20061798 Ver 6_More Info Received_20080813

?Transportation
Planning
-.00999 INEERING Bridge/Structural
low- Civil/Site
WE Design Your Tomorrow... Construction Observation
August 7, 2008
Ms. Cyndi Karoly
401 Oversight/Express Review Permitting Unit
NC Division of Water Quality
2321 Crabtree Blvd.
Suite 250
Raleigh, North Carolina 27604
RE: Summerwind Plantation
DWQ Project # 06-1798, Ver. 6
Dear Ms. Karoly;
AEG ? ? 7Q(l8
w5LWOS ANJ
The purpose of this letter is to respond on behalf of Summerwind Plantation to your May 23, 2008
Request for More Information for the above referenced project. Each requested item is shown below in
italics, with our corresponding response.
1. Please provide the appropriate BMP Supplement Forms in an organized manner, with all parts
of the form for each BMP attached together. Please refer to the BMPs in a consistent manner
throughout the submittal...
BMP forms have been reorganized and relabeled for consistency as requested to facilitate your
review. The items are contained in the attached package of plans and calculations.
2. Please completely fill out the Required Items Checklists and provide ALL required items,
including the planting plans. Please refer to plan and page sheet numbers that can be found in
the submittal.
Per our meeting with Annette Lucas on June 19th, 2008, the forms have been completed
providing all required items for level spreaders. Johnston County will be reviewing the storm
water quality devices for conformance with rules and regulations under their delegated authority.
Storm water BMP designs, including planting plans, will be forwarded to your office along with
approvals from Johnston County prior to construction of any BMPs.
3. In areas where regarding is proposed to provide appropriate filter strip slopes, you must show
all of the new grading lines within and around the perimeter of the proposed filter strip.
Grading lines are shown within the filter strips as requested.
559 Jones Franklin Road Phone: [phone]
Suite 164 Fax: [phone]
Raleigh, North Carolina 27606 [e-mail]
4. The filter strip down slope of level spreader 2 is directing a portion of the flow to the bypass
channel. Please redesign so that the bypass channel is completely out of the filter strip.
Contours and retaining walls have been revised to address this issue.
5. BMP#4 is proposed to be a wet detention pond, however no fore bay has been provided.
BMP#4 has been revised to show the fore bay.
6. All BMPs must be designed, at a minimum, to meet the standards in the NC BMP Manual....
BMPs have been designed in accordance with the NC BMP Manual. Johnston County will be
reviewing the plans under their delegated authority to ensure compliance with the Manual.
If you have any questions regarding the information or responses provided please contact me at your
earliest convenience at 919-851-8077.
yE y,
. Tucker, PE
Land Development Manager
Cc: Thomas Brown, USACE Raleigh Regulatory Office
Ron Mikesh, Summerwind Plantation
Phil May, Carolina Ecosystems, Inc.
ATTACIUW ENT 6
Exhibits (Engineering Plans & Calculations)
7dSS Nd1VAGS90 NOIJ"JSNLt7 - SdJ/S/9 - N9VS3n 31I8/NNO p
.ZqT-l
N9ISr717 3Nni"Islasulds - AUS301SNINNV7d AVIIVIHOdSNVMt ''HS ???
O2 _ VNI70M ILLMON =MOD NO,ZSNHO
f
A9 NOLLdla?S34 3144 ON L? 8158 616 :mR ..IH3H13ON3 ® z Z
I "L KWnS TV uIlIUM xoij v..LNv7cr aNim mgwwn s o o u g
2g SNOISIA3ZI F?1 •a^'Pa uafua? woof 655
Ll o rn
'- v
I
a
Mir
s
t illJylYL ia1Y'liy`• 1 ; - -,`- -- - ---
'fj?iiiii; iiY±i?FtjSi? ?a!Yi'?..?v,'? - -- „,•_ _ `^
.4
;- ;
00
` `1 `?''' i ji';I';ii1a;idi'Y kirk'-;--_t,. ? •I'r ? _ ? 4 y . _ __
F'iiirij,d3?i3tv?iiii;r,i?rii;+,?-- N ,i • I
1 ?±i1 Yi'; ji,!i$i±iji Yi` h`r- - '--_ ''' •`: 00
?po
O
1 ?I
lll?
7Y 1Y?i ii } 1 ' 1Y ?' W
P4
?li`I,?I,iliilisl,?liia?• is `i; ;- -
r-,r-,
ria1iyliyljali?Y``f, ?f ?' _,•??,"^'
Cie)
Q Q Ali {i?i'?f'• 3 s ?'•A?, 1 '' _ __ -,. - W
00
00
iiV yi irl1yl j Sl7y`r,,`?i
O • ? , lj,a 4,5 Nr!1i!Yi!ii!51i';.,, -, :i,
' ?" * r ' 1' ;'•? __ . _"„,
• ¦? '?l,ylj ilj Lljii±i ;r1,1?i ff - . - - - - - '
t-r-4
co?
1r!?.tif1Y;'?jNY?irij3jiSij,u,'•.- - = - - _ -'s . ?!i,'','?"i _ _ _ _ - _ "'`' _ O
1*4
44
A
4
h [rj I?? x y
'11 4?
COI
ot,
co?
. iT?',•4A f ?Yr•!ii' -
o f
?ti N M V in \O l*? op O%
y
8.9/W dng Wd 09k* 1
UbP'NV7d3ussvujN, wwnSM ?slm'd
u6FW7d31I S\SGW unS190 BSI M'\°d
7v7s ACK YAy3SB0 A0113WJSAW - Sd9/SI9 - ADS30 31IS/ /A40 t ?
M3U 3b/?lMJS1WPR - NUS.3019NIN" M0UV12AOdS*W.L F dNEf 00 a 4
2.o _ sxxo Q N zat
VA97ONVO MWON LEA 03 NOW11 ? g m
N ` N C\j
tole m 616 ma JNIN33NION3 o
? A8 NOlLd1b:)S3a 31da 'ON ttoe t$e 6l6 :--a llItl3Hl3
?i
H
h9i am^s'a ugluDAA 86L?r 699
sNOISIAM NiOLLd.LNvTd aNLM TM Wl19 o o g N
Lj--7
1 ? 1-' • # f
i
- ? ens
i
r
1 \y , ` )
i
n \
f
33
WR \X
1 \ \'ao m ?, i \ l \ \\ CL
O W \
1
Z i 1\7 7
>? PV P u vv
?1J
1 0 F? y; y
O \,\
\ r
Yy
ti
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1

1
?I
\ r
1 -
i
i
I
?- f
1
l
1
4 \
1
l ! r t i _
UDP'NV7d311S\SPW SSW 0SINYd
7VEFS M01lYAV3S80 AADUYWJ$RW - Sd9ISIS - AW30 3J/S/7bK7 M to
NUSM 3UAL-M.LS1359OR - AUS3019NIN" M7V1VAMSMI t# dWEf a o
.Z:1 m
g x
dNrATOU M RLMON ADMOJ NO.LSNHO Q N N
A8 LOW 199 616 mi ONI833NIJW3 W
.? d
NOLLdIb?S3a 31V4 ON ccoe M 6L6 :mQ
69l ax^SulPlMuaQJi P 659 ?lIH3Hl3?,A NOI.LVLNF7d aNI,999 WITS o xy? g x
8x SNOI$IA311 9LaRnS'pb w'
..
-k *
?k 2k
I lk --k J,
17 -k -c _-k.,_. I....
I lk ?k J lk I,k

Y' lk 'Y I Y' ?lf I Al

?if .. A, I

A, -1

I Sr if 11' --k I :L

lk I _ ? -if Nk 'r A J? ' ? I 9c 'c Ae .1 i IV i - S,
7VSS NOUVAYMOD M011aOV1SNQO - Sd'J M - ASS30 31Is/71/40
o t0
AWSW Mfi?JWWJS1-WOIY6 - MUSMISNINWd NOI.LV-90d$M.L S# ClWS 4 N z g m
ftl.-?? it, VNPIOaiVJ ILLMON A"MOO NOSNAO o N N
41 A9 LOW L98 616 =A JNIkl33NI9N3 o
NOLLd1aJS3a 31V4 ON tLOO toe L9 tse 616 .tne
IlIH3H13
[. v 909[1 '?'N'48p1O8 ALIOFPPP-
SNOISIA311 691 "nS'Pa ulllua4. r 699 ' NOIIVlNF7cT aNLIf ff3J WI2S < .. = a
8 V N

? O
< w z
*

CL
1
1

?slm?d
TNSS A I
WAH3SM AgllaV SNW - SdD
S
.
I
O - AW.90 31ls17IAK1 9# dWff o t`

o MW 3Mnl"js/3w/w - mats3a/Jmwid Aglxt mdsANMl
' Q O m

W~ e _ dX170114
O RLaTOX .L.l11Tf]OJ XO,LSXHO

A8
NOLLdIb:)S34
31V4
ON Z019 199 6l6 :mA ONIN33NIDN3
tL08 toelse 616 =ne
'IlItl3H13
69
'
'
'
°
o
0
909LZ
J
N
4
a
I

8 SNO1?IA311 M "nS'PN ugluu,j souof 699

xorzdsxvra Qxrm mar-vrwns

o

o -+

k

i
r

i

i
uDFW7d317S\9L'Ul DnSW ?slm=d
\., \
?\ _.
??\
., .?..
?\ \?..
`\
_..,
\ ..._,
?\
\.
s MOUVAH3SW N0I1YWISAW - Sd91S/J - AVMU 3J/S/7IAO 8# dWff o rn
N&S3U 3ua47wss13w1w - NWS31Q19N/NNV7d NOV1V1"SM.L
VN170K J HIMOX A MOD XOISAISO 4 N N Cc ? X
W
A9 NOI1dIb?S34 31Va ON LLLoe M 61L6 ?G IIIH31u IN33NIlN13 v ??r? n
90zz,:)'N 14151010H 9'W^S P uMluair 695 H?II.V.ZKV 1d QKItl1X.J a
SNOISIA3b 49
0
0971M Ind 96 dNa Md szza? izzi.
UAP'W7d31751SW1Auuwf?SNX XIm=_
TVTS
NOIffAY3SOO ArXI"JSAfOO - SdS.SM - N&SM 3JIS/71N0 6# dWS o 0
NJlsro 3Mn bIWJS?nlae - NJVS30/JMlAf" AVIXijWdS*W i % -
°o Qaz
VNnOUVO MWON d LADOD XOZSM 8
N N § X
A8 LOLS M 616 and JNId33NIDN3
NOLLd1b?S30 31Va 'ON LL0 LOe lse 616 .one W
909LZ O N NOPIDa ll Id3Nl3 o z
$? SNOISIA311 69l wlnS'aa ullumjmuor 699 AIOLLi.LNF7d QKItl1ugmwas Q a

1
i,
XIM\d
Permit No.
(to be provided by DWQ)
O?O? WATFR?G
y r
NCDENR T
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part Ill) must be printed, filled out and submitted along with all of the required information.
? C L Z"
Project name Summerwinds Plantation
Contact person Mr. Ron Mikesh
Phone number 919-291-5517
Date 12118/2007
Drainage area number BMP #1 at Station 23+00 +/- Street B
00 MIN
Site Characteristics
Drainage area 871,200 ft2
Impervious area 392,040 ft2
% impervious 45 %
Design rainfall depth 3.2 in
Storage Volume: Non-SR Waters
Minimum volume required 33,033 ft3
Volume provided 49,573 ft3
Storage Volume: SR Waters
1-yr, 24-hr runoff depth in
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required ft3
Volume provided ft3
Peak Flow Calculations
Is pre/post control of the 1-yr 24-hr peak flow required? Y (Y or N)
1-yr, 24-hr rainfall depth 3.2 in
Rational C, pre-development 57.6 (unitless)
Rational C, post-development 78.1 (unitless)
Rainfall intensity: 1-yr, 24-hr storm N/A in/hr
Pre-development 1-yr, 24-hr peak flow 2.1 ft3/sec
Post-development 1-yr, 24-hr peak flow 1.8 ft3/sec
Pre/Post 1-yr, 24-hr peak flow control -0.3 ft3/sec
Basin Elevations
Basin bottom elevation 287.00 ft
Sediment cleanout elevation 288.00 ft
Bottom of shelf elevation 294.50 ft
Permanent pool elevation 295.00 ft
Top of shelf elevation 295.50 ft
Temporary pool elevation 298.80 ft
Volume and Surface Area Calculations
SAIDA ratio 1.00 (unitless)
Surface area at the bottom of shelf 6448.00 ft2
Volume at the bottom of shelf 22529.00 ft3
Permanent pool, surface area required 8,668 ft2
Permanent pool, surface area provided 8,680 ft2 OK
Permanent pool volume 26,311 ft3
Average depth for SA/DA tables 3.031221198 ft OK
Surface area at the top of shelf 11,413 ft2
Volume at the top of shelf 31260 ft3
Form SW401-Wet Detention Basin-Rev.3 Parts I. & II. Design Summary, Page 1 of 2
Permit No
(to be provided by DWQ)
?.
77
Forebay volume 5,404 ft3
Forebay % of permanent pool volume 21 % OK
Temporary pool, surface area provided 14,867 f 2
Drawdown Calculations
Treatment volume drawdown time 2.3 days OK
Treatment volume discharge rate 1.78 ft3/s
Pre-development 1-yr, 24-hr discharge 2.09 ft3/s OK
Post-development 1-yr, 24-hr discharge 1.78 ft3/s OK
Additional Information
Diameter of orifice 6.00 in
Design TSS removal 85 %
Basin side slopes 3 :1 OK
Vegetated shelf slope 10 :1 OK
Vegetated shelf width 10 ft OK
Length of flowpath to width ratio 3.1 :1 OK
Length to width ratio 3.07 :1 OK
Trash rack for overflow & orifice? Y (Y or N) OK
Freeboard provided 1.2 ft OK
Vegetated filter provided? Y (Y or N) OK
Recorded drainage easement provided? Y (Y or N) OK
Capures all runoff at ultimate build-out? Y (Y or N) OK
Drain mechanism for maintenance or emergencies Yes
Form SW401-Wet Detention Basin-Rev.3 Parts I. & II. Design Summary, Page 2 of 2
Fwo
NCDENR
Wet Detention
1.8 cfs
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
? rr>;tp?ti,+?tdF;?R?!iATID,h
Project name Summerwinds Plantation
Contact name Mr. Ron Mikesh
Phone number - 919-291-5517
Date December 18, 2007
Drainage area number ' Qlv 1 #1 at Station 23+00 Street B
For Level Spreaders Receiving Flow From a BMP
Type of BMP
Drawdown flow from the BMP
For Level Spreaders Receiving Flow from the Drainage Area
Drainage area
Impervious surface area
Percent impervious
Rational C coefficient
Peak flow from the 1 in/hr storm
Time of concentration
Rainfall intensity, 10-yr storm
Peak flow from the 10-yr storm
Where Does the Level Spreader Discharge ?
To a bioretention cell?
To a wetland?
To a filter strip or riparian buffer?
Other (specify)
W AIF9*,
OapF
? b
j r
o ~
Do not complete this section of the worksheet
ft2
ftz
Do not complete this section of the worksheet.
Do not complete this section of the worksheet,
cfs Do not complete this section of the worksheet.
min
in/hr Do not complete this section of the worksheet,
cfs Do not complete this section of the worksheet.
N (Y or N)
N (Y or N)
Y (Y or N) Please complete filter strip characterization below.
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass 50 ft
Width of dense ground cover 0 ft
Width of wooded vegetation 0 ft
Total width
Slope (from level lip to to top of bank) 50 ft
Are any draws present? 8.
N (Y or N) OK
Level Spreader Design
Forebay surface area

Feet of level lip needed per cfs None sq ft OK
Answer "Y" to one of the following: 13 ft/cfs
Length based on the 1 in/hr storm?
None
(Y or N)
Length based on the 10-yr, 24-hr storm? None (Y or N)
Length based on the BMP discharge rate?
Design flow _ Y _ (Y or N)
Is a bypass device provided? 18 cfs
Length of the level lip Y (Y or N) OK
Are level spreaders in series? 28 ft
None (Y or N)
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.3
#VALUE!
Parts I. and if. Design Summary, page 1 of 2
Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Dimensions of the channel (see diagram below):
M
B
W
y
Peak velocity in the channel during the 10-yr, 24-hr storm
Channel lining material
N (Y or N)
Y
3 ft
0 ft
9 ft
1,5 ft
4.4 cfs
PRM
f
1 --------- Y ]
M M
j. B
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.3
Parts I. and II. Design Summary, page 2 of 2
Permit Number
(to be provided by Dit'o)
Drainage Area Number:-1.314 twit i
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BW. This maintenance record will be kept in a
log in a known set location. Any deficient BNT elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BIv1P.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
Q does [ does not incorporate a vegetated filter at the outlet.
This system heck one):
? does 2 does not incorporate pretreatment other than a forebaY.
Important maintenance procedures:
- Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
- Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
- If the basin must be drained for an emergency or to perform maintenance, the
flusiung of sediment through the emergency drain should be minimized to the
maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is_established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
B141P element:
The entire BMP
The perimeter of the wet
detention basin
Trash/debris is present
Areas of bare soil and/or
erosive gullies have formed.
Vegetation is too
or too
How I will remediate the probler
Remove the trash/debris.
Regrade the soil if necessary to
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application
Maintain vegetation at a height of
a roximately.sN inches.
Form SW401-Wet Detention Basin O&M-Rev.3
Page 1 of 4
Permit Number.
(to be provided by DTFO)
Drainage Area Number:_ ?t
The inlet device: pipe or The pipe is clogged.
Swale
Tlie pipe is cracked or
Erosion is occurring in
Swale.
The forebay 7depth as accumulated to
ater than the
sign depthfor
orage.
Erosion has occurred.
The vegetated
The main treatment area
Weeds are present
Best professional practices
show that pruning is needed
to maintain optimal plant
health.
Plants are dead, diseased or
dying.
Weeds are present.
Sediment has accumulated to
a depth greater djan the
original design sediment
storage depth.
Algal growtlm covers over
50% of time area.
Cattails, phragmites or other
invasive plants cover 500/10 of
the basin surface,
How I will remediate the prob]
Unclog the pipe. Dispose of the
sediment off-site.
Replace the pipe.
Regrade the Swale if necessary to
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future roblems with erosion.
Search for the source of the
sediment and remedy the problem if
possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
.
Remove the weedy
prevent future er=professional
hand. If pesticide it on
the plants rather tPrune according to best practices
Determine the source of the
problem: soils, hydrology, disease,
etc. Remedy die problem and
replace plants. Provide aone-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessa ,
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than sprayinQ
Search for the source of the
sediment and remedy the problem if
possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Consult a professional to remove
and control the algal owth
Remove the plants by wiping them
with pesticide (do not spray).
Form SW401-Wet Detention Basin 0&M-Rev,3
Page 2 of 4
Permit Number.
(to be fcoNded by DTPO)
Drainage Area Number- L `&Aw •*
BMP element:
The embankment
The outlet device
The receiving water
Potential problem:
Shrubs have started to grow
on tine embankment.
Evidence of muskrat or
beaver activity is present
A tree has started to grow on
time embankment
An annual inspection by an
appropriate professional
shows that the embankment
needs repair.
Clogging has occurred.
The outlet device is damatrpr
Erosion or other signs of
damage have occurred at time
outlet
How I will remediate the prt
Remove shrubs immediately.
Use traps to remove muskrats and
consult a professional to remove
beavers.
Consult a dam safety specialist to
remove the tree.
Make all needed repairs.
Clean out the outlet device. Dispose
of Elie sediment off-site.
Repair or replace the outlet device
Contact the local NC Division of
Water Quality Regional Office, or
Elie 401 Oversight Unit at 919-733-
3 786.
The measuring device used to determine the sediment elevation shall be such
that it wil] give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads `-7 feet in the main pond, the
sediment shall be removed.
When the permanent pool depth reads _ _-7 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
Ukk In the blanks)
Permanent Pool Elevation _Z95-
Sediment Removal .
Bottom Elevati" 7f,7 f
FOREHAY
re anen Pool
- Volume Sediment Removal Elevation Zb Volu
-ft Min. ---------------------------------- _mi
Sediment Bottom Elevation Z?i?7
Storage
MAIN POND
S forage
Foram SW401-Wet Detention Basin O&M-Rev.3
Page 3 of4
Permit Number;
(to be provided Gr D (PQ)
I acknowledge and agree by my signature below that I am responsible for the ???? ?
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: ? ? ?1/??,i/ ? , v1? Q' ?-c? ?„?
BLIP drainage area number':
Print
Title: MA Llb-C i d L VA9: N&z.
Address:__ 3o6 d bc-inys, 144 y S«,p`-Z,.,-Z
t_.t t )i , M L Z7(. 1
Note: The legally responsible party should not be a homeowners association unless more than 50% of
tl;e lots have been sold and a resident of (lie subdivision has been named the president.
I, `-k"z?'r --` ? ( cr??f a Notary Public for the State of
- Al , County of G /4/xC, , do hereby certify that
Re 0 /Vi4/d n7, Ae SA personally appeared before me this
day of Flt?--Z t-t-f /?-r1.r ,moo and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
q??4?re?er??ur???t
t
PUBLIC,
r
rte.
' tai' C, ?11(?t?'tttt
SEAL 1111 {?
My commission expires ? - :-? 6 - o? L? /p
Form SW401-Wet Detention Basin O&M-Rev.3
Pale 4 of 4
Permit No.
(to be provided by DWQ)
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.

Pagel Plan
Initials Sheet No,
1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build-out,
- Off-site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Basin dimensions,
- Pretreatment system,
- Nigh flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
v - Boundaries of drainage easement.
?Z 3 2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
- Outlet structure with trash rack or similar,
- Maintenance access,
Permanent pool dimensions,
- Forebay and main pond with hardened emergency spillway,
- Basin cross-section,
- Vegetation specification for planting shelf, and
Filter strip.
3. Section view of the dry detention basin (1"= 20' or larger) showing:
- Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
b-1- 4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
--- 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
( 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (O&M) agreement.
9. A copy of the deed restrictions (if required).
- 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.4
Part III. Required Hems Checklist, Page 1 of 1
?&VA 5PV? -T_>o1 P-ki
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Page/ Plan
Ini iC Sh etNo.
-? \3 w° 1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build-out,
- Off-site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Forebay (if applicable),
- High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW), and
- Boundaries of drainage easement.
p 'J 2. Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
- High flow bypass system,
- One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
/ Design at ultimate build-out.
t J b t? 3. Section view of the level spreader (1" = 20' or larger) showing:
- Underdrain system (if applicable),
- Level lip,
- Upslope channel, and
- Downslope filter fabric,
4. A date-stamped photograph of the filter strip that clearly shows the type of vegetation that is present.
X 5. A construction sequence that shows how the level spreader will be protected from sediment until the entire
drainage area is stabilized.
6. The supporting calculations.
? 7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
8. A copy of the deed restrictions (if required).
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.4
Part III, page 1 of i
Permit Number.
(to be provided by DWQ)
. F F
??,....A., OHO r---- T RQ
HCDt_NR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM r
401 CERTIFICATION APPLICATION FORM
WETLAND SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part Ill) must be printed, tilled out and submitted along with all the required information.
Project name Summenvinds Plantation
(..nnfarf --
Drainage area 435,600 ft2
Impervious area 1. 78,696 ft2
Percent impervious 41.0%%
Design rainfall depth
fi:0 inch
Peak Flow Calculations
Does this project require pre/post control of the 1-yr 24-hr peak
flow? Y (Y or N)
1-yr, 24-hr runoff depth 3
2 i

yr, 24-hr intensity .
n
N/A in/hr
Pre-development 1-yr, 24-hr runoff 3.82
ft3/sec
Post-development 1-yr, 24-hr runoff .11.25
ft3lsec
Pre/Post 1-yr, 24-hr peak control _
7.4
ft3/sec
Storage Volume: Non-SR Waters
Design volume (temporary pool volume) 16,615 ft3 OK
Depth of temporary pool/ponding depth (DP,a,ts) 12 in OK
Drawdown time 2.50 days OK
Diameter of orifice 3.00 in Drawdown orifice diameter may be insufficient. Please
provide adequate supporting calculations.
Coefficient of discharge (CD) used in orifice diameter
calculation 0,60 (unitless)
Driving head (Ho) used in the orifice diameter calculation 0.660 ft OK
Storage Volume: SR Waters Parameters
1-yr, 24-hr depth
Pre-development 1-yr, 24-hr runoff in
3
Post-development 1-yr, 24-hr runoff ft

Minimum volume required 3
ft

Volume provided ft3
3
ft
Form SW401-Wetiand-Rev,1 Parts I and II. Project Design Summary, Page 1 of 3
Permit Number
(to be provided by DWQ)
Surface Areas of Wetland Zones
Surface Area of Entire Wetland 18,273 ft2 OK
"hallow Land 7,221 ft2 OK
The shallow land percentage is: 40%
Shallow Water 7,391 ft2 OK
The shallow water percentage is: 40%
Deep Pool
Forebay portion of deep pool (pretreatment) 1,989 ft2 OK
The forebay surface area percentage is: 11%
Non-forebay portion of deep pool 1,672 ft2 OK
The non-forebay deep pool surface area percentage is: 9%
Total of wetland zone areas _ 18,273 ft2 OK
Add or subtract the following area from the zones 0.00 ft2
Topographic Zone Elevations
Temporary Pool
Shallow Land (top) 286.00 fmsl
Permanent Pool
Shallow Water (top) 285.00 fmsl
Deep Pool (top) 284.50 fmsl
Most shallow point of deep pool's bottom 283.00 fmsl
Deepest point of deep pool's bottom 281.50 fmsl
Design must meet one of the following two options:
This design meets Option #1,
Deep pool is 6`inches below SLWT, If yes: (Y or N)
SLWT (Seasonally Low Water Table) fmsl
This design meets Option #2,
Has a clay liner Y
If yes:
Depth of topsoil above clay liner 6 in
Topographic Zone Depths
Temporary Pool
Shallow Land 12 in OK
Permanent Pool
Shallow Water 6 in OK
Deep Pool (shallowest) 18 in OK
Deep Pool (deepest) 36 in OK
Planting Plan
Are cattails included in the planting plan? N (Y or N) OK
Number of Plants in planting plan recommended:
Herbaceous (4"inch diameter) 552
Shrubs/small trees (1 gallon or larger) 368
Trees (1.5" dbh) 92
Number of Plants in planting plan provided (several species of
each plant type are recommended):
Herbacious Winch diameter)
Shrubs/small trees (1 gallon or larger)
Trees (1.5" dbh)
Form SW401-Wetland-Rev.1 Parts I and II. Project Design Summary, Page 2 of 3
Permit Number
Additional information (to be provided by DWQ)
Can the design volume be contained? Y (Y or N) OK
Does volume in excess of the design volume flow evenly
stributed through a vegetated filter? Y (Y or N) OK
What is the length of the vegetated filter? 82 ft
Does the design use a level spreader to evenly distribute flow? N (Y or N) Show how flow is evenly distributed

