SW8070605_Historical File_20070621

STORMWATER MANAGEMENT PLAN
Sea Wynde Plantation,Phase 1
Shallotte,NC
.-
7AK I' RECEMED
TRIGON JU1v 0 7 2007
DWQ-WARO
June 2007
TABLE OF CONTENTS
Page
PROJECT DATA 1
PROJECT DESCRIPTION 1
SOIL INFORMATION 1
STORM DRAINAGE DESIGN 2
STORMWATER MANAGEMENT 2
Drainage Area Map Exhibit 1
Soil Information Exhibit 2
Storm Drainage Design Calculations Exhibit 3
Wet Pond Design Calculations Exhibit 4
Complete Set of Construction Drawings Exhibit 5

Sea Wynde Plantation Phase 1,Shallotte,NC June 2007
Stormwater Management Plan Trigon Project No:380-06-007
PROJECT DATA
Project: Sea Wynde Plantation Subdivision,Phase 1
Project County: Brunswick County,N.C.
Project Location: 34°00"N 78°19"W
River Basin: Lumber River
Sub-basin: LBR59
Receiving Waters: Williams Branch
Stream Index: 15-25-2-7-1
Current Classification: C; Sw
Designed for: Cumbee Road Partners,LLC
Contact:Adam Lisk(910)352-0634
Design Consultant: Trigon Engineering Consultants,Inc.,Raleigh/Greensboro,NC
Designed by: Chester Holder,PE(336)668-0093 x142 and John F. Oglesby,PE(919)755-5011 x109
Total Project Drainage Area: 93.43 Acres
Total No.of Major Drainage Areas : 5
Project Built Upon Area: 55.9%
PROJECT DESCRIPTION
Sea Wynde Plantation Subdivision(Phase 1)is a 93.43 acre residential and commercial development
consisting of town houses, single-family lots, and retail lots. The project is the first phase of the Sea
Wynde Plantation Subdivision. Each phase of the entire development shall be submitted under
separate cover.
The site is currently vacant and wetlands are present. Existing wetlands have been delineated,
mapped, and signed off by the U.S. Army Corp. of Engineers. Permits for wetland impacts have
been applied for. Wetland impacts shall be avoided to the extent possible. 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 identified for this project.
SOIL INFORMATION
The soils on the project are described as follows. The Brunswick County Soil Survey and soil
profiles of borings done at the pond locations are included in Exhibit 2.
BaB: Baymeade fine sand; Hydrologic soil group A.
Fo: Foreston loamy fine sand; Hydrologic soil group C.
Ly:: Lynchburg fine sandy loam; Hydrologic soil group C.
Ma: Mandarin fine sand; Hydrologic soil group C.
To: Torhunta mucky fine sandy loam; Hydrologic soil group C
TRIGON ENGINEERING CONSULTANTS,INC. 1

Sea Wynde Plantation Phase 1,Shallotte,NC June 2007
Stormwater Management Plan Trigon Project No:380-06-007
STORM DRAINAGE DESIGN
The storm drainage systems for the project are 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).All storm drainage systems discharge into wet detention ponds.
For each inlet, the runoff coefficient, time of concentration and rainfall intensity were determined
using 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 0.95 (roofs)to 0.20
(wetlands) were used. Storm drainage calculations were developed using Intelisolve's Hydroflow
Storm Sewers 2005 computer software.The storm drainage design is included as Exhibit 1 -Drainage
Area Map, and Exhibit 3 - Storm Drainage Calculations: Storm Sewer Tabulation and Hydraulic
Grade Line Calculations.
STORMWATER MANAGEMENT
Stormwater quality controls are required for this site because it is high density and is located in a
Coastal Area Management County (Brunswick). Water quality management is provided by the use
of wet detention ponds. Water quality management is proposed for the project to provide from 85%
to 90% Total Suspended Solid (TSS) removal from stormwater runoff. Each wet detention pond
consists of detention storage that is above the water quality volume required.
Five(5)wet detention ponds are being constructed in Phase 1 of the development. Computations for
stormwater management are included with the submittal for each pond. Approval of all ponds as
stormwater management ponds is required for the project.
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. Each 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. For Pond 1, only 85% TSS removal is required due to a vegetated outlet swale
downstream of pond.
Water Quantity Design Methodology
Water quantity design consists of detaining runoff generated by the first inch of rainfall and safely
passing the 10 year and 100 year storm. Hydrologic computations were performed using NRSC
Technical Release No. 55 (TR55). Time of concentration and runoff curve numbers (CN) were
developed by the methodology in TR55. Soil type information and hydrologic soil classifications
were obtained from Brunswick County Soil Survey.
The rainfall distribution used to determine runoff was the 24 hour duration, Type III storm, based on
MRCS requirements. Hydrographs were developed using Hydroflow Hydrographs 2004 computer
software.
TRIGON ENGINEERING CONSULTANTS,INC. 2

Sea YI'ynde Plantation Phase 1,Shallotte,NC June 2007
Stormwater Management Plan Trigon Project No:380-06-007
Storm routing through the wet detention ponds was performed using Hydroflow Hydrographs 2004.
For Pond 1,an outlet structure with an orifice restricts the first inch rainfall and the primary spillway
(riser) was designed to pass the 10 year storm. For Pond 2, an orifice restricts the first inch rainfall
and a double orifice was designed to draw down the 10 year storm. For Ponds 3-5, an orifice was
designed to restrict the first inch rainfall and draw down the 10 year storm. For all ponds, the
emergency spillway was designed to safely pass the 100 year storm while maintaining 0.5-foot
freeboard in the pond. The elevations and storage requirements for all ponds are included in Exhibit
4.
TRIGON ENGINEERING CONSULTANTS,INC. 3

STORMWATER MANAGEMENT PLAN
Sea Wynde Plantation,Phase 1
Shallotte,NC
,7AICI
TRI[3O!
June 2007
EXHIBIT 1
Drainage Area Map

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CI-144 , f
0..i i.c,_______11 '. CI-143 NI= 1MM
MN= MEMMI
MEMEINIMII
CI-133 ,-
'1/4. \ ,,,.• .\ -139----il.r.„.-------.....2:1` II / ,
4v . CI-115
CI-138 /
.12 AC: 0 _IM1.1 .11% DRAINAGE AREA IVIAP
CI-146
i PIPE NETWORK- 6
! CI-145
--....
1 Ail •\Nit `'"'•,, __-.0641:110r-
t
.17#Hr
411111k Nj
I I I ----r,.f'7,:.... V SEA INYNDE PLANTATION
1% ..1.4.7.....6% '
SHALLOTTE, NORTH CAROLINA
.ilimmawir-
1 %. . i o.,,,.72.‘.,••,. .f' CI-136 •
ti1/4 TRIGON
Date:5-31-2007 Scale: 1"=150'
00 ...t• 1,
4 t , Engineering Consultants,Inc.
N / SDMH-135 Ni"-:.
. .... "'' 4° '‘. 313 GalltmoraDeity Road
Greensboro,North Caroline 27409 Drawn By:MHH 1 Project No:038-06-007_,/
1

STORMWATER MANAGEMENT PLAN
Sea Wynde Plantation,Phase 1
Shallotte,NC
7
TR!GON
June 2007
EXHIBIT 2
Soil Information
Soil Map
Soil Classification
Boring Logs

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91—
lr
BORING LOCATION DIAGRAM
4. Trigon Engineering Consultants DETENTION PONDS 1 THROUGH 5
700 Blue Ridge Road,Suite 101 SEA WYNDE PLANTATION; SHALLOTE, NC
Raleigh,North Carolina 27606
1 17AKIII1
(P)919.755.5011 PROJECT: 038-06-007 DATE: 06/07
TRIGDIV (F)919.755.1414
www.trigoneng.com DRAWN BY: JES
ENGINEERING CONSULTANTS,INC.
SCALE : ,�s Shc�r FIGURE: 1

-
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84 Soil Survey
!! TABLE 4.--ACREAGE AND PROPORTIONATE EXTENT OF THE SOILS
� 1 Soil name Acres Percent
symbol!
1
SO ., itpi1' z._ snood,
o
5 1BDC Paymede Mry soils, 66t 12 percent slopes------------ 7,762 1.4
iAB !Blanton fine sand, 0 to 5 percent slopes--------------_-_------------------ 16,127 2.9
BO 1Bohicket silty clay loam------------------------------------- 13,427 2.5
Br8 ;Bragg fine sandy loam, 2 to 6 percent slopes 2,165 0.4
CA ;Carteret loam fine sand----------------------- 1,085 0.2
CR 1Choxas silt loan-- 5,033 0.9
Co ICorolia fine sand- 989 0.2
CT Croatan muck -.--..-_____.-_--__- .._--- 29,703 5.4
DO fOorovan muck----------- --- --- _---_w 16,717 3.0
Du 'Duekston fine sand---- ------- 311 0.1
'a ve t,o l.a t y fire x ac,! 26,692 4.9
oA Go)enhoro fine sandy loam, 0 to 2 percent slopes---_-_----_--------------- 29,830 5.4
Gt rifton fine sandy loam 3,533 0.6
Jo !Johns fine sandy loam 3,116 0.6
Kra 'Kureb fine sand, 1 to 8 percent slopes 16,573 3.0
IA ILafitte muck --- ---------------------------------- 1,415 0.3
Lo Leon fine sand, 0 to 2 percent slopes ------------------ 45,611 8.3
Lu lLuabee fine sandy loam---------------------------- 4,127 0.7
If mommoars tine emir lean- --- 22,023 4.0
NO Ii1AA CN► Oar Ali---4---------------------------_-_r--------------------- 15,415 2.8
Mkiftckalee loam- ----------------------------------------.------_------------- 28,444 5.2
Mu !Murville mucky fine sand--------------------------------------------------- 39,490 7.2
t
NM 1Newban fine sand, 2 dredged,percent to 30 percent slopes------------------------ -------- 3,510 0.6
NoB lNorfolk loamy fine sand, 2 to 6 percent slopes----------- ------------------- 12,521 2.3
On 10estav fine sandy loam-------------------------_-----�--_---_-_-_-- 3,439 0.6
ALA pasta:
fine sand, 0 to 2 percent slopes--- ------------------------------- 3,994 0.7
12,176 2.2
Pt !Pits- 818 0.1
Pa Mains finesandy loan- -- --N--------------------------------------------- 19,991 3.6
Tm. 1Toaahavkloamy fine sand --------------------- ------ 4,975 0.9
410 #'situ.way fine may loll- ---------------------------- ------- 47,771 8.7
Ur Urban land------------- -- -- -------_---_W------------------- 740 0.1
Waft Wando fine sand, 0 to 6 percent slopes------------------------------------------- 8,305 1.5
Wd8 Wando-Urban land complex, 0 to 6 percent slopes------------------------------------ 634 0.1
Wo Woodington fine sandy loan ----------------------------------------- 35,619 6.5
YaB Yanpon silty clay loan, 0 to 3 percent slopes------------------------------------- 3,012 0.5
Hater------------------------------------------------------------------- 3,232 0.6
Total -------------------------------- 550,713 100.0
1�

Brunswick County,North Carolina 117
TABLE 18.--SOIL AND WATER frEaTi1RRF,S
( Flooding" and "water table" eaa Leis such as "rare," "brief," "apparent," and "perched" are explained in the
text. The symbol > means more than. Absence of an entry indicates that the feature is not a concern or
that data mere not estimated]
Flooding Mph water table Subsidence ' Risk of corrosion
Map symbol and Hydro-
soil name logic Frequency Dora- Months Depth Kind Months (Initial Total Uncoated +Concrete
group f tion I steel
Ptt 1 In In r '�
---_ A None------- --- -- 4.0-5.0 Apparent'DecApr --- --- Low- Moderate.
Wissads
WC:
Baymeade------ A None------- --- --- 4.0-5.0 Apparent Dec-Apr --- -- Low------ Moderate.
Marvyn-------- B None------- --- --- >6.0 --- --- --- --- Moderate High.
BnB------------ A None------- --- --- 5.0-6.0 Perched Dec-Mar --- --- High----- High.
Blanton
BO*------------ D Frequent--- Very Jan-Dec +3-0 Apparent Jan-Dec 3-6 6-12 High----- High.
Bohicket brief.
BrB------------ C None------- -- --- >6.0 — --- --- --- Moderate High.
Bragg
CA*------------ D Frequent--- Very Jan-Dec +3-1.0 Apparent Jan-Dec --- --- High-- High.
Carteret brief.
CH- D Frequent--- Very Nov-Apr 0-0.5 Apparent Nov-Apr --- --- High----- High.
Chipman long.
Co- D Rare------- --- --- 1.5-3.0 Apparent Nov-May --- --- Low------ Lox.
Corolla
CT D Rare --- --- 0-1.0 Apparent Dec-May 4-10 18-24 High High.
Croatan
DO------------- D Frequent--- Very Jan-Dec +1-0.5 Apparent Jan-Dec 4-12 10-30 High High.
Dorman long.
Du D Occasional Brief Jan-Dec 1.0-2.0 Apparent Jan-Dec --- --- Lox------ Low.
Duckston
-�- -- r None------- --- --- 2.5-3.5 Apparent Dec-Apr --- --- Moderate High.
Goa B None------- --- --- 2.0-3.0 Apparent Dec-Apr --- --- Moderate High.
Goldsboro
Gt D None------- --- -- 0.5-1.0 Apparent Dec-May --- --- High Low.
Grifton
Jo------------- C None --- --- 1.5-3.0 Apparent Dec-Apr --- --- Moderate High.
Johns
Kra----- ------ A None --- --- >6.0 --- --- --- --- Low-- Low.
Numb
L4*------------- D Frequent-' Brief Jan-Dec 0-0.5 Apperent1Jan^.mac l5^-30 >51 High----- Moderate.
Lafitte
Lo D None-------� --- 1 --- 0-1.01ApparentlJun-Feb' ..-- --- 1High----- High.
Leon
1 i I I 1 1
See footnote at end of table.

11$ Soil Survey
TABLE 18.--SOIL AND RATER FEATURES--Continued
" Flooding ' Bich water table Subsidence Aisk of corrosion
Map symbol and Hy dxo-i
soil name logic; Frequency Dora Months Depth F mind Months Initial Total Uncoated Concrete
steel
1 - ! Ism In
Lam------------- D Rare- --- --- 0-1.5IApparent Nov-Apr --- --- High---- High.
tunbee
................... C None----- --- --- 0.5-1.5 f Apparent Nov-Apr --- --- High----- High.
-*°w- C None------- --- --- 1.5-3.5 Apparent Jun-Dec --- --- Moderate High.
MairdarAn
Mk------------- D Frequent--- Brief Nov-Apr 0.5-1.5 Apparent Dec-Mar --- --- High----- Moderate.
Mnckalate
Mn--------------- D None------- --- --- 0-1.0 Apparent Nov-May --- --- High Modernto-
Marville
NoE, NhE------ A None------- --- --- >6.0 --- --- --- --- High Low.
Newham
IJoB-- B None------- --- -- 4.0-6.0 Apparent Jan-Mar --- --- Moderate High.
Norfolk
(n------------- B None------- --- --- 1.5-3.0 Apparent Dec-Apr --- --- High High.
trnslow
Pak A None------- --- --- 1.5-3.0 Apparent Dec-Apr --- --- Low------ High.
eaetalen
Po D None------- --- --- 0-1.5 Apparent Dec-May --- --- High----- High.
Pantego
Pt..
Pits
Ra D None------- --- --- 0-1.0 Apparent Nov-Apr --- --- High----- High.
Rains
Tm A None------- --- --- 1.5-3.0 Apparent Dec-Apr --- --- Moderate High.
Tomahawk
1 "*-'^�------°� C None------- --- --- 0.5-1.5 Apparent Dec-May --- --- High High.
Tem+Ta
Or.
Urban land
AaB------------ A None------- --- --- 4.0-6.0 Apparent Jan-Mar --- --- Lora Moderate.
Wando
WdB:
Wanda--------- A None------ --- -- 4.0-6.0 Apparent Jan-Mar --- --- Low Moderate.
Urban land.
Mo D None-------' --- --- 0.5-1.0 Apparent Dec-May --- --- High High.
Hoodington f
faB--.----.------i D None-------1 --- ---- `2.0-4.0 Apparent Jan-Dec --- --- High----Hi Moderate.
-�
Tin ! I 1 ! 1
*This reap unit is subject to daily tides.

ELEV. (FT.) Subsurface Profile (Detention Pond Borings) ELEV. (FT.)
POND#5
48 — 48
o.o
46 TOPSOIL
&WOOD 46
POND #4
sM POND#3 1.5.
HA-5 HA-6 SP
TOPSOIL—I"
o..o _. 5/31/07..... .
44
0. TOPSOIL—.►
POND#2 ML 0.7 4.0.. :•.
CL 1.5 SC !t':
42 _ HA-4 CL • 42
TOPSOIL o_ 5/3=7 3.0 3.0 6.0
40 0.3•.:•..
BT 40
SP ...:.: CH... .....
CH
•
5/31/07
•
HA-3 3,0 .
• • 5.
38 38
SM •:
SiIA.. ...
POND #1 0.I 4.Oj• 7.0
• 36
BT
36 s.
SP • BT
HA-I HA-2 • .•• �=7M
2.5 ••••
34 _ 0.0._ 34
TOPSOIL TOPSOIL—►'�
ML 1.0•0.5 I. •I• 0.5/. 8.
SM SP •
= :: SC 4 : :: 9.0 BT 32
32 ..
SM 5/31/07
6.0•.
3.5 3.5
30 5/3=7 5/37 4•50 SP
Y. /
30
SP SC • rr
5.5 /-/ .
28 ::.:.... . 9.0 28
6.5 •: BT
SM
7.5.
26. BT 26
SM •
24 10.0 -':•. 24
I BT 0 1 2 3 _4 5 10
SUBSURFACE PROFILE
Notes Graphic Vertical Scale(feet)
1. Elevations are approximate and were interpolated from Site Plans prepared by Cumbee Road Partners,LLC. Trigon Engineering Consultants DETENTION PONDS 1 THROUGH 5
1 700 Blue Ridge Road,Suite 101 SEA WYNDE PLANTATION; SHALLOTTE, NC
2. Horizontal distances between borings shown above are not to scale. Raleigh,North Carolina 27606
3. See the Boring Location Diagram(Figure 1)for actual boring locations. (P)919.755.5011 PROJECT: 038-06-007 DATE: 6/07
TRIGO I%I p (F)919.755.1414 — -- --- .
4. SM=Silty Sand;Clean Fine Sand;CL=Silty Sandy Clay;CH=Highly Plastic Clay;SC=Clayey Sand;ML=Sandy Silt 1 11----ii➢➢ www.trigoneng.com DRAWN BY: DJG
24 Hour Measured Groundwater Lave!. ' ENGINEERING CONSULTANTS,INC. SCALE : As Shown I FIGURE: 2

