SW8071221_Historical File_20080114

+ Since
i JAN 112008 1983
TRIGOI'V
ENGINEERING CONSULTAriTS, IPIC. www tngoneng.com
700 Blue Ridge Road, Suite 101• Raleigh, NO 27606 •p 919,755.5011 • f 919.755,1414
January 7, 2006
NC Division of Water Quality
943 Washington Square Mall
Washington,NC 27889
Attn: Samk Dumpor,PE
Re: Sea Wynde Plantation,Phase 3
Response ti 1%submittal comments
Dear Samir,
This letter is to respond to the comments made in the letter dated January 4, 2008 for Stormwater
permitting
The comments are addressed as follows:
1. A typical swale detail has been added to the detail sheet.
2. The orifice calculations have been revised as followed:
• Average Head has been revised to 1/3 of total head.
• The average flow (orifice equation) has been corrected and the orifice size has been
revised to 4"in diameter.
• Sheet C8.0 has been revised per the corrected orifice size.
3. Two sets of signed and sealed drawings and calculation are submitted herein. The third
complete set will be sent at a later date once all agency comments have been address and
DWQ will have the most up-to-date set of drawings.
Please let me know if I can provide anything further or answer any questions.
Thank you,
4
Linda Vasil, EIT
T'Lank you{or our success.

A T F9QG Michael F.Easley,Governor
y William G.Ross Jr.,Secretary
r North Carolina Department of Environment and Natural Resources
Coleen H.Sullins,Director
Division of Water Quality
January 4,2008
Cumbee Road Partners,LLC
Attn.:Adam Lisk
6263 Ingleside Drive
Wilmington,NC 28411
Subject: Stormwater Review SW8071221
Sea Wynde Plantation,Phase 3
Brunswick County
Dear Mr.Lisle:
This office received a Coastal Stormwater permit application and plans for the subject project on December
27, 2007. A preliminary review of the project indicates that before a State Stormwater permit can be issued the
following additional information is needed.
1. Provide a Swale detail on plans;
2. Please revise the orifice calculations as per following;
• Per new SW Manual,for average head,please use 1/3 of total head;
• Please revise or explain the Average flow and size of orifice calculations. Per my calculations,
orifice size is in range of 4 to 6 inches;
IS Please revise the wet pond supplement to reflect the changes of orifice size;
3. Provide two sets of signed and sealed corrected sheets and documents.Provide also one complete set(third)
of plans and calculations for Washington Regional Office.
The above requested information must be received in this office prior to January 11, 2008 or your
application will be returned as incomplete. The return of this project will necessitate resubmittal of all required
items including the application fee.IIf you need additional time to submit the required information,please mail
or fax your request for time extension to this office at the Letterhead address.
You should also be aware that the Stormwater Rules require that the permit be issued prior to any
development activity. Construction without a permit is a violation of 15A NCAC 2H.1000 and North Carolina
General Statute 143-215.1 and may result in civil penalties of up to$10,000 per day.
Please reference the Stormwater Project Number above on all correspondence.If you have questions,please
feel free to contact me at(252)948-3959.
Sincerely,
r _.�_ • �- L..�
Samir Dumpor,PE
Environmental Engineer
Washington Regional Office
cc: Linda Vasil,Trigon Engineering Consultants,Inc,(700 Blue Ridge Road,Raleigh,RTC 27606)
Washington Regional Office
' No- Culoraro' a crt
North Carolina Division of Water Quality Washington Regional Office Phone[phone] FAX[phone] Customer Service
Internet: h2o.enr.state.nc.us 943 Washington Square Mall,Washington,NC 27889 1-877-623-6748
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r North Carolina
. -a Elaine F. Mamhau D EPARTM ENT OF THE
•' t, Secretary SECRETARY O STATE
� PO 13ox 29622 Raleigh,NC 2762"622 [phone]
CORPORATIONS Date: 12/27/2007
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1
DEC 2 G 2007
TRIGON
Engineering Consultants Inc_
700 Blue Ridge Road - Raleigh, NC 27606 , [phone] - FAX[phone]
TRANSMITTAL
TO: FROM:
Samir Dumpor, PE John Oglesby
COMPANY: DATE:
Trigon Engineering Consultants, Inc. 12/18/07
FAX NUMBER: TOTAL PAGES INCLUDING COVER:
919-755-1414 415
RE: '
Wet Pond Phase 3 Design Info for: "Sea Wynde Plantation—Phase 3" #038-0"07
❑URGENT o FOR REVIEW ❑PLEASE COMMENT ❑PLEASE REPLY ❑PLEASE RECYCLE
ATTACHED:
# Item
1 Transmittal Cover
1 1.5" Runoff Storage—Calculation Sheet
1 Storage Pool Drawdown—Calculation Sheet
1 Pond Report—Calculation Sheet/Graph
1 Wet Detention Pond Plan & Details Drawing (C-8.0)
NOTES:
As Requested.

Doi.
U?
pp-
ppp-
74
STORMWATER
MANAGEMENT
PLAN A
Sea Wynde Plantation, Phase 3
Shallotte, NC
Designed for.•
Cumbee Road Partners, LLC
y• ;
4 SE �.
032721
/pyN
t � 1
[ITRIGON
Engineering Consultants, Inc.
Raleiqh • Greensboro • Charlotte . Wilmington , NC

STORMWATER MANAGEMENT PLAN
Sea Wynde Plantation,Phase 3
Shallotte, NC
FOI
November,2007
EXHIBIT 1
Drainage Area Maus

STORMWATER MANAGEMENT PLAN
Sea Wynde Plantation, Phase 3
Shallotte,NC
e
Designed for.,
Cumbee Road Partners, LLC
November,2007
TABLE OF CONTENTS
PROJECTDATA................................................................................................. 1
PROJECT DESCRIPTION........................................... ..................................... 1
SOIL INFORMATION.......................
STORM DRAINAGE DESIGN.....:...................................................................2
STORMWATER MANAGEMENT...................................................................2
DrainageArea Map ................................................................................Exhibit 1
SoilInformation ........................................................................... ..Exhibit 2
Storm Drainage Design Calculations.....................................................Exhibit 3
Wet Pond Design Calculations...............................................................Exhibit 4
Brunswick County Pollutant Export Calculations.................................Exhibit 5
Complete Set of Construction Drawings.................. .........Exhibit 6
. ....................

Sea TVJmde Plantation Phase 3,Shallotte,NC November 2007
Stormwater Management Plan Tiigon Project No.038-06-007
PROJECT DATA
Project: Sea Wynde Plantation
Project County: Brunswick
Project Location: Town of Shallotte
River Basin: Lumber River
Sub-basin: LBR59
Receiving Waters: Williams Branch
Stream Index: 15-25-2-9-1
Current Classification: C; Sw;HQW
Designed for: Cumbee Rd.Partners,LLC
Contact: Adam Lisk(ph. 910-352-0634)
Design consultant: Trigon Engineering Consultants, Inc.,Raleigh,NC
Designed by: Linda Vasil, EIT(919)755-5011 x 127
Total Project Area: 48.4 acres
Total No.of Major Drainage Areas: 1
Project Built Upon Area: 72.4%
PROJECT DESCRIPTION
The project consists of developing a 144-lot subdivision for single family homes. This project is the
third phase of the proposed Sea Wynde Plantation residential and commercial development in the
Town of Shallotte, Brunswick County, North Carolina. Each phase of the development shall be
treated as separate projects. Phase 1 of the development consists of multi-family, single-family, and
commercial development and is currently under construction. Phase 2 will immediately follow
Phase 3. Schedules for future phases have not been determined at this time.
The property is currently vacant and consists of 7.97 acres of wetlands and 40.43 acres of uplands.
Existing wetlands have been delineated, mapped, and signed off by the U.S. Army Corp. of
Engineers. Permits for wetland impacts will be applied for once the grading plan is complete.
Wetland impacts shall be avoided to the extent possible with less than 0.5 acres of total impacts. No
streams have been identified in-the project area and impact to surface waters is not expected. There
are no other areas of environmental concern for this project.
Stormwater runoff flows to Williams Branch (see basin and sub-basin information above). Runoff
from the project shall be treated and/or detained as required by the State. Stormwater runoff will be
detained and treated by one (1) wet detention pond before discharging into the adjacent ditch along
the southern property line. The project shall consist of installing public utilities. The water utility
shall be connected to the Town of Shallotte water system. Wastewater shall be carried by gravity
sewer lines to pump stations that will pump the wastewater to an off-site treatment facility. All
applicable permits shall be obtained for the installation of public utilities.
TRIGON ENGMERING CONSULTANTS,?ITC. 2

• • M
Sea Wynde Plantation Phase 3,Shallotte,NC
November2007
Stormwater Management Plan Trigon Project No.038-06-007
SOIL INFORMATION
The soils on the project are described as follows. The Brunswick County Soil Survey and soil
profiles of borings at the pond location are included in Exhibit 2.
BaB: Baymeade Fine Sand; Hydrological Soil Group A
Lo: Leon Fine Sand; Hydrological soil Group D
STORM DRAINAGE DESIGN
The storm drainage system for the project has been designed with the use of the rational formula
(Q=CiA, where C is the runoff coefficient, i is the rainfall intensity in inches per hour for the design
storm, and A is the drainage area in acres). The storm drainage system discharges into the wet
detention pond.
For each inlet, the runoff coefficient, time of concentration and rainfall intensity were determined
using the methodology from Elements of Urban Stormwater Design by H. Rooney Malcolm, P.E.,
1993. Minimum time of concentration for inlets is 5 minutes. Runoff coefficients from 0.90 (roofs)
to 0.20 were used. Storm drainage calculations were developed using Intelisolve's Hydroflow Storm
Sewers 2005 computer software and are included in Exhibit 2.
STORMWATER MANAGEMENT
Stormwater quality controls are required for this site because it is located in a Coastal Area
Management County (Brunswick). Water quality managementt is provided by the use of a wet
detention pond. Water quality management is proposed for the project to provide 90% Total
Suspended Solid (TSS) removal from stormwater runoff. The wet detention pond consists of
detention storage that is above the water quality volume required.
One (1)wet detention pond is being constructed for the development. Computations for stormwater
management are included with the submittal for the pond. Approval of all pond as stormwater
management pond is required for the projects.
Water Quality Design Methodology
Water quality design is based on the requirements of the State of North Carolina for projects located in
the Coastal Area Management Zone. Water quality management is provided for this site by wet
detention ponds. The wet detention pond was designed for the temporary water quality volume
required.Pond size was determined using the surface area to drainage area ratio for 901/o TSS removal.
Water Quantity Design Methodology
Water quantity design consists of detaining runoff for the 1-year and 10-year design storm, per
Town of Shallotte regulations. Hydrologic computations were performed using the rational method.
Time of concentration and runoff coefficients (C) were developed using the Town of Shallotte
Storal Water Management Manual.
Storm routing through the wet detention pond was performed using Hydroflow Hydrographs 2004.
An orifice restricts the first inch rainfall and the spillway was designed to safely pass the 10-year,
50-year, and 100-year storm while maintaining 1.5 foot freeboard in the pond above the 100-year
storm. The elevations and storage requirements for all ponds are included in Exhibit 3.
TRIGON ENGINEERING CONSULTANTS,INC. 3

f
17A
TRIGON
Engineering Consultants Inc.
700 Blue Ridge Road, Suite 101 - Raleigh, WC 27606- [phone] • FAX[phone]
TRANSMITTAL.
TO: FROM:
Lyn Hardison Trigon Engineering Consultants,Inc.
Samir Durnpor
COMPANY: n ATR-
NCDENR-DWQ 12/14/07
Stormwater Permitting Unit
RE:
❑URGENT ❑FOR REVIEW ❑PLEASE COMMENT ❑PLEASE REPLY ❑PLEASE RECYCLE
ATTACHED:
# Item
1 Check for$4000 express review fee
2 Stormwater Management Report;Application;Wet Pond I&M
3 Construction Drawings (Final Plans not released for construction)
NOTES:
Sorry for the delay. I hope you all have a wonderful holiday season!
1

STORMWATER MANAGEMENT PLAN
Sea Wynde Plantation,Phase 3
Shallotte,NC
7A'T
ITRIGONJI
November,2007
EXHIBIT 6
Construction Drawings (attached)
s,

STORMWATER MANAGEMENT PLAN
Sea Wynde Plantation, Phase 3
Shallotte,NC
7A �. ;
TRIGONJ DEC7 2001
sue• _
Designed for
Cumbee Road Partners, LLC
November,2007
TABLE OF CONTENTS
PROJECTDATA................................................................................................. 1
PROJECT DESCRIPTION................................................................................. 1
SOIL INFORMATION.......................................................................................2
STORM DRAINAGE DESIGN.........................................................................2
STORMWATER MANAGENM14T...................................................................2
DrainageArea Map................................................................................Exhibit 1
Soil Information .....................................................................................Exhibit 2
Storm Drainage Design Calculations..................
...................................Exhibit 3
Wet Pond Design Calculations...............................................................Exhibit 4
Brivanswick County Pollutant Export. Calculations.................................Exhibit 5
Complete Set of Construction Drawings...............................................Exhibit 6