Are calculations for supporting the design volume provided in the .
application? Y (Y or N) OK
Is BMP sized to handle all runoff from ultimate build-out? Y (Y or N) OK
Is the BMP located in a recorded drainage easement with a
recorded access easement to a public Right of Way (ROW)? Y (Y or N) OK
The length to width ratio is: 2.2 :1 OK
Approximate wetland length _ 198.0 ft
Approximate wetland width 92.0 ft
Approximate surface area using length and width provided 1 8,216 ft2 This approx. surface area is within this number of square
Will the wetland be stabilized within 14 days of construction? Y t of the entire wetland surface area reported above:
or N OK
Form SW401-Wetl2nd-Rev.1 Parts I and if. Project Design Summary, Page 3 of 3
Permit Number:
(to be Provided by DTT'O)
Drainage Area Number. r amP*z-
Stormwater Wetland Operation and Maintenance Agreement
I will keep a maintenance record on this BW. This maintenance record will be kept in a
log in a known set location- Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BN2.
Important maintenance procedures:
Immediately after the stoimwater wetland is established, the wetland plants will
be watered twice weekly if needed until the plants become established
(commonly six weeks).
- No portion of the stormwater wetland will be fertilized after the first initial
fertilization that is required to establish the wetland plants.
Stable groundcover will be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
Once a year, a dam safety expert will inspect the embankment.
After the wet detention pond is established, I will inspect it once a month and within 24
hours after every storm event greater than LO inches (or 1.5 inches if in a Coastal
County). Records of operation and maintenance will be kept in a known set location
and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired in-media tely.
Form SW401-Wedand O&M-Rev.3
Page I of 4
BMP element:
The foreba Potential problem:
S
d How I will remediate the problem:
y e
iment has accumulated in Search for the source of the
the forebay to a depth that sediment and remedy the problem if
inhibits the forebay from possible. Remove the sediment and
functioning well. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
revent future erosion roblems.
Weeds are present. Remove the weeds, preferably by
hand. If a pesticide is used, wipe it

The deep pool, shallow
Algal growth covers over "a in

on the onsult a plants prof rather
C
to remove
water and shallow land
ar 50 of the deep pool and and control the algal growth

eas
shallow water areas. ,
Cattails, phragmites or other Remove the plants by wiping them
invasive plants cover 50" of Midi pesticide (do not spray) -
the deep pool and shallow consult a professional.
water areas.
Shallow land remains flooded Unclog the outlet device
more than 5 days after a immediately-
storm event
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates

Best professional practices it is necessa ,
Prune according to best professional
show that pruning is needed practices.
to maintain optimal plant
health.
Sediment has accumulated Search for the source of the
and reduced the depth to 75
of the original design de
th sediment and remedy the problem if
sibl
p
of the deep pools. pos
e. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
rOnn SW401-Wetland O&M-Rev.3
Page 2 of 4
Porn, SW401-Wedand O&M-Rev.3
Page 3 of 4
Permit Number:
(to be provided by D IMO)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: :5,L&Mn'learW IIJ a., 47 -
BAIP di ainage area tltrmbet•: 6 AI P- -L
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
1' 'sue= r'- n4/?U??'!? , a Notary Public for the State of
?- , County of /V Ale , do hereby certify that
personally appeared before me this
day of Fe. ? t•/1?-Z, otoo 3, and acknowledge the due execution of the
forgoing st rrnwater wetland maintenance requirements. Witness my hand and official
seal,,,
i
C u ,?? t
SEAL
My Commission expires_ , -.-u'/6
Form SW401_Wetland O&M-Rev.3
Page 4 of 4
Permit No,
(to be provided byDwp)
III:; REQLIMP ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below, If a
requirement has not been met, attach justification.
r
Initials Pagel Plan
Sheet No.
G'10 )
V
"
'
F 1. Plans (1
- 50
or larger) of the entire site showing:
- Design at ultimate build-out,
- Off-site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Welland dimensions (and length to width ratio),
- Pretreatment system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
2. Plan details (1" = 50' or larger) for the wetland showing:
- Welland dimensions (and length to width ratio)
- Pretreatment system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build-out,
- Off-site drainage (if applicable),
- Overflow device, and
- Boundaries of drainage easement.

3. Section view of the wetland (1" = 20' or larger) showing:
Side slopes, 3:1 or lower
- Wetland layers
All wetlands: Shallow land depth, shallow water depth, deep pool depth
Option 1, no clay liner: SLWT depth
Option 2, clay liner: Depth of topsoil on top of liner, liner specifications
4. A detailed planting plan (1° = 20' or larger) prepared by a qualified individual showing:
- A variety of suitable species (not including cattails),
- Sizes, spacing and locations of plantings,
- Total quantity of each type of plant specified,
- A planting detail,
- The source nursery for the plants, and
y? A
? - Fertilizer and watering requirements to establish vegetation.
"' 5. A construction sequence that shows how the wetland will be protected from sediment until the entire
drainage area is stabilized.
6. The supporting calculations (including drawdown calculations).
7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
B. A copy of the deed restrictions (if required),
-1_ 9, A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
- c?M PAIC51ra UNtqL-
SW401-Wetland-Rev.2
Part 111, page 1 of 1
Permit No.
(to be provided by DWO)
', O? WAT?c9
O? Q
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part Ill) must be printed, filled out and submitted along with all of the required information.
"maw
Project name Summenvinds Plantation
Contact person Mr, Ron Mikesh
Phone number 919-291-5517
D
t
a
e 121/2007
Drainage area number - ?r

Site Characteristics
Drainage area 291,852 ft 2
Impervious area 84,070 ftz
% impervious 28.80569604 %
Design rainfall depth 3.2 ' in
Storage Volume: Non-SR Waters
Minimum volume required 7,520 ft3
Volume provided 24,012 ft3
Storage Volume: SR Waters
1-yr, 24-hr runoff depth

Pre-development 1-yr, 24-hr runoff in
3
Post-development 1-yr, 24-hr runoff ft
3
Minimum volume required ft
ft3
Volume provided ft3
Peak Flow Calculations
Is pre/post control of the 1-yr 24-hr peak flow required? Y (Y or N)
1-yr, 24-hr rainfall depth 32 in
Rational C, pre-development 65.0 (unitless)
Rational C, post-development 7.2.0 (unitless)
Rainfall intensity: I-yr, 24-hr storm N/A in/hr
Pre-development 1-yr, 24-hr peak flow 2.0 ft3isec
Post-development 1-yr, 24-hr peak flow 4.2 ft3/sec
Pre/Post 1-yr, 24-hr peak flow control 2.2 ft3/sec
Basin Elevations
Basin bott om elevation 247.00 ft
Sediment cleanout elevation 248.00 ft
Bottom of shelf elevation 251.50 ft
Permanent pool elevation 252.00 fl
Top of shelf elevation 252.50 ft
Temporary pool elevation 255.00 - ft
Volume and Surface Area Calculations
SAIDA ratio
Surface area at the bottom of shelf 1.04 (unitless)

Volume at the bottom of shelf 2900.00 •
4648
00 • ft
3
Permanent pool, surface area required .
3
036 ft
2
Permanent pool, surface area provided ,
4;079 ff
fl2
Permanent pool volume 12,310. fl3
Average depth for SAIDA tables 3.017896543 ft
Surface area at the top of shelf 4,095 ft
Volume at the top of shelf 146.76 ft3
Form SW401-Wet Detention Basin-Rev.3
OK
OK
Parts I. & II. Design Summary, Page 1 of 2
Permit No.
(to be provided by DWQ)
Forebay volume 2,465 3
ft
Forebay % of permanent pool volume 20 % OK
Temporary pool, surface area provided 8
728 2
Drawdown Calculations , ft
Treatment volume drawdown time 2.2 days OK
Treatment volume discharge rate 0.16
ft3/s
Pre-development 1-yr, 24-hr discharge 195 ft3/s OK
Post-development 1-yr, 24-hr discharge 0.16 ft3/s OK
Additional Information
Diameter of orifice 2A0 - in
Design TSS removal -85 %
Basin side slopes 3

Vegetated shelf slope
10 :1 OK
Vegetated shelf width 10 :1
ft OK
OK
Length
flowpath
of to width ratio 2
to w
idth width ratio
Length
io :1 Too short, increase ratio to at least 3:1

Trash rack for overflow & orifice? 2 :1
:1 OK

Freeboard provided Y or N) OK

Vegetated filter provided? 1;65 ft
f t OK

Recorded drainage easement provided? Y or N) OK

Capures all runoff at ultimate build-out? Y (Y or N) OK

Drain mechanism for maintenance or emergencies Y
yes (Y or N) OK
Form SW401-Wet Detention Basin-Rev.3
Parts 1.8 II. Design Summary, Page 2 of 2
A K
N
WDENR
Wet Detention
0.:2 cfs
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN! BUFFER SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part I//) must be printed, filled out and submitted along with all of the required information.
Project name
Contact name
Phone number --
Date
Drainage area number
41 W111030ftjFVVUHMgT1MN
For Level Spreaders Receiving Flow From a BMP
Type of BMP
Drawdown flow from the BMP
For Level Spreaders Receiving Flow from the Drainage Area
Drainage area
Impervious surface area
Percent impervious
Rational C coefficient
Peak flow from the 1 in/hr storm
Time of concentration
Rainfall intensity, 10-yr storm
Peak flow from the 10-yr storm
where Does the Level Spreader Discharge ?
To a b!oretention cell?
To a wetland?
To a filter strip or riparian buffer?
Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass
Width of dense ground cover
Width of wooded vegetation
Total width
Slope (from level lip to to top of bank)
Are any draws present?
Level Spreader Design
Forebay surface area
Feet of level lip needed per cfs
Answer "Y" to one of the following:
Length based on the 1 in/hr storm?
Length based on the 10-yr, 24-hr storm?
Length based on the BMP discharge rate?
Design flow
Is a bypass device provided?
Length of the level lip
Are level spreaders in series?
0??4 W ATF9QG
h ?
O ??Ir' T
Do not complete this section of the worksheet
ft2
ft2
Do not complete this section of the worksheet.
Do not complete this section of the worksheet,
cfs Do not complete this section of the worksheet.
min
in/hr Do not complete this section of the worksheet.
cfs Do not complete this section of the worksheet.
N (Y or N)
N (Y or N)
Y (Y or N) Please complete filter strip characterization below.
ft
50 ft
ft
50 ft
6 %
N (Y or N) OK
None sq ft OK
13 ft/cfs
None (Y or N)
None (Y or N)
Y (Y or N)
0.2 cfs
(Y or N) OK
42 ft
None (Y or N)
#VALUE!
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.3
Parts I, and 11. Design Summary, page 1 of 2
Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Dimensions of the channel (see diagram below):
M
B
W
Peak velocity in the channel during the 10-yr, 24-hr storm
Channel lining material
N (Y or N)
Y
ft
ft
ft
cfs
PSRM
s
? Y
1 1---------- Y
M
? B ?•
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.3
M
Parts I. and II. Design Summary, page 2 of 2
Permit Number.
('to be pronlcf d by D ffrO)
Drainage Area Number.-
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BNIl'. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
T s system (checlc one):
does ? does not incorporate a vegetated filter at the outlet.
This systeV ?Iteck ooze):
does does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
- Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
- Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
- If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential roblem: How I wilI remediate the roblen
The entire BMP Trash debris is resent. Remove the trash/debris.
The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to
detention basin erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too Maintain vegetation at a height of
lon approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.3 Page 1 of 4
Permit Number.
(to be provided by DFPQ)
Drainage Area Number._ 1bMq* 5
BMP element: Potential rablem:
The inlet device: pipe or The pipe is clog
ed How I wil
ate the roblem:
U
l
h

Swale g
. nc
og t
e ispose of the
sediment o
The pipe is cracked or Replace th
otherwise dama ed.
Erosion is occurring in the Regrade die Swale necessary to
7
Swale. smooth it orovide erosion
provide
control devas reinforced
turf mattinp to avoid
The foreba
Y Mule robh erosion.
Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design depth for possible. Remove the sediment and
sediment storage, dispose of it in a location where it
will not cause impacts to streams or
the MO.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to

Weeds are present revent future erosion. problems.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on

The vegetated shelf
Best professional practices the cants rather than s ra in .
Prune according to best professional
show that pruning is needed practices
to maintain optimal plant
health.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates

Weeds are present. it is nece mar y.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
The main treatment area Sediment has accumulated to Search for the sou ce of the
a depth greater than the sediment and remedy the problem if
original design sediment possible. Remove the sediment and
storage depth, dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over Consult a professional to remove
50 /0 of the area. and control the a! l owth

Cattails, phragrnites or other .
Remove the plants by wiping them
invasive plants cover 50% of with pesticide (do not spray).
the basin surface.
FOM SW40i-Wet Detention Basin O&M-Rev.3
Page 2 of 4
Permit Number:
(to hr,?»>aea ?,,, nrrJn)
Drainage Area Number_
BMP element: Potential problem: How I will remediate the roblem:
The embankment Shrubs have started to grow Remove shrubs immediately.
on the embankment,
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present. consult a professional to remove
beavers.
A tree has started to grow on Consult a dam safety specialist to
the embankment. remove the tree.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs repair.
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
TIte outlet device is dama d Re air or re lace Elie outlet device.
The receiving water Erosion or other signs of Contact the local NC Division of
damage have occurred at the t Quality Regional Office, or
outlet. the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 5 feet in the main pond, the
sediment shall be removed.
When the permanent pool depth reads 15 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
011 in the blanks)
Permanent Pool Elevation 'ZL 2
Sediment Removal

'e amen Pool
- Volume Sediment Removal Elevation 2A-(1
-h Min. ------------------ Volume
-----
5edimenl Bottom Elevation Z}] l_h
Storage ,.
Bottom
I+OREBAY
MAIN POND
Storage
Form SW401-Wet Detention Basin 0EM-Rev.3 Page 3 of 4
Permit Number.
(to be pros ided br DTPO)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:
BAIP drainage area number: Note: The legally responsible party should not be a homeowners association unless more than 50% of
f%A
the lots have been sold and a resident of the subdivision lies been named the president.
?e er7 - 4 C!/2 a Notary Public for the State of
?- , County of? . , do hereby certify that
personally appeared before me this ?2
day of AW .Z`/ and acknowledge the due execution of the
forgoin wet detention basin maintenance requirements. Witness my hand and official
sea],
g
PUBLIC, r? pa tr
SEAL
MY commission expires 6 - 15? 161 --?' O /0
Fomi SW401-Wet Detention Basin O&M-Rev.3 Page 4 of 4
raone:_ -1 J -1 • L "1 1 5 51 G
Permit No, -
(to be provided by DWQ)
III. REQUIRED ITENIS CHECKUST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below.lf a
requirement has not been met, attach justification. ^
Page/ Plan
Initials Sheet o.
--*' &-)-I ?-
D TD

V?
Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build-out,
Off-site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
Basin dimensions,
- Pretreatment system,
- High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROM,
- Overflow device, and
- Boundaries of drainage easement.
2. Partial plan 0" = 30' or larger) and details for the wet detention basin showing:
- Outlet structure with trash rack or similar,
- Maintenance access,
- Permanent pool dimensions,
- Forebay and main pond with hardened emergency spillway,
Basin cross-section,
- Vegetation specification for planting shelf, and
- Filter strip.
3. Section view of the dry detention basin (1"= 20' or larger) showing:
- Side slopes, 3:1 or lower,
Pretreatment and treatment areas, and
- Inlet and outlet structures.
4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (O&M) agreement.
9. A copy of the deed restrictions (if required).
10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. Count
soil maps are not an acceptable source of soils information. County
Form SVJ401-Wet Detention Basin-Rev,4 Part Ill. Required Items Checklist, Page 1 of 1
III. REQUIRED ITEMS CHECKLIST _
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
3 Ple4?
Page/ Plan
lniti Sheet No.
1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build-out,
- Off-site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Forebay (if applicable),
- High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROVE, and
- Boundaries of drainage easement.
2. Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
- High flow bypass system,
- One foot topo lines between the level lip and top of stream bank,
- Proposed drainage easement, and
- Design at ultimate build-out.
3. Section view of the level spreader (1" = 20' or larger) showing:
Underdrain system (if applicable),
Level lip,
- Upslope channel, and
Downslope filter fabric.
4. A date-stamped photograph of the filler strip that clearly shows the type of vegetation that is present.
5. A construction sequence that shows how the level spreader will be protected from sediment until the entire:
drainage area is stabilized.
6. The supporting calculations.
7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
6. A copy of the deed restrictions (if required).
Form SW401-Level Spreader, Filler Strip, Restored Riparian Buffer-Rev.4
Para III, page 1 of 1
Permit No.
(to be provided by DWQ)
A'**A OF WAtF
MCDENR, a
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part Ill) must be printed, filled out and submitted along with all of the required information.
Protect name
Summerwinds Plantation
Contact person Robert Tucker
Phone number 919-851-8077
Date July 15,2008
Drainage area number BMP#4 501
Site Characteristics
Drainage area 562,335.00 ft2
Impervious area 149,410.00 ft
% impervious 26.57 %
Design rainfall depth 1.00 in
Storage Volume: Non-SR Waters
Minimum volume required
Volume provided
Storage Volume: SR Waters
1-yr, 24-hr runoff depth
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: )-yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Basin Elevations
Basin bottom elevation
Sediment cleanout elevation
Bottom of shelf elevation
Permanent pool elevation
SHWT elevation
Top of shelf elevation
Temporary pool elevation
Form SW401-Wet Detention Basin-Rev.4
13,531.00 ft3
22,574.00 ft3
in
n3
ft3
ft3
ft3
3.20 in
0.20 (unitless)
0.48 (unitless)
3.02 in/hr
33.94 ft3/sec
66.80 ft3/sec
32.86 ft3/sec
222.50 ft
223.50 n
229.00 ft
229.50 ft
ft
231.50 ft
231.50 ft
Parts I. & II. Design Summary, Page 1 of 2
Permit
(to be provided by DWQ)
Volume and Surface Area Calculations
SA/DA ratio 1.15 (unitless)
Surface area at the bottom of shelf 6,756.00 ft2
Volume at the bottom of shelf 23 937 00 ft3
Permanent pool, surface area required 6;467.00 ft2
Permanent pool, surface area provided 8,380.00 ft2 OK
Permanent pool volume 30,819.00 ft3
Average depth for SA/DA tables 3.68 ft OK
Surface area at the top of shelf 14,194.00 ft2
Volume at the top of shelf 63,828.00 ft3
Forebay volume 6,000.00 ft3
Forebay % of permanent pool volume 19.47 % OK
Temporary pool, surface area provided 14,194.00 ft2
Drawdown Calculations
Treatment volume drawdown time 2.00 days OK
Treatment volume discharge rate 0.08 ft3/s
Pre-development 1-yr, 24-hr discharge 7.61 ft3/s OK
Post-development 1-yr, 24-hr discharge 0.04 ft3/s OK
Additional Information
Diameter of orifice 2 in
Design TSS removal 85 %
Basin side slopes 3.00 :1 OK
Vegetated shelf slope 10.00 :1 OK
Vegetated shelf width 10.00 ft OK
Length of flowpath to width ratio 4:00 :1 OK
Length to width ratio 4.30 :1 OK
Trash rack for overflow & orifice? y (Y or N) OK
Freeboard provided 1.00 ft OK
Vegetated filter provided? y (Y or N) OK
Recorded drainage easement provided? y (Y or N) OK
Capures all runoff at ultimate build-out? y (Y or N) OK
Drain mechanism for maintenance or emergencies y
Form SW401-Wet Detention Basin-Rev.4 Parts I. & II. Design Summary, Page 2 of 2
Op W ATF9
QG
AMP yp?
r
H-ENR 0 Y
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)!
Project name
Contact name
Phone number
Date
Drainage area number
919-851-8077
July 15, 2008
BMP#4
?I ????677Y?• ?????lYl??f E3 ?'-` ?1 Y ^^i?/ sFy. F? S'?fiTYZb piY 5 J y?? r? '?r?. 'N.i
For Level Spreaders Receiving Flow From a BMP
Type of BMP wet pond
Drawdown flow from the BMP 5.15 cfs
For Level Spreaders Receiving Flow from the Drainage Area
Drainage area
Impervious surface area
Percent impervious
Rational C coefficient
Peak flow from the 1 in/hr storm
Time of concentration
Rainfall intensity, 10-yr storm
Peak flow from the 10-yr storm
Where Does the Level Spreader Discharge?
To a grassed bioretention cell?
To a mulched bioretention cell?
To a wetland?
To a filter strip or riparian buffer?
Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass
Width of dense ground cover
Width of wooded vegetation
Total width
Elevation at downslope base of level lip
Elevation at top of bank of the receiving water
Slope (from level lip to to top of bank)
Are any draws present?
Level Spreader Design
Forebay surface area
Feet of level lip needed per cfs
Answer "Y" to one of the following:
Length based on the 1 in/hr storm?
Length based on the 10-yr storm?
Length based on the BMP discharge rate?
Design flow
Is a bypass device provided?
Do not complete this section of the worksheet.
ft2 Do not complete this section of the worksheet.
ft2 Do not complete this section of the worksheet.
% Do not complete this section of the worksheet.
Do not complete this section of the worksheet.
cfs Do not complete this section of the worksheet.
min
in/hr Do not complete this section of the worksheet.
cfs Do not complete this section of the worksheet.
(Y or N)
(Y or N)
(Y or N)
y (Y or N) Please complete filter strip characterization below.
50.00 ft
ft
ft
50.00 ft
200.00 fmsl
196.00 fmsl
8.00 %
n (Y or N) OK
sq ft No forebay is needed.
13 ft/cfs
n (Y or N)
n (Y or N)
Y (Y or N)
5.15 cfs
y (Y or N) OK
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 1 of 2
Length of the level lip 78.00 ft #VALUE!
Are level spreaders in series? n (Y or N)
Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Dimensions of the channel (see diagram below):
IN
B
W
y
Peak velocity in the channel during the 10-yr storm
Channel lining material
n (Y or N)
y (Y or N)
3.00 ft
3.00 ft
8.40 ft
0.90 ft
15.03 cfs
grass
t ur +

,
t : --------- y ----------1 i
M M

Form SW401-Level Spreader, Filter Strip, Restored Riparian 13uffer-Rev.5
Parts I. and II. Design Summary, page 2 of 2
bmp#4 rev
Subcat Reach on Link
BMP #4
Bmp#4 revised Type 11 24-hr Rainfall=5.80"
Prepared by {enter your company name here} Printed 7/14/2008
HydroCAD® 8.50 s/n 004959 © 2007 HydroCAD Software Solutions LLC Page 4
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Pond 3P: bmp#4 rev Peak Elev=232.04' Storage=56,405 cf Inflow=66.80 cfs 2.707 of
Outflow=20.18 cfs 1.575 of
BMP #4
Bmp#4 revised Type // 24-hr Rainfall=5.80"
Prepared by {enter your company name here) Printed 7/14/2008
HydroCAD® 8.50 s/n 004959 © 2007 HydroCAD Software Solutions LLC Page 5
Summary for Pond 3P: bmp#4 rev
12.91 acres
Inflow Area = 12.910 ac, 26.57% Impervious, Inflow Depth > 2.52"
Inflow = 66.80 cfs @ 11.95 hrs, Volume= 2.707 of
Outflow = 20.18 cfs @ 12.07 hrs, Volume= 1.575 af, Atten= 70%, Lag= 7.5 min
Primary = 20.18 cfs @ 12.07 hrs, Volume= 1.575 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 232.04'@ 12.07 hrs Surf.Area= 14,922 sf Storage= 56,405 cf
Plug-Flow detention time= 144.5 min calculated for 1.569 of (58% of inflow)
Center-of-Mass det. time= 66.7 min ( 856.1 - 789.3 )
Volume Invert A_vail.Storage Storage Description
#1 224.00' 71,342 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic feet)
224.00 2,199 0 0
225.00 2,923 2,561 2,561
228.00 5,658 12,872 15,433
229.50 8,380 10,529 25,961
231.50 14,194 22,574 48,535
233.00 16,215 22,807 71,342
Device Routin g Invert Outlet Devices
#1 Primary 224.00' 24.0" x 100.0' long Culvert CPP, square edge headwall, Ke= 0.500

#2 Device 1
231.50' Outlet Invert= 223.00' S=0.01007' Cc= 0.900 n=0.013
60.0" Horiz. Orifice/Grate Limited to weir flow C= 0
600
#3 Device 1 230.45' .
2.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
Primary OutFlow Max=18.37 cfs @ 12.07 hrs HW=232.00' (Free Discharge)
t-1=Culvert (Passes 18.37 cfs of 40.03 cfs potential flow)
I: 2=Orifice/Grate (Weir Controls 18.24 cfs @ 2.32 fps)
3=Orifice/Grate (Orifice Controls 0.13 cfs @ 6.00 fps)
BMP #4
i3mp#4 revised Type 11 24-hr Rainfall=5.80"
Prepared by {enter your company name here) Printed 7/14/2008
HydroCAD® 8.50 s/n 004959 © 2007 HydroCAD Software Solutions LLC Page 6
Pond 3P: bmp#4 rev
Hydrograph
I I I I I I
I I , , , I
I I I
Inflow
6ssot
- ? I
rs C3 Primary
70 -- -- --
- - -- --
'
'
' -- Ct'
?Qw rea-Fl
?'
10
aG

65
-
- - -
- -
-
I I I I I ?
,
_
-
--
-
I I I , I I I
I I I I [

55 I I I I I
I I I
Stara e=66
406' ?f
50 -- - - 7 - - -
-- ,
--- --
I
I I I I I I - -

45
- ,'----'--- a --'-- -a -- -'--
I I I I I I I I
-- ----I- -- - - ----'---- --
w - - - - I
40 I I I

3
35 I I I I I I
-- ---'-- ------'---- ----- I- I I I I I I
- - ----'---- - -'---- ----'--
o ,

30 I r I I I ,
I I I I I I , i I r- I I ---? ---

25
--- ---------'----I- -- ---a- , I I ? I I I
--- ----'--- ----' --- ----I---- --
?' I 20:18.j,'f8 - I
' I ? ' I
I
I I I I I I I I I I I I I
I I , I , I I
10
I I I I I -
I , I I I I I
-------------------------------
5 g r e ....--a- I, I I ..... -I ref`
7 8 9 10 11 12 13 14 15 16 17 18 19
Time (hours)
Pond 3P: bmp#4 rev
Stage-Discharge

233 I
I I

- --- - - --------- I ,

-------
E Primary
232 - - -
Orifice/Gra__te ' ' ? I

231 --------

I I --- -------------
I I I -,-
,

Orifice/Grate
-
I I I

I I I I I

230 ___---

' I

' I I I I
I
- - - - - - - - ------- '-- - I I I I I ?
---- '- - -- - - - - +
a
+

229

' ' -------
- -- --
------- -
'

O
I I I I I I I
I I I I I
-
--- --- -- -
-
>
y 228 ' i I
i I I I I ,
W I I I I I I
I
227
I
' '
' I I I I I

226 I I I I I I

I I I I I I

' '
? I I I I
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
225
I
I I i
I , I I I ,
I

' '
`tGulvert I I I I ,
I ? I I I I
224 '
/
/
0 5 10 1,5 . , . . 2,0 . . 25 . . 30 . 35
40
Discharge (cis)
BMP #4
Bmp#4 revised Type // 24-hr Rainfall=5,80"
Prepared by {enter your company name here} Printed 7/14/2008
H droCADO 8.50 s/n 004959 © 2007 HydroCAD Software Solutions LLC Page 7
Pond 3P: brnp#4 rev
Stage-Area-Storage
Surface/Horizontal/Wetted Area (sq-ft)
0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 11,000 12,00013,00014,000 15,000 16,000 El Surface
Q Storage
II I I I I 1 I I I ,I
? I I I I ! I

233 1 II

I I ! I I - p

I I I I - ?
?

