RESOLVF,D, that the following officers and managers of the Corporation shall have the General
Power, the Division Specific Power or the Project Specific Power, as indicated in the charts below, and
authority to execute and deliver on behalf of the Corporation, both in the Corporation's own capacity and
as managing general partner of the Partnership, with or without a corporate seal, the following:
I. Other than the documentation relating to storm water management described in Section
IX. below, applications, tentative and final subdivision plats and maps, development
agreements and all other documents that are relevant or incident to the development of
real property in which the Corporation or the Partnership has any interest:
General Power
Division Spec&* Power
Project Specok Power
Chaimian of the Board
Division President
Development Manager
President
Division Manager
Land Development Manager
Executive Vice President
Division Vice President
Project Manager
Senior Vice President
Division Controller or
Division Chief Financial
Officer
Area Manager
Vice President
Regional Chief Financial
Officer or Regional Controller*
Land Acquisition Manager
28091v1

* ]Zegional Financial Officer and Regional Controller have the same power as the Division
Controller and Division Chief Financial Officer in each Division within the Region.
II. Contracts for the sale of homes to consumers:
General Power
Division Speck Power
Project SpecUlc Power
Chairman of the Board
Division President
Project Manager
President
Division Manager
Area Manager
Executive Vice President
Division Vice President
Senior Vice President
Division Controller or
Division Chief Financial
Officer
Vice President Division Assistant Controller
Person designated in writing by
the Division President
Regional Chief Financial
Officer or Regional Controller*
* Regional Financial Officer and Regional Controller have the same power as the Division
Controller and Division Chief Financial Officer in each Division within the Region.
III. Deeds of conveyance and all other documents that are relevant or incident to the sale and
closing of homes to consumers:
General Power
Division Spee tc Power
Project Speck Power
Chairman of the Board
Division President
President
Division Manager
Executive Vice President
Division Vice President
Senior Vice President
Division Controller or
Division Chief Financial
Officer
Vice President
Division Assistant Controller
Assistant Secretary
Person designated in writing by
the Division President
Regional Chief Financial
Officer or Regional Controller*
* Regional Chief Financial Officer and Regional Controller have the same power as the Division
Controller and Division Chief Financial Officer in each Division within the Region.
28091v1

IV. Contracts, deeds and all other documents that are relevant or incident to the lease,
purchase or sale of real property (other than the sale and closing of homes to consumers):
V
VI.
28091v1
Loan agreements, security agreements, promissory notes, deeds of trust and all other
documents (but specifically excluding guaranties) that are relevant or incident to the
financing of the purchase and/or development of real property:
Documents necessary to obtain Department of Real Estate Public Reports or similar
documents in California and other states (such as, without limitation, Arizona and
Nevada):
General Power
Divislon Specy1c Power
Project Spec fic Power
Chairman of the Board
Division President
Development Manager
President
Division Manager
Land Development Manager
Executive Vice President
Division Vice President
Project Manager
Senior Vice President
Division Controller or
Division Chief Financial
Officer
Area Manager
Vice President
Division Assistant Controller
Land Acquisition Manager
Regional Chief Financial
Officer or Re ional Controller*
* Regional Chief Financial Officer and Regional Controller have the same power as the Division
Controller and Division Chief Financial Officer in each Division within the Region.

VII. Contracts for purchasing or leasing goods and services, including, but not limited to,
construction agreements and land development agreements:
General Power
Divislon Specific Power
Project Sped#* Power
Chairman of the Board
Division President
Land Development Manager
President
Division Manager
Development Manager
Executive Vice President
Division Vice President
Project Manager
Senior Vice President
Division Controller or
Area Manager
Division Chief Financial
Officer
Vice President
Assistant Controller
Land Acquisition Manager
Purchasing Manager
Purchasing and
Manager
i0fficer
Construction Services
Chief Financial
r Regional Controller*
* Regional Chief Financial Officer and Regional Controller have the same power as the Division
Controller and Division Chief Financial Officer in each Division within the Region.
VIII. Guaranties of indebtedness:
28o91v1

DX. Notices of Intent, Notices of Termination, storm water pollution prevention plans,
reports, certifications or other documentation that is relevant or incident to storm water
management in the development of real property and/or construction of homes in which
the Corporation or the Partnership has any interest, and which will be submitted to a
governmental authority;
General Power
Division Spec fc Power
Project Spect lc Power
Chairman of the Board
Division President
Land Development Manager
President
Division Manager
Project Manager
Executive Vice President
Division Vice President
Area Manager
Senior Vice President
Division Controller or
Division Chief Financial
Officer
Vice President
Regional Chief ]Financial
Officer or Regional Controller*
* Regional Financial Officer and Regional Controller have the same power as the Division
Controller and Division Chief Financial Officer in each Division within the Region.
; and further
RESOLVED, that all lawful acts specifically described in the immediately preceding resolution,
undertaken prior to the adoption of such resolution by any Assistant Secretary of the Corporation, either
in the Corporation's own capacity or as managing general partner of the Partnership, are hereby ratified,
confirmed and adopted by the Corporation.
28091vl

CENTEX REAL ESTATE CORPORATION
CERTIFICATE OF INCUMBENCY
The undersigned, Rebecca L. Arredondo, hereby certifies that she is duly elected and presently
serving as Assistant Secretary of Centex Real Estate Corporation, a Nevada corporation (the "Corporation")
and the sole Managing General Partner of Centex Homes, a Nevada general partnership, and that on this date
the following individual is cunvntly serving as an acting officer of the Corporation, such individual
holding the office set forth opposite such individual's name:
Name Offcc
Michael P. Wyatt President (SC - Myrtle Beach Division)
IN WITNESS WHEREOF, I have hereunto affixed my signature and the corporate seal of the
Corporation this 13th day of December, 2004.
CENTEX REAL ESTATE CORPORATION,
Sole Managing general partner of Centex Homes,
a Nevada general partnership
Rebecca L. Aaredondo
Assistant Secretary
M31786v1Q.ega> 4*ff t of lncwnbency (20041213) CENTER REAL E

THOMAS & HUTTON ENGINEERING CO.
1144 SHINE AVENUE
POST OFFICE BOX 8000 (29578)
MYRTLE BEACH, SOUTH CAROLINA 29577
TELEPHONE [phone]
FAX [phone]
Letter Of Transmittal
TO: Linda Lewis
Division of Water Quality
Stormwater Unit
127 Cardinal Drive Ext.
Wilmington, NC 28405-3845
FROM: Ida Hussey
DATE: January 25, 2005
RE: Meadowlands Phase 1
JOB #: 1,6177.300
RECEIVED
JAN 2 6 2005
DWQ
PROD # 56V 80
We are sending you X Attached _ Under Separate Cover Via- FedEx the following items:
Copies Date Description
1 Original Signed Application
For Approval X For Your Use _As Requested _ For Review and Comment
Remarks:
Please find the attached per your comments. If everything is in order please fax or email the approval as
soon as possible. Thank you for your time and attention with this matter.
Signed:
N:\16177\flocs\correspondence\Storinwater-Lewis-T-signed application.doc

T HOMAS & H UTTON ENGINEERING CO.
935 HOUSTON NORTHCUTT BOULEVARD
POST OFFICE BOX 1522
MOUNT PLEASANT, SOUTH CAROLINA 29465-1522
TELEPHONE [phone]
FAX [phone]
January 20, 2005
Ms. Linda Lewis
Environmental Engineer
DIVISION OF WATER QUALITY
NORTH CAROLINA DENR
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Re: Meadowlands Phase 1
Stormwater Project No. SW8 041119
J-16177.300
Dear Ms. Lewis:
JAN 2 1 2np5
BY:
I am enclosing two copies of a revised sheet 19 containing the correct temporary pool elevations
per your email comment dated 1/19/05.
We respectfully request that you review this package and, when you are satisfied, issue a
Stormwater Management Permit for the project. Give me a call at [phone] or email me at
[e-mail] if you have any questions.
Sincerely,
THOMAS & HUTTON ENGINEERING CO.
Michael C. Roach
cc: Jim Green / Centex Homes
nA16177\dots\16177 applications\denr stormwater\lewis001doc
50 PARK OF COMMERCE WAY • P.O. BOX 2727 • SAVANNAH, GA 31402-2727 • TELEPHONE [phone] • FAX [phone]
1144 SHINE AVENUE • P.O. BOX 8000 • MYRTLE BEACH, SOUTH CAROLINA 29578 • TELEPHONE [phone] • FAX [phone]

SW8 041119 Meadowlands Phase I
Subject: SW8 041119 Meadowlands Phase I
From: Linda Lewis <[e-mail]>
Date: Wed, 19 Jan 2005 16:43:40 -0500
To: "Guinn, Eddie" <[e-mail]>
Eddie:
In addition to my previous email, I notice that the Temporary Pool Elevations
listed in the Pond Elevation Table on sheet 19 are incorrect. Please revise those
elevations to correspond to the Temporary Pool elevations used in the calculations
and reported on the supplements.
Thanks,
Linda
1 of 1 1/19/2005 4:56 PM

[Fwd: Meadowlands]
Subject: [Fwd: Meadowlands]
From: Linda Lewis <[e-mail]>
Date: Wed, 19 Jan 2005 16:44:18 -0500
To: "Guinn, Eddie" <[e-mail]>
EQdle:
Just making sure you got my previous email.
Linda
Subject: Meadowlands
From: Linda Lewis <[e-mail]>
Date: Wed, 19 Jan 2005 12:49:40 -0500
To: [e-mail]
Eddie.
The weir situation has at long last, been resolved. My only remaining problem is
that I sent you the original signature page 4 of the application for you to
initial, but you sent me back a photocopy. I cannot accept a photocopied signature.
Please return the original signature page to me with the initials, as requested.
The permit has been drafted and upon receipt of the original signature page, I am
prepared to issue the permit.
Thanks,
Linda
Meadowlands Content -Type: message/rfc822
Content -Encoding: 7bit
1 of 1 1/19/2005 4:56 PM

Meadowlands
Subject: Meadowlands
From: Linda Lewis <[e-mail]>
Bate: Wed, 19 Jan 2005 12:49:40 -0500
To: [e-mail]
Eddie:
The weir situation has at long last, been resolved. My only remaining problem is
that I sent you the original signature page 4 of the application for you to
initial, but you sent me back a photocopy. I cannot accept a photocopied signature.
Please return the original signature page to me with the initials, as requested.
The permit has been drafted and upon receipt of the original signature page, I am
prepared to issue the permit.
Thanks,
Linda
1 of 1 1/19/2005 12:49 PM