Sea Wynde Plantation Phase 3,Shallotte,NC November 2007
Stormwater Management Plan Trigon Project No.038-06-007
PROJECT DATA
Project: Sea Wynde Plantation
Project County: Brunswick
Project Location: Town of Shallotte
River Basin: Lumber River
Sub-basin: LBR59
Receiving Waters: Williams Branch
Stream Index: 15-25-2-9-1
Current Classification: C; Sw;HQW
Designed for: Cumbee Rd. Partners,LLC
Contact: Adam Lisk(ph. 910-352-0634)
Design consultant: Trigon Engineering Consultants,Inc.,Raleigh,NC
Designed by: Linda Vasil,EIT(919) 755-5011 x 127
Total Project Area: 48.4 acres
Total No.of Major Drainage Areas: 1
Project Built Upon Area: 72.4%
PROJECT DESCRIPTION
The project consists of developing a 144-lot subdivision for single family homes. This project is the
third phase of the proposed Sea Wynde Plantation residential and commercial development in the
Town of Shallotte, Brunswick County, North Carolina. Each phase of the development shall be
treated as separate projects. Phase 1 of the development consists of multi-family, single-family, and
commercial development and is currently under construction. Phase 2 will immediately follow
Phase 3. Schedules for future phases have not been determined at this time.
The property is currently vacant and consists of 7.97 acres of wetlands and 40.43 acres of uplands.
Existing wetlands have been delineated, mapped, and signed off by the U.S. Army Corp. of
Engineers. Permits for wetland impacts will be applied for once the grading plan is complete.
Wetland impacts shall be avoided to the extent possible with less than 0.5 acres of total impacts. No
streams have been identified in the project area and impact to surface waters is not expected. There
are no other areas of environmental concern for this project.
Stormwater runoff flows to Williams Branch (see basin and sub-basin information above). Runoff
from the project shall be treated and/or detained as required by the State. Stormwater runoff will be
detained and treated by one (1) wet detention pond before discharging into the adjacent ditch along
the southern property line. The project shall consist of installing public utilities. The water utility
shall be connected to the Tovm of Shallotte water system. Wastewater shall be carried by gravity
sewer lines to pump stations that will pump the wastewater to an off-site treatment facility. All
applicable pen-nits shall be obtained for the installation of public utilities.
TRIGON ENGINEERING CONSULTANTS,INC. 2

Sea Wyn&Plantation Phase 3,Shallotte,NC November 2007
Stoanwater Management Plan Trigon Project No.038-06-007
SOIL INFORMATION
The soils on the project are described as follows. The Brunswick County Soil Survey and soil
profiles of borings at the pond location are included in Exhibit 2.
BaB: Baymeade Fine Sand; Hydrological Soil Group A
Lo: Leon Fine Sand;Hydrological soil Group D
STORM DRAINAGE DESIGN
The storm drainage system for the project has been designed with the use of the rational formula
(Q=CiA,where C is the runoff coefficient, i is the rainfall intensity in inches per hour for the design
storm, and A is the drainage area in acres). The storm drainage system discharges into the wet
detention pond.
For each inlet, the runoff coefficient, time of concentration and rainfall intensity were determined
using the methodology from Elements of Urban Stormwater Design by H. Rooney Malcolm, P.E.,
1993. Minimum time of concentration for inlets is 5 minutes. Runoff coefficients from 0.90 (roofs)
to 0.20 were used. Storm drainage calculations were developed using Intelisolve's Hydroflow Storm
Sewers 2005 computer software and are included in Exhibit 2.
STORMWATER MANAGEMENT
Stormwater quality controls are required for this site because it is located in a Coastal Area
Management County (Brunswick). Water quality management is provided by the use of a wet
detention pond. Water quality management is proposed for the project to provide 90% Total
Suspended Solid (TSS) removal from stormwater runoff. The wet detention pond consists of
detention storage that is above the water quality volume required.
One (1) wet detention pond is being constructed for the development. Computations for stormwater
management are included with the submittal for the pond. Approval of all pond as stormwater
management pond is required for the projects.
Water Quality Design Methodology
Water quality design is based on the requirements of the State of North Carolina for projects located in
the Coastal Area Management Zone. Water quality management is provided for this site by wet
detention ponds. The wet detention pond was designed for the temporary water quality volume
required.Pond size was determined using the surface area to drainage area ratio for 90%TSS removal.
Water Quantity Design Methodology
Water quantity design consists of detaining runoff for the 1-year and 10-year design storm, per
Town of Shallotte regulations. Hydrologic computations were performed using the rational method.
Time of concentration and runoff coefficients (C) were developed using the Town of Shallotte
Storm Watcr Management Man,v-1.
Storm routing through the wet detention pond was performed using Hydroflow Hydrographs 2004.
An orifice restricts the first inch rainfall and the spillway was designed to safely pass the 10-year,
50-year, and 100-year storm while maintaining i.5 foot freeboard in the pond above the 100-year
storm. The elevations and storage requirements for all ponds are included in Exhibit 3.
TRIGON ENGINEERING CONSULTANTS,!NC. 3

i
STORMWATER MANAGEMENT PLAN
Sea Wynde Plantation, Phase 3
Shallotte,NC
7A
TRIGGIV
November,2007
EXHIBIT 1
Drainage Area Maps
SEAL
r 032721 _
��1�6

♦♦ \ �` }♦ `� ` Approximate
Existing
Wetlands
o D / -37 I
0.9 AC 1 49 "
C= 50 0.11 AC—.
�
0.50, bC6-38A \ N
CB-35 E . 8 AC.
' Ia Me
`
A ! 0. O AC.
40
I =0.50 40
_
. 2 A � -. .78 A
a=0.5 .5 `DI-7 `" ,� C=0.5-
A
A _ 1-8 A a
.35 A
' M -3 ° C C=O. o ��
CL
a PIN:0 18300 06 1 r
�
Owner: Hewett, Elder Heirs
o Deed Acres: 114.58 ACCD
M13 PG: 18 137 m ° 1 �, C
Go
Zoning: CO/RU �.77 C. 0.57 AC. A� 4 0.42 .
8 `
Use: Mobile Home C= 50 a C= DI-64 C=0.5 B-- 4
.73 A
! J Approximate
D - / PIN: 183000 0,27 _ =M :/ .E (i s t1 n g o Owner: Robin
_ + + Deed Acres:
- �8=23 V e t!a� s- DB/PG: 138
_ 0.49 A' C. -- DRAINAGE AREA MAP
I B-21 B' s Ci 0 j PIPE NETWORK, SHEET 1
GRAPHIC SCALE 0. AC. \ � � � -
A 0 100 20 iC 0 O—� 0. 0 AC.
=0.50 SEA WYNDE PLANTATION
M / a �� 'rRIC30I\I SHALLOTTE, NORTH CAROLINA
SEE SHEET 2 FOR IVIJN Date:11-29-2007 scale:1'= 100'
CONTINUATION SOUTH � � �" f � E313 G #r". ai'yConsultants,Inc.
N - � 313 Galtimore Dairy Road
19 �/ p. �, / f Greensboro,North Carolina 27AO Drawn By:LJV Project No:038-06-007

NC O. 0 / C= 50, °� C= DI-6. C=0.5 p .7 yip . . y . . i . .
T7 a V
0 i j Approximate
i D - _t e f ` PIN: 1830008401
z ' I 0.27 = "';, a `� . _ _E x_i s t j n g Owner: Robinson, Harold C. Etux Selene R
` j. Deed Acres: 15.50 AC
s ° . We t l a r�es_ DB/PG: 1386/0760
- .�B123 /
aR p /C. Zonina: CO-RU
B ' / B 21 C .50
/0. 9 AC. 0. 0 AC. _ f . N
0 =0.50
:l C=0_50 i pAp' / , I C 5U
QL
28 . . . . . _
' I C-0.5 '� �� . . PIN: 1830008402
I 0 = f I' — p Owner: The Healing Water Comp
., ,,-4 / / . _ _ _ Deed Acres: 19.00 AC
� 0- °` w DB/PG: 1120/0423
71
�� , \ Zoning: CO-RU
"0. C. B=10�► (�B-10 I CB-12
I C= .50 � wg a
0. 7
C=0.5
0:50 =0.5 0 r 6
N i -14 J I k 1 = /
Q.77 a B4r 7
_ o
' M _
,q 5 M B— � .,., • .17A .
--\ I
.48 AC 01.66
0.5 .44 AC.
DI
T — I � 5
0.40
AC. C=0. 0
=0.50
o B
6 AC n DI-9 _ 1-10 \ C Q. M
a IM
C=0. 0
AC.
m ~
- CR-4 DRAINAGE AREA MAP
t C_00 �_ ., _ PIPE NETWORK, SHEET 2
E m • Q
GRANHIC SCALE -
0 00 0 100 zoo a SEA WYNDE PLANTATION
_• •-
SHALLOTTE, NORTH CAROLINA
M _ TRIGON
SEE SHEET 3 FOR _ Date:11-29-2007 Scale:1"=100'
CD N ` ngi ing Consultants,Dairy
Road
CONTINUATION SOUTH Greensboro.North Carolina 27409 Drawn By:WV Project No:038-06-007

r— , IV.
I
B-10A ��B-10 I CB-12 4
0
^ 7A
=0=O50 C .5
.
}
0.
} -14.77 I I 1 B-17 C=
RUADw =0.5 0.27 AC. \
s, 0 66_,A �.44 AC -i -
Cw 5 ,` C=0.50- 444
T f M
0.40
\
_ AC. _ ' I I C=O. 0
- Dl'�, M C- 0 `, C 0.76 AC.
«— • - I .� C-0.50
4f I' -,•
i DI-9 - N 1-10 C=O. 4 N
, ' 5 AC. 0. 7 C.45
p \ M \
4 .49 AC.
C=O. 0 =0.50 �
=0.ROAD
\
0.78 ALn
•za r; ra F+a� _ = - . 0 _ -46A =0.50
=0.50 C
PIN: 18300084
H a ,• .49 A50/�: Owner: Brown, Lorry W E+
M
a B-46
C \ Deed Acres: 23.60 AC
\ 0. 2 AC. q
\ _ p \. DB/PG: 1247/0337
--- ` -44� �+=P.50 i ` Zoning: CO—RU
`M /1.47 AC. \ 40 1
1 141
a PIN: 1830007904 S+ ��UtIET DE�©I� ION POND
a Owner: Bolinger, Mork Alon Et Dorlo Lynn (SEE SHEET C-8.0 FOR
Deed Acres: 8.35 AC S *DB/PG: 1276/1190 GRADING PETAILS)
c O4 " s
c Zoning: CO—RU
Go
M
O a1-a
278.50 PIN: 18300080 \
N80'21-53»E 1 Owner: Evans, Kay Ellen
Deed Acres: 34.00 AC
a PIN: 1830007802 DB/PG:
Zoning: CO—RU
Owner: Evans Ottrue E Et Jean B
Deed Acres: 1.00 AC I
a DB/PG: 2187/1352 1
gl Zoning: CO—RU a DRAINAGE AREA MAP
r PIPE NETWORK, SHEET 3
SEA VWNDE PLANTATION
CD GRAPHIC SCALE I SHALLOTTE, NORTH CAROLINA
M ,00 1 ,00 Zoo TRIG13N
0
Date: 11-29-2007 Scale:1"= 100'
o Engineering Consultants,Inc.
i 313 Gammore Dairy Road
G—nsboro,North Carolina 27409 Drawn By.LJV Project No.038-06-007

4
STORMWATER MANAGEMENT PLAN
Sea Wynde Plantation, Phase 3
Shallotte,NC
—rF, :3 ru
November,2007
EXHIBIT 2
Soil Information
I
i

1
m
a
48 s>
49
V LL-
O
z
a
1P i
Ilk o Q
a �
Q
Q
49 10
O
Q� A3
r�erretw d _3
tests
H �
250 0 250 500
Graphic Scale fcct 39�
&Ta
BORING LOCATION DIAGRAM (DETENTION PONDS)
Trigon Engineering Consultants SEA WYNDE PLANTATION (PHASE 3)
7AVk 700 Blue Ridge Road,Suite 101 SHALLOTTE, NORTH CAROLINA
Raleigh,North Carolina 27606
(P)919.755.5011 PROJECT: 038-06-007 DATE:
TF91GON (F)919.755.1414 8/07
www.trigoneng.com DRAWN BY: DJG
ENGINEERING CONSULTANTS,INC. SCALE : As Shown I FIGURE: 2

