SW8961109_HISTORICAL FILE_19980415

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 (i�,o 110 �1
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
Mo\ 8 0 L� I5
YYYYMMDD

State of North Carolina
Department of Environment
and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr., Governor
Wayne McDevitt, Secretary
Division of Water Quality
Mr. David L. Dickey, Vice President
bluegreen Corporation
3973-A Market Street
Wilmington,NC 28403
Dear Mr. Dickey:
K/�
���®
NC®ENR
NORTH CAROUNA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
April 15, 1998
Subject: Permit No. SW8 961109
Carolina National @Winding River
High Density Subdivision Stormwater Project
Brunswick County
The Wilmington Regional Office received a modification to the Stormwater Management Permit Application for Carolina
National @Winding River on October 17, 1997, with final information on February 26, 1998. 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 this modification to Permit No. SW8 961109, dated April 15, 1998, for the construction
of the project, Carolina National @Winding River. The modification adds Phase II.
This permit shall be effective from the date of issuance until July 9, 2007, 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.
Ifany 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 (910)
395-3900.
RSS/arl:
cc:
Si rely,
Rick Shiver, P.G
Acting Regional Water Quality Supervisor
S:\WQS\STORMWAT\PERMln961109.JUL
Jay Houston, P.E.
Delaney Aycock, Brunswick County Inspections
Jerry Parker, DCM
John Parker, DCM
Linda Lewis
Wilmington Regional Office
Central Files
127 Cardinal Dr. Ext., Wilmington, North Carolina 28405 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/10% post -consumer paper

State Stormwater Management Systems
Permit No. S W 8 961109
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
bluegreen Corporation
Carolina National ®Winding River
Brunswick County
FOR THE
construction, operation and maintenance of 6 detention ponds and a curb outlet system in compliance with the provisions
of 15A NCAC 2H A000 (hereafter referred to as the "stormwater rules") and the approved stormwater management plans
and specifications and other supporting data as attached and on file with and approved by the Division of Water Quality
and considered a part of this permit.
This permit shall be effective from the date of issuance until July 9, 2007 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 on page 3 of this
permit, the Project Data Sheet. This low density subdivision is permitted for the following built -upon area limits:
387 lots with 5,000 ftz; 328 lots with 8,000 ftz; 266 lots with 6,500 ftz; 7.3 acres in multi -family; 71.08 acres in
commercial development, roads, clubhouse, amenities, maintenance and WWTP facility. See the development data
tables on the 4-15-98 approved Master Plan for specifics.
3. Approved plans and specifications for this project are incorporated by reference and are enforceable parts of the
permit.

State Stormwater Management Systems
Permit No. S W 8 961109
DIVISION OF WATER QUALITY
PROJECT DATA SHEET
Project Name:
Carolina National @Winding River Phases I and II
Permit Number:
SW8 961109
Location:
Brunswick County
Applicant:
Mr. David L. Dickey, Vice President
Mailing Address:
bluegreen Corporation
3973-A Market Street
Wilmington, NC 28403
Application Date:
March 19, 1997 (Revision received October
17, 1997)
Water Body Receiving Stormwater Runoff:
Lockwood Folly River
Classification of Water Body:
"SC HQW"
Pond Number (Phase I):
1 2
a
4
Pond Depth, feet:
5 4
4
6
6
Permanent Pool Elevation, FMSL:
24 17
27
21.5
27
Total Impervious Surfaces Allowed, ft2:
1,326,797 445,130
651,460
107,878
246,113
Lots
67 Q5,000 52 @5,000
7 @5,000
16 @5,000
None
68 @8,000
58 @8,000
Multi Family, ft2
None None
None
None
Tract G
Walk/Cartpath, ft2
57,064 20,038
17,242
None
18,295
Asphalt, ft2
347,173 165,092
135,036
27,878
69,260
WWTP, ft2
43,560 None
None
None
None
Offsite Area entering Pond:
2.75 acres for Zion Hill Road,
per Engineer (included
in Asphalt
above)
Required Surface Area, ft2:
95,256 38,877
56,364
6,204
13,342
Provided Surface Area, ft2:
159,000 46,000
140,000
6,200
14,300
Required Storage Volume, ft3:
115,810 37,922
54,758
8,650
20,482
Provided Storage Volume, ft3:
127,200 37,600
56,000
8,680 '
21,450
Temporary Storage Elevation, FMSL:
24.8 17.8
27.4
22.9
28.5
Controlling Orifice:
4-3" holes 2-2" holes
4-2" holes
1.375"
2"
3

State Stormwater Management Systems
Permit No SW8961109
DIVISION OF WATER QUALITY
PROJECT DATA SHEET
Project Name:
Carolina National @Winding River Phases I and II
Permit Number:
SW8 961109
Location:
Brunswick County
Applicant:
Mr. David L. Dickey, Vice President
Mailing Address:
bluegreen Corporation
3973-A Market Street
Wilmington, NC 28403
Application Date:
March 19, 1997 (Revision received October 17, 1997)
Water Body Receiving Stormwater Runoff:
Lockwood Folly River
Classification of Water Body:
"SC HQW"
Pond Number (Phase II):
L
Pond Depth, feet:
7
Permanent Pool Elevation, FMSL:
18
Total Impervious Surfaces Allowed, ft2:
203,861
Lots
16 @6,500, and parts of 23
Multi Family, ft2
None
Walk/Cartpath, ft2
None
Asphalt, ft2
40,511
Offsite Area entering Pond:
None, per Engineer
Required Surface Area, ft2:
7,475
Provided Surface Area, ft2:
8,000
Required Storage Volume, ft3:
17,177
Provided Storage Volume, ft3:
18,300
Temporary Storage Elevation, FMSL:
20
Controlling Orifice:
1.625" pipe
0

State Stormwater Management Systems
Permit No. SW8 961109
4. No homeowner/lot owner/developer shall fill in, alter, or pipe any drainage feature or curb outlet swale 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. Curb outlet swales must be maintained at a minimum of 100' long, with
vigorous grass cover, and 5:1 side slopes.
The permittee is responsible for verifying that the proposed built -upon area 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
permittee, and responsibility for meeting the built -upon area limit is transferred to the individual property owner.
The following items will require a modification to the permit:
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 of the project area.
f. Filling in, altering, or piping of any vegetative conveyance shown on the approved plan.
In addition, the Director may determine that other revisions to the project should require a modification to the
permit.
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.
II. SCHEDULE OF COMPLIANCE
The permittee will comply with the following schedule for construction and maintenance of the stormwater
management system:
a. The stormwater management system shall be constructed in it's entirety, vegetated and operational for it's
intended use prior to the construction of any built -upon surface except roads.
During construction, erosion shall be kept to a minimum and any eroded areas of the system will be
repaired immediately.
2. The permittee grants permission to DENR Staff to enter the property for the purposes of inspecting the project for
compliance with the conditions of this permit.
3. 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. .
5

State Stormwater Management Systems
Permit No. SW8 961109
4. The permittee shall at all times provide the operation and maintenance necessary to assure the permitted stormwater
system functions 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 outlet structure, orifice device and catch basins and piping.
g. Access to the outlet structure must be available at all times.
5. 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.
6. Prior to the sale of any lot, deed restrictions must be recorded which limit the built -upon area per lot to the amount
as shown on the Project Data Sheet, per Section I, Part 2. The recorded statements must follow the form:
a. "The maximum built -upon area per lot is [as described on Attachment 11, inclusive of that portion of the
right-of-way between the lot line and the edge of pavement, structures, pavement, walkways of brick,
stone, or slate, but not including open wood decking."
b. "The covenants pertaining to stormwater regulations may not be changed or deleted without concurrence
of the State."
C. "Alteration of the drainage as shown on the approved plan may not take place without the concurrence of
the State."
d. "Lots within CAMA's Area of Environmental Concern may be subject to a reduction in their allowable
built -upon area due to CAMA regulations."
6. 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.
A copy of the recorded deed restrictions must be submitted to the Division within 30 days of the date of recording
the plat. The recorded copy must be signed by the permittee, dated, stamped with the deed book number and page,
and bear the stamp/signature of the Register of Deeds.
8. 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.
III. GENERAL CONDITIONS
This permit is not transferable. In the event there is a desire for the facilities to change ownership, or there is a
name change of the Permittee, a formal permit request form must be submitted to the Division of Water Quality
accompanied by an application fee, documentation from the parties involved, and other supporting materials as may
be appropriate. The approval of this request will be considered on its merits and may or may not be approved.
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.
0

State Stormwater Management Systems
Permit No. SW8 961109
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.
4. 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.
5. 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.
Permit issued this the 15th day of April, 1998.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
A. Preston Howard, Jr., P.E., Directo
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 961109

State Stormwater Management Systems
Permit No SW8 961109
Carolina National QWinding River
Stormwater Permit No. SW8 961109
Brunswick County
Engineer's Certification
1, , as a duly registered Professional Engineer in the State of North
Carolina, having been authorized to observe (periodically/weekly/full time) the construction of the 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.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date

N'ORid C.AROLIN'A STOR-':P.L.ATER .`Li'.� c�iEtiI PER'LIT
I. G`c:VERA.L I�TOR'.L�TiO:N
P!eee :nnr ::mr:e a rvne:
'-oiect Name Carolina National at Winding River, revised Stormwater Plan
_. Location. directions co project (inc'ude Counri• .,ddress. Scace toad) .i¢ar,, nag. Brunswick County
From Supply,N.C., take NC 211 2.75 mi. toward Southport, N.C. Turn right on Zion Hill Road,
reen Co (NCRS 1114)and go 0.6 miles.
3. Owner's Name blu eg Corporation Phone [phone]
4. Owner's Maiiing Address
Ciry Wilmington
3973—A Market Street
State N.C. Zio28403
5. NeareST Receiving Scream jockwood Folly River Class
o. Proiectdescriocio❑ Golf Course and Residential Development
II. PEP_vfIT ENFORNLATION
l .Permit No.: ; a ne,'luea:n n., [l wr1J
2. AociicacionDace
SC
enclosedS 385.00
S.Pe.mitTyne:
New
Renewal X(odiricaceniexs[:ns?e:aitVo.)SWS
961109
glee; T.ne: X
Low Deasiri
X Getendcr,
inniration Redeve!ce Ge2eraj
Ai:e: 0<isite
Oc,e; State. Feder Permits/Ac)crovais Repuired -C. ee#aoo,ap are+cis ,
CAN'IA Majer SedimencacioniErosien Control X =0� Per rir
III. BUILT UPON AREA (P!1-1 "I NC4C _H.!005 .hru .J00/.cr a00iicanie ae=q (✓m6)
Classification
Existing Built -upon Area
Proposed Built -upon Area
Total Project Area
% Built -upon Area
Drainage Drainage
Basin Basin
SC
229.87 Ac.
1000.57 AC.
22.97
1V. STOP-NnVATER TREATNIEN7 fDeserin<iia.. :ire wi(( be ),,areal
Breakdown or lmoervious Are
i P(tam inaieaee be:ow ;ne design imocrnaw area)
Buildings See attachment #1
Park:ng!S w
T
Two stormwater detention ponds, other golf course ronds, and flow over vegetative channels.

ATTACHMENT # 1
Supplement to Stormwater Form for Revised
Overall Stormwater Plan for Carolina National at WindWg River
February 1997
Revised: March 1997; April 1997; July 1997; September 1997
Maximum
Built -Upon
Tract I.D.
Land Use
Ama faal
A
SF
2.53
B
SF
9.55
C
SF
6.43
D
SF
7.16
E
SF
6.42
F
SF
7.00
G
SF
1.84
H
COM
2.70
1
COM
3.70
J
SF
5.32
K
SF
2.64
L
SF
3.31
M
SF
2.18
N
SF
2.84
O
SF
1.84
P1
SF
7.46
P2
SF
1.72
P3
SF
22.09
P4
SF
5.52
P5
SF
1.34
Q
M F
2.20
R
M F
10.45
S1
SF
7.23
S2
SF
5.69
T 1
SF
9.92
T2
SF
8.82
T3
SF
4.04
U1
SF
5.74
U2
SF
3.45
V
SF
0.92
Clubhouse
COM
4.60
Amenity Area
COM
4.70
River Amenity
COM
2.00
Maintenance
COM
1.05
WWTP/Utility
COM
1.80
Roadways
COM
41.60
Cart Paths, Walkways,
COM
12.07
& Rest Rooms
TOTAL = 229.87
Notes: 1. "SF" = Single -Family; "MF" = Multi -family; " COM" = Commercial
2. BUA for SF areas = 5,000 sf per lot for Tracts A, C. F, G, K, M, O, P 1,
P2, S1, U1, U2, & V.
3. BUA for SF areas = 6,500 sf per lot for Tracts N, P3, P4. & P5.
4. BUA for SF areas = 8,000 sf per lot for Tracts B, D, E, J, L, S2, Tl, T2,
& T3.

DRZSiON OF %V,ATER QUALITY
NORTH CAROLINA STOR PXATER \UVNAGENIENT PERIIT APPLICATION
I. GENTRAL INT RDIATION
l P!ease onnr dearly nr ,yp"
I. Proiec; Name Carolina National at Winding River, revised Stormwater Plan
2. Location, directions io project (include County, .lddress, State Road) .aaac,i mao. Brunswick County
From Supply,N.C., take NC 211 2.75 mi. toward Southport, N.C. Turn right on Zion Hill Road,
(NCRS 1114)and go 0.6 miles.
Owner's Name bluegreen Corporation Phone [phone]
4. Owner's vlailing
City Wilmington
3973-A Market Street
tate N.C. 7in28403
5. Nearest Receiving Stream Zockwood Folly River Class
o.Projectdescription Golf Course and Residential Development
SC
II. PER ENT INFORVLATION
I. Permit NO. IT, belflledarhyDwflJ
2.AooiicationDate 91-4-a�--eeenclosedS 385.00
3.PermitTvpe: New Renewalr'X—i�fodirication(existingPermit:No.)SW8 961109---�
=. Project Tyne: X Low Density X De,ention_infiitration_Redeyelop_General Alter_Offsite
5. Ober State/Federal Permits/Aporovais Required /Geckaooraonazex.nkt,
CANIA Major Sedimentation/Erosion Control X 404 Permit
III. BUILT LION AREA (Please see NC{C ay.l 005 rh,..1007 for aaohcanle deruin limi a)
Drainage Drainage Breakdown or Imoervious Area
Basin Basin (P!ease mdicare below rite design impervious area)
Classification SC Buildings See attachment #1
Existin; Built -upon Area Screets
Proposed Built -upon Area 231.67 Parking/SW
Total Project Area 1000.57 AC. Odier
`"o Built -upon ,Area 29.15 Totals
IV. STORAnVATER TREAT'NLENT (Describe how the rzunojwill be rreated)
Two stormwater detention ponds, other golf course ronds, and flow over vegetative channels.

ATTACMLENT A
LOW DENSITY .AND ALL SUBDIVISION PROJECTS
GENERAL SLBSIITT kL REQLTREti1EN,-rS
A compieted stormwater permit application.
2. Two sets of plans showing north arrow, scale, revision date, property/project boundaries, lot lines,
proposed and existing contours, drainage areas, mean high water line, wetlands, easements, the 30'
minimum vegetated buffer between impervious areas and surface waters, proposed impervious areas,
and road cross -sections.
3. Calculations of the built -upon area, For subdivisions, please show the methodologv for arriving at the
Per lot 'built -upon area. For non -subdivision projects, Please break down the calculation into buildings.
roads, parking, and other (include all impervious areas).
�. Low density projects with curb outlet systems will require:
a. Drainage area delineation and swale locations shown on :he Dlans.
b. Detail of the swale, showing, minimum 5:1 side slope.
C. Velocity calculations, indicating a non-e-osive flow for the !0 yr storm.
d. Inlet and outlet elevations. Ivfaxirnum longitudinal slope is 5 0.
e. The type of vegetated cover soecined on the pians.
A flow spreader mechanism located at the swale entrance.
g A signed Operation and Maintenance Pl n.
DEED RESTRICTION REQUIRE-,IEN-TS
The following statements must be included for all low density projects, and for all subdivisions:
No more than (see tea) square feet of any lot, including, that portion o{, the righr-of-way between the edge
of pavement and the front lot line, shall be covered by impery ous structures, including asphalt, gravel,
concrete, brick, stone, slate or similar material, not including wood decant or the water surace' of swimming
pools. This covenant is intended to ensure coarinued comn/tance with the stormwarer permit issued by the Stare
of :North Carolina. The covenant may not be changed or deleted withour the consent of the State.
No one may fill in or pipe am roadside or lot -line Swale, except as necessary to provide a minimum drivewav
crossing.
For curb outlet system projects, no one may pipe, fill in, or alrer am lot line swale used to meet North
Carolina Stormwater Management Permit requirements.
NOTE If lot sizes vary significantly, the owner/developer must provide an attachment listing each lot number, size,
and the allowable built -upon area for each lot.
For maK= built—upm aUciaed per single`farmly residential lot, see Attach ant Nunber 1.
Plans for develcprent trots where the land use is multi—fattlly or =Ercial shall be
sub ritted to U A at a mse basis to confirim that said dme1cptatt oaaforms to the verall
Storrtuater plan. n E C E I V E D
unu( AUG 0 41997 D
ST®RMWATER D E M
PROJ#

V. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
Deed restrictions and protective covenants are required to be recorded for all low density projects and all
subdivisions prior to the sale of any lot. Please see Attachment A for the specific items that must be recorded
for the type of project applied for.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the items required by the permit, that the covenants will be binding on all parties and persons
claiming under them, that they will run with the land, that the covenant cannot be changed or deleted without
concurrence from the State, and that they will be recorded prior to the sale of any lot.
VI. OWNER'S CERTIFICATION
I, David L. Dickey, Regional Managercerifj that the information included on :his permit
(Please print clearly or type)
application form is correct, that the project will be constructed in conformance with the approved plans, that
the deed restrictions will be recorded with all required permit conditions, and that to the best of my knowledge,
the proposed project complies with the requirements of 15A NCAC 2H.1000.
I authorize the below named person or firm to submit stormwater plans on my behalf.
«. AGENT AUTHORIZATION (Please fill la the name of the engineer/surveyor authorized to submit plans on the owner's b,ha9'J
Person or firm name Houston and Associates, P.A.
Mailing Address Post Office Box 2927
Citv 6hallotte State NC Zip 28459 Phone[phone]
Please submit application, fee, plans and calculations to the appropriate Regional Office.
cc: Applicant/WiRO//Central Files
Office use only
E C E I V E
AUG 0 41997 D
aaoJ a5!6Yq%J(7Cl
MC

DIVISION OF WATER QUALITY
NORTH CAROLINA STORNIWATER NIANAGENIENI' PERAIIT .APPLICATION
I. GENERAL INFORbIATION
(Please print clearly or rvpe)
1. Project Name Carolina National at Winding River, Revised Stormwater Plan
2. Location, directions to project (include County, Address, State Road) Attach map. Brunswick County
take NC 211 2.75 mi. toward Southport, NC. Turn right on Zion Hill RD.
6 0.6 miles.
3. Owner's Name bluegreen Corporation Phone (9101); 763-0115
4. Owner's Mailing Address 3973-A Market Street
City Wilmington State NC Zip 28403
5. Nearest Receiving Stream Lockwood Folly River Class SC
6.Projectdescription Golf Course and Residential Development
H. PERNIIT LYFORNLATION
1. Permit No.rrobejilledlnbyDwQ) CL o sci l e L (� � A ci
2. Application Date Od-/7 FeeenclosedS 385.00
3.PermitType:
New
Renewal X
Modification (existing Permit No.) SW8 96
1109
4. Project Type:
X Low Density
X Detention_Infiltration_Red
eve lop_General_AlterOffsite
5. Other State/Federal Permits/Approvals Required (Check appropriate hlanksl
CA,MA Major Sedimentation/Erosion Control X 404 Permit
Ill. BUILT UPON AREA (Please see NCAC 2H.1005 rhra .l007 for applicable density limits)
Drainase Drainaize Breakdown of Impervious Area
Basin Basin (Please indicate below the design impervious areal
Classification SC &di#d4hg!s SF Lots — 144.35 Ac.
Existing Built -upon Area Streets 41.60 Ac.
Proposed Built -upon Area 222.73 Ac. CfttW1W & MF Areas:
24.71 Ac.
Total Project Area 1000.57 AC. Cart Paths/Walk Paths/Rest Static
J (*ydttr 12.07 Ac.
Built -upon Area 22.26 Totals 222.73 Ac.
(See Attachment #1)
W. STORiVnVATER TREATMENT (Describe how dte runoff will be treated)
Six stormwater detention ponds in Ph. 1B Ph IF Clubhouaa Ma'ntenarva Site, S
Clearwater Place, other golf course and residential ponds, and flow over -vegetative

