20110180 Ver 1_Stormwater Site Plans_20110325 (2)

Gec i'?ch i "unc and Associates, P.A.

Foss . x,72
605-0472
i i

[,.L=gronal Office
Raleigh, NC
. it of N( `,_,,-Dl Posour _ ;s
Attn. Joseph yamfi
Ref. Rip-Rap Pads, Seasonal Nigh Water Table and Level Spreaders
March 24, 2011
Mr. Gyp_Imfi
Thank you for t,iking the time to meet with us for preliminary review of this project.
During our me=ding you provided some comments regarding storm ater design as if
relo.F,es ilo ih s pi-oject. Since our meeting we have re-evaluated have mae;e some
modifications tc the plans originally reviewed.
During our mee line; you made mention the lei glh c)e flee rip-rap pads and the desire to
adjust the outlet protection method from a typical rip-rcrp pad section to one with a
is col design for energy ciisslpation. The drawings represent the original rip-rap pad
seciioi,, configuration. Flovvever, attached is a defail showing an alternate outlet
pi o ec. ion method for o cia out;c t structure. This design allows for the dissiprtion ?-)c cl
to he ;hurter, reducing the pcXrmanent stream impacts, and prop ides a more evcnl?/
distributed flow at the pond outlet structures prior to the flow entering the wetini-ids. It
thz°4 (Je.6 in is found to be acceptable, the drawings rngy be revised as necessary to
reflect the chcnc o.
As mentioric.d iii the r reefing the 72" pipe at ;he str=um crossing is design for future
development. Curran ly there are no stormwaiei requil-ements for development within
the Town of Fuqua;f ` a,"Ina. As a rcculf the pipe wcas designed keeping this in mind for
future development. It vas noted the desire to reduce, the size of the pipe to allow for
a reduction in ih% sic if the dissipalion pad. The eras "Ir cg has been re-evaluated and
the pips bias been i educed to a 60" RCP. This iS cciii:.vocl by utilizing the upstream
wetlen(Js cis tempore i-v sfor-ige for runoff during larger storms.
You also mentioned the desire to have a full' 100 fif !(_, of prcc-,der to handle a full 2 cfs
during the 10 year storm event. You did mention, and cgrcu to, the aos ibility of
reducing the required flow to a level sprender, thus reducing the required length,
provided the ponds remove 90% TSS vs,. ziie originolly designed 8 % TSS. Upon further
evaluation we have determined thc.t reducing 111 -ie flow to a level spreader by
t?•nr 'i a i 7ons.v and f .so'lates, PA.
1CI"... ?:? IL)e
_1402
Post Off!.
Rui'i -l" Ali-. ';0_') 'l ?
7 y JE-,3._1.'%I2
P Y i Y i r ,- x.203
increasing the TSS removal is the more appropriate approach to the level _ ,-r e Icier
design.
During the meeting we discussed the design requir` c nenfs of wet deleFitiol , I c_ -ins
arding the seasonal high wafer table. We discussed the fact that for i_-)oil1 r)onds
there is some deviation of the seasonal high water Ic'Ible, above and below, the
designed permanent pool elevations. You noted the potential of a wafer proof lining if
the seasonal Nigh water fable was an inappropriate elevation in r daiion to the
de,i ned permo gent pool. The original soils rep,,-rt ShOo ,- grades of the are-o hike from
}A/Cjk<e County topogrophic information, which ccsn have some deviation from actual
Eleld conditions. To create a more realistic elovalion the ,,e[- i4is were gc?:e lc?ted from a
provided existing conditions survey. IS information is not cs accurate and sloes not
ties} c;, sting site conditions 'wh re some grading may have token Ertl occurred after the
CIS inl ormation was created. This showed that the deviation of the seasonal high
water fable is not as significant as shown of the soils report. Attached is a sketch
estimating the seasonal high water table at a number of locations within tl c rea of
each wet dele ration basin. The sketch also shows that the average of the estimated
secsonal high water table around the ponds is within the standard b" of the permanent
4 elevalin.
Please see the attached calculations regarding the ponds. For each pond we have
provided information regarding the 4 hr d rav,N dawn time for the 1 "storm event, the
runoff control for the 1-yr storm evo it and me flow through the pond for the 10 yr storm
event for sizing the level spreaders.
Should you have any questions or comments feel free to call.

CROSS SECTION
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Soil & Environmental Consultants, PA
11010 RAVM M450 RZW - MaIA N01h CMba 27614 * Ph=: (919) 846-S900 o Fsx(919) 846-9467
WWWSMAMCOM
December 22, 2010
Job # 9929.S I
Generation H, LLC
Attn: Julie Zalkind
2731 N. Norwood Street
Arlington, VA 22207
Re: Detailed soils evaluation for the proposed storm water treatment areas for the
Adcock- Wilkes Property, located. at the intersection of Sunset Lake Road and Products
Road, Wake County, NC.
Soil & Environmental Consultants, PA (S&EC) performed detailed soil borings within
the two potential storm water treatment areas on the site mentioned above. The purpose
of this evaluatioliwas w provide additional information for the proper des' ofastorm
Ign
water BMP, to treat thenn-site storm water. As indicated on the attached map, soil
-morphological profile descriptions were performed at the specified locations to a depth of
4 to 6.5 feet from ground surface where depth to seasonal high water table (SHWT) was
esturrated. The following is a brief revort. of the methods utilized in this evaluation and
the resultig obtained.
Soil/Site Evaluation Methodolo
The site evaluation was performed by advancing a hand auger boring to a depth of 4 to
M. feet within the proposedstorm water device location (see attached site plan provided
by client). The proposed stns mr water BMP areas were pre -determined by the client and
provided to S&EC (Attachment 1), S&EC navigated to the locations with a GPS
receiver. Soil morphological conditions were described at each location using standard
techniques outlined in the "Field Book for Describing and Sampling Soils" published by
the Natural Resources Conservation Service (NRCS, 2002)
Soil/Site Conditions
This site is located in the Upper Coastal Plain Region of North Carolina. Field
investigation revealed that the soils at the specified boring locations have a range of
seasonal high at table estimations from 5 inches to 78 inches from top of ground. Tlie
variability of SHWT estimations appears to be that much of the are evaluated have
been altered, including an old farm road, or are located close to drainage areas. Thus,
special attention must be given -Arbon locating and determining the specific storrawater
treatment device for this site -0

,, - -, ?
_ .. K
?_ ..
Permit No.
{to be pmvtdedbY MAO)
Please ;rage or plan sheet riumbers ti,here the supportrnG doaumentadon udn be found. ru.o
n _ c. _ 161. I in ti s.,.v provi,s :d to
L' rave t.?..:r, r, J. If she =i#p icant hasdesicrated an agent, "he agent may initial below. If a
1 Plans (1q 50' or larger) of the entire site showing:
- Design at ultimate build-out,
{off-site drainage (if applicable),
- Geiineated d€€iainage basins (include Rational C coefficient per basin),
Basin dimensions,..
- Pretreatment system,
- Nigh flaw bypass system,
Maintenance ac=3s,
_ Proposed drainage easement and public right of way (F:O A! ,
Ov &ti Rl device, and
- Boundarles of drainage easement.
t
_ 2.. Partial plan (1" = 30° or larger) and details for the wet detention basin showing:
-Outlet structure with trash racy, or similar,
- Maintenance access,
-Permanent pool dimensions,
Forebay and main pond with hardened emergency spillway,
- Basin cross-section,
• `f ege0tion spcciticationfor planting shelf, and
- Filter strip.
3. Section view of the wet detention basin (1 ° 20° or larger) showing:
- Side slopes, 3:1 or lower,
- Prstrezitr vent and treatment areas, and
- Inlet and Nltiet strMuss.
4. If the basin is used for sedirr€e rit and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a ,sue` detention basin.
5. A table of elevations, areas, incremental volumas amumulated vniumes for nveiall pond Fmd far fc rebay,
to verify volume provided..
-- & A construction segue€i(? that idol"-, how the v,,et detention basin °r;ll bo pr teci6d froii sediment until the
entire drainage are>o is stabilized.
7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (O&K agreement.
- 9. A copy of the deed restrictions (if required).
10. A soils report thet is based upon an actual field investigation, soil borings, and infiltration tests. County soil
maps are not an r-zcceptanla source of soils information.
Form SW 1-Wet Detention Basin-Rev.8-9117/09 Part III. Required Items Cfl,3 Kist, P::;ge 1 of 1
Permit k, _
ifo he r,-or?:i?sd by DWO)
I I
STORMWATER VANAGEMEMT PERMIT APPI I ATIOV -r)Rm
401 t F;11Fi;ATIv'GIAPPI-,?i ?1?IJ??- ';Fs:::
This f0n '17[eC?, 1_U l1!_:J]h
T4P „
Racuired tfem Ch c'rK f lPirt Ill) rnrf 're'rJ;J? ? and subr,,Pteu , J(. , V, aI! cr e (eaj aired info r: ,a;rorr.
r ?iecf ra G _ - - _
t:,r,°2 , F,e won
Pt o;,4 number
F
t . res number
U:_inage area
In'PeRlicus area: post-development
% imp engross
C^siq i rainfall depth
zcie VaTu ae: Non-SA Waters
{linirmr,,? ,volume required
Volume prcvi:aei
1,5" runaofr'Glurr €
PmAewe!cr men:1 yr.?4.fir runoff
Pr,`-,!eVelapment I yr, 24 hr runoff
Minimum volume requi??rJ
Volume orovids?,

CeneraGo i . i C2 Mira, LLC Spa. r Facell s
Ccr!N?99ins
--
?7 U?G4. 1
Pe Fl t Ict 'F.±4.'f 5
Is the prefpast contrci of flee lyr24hr storm peak flow required?
1-yr, 24-hr rainfall depth
,ai";Jna1t G, t;4.':-ri8!relrpment
"
RaLc,nal C, pon-clevclapmant
iraenAl: 1 y4. 214-hr storm
e de :elopmerit 1-yr, 24-hr peq!c flow
t?ast e?rlu,wrront1-yr,24.hrpeak rlowi
P1 e6los., I-a,, 24-hr peak Juw conLro!
Te ary pool elevation
Permanent pool elevation
SHWT elevatioo (approx at the perm. pool elevation)
Top of INveg9tate? she.if i=!evation
Bottom of i!tl ,. eye ,-,I at , E> -n
Sedimentcleanout, j , on .,r n fp.ond)
Sedimentdeanout, bottc , -_v
Sediment stowage provided
Is there additional volume stored above the state-required temp, pool?
Elevation of the top of the additional volume
Form SW401-Wet Detention Basin-Rev:8-91171og
664,33` f
545A 4.4 ft2
- 87-1 ti °ro
i.0 in
17,878 if Insufficient required volume.
28;63'1 ff
OK, volume provided is equal to or in excess of voluine. requite_
If
ff3
f
-ft'
fe
Y (Y or N)
3.0in
(unifi
oyhr
30:05 #f3/sf
60.76 Wlsec
30.71 feel
383.71 fmsl
3830)
fmsf
- AVG 2 X14 fmsF
3825P, ms'
3r ?.Di1 'u?si
3; C0 fm;i
1..00 .t
Y (Y or N)
383.7 fmsl OK
Parts I. & If, Design Summary. Page 1 of 2
Permit Nc
iemporarv pWl 26 603 ft`
Ares: RE"?UIRED, permanent pool 23,2??2 f'2
SA1D,A ratio -: _.3_50
rr nikfe `=)
Areri PRCIVIGED, permanent pool, AWm-p«d 23,7I3. fb? 0K
A?-,,I r%;))of10ftvegetated shelf, Aar 20,i7f i-I
Arta - ; ilrem cl:?nout, top elevation (bottom of pond), Ara, PpFla 1 t.2
V'lun-, r:?rarypool fe
Volume p ; a mlientpool, V ,.--Pd ft"
Volun,, fp'ei;ay of fei ebay,. If more gran one forebay) fe
Fowbay % of pee nanarit pool vulumo %
S- A, l-Lble i!ai
Gecirn 1 SS rem: dal 90 %
Coastal S,!VU„ a.Ee USed? n (YorN)
Wounter Piedmont S.w'D A' 'able !Iced? y (Y or N)

S fDA raro .:.. ---
3.a)O (un[fiess)
Avecagi= depth (!,sed in SAIDA table).
Cad cula on cp;lon 1 used (r^ Figure 10-2b) n (Y ;?r fit)
Volume, Irernanantpco',
rp o.ided, perri,anenl pool, Apa 23,712 k`
iyB dep.(? C31Cn'at°U fl
R ge depth uoel In S.NDk, d.„ (Round to nearest 0.5ft) ft
Gaiculaliu"r Option ? ag ed'? (,)e Figure 10-2b) y (Y or N)
Araa ipxvide.1, permananf pool, A,._,, 23,712 ff?
Area, bottom of 10ft vegetated shelf, Ab.o 20,731 fe
, sediment cleanout, top elevation (bottom of pond), Abut-pond 11,205 ft2
TCPf {di once bAy bottom of 10ft shelf and top of sediment) 15() ft
Avenga depth calculated 4.23 ft OK
Ala-rage depth u ed in SNDA, d,, (Round to tea esf 0.5ft) ?.?5 ft OK
Di - _ , . , Cwlcuia ions
Drawd; r , i i ior, b orifice?
Dian, of ot. ice (if circular)
Area of orifice (if-non-ciroular)
Co?ficient of discharge (Go)
Driving head (Ho)
Drawdo,Rrn lhrough weir?
Wait t;[
Coefficient of discharge (Gw)
Length of Weir (L)
Driving head (H)
Pre. ee, r apm.a 1 1-yr, 24-hr peak f okv
Posf-devela{arrest 1 yi, 24-hr p k 1ox.r
Stu :;ga vo; r,e a schrirge rate (Through discharge orifice or weir)
Sfiraaf n ,r,,a : {. , ,r. fr9ln time
VI
i -. I -11015 l>;'I!iin
Aipatf- to width ratio
LC- i tai
Try r ?. ov-?rtiow & orifice?
Ft rice,.;
1rr. ie-d u.tei provided?
Recorded dr-al tago easement Vi o,,ided?
Gapjrea all linc4i t ultimate build :,ut7
Drain rrechan;7m for mairibenanoe or emergencies is?
Fom : VV40I 1/ir._ t i ,tendon Basin -Revs-9117/09
y (Y or N)
4 00 in
in2
Quo) (u-iti)
0.42 ft
-- (Y or N)
(uniHess)
-- (unitless)
ft
ft
30.t!? i `,;?c
00.~ f: hzc;
0.35 f.'1seQ
3.50 oay;3
OK, draws down in 2-5 days.