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Crap I 9oi1 nut. i
Acres �arcm.nt
- .PPBaB IBaymeade fine sand, 1 to a percent slaE�es-----------�««« .--- ---- ---- -Y-- -----, SS,f+f3 1�1.%
BDC 6 to
if B �B entone and fine sand, 0rvyri sto15,pereent2sljpps---rcent slopes-------- ------------------w----w l 7,76216,127 I 2.?
------�---------- ------------ - --I I 7
S4 �?.o'�ickat silty clay loam^--_»~-------------- --- ---______ 13,477 ..5
9rB rrBragg fin* sandy loam, 2 to 6 percent slopes--------------- --------------- -� 2,1.85
CA 1Caxteret loaory fine sand--------------------------•------------------------------ 11085 C.2
M IChowan silt Inam-_-__----....-------------------------------. -----------M-- 5,013 ! 9
CoCorolla fine sand------------------------------------------------------------------- 989
C1' �Croatan mock----------------------------------------------------------------------� 29*703 5.4
DODonovan muck-----------------------------------------------------------------------) 1617.17 3.0
Du [Duckston. fine sand.------ --------- ---------- --------------------------- -- 311 0.1
Fo IF my oreston loa fine sand------------------------------------------------------------� 26,69r2 4.9
GOA 16oldsboro fine sandy loan, 0 to 2 percent slot+es-----------------------------------I 29,830 i °.d
-.
Gt Grifton fine sandy loam---------------------------------------------- ------- . , 3 O.6
JoJohns fine sanrly Inam----------------------`-•-------------------------------------� 3,116 � 0.6
r,rl% IKureb fine sand, 1 to S percent slopes----------- ..-_-_...---------------___ 16,573 3.0
LAILafitte nick-------------'----------------------------------------------------------� 1,415 0.3
.�}Go Leon fine sand, 0 to 2 rMrC+ent s1r.,pe5----------------------------------------------i 45,621 � 8.3
Lu ILumbee fine sandy loam-------------------___.._ ._.__.--------.-------------_-._ ---.-.-I 4,127 U.7
ly iLynchburg tine sandy loam------------------------------------------------------ ( 22,023 4.0
MIEN M1Snaariil fine acrid- ---►----------------------------- -- ---------- ----Yi 15,415 .1.0
MkIMurkalee loam•------------------_------_,.. --..,...---------------------------------- 28,444 5.2
Nu IMurville sucky fire sand-------------------- --------------------------- 39,490 � 7.2
10
NbE �Nevhan fine sand, Zed dredged,
slopes---------------
,pes-----„-----------------�_---- -.I 3,510 <'.6
13
NhE Newaeti Fyne sand, dredged, 2 to 30 percent sieges---------µ^�^«------«�--�--�------^---I 3,510 I ;:+.r.,
NOB INorfolh loamy fine sand, 2 to 6 percent slope- -I t2,521 i 2.3
on onslow fine sandy loan-------------------------------....--------------------------- 3,439 i O.b
?aA IFactolus fine sand, 0 to 2 percent. slopes--------------------- -•«•-- -. 3;994 0.7
Po Pantego mucky loam---------------------------- ------------------------------------I 12,176 2.2
Pt �Pits----------------------------------------------------------------.-------------I 818 � 0.1
Ra Rains fine sandy loam--------------------------------------------------------------I 19,991 3.6
TM Tomahawk loamy fine sand-----------------------------------------------------------1 4r975 ` 0.9
TOTorhunta •Tacky €€ne sandy loax-----------------------------------------_-_--------i 47,771 8.7
Ur (Urban land---=-----�----------...... ------------------------------------ ------- 740 � 0.1
Wall IWando fine sand, 0 to 6 per^anL slopes--------------------------------------------I $dO5 i.5
WdB IWando-Urban land complex, 0 to 6 percent slopes----------------------------------I 634 i 0.1
Wo IWoodington fine sandy loan---------- -----------------_------__-I 35,619 � 6.5
YaB IYaupo' silty clay loam, 0-to 3 ---cent slopes----------------------r_-------------I 3,012 0.5
i water- I-----3e 32- -------
Total----------------------------_-.._..-.v_.-.�-..4�.__..«. _.,....�__ .•� 550,TI3 i 100.0
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5FVnswick Oiunly, North Carolina '1 t 7
TABLE AND FT.+IER F xT7TPFS
{"Plo[odivVI and "stater table" aud,toms B`jch as ".mare."' "brief:" "apparent," wind 7perehed" are eallainod in the
E xt. The syutol > meann mare than. Abseace of. on entry indicates ttiat the teatitre is not a toil mrn or
t''iat data were not esti'matedl
-Eo11nq- , g.h water a =e Subsidence r k 0 corras on
-dap symbol and lHydro-1
soil nue { logic, k're�tenay .I-D r,- Im nt'Ls I ihapt9 ( Kind lHonths IIritiall ':'otal lUnceated Concrete
rou , l Lion I i r-- I (�sLeel
{ I I -�- f I I Ln I 1 1
�Bes-------- -� A 12nne------I _-- I --- I4.G-5.01Apparent,Dec-A'nrl --- l ILew------iMor3errite_
Saymeade 1 I I I I I i 1 I I I
Poc:
Baymeade---- A INDnc-------I __- - 14.0-5.01hpparentlDec-Aprl --_ I -__ IWW------(Moderate.
wnrrpn----y-« I P iTlonr_-__ . .. ..._ ; ._- l )6.0 ___ i ..t. ..- !I --- iMndr+rate 1Htgh«
.._.----- --.� A INo.e-------I --- I -�- 1.5.0-6.C. Put Llied (Dec-lid.rl
31at"i?:�n
g t-�,•°°------•-� A Irreyuc;ii--- Very JOL.�Decl i-3-0 iApparent{Jan-Doel 9-4; I 6-12 I'RJ%b---J1119h.
6ohicket I brief., 1 1 1 i !
I I I ( I I 1 I I I
BrE------ t: lHone-------1 --_ l -_- . 1 m 0 I --- i --- l --- � -- 1��3crr:rr IHi,h.
Braqg f I
CAA._........ 0 I?rt 4Ue-nt---IVery rer._r�ec1 .4-1Y+alApharrrtlJan-Dec, __- 1l119b---JHigb.
Carteret brief.D Iftequent---{Very Rav-A 0-0.51hppardmt134ov-Apr1
Rowan f I I long. ! 1 I 1 I I l
--....--------I D IRarc-------I .._. .-« 11.5-3.01ApttarendNov-Mayl
Cim
I
utptin__• I I I I I I I I I 1
t ----- �sF- D Frequent--- Very Jar.-Dec( #1-6.5,Appa rent lJon-Dec1, 4-52 110i-30 1ltiyh*�-�-IHigh.
ilgvva>s '� long. I I # !I I I {
T -^--�:--------I D iDccasional kHrief Jan-becl1.0-2.0 Apparent --- I --- )it+N-y-- -IGcw.
Draekstcn { I f I I I ( I { 1
Fo-----------I C INone-------k .« I _._ 12.5.3.5kpparentlDec-Aprl =_- I --- Iffioderate IHtgh.
Flo reston I I I ! I 1 I I I I {
1Nons-----__` ...- i --- 2.J=3.ol l?"xren.c tkc Apr _ i I odcrate +High.
Colasboro
Gt'------r--.- _I J7 l�+ne*---«--I -�_ I ,..- ;C.5-1.11'Apparent lDec-HayI - I ..- 1H3g'......ILow. I
Gtifton f I I 1 f I I { I I I
JO-------------1 C rats 11.5-3.tll�'p arendDec-A�'rl ._.. I �_. IHt 9
I I I 1 .E"r I h.
Johns I I I I I I I f
KrB------------I A IN�rte�_---°I I I }G.O i _ I ►- --» i �-- I.l otr.__ v-I Low.
Kureb I I I { I I I I I
LA*---- ----I 12 FregLx-nt.---18rief (Jan-Decl 0-3.51AgparentIJan-Dec, 13-R4 I >sl H1gh-----IT,oderate.
Lncitte I I I # I I 1 !
I
—---.--1 is IHotre------_I .-_ I �.. I b-i.-O ApparentIJun-mil � ... IBigf,--.--I High.
Leon II 1
I f I I I I I I
See EOatnOte 1ktt tr.4 Of tdble. i
}
I
i

HAND ANGER. BORING LOG
Sea Wynde Plantation (Phase 3) —Detention Pond Borings
Trigon Project No. 038-06-007
Testing Date: August 22,2007
Field Personnel: Dana Goodnight,PG
Equipment: 3-inch diameter Hand Auger
HA-1
Penetrometer Blow Count Depth Below In-Situ
Test Location Per 13/e"Increments Ground Moisture Soil Description
Surface
1st 2nd 3rd Avg. VL) ,
HA-1 -- -- -- 0.0 D (0.0'-0.51)Topsoil and Roots
(See Figure 2 for 1.0 D (0.5'-1.51)Coastal Plain Material:Tan,Dry,Fine
approximate hand SAND(SP)With Trace Organics
auger locations) (1.5'-3.01)Coastal Plain Material:Brown,Moist,
2.0 M Silty,Fine SAND(SM)With Wood from 2.0'-2.5'
3.0
4.0 M1W (3.0'-5.5')Coastal Plain Material:Tan,Moist to
Wet,Silty,Fine Sandy CLAY(CL)With Roots from
3.0'to 5.0'
5.0
6.0 W (5.5'-7.01)Coastal Plain Material:Tan-gray,Wet,
Fine Sandy,Silty CLAY(CL-CIT)
7.0 M (7.0'-8.01)Coastal Plain Material:Tan,Moist,
Clayey,Fine SAND(SC)
8.0
Hand Auger Terminated at 8.0 feet Below the Existing
Ground Surface.
Note: D=Dry;M=Moist;W=Wet;VW=Very Wet
Water Level(Time of Boring)=DRY
Water Level(24 Hours)=3.5 feet
Trigon Engineering Consultants,Inc.
700 Blue Ridge Road
Raleigh,North Carolina 27606
www.t'-igolleng.com

SITE PHOTOGRAPHS
Sea Wynde Plantation(Phase 3)—Proposed Detention Pond Hand Auger Borings
Shallotte,North Carolina
Trigon Project No.038-06-007
i
:,. �.a-• v '-`a• - -.. .. d - .rya .. r �: '�• :- �`�.
. ;�' • - fir= r:
Photograph 2: View from HA-2 looking toward the southeast.

Y�"K1r
71
TF-
V V/2 3/2 0 0 7
•. •- fix" .. .• . " -
,r

RAND AUGER BORING LOG
Sea Wynde Plantation (Phase 3) —Detention Pond Borings
Trigon Project No. 038-06-007
Testing Date: August 22,2007
Fields Personnel: Dana Goodnight,PG
Equipment: 3-inch diameter Hand Auger
HA-2
Penetrometer Blow Count Depth Below In-Situ
Test Location Per 1%"Increments Ground Moisture Soil Description
Surface
1st 2nd 3rd Avg.
HA-2 - -- - 0.0 D (0.0'-0.5')Topsoil and Roots
(See Figure 2 for (0.514.51)Coastal Plain Material:Tan,Moist,Fine
approximate hand 1.0 M
SAND(SP)With Trace Organics From I.0'to2.0'
auger locations)
2.0 M
3.0 M
4.0 M
5.0 W (4.5'-8.01)Coastal Plain Material:Brown to Tan,
Wet,Silty,Clayey,Fine SAND(SC)
6.0 W
7.0 W
8.0 W
Hand Auger Terminated at 8.0 feet Below the Existing
Ground Surface.
Note: D=Dry;M=Moist;W=Wet,VW=Very Wet
Water Level(Time of Boring)=DRY
Water Level(24 Hours)=7.8 feet
Trigon Engineering Consultants,Inc.
700 Blue Ridge Road
Raleigh,North Carolina 27606
www.trigoneng.com

SITE PHOTOGRAPHS
Sea Wynde Plantation(Phase 3)—Proposed Detention Pond Hand Auger Borings
Shallotte,North Carolina
Trigon Project No.038-06-007
�M ` fir_
3rr
7 + IF
�'' i i.� •�} � '� ,mkt } +�' a° f nE �^.
A
14
h ��t
t..
k
F
Photograph 3: View of HA-3 looking toward the northwest.

RAND AUGER BORING ]LOG
Sea Wynde Plantation (Phase 3) —Detention Pond Borings
Trigon Project No. 038-06-007
Testing Date: August 22, 2007
Field Personnel: Dana Goodnight,PG
Equipment: 3-inch diameter Hand Auger
IAA-3
Penetrometer Blow Count Depth Below In-Situ
Test Location Per 1%"Increments Ground Moisture. Soil Description
Surface
1st 2nd 3rd Avg.
HA-3 -- -- -- 0.0 D (0.0'-0.51)Topsoil and Roots
(See Figure 2 for (0.5'-1.01)Coastal Plain Material:Tan-Brown,
approximate hand 1.0 M Moist,Slightly Silty Fine SAND(SP)
auger locations) (1.0'-3.51)Coastal Plain Material:Brown,Wet,
2.0 W Silty,Fine SAND(SM)With Roots and Organics
From 1.0'to 2.0'
3.0 W
4.0 W (3.5'-7.01)Coastal Plain Material:Gray,Wet,
Clayey,Fine SAND(SC)
5.0 W
6.0 W NOTE:Boring Terminated At 7.0 Feet Due to
Inability to Retain Sample in the Auger Head During
Removal From the Borehole
7.0 W
Hand Auger Terminated at 7.0 feet Below the Existing
Ground Surface.
Note: D=Dry;M=Moist;W=Wet,VW=Very Wet
Water Level(Time of Boring)=DRY
Water Level(24 Hours)=2.8 feet
Trigon Engineering Consultants,Inc.
700 Blue Ridge Road
Raleigh,North Carolina 27606
www.trigoneng.com

SITE PHOTOGR"HS
Sea Wynde Plantation(Phase 3)—Proposed Detention Pond Hand Auger Borings
Shallotte,North Carolina
Trigon Project No.038-06-007
Photograph 1: View from HA-1 looking toward the south.

STORMWATER MANAGEMENT PLAN
Sea Wynde Plantation, Phase 3
Shallotte, NC
3GDN
November,2007
EXHIBIT 3
Storm Drainage Calculations
Storm Sewer Tabulation
Storm Sewer Profiles
Erosion and Sediment Control
O
SEA r;
032721 —
F
0 �
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EROSION CONTROL

6 TRIGON ENGINEERING CONSULTANTS, INC.
.�...�. -
Subject: Wet Pond Phase 3 Design Date: 11/21/2007
Set Up By: LJV
Work: Outlet Control Calculations for 60" RCP Computed By: LJV
Checked By: JO
Project: Sea Wynde Plantation, Phase 3 Job No. 3806007 Page No. 7 OF 7
Outlet: 60" R.C.Pipe
Pipe Data
D = 60 in
n = 0.013 Qmax= 97.66 cfs
slope= 0,0014
Find Q+n Q10/Qmax= 0.68
c= FROM
110 = STORM Q10= 66.23 cfs
A= CALCS
From Figure"App. 19.C", with Q1o/Qmax= 0.68 y/D = 0.6
y/D > 0.5 (Maximum Tailwater)
From Table III-2,with y/D = 0.6 A/DZ= 0.4920
A= 12.30 sf
V10= Q10 Zone: 3 (From Figure 3)
A
= 5.38 ft/sec
Rip Rap Dimensions: 10 ft Long
9 ft Wide
22 in Deep