THOMAS & HUTTON ENGINEERING CO.
935 HOUSTON NORTHCUTT BOULEVARD
POST OFFICE BOX 1522
MOUNT PLEASANT, SOUTH CAROLINA 29465-1522
January 12, 2005 TELEPHONE [phone]
FAX [phone]
Ms. Linda Lewis
Environmental Engineer
DIVISION OF WATER QUALITY
NORTH CAROLINA DENR
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Re: Meadowlands Phase 1
Stormwater Project No. SW8 041119
J-16177.300
Dear Ms. Lewis:
I am enclosing three sets of construction plans and supporting documents revised per the
comments in your letter of 1/6/05. In response to your comments, we offer the following:
1. The revised design calculations have been sealed.
2. Original initials have been added to Page 4 of the application.
3. Ponds 5 & 6 have been adjusted in order to allow for sediment storage while keeping a
minimum depth at 3feet.
4. The weir equation used in our calculations assumes the weir has 2 end contractions. See our
response to comment 5 below for further information.
5. We have used Equation 6.7 from the DeKalb County Georgia Public Works Stormwater
Management Manual to calculate discharge from the water quality weirs in each pond. The
expression within the first set of brackets, 3.27 + .04(H/Hc), functions as the weir coefficient
C normally would in the weir equation. I am enclosing chapter 6 of this document for your
reference. Equation 6.7 is given and illustrated on page 8. The values of L and H are
identified in our design calculations. Where Equation 6.7 uses Hc, we use a variable called P.
We respectfully request that you review this package and, when you are satisfied, issue a
Stormwater Management Permit for the project. Give me a call at [phone] or email. mP at
[e-mail] if you have any questions.
Sincerely,
THOMAS & HUTTON ENGINEERING CO.
j�
Edward R. Guinn, Jr., P.E.
cc: Jim Green / Centex Homes
nA16177Wocs\16177 applicationsWenr stormwaterVewis002.doc
-x '�,TED
JAN 1 3 LUU5
SY:
50 PARK OF COMMERCE WAY • P.O. BOX 2727 • SAVANNAH, GA 31402-2727 • TELEPHONE [phone] • FAX [phone]
1144 SHINE AVENUE • P.O. BOX 8000 • MYRTLE BEACH, SOUTH CAROLINA 29578 • TELEPHONE [phone] • FAX [phone]

o�0F W A-rA- Michael F. Easley, Governor
William G. Ross, Jr., Secretary
r? r North Carolina Department of Environment and Natural Resources
a Alan W. Klimek, P.E. Director
Division of Water Quality
January 6, 2005
Mr. Michael P. Wyatt, Division President
Centex Homes
2050 Corporate Centre Drive, Suite 200
Myrtle Beach, SC 29577
Subject: Request for Additional Information
Stormwafer Project No. SW8 041119
Meadowlands Phase I
Brunswick County
Dear Mr. Wyatt:
The Wilmington Regional Office received previously requested information regarding the
Express Stormwater Management Permit Application for Meadowlands Phase I on December
21, 2004. A preliminary review of that information has determined that the application is not
complete. The following information is needed to continue the stormwater review:
1. Please seal the revised design calculations.
2. Please initial page 4 of the application, in the spaces at the top of the page and
return the original to me. Photocopied signatures are not acceptable.
3. Please specify a sediment removal elevation in Ponds 5 & 6 that is not less than
3'. All ponds must be a minimum of 3' deep at all times. Page 2 of the
supplement for these ponds is attached.
4. The weir length, L, used in the weir flow equation is supposed to be corrected for
the fact that this weir has 2 end contractions. The equation to use to determine
the corrected weir length, L, is:
L' + (.1)(N)(H), where L' is the specified weir length, N is the number of end
contractions, and H is the average head.
;. Please identify the values of C, L, and H you have substituted into the weir
equation for each pond and check the weir sizes for Ponds 1, 2, 3A, and 6.
Based on the results of my spreadsheet calculations, using the sharp -crested
weir equation and correcting for the length, each of these weirs either provides
too much or too little flow to meet the 2-5 day drawdown.
C L
H
Q
Pond 1
3.29 .19
.30
.101
Pond 2
3.27 .07
.04
.002
Pond 3
3.28 .20
.25
.082
Pond 3A
3.32 .06
.93
.191
Pond 5
3.29 .14
.13
.022
Pond 6
3.28 .15
.10
.014
North Carolina Division of Water Quality
1-7 Cardinal Drive Extension
Phone [phone]
customer servicel-877-623-6748
Wilmington Regional Office
Wilmington, :RC 28405-3845
FAX [phone]
Internet: h2o.enr.state.nc,us ne erthCarohna
An Equal Opportunity/Affirmative Action Employer- 50% Recycled110% Post Consumer Paper
Na'&M4

Mr. Wyatt
January 6, 2005
Stormwater Application No. SW8 041119
Please note that this request for additional information is in response to a preliminary
review. The requested information should be received by this Office prior to January
13, 2005, or the application will be returned as incomplete. The return of a proiect will
necessitate resubmittal of all required items, including the application fee.
If you need additional time to submit the information, please mail or fax your request for
a time extension to the Division at the address and fax number at the bottom of this
letter. The request must indicate the date by which you expect to submit the required
information. The Division is allowed 90 days from the receipt of a completed
application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under
an approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and
is subject to enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any
original documents that need to be revised have been sent to the engineer or agent. All
original documents must be returned or new originals must be provided. Copies are not
acceptable. If you have any questions concerning this matter please feel free to call me
at [phone].
Sincerely,
47�ku
"
Linda Lewis
Environmental Engineer
RSS/arl: S:IWQSISTORMWAT\ADDINF0120051041119.jan05
cc: Ed Guinn, P.E., Thomas and Hutton
Linda Lewis
Page 2 of 2

THOMAS & HUTTON ENGINEERING CO.
935 HOUSTON NORTHCUTT BOULEVARD
POST OFFICE BOX 1522
MOUNT PLEASANT, SOUTH CAROLINA 29465-1522
TELEPHONE [phone]
FAX [phone]
EC 9 12004
kiY:
December 17.2004
Ms. Linda Lewis
Environmental Engineer
DIVISION OF WATER QUALITY
NORTH CAROLINA DENR
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Re: Meadowlands Phase 1
Stormwater Project No. SW8
d-16177.300
Dear Ms. Lewis:
I am enclosing three sets of construction plans and supporting documents revised per the
comments in your letter of 11/22/04. In response to your comments, we offer the following:
1. All wetlands on site have been labeled. There are no wetland impacts.
2. Signed and notarized wet pond supplements for ponds 1, 2, 3, 5, and 6 are attached.
3. We are attaching documents from Centex affirming that Michael P. Wyatt has sufficient
authority to sign the application and related documents.
4. The calculations now match the application form.
5. We have added wet detention basins 5 and 6 to treat stormwater runoff from the areas
described in this comment. See sheets 9, 10, and 14A.
6. We are enclosing a new vicinity map showing the project in relation to the intersection of
two major roads.
7. The proposed deed restrictions are included in this package.
8. Cameron Weaver and I resolved this comment on 11/23/04.
9. We have revised the weir calculations to use the orifice equation I described in my recent
email. The plans and calculations include the revised weirs.
10.Our calculations indicate that the temporary storage volume provided for all ponds is
sufficient.
11. All of our forebays are the same depth as their corresponding pond. Therefore, the 20%
volume requirement in the forebay is of no consequence.
nA16177\docs\16177 applications\denr stormwater\1ewis001.doc
50 PARK OF COMMERCE WAY • P.O. BOX 2727 • SAVANNAH, GA 31402-2727 • TELEPHONE [phone] • FAX [phone]
1144 SHINE AVENUE • P.O. BOX 8000 • MYRTLE BEACH, SOUTH CAROLINA 29578 • TELEPHONE [phone] • FAX [phone]

12. Ponds 1, 2, and 3 are designed to treat runoff from their drainage basins at buildout. Pond 3A
has its own water quality control structure and is designed to treat runoff from its drainage
basin at buildout. For this reason, the drainage areas of ponds 3 and 3A are drawn separately.
Only the forebay for pond 3A will be constructed in Phase 1. The pond will be expanded in a
future phase. Ponds 5 and 6 are temporary. They are designed to treat runoff from Phase 1
only. In future phases, ponds 5 and 6 will be replaced with permanent wet detention basins.
The attached Pond Drainage Basins exhibit shows only the ponds and their respective
drainage basins.
13. The pond section detail has been added to sheet 19. The enclosed grassing specification has
been revised to include pond vegetation.
14. The permanent pool contour for each pond has been dimensioned on sheet 6.
15. Per our email correspondence, all phases of this development will be high density. For this
reason, a Master Plan is not needed.
We respectfully request that you review this package and, when you are satisfied, issue a
Stormwater Management Permit for the project. Give me a call at [phone] or email me at
[e-mail] if you have any questions.
Sincerely,
THOMAS & HUTTON ENGINEERING CO.
Edward R. Guinn, Jr., P.E.
cc: Jim Green / Centex Homes
nA16177\docs\16177 applications\denr stormwater\lewis001.doc

The following covenants are intended to ensure ongoing compliance with State
Stormwater Management Permit Number SW8 , as issued by the Division
of Water Quality under NCAC 2H.1000.
1. The State of North Carolina is made a beneficiary of these covenants to the extent
necessary to maintain compliance with the stormwater management permit.
2. These covenants are to run with the land and be binding on all persons and parties
claiming under them.
3. 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.
4. Alteration of the drainage as shown on the approved plan may not take place
without the concurrence of the Division of Water Quality.
5. The maximum allowable built -upon area per lot is 4000 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.
6. All runoff from the built -upon areas 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 to collect lot runoff and directing them into the stormwater system or into
the street. Lots that will naturally drain into the system are not required to provide
these additional measures.
The preceding provisions will be included in the Covenants and Restrictions for all
parcels sold at the Meadowlands Phase 1 development by Centex Homes.
CENTEX HOMES
By: Michal P. Wyatt
Its: Division President
Date