V
LL
VII
cc:
DEED RESTRICTIONS AND PROTECTIVE COVENANTS
Deed restrictions and protective covenants are required to be recorded for all low density projects and all
subdivisions prior to the sale of any lot. Please see Attachment A for the specific items that must be recorded
for the type of project applied for.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the items required by the permit, that the covenants will be binding on all parties and persons
claiming under them, that they will run with the land, that the covenant cannot be changed or deleted without
concurrence from the State, and that they will be recorded prior to the sale of any lot.
OWNER'S CERTIFICATION
I, David L. Dickey certify that the information, included on this permit
(Ptewe prinr clearly or type)
application form is correct, that the project will be constructed in conformance with the approved plans, that
the deed restrictions will be recorded with all required permit conditions, and that to the best of my knowledge,
the proposed project complies with the requirements of 15A NCAC 2H. t000.
I authorize the below named person or firm to submit stormwater plans on my behalf.
AGENT AUTHORIZATION (Please fill in the name of the engineer/surveyor ainhoriced ro suhmir plans on the owner's behalf.)
Person or firm name Houston and Associates, P.A.
Mailing Address Post Office Box 2927
City
Shallotte
State NC Zip 28459 Phone [phone]
Please submit application, fee, plans and calculations to the appropriate Regional Office.
Applicant/WiRO//Central Files
i®�MWATE
E C E I V E
OCT 171997 D
PROJ # SM9(10"W

.ATT.-1CIE�1F�7 A
LOW DENSITY AND .ALL SUBDIVISION PROJECTS
GENER---L SLBXUTT:%,L REQLZREYfEtiTS
A compieted stormwater permit aooiicarion.
=. Two ses of plans showing north arrow, scale, revision date, properry/project boundaries, lot iines.
proposed and existing contours, drainage areas, mean high water line, wedands, easements, the SO'
minimum vegetated buffer between impervious areas and surface waters, proposed impervious areas.
and road cross -sections.
3. Calculations of the built -upon area. For subdivisions, please show !,he merhodologv for arriving at[he
per lot built -upon area. For non -subdivision. orojec:s. please break down the calculation In buildin_s.
roads, Dancing, and other (include ail impervious areas). -
. Low density projects with curb outlet systems will require:
a. Drainage area delineation and swale locations shown on the plans.
b. Detail of the swale, showing minimum S: 1 side slooe.
c. Velocity calculations, indicating a non -erosive tiow for the 10 yr corm.
d. Inlet and outlet elevations. Maximum longitudinal slope is o2. .
The type of vegetated cove; soec:ned on the oians.
A flow spreader mechanism located at tie swale entrance.
A signed Operation.. and Maintenance
DEED RESTRICTION REQLZRENIE`-rS
1ne following statements must be included for all low density proiec:s, and for all subdivisions:
NO more rhan(SW below sauare reer of arty lot, including :hat porzon of the right-oj-way between the edge
of pavement and the j-'ront lot line, shall be covered by impernous srruc.ures, including esphal,, ravel,
concrete, brit.., srone, slate or similar mare.-ial, not inc.'uding .wood decking or the ,water surface of swimming
pools. Tn:s covenant is intended to ensure continued romnliance with the stormwater permit issue.^.' t.
of :Vorrh Carolina. The covenant may not be chanted or deleted w shout ;he consent of the Stare. he S__._
NO one may jell in or pipe any roadside or lot -line swale, except as necessary to proilde a minimum drivewav
crossing.
For curb outlet system projects, no one may pipe, fill in, or alter anv lot line Swale used to meet worn
Carolina Stormwater Management Permit requirements.
VOTE If lot sizes vary significantly, the owner/developer must Provide an attachment listing each lot number, size.
and the allowable built -upon area for each lot.
Elpr ttmdmm tuilt�gva alla�l p r sirrJle-faadly residential lob, � Attadnatt NL r er 1.
Plans for dt lopnant ttacts wY�e the ]and 2152 is aulti-fatdly or catma al &aU to
sutxtdttal to IIaq rn a tasis to oznfian tYat said duveicgmnt mafc= to tye a,,P l
St rrrwater plan.

ATTACHMENT # 1
February 1997
Revised: March 1997; April 1997: July 1997; September 1997; October 1997
Maximum
Built -Upon
Tract I.D.
` rA '
Land Use
g
Area (AC.I
2.53
... 'B
g
�9.55 I
, r
O
SF
7.16
E
SF
6.42
F
SF
7.00
...._.. _
G -
....... .......F:..
.SF
.. . ,,...».. .... ._.._
1.84
H
OOM
2.70
iOOM
e.
r. ?.
3.70
J
g
5.32
K
2.64
U
SIF
3.31
' ,M
g
- 2.18.
•N
EF
2.84
SF
1.84
P7
SF
7.46
P2
SF
1.72
P3
SF
22.09
P4
n �...
_. 5.52
P5
IT
1.34
M9
2.20
R,(Clear Water Place)
tMF
5.10
S1
SIF
6.71
S2
S<
5.51
T1
SF
9.55
T2
9:
.. 9.37
T3
g
4.04
_.. _.
�.. SF _ _
..._.. 7.35 _
U2
SF=
3.45
V
T
1.19
_ Clubhouse
COM
2.66
:Amenity Area
COM
3.50
'-•River`Amenity
COM"
2,00
,_-Maintenance _.. _. .._
_ COM_
1:05
WWTP/Utility
OOM
1.80
Roadways
OCIM
41.60
Cart Paths, Walkways,
O^M
12.07
& Rest Stations
222.73
Nnlas
1. 'SF' = Single -Family; 'MF' = Multi-Farnily; 'COM' = Commercial
2. BUA for SF areas = 5,000 at per lot for Trans A, C, F. G, K, M. O, Pl, P2, 1.11, and U2.
3. BUA for SF areas = 6,500 st per lot tar Tracts N, P3, P4, P5, S1, and V.
4. BUA for SF areas = 8.000 sf per lot for Tracts B, D, E, J. L, S2, T1, T2, and T3.
D E C E I V E
OCT 171997 D
D E M
PROJ #_

Form DCM-MP-1
APPLICATI®N T MAR C 6 1998 D
(To be completed by all applicants) DIVISIUiY OF
1. APPLICANT
a. Landowner:
Name Blue—green Corp
Address 3973 -A Market Street_
City Wilmington State NC
Zip 28403 Day Phone [phone]
Fax [phone]
b. Authorized Agent:
Rob Moul/ Land Management Group
Box 2522_ Wilmin2 on NC 28402
910452-0001. 910452-0060 (fax)
c. Project name (if any) ` Winding River
Plantation_ Phase M"
NOM D�=ffb�=.dm.,�
[--d (A a'dlo F-7a nmre.
2. LOCATION OF PROPOSED
PROJECT
a. County Brunswick
b. City, town, community or landmark
Near Zion Hill & Lennons X-Roads
c. Street address or secondary road number.
aouth of SR 1114 (Zion Hill Road and SR
1251 (Golev Hewett Road)
d. Is proposed work within city limits or planning
jurisdiction7Yes X No
COASTAL MANAGEMENT
(county only)
e. Name of body of water nearest project (e.g.
river, creek, sound, bay)
Lockwood Follv River
3. DESCRIPTION AND PLANNED USE
OF PROPOSED PROJECT
a. List all development activities you propose (e.g.
building a home, motel, marina, bulkhead, pier,
And excavation and/or filling activities.
Nine bole oolf course with bulkhead_
residential lot subdivision. community pier and
boat ramp& house. Wetland mitigation/creation.
Variadroads and cart paths
b. Is the proposed activity maintenance of an
existing project, new work, or both? New
c. Will the project be for public, private or
commercial use? Subdivision_ ramp_ & dock
pri�golf course is for public 21av
d. Give a brief description of purpose, use, methods
of construction and daily operations of proposed
project. If more space is needed, please attach
additional pages. Lots for single family home
construction having access to the boat ramo and
transient slips dug out of upland. Golf course will
be available to public p.Sgy with existing 18
holes The 2rcen of hole #23 and tees of #s 21 &
24 will be bulkheaded and saltmarsh vegetation
will be planted around the tee and green of hole 14
of Phase I (see narrative which is attachedle ai Rn
INCLUDES SUMMARY OF 404/401 MITIGATION_ WORK
4. LAND AND WATER
CHARACTERISTICS Phase III
a. Size of entire tra Phase III - 212 1 acres T1 was)
.. a$.o cox, wo7lo.wd �q 4,

(riparian) landowners and signed return
receipts as proof that such owners have
received a copy of the application and plats
by certified mail. Such landowners must be
advised that they have 30 days in which to
submit comments on the proposed project to
the Division of Coastal Management. Upon
signing this form, the applicant further certifies
that such notice has been provided.
Name Rufus Gore et al c/o Ed Barnard
Address 802 Mt Pisgah Rd S W Supply_
NC 28462
Name Roger Newsome
Address 1349 Golev_Hewitt Rd S.E.
Bolivia_ NC 28422
* A list of previous state or federal permits
issued for work on the project tract. Include
permit numbers, permittee, and issuing dates.
See attachment for Phases I &II
* A check for $250 made payable to the
Department of Environment, Health, and
Natural Resources (DEHNR) to cover the
costs of processing the application.
* A signed AEC hazard notice for projects in
oceanfront and inlet areas.
* A statement of compliance with the N.C.
Environmental Policy Act (N.C.G.S. 113A
-1 to 10) If the project involves the
expenditure of public funds or use of public
lands, attach a
compliance with
I understand that any permit issued in response
to this application will allow only the
development described in the application. The
project will be subject to conditions and
restrictions contained in the permit.
I certify that to the best of my knowledge, the
proposed activity complies with the State of
North Carolina's approved Coastal
Management Program and will be conducted
in a manner consistent with such program.
I certify that I am authorized to grant, and do
in fact, grant permission to representatives of
state and federal review agencies to enter on
the aforementioned lands in connection with
evaluating information related to this permit
application and follow-up monitoring of the
project.
I further certify that the information provided
in this application is truthful to the best of my
knowledge.
This is the 8th day of December, 1997.
Print Name David Dicke
Signature
Landowner or.dridiolrzeW_,49 nr
Please indicate attachments pertaining to your
proposed project.
statement documenting x DCM MP-2 Excavation and Fill
the
Environmental Policy Act.
6. CERTIFICATION AND P
TO ENTER ON LAND
sr�l'�a,I�II� tion
J� _ CM MP-3 Upland Development
_ DCM MP-4 Structures Information
MAR 0 6 1998 DCM MP-5 Bridges and Culverts
DIVISIU;, JF DCM MP-6 Marina Development
NOTE. Please sign and date each attachment
in the space provided at the bottom of each
form.

r
Form DCM-MP-2
EXCAVATION
AND FILL
(Except bridges and culverts)
Attach this form to Joint Application for CAMA
Major Permit, Form DCM-MP-1. Be sure to
complete all other sections of the Joint Application
that relate to this proposed project.
Describe below the purpose of proposed excavation
or fill activities. All values to be given in feet.
Average Final
Existing Project
Length Width Depth Depth
Access channel
(NEW) or
(NWL)
Canal
+1.01-
-3.01-
Boat upland
140'
100'
+3.0'
-4.0'
Basin
mlw
mlw
-35'
Boat upland
30'
20'
mlw
Ramp
t
Rock
---
Groin
_
=
Rock
Other (Excluding
sholcline stabiliz-
ation)
Revised 03/95
1171-15
T(011�
MAR 0 6 1998
DIVISIUiv OF
COASTAL MA14AGEMENT
I EXCAVATION
a Amount of material to be excavated from below
MHW or NWL in cubic vards -440 x d 3
b. Type of material to be excavated sand from
eroding bank shoreline
c. Does the area to be excavated include coastal
wetlands (marsh), submerged aquatic vegetation
(SAVs) or other %vedands? _ Yes N No
d. High ground excavation in cubic vards —3.600
2. DISPOSAL OF EXCAVATED
MATERIAL
a Location of disposal area Futures loft for
river house and runn
b. Dimensions of disposal area 160'xI 10' plus
Phase III If course
c. Do von claim title to disposal area?
x Yes _ No
If no, attach a letter granting permission from the
owner.
d. Will a disposal area be available for future
maintenance? x Yes _ No
If yes, where? Backhce and damn truck to bunkers
alone golf course as needed < 1000 vd' per five
year period est
Form DCM-MP-2

C. Does the disposal area include any coastal
wetlands (marsh), SAVs or other wetlands?
Yes x No
Does the disposal include any area in the water?
_ Yes x No
If Yes.
(I) Amount of material to be placed in the water
(2) Dimensions of fill area N/A
(3) Purpose of fill N/A
b. Will fill material be placed in coastal wetlands
3 SHORELINE STABILIZATION (marsh). SAVs or other wetlands?
D 1ve� x No
a. Type of shoreline stabilization
x Bulk -head n (1 p'' 'ensions of fill area N/A
Ri ) `J�
b. Length Boat basin - 460'. Tee #21-320' MAR 0 6 199g2) Purpose of fill N/A
ee*+
#23- 475' ffMS I-,. i. OF
MANAGEMENT
c. Average distance waterward of MHW or NWL
Most above MHW (-0-1')
d. Maximum distance waterward of MHW or NWL
—2' below_ no Beater than Sat any one point
e. Shoreline erosion during preceding 12 months
-Some snots b-8'. most --1 5'
f. Type of bulkhead or riprap material Pressure
treated (CCA) wooden bulkhead
g. Amount of fill in cubic vards to be placed below
water level
(1) Riprap
(2) Bulkhead backfll <200 4•r.
h. Type of fill material Upland shoreline sand
(Bavmeade/Kureb)
I. Source of fill material Dead -men and cable
excavated sand l2lus adjacent grading sand
4. OTHER FILL ACTIMIES
(Eacludinp Shoreline Stabilization)
a. Will fill material be brought to site?
Yes x No
Revised 03/95
5. GENERAL
a. How will excavated or fill material be kept on
site and erosion controlled? Spoil will be placed
into temporary diked dcl2masion lined with filter-x
fencing landward of basin and ramp
b. What type of construction equipment will be
used (for example, draghne, backhoe, or hvdraulic
dredge)?
Backhoe, dozer, and dump truck to haul off
c. Will wetlands be crossed in transporting
equipment to project site? _ Yes x No
If ves, explain steps that will be taken to lessen
environmental impacts. N/A
Applicant or Project Name
Signature
al8�91
Date

Form DCM-MP-3
UPLAND
DEVELOPMENT
(Construction and/or land disturbing activities)
Attach this form to Joint Application for CAMA
Major Permit, For DCM-MP-1. Be sure to
complete all other sections of the Joint Application
that relate to this proposed project.
a. Type and number of buildings, facilities, units or
structures proposed 222 lots_ nine hole golf course,
clubhouse center. River House and parking lots
b. Number of lots or parcels 222 single family
c. Density (give the number of residential units and
the units per acre) 222 lots on 240 acres (—IA
units/acre)
d. Size of area to be graded, filled or disturbed
including roads, ditches, etc. 17.3 acres of roads.
63.2 acres n�gif course_ 3.1 acres mist.
e. If the proposed project will disturb more than
one acre of land, the Division of Land Resources
must receive an erosion and sedimentation control
plan at least 30 days before land disturbing activity
begins. If applicable, has a sedimentation and
erosion control plan been submitted to the Division
of Land Resources? x Yes No
If yes. date submitted 7/24/97 Phases I and II.
Phase III pending
f. List the materials (such as marl, paver stone.
asphalt. or concrete ) to be used for paved surfaces.
Asphalt roads. concrete curbs and boat ramp,
concrete cart paths_
g. Give the percentage of the tract within 75 feet of
MHW or NWL, or within 575 feet in the case of an
Outstanding Resource Water, to be covered by
impervious and/or built -upon surfaces, such as.
pavement, buildings, rooftops, or to be used for
vehicular driveways or parking. <j%
Revised 03/95
C-111 E75
MAR 0 6 1998
DIVISION OF
COASTAL MA14AGEMENT
h. Projects that require a CAMA Major
Development Permit may also require a Stormwater
Certification. Has a site development plan been
submitted to the Division of Environmental
Management for review?
x Yes No
If yes, date submitted Phase I 2/97. Phase 117/97
I. Describe proposed method of sewage disposal.
Tertiary treatment with spray irrigation over the
golf course
j. Have the facilities described in Item 1. above
received state or local approval? yes
(Attach appropriate documentation)
k. Describe location and type of proposed
discharged to waters of the state (for example;
surface runoff, sanitary wastewater,
industrial/commercial effluent "wash down' and
residential discharges). None
1. Describe proposed drinking water supply source
(e.g. well, community, public system, etc.)
county water
m. Will water be impounded? x Yes No
If yes, how many acres? 4.5 acres of upland ponds
n. If the project is an oceanfront development,
when was the lot(s) platted and recorded? N/A
Winding River Plantation - Dave Dickey
Applicant or Project Name
i
Signature
i.�g�
ate

Form DCM-MP4
STRUCTURES
(Construction within Public Trust Areas)
Attach this form to Joint Application for CAMA
Major Permit, Form DCM-MP-1. Besure to
complete all other sections of the Joint Application
z30ZHV)71D
MAR 0 6 1998
DIVISIt,; . ,_)F
COASTAL MANAGEMENT
which relate to this proposed project.
TEMPORARY INTAKE STRUCTURE
LESS THAN -3.0 MLW DEPTH
a. Dock(s) and/or Pier(s)
(])_Commercial x Communitv_Private
e. Mooringbuo-,s N/A
(2) Number Two main floating docks
(1)-- CommercialCommunity_ Private
(3) Length 70' tl`86'
(2) Number r�.
(4) Width 6'
(3) Description of buoy
(5) Finger PiersYes No (floating-)
(Color, inscription, size, anchor, etc.)
(I) Number
°l—
(ii) Len 24
Sae w �w
(iii) Width 6 1
11 � y�
(6) Platform(s) � Yes_No (t xrwKe
5 r. cT� (4) Width of water bodv
(1) Number _
/ (5) Distance buov(s) to be placed bevond
(ii) Length 11+
shoreline Ba ra ue,( _
(iii) Width t
! (- ,5 r--L LJ ne
(7) Number of slips proposed 10
f. Mooring structure (boatlift mooring pilings, etc.)
(8) Prox ity of structure to adjacent riparian
(1) _Commercial c Community Private
property lines >300'
_
(2) Number 7 m rm it within up and asin
(9) Width of water body 160'
(3) Length 1' o A
(10) Water depth at waterward end of pier at
(4) Width 1' o CO
MLW or NWL-- 4.0 (mlw)
g. Other (Give complete description)
b. Boathouse (including covered lifts)
28' z 54' river house to be used as homeowners
(1) Commercial Private
community center - all cart crossings will be
(2) Length N/A
elevated on wooden bridges
(3) Width
c. Groin (e.g. wood, sheetpile, etc.)
(1) Number N/A
Winding River Plantation (Dave Dickeyl
(2) Length(s)
Applicant or Project NNa/a//��me
d. Breakwater (e.g. wood, sheetpile, etc.)
zd�
(1) Length N/A
�za1Y/d
Signature
(2) Average distance from MI-IW, NWL or
wetlands
(3) Maximum distance bevond MHW, NWL,
Date
or wetlands
Revised 03195

LOCATION MAP
I1 I I JJ

PRELIMINARY MASTER P1 ON
uj
w
z
0
0
z
a
J
z
CL
a
z
w
1<1

COUNTY TOPOGRAPHIC MAP
OF
s'!A"�AL 10 AGEMENT
4.4
ol
d a'
'� ♦ J' 9t r r'
J. r O C' d' t;• ' '� iI Ua
Nil
J' 4 J' J' ,l ✓ J,
w.� s
a 'y '4� , i t •� ,
J �Q s. � w •I ti
SCALE:1 "=1000'

UUASTAL NA EMENT--Z�-��'
�04
401 \NEI
H-MH:.-404 rrcsLwft
1301 \AJ
a- UII
WAT TAKE MPLJ
.1 \9 AA or a6

COMMUNITY BOATING FACILITY
-10 TOTAL SLIPS (LESS THAN 25')
-20' RAMP
-DAYTRIPPER DOCK
f
1�
�9 p
MAP, 0 6 1998
�40•s DIVISION OF
l�i-o W64STAL MA14AGEMENT r
s r=1o,
/ - � o r ROOD FOLLY RIVER
7 J
� � T
r
LAWN
10
' J' o
- %, o
WING' I N nql�
000s.f, UPLAND BOAT BASIN (140'X 100'X-3.0'MSL)
(NO. SALTMARSH IN BASIN AREA) \
o�
l\?46tO�,f. OF WOODEN BULKHEAD AT OR
VE THE MHW WITH NO MARSH DIA
ER HOUSE MEASURES 28'X54'AN
S COMMUNITY CENTER
1)4 �j AOTE-STORMWATER WILL BE D ECT
BE USED
AWAY FROM RIVER
SCALE:1"=50' LAND MANAGEMENT GROUP, INC.
� !