APPENDICES
A-39
APPENDIX 19.0
Circular Channel Ratios-,b
Experiments have shown that n varies slightlY with depth. This figure
n (solid line) and constant n (broken line) assumptions. gives velocity and flow rate ratios for vE��
values of -L and n
ku nfull
7.0 1.0 1.2 1.4* 1.6 1.8 2.0 2.2 2.4 2.6 2.8 3.0 3.2 3.4 3.6
0.9
wetted
0.8 perimeter,P
Darcy-Welsbac
0.7 friction factor,f
O
0.6 discharge,
E
0
0 0.5 hydraulic
.r- Man ing's n radius R
n
a)
0.4
0
.0 Velo city,V variable 01ofull
E 0.3 constant 0/(2full
variable v/V
full
constant v/vfull
area,A AlAf.11
0.2
P/Pfull
RlRfull
0.1 rilIquil
0
0 0.1
0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 1.1 1.2 1.3
hydraulic elements a , v
az11 VfUll '�Ull Rf.11'
and P.
D
0 Governing equations
D-d
d Odeg'-2 arccos
D V- (1-4-86)R-31 v IS
n
CI-Av
A= ( 2
D) O,d-sin@d
Slope is constant.
2
n=0.013
P= D().d
2 + Jt
9) d)1.200 D
nf,jll (ID
R= A
P
aAdaPted from Design and Construction Of Sanitary,and Storm„ewers,
to" hate F.aw,1- Camp, T.A., Sewage'F( 0.013 Works Journal, 18,3 (1,946). p-87,ASCE,1969,as Originally presented in "DesjEpm of Se s
we.,
0-7 E

'y ,
i,
Table 111.2.--1',rifoim note rrr c'Ircufm Styria++I (lol%•rrl."I-sot fly full I tans Rr.crrnce Ill 3
d - depth of floe --- 0 - d•%charge inlco6.c feet lxr%ccond b4 Manning-i 10rmula 1
0 - diamcicr of p.pe 1 n - Manning'%cocff.c.cnl I
A - vita of flo­ S - %lope of the channel lanttom and of the wale.%.,.late
A hydraulic rad-us
A R On On ( d A R On1�1.262
62 O + D8/3S112 d9/3Si12 0 D2 D 08/3_:12
II!•3.
0.01 0.0013 0.0066 0.00007 15Ad 0.51 0.4027 0.2531 0.239
_ 0,02 0.0037 0.0132 0.00031 10.57 0.52 0.41 0.7562 0.247
0.03 1 0.0069 0.0197 0.00074 O.SF 0.53 0 4227 0.2592 0.255
0.04 0.010S 0.0267 I 0=133 7_3i. 0.54 B-4� 0.7621 0.263
kJ
0.05 0.0147 •0A3is 0.1,12 6.55 O.SS 0.4426 0.2G•:9 0.271
1 0,Q6 0.0i52 0.0389 0.00328 5!35 056 0?4525' 0,2676 0,279
1 Z 0.07 OA2<2 OA451 0.00455 5.47 0.57 0.4625 0.2703 0.287
i C.09 OA254 0.055 ^AO�.04 5.09 0.58 0.472Q s 0.2728 0.295 1
OA9 0.0350 0.0575 0A0775 4.76 0.50 - 0:40r 0.27S3 0.303 1,238
OAV 0A409 0,0635 OA09G7 4.49 ! 0.60 2_4920 0.2776 1 4311 -.,715
3 l 0.11 OA470 O.OL9s 0.01181 4.Z5 0.61 OSO 8 0.2799 1 u.319 1_192
0.12 OAS34 0.0-955 0A:417 4A3 0.62 _gSi1S- f OM21 0.327 1.170
0,13. OACCO OM13 0.01674 3.85 0.63 Q.52• 0.2642 OMS 1,148
OA 0_14 0.050 04871 0.010*"52 3.69 O, 05303' 0.7862 G-43 1,126
1.3 OAS 0.0739 OM29 OA22S. 3.SA.- :_Orbs- _ J9 . -C2882_ 0-ISO � MOZO
22 0.16 OA811 OA935 1 OA257 _ 3.41' iS.66 .ate 02900�. 0::58 148t -
0.17 O.MS 0,1042 OM31 3.:c8 0.6i O�aYi' ' `0-7917 G36� 1�C A
r OAP t OA961 0.1097 0A327- 3.17 0" lL�.,6H'T t:7622933 `.0-173 ' 1A44
0.15 0.1039 O,1iS7 0A365 3A6 0.69 01 0 03948 0,380 1.024
.0,20 - 0,1118 ' 0_1206 OA406 296 0:7C 0.5872 '•-0_7962 0.388 - > •1A04
OZt 0.1199 0.12S9 0.'►-48 297 -0.7i 6S964' 0:117S 0301 09a5
@J
7 072 1 0_1291 9.1312 0_0492 2.79 0.72. 0.6OS4 OM87 0.402 OS55
I C.23 1 0.1365 0.1".64 OA537 2.71 0.73 O,GI<3- 02998r 0.409 Oi17
99 I 0-24 0.1449 0_1416- OAS85 2.63 0.74 0.6231 0.3im _0.416 I 0,978
1,1 ' % 0.7S O.IS35 0.1466 O.OG34 2.56 0.75• 0 6319 09017 0 422: I :0910
79 I 1.r6 0.1623 0_1516 0A666 2.49 0.76 0.640S• 09024 0.429 OX51 I
31.8 0.27 6.1711 0.1_w 0.0739 2.42 0.77 0.6489' 03031 0.135 0873 l
)JO 1 0.2d ��8110 0.1614 IW793 2.36 0.78 O:65i3 1 0.3036 0.441 0256 �
3.4 i 019 0.1890 0_1-667 OjW19 2-30 0.79 OmGss 0.3039 0:447 0,838
;A t79O 0.1982 0.1749 0.0907 2.7.5 080 Q-036 -O_XK2 OAS3 0.821
7 8' b,31 0.2074 0_17SG 0.0965 2.20 0,81 0_661� 0.3043 0 4Sg 0.804
i S 0.32 01167 0.1802 0.1027 2.14 082 0.6893 0-1043 DA63 0_787
i.l 0.33 ' 0.7200 0.1847 0,1039 2A9 083 0,6969. 03041 Q468 0.7.70 4
1.7 0.30, 0:2355` 0.189i 0.1157; 2.05 0,84 D-7Q6�" ' G3038 0473 0.753
035 0-74SO 0,1935 0%18 2.00 0.65 0_7115 OM33 .'.477 OXIG
1.9 036 0
1 .3caS6 0.1978 0.1-2284 1958 086 67186 OM26 0.481 0.7-0
0-37 026.2 0-7020 0.1.1S1 1915 0.87 0.72S4 03018 OASS 0_703 t
Iz 8 f 033 f0.2739, t,2062 0.1420 1.875 Om 0.730 0307 OAIiS 0_687
039 670. , , 08 . 02995 0.493 0:OAO 0.?X3 0.2147 OAS61 1.797 0.90 0-7445 02980 0.494 O.654
0-1 .03032 0.2182 0.1633 1.760 091 0.7504 02963 0.496 0.637'
0.42 0-3130, 0.2220 0-17015 1,724 092 I 07560 0.2944 0.497 0_621
i 0-43 0-3229 0,2258 0.1779 1.689 0.93 0.7612 0.2921 0.498 •� 0.604
O•A 0,229S 0-1856 I ASS 094 ! 0,766-2 0.2095 0.498 0S88
O.4S 03428 1 02331 I n_1929 1.622 095 i 0.7707 0.2Af S 0 499 0571
0.46 0.35.-7 0-2366 u.201 1.590 09F 0.7749 0.2929 0 696 O tm
0.47 03627 0.2401 0.203 1.559 0.97 0.778S 0.2787 0494 OS3'
L-OO29)
03727 0.2435 0.216 1.530 0.98 0.7817 0.2735 0489 OS17.
0_-e27 0.2468 0.224 1 SM 0-49 0.7641 0_i.i-16 0483 0.d9503327 0.2SOO I 0.232 1 471 1.00 0.78S4 0,2500 0,4fi3 0457
c
Ill-19

r
Appendices
NEW YORK DOT DISSIPATOR METHOD
FOR USE IN DEFINED CHANNELS
(Source: `Bank and channel.lining procedures",New York Department of
Transportation,Division of Design and Construction, 1971.)
NOTE:To use the following chart you must know:
(1) Q full capacity
(2) Q10
(3) V fill
(4) V10
where Q=discharge in cfs and V=Velocity in FPS.
ESTIMATION OF STONE SIZE AND DIMENSIONS FOR
CULVERT APRONS
Step 1) Compute flow velocity V at culvert or paved channel outlet.
Step 2) For pipe culverts D,,is diameter.
For pipe arch,arch and box culverts,and paved channel outlets,
Do=A.where A.=cross-sectional area of flow at outlet.
For multiple culverts,use Do=1.25 x Do of single culvert.
Step 3) For apron grades of 10%or steeper,use recommendations
For next higher zone. (Zones 1 through 6).
rl � vRE 3
II . IIII llllll. IIIIIII .1.. I II .III11 .IIII � I 1111 �1111111�1111 I111 I .111. ;��� 11 .
' 111 .IIII. 4' lllll IIII l.11 ll . . I . II
III 111 IIIII. I11 . 11 1 .IIII III . . . .. . .. . . . .
I .. 11 III 1 IIII II111 . 1 11
6'. 11' IIlli II I; 1i11111.1 . II1111 .; 1 ;
G .. . . . 111 II 11;.; • .IIII
M 11 . � 1111111 � 111111 IIIIIII 1 1 1. 1 'II
W I1111 111 11 . 1 IIIIIII 1 IIII . IIII I
111 . II llllll I1111 IIIII .11 11. 1 . 11 .
' 1 ' 1 III III 1 II111 I llllll 111 111111111
.II I II II III .111 ll . l .
1111 ' ll 1 ' 1 11 I11 II111 1.1.'11111 111 ' 1 . 1 I
'Ill III 1 111 111 11 II.11111111 . 1111
II ' II 11 I 11 I IIII111 . 1 11 1 111
•IIII I11 11 ' 11 ' 11 II 111111 IIIIIIIII 1 1
.II IIII . 1. . IIIIIII 11111 . IIIII111 IIIIIIIII
�� 111 . 1 '11I11111 'lll 'II . 'llll'11 . 11 '111 ' lll '
Q. 11 . II .. 1 1 ' 1111 . 7 IIII.I . I1111111 11 '
11 IIIIIII . IIII II.III . II II 1 I
' 11 � 1 ' 111 G 111 I 111 I IIIIIIIII 111 ' I 1
J 111 . 11111 I1.1 .1111 1111 I
fr I 111 III 1 11111 Il.11l 111 llllll
I1111 I1� III I I I I11 1 llllll 1 1 II111
0 I . . . . III
III I1 . . 1 11 II 11 1 ( IIIII
III II ' 1 111 11 IIII ll.11 11111 III
J 10 III llllll it !'t1111 11. 111111�. 1111. 111 � I11
W ' IIII . I 1 1 11 II111111 11111 . 11 l i IIII
IIII II 111 ' . I . IIII . .11llll . II 111
Illll .II II Itillll ' 1 II 'lllllllllllll '
IIII : 1 III. 11 1111�' I1111. IIII . I
; II I111 1 IIII . IIII Ill y III11 � . 11 1
IIII. I I11 .. 11 II 1 I . llllll.
11 III 11 1 1.. 1 li I 11. 1 I11 II II III . 1
I11 llllll 1 Ill 1 l I1111 1 1 1 II-�
+(4j i i III I 1 1 11 1
IIII II Ill 11 1 1 I11 I . 1 I II 11
•• 1 I I I IIII I IIIIIII 1 1
1 'I III 1 II I I IIIIIII 1 11 11
1 1 II 1111 111 III 111 1 llllll II11
. 1 ! 11 I ' I IIII 11 I I 1 I • I1.1. 1 1 1 1
1 111 1 II 111 I llllll : I . .IIII 11 flil 1
; IIII II llllll ' 111 1 III llllllll 1 1 111
. 1 I ll 5L
IIII I I I11 1 1 II ll 111 1 1
111 . .1 . . IIII 1 III I 111 II
O 111 . 1 11. 1 .11 1. 1 111 I111 11 11
3E'elf
0' 5' 10' is, 20' 25'
DIAMETER (R.)
Figure 8.06c
Rev.12/93 . 8.06.5

STORMWATER MANAGEMENT PLAN
Sea Wynde Plantation, Phase 3
Shallotte,NC
7AVk
"TRIGDN
November,2007
EXHIBIT 4
Wet Pond Design Calculations
`\\o\11111111
SE
032721 '
�j��1 F,I IpGL g��8 01
,,�z I

Pre-Development Peak Flow Calculations

j TRIGON ENGINEERING CONSULTANTS,INC.
7A ov Vk-
Subject: Wet Pond Phase 3 Design Date: 11/27/2007
Set Up By: LJV
Work: Pre-Development Drainage Peak Flow,SCS Method Computed I LJV
Checked BI JO
Project: Sea Wynde Plantation,Phase 3 Job No. 3806007 Page No. 1 OF 7
Given: Location: Town of Shallotte,North Carolina
Drainage area:35.49 acres
Average Slope:0.70%
Maximum Hydraulic Slope Length: 2000 feet
Type of Land: Grass Cover,Open w/Brush,Cond:Good to Fair
Pre-Development Conditions:
Type of Soil Soil Group CN %Imp Area acre CN x A Im x A
BaB,Baymeade Fine Sand, 1 to 6%slopes A 39 0 14.61 570 0
Lo,Leon Fine Sand,0 to 2 Percent Slopes D 80 0 20.88 1670 i 0
Total 1 35.49 1 2240 i 0
Area-Weighted CN= 63
Overall Percent Impervious= 0
1-year,24-hour design rainfall amount:P1 =3.7 inches
10-year,24-hour design rainfall amount:P10=7.0 inches
Determine runoff depth:
V=(P-0.2S)2/(P+0.8S)for S=(1000/CN)-10
S=1000/63-10= 5.84 inches
V1 =(3.7-0.2(5.84))21(3.7+0.8(5.84))= 0.77 inches
V10=(7.0-0.2(5.84))2/(7.0+0.8(5.84))= 2.91 inches
Equivalent Drainage Area,Ac for hydraulic length of 2,000 feet: Ac=45 acres
See Figure 5.3 for Ac Value
Total Peak Runoff Rate for Equivalent Drainage Area,Qac=13 cfs/inch runoff:
See Figure 5.4 for Qac Value
Q1 =13 cfs/inch*0.77 inch(35.49/45)= 7.85 cis
Q10=13 cfs/inch*2.91 inch(35.49/45)= 29.87 cfs
Adjustment to Peak Flow due to average slope being 0.70%
See Table 5.6 for Slope Adjustment Factor
Q1 =7.85*0.875= 6.87 cfs Final Pre-Development Peak 1-year Flow
Q10=29.87*0.875= 26.13 cfs Final Pre-Development Peak 10-year Flow I
The Hydroflow Hydrgraphs were caliberated to reflect as close the calculated 10-year Flow as possible,using Tc
as a variable. I