HAND AUGER BORING LOG
Soil Classification of Detention Ponds at Sea Wynde Plantation;
Shallotte, NC
Trigon Project No. 038-06-007
Testing Date: May 30—31,2007
Field Personnel: Dana Goodnight,Justin Gemer
Equipment: 3-inch diameter Hand Auger
HA-1 (Pond 1)
Top-of-Boring Elevation= ±34
Penetrometer Blow Count Depth Below In-Situ
Test Location Per 1'/,"Increments Ground Moisture Soil Description
Surface
ist 2nd 3rd Avg. (ft.) (%)
- . _ r _ _ (0.0—0.5feet)Topsoil:6 inches
(See Figure 1 for (0.5—1.0)C.P.M.:Brown,Moist,Clayey,Fine Sandy
Hand Auger SILT(lull..)
Locations) (1.0—3.5)C.P.M.:Tan and Black,Moist to wet,
Clayey,Silty, Fine,SAND(SM)with traces of
Organics
(3.5—6.5)C.P.M.:Gray-Brown to Tan slightly Silty,
Clayey,Fine SAND(SP)
(6.5—7.5)C.P.M.:Gray-Brown Silty SAND(SM)
Boring Terminated at 7.5'(Elev.26.5)due to sample
washing out of Hand Auger Head.
Depth to Water Level:
Time of Boring:6.2'
24 Hours:4.2'(Elev.29.8)
Trigon Engineering Consultants,Inc.
700 Blue Ridge Road
Raleigh,North Carolina 27606
www.trigoneng.com

HAND AUGER BORING LOG
Soil Classification of Detention Ponds at Sea Wynde Plantation;
Shallotte, NC
Trigon Project No. 038-06-007
Testing Date: May 30—31,2007
Field Personnel: Dana Goodnight,Justin Gemer
Equipment: 3-inch diameter Hand Auger
HA-2 (Pond 1)
Top-of-Boring Elevation= ±34
Penetrometer Blow Count Depth Below In-Situ
Test Location Per 1%"Increments Ground Moisture Soil Description
Surface
1st end 3rd Avg. (ft.) (%)
HA-2 — _ —
_ (0.0 —0.5 feet)Topsoil:6 inches
(0.5—3.5 feet)C.P.M.:Tan,Moist,Silty,Clayey,
e 1 for Fine SAND(SC)with traces of Organics
(See Figure
Hand urAuger (3.5—4.5 feet)C.P.M.:Gray and Tan,Moist,Silty,
Fine Sandy,CLAY(CL)
Locations) (4.5—5.5 feet)C.F.M.:Brown,Wet,Silty,Clayey,
Fine SAND(SC)with Clay Seams
(5.5—10.0 feet)C.P.M.:Gray-Tan,Wet,Silty,Fine
SAND(SM)
Boring Terminated at 10'(Elev.24)in Gray Wet Silty
Fine SAND
Depth to Water Level:
Time of Boring:9.4'
24 Hours:3.9'(Elev.30.1)
Trigon Engineering Consultants,Inc.
700 Blue Ridge Road
Raleigh,North Carolina 27606
www.trigoneng.com

SITE PHOTOGRAPHS
Sea Wynde Plantation—Pond Borings
Shallotte,North Carolina
Trigon Project No.038-06-007
i:r
y s e.'
•
• i -- "• �r _ ..�; :; .- Pam:[ -.,�• _ i--
. .
•� � r"..-ea-•--•-aw.r-,! . � -x . Yi r RSiMle 1.:•y' ,' '
d ati
Photograph 1: View to the southwest at Pond 1 (from HA-1 and HA
i
Page 1 of 6

HAND AUGER BORING LOG
Soil Classification of Detention Ponds at Sea Wynde Plantation;
Shallotte, NC
Trigon Project No. 038-06-007
Testing Date: May 30—31,2007
Field Personnel: Dana Goodnight,Justin Gemer
Equipment: 3-inch diameter Hand Auger
HA-3 (Pond 2)
Top-of-Boring Elevation= ±37
1 Penetrometer Blow Count Depth Below In-Situ
Test Location Per 1%"Increments Ground Moisture Soil Description
Surface
1st ind 3rd Avg. (ft.) (%o)
(0.0-2.5)C.P.M.:Light Gray to Tan,Moist,Fine
HA-3 — — — — SAND(SP)with some organics(roots)
(2.5—6.0 feet)C.P.M.:Tan,Moist,Clayey,Silty,
Fine SAND(SM)
Note:zone with more clay 4.5'to 5.0'
(See Figure 1 for (6.0—9.0 feet)C.P.M.:Red to Tan,Moist to Wet,
Hand Auger Slightly Silty,Fine SAND(SP)
Locations)
Note:Wet Soil Encountered at depth of 7.0'
Boring Terminated at 9.0'(Elev.28)in Slightly Silty,
Fine,SAND
Depth to Water Level:
Time of Boring:6.1'
24 Hours:5.1'(Elev.31.9)
Trigon Engineering Consultants,Inc.
700 Blue Ridge Road
Raleigh,North Carolina 27606
www.trigoneng.com

SITE PHOTOGRAPHS
Sea Wynde Plantation—Pond Borings
Shallotte,North Carolina
Trigon Project No.038-06-007
, r ie ` pFiVI j 1 - -;''44 4
_ ... _
21,
Y1,tis f' 1:1 '•cN':::-.4,
_ l.,5•..•,,i•A'.,-'..
;� - }
V.Cif',0..i g.-,%i_.L.,.•.i4j,_i'kVi-t._"i i..'ft:i i„',-,.",,?4.L.Iy,4„..,.•,Lg-„-I•4.7.-4 e.44,,.';'e,•.',..''-'...,'',1'
4' 1x=iw .y [ :'4 - 1,. "ate .L_ 4 -
,,
-.
Y �a.�:Ii ~.gin _�`i[:� 4�T- .. S• ,'�` ,� _
. ,4',.•.:..•. *,
.., ...^1•, „, ,
-fis t. - ! �' 1V••.e ice•. .... .,r
�pifr 3 4`' r,
•_, .'
Photograph 2:-Area around Pond 2 (HA-3).
Page 2 of 6

HAND AUGER BORING LOG
Soil Classification of Detention Ponds at Sea Wynde Plantation;
Shallotte, NC
Trigon Project No. 038-06-007
Testing Date: May 30—31,2007
Field Personnel: Dana Goodnight,Justin Gerner
Equipment: 3-inch diameter Hand Auger
HA-4 (Pond 2)
Top-of-Boring Elevation= ±41
I Penetrometer Blow Count Depth Below In-Situ
Test Lccatio.. Per 1%"Increments Ground Moisture Soil Description
Surface
1st 2nd 3rd Avg. (ft.) (%)
(See Figure 1 for (0.0—0.3feet)Topsoil:4 inches
— — — —
Hand Auger
Location)
(0.3—3.0 feet)C.P.M.:Light Gray to Tan,Fine
SAND(SP)
(3.0—4.0 feet)C.P.M.:Tan,Moist,Clayey,Silty,
Fine SAND(SM)
(4.0—8.0 feet)C.P.M.:Tan to Gray,Moist,Silty,
Fine Sandy,Clay(CL)
Note:Sandy seams from 6.5'to 8.0'
(€.0—9.0 feet)C.P.M.:Light Gray,wet,Fine SAND
(SP)
Boring Terminated at 9.0'(Elev.32)in Light Gray,
Fine Sand(SP)
Depth to Water Level:
Time of Boring:6.3'
24 Hours:5.6'(Elev.35.4)
Trigon Engineering Consultants,Inc.
700 Blue Ridge Road
Raleigh,North Carolina 27606
www.trigoneng.com

SITE PHOTOGRAPHS
Sea Wynde Plantation—Pond Borings
Shallotte,North Carolina
Trigon Project No.038-06-007
- ef
f^,
i\ y:
s }g{ yy��*y.
{q ! `, .
4, S'" , eJr.. '. ""�:
}.. •y � W s " szi,yj76 .y
A"ts!� ,I w , `�• ',• t r
`,: ! .. ( rya r w�•• �'_�:.�
"� i
Photograph 3: Area around Pond 2 (HA-4).
Page 3 of 6

HAND AUGER BORING LOG
Soil Classification of Detention Ponds at Sea Wynde Plantation;
Shallotte, NC
Trigon Project No. 038-06-007
Testing Date: May 30 3.1,2007
Field Personnel: Dana Goodnight,Justin Gemer
Equipment: 3-inch diameter Hand Auger
HA-5 (Pond 4)
Top-of-Boring Elevation= ±44
Penetrometer Blow Count Per Depth In-Situ
Test Location 1'/:'Increments Below Moisture Soil Description
Ground
Surface
1st 2nd 3rd Avg. (ft,) (%)
(See Figure 1 for (0.0—0.3 feet)Topsoil:4 inches
— —
Hand Auger
Locations) (0.3—3.0 feet)C.P.M.:Gray to Tan,Moist Fine
Sandy,Silty,CLAY(CL)
(3.0—8.0 feet)C.P.M.:Dark to Light Gray,Wet,Fine
Sandy,Silty,Highly Plastic CLAY(CH)with Sandy
Seams
Note:Highly Plastic Light Gray Clay is Very Stiff
Note:Wet Soil at 5.0'
Note:Sand Seam at 7.5'
Boring Terminated at 8.0'(Elev.36)in Highly Plastic
CLAY(CH)with Sandy Seams
Depth to Water Level:
Time of Boring:5.3'
24 Hours:2.8'(Elev.41.2)
Trigon Engineering Consultants,Inc.
700 Blue Ridge Road
Raleigh,North Carolina 27606
www.trigonengsom

SITE PHOTOGRAPHS
Sea Plantation—Pond Borings
Shallotte,North Carolina
Trigon Project No.038-06-007
a
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Photograph 4: View of the area around Pond 4 (HA-5).
Page 4 of 6

HAND AUGER BORING LOG
Soil Classification of Detention Ponds at Sea Wynde Plantation;
Shallotte, NC
Trigon Project No. 038-06-007
Testing Date: May 30—31,2007
Field Personnel: Dana Goodnight,Justin Gemer
Equipment: 3-inch diameter Hand Auger
HA-6 (Pond 3)
Top-of-Boring Elevation= ±44
Penetrometer Blow Count Depth Below In-Situ
Test Location Per 1%"Increments Ground Moisture Soil Description
Surface
1st 2nd 3rd Avg. (ft,) (A)
(0.0—0.7 feet)Topsoil:8 inches
(0.7—1.5 feet)C.P.M.:Gray,Moist,Fine Sandy,
Clayey,SILT(ML)
(See Figure 1 for (1.5—3.0 feet)C.P.M.:Gray to Brown,Moist,Silty,
Hand Auger Fine Sandy,CLAY(CL)
Locations)
Note:Sand Seams at 2.0'—3.0'
(3.0—5.5)C.P.M.:Gray,Wet,Fine Sandy,Silty,
Highly Plastic CLAY(CH)with Sand Seams
(5.5—7.0)C.P.M.:Light Gray,Wet,Silty,Fine
SAND(SM)with Clay Seams
Note:Wet Soil Encountered at depth of 6.5'
Boring Terminated at 7.0'(Elev.37)in Light Gray
Silty Fine SAND(SM)with Clay Seams
Depth to Water Level:
Time of Boring:7.0'
End of Day:4.5'(Elev.39.5)
Trigon Engineering Consultants,Inc.
700 Blue Ridge Road
Raleigh,North Carolina 27606
www.trigoneng.com

SITE PHOTOGRAPHS
Sea Wynde Plantation—Pond Borings
Shallotte,North Carolina
Trigon Project No.038-06-007
;,,�. , .,�:.
i
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Photograph 5: View of the area around Pond 3 (HA-6).
i
Page 5 of 6

HAND AUGER BORING LOG
Soil Classification of Detention Ponds at Sea Wynde Plantation;
Shallotte, NC
Trigon Project No. 038 06-007
Testing Date: May 30—31,2007
Field Personnel: Dana.Goodnight,Justin Gemer
Equipment: 3-inch diameter Hand Auger
HA-7 (Pond 5)
Top-of-Boring Elevation= 147
Penetrometer Blow Count Depth Below In-Situ
Test Location Per 1%"Increments Ground Moisture Soil Description
Surface
1st 2nd 3rd Avg. (ft.) (%)
(See Figure 1 for (0.0—1.5 feet)Topsoil: 18 inches with Wood Debris
1 Hand Auger
Locations) (1.5—4.0 feet)C.P.M.:Tan-Brown to Gray,Moist,
Slightly Silty,Fine SAND(SP)
(4.0—6.0 feet)C.P.M.:Brown,Wet,Silty,Clayey,
Fine SAND(SC)
Boring Terminated at 6.0'(Elev.41)in Brown,Silty,
Clayey,Fine SAND(SC)
Depth to Water Level:
Time of Boring:4.1'
End of Day:2.8'(Elev.44.2)
Trigon Engineering Consultants,Inc.
700 Blue Ridge Road
Raleigh,North Carolina 27606
www.trigoneng.com

SITE PHOTOGRAPHS
Sea Wynde Plantation—Pond Borings
Shallotte,North Carolina
Trigon Project No.038-06-007
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Photograph 6: View around Pond 5 (HA-7).
Page 6 of 6

STORMWATER MANAGEMENT PLAN
Sea Wynde Plantation,Phase t
Shallotte,NC
Y A
J
L=.I�AaL.m.lice-�' .�'
June 2007
EXIIIBIT 3
Storm Drainage Calculations
Storm Sewer Tabulation
Hydraulic Grade Line Calculation
RECEIVED
JUN 0 7 2007
DWQ
PROJ#
4
.64,
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Date:Jun-2007
7 �, Project:Sea Wynde Plantation-Phase 1
Project No.:038-06-007
Location:FES-1
lTf1GPN Designed by:SCH
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300
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ss
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Figure 8.06b Design of outlet protection from a round pipe flowing full,maximum tailwater condition(Tw 2 0.6 diameter).
Fiaure 8.06b reproduced from NCDENR Erosion and Sedimentation Pannina and Design Manual,6/1/2006
Outlet Protection Summary
Outlet 10 Yr.Storm Pipe Size Tailwater Min.Length Min.Width Min.d5o Size Rip Rap Rip Rap I Min.Apron
Discharge (d) (Tw) (La) (W) (d5o) Used dmax Thickness
(cfs) (in) (ft) (ft) (ft) (ft) (ft) I (ft)
NCDOT Class
FES-1 I 4.08* 18 0.77 I 7.50 I 4.50 0.10 I A 0.50 I 0.75
*-Minimum discharge used for chart(Min.18"discharge=10 cfs)

Date:Jun-2007
Project:Sea Wynde Plantation-Phase 1
WI Project No.:038-06-007
Location:FES-5
,T7R111SO11%I Designed by:SCH
Outlet Protection-Minimum Tailwater(Tw< 0.5 diameter)
1 3D0 i
Outlet W = Do + 0.4La 120 i d
diameter(OWL__ La ••.. i i ,,,i,..1.... li ,�i to i 1:
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Figure 8.06b Design of outlet protection from a round pipe flowing full,maximum taiiwater condition(To a 0.8 diameter).
Figure 8.06b reproduced from NCDENR Erosion and Sedimentation Panning and Design Manual 6/1/2006
Outlet Protection Summar
Outlet 10 Yr.Storm Pipe Size I Tailwater I Min.Length Min.Width IMin.dso Size Rip Rap Rip Rap Min.Apron
Discharge (d) (Tw) (La) (W)** (d5o) Used dmax Thickness
(cfs) (in) (ft) (ft) (ft)I I (ft) (ft) (ft)
NCDOT Class
FES-5 I 18.09 36 4.00 14.00 17.00 I 0.15 I B I 1.00 1.50
`-Minimum discharge used for chart(Min.36"discharge=56 cfs) **-Min.width enlarged for dissipator pad

_ Date:Jun-2007
7AV Project:Sea Wynde Plantation-Phase 1
Project No.:038-06-007
Location:FES-20
TRIGON Designed by:SCH
*
Outlet Protection- Minimum Tailwater(Tw<0.5 diameter)
3D.
I
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... .. .. .. 4'.;A•6:getilltei‘w- 0.Tir!,-:,
ft.7
..... di
. mimIlliel— 111111111011111E111171r111111111111111111111111111111111131 HI I"0— HAIG,
3 5 10 20 50 100 ZOO 500 1000
Discharge(ft3/-: )
20
Curves may not be extrapolated.
Figure 0.06b Design of outlet protection from a round pipe flowing full,maximum tailwater condition(T.20.5 diameter).
Figure 8.06b reproduced from NCDENR Erosion and Sedimentation Pennine and Desian Manual,6/1/2006
Outlet Protection Summary
Outlet 10 Yr.Storm Pipe Size Tailwater Min.Length Min.Width 'Min.clso Size Rip Rap I
I Rip Rap Min.Apron Discharge (d) (Tw) (La) (W)** (d5o) Used dmax Thickness
i (cfs) 1 (in) (ft) (ft) (ft) I (ft) (ft) (ft)
I NCDOT Class I
FES-20 I 41.62 I 42 6.00 I 16.00 19.50 I 0.20 I B I 1.00 I 1.50
*-Minimum discharge used for chart(Min.42"discharge=84 cfs) **-Min.width enlarged for dissipator pad

I
Date:Jun-2007
74II Project:Sea Wynde Plantation-Phase 1
Project No.:038-06-007
Location: FES-48
TIRIGON Designed by:SCH
Outlet Protection-Minimum Tailwater(Tw<0.5 diameter)
300
Outlet W = Do + 0.4t
pipe ti 1 I @�'(,, , 1.
diameter(Do) -- La---•I 110 - ::- If li �' r'
kigai O.SDo - It 1 I��i�N�lr� ��et�
�_ 100 w ,I i 11 l i t 1 71 �[', I I dill i"
'I '113 t ri 'i I f!I iM dr I rif:11'4.
: i'- I ' I i ' `,I 1i. III 'Ii1 `
ir
I`I i I ' I
I`l' 'n �I;ItII� I' 7.11I�n,.11'I `l. j 7if
,
80 tj; }' 1 I � - I I I •,},�.�trim
ilill•
QQ 7btt+}}}}# ,# r1li 3•+-. •f_'1 - �. i -CA Ijif + -,{Ij{III n I; Igw1fflli::U,
trO� 1 04 i IN t <:1 .. ' I .i• !F r • it A I �-Ir A ! 1 �I pIIII!tl1 E Ili 11FIl1 I.
�eO 60 _ •1 • ,,ti , , t f lait(�.,111( I j(:..II�Iir1 111lFfsyiillllHiiii.i.NFA1I1It1ll•
J� .. I S. I t , al I i.,:N ary , 1 i «. lfll� l 11fMIIIHI 11[a�IN 111,NI1IM.
'�� 50 i a ,a • �,)r r 't i-• II fIq 1111.1ui
I I IIIIII 1 III1t11III!In�lll
C y } Iii II I($�I�I ��jJ (I IIII u HI
® �+` ) i 1 1 i. . t 11 tti, •I -. 1 1` , ilj [1IIIPAII IIII,I1111.1II
- IHIEI -. I I, 1 /r' b . Ill • II.' 1tal�. 1 i I { I111111I I�IIII3
�} / II
1 1 r r IIII:I
uital €7i� t` a ( tiIl t i lllnoli � ; � If .• F Ij•� �A I �I
� 111111 ( Ih
f11aIr7 {11 ,04........ i ire { j �._, / ill n1
pltlfI Cll •I I. . i ,• 1 yr 1 ri "u. 1 (j I1. • '..IN illl' �'d
erT 1111111 A I ,I' I . 2
Am", r f 4" N el�tf E r ✓:lllipiil'�.�ipl�rni4rdll Il lttfl I v
20 tilllniititi 111111l0ll11Iii 1111f" Ill . 1 r' �I gri gr.;.1 i i it HI' �. li�il�t�t°Itq
k��1' 1 in II; 1 i ; urud'. _
+i I!Iona ��{J 1111''r r■�l *i [F[F4p�� I 1{{ r u
10.1 ibill �IN 11111r1it1it1;'� i. 1... ■ it! t F' I j�r I I, r '94 ' t /r tr• l7 rlr i tl N
I Inr1�N;til 1r1 I. , ,.. Itl. •��' + � f�,•'� '
0rifirliP
liitiillQlfiii �` I i ..-III ;t,1 A'' Iydr 1if
Ili:! I I' I I 1 .y 11 s 13•1i' lMigriidlAIWAV 01, rppr fair
1'pr1�
�► /moddi 0.12
, ,netl!1�flll�.IItI 1 1. : 7 ::. ;i ;is i.;i ii11 0 ft.
3 5 10 2 50 100 200 500 1000
, Discharge(ft3lsec)
U
O
N
Curves may not be extrapolated.
Figure 8.06b Design of outlet protection from a round pipe flowing full,maximum tailwater condition(Tw 2 0.5 diameter).
Figure 8.06b reproduced from NCDENR Erosion and Sedimentation Panning and Design Manual 6/1/2006
Outlet Protection Summar
I Outlet 110 Yr.Storm Pipe Size Tailwater Min.Length I Min.Width Min.d5o Size Rip Rap Rip Rap
Used Min.Apron
Discharge (d) (Tw) (La) (W)** (d5o) dmax Thickness
I I (cfs) (in) (ft) (ft) II (ft) I (ft) (1) (it)NCDOT Class
FES-46 I 7.40 I 24 I 3.00 22.00 I 24.00 I 0.12 I B I 1.00 I 1.50
•-Minimum discharge used for chart(Min.24"discharge=20 cfs) "-Min.width enlarged for dissipator pad