TYPICAL EXCAVATION CROSS-SECTION OF BOAT BASIN LOOKING NORTH
0
MEAN HIGH WATER (1.7'MSL)
MEAN LOW WATER (0.0 MSL)
OLD CHANNEL
-8.5'(MSL)!. • ' -
SCALE: HOR. 1"=30'
VERT. 1 "=4'
T4'0'(MSL-)•
EXISTING SOIL SURFACE B
NOTE
DEADMEN:&
WOODEN. BULKHEAD
FILTER-X CLOTH
EXCAVATION AREA HAS NO MARSH GRASS
c:
DREDGE SPOIL WILL BE PLACED LANDWARD OF BASIN IN MANMZE
DEPRESSION SURROUNDED BY FILTER -X CLOTH FENCES v
MOST OF THE DEWATERED SPOIL WILL BE TRUCKED OFF SITE
TO GOLF COURSE AREA D
D
IT
I

VICINITY MAP
COMMUNITY 10 SLIP DOCK & RAMP FACILITY
LIAR. 0 6
'ISIUiv OF
-:OAp1HL MANAGEMENT
r �
HIGH SALTMARSH
-1�, .
0
SCALE:1 "=100'
r
1
#14 TEE
�.f
-
i
404 ..
DOCK & RAMP
• '•. SHi2iMp � -ti i
3o ar • .. ,
RI VERHOUSE _
HIGH SALTMARSH
404 .
LAND MANAGEMENT GROUP. INC. iw ^

COMMUNITY DOCK AND RIVER HOUSE LAND PLAN
(TOPVIEW) rj ; JT vI&
MAR 061998
COASTAL M f
r .
, � 1
n
W , n
r
� } sz
� o a
� 3 a
SCALE:1 "=100'
OF
4AGEM
LAND MANAGEMENT GROUP, INC.

THE "CAROLINA NATIONAL CLUBHOUSE"
A

THE "RIVER HOUSE"
FRONT ELEVATION
LIV
MAR o 6 199 DO
CW/ISIOiv OF
DASTAL MANAGEN ENT
SIDE ELEVATION
om
I LAND MANAGEMENT GROUP, INC.

RIPARIAN N I' 'I aATION PLAN
(SALT MARSH CREATION)
-EXISTING GRADES WILL BE LOWERED TO MATCH ADJACENT
IV —EXISTING
CLADIUM MARSHES & PLANT THESE SPECIES
--A TEMPORARY SILT FENCE WILL BE INSTALLED AROUND PERIMETER
OF PLANTED AREAS
--PLANTS WILL BE SPACED ON 24" CENTERS
--70% SURVIVAL RATE IS GOAL OVER 5
LEGEND
YRS.I D"` V
J MAR G 6 �1 998 DL
DIVISIUir OF
COASTAL MANAGEMENT
❑ 1 hlyyy
Existing uplands
rVq Wetland creation area (saltmarsh species)
19 (presently uplands; 0.84 acres)
Existing 404 wetlands
Existing CAMA marsh
SCALE 1" = 300'
NOTE: OTHER SALT TOLERANT SPECIES MAY BE PLANTED WHICH WILL BE COORIDINATED WITH CAMA STAFF
Winding River Plantation I LAND MANAGEMENT
Brunswick County, NC GROUP, INC
December, 1997
Carolina National Golf Course
Hole # 14
Wetland Creation Area
/1 OF 46

TOPVIEW OF PROPOSED TWO BULKHEAD AREASC,8� WATER, IN -'AK ,.
�I� »av
�V nears nn nnn10)
�22
1 1
t.
RIm' V V IJJV
D I U}b O Il
kid () ..:' i ... ^O WA E
�� 9p
40
NOTES:
/ —ALL BULKHEADS WILL BE
ACED ABOVE BOTH THE MHW LINE &
ABOVE ALL SALTMARSH AS FLAGGED
BY CAMA REPS.
r) -ALL GOLF CART CROSSINGS
OF WOODY WETLANDS WILL BE UPON
.4 ELEVATED WOODEN BRIDGES SIMILAR TO
t � z PHASES I.&II.
0 DEN BULKHEAD
F- 'WATER INTAKE -THE INTAKE PIPE
DURING DROUGHT/CnNnILL MP�F H W R TO HOLDING PONDS ONLY
LAND MANAGEMENT GROUP, INC.

Df(
CrY,-
IN
PURPOSE: TO WITHDRAW FRESH WATER(<2PP'T) FOR IRRIGATION NEEDS ONLY DURING DROUGHT
CONDITIONS DURING THE EBB TIDAL CYCLE WITH FILTER -X CLOTH & 1 / 100TH INCH
SCREEN TO AVOID THE POTENTIAL OF ORGANISM IMPINGEMENT
(TEMPORY FLOATING PLATFORM WILL MEASURE 2'X 14) FLOOD
r� LESS THAN -3.0 MLW DEPTH FRR
�O
yellow
d�oy.
( i
6" GUIDE POST WITH ROLLER,
_ FLOATATION PLATFORM a w7�Ti
SUPPORT STRAPS --
R0
\NOTE: I
I/ z D �
\' > t O�
U
SCALER"=20" rn„
m
z
I !—I
/ A
r 1
r r 1
' r ,
IS POINTED, UPSTREAM DUE .TO GFiEALqR�FLECTIO' I-G`APABILITI
LAND MANAGEMENT GROUP,INC.
C
vN
m
n -i
m m
:10o
�mPa
_ R, c
CAm
m
m

TYPICAL OF SEDIMENT CONTROL FEATURES
m .
:EL OR WOOD POST
NUNEN WIRE F lm V no NOT,
DEE NOTE I LI
—SILT FENCE TWIN=
LOW I) IIIII� rFILL SLOPE
In "
MIN. OONPACTEO FILL ONES VIP:
]qR MIR! WITH IN I' LONG
iE POPLES 1 12' OX,
REPAIR OF SILT FEKE FAILURES
S) HSNEO SIW( IN LISP OF
FRONT VjF SIDE VTF
L Ipt[II tlll /sn a Wp snU, w n INYIw N[mw N mwl allbllp rl wlNpt wn. ry.� lam �Jf \�// K _
L Mw NON Wu w uH tNn p[Il l[ I [Iola [I ]' U plu{N W 1' la ImpU. hm WII 1[ wexb xPD pm[[rnlmnMl WItrN fpUxn IIM.
1 YNW nW N[t[ w uH Un WII N P U IpNI xl N n W xll Ixtur w6 qlv l NrN Yn (WIH 'ppl rM14N 6N htr I R, WII Wlw Y lSp Illl lv [IYa ] Hlrplllry. !FI[ WII
N [ rNlu [I II' xN W yra [ rIr1Y rl 1 Iln [WI YN II' WT uNln[. MIN W Mlle[ [I[[r prll U! nn j r�
1 lllltp I[Y•[ WIIIFI[ [I nilW N-11 ... a [N[IW Iw xIN rInIW avrgU rl l U./Iln. b.. W r `/ i,�l.[l r. Ci 6 .199P
Wlv N IIItpIM rlll[Iwp layl[ WII mtal[ rlVnl[In WUltw W Rslll[w. 1. 11 !Illy IYI[ la xN Yp r aV I, 11 v PAIN. Y. a T[tu, W PWW.1 uNLy B W[ M u[rN 1', w
TIN heuM U M ItypN, RN[aYl x[p [yl ll[[Ly U nWw6 Wt NNW WII W nnN 1'. •p
DIVISION OF
COASTAL MANAGEM
NOTE: FROM PREVIOUSLY APPROVED "WINDING RIVER" SEDIMENT CONTROL PLAN
PREPARED BY HOUSTON & ASSOC.
LAND MANAGEMENT GROUP, INC.
Irl c c r

TYPICAL CROSS-SECTION OF ROADWAY FEATURES
A/.
tl ��
KWirOI T/ll%
W. AOt
"Pl[ IRL ¢CTICH
W.
co.Krm u-.at J\ �u..�xm awew
YC YI li' lIK ) T Ii' lIK
i' 1-i ilxlwlq/1 [pgCi[ i' 1-i 1111MIMll CSS
TYPICAL DIVIDE ROADWAY SECTION
NTS
.V. aO5
tl 1 Nor 11
.u. iro5 �.crm luml.at A2 w ar.RS
TeICK Ni 51
neruL nu SccnvM r uc a r a
' o-i nrwvan cootrz
TYPICAL ROADWAY SECTION
NTS
TOP ELEVATION OF STORMWATER
1S WASHED
STONE r
CHANNEL SLOPE
SECTION VIEW
FRONT VIEW
•... APl
II
or Knv
rnlrx wx Stcna
Lso dl V r V
MAR 0 6 1998 `
DIVIS!iilc OF
COASTAL MANAGEMIE
NOTE HEIGHT G W[DTn DETEPnINEO BY
EXIST ING TOPDGPApNY AND
SEDIMENT STORAGE REOUIRED
TYPICAL CHECK DAM DETAII,
NTS
RIP -PAP
NOTE FROM PREVIOUSLY APPROVED "WINDING RIVER" SEDIMENT CONTROL PLAN
PREPARED BY HOUSTON & ASSOC.
MAX.
LAND MANAGEMENT GROUP, INC.

EN.ARGEMENT AREA
2114'FLOATING TEMPORY INTAKE PLATFORM
H
J>4
LLJ
.. ...........
0-
616
DIVISION OF
L
C'. §,TAL'
A
Lf. .. ....
SITE-+\
3
1A
N7
SCALE:1"=100'

APPENDIX "A"
MAR Q 6 1998
DIVISION OF
COASTAL MA14AGEME
INTERIOR 404 WOODY WETLAND IMPACT AND MITIGATION
SUMMARIES FOR PROJECT
LAND MANAGEMENT GROUP, INC.

4 )4/40' FRESHWATER WETLAN I IMPACTS 8c MITIGATION
(SEE ATTACHED ENLARGEMENTS)
. . . . . . . ...
cc N
04
0
199
DIVIS10i,4
COASTAL MANAGE
m
17 Fz

Table 1. Summary of Nationwide Permit 14 crossings
Area #
Phase #
Area (ac)
Distance
to H2O (ft)
Isolated?'
Mitigation
Ratio
Shelf area
Required
Creation
required
1
2
0.0871
1000+
No
1.5:1
' = === :
0.13065
2
2
0.0652
—450
No
3:1
0.1956
3
1
0.1494
1000+
No
1.51
0.2241
4
1
0.2457
1000+
No
1.5:1
W �Y='=
0.3686
5
3
0.227
1000+
yes
1.51
0.36855^
Total
0.7744
0.36855
0.9189
'Isolated web ands can be mitigated with littoral shelves and/or isolated wetland creation
'Non -isolated wetlands cannot be mitigated using littoral shelves or isolated wetland creation
MEMO'TO: PROJECT REVIEW AGENCIES
MEMO FROM: Land Management Group
RE: Winding River Revised Planting Strategy
Species to be planted are:
IN 404 WOODY WETLANDS
Ilex glabra
1. coreacea,
Lyonea lucida,
Quercus laurifolia
Quercus phellos
Quercus nuttallii
Acer rubrum
Quercus nigra
Nyssa sylvatica
Shrubs planted on 2.5' centers. Canopy species in clusters.
i�AR 6 1998
O
DIVISIUiv OF
COASTAL MANAGEMENT
FIVE year monitoring period
70% survival goal at the end of the monitoring period including volunteer FACW
or OBL species.
t 9 n F,

Table 2. Summary of Nationwide Permit 26 crossings and golf areas
Area #
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
Total
Phase # I Area (ac)
1
1
1
1
deleted
deleted
1
1
deleted
deleted
1
deleted
office
3
3
3
3
0.2598
0.1281
0.1261
0.0727
0.1055
0.0367
Distance
to H2O (ft)
—800
—400
—350
—400
1000+
1000+
0.0687 1 0.0687
0.700
0.0500
0.0900
0.1800
0.1300
1.9476
Isolated?'
Mitigation
Ratio
no
3:1
no
3:1
no
3:1
no
3:1
yes 1.5:1
yes 1.5:1
yes 1 3:1
I
I
U
MAR 8 6 1'998 J
DIVISION OF
DOASTAI MANAGEMENT
Shelf area I Creation
Required required
0.1583
0.0551
0.2061
1000+
yes
1.5:1
1.0500
1000+
yes
1.5:1
0.0750
1000+
yes
1.51
0.0.1350
—800
yes
3:1
0.2700
—700
yes
3:1
0.1950
n _ _
2.1444
1.7601
'Isolated wetlands can be mitigated with littoral shelves and/or isolated wetland creation
'Non -isolated wetlands cannot be mitigated using littoral shelves or isolated wetland creation
Table 3. Summary of mitigation ratios for created wetlands as required by NC Division of Water Quality:
Distance from surface water
Creation mitigation ratio
(Area createdArea impacted)
0 -50'
6:1
50'-150'
6:1
150'-1000'
3:1
> 1000'
1.5:1
11 of Z6

Table 4. Summary of wetland fill/mitigation requirements
I !Uta��U ,
itiMAR 1 6 1998
DIVISIOiv OF
COASTAL MANAGEMENT
Permit Type
Total area impacted
(acres)
Total Littoral shelflsolated
wetlands required (acres)
Total non -isolated wetand
creation required (acres)
NATIONWIDE 14
0.8
0.4
0.9
NATIONWIDE 26
1.9
2.1
1.8
GRAND TOTAL
2.7
2.5
2.7
Table 5. Summary of non -isolated wetland creation
Hole #
Created area (acres)
Cumulative created area (acres)
14
0.8
0.8
17
0.2
1.0
19
1.9
2.9
20
0.1
3.0
TOTAL"*
3.0
"' Need 2.7 acres, total area = 3 acres. Exceed amount required by 0.3 acres.
Table 5. Summary of isolated wetland littoral shelf creation
Description
Created area (acres)
Cumulative
Hole 26, isolated wetland
0.7
0.7
Hole 5, Littoral shelf
.37
1.03
Hole 13, depressional wetland
0.37
1.4
Littoral shelf #2
0.61
2.01
Littoral shelf #5
0.68
269
TOTAL*"
2.69
T M w �M ,u':. ,
rcz;::::: :_.. ::vim :®:e .:.:::.:-
"' Need 2.5 acres show 2.69 acres. Exceed amount required by 0.19 acres. This total does not include other littoral
shelves/isolated wetland created by Terry
as cr- z�-

MAR 0 6 1998
•/ IS, �, JF
,L MA14AGEM
LEGEND
NWP 14 #5 (0.2 acres) 150 300 600
SCALE 1" = 300'
NWP 26 # 14 (0.05 acres)
Winding River Plantation LAND MANAGEMENT NWP 14 #5 I
Brunswick County, NC GROUP INC NWP 26 #14
December 1997 Fill Request
::?x nif ,�/

LEGEND
Fill Area (0.40 acres)
Iffil
Winding River Plantation
Brunswick County, NC
LAND MANAGEMENT
GROUP, INC
December 1997
DIVISIU;N OF
COASTAL MANAGEMEN
150 300 600
SCALE 1" = 300'
NWP 26
#s15,16&17
Fill Requests

Typical 404 wetland
LEGEND
Creation area (1.9 acres)
Areas shaded in gray represent
delineated wetlands
Winding River Plantation I LAND MANAGEMENT
Brunswick County, NC GROUP, INC
December 1997
MAR 0 6 1998 c
DIVISIUiv OF
EME
150 300 600
SCALE 1" = 300'
Carolina National
Golf Course
Hole # 19
Non -isolated wetland creation
z3 off' .?&

�z
LEGEND
Creation area (0.12 acres)
Areas shaded in gray represent
delineated wetlands
Winding River Plantation
Brunswick County, NC
LAND MANAGEMENT
GROUP, INC
December 1997
0.
0
D
0
�<
D C
rn
9
Z
m
Co
co
150 300 600
SCALE 1" = 300'
Carolina National
Golf Course
Hole #20
Wetland Creation Area

LEGEND
Creation area (0.7 acres)
Areas shaded in gray represent
delineated wetlands
Winding River Plantation I LAND MANAGEMENT
Brunswick County, NC GROUP, INC
December 1997
[AAR 0 G 1998
DIVIS10k:OF
COASTAL MANAGEMENT
150 300 600
SCALE V = 300'
Carolina National
Golf Course
Hole # 26
Wetland Creation Area
Z5 �F eZ(0

AGENCY APPROVED DEVELQ PMENT PLAN FOR PHASES I.&II.
WITH 4t 4 & 401 PERM TS
10`_'
l'

APPENDIX "B"
DEED OF PROPERTY
T
�°>�II�I� O
PJIAR 061998
DIVISIOiv OF
COASTAL MANAGEMENT
LAND MANAGEMENT GROUP, INC.

SENT BY 9192519667
12- 9-97 ; 11:41
FAISON FLETCHER-
910 452 0060 a: 2/. 7
BN 1.1 1'3 P604 10
IZ<foe'D
BAN$;uic- cou"r. Pc ou2,/+c
44163.00
pTN iT
U fi Feel
LA k j+�4o F.cl.. r', Tct
Sxciee Tax1l (i7I3.00
BK 1 096 PG0955
96 JUN 28 PM 1157
J. "Lluisull
AEG131ER OF VEOS
OROHs41fx CO!IN(1, .4.C_
Recording Time, Book and Page
The inacrument was prepared by John J. McEwan, International Paper
Realty Corporation, One Maynard Drive, Park Ridge, New Jersey 07656
Mail after retarding to PATTEN CAROLINA LAND, INC., 3973A Market
Street, Wilmington, North Carolina 28403
Deecription, 906.43 +/- acrea in Brunswick County, North Carolina
L
-� _a:
BTATB OF NORTH CAROLINA
COUNTY OF PeNVDER _I .ICU ..
/IAK g iggp =
THIS DEED made this .2,V day of June, 1996, b C)=
y and'betseeQL MAIJAGEME
INTBREATIOX" PAPER REALTY CORPORATION, a an address at One Maynard Drive, Delnrare corporation, with
Park Ridge, NJ 07656 ('Grantor"), and
PAT`rM CAROLI" LAM. INC., an address at 3973A Market Street,
Wilmington, North Carolina 28403 ("Grantee-).
M I T N E 8 6 R S Hi mry a�
Q aeE
CAN
rf
That the Grantor, for and in consideration of the gum of Ten
Dollars ($10.00) ■nd ocher valuable consideration, the receipt of
which is hereby acknowledged, has bargained and sold, and by thee
presents dose grant, bargain, @all and convey unto the Grantee, it,
successors and aeelgne, real property located in Brunswick County,
North Carolina more particularly described as on Exhibit A attached
hereto and mode a pare hereof,
.�
THE COW4VTAXCE of the above described parcel of land in made
S 8— IPta C dy B-
1
4,(�r.' r1?cf��F7'%•j2N71w fir U... Y 9r eSR'V:. �tea�,15'lv,,,,._:,xss.„m.