No ponding and swampy area adjustment necessary for post-development
conditions.
' J
20000
WHERE.
10000 L-HYDRAULIC LENGTH, FEET
LU
w 0=10RAINAGE AREA, ACRES
tL
ex
L& 5€00
� I
a
3
U- 2 t?0O
s
Or
W.
J I
500
1
Z,Ovo io 20 �50 I-00 200 500 2000
A.-4 DRAINAGE AREA, ACRES I
Figure 5.3 Hydraulic length and equivalent drainage area relationship
��raa
501�
FLAT 5LOPES
LESS THAN 3 e
00
PEAK RATES OP' C
DISCHARGE 9OR i5 by
WALL 'WATERSHE"OS �
ON A FLAT.SLOPE,
24-HOUA STORM, � SO G
TYPE is uF i
DISTRIBUTION
w
in
zw
d
5
13 Chi ,v-h
t Z 5 10 Ila 5G 100 200 500 ZWO
DRAINAGE REA'. ACRES
3 49 Ar-"5
Figure 5.4 discharge versus eq:uiva.lent drainage.areas for
average w2tershed 0-3°!c slope

Table 5.6 Slope Adjustment Factors
Slope 10 20 30 40 50
(percent) (acres) (acres) (acres) - (acres) (acres)
Flat 0.1 0.49 0.47 0.44 0.43 0.42
0.2 0.61 0.59 0.56 0.55 0.54
0.3 0.69 0.67 0.65 0.64 0.63
0.4 0.75 0.74 0.72 0.71 0.70
0.5 0.82 0.80 0.78 0.77 0.77
0.7 0:90 0.89 0.88 a 1 Tv 0.$7 0.87
1 1.00 1.00 1.00 1.00 1.00
1.5 1.13 1.14 1.14 1.15 1.16
Moderate 3 0.93 0.92 0.91 0.60 0.90
4 1.00 1.00 1.00 1.00 1.00
5 1.04 1.05 1.07 1.08 1.08
6 1.07 1.10 1 .12 1.14 1.15
7 1.09 1.1.3 1..18 1.21 1.22
Steep 8 0.92 0.88 0.84 0.81 8.00
9 0.94 0.90 0.86 0.84 0.83
10 0.96 0.92 0.88 0.87 0.86
11 0.96 0.94 0.91 0.90 0.89
12 0.97 0.95 0.93 0.92 0.91
13 0.97 0.97 0.95 0.94 0.94
14 03 98 0.98 0.97 0.96 0.96
15 0.99 0.99 0.99 0.98 0.98
16 1.00 1.00 1.00 1.00 1.00
20 1.03 1.04 1.05 1.06 1.07
25 1.06 1.08 1.12 1.14 1..15
30 1.09 1.11 1.14 1-.17 1,20
40 1.12 1.1.6 1.20 1.24 1.29
50 1.17 1.21 1.25 1.29 1 .34
Source: USDA-5CS
i

Table SA
SCS Runoff Cum Numbers CN
:H`drot lc Soil.Group
Land-use/Cover A B G D
-..,_..._. CN ---
Cultivated land
-without conservation 72 81 88 91
-with conservation 62 71 78 81
Pasture Land
-poor condition 68 79 86 89
-good condition 39 61 74 80
Meadow
-good condition 30 58 71 78
Wood or forest land
-Tlvn stand—poor cover,no mulch 45 is 77 83
-Good stand—good cover 25 56 70 77
Open spaces:lawns,parks,golf courses,cemeteries,etc-
-Good condition:grass cover on 75%or more of the area ® 61 74 80
-Fair condition_grass cover on 50 to 75%of the area 49 89 79
Commercial and business areas(8511/6 impervious) 89 92 94 95
Industrial districts(72%impervious) 81 91 93
Residential': Development completed and vegetation established
Averaae lot size Averaoe%Impervious
118 acre or less 65 77 85: 90 92
1/4 acre 38 61 75 83 87
1/3 acre 30 57 72 81 86
112 acre 25 54 70 80 85
1 acre 20 51 68 79 84
2 acres 15 47 66 77 81
Paved parking lots,roafs,driveways,etc. 98 98 98 98
Streets and roads paved with curbs and storm sewers 98 98 98 98
-gravel 76 85 89 91
did 72 82 87 89
Newly graded area 81 89 93 95
Residential:Development underway and no vegetation
-Lot sizes of 114 acre 88 93 95 97
-Lot sizes of 112 acre 85 91 94 96
-Lot sizes of 1 acre 82 90 93 95
Lot.sizes of 2 acres 81 89 92 94
f Curve numbers are computed assuming the runoff from the house,and driveway is directed toward the street.
Source:USDA SCS

i
Post-Development Peak Flow Calculations

Pas
TRIGON ENGINEERING CONSULTANTS,INC.
-I-F3 ON
Subject: Wet Pond Phase 3 Design Date: 11/28/2007
Set Up By: LJV
Work: Post-Development Drainage Peak Flow Computed By: LJV
Checked By: JO
Project: Sea Wynde Plantation,Phase 3 Job No. 3806007 Page No. 2 OF 7
Given: Location: Town of Shallotte,North Carolina
Drainage area:35.49 acres
Average Slope:0.5%(Curb and Gutter and average pipe slope)
Maximum Hydraulic Slope Length: 2000 feet
Hydrologic Soil Group: B
Post-Development Conditions:
Type of Soil Soil Group CN %Imp Area acre CN x A Im x A
BaB,Baymeade Fine Sand,1 to 6%slopes
Lots in BaB Area A 61 41 12.91 787.51 535
Road in BaB Area 98 100 1.7 167 170
Lo,Leon Fine Sand,0 to 2 Percent Slopes
Lots in Lo Area D 87 41 17.56 1528 728
Road in Lo Area 98 100 3.32 325 332
Total 1 35.49 1 2807 1 1765
Area-Weighted CN= 79
Overall Percent Impervious= 49.7 %
1-year,24-hour design rainfall amount:P1=3.7 inches
10-year,24-hour design rainfall amount:P10=7.0 inches
Determine runoff depth:
V=(P-0.2S)2/(P+0.8S)for S=(1000/CN)-10
S=1000/79-10= 2.64 inches
V1=(3.7-0.2(2.64))21(3.7+0.8(2.64))= 1.73 inches
V10=(7.0-0.2(2.64))2/(7.0+0.8(2.64))= 4.60 inches
Equivalent Drainage Area,Ac for hydraulic length of 2,000 feet: Ac=45 acres
See Figure 5.3 for Ac Value
Total Peak Runoff Rate for Equivalent Drainage Area,Qac=19 efs/inch runoff:
See Figure 5.4 for Qac Value
01=19 cfsfinch*1.73 inch(35.49/45)= 25.92 cfs
Q10=19 cfs/inch*4.60 Inch(35.49145)= 68.86 cis
Adjustment for Impervious Percentage:
See Figure 5.7 for Impervious Area Factor
Q1=25.92*1.30= 32.40 cfs
Q10=68.86*1.30= 86.07 cis
Adjustment for average slope being 0.50%
See Table 5.6 for Slope Adjustment Factor
Q1=32.40*0.775= 25.11 efs Final Post-Development Peak 1-year�FlowQ10=86.07*0.775= 66.70 cis Final Post-Development Peak 10-yealow
l
The Hydroflow Hydrgraphs were callberated to reflect as close the calculated 10-year Flow as possible,using Tc
las a variable.

low
STEEP SLOPES f
ABCttE ■% 40
Ci �y0
TEAK RATES OF 1iO6
GISCHAW FOR
SMALL VAA€A°.�IEf?S
on A STEEP SLOPE, �SO
24-PWA STORM,
TYPE 1► m
O1STR19U 110M %.I,
20
Is to f
� 114 +
a
a .
2
II 2 S 10 20 SO 100 200 3(3O 2voO
ORAlk#4E AREA, ACHES
Figure 5.6 Discharge versus equivalent drainage area for
average watershed 8-50% slope
100
m
0
5Q
Wo
C1
E
_a
U
01.0 1.2 t'' 1.4 1.6 I.$
Peak Factor
Figure 5.7 Peak Discharge Adjustment Factor for Impervious Area
l

Table 5.6 Slope ACIILIstrnent Factors
Slope 10 20 30 40 5
(percent) (acres) (acres) (acres) - (ass) {ages)
Flat 0.1 0.49 0.47 0.44 0.43 0.42
0.2 0.61 0.59 0.56 0.55 0.54
0.3 0.69 0.67 0.65 0.64 0.63
0.4 0.76 0.74 0.72 0.71 0.70
0.5 0.82 0.80 0.78 0.77 0.77
0.7 0.90 0.89 0.88 o-87� 0.07 .0.87
1 1.00 1.00 1.00 1.00 1.00
1.5 1.13 1.14 1.14 1.15 1.16
Moderate 3 0.93 0.92 0.91 0.90 0.90
4 1.00 1.00 1.00 1.00 1.00
5 1.04 1.05 1.07 1.08 1 .08
6 1.07 1.10 1.12 1.14 1.15
7 1..09 1.13 1..18 1.21 1.22
Steep 8 0.92 0.88 0.84 0.81 8.00
9 0.94 0.90 0.86 0.84 0.83
10 0.96 0.92 0.88 0.87 0.86
11 0.96 0.94 0.91 0.90 0.89
12 0.97 0.95 0.93 0.92 0.91
13 0.97 0.97 0.95 0.94 0.94
14 0.98 0.98 0.97 0.96 0.96
15 0.99 0.99 0.99 0.98 0.98
16 1.00 1.00 1.00 1.00 1.00
20 1.03 1.04 1.05 1.06 1.07
25 1.06 1.08 1.1.2 1.14 1.15
30 1.09 1.11 1.14 117 1,20
40 1.12 1.1.6 1.20 1.24 1.29
50 1.17 1.21 1.25 1.29 1.34
Source: USDA-SCS

Table SA
S S Runoff Curve Numbers ON
`rli0160lo Soil Grow
Land-uWCover A 6 C D
CH
Cultivated land
-without conservation 72 81 88 91
-with conservation 62 71 78 81
Pasture[arid
-poor condition e8 79 86 89
-good condition 39 61 74 80
Meadow
-good condition 30 58 71 78
Wood or forest land
Thin stared—poor cover,no mulch 45 56 77 83
-Good stand—good cover 25 56 70 77
Open spaces,lawns,parks,golf courses,cemeteries,etc-
-(3ood condition:grass cover on 75%or more of the area 39 61 74 80
-Fair condition:grass cover on 50 to 75%of the area 49 69 79 84
Comini ercial and business areas(85%impervious) 89 92 94 95
Industrial districts(72%impervious) 81 a8 91 93
Residential:Development completed and vegetation established
Aversae lot size Averaoe% Impervious
118 acre or less 65 77 85 90
1 f4 acre 38 ® 75 83 ( 7
113 acre 30 57 72 81 86
112 acre 25 54 70 80 85
1 acre 20 51 68 79 84
2 acres 15 47 66 77 81
Paved parking lots,roofs,driveways,etc. � 98 98
Streets and roads paved Witt,curbs and storm sewers 68 98 98 98
gravel 76 85 89 91
-dirt 72 82 87 89
Newly graded area 81 89 93 95
Residential:Development underway and no vegetation
-Lot sizes of 114 acre. 88 93 95 97
-Lot sizes of V2 acre 85 91 94 96
-Lot sizes of 1 acre 82 90 93 95
=Lot.sizes of 2 acres 81 89 92 94
'Curve numbers are computed assuming the runoff from the house and driveway is directed toward the street.
Source:USDA-5CS
C

Hydrographs

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Tuesday,Nov 27 2007,4:10 PM
Hyd. No. 1
Pre-Development Drainage Area
Hydrograph type = SCS Runoff Peak discharge = 5.65 cfs
Storm frequency = 1 yrs Time interval = 1 min
Drainage area = 35.490 ac Curve number = 63
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = USER Time of conc. (Tc) = 164.00 min
Total precip. = 3.70 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=97,955 cult
Pre-Development Drainage Area
Q (c ) Hyd. No. 1 -- 1 Yr Q (cfs)
6.00 — 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 --... 0.00
0 3 5 8 11 13 16 19 21 24 27 29
Hyd No. 1 Time(hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Tuesday, Nov 27 2007,4:10 PM
Hyd. No. 1
Pre-Development Drainage Area
Hydrograph type = SCS Runoff Peak discharge = 26.20 cfs
Storm frequency = 10 yrs Time interval = 1 min
Drainage area = 35.490 ac Curve number = 63
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = USER Time of conc. (Tc) = 164.00 min
Total precip. = 7.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=374,193 cuft
Pre-Development Drainage Area
Q (cfs) Hyd. No. 1 -- 10 Yr Q (cfs)
28.00 —
r 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 - 0.00
0 3 5 8 11 13 16 19 21 24 27 29
- Hyd No. 1
Time (hrs)

Hydrograph Plot 3
Hydraflow Hydrographs by Intelisolve Tuesday,Nov 27 2007,4:10 PM
Hyd. No. 1
Pre-Development Drainage Area
Hydrograph type = SCS Runoff Peak discharge = 33.75 cfs
Storm frequency = 100 yrs Time interval = 1 min
Drainage area = 35.490 ac Curve number = 63
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = USER Time of conc. (Tc) = 164.00 min
Total precip. = 8.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=473,236 cuft
Pre-Development Drainage Area
Q (cfs) Hyd. No. 1 -- 100 Yr Q (cfs)
35.00 — 35-00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 -- 0.00
1 0 3 5 5 11 13 15 19 21 24 27 29
~ a Time(hrs)
Hyd No. 1