3 r1 OK
10_:1 OK
50 o ft OK
2 : ( Insufficient flow path to width ratio. Must not short-circuit pond.
2,0 :1 OK
y (Y or N) OK
y ft OK
y (Y or N) O
y (Y or N) OK
y (Y or N) OK
Pump
Parts L & 11. Design Summary, Page 2 or 2
1-3-17,11 Ty 11 24-hr Rainfall= -!. 7117'. A Shl 002626 C7 1vf i00;, it icrr ?a i s ? stems o

,r :;w Area 15.251 =ac, In
y s •?
c ? h is
;0 of
Outflow

9c f} VoIji,ne° 0.6 i af,

'?
00
f Aft F - 98%-, lma
1"
?n
y s' [
1
UV hrs, Vok.
0.28 c,fs .0 i !,rs, Volue ,- 0.61:J
F
Rou ..:j oly S"or-Ind riethod, Tir',c :spa j- j.00-72 00 C C ?r.>
- v
PcE,
rrv ,J 3 71' x.06 hrs Surf-krea= 26,650 sL ? S1..,r g?)z
C, l: c,
Rug vv d -LenJf.,jj1 i :=816.4 rain calculated for 0.610 of 195% of vP)
C ,? -C.A/ ass d et. t,.r y= 790.9 rain (1,619.6 - R2f3 7 )
Invert Ava .Storage St0r, r,B - sc?'pfcjn
1 383.00' 138,422 car" a!< 9a. I)
J I]:
Elevation Surf.Area Ir?.? Lore Cc r?.? t?rc; Vv'et
.<4Ar a
{feet) (-? q-ft) ? aEc-fFetj (cc? fu?t} .
}
383.00 23, 112 0 0 " 7:,7
;?84,00 27,847 25,752 25,752 2
8 9 6
085.00 20,34a 28,8/1 54,593 ,
30
0C3
386.0(} 31905 30,870 85,4612 ,
32
'i83
387,00 w` 32,9,, 118,422 .
n is .424
1
2
2.50 3.00
V 2.70 2. 3 6$ 2 °67 Z65 ?65 2.65 2.65 2.66
2.66 2.67 2.69 2.72 2.76 2.33
u L Invert Ou'Lie! i,lev ces
Rrfr t ?: y 380.25° : O . ?=" RCP , sq.c:ut en Prc;actiog
i<= 0
500
C}l Vct pi 3?! _ 4 it ,
.
jJ l 085 r n-- C".01.3
Cc( ?
-D3O
N
Secondary 383.00' 4a.C" , .
.
C?d?t Im c.-t 38 0.01:? Cc 0
00
Device 1 3Sr 10` ? 9n c 33 VsP-- .
0.600
Device 1 :?84.8?' Sows r 0
680

ice o. ?.? -?rY
8.35'
2` :
long
r .
Pcad. freet, 0:20 0 0.60 030 :'W :.20 t 40 1.60 1.80 2,00
3.50 4.00 4.50 5.00 3.50
Coe( (En fish) 2 37 2 51_
L c t . -x-0.00 cfs 0.00 hrs HVV 383.1,(' f E-:e D° g
s 0.00 cfs of 28.95 cfs potential flow)
(Controls 0.00 ct s)
°G 6 9ct3?a14 _- ( Controls O. cfs)
,.? lvx.28 its 0 16.06 hrs HVV=383.71' (Free Discharge)
10 28 - C? 3.2 fps}
(Controls 0.09cfs)
-3-17-11 Type IB 24-hr Rai faY° ? -V,
by GEOP"J'--
. L'd u X1.5 hp p ilIFCe Mf, f'?oCCj71pli1B??
u r-, n-^
TYPe 11 24-hr Rainfplf='

H droc.;AD r.CO .In C l a- OJ3 P, phc f i c r ?r tpt'tF
i`ne Inffnm/ Primanf Seco ,dE,fy
Cub
a _ ? 7
("ea.
(C.
c
O.OP 0.00 0 383.00 0.-00 0.00 0.00
2.00 0.00 0 3813 00 0.00 0.00 0.00
00 0.00 0 303-00 0.00 0.00 0.00
6.00 0.") 0 '-,8 ,cl0 0.00 0.00 0.00
8.00 0.r0 0 083.00
1.o:
0.00
0.00
202 0.10 0.00 0 00
2.Oi; 12 '` a 10,838 383.42 0, ,6 0.00 0.25-
141, 0 t?.46 17.676 0 3.?9 0. 0.00 0.28
'1600 0.19 1g 1 W C n0
18.00 0.212)
0.00
20.00 0.16 17, g0 3' 3.n6 0.28 0.00 0.28
22,00 015 16,607 363,64 0.28 0.00 0.28
24.00 0.14 1 ,666 383.61 027 0.00 0.27
26,00 0.00 'J.743 383.53 0.27 0.00 0.27
?8,00 0.00- 11,8C8 333. 027 0.00 0.27
30.00 0.00 915 383.39 0.25 UO 0.25
32.00 0.00 0,28 30-132 0.21 0.00 0.21
34.00 0.00 6,936 383.27 0.17 0.00 0.17
36.00 0.00 5,875 383.23 0.13 0:00 0.13
38.00 0.00 5;051 38120 0.10 0.00 0.10
40.00 0.00 4,404 383.17 0.08 0.00 0.08
42.00 0.00 3,800 383.15 0.06 0.00 0.06
44.00 0.00 3,473 383.13 0.05 0:00 0.05
46.00 0.00 3,131 383.12 0.04 0.00 0.04
z3 00 0.00 2,847 333.11 0.04 0.00 0.04
50.00 0.00 2,60C 38 3.10 0.03 0.00 0.03
52.00 0.00 2,A 9C 333. ()q 0.03 0.00 0.03
5Z 00 0.00 2,225 383.00 0.62 0.00 0.02
50.00 0.00 2,075 383.,)8 e.02 0.00 0.02
58.00 0.00 1,945 383.08 0 02 0.00 0.02
60:00 0:00 1,827 383.07 002 0.00 0:02
02 010 0.00 1,720 383.07 0:01 OM 0.01
54.00 0.00 1 624 383 06 0.01 0:00 0.01
66.00 0.00 1, 336 383.06 0:01 0.00 0.01
f;3.00 0.00 1,457 383 06 0.01 0.00 0.01
70.0)0 0.00 1,3D5 "3335 0.01 0.00 0.01
72.010 0.00 3;%'s 3&3.05 0.01 0.00 0.01

a
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Prepere:2 by t,rCKGE F: v,', !1? uhf "' ?V,prti : „>Sc.)G. ?;i?_ r'2C ! 1
Fi/ lic tiUCR- ?,CQ s/n i 0 o"L OO 19c?t 2CG, /a, plied riVsrocomputer Systems
17
p® y ?/ R t"4 ?y ry Yt Type// 4-hr Raihfaf9 00"
rd II ??+t A,yi G':fY i ??? ?.J ? ?2 0 C', P
Y q
Hydrel?6. CC S!n 00 (1) 1996 003 1,>)plicc ?l crcc c r???,_°te ,s n 3i i%CD 11
®F?., i 1! , ? ?.? is=?,.04 hrs, 19x01 3c nts
nethod, U i SC.;5
R?r;- jh b iod Pond rouiinq by Stor-Inca method
I: pre R :r7Qi-' Area=6.- ' sf Runoff Depth=1-19"
luv Lnr gt -750' Tc=5.0 min CN=79 Run,-);-!--30.05 cfs 1.426 of
ost
Runoff sP Rur _ , `n=2.35"
Tc=5.0 mir, - iZur'cb;-6t}e7; 2.987 of
n r . Pea', c- low=60.76 efs 2.987 of
it iaryv25.90 cfs 1.945 -.f yet cr chary=0__;5 cfs 0.909 a; Ou-;iotin-26.25 cfs 2.944 sf
.-3-17-11 7" 8 , 11 24-hr s ry e t p ?P
Fl y GEORGE HNCHIBONEY i, ' <g r
HvdMIC D(rg) 7.00 s/n 002t?-?6 1986-2!,C"? ?iir:c '? c c Corr 1. 'e Systems ?1 : lJt)11

Runoff _ X05 Us % .98 hrs, VOI ,. = 1.4-v af, Depth= 1.194
Runoff by S CS:: TR- 20 UH=SCS, Time ;' , - = 0.0(? 7 hrs, dt= 0.04 hrs
Type li 24-hr Raiftfc'11
Ares. C;f} CN De cr'",?t:o,r.
TC LeEgt't SIcf)- ; Vela it%y .C pc1cif DesS °ip,Jon
6:tl ?yy 0.'i
250 0.03'103 _.. ...ASS ?d'? ,ry?r??? 1 y?•?g*r?q?9 c6 i' -tsga
Type f! 24-hr Rainfa#=3.00"
f` ydroCAM 7.00 si;^ 002;26 ? 1988.2003 Ap(alie ioriicroc?rr, mr,t?r „ n:> "l') ?'i?' 1
`°
pre
.
Time ,Geist. Lxcess R1lnc; Time Piecip (-xcess Runoff
l sir., ?s
tmom, s
c }

ours f
J...