Date:Jun-2007
Project:Sea Wynde Plantation-Phase 1
17v1
ProjectNo.: 3S-
Location: FES-52
ES-52-52
TRiGOI'V„, Designed by:SCH
Outlet Protection-Minimum Tailwater(Tw<0.5 diameterZ_
380
T
Outlet , Do + 0.4La 120 ; . .1- +
pipe /: ,� � '! ` I "
diameter(Do) La 4 110 i.. ' 1 )1 I i
i. 1 ;.I It r
F•$ L - ...5Do i , ' ` ' 1 i fl l 1 1" I�
10 0 ,; 1 ' 1 i • ' I j 1 P l F f h
• l ' a:: . ; .• I ;
1/'' 1+ , ' ' . l '! 1 rimy•, iill+i
90 i{1 '1 -rr.-�tF ,�i}��1 .fjI Ft'a�Fi' Wei I fn
a 1 ?i. ,, 1 tl .3d11 • , 1 Illii ,,ill J ,r,i
! ' I 4 1 I
PQ4,p 70 • !,1 : , 4IN' M
";•• .-.. .. , f �f II • •1 r ili+liff11
• ital, ;qi• I' ; -' :.i,• :,,' .i •r I TI
r I1 I 1 we
02 60 1 r Ilea K
® --I- �F• 4i.•i - 1 Ift
-1 � d■II IIp4p
�� r �1 + . , k( �{�pfl rt tilltl 11il r l
y. +i .E iIplit1'Il1 l l iIIhillit`' • hl �'O` 1111/pp1 plri f f1 11 IIIIIIIIIIIIC
18' �`C�� 50l #1 1 r •a1¢. Ci:4111111111,111i""'61'"rtiling,
'IIRIlitilliliI11Iltll ___:"1 :; .. ''�i. 'I ' t!unarmill3
II I 7 •'� • �} ! 1 .I1 Il r111111 7131
i'iili�I r i I r 111Ni1 illrir , i 111 n i�iNannl III II`Inl
30 ii1r=ie7iillli ,/i 1 3 IifA.fil 1 J ai'illiN ll ' l I
tf■■i■■II r + r .I j 1 t, -f ' 4i1 �Idtl .
tul M■n i I l t 10 In d
nilft mI ! a R
rii°'mllu'iu1 idstl1 lP ,'Ira di) i';. . ,,,,,,,fig p tit I,'V 2 •-•
! I1ixl Hr ••Mull / u ! I o111. . ®1�'ifd` l 2
2D 11.111111 l■w.IMIIIIIIII i'.w WAIIM tr1 BIM//tliwswIIelr LLllpltl0lMl.ull uciall,lWit I +' MI IIf1
NIIII i..nalS�llrr i . 1� , 1 li i= I r{P
tn11 Ilwrr 1 !1 n r�#':{{pprrl�tl 3j i 0lll 1,! f' ' pk a
Ill ! I10i ■HiRall �� a 1 ter,,, Il, Ili c'I a
Ipil 'd ■ • r � �r ��•.II
10 9I�P`,il1 • i.t's I' ''„, r (Q ir( 41 'Z
0 T „,, ,�gp .�- . • �q i54 1 ir
.`I H.I'll,, [It 1. .)• 1 ' :,yV a2f1 ofapra/ 4,�P(fA,j�i,i t ll`Niw 8
�s I ;1":'.livi•
10..d' 2 'r� �'� � Fri
r1f�N' !��G i I)�`'I
�� "d Frl. . I .I 1 : ' ':•l' I' I I .it 1;11.... .. 0 .
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec) U
Curves may not be extrapolated.
Figure 8.06b Design of outlet protection from a round pipe flowing full,maximum tailwater condition(Tw 2 0.5 diemeter).
Figure 8.O6b reproduced from NCDENR Erosion and Sedimentation Pannina and Desian Manual,6/1/2006
Outlet Protection Summa
Outlet 110 Yr.Storm Pipe Size I Tailwater Min.Length Min.Width Min.d5o Size Rip Rap Rip Rap Min.Apron
Discharge (d) (Tw) (La) (W)" (d5o) Used dmax Thickness
(cfs) (in) ! (ft) (ft) (ft) (ft) (ft) (ft)
NCDOT Class
l FES-52 I 57.53 I 48 5.00 18.00 22.00 0.20 I B 1.00 I 1.50
*-Minimum discharge used for chart(Min.48"discharge=115 cfs) "-Min.width enlarged for dissipator pad
(

Date:Jun-2007
Project:Sea Wynde Plantation-Phase 1
Project No.:038-06-007
Location:FES-64:r IGON Designed by:SCH SCH
Outlet Protection -Minimum Tailwater(Tw<0.5 diameter)
380
if
Outlet tf ■ Do + 0,414 120 e
i e l ;1 ' r
i' I1
., :.. . .Al
diameter (Do) La-N 110 fit) ..;� i� �;
- v jli1 ram_05Bo _ ' . • + +t; 1 ,fii 1 'i if 1
il
100 ' i 1 u a n
un I '
' r`'1I. ( rr�1�r�I
9Q 1 ii r3 ._. ` j ,. . I '1,11 1 I alri ill i 1 i°t1 lt..
'"� }i / �
4 � AI,IIJi i i iv,
�i .
, on a # 1 i !ls,xi l . . ,. 1 � ill 11 , I
j i , %. . • j . jPj
I ! 7 -- , L
p t 'ii • l� 70 1 1 ( -* r - nlr,
H
• t WI Ail Ip
rp 60 I ,: :a C -A i.� .: i �I� ,I'`+P il' il'I '1i r!l i
0 ' n �4 i ��yy t xi
mi1111:11111Fili:,
{rr\/ - I ,. ,t 'T'I O } n,J� 1.. . • 1 .. f dA ' - »I , ., lr11111 llllli1
•,\+C* 5© I' ` t' O 1 i y. ! Ili!'r I�Ili1iiliiilN
3 ' RI • ..1 i r•_` .pi 1911i,iiiI�ii 1�,„„.14'I 3
�. . i- II tIIIn 1140 ■111 " I 7,1i i 4 .. I ll Id ill
MM,isi , + r rip,
lli` I!1 mine!!! ui I11nlut,nu I i lii liq
sw�jtro �. •.d aA AN i it . i 'l ill iItl dill l} ' � �n e
30 ,Raul Irk fft r ntj Ir taxen t til F �� 1 r., 1 I i 11ino1 [ •u t r 10 , .►nn:lrl dIIII! k�11li� •il •x' InItr��11' d II' g
20 . 11ilsiltia • •IIr11awl
ili �; 1 i.0 a ij II r - .d.11��.,d�llF'pfr III ..11t 2
1 MIIn.$IIIlII l I.II�IFrN.—•, �4 SI ' i t o ill. it 1-I j v S iy~�,'r ,I I r�It�jV nlI
t ln�IIIIi��IlIisiY.dt1 uniuerti(FFt•�,,, III irk' "o� � In.nlgi
''] liil'�i�iMil1 �HInI-;''All
'I� 1 '. � / 1� l `' I ' I , i.l I i'�_N I tl it ``�uh fJQ�,
10 1 I: tV.llrlll Il l / r i �r" [7r. .I` II l td
ueran.rnrrrrtar u�uirrl e•• 1 i. '��• '
" rdII• I �'v1s ,, ,, olo .m a lr ,�l 'a.
0 lip FI l :i i s li 1• I' • D. s. 11�i 1 if
i •l I, .: . ` ' yv:an ".. s�lr rd/V . .4r �'i�liil�il�iitF ,.t lg '�
T i.. i '. �. 1,
,. r T ,' .d ss 2� �. hi s ii.- ir ram` driijpi�iffd:till '' a
v=10 .lrs E� 0.1
.��I/ i/�.../_!alilEalIiC� - l I ft.
3 5 10 20 50 100 200 500 1000
1 Discharge(ft3/sec)
N
O
Curves may not be extrapolated.
Figure B.06b Design of outlet protection from a round pipe rowing full,maximum tailwater condition(T.a 0.5 diameter).
Figure 8.06b reproduced from NCDENR Erosion and Sedimentation Pannina and Design Manual 6/1/2006
Outlet Protection Summar
1 Outlet 110 Yr.Storm Pipe Size I Tailwater Min.Length Min.Width Min.d5o Size Rip Rap Rip Rap Min.Apron
Discharge (d) (Tw) (La) (W)'" (d5o) Used dmex Thickness
(cfs) (in) (ft) I (ft) (ft) (it) (ft) (ft)
NCDOT Class
FES-64 I 6.35 I 18 5.00 I 8.00 9.50 I 0.10 B 1.00 I 1.50
*-Minimum discharge used for chart(Min.18"discharge=10.2 cfs) "-Min.width enlarged for dissipator pad

I Date:Jun-2007
Project:S Sea
Wynde Plantation-Phase 1
.17
Project No.:038-06-007
,�. _ Location:FES-92
.TRIGON. Designed by:SCH
Outlet Protection-Minimum Tailwater(Tw<0.5 diameter)
3Do
T
Outlet Y = Dot 0.4La 120 I �. rr •
pipe , ,
diameter(lb) La .� 110 . ' '1, . ', I j I #; ' 1 e
..t... . , . , . , 1. . ••e il• , ri !I. .1 -
Sn !Fel ii�� IIiir 'f
90 ._
I! 1 . I i _I ! illax =il 1 I uln
,
I ' I 1; cl„ I}Q,� 1,1��I������III!!!iii��'11,1 ' I " II', Hpn
1 ..i lit }i, ` : , lA l i'I .i1 .„ I
ig
illry
� i iI I. I 11 _l ! -,lr,ypl 1 'II ,I;di I
ei t,i '-I -1--; "I , I.. t .,., ,III. 4. ,, •ii b t� 1 II i Id IIIN.ill I .1 tp
�00 60 t1 � I ;8: ! f-t p I I I lnii r% its
�• `-I ♦ : 11 1., 6<f f�uFl1 rt1�iii {{FpI I11,'
o� f I. .. •df is 1' !ti•', • ` I I It I I illI
IIllIi.IIIIN! 111
1 I#. O ! • ii !II 1111MM1444 lIIJJJIIIH IIIIIU 111
•\� 5�,1 � l• - III Y! 6 - r • ! 11 ra I Tali' it IIIWII!
20' ,4 s 1 i' ++ }A 1't(,Ji !}}';!lttttf!{{i!lI1 IpI 9 '' !i1I0 * 11Iu , i 11 }iif11U'llll li� IN H11111 iii,3
1 Merl
.' �' ip,
'• 1 j1{I witi r! 1.il j1i. I+ t11j�I1'1{P'dilI l ,I1 III in,
°IMr1�IJ�lt'i1N111{It! i.� ,� it �I .!^! •.1 I�YY 3�W Ni 11
30 ;ul.w ■II Ii I r. . I;n tBl� �1
I uw '; rl wit r' I.j. I '!,n l p��g
qRH IF1 III II ,� I ,'� �r qII fI�.q .,
I INI�11111111 ••,II111I I 1� �1 Ip�
11p11 1II. llllalb du
1 .1, 14 t ,1'I, i191 YrJI nre,;;;,—.W 2
' 011111[Ilfll ■�' 1■Itl■IIIlW.. # rr .r1+ ��n{I i 1 1 ,N 33 V:air
� 1iI11��ry�h�]I 11111 . �
tli7Il It 1IHi � 1111Irall:MII 1-11,, /11• .III � !/I 1'I '.. .F! 1 {,1.1! W' , s.{• II� ,r ff� f1 In'•Iali 1, N_
10 luuufll*.Iris■ ridf 1 )Ilr,i.. 1 • ;fY ,� ,fit i
D 'Tile,
, r•e '{ ,I{"1s 5 • ,Ili )1 if
•
i 'r I :.i II' .. .�v. 1 • � al al lFl c
. IR
.. . 1� � /I 1 li .
1 s
! •.I.:--v= 0.6 .z" •ism - 1 1� � o.z5
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
Curves may not be extrapolated.
Figure 8.06b Design of outlet protection from a round pipe flowing full,maximum tailwater condition(Tw a 0.5 diameter).
Flaure 8.06h reproduced from NCDENR Erosion and Sedimentation Pennine and Design Manual 6/1/2006
Outlet Protection Summar
Outlet 10 Yr.Storm Pipe Size I Tailwater Min.Length Min.Width Min.dso Size Rip Rap Rip Rap Min.Apron
Dischargeir
(d) (Tw) (La) (W)" (d50) Used dmax Thickness If
(cfs) (in) (ft) (ft) (ft) 1 (ft) (ft) (n)
NCDOT Class
I FES-92 46.84 I 54 6.00 I 20.00 I 24.50 I 0.25 B 1.00 I 1.50
'-Minimum discharge used for chart(Min.54"discharge=155 cfs) "-Min.width enlarged for dissipator pad

Date:Jun-2007
7 v
Project:Sea Wynde Plantation-Phase 1
Project No.:038-06-007
Location:FES-147
TRisoN Designed by:SCH
Outlet Protection-Minimum Tailwater(Tw< 0.5 diameter)
30.
T
outlet wit = Do + 0.4La 120
. * : i'i, 'I. .: f: il`-7
pipe 1f.:;- ii.
50
diameter(Do) La 110____„ Ii
_.._. . 0 . : : : : .
-'s 1- ..d
.-- --- -
icto --= . .
.,..: r. ;.,‘7. , . ft, ' E1Vil , 0 ir,11
.113
::"..:•:;o ir: ' • '.' ;i61111[1irallt 1 ,Il
• 't 1%1.411...-i, '-or --7
.., ,. L. . I.:, 4; , ri 'j Fir? twig
, , .0 r
: , I li pill II ,
80 I.!"1! I:', ..\ 1,:1-1 I"- . .Ass Zit.
.•..PA ...I .;:ii l'''i V..;.., ..,'.1 -:: :' .- jr1 1 i -14w i ;111111[11:e A , I 7 .i
kts 70 1:. .t .,. .... f I illillia
0 „I 4.i. 41.0 j„ .,,, il;:;. ., I i i i . i
- i I 11111 Mira
i i 1 I it 1.- ! -,,•-i• 1. ,t,':,• ,', J _ 01 1 4 IJ I IN N
ft; .., .. i ,, ..... "" 1 IN I i no II I Illr
.. ;,, - I I I I.,, 11,111In Ir
i
" al •
i 8 di 1 i I i f i I I 1, i 1'011.
c„ -- 1-1- - - . - 4‘ .4:,:,- :- ii aurii IL 1,111, 11 ,i 3 ttliigi
I
.4%.`- --- -1. ; ,. 4 : i' , .
1 - or .,: - , ,Tim ,ig,11:;[11.11 ragnit
126. 4.- . Ili- .---- ., .3 ,,i, . • •..!, - i " i ,.4- .:1 I,
„ -1 11,-=-At-: :': ,..- . • , - - . 1, .-1 .,,, , -.. RH i Miil i nit,ill IIIIIII1131111;3
1,,, 1.7.,. r II I! ,i .11rizimililirinv rim mini",
- , 1 ill 11.0 .ffilirilIFIllt , V 1104 1 I'lin
3°,,." 11 4.2 b 1 inalitiMi ArtflitillIVIIIIIIIIIIIIIIISLIMMI1 '' imp , ,F.
20 iiiiiii147;iiii:Ilium:H4Fr, Alinaillifiniffir rriliilin!.1117,,,!ff.. ! i ; ,i' ;1041_174111,Aripic„, ,riretioi jteriyrt,41:1:10.: 2 s-.1
iiiir liti,41 i ILI
thi I if MAN t• IIIPIIMMICITAIIIIVABW : '• _" 1 -;* '• 1,,I- ' :'.41 ,„„,,"my; IF' t''•,04::.N. °1
1° tiltipii.4 4 I, „111 4.... ,• ,. • , , :;.7 .7,57,117177-'-"-t 4. V An FilUfb .
•s ./a Ar,,firi R.
I 1 25: 40e$10WIallrir7
' tpt '` 4 1,1 1,,:t• t = • t :-t 1 .`-It•-1 ,-1 1° ,:„..,Airt, . • .4 or * 4,11011i-,,: .2.
0 .• . 1 f-1 --
' c.t.... 1. • ' . 1 •I VIE ,,r .411 Ai .. .AFrinimin 2
11 ', ' 1 . ' 5...01111V._,APPF-_,1111.1.'
I 1.;i. i! ,=... Tv=15"N !
,..t--"v'm
• ' .1.000018eP--- 11,-- ''' ft.
.. „,.. .1:1 r;•,. .1. - i •. I; . • • I I . °I::.::', :i.;::: „"j 0
3 5 10 20 SO 100 21 1 500 1000
Discharge(ft3/sec)
1
Curves may not be extrapolated.
Figure 8.06b Design of outlet protection from a round pipe flowing full,maximum tailwater condition(Tw 2 0.6 diameter).
Figure 8.06b reproduced from NCDENR Erosion and Sedimentation Pannina and Desian Manuat,6/1/2006
Outlet Protection Summar
Outlet 10 Yr.Storm Pipe Size I Tailwater Min.Length I Min.Width Min.d5o Size Rip Rap Discharge (d) (Tw) (La) I (W)** (d5o) dmax Thickness
(cfs) (in) I (ft) (ft) I (ft) (ft) Used Rip Rap Mi Apron
(ft) n.
(ft)
NCDOT Class
I FES-147 137.60 I 60 I 6.00 26.00 31.00 I 0.30 B 1.00 I 1.50 I
*-Minimum discharge used for chart(Min.36"discharge=56 cfs) **-Min.width enlarged for dissipator pad
t