Hydragraph Plot
Hydraflow Hydrographs by Intelisolve Tuesday,Nov 27 2007,4:11 PM
Hyd. No. 2
Post Development
Hydrograph type = SCS Runoff Peak discharge = 24.28 cfs
Storm frequency = 1 yrs Time interval = 1 min
Drainage area = 35.490 ac Curve number = 79
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = USER Time of conc. (Tc) = 94.00 min
Total precip. = 3.70 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=221,461 cult
Post Development
Q(cfs) Hyd. No. 2-- 1 Yr Q (off)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 - I - 0.00
0 3 5 8 10 13 15 18 20 23 25 28
Hyd No. 2 Time(hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Tuesday,Nov 27 2007,4:11 PM
Hyd. No. 2
Post Development
Hydrograph type = SCS Runoff Peak discharge = 66.21 cfs
Storm frequency = 10 yrs Time interval = 1 min
Drainage area = 35.490 ac Curve number = 79
Basin Siope = 0.0 % Hydraulic length = Oft
Tc method = USER Time of conc. (Tc) = 94.00 min
Total precip. = 7.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=589,281 cult
Post Development
Q (cfs) Q (cfs)
Hyd. No. 2 -- 10 Yr
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 3 5 8 10 13 15 18 20 23 25 28
Hyd No. 2 Time(hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Tuesday, Nov 27 2007,4:11 PM
Hyd. No. 2
Post Development
Hydrograph type = SCS Runoff Peak discharge = 79.44 cfs
Storm frequency = 100 yrs Time interval = 1 min
Drainage area = 35.490 ac Curve number = 79
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = USER Time of conc. (Tc) = 94.00 min
Total precip. = 8.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=707,994 cult
Post Development
Q (ofs) Hyd. No. 2-- 100 Yr Q (cfs)
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 3 5 8 10 13 15 18 20 23 25 28
Hyd No. 2 Time(hrs)

r
Wet Pond Routing & Design
i

TRIGON ENGINEERING CONSULTANTS,INC.
;--rF0
Subject: Wet Pond Phase 3 Design Date: 11/19/2007
Set Up By: LJV
Work: Pond Sizing(90%TSS Removal) Computed By: LJV
Checked By: JO
Project: Sea Wynde Plantation, Phase 3 Job No. 3806007 Page No. 3 OF 6
Drainage Area: 35.49 AC.
Drainage Area Breakdown:
Impervious Area:
Roads: 196,525 SF-OR- 4.51 AC.
Houses: 506,602 SF-OR- 11.630 AC.
Sidewalks/Driveways: 65,950 SF-OR- 1.51 AC.
Total 769,077 SF-OR- 17.65 AC.
Impervious%of Total= 49.7 %
Assume Permanent Pool Average Depth= 3.0 ft.
For 90%TSS Removal(interpolated):*
SA/DA= 5.57% ✓
*See Attached Table for 90%TSS Removal,No Vegetated Filter Required)
SA= SA/DA*DA*43560 SF/AC= 86109 SF
Actual SA @ 37.5'(Normal Pool)= 87,717 SF
Actual Permanent Pool Average Depth= 3.45
For 90%TSS Removal
SA/DA= 5.04%
Required SA= 77,916 SF OK

Surface Area/Drainage Area Ratios
85% TSS Removal
30 Foot Vegetated Filter Required
[DEPTH I �I
3' 3.5' 4.0' 4,T 3 5.0' 5.5' 6.0' i 6.5' 7.0' 7.5'
� I
IMP
10% r 9 -i- 8 r 7 6 -5-I-O--i----i 0 �� 0 I
20% I 1.7 13 1.2 ((11 1.0 .9 .8 j .7 1 .6 -F5
30% 2.5 2.2 -� 1.9 I 1.8 1.6 1 1 5 1.3 1�2 1.0 9 -
40% I 3.4 3.0 2 5 �4 2.1 I 1.9 r 1.6 I 1 4 1.1 1,0
50% 4.2 3.7 3.3 3.0 2.7 2.4 2-' 1.8 1.5 1 I
60% r 50 4.5-! 3.8 3.5 3.2 I 2.9 ( 26 2.3 2.0 1.6
F 70% 6.0 5.2 I 4.5 - 4.1 --�3.7 I 3.3 I 2.9 5 1 2.1 j 1.8 i
80% F6.8 6,0 (2 4.7 i 42 3.7 3.2 2.7 I 22 2.0
90% 5 5 ((6 55 5.8 5.37-7- 4.3 r 3.8 -� 3.3 2.8 �� 1.3
6.2 5 5 4.4 383.2 2.61D0% I 8.2 74 6.8
Revised 10/31/97 1
90% TSS Removal
No Vegetated Filter Required
DEPTH
3' 3.5' 4.0' 4.5' 1 5.0' 5.5' 6.0' 6.5' 7.0' 7.5'
IMP P
` 10% 1.3 j 1.0 5-I i r •6 F �•4 �--�- .2 F1`-I
20% 2.4 0 1.8 1.7 i 1.5 1.4 1.2 i 1.0 �-6
�30% 3.5 -- 3.0 2.7 2.5 -2.2- 1.3 1.9 1.6 r ^( 1.'1� 8
! -'
40% ' 4.5 I 4.0 3.5 3.1 i 2.8 2.1 I 1.8
----I i -r----� ---._...-
2.5 i 1.4 I 1.1 i
50% 6-�i 5.0 II1 4.3 r 3.9 } 3.5 3.1 I� 2.7 2.3 �1.9 i 1,5
60% 7.0 ! 6.0 ! 5.3 4.8 4.3 I 3.9 3.4 i 2.9 2.4 i 1.9-
i
70% ! 8.1 7.0 f 6.0 i 5_5 j 5.0 4.5 3.9 3.4 r 2.9 2.3
f80 /o r
-- ° -� 9.4 -- 8.0 ( 7.0 i-6.4 ! 5.7 5.2 4.6 ! 4.0 3 4 ( 2.8
r 90 /o 10.7 1 9.0 ; 7,9 7.2 i 6.5 5.9 5.2 - --4.6 i 3.9 ( 3.3
100% j 12.0 1 10.0 ! 8.8 8.1 i 7.3 i 6.6 ; 5.8 5.1 ( 4,3 I 3.6
'Note: The required surface area calculated from the tables is to+ be provided at the permanent pool
Relevation.

i
TRIGON ENGINEERING CONSULTANTS,INC.
TRIGON
Subject: Wet Pond Phase 3 Design Date. 12/18/2007
Set Up By: UV
Work: 1.5"Runoff Storage Computed By: LJV
Checked By: JO
Project: Sea Wynde Plantation, Phase 3 Job No. 3806007 Page No. 4 OF 7
Drainage Area: 35.49 AC.
Drainage Area Breakdown:
Impervious Area:
Roads: 196,525 SF-OR- 4.51 AC.
Houses: 506,602 SF-OR 11.630 AC.
Sidewalks/Driveways: 65,950 SF-OR- 1.51 AC.
Total 769,077 SF-OR- 17.65 AC.
Impervious, I%of Total= 49.7 %
Using"Simple Method":
RV=0.05+(0.009)(1)= 0.498 infin
Volume To Be Controlled:
Volume= 1.5"x RV x DA x(1ft/12in)
Volume= 2.21 AC-FT -OR- 96156 CIF —REQUIRED
Volume Provided:
SA @ 37.5'= 87,717 SF
Depth= 96,156 = 1.10 ft.
87,717
Elevation Permanent Pool+HR= 38.60 ft.
Actual Pond Storage @ 38.6W= 101,997 CIF OK
V

i
TRIGON ENGINEERING CONSULTANTS, INC.
i
Subject: Wet Pond Phase 3 Design Date: 11/19/2007
Set Up By: LJV
Work: Forebay Volume Computed By: LJV
Checked By: JO
Project: Sea Wynde Plantation, Phase 3 Job No. 3806007 Page No. 5 OF 6
Forebay Volume = 62,239 CF
Mainbay Volume = 240,508 CF
Total Volume= 302,747 CF
% Forebay Volume 62,239 20.6%
302,747
Average Depth = 302,747 - 3.45 ft. ✓
87,717
I

TRIGON ENGINEERING CONSULTANTS, INC.
J
TRIGON
Subject: Wet Pond Phase 3 Design Date: 1/7/2008
Set Up By: LJV
Work: Storage Pool Drawdown Computed By: LJV
Checked By: JO
Project: Sea Wynde Plantation, Phase 3 Job No. 3806007 Page No. 6 OF 7
Pond Must Detain The First 1.5"of Runoff and Release It In 2 to 5 Days.
Number of Drains: 1
Diameter of Drains: 4 in.
Area of Drain: 0.087 sf
Orifice Coefficient: 0.6 ft.
Elevation of Drain: 37.5 ft. �\r��ll l i 11//
Input: _ • =
Starting Water Elevation = 38.60 ft. = SEAL 9r-;
032721 _
Ending Water Elevation = 37.50 ft. •';� .'•
Total Head = 1.10
Average Head (113 of Total Head) = 0.37 ft. I
By Orifice Equation:
Average Flow= 0.420 cfs
Volume of Storage= 96,156 CF Required
Drawdown Time= 228842 sec. -OR- 2.65 Days OK

Pond Report
Hydraflow Hydrographs by Intelisolve Tuesday,Dec 18 2007,10:41 AM
Pond No. 1 - Phase 3 Pond
Pond Data
Pond storage is based on known contour areas.Average end area method used.
Stage/Storage Table
Stage(ft) Elevatlon(ft) Contour area(sqR) Incr.Storage(cult) Total storage(cult)
0.00 33.50 67,967 0 0
1.00 34.50 71,329 69,648 69,648
2.00 35.50 74,750 73,040 142,688
3.00 36.50 78,233 76,492 219,179
4.00 37.50 88,903 83.568 302,747-V pE R+M�s o L
5.00 38.50 95,868 92,386 395,133 ��
5.10 38.60 96,362 9,612 404,744--�'1F1'�MfO"-41
6.00 39.50 100.834 88,738 493.482
7.00 40.50 105,856 103,345 596,827
8.00 41.50 110.975 108,416 705,243
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise(in) = 2.00 0.D0 0.00 0.00 Crest Len(ft) = 15.00 0.00 0.00 0.00
Span(In) = 2.00 0.00 0.00 0.00 Crest El.(ft) = 40.15 0.00 0.00 0.00
No.Barrels = 1 0 0 0 Weir Coeff. = 2.60 0.00 0.00 0.00
Invert Et.(ft) = 37.50 0.00 0.00 0.00 Weir Type = Broad - - -
Length(1t) = 308.00 0.00 0.00 0.00 Multistage = No No No No
Slope(%) = 0.13 0.00 0.00 0.00
N Value = .011 .013 .013 .D13
Orif.Coeff. = 0.60 0.60 0.60 0.60
Multi-Stage = nia No No No Extiltratlon= 0.000 INhr(Contour) TaNvater Elev.= 0.00 ft
We:CWVWWnft9 ou to have been analymd order wM and outlet control.
Stage(ft) Stage/Discharge Stage(ft)
8.00
8.00
6.00
6.00
4-00 4.00
2.00
2.00
0.00 0.00
0.00 6.00 12.00 18.00 24.00 30.00 36.00 42.00 48.00 54.00 60.00 66.00
Total 0
Discharge(cls)

Pond Report
Hydraflow Hydrographs by Intelisolve Wednesday,Nov 28 2007,5:30 PM
Pond No. 1 - Phase 3 Forebay
Pond Data
Pond storage is based on known contour areas.Average end area method used.
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cult)
0.00 33.50 12,650 0 0
1.00 34.50 13,849 13,250 13,250
2.00 35.50 15,076 14,463 27,712
3.00 36.50 16,333 15,705 43,417
4.00 37.50 21,312 18,823 62,239 -fit Fe49I+1 VIP"001F
Culvert/Orifice Structures Weir Structures
[A►] [B] [C] [D] [A+] [B] [C] [D]
Rise(in) = 0.00 0.00 0.00 0.00 Crest Len(ft) = 0.00 0.00 0.00 0.00
Span(in) = 0.00 0.00 0.00 0.00 Crest El.(ft) = 0.00 0.00 0.00 0.00
No.Barrels = 0 0 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00
Invert El.(ft) = 0.00 0.00 0.00 0.00 Weir Type
Length(ft) 0.00 0.00 0.00 0.00 Multistage = No No No No
Slope(%) 0.00 0.00 0.00 0.00
N-Value .000 .000 .000 .000
Orif.Coeff. - 0.00 0.00 0.00 0.00
Multi-Stage n/a No No No Exfiltration= 0.000 in/hr(Wet area) Tailwater Elev.= 0.00 ft
Note:Culvert/Orifice outflows have been analyzed under inlet and outlet control.
Stage 1 Storage/Discharge Table
Stage Storage Elevation Clv A Clv B Clv C Civ D Wr A Wr B Wr C Wr D Exfil Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 33.50 -- -- --- 0.00
1.00 13,250 34.50 --- -- 0.00
2.00 27,712 35.50 - - --- 0.00
3.00 43,417 36.50 -- - --- 0.00
4.00 62,239 37.50 --- -- - --- --- 0.00