:f hp
s
-1-1ch

CfS
0.70 0.00 0.00 0190 42,10 x.00 1.19 0.00
0.c;0 r,02 0.00 0,00 4 .20 ?00 1.19 0.00
1.80 0.05 ?.r a 0.00 X14.0 .00 1.19 0.00
2.40 0.08 0.00 0:00 r ° . 30 3.00 110 0.00
3.20 0.11 0.00 0:00 3.CU 1.19 0.t (?
4:00 0.14 0.00 0.00 3.00 1.19 0""o
4.80 0:18 0.00 0.00 47.20 3.00 1.19 0.0()
5.60 0.22 0.00 0.00 4Ll.00 3.00 1.19 0.00
6.40 0.26 0:00 0.00 4i>G 3:00 1.19 0:00
7.20 1,31 0.00 0.00 49,60 3.00 1.19 0.00
8.00 036 0.0t 0,00 50.40 3.00 1.19 0.010
8.80 ^.42 0.00 0.00 51.20 3.00 1.19 0:00
9.60 " 50 0.00 0100 52,00 3.00 1.19 0.00
10.410 0.60 0.00 0.08 52.80 3 00 1.19 0.00
11.20 035 0 ,02 53 50 3.01 119 0:00
12.00 1.99 0.52 ? 54 40 3.00 1,19 0.00
12.80 2.28 0.69 2, !0 55 20 3 OG 1.19 0:00
13. 10 2.41 0.78 t34 56.00 300 1.19 0.00
A40 2 50 0.84 1.0? 56.80 3.00 1,19 0.00
^5.20 2.:?3 0.89 0.21 57.60 3.00 1,19 0.00
16.00 2.64 0.93 0.71 58.40 3.00 1.19 0:00
'16 80 2.69 0:07 0.84 59420 3.00 1.19 0.00
17 c0 2.74 1.00 059 60.00 3:00 1.19 0.00
18.40 2.78 1;03 0 53 60.80 3.00 1.19 0:00
19.20 2.82 1.06 6.47 61.60 3.00 1.19 0.00
20.00 2.86 1.08 0.41 62.401 ?.00 1.19 0.00
2030 2.89 1.11 0.40 , 20 3 00 1.19 0.00
21.50 2 `(92 1.13 0.39 64.00 00 1.19 0.00
22.40 2.95 1.15 0.37 64.80 3.09 1:19 0.00
3
21 0
2.97
1.17
0.36
65.60
4.00
1.19
0.00
24, 00 s _I9 1.19 0.35 66.40 3 00 1.19 0.001
?4.30 3.00 1.19 0.00 67.20 3.00 1.19 0.00
5 60 3,00 1.19 0.00 68 00 3.00 1.19 0.00
26 40 3.00 1.19 0.00 68.30 3.00 1.19 0.00
2-(.20 3.00 1,19 0.00 69 60 3.00 1.19 0.00
23.00 3.00 1.19 0,00 70.40 3.00 1.19 0.00
23.80 3.00 119 0.00 7120 3.00 119 0.00
"9.60 3.00 1.19 0.00 7-2.00 3 0 1.19 0.00
30.40 3.00 1.19 0.00
31 20 3.00 1.19 0.00
32.00 3,00 1.19 0.00
S2010 100 119 0.00
3` 6U 3.00 1.19 0.00
3J.] 40 8 00 1.19 0.00
36 20 00 1.19 0.00
;?6 00 3.0C 1.19. 0.00
36 80 &00 1.19 0.00
37.60 3.00 1.19 0;00
38A0 3.00 1.19 0.00
?9 20 3.00 1,19 0.00
4() LQ 3.00 1.19 0.00
40 80 3.00 1.19 0.00
': bC` 3.00 1.19 0.00
t --3-17-11 TYPe O1 4-hr F ainf II ;90«
P ,? k L-y C ? = FIN /BON Y AMC} ASSOc. z
??'Qi C)CA[h'21 7-©O -sV®?Vl.'JvZh 0, 1986-2 VJ 71rxAc.A KF? \.f c J. I pF t r Systems
'2W23/2011
Runoff 60.76 cf (q-) 11.96 hr:.; 21 ; a;, Depth= 2.35"
Funo p ?y S CS TF: L0 mc',hc c , 1F: ?C f' e Span= 0.00-72.00 hrs, dt= 0.04 hrs

10,803 98 ?7
1,220 74 Gc d,? r. C r s
65,993 98 P `od,.jcis i--?c
7,318 74
31,058 98, c ^! _ ?> P"
1,002 74 Jucr
98 Sit,--- 'I Mp
j 74
664:,'333
Tc Lei ,gflh Slope Velocity C aw aci ,-' Desc rir'ion
ruin' `t'c?Tt (ftlft} (ftlsec)
5.0 r, ? F
? ?? ??, :.I

E P? t? ,?+i_,,1 t®1^Zp ?} + Type J/ 24-hr Rainfall?, 00"
P" f (`w A .J C ,, GE 171 C ill pV)} !?? A'lJ C?-S'O C. P Fg o 9
7.0C' sin 002626 Q lg86 %00
Time P ecip k c:c;ss F urio r
h-Our`' r. ,rtes) irx:??e i cl??.
0.00 0:00 0,00 l-: JO
0.80 0,02 0.00 0.Ci0
1.60 0.05 0.00 0 ;`,0
2:40 0.08 0.00 0.00
320f 4.11 0.00 0 03)
4:00 0.14 0.00
4.80 0.18 0.00 0. , 0
5.60 0.22 01.01 0.18
6.40 0.26 0.02 0.27
7.20 0.31 0.04 0.36
8.00 0.33 0:06 0.46
8.80 0 42 0.09 0.71
9.60 C ?C 0.14 0.89
10.40 0.60 0.20 1. ?+:3
11.20 (3.1:3 0.31 II
12.00 199 1.39
12.80 2.23 1.66 3.2P?
13.64 2.11 1.78 2.05
14.40 2.50 181, 1.53
15.20 2.58 ' .'9A 1.29
'16 00 2.64 2.00 1.04
113. 80 2.69 2.05 0.94
17.60 774 2.10 0.85
8 40 2.70 2.14 0.76
191 2.0 2.82 2.18 0,68
20.00 2.36 221 0.59
20.80; 2.80 2.24 0.56
2160 2.92; 2.27 0.55
22 X!O 2.95 2.30 0.53
.2« 2.97 2.32 0.51
x.00 °, et 2.35 0.49.
24,30 00 2.35 0.00
25.60 300 2.35 0.00
26 a(, Gil 2.35 0.00
1.20 3.00 2.35 0.00
28 00 3-00 r 35 0.00
2 '.30 3.00 2.35 0.00
29.60 3.00 2.35 0.00
30°40 3.00 2,35 0;00
31.20 3.00 2;35 0.00
32.00 3,00 2.35 0.00
32,80 3.00 2.35 0.00
33, ?c 3.00 %'.35 0 00
34 .10 3 00 35 0.00
5 20 3.00 2.3u 0.00
36 Ou 0G 235 O.OJ
36.80 3 0", 2.3! 6 0 100
37.60 3.00 2 :.5 c 0 0
38.40 3.00 2:35 V_00
39.20 100 2.35 0.00
40,00 3.00 2.35 0:00
40.80 3.00 2.35 0-00
41 .60 3.00 2.35 0.00

TI () a ;jcrses,} (inches} (q
l2 40 3,00 2.35 ?.u0
43.20 3.00 2.35 0.130
44.00 3.00 235 0.00
441.30 3.00 2:35 0.00
1i5 60 3,00 2.35 0.00
?i6 0 1.1..03 2,35 0.00
-4720 3.00 2.35 0.00
x1€3.00 3.04 2.35 0.00
48,80 3.00 2.35 0.00
49.60 3.00 2.35 0.00
50.40 3.00 2.35
;
001
51.20 3.00 2.35 0,00
52.00 3.00 2.35 0.00
52.10 3,00 2.35 0.00
53 60 3.00 2,35 0.00
5z 4 0 3.00 2.35 0.00
b5 20 3.00 2.35 0.00
3v.0E3 3.00 2.35 0.00
156.80 3.00 2.35 COO
5i CO 3.00 2.35 0.00
58.40 3.00 2.35 0.00
59 -20 3.00 2.35 011.1)0
60 00 3.00 2.35 0.010
60.80 3.00 2.35 0.00
61.66 3 00 2.35 0.00
624,9 '300 2.35 0.00
63 2 300 2.35 0.00
6%!.00 3.00 2.35 0.00
64.80 3.00 2.35 0 00
65.60 3. G0 2.35 0.00
66.40 3.00 235 0 00
67.20 3.00 2.35 0.00
68.00 3.00 2.35 0.00
68 80 3.00 235 0.00
63.`:0 3.00 2.35 0.00
7C.40 3.00 2.35 0.00
71.20 3.00 2,35 0.00
72.00 3.00' 235 0.00
1--3-17-11 Type// 24-hr Rainf l!-3..00-
sr by OR E F'I M -i ? ONEY AND F'a;,ge 10
-jk,r±roCADO 7.00 ski Ou'26 '?' @I r{ _ 9-M3 Applied M cir, el iy5`ems , ,1-111
6
IpfBo r ' F - 15.251 ac, Inflc3mv Depth 2.35'
Mot- - 60, tC cfs tr 11 96 hrs, Volume= 2.987 of
Clt lr..v1° = =6.26 cf' 12.03 hrs, Volume= 2.9 IM f, A'- n= 57%, Lag= 6.0 rain
.Le
1G.' ? I-'!r's, Volumes 1.945
{Z? i 05 hrs, Volurne= 0.999 of
`;a:qr ° yd method, Time Span= 01,30-72.90 hrs, d'- 0.04 hrs / 3
S5,0` Cg) 12.9 hrs Sur,.A ra- A 01 t sf 5' ra X7,164 cf
inin 9% c?` 9'tfloW)
of C Jd -IViasS i:e: .
- ,-ss7r3J `^, 1`j.5785.1 }
lil -eri Avail. Stompi?c Siciage Da r-; ton
1 3 3,t;t" 118,42 c Cus orn : eta { yr F ki' . L:;., =d below
EIev:,a}+on Surf. Area Inc,O,+ore Curn.St re Wef.A,rca
(,F?e
t
_ (sq-ft Cu3i,r`£9l'1 (oublc-feet)
j
l
8
111.
23,7112
n4.00 2r, 2+5,..,52 2,752' 27,896
385.€J0 ?G1.?. irz 218,8 ? 5-.;59 3 Cj, n t
186AT 31,605 30,870 62 32,183
387.09 34,025 32,9.59 1V" 34,424
Irz:fert Outlet Devlc.es

1 Prrn rtf
0. 25' x
3 01 ?,. A `; ?;o: b° l r 2: - I ..11 end rot cj' r g, Ke= 0.500
r 'il "1
1 Ur 37R r!` - ld ®t?85'I" n.P??.? C,("-; 3.31
a

2 Secondary
4383.00` q
LTr?7 ?4 ir1.1 S, 1
!
iFJ'v 1 (1 (Crrrgy (Se® ?y U.2?y?}
V4J
L?Iet E i3ft: ai23 ? .? ., 02")C; V, nh C'Oh.. 3 Cc= 1,.900

4 Devi 1 38h.85J ?`, iil CI'7 fI:'.V 0.600
5 Secondary -M(),3-5 1
vd t; SCI O.,-AO 0.+ 3 -'= 1.20 , '10 1.t)D 2:00 2.50 00
3.50 4,00 5.00 5.50
Coef. tLll x[ici1) 2.37 2.51 2.7+0 2'8 8 2.68 2.67 2.65 2.65 2 6`3 2.6 ;
2.66 '12.67 2 89 2.72 2.76 2.83
Fit 385.07' {Free C c.
?

'''c`?S`

i3 ,,,5,1G3 '

I 'i?-
"FE'a :?l``. iC3LCs f']cir. 11'0`:1a
I I`

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i--114=385.07' (Free Discharge)
?rw? 4.0 fl
Controls 01.00 cfs)
Type // 24-hr Rainfall=3, 00"
?r=« `MQ,0XEY t FNS i) AS` ) C. Era 11
? A 7.t7j 'n 02c:26 C 1986200' f131F'u 31312(?`t1

Type// 24-hr
ca E 0,
i do ft
f? c?L ?+,!? 0 sl° 002326 C7 1..,z?F? __00.3 ;?w,?.:?c ?? ? .,• c., .:i rr >>. ??

Inflow Storage

u C- vF An ilov"
Clu
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v
_
'lx ors
_ {pubs (cis,
? (efs) (cYs

OM
0.00
0
38, 3.00 .
0.00
0.00
0.1*) 0
), n 0.00 0 30 .00 0.00 0.00 0.00
4.00 0,03 15 3e':: 00 0.00 0.00 0.00
6.00 0 ?2 «:x3 1.J 0.00 0.00 0.00
8.00 8. 3,162 '163 12 C 0.^0 07.04
10.00 `A 7 82,, 0 0. n:;0 0.19
12,00
14:00 1L7v J r 31
16.00 1.A ,-~'A 1.16 0.85 W:31
18.00 0.81 29,797 3F- = 15 0,87 0. 0.31
20,00 0.59 29,581 384'.13 0.64 O.34 030
22:70 0,54 29,400 364.13 0.55 0.24 0.30
2,1.00 0.49 29,316 3184.12 0.50 0.20 0.30
23.00 0,00 2!,082 384.05 0.30 0.00 030
28.00 0.00 24,93-1, 3033.5 030 0.00 0.30
30,00 0.00 22,825 303 °0 0.29 07.0)0 0.29
32.00 0.00 20,'146 383 81 0.29 0.^') 0.29
34.00 0.00 18,700 383.731 0.28 0.00 0.28
36.00 0.00 16,688 3S-;.e: 0 28 0.00 0.28
38.00 0.00 14,710 33,3x57 0.27 0.00 0.27
407.00 0.00 12,764 383.50 0.21 0.00 0,27
42,00 0.00 10,823 383.42 0.26 0.00 0.26
J ,.CO 0.00 9,058 383.35 0.23 0,00 0.23
413 00 0-00 7,566 38329 019 0:00 0.19
48.00 0.00 6,366 383.25 0.15 0,00 0.15
5 ').00 0.00 5,433 333.21 0.11 0,00 0.11
52.00 0.00 ? , 7 05 333.18 0.09 0.00 0.09
7%1..00 0.00 4' ,13 0 383:16 0.07 0:00 0.07
56 00 0-00 3,669 383.14 0.06 0.00 0.06
x;3,00 0,00 383.13 0:05 0.00 0.05
60.00 0.00 2,982 383.12 0.04 0 00 0.04
e ?.00 0.00 2,721 383.11 0.03 0.00 0.03
00 0,00 2.498 383.10 0.03 0.00 0.03
.00 OM 308 383.09 0.02 0.00 0.02
E'-C0 0.00 2,146 383.08 0.02 0.00 0.02
700 0.00 2,007 383.08 0.02 0.00 0.02
72.00 0.00 1,884 383.07 0.02 0.00 0,02
? ?rrt
Type// 24-; ir ? • ' l i [i s???=-
?"
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3/23/2'V'1
1 J ?.
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v P
.
Ii 7it via Area = 15..:1 a;; ? 9.Iy ?u.II,•-De ..y,.: 4.68"