BY 9192519667 :12- 9-97 11:42 FAISON FLETCHER-
QK 1 1 1 3 PC04 12 BK 1 096 PC0957
72E L'E �urcr7
en•ilronmenr.a7 protection laws, irieluding, without limitation,
waclanrin, Pr'ntectlon lawn, rules, regulations and orders.
TO HAVE AND TO HOLD, subject to the above reservations, and all
oingular the said premises unto the said Grantee, its successors and
assigns forever.
And the Grantor covenants with the Grantee, that Grantor has done
nothing to impair such title as Grantor received, and Grantor will
warrant and defend the title against all lawful claims of all persons
claiming by, under or through Grantor.
In Wltnesa Whereof, the Grantor, a Delaware corporation, has
caused this instrument to be executed by its duly authorized officer
and its corporate seal to be hereunto affixed and such execution to be
attested by its Assistant Secretary, by order of its Hoard of
Directors, this the -24
day of June, 1996.
1TE ; M—
.iohn S: Te{chiian
TypedI :%.ec Becje rary
�
(ASSISTANT SECRETARY CORPORATE SEAL)
INTERNATIONAL PAPER REALTy
CORPORATION
L. H. Ronnie_`T�/ r
Typed Name
Titlar_ President
910 452 00604 4/
IMAF•.:`_! agog
DIVISIOiv OF
OOASTAL MANAGEMENT

SENT BY919_ 19667
12- 9-97 : 11 42
SON FLETCHER
910 452 0
#3/7
OK 1 1 1 3 PG 0 4 1 I
OK 1096 PG0956
aubiect to the following:
(a) Rights, if any, relating to the construction and
maintenance in connection with any public utility of wires,
Poles, pipes, conduits and appurtenances thereto, on, under or
across the Property;
(b) Real estate taxes, water rates and other governmental
charges, if any, subject to adjustment an herein provided;
(c) Restrictions on Grantee's ability to build upon or use
the Property imposed by any current or future building or zoning
ordinances or any other law or regulation of any governmental
authority;
(d) Rights of parties or persona in possession or any state
of facts which an accurate survey or an inspection of the
Property would reveal, including but not limited to the location
of boundary lines, improvements and encroachments, if any;
(e) All valid and outstanding eaaaments, aervitudes, rights -
of -way, flowage rights, reatrictions, licenses, leases,
zesnrva[iane, covenants and all other rights in third parties of
record or acquired through prescription or adverse Possession;
(f) All roll back taxes, if any, for any year and the
current year's taxes, essesnments and other charges of any kind
or nature imposed upon or levied against or on account of the
Property by any governmental authority;
(g) All previous reservations, exceptions and conveyances of
the oil, gas, ameccisted hydrocarbons, minerals and mineral
substance■ and royalty and other mineral rights and interests,
together with a roeervation of minerals by Grantor as set forth
an Exhibit R attached hereto and made a part hereof,
(hl All claims of governmeneal authorities in and to any
Portion of the Property lying in the bad of any streams, cracks
or waterways or other eubmergod lands or lend now or formerly
subject to the ebb and flow of tidal waters or an claime�r-1'j,7 "
VV,
J I
riparian rights;
L.'J jy AR iQ
(i) Any and all restrictions on use of the Property due D9ovisiU„ Jr-
COASTAL MANAGE

HOUSTON and ASSOCIATES, P..+ , - " `'
Consulting Engineers I FEB 2 6 1998
SHALLOTTE, NORTH CAROLINA 28459
Telephone [phone]
Facsimile [phone]
Ms. Linda Lewis, Environmental Engineer
Water Quality Section
North Carolina Department of Environment,
Health and Natural Resources
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
117 ine Street
Box 2927
Wednesday, February 25, 1998
Subject: Carolina National at Winding River Plantation
Revised Phase 2 Residential Submittal
Existing DWQ Permit No. SW8 961109
Dear Ms. Lewis:
We have revised the plans and associated documents for the subject
project based on your letter to us dated February 17, 1998. An itemized
summary of the revisions follow. Item numbers correspond to the
numbered comments in your letter.
1. We have substituted the Operation and Maintenance plan which you
sent with your letter for the former one signed by Mr. Dickey.
Enclosed are two copies of the new form signed by Mr. David
Edwards.
2. The "Typical Rip -Rap Stormwater Swale Section" detail appearing
on Sheet # 8 of the plans has been revised to include information
about the vegetative sections of the affected stormwater swales. Two
copies of revised Sheet # 8 are enclosed. We have also revised Sheet
# 2 to illustrate the lengthening of Swales S-50 and S-56 so that a
minimum 100' of vegetative section will be available. Two copies of
Sheet # 2 are also enclosed.
We trust that you will find our submittal to be in order and that project
approval is warranted. Should you require any additional information, or
have any comments, please do not hesitate to contact us.
Sincerely,
Houston, P.E.
in and Associates, P.A.
JRH/dmc
Enclosures
pc: Mr. David Edwards, bluegreen
File: 96-0090 (bluegreen, Winding River Plantation Phase 2 SW Plan)

State of North Carolina
Department of Environment
fflZ`-
and Natural Resources
Wilmington Regional Office
s®�®
James B. Hunt, Jr., Governor
N C ®EN R
Wayne McDevitt, Secretary
NORTH CAROLINA DEPARTMENT OF
Division of Water Quality
ENVIRONMENT AND NATURAL RESOURCES
February 17, 1998
Mr. Jay Houston, P.E.
Houston and Associates
PO Box 2927
Shallotte, NC 28459
Subject: REQUEST FOR ADDITIONAL INFORMATION.
Stormwater Project No. SW8 961109 Modification
Winding River Plantation Phase II
Brunswick County
Dear Mr. Houston:
The Wilmington Regional Office received previously requested information for the Stormwater
Management Permit Application for Winding River Plantation Phase II on December 17, 1997. 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. The Operation and Maintenance plan only allows for annual inspections and repairs. Please
change this to monthly.
2. Please verify that each 5:1 channel with riprap has at least 100' of grassed 5:1 side slope for
the runoff to flow through. Again, a riprap channel does not meet the intent of providing a
grassed channel to meet the curb outlet system requirements.
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 March 17, 1998, 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 have any questions concerning this matter please feel free to call me at (910) 395-
3900.
Sincerely,
e"c " oea .
Ms. Linda Lewis
Environmental Engineer
RSS/arl: S:\WQS\STORMWAT\ADDINFO\961109.FEB
cc: Linda Lewis
Central Files
127 Cardinal Dr. Ext., Wilmington, North Carolina 28405 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50 % recycled/10% post -consumer paper

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SUPPLEMENT TO "DETENTION POND ATTACHMENT"
NC STORMWATER MANAGEMENT PERMIT APPLICATION
Carolina National at Winding River Plantation Revised Stormwater Plan
Phase 2
Lot(s)
Total Allowable
Total BUA Draining
Tract I.D.
Number
BUA SF
to SW Pond SF
P4
20 thru 35
6500
6500
P4
2
6500
4300
P4
3
6500
6200
P4
4
6500
5200
P4
5 thru 15
6500
2100
P4
17
6500
600
P4
18
I 6500
1400
P4
19
6500
5000
P4 j
36
6500
3500
P3
134
6500 1200
P3
135
6500 5000
P3 I
136
6500 3400
P3
138
6500 400
(� E C E I V E
flJnu` DEC 16 1997 D
D E M
PROJB

HOUSTON and ASSOCIATES, P.A.
Consulting Engineers
SHALLOTTE, NORTH CAROLINA 28459
Telephone [phone] Pine Streel
Facsimile [phone] Post Office Box 2927
,DRED'T
DEC 16 1997
Wednesday, November 26, 1997
BY:--------
Ms. Linda Lewis, Environmental Engineer
Water Quality Section
North Carolina Department of Environment,
Health and Natural Resources
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
Subject: Carolina National at Winding River Plantation
Revised Phase 2 Residential Submittal
Existing DWQ Permit No. SW8 961109
Dear Ms. Lewis:
We have revised the plans and associated documents for the subject
project based on your letter to us dated November 21, 1997. An itemized
summary of the revisions follow. Item numbers correspond to the
numbered comments in your letter.
1 & 2. The "Stormwater Pond Outlet Structure Detail" has been revised
by changing the riser to 12" and adding stainless steel screens
to the top and bottom.
3. An Operation and Maintenance Plan for the stormwater swales
has been prepared.
4 & 5. The "Typical Rip -Rap Stormwater Swale Section" has been
revised by adding a table which provides information about rip -
rap section length and location as well as locations of stone
check dams.
6. The "Typical Stormwater Swale Section" states that channels
shall be stabilized with Bermuda grass.
7. A "Supplement to Detention Pond Attachment" has been
prepared which provides: a) a list of all lots where all or a
portion of the lot is within the drainage area of the stormwater
detention pond; b) the total allowable BUA for each lot which
drains to the stormwater detention pond; and c) the BUA on
each lot which drains to the stormwater detention pond.

Ms. Linda Lewis Page 2 Winding River Plantation
November 26, 1997 Revised Phase 2 Stormwater
Enclosed for your review and approval are two copies each of:
- revised plan sheets 2, 7, and 8;
- executed "Stormwater Swale Maintenance Requirements"; and,
- "Supplement to Detention Pond Attachment...".
We trust that you will find our submittal to be in order and that project
approval is warranted. Should you require any additional information, or
have any comments, please do not hesitate to contact us.
Sincerely,
, I� • 1 11 Y
Enclosures
pc: Mr. David Edwards, bluegreen
).E.
wiates, P.A.
File: 96-0090 (bluegreen, Winding River Plantation Phase 2 SW Plan)

State of North Carolina
Department of Environment
and Natural Resources
Wilmington Regional.OfBce
James B. Hunt,.Jr.; Governor
Wayne McDevitt, Secretary
Division of Water Quality
November 21, 1997
Mr. Jay Houston, P.E.
Houston and Associates
PO Box 2927
Shallotte, NC 28459
F
® -
NC®ER
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
Subject: ACKNOWLEDGEMENT OF RECEIPT AND
REQUEST FOR ADDITIONAL INFORMATION
Stormwater Project No. SW8 961109 Modification
Winding River Plantation -Phase II
Brunswick County
Dear Mr. Houston:
The Wilmington Regional Office received a modification to the Stormwater Management Permit
Application for Winding River Plantation on October 17, 1997. A preliminary review of that information
has determined, that the application is not complete. The following information is needed to continue the
stormwater review:
2'�5
1r/ A. The small diameter of the riser seems to be asking for trouble. Clogging is a major concern.
U Please specify at least a 12" riser.
,/ 2. The riser and orifice must have a trash rack to aid in keeping the system clog free. The orifice
may be a negatively sloped 1-5/8" pipe through the plate to provide clogging protection, or
covered by some type of screening material. The riser needs some type of grating.
3. A signed Operation and Maintenance Plan for the curb outlet system.
ifP' r 4. Rip rap in the swale is OK at the beginning to provide energy dissipation, but is not OK for
the entire length. The nutrient uptake benefit of grass is not being realized with rip rap. Please
h ill / SSA specify the particular length of rip rap to be used in the swale on the detail.
5hly�� � t2
0 5. The flow must be non -erosive for the vegetated lining chosen. If the velocity is too high, use
flow spreaders and check dams to slow the runoff down.
�Zn
;/ 6. Please specify the vegetated lining of choice on the swale detail.
7. Please specify by lot number the corresponding BUA on Attachment A.
127 North Cardinal Dr., Wilmington, North Carolina 28405 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50 % recycled/10% post -consumer paper

Mr. Houston -
November 21; 1997
Stormwater Project No. SW8 961109 Modification
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received by this Office prior to December 21, 1997, 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 have any questions concerning this matter please feel free to call me at [phone].
Sincerely,
Ms. Linda Lewis
Environmental Engineer
RSS/arl: S:\WQS\STORMWAT\ADDINFO\961109.NOV
cc: Linda Lewis
Central Files
i
127 North Cardinal Dr., Wilmington, North Carolina 28405 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/10% post -consumer paper

`a EJEHNP .dIFL Fa��.�91)-SCt'70�
DETENTION POND ATTACHMENT Pl /— AS �
L BUELTUPON AREA CALCULATION(See NCAC 2H.1008 (c) and (e) for applicable design criteria. In
cases where more than one pond is proposed, please list each pond's information in separate columns.)
Pond # Ph. II
Classification SC
Existing Built -Upon Area -0-
Proposed Built -Upon Area 4.68 Ac.
Total Project Area 10.4 Ac
Total Drainage Area 10.4 Ac.
Percent Built -Upon 45.0
H. BREAKDOWN OF PROPOSED BVELT-UPON AREA
Buildings -0-
lots @ sf/lot *3.75 Ac.
Streets/Parking 0.93 Ac.
Sidewalks
Future Development
Other
III, POND DESIGN
Pond Depth 7 Ft.
TSS Chart (85% or 90%) 90 %
SA/DA ratio 0.0165
Required Surface Area ®PP 7,475
Provided Surface Area ®PP 8,000 Sf.
Required Volume 17,173 Cf. .
Provided Volume 18,130 Cf. .
i p
tr
-4 E C E I V E
OCT 171997 D
PROJ #SZ(1CQ HW
Permanent Pool Elevation 18.0
Storage Pool Elevation 20.0
Storage Pool Surface Area 10,300 Sf.
Forebay Depth 5 Ft.
See Attachment A for specific language that must be used for projects that propose the subdivision and selling of lots or outparcels,
or have future development areas..
* This represents all of the BUA (6,500 Sf. each) for 16 lots and a portion of the
BUA for 23 lots.

HYDROLOGIC & HYDRAULIC
CALCULATIONS
PHASE 2 - WINDING RIVER PLANTATION
Section 1: Stormwater Pond
Section 2: Storm Drains
Section 3: Stormwater Swales, Cross Drainage
Gutters & Slotted Drains
Section 4: Culverts
September 1997
D E C E I V E
OCT 1 71997
PROJ
Houston and Associates, P.A.
Shallotte, North Carolina

Stormwater Pond Design
Total Drainage Area: 10 4 ;Acres
Impervious Area:
Roadways 40,510 g
Houses on Lots 1�63,300 S<
Total: 4.679 Acres
%Imperivous: 45.0 %
Permanent Pool Depth: 7
% TSS Removal: 90
SA/DA: ,0:'01'.65
Required SA: 7,475 SF
Runoff: 1 ; Inches
"Simple Method"
R, 0.45
Volume: 17,173 CF
Proposed Normal Pool SA 51 S,U00� SF (@ 18.0' MSL)
Proposed SA @ Storage Pool 10*300Y SF (c� 20.0' MSL)
Depth of Storage: 1.88 Feet
USE 2�0;� Feet
Provided Storage: 18,300 CF
Pond Elevations:
Bottom Elev.: 110 MSL
Permanent Pool: 18.0 MSL
Storage Pool: 20.0 MSL
Flood Pool 20 5 ow�i MSL
"Freeboard" Elev: 21.5 MSL

_..
-
85o
TSS REMOVAL,
WITH 30' VE _,.__.E
FILTER
3.:=-
3.5ET
;.OFT 4.SFT
SOFT
5.5F
Q--
5ET 7.
7
5E
=
8
6
2O`
-
1 .3
_.2
1.1
0
_
_
2.2
i.9
1.8
1.6
_.=
1.
1.2
_.0
.9
1.0
5G°
=
3.7
3.3
3.0
2.7
2.<
1.3
'-.'.5
3.8
3.5
3.2
2.9
2.:
2.3
_.0
1.6
5.2
-.5
4.1
3.7
3.1
2.;
2.5
1.8
50 :.:
6.0
3.2
4.7
4.2
3.7
3.2
2.7
2.2
2.0
30% -.
6.5
5.8
5.3
4.8
4._'
3.8
3.3
100 _.2
7.4
6.8
6.2
5.6
5.0
4-
3.8
2-6
SA/DA
- >
9 0 % TSS
REMOVi=_,
OR
WET
DETENTION WITHOUT
VEGET-.'-_V_
=ILTEP.
IMPER.= 3.
, 3.SFT
=.OFT 4.5FT
5.OFT
5.5FT '.0--
6.5FT 7.OFT
7.SET
20 _.-
2.0
1.8
1.7
1.5
i.':
1._
1.0
6
30=
5
3.0
2.7
2.5
2.2
i.S
1.=
1.3
_
g
4.0
3.5
3.1
2.8
2.5
50= _.=
5.0
4.3
3.9
3.5
3._
2.-
2.3
_.9
1.5
60$ -.D
6.0
5.3
4.8
3
3.9
70= _.=
7.0
6.0
5.5
5.0
4.5
2.9
2.3
BO=: ;.=
8.0
7.0
6.4
5.7
S.2
4.6
4.G
3.
2.8
90=_ _-.7
9.0
7.9
7.2
6.5
5.9
5.2
4.6
3.9
3.3
100=, _
.0
10.0
8..8
8.1
7.3
6.6
5.8
5.1
-.3
3.6
4

u
Winding River Phase 2 SW,Pond
Stormwater Pond'. Drawdown.
r:
s E
ORIFICE DIA.
INCHES
44
DATAINPUT
NORMALPCOLAREA=
INCHES OF RAINFALL =
BASIN AREA =
IMPERVIOUS AREA =
NORMAL POOL ELEVATION =
AGE POOL AREA =
INCREMENT OF ROUTING =
CE COEF. =
RESULTS
AREAS (FT-2)
NUMBER OF ORIFICES
2 3
111
4
8000E EF
INCHES
10.40j ACRES
4.68)PCRES
18.00!FEET
FEET''
10300' SF
"j_ +,.2;0 HOURS
0n6
COEF. (Rv) =
0.45
DN OF POOL AT STORAGE _
_
_ 20.00'
FEET
POOLAREA=
8,000
FEET'
OF RUNOFF FROM RAINFALL =
17,173
FEET'
OF STORAGE =
18.300
FEET'

Drawdown Calculations For Pond
Orfice
TIME
ELEVATION
HEAD
FLOWRATE
VOLUME
END
ELEV.
FEET
FEET
CFS
CF
FEET
0
20.00
2.0000
0.09806
706.00
19.91
2.0
19.91
1.9118
0.09587
690.25
19.83
4.0
19.83
1.8255
0.09368
674.49
19.74
6.0
19.74
1.7412
0.09149
658.73
19.66
8.0
19.66
1.6588
0.08930
642.97
19.58
10.0
19.58
1.5784
0.08711
627.20
19.50
12.0
19.50
1.5000
0.08492
611.42
19.42
14.0
19.42
1.4236
0.08273
595.64
19.35
16.0
19.35
1.3492
0.08054
579.86
19.28
18.0
19.28
1.2767
0,07834
564.07
19.21
20.0
19.21
1.2062
0.07615
548.27
19.14
22.0
19.14
1.1376
0.07395
532.47
19.07
24.0
19.07
1.0711
0.07176
516.65
19.01
26.0
19.01
1.0065
0.06956
500.84
18.94
28.0
18.94
0.9439
0.06736
485.01
18.88
30.0
18.88
0.8833
0.06516
469.18
18.82
32.0
18.82
0.8246
0.06296
453.33
18.77
34.0
18.77
0.7680
0.06076
437.48
18.71
36.0
18.71
0.7133
0.05856
421.61
18.66
38.0
18.66
0.6606
0.05635
405.74
18.61
40.0
18.61
0.6099
0.05415
389.85
18.56
42.0
18.56
0.5611
0.05194
373.95
18.51
44.0
18.51
0.5144
0.04973
358.04
18.47
46.0
18.47
0.4696
0.04751
342.11
18.43
48.0
18.43
0.4269
0.04530
326.16
18.39
50.0
18.39
0.3861
0.04308
310.19
18.35
52.0
18.35
0.3473
0.04086
294.20
18.31
54.0
18.31
0.3105
0.03864
278.19
18.28
56.0
18.28
0.2758
0.03641
262.15
18.24
58.0
18.24
0.2430
0.03418
246.09
18.21
60.0
18.21
0.2122
0.03194
229.98
18.18
62.0
18.18
0.1835
0.02970
213.84
18.16
64.0
18.16
0.1568
0.02745
197.65
18.13
66.0
18.13
0.1320
0.02520
181.41
18.11
68.0
18.11
0.1094
0.02293
165.10
18.09
70.0
18.09
0.0887
0.02065
148.71
18.07
72.0
18.07
0.0701
0.01836
132.22
18.05
74.0
18.05
0.0536
0.01606
115.60
18.04
76.0
18.04
0.0392
0.01372
98.80
18.03
78.0
18.03
0.0268
0.01135
81.75
18.02
80.0
18.02
0.0166
0.00893
64.32
18.01
82.0
18.01
0.0086
0.00641
46.19
18.00
84.0
Drawdown Timete,3t4
days
0,�rfI Size 1'825In h s