232-
! I !
I I I I II
I I I I ?
I I!
I
_1_1
j
I I I I 1 I _ _ - -__.JI_ J
I -- I I -- ? II I ?? ?I I . 11
?
,

231 I I I I I I I I ? I
I I I I II
I

I I I I I I
I 1 I I ?'
I _ "? I I I I I I I I I

230
?
I I I I ? ? I
I I I I .I
I I I I I

... --
r - - - i -f - - r - - - T - -1 -
T - - -I 't - - - - ? r - - I I I !I
1 - - - -i r - -I - - - -1 - - 7' -1 - - - - - - - -7!-
1

229
I I II
I I I
II 1 1 !I
I I ;I
I

228 !

?
I I _J_ _JI-_-
I J___.J_L_ -I-

l11
I I I I I I I I I I II
I I I I I I I I I I I II
227'
! 1 II
I II I I I I I I I I II

I I I I I I
I I I II II
I I I I I I I I II

226- I I I I I I

I I
II

I II
I f II

I I

_r T_ r___T._T_T
T-
I I I I I I
____IT,!___
I I I I II II
l_____r
I I I I

225

I I I I I I
I II
I I I I I I I I I II
1 I ! If
I I I I I I I I II
/
Gustorn Stage Data ,
224
0 10,000 20,000 30,000 40,000 50,000 60,000 70,000
Storage (cubic-feet)
BMP #4
Bmp#4 revised Type // 24-hr Rainfall=5.80"
Prepared by {enter your company name here) Printed 7/14/2008
HydroCAD® 8.50 s/n 004959 © 2007 HydroCAD Software Solutions LLC Page 8
Hydrograph for Pond 3P: bmp#4 rev
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
5.00 0.00 0 224.00 0.00
5.50 0.00 0 224.00 0.00
6.00 0.00 0 224.00 0.00
6.50 0.00 0 224.00 0.00
7.00 0.00 0 224.00 0.00
7.50 0.00 0 224.00 0.00
8.00 0.00 0 224.00 0.00
8.50 0.00 0 224.00 0.00
9.00 0.03 7 224.00 0.00
9.50 0.13 154 224.07 0.00
10.00 0.29 524 224.23 0.00
10.50 0.58 1,285 224.54 0.00
11.00 1.12 2,769 225.07 0.00
11.50 2.56 5,920 225.99 0.00
12.00 50.29 51,484 231.71 4.99
12.50 5.35 52,122 231.75 6.56
13.00 3.49 50,988 231.67 3.82
13.50 2.69 50,567 231.64 2.91
14.00 2.13 50,223 231.62 2.31
14.50 1.91 50,031 231.60 1.98
15.00 1.73 49,922 231.60 1.79
15.50 1.54 49,813 231.59 1.60
16.00 1.35 49,703 231.58 1.41
16.50 1.27 49,634 231.58 1.29
17.00 1.20 49,594 231.57 1.22
17.50 1.13 49,555 231.57 1.15
18.00 1.06 49,515 231.57 1.08
18.50 0.99 49,475 231.57 1.01
19.00 0.92 49,434 231.56 0.94
19.50 0.85 49,393 231.56 0.87
20.00 0.78 49,335 231.56 0.82
BMP #4
Bmp#4 revised Type // 24-hr Rainfall=5.80"
Prepared by {enter your company name here} Printed 7/14/2008
HvdroCAD® 8.50 s/n 004959 © 2007 HvdroCAD Software Solutions LLC Page 9
Stage-Discharge for Pond 3P: bmp#4 rev
Elevation Primary
(feet) (cfs)
224.00 0.00
224.10 0.00
224.20 0.00
224.30 0.00
224.40 0.00
224.50 0.00
224.60 0.00
224.70 0.00
224.80 0.00
224.90 0.00
225.00 0.00
225.10 0.00
225.20 0.00
225.30 0.00
225.40 0.00
225.50 0.00
225.60 0.00
225.70 0.00
225.80 0.00
225.90 0.00
226.00 0.00
226.10 0.00
226.20 0.00
226.30 0.00
226.40 0.00
226.50 0.00
226.60 0.00
226.70 0.00
226.80 0.00
226.90 0.00
227.00 0.00
227.10 0.00
227.20 0.00
227.30 0.00
227.40 0.00
227.50 0.00
227.60 0.00
227.70 0.00
227.80 0.00
227.90 0.00
228.00 0.00
228.10 0.00
228.20 0.00
228.30 0.00
228.40 0.00
228.50 0.00
228.60 0.00
228.70 0.00
228.80 0.00
228.90 0.00
229.00 0.00
Elevation Primary
(feet) (cfs)
229.10 0.00
229.20 0.00
229.30 0.00
229.40 0.00
229.50 0.00
229.60 0.00
229.70 0.00
229.80 0.00
229.90 0.00
230.00 0.00
230.10 0.00
230.20 0.00
230.30 0.00
230.40 0.00
230.50 0.02
230.60 0.04
230.70 0.05
230.80 0.06
230.90 0.07
231.00 0.08
231.10 0.08
231.20 0.09
231.30 0.10
231.40 0.10
231.50 0.11
231.60 1.74
231.70 4.71
231.80 8.56
231.90 13.12
232.00 18.29
232.10 24.01
232.20 30.22
232.30 36.90
232.40 41.15
232.50 41.43
232.60 41.70
232.70 41.97
232.80 42.25
232.90 42.52
233.00 42.78
BMP #4
Bmp#4 revised Type 11 24-hr Rainfall=5.80"
Prepared by {enter your company name here) Printed 7/14/2008
HydroCAD® 8.50 s/n 004959 © 2007 HydroCAD Software Solutions LLC Page 10
Stage-Area-Storage for Pond 3P: bmp#4 rev
Elevation Surface Storage
(feet) (sq-ft) (cubic-feet)
224.00 2,199 0
224.10 2,271 224
224.20 2,344 454
224.30 2,416 692
224.40 2,489 938
224.50 2,561 1,190
224.60 2,633 1,450
224.70 2,706 1,717
224.80 2,778 1,991
224.90 2,851 2,272
225.00 2,923 2,561
225.10 3,014 2,858
225.20 3,105 3,164
225.30 3,197 3,479
225.40 3,288 3,803
225.50 3,379 4,136
225.60 3,470 4,479
225.70 3,561 4,830
225.80 3,652 5,191
225.90 3,744 5,561
226.00 3,835 5,940
226.10 3,926 6,328
226.20 4,017 6,725
226.30 4,108 7,131
226.40 4,199 7,547
226.50 4,291 7,971
226.60 4,382 8,405
226.70 4,473 8,847
226.80 4,564 9,299
226.90 4,655 9,760
227.00 4,746 10,230
227.10 4,837 10,710
227.20 4,929 11,198
227.30 5,020 11,695
227.40 5,111 12,202
227.50 5,202 12,717
227.60 5,293 13,242
227.70 5,384 13,776
227.80 5,476 14,319
227.90 5,567 14,871
228.00 5,658 15,433
228.10 5,839 16,007
228.20 6,021 16,600
228.30 6,202 17,212
228.40 6,384 17,841
228.50 6,565 18,488
228.60 6,747 19,154
228.70 6,928 19,838
228.80 7,110 20,540
228.90 7,291 21,260
229.00 7,473 21,998
Elevation Surface Storage
(feet) (sq-ft) (cubic-feet)
229.10 7,654 22,754
229.20 7,836 23,529
229.30 8,017 24,321
229.40 8,199 25,132
229.50 8,380 25,961
229.60 8,671 26,814
229.70 8,961 27,695
229.80 9,252 28,606
229.90 9,543 29,546
230.00 9,834 30,514
230.10 10,124 31,512
230.20 10,415 32,539
230.30 10,706 33,595
230.40 10,996 34,680
230.50 11,287 35,795
230.60 11,578 36,938
230.70 11,868 38,110
230.80 12,159 39,311
230.90 12,450 40,542
231.00 12,741 41,801
231.10 13,031 43,090
231.20 13,322 44,408
231.30 13,613 45,754
231.40 13,903 47,130
231.50 14,194 48,535
231.60 14,329 49,961
231.70 14,463 51,401
231.80 14,598 52,854
231.90 14,733 54,320
232.00 14,868 55,800
232.10 15,002 57,294
232.20 15,137 58,801
232.30 15,272 60,321
232.40 15,407 61,855
232.50 15,541 63,403
232.60 15,676 64,964
232.70 15,811 66,538
232.80 15,946 68,126
232.90 16,080 69,727
233.00 16,215 71,342
y p?I? THERILL
` x+ SUBJECT PROJECT -?- ro Yv?w
559 Jones Franklin Road, Suite 164
Raleigh, North Carolina 27606 LOCATION -U ET O'3
Phone: [phone] • Fax: [phone]
1209 Floral Parkway, Suite B PREPARED BY DATE STATION
Wilmington, North Carolina 28403
Phone: [phone] • Fax: [phone] CHECKED BY DATE SHEET OF

'SA / tz 9-
4 G. G
Zvi
?E?dS NOUVAGS80 NOII"JS= - Sd9ISIS - NVIS30 311S/IIAp - - -
?J t_
N0sw 3HR1.7 is/3mue AUS301SNINW7d /NN1Y1&0d$*Wl co a
-
VAEF70MY3 RLMON d
El M
) %OZSANO N N N •
. N
V ^ l
A8
NOLLdIaDS34
31V0
'ON LOW
LLOP e 6l6 cmj JNId33NI0N3
uoe LSO 6l6 see 'IlIH3H13

? d
z
SNOISIA3b
h9l WSW uliluwj moo 699
NOI LV.LNV 1Q lL1?ClL??Uy1lMI S
G
n'
S
5 o

S`

?
-- ---- --
?r

a
_` ` ., ?? ....... ter..
\.
i
I?

6N
11
° S-ZI-1.90:1i 90-MASl
S\SDUIhUmW0SM BSI:-
co 6
°
® N n N cr-
?? o A
® C4
61
?I
U

€c^?mN
'nUmm
? Z P ?'
b
gam
P
h
M H
r-? 2
\
1LZ
M
Z
?W
W
U
O
a

a
O
a
4
m?
z
0
rL
Z U
O W
Lid
0 I _? I
=I 11
wd loZo-s so
-80-1 slOOdul PU0II91KV04UO-OBI-3?SPUII'Ua UIOSVO
F-Y I-)
LLW ?O o O
S
i? C? N ?
W ?
?U ® N N cC ?

c
u z
x

.............
..:::::
.... ..

c?
.... .... ii: ::: .: •::.
II
W J

? O
J Z

® 1-4
W W
p
H 2 V'
?
Z
? W 2 I
?
W
N
O W
O
ti
? W

® W
o ?
W
® c
n
ti

a

Q ?z2:
0
jJ

H a 80
?

Q
H

Q
a ?

? U Q
Q
W O
?
Q
I-

Q

CL

eh

w
w
Q
F
-
?
a

U
? O

CO)

?
o
a v

0
m
z
o

Z V
Lu

GC
D
O
Z
NL71/Idy/tu d 11d `1L 'L k' 6W6/66-
u6P'80-Z3L 640odwl PuoIJaMVo4u6wuoalnu3 spu/huawwnS 90 BSI ri\°d
LLLw
LLI
?U
W
a
a
a
m
a
U
a
a
a
W
a
U
a
2
Y R
.+ R
C J
°w a
a w w
a ?0
f- z
N L
R
R
m A ? ? m

J
ag
wUr
J
a? wU
a /NO)o? CO
a CJ ?? ,
g f ? C
LLI
$ - a LL
s J
= a?
"
r7a
I
? C =
? € C
w N +?
0 0 U)
J 00
LL? N
-Q ?
ww a
CO W U
a? a
a0
U -
C?1
A a
y
m
0
N
Z
U
0 u
N ?
0
0
Z
CL _ Q
w?
U) w
ag
a0
0
no
^
a
w
CO
41
w
i2m

0
C?l
C)
N 0 W N
N N c

z
6

O V I -

W
® 22
° t ?
°
m
U
N 2 z
m J
? O

? h 2
m
A O
? JZ I
? ? WW ?
\
W p
?

W
Z ut
?
r ? U
ui 2
? W
O W

? W

ti

z
oz
0
VWj U

? 20
a OU

0 q
a
O-j
a

J11 5 a rra yye? •y uw616611
u5F80-00-L sluDdwl PuoU9MVN-uO-'1-3\spuj.H -wnS\90 BSIN/\`d
7YilS xa1VAY3SW AD. aWiSAW - SdSISO - MUS30 31/S/7JA0
-
M30 3anmtc/maa - xaIs3010vIxxnd xaI?+J"sxval r# hard J3VdWI
z ?
VARTOMFD HIMON AJNDOf) NOISNiSO t,- a N
N
tote use 6I6 :=A ONI833NION3 z
A9 NOI1dIbJS3n 31V43 'ON U09 998 616 -a llIa3H13 Q
SN OISIMS 69l w!^S -PN °II°O-Y mop 69S NOLI VI Fu aNL l M3AWl1 S o o
z s Ma-YAGS80 AV/L%kIJSN00 - SdSIS1J - MaS30 3JJS/71AU Z# b'3l b' .LOb'dl'I tl
N9/S317 3H/Il.YkI1S/3W1118 - NUS301SN/NW7d NO t".WdSWY.L 2 g
o? A8 M3A3a 19'1N3WNOa1AN3 81YL9VL LO --- ?'""
LOIR LSS 6L6 :mj ONIN33NION3
A9 NOLLdIaOS3a 31Va 'ON LLOG LSD 616 :-G llI1l3H13 z
V 909LZAd SNOIS?A321 "Lw.nS'PNuyluwja of 699 NOIZd.LNv7d aNLU?31MIS O 6Z
{
I
I
OU3NDMI
310 // i
A _
O
SODS
i
1
% I 11 r
;Z4 k-4 k4 Ln
-- -------------
LL ICI
\ 1F
O / _..
i'Sj?Z '

I 91=8 8
? Z
W

1 I V t<? \ O
0 S
doIS'
E33.LVJL3cGA \
PIN
v\ V\
i
i
1 I I I w/ f?1, r \ \` `\ 1?" i 1 / /
i.
hl I
j - _ ?/ 11 ? / ? % j •,\/ i ? / ? ? i '/ , ? /? / j ?? ;__---? c
M1
0*61.2? Mt.
yw3 yy. J l ? l r ?? I b ?? ? r l /' {? r /l i ?
I
CIq
Z =aa
LLJ
m
r `` r ..T j" / ' Jlj C a.
1I l' l - ?. l I' `? l J
,
ubP'80-8Z-1 spDdwl PUDIPh(VnguewuOJl,W_7\spul nLewwnS\90 BSI;,
?s
,vanw3sso ear lsvan - sd?is? - AW30 316/71N3 ,S# ,P#, ,E# .Svgmd Jovdwi -
N?s? 3dn?anbls?aoiae - AW3aiaNInrW7d AOIlvJWds*W.L ?
VXffOUV0 RLMOX AJAMOO X RHO 4 N
Ag
tse ata:WA JNIUMNIJN3
NOLLdIaJS3U 31V4 ON 9 Lo le09L1 'O'N 46WI°b
??Itl3Hl3/;??/? I o
SNOIS?A3? 09t w^s'pa UI11oy swop ass 11tO1.L6'.L1 "cr QAi1111mw wav Q
I ,
j
, I
I ry i ?, $t53???)
i ?
I
W3 W3 CO) U)
CO !F "? try l?
14
64
co? v^ ?' i r i Vj Vj y
9 "t
7 ?1 ?Co.) Qqv
/ 1 f ' Wi
ti
r
I
i
I II ,N ? I I ? I _
r. Q?,? -
.51
cc_
90
?t M,
\
a O G j
?. C1 1 ` ?
tit"
\ C ?w C
h \ > q
\
,,'\ \ \\ \ \ ` `\ \ 1 \' C-4
L \ \ \ :\ \ ?\ \ `?
I \
:
1 I _
:
:
--
l
`
11 ;
?I
}1 i
ubp8CY8Z-i spDdeal Puo1IaMVD4U-uo.(1au3\sPW-n5W OSt
7675
N&"M3S90 AO-L'NWJSAW - SdSISIS - AWS-W 31IS/7INJ # ?s?Ii??r
MUS30 3a?1S/3?ll18 - NUS301SN/NWW 0-&JYWSBVa1 9 51 ? ? a Y JO d) l
A8 NoLijivJS3a tae use cis ;md JNIH33NIJN3 - ----? LLS L99 6L6 :-a ry 31 '4 'ON 909ZZ'7N 48P4 llId3H13 1
SNOI$I/?? 69LW^S P11 Miuajsauof 649
NOLLV-[Nncr QNMf,Mns

ubp'80-8Z-I s;xdml VuoIRAWDiuemuOJrnv:A.Tpu/m,auwnSW OSl.
Gov r-•.?J9
Q: •r
v
h? O
O
U
Z
ti
Q
m
Z
O
ti
W
W
C!?
NOI1NAd3S8o V01"YJSNoo - sdeis» --Ne/S_W 31/S17iN0 "12.LO13 US. 70X.LN00 NISHS
Nol$30 3dnJ"JS13S91b8 - MS1SW19N1NNY7d N0/1VJY0dSNVIIl g
N
FrNTIom ALMON ALL MOD NO.LSNHOI b
NOI1dRi:)S3U LOl91SB 616 ?d _ ?JNIN33NI'JN3
uda ON «oe ISO 616 'Me IIIUBH13 d
9o9LZ'J'N'461a1°N dAW' 11i01.Lb'.L11tV'1'd Q11IIA1?I?IILIIl2S
Sw' I `I O' S IAw ?7 a 691 guns •P4 ulllu°' j wu°f 699 rll? A
0
C m
ti 2
W ?
y 2 ° ~ o
CA ° x 4ia-ti
N ? ti ?WW
ti ° c?NW
??aW m
W H U ?2?2
O = C o Wtit?ti
mg
< Wac
too k °
h y°°
? W C dS
waxz2
o
W W W Ws?Q G)Q
ti
Z
D ,y
J
:ZE
W S. Q
? W p
cc '
°wz?
W W rh
ca I z
? ~ Lo J
ti J
D L
Lij J
Q ti ? m
ct Lo ~
?
W O
llW
I
tit wW
Z ti
y?Rm ??°mti
'Z
W.='Oo
W03
a ca ° Ca 45
000 : -:wa
m T?4 R1:3
Luh
a¢dLu
?Sxmo tug 0° W
`
a
AF w
a
n
J
O
a

C',
ti
V u
zz QW Q)

ON W
Q?
?

?CL W¢ ti

>

UP
Wv 8asw I tak
UOPbl GSW r/O/YW3 Pad -09MASPINW/D•4AgW1 S%X
¢OV Ji V,
s•., .W sl8
? W
?a ~
? o
ti
Q
?u
W
Q
o
ti
z
W
W
C?
N0111+A?J3SG0 N0I1OnvJSN00 - Sd9/S/9 - MaVS30 3JIS171NO
N9IS30 3NN LO/k/1S/3a0fF19 - N9/S301,qN1NW7d N0l yjyOdSWV
NOI1dIaDS3U L0Las 19 L99 616 -a ON 1.98 616 5^8 JNIa33NI0N3
909L ?
31`o'd llIFi3Hl3 '
A 09LZ'>'N'48?e?oy
SNOISIMS 1191. QUnS•'d UM-MA-Uof 694
AIWA NOLLVAH72[ l7SVfir O
NOI. FLA"d Q'11MxYWIls
D
?ca O
qtr VW O
ry)
u
J
?p
0 0
?W
O
r Ln
06 Lo
LJ N
? N
v u W
o
~ o
LQ J N
Z Q :v)
OO p
lQ V Z
J ~ Z
1.V Q
C) ?. a
N N v :
W m
W
s?
4 m o
Q
LL-
W
co Ll-
O {
V
Ca
N ,
u.
W
O
J
J
ti? N
? J
ti .W
Q ?
O O
O
I ?
u6PVl "Id-104v00 PuOd
I I ? ? I I J f
I I I / I e? / / / / ?
I I I ,? / I \ '
I I I I I I / I \ LL??\ -_ 1
I I i I? ?--_ I F` \ n I_
I i I I I I II I 55.?Q`e -Q---- ----_ -_'_---
I I I I -_
II ? II 1 ? 1 1\ `\ z ?? __ _`-
1 1 I \ \ Nw ?
1 I \ ?D
1 1 \ \ \\ \ ui --_ -- ?1
\ \ \ ` w
\ N \
\ N \
I I 1 \ I I 1
I ( 1 I? I 1
- - I W II 1
I. I 1
I? I I
/ I' ! 1
i
W / 1 /
_- /
EI TKER
SUBJECT PROJECT 3r0431neti4+ l,vd
559 Jones Franklin Road, Suite 164
Raleigh, North Carolina 27606 LOCATION
Phone: [phone] Fax:[phone]
PREPARED BY---G6 F DATE 4 / S /D'Is STATION
1209 Floral Parkway, Suite B
Wilmington, North Carolina 28403 CHECKED BY DATE SHEET OF
Phone: [phone] Fax: [phone]
Doi = la(p? l ?$ 5F- l s,1 SAG

rrac,?-, ? b?? /p ? l /?'G OE?`'!L. s?a?tn: wa-r?w C? f'''?;? /?'IA?au..til
? Fr
4-0
C s? det'A PC&,, Pd e
SA 1.2
DA
Ec tot'rP vo k'n e-
4 Fr SFr
/. 25
saC ?.z Sr
8766 Frz
? P? poa l
)?v= 0,05+1) .001t1) = ,05+ .009G4.d)
IZvz o. 4u,It.--
Uo/ 1Za f /c?r ?` O. ¢io [...?? 1 ? 5. /$61t
6. 51'9 -bjc Fr
Z7 5121 r3
M s[ n
??[
CDENP
Permit
(to be provided by DWQ)
?0? WArF9
P
E fr1 v
E
11
O
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part Ill) must be printed, filled out and submitted along with all of the required information.
Project name
Contact person
Phone number
Date
Drainage area number
Site Characteristics
Drainage area
Impervious area
% impervious
Design rainfall depth
Storage Volume: Non-SR Waters
Minimum volume required
Volume provided
Storage Volume: SR Waters
1-yr,24-hrrunoff depth
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is pre/post control of the 1-yr 24-hr peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, Post-development
Rainfall intensity: 1 -yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Basin Elevations
Basin bottom elevation
Sediment cleanout elevation
Bottom of shelf elevation
Permanent pool elevation
Top of shelf elevation
Temporary pool elevation
Volume and Surface Area Calculations
SA/DA ratio
Surface area at the bottom of shelf
Volume at the bottom of shelf
Permanent pool, surface area required
Permanent pool, surface area provided
Permanent pool volume
Average depth for SA/DA tables
Surface area at the top of shelf
Volume at the top of shelf
Form SW401-Wet Detention Basin-Rev.3
Summerwinds Plantation
Mr. Ron Mikesh
ti I&_Z&I-bbl/
4/8/2008
t..+'t'f.t 45
661,148 ft2
264,459 ft2
40 %
3.2 in
22,592 ft3
25;210 ft3
in
..3
ft3
ft3
ft3
Y (Y or N)
3.2 in
65.0 (unitless)
76.0 (unitless)
N/A in/hr
4.3 ft3/sec
11.0 ft'/sec
6.8 -
ft3/sec
237.00 It
238.00 ft
241.50 ft
242.00 ft
242.50 ft
245.00 ft
1.25 (unitless)
4409.00 ft2
12850.00 ft3
8,266 ft2
8,364 ft2 OK
25,210 ft3
3.014108082 ft OK
10,306 ft2
29431 ft3
Parts 1. & II. Design Summary, Page 1 of 2
Forebay volume
Forebay % of permanent pool volume
Temporary pool, surface area provided
Drawdown Calculations
Treatment volume drawdown time
Treatment volume discharge rate
Pre-development 1-yr, 24-hr discharge
Post-development 1 •yr, 24-hr discharge
Additional Information
Diameter of orifice
Design TSS removal
Basin side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build-out?
Drain mechanism for maintenance or emergencies
5,079 ft3
20 % OK
14,200 rye