54 .%.Ca rs, Volume= ;.2 7 a,7, Atten= 55%, L m

a?s"Ce: n '•' rq,= i.'`i i JIE:S, Volume= 0.44
b
Roj", - y `::tC -lr(: jtod, Time. S i)ar? 0.00-24.00 h
F e_ Flee= t. S urf.Area= 2,290 sf c k, R C?k)w (
yin alo_'' ' .' c 5.248 of of inflo;.?, "
C: rxof h`.w; .,.? r'+ir? { 815 « u.c }

r -c
oraqc-
a .oc k e, X22 cr 1 L d below
Elevt a- i c?n urf A-e 1n .. St r €J & r ? rU y Wet.A,ea
-ft) (cubrG i ,, [ L;'C-fi t} `I .. V
-
333.00 23,712
0 0 23,712
38400 ?7,9,e 7
25,
102 25,752 27,896
385.00 29,846 28,8ti 1 5", m 30,00
3186. C; 3 30,670 85,462 "17, ` 7 3
-53 ;`° 35 32,959 118
422 3 :'f
,
Boutin I „E, 1 O!!tiet Del':--
I Pre::r,a ,, CJva RCP, sq.cut end projecting, Ke= 0.500
J ` - 0.00857 n=0.013 Cc- 0,900
2 c! . I„=y 383.00' RCP, groove end projecting, Ke= 0.200
Outlci ICI ye% f' ''f, i 0.0200T n= 0.013 CC: 0. 00
3 Device 1 38,'10' ,t13' 0) 3- q'nn-j
4 Device 1 3S' 5e 2.00' _ .,i° I;r?E?. lot",
Second&y '3Ei 15.0'to 3 (1 Lcw.ti. Pkn
Head (fey) J. °0 0.f0 Ca.c 0,;' 1.C= .._ 1., ; 1, 0 2.UO 2,50 3.00
3.50 1 00 111.50 .C' i ..??+
(-nVII- r) 2.37 2._'I 2.70 2,6€1 2,68 2.67 2.65 2.65 2.65 2-35 2.66
1,'?_? 96i 2.72 2.76 2.83
i i i_ M-rx-51:06 cf 1 .el h'S HW=38617' pj's -ta
(anki t C cis is 51,{16 cls { 7 "Cs 4fps)
< 36.34 cfs potential flow)
1_ 4 22, i 0 cfs potential flora)
K 0.40 cfs (r; 1.2.05 ,s HW=388.17' (Free U ;,_A-,
}
eI C or it r`:,r 0.40 i ?O t s)
v- _ (s7,ii g iar ti° ?r ( Coryirois 0.00 Gfs)
- - Type 11 4-hr Ra nfall= .: ,
-061 -,E i
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r" - O °tr"jw
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95
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I ivdruCANEO 7.00 stn 002626 @ 1'_ r 2003 ?I?; I``1CCoC;Ci"1 L!tPr r l 'il;> 3 /2 3? ' -

OND
Time 'nfi'.,15m St or a""ievaion ou, -;l,' ^+ }radar
{hours} (c,,e _ fa -at) Cris; f? (cfs?
0.00 0 "1 0 83.00 0.00 0.00 0.00
0.00 0.00 0 383.00 0.00 0.00 0.00
1.60 0.00 0 333.00 0.00 0.00 0.00
2-40 0.04 13 3K 00 0.00 0.00 0.00
320 0.20 347 383.01 0.00 0.00 0.00
4.00 0.35 1,119 ' al 04 0.01 0:00 0.01
4.80 a ;;;-)
2,315
38:;.ra9
0.02
0.C0
0.02
5.60 0:69 3,932 3-53. i5 0.07 0 00 0.07
6.40 0 838 5,91°9 38:;.2: 0.13 G.00 0.13
7.2'? 1:06 8,228 333.32 0.21 0.00 0.21
8 00 125 10,877 383.42 0.27 0.00 0.27
8XIO 1.79 14,417 38,3 0.27 0.00 0.27
9.513 2.12 19,379 383. r fD 0:28 0.00 0,28
10.40 3.2? 26,150 334.^1 030 0.00 0.30
11.20 c'.DS 33,885 ?8 4,30 3 99 0.-1
12.00 w.1 f 87,395 ° INS IM
12.80 6.12 41,653
13,60 3.79 34,053 28 29 A 51 4.19 0.41
14.40 2.83 32,735 384 ?4 3.0 2.76 0.31
520 237 32,184 384 22 2.55 2.24 0.31
', 3.00 1.92 31,689 38/1 21 2.09 1.78 0.31
16. B0 173 31,361 384.19 1.81 1.50 0.31
17.00 1.57 31,135 384.19 ; 5, 1:33 0.31
18.40 140 30,918 384.18 1A 117 0.31
19,20 1.2-1 30,703 384.17 132 1,01 0.31
20.00 1.08 30,487 384.16 1.15 0.85 0.31
20.80 1.03 30,359 384.16 1:06 0.75 0.31
21.60 1.00 30,293 384.16 1.02 072 0.31
22.40 0 97 30,230 384.16 0,99 0.68 0.31
23.20 C, 9 30,169 384,15 0.95 0.65 0.31
24.00 0.90 0, 9 07 384.15 U2 0.62 0.31
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Perm;:
(to be provided by DWQ)
et ,e
! "in -r:
I will beep a maint;-ra ce record on this BMP. This maintenance record will be kept in a
log in a known !?e + ? L ton. Any deficient BMP elements nt i e in the inspection will be
corrected, repaired cr replaced i ed- =.tely. These defici :, con affect the integrity
of ; z., 'tares, safety of the pubL:c, <- „_ th-re moval efficiency of 'I-le BMP.
The wet detention basin system is defined as the wet' det: i!,Joi? basin,
pretreatment inclu,' ` rebays and the L.t Ied '', r a cr, i4_ prc? ided.
h,:3 (check e®
s u hoc--S not J!ITifoq ac G. f..1ee d' at tllr.' dD`r C
one):
0 i.1bP? ®°3J 1ruC?t aji' arate y t- 11a i td tk1T_T i s! f(3rE'k?ay.
I
ImporLart maintenance procedures;
Immediately after the wet detention N:.sirr is eE bhc;I ed, the p1 ants on the
vegetated shelf and perimeter of e ! t ,h shop . L be watered ; v`ce weekly if
needed, until the plants beccni i?`: istu al (commonly six ? ec,k,j.
No po do of the wet dcr. nticr pond s'>jould be fertilized after 11e first initial
z 1'7,,i zo-? that is re,o u, r d to establish the plants ? , n the vegetated shelf.
`jta.,131e ;roundcover shn dd be maintained in the c
Lr? .?
.
a >e area to reduce the
sediment load to the wet detention basin..
If the basin must be &a-'-ned for an emergency or to perform maintenance, the
flushing of sedime ' 4-c-n:g the emergency drain should be minimized to the
maximum extent ni'ac; 71:aL
Once a year, a dam s,ai?;,y expert should inspect the embankment.
After &,e ?vef ctutention pond is established, it should I, ii?sp ec tPd oncc :, mn r
within ?.4 t sc after every stor:u, event greater than 1.0 inC .; (04.1.5 niches i.
Coastal C . Records of opc ,? fion and maintenance ho al I be kept in a knc 'n set
location arcl must be available upon request.
Il s ,« lion activi[ies shall be per',-)r A as follows. Any problems that are found shall
b p j?,- 3ed ir?niediately.

The a dire B P
®';'r;e s'erimeter of the wet
basin
Potential P' 3b
!r'21-rs €r:` 1. -°e soil- and/or
erosive gu .es have formed.
Vegetation is too short or too
HOW I rA it r n*c?l ?»? "ti1?o J.e,31 1pri.
DernU e tl?? trash/ tc ??;;. _,_
Degrade : hue sail if nect,ss 7 y to
remove the gully, and then , a
grow" rat cover and water until it is
e t.: bliLil,c1. PJ'ovide lame :r-,' a
071'-Etr o-? }rCir_i:?er ir???liw-estcl'_.
Iyiaar.l ?_r. r; E 7 tsr!c = a ltt of
aly six r
Form SW401-Wet Dcc,ent_o„ E sin O&M-Rev.4 Page 2 of 4
c 1 m _, umber:
(to be provided by D HJQ)
Drainage Area Number:

? ieT13:?,aI I'D!, ` t_; ;C II: I Iw"l reF?'v=.u:.l_aic it
TJ
inr_Ld eT('.o Li.pl_ x- The p7 5( ¢' _C
swale -

The pipe is cracked or 1 c7 T e 0,(-
otherwise damaged,
Erosion is occurring in the TZ2 ade rIle swale if necessary to
Swale. sr'nf l ik Ova 'i' FT-c4 nrcvi o o-osion
-m-Iii-o" t,,,Aices 4 lcll as : :,i(oiced
turc: r_ora;- 9.a avoid
hi_r, r oLieirns, 3therosion.
The forebay S? C MILL IYt 1) ; ,.(7:-? iriiulatedto rc r for the source of the
'i iej:iii frc: i _ t7iar -lie ,e('_unent and remedy the problem if
origiTVI ({?S , l,_,pt_i for possible. Remove f?- - sediment and
sedi en st < - e. dispose of it in e , t f r "on cohere it
will not cause imp,os to streams or
the BMP.
Erosion has occurred,. I''ovi to additional erosion
P c?-ec`aoii such as reinforced turf
r- a rLerg or riprap if needed to
Prevent future erosion problems.
Weeds are present. 1",f'- ove the weeds, preferably by
h iid. If : P?ticide is useC; Wipe it on
the p Lint; c ,riet, than sr. a UI
T <getuu2d shelf Best professional practices Prua i(c:o-ct+'ig to best pr., sessional
show that pruning is needed practices
to maintain optimal plant
health.
Plants are dead, diseased or Dete L': e the source of 'she
dying. probe em, soils, hydrology-, disease,
etc. Ke reedy the _id
replac` plants. Pr v l(1+1 a one-time
f n'Li 7e i' ,:ppli ati:-,.ri 'o establish the
groa_ul cover if cB sn.:_ tens', indicates
it f471C".
Needs are present. Re--nj c, ° 1;e v,, ee,,k, preferably by
7ciCe is Li sec,
'3 41'ipe it on
the -slants rather than s ; ray in
The main treatment area Set' i-neri has accumulated to Search for the source of the
a d sip 73gent and remedy the z cr l >m if
i,ri? ?= ci?_?brt s? + '' (".fit r:r;sil?le. Remoe?? tl?e s:?cl;i,?t=rat r
stor. jc dep?h. &spose of it in a :<>c [it ui s< ,; f f= a;
yr ill not eau ( i l iii r?; to !rear s or

Algal;; i v t"t covers over C-) isult a professional to remove
FOL, „f Lhe area. and control the a'21 rov th

CaL -aI IS, r' } a<,mites or other .
Remove the plants by tl-em
inx, si } iIs cover 50% of with pesticide (c? 'sot spray).
the baG;3 Face.
Form SW401-Wet Detention r>d. i ; OSA-Rev.4 Page 2 of
Permit Number:
0 he j), ovi sled by L)WQ)
BA4P Pr 6231, s t' ?' ee ill -{ 1?
° 'i Vv'
1
1

3 ??raent
Shrulbs to grow r
s
e1n
°
on the e+iiI,, anent.
Evidence of n t or Use traps to remo-v., muskrats and
beaver activity i ,ep t. consult a f o -sio, gal to remove
leavers.
tre --T, yS S is>.:'" i,;7 grow on Consult a ( ^ sefety specialist to
ti crE,'a. ?_.cment. remove t?t,_, : =e.
An e) f ;, a. inspection by an Mai . , a H
d repairs.
apprc;p_lateprofes_JcE I
shows that the cmll?in- ,,,i
needs re air. it a ppI_'. e

Ilr'e zi , - sic-;-i,ce Clogging has occurred. Clean out the outlet device. D pase
_ of the sediment off-sic,
'1C c _:4I`t c'evice is lama ed Repair or replace I to , L_ 11et de
ce