Pond Report
Hydraflow Hydrographs by Intelisolve Wednesday,Nov 28 2007,5:37 PM
Pond No. 1 - Phase 3 Forebay
Pond Data
Pond storage is based on known contour areas.Average end area method used.
Stage i Storage Table
Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cuft) Total storage(cuft)
0.00 33.50 55,317 0 0
1.00 34.50 57,480 56,399 56,399
2.00 35.50 59,674 58,577 114,976
3.00 36.50 61,900 60,787 175,763
4.00 37.50 67,591 64,746 240,508.may tMAjAJ 8J+j V01,OrkLs
Culvert/Orifice Structures Weir Structures
[A►] [S] [C] [D] [A►] [B] [C] [D]
Rise(in) = 0.00 0.00 0.00 0.00 Crest Len(ft) 0.00 0.00 0.00 0.00
Span(in) = 0.00 0.00 0.00 0.00 Crest El.(ft) 0.00 0.00 0.00 0.00
No.Barrels = 0 0 0 0 Weir Coeff. 0.00 0.00 0.00 0.00
Invert El.(ft) = 0.00 0.00 0.00 0.00 Weir Type -- --
Length(ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope(%) = 0.00 0.00 0.00 0.00
N-Value = .000 .000 .000 .000
Orif.Coeff. = 0.00 0.00 0.00 0.00
Multi-Stage n/a No No No EAltration= 0.000 in/hr(Wet area) Tailwater Elev.= 0.00 ft
Note:Culvert/Ortflce outflows have been analyzed under Inlet and outlet control.
Stage/Storage/Discharge Table
Stage Storage Elevation Civ A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfll Total
ft cuft ft cfs cfs cfs cfs cfs cis cfs cfs cis cfs
0.00 0 33.50 -- - - - --- -- -- 0.00
1.00 56,399 34.50 -- -- - - - - 0.00
2.00 114,976 35.50 - - -- -- --- - 0.00
3.00 175,763 36.50 - - - - 0.00
4.00 240,508 37.50 - - - - --- 0.00

Hydrograph Return Period Recap
I id. Hydrograph Inflow Peak Outflow(cfs) Hydrograph
No. type Hyd(s) description
(origin) 1 Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff ----- 5.49 ------- ---- ------ 24.80 ----- ----- 31.81 Pre-Development Drainage Area
2 SCS Runoff ---- 21.87 ---- ----- ------ 58.97 ----- ------ 70.67 Post Development
3 Reservoir 2 0.03 —--- ---- ----- 24.37 ---- ------ 38.08 Phase 3 Routing
I
Proj. file: Pond Routing_SCS Method.gpw Wednesday, Dec 5 2007, 8:23 AM
Hydraflow Hydrographs by Intelisolve

Hydrograph Summary Report
,d. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph
No. type flow interval peak hyd(s) elevation storage description
(origin) (cis) (min) (min) (cuff) (ft) (cutt)
1 SCS Runoff 5.49 1 846 97,957 --- ---- ---- Pre-Development Drainage Area
2 SCS Runoff 21.87 1 784 221,460 --- ------ Post Development
3 Reservoir 0.03 1 1566 3,965 2 39.78 522,742 Phase 3 Routing
l Pond Routing_SCS Method.gpw I Return Period: 1 Year I Wednesday, Dec 5 2007, 8:23 AM
Hydraflow Hydrographs by Intelisolve

Hydrograph Summary Report
r
..id. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph
No. type flow interval peak hyd(s) elevation storage description
(origin) (cfs) (min) (min) (cult) (fit) (cuff)
1 SCS Runoff 24.80 1 831 374,194 ---- ---- ---- Pre-Development Drainage Area
2 SCS Runoff 58.97 1 781 589,281 ---- Post Development
3 Reservoir 24.37 1 854 337,072 2 40.88 637,812 Phase 3 Routing
Pond Routinq_SCS Method.gpw Return Period: 10 Year Wednesday, Dec 5 2007, 8:23 AM
Hydraflow Hydrographs by Intelisolve

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Dec 5 2007,8:23 AM
Hyd. No. 3
Phase 3 Routing
Hydrograph type = Reservoir Peak discharge = 0.03 cfs
Storm frequency = 1 yrs Time interval = 1 min
Inflow hyd. No. = 2 Max. Elevation = 39.78 ft
Reservoir name = Phase 3 Pond Max. Storage = 522,742 cult
Storage Indication method used. Wet pond routing start elevation=37.50 ft. Hydrograph Volume=3,965 cuft
Phase 3 Routing
Q (cfs) Q (cfs)
Hyd. No. 3-- 1 Yr
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 - 0.00
0 5 10 15 19 24 29 34 39 44 48
Time(hrs)
Hyd No. 3 Hyd No. 2

Hydrograph Plot
f Hydraflow Hydrographs by Intelisolve Wednesday, Dec 5 2007,8:23 AM
Hyd. No. 3
Phase 3 Routing
Hydrograph type = Reservoir Peak discharge = 24.37 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyd. No. = 2 Max. Elevation = 40.88 ft
Reservoir name = Phase 3 Pond Max. Storage = 637,812 cuft
Storage Indication method used. Wet pond routing start elevation=37.50 ft. Hydrograph Volume=337,072 cult
Phase 3 Routing
Q (cfs) Hyd. No. 3-- 10 Yr Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 - 10.00
_ I
0.00 0.00
0 3 6 10 13 16 19 22 25 29 32 35
Hyd No. 3 Hyd No. 2
Time (hrs)

Hydrograph Summary Report
t
.1d. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph
No. type flow interval peak hyd(s) elevation storage description
(origin) (cfs) (min) (min) (curt) (ft) (cult)
1 SCS Runoff 31.81 1 830 473,237 --- ------ Pre-Development Drainage Area
2 SCS Runoff 70.67 1 780 707,994 --- — Post Development
3 Reservoir 38.08 1 840 455,764 2 41.13 665,294 Phase 3 Routing
Pond Routing_SCS Method.gpw Return Period: 100 Year Wednesday, Dec 5 2007, 8:23 AM
Hydraflow Hydrographs by Intelisolve

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday,Dec 5 2007,8:23 AM
Hyd. No. 3
Phase 3 Routing
Hydrograph type = Reservoir Peak discharge = 38.08 cfs
Storm frequency = 100 yrs Time interval = 1 min
Inflow hyd. No. = 2 Max. Elevation = 41.13 ft
Reservoir name = Phase 3 Pond Max. Storage = 665,294 cuft
Storage Indication method used. Wet pond routing start elevation=37.50 ft. Hydrograph Volume=455,764 cuft
Phase 3 Routing
Q (Cfs) Hyd. No. 3-- 100 Yr Q (cfs)
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 — 40.00
30.00 30.00
20.00 20.00
10.00 — 10.00
0.00 _ —_ _._..._ �. I - _ 0.00
0 3 6 9 12 15 18 21 24 27 30
Time(hrs)
Hyd No. 3 Hyd No. 2

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Page 1 of 5
CHANNEL ANALYSIS WORKSHEET
Date: 12/13/2007 Computed: LV JO Trigon Engineering
700 Blue Ridge Road
Suite 101
Project: Sea Wynde Plantation,Phase 3 Raleigh,NC 27606
919.755.5011
Q.............. Discharge(cfs) A............ Flow Area(sf)
Zreq...........(Q x n)/(1.49 x SlopeA0.5) P............ Wetted Perimeter(ft)
B...............Base Width(ft) R............ Hydraulic Radius(ft)
Y...............Normal Depth(ft) V............ Velocity(fps)
M1.............Left Side Slope Zay......... A*RA2/3
M2.............Right Side Slope T.............Shear Stress(psf) 62.4 x Y x Slope
n...............Manning's Roughness Coefficient(Reference 1;Table 3,Charts 5 thru 9)
Tp............. Permissable Shear Stress(Reference 1;Table 2)
Reference 1: FHWA Hydraulic Engineering Circular No.15,Publication No.FHWA-IP-87-7,1988
Description: Outfall Channel from Spillway to adjacent ditch
2YR Q= 0.5 cfs
Slope= 0.0050 ft/ft
n= 0.229 Class C Vegetation
Zreq= 1.1 ft
B Y M1 M2 A P I R V Zav T Tp Remarks
0.0 1.1 3.0 3.0 3.6 7.0 0.52 0.3 2.4 0.34 1.00 Stable
2YR Q= 0.5 cfs
Slope= 0.0050 ft/ft
n= 0.175 Class D Vegetation
Zreq= 0.83 ft
B Y M1 M2 A P R V Zav T Tp Remarks
0.0 0.83 3.0 S.0 2.1 5.2 0.39 0.3 1.1 0.26 0.60 Stable
Description: Swale into DI-1
2YR Q= 1.51 cfs
Slope= 0.0050 ft/ft
n= 0.114 Class C Vegetation
Zreq= 1.6 ft
B Y M1 M2 A P R V Zav T Tp Remarks
0.0 1.6 4.0 4.0 9.6 12.8 0.75 0.8 7.9 1 0.48 1.00 Stable
2YR Q= 1.51 cfs
Slope= 0.0050 ft/ft
n= 0.089 Class D Vegetation
Zreq= 1.27 ft
B Y M1 M2 A P R V Zav T Tp Remarks
0.0 1.27 4.0 4.0 6.5 10.5 0.62 0.9 4.7 0.40 0.60 Stable
I

Page 2 of 5
Description: Swale into DI-2
2YR Q= 1.51 cfs
Slope= 0.0050 ft/ft
n= 0.114 Class C Vegetation
Zreq= 1.6 ft
B Y I M1 M2 A P R V Zav T Tp I Remarks
0.0 1.6 4.0 4.0 9.6 12.8 0.75 0.8 7.9 0.48 1.00 Stable
2YR Q= 1.51 cis
Slope= 0.0050 ft/ft
n= 0.089 Class D Vegetation
Zreq= 1.27 ft
B Y M1 M2 A P R V Zav T Tp Remarks
0.0 1.27 4.0 4.0 6.5 10.5 0.62 0.9 4.7 0.40 0.60 Stable
Description: Swale into DI-3
2YR Q= 0.84 cfs
Slope= 0.0050 Wit
n= 0.160 Class C Vegetation
Zreq= 1.3 ft
B Y M1 M2 A P R V Zav T Tip Remarks
0.0 1.3 4.0 4.0 6.3 10.3 0.61 0.5 4.5 0.39 1.00 Stable
2YR Q= 0.84 cfs
Slope= 0.0050 ft/ft
n= 0.123 Class D Vegetation
Zreq= 0.98 ft
B Y M1 M2 A P R V Zav T Tp Remarks
0.0 0.98 4.0 4.0 3.8 8.1 0.48 0.5 2.3 0.31 0.60 Stable
Description: Swale into DI-4
2YR Q= 2.10 cfs
Slope= 0.0050 ft/ft
n= 0.093 Class C Vegetation
Zreq= 1.9 ft
B Y M1 M2 A P R V Zav T Tp Remarks
0.0 1.3 4.0 4.0 13.7 15.3 0.90 1.0 12.7 0.58 1.00 Stable
2YR Q= 2.10 cfs
Slope= 0.0050 ft/ft
n= 0.076 Class D Vegetation
Zreq= 1.52 ft
B Y M1 M2 A P R V Zav T Tp Remarks
0.0 1.52 4.0 4.0 9.2 12.5 0.73 1.1 7.5 0.47 0.60 Stable

Page 3 of 5
I
Description: Swale into DI-5
2YR Q= 0.70 cfs
Slope= 0.0050 ft/ft
n= 0.174 Class C Vegetation
Zreq= 1.2 ft
B Y M1 M2 A P R V Zav T Tp, Remarks
0.0 1.2 4.0 43 O 5.8 9.9 0.58 0.4 4.0 0.37 1.00 Stable
2YR Q= 0.70 cfs
Slope= 0.0050 ft/ft
n= 0.141 Class D Vegetation
Zreq= 0.9 ft
B Y M1 M2 A P R V Zav T Tp Remarks
0.0 0.9 4.0 4.0 3.2 7.4 0.44 0.4 1.9 0.28 0.60 Stable
Description: Swale into DI-6
2YR Q= 2.71 cfs
Slope= 0.0050 ft/ft
n= 0.083 Class C Vegetation
Zreq= 2.1 ft
B Y M1 M2 A P R V Zav T Tp Remarks
0.0 2.1 4.0 4.0 17.6 17.3 1.02 1.3 17.9 0.66 1.00 Stable
2YR Q= 2.71 cfs
Slope= 0.0050 ft/ft
n= 0.068 Class D Vegetation
Zreq= 1.76 ft
B Y M1 M2 A P R V Zav T Tp Remarks
0.0 1.76 4.0 4.0 12.3 14.5 0.85 1.4 11.1 0.55 0.60 Stable
Description: Swale into DI-7
2YR Q= 0.63 cfs
Slope= 0.0050 ft/ft
n= 0.193 Class C Vegetation
Zreq= 1.15 It
B Y M1 M2 A P R V Zav T Tp Remarks
0.0 1.15 4.0 ".0 5.3 9.5 0.56 0.4 3.6 0.36 1.00 Stable
2YR Q= 0.63 cfs
Slope= 0.0050 ft/ft
n= 0.147 Class D Vegetation
Zreq= 0.88 ft
B Y M1 M2 A P R V Zav T Tp Remarks
0.0 0.88 4.0 4.0 3.1 7.3 0.43 0.4 1.8 0.27 0.60 Stable

Page 4 of 5
Description: Swale into DI-8
2YR Q= '1 cfs
Slope= 0.0050 ft/ft
n= 0.083 Class C Vegetation
Zreq= 2.1 ft
B Y M1 M2 A P R V Zav T Tp Remarks
0.0 2.1 4.0 4.0 17.6 17.3 1.02 1.3 17.9 0.66 1.00 Stable
2YR Q= 2.71 cfs
Slope= 0.0050 ftt t
n= 0.068 Class D Vegetation
Zreq= 1.8 ft
B Y M1 M2 A P R V Zav T Tp Remarks
0.0 1.8 4.0 4.0 12.3 14.4 0.85 1.4 11.0 0.55 0.60 Stable
Description: Swale into DI-9
2YR Q= 2.13 cfs
Slope= 0.0050 ft/ft
n= 0.093 Class C Vegetation
Zreq= 1.9 ft
B Y M1 M2 A P R V Zav T Tp Remarks
0.0 1.9 4.0 4.0 13.7 15.3 0.90 1.0 12.7 0.58 1.00 Stable
2YR Q= 2.13 cfs
Slope= 0.0050 f ift
n= 0.076 Class D Vegetation
Zreq= 1.53 ft
B Y M1 M2 A P R V Zav T Tp Remarks
0.0 1.53 4.0 4.0 9.3 12.6 0.74 1.1 7.6 0.48 0.60 Stable
Description: Swale into DI-10
2YR Q= 1.45 cfs
Slope= 0.0050 Wit
n= 0.114 Class C Vegetation
Zreq= 1.6 ft
B Y M1 M2 A P R V Zav T Tp, Remarks
0.0 1.6 4.0 4.0 9.6 12.8 0.75 0.8 7.9 0.48 1.00 Stable
2YR Q= 1.45 cfs
Slope= 0.0050 fttft
n= 0.091 Class D Vegetation
Zreq= 1.25 ft
B Y M1 M2 A P R V Zav T Tp Remarks
0.0 1.25 4.0 4.0 6.3 10.3 0.61 0.8 4.5 0.39 0.60 Stable