Re: Meadowlands Phase 1
Subject: Re: Meadowlands Phase 1
From: Linda Lewis <[e-mail]>
Date: Fri, 10 Dec 2004 08:58:22 -0500
To: "Guinn, Eddie" <[e-mail]>
Mr. Guinn:
According to my Standard Handbook for Civil Engineers (Merritt, Third Edition,
McGraw-Hill, 1983) , the equation you cited is the correct equation for use with a
sharp -crested .rectangular weir.
The temporary pool volumes in ponds 2 and 3 are deficient. The temporary pool
volume is measured beginning at the permanent pool elevation and ending at the
temporary storage elevation. Straight line interpolation is used to determine the
height of the 111 runoff volume sitting on top of the permanent pool area. In Pond
2, the volume at elevation 25 is zero, and the volume at elevation 26 is 24,796.
The required 1" volume is 5,539. By interpolation, the minimum height of the 111
runoff volume is 25.22, whereas you have specified only 25.2, which will be
deficient by about 500 cubic feet.
The same situation exists in Pond 3, but the volume there is deficient by over 7000
cubic feet. Perhaps the differences are due to the method you use to interpolate
the volume?
The entity that sold Centex Homes the property should have developed and permitted
a Master Plan. Is Centex Homes really the current owner of Phase I, or only the
builder? If they are only the builder, how will they place covenants and
restrictions on the properties? Perhaps Centex should get with the land owner to
discuss master planning. A Master Plan is a fairly generalized map of how things
will develop within a low density subdivision in order to maintain the density
level. However, since you have indicated that the project will be overall high
density, a Master Plan is not needed. Everything within the boundary of the entire
Meadowlands project now and in the future, will need to propose high density
treatment in order to get a permit. In order to get a low density permit, the
entire Meadowlands development must demonstrate overall low density with treatment
for the pockets of high density and collected areas.
Linda
Guinn, Eddie wrote:
RE: Stormwater Project No. SW8
Ms. Lewis.
Please answer some questions about the comments in. yol)r. _letter dated 11/22/04.
The question numbers below correspond to your comment numbers:
9. I spoke with John Richards in my Myrtle Beach office about this comment. He
told me to use the following equation to calculate flow through a weir:
Q=3.27+0.4 (H/P) L*H1 .5
Is this the ecrsation you would like us to use?
10. What volume is deficient? We checked our calculations for the temporary pool
volume and did not find any errors. Is there a minimum permanent pool volume? If
so, where would I find the procedure to calculate it?
15. What information do you need in order to approve a Master Plan concept for
this development? We have a drainage master plan for the buildout condition, but
Centex Homes does not yet own any of the future phase areas. It is probable that
the land plan in future phases will change between now and when the phases are
submitted for permits.
*Edward R. Guinn, Jr.*
Project Manager
1 of 2 12/10/2004 9:47 AM

Re: Meadowlands Phase 1
*Thomas & Hutton Engineering Co.*
935 Houston Northcutt Boulevard - P.O. Box 1522
Mount Pleasant, South Carolina 29465-1522
[e-mail] <mailto:[e-mail]>
(P) 843-849-0200 ext.241 (F) 843-849-0203
PRIVILEGED AND CONFIDENTIAL: This electronic message and any attachments are
confidential property of Thomas & Hutton Engineering Co. The information is
intended only for the use of the person to whom it is addressed. Any other
interception, copying, accessing, or disclosure of this message is prohibited. If
you have received this message in error, please immediately notify Thomas &
Hutton Engineering Co. and purge the message received. Do not forward this
message without permission.
2 of 2 12/10/2004 9:47 AM

State of North Carolina
Department of Environment
and Natural Resources
Wilmington Regional Office
Division of Land Resources
Land Quality Section
Michael F. Easley, Governor
William G. Ross Jr., Secretary
RECEIVED
DEC 1 0 2004
BY:_
December 9, 2004
F:WA
NCDENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
NOTICE OF RECEIPT OF EROSION & SEDIMENTATION_ CONTROL PLAN
Centex Homes
Mr. Mike Wyatt, Div.President
2050 Corporate Center Drive, Suite 200
Myrtle Beach, SC 29577
Dear Mr. Wyatt:
This office has received a soil erosion and sedimentation control plan for the project listed below which was
submitted as required by the North Carolina Sedimentation Pollution Control Act (NCGS 113A-57(4)).
Please be advised that this Act requires that all persons disturbing an area of one or more acres of land must obtain
approval of a soil erosion control plan prior to the commencement of said land -disturbing activity (NCGS 113A-54(d)(4)).
The Act further states that this plan must be filed a minimum of 30 days prior to the activity and the approving authority must
approve or disapprove the submitted plan within 30 days of receipt. Failure of the approving authority to approve or
disapprove the submitted plan within the 30 day period will be deemed approval of the plan if the submitted plan is complete.
Commencement or continuation of a land -disturbing activity under the jurisdiction of this Act prior to the approval of an
erosion & sediment control plan is a violation of the Act.
A copy of any erosion and sediment control plan which could involve the utilization of ditches for the purpose of
dewatering or lowering the water table is forwarded by this office to the Division of Water Quality (DWQ). It is suggested that
you contact the Division of Water Quality at [phone] if any ditches shown on your plan will lower the water table.
We have performed a preliminary review of your submitted plan and have determined that additional information
will be necessary before a final review can be completed. Enclosed is a checklist of items that must be submitted before
we can complete the review process. Failure to provide the additional information may result in disapproval of your plan.
The approval of an erosion and sediment control plan is conditional on the applicant's compliance with Federal and
State water quality laws, regulations and rules.
If you have questions or need additional information, please do not hesitate to contact this office. Your cooperation
in this matter is appreciated and we look forward to working with you on this project.
Sincerely, ,
Carol N. Miller, CPESC
Assistant Regional Engineer
CNM/asb
WiRO-LQS; WiRO-WQS-SW
cc: Edward R. Guinn, Jr., PE; Thomas If Hutton
PROJECT NAME: Meadowlands, Phase 1
PROJECT NO.: Bruns-2005-159 - EXPRESS OPTION
LOCATION: SR 1302 B 1303 - Brunswick County
RIVER BASIN: Lumber
SUBMITTED BY: Thomas & Hutton
DATE RECEIVED BY L.Q.S.: December 9, 2004
127 North Cardinal Drive, Wilmington, N.C. 28405-3845 • Telephone [phone] • Fax [phone]
An Equal Opportunity Affirmative Action Employer

NORTH CAROLINA DEPARTMENT of ENVIRONMENT & NATURAL RESOURCES
LAND QUALITY SECTION WILMINGTON REGIONAL OFFICE
PROJECT NAME: Meadowlands, Phase 1 DATE: December 7, 2004
PROJECT NUMBER: Bruns-2005-159 - EXPRESS OPTION COUNTY: Brunswick
EROSION & SEDIMENT CONTROL PLAN PRELIMINARY REVIEW CHECKLIST
To expedite the approval process, a cursory review of your submitted Erosion and Sediment Control Plan application
has been made and has shown the need for additional information as specified below. To meet our review schedule,
any additional information should be received by this Regional Office no later titan December13, 2004. Failure to
meet this schedule may result in disapproval of your plan.
LOCATION INFORMATION
Project location (roads, streets, landmarks)
North arrow and scale
GENERAL SITE FEATURES (Plan elements)
Legend: North arrow, scale, etc.
Property lines
Existing contours (topographic lines)
Proposed contours
Limits of disturbed area (provide acreage total, delineate
limits, and label)
Planned and existing building locations and elevations
Planned & existing road locations & elevations
Lot and/or building numbers
Geologic features: rock outcrops, seeps, springs,
wetland and their limits, streams, lakes, ponds, dams, etc
Easements and drainageways
Profiles of streets, utilities, ditchlines. etc.
Stockpiled topsoil or subsoil locations
If the same person conducts the land -disturbing activity
& any related borrow or waste activity, the related borrow
or waste activity shall constitute part of the land -
disturbing activity unless the borrow or waste activity is
regulated under the Mining Act of 1971, or is a landfill
regulated by the Division of Solid Waste Management.
If the land -disturbing activity and any related borrow or
waste activity are not conducted by the same person,
they shall be considered separate land -disturbing
activities and must be permitted either through the
Sedimentation Pollution Control Act as a one -use borrow
site or through the Mining Act.
EROSION CONTROL MEASURES (on plan)
Legend
Location of temporary measures
Location of permanent measures
Construction drawings and details for
temporary and permanent measures
Maintenance requirements of measures
Contact person responsible for maintenance
SITE DRAINAGE FEATURES
Existing and planned drainage patterns (Include off -site
areas that drain through project)
Method of determination and calculations for Acreage of
land being disturbed
Size and location of culverts and sewers
Soil information: type, special characteristics
Soil information below culvert storm outlets
Name and classification of receiving water course or
name of municipal operator (only where stormwater
discharges are to occur)
OTHER INFORMATION: Please see attached sheet.
STORMWATER CALCULA'NONS
Preconstruction runoff calculations for each outletfrom the site
(at peak discharge points)
Design calculations for peak discharges of runoff (including the
construction phase & the final runoff coefficients of the site)
Design talcs of culverts and storm sewers
Discharge and velocity calculations for open channel and ditch
flows(easement & right-of-ways)
Design talcs of cross sections and method of stabilization of
existing and planned channels (include temporary linings)
Design talcs and construction details of energy dissipators
below culvert and storm sewer outlets (diameters & apron
dimensions)
VEGETATIVE STABILIZATION
Area & acreage to be vegetatively stabilized
Method of soil preparation
Seed type & rates (temporary & permanent)
Fertilizer type and rates
Mulch type and rates
NOTE: Plan should include provisions for groundcover on
exposed slopes within 15 working days or 30 calendar
days (whichever is shorter), following completion of any
phase of grading; permanent groundcover for all
disturbed areas within 15 working days or 90 calendar
days (whichever is shorter) following completion of
construction or development.
FINANCIAL RESPONSIBILITY/OWNERSHIP FORM
Completed, signed & notarized FR/O Form
Accurate application fee ($50.00 per acre rounded up the next
acre with no ceiling amount)
Certificate of assumed name, if the owner is a partnership
Name of Registered Agent (if applicable)
Copy of the most current Deed for the site
NOTE: The Express Permitting Option Is available, but theyp is a
supplemental fee charge of $250.00 per acre (rounded up
to the next acre) up to eight (8) acres, after which the
Express Permitting supplement is a fixed $2,000.00 (the
normal fee continues to increase).
NARRATIVE AND CONSTRUCTJON SEQUENCE
Narrative describing the nature & purpose of the construction
activity
Construction sequence related to erosion and sediment control
(including installation of critical measures prior to the initiation
of the land -disturbing activity & removal of measures after
areas they serve are permanently stabilized)
Bid specifications related only to erosion control
12.7 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 a Telephone [phone] o Fax [phone]
An Equal Opportunity Affirmative Action Employer

Meadowlands Phase 1
Bruns-2005-159
12/9/04
Review Comments:
1. We offer the following comments regarding the proposed sediment basins on lots 19-
40. While the purpose of the basins is to divert runoff from the fill slope, the basin
outfalls are directed to the fill slope in a concentrated flow that could severely erode the
slope.
As an alternative, you may install a slope drain within the sediment basin outfall to the
base of the fill slope (detail enclosed). Another possibility would be to divert the runoff
to the proposed ponds by creating a diversion berm near the top of the fill slope. This
would also require that the lots be graded to drain the runoff towards the fronts of the
lots.
2. Provide sediment basin dimensions.
3. Provide velocities for the drainage ditch between lots 33 &34. A rip rap apron or rock
check dam is needed at the outfall. Silt fence should not be used in an area of
concentrated flow.
4. Drainage ditch calculations should be based on bare earth velocities (2.0 cubic ft/sec.)
instead of grassed lined to address the conditions during the initial construction phase of
the project. Because the velocities in most of the ditches are relatively high even with the
grass lining, some type of geo-textile lining will probably be necessary to ensure
permanent stabilization.
5. The 54 LF of HDPE on page 9 is shown outside of the clearing limits.