4.9 days OK
1.57 ft3/s
4.28 ft3/s OK
1.57 ft3/s OK
2.00 in
85 %
3
10
10 ft
3 :1
3 :1
_ Y (Y or N)
1 ft
(Y or N)
Y (Y or N)
_ Y (Y or N)
Yes
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
Permit
(to be provided by DWO)
Form SW401•Wei Detention Basin•Rev.3
Parts I. & II. Design Summary, Page 2 of 2
-AT24-
0D_ tN
o??F W ATF?OG
h
O T
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part IIIJ must be printed, filled out and submitted along with all of the required information,
Project name - -;
Summerwinds Plantation
Contact name Mr. Ron Mikesh
Phone number 919-291-5517
Date April 8, 2008
Drainage area number Q , &M#5
F+o. r Level S MEMBER:
preaders
Receiving Flow From a BMP
Type of BMP Wet Detention
Drawdown flow from the BMP 7.09 cfs
For Level Spreaders Receiving Flow from the Drainage Area
Drainage area
Impervious surface area
Percent impervious
Rational C coefficient
Peak flow from the 1 in/hr storm
Time of concentration
Rainfall intensity, 10-yr storm
Peak flow from the 10-yr storm
Where Does the Level Spreader Discharge?
To a bioretention cell?
To a wetland?
To a filter strip or riparian buffer?
Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass
Width of dense ground cover
Width of wooded vegetation
Total width
Slope (from level lip to to top of bank)
Are any draws present?
Level Spreader Design
Forebay surface area
Feet of level lip needed per cfs
Answer "Y" to one of the following:
Length based on the 1 in/hr storm?
Length based on the 10-yr, 24-hr storm?
Length based on the BMP discharge rate?
Design flow
Is a bypass device provided?
Length of the level lip
Are level spreaders in series?
Do not complete this section of the worksheet
ft2
ft2
Do not complete this section of the worksheet.
Do not complete this section of the worksheet.
cis Do not complete this section of the worksheet.
min
in/hr Do not complete this section of the worksheet.
cfs Do not complete this section of the worksheet.
N (Y or N)
N (Y or N)
Y (Y or N) Please complete filter strip characterization below.
ft
50 ft
It
50 ft
8 %
N (Y or N) OK
None sq ft OK
13 fycfs
None (Y or N)
None (Y or N)
Y (Y or N)
7.09 cfs
Y (Y or N) OK
93 ft
None (Y or N)
#VALUE!
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.3
Parts I. and II. Design Summary, page 1 of 2
3S
Fire-Dev.

1S
Est-Dev
Subcat Reach on Link
Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland? N (Y or N)
Does the channel enter the stream at an angle? Y
Dimensions of the channel (see diagram below):
M ft
B ft
W ft
y ft
Peak velocity in the channel during the 10-yr, 24-hr storm cfs
Channel lining material PSRM
e
H
t a ------------ Y
M
F B j
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.3
M
Parts I, and It. Design Summary, page 2 of 2
-r;->Yo e5,
Wet Pond #5- 04_07_08
Prepared by {enter your company name here} Page 2
HydroCADO 8.00 s/n 004959 © 2006 HydroCAD Software Solutions LLC 4/8/2008
Area Listing (all nodes)
Area (acres) CN
9.110 61
15.180 65
6.070 98
Description (subcats)
Managed Open Space (1 S)
Woods/grass comb., Fair, HSG B (3S)
Roads, Houses, & Driveways (1S)
30.360
-t>m P 5'
Wet Pond #5- 04_07_08 Type II24-hr. 1-Yr. 24-Hr. Rainfall=3.20"
Prepared by {enter your company name here} Page 3
HydroCAD® 8.00 z/n 004959 © 2006 HydroCAD Software Solutions LLC 4/8/2008
Time span=1.00-144.00 hrs, dt=0.50 hrs, 287 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SUbcatchment 1S: Post-Dev. Runoff Area=15.180 ac Runoff Depth=1.15"
Tc=20.0 min CN=76 Runoff=11.04 cfs 1.457 of
Subcatchment 3S: Pre-Dev. Runoff Area=15.180 ac Runoff Depth=0.60"
Flow Length=866' Tc=27.1 min CN=65 Runoff=4.28 cfs 0.759 of
Pond 2P: Wet Pond #5 Peak Elev=245.04' Storage=36,440 cf Inflow=11.04 cfs 1.457 of
Primary=1.57 cfs 1.451 of Secondary=0.00 cfs 0.000 of Outflow=1.57 cfs 1.451 of
Total Runoff Area = 30.360 ac Runoff Volume = 2.217 of Average Runoff Depth = 0.88"
80.01% Pervious Area = 24.290 ac 19.99% Impervious Area =6.070 ac
Wet Pond #5 , - 04_07_08 Type // 24-hr 1-Yr. 24-Hr. Rainfall=3.20"
Prepared by (enter your company name here} Page 4
HydroCADO 8.00 s/n 004959 © 2006 HvdroCAD Software Solutions LLC 4/8/2008
Subcatchment IS: Post-aev.
Post-Development Inflow to Pond 45
Drainage Area = 6.6 Acres
% Impervious = 40%
[49] Hint: Tc<2dt may require smaller dt
Runoff = 11.04 cfs @ 12.11 hrs, Volume= 1.457 af, Depth= 1.15"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-144.00 hrs, dt= 0.50 hrs
Type 11 24-hr 1-Yr. 24-Hr. Rainfall=3.20"
Area ac CN Description
6.070 98 Roads, Houses, & Driveways
9.110 61 Managed Open Space
15.180 76 Weighted Average
9.110 Pervious Area
6.070 Impervious Area
Tc Length Slope Velocity Capacity Description
min (feet) (ft/ft) (ft/sec) (cfs)
20.0 Direct Entry, Direct
Subcatchment IS: Post-Dev
Wet Pond #5- 04_07_08 Type 1124-hr. 1-Yr. 24-Hr. Rainfall=3.20"
Prepared by {enter your company name here} Page 5
HydroCADO 8.00 s/n 004959 © 2006 Hydro DAD Software Solutions LLC
4/8/2008
Subcatchment 3S: Pre-Dev.
Pre-Development Inflow to Pond #5
Drainage Area = 15.18 Acres
[49] Hint: Tc<2dt may require smaller dt
Runoff = 4.28 cfs C 12.46 hrs, Volume= 0.759 af, Depth= 0.60"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-144.00 hrs, dt= 0.50 hrs
Type II 24-hr 1-Yr. 24-Hr. Rainfall=3.20"
Area (ac) (N Description
15.180 65 Woods/ rass comb., Fair, HSG B
15.180 Pervious Area
Tc Length Slope Velocity Capacity Description
min feet) (ft/ft) (ft/sec) (cfs)
18.3 150 0.0670 0.14 Sheet Flow, Overland Sheet Flow

8.8
716
0.0740
1.36 Woods: Light underbrush n= 0.400 P2= 3.20"
Shallow Concentrated Flow, Shallow Concentrated Flow

27.1
866
Total Woodland Kv= 5.0 fps
Subcatchment 3S: Pre-Dev.
Hydrograph
0
LL
i
I 1
Type Ifs 24-qtr; -1 Yl 24=Ht`
Rainfalf.3.20"
Runoff Ate=i15.180 as
FgOnbff \ro[um ;0.;759 of
146nOff aep
th_Q.60 ?i
MOW Le'n
tE-8fi6-'
I ! l i
T6=27111
Mill
CN=
EE
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100105110115120125130135140
Time (hours)
-:b (M 0
Wet Pond #5- 040708
_ _UV Type 11 24-hr 1-Yr. 24-Hr. Rainfall-3.20"
Prepared by {enter your company name here} Page 6
HydroCADO 8.00 s/n 004959 © 2006 HydroCAD Software Solutions LLC 4/8/2008
Pond 2P: Wet Pond #5
Inflow Area = 15.180 ac, Inflow Depth = 1.15" for 1-Yr. 24-Hr. event
Inflow = 11.04 cfs @ 12.11 hrs, Volume= 1
457 of
Outflow =
Primary = 1.57 cfs @
1
57
f
@ .
13.91 hrs, Volume= 1.451 af, Atten= 86%, Lag= 108.1 min
.
c
s 13.91 hrs, Volume= 1
451 of
Secondary = 0.00 cfs @ .
1.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 1.00-144.00 hrs
dt= 0.50 hrs
Peak Elev= 245.04 ' @ 13.91 hrs ,
Surf-Area= 14,259 sf Storage= 36,440 cf
Plug-Flow detention time= 1,628 .9 min calculated for 1.451 of (100% of inflow)
Center-of-Mass det. time= 1,626 .0 min ( 2,490.5 - 864.6)
Volume Invert Avail.Storage Storage Description
#1 242.00' 69,070 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (cg-ft) (cubic-feet) (cubic feet)
242.00 8,364 0 0
242.50 10,306 4,668 4
668
243.00 11,547 ,
5,463 10,131
244.00 12,845 12,196 22
327
245.00 14,200 ,
13,523 35,849
246.00 15,610 14,905 50,754
247.00 17,077 16,344 67
098
247.10 22,376 ,
1,973 69,070
Device Routing Invert Outlet Devices
#1 Primary 237.00' 18.0" x 227.0' long Culvert CMP, square edge headwall, Ke= 0.500

#2 Devic
1
' Outlet Invert= 230.00' S= 0.03087' Cc= 0.900 n= 0.024
"
e 242.00 2.0
Vert. Orifice/Grate C= 0
600
#3 Device 1 245.00' .
0.27'x 0.83' Horiz. Overflow Grate w/ Open Slots X 4.00 columns

#4 Secondary
246.00' X 5 rows Limited to weir flow C= 0.600
16.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=1.34 cfs @ 13.91 hrs HW=245.04' (Free Discharge)
t-1=Culvert (Passes 1.34 cfs of 13.19 cfs potential flow)
1: 2=0rifice/Grate (Orifice Controls 0.18 cfs @ 8.28 fps)
3=Overflow Grate w/ Open Slots (Weir Controls 1.16 cfs @ 0.65 fps)
Secondary OutFlow Max=0.00 cfs @ 1.00 hrs HW=242.00' (Free Discharge)
t-4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
-by n 95
Wet Pond #5- 04_07_08 Type 1124-hr 1-Yr. 24-Hr. Rainfall 3.20°
Prepared by {enter your company name here} Page 7
HydroCADO 8.00 s/n 004959 0 2006 Hydro DAD Software Solutions LLC 4/8/2008
Pond 2P: Wet Pond #5
Hydrograph
?toacrs IF Inflow
,
0 Outflow
C'fEf.OV?? Are=-t5 L a?i, M Primary
12 . ,
Secondary
-eAk GtK
11
E
ev Q .04'1
10 Stoeaa6=36,440 Cf
; I
s
i ,
I
g
N .-
v ! I I I i I ,
3 I ,
6
e ? I I I I
LL
5
4 !
1.57 crs - .. F ! !
1.57 cis
2 .
10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)
>m
Wet Pond #5- 04_07_08 Type 11 24-hr First Flush Rainfall=3.60"
Prepared by {enter your company name here} Page 8
HydroCADO 8.00 s/n 004959 © 2006 HvdroCAD Software Solutions LLC 4/8/2008
Time span=1.00-144.00 hrs, dt=0.50 hrs, 287 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Post-Dev. Runoff Area=15.180 ac Runoff Depth=1.44"
Tc=20.0 min CN=76 Runoff=14.21 cfs 1.819 of
Subcatchment 3S: Pre-Dev. Runoff Area=15.180 ac Runoff Depth=0.81"
Flow Length=866' Tc=27.1 min CN=65 Runoff=6.00 cfs 1.018 of
Pond 2P: Wet Pond #5 Peak Elev=245.14' Storage=37,780 cf Inflow=14.21 cfs 1.819 of
Primary=7.09 cfs 1.813 of Secondary=0.00 cfs 0.000 of Outflow=7.09 cfs 1.813 of
Total Runoff Area = 30.360 ac Runoff Volume = 2.838 of Average Runoff Depth =1.121,
80.01% Pervious Area =24.290 ac 19.99% Impervious Area =6.070 ac
Wet Pond #5- 04_07_08 Type // 24-hr First Flush Rainfall=3.60"
Prepared by {enter your company name here) Page 9
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/8/2008
Subcatchment IS: Feast-Dev.
Post-Development Inflow to Pond #5
Drainage Area = 6.6 Acres
% Impervious = 40%
[49) Hint: Tc<2dt may require smaller dt
Runoff = 14.21 cfs @ 12.10 hrs, Volume= 1.819 af, Depth= 1.44"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-144.00 hrs, dt= 0.50 hrs
Type II 24-hr First Flush Rainfall=3.60"
Area ac) CN Description
6.070 98 Roads, Houses, & Driveways
9.110 61 Managed Open Space
15.180 76 Weighted Average
9.110 Pervious Area
6.070 Impervious Area
Tc Length Slope Ve
min) (feet) (ft/ft) (fl
20.0
11
w
3
0
LL
i
: i
i
i
Capacity Description
(cfs)
®Runoi(
5 10 15 20 25 30 35 40 45 j6-j5'
0 55 60 65 70 75 80 85 90 95 10D 105 110 115 120 125 130 135 140
Time (hours)
-?,>Yvl es
Wet Pont! #5- 04_07_03 Type// 24-hr First Flush Rainfall=3.60"
Prepared by {enter your company name here} Page 10
HydroCADO 8.00 s/n 004959 @ 2006 Hydro DAD Software Solutions LLC 4/8/2008
Subcatchment 3S: Pre-aev.
Pre-Development Inflow to Pond #5
Drainage Area = 15.18 Acres
[49) Hint: Tc<2dt may require smaller dt
Runoff = 6.00 cfs @ 12.44 hrs, Volume= 1.018 af, Depth= 0.81 "
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-144.00 hrs, dt= 0.50 hrs
Type II 24-hr First Flush Rainfall=3.60"
Area (ac) CN Description
15.180 65 Woods/grass comb., Fair, HSG B
15.180 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
18.3 150 0.0670 0.14 Sheet Flow, Overland Sheet Flow

8
8 Woods: Light underbrush n= 0.400 P2= 3.20"
. 716 0.0740 1.36 Shallow Concentrated Flow, Shallow Concentrated Flow
Woodland Kv= 5.0 fps
27.1 866 Total
? Runofi
Wet Pond #5- 04_07_08 Type 1124-hr First Flush Rainfall=3.60"
Prepared by {enter your company name here) Page 11
HydroCADO 8.00 s/n 004959 @ 2006 HydroCAD Software Solutions LLC 4/8/2008
Pond 2P. Wet Pend #5
Inflow Area = 15.180 ac, Inflow Depth = 1.44" for First Flush event
Inflow = 14.21 cfs @ 12.10 hrs, Volume= 1.819 of
Outflow = 7.09 cfs @ 13.00 hrs, Volume= 1.813 af, Atten= 50%, Lag= 54.0 min
Primary = 7.09 cfs @ 13.00 hrs, Volume= 1.813 of
Secondary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 1.00-144.00 hrs, dt= 0.50 hrs
Peak Elev= 245.14' @ 13.00 hrs Surf.Area= 14,390 sf Storage= 37,780 cf
Plug-Flow detention time= 1,292.0 min calculated for 1.807 of (99% of inflow)
Center-of-Mass det. time= 1,308.2 min ( 2,166.2 - 857.9 )
Volume Invert A_vail.Storage Storage Description
#1 242.00' 69,070 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area .Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic feet)
242.00 8,364 0 0
242.50 10,306 4,668 4,668
243.00 11,547 5,463 10,131
244.00 12,845 12,196 22,327
245.00 14,200 13,523 35,849
246.00 15,610 14,905 50,754
247.00 17,077 16,344 67,098
247.10 22,376 1,973 69,070
Device Routing Invert Outlet Devices
#1 Primary 237.00' 18.0" x 227.0' long Culvert CMP, square edge headwall, Ke= 0.500

#2 Devic
1
' Outlet Invert= 230.00' S= 0.0308T Cc= 0.900 n= 0.024
"
e 242.00 2.0
Vert. Orifice/Grate C= 0.600
#3 Device 1 245.00' 0.27'x 0.83' Horiz. Overflow Grate w/ Open Slots X 4.00 columns
X 5 rows Limited to weir flow C= 0
600
#4 Secondary 246.00' .
16.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=7.33 cfs @ 13.00 hrs HW=245.14' (Free Discharge)
1-'-1=Cu1vert (Passes 7.33 cfs of 13.24 cfs potential flow)
1:3=Overflow 2=Orifice/Grate (Orifice Controls 0.18 cfs @ 8.41 fps)
Grate w/ Open Slots (Weir Controls 7.14 cfs @ 1.20 fps)
Secondary OutFlow Max=0.00 cfs @ 1.00 hrs HW=242.00' (Free Discharge)
t--4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
15m 0 5
Wet Pond #5` 04_07_08 Type /l 24-hr First Flush Rainfall=3.60"
Prepared by {enter your company name here} Page 12
HydroCAD® 8.00 s/n 004959 © 2006 HydroCAD Software Solutions LLC 4/8/2008
Fond 2P: Wet Pond #5
Hydrograph
r E Inflow
fa.zrcr5
F 78800aac?,," Cl Outflow
inflow Area=15f Primary
ID Secondary
15- '
14 'Pea'k -Elev=245.1 4'
13 Sfoca-ge=87.x78'0 of
12
10
W 9 • ,. 7.09 cis
i
7 !. .! -
LL
6
5
4
10 20 30 40 50 60 70 80 90 100 110 120 13'0'''140'
Time (hours)
\\ \\ \ \ \ \ \\
\ ` \
Uj\
\ \
LLJ
\ \ \ ~
\\
W \
\ \ \
\ \ \
WP
\\ \ \
\ \ U\
1 \ \
1 \
\ \ 1
\ O \
\
1 \ \ I I
1 I \ I I
\ 1 1 1 1 I
\ 1 1 I I I
\ I I I I I
? , 1 i I I I
i , I I I I I
1 , I I , I
\\?--- ------ ----- `\ - \ \ \
\ - ----- --- - \
\ \ - w \ \\
LLJ
\ \ -pW ?\ \
\ __ j \ \
\\ ? I I
I I
I I
I ? I
I i I
\` I I I I I
•? ?- - I 1 i I I
\1 1 i I ' I
\ I I ; I
II I i , I
i ? I ' I I
' I i t I I
I
\1 I I ? I I I I
I
\I
\ II I Z I i t I i
II ; O I j l I I
?\ I ~
I \I I I I ? ? ' I II ?
1? I I I I I ?
I
I
1 II I ; jj I I
1 I I ? I I
I I i t I
I I I
1 I I i I / /
I I I II I I ? I ? ?? I I l / /l l/l '/l I
' ' ' II II l fl? I ? IJ ?' l ?l'l ? ? l
I i I i 11 I II I/ /l ? l l
I I I I /
I I I I 1 ?J ?? I/ // /,
I I lI I l l ,? /
Z ILL
EhI FFJEE IN SUBJECT -PROJECT
fm?ew?5
559 Jones Franklin Road, Suite 164 /? j
Raleigh, North Carolina 27606 LOCATION d' b
Phone:[phone] • Fax:[phone]
1209 Floral Parkway, Suite B PREPARED BY DATE STATION
Wilmington, North Carolina 28403
Phone: [phone] • Fax: [phone] CHECKED BY DATE SHEET OF
ZkkI,d44F4r AM-'4 -- Z686-C4,fc /0.to,4C
?M e1A Nj Dv5
Fem., 7,abec /0-/ NC.Z)d,?!Z 5r ,swarm- 4,12? ?+a+vuI?1
4D 1.25
LZ s '4,-- rA P , .hoc,/
$A - /. Z 5 ??= 1_2 . b? a•oS S?cfr
t?R 100
3544-(?r2? C Pe lo, fw/
Rzejcvy rt! V'04.m c
R,= 0.0 5+0,aooCMl = 'x61- •0,0 9(4.0)
9v ;: 0. po L'n A,
VAS
?a
0.225 ?c ?s
gSZ?Fr3
HCDEMR
Permit
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part Ill) must be printed, filled out and submitted along with all of the required information.
(to be provided by DWQ)
of warF9
o? O
9
r
P ~
T
Project name Summerwinds Plantation
Contact person Mr. Ron Mikesh
Phone number 919.291-5517
Date 4/8/2008
Drainage area number
o` ryr?
Site Characteristics •?-
Drainage area 288,056 ft2
Impervious area 115,222 ft2
% impervious 40 %
Design rainfall depth 3.2 in
Storage Volume: Non-SR Waters
Minimum volume required 9,823 fta
Volume provided 12,356 h3
Storage Volume: SR Waters
1-yr, 24-hr runoff depth

Pre-development 1-yr, 24-hr runoff in
fta
Post-development 1-yr, 24-hr runoff fl3
Minimum volume required fta
Volume provided fta
Peak Flow Calculations
Is pre/post control of the 1-yr 24-hr peak flow required? Y (Y or N)
1-yr, 24-hr rainfall depth 3
2 i

Rational C, pre-development ,
65.0 n
(unitless)
Rational C, post-development 76.0 (unitless)
Rainfall intensity: 1 -yr, 24-hr storm N/A in/hr
Pre-development 1-yr, 24-hr peak flow 1.9 fta/sec
Post-development 1-yr, 24-hr peak flow 4.8 ft'/sec
Pre/Post 1-yr, 24-hr peak flow control 2.9 -
fta/sec
Basin Elevations
Basin bottom elevation 244.00 It
Sediment cleanout elevation 245.00 ft
Bottom of shelf elevation 248.50 It
Permanent pool elevation 249.00 ft
Top of shelf elevation 249.50 ft
Temporary pool elevation 252.00 ft
Volume and Surface Area Calculations
SA/DA ratio 1.25 (unitless)
Surface area at the bottom of shelf 1421.00 ft2
Volume at the bottom of shelf 2833.00 fta
Permanent pool, surface area required 3
594 2
Permanent pool, surface area provided ,
3,610 ft
ft2
Permanent pool volume 10,830 fta
Average depth for SA/DA tables 3

Surface area at the top of shelf
4,882 It
ft2
Volume at the top of shelf 12250 - ft'
Form SW401-Wet Detention Basin•Rev,3
OK
OK
Pans I. & It. Design Summary, Page 1 of 2
Permit No
Forebay volume
Forebay % of permanent pool volume
Temporary pool, surface area provided
Drawdown Calculations
Treatment volume drawdown time
Treatment volume discharge rate
Pre-development 1-yr, 24-hr discharge
Post-development 1-yr, 24-hr discharge
Additional Information
Diameter of orifice
Design TSS removal
Basin side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build-out?
Drain mechanism for maintenance or emergencies
Form SW401-Wet Detention Basin-Rev.3
(to be provided by DWQ)
Y
2,000 ft3
18 % OK
7,569 ft2

2.5 days OK
0.42 ft3/s
1.93 fl3/s OK
0.42 ff3/s OK

2.00 in
85 %
3 :1 OK
10 :1 OK
10 ft OK
3 OK
3 OK
Y (Y or N) OK
1 ft OK
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
Yes
Parts I. & II. Design Summary, Page 2 of 2
?F WATFS,
?o[?E? fie, pG
?/ts j [
NCDENR 0 T
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part lll) must be printed, filled out and submitted along with all of the required information.
t t ?:
Project name Summerwinds Plantation
Contact name Mr. Ron Mikesh
Phone number
Date
Drainage area number
919.291-5517
April 8, 2008
For Level Spreaders Receiving Flow From a BMP
Type of BMP Wet Detention
Drawdown flow from the BMP 1.25 cfs
For Level Spreaders Receiving Flow from the Drainage Area Do not complete this section of the worksheet

Drainage area
ft2 .
Impervious surface area ft2
Percent impervious
Rational C coefficient Do not complete this section of the worksheet.

Peak flow from the 1 in/hr storm Do not complete this section of the worksheet.

Time of concentration cfs Do not complete this section of the worksheet.