The receiving water
E-..si jo :)r other signs of vi
.
Contact the h cal NC L`ivision of
di-,n t_Lge 1,Liwo oc.:L. rrecd at the Water C a. 7 gional Office, or
the 401 GvcUnit at 919-733-
1'786.
The measuring device used to d°`er-? Ane the sediment elevation shall be such
that it will give an accurate dept -i reading; and not readily penetj-- t,_• Lito
accumulated sediments.
When the permanent pool depth reads Aft feet i the main pond, the sec'i ,,zrt
shall be removed.
When the permanent pool depth reads Oft feet in the forebay, the sediment
shall be :'_,i- roved.
(1111 i-r the b1c<,7ks)-
SQIi ,scat Removal
Bottom
319.00
I•+O EBAY
/-ft Min.
"eci -r? art
`Lirl'?',7e
Pool
Permanent Pool Elevation 3,)3.;;Ci
11 T
-----Sediment Removal Elevation 379.00 -" - Volume
ti 15c n=1ev :i.c; t ,7$.00
`?'i'c:]]-r?ilt
MAIN POND
Form SW401-Wet Detention Basin O&M-Rev.4 Page 3 of 4
Permit Number:
(to be provided by DWQ)
I ail r ;a It(] ge and agree by m, below that I am responsible for the
I55. t I ,? of the l stcd air.}ve. I agree to notify A`r? F
wi_h the t praur a ci?V Janges u, ilrc system orrespor, 't,`, Y.
Project name: er _r, rt II o,1 -1 .; t, C!cnter, Fuguay-arina NC
MP drainage area number F i, 1i lj: ' `t+ J,1-1?': atC "end
Print name: 0 l _` 11 t c(
Title: GL VA
Address: - 2 t:
Phone: 1v
Sign,ltul
Date; !-
Note: The legally responsible party should not be a homeowners association unless more than 54%m of
the lots have bccn scid and a resident of the subdivision has been named the president.
a Notary Pub':c for he Stat of `wJ t ? Cpl tU t't'
County f do he aby een+ "Y V-at
?4 . K i AJ personally appeared before me this °
day of tit E a d > an.? acc k=,c,wj?T dge the u>? c cc:rt ;:io of €?,
forgoing wet detention basin maintenance requ ements. Wit. oss nv h-lid oils vial
seal,
? "?8C559 ???
?Ofdil?dllS5i0fi ?
EXPIRtS
^a?d0,2nr?
SEAL

My commission expires
Dorm SW4ol-Wet Detention Fusin O&M-Rev,4 Page 4 of 4
George Finch I Clancy cnd Associates, P.A.
239 North Boylan ,veriL?e
cE -Igh, NC 27606-1402
_ Fosf Off:ce, pox 10472
rle' ,1? NC 2%:,05-0472
7919` 3-122
F 9199 3334-3?Q ,
6 ?
I.. I i F gioT al C,i kiv
Pr' ° C
A++n. Joscoh (7-y(7mfi

Mr. Gyamfi
W have a+lcched a co;u e' of the Declaration that has deve,op;--
for the G c4 e <e4tion 11 C'c: r• r n rdial Cer;tl: , for your records, T E :;vbIr:er he
moved ahead to develop on actual Fo. m which will be used cs pc r UI
Documents included in (AJ their uture lurid sales.
You will not -- i,-Ic:j: ffs ? vvent contains all of the S De,,?c i Restrictions/
Protective Cove i-(:mfs, (bR/PC) of the DWQ 401 Express Permit Form for
Storrnwater F pp, icci tier (Version 1). The first (DR/PCB is provided in 'Do- -rc i fan
Sec *,Dn 1 of the sjL-)rf;°1 ?. Form.. Tl e second ( R/PC) is provided in i)CC.(M !k)1
sec on 3 of the ubrn4`t(7;c :orm. Th it ird (DR/PC) is pry-,. ` 1 Fx" irJt C,
Sec Ion I of the Form. The fourth (DR/PC) is provided 'In 1,4? ?_ , a;?c r«, i The
fifth (D /PC) is provided 'i-i FA'iibit C, Section 3. The, s x ?i (oR/PC) i pro is e din
L-\hiUJ C, Section 4. The s? >c:1th (DR/PC) is p cn/ided '; . Exhibit C, Section a, and
the,eighth (DR/PC) is provic ? in Deciaraticn Seelan .
The legal Description for thre -' -c'ect Prom=-ty, as it currently . ^, h(-,s not been
eve loped at thl? +irn: SO C :;!c;sc r f? io, is !eft out of this Form. A
D=s riRj on,
refleca;ng the ovE't ;)Co:c z_ kryil is. + °iy heir developed Qnd
ready and included i< 1 ilPls ticr'n, 10 be rem- ded, by the time of the Pr+p(t - 'zi 'lust
sale,
D or; `4iggins, GF/BA, PA''
i
Pr,:)ared By:
P-?uoic and Return To:
S. Todd Adams, Esq.
Adams, I'avvell 1<. ?iz(-mare, P.A.
940 SE Cur ' v part ;ay, Ste. 102
Carv_ NC? ? 181

THIS DECLARATION COV, i?A TIS , -,c? xation") is made as
of this day of -- ? 11 by Generation Cup - i, ..,LC, a North
Carolina limited liability company ( _: ?- ire'-A").
?J?a 'E l Declarant is the owner of that ceFtail n real pr+ 40 cof?Laining
al?p ro:: a ? e 1 y .303,2-3 (kc-res low rJ mji ,Wake orarty, "ioi-tl: '"arolins :Is sho,vn on the att,:?v =ed
Ci?llll l A w;Ad more i{ .. ? li gT ro(: 'J'bed on )%i1)i1 B 'ttached to this D •ociaration (tht
ls and
U,-LAS, " :!,-,r-nt wishes to subject the Properly to certain restrictions as s -l'
_^rt?
herein.
I?T('e'° , t L'v t , Ny ?;1ral , declares as fol!,°=:rs.
1. I roc t,c;??s -L' <e fir ,pcT y Fhali lbe sub J ,,ct t?; the use restrrc-ions ;set forth car Exhibit
atta&°e [-ev; tea in or&-r to ensure on-goisig coinp iar,,-, , ?jril rl ' a 1iparian .'But _Ie1
Aut ori7a-do-i arl/or Water Quality r .Y..,al Cc, 'ff ai-on -tu arr<F qfs)
as issued by _ha Division of Water Quality kD`V Q) fior uhe ;3rfuJ ?,t l ."jt3?:, I> as
2. R'u,Inin ; with !?n M Barth in this TAecl *-ation are rtcnd°F= to be ^md shall ?e
construed as rU?ET113" ?; i el b 7°aperty end sl : i be 7`rdi g on Dec,'a-,r 1's sucne-giors
and :assigns, T s .a-)t be t m lsle.t'. on ithcut the coriser', oi'tlr
c1vv9 ler(s) from time to tirric ,,-, 011(.
3. Enforcement. The covenants aria' a= re errerls sl_all be enforceable by the
Owner by suit for specific perform w e(; ai-, i ?,r , . _,;.W in ? on to any other
by law or eq I': iy t,?h?
pt ? j9 1 e tlt C1 °v T1sC i1 ' __ ?}S .1 ? .'t('. t5 othV-x costs {.'
- =s thereof
St?!, -f ort1:. C f'S c these covenants io.
wF°'tc i:antaincornp"I'?.Y ce-.1vit {ix'
W -
, `s J ryv4zafl atflCS ?. c i?I v rot be alter,
C ? iat * 3, y:. "1ae31 i?'secA of fht Fiat= -) 1?T 3T.Ia C irolina, SwJv1^?
?"iis Declaration has been made as of the day and year first
?t rT:
a 1Jji--Ii Carolina lirr° I li.' mpany
By:
Name:
Title:
: { fT'jjofth Carolina
unty of
,.
a Notary i.. _r J;Zv t f^ a'.r7 d. f i, sCe ll
State and CountF? c, that perso all ?? is aay
w d gcknowledged 1 . of r..,:?-,i-ation H Carolina, T , a I oT-irt an ^uir .
? ? ; ? . r 1 f 6?l; l y <<. ,^, r t? r; y, and that ' T . i ?,on ly duly given and as the act of the li-i o? J it y-
L ompay, iy, 61?, instrument was s; rfed icy the j t', : -? of
tl'F al?.Y?li iii bility c , i1,ca y,
IT = -;, _ny haLa anj o`,Ec al stamp or seal, this the day of ? 2011.
My cci v_k;Lssion expires: Notary Public
E '1
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EY-RIBIT C

1. V < a ; i . "d1owable " -a- c u Area.
A. TIP F ; nurn aiEmva,-',f ,--ervlous area (s7iuare feet) T r' :' oes?ra s: ?.V
r I'_ ,I]'' " -1 -
W i® Tk;t
:"s :? 1
?: ?
ppqqr 8ry
:,i

P
rr
..S
?
y
?
Area:
T 07 .,Total Lot Are-::i° 6R' m 5E .=0.sr/PZ4 -c.
Deve
lo
c?r-en Area. 9n ;7 .14wr
s
A
i-?
,??i
r
? 74:3..5 f_?- f ? k.r' Car:
^
?
j
y
€ ?.S... Area
L
(
L'?;6): g:,3a
?
5.83 F/o.4-R+ttf.c
eNy
}y
?
Vv DandfoS Area- ry
t
;elgl ) ?81?6 fj?
LOT
88.Total /v e,^",,;

P.S. 121,2`jC-.55sflo.28ae.
U< s_.., . A.? oa: 1j5,M8 .6s '1.51ac.