A?',c
Michael F. Easley, Governor
r�J �pG
William G. Ross. Jr., Secretary
North Carolina Department of Environment and Natural Resources
� y ' t.
.;,
Alan W. Klimek, P.E. Director
Division of Water Quality
November 22, 2004
Mr. Mike Wyatt, Division President
Centex Homes
2050 Corporate Centre Drive, Suite 200
Myrtle Beach, SC 29577
Subject: Request for Additional Information
Stormwater Project No. SW8 unassigned
Meadowlands Phase I
Brunswick County
Dear Mr. Wyatt:
The Wilmington Regional Office received a Stormwater Management Permit Application for
Meadowlands Phase I on November 19, 2004. A preliminary review of that information has
determined that the application is not complete. The following information is needed to
continue the stormwater review:
1. Please either delineate all wetlands on site, disturbed or undisturbed, or note on
the plans that none exist.
2. Please sign and notarize each wet pond supplement.
3. Only a person of at least the level of vice president in Centex Homes may sign
the application. The signature of the consultant or other agent can be accepted
only if accompanied by a signed letter of authorization from the president or vice
president allowing the agent sign on their behalf. This letter is required for each
new project.
4. The calculations do not match up to the application. Please complete one column
on the application for each proposed pond.
5. There are at least two other drainage areas, 5 and 6, in Phase I where the runoff
is being collected, but is not being treated in any of the proposed wet detention
ponds. Please be advised that collection systems constitute high density
development, therefore, only wet detention, dry detention with swales, infiltration,
sand filters, bio-retention or some other engineered control that provides at least
85% TSS removal may be used. Sediment basins are not sufficient to meet this
requirement.
6. Please provide a vicinity map that shows the nearest intersection of two major
roads. A major road is any 1, 2, or 3 digit NC, US or interstate highway.
7. Please provide a copy of the proposed deed restrictions to include all required
conditions and limitations as found in Sections I and VII of the attached
document.
North Carolina Division of Water Quality 127 Cardinal Drive Extension Phone [phone] Customer Servicel-877-623-6748
Wilmington Regional Office Wilmington, NC 28405-3845 FAX [phone] Internet: h2o.enr.state.nc.us
An Equal Opportunity/Affirmative Action Employer— 50% Recycled/10% Post Consumer Paper
None Carolina
y,4711rY

Mr. Wyatt
November 22, 2004
Stormwater Application No. SW8 unassigned
8. The express fee for a high density project is $4,000.00. You have
submitted only $2,000.00. There is a complicated formula that is used to
arrive at the fee split, based on acreage, number of permits, etc. For the
stormwater and erosion control permits, the fee is $4000.00 plus $50.00
per disturbed acre, and any fraction thereof. A permit cannot be issued
until the appropriate fee is paid.
9. How was the equation used to size the orifices derived? I don't recognize
it as a standard orifice or weir equation. The orifice for Pond 1 is too large.
Base on the standard orifice equation, a discharge coefficient of 0.6, and
using the average head, the pond draws down in 1.7 days.
10. For Ponds 2 and 3, the volume provided is deficient.
11. If the forebay is as deep as the pond, then the 20% volume requirement in
the forebay is of no consequence. However, if the forebay will be
shallower than the main pond, please keep the forebay volume between
18%-22% of the permanent pool volume. Any less than 18% will not
remove sufficient sediment, and any more than 22% will reduce the
amount of pond that is available at the design depth.
12. The phasing of a permitted development is not as important an issue as
the ultimate build out and drainage area for each pond. Please delineate
the single drainage area to each proposed pond. If there will be future
development, please go ahead and account for it now as a lump sum of
built -upon area. Individual pipe and catch basin drainage areas are not
necessary. I just need to see the one overall drainage area for each pond.
If Pond 3A drains to Pond 3, then include the drainage area of Pond 3A in.
the drainage area of Pond 3.
13. Please provide a detail of the pond in section view, to include the
elevations of the bottom, permanent pool and temporary pool; a 10' wide
vegetated shelf area sloped at 6:1 beginning at the permanent pool and
extending down below permanent pool; the 3:1 slope requirement above
the permanent pool; the forebay; specify the permanent grass cover to be
used on the slopes and the wetlands species plants to be planted on the
vegetated shelf.
14. Please dimension the length of every line and provide the radius of every
arc that forms the permanent pool contour for each pond.
15. It is a requirement to approve a Master Plan concept with the first phase of
a large project. This will set the development options for the current
phase, and provide the guidelines for future phases. It will also make it
easier to approve future phases. For example, you have the option to
maintain the entire development at low density levels. This means that you
will only have to collect and treat the runoff from those designated pockets
of high density and those areas that have collection piping. If you exceed
overall low density levels, everything within the Meadowlands must be
treated via engineered controls.
Page 2 of 3

Mr. Wyatt
November 22, 2004
Stormwater Application No. SW8 unassigned
Please note that this request for additional information is in response to a preliminary
review. The requested information should be received by this Office prior to November
29, 2004, or the application will be returned as incomplete. The return of a project will
necessitate resubmittal of all required items, including the application fee.
If you need additional time to submit the information, please mail or fax your request for
a time extension to the Division at the address and fax number at the bottom of this
letter. The request must indicate the date by which you expect to submit the required
information. The Division is allowed 90 days from the receipt of a completed
application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under
an approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and
is subject to enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any
original documents that need to be revised have been sent to the engineer or agent. All
original documents must be returned or new originals must be provided. Copies are not
acceptable. If you have any questions concerning this matter please feel free to call me
at [phone].
Sincerely,
GccU
Linda Lewis
Environmental Engineer
RSS/arl: S:IWQSISTORMWATIADDINFO120041meadowlands.nov04
cc: Jim Green, P.E., Thomas & Hutton
Linda Lewis
Page 3 of 3

PROJECT NARRITIVE FOR MEADOWLANDS PHASE 1
Meadowlands Phase 1 is a proposed planned unit development adjacent to the
Meadowlands Golf Club in southern Brunswick County. The proposed residential
development will ultimately consist of 275 combined lots for phases 1 through 3. Phase 1
consists of 92 residential lots, water system, sewer system, drainage system, and roads.
Sediment and erosion control devices will consist of temporary silt fencing, grassing and
sodding, stone check dams, rip -rap stabilization at drainage outlets and ditch
intersections, curb inlet protection, and grate inlet protection. All drainage from this
project will flow into the Shingletree Canal. The drainage system and detention facilities
will be privately owned and maintained. The drainage outfalls to the wet detention ponds
have been provided with rip rap stabilization. All sediment and erosion control devices
will be in -place prior to construction or constructed as necessary. The project engineer
and designated agents for the owner will monitor all sediment and erosion control devices
during construction. The sediment and erosion devices will be removed after permanent
stabilization of the site has been accomplished.
The wet detention basins will be utilized for sediment and erosion control during
construction and will be cleaned out and returned to original conditions prior to use as a
wct detention basin. These basins will have a forebay at each pipe inlet that has been
sized based on the amount of runoff entering the basin from each drainage area.
Maintenance for each detention basin will be provided by the Meadowlands Home
Owners Association as required by the NCDENR. Temporary pumping equipment will
be utilized to drain the basin for maintenance or an emergency.
CONSTRUCTION SEQUENCE
1. SILT FENCE AND CONSTUCTION EXIT
2. CLEARING AND GRUBBING
3. ROUGH GRADING
4. SEWER SYSTEM
5. STORM DRAINAGE SYSTEM
6. OTHER EROSION CONTROL
7. WATER SYSTEM
8. ROADS
9. FINAL GRASSING
RECEIVED
NOV 2 3 2004
DWQ
PROD #
CADocuments and Settings\iah_myr\Local Settings\Temporary Internet Files\OLK53ATroject Narrative (3).doc

Re: Meadowlands Phase 1
Subject: Re: Meadowlands Phase 1
From: Linda Lewis <[e-mail]>
Date: Thu, 16 Dec 2004 08:54:06 -0500
To: "Guinn, Eddie" <[e-mail]>
Mr. Guinn:
I believe that I had received this via email a few days ago, and indicated that the
document would be acceptable.
Linda
Guinn, Eddie wrote:
RE: Stormwater Project No. SW8
Ms. Lewis,
This is a follow up to the email I sent you on 12/13/04. Centex Homes has
determined that Jim Green does not have authority to sign, but that Michael P.
Wyatt does have this authority.
Please answer some questions about the comments in your letter dated 11/22/04.
The question numbers below correspond to your comment numbers:
3. The attached document is a certified copy of the General Powers Resolution
adopted by Centex Homes, a Nevada general partnership. Section B., IX. explicitly
grants Division Specific Power to the Division President to sign documents
relevant to the storm water management of any specific project untaken by his or
her Division. The attached Certificate of Incumbency affirms that Michael P.
Wyatt is the current Division President. Do you require any further demonstration
that Mr. Wyatt has authority to sign the Stormwater Management Permit Application
and related forms for Meadowlands Phase 1?
*Edward R. Guinn, Jr.*
Project Manager
*Thomas & Hutton Engineering Co.*
935 Houston Northcutt Boulevard - P.O. Box 1522
Mount Pleasant, South Carolina 29465-1522
[e-mail] <mailto:[e-mail]>
(P) 843-849-0200 ext.241 (F) 843-849-0203
PRIVILEGED AND CONFIDENTIAL: This electronic message and any attachments are
confidential property of Thomas & Hutton Engineering Co. The information is
intended only for the use of the person to whom it is addressed. Any other
interception, copying, accessing, or disclosure of this message is prohibited. If
you have received this message in error, please immediately notify Thomas &
Hutton Engineering Co. and purge the message received. Do not forward this
message without permission.
1 of 1 1/3/2005 6:06 PM