Runoff Hydrograph'into SW Pond
(See Flowrate Calc. and Drainage Basin Data for Breakdown of Areas)
Curve Number Drainage Area Land Use Soil Group NA
iiii14 iR sidential�
Total: 10.4 Total: 780
Weighted Curve Number: 75.00
Runoff Volume: (Soil Conservation Service, Method)
Storm Duration '10 Y� - 1,.Hr
Storm Rainfall. r , �.4 28' Inches
S: 3.33
Direct Surface Runoff: 0.83 Inches
Total Runoff: 31,429 CF
0.72 Ac-Ft
Peak Flowrate:
10 Yr Intensity: 6:1 Inches/Hour
Weighted "C": 0.54
10 Yr Peak Flowrate: 34.26 CFS
Basic Hydrograph:
Conversion Factors:
u: 0.000219 Ac-Ft/Unit
w: 0.342576 CFS/Unit
k: 0.463 Min/Unit

1 6o
Time Min Flow CFS
0.0 0.0
1.4 1.7
3.2 5.1
4.6 12.0
6.0 19.2
7.4 26.4
8.3 30.8
9.3 33.2
10.7 34.3
12.5 32.9
13.9 29.1
15.8 24.7
18.5 17.1
21.8 11.3
24.6 8.2
27.8 5.5
31.0 3.8
38.9 1.4
46.3 #VALUE!
Inflow Hydrograph
35.0 -
30.0
25.0
W
LL
�?
20.0
d
m
15.0
0
10.0
5.0
0.0
0.0
10.0 20.0 30.0 40.0 50.0
Time (MIN)

Winding River Phase 2 SW Pond
Pond Stag'�-Dischargee-Storage
Pond Storage Area-� ; 8 000.00; Square Feet
AT = g''w a ar e12D sec.
ELEVATION DISCHARGE STORAGE 2S/DT + O
0.00
0.00
20.00
0.00
16000
267
20.08
1.00
16640
278
20.24
5.00
17920
304
20.30
7.00
18400
314
20.38
10.00
19040
327
20.50
15.00
20000
348
20.61
20.00
20880
368
20.71
25.00
21680
386
20.80
30.00
22400
403
20.89
35.00
23120
420
Discharge / Stage Relationship Based on 14 FT Spillway & Cw=3.0
Outflow vs MAT + O
r�
r
,
15 20 25 30 35
Outflow (CFS)

/-b
Clearwater Place
Stormwater Pond Design 8/29/97 Prepared By: SWQ .
Checked By:
Winding River Phase 2 SW Pond
Routing Pond
AT USED IN STAGE -DISCHARGE -STORAGE
2 (min)
Time n In In + In+1
2S/DT - On
2S/DT + On+1
On+1
(min) (CFS)
(CFS)
(CFS)
(CFS)
(CFS)
Oa ,,, 1
> 0
2
2 2.
s
12
2
2�
4 3
10
29
14
14
p
6 4
�+ L9„ ,
49
43
43
8 5
30
64
92
92e
0
10 6
U
66
156
156
�^ 0
12 7
3.2
61
222
222
14 8
2.9` "�.
53
279
283
2
16 9
2t4
41
310
332
1 1
18 10
29
319
351
1�6
20 11
ik2
22
318
348
a15
22 12
.9U
18
314
340
24 13
8 r
15
310
332
26 14
7"
12
305
325
28 15
5
9
301
317
8 -
30 16
4
8
298
310y,6
32 17
4
7
296
306
S _-
34 18
3 ,, '
6
293
303
36 19
3
5
291
299
4
38 20
2
3
288
296
`" I4
40 21
1;
2
285
291
3
42 22
1
2
283
287
44 23
$e
1
281
285
2
46 24
0
0
280
282
s1•mk
48 25
0'
0
278
280
50 26 Oe
0
276
278."
bid
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0.1161 ac
0.1084 ac
0.0912 ac.
0.0495 ac.
0.0720
ac.
0.0583
ac.
0.0569
ac.
0.0796
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CALCULATIONS FOR PHASE 2 STORM DRAINS
Storm Drain SD1
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
33 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
36 INCHES
DIA. FOR RISER =
INCHES
HEAD = 0.94
LENGTH OF CULVERT PIPE=
100 RAT
HEADWATER ELEVATION = 19.44
INV. IN ELEV. OF CULVERT=
17.0 FEET
INV. OUT ELEV. OFCULVERT =
15.0 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.72
WEIR FLOW COEF. =
HEADWATER ELEVATION = 21.22
TAILWATER ELEVATION =
20.5 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (Q)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA
HEAD = #####
HEADWATER ELEVATION = #####
Storm Drain SD2
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
33 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE=
30 INCHES
DIA. FOR RISER =
INCHES
HEAD = 1.95
LENGTH OF CULVERT PIPE =
120 FEET
HEADWATER ELEVATION = 22.20
INV. IN ELEV. OF CULVERT =
19.0 FEET
INV. OUT ELEV. OFCULVERT =
17.0 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 1.72
WEIR FLOW COEF. =
HEADWATER ELEVATION = 22.94
TAILWATER ELEVATION =
21.22 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN — ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA
HEAD = #####
HEADWATER ELEVATION = #####

Storm Drain SD3
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
27 CFS
MANNINGS n =
0.012
DIA. FOR CULVERT PIPE =
30 INCHES
DIA. FOR RISER =
INCHES
LENGTH OF CULVERT PIPE =
6 0 FEET
INV. IN ELEV. OF CULVERT =
20.5 FEET
INV. OUT ELEV. OF CULVERT =
19.0 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
WEIR FLOW COEF.
TAILWATER ELEVATION =
22.94 FEET
VELOCITY=
TAILWATER UNKNOWN = ZERO (0)
FPS
Storm Drain SD4
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
15 CPS
MANNINGS n =
0.012
DIA. FOR CULVERT PIPE =
18 INCHES
DIA. FOR RISER =
INCHES
LENGTH OF CULVERT PIPE =
50 FEET
INV. IN ELEV. OF CULVERT=
22.0 FEET
INV. OUT ELEV. OFCULVERT =
21 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
WEIR FLOW COEF. _
TAILWATER ELEVATION =
23.87 FEET
VELOCITY=
TAILWATER UNKNOWN = ZERO I01
FPS
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 1.30
HEADWATER ELEVATION = 23.05
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 0.93
HEADWATER ELEVATION = 23.87
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD= #####
HEADWATER ELEVATION = #####
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 3.11
HEADWATER ELEVATION = 25.86
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 2.55
HEADWATER ELEVATION = 26.42
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD= #####
HEADWATER ELEVATION = #####

Storm Drain SD5
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
13 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
18 INCHES
DIA. FOR RISER =
INCHES
HEAD = 2.33
LENGTH OF CULVERT PIPE=
130 FEET
HEADWATER ELEVATION = 30.08
INV. IN ELEV. OF CULVERT =
27.0 FEET
INV. OUT ELEV. OFCULVERT =
22.0 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 2.96
WEIR FLOW COEF. =
HEADWATER ELEVATION = 29.38
TAILWATER ELEVATION =
26.42 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA.
HEAD = #####
HEADWATER ELEVATION = #####
Storm Drain SD6
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
9.3 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
18 INCHES
DIA. FOR RISER =
INCHES
HEAD = 1.19
LENGTH OF CULVERT PIPE =
145 FEET
HEADWATER ELEVATION = 30.94
INV. IN ELEV. OF CULVERT =
29.0 FEET
INV. OUT ELEV. OFCULVERT =
27.0 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 1.61
WEIR FLOW COEF. =
HEADWATER ELEVATION = 31.69
TAILWATER ELEVATION =
30.08 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA.
HEAD = #####
HEADWATER ELEVATION = #####
\1

Storm Drain SD7
HEADWATER ELEVATION CALCULATIONS
FLOW RATE =
9.3 OFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
18 INCHES
DIA. FOR RISER =
INCHES
HEAD = 1.19
LENGTH OF CULVERT PIPE=
155 FEET
HEADWATER ELEVATION = 31.94
INV. IN ELEV. OF CULVERT=
30.0 FEET
INV. OUT ELEV. OFCULVERT =
29.0 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 1.68
WEIR FLOW COEF. =
HEADWATER ELEVATION = 33.37
TAILWATER ELEVATION =
31.69 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA
HEAD = #####
HEADWATER ELEVATION = #####
Storm Drain SD8
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
5.1 qFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
15 INCHES
DIA. FOR RISER=
INCHES
HEAD = 0.74
LENGTH OF CULVERT PIPE=
220 FEET
HEADWATER ELEVATION = 32.87
INV. IN ELEV. OF CULVERT =
31.5 FEET
INV. OUT ELEV. OF CULVERT =
30.0 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 1.57
WEIR FLOW COEF. =
HEADWATER ELEVATION = 34.94
TAILWATER ELEVATION =
33.37 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN — ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (9) RISER DIA
HEAD = # ####
HEADWATER ELEVATION = #####

2-,
Storm Drain SD9
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
3.7 CFS
MANNINGS n =
0.012
DIA. FOR CULVERT PIPE =
12 INCHES
DIA. FOR RISER =
INCHES
LENGTH OF CULVERT PIPE=
20 FEET
INV. IN ELEV. OF CULVERT =
32 FEET
INV. OUT ELEV. OFCULVERT =
31.5 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
WEIR FLOW COEF. _
TAILWATER ELEVATION =
34.95 FEET
VELOCITY=
TAILWATER UNKNOWN = ZERO (0)
FPS
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 0.96
HEADWATER ELEVATION = 33.46
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 0.70
HEADWATER ELEVATION = 35.65
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD= #####
HEADWATER ELEVATION = #####

Storm Drain SD1O
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
15 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
2 4 INCHES
DIA. FOR RISER =
INCHES
HEAD = 0.98
LENGTH OF CULVERT PIPE =
100 FEET
HEADWATER ELEVATION = 25.98
INV.IN ELEV. OF CULVERT=
24.0 FEET
INV. OUT ELEV. OFCULVERT =
21.0 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.91
WEIR FLOW COEF. =
HEADWATER ELEVATION = 24.78
TAILWATER ELEVATION =
23.87 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (Ol
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA
HEAD = #####
HEADWATER ELEVATION = #####
Storm Drain SD11
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
3.7 CIS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
12 INCHES
DIA. FOR RISER =
INCHES
HEAD = 0.96
LENGTH OF CULVERT PIPE=
20 FEET
HEADWATER ELEVATION = 26.46
INV. IN ELEV. OF CULVERT =
25.0 FEET
INV. OUT ELEV. OFCULVERT =
24.0 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.70
WEIR FLOW COEF. =
HEADWATER ELEVATION = 26.68
TAILWATER ELEVATION =
25.98 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (9)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA
HEAD = # # # # #
HEADWATER ELEVATION = #####

Storm Drain SD12
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
7.2 OFS
MANNINGS n =
0.012
DIA. FOR CULVERT PIPE =
15 INCHES
DIA. FOR RISER =
INCHES
LENGTH OF CULVERT PIPE =
160 FEET
INV. IN ELEV. OF CULVERT =
29.0 FEET
INV. OUT ELEV. OFCULVERT =
24.5 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
WEIR FLOW COEF. _
TAILWATER ELEVATION =
25.98 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN — ZERO (0)
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 1.48
HEADWATER ELEVATION = 31.11
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 2.50
HEADWATER ELEVATION = 28.48
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD= #####
HEADWATER ELEVATION = #####

Storm Drain SD2A
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
3.5 CPS
MANNINGS n =
0.012
DIA. FOR CULVERT PIPE =
12 INCHES
DIA. FOR RISER =
INCHES
LENGTH OF CULVERT PIPE=
20 FEET
INV. IN ELEV. OF CULVERT =
21.0 FEET
INV. OUT ELEV. OFCULVERT =
20.5 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
WEIR FLOW COEF. =
TAILWATER ELEVATION =
22.94 FEET
VELOCITY=
TAILWATER UNKNOWN = ZERO (Q)
FPS
Storm Drain SD6A
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
2.3 CFS
MANNINGS n =
0.012
DIA. FOR CULVERT PIPE =
12 INCHES
DIA. FOR RISER=
INCHES
LENGTH OF CULVERT PIPE=
20 FEET
INV. IN ELEV. OF CULVERT =
3 0 FEET
INV. OUT ELEV. OFCULVERT =
29.5 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
INLET CIDER FOR CULVERT INLET CONTROL=
0.6
RISER WEIR ELEVATION =
FEET
WEIR FLOW COEF. =
TAILWATER ELEVATION =
30.08 FEET
VELOCITY=
TAILWATER UNKNOWN = ZERO 401
NO RISER = ZERO (0) RISER DIA
FPS
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 0.86
HEADWATER ELEVATION = 22.36
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 0.63
HEADWATER ELEVATION = 23.57
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD= #####
HEADWATER ELEVATION = #####
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 0.37
HEADWATER ELEVATION = 30.87
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 0.27
HEADWATER ELEVATION = 30.35
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD= #####
HEADWATER ELEVATION = #####

Storm Drain SDBA
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
2.7 CFS
MANNINGS n =
0.012
DIA. FOR CULVERT PIPE =
12 INCHES
DIA. FOR RISER =
INCHES
LENGTH OF CULVERT PIPE=
20 FEET
INV. IN ELEV. OF CULVERT =
32.5 FEET
INV. OUT ELEV. OF CULVERT =
32.0 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
WEIR FLOW COEF. _
TAILWATER ELEVATION =
33.4 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 0.51
HEADWATER ELEVATION = 33.51
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 0.37
HEADWATER ELEVATION = 33.74
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD= #####
HEADWATER ELEVATION = #####

CATCH BASIN DATA TABLE
INLET GRATE
TOP
MINIMUM
MINIMUM
INVERT ELEVATIONS
(Fr. MSL)
CURB
PERIMETER
OPEN AREA
I.D.
Q10 (CFS)
IN
IN
OUT
IFT MSLI
(FT)
(SF)
JB-1
(n/a)
17.00
(n/a)
17.00
21.00
(n/a)
(n/a)
C13-2
3.5
19.00
26.20
19.00
24.52
5.54
1.15
CB-2A
3.5
(n/a)
(n/a)
21.00
24.52
5.54
1.15
JB-3
(n/a)
21.00
30.00
20.50
25.05
(n/a)
(n/a)
CB-4
2.6
22.00
(n/a)
22.00
26.45
4.11
0.85
CB-5
1.8
24.80
26.40
24.80
30.61
2.85
0.59
JB-6
(n/a)
29.00
(n/a)
29.00
35.45
(n/a)
(n/a)
CB-6A
2.3
(n/a)
(n/a)
26.60
30.61
3.64
0.76
CB-7
1.5
30.00
31.40 -
30.00
35.61
2.37
0.49
CB-8
1.3
31.30
(n/a)
31.05
35.43
2.06
0.43
CB-8A
2.7
(n/a)
(n/a)
31.60
35.60
4.27
0.89
CB-9
3.7
(n/a)
(n/a)
31.50
35.43
5.85
1.22
CB-10
3.2
24.00
(n/a)
24.00
28.24
5.06
1.05
CB-11
3.7
(n/a)
(n/a)
24.24
28.24
5.85
1.22
CB-12
7.2
(n/a)
(n/a)
29.00
32.49
11.39
2.36
NOTES: 1. Catch Basins are identified by the downstream storm drain identification.
2. INVERT -IN elevations are listed in clockwise direction from invert out location.
3. See Plan View and Storm Drain Data Table for size and location of pipes connecting to catch basin.
Minimum Perimeter = Q10/(Cw'H^(3/2)) Where: H = 0.4'
Cw = 2.5
Minimum Open Area = O10/(Co'(2g'H)^0.5) Co = 0.6

Section 3:
Stormwater Swales Cross Drainage Gutters
& Slotted Drains

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5.5
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4.5
4.0
3.5
e
Qi 3.0
m
z
Q
4 2.5
0
2.0
1.5
1.0
0.5
0.5
Curve
Plotted Curves for Circular Channel
Slc� 5r.1� �i�G
I
Project Description
Project File
untitled
Worksheet
DCTEST
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Discharge
Constant Data
Mannings Coefficient 0.013
Channel Slope 0.002000 ft/ft
Input Data
Minimum Maximum Increment
Depth 0.50 1.50 0.10 ft
Diameter 1.00 1.50 0.25 It
0.6 0.7 0.8 0.9 1.0 1.1 1.2 1.3 1.4
Depth (ft)
May 23, 1997
09:51:02 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 0670E [phone]
1.5ft 13'
+ 1.25 ft
A 1.0ft z-
FlowMaster v4.1b
Page 1 of 1

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2
9
9
w 2
m
a2
r
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N
Cl 1
1
Curve
Plotted Curves for Trapezoidal Channel
Project Description
Project File
untitled
Worksheet
WINDING RIVER PHI CROSS DRAINAGE GUTTERS
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Discharge
Constant Data
Mannings Coefficient
0.011
Channel Slope
0.002000 ft/ft
Left Side Slope
50.00 H : V
Right Side Slope
50.00 H : V
Bottom Width
5.00 It
Input Data
Minimum Maximum Increment
0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 0.5
Depth (ft)
May 23, 1997 FlowMaster v4.1 b
1029.56 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

Hydraulics
i'mrtea dram can oe used to
intercept runoff in anv one of
the following ways:
I. Installed in a typical curo-
and -gutter as a siot-on-grace
to intercept flow from streets
and highways.
2. Installed in a typical curo-
ana-gutter at a sag or low
point in a grace to accommoi
date carryover from preceaing
slots on a grace and to inter
ceor surface runoff sloped to
the quite.,.
3. Installed in wide. flat areas
to intercept overland or sheet
flow (as on a parlung lot).
1. Sloton-grade in
typical curb and gutter
For anv given discharge. Q,
cross slope. Sx.analongitudi-
nal gutter slope. S. the re-
awred slotted drain length
can be determined from [he
nomograph (Figure A) on Page
It is common practice in
curo and gullet Drainage
Design to carry over up to 35on
of me total discharge. Qd, to
:he next inlet. See Figure 8 on
Page 7 for the carryover
=llic,encv curve.
i.onaa Dram
.,n uraoe i�onea Drain
C = Sao
0
3oao —
_. Slat -in -sag
When slotted drain is installed
in a sag or at a low coat in
grade. the length of the slot is
calculated from the formula:
L. • 1.4
va
Normally a saiery factor of
two is used in a sag. Ls • 2 x Lr.
3. Overland sheet flow
Slotted drain is used effecriveiv
to intercept ; unoff from wide,
flat areas such as parking lots.
highway medians -given tennis
courts and airport taxiways. In
these installations, the drain is
placed transverse to the airec-
:ion of flow, so that the open
siot acts as a weir intercepting
all of the flow uniformly along
the entire length of the dram.
The water is not collected and
channeled against a berm
(curb), as reauired by sloton-
graae installations.
Slatted drain has been tested
for overland flow (sheet flow).
These results are published in
Report No. FHWA-R6i9-106 by
the Federal Highway Admmfs-
tration.
The rest system was de-
signed to suooiv at least 0.0'_5
C;
s per foot. which corresoonas
to a rainstorm of 15 inches per
hour over a 72-foot-wide road-
way (six lanes I.
At the Design discharge of
0.025 cis Der toot the total ilo,
fell through the slot as a weir
flow. The tests inc!ucea flows
Do to 0.0W cs per toot of slot.
Rln y]aul.Y?,SpY
x-:[xe[e]
'"JIn,lV,4rCx ]W roll rv,
l
^b•J
]4ar,f W I
�li II
I' �I
I� tl 31
71'o¢ur cross secrmn
o, comornunnn
ifmonyrgae unit u
smnm-sag
,`l-icoes ranged tram a longltu-
dinai slope of 9'8, and a c of 16,
to a longitudinal since of 5',
and a cof 48.
The water ranged in Depth
from 0.38 inches to 0.56
inches. Velociry ranged from
1.263 ft/sec to 0.857 ft/set.
Even at the mwanf dis.
charge of 0.04 cis Der foot and
maximum slopes. nearly all the
flow passed through the slot.
Only some water hitting the
spacer plates and splashing
over was not intercepted.
Using:
Q=CIA. then .>= Q
CI
Where:
Q given as 0.04 It3lseUft of
slotted drain
C - 0.80 to 095 for asphalt
pavement
After the engineer selects C
and I (ft sec ). A can oe caicu.
Iated. Since Q is per foot of slot.
A is 12.It of slot. Since the units
for A can oe reauced to feet.
the value of A is also the dis-
tance parallel to the flow inter
cepteo by one foot of slot.
_sample:
10 in.'hr or 0,0002315 tvsec
p-04 0 se"/ft
0.85 s 0.0002315 itrsec
-2033 ft=lh
Therefore. at the seiectec C
and L one ions of slot will
intercept to, iram 203.3 hr ear
feet upstream of the slot.
^UGGFxa4w0 Inn