__ Date:Jun-2007
Project:Sea038 Wynde06-007 Plantation-Phase 1
7AV Project No.:038-06-007
Location:FES-153
TRIGON Designed by:SCH
Outlet Protection - Minimum Tailwater(Tw<0.5 diameter)
3Do
1
Outlet W ' Do + 0.4La120 - -
pipe ��� ' . : 1 • •/' ,i:; -;I i,ii'1fj . .l
diameter(Do) La 110 • tilt '
i 17 il
,� J
-11 .v T i,,1 zri q.5D0 :I i i i• - i : I;100 `,. I r
... t 1/ : iillitr` Atligt
)1'. Al i 111 ' "
1 i, 1 D f 1 iI• 1�i1 lil 111 I ,lap
1.
, 1!1 t ��dl{III I I III::
.a !}I Ili'I
. ...
I Idt I I !1 -,ill 1'�
8 „,
D q I J Hi—^� !.
.. lit i .., ... i i i I iqIIN
0,, . „
{ . ,.,, , ,, , , , ., . .. „- 144�rIrYY,,11 j## 1
,,,
�" tw III J • i r r
1 II 3 ,
I r , n rl n n
O ti0- I, ))ff I '{$!��{'I{(.ppOl w rNtl IgNnt11 w{1
��� •-- 1, l ' `` '+ I ('`r :ro- A i1Ir ll. Ad l �l i itHlr11 t ,ti r1 Ili k / 11 111111 lit
t� - I ° � 1 t i i I iin
t" I • • 11 1ifiyn iv w
Ili II I II II
4D (i i� _ 1 t I I lima wl 111 3
'sir I.y + ,{ irrari d r �val,",11,1-iiii,i
fr l J jjr. i1i1 11I1�1'i� A� ,ii " 6i) ' t''ut�l
1 -101111M 1 . I ,.(li 1 Ail rid IP . .'' 1 • j • • .•. II 11Nh I(11 tf1�I i .1~-�
[ ILII Int Rilll� 111/112
elf E -: n,l(�i4��U�Ib 1�Ml111 `--�
201 !t Itrg1 e i utu w � r r '!! �trl t s'� r ( °I I i(v 2 m
�n lI u1 t1/!It , 'i ii' 11 ll ,`t f !�{ {`J'}; I, rim. Illd'
t 9 1 f�■■�11I n 11 a�I p 1�■`�i r '�l�� I / -:{e t I /g$t ;I'll' ...11 r ."). 11 ul
ktf11■ ••,t it ii 111 T" If„,____i'�i t )y..r ° I ;. 4 arltl/ l' i t � Illl
.f og,-i,.r.-,.4r...
.zd.iigrgAr.-i,rrA,
•.,•
0 44,4r.a-„m„, [ ,, ,; ,,,..•. . 1,_.. ,. ,,-. .,v, ! x 1,.!. 2.
...„.__t VjI lil"``ram i8f (i3d w 1
.'ir. .
F•.rr,-,.•fpA.,
mh-
`.. ._.....iieoier .-ill
,;��/r� ...or- / � iffy �' 0.1
3 5 10 211 50 100 200 500' 1000
e, Discharge(ft3/sec)
t
N
O
N
Curves may not be extrapolated.
Figure 8.06b Design of outlet protection from a round pipe flowing full,maximum tailwater condition(Tw 2 0.5 diameter).
Figure 8.06b reproduced from NCDENR)=roslon and Sedimentation Pannlna and Design Manual,6/1/2008
Outlet Protection Summar
Outlet 10 Yr.Storm Pipe Size Tailwater Length I Min.Width Min.d5o Size Rip Rap Rip Rap Min.Apron
Discharge (d) (Tw) I Min.(La) fi (W)"" (d5o) Used dmax Thickness
l (cfs) (in) (ft) (ft) 1 (ft) (ft) (ft) (ft) E
NCDOT Class
FES-153 14.54 I 24 3.30 9.00 1 11.00 I 0.10 I B 1.00 I 1.50
"-Minimum discharge used for chart(Min.24"discharge=20.5 cfs) ""-Min.width enlarged for dissipator pad
l

STORMWATER MANAGEMENT PLAN
Sea Wynde Plantation,Phase 1
Shallotte,NC
1AV
TRIGON,
June 2007
EXHIBIT 4
Wet Pond Design Calculations
RECEIVED
JUN072G07
DWQ
PROJ #
\``���111111110
la,1„,_ 1
4,i...Jeir.4 r'el
/* SEAL 7
032721
���41 F IOGj 1cibsk 2pp1

1 it
•
SEA WYDNE PLANTATION
PHASE I
STORMWATER MANAGEMENT PLAN
Pond Breakdown
Pond#1
Total= 1,448,754 sf Impervious
Future Commercial=642,640 sf Imp.
Future Apartments=417,520 sf.Imp.
Townhomes= 117,640 sf Imp.
Single Family=270,904 sf Imp.
61 lots
4,441 sf/lot(including roadways)
Pond#2
Total=406,575 sf Imp.
Townhomes= 194,132 sf Imp.
Single Family=212,443 sf Imp.
42 lots
5,058 sf/lot(including roadways)
Pond#3
Total= 123,273 sf Imp.
27 lots
4,566 sf/lot(including roadways)
Pond#4
Total=223,442 sf Imp.
45 lots
4,965 sf/lot(including roadways)
Pond#5
Total=46,855 sf Imp.
10 lots
4,686 sf/lot(including roadways)

•
•
.TRIGON ENGINEERING CONSULTANTS, INC.
Subject t 1 Po N© 0 CS (6 til Date 3/Z 2/6 7
Set Up By
Work (RI Ott° rafe1 P l Computed By
Cl Acre gu,5: Nei" C)IktD t 1.) Checked By
Project M 9 EG Job No. 039- O4+0 7 W Page No. of
pAr = 39. 8 l A c.
.Lu Ar s
1/Nc t . = 1 $, So A-c_ [CM = 99 )
° Peru .5 PA-ce. 1 la c
SOIL. T /Pc
Fo 2 cL Coto L)P " C. "
_ — bPEni 6pA-c.c = 4,08 A c C C M = -74)
B4S -7 .5o.l� 20u P " A "
© PEN s 4PA-e E = I ' 39 4-c ( cm = .").
Ly -=te �.oiL Grp.©., P „ C.
oi SPA-cG = 2 . 6 I .Ac. E G N = ?4 )
L0 7 so (L C.2ouP O „
— 0 P r\J s PAt& = (o 55 A-c (CM = So)
M0. SotC- CpOZouP C "
— c° E_AL sPA-c( = 6. 69 Ac_ (CM -i4-'
Sule_MEurv'Se(
c N
Si
C. = S. 4, 9 AY
L„-„, ica Ghl 39.Sa(e5) i- ("7,3kq-14) g 7-
57. / 7-
S H-E-C t- i=Lo w 13 D ' ei 0,Q t
. lf-AL.Loc,,w C.o (C• 3 o.' Q O,.o(3 `/r
Prt5 ; 15.50 9. 005 `h

TRIGON ENGINEERING CONSULTANTS, INC.
Subject IN r✓r Po,4 CD Es 1 co n./ Date 3! Z z/o?
Set Up By
Work I4'I 9 Q.O Computed By
17 Air_ 64„5ii (p0 MO 1 ` Checked By
Project CA) AA E3 ee Job No. D 3 8-o b o71,0 Page No. of
DA- = 17.3 b ,4c
at-
fP
$o 6 .4r2.0 A-S CPIA
CA- = 14, 75h., ( CN = 9a)
P G N A-r2AA1 2, 6 I 4c_ ( oo p)
SOIL TYPES
soli- f aeup "'C n
o Pe 7-1 s p s-L e = 12. 0 9 A-c (C r4 = 7 4)
'FO I t✓ , Q0(.1 P ' C +`
©Pckt seAcc- = o," 4-c- (44 - 74)._.
l�1'a SepIL c , 20uP
OPENI. 5 P -L 0,33 Ac. Cii = 74-)
Cu (Zve NUr 1SE2
CM I4, 15(9e) + 2 61 ( 7aj.
/ 7. 3k
-M = 'St 4- 6 14-Y 9 4-
-T
S EE 3, $.l._At 1 4 rN.)
1

Project: Cumbee Road Mix Use
Basin: 57.17 AC Basin IpcNp # 1
By: John F. Oglesby, PE
Date: 3/22/2007
tc (post)= 130' sheet flow
+ 360' shallow concentrated flow
+ 1550' Pipe flow
sheet: SG surface SS = smooth surface (n=0.011)
description SG = short grass (n=0.015)
DG = dense grass (n=0.24)
0.02 corresponding LU = woods, light underbrush (n=0.40)
n-value DU = woods, dense underbrush (n=0.80)
*** For average underbrush, use n=0.60
0.01 slope
tt= 0.007 (nL)0-8 where n= 0.015
in P2 s
.5 * 0.4 L= 130'
P2= 3.60 in
s= 0.01 ft/ft
= 3.14 minutes
shallow: paved surface description (paved or unpaved)
concentrated 0.013 slope
360' length of flow, L
2.3 average velocity,V, ft/sec.(figure 3-1)
tt= L
3600V
= 2.61 minutes
Pipe flow: 1550' length of flow
2.5 velocity, ft/sec(accepted assumed value)
tt= L
3600V
= 10.33 minutes
Total tc= 16.09 minutes (post-development)

8
polo t -1
Table 8.03b
Runoff Curve Numbers(CN)
Hydrologic Soil Group
A B C D
Land Use/Cover
Cultivated land
without conservation 72 81 88 91
with conservation 62 71 78 81
Pasture land
poor condition 68 79 86 89
fair condition 49 69 79 84
good condition 39 61 74 80
Meadow
good condition 30 58 71 78
Wood or forest land
Thin stand-poor cover, no mulch 45 66 77 83
Good stand-good cover 25 55 70 77
Open spaces, lawns,parks,golf courses,cemeteries,etc.
good condition:
grass cover on 75%
or more of the area 39 61 0 80
fair condition:
grass cover on 50
to 75%of the area 49 69 79 84
Commercial and business
areas(85%impervious) 89 92 94 95
Industrial districts
(72%impervious) 81 88 91 93
Residential:1 Development completed and vegetation established
Average lot size Average%Impervious
1/8 acre or less 65 77 85 90 92
1/4 acre 38 61 75 83 87
1/3 acre 30 57 72 81 86
1/2 acre 25 54 70 80 85
1 acre 20 51 68 79 84
2 acre 15 47 66 77 81
Paved parking lots, roofs,
driveways,etc. 98 98 l.J�. 98
Streets and roads
paved with curbs and
storm sewers 98 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 1/4 acre 88 93 95 97
Lot sizes of 1/2 acre 85 91 94 96
Lot sizes of 1 acre 82 90 93 95
Lot sizes of 2 acres 81 89 92 94
1Curve numbers are computed assuming the runoff from the house and driveway is directed toward the street.
source:USDA-SCS
8.03.10 Rev.12/93

-,I-Iydrograph Plot V.) ST— rPo �-
Hydraflow Hydrographs by Intelisolve Monday, Mar 26 2007,3:2 PM
.1yd. No. 5
57.17 Acre Basin to Pond
Hydrograph type = SCS Runoff Peak discharge = 56.45 cfs
Storm frequency = 10 yrs Time interval = 3 min
Drainage area = 57.170 ac Curve number = 88
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 16.10 min
Total precip. = 4.25 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 100
Hydrograph Volume=619,099 cuft
57.17 Acre Basin to Pond
Q(cfs) Hyd. No. 5-- 10 Yr Q(cfs)
60.00
1
J0.00 1 150.00
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. 5 Time (hrs)

Hydrograph Plot w C T- Vogto
Hydraflow Hydrographs by Intelisolve Monday,Mar 26 2007,3:14 PM
:lyd. No. 5
57.17 Acre Basin to Pond
Hydrograph type = SCS Runoff Peak discharge = 121.90 cfs
Storm frequency = 100 yrs Time interval = 3 min
Drainage area = 57.170 ac Curve number = 88
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 16.10 min
Total precip. = 7.95 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 100
Hydrograph Volume=1,362,719 cult
57.17 Acre Basin to Pond
Q (ems) Hyd. No. 5-- 100 Yr Q(cfs)
140.00 - 140.00
).00 J' 120.00
100.00
100.00
80.00 80.00
60.00
- 60.00
40.00 40.00
20.00 ---
' 20.00
0.00 - 0.00
0 3 5 8 10 13 15 18 20 23 25 28
Hyd No. 5
Time (hrs)

TRIGON ENGINEERING CONSULTANTS, INC.
Subject \ E T aCr e T 0 - PO N.( D Date
NetT ( Set Up By JFO
Work -\AiET PO N D - Computed By 3 Fo C a 1-
Checked By `r C-7
Project 5e+6c VA!\Iwa,` ; LA`trA rto rlJob No. 0390 G O 7 Page No. of
E EEC [ P-r-to Nl UFLU E
Tap O F Po NI
if� o - Yi2 v'fSEL 34-, (oS.
to - VIZ_ w5EL 34. 3'7 '
SPILL V/4y
RO� Q. C2E. re ji v r E o F .. o
34.O0 '
tJE1 !Z LEtil G r> 6 .0o
AS. v.) Ei2 LENGi"i' ) 5.71 (5 '
-TD Po fyS
RaIMFALL tiv , Poo L, 33 .75
a2 w 4�0 0 F tCE.
pPAw D w g. 39 do_v6
s ► E1 v @ 34 " Pvc
(PE2n!r. POOL LJS L }Z', op `
IgoTT"o 1�► 0 F Po !k! Z(0., 0o
Ick_1 `, 1?Ur) .
RR L (cucvu'RT",' ") SIEF/T rPE 42_1' ( cP (0,,5 % lo,c.j
PCP,M r C-f°�`r P ooL..3. lQ 7, 9.o 1 5-F
4- I J,. z,.55 %
ira) PG2‘.!.(0vS AREA 33,26 A-C.
T�5 iv\a yPc,(.. 8 5 0%o
PE2tv\ , Poo[ voLJM Zl(oi 831 cF
-Tr P. PoO C v c_1d M E ) 2 4 , 4 ? P ter=
FoiCTg,Ay VpL ,) M ( 5419.21 GF

TRIGON ENGINEERING CONSULTANTS, INC.
Subject WET- I?O t4 D D e 5 I 1•I Date 4//7lO
Set Up By
Work Po M O 1 Computed By J F°
5 7. 1 ? Acre.. I- a.S `v` C Po t O W a-` Checked By
Project COm e-e- Job No. 03e -a*07 Page No. of
ID A = 677
3 3, Z5Ac
IMP
f 67, 17
NoT`� MirJ 1 L c 6rH 602-As5 3w4Lf R.ELow Po MO = 301
PO N 1p w ILL BE O E-,S i 6 nt E D Fo' SSa/o 1753 2EMot L
,465u PE2M POOL Aepl-1+ " co ,o
�-- Fop_ es oft, T55 R.&M 0 l/4(, ( F Qo vv' 8 5 Quo_ r 5 5
(2_ 11noU"-(—) 3o Poor VE6ET•4-c1 BuFFEi?)__._
. 5:9l'o.. 5 = 0 0-2 .x 5-7<<744; y 43,Coo..sf_..
SA- G3,603 sF ( ZeQ' p}
Ac,-vAi_ SA _ ‘_1,.9o75F

•
TRIGON ENGINEERING CONSULTANTS, INC.
Subject w Po N D 5S 16 M Date 3/Z6 /67
R End 407 07 )f
Set Up By IZE-'l d I411O 1 - F()
Work J �� '(LV N 6 F F I Zj (Lh c.e Computed By J ��
57 I 13 cL s ;- Po AO 1 ) Checked By Eo
Project G v Ise(i3 Job No. a 3 S-O '"°°7 6J Page No. of
U 6_ i tit d�.v\-o.e. i-.r-- 's " 3 i m p:I We.it-sod +F-_
0,a5 + o. 00
fa_. /M P - ;33. ? . zoo - 59
57, i7
RA = O,by - (o• oo,) ( .saa - 0, 57Z itkf ;h
o L u m e TO G [ CO ` " f2-c�e` E (�
VpirvN-t _ (I6) (0 51/-ikf,. )(57, 17Ac 14+.
12i,n
2,73 Ar - C+
I I Q j?o 6
s e'Y i . 3 Z- 0 ' to L.E-V = /7, 9 o 7 s-ic
L4 c:S t,.-4- o -F 12 u.r.o c- 4_c( e mil. --tin Peg rvt , Poo
+� = // i3 , 704, `-F : j,. 7.5
77.) 96 7 c-P
C—LCU PE2nn :P000.: + I4p = 32. vr+ 1, 75:
`r4-�Tv.4L tFo ra o . 6 TI0 R �C @ 33.7 5.1 iZ4, (78 G-
I../ Z4j (o76 . c gi7a6cf )_.
4 PQO ....S T � Tp l2.., -d, 6/L,4P H

•
TRIGON ENGINEERING CONSULTANTS, INC.
Subject ()J e-T Po iJ D l Al Date 4//g/ Zoo 7
(Zev d (47/2007
Set Up By FO
Work h 2 e Uz, L U M. E c-- Computed By F 0
7. I 1 4c_ (?a5.`4 ( Li)eT 1o 'ID 1- ) Checked By
Project Cu MI (ge & Job No. D3$-D(0 0 7 Page No. _of
+=Ro AA A- iT 1+ ) Po kl 0... 5 1-1 LETS
Fofz.c `/ oLV rv% = 54, ZI c---P
(V1,c�IFI f3,4q VoLUv C = 'ai4 310 Cf
TbT , L voLu m E = FBI- iv 13.
p�2w. foot voL
7 I'
Z.1(0, 831 c.F d f 0
(4-

Hydrograph Plot w e i PO N u lit i
Hydraflow Hydrographs by Intelisolve Sunday,Jun 10 2007, 11:59 AM
Hyd. No. 8
57.17 Acre Basin
Hydrograph type = Reservoir Peak discharge = 52.33 cfs
Storm frequency = 10 yrs Time interval = 3 .min
Inflow hyd. No. = 5 Max. Elevation = 34.37 ft
Reservoir name = 57.17 Ac Basin -WET POND Max. Storage = 171,793 cuft
Storage Indication method used. Hydrograph Volume=612,588 cuft
57.17 Acre Basin
Q (cfs) Hyd. No. 8-- 10 Yr Q (cfs)
60.00 60.00
50.00 - 50.00
40.00 - 40.00
I
30.00 - 30.00
20.00 20.00
10.00 10.00
1 1 _iiiIil
\r.........___
1 . _.-J _ 1 - -
o.00 - — -- - == 0.00
0 5 9 14 18 23 27 32 36 41 45 50
Time(hrs)
Hyd No. 8 Hyd No. 5 1111111111 Req. Stor= 171,793 cuft

Hydrograph Plot WET Po Nu i
Hydraflow Hydrographs by Intelisolve Sunday,Jun 10 2007, 11:59 AM
Hyd. No. 8
57.17 Acre Basin
Hydrograph type = Reservoir Peak discharge = 120.66 cfs
Storm frequency = 100 yrs Time interval = 3. min
Inflow hyd. No. = 5 Max. Elevation = 34.68 ft
Reservoir name = 57.17 Ac Basin - WET POND Max. Storage = 195,220 cuft
Storage Indication method used. Hydrograph Volume=1,356,149 cuft
57.17 Acre Basin
Q (cfs) Hyd. No. 8-- 100 Yr Q (cfs)
140.00 140.00
120.00 120.00
100.00 100.00
80.00 - 80.00
60.00 60.00
40.00 40.00
20.00 20.00
fiiaim ,ulllll�l I
0.00 0.00
0 3 5 8 10 13 15 18 20 23 25 28
Time (hrs)
Hyd No. 8 -- Hyd No. 5 1111111111 Req. Stor= 195,220 cuft