Re: Meadowlands Phase 1
Subject: Re: Meadowlands Phase 1
From: Linda Lewis <[e-mail]>
Date: Mon, 13 Dec 2004 17:33:30 -0500
To: "Guinn, Eddie" <[e-mail]>
Mr. Guinn:
Yes, a Power of Attorney certainly qualifies as authority to sign. Thank you.
Linda
Guinn, Eddie wrote:
RE: Stormwater Project No. SW8
Ms. Lewis,
Please answer some questions about the comments in your letter dated 11/22/04,
The question numbers below correspond to your comment numbers:
3. The attached document is a General Powers Resolution that has been adopted by
Centex Homes, a Nevada general partnership. Section B., IX. explicitly grants
Project Specific Power to the Land Development Manager to sign documents relevant
to the storm water management of a specific project. The Land Development Manager
in charge of the Meadowlands Phase 1 project is James Green. Is this document
sufficient demonstration that Mr. Green has authority to sign the Stormwater
Management Permit Application and related forms for Meadowlands Phase 1?
*Edward R. Guinn, Jr.*
Project Manager
*Thomas & Hutton Engineering Co.*
935 Houston Northcutt Boulevard - P.O. Box 1522
Mount Pleasant, South Carolina 29465-1522
[e-mail] <mailto:[e-mail]>
(P) 843-849-0200 ext.241 (F) 843-849-0203
PRIVILEGED AND CONFIDENTIAL: This electronic message and any attachments are
confidential property of Thomas & Hutton Engineering Co. The information is
intended only for the use of the person to whom it is addressed. Any other
interception, copying, accessing, or disclosure of this message is prohibited. If
you have received this message in error, please immediately notify Thomas &
Hutton Engineering Co. and purge the message received. Do not forward this
message without permission.
1 of 1 1/3/2005 6:05 PM

THOMAS & HUTTON ENGINEERING CO.
935 HOUSTON NORTHCUTT BOULEVARD
POST OFFICE BOX 1522 J
MOUNT PLEASANT, SOUTH CAROLINA 29465-1522 /
TELEPHONE [phone] /.
FAX [phone] i
VIA FEDEX
V'
November 19, 2004
Ms. Linda Lewis
NCDENR — Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
RE: Meadowlands Phase 1
Stormwater Management Application
3-15177.300
Dear Ms. Lewis:
On behalf of Centex Homes, we are pleased to submit the Stormwater Management
Application for the referenced project. The following items are attached for your review:
• One (1) copy and one (1) original Permit Application
•Two (2) sets Construction Plans
•Two (2) copies of Construction Specifications
*One (1) copy of the Design Calculations
• Check in the amount of $2,000.00 for fee
•Two (2) copies of Project Narrative with Construction Sequence
. One (1) copy of the Wet Detention Basin Supplement for each lake.
Please review the application, and if everything is in order, we respectfully request
NCDENR approval of the application. We appreciate your assistance with this project.
Please call if you have any questions.
Sincerely,
THOMAS & HUTTON ENGINEER G CO.
Edward R. Guinn, Jr., P.E.
Enclosures: As listed above
cc: James Green, P.E. / Centex Homes
Y�ECEIVED
NOV 1 9 2004
BY: 5AA
N' 5�1°AIlR ��irfMERL"� W7AYOr� Q."BU)( 27 �SXMkKPo�C�i, 6 T402-2727 • TELEPHONE [phone] • FAX [phone]
1144 SHINE AVENUE • P.O. BOX 8000 • MYRTLE BEACH, SOUTH CAROLINA 2957E • TELEPHONE [phone] • FAX [phone]

THOMAS & HUTTON
ENGINEERING CO.
To:
Cornpany:
Fax No.:
cc:
IaWInc �1)MW
ErAffim,ity'-
j/
❑ Urgent
❑ Please Comment
Message:
FACSDAME COVER SHEET
From: .f
Date: "I
No. of Pages Including This:
❑ For Your Use
❑ Please Review
INA
❑ As Requested
1144 Shine Avenue, j,64yrtle Beach, South Carolina 29678 843-839-3546 M 843-839-3565 ( )
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North Carolina Department of Environment and Natural Resources
127 Cardinal Drive Extension, Wilmington. NC 28405 [phone] FAX [phone]
Request for Express Permit Review
FILL-IN all information below and CHECK required Permks).
FAX to Cameron Weaver along with o¢ ¢fie rev ew date, unless prior rrave and li!Z Ins Ofarrangements are made.
Projects must be submifted by 9 00 A.M.
APPLICANT Name Mike W aft
Company Centex Home
Address 2050 Corporate Centre Drive. Ste. 266 CityfStaie M rtle BeachfSC Zip 29577 County Hoy ► —
Phone [phone] Fax [phone] Email
PROJECT Name Meadowlands Phase 1
ENGINEER/CONSULTANT Eddie Guinn P.E.
Company Thomas -Hutton Engineering
Address 1144 Shine Avenue City/State II F rtl a B8a3h s39.3565 Email
295� County_ Horny
Phone_ (1143) 839-3545
ElSTREAM.ORIGINATION CERTIFICATION o_.e__ ___eesa__vooa__ : _..._._- ---- --- __�---- --- -----------_._ .
❑ STORM WATER - ❑ Low Density ® High Density -Detention Pond ❑ High Density -Other
❑ Low Density -Curb & Gutter ❑ High Density -Infiltration ❑ Off Site
---------.... ...
COASTAL ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
MANAGEMENT ❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
......... ----_... ....... —...... --- ---
_3
0 LAND QUALITY Z Erosion and Sedimentation Control Plan with _.__. 7___-._acres to be disturbedN------
.----------- ----------- -- -- --
❑ WETLANDS (401) ❑ No Wetlands on Site (letter from COE) []Wetlands Delineated/No JD
❑ Greater than 0.1 AC Wetlands Impacted ZJurisdictional Determination has been done
❑ Less than 0.1 AC Wetlands Impacted []Greater than 0.5 AC Wetlands Impacted
.......... ...... __ --------- _.....................
The legislation allows additional fees, not to exceed 50% of the original Express Review permit application
fee, to be charged for subsequent reviews due to the insufficiency of the permit applications.
SUBMITTAL DATES:
SW
LAMA
LOS
401
For DENR use only
Fee Split for multiple permits:
Total Fee, Amount $
ZO 'd
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Meadowlands r asc x is a proposed planned unit development adjacent to the
AC
Meadowlands Golf Club in southern Brunswick County.s for ph eslroposed throug 3 SPhase�
development will ultimately consist of 27combined 1
consists of 92 residential lots, water system, sewer systeri, drainage system, and roads.
Sediment and erosion control devices will consist of temporary silt fencing, grassing and
sodding, stone check dams, rip rap stabilization at drainage outlets and ditch
intersections, curb inlet protection, and grate inlet protection. All drainage from this
project will flow into the Shingletree Canal. The drainage system and detention facilities
will be privately owned and maintained. The drainage outfalls to the wet detention ponds
have been provided with rip rap stabilization. All sediment and erosion control devices
will be in -place prior to construction or constructed as necessary. The project engineer
and designated agents for the owner will monitor all sediment and erosion control devices
during construction. The sediment and erosion devices will be removed after permanent
stabilization of the site has been accomplished.
CONSTRUCTION SEQUENCE
1. SILT I?ENCE AND CONSTUCTION EXIT
2. CLEARING AND GRUBBING
3. ROUGH GRADING
4. SEWER SYSTEM
5. STORM DRAINAGE SYSTEM
6. OTT ER EROSION CONTROL
7. WATER SYSTEM
8. ROADS
9. NNAL GRASSING
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All•

THC)11 AS & HUTTON
ENGINEERING CO.
10,
Company:
Fax No.:
cc:
❑ Urgent
❑. Please Comment
FACSDlELE COVER SHEEN'
From: i]
Date: 8
No. of Pages including This:
❑ For Your Use
❑ Please Review
Message: S
❑ As Requested
1144 Shine Avenue, fdiyrtie Beach, South Carolina 29573 843 839-3545 M 843-839-3555 (F)
19'd L£:9 tr00Z 6 AON 9Z99199£tr9:Xe3 03'9N3 N011nH 2 SVWOHl

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North Carolina Department of Environment and Natural Resources
127 Cardinal Drive Extension, Wilmington, NC 28405 [phone] FAX [phone]
Request for Express Permit Review
FILL-IN all information below and CHECK required Permit(B)-
FAX to Cameron Weaver along with a narrative and vicini ma-0 of the project location.
protects must be submitted by 9:00 A.M. of the review date, unless prior arrangements are made.
.APPLICANT Name Mike W att
Company Centex Home
Address 2050 Corporate Centre Drive. Ste. 200 City/State_Myrtle Ilea SC Zia 29571 County Horcy —
Phone [phone]) Fax [phone] Email
PROJECT Name Meadowlands Phase 1
ENGINEER/CONSULTANT Eddie Guinn P.E.
Company Thomas -Hutton En ineerin
Address 1144 Shine Avenue __C'ity/State FaXe B8A3� 39-3555 Email
i 295T1 County_Horry
Phone [phone]
-----.---------------------- ---------- ---------- ----------- ------------------- ..
❑ STREAl ORIGINATION CERTIFICATION
-_ -------------
STORMWATER ❑ Low Density�--.w--0000 oX High Density -Detention Pond ❑ High Density -Other
❑ h Density -Infiltration ❑ Off Site Low Density -Curb &Gutter ❑ High
—.__.---..w.----------_----....._..._
COASTAL ❑ Excavation & Fill ❑Bridges & Culverts ❑ Structures Information
MANAGEMENT ❑ Upland Development Q Marina Development ❑ Urban Waterfront
................ ------- ------------ ----------
❑ LAND QUALITY Erosion and Sedimentation Control Plan with 17 acres to be disturbed.
----------------- _._.---.....—--- —--- ---
WETLANDS (401) ❑ No Wetlands on Site (letter from COE) ❑Wetlands Delineated/No JD
❑ Greater than 0.1 AC Wetlands Impacted RIJurisdictional Determination has been done
❑ Less than 0.'1 AC Wetlands Impacted ❑Greater than 0.5 AC Wetlands Impacted
-------------------- -------- ----------------
- —---- ----...... --------------------.__.----------r... —
The legislation allows additional fees, not to exceed 50% of the original Express Review permit application
fee, to be charged for subsequent reviews due to the insufficiency of the permit applications.
SUBMITTAL DATES:
SW
CAMA
LQS
401
For DENR use only
Fee Split for multiple permits:
Total Fee Amount $
ZO'd LC:9 b00Z 6 hoN OZ89LS.90V9:Xe3 03.ON3 N01inH 2 SVWOHl