(Crd11 2�2ir C— 4,x _C_ ,4.)
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LJ'1111!un 0C.TiIUQa Vrass
unhuiled =5lbs
hulled 12 lbs.
Pensacola Bahiagrass 50 lbs.
Korean Lespedeza 25 lbs.
Tall Fescue 30 lbs.
Mulch with straw at the rate of 3250 to 4350 lbs. per acre.
Anchor straw with asphalt emulsion tack coat applied at the rate of 300 gallons per
acre.
Where it is not possible to establish a permanent grass cover in a reasonably short period of
time due to seasonal considerations, a temporary grass cover shall be established. The
temporary cover shall include the planting of annual grasses or small grains such as rye grass.
Temporary covers shall not eliminate the requirement for permanent grass cover. Where the
season or other conditions are not suitable for growing a.temporary erosion resistant cover,
mulch may be applied; however, mulch used alone shall be for the shortest time practical. A
temporary or permanent vegetative cover shall be established as soon as conditions are
favorable.
Topsoil shall be used over unfavorable soil conditions for successful establishment of
vegetative cover.
4. Irrigate as necessary to optimize plant growth
M
6" ABC OR
9" STBC
4
NOTES.
1. CONCRETE SHALL BE 3,000 P.S.I.
2. CONTRACTION JOINTS SHALL BE SPACED AT 10' INTERVALS.
(A 15' SPACING WILL BE ALLOWED WHEN A MACHINE IS USED.)
3. FINSH ALL CONCRETE WITH CURING COMPOUND.
TYPICAL CURB & GUTTER DETAIL.
ITS
B
a—.—.—.—.—._._._.—.—._.— —
—:

LONGITUDINRL SLOTTED DOWN DRTR TRUE
UPSTREAM
I
LENGTH OF SLOTTED DRAIN
PROPOSED LENGTH BASED
EFFICIENCY
SWALE
ROAD
O (CFS)
_@ 75% EFFICIENCY (FF.
ON 20' STANDARD
(FTA
PROPOSED LENGTHffj
J.D.
GRADE I%1
LEFT
RIGHT
LEFT
RIGHT
LEFT
RIB
J M
RICH
1
2.52
1.0
1.3
11
12
20
20
99
97
4
4.08
1.0
3.8
13
22.3
20
40
96
99
5
3.31
1.0
0.8
12
11
20
20
98
99
8
1.00
1.3
3.5
9
14
20
20
100
92
9
3.66
1.0
4.4
12
23
20
40
97
98
20
1.86
1.7
0.9
12
10
20
20
96
100
21
1.91
1.0
1.9
10
13
20
20
100
94
23
1.57
1.0
3.4
9
16
20
20
100
86
30
1.40
0.8
1.2
8
10
20
20
100
100
32
1.65
1.0
0.8
10
9
20
20
100
100
35
1.65
2.9
2.5
15
14
20
20
89
91
51
2.40
1.2
1.8
12
14
20
20
98
92
54
4.36
1.1
0.8
13
12
20
20
93
98
NOTES: 1. All slotted drains shall be 12'*
2. Calculations are based on CONTECH documentation. (Lr = 4.762'O^.427'SA.305'ZA.766)
3. Factor for 75 % carryover efficiency = 0.52.
4. A weighted 'Z' value is used based on an average spread = 3'.
S. LEFT and RIGHT are based on following the direction of the roadway stationing.
6. 010 for LEFT and RIGHT are estimated based on applying a 'visual proportioning' factor to the total 010
for the downstream swale.
Lie
f�
0

Curve
Plotted Curves for Circular Channel
Project Description
Project File
untitled
Worksheet
jkh
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Full Flow Capacity
Constant Data
Mannings Coefficient 0.013
Input Data
Minimum Maximum Increment
Channel Slope 0.010000 0.050000 0.010000 ftlft
Diameter 1.00 1.50 0.25 ft
* 1.5ft
)k 1.25 ft
A 1.0ft
0.01 0.015 0.02 0.025 0.03 0.035 0.04 0.045 0.05
Channel Slope (fttft)
Sep 5, 1997 FlowMaster v4.1b
15:37:33 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06709 [phone] Page 1 of 1

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CALCULATIONS FOR PHASE 2 CULVERTS
Culvert # 1
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
31 CPS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
30 INCHES
DIA. FOR RISER =
INCHES
HEAD = 1.72
LENGTH OF CULVERT PIPE =
60 FEET
HEADWATER ELEVATION = 25.47
INV. IN ELEV. OF CULVERT=
22.5 FEET
INV. OUT ELEV. OFCULVERT =
21.5 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6 _
RISER WEIR ELEVATION =
FEET
HEAD = 1.22
WEIR FLOW COEF. =
HEADWATER ELEVATION = 24.72
TAILWATER ELEVATION =
23.5 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA
HEAD = ## ###
HEADWATER ELEVATION = #####
Culvert # 2
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
2 4 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
30 INCHES
DIA. FOR RISER =
INCHES
HEAD = 1.03
LENGTH OF CULVERT PIPE =
60 FEET
HEADWATER ELEVATION = 14.48
INV.IN ELEV. OF CULVERT=
12.2 FEET
INV. OUT ELEV. OFCULVERT =
11.2 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.73
WEIR FLOW ODER =
HEADWATER ELEVATION = 13.43
TAILWATER ELEVATION =
12.7 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (01
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA
HEAD = #####
HEADWATER ELEVATION = #####

•
4-3
Culvert # 3
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
19 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
24 INCHES
DIA. FOR RISER =
INCHES
HEAD = 1.58
LENGTH OF CULVERT PIPE=
60 FEET
HEADWATER ELEVATION = 30.58
INV. IN ELEV. OF CULVERT =
2 8 FEET
INV. OUT ELEV. OFCULVERT =
27.5 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 1.21
WEIR FLOW COEF. =
HEADWATER ELEVATION = 30.71
TAILWATER ELEVATION =
29.5 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER =ZERO (0) RISER DIA.
HEAD= #####
HEADWATER ELEVATION= #####
Culvert # 4
HEADWATER ELEVATION CALCULATIONS
Q",= Ir 8
FLOWRATE= -1 r" " - > 24 CPS
MANNINGS n =
0.012
DIA. FOR CULVERT PIPE _ �Doa l P p e S)
3 0 INCHES
DIA. FOR RISER =
INCHES
LENGTH OF CULVERT PIPE=
60 FEET
INV. IN ELEV. OF CULVERT=
33.0 FEEF
INV. OUT ELEV. OFCULVERT =
32 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION = REEF
WEIR FLOW COEF. =
TAILWATER ELEVATION = 34.00 FEET
VELOCITY= FPS
TAILWATER UNKNOWN = ZERO (01
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 1.03
HEADWATER ELEVATION = 35.28
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 0.73
HEADWATER ELEVATION = 34.73
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD= #####
HEADWATER ELEVATION = #####

0
Appendices
an
4
J
ar
2 )
C
CI
Co
a
0
1 0
0
3 5 10 20 50 100 200 500 1000
Discharge (O/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
IE Q d.r:j � < Q.
( 09��/25`C/97
Ro. 1293
8.06.3

HOUSTON and ASSOCIATES, P.A.
Consulting Engineers
CEIVED
SHALLOTTE. NORTH CAROLINA
Telephone [phone] OCT 17 1997 117 Pine Street
Facsimile [phone] P st Office Box 2927
STORMWATER BY:
Wednesday, October 15, 1997
Ms. Linda Lewis, Environmental Engineer
Water Quality Section
North Carolina Department of Environment,
Health and Natural Resources
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
Subject: Carolina National at Winding River Plantation
Phase 2 Residential Submittal
Existing DWQ Permit No. SW8 961109
Dear Ms. Lewis:
A large portion of the stormwater drainage system for Phase 2
development at Winding River Plantation will include curb breaks and
vegetative swales. Approval under "density limit' criteria is requested for
this part of the project. A smaller portion of the project will be served by a
stormwater collection system and will include a stormwater detention pond.
Approval under "engineered solution" criteria is requested for this smaller
part of the project. It is our opinion that this approach represents the best
one for this section of development and that it is consistent with the
guidelines and policies of the Water Quality Section.
Enclosed for your review and approval are the following:
1. Two sets of the Phase 2 stormwater and erosion control plans.
2. Two sets of calculations.
3. TWO copies of the revised Stormwater Form.
4. Two copies of the "Pond Maintenance Requirements" form.
5. Check in the amount of $385.00 to cover the application fee.

Ms. Linda Lewis Page 2 Winding River Plantation
October 15, 1997 Phases 2 Stormwater
We trust that you will find our submittal to be in order and that project
approval is warranted. Should you require any additional information, or
have any comments, please do not hesitate to contact us.
Sincerely,
Houston, P.E.
>n and Associates, P.A.
JRH/dmc
Enclosures
pc: Mr. David Edwards, bluegreen
File:-96-0090 (bluegreen, Winding River Plantation Phase 2 SW Plan)

HOUSTON and ASSOCIATES, P.A.
Consulting Engineers
SHALLOTTE, NORTH CAROLINA 2884L9 1C�i � T
Telephone [phone] tii W 117 Pine Street
Facsimile [phone] SE P 12 1997 Post Office Box 2927
BY:
Wednesday, September 10, 1997
Ms. Linda Lewis, Environmental Engineer
Water Quality Section
North Carolina Department of Environment,
Health, and Natural Resources
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
Subject: Carolina National at Winding River Plantation
Phase IA and Phase 113 Stormwater
DWQ Permit No. SW8 961109 Modification
Dear Ms. Lewis:
Your August 26, 1997 letter to us contained eleven itemized
comments relative to your review of the subject project. Following is the
action we have taken for each of the eleven items:
1. The 404 wetlands boundary has been added to the legend and line
types have been modified so that the drainage area boundary can be
more easily distinguished from the 404 boundary. Two copies each of
revised Plan Sheets 1 from the "IA" plans and 2 from the "113" plans
are enclosed.
2. bluegreen Corporation initially intended to extensively improve Zion
Hill Road be widening and adding curb and gutter. A decision was
later made, however, to relinquish the improvement of Zion Hill Road
to NCDOT with the exception that bluegreen would modify the three
key intersections. The NCDOT improvements involve a conventional
(20' wide) "ribbon" (no curbs) pavement. The intersection
modifications involve widening the road and constructing medians.
The outside edges of pavement, however, will not be curbed.
3. The plans submitted are detailed to the extent that they can be used
for construction following regulatory approvals. In that regard, every
cul-de-sac is individually designed and its specific features are
illustrated on its respective plan sheet. Therefore, there is no need
for a typical cul-de-sac detail.
4. The plans now illustrate that the ponds shall be located within
drainage easements. These easements shall be surveyed and recorded
following plan approval and pond stakeout/construction. Enclosed are
two copies of Plan Sheet Number 18 from the "113" plans.

Ms. Linda Lewis
September 10, 1997
Page 2
Winding River Plantation
SW Project Modification
5. Copies of the revised overall stormwater map were inadvertently left
out of our July 29, 1997 submittal. Two copies of the plan are
enclosed. Please note that all development along the Lockwood Folly
River is single-family except for the River Amenity. The plans for the
River Amenity are not yet available. We anticipate that the future
stormwater plans for this site will entail engineered solutions.
Relative to the concern about increasing density, there is a trend in
development plans of just the opposite. A previous stormwater plan,
with the latest revision dated April 22, 1997, presented a BUA to total
project area density of 27.3%. The current plan presents a density
reduced to 23.0%. Further, the number of lots on "river -front" Tracts
L, T2, T3, and V have been significantly reduced.
6. The overall stormwater plan mentioned above presents the total tract
areas and the number of single-family lots within each tract.
7. The "Stormwater Pond Outlet Structure Detail" on Sheet Number 18
of the Phase 1B plans illustrates the orifice.
8. Calculation Sheets Number 15 (Phase 1A) and 28 (Phase 113) have been
added and/or modified to show road names. Two copies of each of
these sheets are enclosed.
9. Lots 12 through 17 of Tract M, each with a BUA of 5,000 SF, make up
the 30,000 SF for Pond B2. Calculation Sheet Number 28 (mentioned
under Item 8 above) illustrates these lots.
10. Dimensions of the stormwater ponds are shown on Sheet Number 18
of the Phase 1B plans.
11. Pond sections, including forebays, vegetative shelf, bottom, permanent
pool, storage pool, and relevant side slopes are presented on Sheet
Number 18 of the Phase 1B plans.
While reviewing your comments and our related submittal, we
discovered that we had made an error in calculating the built -upon area for
Tract G. The value should be 1.84 acres (16 lots at 5,000 SF each) rather
than 3.64 acres. We have revised the first page of the Stormwater Form and
Attachment # 1 to reflect the corrected value. Two copies of these revised
sheets are enclosed.

Ms. Linda Lewis Page 3 Winding River Plantation
September 10, 1997 SW Project Modification
We trust that we have adequately addressed all of your comments.
Should you require any additional information, or have any comments, please
do not hesitate to contact us.
Sincerely,
AY R. Houston, P.E.
Houston and Associates, P.A.
JRH/dmc
Enclosures
pc: Mr. David Dickey, bluegreen
Mr. David Edwards, bluegreen
File: 96-0090 (bluegreen, Winding River Plantation Phase 1 SW Plan)

0
State of North Carolina
Department of Environment, Health, and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr. Division of Water Quality Wayne McDevitt
Governor Water Quality Section Secretary
August 26, 1997
Mr. Jay Houston, P.E.
Houston and Associates
PO Box 2927
Shallotte, NC 28459
Subject: ACKNOWLEDGEMENT OF RECEIPT AND
REQUEST FOR ADDITIONAL INFORMATION
Stormwater Project No. SW8 961109 Modification
Winding River Plantation
Brunswick County
Dear Mr. Houston:
The Wilmington Regional Office received the modification for the Stormwater Management Permit
Application for Winding River Plantation on August 4, 1997. 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 add the 404 line delineation to the legend. It appears that the drainage area watershed
line is the 404 line in the legend.
2. Provide the detail for Zion Hill Road.
3. . Provide a detail for the cul-de-sacs.
4. Locate the ponds in a recorded access/drainage easement.
5. Provide 2 copies of a revised overall map with the new tracts labelled.I am concerned about
increasing the density on the tracts closest to the water. Please keep in mind that the
regulations require that development not be of such high density that water quality is
threatened. If any of the tracts closest to the water have been increased in density, please
revise it to what was previously approved.
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 • Telephone [phone] • Fax [phone]
An Equal Opportunity Affirmative Action Employer

Mr. Houston
August 26, 1997
Stormwater Project No. SW8 961109 Modification
6. Please list the total tract area, and the maximum number of single family lots within each tract
7. The outlet structure details do not show the orifice.
8. The drainage area map for Pond 1 is not labelled with any road names. and no map was
provided for Pond 2.
9. For Pond B2, which lots make up the 30,000 ft2?
10. Please provide dimensions and radii for the ponds.
11. Please provide a pond section detail, including the forebays, vegetated shelf, bottom,
permanent pool, storage pool, and relevant side slopes.
Please remember that when you make revisions to the plans, all the previous information that was
required to be on the plans must still be there. I cannot take bits and pieces from all the previous plans and
add them to the approved plans. You may wish to review the previous comment letters to make sure all the
information is there.
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 September 26, 1997, 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 have any questions concerning this matter please feel free to call me at [phone].
Sincerely,
Ms. Linda Lewis
Environmental Engineer
RSS/arl: S:\WQS\STORMWAT\ADDINFO\961109.AUG
cc: Linda Lewis
Central Files
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 • Telephone [phone] • Fax [phone]
An Equal Opportunity Aff ctnative Action Employer

HOUSTON and ASSOCIATES, P.A.
Consulting Engineers
SHALLOTTE, NORTH CAROLINA 28459
Telephone [phone]
Facsimile [phone]
Ms. Linda Lewis, Environmental Engineer
Land Quality Section
North Carolina Department of Environment,
Health and Natural Resources
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
117 Pine Street
Post Office Box 2927
Tuesday July 29, 1997
E C E I V E
AUG 0 41997 D
DENT
PROJ #
Subject: Carolina National at Winding River Plantation
Resubmittal of Phase 1 Project for Density Limit Approval
New Submittal of Phase 1-B Project Under Density Limits
Existing DWQ Permit No. SW8 961109
Dear Ms. Lewis:
Bluegreen Corporation has decided to revise the Phase 1 project by
changing its designation to Phase 1-A and resubmitting for density limit
approval. The stormwater collection system, originally consisting of catch
basins and storm drainage piping, has been eliminated. A new system of
curb breaks and vegetative swales is now proposed.
Concurrent with the Phase 1-A revisions, we have completed the
design of Phase 1-B. The major part of Phase 1-13 will have curb breaks and
vegetative swales in compliance with the density limits approach. There are
two areas of Phase 1-13, however, which will have catch basins and storm
drainage piping and thus will be served by stormwater detention ponds.
Enclosed for your review and approval are the following:
1. Two sets each of the Phase 1-A and Phase 1-B stormwater and erosion
control plans.
2. Two sets each of the revised calculations for Phase 1-A and new
calculations for Phase 1-B.
3. Two copies each of the revised Stormwater Form.
4. Check in the amount of $385.00 to cover the application fee.