Rainfall intensity, l0-yr storm min
in/hr
Do not complete this section of the worksheet

Peak flow from the 10-yr storm
cfs .
Do not complete this section of the worksheet.
Where Does the Level Spreader Discharge?
To a bioretention cell? N (Y or N)
To a wetland? N (Y or N)
To a filter strip or riparian buffer?
Other (specify) Y (Y or N) Please complete filter strip characterization below.
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass ft
Width of dense ground cover 50 ft
Width of wooded vegetation ft
Total width 50 ft
Slope (from level lip to to top of bank) g %
Are any draws present? N (Y or N) OK
Level Spreader Design
Forebay surface area None sq ft OK
Feet of level lip needed per cis 13 ft/cfs
Answer "Y" to one of the following:
Length based on the 1 in/hr storm? None (Y or N)
Length based on the 10-yr, 24-hr storm? None (Y or N)
Length based on the BMP discharge rate? Y (Y or N)
Design flow 1.25 cfs
Is a bypass device provided? (Y or N) OK
Length of the level lip 17 ft

Are level spreaders in series?
None #VALUE!
(Y or N)
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.3
Parts I. and 11. Design Summary, page 1 of 2
Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland? N (Y or N)
Does the channel enter the stream at an angle? Y
Dimensions of the channel (see diagram below):
M ft
B ft
W ft
y ft
Peak velocity in the channel during the 10-yr, 24-hr storm cfs
Channel lining material PSRM
e
0
t ------------
M
E
B 4
Form SW401•Level Spreader, Filter Strip, Restored Riparian Butter-Rev.3
1
M
Parts I. and If. Design Summary, page 2 of 2
`-bmpL
3S
Fire-aev.
4
is
Dst-Dev
Subea Reach on Link

Wet Fond 44- 04_04_08
Prepared by {enter your company name here} Page 2
?droCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/8/2008
Area Listing (all nodes)
Area Lacres) CN
3.960 61
6.600 65
2.640 98
Description (subcats)
Managed Open Space (1 S)
Woods/grass comb., Fair, HSG B (3S)
Roads, Houses, & Driveways (1S)
13.200
-->M e (.
Wet Pond #4- 04_04_08 Type 1124-hr 1-Yr. 24-Hr. Rainfall=3.20"
Prepared by (enter your company name here) Page 3
HydroCADO 8.00 s/n 004959 0 2006 HydroCAD Software Solutions LLC 4/8/2008
Time span=1.00-144.00 hrs, dt=0.50 hrs, 287 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Post-Dev. Runoff Area=6.600 ac Runoff Depth=1.15"
Tc=20.0 min CN=76 Runoff=4.80 cfs 0.634 of
Subcatchment 3S: Pre-Dev. Runoff Area=6.600 ac Runoff Depth=0.60"
Flow Length=766' Tc=30.4 min CN=65 Runoff=1.93 cfs 0.330 of
Pond 2P: Wet Pond #4 Peak Elev=252.01' Storage=18,098 cf Inflow=4.80 cfs 0.634 of
Primary=0.42 cfs 0.634 of Secondary=0.00 cfs 0.000 of Outflow=0.42 cfs 0.634 of
Total Runoff Area =13.200 ac Runoff Volume = 0.964 of Average Runoff Depth = 0.88"
80.00% Pervious Area = 10.560 ac 20.00% Impervious area = 2.640 ac
--e>'m 0(.
Wet Pond 44- 04_04_08 Type 1124-hr. >-Yr. 24-Hr. Rainfall=3.20"
Prepared by {enter your company name here} Page 4
HydroCADO 8.00 s/n 004959 @ 2006 Hydro DAD Software Solutions LLC 4/8/2008
Subcatchment IS: Post-Dev.
Post-Development Inflow to Pond #4
Drainage Area = 6.6 Acres
% Impervious = 40%
[49] Hint: Tc<2dt may require smaller dt
Runoff 4.80 cfs @ 12.11 hrs, Volume= 0.634 af, Depth= 1.15"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-144.00 hrs, dt= 0.50 hrs
Type II 24-hr 1-Yr. 24-Hr. Rainfall=3.20"
Area ac CN Description
2.640 98 Roads, Houses, & Driveways
3.960 61 Managed Open Space
6.600 76 Weighted Average
3.960 Pervious Area
2.640 Impervious Area
Tc Length Slope Velocity Capacity Description
min (feet) (ft/ft) (ft/sec) (cfs)
20.0 Direct Entry, Direct
Subcatchment IS: post-Dev.
Hydrograph
T y0e [[ 24-6r 1; Y?r.
-Hr:
?4
-RainfaE[- ' "
RUnoff ACea-6.600 ac
F un # Vo[u a-Q.i 3 of
Runoff aepfh-"
Td=206
:m1n'
CN=7s
? Runoff .
5 10 15 20 25 30 35 40 45 50 -j5-66".'-`
5 60 65 70 75 80 85 90 95 100 105110115120125130135140
Time (hours)
-bol K
Wet Pond #4- 04_04_08 Type 1124-hr. 1-Yr. 24-Hr. Rainfall=3.20"
Prepared by {enter your company name here} Page 5
HydroCADO 8.00 s/n 004959 © 2006 HydroCAD Software Solutions LLC 4/8/2008
Subcatchment 3S: Pre-Dev.
Pre-Development Inflow to Pond #4
Drainage Area = 6.6 Acres
[491 Hint: Tc<2dt may require smaller dt
Runoff = 1.93 cfs @ 12.50 hrs, Volume= 0.330 af, Depth= 0.60"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-144.00 hrs, dt= 0.50 hrs
Type II 24-hr 1-Yr. 24-Hr. Rainfall=3.20"
Area (ac) CN Description
6.600 65 Woods/grass comb., Fair, HSG B
6.600 Pervious Area
Tc Length Slope Velocity Capacity Description
min) (feet) (ft/ft) (ft/sec) (cfs)
24.2 150 0.0333 0.10 Sheet Flow, Overland Sheet Flow
Woods: Light underbrush n= 0.400 P2= 3
20"
6.2 616 0.1104 1.66 .
Shallow Concentrated Flow, Shallow Concentrated Flow
Woodland Kv= 5.0 fps
30.4 766 Total
Subcatchment 3S: Pre-Dev.
Hydrograph
I r ? I 1 I i , I I ?
: I I I I I 1
: r
' I i I i i I ? I I i
I
2 1.93 cis f I ! I ! ! - I- I I
Type 1124-fir, ; YC. 2-4EHr'
I I I I ?
Rainfall 3.2011
Runoff AhBA=6.600 ad
I ? ! ? I I I I i
Runoff uo(Wn0 0,8$0 of
I
I I
. kunoff Depth-0r.60';
Flo' W
ancgth=766'
I I ! i ! ! ! i I r !
Tc=30' 4 4r 1
i I I I ? i r r
I
CN=6S
!I .
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100105110115120125130135140
Time (hours)
Q Runoff
,TJM I \o
Wet Pond #4- 04_04_08 Type 1124-hr 1-Yr. 24-Hr. Rainfall-3.20"
Prepared by tenter your company name here) Page 6
H droCADO 8.00 s/n 004959 @ 2006 HvdroCAD Software Solutions LLC 4/8/2008
Pond 2P. Wet Pond #4
Inflow Area = 6.600 ac, Inflow Depth= 1.15" for 1-Yr. 24-Hr. event
Inflow = 4.80 cfs @ 12.11 hrs, Volume= 0.634 of
Outflow = 0.42 cfs @ 15.99 hrs, Volume= 0.634 af, Atten= 91 %, Lag= 232.8 min
Primary = 0.42 cfs @ 15.99 hrs, Volume= 0.634 of
Secondary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 1.00-144.00 hrs, dt= 0.50 hrs
Peak Elev= 252.01' @ 15.97 hrs Surf.Area= 7,523 sf Storage= 18,098 cf
Plug-Flow detention time= 1,167.2 min calculated for 0.634 of (100% of inflow)
Center-of-Mass det. time= 1,163.3 min ( 2,027.9 - 864.6 )
Volume Invert Avail.Storage Storage Description
#1 249.00' 36,353 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic feet)
249.00 3,610 0 0
249.50 4,883 2,123 2,123
250.00 5,722 2,651 4,775
251.00 6,618 6,170 10,945
252.00 7,510 7,064 18,009
253.00 8,578 8,044 26,053
254.00 9,693 9,136 35,188
254.10 13,602 1,165 36,353
Device Routing Invert Outlet Devices
#1 Primary 243.00' 18.0" x 121.0' long Culvert CMP, square edge headwall, Ke= 0.500
Outlet Invert= 242.00' S= 0.0083'/' Cc= 0.900 n= 0.024
#2 Device 1 249.00' 2.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 252.00' 0.27x 0.83 Horiz. Overflow Grate w/ Open Slots X 4.00 columns
X 5 rows Limited to weir flow C= 0.600
44 Secondary 253.00' 16.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=0.36 cfs @ 15.99 hrs HW=252.01' (Free Discharge)
t-1=Culvert (Passes 0.36 cfs of 13.76 cfs potential flow)
1: 2=Orifice/Grate (Orifice Controls 0.18 cfs @ 8.24 fps)
3=Overflow Grate w/ Open Slots (Weir Controls 0.18 cfs @ 0.36 fps)
Secondary OutFlow Max=0.00 cfs @ 1.00 hrs HW=249.00' (Free Discharge)
t-4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
`3,M e G
Wet Pond #4- 04_04_08 Type// 24-hr 1- Yr. 24-Hr. Rainfall=3.20"
Prepared by {enter your company name here) Page 7
HydroCADO 8.00 s/n 004959 © 2006 Hydro DAD Software Solutions LLC 4/8/2008
Pond 2P: Wet Pond #4
Hydrograph
E Inflow
4.80 cfs
0 Outflow
Inflow aCl 0 Primary
S Secondary
5
I
Storage='18:098 cf.
4
w
I
1 1
LL
I I I 1 I I 1 2
I
I i I I I
' I I , I
1 0:42 C}S '- II ! i :
10 20 30 40 W 60 70 80 90 100 110 120 130 140
Time (hours)
Wet Pond #4- 04_04_08 Type 1124-hr First Flush Rainfall=3.60"
Prepared by {enter your company name here} Page 8
H droCADO 8.00 s/n 004959 © 2006 HydroCAD Software Solutions LLC 4/8/2008
Time span=1.00-144.00 hrs, dt=0.50 hrs, 287 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment IS: Post-Dev.
Runoff Area=6.600 ac Runoff Depth=1.44"
Tc=20.0 min CN=76 Runoff=6.18 cfs 0.791 of
Subcatchment 3S: Pre-Dev. Runoff Area=6.600 ac Runoff Depth=0.81"
Flow Length=766' Tc=30.4 min CN=65 Runoff=2.73 cfs 0.443 of
Pond 2P: Wet Pond #4 Peak Elev=252.03' Storage=18,256 cf Inflow=6.18 cfs 0.791 of
Primary=1.25 cfs 0.791 of Secondary=0.00 cfs 0.000 of Outflow=1.25 cfs 0.791 of
Total Runoff Area =13.200 ac Runoff Volume =1.234 of Average Runoff Depth =1.12"
80.00% Pervious Area = 10.560 ac 20.00% Impervious Area = 2.640 ac
--E>Yvl PG
Wet Pond #4- 04_04_08 Type 1124-hr First Flush Rainfall=3.60"
Prepared by {enter your company name here) Page 9
H droCADO 8.00 s/n 004959 © 2006 HydroCAD Software Solutions LLC 4/8/2008
Subcatchment 1S: host-Dev.
Post-Development Inflow to Pond #4
Drainage Area = 6.6 Acres
% Impervious = 40%
[49] Hint: Tc<2dt may require smaller dt
Runoff = 6.18 cfs C 12.10 hrs, Volume= 0.791 af, Depth= 1.44"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-144.00 hrs, dt= 0.50 hrs
Type II 24-hr First Flush Rainfall=3.60"
Area (ac) CN Description
2.640 98 Roads, Houses, & Driveways
3.960 61 Managed Open Space
6.600 76 Weighted Average
3.960 Pervious Area
2.640 Impervious Area
Tc
min
20.0
N
V
3
0
LL
Length Slope Velocity Capacity Description
(feet) (ft/ft) (ft/sec) (cfs)
? I I
6.18 cfs
law
191
i
I
1
I
I i
i
• I
a
I ?
i
I
? Runoff
5 10 15 20 25 30 35 40 45 50 55 60 66-76-''-
75 80 85 90 9?5 100105110115120125130135140
Time (hours)
_E?>M C(.
Wet Pond #4- 04_04_08 Type// 24-hr First Flush Rainfall=3.60"
Prepared by {enter your company name here} Page 10
HyroCADO 8.00 s/n 004959 © 2006 HydroCAD Software Solutions LLC 4/8/2008
Subcatchment 3S: Pre-Dev.
Pre-Development Inflow to Pond #4
Drainage Area = 6.6 Acres
[49] Hint: Tc<2dt may require smaller dt
Runoff = 2.73 cfs @ 12.48 hrs, Volume= 0.443 af, Depth= 0.81
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-144.00 hrs, dt= 0.50 hrs
Type II 24-hr First Flush Rainfall=3.60"
Area (ac) CN Description
6.600 65 Woods/grass comb., Fair, HSG B
6.600 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
24.2 150 0.0333 0.10 Sheet Flow, Overland Sheet Flow
Woods: Light underbrush n= 0.400 P2= 3
20"
6.2 616 0.1104 1.66 .
Shallow Concentrated Flow, Shallow Concentrated Flow
Woodland Kv= 5.0 fps
30.4 766 Total
Subcatchment 3S: Pre-Dev.
h
U
3
0
LL
2.73 cfs !
i •
i
i
i
? i
i
i
i
i
i i
i
i
Hydrograph
©Runoft
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100105110115120125130135140
Time (hours)
-brn P
Wet Pond 44- 04_04_08 Type 11 24-hr First Flush Rainfall=3.60"
Prepared by {enter your company name here} Page 11
H droCADO 8.00 s/n 004959 © 2006 HydroCAD Software Solutions LLC 4/8/2008
Pond 2P, Wet Pond #4
[85] Warning: Oscillations may require Finer Routing>1
Inflow Area = 6.600 ac, Inflow Depth = 1.44" for First Flush event
Inflow = 6.18 cfs @ 12.10 hrs, Volume= 0.791 of
Outflow = 1.25 cfs @ 13.43 hrs, Volume= 0.791 af, Atten= 80%, Lag= 79.9 min
Primary = 1.25 cfs @ 13.43 hrs, Volume= 0.791 of
Secondary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 1.00-144.00 hrs, dt= 0.50 hrs
Peak Elev= 252.03' @ 13.50 hrs Surf.Area= 7,545 sf Storage= 18,256 cf
Plug-Flow detention time= 953.7 min calculated for 0.791 of (100% of inflow)
Center-of-Mass det. time= 949.5 min ( 1,807.4 - 857.9 )
Volume Invert Ava_il.Storage Storage Description
#1 249.00' 36,353 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic feet)
249.00 3,610 0 0
249.50 4,883 2,123 2,123
250.00 5,722 2,651 4,775
251.00 6,618 6,170 10,945
252.00 7,510 7,064 18,009
253.00 8,578 8,044 26,053
254.00 9,693 9,136 35,188
254.10 13,602 1,165 36,353
Device Routing Invert Outlet Devices
#1 Primary 243.00' 18.0" x 121.0' long Culvert CMP, square edge headwall, Ke= 0.500
Outlet Invert= 242.00' S= 0.0083'/' Cc= 0.900 n= 0.024
#2 Device 1 249.00' 2.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 252.00' 0.27'x 0.83' Horiz. Overflow Grate w/ Open Slots X 4.00 columns
X 5 rows Limited to weir flow C= 0.600
#4 Secondary 253.00' 16.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=0.98 cfs @ 13.43 hrs HW=252.03' (Free Discharge)
t 52=Orlfice/G Culvert (Passes 0.98 cfs of 13.78 cfs potential flow)
r ate (Orifice Controls 0.18 cfs @ 8.27 fps)
3=Overflow Grate w/ Open Slots (Weir Controls 0.80 cfs @ 0.58 fps)
Secondary OutFlow Max=0.00 cfs @ 1.00 hrs HW=249.00' (Free Discharge)
t-4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

Wet Pond #4- 04_04_08 Type lI 24-hr First Flush Rainfall=3.60"
Prepared by {enter your company name here} Page 12
HydroCADO 8.00 s/n 004959 © 2006 HydroCAD Software Solutions LLC 4/8/2008
Pored 2P: Wet Pond #4
Hydrograph
IC- Inflow
p Outflow
IS Primary
0 Secondary
41
V
3
0
LL
iu au
Time (hours)
----------
----------
--
-----------
- - --
--------------
/ ? a
\ i
Alf
1
NN
? mm / i
J /
11 / /
Permit Number
(to be provided by DWQ)
?oF wArER
? QG
MCDEN T
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WETLAND SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part lll) must be printed, filled out and submitted along with all the required information.
Project name
Contact name
Phone number
Date
Drainage area number
Summetwinds Plantation
Mr. Ron Mikesh
919-291-5517
April 7, 2008
Site Characteristics
Drainage area 467,643.00 fe
Impervious area 187,057.20 ft2
Percent impervious 40.0%%
Design rainfall depth 1.00 inch
Peak Flow Calculations
1-yr, 24-hr runoff depth
1-yr, 24-hr intensity
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Pre/Post 1-yr, 24-hr peak control
Storage Volume: Non-SR Waters
Design volume (temporary pool volume)
Depth of temporary pool/ponding depth (Dp1,,j )
Drawdown time
Diameter of orifice
Coefficient of discharge (Co) used in orifice diameter
calculation
Driving head (Ho) used in the orifice diameter calculation
Storage Volume: SR Waters Parameters
1-yr, 24-hr depth
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Form SW401-Wetland-Rev.2
3.20 in
N/A in/hr
5.77 ft3/sec
13.23 ft3/sec
7.46 ft3/sec
9,421.00 ft3 OK
12.00 in OK
2.00 days OK
3.00 in Drawdown orifice diameter may be insufficient. Please
provide adequate supporting calculations.
0.60 (unitless)
0.66 ft OK
in
ft3
ft3
ft3
it3
Parts I and II. Project Design Summary, Page 1 of 3
Permit Number
(to be provided by DWO)
Surface Areas of Wetland Zones
Surface Area of Entire Wetland 16,059.00 ft2 OK
Shallow Land 6,200.00 ft2 OK
The shallow land percentage is: 0.39%
Shallow Water 6,599.00 ft2 OK
The shallow water percentage is: 0.41 %
Deep Pool
Forebay portion of deep pool (pretreatment) 1,660.00 ft2 OK
The forebay surface area percentage is: 0.10%
Non-forebay portion of deep pool 1,600.00 ft2 OK
The non-forebay deep pool surface area percentage is: 0.10%
Total of wetland zone areas 16,059.00 ft2 OK
Add or subtract the following area from the zones 0.00 ft2
Topographic Zone Elevations
Temporary Pool
Shallow Land (top) 270.00 fmsl
Permanent Pool
Shallow Water (top) 269.00 fmsl
Deep Pool (top) 268.50 fmsl
Most shallow point of deep pool's bottom 267.00 fmsl
Deepest point of deep pool's bottom 266.00 fmsl
Design must meet one of the following two options:
This design meets Option #1,
Deep pool is 6+inches below SLWT, If yes: (Y or N)
SLWT (Seasonally Low Water Table) fmsl
This design meets Option #2,
Has a clay liner Y
If yes:
Depth of topsoil above clay liner 6.00 in
Topographic Zone Depths
Temporary Pool
Shallow Land 12.00 in OK
Permanent Pool
Shallow Water 6.00 in OK
Deep Pool (shallowest) 18.00 in OK
Deep Pool (deepest) 30.00 in OK
Planting Plan
Are cattails included in the planting plan? N (Y or N) OK
Number of Plants in planting plan recommended:
Herbacious (4+inch diameter) 486
Shrubs/small trees (1 gallon or larger) 324
Trees (1.5" dbh) 81
Number of Plants in planting plan provided (several species of
each plant type are recommended):
Herbaceous (4+inch diameter)
Shrubs/small trees (1 gallon or larger)
Trees (2.5" dbh)
Form SW401-Wet land- Rev. 2 Parts I and 11. Project Design Summary, Page 2 of 3
Permit Number
(to be provided by DWQ)
Additional Information
Can the design volume be contained? Y (Y or N) OK
Does volume in excess of the design volume flow evenly

distributed through a vegetated filter? Y (Y or N) OK
What is the length of the vegetated filter? 32.00 It
Are calculations for supporting the design volume provided in the
application? Y (Y or N) OK
Is BMP sized to handle all runoff from ultimate build-out? Y (Y or N) OK
Is the BMP located in a recorded drainage easement with a
recorded access easement to a public Right of Way (ROW)? Y (Y or N) OK
The length to width ratio is: 1.85 :1 OK
Approximate wetland length 178.00 ft
Approximate wetland width 96.00 It
Approximate surface area using length and width provided 17,088.00 ft2 This approx. surface area is within this number of square
feet of the entire wetland surface area reported above:
Will the wetland be stabilized within 14 days of construction? Y (Y or N) OK
Form SW401-Wetland-Rev.2 Parts I and Il. Project Design Summary, Page 3 of 3
'` . EHER[LL
559 Jones Franklin Road, Suite 164
Raleigh, North Carolina 27606
Phone: 919-851-h077 • Fax: [phone]
1209 Floral Parkway, Suite B
Wilminglon, North Carolina 28403
Phone: [phone] • Fax: [phone]
SUBJECT PROJECT Swrs??(,?p wear{
LOCATION
PREPARED BY 4ZSfP DATE I°/2/6& STATION
CHECKED BY DATE SHEET OF