Meadowlands ra e 1 , a proposed planned unit development adjacent to the
Meadowlands Golf Club in southern Brunswick County. The proposed residential
development will ultimately consist of 275 combined lots for phases 1 through 3. Phase 1
consists of 92 residential lots, water system, sewer system, drainage system, and roads.
Sediment and erosion control devices will consist of temporary silt fencing, grassing and
sodding, stone check dams, rip-raP stabilization at drainage outlets and ditch
intersections, curb inlet protection, and grate inlet protection. All drainage from this
project will flow into the Shingletree Canal. The drainage system and detention facilities
will be privately owned and maintained. The drainage outfalls to the wet detention ponds
have been provided with rip rap stabilization. All sediment and erosion control devices
will be in -place prior to construction or constructed as necessary. The project engineer
and designated agents for the owner will monitor all sediment and erosion control devices
during construction. The sediment and erosion devices will be removed after permanent
stabilization of the site has been accomplished.
CONSTRUCTION SE UENCE
1. SILT ]FENCE AND CONSTUCTION EDIT
2. CLEARING AND GRUBBING
3. ROUGH GRADING
4. SEWER SYSTEM
5. STORM DRAINAGE SYSTEM
6. OTHER EROSION CONTROL
7. WATER SYSTEM
8. ROADS
9. MNAL GRASSING
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ENGINEERING CO.
To: tvilWA III-"v
FACSEgME COVER SHEEN'
From: -JAA 61
Date: -UA O `l
No. of Pages Including This: �'%
Company:
Fax No.. vl V U Re:
cc:
❑ Urgent
❑ Please Comment
Message:
❑ For Your Use
❑ Please Review
❑ As Requested
1 U4 Shine Avenue, MyrNe Beach, South Caroline 29578 84M39.3545 M 843-8394555 (F)
l0'd LC:8 b00Z 6 ADN 9Z99199CV9:Xe3 00'9N3 NOiin[l IS SVWOHI