LC- TOM Lot Area:
©evelmi IJ? ., i1
I.S.l93LI i
5?Jt=; -r,,OS Area.
LOT
Tt'f P. g1 °,
a
5uf _"ec/05 1"'reae
a -.Total Lot eC
Develo,,- r at A,,,
I.S Ut, At ( a
P.S. Area
A
4.e 'I ? ?•. a? rc"a? ? ?? ?? ?+^'1?. _? ? I"? - `;???I???°r-'' ?k ..:3t _ r ?' ' "1 ; ¢'],1?; '?E Js -.:
a it . _ 3rr Lei Iu, L? ?d?a
Co Im'
? -tateria' -at cio nc r n o: sWT11. ?t; u:a?rl o
b a_ a I all not ; F 1,-6 in, piped or It r.. 4,.c ssary to rovi ? .ix e- way
e? OL S 1; n ,
5 tt?1 j3£E ] "17t'_"Q amount x'111=sS a water n" "E
c,e wl on.
4. All permitted outpa ?- 'a ]:s or f71t17? e deje. Cl rt 3ti3 llb ' C?P? ect° . tC1 +Ilf'
permltIA Sto.-m'.• ;ortrol system. rC ese miz o t oils o the, star=-jivvt?ter Coi,,tj -v tim shall
Fe perfb,-oief. 111 n ; _?- th t n3aT?1 r ° :S tface -and perf( min .+.n.;t' of the S,v i
{ Ali" approved s'-oi-o:WaLd>'r i:refi%''nent f„ 3 ,::, sc/ rnrvv?tc-, e a?;ements and d1ra'i?c. patterns
Must be ma'llta'PAAodl . ? ]P'rq _uf a, A1teratlc o-;f Oie dT-Ena,- ; 5,'St°i11F'S on t1u€ approved
g?!2_I1 S lei °g` iid)f" t i p s?lc ?di? :",, & co%1cni-rcrz of thr- Di`. Isic 1 of AI-a er Quality,
t
March 29, 2007
a11. i r cl
Julie
HEIGIA A tJ 1«1`; ii
2731 N. Norwood
Arlington, VA 22207
"..'9Al.a.L':,MENT Cf. R,-7AN
Re; Report of Subsurface Investigation
Proposed Sunset Lake Road Retail Facility
Fuquay-V__i,, Hna, Forth Carolina
GeoTechiio ',e.s. Pro;,cct No. 1-07-0302-EA
Gentlemen
3200 Wellir [on Court, Suite G
Raleigh, North Carolina 27615
919-954-1514
Fax [phone]
GeoTechnolu rtes, Inc. has completed the authorized investigation to evaluate subsurface soil conditions
for the Sunset Lakc food retail fac J"-* ;Poposed for construction in Fuquay-Varina, North Carc,?itia, Subsurface
conditions at the si-'?, Derr, investigated by drilUng lb soil test borings at the approximate locations shown on the
attached Figure 1. 7: e iborli,,q locations ,c c established ir, the field a<,1i; +n GPS coordinates scaled from a site
phis i, <utt ] ',.h(,-refore the locations should be considered ap ru?,,= a,ate. The test borings were extender to
depths ringing from apf )?imLtely 10 to 40 feet balow site grade JA th standard pane: i-ic,n test proced :its
rformcd at selected in'c;w ds to evaluate the Art sisic .cy :end density of the subsurface so is d li s repo" t preserits
ins 4s of the invest gaJ,-,T and our recommendations concerning site guid'i;g and found--I ion
SITE AND PROJECT INFORMATION
"1 tic; proposed project will involve construction of a retail development on the west side of Sunset Lake
Road in ,quay-Varina, North Carolina. At the time of,") ur swdb the site was undeveloped and co-, :;:stud primarily
ofp--evo,sly cultivated farm fields. One unoccupied sin,Yle rami;ti ies_dence existed on the eastern portion of the
site adjacc,.t to Sunset Lake Road. Addi lonally, some N oodlar:cls existed within the central portion of the site. No
topogrufil_c information was available} hog vever, the she appuardd o be relatively flat.
The proposed project will involve construction of a retail deve,.ot 7ner_t. No conceptual plan has been
developed !2t this time; however, based on our discussions with Don Wiggins at George Finch/Boney Associates,
we uncle s ar;d tl ?;.t the project will likely involve a series of retail shops. We are expecting that the shops will
likely be n? e ;:o;y development supported on Ziallow foundations and slab-on-grade. Typical construction for
these tyre ut prc,,ects involves masonry load be,;rin walls with interior columns. Typical wall and column loads
are genera ly in the range of 3 to S kips pc r linear foot (klf) tnd 50 to 75 kips, respectively. No information
regarding site grading has been developed at this Fame; however, `tie tine anticipating that cut and fill depths will not
exceed approximately 5 to 10 feet.
Geotechnicat and Construction Materials 1 erv.
11
Sunset Lake ?-oad Retail Fac y
R/(arch , 2p:1!
P''
In addition to the re ail development, we understand that the project vPill afro include an extension of
Products Drive through the s'le, Products Drive will ha dle the traffic vol <m. gc,-;; tic;"'l from the new retail
develo ;_e;rr but will also be extended to serve as a possible connector road scale c ;r: the future. Based on our
discus;io s with pe inmel at mesl :- Asso;c'iates, we understand that the 1,s°e e c_a-'ly traffic generated
from ? h?, ?1 reas atail r, coli? i:utor ,ill be approximl;ely 6,500 average daily trips (ADT) per day, f owever, if the road is
from _ ?-`i eet, traffic volumes of up to 10,000 ADT's can be expectedd..
AREA EOL-
The project site is located within Fuquay-Varina, North Carolina which is located aloe the edge of the
boundary between the Piedmont and Coastal Plain Geologic Formations. The actual project site appears to be
-hated within the Coastal Plain Physiographic and Geologic Province in an area identified on the geologic map of
North Carolina as being comprised of the Middendorf Formation, Near surface sediments generally consist of
sands, silts, and clays which have been deposited lluvially, The underlying Middendorf Formation is typically
comprised of gray to pale gray and orange mudstones, s?tads, ar,d sandstones. These materials have been dated to
the Cretaceous Period. Th s Coastal Plain Formation, in isle site is located, is generally characterized by a
flatter more subdued is associated with the significant erosion, including migration of the
shoreline in the geologic pa;i:
S, U B SURF AC Gtr' I T r N-S
Genera'i7,M ,.?bsurfacc profiles prepared from the test boring data are attached to this report as Figures 2A
and 2B to graphically illustrate subsr?-,Face conditions encountered at the different locations of the site, More
detailed descrrptiuns of the conditions (?,ncountercd at the individual boring locations are then presented on the
attached records.
Subsurface condlt;,-ris on the site are characterized by the presence of some near surface topsoil which
varies from being none. scent in some areas to as much as 12 to 30 inches in the vicinity of borings B- 5 and Bn6.
The deeper topsoil thicknesses arc. L'., ely associated wi'h previous land clearing that have been pushed nt=? a lower
wet area with ^ the wooded pe,-tion of the site. Generr !ly, topsoil thicknesses over the ma ?^sity r f it site are
typically less ^ ra_? G inches. ! r lei-y ir7 the topsoil, the majority of the bo in G encountered ilcai- 2 3 a e silty sands
which exhibited penetration reslst t?,;tus typically in the range of2 to 9 blows per foot (bpi:) the upper 3 feet.
With in :rcasiTr , depth, the perk, l`i'on resistances typically increa cd, and the soil T ,. r ;: - transition into
clayey san { nd sandy clay interspersed with strata of silty sa:-cis, r' ;netration resistances ith n the soils below 3
feet wcrc `zunerally in the range of'7 to 30 bpf; h ?1, v r, sc` cral zones of softer soil with pciictration resistances of
3 to 5 t?pr ,eac also encountered in some of I '-,c 'oor lags. The majority of the borings were terminated at depths of
approximai4iy 10 to 20 feet below grade witr_ia tli c sandy and clayey soils. 1=iowe cr, boring B-10 was etc a ed Lo
a depth of 40 feet below grade in order to evt lyd4tc the deep._r sons 1"ith regard to sci.smic design c: lt.ria. That
boring encountered sandy and clayey soils to app :_riately 40 fc t si iil_ the clays becoming v<ry hard ?,tid having
peneuation resistances in w s of 100 bpf at approxinr',i,Jy 40 feet. Based on our c ;f unc Ole high
pr n ?t n to sistances enc:c rrt?:rcd in the base of that hole are 111Lely associated with the top of tl?o t; rde;',, 3.?, rock
Purr.;?ticn.
Groundwater was encountered at d,, pths varying from 0 to 11.6 feet below Qrode, in the borings at the time
of boring completion. However, i-L ,hculd be noted that the near surface soils at "the site are conducive to the

erne - a-' Co.
Sunset Lake Road P.c I L- ility
March 22, 2007
Pag.P: 3
te,r:porarv developmen_ of perched groundwater conditions during periods of wet weather, and that ?uradwater
u'l-e dltdifferent pci',o<is p`theyear,
OiOi h f X
Th,' tr 'lu-,ling re o .Fnerdations are tPon a revici,Y of the ^1 a6-.; d boring data, our
Under°- n0l. , `. the pr mos,.ci construction, l }past uxperkciice with sirri'af proje:Cts an-J subsurEoe conditions.
Once ?i'c grading, a,,-,J, ;,u c r;,:rl plans are airai aLle, we viould appreciate ut_;ig nlfov.llil. d ,rith tha information so
that these recommendaii >ns may be con! ?n fed, extended, c,, modifat d is r c c ss ?.. A?:d%ti4fiadly, should
sut st . `3i: ` conditions adverse to those i dlicnied by this re[),-) t be encountered during construction those
difrere.ices should be reported to us f t c v ieF: si,r? comment.
Site Grading Consider [::ins. Subsurface conditions encountered during E r in es i;gation appear ,adequate
for the proposed constructic?,, i iowever, the results of our borings and. a probe roe' ?>>s;?:a.iE:?n of the sit fc-%r,?,ed
with a half inch diaf r :er roc lndica s tlr the near surface soils in mes4 srI-eas of t'-c, site are very loos(?u depths
of between 6 to 10 i0chr,, site `CrtEde. The depth of soft soil increases in some of Cic lower e1e, tt , ,,,: o-I she
property and in most of tare previously cultivated fields. Because the near surface very loose are mo sture seiis?tive,
we recommend that grading be scheduled during the warmer summer rro-fths of the year when higher a ninicrt. air
temperatures generally result i lower near surface moisture ecnterrr.s V h ch will greatly facilitate g;-ading
operations.
Site grading should begin with the removal of all topsoil and vegetarion from proposed pavement and
building areas. As previously discussed, we ar:ticipate that topsoil thicknesses will generally `?c less than 6 inches
although s~-ne thicker topsoil shoAc be cxp; c.ed in the lower lying areas of the site. The clear-ing operations will
also reouire ;lernolition of the n` orr s -c struc'uro as well as removal of the septic field and septic systems for
that st; a, Any excavations are made m remove 6-rr.s such as underground tanks or septic systems
should be .: .luated by an enginee p-ior to bac fi"U)- (tj _ j drat no subgrade repairs are required.
r?nce at, stripping operations are cr rt feted, we recommend that those areas at grade or 1e„s;na ed to
receive fill he proofrolled with Li partially leaded dump trick or similar piece of rubber tired equipmea t. Any area
which ruts or pumps excessively in the, o;)itrion of the cr rcc, sl},uld be undercut to firm bearing or as directed by
the engineer. Based on the r(.sol-.s r;f the soil test b p'r vbe,`lts that subg-rage improvements will be r,??luired
over the majority of the site. he?,e repa°-s c:Xn be br_a ,y `ab11.. eel by excavating some ditches in ?!', s,? of
clearing operations to help lower groundwater levels, 1 rticularly in the ?over lying north central portL a the
site. The effectiveness of ditching the site will be dependent upon whether or riot a good outfall point exists.
Once the a±' rrp'Aig op ; a['o is have been completed, we rep o n-1-r,nd that consideration be given to
densifying the upper to feet over the majority of areas which will ether be fined of exist r ci . It appears
that the majority of the subgrades can likely be dcarsitied r:y vibratory compaction of the loose ?ace surface sands.
However, some areas of soft near surface cl"}s cis. c:<ci -hk .e discing, drying; and recom.? .tion with a sheep's
foot roller may be required. Approximately 75u of tIre subgrades are expected to 1; L.r r 7;lar soils which will
resp,)nd -avorably to vibratory densifcation. We recommend utilizing a large vibratory ro:ler having a minimum
weight of 10 tons which should make at least four overlapping passes, in alternate directions across V-i exposed
subgrades. The compactor should operate at a walking speed wit? the vibrator engaged during the de .s ffcation
operations.

S_.,:setLao<' R ad Retail 1 c;ility
4
The. on-site soils, with the exception of topso,-1, will be suitable for reuse as structural fill o[i ``lc: site. If any
additions cuff--site borrow material is needed, we rc;c >r i, :-,(nr1 those materials consist of silty and clayey sands or
low 1, as1i_iy 'gilts and clays with Unified Soil Class t ic;aiiins of SM, SC, ML, and CL. All fill material placed o
the s s--u- be compac 6 d to a minimum of 95%, t i:. standard Proctor maxims rn dry density except in the
fiE-? 11 '"ot and -oo: slabs whr °c h.: rc;quirement should be incre _5 r' to d? S°-'? of the standard
Pi°i %t^t' TTa:; inlt.rs t c-i? 1tz-_ `,Vt: rC cJ:7nme'-id that all '.l l ' 7terial be moisture cc iditioned to ':I ithin 2%n of
opl ii7luri mois'li-C; coi,ioiu (o fa _lIt_il.r 'o(,,li,actlon opercjtio??s and to maintain stability of Lr'e t'l sccl'ou. We
re o is nd that ii -1' rie.,.sity to (' i;e p '`v?-filed during; the winpaction operations to verity t = r the roquired
dcLrwe of compaction °s being ac eci.
Lei -icult Excavation Considerations. Based on !?,a results of the soil test 'x>:"i sli 7'_ow rock was not
encountei-,--d on the site, and we do not anticipate thG ? di_ffic'llt excavation will `lc a consideration, We anticipate
that all utility excavations can likely be completed utilizing, conventional rtibb :r !,'red backhoes or track mounted
excavators.
Four align Support ?'oi:siderations. Subsurface conditions on this site appear favorable for t-.: T^ , of
shallow spread footing fort dattons to support the proposed structures provided that areas of the builds t. i e[ W
grade will be raised are filled 1-i a controlled manner, and that areas that currently exist ie<J finished grade are
properly repaired. We recommend that foundations bearing in properly compacted fill naraerials or in approved
residual soils be designed fora allowable bearing pressure of 500 psf bearing a minimum c`' 12 inches
below anal grade for frost pr cLCtion. We strongly recommend :1=at bearing conditions be inspected by a
geot.-c li ,tt a .mgineer to verify that adequate bearing and suita't;_c materials have been enco i_i3 ac 1. Should
forme;:itioi?s d to be extended to provide adequate bearing, we -:;commend that over-excavatccr -F otings be
a(-ki-_Hed to d ;ign bearing elevation :utilizing uniformly graded #57 or #67 washed stone or concrete.
w°der to etc=tc-_nim- preliminary serlcagent estimates for the project, GeoTechnologies utilized the F
procedure %,,,hick cor?lates material tyrwc 'i id penetration resistances to estimated soil compressibility.
GeoTec',nologies revie%ved the soil test n,,-rim, daltJ i,rd clic-)se borings B-;1 and B-S to perform the analysis. Boring
B-1 represents some of the more favorable sTibs[[' f c cn ditici?.s on the site, while boring B-8 represents one of the
areas with looser soils. The analysis is based on the assumption that the very loose sands which exist within the
upper 2 to 3 feet of the site are properly densified as previously discussed d trip i,c? trig ! grading operations.
ProvJding these repairs are properly implemented, the results of our calculations inc,.Icatc, ciat column loads of up
Lu 60 kips at boring B-8 wi)1 resit t in total setfl_cni.:nts of approximately 1 inch wh lc column loads of over 100
kips can be supported ai bo-rii;- R-l with total se±(lei ,? i_s r;;.naimng under l i,,c . 11.i ur_ntial settlements are
expected to be approxima.c:ly erne half this magnicudc If column loads will rDe i,lr lcr than 60 kips, stone
replacement techniques can be utilized to lo r total settlements at selected Muni f- 4is needed. If provided with a
schedule of column loads, along with proposed bearing depths, GeoTechno:o-,- .c, will be happy to evaluate
methods for reducing total settlements as Gina - A.
GeoTeehnologies also evaluated ;[,ia_r te,1 settlement of wall footings As previously discussed, bor: lgs 13-
I and B-8 '«'e e ,.,luated. T---- results of tflose ;ale ulations indicate that wall 1?,o6 g widths of approximately 2 to
2.5 feet i i:p to ? ;:1 1 w, l resclt in total s ttl?;nc: ri of less than I inch. Ditterentiai settlements are e.>-necrecl Tu, be
approxi ateiy oi?e halt i i_s magnitude. As previously discussed, tills assumes that the very loo -,e x ds ?i itltin the
upper 2 to 3 feet are properly repaired d i sir . i ,itial grading op( buns. Based on these settlemc i t est' iitc s, we do
not anticipate that significant repairs will b'- required for wall tooLi_rg foundations.