• Ms. Linda Lewis Page 2 Winding River Plantation
July 29, 1997 Phases 1-A & 1-B Stormwater
We trust that you will find our submittal to be in order and that project
approval is warranted. Should you require any additional information, or
have any comments, please do not hesitate to contact us.
Sincerely,
Houston, P.E.
)n and Associates, P.A.
JRH/dmc
Enclosures
pc: Mr. David Dickey, bluegreen
Mr. Seth Talley, bluegreen
File: 96-0090 (bluegreen, Winding River Plantation Phase 1 SW Plan)

a
HYDROLOGIC AND HYDRAULIC CALCULATIONS
Winding River Plantation - Phase 1-13
July 1997
Houston and Associates, P.A.
Shallotte, North Carolina
D E C E I V E
AUG 0 41997 D
PROJ #
D E M
j

(1)
WINDING RIVER PHASE 1B
TRANSRION CROSS DRAINS WITH CURB BREAKS -
010 HYDROLOGY FOR SWALES
Sulicaaln' g'O.A
C225°.
'E r060
G 3.'`i1i1
H 0,52
1 083
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AG r,1'03�a
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I CONTRIBUTING
TOTAL
CONSERVATIVE
with
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S-
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C
2.25
0.6
9.5
S
2
B
0.96
0.6
4.0
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3
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1.08
0.6
4.5
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I D
0.94
1 0.6
3.9
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1.53
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6.4
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6
F
3.87
0.6
16.3
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3.11
1 0.6
13.1
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8
H
0.52
0.7
2.5
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9
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1.90
0.6
8.0
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10
J
2.53
0.6
10.6
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1.08
0.6
4.5
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12
L
2.50
0.6
10.5
S
13
L,N
3.12
0.6
13.1
S
1a
M
0.62
0.6
2.6
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4.46
0.6
18.7
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16
M P
2.80
0.6
11.8
S
17
0
1 0.51
0.6
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18
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2.67
0.6
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R
0.88
0.6
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20
T
0.50
0.6
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S-
21
I 3
0.73
0.6
3.1
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U
0.50
0.6
2.1
S
23
V
0.52
0.6
2.2
6-
24
W
0.33
0.6
1.4
-9.25
3f
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0.6
1.0
S-126
1 Z
1 0.13
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1 z1
0.45
0.7
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0.90
0.6
3.8
S-129
I AC
0.70
0.6
2.9
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1 AD
0.54
0.6
2.3
S-
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1.10
0.6
4.6
532
1 AF
0.89
0.6
3.7
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1 AG
1.03
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0.83
1 0.6
3.5
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0.71
0.6
3.0
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0.63
0.6
2.6
S-137
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38
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I
Stormwater Pond # 1- Riverhouse Road "Engineered Solution" Section
Total Drainage Area:
Acres
Impervious Area:
Roadways 3 , 0 SF
Cart Path 80
Allocation to Entrance 8d0 T
Areas of Future Dev.
Total: 118100 T
2.71 Acres
%Imperivous: A:
Permanent Pool Depth: 8
% TSS Removal: Vol
SA/DA: M, 5
Required SA
Runoff:
"Simple Method"
K
Volume:
8821 SF
Inches
0.23
11308 CF
Proposed Normal Pool SA:QO:QO SF (@ 23.5' MSL)
SA @ Storage Pool: 10600 SF (@ 24.7' MSL)
Depth of Storage: 1.15 Feet
USE 1:2 Feet
Provided Storage: 11760 CF
Pond Elevations:
Bottom Elev.:
18.5
MSL
Permanent Pool:
23.5
MSL
Storage Pool:
24.7
MSL
Flood Pool:
25.3
MSL
Min. "Freeboard" Elev:
26.3
MSL

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3.5
3.2
4.7
4.2
3. _
2.7
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2.0
6.5 5.8
5.3
4.8
8
1.
7.4 6.8
6.2
5.6
5.G
S,'-./DA - > 90% TSS
FOR 4= DE=TTION WITHOUT _ ! LT._.R
-
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- - -
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- -
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Pond Drawdown
O
Phase iB SW, PO DRAWDOWN �,
ORIFICE DIA.
INCHES
DATAINPUT
AREA (SF) BASED ON NUMBER OF ORIFICES
1 2 3 4
0.0123 0.0245
POND AREA AT NORMAL POOL=
INCHES OF RAINFALL =
BASIN AREA =
IMPERVIOUS AREA =
NORMAL POOL ELEVATION =
ORIFICE AREA =
POND AREA AT STORAGE POOL =
TIME INCREMENT OF ROUTING =
ORIFICE COEF. =
INPUT RESULTS
RUNOFF COEF. (Rv) =
ELEVATION OF POOL AT STORAGE _
VOLUME OF RUNOFF FROM RAINFALL =
VOLUME OF STORAGE =
0.0368
0.23
11,304
11,760
0.0491
FEET
INCHES
ACRES
ACRES
FEET
FEET2
FEET
HOURS
FEET
FEET
FEET3
Page 1

M
Pond Drawdown
Drawdown Calculations For Pond Orfice
TIME
ELEVATION
HEAD
FLOWRATE
VOLUME
END ELEV.
FEET
FEET
CF5
CF
FEET
0
24.70
1.2000
0.06488
467
24.65
2.0
24.65
1.1481
0.06346
456.90
24.60
4.0
24.60
1.0973
0.06204
446.68
24.55
6.0
24.55
1.0477
0.06062
436.47
24.50
8.0
24.50
0.9992
0.05920
426.24
24.45
10.0
24.45
0.9518
0.05778
416.02
24.41
12.0
24.41
0.9056
0.05636
405.79
24.36
14.0
24.36
0.8605
0.05494
395.56
24.32
16.0
24.32
0.8166
0.05352
385.33
24.27
18.0
24.27
0.7738
0.05210
375.09
24.23
20.0
24.23
0.7321
0.05067
364.85
24.19
22.0
24.19
0.6915
0.04925
354.60
24.15
24.0
24.15
0.6521
0.04783
344.35
24.11
26.0
24.11
0.6139
0.04640
334.10
24.08
28.0
24.08
0.5768
0.04498
323.84
24.04
30.0
24.04
0.5408
0.04355
313.58
24.01
32.0
24.01
0.5059
0.04213
303.31
23.97
34.0
23.97
0.4722
0.04070
293.03
23.94
36.0
23.94
0.4397
0.03927
282.75
23.91
38.0
23.91
0.4083
0.03784
272.46
23.88
40.0
23.88
0.3780
0.03641
262.16
23.85
42.0
23.85
0.3489
0.03498
251.86
23.82
44.0
23.82
0.3209
0.03355
241.55
23.79
46.0
23.79
0.2940
0.03211
231.22
23.77
48.0
23.77
0.2683
0.03068
220.89
23.74
50.0
23.74
0.2438
0.02924
210.55
23.72
52.0
23.72
0.2204
0.02780
200.19
23.70
54.0
23.70
0.1982
0.02636
189.82
23.68
56.0
23.68
0.1771
0.02492
179.44
23.66
58.0
23.66
0.1571
0.02348
169.03
23.64
60.0
23.64
0.1384
0.02203
158.61
23.62
62.0
23.62
0.1207
0.02058
148.16
23.60
64.0
23.60
0.1043
0.01912
137.69
23.59
66.0
23.59
0.0890
0.01767
127.19
23.57
68.0
23.57
0.0748
0.01620
116.65
23.56
70.0
23.56
0.0619
0.01473
106.07
23.55
72.0
23.55
0.0501
0.01326
95.44
23.54
74.0
23.54
0.0395
0.01177
84.73
23.53
76.0
23.53
0.0301
0.01027
73.95
23.52
78.0
23.52
0.0219
0.00876
63.04
23.51
80.0
23.51
0.0149
0.00722
51.97
23.51
82.0
23.51
0.0091
0.00564
40.63
23.50
84.0
Page 2

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STORMWATER POND OUTLET STRUCTURE
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
12 CPS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
2 4 INCHES
DIA. FOR RISER =
24 INCHES
HEAD = 0.63
LENGTH OF CULVERT PIPE=
500 FEET
HEADWATER ELEVATION = 23.83
INV. IN ELEV. OF CULVERT=
22.2 FEET
INV. OUT ELEV. OFCULVERT =
21 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
24.7 FEET
HEAD = 1.54
WEIR FLOW COEF. =
4
HEADWATER ELEVATION = 23.54
TAILWATER ELEVATION =
22 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA
HEAD = 0.61
HEADWATER ELEVATION = 25.31-

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Storm Drain SDI
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
23 CPS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
30 INCHES
DIA. FOR RISER =
INCHES
HEAD = 0.95
LENGTH OF CULVERT PIPE =
90 FEET
HEADWATER ELEVATION = 22.26
INV. IN ELEV. OF CULVERT=
20.06 FEEr
INV. OUT ELEV. OF CULVERT=
20 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.75
WEIR FLOW COEF. =
HEADWATER ELEVATION = 26.06
TAILWATER ELEVATION =
25.31 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (01
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA.
HEAD = #####
HEADWATER ELEVATION = #####
Storm Drain SDI B
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
22 OS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA FOR CULVERT PIPE=
30 INCHES
DIA. FOR RISER =
INCHES
HEAD = 0.87.
LENGTH OF CULVERT PIPE=
26 FEET
HEADWATER ELEVATION = 22.26
INV. IN ELEV. OF CULVERT=
20.14 FEET
INV. OUT ELEV. OF CULVERT=
20.06 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.53
WEIR FLOW COEF. =
HEADWATER ELEVATION = 26.59
TAILWATER ELEVATION =
26.06 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA
HEAD = #####
HEADWATER ELEVATION = #####

Storm Drain SD2A
HEADWATER ELEVATION CALCULATIONS
FLOW RATE =
21 OFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE=
30 INCHES
DIA. FOR RISER =
INCHES
HEAD = 0.79
LENGTH OF CULVERT PIPE =
247 FEET
HEADWATER ELEVATION = 22.92
INV. IN ELEV. OF CULVERT =
20.88 FEET
INV. OUT ELEV. OFCULVERT =
20.14 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.98
WEIR FLOW COEF. =
HEADWATER ELEVATION = 27.57
TAILWATER ELEVATION =
26.59 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA.
HEAD = #####
HEADWATER ELEVATION = #####
Storm Drain SD2B
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
21 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
30 INCHES
DIA FOR RISER =
INCHES
HEAD = 0.79
LENGTH OF CULVERT PIPE=
269 FEET
HEADWATER ELEVATION = 23.73
INV. IN ELEV. OF CULVERT =
21.69 FEET
INV. OUT ELEV. OFCULVERT =
20.88 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 1.03
WEIR FLOW COEF. =
HEADWATER ELEVATION = 28.60
TAILWATER ELEVATION =
27.57 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN =ZERO (01
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA
HEAD = #####
HEADWATER ELEVATION = #####

Storm Drain SD4
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
16 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
30 INCHES
DIA. FOR RISER =
INCHES
HEAD = 0.46
LENGTH OF CULVERT PIPE =
377FEET
HEADWATER ELEVATION = 25.82
INV. INELEV. OFCULVERT=
24.11 FEET
INV. OUT ELEV. OFCULVERT =
21.68 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.74
WEIR FLOW COEF.'=
HEADWATER ELEVATION = 29.34
TAILWATER ELEVATION =
28.6 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA.
HEAD = #####
HEADWATER ELEVATION = #####
Storm Drain SD6
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
14 CPS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
24 INCHES
DIA. FOR RISER=
INCHES
HEAD = 0.86
LENGTH OF CULVERT PIPE=
351 FEET
HEADWATER ELEVATION = 29.48
INV. IN ELEV. OF CULVERT=
27.62 FEET
INV. OUT ELEV. OF CULVERT =
24.11 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET ODER FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 1.61
WEIR FLOW COEF. =
HEADWATER ELEVATION = 30.95
TAILWATER ELEVATION =
29.34 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (01
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA.
HEAD = #####
HEADWATER ELEVATION = #####

14
Storm Drain SDS
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
6.3 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
15 INCHES
DIA FOR RISER =
INCHES
HEAD = 1.14
LENGTH OF CULVERT PIPE=
348 FEET HEADWATER
ELEVATION = 33.76
INV. IN ELEV. OF CULVERT=
32 FEEr
INV. OUT ELEV. OF CULVERT =
28.37 FEET
INLET CHEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET ODER FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 3.44
WEIR FLOW COEF. =
HEADWATER ELEVATION = 34.39
TAILWATER ELEVATION =
30.95 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA.
HEAD = #####
HEADWATER ELEVATION = #####

4-
\ I t\
1 /
404
IT,
ty
SECTION H /
230
UA
/ O
40

Stormwater Pond # 2 - Riverhouse Road "Engineered Solution" Section
Total Drainage Area: 34 Acres
Impervious Area
Permanent Pool Depth:
% TSS Removal:
SA/DA:
Required SA:
Runoff:
"Simple Method"
K
Volume:
5092 SF
Inches
0.50
6029 CF
Proposed Normal Pool SA: Q °4. SF (@ 7.00- MSL)
SA @ Storage Pool: 7100 SF (8.00' MSL)
Depth of Storage: 0.92 Feet
USE 1:0 Feet
Provided Storage: 6550 CF
Pond Elevations:
Bottom Elev.:
2.00
MSL
Permanent Pool:
7.00
MSL
Storage Pool:
8.00
MSL
Flood Pool:
8.50
MSL
Min. "Freeboard" Elev:
9.50
MSL

9
_ C
c
pi
OY C
SSZ aO0 < - lal-
-
i -
!
=
i
L'Z 0't

Pond Drawdown
Phase lPB .,SW,POND #2;,DRAWD0WN
ORIFICE DIA.
INCHES
DATAINPUT
AREA (SF) BASED ON NUMBER OF ORIFICES
1 2 3 4
0.0123 0.0245
POND AREA AT NORMAL POOL=
INCHES OF RAINFALL=
BASIN AREA =
IMPERVIOUS AREA =
NORMAL POOL ELEVATION =
ORIFICE AREA =
POND AREA AT STORAGE POOL =
TIME INCREMENT OF ROUTING =
ORIFICE COEF. =
INPUT RESULTS
RUNOFF COEF. (Rv) =
ELEVATION OF POOL AT STORAGE _
VOLUME OF RUNOFF FROM RAINFALL =
VOLUME OF STORAGE =
0.0368
0.50
8�OOf
6,029
6,550
0.0491
FEET2
INCHES
ACRES
ACRES
FEET
FEET2
FEET2
HOURS
FEET
FEEi3
FEE73
Page 1

19
Pond Drawdown
Drawdown Calculations For Pond Orfice
TIME
ELEVATION
HEAD
FLOWRATE
VOLUME
END ELEV.
FEET
FEET
C1S
CF
FEET
0
8.00
1.0000
0.05922
426
7.95
2.0
7.95
0.9526
0.05780
416
7.91
4.0
7.91
0.9064
0.05638
406
7.86
6.0
7.86
0.8613
0.05496
396
7.82
8.0
7.82
0.8173
0.05354
385
7.77
10.0
7.77
0.7745
0.05212
375
7.73
12.0
7.73
0.7328
0.05070
365
7.69
14.0
7.69
0.6922
0.04927
355
7.65
16.0
7.65
0.6528
0.04785
345
7.61
18.0
7.61
0.6145
0.04643
334
7.58
20.0
7.58
0.5774
0.04500
324
7.54
22.0
7.54
0.5414
0.04358
314
7.51
24.0
7.51
0.5065
0.04215
303
7.47
26.0
7.47
0.4728
0.04072
293
7.44
28.0
7.44
0.4402
0.03929
283
7.41
30.0
7.41
0.4088
0.03787
273
7.38
32.0
7.38
0.3785
0.03644
262
7.35
34.0
7.35
0.3493
0.03500
252
7.32
36.0
7.32
0.3213
0.03357
242
7.29
38.0
7.29
0.2945
0.03214
231
7.27
40.0
7.27
0.2688
0.03070
221
7.24
42.0
7.24
0.2442
0.02927
211
7.22
44.0
7.22
0.2208
0.02783
200
7.20
46.0
7.20
0.1985
0.02639
190
7.18
48.0
7.18
0.1774
0.02495
180
7.16
50.0
7.16
0.1575
0.02350
169
7.14
52.0
7.14
0.1387
0.02205
159
7.12
54.0
7.12
0.1210
0.02060
148
7.10
56.0
7.10
0.1045
0.01915
138
7.09
58.0
7.09
0.0892
.0.01769
127
7.08
60.0
7.08
0.0751
0.01623
117
7.06
62.0
7.06
0.0621
0.01476
106
7.05
64.0
7.05
0.0503
0.01328
96
7.04
66.0
7.04
0.0397
0.01179
85
7.03
68.0
7.03
0.0302
0.01030
74
7.02
70.0
7.02
0.0220
0.00878
63
7.01
72.0
7.01
0.0150
0.00724
52
7.01
74.0
7.01
0.0092
0.00567
41
7.00
76.0
Page 2

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SO
SW Pond # 2 Outlet
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
- 5 CPS
MANNINGS n =
03012
HEADWATER - INLET CONTROL
DIA. FOR CULVERT PIPE =
15 INCHES
DIA. FOR RISER =
,x �. 18 INCHES
HEAD =
0.72
LENGTH OF CULVERT PIPE
FEET HEADWATER
ELEVATION =
7.84
INV. IN ELEV. OFCULVERT =
6.50 FEET
INV. OUT ELEV. OFCULVERT =
" 5,.50 FEEL
INLET COEF. FOR CULV. PIPE FLOW =
0;5�
HEADWATER - PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL
RISER WEIR ELEVATION =
B:OOf FEET
HEAD =
1.26
WEIR FLOW COEF. _
4
HEADWATER ELEVATION =
7.76
TAILWATER ELEVATION =
6.50 FEET
VELOCITY=
0.62 FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER - WEIR FLOW
HEAD = 0.41
HEADWATER ELEVATION = 8.41

:
:
41
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hfiu
__ SL ,.
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- � OL —�
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L
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0-
Storm Drain SD10
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
10 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
24 INCHES
DIA. FOR RISER =
INCHES
HEAD = 0.44
LENGTH OF CULVERT PIPE =
5 0 FEET
HEADWATER ELEVATION = 5.44
INV. IN ELEV. OF CULVERT=
4 FEET
INV. OUT ELEV. OF CULVERT=
3.5 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.32
WEIR FLOW COEF. =
HEADWATER ELEVATION = 8.82
TAILWATER ELEVATION =
8.5 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (a)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA.
HEAD = #####
HEADWATER ELEVATION = #####
Storm Drain SD11A
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
4.5 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
18 INCHES
DIA. FOR RISER=
INCHES
HEAD = 0.28
LENGTH OF CULVERT PIPE=
45 FEET
HEADWATER ELEVATION = 5.93
INV. IN ELEV. OF CULVERT=
4.9 FEET
INV. OUT ELEV. OF CULVERT=
4 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.22
WEIR FLOW COEF. =
HEADWATER ELEVATION = 9.04
TAILWATER ELEVATION =
8.82 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (Ol
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA
HEAD = #####
HEADWATER ELEVATION= #####

Storm Drain SD11 B
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
3.5 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
15 INCHES
DIA. FOR RISER=
INCHES
HEAD= 0.35
LENGTH OF CULVERT PIPE=
50 FEET
HEADWATER ELEVATION = 6.98
INV. IN ELEV. OF CULVERT=
6 FEET
INV. OUT ELEV. OF CULVERT=
5.9 FEEr
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.31
WEIR FLOW COEF. =
HEADWATER ELEVATION = 9.35
TAILWATER ELEVATION =
9.04 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA.
HEAD = #####
HEADWATER ELEVATION = #####
Storm Drain SD11C
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
2.9 CR3
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
15 INCHES
DIA. FOR RISER =
INCHES
HEAD = 0.24
LENGTH OF CULVERT PIPE =
1 5 FEET
HEADWATER ELEVATION = 6.97
INV. IN ELEV. OF CULVERT =
6.1 FEET
INV. OUT ELEV. OF CULVERT =
6 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.16
WEIR FLOW ODER =
HEADWATER ELEVATION = 9.51
TAILWATER ELEVATION =
9.35 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (a)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA.
HEAD = #####
HEADWATER ELEVATION = #####

m
Storm Drain SD12
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
7.8 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
1 8 INCHES
DIA. FOR RISER=
INCHES
HEAD = 0.84
LENGTH OF CULVERT PIPE=
265 FEET
HEADWATER ELEVATION = 6.99
INV. IN ELEV. OF CULVERT =
5.4 FEET
INV. OUT ELEV. OFCULVERT =
4 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 1.70
WEIR FLOW COEF. =
HEADWATER ELEVATION = 10.52
TAILWATER ELEVATION =
8.82 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA.
HEAD = #####
HEADWATER ELEVATION = #####
Storm Drain SD13A
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
3.1 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
15 INCHES
DIA. FOR RISER =
INCHES
HEAD = 0.28
LENGTH OF CULVERT PIPE =
45 FEET
HEADWATER ELEVATION = 7.20
INV. IN ELEV. OF CULVERT=
6.3 FEET
INV. OUT ELEV. OF CULVERT =
5.4 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.24
WEIR FLOW COEF. =
HEADWATER ELEVATION = 10.76
TAILWATER ELEVATION =
10.52 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER =ZERO (0) RISER DIA
HEAD= #####
HEADWATER ELEVATION = #####

o
Storm Drain SD13B
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
2.5 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
15 INCHES
DIA. FOR RISER =
INCHES
HEAD = 0.18
LENGTH OF CULVERT PIPE =
50 FEET
HEADWATER ELEVATION = 8.20
INV. IN ELEV. OF CULVERT=
7.4 FEET
INV. OUT ELEV. OF CULVERT =
7.3 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.16
WEIR FLOW COEF. =
HEADWATER ELEVATION = 10.92
TAILWATER ELEVATION =
10.76 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (01 RISER DIA.
HEAD = ### ##
HEADWATER ELEVATION = #####
Storm Drain SD13C
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
2.2 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
15 INCHES
DIA. FOR RISER =
INCHES
HEAD = 0.14
LENGTH OF CULVERT PIPE=
15 FEET
HEADWATER ELEVATION = 8.26
INV. IN ELEV. OF CULVERT=
7.5 FEET
INV. OUT ELEV. OFCULVERT =
7.4 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.09
WEIR FLOW COEF. =
HEADWATER ELEVATION = 11.01
TAILWATER ELEVATION =
10.92 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (9) RISER DIA.
HEAD = # # # # #
HEADWATER ELEVATION = #####

r
r 77
Storm Drain SD14
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
1.3 OPS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
15 INCHES
DIA. FOR RISER =
INCHES
HEAD = 0.05
LENGTH OF CULVERT PIPE =
150 FEET
HEADWATER ELEVATION = 8.07
INV. IN ELEV. OF CULVERT=
7.4 FEET
INV. OUT ELEV. OF CULVERT =
5.4 FEET
INLET ODER FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.08
WEIR FLOW COEF. =
HEADWATER ELEVATION = 10.60
TAILWATER ELEVATION =
10.52 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER =ZERO (0) RISER DIA.
HEAD = #####
HEADWATER ELEVATION = #####