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North Carolina Department of EnviroNC 28405 (910)395-3ent and ral 900gsources
FAX [phone]
127 Cardinal Drive Extension, Wilmington,
Request for Express Permit Review
F1LL4N all information below and CHECK requires' Petmit(s).
FAX to Cameron Weaver along with a narrative
runless prioft attangemenlocation
ts are made.
projects must be submitted by 9:00 A.M. of the review date,
APPLICANT Name Mike W aft
Company Centex Homes
Address 2050 Co rate Centre Drive Ste. 200 City/State, tie
O8 Email
Zi 29577 County Horr�
Phone [phone] Fax [phone]
PROJECT Name Meadowlands Phase 1
ENGINEER/CpNSULTANT Eddie Guinn P.E.
Company Thomas-Huton En ineerin
L.... - Qe.nh/4zr. Zlo 29577 County_H0rry
..._....�--------------... _—.............
❑ STREAM ORIGIAIA7ION CERTIFICATION
_ .-----........ ------------ -
Low Dens High Density -Detention Pond ❑ High Density -Other
❑ STORMWATER ❑ Density ff Site
❑ low Density -Curb & Gutter ❑ High Density -Infiltration Cl❑
Bridges & Culverts ❑ Structures Information
COASTAL ❑Excavation &Fill ❑ 9
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
MANAGEMENT _---------------------__--- --..
edirnentatian Control Plan with �- acres to be disturbed.
❑ LAND QUALITY 10 Erosion and S _...... ❑ WETLANDS (401) ❑ No Wetlands on Site (letter from COE) ❑Wetlands Delineated/No JD
❑ Greater than 0.1 AC Wetlands Impacted RI�reate than 0.5termination has been AC Wetlands Impacted done
E1 Less than 0.1 AC Wetlands Impacted ❑ ..___etla _s Imp
-`ss Review permit application
The legislation allows additional fees, not to exceed 50% of the original Expre rt applications.
per
fop t� ee charded for subsequent revlew$ due to the insufficiency: of the perm
SUBMITTAL DATES:
SW
CAMA
LOS
401
For DENR use only
Fee Split for multiple permits
Total Fee Amount $
ZO 'd
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Meadowlands Phase Y is a proposed planned unit development adjacent to the
Meadowlands Golf Club in southern Brunswick County The proposed residential
development will ultimately consist of 275 combined
sdlots sten�f drainage sysor phases 1 tem, and and roads.
1
consists of 92 residential lots, water system, Y
Sediment and erosion control devices will consist of temporary silt fencing, grassing and
sodding, stone check dams, riP-raP stabilization at drainage outlets and ditch
intersections, curb inlet protection, and grate inlet protection. All drainage from this
project will flow into the Shingle -tree Canal. The drainage system and detention facilities
will be privately owned and maintained. The drainage outfalls to the wet detention ponds
n
have been provided with zip rap stabilization. All sediment and erosion control devices
will be in -place prior to construction or constructed as necessary. The project engineer
and designated agents for the owner will monitor all sediment and erosion control devices
during construction. The sediment and erosion devices will be removed after permanent
stabilization of the site has been accomplished.
CONSTRYICTION SE UEN(:E
1. S1LT FENCE AND CONSTUCTION E=
2. CLEARING AND GRUBBING
3. ROUGH GRADING
4. SEWER SYSTEM
5. STORM DRAINAGE SYSTEM
6. OTHER EROSION CONTROL
7. WATER SYSTEM
S. ROADS
9. EINAL GRASSING
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'r S Y' � „ L2 N 76'54 53 E 148.86 L96 S 73'27'37" W 21.04 L210 S 07'35'40" E 79.78 L307 � " Mt 17, PG, 312 s tie �, \
13 N 8521 14 W 21.61 I`' ..........., ....... ........... \
& HUTTON N 76'54'53" E 30,00 L97 S 76'29'33 W 77.83 L211 S 24'26'07" E 30.44 L308 N 03*40'14" E 4.95 � ..... -VI..........., ........ .. ��`� ! `� \ {'2S X \ \
EIaIGId ER ! I L4A N 48'fl1'48" E 4.24 L98 , n 109.39 rn:...`... '...... .'...'..'.'. ............. .............. i �
CO. S 75 58 22" W L212 N 73'46 11 E 32.09 L309 S 88 08 01 E 21.63 fu ':... :.'.'. \
L4 N 48'01'48" E 15,59 L99 N 04'17 20E 1.79 L213 S 86'41'44" E 52..75 L310 N 88'49'25" E 57.36 r ...'..'.'.
Edo• F-fl$?! -AZ -S ra L5 N 48'01'48" £ 18.91 L100 S 75'02'04" W 58.84 L214 S 80'25'24" E 78.13 L311 S 01`52'39" W 15.44 _ :, . '
L6 N 48'01'48" E 10.69 L101 N 30'45'39" E 11.17 L215 N •1 '40" 28,36 L312 „ 36.90 ,2g tiso Gt
10 3 W S 02`28 4Q E 1 g pis • .. ... .. , .. .. i �r 1�L7 3.5 » 54.00 L102 , „ , " r » 6 31 .. . , .. .. ..'....'..'..'.'...'.... .. . , .. N .. i
OF t�,� N 3 $ 28 E N 69'57 14 E 8.88 L216 N 46'06 42 E 45.27 L313 S 17'26 51 E 46.60 is 23• no rn ....... U6
111i11k1111 L8 " . r » :.`:.'.`.... t !1 1 N 30 50'32" W 15.77 L103 N 25 41 17 E 1.49 L217 35.84 L314 • , " 7.94 ��:.. .....::..` "' , .'.': . < :, i t \
r n N 25.21 42 W N 73 4$ 27 E ..: ' .. .. .. .".'.:.'.'.'.'.' .':.'.'::.' ... .. \ �`\
L9 63.18 • n , „ , " ............... .. ... ' 4> r
N 30 50 32 W L1 O4 N 26 52 27 W 37.12 L218 119.20 L315 24.55 • * ' ' ' ' ', .....'.. , ...... .. i
WETLANDS CERTIFICATION FOR N 52 02 35 W S 85 27 19- E sEE INSET E ..... • ............... ..... , .... , . , , .... ..... ...... . ' �
» t „ , y , n :..... ; ABANDONED \ \
L10 N 79 27 19 E 2.03 L105 N 35 16 35 W 24.70 L219 N 25 29 37 E 51.68 L316 N 44.95 03 ...... I • ........ • . , .. , ...........'.'.'.' ' ... , ....... • X6 i�
U.S. ARMY CORPS OF ENGINEERS 8s 32 25 E • ...... .. .. \
L11 N 79'27'19" E 2.59 L106 S 34'10, " 26.01 L220 " 6 , n ................. . ..........'.. , .....' .... ...... ........... , , .......
54 E N 40 48 47 E 0.68 L317 N 80 32 O5 E 38.14 r.............•...................,...'<.. ......... .... '36 ...........................
...... it
' v
THIS CERTIFIES THAT THIS COPY OF THIS PLAT ACCURATELY L12 N 79 27 19 10,70 L107 , " » r� v
E 5 28 12 22 E 37,12 L221 8 L.................................... .. ............ t
N 04 48 12 W 9.05 318 N 41 46 07 W 33,30 0 • ... .. ... . ......' ' � .'.'.. , .. , ...........
•'•' BORROW PIT
DEPICTS THE BOUNDARY OF THE JURISDICTIONAL OF SECTION L13 n , ,c " ' n ::.'•':.'.' .. ' ' ' ` ' ' ..... .. t J. \
S 51 25 40 E 79.33 l.108 S 16 27 20 E 23.05 L222 N 37 29 58 E 27.70 L319 N 49 58 43 W 96.79 U 7 W 1 . . ... . . .. . .......'.. , ................. , .... , ..`.'.': ' '�' os N F
,
404 OF THE CLEAN WATER ACT UNDER THE PRESENT LAW L14 , » 71,$7 " r n , n .'. :` t J ;�
AND REGULATIONS AS DETERMINED BY THE UNDERSIGN S 60'13 53 E L109 S 87'52 21 E 74.47 L223 N 84'39 16 E 91.18 L320 N 36'41 58 W 96.86 . • .. • ....',. i i � BETTY BOYKIN
Lam• C .. , ..
L, UNDERSIGNED ON • , n « , n • s n . t n �2�'•'.'..'........'..•. • .- , .:• .....................•...... .. M .. ... ... - , *..
THIS DATE. UNLESS THERE IS A CHANGE IN THE LAW OR OUR L15 S 60 13 53 E 13.37 L110 S 79 24 05 E 22.20 L224 S 64 38 59 E 58.98 L321 N 3813 14 W 97.22 U6 a ......................'....... ... .. .. '. i 2250QG9464
PUBLISHED REGULATIONS, THIS DETERMINATION OF SECTION L16 S 19 37 23 W 82.69 L111 N 81 4005 W 36.66 L225 S 81'24 19 E 67.60 L322 N " 90.67 SEE INSET F a .......... • ...... 07 D.B. 1102, PG. 908
24 13 14 W
» f » , ..........'...'.'.'.... , .. r '.... . , ... , . , :.. ! i MCP PG. 352
4Q4 JURISDICTION MAY BE RELIED UPON FOR A PERIOD L17 S 0 05 E 37.17 1112 70.9 » .. .. 7 ...... ... ... .
2 40 N 87 43 43 W 4 L226 N 73 08 17 £ 30. ? 0 L323 N 40 35 56 W 142.94 F �, . i i'
. /
NOT TO EXCEED FIVE (5) YEARS FROM THIS DATE. THIS L18 S 02 4Q 05 E 12.83 L113 S 81'46 22.05 L227
DETERMINATION WAS MADE U 1 ARMY 59 W N 31 4600 E 25.66 L324 N 6i 5957 W 21,51 EDWARD MILLER JR etal Q -.. :.'.','.'.'•'.'.'..
A I~ UTILIZING THE 987 CORPS 6
L19 S 82' 15'42" E 38.Q0 L1-14 f n 94.35 , , „ . ...... . . . ........... .... , ....... .. ' N L182 • L161
OF ENGINEERING WETLANDS DELINEATION MANUAL. S 64 38 24 W L228 N 15 54 49 E 56.13 L325 S 58 41 27 W 25.34 22500088 ,6 ..'.'.. , v �� • G
I
.. - L2Q. , , "_ -.10.27 'i' • , » . , » e ' n 557 .... . :.................'.., ... ... , \ •�
S 19 39- 36 WL, ? 5 S ' 61 34 52 W 73.84 L229 S 71 28 42 E 64.76 L326 S 5 51.44 D.B. .
L21` S 19 39 36 W 69.73 L _16 S 63 1 87.83 L230 , » f " MC 6 a, PG. 049 .... . ...................... . .... . .. . rn
5 33 W N 77 07 53 E 100.45 L327 S 66 15 03 W 51.51 12. L213 .................... . ....... . ...... o �.!
s » f_ » , » " * �. .......... L21 "' ...... Q v?
L22 S 75 15 QO W 10.00 Ll 17 _50.43 L2 , sl<E INSET G 4 ....'... . S 50 1s 31 w 3i S 15 24 48 E 39a0' L328 5 31 45 4O w 42.66 N <v
.. r
L23 N 07 38 58 E 33.00 L,18 S 22 36 39 W 24.70 L232 S 37.95 L329 58 6 ............ . .. ^o ks
A O5 00 56 W S 12 24 36 W 7.............................•.....•...,....�%� ry
I . n , , n..................................,..... .,�i l.'...... .. '" cb �/
L24 N 10 27 29 E 65.96 L 19 S 01 57.47 L233
ENGINEERS REPRESENTATIVE 24 20 W S 32 07 40 E 34.43 L330 S , 0 08 0 W 59.40 :.'.... . .. . ............. ry
fl 3 X6
L25 N 53*41'37" W 43.35 L120 S 05'20'33" E 102,77 L234 S 05'20'04" 64.61 L331 , " 44.56 �, K, ....................... . ...' .'.'... .' ' .'.'.'..'....... �'� .......'.... dry � "�
" E S fly 39 37 W Z
N 18 20 07 W 22 33 L12 S 01 24 09 E 79,78 L235 53.23 L332 6 ....... . ................ • , ......... , ...', .. ... � � oa .z�'
UPLANDS s 35 32 11 W S 28 52 27 W 3 97 .. .. '.. ' '
L27 S 11*00'38" E 161.41 L122 S 19'41'28" W 23.60 L236 S 59'32'52" W 115.29 L333 N 64'26'57" W 19.57 :.'.'.'.'.','...`.'.'...'.'.'. ......'..'.' ' ..'.....'.'....': tz�8 v�1 'v i4v�--
L28 S 11:0038E 37.36 Lt 23 S 73'0123 W 27.12 L237 S 14 12 46 W 60,10 L334 N 28'26 02 E 65.43 SEE INSET '1.
H rx°
U 1 0,004• AC.± L29 N 69 03'29" E 2.50 L124 S 61'23'25" E 8.82 L238 S 25*48'14" W 74,41 L335 N 16'55'37" E 45.03 ^