1- ? ° na!c-Zalicima' l^. 1 1?t ent Co.
ur.se( Lake Road Retail Facility
t; rc« 2i, 2007
Approved residual soils or compacted structural 11 Nvill pro' id° adequate support for conventional
concrete slab-OD-grades. Any fill materials placed beneath slab shoul')c' ompacte+_ to a minimum of 98% of
the standard Proctor maximum dry density in the final fo+ beneath the slab. We iec m end that Al slabs be
p )perly jointed ii,. a C:_Y' .l {,Ice with ACI guidelines to help control shrinkage Zkdditiona:ly, all joints
,l o-Y be sawed to a d -, h of at least one-third of the slab thr4': : ss V,'e recommend , <<s water'ccr.?r3t ratios be
(;ar-cfudly controlle:l to t c-lp ,educe the magnitude of concrete shr nl :;,-e which occurs.
Pavcngenr G ,ig Considerations. In w e'er to evaluate pa j ,;e,:n# sect?nns for the project, Ge4Technologies
reviewed a traff,: c val sati^ performed by ,j: rsc° rival with Rams '-y Xcm? & As;;ocia es. Based on the results of that
analysis, it is estimak,;d that the retail cc-icr will generate approximatc,h, 6,500 AD-.-"s per day. However,
personnel with Ramey Kemp & Associaws indicate t1 ar tLe road may : veri `uaily b(, c:o _r?tc;:ed through as a
collector road and that traffic volumes could increase tc; 10,000 ADT's s o:ald the road end up serving as a cut
through oa-3. As such, GeoTechno(?t presenting several pavement sections which will include
accom .ova'- ` onl €a _ciierited ho$. i . .titail center as well as additional traffic which could be expected
should the roadd be exte i,'ec, ,.rough as a collector road.
In order to evaluate subgrade sup) of t characteristics, GeoTechnologies completed one standard Proctor
compaction and California ?, afir_g Ratio (CRR) test on a representative sample from the site. The results of that
analysis indicate a measurccf CPi" value. of ux sts for the granular soils which exist on this site. However, no
grading plan has been establ:s M at this tIme, and it is possible that portions or the site may receive some cut
which could expose the clayev s0iN. 1 K'si within some areas. The clayey so_ls twill typically exhibit a CBR
value of no mo : a,,p ,):J at,_ 8°,:. Therefore, we recommend utilizinb a deign C BR value of % for
constniction ofpav{n _'t:nts on this site
The results of our pavement design calculations indicate that an appropriate pavement section for Products
Drive if sabjec° only to the traffic volumes generated by the new retail cent(,-- -uld txv 4 inches of d.;6)hnN }i c r 10
inches of CABC base co-Lirse stone. In less traveled areas such as prim,--y dr- v L, e:1s Vvirhi the retail center, `tae
section could be reduce: r' to 3 inches of asphalt overlying 10 inches of st._ rwevwr, the heavier section is still
recommended for trucl leading areas. If the parking z t ' F- , ,ration will b ouch that heavy trucks would not be
expected to cut across pa king hots, the pavement section within car parking stalls could be reduced to 2 inches of
asphalt overlying 6 rncf s of stone. If Products Drive wj`. be extended through such that it could eventually be
sub acted to ADT's vo<,'Inies of 10,000 vehicles pcr 'My, our calculations indicate that an appropriate pavement
section v ould still consist of 4 inches of asphalt ovc (ig 10 inches of CABC base course stone. We recommend
that all asphalt and stone materials comply with h1" SOT specifications with regard to both material composition
(including gradation) and compaction requirements.
The _m-? t i-;iportant factors affecting pav Went life in the area of the site are the condition ot, di(, subgrade
immediately p (-w to base course stone placcirt:_ir. and post coustruction drainage. As previousc discussed, we
recommend tliat the subgrade of all pavement rca3 be proof.,)?1FCi and that a ---v yielding e identified and
repa ire d during the initial grading operations. Additiunally, all suba'C;Aria soils should be reco_npa :ted to a minimum
t "'°00 of standard Proctor maximum dry Oonsity imme, ratk, ;y prior to lase cou_ stio- placement. We
reel -.mend ,lrat all pavement areas be properly graded to promote nin-off of water and to pr ,v(-nt ponding of water
on the pavement surface which can lead to eventual saturation of subgrade sails and the loss t)f pavement support.
Perched water is a problem in this geologic formation and drainage swales or french drains should be used on the
uphill side of paved areas to prevent saturation of pavement subgrades during the wetter periods of the year.

I?erTTl [Y4f",;?licind l?1" fi .f co.
Sunset U) L., Read Retail f-3, ilirv
Marc!, 221. 2007
Page:
Slope Stability. At the time that this report was issued, GeoTecl+nr ogies 1 c? not yet been provided with
any ii,C,rination regancEng proposed slopes for the site. Once details rega.(_img rt_L proposed slonts hive become
more Imalized, Ge_)Tec.]-iii,1ogies s ;ld be provided with that informatio: 1710 th t appropriate :«b-_( analysis
and recommendations to improve ,1_-;i,e s?aibility can be provided.
Seismic DesigLi Considerations. GeoTechnologies evaluated seismic design criteria on the s? C)con ;7i?, a? one soil test boring to a depth of 40 feet below grad: 4vhere the top of PWR or rock was enc:?ar '°re
Based o 1i the results of that test boring, as well as o' X review of the North Carolina Building Code, it appeals that
the on-site soil c:ond will result in a seismic s to (la.ssification of "D" for the proposed development.
I -'T
In summary, subsurface conditions on the sitid appear suitable for the proposed development. The c.I . ite
soils are somewhat moisture sensitive and then, I'() we recommend that site grading be completed &° T ° ; tr^
warmer summer months of the year when hjp"iie' ambient air temperatures will result in lower nea-, s, , :,ze
moisture contents. Ad_1it_o_-,a1ly, the upper ' to 3 feet over the majority of the site consists of very loose sands
which will require some i-- ifi, ation 033 Ping the initial grading operations. F77 h groundwater conditions exist in
some areas, and it v ould iLd'e grading operations to excavate some drain age..'`
tt ;hes through the site provided
a positive downgra{ t utf Lil point can be identified. Structures on thA 5.te ciln be supported on conventional
shallow spread f t, d wall footing foundations designed for a maxii..U a a_iowable bearing p-:assure of 2,540
psf; Column loads i . ?e range of 60 to 100 kips can ?c utilized without total ;c!',o ncnts exceeding 1 inch. If more
c or,: ,°ntmrted loads will exist in some areas. sto •e °-eplacement techniques can be utilized to reduce total
set'_°aawnts to 1 inch or less. Once more specific structural loading information ai, bearing (''c-,pt hs have been
identified, GeoTechnologies will be glad to assist in determining stone c.D1_ecemc nt ,7en :s at sped-7c locations if
required. Conventional asphalt pavements will be adequate for support F f a` is _(jad's on this site. Additionally,
the site will fall under the seismic site class definition of "D" with rcg- c -c; seismic considerations.
GeoTechnologies, Inc. appreciates the opportunity to },,, ve provided you with our services on this project.
Please contact us if you should have questions rE` -ti s ° r g this c po' t or if we may be of any further assistance.
Sincerer,
Geo T ec ?':no fogies, Inc.
d

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DEPTH DESCRIPTION E
' LEV ATIO N PE NT 7: ) N 1 < << d? a, , I ,,>
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Very Loose $ro,,va f tv . to Medium SAND Slur
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Medium Dense Gray to Brown Silty Fine to SM s
Medium SAND
12-10-9

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Very Stiff G av r'i,c; Sandy Clayey SILT ML 1?
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Water at/near surface
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DESCRIPTION ELEVATION PE-l'L s - ON
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3-13-07
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UlUUlluwdter eacountereci at b' at time of boring.
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DESCRIPTION E EVA "".T ENF -?, ' -,'- t
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PAGE 1 OF 1
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(.roundwater encountered at 4.3' at time of boring.
TEST B ii I v 1 k
i; PT A 'TION ELEVATION
1 L, FEIR
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DEPTH ? ` -JP TI N ELE NAT 1, ?lit R ',W 1.5 " i R
(FT.)
0.0 0 T!!t in Kn and
i.
T
12.1
15:'
i Very Loose Tan Silrl Fine to Medium SANL
Soft Orange i uje ?,ady CLAY
7
Medium Dense Orange Clayey Fine to Mediu
SAND
Medium Dense Orangish Tan Slightly Clayey
Fine to Medium SAND
Loose Orangish Tan Silty Fine to Medium SAND SM
Boring terminated at 15.5'
2-2-2
7-10-18
9-9-16
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??x3 DESCRI TION
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SlLA g?~ CATS
Topsoil
Very Loose Tan Silty Fine to Medium SAND
Very Loose Orange & Tan Clayey Fine to Medium
SC
SANl3
Loo> c T R[,r C ay to Orange Silty Fine SAND} SM
b-4-3
13.1
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Firm Gray & Orange Fine Sandy Silty CLAY CL
Boring terminated at 15.5'
2-2-4
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Stiff Orange Fine Sandy Silty CLA
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11-11-13
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17.b
22.0
27.0
Loo:,: O ^e °- Tan Silty Fine to Medium SAND SM
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Medium Dense Tan Slightly Clayey Silty Fine to SM
Medium SAND
Medium Dense Orange Clayey Fine SAND SC
3-5•-8
33.0
3&0
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CLAY
Vei H- ird Gray Fine to Medium Sandy CLAY
s:-i°ebb??'s
Boring terminated at =40'
3-3-3
3-4-6
3-4-4
2-2-1
6-4-7
6-7-8
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(groundwater encountered at 67 at time of boring.
JOB 1-07-0302-EA
B-10
3-14-07
PAGE 1 OF I
3:'
T(
12.t
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Very Loose Brown Silty Fine SAND
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Very Stiff Orange & Brown Fine San
CLAY
Loose Orangish Tan ilt}' r ui SANI
Very Soft Gray & Red Pine Sandy Silty CLAY CL
Boring terminated at 15.5'
3-2-1
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UrounOwater encountered at 6_9' at time of borinc.
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3-14-07
DEPTH DESCRIPTION ELEVATION EP--T six I:'J :. ?
(FT)
0,0
12'.
15.
.l To soil
SM
1
00
Very Loose Tan to Orange Silty Fine to medium
SAND
i 1-1-1
Stitt O. c - : uie to Medium Sandy Silty CLAY CL
4-5-8
.5
Medium Dense Reddish Tan Clayey Fine to SC

Medium SAND II

,I
8-9-12
0
Medium Dense Tan & Orange Silty Fine to SM
Medium SAND

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DEPT= DESCRIPTION ELEVATION V. 1 .LC ' lj : k
0.0 0 40 0 100
0.1 Topsoil SM
12.
15.
Very Loose Gray to Tan Silty Fine SAND
0 1.1m? Sz
Stiff Orange Fine to Medium Sandy Silty CLAY CL
3-6-9
0
Medium Dense Orange Clayey Fine to Medium SC
SAND
i
6-10-13
0
Medium Dense Tan Silty Fine to Medium SAND SM
?t
-
Boring terminated at 15.5' 7 12 10

r
n
t?