?-A?? ?WOrrf ? ? T-0
94 1
Rv;' 0.05fL D.oagl Z) '0S.) L
,bag( -off
g-v.: o. -f /Q '/'
now
- 0. ?673 ac FT
,dl?v obo F?-'?
Soh f??c .46, /Ze f ?a/= It ?T J
OP?Q"'r5 /?'r
5 A /6Daa rrT-
3S
1S
Pre-Dev. ost-Dev
2P
rem". 11 rr ud
Bobcat Reach Pon Link
t>m 01
Stormwater Wetland - #3 04 02 00
Prepared by (enter your company name here} Page 2
H droCAD® 8.00 s/n 004959 © 2006 HvdroCAD Software Solutions LLC 4/7/2008
Area Listing (all nodes)
Area (acres) CN Description (subcats)
6.450 61 Managed Open Space (1 S)
10.750 65 Woods/grass comb., Fair, HSG B (3S)
4.300 98 Roads, Houses, Driveways (1S)
21.500
t5mp l
Stormwater Wetland - #3_04_02_03 Type // 24-hr 1 " Runoff Rainfall=2.00"
Prepared by {enter your company name here} Page 3
HydroCADO 8.00 s/n 004959 © 2006 HydroCAD Software Solutions LLC 4/7/2008
Time span=2.00-120.00 hrs, dt=0.05 hrs, 2361 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Post-Dev. Runoff Area=10.750 ac Runoff Depth=0.41"
Tc=20.0 min CN=76 Runoff=4.07 cfs 0.371 of
Subcatchment 3S: Pre-Dev. Runoff Area=10.750 ac Runoff Depth=0.14"
Flow Length=525' Tc=19.4 min CN=65 Runoff=0.50 cfs 0.121 of
Pond 2P: Stormwater Wetland - #3 Peak Elev=269.69' Storage=9,421 cf Inflow=4.07 cfs 0.371 of
Primary=0.18 cfs 0.369 of Secondary=0.00 cfs 0.000 of Outflow=0.18 cfs 0.369 of
Total Runoff Area = 21.500 ac Runoff Volume = 0.492 of Average Runoff Depth = 0.27"
80.00% Pervious Area =17.200 ac 20.00% Impervious Area = 4.300 ac
T>M 01
Stormwater Wetland - #3_04 02_08 Type 1124-hr > " Runoff Rainfall-2.001,
Prepared by {enter your company name here} Page 4
HydroCAD® 8.00 s/n 004959 @ 2006 HydroCAD Software Solutions LLC 4/7/2008
Subcatchment IS: Post-Dev
Post-Development. Inflow to Pond #3
Drainage Area = 10.75 Acres
% Impervious = 40%
Runoff = 4.07 cfs @ 12.16 hrs, Volume= 0.371 af, Depth= 0.41"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1" Runoff Rainfall=2.00"
Area ac CN Description
4.300 98 Roads, Houses, Driveways
6.450 61 Managed Open Space
10.750 76 Weighted Average
6.450 Pervious Area
4.300 Impervious Area
Tc Length Slope Velocity Capacity Description
min (feet) (ft/ft) (ft/sec) (cfs)
20.0 Direct Entry, Tc from Storm Drain Calculations
Subcatchment IS: Post-Dev.
Hydrograph
'
4.0? cis
a TY! e;ll Z4-hr 1nRut'
;
Rainfall:2.!O0°
-10.750
Ruhr ff Volu' me ;0.$71 of
;
Runoff, Depth=0 ;41,'•
3
o
U: 2
Tc=20 0
stn
GN?=76
0 .
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
lRunoft
-?>w? P7
Stormwater Wetland - ##3_04_02_08 Type 1124-hr 1 " Runoff Rainfal1=2.00"
Prepared by (enter your company name here} Page 5
HVdroCAD® 8.00 s/n 004959 @ 2006 HydroCAD Software Solutions LLC 4/7/2008
Subcatchment 3S: Pre-Dev
Post-Development Inflow to Pond #3
Drainage Area = 10.75 Acres
% Impervious = 40%
Runoff 0.50 cfs @ 12.24 hrs, Volume= 0.121 af, Depth= 0.14"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1" Runoff Rainfall=2.00"
Area (ac) CN Description
10.750 65 Woods/grass comb., Fair, HSG B
10.750 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
14.8 150 0.1133 0.17 Sheet Flow, Overland Sheet Flow
Woods: Light underbrush n= 0.400 P2= 3
20"
4.6 375 0.0750 1.37 .
Shallow Concentrated Flow, Shallow Concentrated Flow
Woodland Kv= 5.0 fps
19.4 525 Total
Subcatchment 3S: Pre-Dev
Hydrograph
0.55
?i Runoff
' 050 cfs , , i .. _
0.5 ;
Ty?3@ ;(f 24'h r; '?' Rl?r aff
0.45 Rair>Lfa[[-2.00t"
:
0.4
Ot'Fo f Are .75 0 at:
0.35
Runoff Vo[utne 0 2 of
0.3 Runoff'aepth-0.1411
,
0.25
LL F[Qtw'e - 5'
, rtgt _52
0.2 -
TC=19.4 Irt
0.15-
ON=
6i
0..
r
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 SO 65 90 95 100 105 110 115 120
Time (hours)
Stormwater Wetland - #3_04_02_08 Type /l 24-hr 1 " Runoff Rainfall=2.00"
Prepared by {enter your company name here) Page 6
roCAD® 8.00 s/n 004959 © 2006 HydroCAD Software Solutions LLC 4/7/2008
Pond 2P: Stormwater Wetland - #3
Inflow Area = 10.750 ac, Inflow Depth = 0.41" for 1" Runoff event
Inflow = 4.07 cfs @ 12.16 hrs, Volume= 0.371 of
Outflow = 0.18 cfs @ 18.71 hrs, Volume= 0.369 af, Atten= 96%, Lag= 393.4 min
Primary = 0.18 cfs @ 18.71 hrs, Volume= 0.369 of
Secondary = 0.00 cfs @ 2.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 269.69' @ 18.71 hrs Surf.Area= 16,985 sf Storage= 9,421 cf
Plug-Flow detention time= 778.5 min calculated for 0.369 of (100% of inflow)
Center-of-Mass det. time= 776.0 min ( 1,675.6 - 899.6 )
Volume Invert Avail.Storage Storage Description
#1 269.00' 80,824 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic feet) (sq ft)
269.00 9,600 789.0 0 0 9
600
269.50 16,059 494.0 6,346 6,346 ,
39,721
270.00 18,606 525.0 8,658 15,004 42,247
271.00 20,210 544.0 19,402 34,407 43,950
272.00 21,870 563.0 21,035 55,441 45
713
273.00 23,587 582.0 22,723 78,164 ,
47
536
273.10 29,718 645.0 2,659 80,824 ,
53,688
Device Routing Invert Outlet Devices
#1 Primary 265.00' 18.0" x 60.0' long Culvert CMP, square edge headwall, Ke= 0.500
Outlet Invert= 259.00' S=0.10001/' Cc= 0.900 n=0.024
##2 Device 1 269.00' 3.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 270.00' 36.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#4 Secondary 271.00' 20.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=0.18 cfs @ 18.71 hrs HW=269.69' (Free Discharge)
't
'
-
1=Culvert (Passes 0.18 cfs of 16.88 cfs potential flow)
:2=Orifice/Grate (Orifice Controls 0.18 cfs @ 3.61 fps)
3=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 2.00 hrs HW=269.00' (Free Discharge)
t
--4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 BD 85 90 95 100 705 i10 115 120
Time (hours)
1-7>rvt p 7
Stormwater Wetland - #3_04_02_08 Type 1124-hr. 1-Yr. 24-Hr. Rainfall=3.20"
Prepared by {enter your company name here} Page 8
H droCADO 8.00 s/n 004959 © 2006 Hydro CAD Software Solutions LLC 4/7/2008
Time span=2.00-120.00 hrs, dt=0.05 hrs, 2361 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment IS: Post-Dev. Runoff Area=10.750 ac Runoff Depth=1.15"
Tc=20.0 min CN=76 Runoff=13.23 cfs 1.032 of
Subcatchment 3S: Pre-Dev. Runoff Area=10.750 ac Runoff Depth=0.60"
Flow Length=525' Tc=19.4 min CN=65 Runoff=5.77 cfs 0.538 of
Pond 2P: Stormwater Wetland - #3 Peak Elev=270.21' Storage= 18,855 cf Inflow=13.23 cfs 1.032 of
Primary=3.12 cfs 1.030 of Secondary=0.00 cfs 0.000 of Outflow=3.12 cfs 1.030 of
Total Runoff Area = 21.500 ac Runoff Volume =1.570 of Average Runoff Depth = 0.88"
80.00% Pervious Area =17.200 ac 20.00% Impervious Area = 4.300 ac
Stormwater Wetland - #3_04_02_08 Type 1124-hr -Yr. 24-Hr. Rainfall=3.20"
Prepared by {enter your company name here} Page 9
H droCADO 8.00 s/n 004959 © 2006 HydroCAD Software Solutions LLC 4/7/2008
Subcatchment IS: Post-Dev.
Post-Development Inflow to Pond #3
Drainage Area = 10.75 Acres
% Impervious = 40%
Runoff = 13.23 cfs C 12.14 hrs, Volume= 1.032 af, Depth= 1.15"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Yr. 24-Hr. Rainfall=3.20"
Area ac) CN Description
4.300 98 Roads, Houses, Driveways
6.450 61 Managed Open Space
10.750 76 Weighted Average
6.450 Pervious Area
4.300 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.0 Direct Entry, Tc from Storm Drain Calculations
Subcatchment IS: Past-Dev.
14
. 1323 cfs
13-
12-

10-
9
N
8
0 7

LL
6
5
4-
3
]
2
;.
1
Hydrograph
Runoff
:
Type [E; 24 her 1-Y 4 Hr.
Rainfall.11126"
Ru'ndff Ar6ai=10.750 at:
R` n' ff V 14-Meof
;. _
Runoff Depth ! .15:11
Te: =20:0 min
QNi!:?76
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 1i0 115 120
Time (hours)
11" P1
Stormwater Wetland - #3_04_02_08 Type 1124-hr 1-Yr. 24-Hr. Rainfall=3.20"
Prepared by {enter your company name here} Page 10
H droCADO 8.00 s/n 004959 @ 2006 HydroCAD Software Solutions LLC 4/7/2008
Subcatchment 3S: Pre-Dev
Post-Development Inflow to Pond #3
Drainage Area = 10.75 Acres
% Impervious = 40%
Runoff = 5.77 cfs @ 12.16 hrs, Volume= 0.538 af, Depth= 0.60"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Yr. 24-Hr. Rainfall=3.20"
Area (ac) CN Description
10.750 65 Woods/crass comb-., Fair, HSG B
10.750 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
14.8 150 0.1133 0.17 Sheet Flow, Overland Sheet Flow
Woods: Light underbrush n= 0.400 P2= 3
20"
4.6 375 0.0750 1.37 .
Shallow Concentrated Flow, Shallow Concentrated Flow
Woodland Kv= 5.0 fps
19.4 525 Total
Subcatchment 3S: Pre-Dev.
Hydrograph
3
0
LL
14
cfs
TlY, e 11:24-hr I;-Yr. 24;
RalhfglhT3.0"
Fur?offra= 0.750 ac
Runoff Va[urn'e 0.3 of
.Runoff; Depth:4.60°
F16 Length=525'
T_O=19.4 -txt in
C -66
? Runoff
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
-f?mP7
Stormwater Wetland - #3_04_02_08 Type 1124-hr. 1-Yr. 24-Hr. Rainfall=3.20"
Prepared by {enter your company name here) Page 11
HVdroCADO 8.00 s/n 004959 @ 2006 HydroCAD Software Solutions LLC 4/7/2008
Fond 2P: Stormwater Wetland - #3
Inflow Area = 10.750 ac, Inflow Depth = 1.15" for 1-Yr. 24-Hr. event
Inflow = 13.23 cfs @ 12.14 hrs, Volume= 1.032 of
Outflow = 3.12 cfs @ 12.61 hrs, Volume= 1.030 af, Atten= 76%, Lag= 28.1 min
Primary = 3.12 cfs @ 12.61 hrs, Volume= 1.030 of
Secondary = 0.00 cfs @ 2.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 270.21' @ 12.61 hrs Surf-Area= 18,930 sf Storage= 18,855 cf
Plug-Flow detention time= 536.6 min calculated for 1.029 of (100% of inflow)
Center-of-Mass det. time= 537.4 min ( 1,402.6 - 865.2 )
Volume Invert Avail Storage Storage Description
#1 269.00' 80,824 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
269.00 9,600 789.0 0 0 9,600
269.50 16,059 494.0 6,346 6,346 39,721
270.00 18,606 525.0 8,658 15,004 42,247
271.00 20,210 544.0 19,402 34,407 43,950
272.00 21,870 563.0 21,035 55,441 45,713
273.00 23,587 582.0 22,723 78,164 47,536
273.10 29,718 645.0 2,659 80,824 53,688
Device Routing Invert Outlet Devices
#1 Primary 265.00' 18.0" x 60.0' tong Culvert CMP, square edge headwall, Ke= 0.500
Outlet Invert= 259.00' S=0.1000'/' Cc= 0.900 n=0.024
#2 Device 1 269.00' 3.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 270.00' 36.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#4 Secondary 271.00' 20.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=3.10 cfs @ 12.61 hrs HW=270.20' (Free Discharge)
I-'-1=Culvert (Passes 3.10 cfs of 17.96 cfs potential flow)
1: 2=Orifice/Grate (Orifice Controls 0.25 cfs @ 5.00 fps)
3=Orifice/Grate (Weir Controls 2.86 cfs @ 1.48 fps)
Secondary OutFlow Max=0.00 cfs @ 2.00 hrs HW=269.00' (Free Discharge)
t-4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)
>rA PI
Stormwater Wetland - #3_04_02_08 Type II24-hr. -Yr. 24-Hr. Rainfall=3.20"
Prepared by {enter your company name here} Page 12
HYdroCADO 8.00 s/n 004959 © 2006 HydroCAD Software Solutions LLC 4/7/2008
Pond 2P: Stormwater Wetland - #3
Hydrograph
: i I I I I i I f I I 1 I
K Inflow
13.23 cfs
1 1 ; [9 Outflow
Inflow Area[ 0.750 .ac ID Primary
C1 Secondary
13 Peak Elev 270.121 .
L l
12 I a7 ora.ge-p' C?f
11 j
10
9 - I -
0 7 i 1
1 1
6
5 j 3.72 cfs i - 1
3.12 cfs r 1 1 i I
3?, I I I I 1 I I I i I ? 1 1 I
0 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
--t>YM f 7
Stornlwater Wetland - #3_04_02_08 Type /124-hr. 100-Yr. 24-Hr. Rainfall=8.40"
Prepared by {enter your company name here} Page 13
HydroCAD® 8.00 s/n 004959 © 2006 HydroCAD Software Solutions LLC 4/7/2008
Time span=2.00-120.00 hrs, dt=0.05 hrs, 2361 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Post-Dev. Runoff Area=10.750 ac Runoff Depth=5.52"
Tc=20.0 min CN=76 Runoff=65.31 cfs 4.948 of
Subcatchment 3S: Pre-Dev. Runoff Area=10.750 ac Runoff Depth=4.22"
Flow Length=525' Tc=19.4 min CN=65 Runoff=51.00 cfs 3.780 of
Pond 2P: Stormwater Wetland - #3 Peak Elev=271.66' Storage=48,119 cf Inflow=65.31 cfs 4.948 of
Primary=20.69 cfs 4.109 of Secondary=34.89 cfs 0.836 of Outflow=55.57 cfs 4.946 of
Total Runoff Area = 21.500 ac Runoff Volume = 8.728 of average Runoff Depth = 4.87"
80.00% Pervious Area = 17.200 ac 20.00% Impervious Area = 4.300 ac
lbwl 07
Stormwater Wetland - #3_04_02_08 Type 1124-hr. 100-Yr. 24-Hr. Rainfall=8.40"
Prepared by tenter your company name here) Page 14
H droCADO 8.00 s/n 004959 © 2006 HydroCAD Software Solutions LLC 4/7/2008
Subcatchment IS: Post-Dev
Post-Development Inflow to Pond #3
Drainage Area = 10.75 Acres
% Impervious = 40%
Runoff = 65.31 cfs C 12.12 hrs, Volume= 4.948 af, Depth= 5.52"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Yr. 24-Hr. Rainfall=8.40"
Area ac) CN Description
4.300 98 Roads, Houses, Driveways
6.450 61 Managed Open Space
10.750 76 Weighted Average
6.450 Pervious Area
4.300 Impervious Area
Tc Length Slope Veloc
20.0
Capacity Description
Direct Entry, Tc from Storm Drain Calculations
®Eff
Stormwater Wetland - #3_04_02_08 Type 1124-hr. 100-Yr. 24-Hr. Rainfall=8.40"
Prepared by {enter your company name here) Page 15
HydroCADO 8.00 s/n 004959 © 2006 HydroCAD Software Solutions LLC 4/7/2008
Subcatchment 3S: Pre-Dev
Post-Development Inflow to Pond #3
Drainage Area = 10.75 Acres
% Impervious = 40%
Runoff = 51.00 cfs @ 12.12 hrs, Volume= 3.780 af, Depth= 4.22"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Yr. 24-Hr. Rainfall=8.40"
Area (ac) CN Description
10.750 65 Woods/grass comb., Fair, HSG B
10.750 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
14.8 150 0.1133 0.17 Sheet Flow, Overland Sheet Flow
Woods: Light underbrush n= 0.400 P2= 3
20"
4.6 375 0.0750 1.37 .
Shallow Concentrated Flow, Shallow Concentrated Flow
Woodland Kv= 5.0 fps
19.4 525 Total
Subcatchment 3S: Pre-Dev
Hydrograph
? ? ? Runoff
51.00 cfs i i , i :
I
Ty
p1124 1 hr
- ? ;. Yr. i 24 r.
45 [alnfaii-8 46ii
40 f kunoff rea-0.75p ac
35 ;f l no#f;lfaturn 3, 8,0 of
,
..
w 30 Runoff IJepth-664L2211.
i ,
a G Flow Length=52-5'
LL 25
Tc 19.4 rain
20
15 Cfg ;6,5
i
5
0 ..,
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
-e>mPI
Stormwater Wetland - #3_04_02_08 Type 1124-hr. 100-Yr. 24-Hr. Rainfall=8.40"
Prepared by {enter your company name here) Page 16
H droCADO 8.00 s/n 004959 @ 2006 HydroCAD Software Solutions LLC 4/7/2008
Pond 2P: Stormwater Wetland - #3
Inflow Area = 10.750 ac, Inflow Depth = 5.52" for 100-Yr. 24-Hr. event
Inflow = 65.31 cfs @ 12.12 hrs, Volume= 4.948 of
Outflow =
Primar
= 55.57 cfs @
20
69
f 12.22 hrs, Volume= 4.946 af, Atten= 15%, Lag= 5.6 min
y .
c
s @ 12.22 hrs, Volume= 4.109 of
Secondary = 34.89 cfs @ 12.22 hrs, Volume= 0.836 of
Routing by Stor-Ind method, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 271.66' @ 12.22 hrs Surf.Area= 21,299 sf Storage= 48,119 cf
Plug-Flow detention time= 133.6 min calculated for 4.944 of (100% of inflow)
Center-of-Mass det. time= 135.4 min ( 955.3 - 819.9 )
Volume Invert Avail.Storage Storage Description
#1 269.00' 80, 824 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet
Area
_ (feet) (sq-ft) (feet) (cubic-feet) (cubic feet) .
(sq ft)
269.00 9,600 789.0 0 0 9
600
269.50
270
00 16,059 494.0 6,346 6,346 ,
39,721
.
271.00 18,606
20,210 525.0
544.0 8,658 15,004
19,402 34,407 42,247
43
950
272.00
273
00 21,870 563.0 21,035 55,441 ,
45,713
.
273.10 23,587
29,718 582.0
645.0 22,723 78,164
2,659 80,824 47,536
53,688
Device Routing Invert Outlet Devices
#1 Primary 265.00' 18.0" x 60.0' long Culvert CMP, square edge headwall, Ke= 0.500

#2 Devic
1
' Outlet Invert= 259.00' S=0.1000'/' Cc= 0.900
" n=0.024
e 269.00 3.0
Vert. Orifice/Grate C= 0
600
#3 Device 1
#4 270.00' 36.0" .
Horiz. Orifice/Grate Limited to weir flow C= 0.600
Secondary 271.00' 20.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=20.67 cfs @ 12.22 hrs HW=271.65' (Free Discharge)
t-1-Culvert (Inlet Controls 20.67 cfs @ 11.70 fps)
I2=Orifice/Grate (Passes < 0.38 cfs potential flow)
3=Orifice/Grate (Passes < 43.73 cfs potential flow)
Secondary OutFlow Max=34.15 cfs @ 12.22 hrs HW=271.65' (Free Discharge)
t--4=Sharp-Crested Rectangular Weir (Weir Controls 34.15 cfs @ 2.64 fps)
Sri P I
Stormwater Wetland - #3_0 4 _02_08 Type 1124-hr 100-Yr. 24-Hr. Rainfall=8.40°
Prepared by {enter your company name here} Page 17
HydroCAD® 8.00 s/n 390 2006 HydroCAD Software Solutions LLC 4/7/2008
Pond 2P: Stormwater Wetland - #3
Hydrograph

ss.31 ofs M Inflow

ff
f EO Area rE:C ca
10.750,
c 12 Outflow
M Primary
70 . 117 Secondary
65 i. ss s7 cfs Peak Eiev-271.66'
60
flora
q 48
' 9 of
55 -
3
r
50
45
Z 40
c 35

3
25 sfs
20.
15
10 t
5 10 15 20 25 30 35 40 45 50 55 66'-65.'7'0-7'5'
0 65 70 75 80 85 90 9,5 107771,17715 120
Time (hours)
? Ar
?J
- ? ? _ - ?- ?? \ \ X111 III I ?l?I I I I IIII III IhYI //1/ I. \
\???? ??\??? ? ??I11 ?` ?! 1111111 ??',11?1'??'?)
00
/ I! I i I I! _, I I I 111111111 I l j l I! /I .! ?- ?i? %? ? ??\ 91
I I I I I I I l i/ / lj// ll I I I I I I I I I i I?? IIY ? /?? ?? ?,? ?? 1
?? / // / ! I I I i 1 III / ///(? \ I1 I\I ? ?? 111 -=?
?/ ?/ / ?,? //!III I I I I \ \I I (?? I?/ii/111 all(,
I I 1 /1 ?,? /111111 1 1\\\\\\\ \ IIII ? Ill??l \111 II??,?,
i I I !'?' l?, ? / ? \ \ \ \ 1\\\ \\ 11 II U ? ? 111' . , \\\ l' ?.
1 1 1 1 1 1 I I I I !? ?/?/ ?>>> )111> 111!111 / x?? ? 'IIJ I;I \\11111
l ? I ?,I 1 II ( 1 I ? I i l/? ??!!?/// / I? Il11 I ! ? ? ?- ?? ? 16 II ? 1?,1 I l i l l l l l?? ?
11 I 1 ?1 I I 1 \ 1 /! /Ill!/ '??/ ///Jl' ?? ? ? ?\ I ,; I ;I I ?1/????y1J)ll
Permit Number
(to be provided by DWQ)
TF9
O?OF WA
PG
CDENK Y
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WETLAND SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part lll) must be printed, filled out and submitted along with all the required information.
Project name
Contact name
Phone number
Date
Drainage area number
Summerwinds Plantation
Mr. Ron Mikesh
919-291-5517
7, 2008
dl , - " ts- -,° s?? }- °d _: - rk 5a ?ter E 3_1xf
MIAMI
Site Characteristics
Drainage area 696,960.00 ft2
Impervious area 230,8.68.00 ft2
Percent impervious 33,1%%
Design rainfall depth 1.00 inch
Peak Flow Calculations
1-yr, 24-hr runoff depth
1-yr, 24-hr intensity
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Pre/Post 1-yr, 24-hr peak control
Storage Volume: Non-SR Waters
Design volume (temporary pool volume)
Depth of temporary pool/ponding depth (DP,a,,s)
Drawdown time
Diameter of orifice
Coefficient of discharge (CD) used in orifice diameter
calculation
Driving head (Ho) used in the orifice diameter calculation
Storage Volume: SR Waters Parameters
1-yr, 24-hr depth
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
3.20 in
N/A in/hr
5.11 ft3/sec
16.31 ft3/sec
11.20 ft3/sec
11,506.00 ft3 OK
12.00 in OK
2.20 days OK
3,00 in Drawdown orifice diameter may be insufficient. Please
provide adequate supporting calculations,
0.60 (unitless)
0.66 ft OK
in
it3
ft3
ft3
ft3
Form SW401-Wetland-Rev.2 Parts I and II. Project Design Summary, Page 1 of 3
Permit Number
(to be provided by DWQ)
Surface Areas of Wetland Zones
Surface Area of Entire Welland 20,220.00 ft2 OK
Shallow Land 8,039.00 ft2 OK
The shallow land percentage is: 0,40%
Shallow Water 8,165.00 ft2 OK
The shallow water percentage is: 0.40 %
Deep Pool
Forebay portion of deep pool (pretreatment) 2,313.00 ft2 OK
The forebay surface area percentage is: 0,11 %
Non-forebay portion of deep pool 1,703.00 ft2 OK
The non-forebay deep pool surface area percentage is: 0.08%
Total of wetland zone areas 20,220.00 ft2 OK
Add or subtract the following area from the zones 0.00 ft2
Topographic Zone Elevations
Temporary Pool
Shallow Land (top) 249.00 fmsl
Permanent Pool
Shallow Water (top) 248.00 fmsl
Deep Pool (top) 247.50 fmsl
Most shallow point of deep pool's bottom .246.00 fmsl
Deepest point of deep pool's bottom 245.00 fmsl
Design must meet one of the following two options:
This design meets Option #1,
Deep pool is 6'inches below SLWT, If yes: (Y or N)
SLWT (Seasonally Low Water Table) fmsl
This design meets Option #2,
Has a clay liner Y
If yes:
Depth of topsoil above clay liner 6.00 in
Topographic Zone Depths
Temporary Pool
Shallow Land 12.00 in OK
Permanent Pool
Shallow Water 6.00 in OK
Deep Pool (shallowest) 18.00 in OK
Deep Pool (deepest) 30.00 in OK
Planting Plan
Are cattails included in the planting plan? N (Y or N) OK
Number of Plants in planting plan recommended:
Herbacious (4'inch diameter) 612
Shrubs/small trees (1 gallon or larger) 408
Trees (1.5" dbh) 102
Number of Plants in planting plan provided (several species of
each plant type are recommended):
He_rbacious (4'inch diameter)
Shrubs/small trees (1 gallon or larger)
Trees (2.5" dbh)
Form SW401-Wetland-Rev.2 Parts I and II. Project Design Summary, Page 2 of 3
Permit Number
Additional Information (to be provided by DWO)
Can the design volume be contained? Y (Y or N) OK
Does volume in excess of the design volume flow evenly
distributed through a vegetated filter? Y (Y or N) OK
What is the length of the vegetated filter? 29.00 ft
Are calculations for supporting the design volume provided in the
application? Y (Y or N) OK
Is BMP sized to handle all runoff from ultimate build-out? Y (Y or N) OK
Is the BMP located in a recorded drainage easement with a
recorded access easement to a public Right of Way (ROW)? Y (Y or N) OK
The length to width ratio is: 2.09 :1 OK
Approximate wetland length 207.00 ft
Approximate wetland width 99.00 ft
Approximate surface area using length and width provided 20,493.00 ft2 This approx. surface area is within this number of square
Will the wetland be stabilized within 14 days of construction? t of the entire wetland surface area reported above:
Y Y or N OK
Form SW401-Wetland-Rev.2
Parts I and II. Project Design Summary, Page 3 of 3
ETHEEtILL
'ss
559 Jones Franklin Road. Suite 164
Raleigh, ]North Carolina 27606
Phone: [phone] • Fax: [phone]
1209 Floral Parkway. Suite B
Wilmington, North Carolina 28403
Phone: [phone] • Fax: [phone]
TO'1141
SUBJECT sTO?rf w v-ren l.Jer1,e a1 C,r/GS PROJECT Sd?+?+an win t? sr
LOCATION &40 E' .--e>f1 i
PREPARED BY ? SP DATE 3 I Z eI aS STATION
CHECKED BY DATE SHEET OF
1 iD
2C.st,lr,,&J t,.jAreL- Qu,allty VO(ua+L
Rv= D.oS+ 8.001 ( _) _ 05 + • ooq(33?
VOlume 2 6Q D Mti ' ?•3??Ln?? „! x IIOIC{C
l2??
o j 4-(p2 7 Ac • Fr
-° 2?os +54 f'T3
5U2lo'ACC AtiCA R 6-q 1A .= Qvc 1 -- Z O115 4- T 3
.Dp1 Ao r5 I ?-T
ZOj 154.FTz