U L30 N 69'03'29" E 11.50 L125 • , " 129.65 L239 87.5-4 L336 , „ 49.19 .. , .. :.'.'........ . .
2 0076 AC. " s 56 26 12 E S 30'S4 Q7 w N Q2'S4 Q1 W
U6
L31 N 02'55 44" W 37.36 Li26 , „ , n r n p;..:.'...........:.'.`:.,.•.._...'....'......;.,.'....'..:.:.'
S 62'4617 E 107.48 L240 S 33'1244 W 114.96 L337 N 10'S339 E 44,36 '. `. .. : • . ..
U 0.001 AC. ± L32 N 02`5544' W 13.74 L149 S 57'00'45" E 87.42 L241 S 52"00'52" E 74.93 L338 N 16'35'45" E 50.87 {?
C.I.F
U �• 59.3 7 AC. L33 N 02'55'44" W 57.18 L15fl s 59'52'34" E 94.81 L242 s 74' 1 Q'S8" W 24.05 L339 N 52`07'26" £ 41,20 : : :::. .... . .......' ....'.' :... .'.'.'..
'...... ....
L34 S 03'03'25" E 49.31 L151 S 70'59'10" E 51.03 L243 S 79'01'05" W 143;96 L340 N 68'18'O9" E 69.17 ----- ---- �5 U6 �N
U5 5.75 AC. L35 1 Q3.Qa I_I sz " » _._ --- -- "k� �; '......:.............. �4z
r�gg��++ pC� S 09'08 02 E N 81'17'45" E 21.33 L244 N 49'36'33 W 78.10 L341 N 58'53 16 E 40.97 12 # `
U6 .GV. A6✓. L36 N 70'41'51 W 149.36 L'53 S 13*43*35" E 25.83 L245 S 74'S8'2O" W 98.18 L342 N 3O'SO'38" W 62.99 N/F y .........42y3 tr$s 6`.----�_---
L37 S 0436'53" W 129.47 LI54 S 1O'01'05" E 10.80 L246 S 76'37'39" W 17.77 L343 N 35'06'30" W 91.12 BRUNSWICK COUNTY 1 ^� n^� W C2' !/
U7 0.004• AC.± L38 S 04'36'53" W 42.86 L155 S 28'04'43" W 12.52 L247 N 12`24'47" W 117.43 L344 N 34'13'35 W 107,40 NORTH CAROLINA c;, v :Q J
L42 S 80' 6" W 70.63 Ll56 • , " 36.55 L " e 2250008802 c•7
TOTAL AREA 101.269 AC. � 26 4 S 16 flfl 22 E 248 N 16 26 51 W 93,s2 L345 N 3fl 14 57 W 147.85
L43 N 70'49'35" W 84.59 L 57 S 17*43'15" W 52.16 L249 N 25'06'25" W 28.49 L346 N 37'52'22" W 42.30 D.B. 1416, PG. 986 t o
MC M, PG. 300 s .`.' ;� .......
L44 N 85` 13'40" W 72.93 L158 S 23' 12'49" W 155.88 L250 N 09'36' 17" W 81.99 L347 N 40'09'02" W 179.00 41,
S tt
L45 S 75'06 O9 W 113.51 L159 S 18'39 26 E 12.32 L251 S ? Z"27 39 E 79.47 L348 N 42'49 32 W 104,62 ,. ___._ -- ..! � {k./g , . .
WETLANDS L46 S 87'49 19 W 96.51 L160 S 80'03 34 E 41.15 L257 N 03'27 02 W 16.63 L349 N 45'19 29 W 114.94 --� t o
L47 S 15*09'17" E 151,51 L161 N 71`0758" E 35.84 L258 N 77'23'24" W 30.23 L350 N 49'00'54" W 103.41 t ��1`' ; ' o +na
L48 ` S 15*09'17" E 71.24 L162 N 79*34'14" E 18.53 L259 N 79'32'14" W 75.37 L351 N 56"02'52" W 62.59
5.053 AC. L49 S 15*09'17" E 42.35 L163 N 76'35'27" I 26.31 L260 S 34'14'13" W 45.61 L352 S 51'53'19" E 92.60 _--- " " ---"7 U6
��A L50 N 11'41'02" W 127.54 L164 S 74'41'32" E 54.61 L261 N 72'01'29" W 57.62 L353 S 37'35'02" E 130.$3 t ....... , •
TOTAL AREA 5.053 AC. L51 N 21'30'37" W 109.6$ L165 s 24'44'47" W 105.72 L262 s 78'50'14" W 89.17 L354 S 39'11'47" £ 102.74 t 2�5Dp098 --~'-. t a�
X6 1
n » n 225dti088t%f JJ _� - :�
L52 N 36 39 13 W 57.00 L166 S 03 13 42 W 191.29 L263 S 81 01 52 W 30.35 L355 S 32 54 34 E 176.20 t2 _ _ -" ` r _ t -� ' �.�
L53 S 53'20 47 W 24.41 L1fi7 S 3$'42 54 W 106.76 L264 N 88`05 04 W 70.32 L356 S 37 p8 2O E 43.63 tlrs ,,.. � �R .............
WATERS OF THE UNITED STATES L54 S 60*20'11" W 39.98 L168 S 07'28'19" W 92.97 L265 N 36'03'33" W 34.42 L357 S 34'37'56" E 145.84 tt o
L55 S 59'1Oil 1" W 67.90 L169 S 16'18'30" W 126.26 L266 N 14'37'29" E 14.56 L358 S 34'06'49" E 107,38 _ Z j r U6
P. L56 S 58'13'09" W 53.74 L170 S 35*49'19" W 84.88 L267 N 53'24'30" E 6.40 L359 S 3628'36" E 85.05 " ,,
X 1 0.070 AC. f L57 S 39'00'38" W 17.21 L171 S 42'O5'45" W 33.77 L268 N 78`51'37" W 20.63 L360 S 37'47'11 " E 89.90 w �'cs tt r3 �` NOT TO SCALE
X2 0.009 AC.f , " > " , " , " ' aw �pt� U5 `�
L58 S 74'29 53 E 1O9A7 Li72 S 45'40 42 W 35.46 L269 N 87'16 36 W 86.$7 L361 S 38'01 58 E 118.37
; 0) �•
L59 N 54'17'37" E 171.63 L173 N 79'59`51" W 36.99 L270 N $5'06'3$" W 91.20 L362 S 33'40'36" £ 89.66 `� � pit p� .
X3 1.0.3 AC.± L60 N 29'55'31" E 128.71 L174 N 09'03'52" E 32.17 L271 N 87'34'38" W 100.49 L363 S 39'51'59" E 97.02
X4 0.47 AC.± L61 N 48'53'10" E 71.79 L175 N 43'16'38 E 138.28 L272 N 88'42'57" W 124.55 L364 S 38'05'22" E 100.66 N/F ���r �
L62 N 87'13 39 E 43.30 L176 N 23'35 34 E 121.05 L273 N 8Y25 16 W 118.99 L365 S 38'40 32 E 56.12 { .. . .
s9.,.. . ..
X 0.229 A{1.± , n r „ , » DEUTSCHE SANK>"� j .. ..
L63 N 87'13 39 E 101.24 L177 N 11'22 00 E 114.65 L274 S 88'49 47 W 93.59 L366 S 81'37 15 E 4.62 NATIONAL TRUST rn
X6 1.673 AC.± L64 N 87'13'39" E 70.78 L178 N 66'16'55" W 44.03 L275 S 75*34*09" W 40.47 L367 S 41'33'32" E 26.28 \ .J
2250008803 r� ! � ,• 1152
TOTAL AREA 3.955 AC.± L65 N 86'19 48 E 128.04 L179 N 03 23 49 E 52.71 L276 S 42 46 39 W 17.71 D.B. 1236, PG. 614 Lc�p J l
L66 N 79'49'13" E 38.31 L180 N 01'3824 W 70.06 L277 N 70'57'50" W 13.26 MC 20, PG. 054 t! r cAj�` ::
q L67 N 61'04'54" E 40.67 L181 S 89«35'20 W 21.14 L278 N 10*03'16" E 12.81 , , , U6 1-1
U
UPLANDS # 1 .2 69 C. L68 N 364328" E 45.37 L182 N 81'17'57" W 49.52 L279 N 89'41'23" E 20.04 r tt 72 C.J.F. �..X6
L69 N 14'OO'3O" E 37.51 L183 S 4?'04'40" W 77.96 L280 N 74`35'S3" E 45.76
WETLANDS • • L70 N 55`22'44" W 63.02 L184 S 22`49'43" W 99.21 L281 S 88'53`50" E 91,81Ziff / tt 3.25 35 � 1 • ... .
"i
L71 N 71'46'09" W 75.05 L185 S 22'39'31" W 132.26 L282 S 85'52'52" E 120.39 t 5 s�
t rw \ INSET „I„Y
WATERS OF THE J
U.S. • • L72 N 15'49'59" W 83.58 L186 N 64'27'29" W 4.00 L283 S 87'58'43" E 123.22 ( NOT. TO SCALE
TOTAL TRACT 110.277 . L73 N 07`29'29" E 70,05 L187 N 22'59'43" E 134.02 L284 S 88*08'10" E 100.88 ..:.....:.:.. ;� t N F �, N c
'...'.'..... 21P.F. I :., t CARRIE BELL GRIFFIN f M ' WETLANDS DELINEATION `} c~,t°�',
L74 N 23`35b3" E 126,70 L188 N 22'29'35" E 99A6 L2$5 S 85'03'22" E 91.03 f } / O
i `° <u C9' SURVEY OF�.f ,
L75 N 39'49'46" E 132.80 L189 N 33`58'05" E 67.05 L286 S 86'29'27" E 86.69 �" -- 22500090
NOTES- L76 N 71'34' 15" W 137.36 L190 N 07'06'28" W 31.77 L287 S 75'22'21 " E 21.09 � t N F D.B. 202, PG. 496
1 DATE OF FIELD SURVEY: MARCH, 2004. L77 N 88'22'21" W 11.89 L191 N 24.51'21" E 97.03 L28$ S 56'37'42" E 10.87''•'• / 67 t t , r A PORTION ' OF
ELSIE MILLER 32�' �-. ,
2 TAX MAP NO.: S 22500098, DOR COORDINATES
S 07 & RE BASED
L78 N 21'20'20" E 43.41 L192 N 22'23'01 E 109.41 L289 S 11*28'50" E 2.98 U6 � ,ao" w v Q1 t r- MEADOWLANDS GOLF CL.0
3 ALL BEARINGS AND COORDINATES SHOWN ARE BASED i n » , ,t ......... 2250008803 ,,� �9 '�.
ON THE NORTH CAROLINA GRID SYSTEM NAD 83(1986). L79 N 26'15 01 E 42.53 L193 N 2345 18 E 135.96 L290 S 29'18 09 W 5.02 D.B. 1236 PG. 614 S FOR
THE COORDINATE VALUES SHOWN WERE ESTABLISHED L80 N 41'34'59" E 32.64 L194 N 21'47'41" E 55.56 L291 '`
» t r f CENTEX HOMES
S 45'08 18 W 15.25 �,, .� ...... MC 2D, PG. O54 1 `'`�••. 4
NCSTATIC GPS OBSERVATIONS WHICH ORIGINATED ON L81 N 63'31'38" E 32.29 L195 N 12'52'03" W 36.56 L292 S 59'26'10" E 20.65 � -w_ � i��� V22
NCGS "CRAZY 199$".AND NCGS "WlLSON 199$".
4) ALL DISTANCES SHOWN ARE GROUND LEVEL DISTANCES, L82 N 59'12'14" E 68.08 L196 N 21'27'3s" W 10.96 L293 S 81'38'59" E 68.11 '� SHALLOTTE TOWNSHIP
NOT GRID DISTANCES. TO CONVERT DISTANCES TO L83 N 60'22'51" E 38.22 1-197 N 32'03'26" E 13.26 L294 N 79'25'36" E 30.51 ` �� / BRUNSWICK COUNTY NORTH CAROLINA
GRID DISTANCES, MULTIPLY BY COMBINED FACTOR L84 N 53'50'22" E 22.74 L198 N 1911'21" W 26.72 L295 N 76*57'15" E 90.09 „ „ t t ,
1.00013493• L85 N 82'1654" W 100.74 L199 N 49'1633" W 21.88 L296 S 66'12'55" E 48.78 INSET H ` tt } �,, .�yl t SCALE { = 100 FEET NOVEMBER 1$, 2Q04
5) WETLANDS DELINEATED BY LAND MANAGEMENT GROUP, " NOT TO SCALE \\
INC. L86 N 70'20 24 W 40.16 L200 N 88'00 44 W 115.91 L297 N 32'33 36 E 44.89 STANLEY TRAIL 100 50 0 100 200
6) THIS PROPERTY IS PART OF THE PROPERTY CLAIMED L87 S 37'13'52" E 71.63 L201 S 85'0822" W 93.98 L298 N 83'19'04" W 28.84 30' R/W , t IN D.B. 1342, PG. 1429 AND D.B. 1791, PG. 557. L88 S 4$'17'26" W 56.11 L202 5 87'12'07" W 111.23 L299 N 17`21'36" E 16.94 MC 22, PG: 142 \ / 1
t � � t 1 L.EGEN© -..� r SURVEYED AND MAPPED BY
t
7) NO TITLE SEARCH WAS PERFORMED BY THIS OFFICE L89 S 11' 15'23" W 99.86 L203 S 81'30'26" W 27.03 L300 N 77'04'27" E 29.67 t
ON THIS DATE. � I.P.F. IRON PIPE FOUND �'`.
8) THIS PROPERTY IS SUBJECT TO ALL EASEMENTS AND L90 N 62'46'08" W 47.00 L204 N 82'13'48" E 25.86 L301 N 06*53'110 W 45.51 S,R.F. STEEL ROD FOUND /
RESTRICTIONS OF RECORD. L91 N 10'27'29" E 39.50 L205 N 86'07'41 " E 117.45 L302 N 73'48'27" E 7.94 ` r `�
ti o t R.F• REBAR FOUND 1144 SHINE AVENUE, MYRTLE BEACH, S.C. 29577 [phone]
9) AREA COMPUTED BY CROSS COORDINATE MULTIPLICATION. L92 N 21'31'47" W 122,07 L206 N 86'01'25" E 88.96 L303 N 17'09'22" W 47.87 s t t C.M.F, CONCRETE MONUMENT FOUND 1
Copyright ©, Survey Technology, Inc., All rights reserved. Reproduction or use of 193 . , „ , „ , " n \ t
the contents of this document, or additions or deletions to this document in N 1$ 16 22 W 110.00 L207 S 89 43 22 E 118.33 L304 N 0543 39 W 36.21 REFERENCE MAP ENTITLED PLAT OF A PORTION CF r G.4F. CRIMPED IRON FOUND so PARK OF ca,MMCE WAY, SAVANNAH, CA. 31402 (912) 234-SM
S 72*40'13" £ 36.79 L3p5 N 21*05'13" W 9.25 MEADOWLANDS GOLF CLUB FOR CENTEX HOMES"
�s�, '� 1 /2" KEBAB FOUND
835 HOUSTON NORTHCUTT BOULEVARD, Mt, PLEASANT, S.O. 29464 [phone]
whole or in port, without written consent of the fond surveyor, is prohibited. Only L94 N 09`40'S2" W 126.$9 L208 � 5
copies from the eriginai of this document, morked with 0, originot signoture and MAM
embossed seat of the surveyor shoii be considered to be valid, true copies,
DRAWN BY: D. THOMAS KNIGHT
DATED MAY 5, 2004; BY THIS OFFICE. O /$ Rr- SET UNLESS
OTHERWISE NOTED _ SHEET '2 OF 2'
O:\LP2004\i 6966 Meaciowtgnds\tiw \ MEADOWLANDS-n WET F B t ii�t3 lO. 24 1--29