HYDROLOGIC AND HYDRAULIC CALCULATIONS
Winding River Plantation -
July 1997
Houston and Associates, P.A.
Shallotte, North Carolina
Phase 1-A
D E C E I V E
AUG 0 41997 D
PROJ NSW �II(DG( }-{()D

WINDING RIVER PHASE 1A
TRANSITION CROSS DRAINS WITH CURB BREAKS -
010 HYDROLOGY FOR SWALES
6ubbasinQ°ra URAs
1IL facSWALFILD.
q B 1 OB
*r6, 0.08E
E 312
Q 0 26
J 1,�14Te
3,M ;'a 2 Brm
O 1.2Y+
Q 1 12
r�R 392 a
� a
W 0:76,1.
y,AAt 0.36A
`&AB 0 83
s ..
AC tR1`4`
AE 1 1 02
°AGE, 0 7d4
`'1371
N 1 02
Alf" y �fl 2'21
A9, 0 70
g 2 32',.
,SAL"`" I°08;'
g� AM 088
i",M3' d0�88
AD' 0. 2
AB 1'1.76
797
A8 u„, 2 30
1*�'30,
A 1 89
". 77°100i°
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AY 0*68
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CONTRIBUTING
TOTAL
CONSERVATIVE
with
_
S-
1
I A
1.72
0.6
7.2
S-12
I B
1.06
0.6
4.5
S-13
I n1.
S
4
I Na
I
I
S15
I E
3.12
0.6
13.1
S-
6
F,H
1.48
0.6
6.2
S-
7
I E F,G,H
1 4.86
0.6
20.4
S8
H
1 0.72
0.6
3.0
S
9
1
1 1.56
0.6
6.6
S110
J
1.14
0.6
1 4.8
S11
JK
1.77
0.6
7.4
S
1 2
J,K L,N
4.22
0.6
17.7
S
13
M
2.49
0.5
8.7
S-
14
I N
1.72
0.6
7.2
S-115
O
1.21
0.8
I 5.1
S
16
P
1.34
0.6
5.6
S-117
I 0
1.12
0.6
1 4.7
S
18
M,R,S
9.02
0.4
25.3
S
19
S
2.61
0.4
7.3
S-120
T
1.121
0.6
4.7
S-
21
U
0.75
0.6
3.2
1.59
0.6
6.7
S-
23
Na
S-
24
X
1.02
0.5
3.6
S-125
1 Y
4.04
( 0.5
14.1
SI26
Z
1.19
0.6
5.0
S-127
AA
1.34
0.6
5.6
3-127A1
AAl
0.38
0.6
1.5
S
28
A8
0.83
0.6
3.5
S
29
AC
1.14
0.6
4.8
S
30
AD
0.88
0.6
3.7
S
31
AE
1.02
0.6
4.3
S-
32
I AF
0.67
0.6
2.8
3-
AG
0.74
0.6
3. 1
S
3a33
AH
1.31
0.6
5.5
S-
35
I AI
1.02
1 0.6
4.3
S- I
35AI
All
1 2.21
1 0.6
1 9.3
S-136
I AI
0.70
1 0.6
2.9
S-
37
I AJ,AK,AL
4.10
0.5
14.4
S-
38
AL
1.08
0.6
4.5
S
39
AM
0.96
0.6
4.0
S
40
AN
0.88
0.6
3.7
S-141
I AO
0.92
0.6
3.9
S-142
1 AP
1 1.75
1 0.6
7.4
0.6
6.1
S
44
AR
1.97
0.6
8.3
S-
45
AS
2.30
0.8
9.7
SI45A
ASt
1.40
0.6
1 5.9
S-
48 I
AT
1 1.89
0.6
7.9
S-
47
AU
1.00
0.6
4.2
S-148
AV
2.02
0.6
8.5
S-149
AW
0.17
0.6
0.7
S-150
AX
1.09
0.6
1 4.6
S521
AY
0.58
0.6
2.4
S
53 I
BA7
1.40
0.6
5.9
564
BA
1.90
0.6
8.0
S-
55
6
0.94
0.6
3.9
S
56
BC
0.50
0.6
2.1
S57
®
1.10
0.8
4.6
Page 1

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OF 5-25.
.02

(3
W
Curve
Plotted Curves for Trapezoidal Channel
Project Description
Project File
untitled
. Worksheet
WINDING RIVER PH1 CROSS DRAINAGE GUTTERS
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Discharge
Constant Data
Mannings Coefficient
0.011
Channel Slope
0.002000 fVft
Left Side Slope
50.00 H : V
Right Side Slope
50.00 H : V
Bottom Width
5.00 It
Input Data
Minimum Ma)dmum Increment
Depth 0.10 0.50 0.10 It
40.0
Discharge vs Depth
35.0
30.0
25.0
20.0
15.0
10.0
5.0
O.O
0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 0.5
Depth (ft)
May 23, 1997 Fkw+Master v4.1b
10:29:56 Hoestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

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USE S�oT CCA,N uirai ff "pIp_ � Cj� flPlT2E�M
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C-20 S-2a L, .. Qla U..Ir lf.7 <li �...� .� ...t" ,•. `S'4..S.c ref l�-i,._
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Qua ep wi,i c4r. y Ne r/ot
S-�S4 QI• _ `/.? c'F[. �> /`/o jle}- .( �:.. *e.co.-. ».e ...(.-C [?ue 'f'e 1,S.L cii ld.>r5+-
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0
r�
Curve
Plotted Curves for Circular Channel
S ioi' fir. � ti 4-*31:PL
Project Description
Project File
untitled
Worksheet
DCTEST
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Discharge
Constant Data
Mannings Coefficient 0.013
Channel Slope 0.002000 ft/ft
Input Data
Minimum Maximum Increment
Depth 0.50 1.50 0.10 ft
Diameter 1.00 1.50 0.25 ft
< < Discharge vs Depth varying Diameter
0.5 0.6 0.7 0.8 0.9 1.0 1.1 1.2 1.3 1.4
Depth (ft)
O 1.5ft Ig"
+ 1.25It
1.0ft z'
May 23, 1997 FlowMaster v4.1 b
09:51:02 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 05708 [phone] Page 1 of 1

Hydraulics
Slotted drain can be used to
intercept runoff in any one of
the following ways:
I. Installed in a typical curb -
and -gutter as a slot -on -grade
to intercept flow from streets
and highways.
2. Installed in a typical curb -
and -gutter at a sag or low
point in a grade to accomm0-
date carryover from preceding
slots on a grade and to imer-
cept surface runoff sloped to
the gutter.
3. Installed in wide. flat areas
to intercept overland or sheet
flow (as on a parking lot).
t. Sloton-grade io
typical curb and gutter
For anv given discharge. Q,
cross slope. Sv, and Iongitudi-
nal gutter slope. S. the re-
quired slotted drain length
can be determined from the
nomograph (Figure A) on Page
It is common practice in
curb and gutter drainage
design to carry over up to 35'.;
of the total discharge. Qd, to
the next inlet. See Figure B on
Page _ for the carryover
efficienev curve.
Slort. Dram
on Grade 51ouec Dram
_�. _ire n Sag
C
r0,toi Cnus seamn
S+y Oi cOmOlnabon
Road — \ i slolgnymoe one u
v. ., sldhm-50g
2. Slot -in -sag
When slotted drain is installed
in a sag or at a low point in
grade. the length of the slot is
calculated from the formula:
4
Lr. vd
Normally a safety factor of
two is used in a sag. LS = 2 x Lr.
3. Overland sheet flow
Slotted drain is used effectively
to intercept runoff from wide,
flat areas such as parking lots,
highway medians_even tennis
courts and airport taxiways. In
these installations, the drain is
placed transverse to the direc.
tion of flow. so that the open
slot acts as a weir intercepting
all of the flow uniformly along
the entire length of the drain.
The water is not collected and
channeled against a berm
(curb), as required by slot -on.
grade installations.
Slotted drain has been tested
for overland flow (sheet flow).
These results are published in
Report No. FHWA-R0.79-106 by
the Federal Highway Adminis-
tration.
The test system was de.
signed to supply at least 0.025
cis per foot. which corresponds
to a rainstorm of 15 inches per
hour over a 72-foot-wide road.
wav (six lanes I.
At the design discharge of
0,025 cis Der lootthe total flow'
fell through the slot as a weir
flow. The tests included flows
Up to 0.040 cis per foot of slot.
4Ln MLD �i [Cx yM ry
fJUR . !qry Mp �e
WJ oYYi[wLLprvO Mn. iV--•L
�louDx Kra IMLEY
!4n„tiK YK fl
/ I �n
St.piOE il0[I.n ro.yu
Slopes ranged from a longitu-
dinal slope of 9'w, and a c of 16.
to a longitudinal slope of 5%
and a 2 of 48.
The water ranged in depth
from 0.38 inches to 0.56
inches. Velocitv ranged from
1 2631t/sec to 6.857 It/sec.
Even at the maximum dis.
charge of 0.04 cis per loot and
maximum slopes. nearly all the
flow passed through the slot.
Only some water hitting the
spacer plates and splashing
over was not intercepted.
Using:
Q = CIA. then A = Q
Cl
Where:
Q given as 0.04 ft?lsec/ft of
slotted drain
C = 0.80 to 0.95 for asphalt
pavement
After the engineer selects C
and I (fusee). A can be caleu.
lated. Since Q is per loot of slot.
A is 0/ft of slot. Since the units
for A can be reduced to feet.
the value of A is also the dis.
[ante parallel to the flow inter-
cepted by one ioot of slot.
Example:
C = 0.85
1 . 10 in_ irr or 0.0002315 fusee
A • 0,04 It?Isec/ft
0.85 x 0.0002315 fusee
A = 2033 ft2lft
Therefore. at the selected C
and I. one toot of slot will
intercept flowfrom'203.3 linear
feet upstream of the slot.
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Lt
W
Curve
Plotted Curves for Triangular Channel
Project Description
Project File untitled
Worksheet WINDING RIVER PHASE 1 "CURB BREAK" SWALE
Flow Element Triangular Channel
Method Manning's Formula
Solve For Discharge
Constant Data
Mannings Coefficient 0.030
Left Side Slope 5.00 H : V
Right Side Slope 5.00 H : V
Input Data
Minimum Ma)dmum Increment
Channel Slope 0.005000 0.030000 0.005000 ft/ft
Depth 0.50 1.30 0.10 ft
O 1.3it
+ 1.2it
A 1.1 ft
❑ 1.Oft
• 0.9 It
A 0.8 ft
■ 0.7ft
0 0.6 ft
O 0.5 It
0.005 0.01 0.015 0.02 0.025 0.03
Channel Slope (ft/ft)
May 22, 1997 FlowMaster v4.1 b
17:41:05 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 7551666 Page 1 of 1

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Winding River Phase 1A - Culvert C-1
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
49 CFS
MANNINGS n =
0 012
DIA FOR CULVERT PIPE _
INCHES
DIA. FOR RISER =
?" { INCHES
LENGTH OF CULVERT PIPE=?
100 FEET
INV. INELEV. OFCULVERT =
,{
26`00' FEET
INV. OUT ELEV. OFCULVERT =
f27:50�FEEf
INLET COEF. FOR CULV. PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL = 0 6
RISER WEIR ELEVATION=
FEET
WEIR FLOW COEF.
TAILWATER ELEVATION =
s 3200 FEET
VELOCITY=
TAILWATER UNKNOWN = ZERO (0)
5.09 FPS
Winding River Phase 1A - Culvert C-2
HEADWATER ELEVATION CALCULATIONS
FLOWRATE = a �3 6 OFS
MANNINGS n =
, 0`012
DIA FOR CULVERT PIPE =
%' ,3 V INCHES
DIA FOR RISER =
-�,,i INCHES
LENGTH OF CULVERT PIPE _
`'75! FEET
INV. IN ELEV. OF CULVERT=
21 "50fi FEET
INV. OUT ELEV. OF CULVERT=
I 21 0' FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5!
INLET COEF. FOR CULVERT INLET CONTROL= 0 8
RISER WEIR ELEVATION =
FEET
WEIR FLOW COEF. _
ni
TAILWATER ELEVATION =
23 00 FEET
VELOCITY=
TAILWATER UNKNOWN = ZERO M
5.09 FPS
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD= 1.12
HEADWATER ELEVATION = 30.87
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 0.81
HEADWATER ELEVATION = 32.81
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/0!
HEADWATER ELEVATION = #DIV/01
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD= 1.12
HEADWATER ELEVATION = 24.12
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 0.79
HEADWATER ELEVATION = 23.79
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01

Y
Winding River Phase 1A - Culvert C-3
HEADWATER ELEVATION CALCULATIONS
FLOWRATE @ 1/2010
MANNINGS n =
DIA. FOR CULVERT PIPE (2 total)
DIA. FOR RISER =
LENGTH OF CULVERT PIPE _
INV. IN ELEV. OF CULVERT=
INV. OUT ELEV. OF CULVERT =
INLET COEF. FOR CULV. PIPE FLO%
INLET COEF. FOR CULVERT INLET
RISER WEIR ELEVATION =
WEIR FLOW COEF. _
TAILWATER ELEVATION =
VELOCITY=
TAILWATER UNKNOWN = ZERO (0)
Winding River Phase 1A - Culvert C-4
HEADWATER ELEVATION CALCULATIONS
Kam.
HEADWATER ELEVATION ASSUMING INLET CONTROL
10AMW
INCHES HEAD = 2.73
FEET HEADWATER ELEVATION = 25.23
FEET
FEET
HEADWATER ELEVATION ASSUMING PIPE FLOW
FEET HEAD = 2.26
HEADWATER ELEVATION = 25.26
FLOWRATE _
5 CFS
MANNINGS n =
,
O:O q 21
DIA. FOR CULVERT PIPE =
1 8 INCHES
DIA FOR RISER=
INCHES
LENGTH OF CULVERT PIPE_
7 5i FEET
INV. IN ELEV. OF CULVERT =
35.50� FEET
INV. OUT ELEV. OF CULVERT=
35:00 FEET
INLET COEF. FOR CULV. PIPE FLOW =
:'05[
INLET COEF. FOR CULVERT INLET CONTROL q
RISER WEIR ELEVATION=
FEET
WEIR FLOW COEF.
TAILWATER ELEVATION =
38:5A FEET
VELOCITY=
TAILWATER UNKNOWN = ZERO (01
2.83 FPS
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/0!
HEADWATER ELEVATION= #DIV/0!
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 0.35
HEADWATER ELEVATION = 36.60
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 0.33
HEADWATER ELEVATION = 36.83
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/01
HEADWATER ELEVATION= #DIV/01

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.-
DETENTION POND ATTACHMENT
I. BUII.TUPON AREA CALCULATION(See NCAC 2H.1006 (c) and (e) for applicable design criteria. In
cases where more than one pond is proposed, please list each pond's information in separate colu mrcr.)
Pond #
1 (Ph. lA) 2 (Ph. 1B)
Classification
SC SC
Existing Built -Upon Area
—0— —0—
Proposed Built -Upon Area
2.71 ac. 1.66 ac.
Total Project Area
13.50 ac. 3.34 ac.
Total Drainage Area
13.50 ac. 3.34 ac.
Percent Built -Upon
20.1 ac. 49.7 ac.
H. BREAKDOWN OF PROPOSED BUILT -UPON AREA
Buildings
—0— —0-
- lots sf/lot
—0— 6 @ 5,000
Streets/Parking
1.46 ac. 0.97 ac.
Sidewalks
Future Development 1.00 ac.
Other Cart paths
0.25
M. POND DESIGN
Pond Depth
5 5
TSS Chart (85% or 90%)
90% 90%
SA/DA ratio
0.015 0.035
Required Surface Area ®PP
Provided Surface Area ®PP
Required Volume
Provided Volume
8,821 sf. 5,092 sf.
9,000 sf. 6,000 sf.
11,308 cf. 6,029 cf.
11,760 cf. 6,550 cf.
CTJ_UWV-,"FVATER
Permanent Pool Elevation 23.5 7.00
Storage Pool Elevation 24.7 8.00
(Ft. MSL,) AU7T97
Storage Pool Surface Area 10,600 sf. . 7,100 sf.
Forebay Depth 9 4 PROJ#�T,--r�/yOD
See Attachment A for specific language that must be used for projects that propose the subdivision and selling of lots or outparcels,
or have future development areas..

ORiGWAL
I. BUII TLPON AREA CAI CLZATION(Str ,VC1
C ?' . 1CC3 rc;
Inc 'e; ; or czocac"ie ies;�.n .,:7:r
here more rncn one oonc a ;r000sed, aiea�e (is: ecc.i Pont:';
inronne on in re
cr=e
-
Classification SC
SC
SC
-
SC
E: ist fie 3ui t-Uoon area lac.) (1 . 14)
(0.92)
-0-
-0-
?-noosed Buiit-Uoon Area (ac.) 30,ay
10.22
14.95
2.48
5.5=
(Includes existing BUA)
Total Project Area (ac.) 89.91
25.00
32.50
3.08
I1 ;
Total Drainage Area (ac.) 99.81
25.00
32.50
3.08
11 .15
Percent Built -Upon 33.9
40.9
46.0
80.5
50.7
II. BREAgDOWN OF PROPOSED BUILT -UPON
AREA
Buildings (ac .) 21.18 t
5.97
1 i. 4 5
1 .84
3.64
lots @ sr/lot 67C5 , 000
52CD5 , 000
7@5 , 000
16CQ5 , 000
-
68@8,000
-
58@81000
SLLeecs/Paridng (ac.) 7.97
3.79 .
3.10
0.64
1.59
Sidewalks (ac.) 0.31
0.46
_
_
0.22
=azure Develcoment (ac.) -
-
-
_
-
Oche; Cart Paths 1.00
-
0.40
-
0.20
M. POND DESIGN
?ond Depth 5
4
4
5
TSS Ci ar (35 % or 909) °CP,
906
9G"o
9CW
9C�6
SA/DAradc 0.024
0.036
0.040
0.046
0.02E
Required Surface .Are3@PP(s;) 93,891
39,204
56,52E
6,172
13,5ee
Provided Surface Area @PP(sf) 159,CC)o
46,000
140,000
6,200
i4,300
Required Volume (CF) 115,813
_27,926
54,740
81551
20,482
Provided Volume (CF) 179,600
3R,540
57,000
9,700
23,200
Pertnanent Pool Elevation 24.0
17.0
27.0
21.5
27.0
(Ft. MSL)
Storage Pool Elevation ?_e,8
17,82,
27.4
22.9
29.5
(Ft. YSL)
Storage Pool Surface krea(sf) 1F9,nno
aR,nnn
ta9,nnn
7,70e
ta.7nn
orebav Depth ( F t) I
c
4.5
5.0
See AMI-Chment A for specific language that must be used for projects that propose the subdivision
aad selling of lots or ouroa ceis,
or have umre development areas..