Page 5 of 5
Description: Swale into DI-10A
2YR Q= 0.77 cfs
Slope= 0.0050 fvft
n= 0.168 Class C Vegetation
Zreq= 1.2 ft
B Y M1 M2 A P R V Zav T Tp Remarks
0.0 1.2 4.0 4.0 6.0 10.1 0.59 0.4 4.2 0.38 1.00 Stable
2YR Q= 0.77 cfs
Slope= 0.0050 fuft
n= 0.130 Class D Vegetation
Zreq= 0.95 ft
B Y M1 M2 A P R V Zav T TP Remarks
0.0 0.95 4.0 4.0 3.6 7.8 0.46 0.5 2.1 0.29 0.60 Stable

I
STORMWATER MANAGEMENT PLAN
Sea Wynde Plantation, Phase 3
Shallotte,NC
17AT,
.IrrRIGONJI
November,2007
EXHIBIT 5
Brunswick County Polluntant Export Calculations
I

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Table 6.1 Pollutant Export Coefficients
Al Forest 0.6 0.04 62 5.5
A2 Unmown Meadow 0.6 0.04 62 5.5
A3 Wetland and Open Water 0.0 0.00 0 4.0
B Managed Open Space 15.7 0.98 93 7.9
B1 Mown Meadow 2.4 0.15 77 6.9
B1.1 Unfertilized 1.2 0.08 77 6.0
B1.2 Fertilized 2.4 0.15 77 6.9
B2 Lawn Grass 3.6 0.15 93 7.5
B2.1 Unfertilized 1.2 0.08 93 6.9
B2.2 Fertilized 3.6 0.23 93 7.5
B3 Landscaped areas 3.6 0.23 93 7.5
B3.1 Unfertilized 1.2 0.08 93 6.9
B3.2 Fertilized 3.6 0.23 93 7.5
B4 Residential Lawn 13.3 0.83 93 7.9
B4.1 Unfertilized -Sewered 1.2 0.08 93 6.9
B4.2 Unfertilized - Unsewered - See Note 1 13.3 0.83 93 7.3
B4.3 Fertilized -Sewered 3.6 0.23 93 7.5
B4.4 Fertilized - Unsewered -See Note 2 15.7 0.98 93 7.9
C Pasture 10.0 0.63 114 10.5
C1 With Nutrient Plan 5.0 0.31 114 9.1
C2 Without Nutrient Plan 10.0 0.63 114 10.5
D Animal Lot 50.0 3.13 1033 150.0
D1 With Management Plan 25.0 1.56 516 50.0
D2 Without Management Plan 50.0 3.13 1033 150.0
E Impervious Surfaces 21.2 0.44 83 9.1
E1 Roads and Driveways 21.2 0.44 83 9.1
E1.1 with curb and gutter 21.2 0.44 83 9.1
E1.2 roadside grass-lined ditch 17.0 0.35 52 6.4
E1.3 drains via pervious sheet flow > 100 feet 13.6 0.28 31 5.6
E2 Parking Lots and Paved Storage Areas 21.2 0.44 83 9.1
E2.1 with curb and gutter 21.2 0.44 83 9.1
E2.2 roadside grass-lined ditch 17.0 0.35 52 6.4
E2.3 drains via pervious sheet flow > 100 feet 13.6 0.28 31 5.6
E3 Roof Areas 21.2 0.44 83 6.0
E3.1 connected to impervious drainage 21.2 0.44 83 6.0
E3.2 connected to pervious surfaces 14.8 0.31 41 4.0
E4 Gravel Roads and Driveways 18.0 0.38 83 6.8
E4.1 connected to impervious drainage 18.0 0.38 83 6.8
E4.2 connected to pervious surfaces 12.6 0.26 41 4.8
F Heavy Residential/ Institutional areas 21.2 1.33 83 9.1
G Light Residential areas 12.0 0.75 72 6.9
H Heavy Industrial areas 21.2 0.66 83 2.7
I Heavy Commercial 21.2 0,661 72 2.7
J Light Commercial/ Industrial areas 12.0 0.751 721 3.2
Notes:
i 1: TN = 1.2+12.1 / lot size (in acres); FC = 6.9 + 0.4/ lot size (in acres)
2: TN = 3.6+12.1 / lot size (in acres); FC = 7.5 + 0.4/ lot size (in acres)
6-2

RE:Express Review for Sea Wynde Plantation Phase III
Subject: RE: Express Review for Sea Wynde Plantation Phase III
From: "Oglesby, John" <[e-mail]>
Date: Fri, 1 Jun 2007 08:04:42 -0400
To: "Linda Lewis" <[e-mail]>
Linda,
We would like to confirm the date and time given for the subject
project. Please reserve that time on your schedule. Have a great
weekend!
John
-----Original Message-----
From: Linda Lewis [mailto:[e-mail]]
Sent: Wednesday, May 30, 2007 11:20 AM
To: Oglesby, John
Subject: Express Review for Sea Wynde Plantation Phase III
John:
The subject project has been scheduled for an Express Stormwater Review
Submittal meeting with Mary Jean Naugle on August 6, 2007 at 10:30 am.
Please respond within 2 business days to confirm and reserve this
meeting date and time. No further notification will be sent. If you need
to reschedule, please advise ASAP.
Please bring a wetlands map with you as well as a Master Plan showing
all permitted phases to date and copies of all current permits for the
previously permitted phases.
Linda
1 of 1 6/l/2007 12:54 PM

Express Review for Sea Wynde Plantation Phase III
5ubject:.Express Review for Sea Wynde Plantation Phase III
From: Linda Lewis<[e-mail]>
Date: Wed, 30 May 2007 11:20:04-0400
To: John Oglesby<[e-mail]>
John:
The subject project has been scheduled for an Express Stormwater Review Submittal
meeting with Mary Jean Naugle on August 6, 2007 at 10:30 am.
Please respond within 2 business days to confirm and reserve this meeting date and
time. No further notification will be sent. If you need to reschedule, please
advise ASAP.
Please bring a wetlands map with you as well as a Master Plan showing all permitted
phases to date and copies of all current permits for the previously permitted
phases.
Linda
1
O
1 of 1 5/30/2007 11:28 AM

• . I SCi 14 5( ��,�u/ j� eVl2wer �Jll
A71 C)
02►5 - I(,+S NCDENR II
/ North Carolina Department of Environment and Natural Resources �► C
No 5A-,'5SUCS 127 Cardinal Drive,Wilmington NC 28405 [phone] FAX[phone]
inA a`i 1-,fLAQ
Request for Express Permit Review �I�vc-,
l kf) F'�. A �-• l i 1f
FILL-IN all information below and CHECK required Permit(s). kt--,Rr.Y: - p
FAX or email to Cameron.Weaver0mcmail.net along with a narrative and vicinity map of the project location. '
Projects must be submitted by 9:00 A.M. of the review date, unless prior arrangements are made. ,
APPLICANT Name Adam Lisk
Company Cumbee Road Partners. LLC
Address 7616 Hawk Road " City/State Wilmington NC Zip 28411 County. New Hanover _
Phone [phone] Fax Email 7
PROJECT Name Sea Wvnde Plantation Ph III 13YVh S Wi 4& CU,
PROJECT SYSTEM(S)TRIBUTARY TO Williams Branch (STREAM NAME) Lumber RIVER BASIN
ENGINEER/CONSULTANT
Company Trigon Engineering Consultants =off
Address 700 Blue Ridge Road—Ste. 101 City/State_ aleigh, NC Zip 27606 County Wake
Phone [phone] Fax [phone] Email_ 4oglesby(cbtrigoneng.com
--------------------� �---l+z- ----------—-------------------—-----------------------------------------------------------------------—---------------
State or National Environmental Policy Act(SEPA, NEPA)—EA or EIS Required❑Yes ® No
---------------------------------------------------------------
❑ STREAM ORIGIN Determination; #of stream calls;.Stream Name __-
---------------------------------------------------------—--------------------------------------------------------------
® STORMiIl1ATER ❑ Low Density High Dens ity-Detenflon Pond ❑ High Density-Other
Wetlands MUST be addressed below ❑ Low Density-Curb&Gutter ❑ High Density-Infiltration ❑Off Site
------------------------------------------- ---------------------- ----------------------------------------------
COASTAL Excavation & Fill Bridges
—�
❑ ❑ es&Culverts Structures Information
MANAGEMENT ❑ Upland Development ❑Marina Development ❑ Urban Waterfront
--------------------------------------------------------------------------------------------------------------------------
® LAN ALITY ® Erosion and Sedimentation Control Plan with 30 acres to be disturbed. � Zs5 "h*�Zb
------------------------------------------------------------------
WETLANDS(401) Wetlands on Propeity Z',es No Isolated Wetlands on Properly�yes ❑ No
Check all that apply Wetlands Will Be lmpacte'd,� Yes❑ No Wetland Impacts: 0.45 Acres)
VIVatiands Delineation logs been completed 1 Yes❑ No ❑ Buffers Impacted: Acre(s)
USA COE Approval of Delineation completed Z Yes❑No
404 Application in process w/USACOE ❑Yes ®No/Permit received from USACE ❑Yes ❑No
401 Application required ZYes ❑ No If Yes, ❑Regular Z Express
----------------------------------------------------------------------
Additional fees, not to exceed 50%of the original Express Review permit application fee, may be charged for
subsequent reviews due to the insufficiency of the permit applications.
cy(-1#,�- 115(0 For DENR use only
SUBMITTAL DATES: Fee S iit for multi Irmits:
,����_o-r $
SW RECEIVED
cA��rA $
LQS $
401 $ Total Fee Amount $ 2007
nwQ

Stormwater Plan
Project Name: Sea Wynde Plantation,Phase 3
Project Location: Town of Shallotte,Brunswick County,North Carolina
Owner: Cumbee Road Partners, LLC
Owner Contact: Adam Lisk(ph: 910.352.0634)
Owner's Address: 7616 Hawk Road, Wilmington,NC 28411 DEC 2
7 2007
Design Consultant: Trigon Engineering Consultants, Inc.
Project Engineer: John F. Oglesby, P.E. (919.755.5011 x109)
River Basin: Lumber
Sub-Basin: LBR59; 15-25-2-9-3
Receiving Waters Name/Classification: Williams Branch(USGS Quad)/C; Sw, HQW
Project Narrative
The project consists of developing a 150-lot subdivision for single family homes. This
project is the third phase of the proposed Sea Wynde Plantation residential and
commercial development in the Town of Shallotte, Brunswick County,North Carolina.
Each phase of the development shall be treated as separate projects. Phase 1 of the
development consists of multi-family, single-family, and commercial development and is
currently scheduled for State Stormwater Express Review on June 6t',2007. Phase 2 will
immediately follow Phase 3. Schedules for future phases have not been determined at
this time.
The property is currently vacant and consists of 12 acres of wetlands and 37 acres of
uplands. Existing wetlands have been delineated,mapped, and signed off by the U.S.
Army Corp. of Engineers. Permits for wetland impacts will be applied for once the
grading plan is complete. Wetland impacts shall be avoided to the extent possible with
less than 0.5 acres of total impacts. No streams have been identified in the project area
and impact to surface waters is not expected. There are no other areas of environmental
concern for this project.
Stormwater runoff flows to Vi/i;i i s ; i Jn_i 1 ee basin and sub-basin information
above). Runoff from the project shall be treated and/or detained as required by the State.
Stormwater runoff will be detained and treated by two (2)wet detention ponds before
discharging into the adjacent wetlands.
The project shall consist of installing public utilities. The water utility shall be connected
to the Town of Shallotte water system. Wastewater shall be carried by gravity sewer
lines to pump stations that will pump the wastewater to an off-site treatment facility. All
applicable permits shall be obtained for the installation of public utilities.
1

Wetland Policy (�
The total site area to be used to calculate allowable density is calculated below. The
amount of wetlands that can be included in the site area is dictated by whichever of the
following two calculation methods yields the least amount of site area:
Method 1: Calculate the acreage of the wetlands.Divide the wetland acreage by the
total site acreage. If the result is 25%or less,then the total project area is the total site
acreage. If the result is more than 25%,then calculate the amount of wetland to include
such that no more than 25%of the site area acreage consists of wetlands in this manner:
subtract the entire wetlands area from the site area to get the uplands area;then divide the
uplands area by 0.75.
Method 2: Calculate the area of a 100 foot wide strip of wetlands measured from the
uplands area into the wetland.
Compare the two numbers, and choose the one that yields the smallest project area.
SEA WYNDE PLANTATION, PHASE III:
Total site area=49 acres
Total wetland area= 12 acres
10-100' wide strip of wetland area=7 acres
Method 1: 12 acres wetlands/49 acres site=24.4%(<25%)
Project area for calculating density=49 acres
Method 2: 49— 12=37
Project area for calculating density=37+7=44 acres
Since 44<49, use area derived via Method 2 to calculate the allowable density.
►The 100' wetland strip is measured from the 401/404 line waterward(into the
wetlands) of the project for a distance of 100', or to the mean high water(MEW) line or
to the property line,whichever comes first.

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f�ts1 E k k,r F 1 MASTER PLAN"A" =6
Ox TOWN OF SHALLOTrE—BRUNSWICK CO.,NC

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