Pond Report W.€ r Po sl r, 4 I
Hydraflow Hydrographs by Intelisolve Sunday,Jun 10 2007, 12:47 PM
Pond No. 3 - 57.17 Ac Basin -WET POND
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 32.00 67,907 0 0 i.
1.00 33.00 71,487 69,697 69,697 >l,7 5` 3 3.9 5 / 124/ (..7S c u''+ I
2.00 34.00 75,123 73,305 143,002
3.00 35.00 78,815 76,969 219,971
Culvert I Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise(in) = 42.00 3.00 0.00 0.00 Crest Len(ft) = 15.71 50.00 0.00 0.00
Span(in) = 42.00 3.00 0.00 0.00 Crest El.(ft) = 33.90 34.00 0.00 0.00
No.Barrels = 1 2 0 0 Weir Coeff. = 3.33 3.00 0.00 0.00
Invert El.(ft) = 26.00 32.00 0.00 0.00 Weir Type = Riser Broad - ---
Length(ft) = 100.00 0.00 0.00 0.00 Multistage = Yes No No No
Slope(%) = 0.50 0.00 0.00 0.00
N-Value = .013 .010 .000 .000
Orif.Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a Yes No No Exfiltration= 0.000 in/hr(Contour) Tailwater Elev.= 0.00 ft
Note:Culvert/Orifice outflows have been analyzed under inlet and outlet control.
Stage(ft) Stage/Storage Stage(ft)
3.00 3.00
2.00
2.00
1.00 - 1.00
0.00 0.00
0 40,000 80,000 120,000 160,000 200,000 240,000
Storage
Storage(cuft)

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Pont! Report \At 61- Po ,1,.E D # 1
Hydraflow Hydrographs by Intelisolve Sunday,Jun 10 2007,2:25 PM
Pond No. 8 - 57.17 Ac Basin-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(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 26.00 2,952 0 0
1.00 27.00 4,933 3,943 3,943
2.00 28.00 6,971 5,952 9,895
3.00 29.00 9,064 8,018 17,912
4.00 30.00 11,214 10,139 28,051
5.00 31.00 13,421 12,318 40,369
6.00 32.00 15,683 14,552 L54,921
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 Welr 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 ExfiItration= 0.000 in/hr(Wet area) Tailwater Elev.= 0.00 ft
Note:Culvert/Orifice outflows have been analyzed under inlet and outlet control.
Stage(ft) Stage I Storage Stage(ft)
6.00 6.00
5.00 5.00
4.00 - ---- 4.00
- 4.00
3.00 - 3.00
2.00 F. 2.00
1.00 I 1.00
_ _ - _ _ .
0.00 -- 0.00
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000 45,000 50,000 55,000
Storage(cuft)
- Storage

Pond Report v.;�T
Hydraflow Hydrographs by Intelisolve Sunday,Jun 10 2007,2:25 PM
Pond No. 9 - 57.17 Ac Basin-MAINBAY
Pond Data
Pond storage is based on known contour areas.Average end area method used.
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 26.00 27,610 0 0
1.00 27.00 29,910 28,760 28,760
2.00 28.00 32,620 31,265 60,025
3.00 29.00 35,430 34,025 94,050
4.00 30.00 38,309 36,870 130,920
5.00 31.00 44,270 41,290 172 0•
6.00 32.00 55,144 49,707 21,916
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 Multi-Stage No No No No
Slope(%) 0.00 0.00 0.00 0.00
N-Value = .000 .000 .000 .000
Orif.Coeff. = n nn 0.00 0.00 0.00
Multi-Stage = n/a No No No Exflltration= 0.000 in/hr(Wet area) Tailwater Elev.= 0.00 ft
Note:Culvert/Orifice outflows have been analyzed under inlet and outlet control.
Stage(ft) Stage 1 Storage Stage(ft)
6.00 6.00
5.00 5.00
4.00 r . 4.00
_
3.00 - 3.00
2.00 - 2.00
1.00 I 1.00
0.00 0.00
0 40,000 80,000 120,000 160,000 200,000 240,000
Storage Storage(cuft)

Page 1 of 1
CHANNEL ANALYSIS WORKSHEET
Date: 6/11/2007 Computed: JO Checked: TG Trigon Engineering Consultants,inc.
700 Blue Ridge Road
Suite 101
Project: Sea Wynde Plantation,Phase 1 -Shallotte,NC Raleigh,NC 27606
919.755.5011
Q 10 Year Discharge(cfs) A Flow Area(sf)
Zreq (Q x n)/(1.49 x Slope^0.5) P Wetted Perimeter(ft)
B Base Width(ft) R Hydraulic Radius(ft)
Y Normal Depth(ft) V Velocity(fps)
M1 . Left Side Slope Zav 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
Station: Pond 1 outlet swale
Description: 3.5'Base
Q= 52.3 cfs
Slope= 0.0050 ft/ft
n= 0.067 Class C Vegetation
Zreq= 33.4 ft
B Y M1 M2 A P R V Zav T Tp Remarks
- _ 25.7 18.7 1.37 1.9 31.8 0.75 1.00 Stable
Q 52.3 cfs
Slope= 0.0050 ft/ft
n 0.054 Class D Vegetation
Zreq 27.0 ft
B Y M1 M2 A P R V Zav T Tp Remarks
3.0 3.0 22.2 17.4 1.28 2.3 26.1 0.69 0.60 Unstable
Q= 52.3 cfs
Slope= 0.0050 ft/ft
n= 0.054 Class D Vegetation w/Permanent Soil Reinforcement Matting
Zreq= 27.0 ft PSRM: NAG P300 or equivalent
B Y M1 M2 A P R • V Zav T Tp Remarks
3.5 2.2 3.0 3.0 22.2 17.4 1.28 2.3 26.1 0.69 8.00 Stable

PERFORMANCE SPECIFICATION
ORTH
AMERIC £ 00
GREEN°
The P300 permanent turf reinforcement mat shall be a machine-produced mat of 100%UV stable polypropylene fiber.
The matting shall be of consistent thickness with synthetic fibers evenly distributed over the entire area of the mat.The
matting shall be covered on the top with black heavyweight UV stabilized polypropylene netting having ultraviolet
additives to prevent breakdown and an approximate 0.50 x 0.50 inch(1.27 x 1.27 cm)mesh size. The bottom net shall
also be UV stabilized polypropylene,with a 0.625 x 0.625 inch(1.57 x 1.57 cm)mesh size. The matting shall be sewn
together on 1.50 inch(3.81 cm)centers with UV stabilized polypropylene thread.
Slope Design Data
Slope Gradient(S)
Slope Length(L) <3:1 3:1-2:1 >2:1
20 ft(6 m) 0.001 0.029 0.082
20—50 ft 0.036 0.06 0.096
>50 ft(15.2 m) 0.07 0.09 0.11
Channel Design Data
Roughness Coefficients Maximum Permissible Shear Stress*
Flow Depth Manning's 'n' Short Duration Long Duration
<—0.50 ft(0.15 m) 0.034 Phase 1 3.0 lbs/ft2 2.0 lbs/ft2
0.50—2.00 ft 0.034-0.020 UNVEGETATED (144 Pa) (96 Pa)
>2.00 ft(0.60 m) 0.020 Phase 2 8.0 lbs/ft2 8.0 lbs/ft2
Values are approximate,precise values obtained from PARTIALLY VEGETATED (383 Pa) (383 Pa)
ECMDST'`' Phase 3 8.0 lbs/ft2 8.0 lbs/ft2
FULLY VEGETATED (383 Pa) (383 Pa)
Approximate Maximum Flow Velocity
Unvegetated=9 ft/s(2.7 m/s)
Vegetated= 16 ft/s(4.9 m/s)
*Performance values obtained through third party testing at the Texas Transportation Institute,Colorado State University,and Utah State
University based on soil loss failure criteria not exceeding 0.50 inches(1.27 cm).
Updated 1/2004

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DRAWDOWN CALCULATIONS
Cumbee
57.17 Acre Basin-WET POND#1
Storage Poo! Drawdown
Pond must detain the first 1"of runoff and release it in 2 to 5 days
INPUT •
Number of Drains= 2 Starting Water Elevation= 33.84 ft
Diameter of Drains= 3.0 in Ending Water Elevation= 32.00 ft
Orifice Coefficient= 0.60 ft Average Head= 0.92 ft
Elevation of Drains= 32.00 ft
OUTPUT
By the Orifice Equation:
Average Flow= 0.45 cfs
Volume of Storage= 129512 cf
Length of Drawdown= 285614 sec or 3.31 days OK
4/19/2007

Anti-Flotation Calculation
WATER QUALITY POND DESIGN
(57.17 Acre Basin) W 'Po h4 Co #a--
*Compare total weight of water in riser to total weight of concrete base
Total weight of water= 62.4 lb/ft3
Volume of Riser= maximum height of water(ft) *area of riser(ft2)
maximum height of water= 3. It
area of riser= 19.63 sf (D = 60 in)
Volume of Riser= 157.00 cf
Total weight= 9,797 lbs
Use Factor of Safety of _ therefore,need total weight of concrete base= 19,594 lbs
For Concrete Base,try: (6 7t long Use 150 lb/cf
6 rt wide
3.7 It high
Total Base Weight= 19,980 lbs > 19,594 lbs OK

RISER BASIN CALCULATIONS
Project: Cumbee Mixed Use
By: John F. Oglesby, PE
Date: 4/19/2007
Riser Basin: 57.17 Ac DA (area east of creek)
Check Volume Requirement
Drainage Area = 57.17 ac
Volume Required = 205,812 cy (calculated @ 3,600 cf/acre)
Volume Provided = 277,835 cy OK
Check Surface Area Requirement
Surface Area Required = 0.01 x Q10
Qio = cxIxA
where c= scs
I= scs —' Q10= 45.06 cfs
A= 2.59 ac
Surface Area Required = 0.45 ac
= 19,628 sf
Surface Area Provided = 67,907 sf OK
Calculate Weir
Q10 = cLH312
where Q1o= 45.06 cfs
c= 3
L= ??? —► L= 42.48 ft
H= 0.5'
Use L= 45 ft OK

RIP RAP CALCULATION
CUMBEE MIXED USE
Outlet: Flow from Pond Outlet Pipe (57.17 Acre Basin - WET POND)
Pipe Data
D = 36in
n = 0.013 °max = 47.27 cfs
slope = 0.005
Find Q,n 1o/Qmax = 2.39
c = FROM Use 1.0
lio = POND Q.o = 113.00cfs
A = CALCS
From Figure VIII-C-3, with Qio/Qr,iax = 1.00 oy/D = 1
y/D 0.5 (Maximum Tailwater)
From Table III-2, with y/D = 1 ►A/D2 = 0.7854
A = 7.07sf
V10 = Qio Zone: 3 (From Figure 3)
A
= 15.99 ft/sec
Rip Rap Dimensions: 24 ft Long
13 ft Wide
22 in Deep

TRIGON ENGINEERING CONSULTANTS, INC.
Subject w C 1 PO N 1) D ES( 6 M Date 3/2 Z/0 7
Set Up By
Work 14'i02o 62APH Computed By
JF'D
15E - g Aere__ 1 cz s t h (7O t,l 0 #2} Checked By
Project Cv M BEE Job No. o 3e- c' (07 w Page No. of
VRr = (S. ZiR A-L
SU i4/-+2GAT--S
I t•el P e 2 V 10 0 S = 9, 3 3 A-c- 9 8)
oPE nt SP/LCf = lo,45 A c ( o© 0 )
SotL T'tPES
Lc, Snet. faoup D .
o P E Nk 5 PA C— = 3. 85 A-c Lc--N o )
SOIL C20V c ,A
— OPC tit Sp,4c€ = Z. (pD Ac C C I4_ 39)
Cv (2WC MunnOFia
c-- _ 19, 3 3g,S) -t (3.g5 5©) + (z,G o)(39)
/ 5, 7S
CAI = S.3- `� _SAY 8 4
FLQw > !_Zo I @ 6, oi5-
7,
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Frt?e. FLOW 1 ) I98 ' :@o, 0_05'ft

8
V) —T (20 ev( 0 4 2
Table 8.03b
Runoff Curve Numbers(CN)
1
Hydrologic Soll Group
A B C D
Land Use/Cover
Cultivated land
without conservation 72 81 88 91
with conservation 62 71 78 81
Pasture land
poor condition 68 79 86 89
fair condition 49 69 79 84
good condition 39 61 74 80
Meadow
good condition , 30 58 71 78
Wood or forest land
Thin stand-poor cover, no mulch 45 66 77 83
Good stand-good cover 25 55 70 77
Open spaces, lawns,parks,golf courses,cemeteries,etc.
good condition:
grass cover on 75%
or more of the area (3 61 74 80
fair condition:
grass cover on 50
to 75%of the area 49 69 79 84
Commercial and business
areas(85%impervious) 89 92 94 95
Industrial districts
(72%impervious) 81 88 91 93
Residential:' Development completed and vegetation established
Average lot size Average%Impervious
1/8 acre or less 65 77 85 90 92
1/4 acre 38 61 75 83 87
1/3 acre 30 57 72 81 SR
1/2 acre 25 54 70 80 85
1 acre 20 51 68 79 84
2 acre 15 47 66 77 81
Paved parking lots, roofs,
driveways,etc. 98 98 98 98
Streets and roads
paved with curbs and
storm sewers 98 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 1/4 acre 88 93 95 97
Lot sizes of 1/2 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-SCS
8.03.10 Rev. 12193

Project: Cumbee Road Mix Use
Basin: 15.78 AC Basin (off polo() 4 2-
By: John F. Oglesby, PE
Date: 3/22/2007
t, (post)= 120' sheet flow
+ 205' shallow concentrated flow
+ 1190' Pipe flow
sheet: SG surface SS = smooth surface (n=0.011)
description SG = short grass (n=0.015)
DG = dense grass (n=0.24)
0.02 corresponding LU =woods, light underbrush (n=0.40)
n-value DU = woods, dense underbrush (n=0.80)
*** For average underbrush, use n=0.60
0.02 slope
tt= 0.007 (nL)°'8 where n= 0.015
P2 S
°.5 * °.4 L= 120'
P2= 3.60 in
s= 0.02 ft/ft
= 1.90 minutes
shallow: paved surface description (paved or unpaved)
concentrated 0.008 slope
205' length of flow, L
1.8 average velocity,V, ft/sec (figure 3-1)
tt= L
3600V
= 1.90 minutes
Pipe flow: 1190' length of flow
2.5 velocity, ft/sec (accepted assumed value)
tt= L
3600V
= 7.93 minutes
Total te= 11.73 minutes (post-development)

Hydrograph Plot w51- 90+gyp 4-2
Hydraflow Hydrographs by Intelisolve Monday, Mar 26 2007,3:1 PM
' alyd. No. 1
15.78 Acre Basin to Pond
Hydrograph type = SCS Runoff Peak discharge = 16.50 cfs
Storm frequency = 10 yrs Time interval = 3 min
Drainage area = 15.780 ac Curve number = 84
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 11.70 min
Total precip. = 4.25 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 100
Hydrograph Volume=149,585 cuft
15.78 Acre Basin to Pond
Q(cfs) Hyd. No. 1 -- 10 Yr Q(cfs)
18.00 I 18.00
I\
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 - 3.00
./i
0.00
0 3 5 8 10 13 15 18 20 23 25
Hyd No. 1 Time (hrs)

Hydrograph Plot er pomp
Hydraflow Hydrographs by Intelisolve Monday,Mar 26 2007,3:14 PM
.1yd. No. 1
15.78 Acre Basin to Pond
Hydrograph type = SCS Runoff Peak discharge = 37.94 cfs
Storm frequency = 100 yrs Time interval = 3 min
Drainage area = 15.780 ac Curve number = 84
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 11.70 min
Total precip. = 7.95 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 100
Hydrograph Volume=348,899 cuft
15.78 Acre Basin to Pond
Q (cfs) Hyd. No. 1 — 100 Yr Q(cfs)
40.00 I — 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
Time(hrs)
Hyd No. 1

TRIGON ENGINEERING CONSULTANTS, INC.
Subject \ r E 1-I "Flo !'1 PO N D Date
V ref M A i2 Y Set Up By J f=0
Work kl E1" Po id D * 2 Computed By J Fv feo L
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Subject hJ G I Po tJ 0 PG ' ( G p( Date / /a 7
'Pe,'d StI21 o'1
Set Up By
Work Po I. 0 Fp
Computed By
l S . 7 $ A c. -- 13c:._s: " (j)oMp # -) Checked By
Project C v Net. Job No. 03a- o6°7LA) Page No. of
TO T- E y4 = t S 7 S Arc.
-I net P A-R-.E _ 43, 3 3 A-
%_ c 1,1 to = 9- 33 ,e /ao = 51 °la
15.15
A-55' r'r PE' 6/ tr RocaL Df rrfi
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TRIGON ENGINEERING CONSULTANTS, INC.
Subject w ET 70 M 0 P G'S ( 6 rq Date 3 6 2- / 0 7
Rev'd 5/t6/o7
Set Up By
Work 1 ''' Computed By v F°
( S .7 3 r4 Tg 4 S: v\ (Y0 MD it 2) Checked By
Project C`) (‘``\ 3E- C Job No. 039`0G-°6' 64' Page No. of -
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kv ; b. S fi o ,b0 9 t . '/,o (,. VPerL(ODU
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i
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TRIGON ENGINEERING CONSULTANTS, INC.
Subject VET Po t4 ) 4i€G f 6 Ni Date 31 Z(c107
Rev' 511912od1
Set Up By
Work RAN,' ( Th1A L PrS f 1M( (RA i(O Computed By J Fv
(-5. 78 -Cry gas ; ( 0 MU * )
Checked By
Project C-0 f3 L Job No. a38-° 7 W Page No. of
lZe tSA\( V 0L U C = 16110 9 c.,-F
r A r`< <34,-\I v 0 L_v w1 L. ' S71 S 54 f
-ro. t -L_ v 0 L. r-t L = 73, 5(0 3
°,/6 FoiG-8A-Y 617)2A6 E 15,70 xr0a . = Z I , 4 %
131503 _.
ti

_ Hydrograph Plot WET' Po N D # 2
Hydraflow Hydrographs by Intelisolve Sunday,Jun 10 2007, 11:55 AM
Hyd. No. 6
15.78 Ac Basin
Hydrograph type = Reservoir Peak discharge = 12.24 cfs
Storm frequency = 10 yrs Time interval = 3 min
Inflow hyd. No. = 1 Max. Elevation = 37.36 ft
Reservoir name = 15.78 Ac Basin - WET POND Max. Storage = 65,316 cuft
Storage Indication method used. Hydrograph Volume=112,464 cuft
15.78 Ac Basin
Q (cfs) Hyd. No. 6-- 10 Yr Q (cfs)
18.00 I 18.00
15.00 15.00
12.00 12.00
{
9.00 9.00
6.00 6.00
3.00 ? 3.00
0.00 1 — 0.00
0 7 13 20 26 33 39 46 52 59 65 72
Time (hrs)
Hyd No. 6 Hyd No. 1 1111111111 Req. Stor=65,316 cult