35
1S
Pre-Dev. ost-Dev
Stormwater Wetland
Phase 2
Subcat Reach on Link
'W6
Stormwater Wetland - Phase 2_03_28_08
Prepared by {enter your company name here} Page 2
HydroCADO 8.00 s/n 004959 © 2006 HydroCAD Software Solutions LLC 4/7/2008
Area Listing (all nodes)
Area (acres CN Description (subcats)
10.740 61 Managed Open Space (1S)
16.000 65 Woods/grass comb., Fair, HSG B (3S)
3.520 98 Houses & Driveways (1S)
1.740 98 Roads (1S)
32.000
Stormwater Wetland - Phase 2_03_28_08 Type 1124-hr I" Runoff Rainfall-2, 00"
Prepared by {enter your company name here} Page 3
HydroCADO 8.00 s/n 004959 © 2006 HydroCAD Software Solutions LLC 4/7/2008
Time span=2.00-120.00 hrs, dt=0.05 hrs, 2361 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Post-Dev. Runoff Area=16.000 ac Runoff Depth=0.32"
Tc=20.0 min CN=73 Runoff=4.12 cfs 0.427 of
Subcatchment 3S: Pre-Dev. Runoff Area=16.000 ac Runoff Depth=0.14"
Flow Length=987' Tc=40.3 min CN=65 Runoff=0.54 cfs 0.180 of
Pond 2P: Stormwater Wetland - Phase 2 Peak Elev=248.67' Storage=11,506 cf Inflow=4.12 cfs 0.427 of
Primary=0.17 cfs 0.423 of Secondary=0.00 cfs 0.000 of Outflow=0.17 cfs 0.423 of
Total Runoff Area = 32.000 ac Runoff Volume = 0.607 of Average Runoff Depth = 0.23"
83.56% Pervious Area = 26.740 ac 16.44% Impervious Area = 5.260 ac
_bM P8
Stormwater Wetland - Phase 2_03_28_08 Type 1124-hr I" Runoff Rainfall=2.00"
Prepared by {enter your company name here) Page 4
HydroCADO 8.00 s/n 004959 @ 2006 HydroCAD Software Solutions LLC 4/7/2008
Subcatchment IS: host-Dev
Post-Development Inflow to Pond #1 in Phase 2
Drainage Area = 16.00 Acres
% Impervious = 33%
Runoff = 4.12 cfs @ 12.17 hrs, Volume= 0.427 af, Depth= 0.32"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1" Runoff Rainfall=2.00"
Area ac _ CN Description
1.740 98 Roads
3.520 98 Houses & Driveways
10.740 61 Managed Open Space
16.000 73 Weighted Average
10.740 Pervious Area
5.260 Impervious Area
Tc Length Slope Velocity Capacity Description
in (feet) (ft/ft) (ft/sec) Os)
20.0
Direct Entry, Tc from Storm Drain Calculations
Subcatchment IS: Post-Dev.
Hydrograph
4.12 cfs i i ' '
T ..
FF
4 W ell 24-h r u l1 Off
Rainfalb.
Runoff Area 16.000 at
3
RCinoff; VQ[Un?e 0.42
I
CIE
Runoff; D-epihT0.3' 2
0
2
T6 20k M-1h
cry-7$
,
0
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
H Runoff
-?>>i 0 b
Stormwater Wetland - Phase 2_03_28_08 Type 1124-hr I" Runoff Rainfall=2.00"
Prepared by {enter your company name here) Page 5
HydroCADO 8.00 s/n 004959 @ 2006 HydroCAD Software Solutions LLC 4/7/2008
SUbcatchment 3S: Pre-Dev.
Post-Development Inflow to Pond #1 in Phase 2
Drainage Area = 16.00 Acres
% Impervious = 33%
Runoff = 0.54 cfs @ 12.63 hrs, Volume= 0.180 af, Depth= 0.14"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1" Runoff Rainfall=2.00"
Area (ac) CN Description
16.000 65 Woods/grass comb., Fair, HSG B
16.000 Pervious Area _
Tc Length Slope Velocity Capacity Description
_ min (feet) (ft/ft) (ft/sec) (cfs)
26.5 150 0.0267 0.09 Sheet Flow, Overland Sheet Flow
Woods: Light underbrush n= 0.400 P2= 3.20"
13.8 837 0.0406 1.01 Shallow Concentrated Flow, Shallow Concentrated Flow
Woodland Kv= 5.0 fr)s
40.3 987 Total
Runoff
0.
0.4
0.-
a 0.3;
v
3 0.;
_o
LL 0.2:
0.f
0.1E
0.1

5 10 15 20 25 3,0 3,5 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
-?k'>m P 6
Stormwater Wetland - Phase 2_03_28_08 Type 11 24-hr 1 " Runoff Rainfall=2.00"
Prepared by {enter your company name here) Page 6
HydroCADO 8.00 s/n 004959 © 2006 HydroCAD Software Solutions LLC 4/7/2008
Pond 2Po Stormwater Wetland - Phase 2
Inflow Area = 16.000 ac, Inflow Depth = 0.32" for 1" Runoff event
Inflow = 4.12 cfs @ 12.17 hrs, Volume= 0.427 of
Outflow - 0.17 cfs @ 20.91 hrs, Volume= 0.423 af, Atten= 96%, Lag= 524.5 min
Primary = 0.17 cfs @ 20.91 hrs, Volume= 0.423 of
Secondary = 0.00 cfs @ 2.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 248,67' @ 20,91 hrs Surf.Area= 21,228 sf Storage= 11,506 cf
Plug-Flow detention time= 936.2 min calculated for 0.423 of (99% of inflow)
Center-of-Mass det. time= 933.0 min ( 1,849.5 - 916.4 )
Volume Invert Avail.Storage Storage Description
#1 248.00' 100,740 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic feet) (sq ft)
248.00 12,181 937.0 0 0 12,181
248.50 20,220 597.0 8,016 8,016 53,687
249.00 23,284 628.0 10,867 18,883 56,725
250.00 25,198 647.0 24,235 43,118 58
755
251.00 27,168 666.0 26,177 69,294 ,
60,846
252.00 29,194 685.0 28,175 97,469 62
997
252.10 36,359 747.0 3,271 100,740 ,
70,063
Device Routing Invert Outlet Devices
#1 Primary 244.00' 18.0" x 64.0' long Culvert CMP, square edge headwall, Ke= 0.500
Outlet Invert= 238.00' S= 0.0938/' Cc= 0.900 n= 0
024
#2 Device 1 248.00' 3.0" Vert. Orifice/Grate C= 0.600 .
#3 Device 1 249.00' 36.0" Horiz. Orifice/Grate Limited to weir flow C= 0
600
.
#4 Secondary 250.00' 20.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=0.17 cfs @ 20.91 hrs HW=248.67' (Free Discharge)
t
-1=Culvert (Passes 0.17 cfs of 16.84 cfs potential flow)
2
=Orifice/Grate (Orifice Controls 0.17 cfs @ 3.55 fps)
I:
3=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 2.00 hrs HW=248.00' (Free Discharge)
t
-4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)
B-m P &
Stormwater Wetland - Phase 2_03_28_08 Type// 24-hr I" Runoff Rainfall_2.00"
Prepared by {enter your company name here} Page 7
H droCADO 8.00 s/n 004959 © 2006 HydroCAD Software Solutions LLC 4/7/2008
Pond 2P: Stormwater Wetland - Phase 2
Hydrograph
Inflow
cis
4.12 '°Outfl
ow
Primary
[n' ow ,area=116 OQQ, ec
0 Secondary
Peak E[er??248.f '
4
Sabra 'e=11 506 Cf
I
,
3 I i 1 I r I I I i 1
G
LL 2
I 1 ? _ ? ! 1 I I i
'. 1 I I I I - i i I 1
1 1 ! , ? , I i I 1 i 1 I
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
_bMP2
Stormwater Wetland - Phase 2_03_28_00 Type 1124-hr. 1-Yr. 24-Hr. Rainfall=3.20"
Prepared by f enter your company name here} Page 8
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Time span=2.00-120.00 hrs, dt=0.05 hrs, 2361 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment IS: Post-Dev. Runoff Area=16.000 ac Runoff Depth=0.98"
Tc=20.0 min CN=73 Runoff=16.31 cfs 1.310 of
Subcatchment 3S: Pre-Dev. Runoff Area=16.000 ac Runoff Depth=0.60"
Flow Length=987' Tc=40.3 min CN=65 Runoff=5.11 cfs 0.801 of
Pond 2P: Stormwater Wetland - Phase 2 Peak Elev=249.21' Storage=23,782 cf Inflow=16.31 cfs 1.310 of
Primary=3.19 cfs 1.305 of Secondary=0.00 cfs 0.000 of Outflow=3.19 cfs 1.305 of
Total Runoff Area =32.000 ac Runoff Volume =2.111 of average Runoff Depth= 0.79"
83.56% Pervious Area = 26.740 ac 16.44% Impervious Area = 5.260 ac
Stormwater Wetland - Phase 2_03_28_08 Type 1124-hr f-Yr. 24-Hr. Rainfall=3.20"
Prepared by {enter your company name here} Page 9
H droCADO 8.00 s/n 004959 © 2006 HydroCAD Software Solutions LLC 4/7/2008
Subcatchment IS: Post-Dev.
Post-Development Inflow to Pond #1 in Phase 2
Drainage Area = 16.00 Acres
% Impervious = 33%
Runoff = 16.31 cfs @ 12.14 hrs, Volume= 1.310 af, Depth= 0.98"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Yr. 24-Hr. Rainfall=3.20"
Area ac) CN Description
1.740 98 Roads
3.520 98 Houses & Driveways
10.740 61 Managed Open Space
16.000 73 Weighted Average
10.740 Pervious Area
5.260 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.0 Direct Entry, Tc from Storm Drain Calculations
Subcatchment IS: Post-Dev.
HydrogrE
18 I ! ,
17 1671 dS
16
15
14
13
12 ? ;

V 10

3
9 i i
? ? I
o
LL B ? I
7
6
5 ? , I
4-
3-
2-1
i ?
ph
' ' ' ' ?i Runoff
I I , , I I
Typ6 11'24 h:C ' ;,Y 24 H lj
I
Rainfall-3 20-'
Runoff ?kroa_-l 6.,000 at
Ru40 f Voturne i.3l0 0
! !R6 o' 1 Depih=0eiV8it1
Td=20x0 mIln
N-
J_ J + - f i 1
I ,
5 10 15 20 25 30 35 40 45 50 55 60 .'6'5-'7'0''
5 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
f9m P
Stormwater Wetland - Phase 2_03_28_08 Type 1124-hr. 1-Yr. 24-Hr. Rainfal1=320"
Prepared by {enter your company name here} Page 10
HydroCADO 8.00 s/n 004959 © 2006 HydroCAD Software Solutions LLC 4/7/2008
Subcatchment 3S: Pre-Dev
Post-Development Inflow to Pond #1 in Phase 2
Drainage Area = 16.00 Acres
% Impervious = 33%
Runoff = 5.11 cfs @ 12.45 hrs, Volume= 0.801 af, Depth= 0.60"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Yr. 24-Hr. Rainfall=3.20"
Area (ac) CN Description
16.000 65 Woods/grass comb.., Fair, HSG B
16.000 Pervious Area
Tc Length Slope Velocity Capacity Description
min (feet) (ft/ft) (ft/sec) (cfs)
26.5 150 0.0267 0.09 Sheet Flow, Overland Sheet Flow

13.8
837
0.0406
1.01 Woods: Light underbrush n= 0.400 P2= 3.20"
Shallow Concentrated Flow, Shallow Concentrated Flow
Woodland Kv= 5.0 fps
40.3 , 987 Total
Subcatchment 3S: Pre-Dev.
Hydrograph
H
LL

I I i i I '
ype [x;24-h°r 1'-Yr. ?4-HC
Rainfall 13.20.11
uno'ff Anba-116.0,00 at
pl npff Vplllln a 0.$01 of
aunaff; Dept-0.;60"
. 1 1 1 1 1 1 1
: 1 1 Fl6w Length=g87'
I 1 I i
C t11 E'!
C' N"_66
I ? ; I
??m?,. ' 1 i 1 1 1
Runoff
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
e>m p 5
Stormwater Wetland - Phase 2_03_28_08 Type 1124-hr. 1-Yr. 24-Hr. Rainfall-3.20"
Prepared by {enter your company name here) Page 11
HydroCAD® 8.00 s/n 004959 no 2006 HydroCAD Software Solutions LLC 4/7/2008
Pond 2P: Stormwater Wetland - Phase 2
Inflow Area = 16.000 ac, Inflow Depth = 0.98" for 1-Yr. 24-Hr. event
Inflow = 16.31 cfs @ 12.14 hrs, Volume= 1.310 of
Outflow = 3.19 cfs @ 12.72 hrs, Volume= 1.305 af, Atten= 80%, Lag= 34.3 min
Primary = 3.19 cfs @ 12.72 hrs, Volume= 1.305 of
Secondary = 0.00 cfs @ 2.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 249.21' @ 12.72 hrs Surf.Area= 23,677 sf Storage= 23,782 cf
Plug-Flow detention time= 605.0 min calculated for 1.305 of (100% of inflow)
Center-of-Mass det. time= 602.6 min ( 1,477.6 - 875.1 )
Volume Invert Avail.Storage Storage Description
#1 248.00' 100,740 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic feet) (sq ft)
248.00 12,181 937.0 0 0 12,181
248.50 20,220 597.0 8,016 8,016 53,687
249.00 23,284 628.0 10,867 18,883 56,725
250.00 25,198 647.0 24,235 43,118 58,755
251.00 27,168 666.0 26,177 69,294 60,846
252.00 29,194 685.0 28,175 97,469 62,997
252.10 36,359 747.0 3,271 100,740 70,063
Device Routing Invert Outlet Devices
#1 Primary 244.00' 18.0" x 64.0' long Culvert CMP, square edge headwall, Ke= 0.500
Outlet Invert= 238.00' S=0.0938/' Cc= 0.900 n=0.024
#2 Device 1 248.00' 3.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 249.00' 36.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#4 Secondary 250.00' 20.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=3.18 cfs @ 12.72 hrs HW=249.21' (Free Discharge)
t--1=Culvert (Passes 3.18 cfs of 17.97 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.25 cfs @ 5.01 fps)
3=Orifice/Grate (Weir Controls 2.93 cfs @ 1.49 fps)
Secondary OutFlow Max=0.00 cfs @ 2.00 hrs HW=248.00' (Free Discharge)
t-4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)
5 10 15 20 25 k 35 40 45 50 55 60 65 70 75 60 65 90 95 100 105 110 115 120
Time (hours)
?Web
Stormwater Wetland - Phase 2_03_28_08 Type 1124-hr. 100-Yr. 24-Hr. Rainfall=8.40"
Prepared by {enter your company name here} Page 13
HydroCAD®8.oo s/n 004959 © 2006 HydroCAD Software Solutions LLC 4/7/2008
Time span=2.00-120.00 hrs, dt=0.05 hrs, 2361 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Post-Dev. Runoff Area=16.000 ac Runoff Depth=5.17"
Tc=20.0 min CN=73 Runoff=91.32 cfs 6.888 of
Subcatchment 3S: Pre-Dev. Runoff Area=16.000 ac Runoff Depth=4.22"
Flow Length=987' Tc=40.3 min CN=65 Runoff=47.53 cfs 5.627 of
Pond 2P: Stormwater Wetland - Phase 2 Peak Elev=250.92' Storage=67,012 cf Inflow=91.32 cfs 6.888 of
Primary=20.45 cfs 5.257 of Secondary=56.77 cfs 1.625 of Outflow=77.22 cfs 6.882 of
Total Runoff Area = 32.000 ac Runoff Volume =12.515 of Average Runoff Depth = 4.69"
83.56% Pervious Area = 26.740 ac 16.44% Impervious Area = 5.260 ac
Stormwater Wetland - Phase 2_03_28_08 Type II24-hr. 100-Yr. 24-Hr. Rainfall_8.40°
Prepared by {enter your company name here} Page 14
HydroCAD® 8.00 s/n 004959 © 2006 Hydro DAD Software Solutions LLC 4/7/2008
Subcatchment 1S: Post-Dev
Post-Development Inflow to Pond #1 in Phase 2
Drainage Area = 16.00 Acres
% Impervious = 33%
Runoff 91.32 cfs C 12.12 hrs, Volume= 6.888 af, Depth= 5.17"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Yr. 24-Hr. Rainfall=8.40"
Area ac CN Description
1.740 98 Roads
3.520 98 Houses & Driveways
10.740 61 Managed Open Space
16.000 73 Weighted Average
10.740 Pervious Area
5.260 Impervious Area
Tc Length Slope Velocity Capacity Description
min (feet) (ft/ft) (ft/sec) (cfs)
20.0 Direct Entry, Tc from Storm Drain Calculations
Subcatchment IS: Post-Dev
aM?b
Stormwater Wetland - Phase 2_03_28_08 Type 1124-hr 100-Yr. 24-Hr. Rainfall=8.40"
Prepared by {enter your company name here} Page 15
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Subcatchment 3S: Pre-Dev
Post-Development Inflow to Pond #1 in Phase 2
Drainage Area = 16.00 Acres
% Impervious = 33%
Runoff = 47.53 cfs @ 12.38 hrs, Volume= 5.627 af, Depth= 4.22"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Yr. 24-Hr. Rainfall=8.40"
Area (ac) CN Description
16.000 65 Woods/grass comb:; Fair, HSG B
16.000 Pervious Area
Tc
min Length
(feet) Slope
(ft/ft) Velocity
(ft/sec) Capacity Description
(cfs)
26.5 150 0.0267 0.09 Sheet Flow, Overland Sheet Flow

13.8

40.3
837

987
0.0406

Total
1.01 Woods: Light underbrush n= 0.400 P2= 3.20"
Shallow Concentrated Flow, Shallow Concentrated Flow
Woodland Kv= 5.0 fps
Subcatchment 3S: Pre-Dev
Hydrograph
50-
Runoff
47.53 ds
45 Type l E 24 1 hr' 00 i r. 24T-]H
0
I i ! I 1 I I I i
40-
u.roff krea=6..p 35 _ Runoff Va[ume=5;627w 30 .
Runoff De th?4122
3 r!
25?
LL • e !
COw E l
g$?t- 8
20 Tc_40.3 Min
I ? I ? 1 I ? I i 1 t
I
15 CN-65
10
5
0
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 165-1'10-1'15-1'2o
Time (hours)
6m P g
Stormwater Wetland - Phase 2_03_28_08 Type 1124-hr 100-Yr. 24-Hr. Rainfall=8.40"
Prepared by (enter your company name here) Page 16
HydroCADO 8.00 s/n 004959 @ 2006 HydroCAD Software Solutions LLC 4/7/2008
Pond 2P: Stormwater Wetland - Phase 2
Inflow Area = 16.000 ac, Inflow Depth = 5.17" for 100-Yr
24-Hr
event
.
.
Inflow = 91.32 cfs @ 12.12 hrs, Volume= 6
888 of
.
Outflow = 77.22 cfs @ 12.22 hrs, Volume= 6.882 af, Atten= 15%, Lag= 5.6 min
Primar
= 20
45
f
y
.
c
s @ 12.22 hrs, Volume= 5.257 of
Secondar
= 56
77
f
@
y
.
c
s
12.22 hrs, Volume= 1.625 of
Routing by Stor-Ind method, Time Span= 2.00-120.00 hrs
dt= 0.05 hrs
,
Peak Elev= 250.92' @ 12.22 hrs Surf.Area= 26,999 sf Storage= 67,012 cf
Plug-Flow detention time= 136.1 min calculated for 6.880 of (100% of inflow)
Center-of-Mass det. time= 137.7 min ( 964.0 - 826.3 )
Volume Invert Avail Storage Storage Description
#1 248.00' 100,740 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet
Area
_ (feet) (so-ft) (feet) (cubic feet) (cubic feet) .
(sq ft)
248.00 12,181 937.0 0 0
248
50 12,181
.
20,220 597.0 8,016 8,016
249.00 23,284 628.0 10,867 18,883 53,687
56
725
250.00 25,198 647.0 24,235 43,118
251
00 ,
58,755
.
27,168 666.0 26,177 69,294
252.00 29,194 685.0 28,175 97,469 60,846
62
997
252.10 36,359 747.0 3,271 100,740 ,
70,063
Device Routing Invert Outlet Devices
#1 Primary 244.00' 18.0" x 64.0' long Culvert CMP, square edge headwall, Ke= 0
500
Outlet Invert= 238.00' S=0.0938/' Cc= 0.900
#2 Device 1 248.00' 3.0" Vert. Orifice/Grate C= 0
600 .
n=0.024
.
#3 Device 1 249.00' 36.0" Horiz. Orifice/Grate Limited to weir flow
#4 Secondar
250
00' 20
0' C= 0.600
y
.
.
long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=20.44 cfs @ 12.22 hrs HW=250.90' (Free Discharge)
t
--1=Culvert (Barrel Controls 20.44 cfs @ 11.57 fps)
2
=Orifice/Grate (Passes < 0.39 cfs potential flow)
1:
3=Orifice/Grate (Passes < 46.97 cfs potential flow)
Secondary OutFlow Max=55.74 cfs @ 12.22 hrs HW=250.90' (Free Discharge)
t-4=Sharp-Crested Rectangular Weir (Weir Controls 55.74 cfs @ 3.11 fps)
664 P 6
Stormwater Wet{and - Phase 2_03_28_08 Type 1124-hr. 100-Yr. 24-Hr. Rainfall-8.40"
Prepared by {enter your company name here} Page 17
HydroCADO 8.00 s/n 004959 © 2006 Hydro DAD Software Solutions LLC 4/7/2008
Pond 2P: Stormwater Wetland - Phase 2
Hydrograph
91.32cfs ME Inflow
/? o Outllow
Mi 91 nfIpw: Area=16 00Q ac Primary
100 p Secondary
95 Elev:=250,92.'.
7722 cis 90 ?}
85 ,„
80fQCr1 e?6sO 2
-
GF
75
:
70
65 56.77 cfs
wv60
6 55 ,-
, y I I I I I
3 50 .'
0
i
M 45 ,
40
35
30- cts
2 5
20 i
15
10 ,
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100105 110 115 120
Time (hours)
_ / r ? ? V A 1. A 1 I ?II / ?j =-? ?/?? ?? ?//,? ?/i'/?'/ '// ice/ ?'/ \? \\ 11 11 11 111 1 1\ I
? / / ,? / ??I ?\ `\ 11 11 11 11 1 \\ i l l
/ / / / ?? 1 1 1 1 \ r / / r
/ / / / \ 1 1 1 1 1 1 1 r
/ / / / / / / - ? ?v vv 11 11 11 11 1 1 / / I r
/ / / \ \ \ I 1 i I 1 1\ / r/
/ \ , I I I 1 1 1 I I I I I
\ 1 1 1 1 1 1 1 I I I
/ / / / // // ` 1 I 1 I I I I I ' I I I I
?/ ' I ' ? / / ? \\ 1 I I I f it I I I II I ? I i
r / ? 1 I I I 1 I I I I I I I I
I I I 1 I I 1 I I I I I I / I I I
l I I I I I I I I I / I I I
1 II I I i ? I I I / / I 1 I I I I I I / I I I
/ / I I I I I I I? / I
Permit Number
(to be provided by DWQ)
`t c?, pF W A TF9
NCDENP.
0 ~
Y
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WETLAND SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part Ill) must be printed, filled out and submitted along with all the required information.
Project name
Contact name
Phone number
Date
Drainage area number
Site Characteristics
Drainage area
Impervious area
Percent impervious
Design rainfall depth
Peak Flow Calculations
1-yr, 24-hr runoff depth
1-yr, 24-hr intensity
Pre-development 1-yr, 24-hrrunoff
Post-development 1-yr, 24-hr runoff
Pre/Post 1-yr, 24-hr peak control
Storage Volume: Non-SR Waters
Design volume (temporary pool volume)
Depth of temporary pool/ponding depth (D%nu)
Drawdown time
Diameter of orifice
Coefficient of discharge (Co) used in orifice diameter
calculation
Driving head (Ho) used in the orifice diameter calculation
Storage Volume: SR Waters Parameters
1-yr, 24-hr depth
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Form SW401-Wetland-Rev.2
5ummerwinds Plantation
Mr. Ron Mikesh
919-291-5517
April 7, 2008
Siw?i?RMe?+14t!!!!f'Fl?'t?1 n
524,822.00 ft2
314,89320 ft2
60.0%%
1.00 inch
3.20 in
N/A in/hr
3.91 ft3/sec
21.39 ft3/sec
17.48 -ft/sec
21,665.00 ft3 OK
12.00 in OK
3.20 days OK
3.00 in Drawdown orifice diameter may be insufficient. Please
provide adequate supporting calculations.
0.60 (unitless)
0.66 It OK
in
It3
ft3
:.3
ft3
Parts I and II. Project Design Summary, Page 1 of 3
Permit Number

Surface Areas of Wetland Zones (to be provided by DWQ)
Surface Area of Entire Wetland 25
873.00 ft2 OK
Shallow Land
The shallow land percentage is: ,
10,160.00 ft2 OK

Shallow Water 0.39%
10,536.00 ft2
OK
The shallow water percentage is:

Deep Pool 0.41 %
Forebay portion of deep pool (pretreatment) 2,600.00 ft2 OK
The forebay surface area percentage is:

Non-forebay portion of deep pool 0.10%
2,577.00 It'
OK
The non-forebay deep pool surface area percentage is: 0.10%
Total of wetland zone areas 25,873.00 ft2 OK
Add or subtract the following area from the zones 0.00 ft2
Topographic Zone Elevations
Temporary Pool
Shallow Land (top) 303.00 fmsl
Permanent Pool
Shallow Water (top)

Deep Pool (top) 302.00 fmsl

Most shallow point of deep pool's bottom 301.50 fmsl

Deepest point of deep pool's bottom 300.00 fmsl

Design must meet one of the following two options: 298.50 fmsl
This design meets Option #1,
Deep pool is Onches below SLWT, If yes: (Y or N)
SLWT (Seasonally Low Water Table)

This design meets Option #2, fmsl
Has a clay liner

If yes: Y
Depth of topsoil above clay liner
6.00 in
Topographic Zone Depths
Temporary Pool
Shallow Land
Permanent Pool 12.00 in OK
Shallow Water
Deep Pool (shallowest) 6.00 in OK
Deep Pool (deepest) 18.00 in OK

Planting Plan 36.00 in OK
Are cattails included in the planting plan?
N
Number of Plants in planting plan recommended: (Y or N) OK
Herbacious (4"inch diameter)

Shrubs/small trees (1 gallon or larger) 780
Trees (1.5" dbh) 520
Number of Plants in planting plan provided (several species of 130
each plant type are recommended):
Herbacious (4'inch diameter)
Shrubs/small trees (1 gallon or larger)
Trees (2.5" dbh)
Form SW401-Wetland-Rev.2
Parts I and If. Project Design Summary, Page 2 of 3
Permit Number
Additional Information (to be provided Db Wy Q
Can the design volume be contained? Y

Does volume in excess of the design volume flow evenly (Y or N) OK
distributed through a vegetated filter? Y (Y or N) OK
What is the length of the vegetated filter? 25
00 ft
Are calculations for supporting the design volume provided in the .
application? Y (Y or N) OK
Is BMP sized to handle all runoff from ultimate build-out? Y (Y or N) OK
Is the BMP located in a recorded drainage easement with a
recorded access easement to a public Right of Way (ROW)? Y (Y or N) OK
The length to width ratio is:

Approximate wetland length 1.99 :1 OK

Approximate wetland width 229.00 ft
115.00 ft
Approximate surface area using length and width provided 26,335.00 ft2 This approx. surface area is within this number of square
Will the wetland be stabilized within 14 days of construction? feet of the entire wetland surface area reported above:
Y
(Y or N) OK
Form SW401-Wetland-Rev.2
Parts I and II. Project Design Summary, Page 3 of 3
E'THERfLL
559 Jones Franklin Road, Suite 164
Raleigh, North Carolina 27606
Phone: [phone] • Fax: [phone]
1209 Floral Parkway, Suite B
Wilmington, North Carolina 28403
Phone: [phone] • Fax: [phone]
SUBJECT 5Ti;,¢mwATtn W,14,404 PROJECT -?+m aw+/NQS
LOCATION "10-" 1
PREPARED By-jZ5P_DATE 4-/7-108 STATION
CHECKED BY DATE SHEET OF

AfLdAv 1,61/.