Hydrograph Plot we r- pop a z
Hydraflow Hydrographs by Intelisolve Sunday,Jun 10 2007, 11:55 AM
Hyd. No. 6
15.78 Ac Basin
Hydrograph type = Reservoir Peak discharge = 37.76 cfs
Storm frequency = 100 yrs Time interval = 3 min
Inflow hyd. No. = 1 Max. Elevation = 37.55 ft
Reservoir name = 15.78 Ac Basin -WET POND Max. Storage = 71,172 cuft
Storage Indication method used. Hydrograph Volume=311,778 cuft
15.78 Ac Basin
Q(cfs) Hyd. No. 6-- 100 Yr Q (cfs)
40.00 - 40.00
30.00 30.00
20.00 20.00
10.00 '�1
� 1 10.00
0.00 , .iu. IIII. II I I 10.00
0 3 5 8 10 13 15 18 20 23 25
Time(hrs)
Hyd No. 6 Hyd No. 1 1111111111 Req. Stor= 71,172 cuft

Pond Report w Iffr Potty g ?
Hydraflow Hydrographs by Intelisolve Sunday,Jun 10 2007, 11:55 AM
Pond No. 1 - 15.78 Ac Basin-WET POND
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 35.00 24,473 0 0
1.00 36.00 27,041 25,757 25,757 ThailiMMIERESEra
2.00 37.00 29,665 28,353 54,110
3.00 38.00 32,347 31,006 85,116
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise(In) = 2.00 0.00 0.00 0.00 Crest Len(ft) = 60.00 5.00 0.00 0.00
Span(in) = 2.00 0.00 0.00 0.00 Crest El.(ft) = 37.20 36.40 0.00 0.00
No.Barrels = 1 0 0 0 Weir Coeff. = 3.00 3.00 3.33 0.00
Invert El.(ft) = 35.00 0.00 0.00 0.00 Weir Type = Broad Broad - ---
Length(ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No Yes No No
Slope(%) = 0.30 0.00 0.00 0.00
N-Value = .011 .013 .000 .000
Orif.Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a No No No Exfiltration= 0.000 in/hr(Contour) Tailwater Elev.= 0.00 ft
Note:Culvert/Orifice outflows have been analyzed under Inlet and outlet control.
Stage(ft) Stage/Storage Stage(ft)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 9,000 18,000 27,000 36,000 45,000 54,000 63,000 72,000 81,000 90,000
Storage(cuft)
Storage

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Pond Report kJEr PoNlo # Z
Hydraflow Hydrographs by Intelisolve Sunday,Jun 10 2007,2:25 PM
Pond No. 4 - 15.78 Ac Basin -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(cuft)
0.00 29.00 850 0 0
1.00 30.00 1,302 1,076 1,076
2.00 31.00 1,845 1,574 2,650
3.00 32.00 2,480 2,163 4,812
4.00 33.00 3,156 2,818 7,630
5.00 34.00 4,056 3,606 11,236
6.00 35.00 4,889 4,473 J 15,709 1
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 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 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(ft) Stage/Storage Stage(ft)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 I - 2.00
1.00 1.00
0.00 0.00
0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000
Storage Storage(cuft)

Pond Report Er PoiiD Pr 2
Hydraflow Hydrographs by Intelisolve Sunday,Jun 10 2007,2:26 PM
i Pond No. 5 - 15.78 Ac Basin-MAINBAY
Pond Data
Pond storage is based on known contour areas.Average end area method used.
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 29.00 3,628 0 0
1.00 30.00 5,256 4,442 4,442
2.00 31.00 6,978 6,117 10,559
3.00 32.00 8,759 7,869 18,428
4.00 33.00 10,635 9,697 28,125
5.00 34.00 14,609 12,622 40,747
6.00 35.00 19,605 17,107 ,854
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 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 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(ft) Stage/Storage Stage(ft)
6.00 6.00
5.00 5.00
•
4.00 4.00
3.00 1- 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 6,000 12,000 18,000 24,000 30,000 36,000 42,000 48,000 54,000 60,000
Storage(cuft)
Stcrage

DRAWDOWN CALCULATIONS
Cumbee
15.78 Acre Basin-WET POND#2 Rev'd 5/18/2001
Storage Pool Drawdown
Pond must detain the first 1"of runoff and release it in 2 to 5 days
INPUT
Number of Drains= 1 Starting Water Elevation= 36.36 ft
Diameter of Drains= 2.0 in Ending Water Elevation= 35.00 ft
Orifice Coefficient= 0.60 ft Average Head= 0.68 ft
Elevation of Drains= 35.00 ft
OUTPUT
By the Orifice Equation:
Average Flow= 0.09 cfs
Volume of Storage= 25042 cf
Length of Drawdown- 289057 sec or 3.35 days OK
drawdownandanti-flotationcalc
Chas H. Sells, Inc. 9 6/3/2007

RISER BASIN CALCULATIONS
Project: Cumbee Mixed Use
By: John F. Oglesby, PE
Date: 3/26/2007 (Rev'd 5/18/2007)
Riser Basin: 15.78 Ac DA
Check Volume Requirement
Drainage Area = 15.78 ac
Volume Required = 56,808 cy (calculated @ 3,600 cf/acre)
Volume Provided = 73,563 cy OK
Check Surface Area Requirement
Surface Area Required = 0.01 x Q10
Qio = cxlxA
where c= scs
1= scs Qio= 15.87 cfs
A= 15.78 ac
Surface Area Required = 0.16 ac
= 6,913 sf
Surface Area Provided = 24,473 sf OK
Calculate Weir
Q10 = cLH312
where Q10= 15.87 cfs
c= 3
L= ??? — L= 11.38 ft
H= 0.6'
Use L= 15 ft OK

TRIGON ENGINEERING CONSULTANTS, INC.
Subject W C t Pa N 0 0 ES c vM UI�t PQN() 3) Date 31121 o 7
Set Up By
Work I-IN D ea 6 2 A P 1t Computed By r—a
Checked By
Project Job No. Dag-O ,O7 (Al Page No. of
ply:: 5,?7 ,c...
Su
P . R2 A = Z, $ 3A-c ( cm = 9.8
o P�rt s p- .G = z - -.4L Cc.a' c
50 IL. T'/ PF-S_
f41 c. 60 l (.- (s. 4-0...)10 r r C o
— o PcFN 5 PA-c = Or 73 fie. (CM 74
LO = Sou__ CatraouP
— o p&,c s Pam►-c.-c = ,Z./ LC/1/4-1 = g° ). -
CA) RAJ & I.4ut-1i ( 12-
c.N = 0,-7-3 /7 4) 1- Z 2. (sod + z, A3 3(c )
5,77
cru = g8 I sA-Y
tk E+E-r- r-L.O LJ -= /Do f E 0, 0 1 i i r
P Pale) — � 260 ' - o, a a s %

Project: Cumbee Road Mix Use
Basin: 5.77 AC Pond .pogo#3
By: John F. Oglesby, PE
Date: 3/22/2007
tc (post)= 100' sheet flow
+ 50' shallow concentrated flow
+ 1200' Pipe flow
sheet: SG surface SS = smooth surface (n=0.011)
description SG = short grass (n=0.015)
DG = dense grass (n=0.24)
0.02 corresponding LU = woods, light underbrush (n=0.40)
n-value DU = woods, dense underbrush (n=0.80)
*** For average underbrush, use n=0.60
0.01 slope
tt= 0.007 (nL)08 _ where n= 0.015
0.5 * °.a s L= 100'
P2= 3.60 in
s= 0.01 ft/ft
= 2.55 minutes
shallow: paved surface description (paved or unpaved)
concentrated 0.01 slope
50' length of flow, L
2.0 average velocity,V, ft/sec(figure 3-1)
tt= L
3600V
= 0.42 minutes
Pipe flow: 1200' length of flow
2.5 velocity, ft/sec (accepted assumed value)
tt= L
3600V
= 8.00 minutes
Total tc= 10.97 minutes (post-development)

8
Table 8.03b
Runoff Curve Numbers(CN)
A Hydrologic Soil Group
B C D
Land Use/Cover
Cultivated land
without conservation 72 81 88 91
with conservation 62 71 78 81
Pasture land
poor condition 68 79 86 89
fair condition 49 69 79 84
good condition 39 61 74 80
Meadow
good condition 30 58 71 78
Wood or forest land
Thin stand-poor cover, no mulch 45 66 77 83
Good stand-good cover 25 55 70 77
Open spaces, lawns,parks,golf courses,cemeteries,etc.
good condition:
grass cover on 75% ,�
or more of the area 39 61 4 80
fair condition:
grass cover on 50
to 75%of the area 49 69 79 84
Commercial and business
areas(85%impervious) 89 92 94 95
Industrial districts
(72%impervious) 81 88 91 93
Residential:' Development completed and vegetation established
Average lot size Average%Impervious
1/8 acre or less 65 77 85 90 92
1/4 acre 38 61 75 83 87
1/3 acre 30 57 72 81 86
1/2 acre 25 54 70 80 85
1 acre 20 51 68 79 84
2 acre 15 47 66 77 81
Paved parking lots, roofs,
driveways,etc. 98 98 OD CD
Streets and roads
paved with curbs and
storm sewers 98 98 98 98
gravelrt 76 85 89 91
g
72 82 87 89
Newly graded area 81 89 93 95
Residential:Development underway and no vegetation
Lot sizes of 1/4 acre 88 93 95 97
Lot sizes of 1/2 acre 85 91 94 96
Lot sizes of 1 acre 82 90 93 95
Lot sizes of 2 acres 81 89 92 94
1Curve numbers are computed assuming the runoff from the house and driveway is directed toward the street.
source:USDA-SCS
8.03.10 Rev.32/93

- Hydrograph Plot wer paND t 3
Hydraflow Hydrographs by Intelisolve Monday,Mar 26 2007,8:55 AM
I
.-lyd. No. 3
Post development 5.77 Acre Basin
Hydrograph type = SCS Runoff Peak discharge = 6.86 cfs
Storm frequency = 10 yrs Time interval = 3 min
Drainage area = 5.770 ac Curve number = 88
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 11.00 min
Total precip. = 4.25 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 100
Hydrograph Volume=62,484 cuft
Post development 5.77 Acre Basin
Q (cfs) Hyd. No. 3-- 10 Yr Q (cfs)
7.00 -- 7.00
MEM' 3.00
6.00
5.00 _.-. __ ...-- 5.00
I . _ ._
4.00 4.00
3.00 3.00
2.00 2.00
1.00
1.00
/
0.00 0.00
0 3 5 8 10 13 15 18 20 23 25
Hyd No. 3
Time (hrs)

Hydrograph Plot w .r poop ft;
Hydraflow Hydrographs by Intelisolve Monday, Mar 26 2007,8:55 AM
elyd. No. 3
Post development 5.77 Acre Basin
Hydrograph type = SCS Runoff Peak discharge = 14.72 cfs
Storm frequency = 100 yrs Time interval = 3 min
Drainage area = 5.770 ac Curve number = 88
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 11.00 min
Total precip. = 7.95 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 100
Hydrograph Volume=137,535 cuft
Post development 5.77 Acre Basin
Q (cfs) cfs Q
Hyd. No. 3— 100 Yr (cfs)
15.00
----- 15.00
12.00 -
12.00
9.00
9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 3 5 8 10 13 15 18 20 23 25
Hyd No. 3
Time (hrs)

TRIGON ENGINEERING CONSULTANTS, INC.
Subject WET D�T E N T i O IJ Po N D Date
S V 1"I a ; A y Set Up By ..J Fo
Work J t"T Po l`I l) If 3 Computed By J r-O %ea(_
Checked By rG
Project sca tt-)y n c(e Ph's C. 1 Job No. 3Qa 06
Page No. of
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�1 ¢� TRIGON ENGINEERING CONSULTANTS, INC.
Subject NET G 1 srb s`T1'' z (Po mo ft 3) Date
Set Up By
Work 'ill z• Computed By
Checked By
F.
Project C�Z Job No. Page No. of
Pit (1 Ire D
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TRIGON ENGINEERING CONSULTANTS, INC.
Subject VI F! ?6 DFs c IS (Poni 0 3) Date 4/1/Q
/20D 7
7 / ��.� get/
Set Up By
Work \o L) M E Computed By J Fo
Checked By
Project WI Q 6'6 Job No. 038 -D6d 7
Page No. of
Fo 3 A- 4 V.-0.L.0 wA L.. 5, -P
M rat i3A-1 VoL i 'v E = Zo, Z(,•B c -P
TaTA-L vOL = F 3cr hAS ='jZ.5}-? _ Z . I
°/5 Fo 6 8/-Y 110 C.. = 5, 4 f x#Oo Z_I, z
251 7I2c-P-
0/G-

TRIGON ENGINEERING CONSULTANTS, INC.
I _
Subject I E ?OD Date . //9/2 ° 7
( Po IQ 0 t*3 ) ,fie vd ¢l�1�7
Set Up By
Work QU 0 F F l�Q' i�
Computed By J
S. 7 7 /C Ba 5 r>1 Checked By
Project CV M �6 Job No. ��io�� Page No. of
F( - T ( MC_t-- i2u t o F
l� 5;ft5 5GtivGi-ErS ,:mpI,e
Ru. = o .o5 + o .o0 9 i
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voLuwEE - 3E cow (ZoLLcv
V o L u IV t= ( r " )( or 49 i "if, ),(5. /7A-cjx-2/71-H-
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Hydrograph Plot W Er- Po M t it 3
Hydraflow Hydrographs by Intelisolve Sunday,Jun 10 2007, 12:14 PM
Hyd. No. 6
WET POND BASIN 5.77AC
Hydrograph type = Reservoir Peak discharge = 5.61 cfs
Storm frequency = 10 yrs Time interval = 3 min
Inflow hyd. No. = 3 Max. Elevation = 45.32 ft
Reservoir name = WET POND ROUTING (5.77AC) Max. Storage = 22,719 cuft
Storage Indication method used. Hydrograph Volume=62,225 cuft
WET POND BASIN 5.77AC
Q(cfs) Hyd. No. 6 — 10 Yr Q (cfs)
7.00 7.00
6.00 6.00
5.00 5.00
IL
4.00 4.00
- - - -------- ----
3.00
3.00
2.00 2.00
1.00 i - - 1.00
0.00 - _ 0.00
0 7 13 20 26 33 39 46 52 59 65
Time(hrs)
Hyd No. 6 Hyd No. 3 1111111111 Req. Stor= 22,719 cuft

• Hydrograph Plot wer Ponta FP 3
Hydraflow Hydrographs by Intelisolve Sunday,Jun 10 2007, 12:14 PM
Hyd. No. 6
WET POND BASIN 5.77AC
Hydrograph type = Reservoir Peak discharge = 14.35 cfs
Storm frequency = 100 yrs Time interval = 3 min
Inflow hyd. No. = 3 Max. Elevation = 45.61 ft
Reservoir name = WET POND ROUTING (5.77AC) Max. Storage = 26,668 cuft
Storage Indication method used. Hydrograph Volume=137,273 cuft
WET POND BASIN 5.77AC
Q(cfs) Q (cfs)
Hyd. No. 6- 100 Yr
15.00 15.00
III12.00 11
II
12.00
.. ...... .
9.00
9.00
6.00 II
6.00
III
3.00
--- - \ 3.00
-I- !Irl Irli
0.00 . !ill , Imm,...„,„..„.. 0.00
0 3 5 8 10 13 15 18 20 23 25 28
Time (hrs)
Hyd No. 6 Hyd No. 3 1111111111 Req. Stor=26,668 cuft

Pond Report \N ►- Po N 0 1+
Hydraflow Hydrographs by Intelisolve Sunday,Jun 10 2007, 12:13 PM
Pond No. 3 - WET POND ROUTING (5.77AC)
Pond Data
Pond storage is based on known contour areas.Average end area method used.
Stage i Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 43.50 11,158 0 0>I p,92 14¢.¢2 ' 10,9 4 e_u
1.00 44.50 12,525 11,842 11,842
2.00 45.50 13,949 13,237 25,079
3.00 46.50 15,428 14,689 39,767
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise(in) = 2.50 0.00 0.00 0.00 Crest Len(ft) = 10.00 0.00 0.00 0.00
Span(in) = 2.50 0.00 0.00 0.00 Crest El.(ft) = 45.00 0.00 0.00 0.00
No.Barrels = 1 0 0 0 Weir Coeff. = 3.00 3.33 0.00 0.00
Invert El.(ft) = 43.50 0.00 0.00 0.00 Welr Type = Broad
Length(ft) = 40.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope(%) = 0.00 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
Orif.Coeff. 0.60 0.60 0.00 0.00
Multi-Stage n/a No No No Exfiltratlon= 0.000 in/hr(Contour) Tailwater Elev.= 0.00 ft
Note:Culvert/Orifice outflows have been analyzed under inlet and outlet control.
Stage(ft) Stage/Storage Stage(ft)
3.00 3.00
2.00 - --- 2.00
1.00 - _- 1.00
0.00 0.00
0 4,000 8,000 12,000 16,000 20,000 24,000 28,000 32,000 36,000 40,000
Storage
Storage(cuft)

.•
-a /
) �
� 5 0a §
; - . 2
iinfi § a
• . < z
co
o /
9. iNi
$ o
f %n
. C
• 4. ¢
4 f
M
t
ic
iE t
.4 0, ` .
Z `
in o
CD
=
� 11) r 2 _B cp
0.0 > z z
ed > 2 0.) b
�§ 73
% §
°12. a)� 0
l ' t
W Q
CL
01
a
.
= C
k a.0
0 Cl)
% CL
01
/ o
�
. I
( . I a
0
VI 0. 7
- �
_ �
&0 0 0 o 0 .15
W 2 M / 9 - -

Pond Report uwE r ?o M 0 It 3
Hydraflow Hydrographs by Intelisolve Sunday,Jun 10 2007,2:26 PM
Pond No. 1 - FOREBAY(5.77 AC BASIN)
Pond Data
Pond storage is based on known contour areas.Average end area method used.
Stage I Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuff)
0.00 39.50 602 0 0
1.00 40.50 933 768 768
2.00 41.50 1,318 1,126 1,893
3.00 42.50 1,761 1,540 3,433
4.00 43.50 2,261 2,011
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 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 Exfiltration= 0.000 in/hr(Contour) Tailwater Elev. 0.00 ft
Note:Culvert/Orifice outflows have been analyzed under inlet and outlet control.
Stage(ft) Stage/Storage Stage(ft)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
7'
0.00 - 0.00
0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500
Storage Storage(cult)

Pond Report w Er Po u $ 3
Hydraflow Hydrographs by Intelisolve Sunday,Jun 10 2007,2:26 PM
Pond No. 2 - MAINBAY(5.77 AC BASIN)
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(cuff) Total storage(cuft)
0.00 39.50 2,868 0 0
1.00 40.50 3,630 3,249 3,249
2.00 41.50 4,463 4,047 7,296
3.00 42.50 6,304 5,384 1 • •
4.00 43.50 8,873 7,589 20,268
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 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 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(ft) Stage/Storage Stage(ft)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 I 1.00
0.00 0.00
0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000 20,000 22,000
Storage(cuft)
Storage

DRAWDOWN CALCULATIONS
Cumbee
5.77 Acre Basin-WET POND#3
Storage Pool Drawdown
Pond must detain the first 1"of runoff and release it in 2 to 5 days
INPUT
Number of Drains= 1 Starting Water Elevation= 44.43 ft
Diameter of Drains= 2.5 in Ending Water Elevation= 43.50 ft
Orifice Coefficient= 0.60 ft Average Head= 0.47 ft
Elevation of Drains= 43.50 ft
OUTPUT
By the Orifice Equation:
Average Flow= 0.11 cfs
Volume of Storage= 2.5042 cf
Length of Drawdown= 223713 sec or 2.59 days OK
drawdownandanti-flotationcalc
Chas H. Sells, Inc. 9 4/20/2007

TRIGON ENGINEERING CONSULTANTS, INC.
Subject W E i P o-.,4D 0 C.S 1 NI Date 3/z Z/o 7
wT Po N Pi- Set Up By
Work 1 YPlb0 G12APH-
Computed By
Checked By
Project L M 6 C Job No. o 3 S-o(oo? W Page No. - of
DA = I2, i2. 4L
SO 13 A(2-EA
I p. - 5.1 2 A-c- ( C Al = 981....
O P en( S PA-L E = ?.Oa ( 6'60 D)
So t.>lASS._
d Sc.( 4 .00P " C �r
— oP -M sPA-C€ = I-, 6a, A-c Ai - 74)
So o P " D "
5D.4(E = 2, 34- .4 c C LIU = ko).
cot .vE MUM3 C2.
G k./ -- S /Z(9'9) 4.66( 7 + Z,3 E-C 8o}
�2 , ' Z
LI�1 = 9 5 3 c.9 y 8,5"
T l /CIF .0 F 'c'M C m TY?�►�rt��lr
µeEr .F.Law > iSc o, o
SN�+L� ow ComC , .) 2 o' o, ooS._ %t
Pi Pam t.0/5 '6.c,

Project: Cumbee Road Mix Use
Basin: 12.12 AC Pond fuer Post.0 # 4
By: John F. Oglesby, PE
Date: 3/22/2007
tc (post)= 250' sheet flow
+ 280' shallow concentrated flow
+ 1015' Pipe flow
sheet: SG surface SS = smooth surface (n=0.011)
description SG = short grass (n=0.015)
DG = dense grass (n=0.24)
0.02 corresponding LU =woods, light underbrush (n=0.40)
n-value DU =woods, dense underbrush (n=0.80)
*** For average underbrush, use n=0.60
0.01 slope
tt= 0.007 (nL)°8 where n= 0.015
P2.5 * o.4 s L= 250'
P2= 3.60 in
s= 0.01 ft/ft
= 5.31 minutes
shallow: paved surface description (paved or unpaved)
concentrated 0.005 slope
280' length of flow, L
1.4 average velocity,V, ft/sec (figure 3-1)
tt= L
3600V
= 3.33 minutes
Pipe flow: 1015' length of flow
2.5 velocity, ft/sec (accepted assumed value)
tt= L
3600V
= 6.77 minutes
Total t,= 15.41 minutes (post-development)

8
wei .poto ft4
Table 8.03b
Runoff Curve Numbers(CN)
i
Hydrologic Soil Group
A B C D
Land Use/Cover
Cultivated land
without conservation 72 81 88 91
with conservation 62 71 78 81
Pasture land
poor condition 68 79 86 89
fair condition 49 69 79 84
good condition 39 61 74 80
Meadow
good condition 30 58 71 78
Wood or forest land
Thin stand-poor cover, no mulch 45 66 77 83
Good stand-good cover 25 55 70 77
Open spaces, lawns,parks,golf courses,cemeteries,etc.
good condition:
grass cover on 75%
or more of the area 39 61 4 8
fair condition:
grass cover on 50
to 75%of the area 49 69 79 84
Commercial and business
areas(85%impervious) 89 92 94 • 95
Industrial districts
(72%impervious) 81 88 91 93
Residential:1 Development completed and vegetation established
Average lot size Average%Impervious
1/8 acre or less 65 77 85 90 92
1/4 acre 38 61 75 83 87
1/3 acre 30 57 72 81 86
1/2 acre 25 54 70 80 85
1 acre 20 51 68 79 84
2 acre 15 47 66 77 81
Paved parking lots, roofs,
driveways,etc. 98 98 98 98
Streets and roads
paved with curbs and
storm sewers 98 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 1/4 acre 88 93 95 97
Lot sizes of 1/2 acre 85 91 94 96
Lot sizes of 1 acre 82 90 93 95
Lot sizes of 2 acres 81 89 92 94
1Curve numbers are computed assuming the wnoff from the house and driveway is directed toward the street.
source:USDA-SCS
8.03.10 Rev. 12/93

•
Hydrograph Plot ,,,J€ 9ao9 t+ +
Hydraflow Hydrographs by Intelisolve Monday,Mar 26 2007,8:59 AM
I .iyd. No. 2
Post developoment 12.12 Acre Basin
Hydrograph type = SCS Runoff Peak discharge = 10.85 cfs
Storm frequency = 10 yrs Time interval = 3 min
Drainage area = 12.120 ac Curve number = 85
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 15.40 min
Total precip. = 4.25 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 100
Hydrograph Volume=118,867 cuft
Post developoment 12.12 Acre Basin
Q (cfs) Q
Hyd. No. 2 -- 10 Yr (cfs)
12.00 - -- - 12.00
10.00 10.00
8.00 • 8.00
6.00 6.00
4.00 4.00
2.00 ' ) \\ 2.00
0.00 _.._ _ _ .-
0.00
0 3 5 8 10 13 15 18 20 23 25 28
Hyd No.2 Time (hrs)

Hydrograph Plot 6-f polo 1+ q-
Hydraflow Hydrographs by Intelisolve Monday, Mar 26 2007,8:59 AM
1-yd. No. 2
Post developoment 12.12 Acre Basin
Hydrograph type = SCS Runoff Peak discharge = 24.69 cfs
Storm frequency = 100 yrs Time interval = 3 min
Drainage area = 12.120 ac Curve number = 85
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 15.40 min
Total precip. = 7.95 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 100
Hydrograph Volume=273,194 cuft
Post developoment 12.12 Acre Basin
Q (cfs) Hyd. No. 2-- 100 Yr Q(cfs)
28.00 --- 28.00
1.00 24.00
20.00 ,f\ 20.00
16.00 16.00
12.00 12.00
III
8.00 8.00
4.00
4.00
r
.i
0.00 ___.-�,._ --.-
0.00
0 3 5 8 10 13 15 18 20 23 25 28
---- -- Hyd No. 2 Time(hrs)

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Hydrograph Plot w ET IPo N1 u s 9-
Hydraflow Hydrographs by Intelisolve Sunday,Jun 10 2007, 12:12 PM
Hyd. No. 7
WET POND 12.12 BASIN
Hydrograph type = Reservoir Peak discharge = 10.74 cfs
Storm frequency = 10 yrs Time interval = 3 .min
Inflow hyd. No. = 2 Max. Elevation = 45.37 ft
Reservoir name = WET POND(12.12 BASIN ) Max. Storage = 25,260 cuft
Storage Indication method used. Hydrograph Volume=118,788 cuft
WET POND 12.12 BASIN
Q(c ) Hyd. No. 7-- 10 Yr Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00
2.00
I
��
0.00 - I -� 0.00
1
0 6 11 17 22 28 33 39 44 50 55
Time(hrs)
Hyd No. 7 Hyd No. 2 1111111111 Req. Stor=25,260 cuft

Hydrograph Plot \NE r pow D 4
I Hydraflow Hydrographs by Intelisolve Sunday,Jun 10 2007, 12:12 PM
Hyd. No. 7
WET POND 12.12 BASIN
Hydrograph type = Reservoir Peak discharge = 24.65 cfs
Storm frequency = 100 yrs Time interval = 3 min
Inflow hyd. No. = 2 Max. Elevation = 45.50 ft
Reservoir name = WET POND(12.12 BASIN ) Max. Storage = 27,135 cuft
Storage Indication method used. Hydrograph Volume=273,114 cuft
WET POND 12.12 BASIN
Q (cfs) Hyd. No. 7— 100 Yr Q (cfs)
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
i - , ,'
0.00 - .WI 1
0 3 5 8 10 13 15 18 20 23 25 28
Time (hrs)
Hyd No. 7 Hyd No. 2 1111111111 Req. Stor=27,135 cuft

Pond Report WEr PoN O Pr -
Hydraflow Hydrographs by Intelisolve Sunday,Jun 10 2007, 12:16 PM
Pond No.. 7 - WET POND(12.12 BASIN )
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 43.50 12,177 0 0
1.00 44.50 13,562 12;870 12,870 1.55' 4_5.051 Z 0, 7 Z . c.v4
2.00 45.50 15,016 14,289- 27,159
2.50 46.00 15,761 7,694 34,853
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise(in) = 2.50 0.00 0.00 0.00 Crest Len(ft) = 50.00 0.00 0.00 0.00
Span(in) = 2.50 0.00 0.00 0.00 Crest El.(ft) = 45.20 0.00 0.00 0.00
No.Barrels = 1 0 0 0 Weir Coeff. = 3.00 3.33 0.00 0.00
Invert El.(ft) = 43.50 0.00 0.00 0.00 Weir Type = Broad --
Length(ft) = 20.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope(%) = 1.00 0.00 0.00 0.00
N-Value = .010 .013 .000 .000
Orif.Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage n/a No No No Exflltration= 0.000 in/hr(Contour) Tailwater Elev.= 0.00 ft
Note:Culvert/Orifice outflows have been analyzed under inlet and outlet control.
Stage(ft) Stage/Storage Stage(ft)
3.00
3.00
2.00
2.00
1.00 1.00
0.00 ' 1 0.00 •
0 3,000 6,000 9,000 12,000 15,000 18,000 21,000 24,000 27,000 30,000 33,000 36,000
-. Storage Storage(cuft)

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Pont! Report we---r pa v # q-
Hydraflow Hydrographs by Intelisolve Sunday,Jun 10 2007,2:27 PM
Pond No. 5 - FOREBAY(12.12 BASIN)
Pond Data
Pond storage is based on known contour areas.Average end area method used.
Stage I Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 37.50 178 0 0
1.00 38.50 397 288 288
2.00 39.50 697 547 835
3.00 40.50 1,074 886 1,720
4.00 41.50 1,526 1,300 3,020
5.00 42.50 2,052 1,789 4.809
6.00 43.50 2,652 2,352 17,1611
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 Multl-Stage No No No No
Slope(%) = 0.00 0.00 0.00 0.00
N-Value = .000 .000 .000 .000
Orlf.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(ft) Stage/Storage Stage(ft)
6.00 6.00
1111Mill.M1
5.00 5.00
_ _ . _ _ . _ KiirgaiMI
4.00 4.00
3.00
3.00
2.00 r 2.00
1.00 1.00
FM - NM . ._ _ _. __
0.00 0.00
0 700 1,400 2,100 2,800 3,500 4,200 4,900 5,600 6,300 7,000 7,700
Storage Storage(tuft)

.
Pond Report vier P 142 Pt 4
Hydraflow Hydrographs by Intelisolve Sunday,Jun 10 2007,2:27 PM
Pond No. 6 - MAINBAY(12.12 BASIN)
Pond Data
Pond storage is based on known contour areas.Average end area method used.
Stage i Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 37.50 1,880 0 0
1.00 38.50 2,507 2,194 2,194
2.00 39.50 3,224 2,866 5,059
3.00 40.50 4,022 3,623 8,682
4.00 41.50 4,890 4,456 13,138
5.00 42.50 6,846 5,868 19,006
6.00 43.50 9,091 7,969 26,975 t
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 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 i. No Exfiltration= 0.000 in/hr(Wet area) Tailwater Elev.= 0.00 ft
Note:CulverUOrifice outflows have been analyzed under inlet and outlet control.
Stage(ft) Stage/Storage Stage(ft)
6.00 6.00
•
5.00
4.00 4.00
3.00 3.00
2.00 zie.....././ 2.00
•
1.00 1.00
0.00 0.00
0 3,000 6,000 9,000 12,000 15,000 18,000 21,000 24,000 27,000
Storage
Storage(cult)

DRAWDOWN CALCULATIONS
Curnbee
12.12 Acre Basin-WET POND#4
I Storage Pool Drawdown
Pond must detain the first 1"of runoff and release it in 2 to 5 days
INPUT
Number of Drains= 1 Starting Water Elevation= 45.05 ft
Diameter of Drains= 2.5 in Ending Water Elevation= 43.50 ft
Orifice Coefficient= 0.60 ft Average Head= 0.77 ft
Elevation of Drains= 43.50 ft
OUTPUT
By the Orifice Equation:
Average Flow= 0.14 cfs
Volume of Storage= 25042 cf
Length of Drawdown= 173287 sec or 2.01 days OK
drawdownandanti-flotationcalc
Chas H. Sells, Inc. 9 4/19/2007

TRIGON ENGINEERING CONSULTANTS, INC.
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Project: Cumbee Road Mix Use
Basin: 2.59 AC Basin tkef 4oµ p t
By: John F. Oglesby, PE
Date: 3/22/2007
t, (post)= 110' sheet flow
+ 50' shallow concentrated flow
+ 400' Pipe flow
sheet: SG surface SS = smooth surface (n=0.011)
description SG = short grass (n=0.015)
DG = dense grass (n=0.24)
0.02 corresponding LU =woods, light underbrush (n=0.40)
n-value DU =woods, dense underbrush (n=0.80)
*** For average underbrush, use n=0.60
0.01 slope
tt= 0.007 (nL)08 where n= 0.015
Po.s * o.4 2 s L= 110'
P2= 3.60 in
s= 0.01 ft/ft
= 2.75 minutes
shallow: paved surface description (paved or unpaved)
concentrated 0.008 slope
50' length of flow, L
1.8 average velocity,V, ft/sec (figure 3-1)
tt= L
3600V
= 0.46 minutes
Pipe flow: 400' length of flow
2.5 velocity, ft/sec (accepted assumed value)
tt= L
3600V
= 2.67 minutes
Total tc= 5.88 minutes (post-development)

8
w i Pow) 11K5
Table 8.03b
Runoff Curve Numbers(CN)
'Hydrologic Soli Group
A B C D
Land Use/Cover
Cultivated land
without conservation 72 81 88 91
with conservation 62 71 78 81
Pasture land
poor condition 68 79 86 89
fair condition 49 69 79 84
good condition 39 61 74 80
Meadow
good condition 30 58 71 78
Wood or forest land
Thin stand-poor cover, no mulch 45 66 77 83
Good stand-good cover 25 55 70 77
Open spaces, lawns,parks,golf courses,cemeteries, etc.
good condition:
grass cover on 75% ,�'�
or more of the area 39 61 74 0
fair condition:
grass cover on 50
to 75%of the area 49 69 79 84
Commercial and business
areas(85%impervious) 89 92 94 95
Industrial districts
(72%impervious) 81 88 91 93
Residential:' Development completed and vegetation established
Average lot size Average%Impervious
1/8 acre or less 65 77 85 90 92
1/4 acre 38 61 75 83 87
1/3 acre 30 57 72 81 86
1/2 acre 25 54 70 80 85
1 acre 20 51 68 79 84
2 acre 15 47 66 77 81
Paved parking lots, roofs,
driveways,etc. 98 98 98 l
Streets and roads
paved with curbs and
storm sewers 98 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 1/4 acre 88 93 95 97
Lot sizes of 1/2 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-SCS
8.03.10 Rev. 12/93

Hydrograph Plot im E1- eo Mo 4
Hydraflow Hydrographs by Intelisolve Monday,Mar 26 2007,3:1 PM
rlyd. No. 4
2.59 Acre Basin to Pond
Hydrograph type = SCS Runoff Peak discharge = 4.34 cfs
Storm frequency = 10 yrs Time interval = 3 min
Drainage area = 2.590 ac Curve number = 92
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5.90 min
Total precip. = 4.25 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 100
Hydrograph Volume=31,813 cuft
2.59 Acre Basin to Pond
Q (cfs) cfs Q
Hyd. No.4— 10 Yr (cfs)
5.00
1 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
)
0.00 - t __-__._._ -- _ `---- .�
0.00
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
----- Hyd No.4

Hydrograph Plot wet PpmO �
Hydraflow Hydrographs by Intelisolve Monday,Mar 26 2007,3:14 PM
rlyd. No. 4
2.59 Acre Basin to Pond
Hydrograph type = SCS Runoff Peak discharge = 8.72 cfs
Storm frequency = 100 yrs Time interval = 3 min
Drainage area = 2.590 ac Curve number = 92
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5.90 min
Total precip. = 7.95 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 100
Hydrograph Volume=66,231 cuft
2.59 Acre Basin to Pond
Q (cfs) Q cfs
Hyd. No.4— 100 Yr (cfs)
10.00 i 10.00
8.00 -
8.00
6.00 6.00
4.00 4.00
2.00 - 2.00
. 1--
I
0.00 —
0.00
0 3 5 8 10 13 15 18 2.0 23 25
I
Hyd No. 4
Time (hrs)

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V aLU 1\7f C.ork'Q2© L To coN reo L
v o L u rate = (1 " 0.635 '4/70 )(z•.�c) y ,L
a. /3 7 .4c-- _ �+
5a4 @ 18, o ' ELEU " JO) ZZ9 S
o - gV4,.a ._ .d -d poo L 1
z2_9
ELCV PeR-r \ Poo L
't ,o '. vNo t- : et-gro ' D. S '` _ ¢8,58 f.
4.N7C._ T V At-L_ Po tii 0._ 6 r'D RA-C _S r k e e 48.50-r= 49,28O �f
(o,,ZSo_A-F 5, /70 co_ D)

Hydrograph Plot WET- Po N 0 i
Hydraflow Hydrographs by Intelisolve Sunday,Jun 10 2007, 11:57 AM
Hyd. No. 7
2.59 Acre Basin
Hydrograph type = Reservoir Peak discharge = 3.61 cfs
Storm frequency = 10 yrs Time interval = 3 min
Inflow hyd. No. = 4 Max. Elevation = 49.12 ft
Reservoir name = 2.59 Ac Basin -WET POND Max. Storage = 12,361 cuft
Storage Indication method used. Hydrograph Volume=31,776 cuft
2.59 Acre Basin
Q (ems) Hyd. No. 7— 10 Yr Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 5 10 15 20 25 30 35 40 45 50
Time (hrs)
Hyd No. 7 Hyd No. 4 1111111111 Req. Stor= 12,361 cuff

,
Hydrograph Plot WET PoND Ff 5
Hydraflow Hydrographs by Intelisolve Sunday,Jun 10 2007, 11:57 AM
Hyd. No. 7
2.59 Acre Basin
Hydrograph type = Reservoir Peak discharge = 8.63 cfs
Storm frequency = 100 yrs Time interval = 3 min
Inflow hyd. No. = 4 Max. Elevation = 49.23 ft
Reservoir name = 2.59 Ac Basin - WET POND Max. Storage = 13,664 cuft
Storage Indication method used. Hydrograph Volume=66,194 cuft
2.59 Acre Basin
Q (ems) Hyd. No. 7 -- 100 Yr Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 4 8 12 16 20 24 28 32 36 40 44
Time (hrs)
Hyd No. 7 Hyd No. 4 111111/111 Req. Stor= 13,664 cuft