Kv = 0,05 -f-'0 ooh (_)
lr?v= '06 -+ . 00,100ol
/?v; am O. 5 90 61 /,,.,
UoIUMc RED ?c/ - I LA., ? o, s4 a
D • 5q 2. 5 plc F-r
Z 5 gal FT
-X- /Z. 05"
2 or $07
Sllhc? AA -eel C/, 0,. = 3
DpleNrS / /-r
54 -= Z 56D-7??
3S
1S
Pre-Dev. ost-Dev
2P
. `gy m poo
Stormwater wetland -
#4
Su4 Reach Pon ?Illk
bm el
Storm«ater Wetland - #4 04 03 08
Prepared by {enter your company name here) Page 2
HydroCAD® 8.00 s/n 004959 © 2006 HydroCAD Software Solutions LLC 4/7/2008
Area Listing (all nodes)
Area (acres) CN
4.820 61
12.050 65
7.230 98
Description (subcats)
Managed Open Space (1 S)
Woods/grass comb., Fair, HSG B (3S)
Roads, Houses, Driveways (1S)
24.100
601 P`i
Stormwater Wetland - 04_04_03_03 Type 1124-hr 1 " Runoff Rainfall=2. 00"
Prepared by {enter your company name here}
HydroCAD® 8.00 s/n 004959 © 2006 HydroCAD Software Solutions LLC Page 3
4/7/2008
Time span=2.00-120.00 hrs, dt=0.05 hrs, 2361 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Post-Dev. Runoff Area=12.050 ac Runoff Depth=0.70"
Tc=20.0 min CN=83 Runoff=8.89 cfs 0.698 of
Subcatchment 3S: Pre-Dev. Runoff Area=12.050 ac Runoff Depth=0.14"
Flow Length=952' Tc=39.4 min CN=65 Runoff=0.41 cfs 0.136 of
Pond 2P: Stormwater Wetland - #4 Peak Elev=302.92' Storage=21,665 cf Inflow=8.89 cfs 0.698 of
Primary=0.21 cfs 0.687 of Secondary=0.00 cfs 0.000 of Outflow=0.21 cfs 0.687 of
Total Runoff Area = 24.100 ac Runoff Volume = 0.834 of Average Runoff Depth = 0.42"
70.00% Pervious Area = 16.870 ac 30.00% Impervious Area = 7.230 ac
amp l
Store- water Wetland - #4_04_03_08
Prepared by {enter your company name here}
HydroCADO 8.00 s/n 004959 © 2006 HydroCAD Sof
Type 11 24-hr > " Runoff Rainfall-2.00"
Page 4
LLC A h/nnnn
Subcatchment IS: Post-Dev
Post-Development Inflow to Pond #4
Drainage Area = 12.05 Acres
% Impervious = 60%
Runoff = 8.89 cfs @ 12.14 hrs, Volume= 0.698 af, Depth= 0.70"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1" Runoff Rainfall=2.00"
Area (ac) CN Description
7.230 98 Roads, Houses, Driveways
4.820 61 Managed Open Space
12.050 83 Weighted Average
4.820 Pervious Area
7.230 Impervious Area
Tc Length Slope Velocity Capacity Description
in) (feet) (ft/ft) (ft/sec) (cfs)
20.0
Direct Entry, Tc from Storm Drain Calculations
® Runoff
U
3
0
U.
1
5 10 15 20 25 30 35 40 . . . .,
45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
NO 9
Stormwater Wetland - #4_04_03_08 Type /l 24-hr 1 ° Runoff Rainfall=2.00"
Prepared by {enter your company name here} Page 5
HydroCAD® 8.00 s/n 004959 © 2006 Hydro DAD Software Solutions LLC 4/7/2008
Subcatchment 3S: Pre-Dev.
Post-Development Inflow to Pond #4
Drainage Area = 12.05 Acres
% Impervious = 60%
Runoff = 0.41 cfs C 12.62 hrs, Volume= 0.136 af, Depth= 0.14"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1" Runoff Rainfall=2.00"
Area (ac) (NI Description
12 050 65 Woods/grass comb.., Fair., HSG B
12.050 Pervious Area
Tc Length Slope Velocity Capacity Description
min (feet) (ft/ft) (ft/sec) (cfs)
22.5 150 0.0400 0.11 Sheet Flow, Overland Sheet Flow

16.9
802
0.0250
0.79 Woods: Light underbrush n= 0.400 P2= 3.20"
Shallow Concentrated Flow, Shallow Concentrated Flow

39.4
952
Total Woodland Kv= 5.0 fps
Subcatchment 3S: Pre-Dev
Hydrograph
0.44
'
- Runoff
0.42 ? oarcis ? ? ?
0.4
``/ [ {
0.38
pe -.4 hr
Run,' off
0.36 - -
,
0.34
Rain
0.32
0.3 Ruh off Area 12 050 ad.
0.28 -
:
.°. 0.24 o f :De. -.th LO- - -
0 0.22 ; ,n
i ,
UM: 0.2
Now
16n.gt t- 52'
0.1e
0.16
TG=39.'4
0.14 min
:
0.12
l1[=
0.08
0.06
0.04
0.02
0 ,
5 10 15 20 25 30 3+5 40 45 50 55 60 65117101
5 70 75 80 85 90 95 100 105 110 115,
120
Time (hours)
bmPq
Stormwater Wetland - #4_04_03_03
Prepared by {enter your company name here}
HydroCAD@ 8.00 s/n 004959 @ 2006 HvdroCAn q„i
Type ll 24-hr 1 " Runoff Rainfall-2.00"
ions LLC
Page 6
Pond 2P. Stormwater Wetland - #4
Inflow Area =
Inflow 12.050 ac, Inflow Depth = 0.70" for 1" Runoff event
=
O
l
ow 8.89 cfs @ 12.14 hrs, Volume= 0.698 of
P
? tf
a
rY 0.21 cfs @
0.21 cfs @ 20.42 hrs, Volume=
20.42 hrs
Volume= 0.687 af, Atten= 98%, Lag= 496.7 min

Secondary =
0.00 cfs @ ,
2.00 hrs, Volume= 0.687 of
0.000 of
Routing by Stor-Ind method, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 302.92' @ 20.42 hrs Surf.Area= 28,620 sf Storage= 21,665 cf
Plug-Flow detention time= 1,322.3 min calculated for 0.687 of (98% of inflow)
Center-of-Mass det. time= 1,315.0 min ( 2,182.4 - 867.4)
Volume Invert Avail.Stora e Storage Description
#1 302.00' 124,893 cf Custom Stage Data (irregular) Listed below (Recalc)
Elevation
feet Surf.Area Perim. Inc.Store Cum.Store Wet.Area

302
00 (sq-ft) (feet) (cubic feet) (cubic feet)
(Sq f
.
302.50 15,713

25,873 1,076.0

645.0 0

10
291 0

1 3
15
, 713

303.00
304
00
29,178
677.0 ,
13,754 0,291
24,046 74,741
78
124
.
305.00 31,236
33,350 696.0
714.0 30,201

32
287 54,247 ,
80,310

306
.00
306
10

35,522

733.0 ,

34,430 86,534

120,965 82,450

84
754
. 43,168 796.0 3,928 124,893 ,
92,420
Device Routing
#1 Primary
Invert Outlet Devices
#2 Device 1
#3 Device 1
#4 Secondary
2y/.50'
302.00'
303.00'
304.00'
Primary OutFlow Max=0.21 cfs @ 20.42 hrs HW=302.92'
t--1=Culvert (Passes 0.21 cfs of 12.94 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.21 cfs @ 4.29 fps)
1:3=Orifice/Grate ( Controls 0.00 cfs)
15.0" x 70.0' tong Culvert CMP, square edge headwall, Ke= 0.500
Outlet Invert= 283.00' S= 0.2071 '/' Cc= 0.900 n= 0.024
3.0" Vert. Orifice/Grate C= 0.600
18.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
20.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
(Free Discharge)
Secondary OutFlow Max=0.00 cfs @ 2.00 hrs HW=302.00' (Free Discharge)
1-4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)
&'M Py,
Stormwater Wetland - #4_04_03_08 Type// 24-hr 7 ° Runoff Rainfall=2.00"
Prepared by {enter your company name here) Pa e 7
HydroCAD® 8.00 s/n 004959 © 2006 HvdroCAD Software Solutions LLC 9
4/7/2008
Pond 2P. Stormwater Wetiand - #4
Hydrograph
' e.es ors ? ? Inflow
Outflow
Inflow Areca_1 0501 at Prima
0 Secondary
s 'Peak Eldv-302.J2'
6
S ,;?rage 21,865 cf
7
6
I
0
LL
I I I
4 ;
3
0.21 cfs.
1 021 crs
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 - 100 105 110 115 120 95 Time (hours)
15MM
Stormwater Wetland - #4_04_03_08 Type 1124-hr 1-Yr. 24-Hr. Rainfall=3.20"
Prepared by {enter your company name here}
HydroCAD® 8.00 s/n 004959 © 2006 HydroCAD Software Solutions LLC Page 8
4/7/2008
Time span=2.00-120.00 hrs, dt=0.05 hrs, 2361 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Post-Dev. Runoff Area=12.050 ac Runoff Depth=1.61"
Tc=20.0 min CN=83 Runoff=21.39 cfs 1.616 of
Subcatchment 3S: pre-Dev. Runoff Area=12.050 ac Runoff Depth=0.60"
Flow Length=952' Tc=39.4 min CN=65 Runoff=3.91 cfs 0.603 of
Pond 2P: Stormwater Wetland - #4 Peak Elev=303.36' Storage=34,824 cf Inflow=21.39 cfs 1.616 of
Primary=3.66 cfs 1.604 of Secondary=0.00 cfs 0.000 of Outflow=3.66 cfs 1.604 of
Total Runoff Area = 24.100 ac Runoff Volume = 2.219 of Average Runoff Depth =1.10"
70.00% Pervious Area = 16.870 ac 30.00% Impervious Area = 7.230 ac
bMP9
Stormwater Wetland - #4040308 Type 1124-hr l-Vr. 24-Hr. Rainfall-3.20"
Prepared by {enter your company name here}
HVdroCAD® 8.00 s/n 004959 © 2006 HydroCAD Software Solutions LLC Page 9
A111 008
Subcstchment IS: Post-Dev.
Post-Development Inflow to Pond #4
Drainage Area = 12.05 Acres
% Impervious = 60%
Runoff = 21.39 cfs C 12.13 hrs, Volume= 1.616 af, Depth= 1.61
Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Yr. 24-Hr. Rainfall=3.20"
Area (ac) CN Description
7.230 98 Roads, Houses, Driveways
4.820 61 Mana ed Open S ace
12.050 83 Weighted Average
4.820 Pervious Area
7.230 Impervious Area
Tc Length Slope Velocity Capacity Description
min feet) (ft/ft) (ft/sec) (cfs)
20.0 Direct Entry, Tc from Storm Drain Calculations
Subcatchment 1S: Post-Dev.
Hydrograph
,
i
23
22" ztasors1 Runoff
21
2 ; Type C124-h;C-'r.;
18 E?ainf-afl=3 "
17
19
?.
16
ttCtt3a- 2.0
?0 ad
.
15
y 14 Am6ff -6 { of
t
"- 13
?. --, ---, -, _
12
??.
;Runoff, Depth 1.61
0 11 r -- - -
10 TG=M,0 -m!
E1
4
0 „
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
1?)M P9
Stormwater Wetland - f 4_04_03_08
Prepared by {enter your company name here)
HydroCADO 8.00 s/n 004959 © 2006 HydroCAD Softwa
Type// 24-hr 1- Yr, 24-Hr, Rainfall-3.20"
Page 10
s LLC A x-7 11---
Subcatchment 3S: Pre-Dev.
Post-Development Inflow to Pond #4
Drainage Area = 12.05 Acres
% Impervious = 60%
Runoff = 3.91 cfs @ 12.43 hrs, Volume= 0.603 af, Depth= 0.60"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Yr. 24-Hr. Rainfall=3.20"
Area ac
12.050
12.050
CN Description
65 Woods/grass comb.
Pervious Area
HSG 8
Tc Length Slope Velocity Capacity Description
min feet (ft/ft) (ft/sec) (cfs)
22.5 150 0.0400 0.11 Sheet Flow, Overland Sheet Flow

16.9
802
0
0250
0
79 Woods: Light underbrush n= 0.400 P2= 3.20"
. . Shallow Concentrated Flow, Shallow Concentrated Flow

39.4
952
Total Woodland Kv= 5.0 fps
Subcatchment 3S: Pre-Deu.
Hydrograph
I I I
4 391 cfs- - - i _ .. .. 1 Typ6 11 HC
I I
Ralnfaf[--? 3.20;"
.
3 ?Uhd f Ar
_1 .050 ad
• ' I
I
Rung ff V616 r>e 0.60 of
w I 1
U ,
1
,R6n ' ffl depth 0.,0,'
C 2
U. FlOw Len9,th=952'
, I TC49.4 m' In'
.Ct?I[,
0 1`11!'!1141111,11
5 10 15 20 25 30 35 40 45 50 55 80 65 70 75 80 85 90 45 100 105 110 115 120
Time (hours)
Runoff
bmP q
Stormwater Wetland -#4_04_03_081 Type 1124-hr 1-Yr. 24-Hr. Rainfall=3.20"
Prepared by {enter your company name here) Page 11
HvdroCAD® 8.00 s/n 004959 © 2006 HvdroCAD Software Solutions LLC 4/7/2008
Pond 2P: Stormwater Wetland - #4
Inflow Area =
Inflow 12.050 ac, Inflow Depth = 1.61" for 1-Yr. 24-Hr. event
=
Outflow 21.39 cfs @ 12,13 hrs, Volume= 1.616 of
=
Primary 3.66 cfs @
3
6 12.70 hrs, Volume= 1.604 af, Atten= 83%, Lag= 34.1 min

Secondary = .
6 cfs @
0.00 cfs @ 12.70 hrs,
2.00 hrs, Volume=
Volume= 1.604 of
0.000 of
Routing by Stor-Ind method, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 303.36' @ 12.70 hrs Surf.Area= 29,921 sf Storage= 34,824 cf
Plug-Flow detention time= 736.3 min calculated for 1.604 of (99% of inflow)
Center-of-Mass det. time= 731.8 min ( 1,574.5 - 842.7)
Volume Invert Avail.Stora e Storage Description
#1 302.00' 124,893 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation
feet) Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(so-ft) (feet) (cubic feet) (cubic feet) (sq ft)
302.00
302
50 15,713 1,076.0 0 0 15,713
.
303.00 25,873
29,178 645.0
677.0 10,291
13
754 10,291
24 74,741

304.00
31,236
696.0 ,
30,201 ,046
54,247 78,124
80
310
305.00
306
00 33,350 714.0 32,287 86,534 ,
82,450
.
306.10 35,522
43,168 733.0
796.0 34, 430
3
928 120,965 84,754
, 124,893 92,420
#1
Routing Invert Outlet
Primary
#2 Device 1
#3 Device 1
#4 Secondary
297.50' 15.0" x 70.0' long Culvert CMP, square edge headwall, Ke= 0.500
Outlet Invert= 283.00' S= 0.2071 '/' Cc= 0.900 n= 0.024
302.00' 3.0" Vert. Orifice/Grate C= 0.600
303.00' 18.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
304.00' 20.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=3.66 cfs @ 12.70 hrs HW=303.36' (Free Discharge)
t-1=Culvert (Passes 3.66 cfs of 13.53 cfs potential flow)
1:,3=Orifice/Grate 2=Orifice/Grate (Orifice Controls 0.26 cfs @ 5.36 fps)
(Weir Controls 3.39 cfs @ 1.97 fps)
Secondary
t-4=Sharp-Crested Rectangular Weir ( Controls 0.00 cf00' (Free Discharge)
bm eq
Stormwater Wetland -&4_04_03_00) Type 1124-hr. 1-Yr. 24-Hr. Rainfall-3.20"
Prepared by {enter your company name here} Page 12
HydroCAD® 8.00 s/n 004959 ©2006 HVdroCAD Software Solutions LLC 4/7/2008
Pored 2P: Stormwater Wetland - #4
Hydrograph
21.39 cfs , - - V inf?OW
c 0 Outflow
Ifflow Area=`12.050 ac 0 Primary
Secondary
22 'Peak E16vl303?3 '
20 S" e-34,824
1a toCf
16-
14
3 12-
o-*
M 10
3.66 ' -
6
3.66 cfs
4
5 10 15 20 25 30 35 40 45 5o 55 66-6g-'-
0 65 70 75 80 85 90 95 100 1.0 110 115 120
Time (hours)
-E?n1 P q
Storm water Wetland -04_04_03_08 Type 1124-hr 100-Yr. 24-Hr. Rainfall=8.40"
Prepared by {enter your company name here}
HVdroCAD® 8.00 s/n 004959 © 2006 HydroCAD Software Solutions LLC Page 13
4/7/2008
Time span=2.00-120.00 hrs, dt=0.05 hrs, 2361 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Post-Dev. Runoff Area=12.050 ac Runoff Depth=6.36"
Tc=20.0 min CN=83 Runoff=82.62 cfs 6.387 of
Subcatchment 3S: Pre-Dev. Runoff Area=12.050 ac Runoff Depth=4.22"
Flow Length=952' Tc=39.4 min CN=65 Runoff=36.36 cfs 4.238 of
Pond 2P: Stormwater Wetland - #4 Peak Elev=304.89' Storage=82,
755 cf Inflow=82.62 cfs 6.387 of
Primary=12.08 cfs 4.438 of Secondary=54.08 cfs 1.936 of Outflow=66.16 cfs 6.374 of
Total Runoff area = 24.100 ac Runoff Volume= 10.624of Average Runoff Depth =5.29"
70.00% Pervious Area = 16.870 ac 30.00% Impervious Area = 7.230 ac
&"qpq
Stormwater Wetland -k4_04_03_08) Type 1124-hr. 100-Yr. 24-Hr. Rainfall-8.40°
Prepared by {enter your company name here} Page 14
HydroCADO 8.00 s/n 004959 © 2006 HydroCAD Software Solutions LLC
4/7/2008
Subcatchment 1S: Post-Dev
Post-Development Inflow to Pond #4
Drainage Area = 12.05 Acres
% Impervious = 60%
Runoff = 82.62 cfs @ 12.12 hrs, Volume= 6.387 af, Depth= 6.36"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Yr. 24-Hr. Rainfall=8.40"
Area (ac) CN Description
7.230 98 Roads, Houses, Driveways
4.820 61 Managed Open Space
12.050 83 Weighted Average
4.820 Pervious Area
7.230 Impervious Area
Tc Length Slope Velocity Capacity Description
min) (feet) (ft/ft) (ft/sec) (cfs)
20.0 Direct Entry, Tc from Storm Drain Calculations
Subcatchment IS: Post-Dev
(?mPI
Stormwater Wetland -04_04_03_08) Type /124-hr 100-Yr. 24-Hr. Rainfall=8.40"
Prepared by (enter your company name here) Page 15
HydroCADO 8.00 s/n 004959 @ 2006 Hydro -AD Software Solutions LLC 4/7/2008
Subcatchment 3S: Pre-Dev
Post-Development Inflow to Pond #4
Drainage Area = 12.05 Acres
% Impervious = 60%
Runoff = 36.36 cfs @ 12.37 hrs, Volume= 4.238 af, Depth= 4.22"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Yr. 24-Hr. Rainfall=8.40"
Area (ac) M Description
12.050 65 Woods/ rass comb: Fair; HSG B
12.050 Pervious Area
Tc Length Slope Velocity Capacity Description
min (feet) (ft/ft) (ft/sec) (cfs)
22.5 150 0.0400 0.11 Sheet Flow, Overland Sheet Flow

16.9
802
0.0250
0.79 Woods: Light underbrush n= 0.400 P2= 3.20"
Shallow Concentrated Flow, Shallow Concentrated Flow

39.4
952
Total Woodland Kv= 5.0 fps
Subcatchment 3S: Pre-Dev
Hydrograph
- - .. L.
40
38 Runoff
36.36 cts !
34Ype t[4-hr # 00-Yr:24-Hr
32
Rain,a 1=840,ir
30 -
28
Rurlnf f Area= f2.05p
a;C
26 I - -
Runo#f-Vo,:[um 4;238 if
.. 24
,
i I I
22 Runoff De -pthf--422'
N f ! i i I' I..
20 18 Flow Length=45i
16
14 Tc-?3 .4 In In
12
N=6:5
i
10
8
6 ' , I ! I I ? ! I ! I
a
o r t
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 9o 95 100 105 110 115 120
Time (hours)
6m P*1
Stormwater Wetland -0#4_04_03_08) Type 1124-hr. 100-Yr. 24-Hr. Rainfall=8.40"
Prepared by {enter your company name here) Page 16
HydroCAD@ 8.00 s/n 004959 @ 2006 HydroCAD Software Solutions LLC 4/7/2008
Pond 2P: Stormwater Wetland - #4
Inflow Area =
Inflow 12.050 ac, Inflow Depth = 6.36" for 100-Yr. 24-Hr. event
=
Outflow 82.62 cfs @ 12.12 hrs, Volume= 6.387 of
=
Primary = 66.16 cfs @
12.08 cfs @ 12.23 hrs,
12
23 hrs Volume=
Volume 6.374 af, Atten= 20%, Lag= 6.4 min

Secondary =
54.08 cfs @ .
,
12.23 hrs, =
Volume= 4.438 of
1.936 of
Routing by Stor-Ind method, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 304.89' @ 12.23 hrs Surf.Area= 33,106 sf Storage= 82,755 cf
Plug-Flow detention time= 230.1 min calculated for 6.374 of (100% of inflow)
Center-of-Mass det. time= 228.9 min ( 1,032.6 - 803.7)
Volume Invert Avail.Stora e Storage Description
#1 302.00' 124,893 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation
feet) Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(sq-ft) (feet) (cubic feet) (cubic feet) (sq ft)
302.00
302
50 15,713 1,076.0 0 0 15,713
.
303.00 25,873
29,178 645.0
677.0 10,291
13
754 10,291 74,741

304.00
31,236
696.0 ,
30,201 24,046
54
247 78,124
80
310
305.00
306
00 33,350 714.0 32,287 ,
86,534 ,
82,450
.
306.10 35,522
43,168 733.0
796.0 34,430
3
928 120,965
1 84,754
, 24,893 92,420
#1
Primary
#2 Device 1
#3 Device 1
#4 Secondary
297.50' 15.0" x 70.0' long Culvert CMP, square edge headwall, Ke= 0.500
Outlet Invert= 283.00' S= 0.2071 '/' Cc= 0.900 n= 0.024
302.00' 3.0" Vert. Orifice/Grate C= 0.600
303.00' 18.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
304.00' 20.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=12.06 cfs @ 12.23 hrs HW=304.88' (Free Discharge)
t- =Culvert (Passes 12.06 cfs of 15.36 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.39 cfs @ 7.99 fps
3=Orifice/Grate (Orifice Controls 11.66 cfs @ 6.60 fps)
t-4=Sharp-Crested Rectangular Weir (Wei Contr s 53.46 cfs(@ree Discharge)
3.07 fps)
Invert Outlet Devices
Stormwater Wetland t'#4_04_03_08) Type 1/ 24-hr 100-Yr, 24-Hr. Rainfall=8.40"
Prepared by {enter your company name here} Page 17
HydroCAD® 8.00 s/n 004959 © 2006 HydroCAD Software Solutions LLC 4/7/2008
Pond 2P: Stormwater Wetland - #4
Hydrograph
Inflow
L82,62 cfs ,
CD Outflow
Primary
90 [flow Area-.'I-.2.05'0'4
re1 ..'1.2.050 aG
, ? ? , ? Secondary
85
??eak Ele'vC=304:59'
so-
6616015 _
75 Sfora_9 le 8,5 cf
70
65 .
60
54.06 crs .
y 55 ;y
50
3 45 i r
LL 40
30-
25-'
20 cis:
11 15 ? ? i ? I
10 MMMOF"
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)