Pond Report WET- PO N P FF 5
Hydraflow Hydrographs by Intelisolve Sunday,Jun 10 2007,11:56 AM
Pond No. 2 - 2.59 Ac Basin -WET POND
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 48.00 10,229 0 0>40.59 ' 4 ,58 Co,Z O co-F4-1
1.00 49.00 11,429 10,829 10,829
2.00 50.00 13,090 12,260 23,089
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise(In) = 2.00 0.00 0.00 0.00 Crest Len(ft) = 25.00 0.00 0.00 0.00
Span(in) = 2.00 0.00 0.00 0.00 Crest El.(ft) = 49.00 0.00 0.00 0.00
No.Barrels = 2 0 0 0 Weir Coeff. = 3.00 3.33 0.00 0.00
Invert El.(ft) = 48.00 0.00 0.00 0.00 Weir Type = Broad - -- --
Length(ft) = 20.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope(%) = 1.00 0.00 0.00 0.00
N-Value .010 .013 .000 .000
Orif.Coeff. 0.60 0.60 0.00 0.00
Multi-Stage n/a No No No ExfiItration= 0.000 in/hr(Contour) Tailwater Elev.= 0.00 ft
Note:Culvert/Orifice outflows have been analyzed under inlet and outlet control.
Stage(ft) Stage/Storage Stage(ft)
2.00 2.00
--1.80 1.80
1.60 -__ 1.60
1.40 -- 1.40
1.20 -� 1.20
1.00 __ EM 1.00
0.80 0.80
0.60 �/ 0.60
0.40
0.20 0.40
0.20
0.00 ' 0.00
0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000 20,000 22,000 24,000
Storage
Storage(cuft)

II
0
b
c
a•s- o 2
tir w
O <
Z pp
C r
0 r
C V
0 rr� (4 0
E
t N
O. } o O
r
I- ILI C
7
A
(1
C
CO
LC) at
O
.! O
0 {
4
e
o
4
CO
I+4
a
03
0
a
0
0 • a
lzi c_
M
13 I
O 6 .
03 W
ti 0
o 4-
a. (13
bri
{Mi ,` >
1 0 Q O 0
C F 0.I 0

Pond Report v./cr .po m 0 t* 5
Hydraflow Hydrographs by Intelisolve Sunday,Jun 10 2007,2:26 PM
Pond No. 6 - 2.59 Ac Basin -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(sgft) Incr.Storage(cuft) Total storage(cuft)
0.00 45.00 400 0 0
1.00 46.00 842 621, 621
2.00 47.00 1,305 1,074 l
3.00 48.00 1,975 1,640
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 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 Exflltration= 0.000 in/hr(Wet area) Tailwater Elev.= 0.00 ft
Note:CulvertOr'fiice outflows have been analyzed under inlet and outlet control.
Stage(ft) Stage/Storage Stage(ft)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 300 600 900 1,200 1,500 1,800 2,100 2,400 2,700 3,000 3,300 3,600
Storage Storage(cuft)

Pond Report VJer Po hip 145
Hydraflow Hydrographs by Intelisolve Sunday,Jun 10 2007,2:37 PM
Pond No. 7 - 2.59 Ac Basin-MAINBAY
Pond Data
Pond storage is based on known contour areas.Average end area method used.
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 45.00 3,004 0 0
1.00 46.00 3,829 3,417 3,417
2.00 47.00 5,682 4,756 8,172
3.00 48.00 8,200 6,941 I. 5, 3
Culvert I 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 Welr 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 Exfiltration= 0.000 in/hr(Wet area) Tailwater Elev.= 0.00 ft
Note:CulvertOrifice outflows have been analyzed under inlet and outlet control.
Stage(ft) Stage/Storage Stage(ft)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000
Storage Storage(cuft)

DRAWDOWN CALCULATIONS
Cumbee
2.59 Acre Basin-WET POND#5
Storage Poo! Drawdown
Pond must detain the first 1"of runoff and release it in 2 to 5 days
INPUT
Number of Drains= 2 Starting Water Elevation= 48.46 ft
Diameter of Drains= 2.0 in Ending Water Elevation= 48.00 ft
Orifice Coefficient= 0.60 ft Average Head= 0.23 ft
Elevation of Drains= 48.00 ft
OUTPUT
By the Orifice Equation:
Average Flow= 0.10 cfs
Volume of Storage= 25042 cf
Length of Drawdown= 248510 sec or 2.88 days OK
4/19/2007

Surface Area/Drainage Area Ratios
85% TSS Removal
30 Foot Vegetated Filter Required
I I i
DEPTH
3' 3.5' 4.0' 4.5' 5.0' 5.5' 6.0' 6.5' 7.0' 7.5'
IMP %
� 1
10% .9 .8 r .7 .6 .5 0 0 j 0 0 0
20% 1.7 1.3 1.2 1.1 1.0 , .9 .8 .7 .6 .5
30% 2.5 2.2 1.9 1.8 1.6 1.5 1.3 1.2 1.0 .9
40% 3.4 3.0 2.6 2.4 2.1 1.9 1.6 1.4 1.1 1.0
50% 4.2 3.7 3.3 3.0 2.7 2.4 2.1 I 1.8 1.5 1.3
60% 5.0 4.5 3.8 3.5 3.2 I 2.9 2.6 2.3 2.0 1.6
70% 6.0 5.2 4.5 4.1 I 3.7 3.3 2.9 2.5 2.1 1.8
80% 6.8 6.0 5.2 4.7 4.2 3.7 3.2 I 2.7 2.2 2.0
90% 7.5 6.5 5.8 5.3 4.8 4.3 3.8 3.3 2.8 1.3
100% I 8.2 7.4 6.8 6.2 5.6 5.0 I 4.4 3.8 I 3.2 I 2.6
'Revised 10/31/97
90% TSS Removal
No Vegetated Filter Required
DEPTH (
3' 3.5' 4.0' 4.5' 5.0' 5.5' 6.0' 6.5' 7.0' 7.5'
IMP %
7c 10% I 1.3 I 1.0 .8 .7 .6 .5 .4 .3 .2 r .1
Gv5 20% 2.4 2.0 1.8 1.7 j 1.5 1.4 1.2 1.0 .9 .6
30% 3.5 I 3.0 2.7 2.5 I 2.2 1.9 1.6 1.3 1.1 .8
40% 4.5 4.0 3.5 3.1 j 2.8 2.5 2.1 1.8 1.4 I 1.1
50% 5.6 r 5.0 4.3 I-3.9 i 3.5 3.1 2.7 2.3 I 1.9 I 1.5
r 60% 7.0 6.0 5.3 I 4.8 4.3 I 3.9 3.4 i 2.9 I 2.4 I 1.9 i
70% I 8.1 7.0 I 6.0 55 j 5.0 4.5 ' 3.9 3.4 2.9 2.3 •
80% I~9.4 8.0I 7.0 6.4 I 5.7 I 5.2 I 4.6 j 4.0 I 3.4 2.8 j
90% I 10.7 I 9.0 T 7.9 ! 7.2 6.5 I 5.9 5.2 - 4.6 3.9 I 3.3
100% 12.0 10.0 r 88 8 1 r�. 7 .1 r 7.3 6.6 5.8 5. 4.3 3.6V�
i i I i
(Note: The required surface area calculated from the tables is to be provided at the permanent pool
'elevation.
i

Figured. Average Velocity
(Source NRCS TR-55 Urban Hydrology for Small Watersheds. Second Edition. June 1986)
.50 —
1 1 IJ i 4- 1 I
Ha Irl/I�
- ■��t1�1111���111�Mr�w■
— M�....■■.l■._...■ -111/JS:I ��
�t i11i:1". Q11;:/ ■ I
.20 - II 111111111 IJtEiI I
.10.,
— ��IN■■auui',_
i ■■■MN■=I I III 0 MIMIMI.06 — ■■■�iirum■■■0
....
II__IUhIIII! illhIIIII
ilIsparamlmil
..- 11E111,41111AIffill
i - . ..... r.=NO NM.Willa MIS
i �2:=,4I•V%MIEN—IUI--�IN
miIIwduA11 ■
1111lllmsm i
-off - n. P iiiiiiiii�rniii
lIIIII��N111■ ■
I�IIII1M1IIIA ■
I AIIIIIIJIIU■ III ■ ■
.0l - . /1►1IIIIIIIIII■ II1 1
m�,_rw11�1111�11111�ww111�1m■11w■
i4II1III11I1IIiIIIIiii
IIINi.111.N
005 _ , dI
I I I I I 1 1 1 1 1 I
1 2 4 6 10 20
Average velocity, ft/sec
(Try of nalerkh Jrunrrrn 20I7'
}'Dann•aver l)esr,¢n Manual Page 56
._

APPENDICES A-39
e
APPENDIX 19.0
Circular Channel Ratiosa,'
Experiments have shown that n varies slightly with depth. This figure gives velocity and flow rate ratios for var
n (solid line) and constant n (broken line) assumptions. ,.
values of f and n
Eton nfull
1.0
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 I./
wetted ./ \
0
•
perimeter,P i�
0.8 - i�� ' v
•
I
Darcy-Weisbach �.�
friction factor,fre
.� /
0.7 ..� �/
---. / /
°' 0.6 discharge,Q , " '/�
m
co
01111'' ��/ hydraulic
0 0.5 �.' f� radius R
,c Manning's n
a " �'/
��� '/ variable Q/Qfuil
v 0.4
o ��' \ velocity,v • �'�// ---- constant Q/QFuil
1 / variable v/vfull
co
0.3 •�/ •� // -- constant vivfun _
/ \ '
'4/afull
area,A �� � '. / P/Pfull
0.2 i/ �,- ' N. ` ---- R/Rfull -
i�•�� n/null
�� ..
0.1 " fi��
.
1 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 Q,vv , A ,R, and P
Qfull full Afull Rfull full
D Governing equations
�A
��,� D-d
z
Bdeg=2 arccos 2 D v= 1.486 I`R,
Mild
2 Q=Av
A-
ID12 erad-sin0deg Slope is constant.
12I 2 n=0.013
P_
2 n
D d n 1 (ID�osao_ �D't.zoo
full 11
R= A
P
'Adapted from Design and Construction of Sanitary and Storm Sewers,p.87,ASCE, 1969,as originally presented in "Design of Sewers a"C
to Facilitate Flow," Camp, T. R., Sewage Works Journal, 18, 3 (1946). C.4-
bFor n=0.013
N ra
PROFESSIONAL PUBLICATIONS , ! NC .

•
Table II1.2.--(••ufou:r POW in c'urulcr 1Cr•t,ctut (lc ••i,i portly find! I ,ctr:, (lr:e,cncr III 3
i
t
.J d - depth of flow --.- O - d•tcharyc:n ct b.c fret Ix, second by Mrnn,ny-i font --1
J 0 - dander of P;Pe 4 1. n - Mann:ny's cocIl.c.cnt
•S A - ■rem of flow $ - slope of the channel belt torn and of thr water tv.facc
,
r11 hydra rI o.rad•us
•
+c•�` / "/''•• 1 A R On On ( d A (1 On On
::1• `' -3 D7 0 0,8/351/7 d9/3s 1/2 ` 0 ) D2 D DB/3c:/2 d8/3;1/2
11I.3. J -'
f 0.01 0.0013 0.0066 0.00007 15.04 0.51 0.4027 0.2531 0.239 1.442
T _ ' 0.02 0.0037 0.0132 0.00031 10.57 0.52 0.412] 0.2567 0.247 1.415
" � 0.03 ' 0.0069 0.0197 0.00074 8.5$ 0.53 : 0.4.2�27•1 0.2592 0.255 1398
-`Y:. 0.04 0.0105 . 0.0262 0.03133 7.3. 054 -0 4,11- 0.2621 0.263 1.362
0.05 0.01<7 0.0325 0.03722 6.55 0.55 0.4426 0.2649 0.771 1 336
1 0.06 0.0152 0.0389 OA0328 5.95 0.56 0:4523" 0.7676 0.279 1.311
Z 0.07 0.0242 0.0.451 0.03455 5.47 0.57 0.4625 0.2703 0.287 1_26
C.03 0.0234 0.0513 9.00504 5.09 0.58 0A724 ; 0.2728 0.295 ' 1.262
0.09 0.0350 0.0574 0.00775 4.76 0.59 0:4822• 0.2753 0.303 1.238
< - 0.1C• 0.0409 0.0635 0_00967 4.49 ( 0.60 0.4920 0.2776 n311 '•215
.i-3 0.11 0.0470 0.0695 0.01181 4.25 0.61 05018" 0.2799 1 u319 1.192
0.12 0.0534 0.0755 0 A1417 4.04 0.62 ,5j.5-1, 02821 0.327 1.170
YA,' 0.13. 0.0600 0.0813 0A1674 3,85 0.63 •0.52, II 0.2342 0.335 1.148
' 1 0.14 0.0668 0.0871 0.01952 3.69 0.64 05308' 0.2862 C?43 1.126
...; 0A .�
1:sz-.11.3 0.15 0.0739 0 0929 OA225. 3.54..- 0.65' Sires .C.2882.. 0.150 1.10�
W:.:22 0.16 0.0311 0.0935 ' 0.0257 3A1' • o.ds-.. .'O 99• '32900• .. J0..S8 1.094 -
? 0.17 0 0385 0.1042 0.0291 3.38 0.67_ d , r 02917 .6.356 1_C o4
r�_N' 0.1P ' 0.0961 0.1097 0_0327' 3.17 0.68 (15687''`'O2933 s 0.373 . 1.044
Y: 0.16 0.1039 0.1157 0.0365 3.06 0.69 . O k " 02948 0.380, 1.024
• ' • '0.20 - 0.1118 ' 0-1206 - 0A<06 - 296 0:70 0.5872::- 0.7962 .•0.388 •1.004 .
021 0.1199 0.1259 0_'1448 2.87 .0.71 05964' 03. 75 0.355 0945
0 22 , 0.1281 •1.1312 0.0492 2.79 0.72. 0.6054 02987 0.402 0S55
SZ 18-7 i [..23 -, 0.1265 0.1:.64 0.0537 2.71 0-73 0.0143. 0.2393. 0-<09 0 01.-17
k'.9.9 0.24 0.1449 0.1416• 0.0585 2.63 0.74 . 0-6231 0.5008 0.416 0928
•.
n 4.
t
6; 21-1 ' 0.75 0.1535 0.1466 0.0634 2.56 0.75• '0. 319 '03017 0 422_• I :0910
as:219 ;.35 0.1623 0.1516 3.0666 2.<9 0.76 0.E405" 03024 0.429 . 0851
1� a0.8 0.27 0.1711 . 0.15G5 0.0739 242 0.77 0_6489' 0.3031 0.435 0.873
-:302 ' 0.28 Y f 80o 0.1614 7A793 2.36 0.78 0.6573 ' 0.3036 0.441 0.856 I
1,t_°33.4 149 0.1890 0.11;62 0.0349 ' 2.30 0.79 O3655 0.3039 0:447 0)838
f: 1 - ,a-
.!.37.0 0.30 0.1982 0.1749 0.0207 - 225 0.80 0.6736 .02042 0-453 0821
:-43.8' 1.31 0.2074 • 0.1756 0.0966 2.20 0 81 0-6018 " o3O43 0.458 0.804 '
•?=�-;.6 0.32 0.2167 0.1802 0.1027 2.14 082 0.6893 03043 0.463 0787
=l-'<9_I 0.33 . 02260 0-1847 0_1069• . 2.09 023. 0.6969. 0.3041 0.468 0.770
53 7 '0.34' 0,2355. 0.1891 0.1153 2.05 0.84 07043 03038 0.473 0.753
...
•
▪ 4 0.35 02<50 0.1935 0.;18 2.03 0.65 0;7 11 5 03033 aa_4J7 0_726
0.36 0.25<6 0.1978 0.1784 1.958 086 0.7186 0.3026 0.481 0.710
66'9 037 ` 026<2 0.2020 0.1151 1915 O87 0.7251 03018 0.485 0.703
'�2 038 I 02779_ 4.2062 0.7470 1.875 068 0.7320 0300J 0.488 0.687
• 6O2 8 I 039 a 836 0.2102 0.7490 •A35 089 0.7334 02995 0.491 0.670
.Fitz07
0.40 0.!3:4 0.2147 0.1561 1.797 0.90 0.7445 02980 0.494 0_554
i122 . 0.1 .03032 0-2182 0.1633 1.760 091 0.7504 02963 0.496 0.637•
•164 0.42 63130. 0.2220 0.1705 1.724 0.92 0 7560 0.2944 0.497 0.621
216 _• 0.43 0.3273 0.2258 0.1779 1.689 0.93 0.7612 0.2921 0.498 ', 0.604
`_ 1 0.44 03128 0.2295 0.1854 1.655 094 0.7662 0.2895 0.498 0388
•
• 0.45 03428 0.2331 n.1529 1.622 095 0.7707 0.28f5 0 499 0571
.Z. 0.46 0.35:•7 0.2366 v.201 1.590 0.9g 0.7749 0.2829 0.456 t7J53
0.47 0.3627 0.2401 0.209 1.559 0.97 0.7785 0.2787 0.494 053.r
'7 0.48 0.3727 0.2435 0.216 1.530 0.98 0.7817 02735 0.489 0.517.
0.49 02227 0.2468 0.224 1.500 0.99 0.7641 01E56 0.483 0.496
•
0.50 0.3327 I 0.2507 0.232 ,4 71 I 1.00 _1 0.7854 0.2500. O-5) l 0.<C3 J
---
rII-19 •
.
,
ri
. -�1't7.-C^^ 1f-.7 ; I:. el .+cT�!:'• r-..N,).. :cs.✓-i _asT ,. ^<_-• :'-=r-• .,e.-,..-•c ":{1 .ra= ._a-73r-^Y..., )4a '._ �.
.- ..-f.-1 .....+ �`��Y.- If...-..1`. ... 7.f=:J4 1:�-•St-Sr-[?=2T�.t -...7 :�'.-r,u ,.'4'..� ..._.-.._ - - • .' .I_+'. -Ian"a. •.vSt..r. 1.

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) Qia
(3) V full -
(4) VIo
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 Di,is diameter.
For pipe arch,arch and box culverts,and paved channel outlets,
Do=Aa where A.=cross-sectional area of flow at outlet.
For multiple culverts,use Do= 1.25 x Da of single culvert.
Step 3) For apron grades of 10%or steeper,use recommendations
For next higher zone. (Zones 1 through 6).
('I & v 26 3
25 11 ; . l : t ; l : ; i; : i : ;I III I I, I1111 I
11, I I I I I Wile ,
i l ; i . l � 1 1
:: : 1 Illslullllull I .1 I II 11 11 : 1 ; ' I 'll II -
,I111 I I IIII III III I II I III I ( : :; . I
1111 :I , 1. 1 .1 . 11.111 111 1 I I:111 , l II
llliil1 I ; 111111111 III I 11 1.111 • 11111 II Il
' 1 Ill . 11ll : 11 1 ll 11111 1.11I II I .
1I11 C�.`1 I1111 • I IIII I11 I 1I 111111 II11 II 11
\11 1 1 11111111 III I II 11:Il . ; Il I1 11 II
20 11 1 ; 1 IIII IIII III I II Milli , 11 II
VIIIIIII IIIIIIIII III I II IIIII1111I 11 11
IIIII 11 ! 11 I11 I I 1.111111111 11
;I ' IIII11 I Tulin III 1 1 II1111 111 11 : :
11 II1111 IIIII III I 11 1111111111 11 11
11 II ; 1 ' 1II IIII III 1 II 1111 : 11111 11 II
� 1 : 11 �11111 : 11111 11 1 I 11111111111 II II
``I 11111 I IIIII III 1 111111111 II II
',1 11 I11111 ; IIII 111 1 1 111111111 11 II
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DIAMETER (Ft.)
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Rev.12/93 8.06.5

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Engineering Consultants Inc.
700 Blue Ridge Road, Suite 101 • Raleigh, NC 27606 • [phone] • FAX[phone]
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