cJ
O
C1
Q
O
I
i
F-
4 . I U U T IsJ ? v, L er eriecauntereci at L.6' at time of boring.
.710] NUMBER 1-07-0302-EA
1 a ING NUMBER B-13
I I E 3-14-07
PAGE 1 OF
I, I
~s l
?1
TEST - J
DEPTH s ELEVATION T F J?1_ T -ON ON E L °7 -
0.0 0 40 60 100
1.0 Loose Gray Silty Fine SAND SM __T
Firm Orangish Tan Fine Sandy CLAY CL
3.0 2-2-3
Very Stiff Orange & Brown Fine to Medium Sandy CL
Silty CLAY
6.4 4-10-15
Stiff Orange & Tan Fine to Alf,AiU ! S,!ndy CLAY CL
10.4
Loose Orangish Tan Clayey Fine to Medium SC 5-5.5
SANTO
17.0 IT WOH 3-$!
Medium Dense'Orangish Tan Clayey Fine to 1SC
Medium SAND
20.5
Boring terminated at 20.5' 5-6-5
O
cv
CT
F
C7
H
G9
A
U`
m
n
D
Z
Q
E
Groundwater encountered at 10' at time of boring.
7,3 NTJI?TP,! 1-07-0302-EA
),UNC E'a B-14
LT E 3-14-07
PAGE I OF I
1
1
1:i
15,
aib twv °7V
Very Loose Tan & Gray Silty Fine SAND SM 60 100
Stiff 1-1-
Orange & Brown Fine to Medium Sandy Silty CL
CLAY
4-6-7
u'ii m L ,se 0 n .e {. Li.,,ht Brown Clayey Fine SC
to Medium SAND
7-10-10
0
Loose Tan & bray Silty Fine SAND Sivi
5
Boring terminated at 15.5` 4_4_4
ti
0
0
ra
ca
a
ra
C
0
ri
0
z
Groundwater encountered at 11.5' at time of boring,
ti LLa 1-07®0302-EA
'30' ,iiNl{ 1I UM BUR B-15
3-14-07
SAGE 1 OF 1
r
TEST
DEPTH
(FT.)
0 .0
J
7
15
20.
p
PAGE I OF 1
DESCRIPTION ELE i
1-07`0302-EA
B-16
3-14-0'7
z Fl

% vuauwaLcl vituounterea at j.j' at time of borrinal
eo Tec t_. _; ' Inc. CDR DATA S FET
_ 1-0 -03r"?-EA JOB W o = Sunset La1,e, RC°uil
3/28/20107 SAMPLE I.D. S-5 DEPTH: 1-3`
TEST PROCEDURE: ASTM D 698
Opt. Moisture = 11.0% Max. Dry Density = 121.6 PCF
SOIL D"C H , "ON: Clark Gray Silty Sand

CAF ?1 - C :-TA Swell Data
MOISTUF.7 70NTEr.,T ca f . In;i'a? r P,;t?l(q 0.070
WET DE P Srr Ebs./cu.ft. 1= naf Rea O.Qio
17RY DEN it Y 12J.0 ? c)!d Heigi it 4'. 6r 0 O
% COMPACT 100 99.5 ;? % Swell 0.0
,
LOAD CELL 2000 LB. RATE OF DEFORMATION .05 in./min.
SURCHARGE USED 10 lbs.
700.0
600.0
500.0
400.0
000.0
200.0
100.0
0.
0®000
0.100 0.200 0.000 `0 0.500 0.600
GBR @ 0,1° 30.0
CBR tr 0.2"• 41.9
% SWELL
v_. 0.0

135
125
I
u °t5
.U
.? d
110
c
0
CL
r
s-
n
1
3/23/07 No:
r?,IJIp a o.
Depth:
T ST R SUL-
?'% 7C $±
M ;? r3: :, f _;p Density., r-F
Optimum Oi ture Content. ?®11
^tur7l PIc°n, ?.-:,ra Content:
S< e rip .i? ra ? r f v SUN Sand
(°URVES OF 100% SATURATION
i -?R SPECIFIC GRAVITY EQUAL TO:
2-6 t,
2-70

0 15 0 25 0
?"'ATE4 C_F3h,7TEMT(Percep, ory tr!wnhl)

40

Permit Na
(tv be pmvidrd by i WQ)
V11. REQUIRED ITEMS CHECKLIST
i
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package Wl
result in a request for additional information. This Will delay final review and approval of the project. Initial in tho space provided to
indicate the following design requirements have been met. If the appRoant has des[gnated an agent, the agent may initial belmy. If a
requirement has not been met, attach justification.
Pagel Plan
Initials 'Sheet No.
.
I.

IA-)
P
1. flans (1" - 50' or larger) of the entire site sho-wingi
Design at ul6mato build-out,
0?1-site drainage (lf applicable),
Delineated drainage basins {include Ralional C coef ;dent per basin],
Bssiil dim.ensiGi s;
Pretreatment system,
High flew bypass system,
Maintenance amass,
- Proposed drain Eage ea5c vent and public right of way ROW);
- Overflow device, and
- Boundaries of drainage easement,
2. Pariiai plan (1" T 30' ur larger) and detai[s for the wai detenfia:l basin showing:
- Cutlet structure with trash racir or similar,
V laintenance access,
Permanent pool dimensions,
- Forehay and main pond with hardened emergency spillway,
Basin crass section,
- Vegetation speciticafion r"or planting shelf, and
-Filter Strip,
3. Section view of the wet detention basin 0" >K or larger) showing:
Side ,lopes, 3:1 or lower,
Pretreatment and treatment areas, and
Inlet and cutlet structures,
4. If the basin is used for sediment and erosion control duting oonstrurtiontclean out of the basin is speei red
on the plans nnliar to use as a Wet detINt[Orl baSir1. °
5. A table of elevations, areas, i .ciem. ental volumes & gccgplatad volumes for overall pond and for forebay,
to verify volume provided
0. A ccansiructinrl sequence that shows hour the-wet datenticn basin wiil be protected from sedlrr,ent until the
entire drainage area is stabilized. :%'
7. The supporting calv.rlations:
a. A copy of the signed and notarized operation and mair;tenance (C&M) agreement.
9, A ropy of Te deed restrictions (if required).
10. A soils report 'hot is based upon an actual field investig4on, soil b rings: and infiltration toss. bounty soil
maps are not an acceptable source of soils information.
Form S W401-Wet Getentio-i Basin-Re'i.3-9,117109 Part W. R3qulred Items Checklist, Pare i of 1
Permi! No

It,, Le r,mvided by Di'r''7.1
ST(
?Rh?44'A"1 ER MANAGEMENT PERklIT AF 1J(,,ATi0N FORM
401 CERTIFICATION APPL'.CA i ION FORM
WET DETENTION BASIN SUPPLEMENT
G:is form e„ust be
filed c±a, prirt?d and ?ubYr?t;ed.
The Fe pc!!cd 1?eats Cf? krist {Pat 1iJ,l must oe prlc? ed, ?'ac cut and:3ob!Tjrtied along w,9h all of 1:0 r=rrureri nfo:m;aiien:
i- -- - -
L1, _ PROJECT INFORMATION
- -
project name GenemUons 11 Cemiins, Ll.t Space Pcrcells
Contact pe,eon - Dan Wiggins
Phorlenumber 91`'-173'-1217
Date 3'Z9!',Oi f
Drainage area number
-
II. aaESIGP# INFGbW,4TI0N _ -----
Site Characteristics f ?-
Drarage area 9P,7,49G ft
Impervirus area, post development 233,04E it
% Impervious 81.06 ,.
Desion rainfall ceplh 1,0 in
Storage Vofurne: Non-SA Waters
N nimuril vGUm^ required 12,066 ft' Insufficient rtquired voiurrte.
boiume provided --_'3,c01 fi'
OK, vclurce provided is equal 1) or in excess of vblune raquired..
Storage Volume: SA Waters
1.5'runnn velurne ft'
Piadevelopment f=yr, 24-1v run-4f it.,
Post'develaariont 1-yr, 2 ;-hr rr:npff fi3
tdinimtum vo'c:me required h
Volufne prod °d fe
Peak Row Calculations
Is J',e prelpast ca .trot of dhe Syr 24hr clomp peas flow required? Y (Y or N)
1-yr, 24-hr rainfall depth 30 in
R'alional C, prc-dcvelopmcni (unitle.?;)
Ra' `.
r???ol:al G, poe'-davelopmeni ,.
(unwe,:)
Rainfall intensity: ;-yr. 24-hr stornt iruhr
Pr:- d?veloprmen: 9-yr, 2,1-hr pee-; flow 13.21 fP'fcec
Post-devcirp anent 1-yr, 24 hr peak flow 2'5.29 fC'(sac
Pre,FoVot 1-y'r, 24-hr pen fio& control 13.08 it'Isae
-_._
Etevafions
Temporary pool de.vc,ticrh 384.40 im3l
P eri ;anent pool eievalion 38150 fmsl
SHi1 T elevation (approx. al the pens. pool eiavalion) A'JG-63.88 fmsi
fc11 of I0fr vx7 toted =hel(elelatian 364.03 imsi
Bottom of loft vc-odat i snd e.evat rm 383.co imsi
5ed?imerit c c?nc.d, top elevation (bottom of pond) ;312.0 fmsl`
Se6ment ci° ,cuf, button: alewa':ion W7.50 (mgt

S
s'ora;e provided - -------- ----

1.00 11
is illera addikonai ve ! me =_'ored above the state-required ielhh:; pdol'7 Y (Y or N)
Eievalion of 11';e tc?h of Jh-_ adr'i!:onai vsrtale' 384.4 frnsl OK
`Fo,rr. SV'J•:J14J" DaLnli?n Bain-^neu&?}It71CYEF F'a1s L & H. UcsJn Surr.rnLry, page f aft
Permit N
H. DESIGN INMPMATIr?m:
P be Nrnvid;zd L, awQ. r
Slrrface Areas
Area, tc:rporary pool
Area R =QUIP<ED, permailentooof
SAIDA. ratio
Area PROVIDED, permanent pco!, A
d
Ares, botionr of 10f1 vajefa±ed shelf, Ave ?"'
Area, sedirflent da,:Incul, [OP CIeVof"Dn (bdtOin Of paid),
vole ps
vol4ma, !aropoary pool
Vcd„m0, pemlal+e ; pcn' V
Volume, forabay (sum of `oreboys if nlsre than one fcrebay)
RoraS y °, of permanent.o&cl voiurtre
S )A1UA Tabla Data
Du,5Jgn TSS rerrloval
Coastal SAIDA Tab ;e tJsed'?
hio,.;r? r P1ed nor.l SlVDA 7abie U::?d,
SMDA ratio
Average den., (used in SAIDA, G_r;la):
Calculston agaticn 1 used? (See figure 10-2b)
valult ,:, permanent noel, V
(:TII Vii'
Area prcurd?,J. permanent port.
II. tiK?
Av'er2ga depth cs!culated
Average; d_Pth used in SA1DA, d;_„ (P-mid tonea:es' 0,5+11)
Calc khan rip Hon 2 used? (See F gyre 10-2b)
f%.rea pravid A, permanent pool,
Arc?r, bcltom of 10ft vegeleled shelf, A
A.re=, sedirlenl o!e rout, top elevation 'boltom of pordj, ?,_,.,; ., a
ocplh' (disfanc,?- bAv bottcrn of loft shelf and lap of sedfinenfl
Average depth rr:!cu!sted
Average de0i used in SAIDA, d_ (Ro-.r,nd h; nearest 0 514t)
Drawdown Calculations
tlraw'dcw.. through crifce?
Disme!er of o ific+e (if cicular)
Area of ojf1ce (if-rrcrl circular)
Coeflicierll of discharge (C,,)
Drvir;g head (I f j
Drawdawn thrcugh v ei?
Weir type
Gee Ic enl of disrhargr, (u„ )
Lcrlgi.+r of rve :r (L)
Unlnnp herd f l i)
Pre;J'velopnlerll I-yr, 24-hr F,t flaw
Pcst-deve', pmatil 1-Yr. 2,1-hr pcak ;ICN
S!nrage vnhlme discrlarg; Trite (thrnug`; discharge or 6ce ar,ve:r}
5fo a g; vciunle drawdotv?n i.ne
Additional Infumia6an
Jege'ted lido siopea
Vcrfe:aied shelf slope
Vegola!ad slte:f'vridtJ',
Lengdh or 17J vpaNj (.D ;Vijth radio
Leng(fl toyjid.j, -ado
Tuns r,adc for o'rorilarv & Odfice<'
Fro--- oard provided
Verraatcd f;!ter prcv!jed?
R.? rded dmnego asemenl provided?
Capures ell rcrdwtI at uirim<nte ?u:i•d-aut?
Drain rnxhanisrn for maini_cnaroe or UFcrgencie, is:
Fenn5W401-Mit DrtentiorY Bain Hcv. 6_?l1711j'i
16,513 ft`
11,787 ft-
-.?,.. ._,9.10 (uni!les,)
1c 096 ft' OK
0,77 f1`
3.205 W
f
ft
fia
-- -
9t1 °,G
Il ®_ _ ("{ pr I'll}
Y (Y OF N)
d.10 (unites;)
n (Y or 1J1)
ft'
12,096 fi
- 't
ft
Y (Y or N)
fl'
12,096
8.774 tt`
3;rC'S {t:
1.50 fl
3.50_ it
ft
Y (Y or N)
? C;7 ar
_ in
4.50 (unf!1ess):
ft
(Y or bf)
(t%nidt^;s)
_?? fun,rJ? s)
ii
ft
13.21 it YsE -,
26.29 it'Is?x
0.20 fl;'sar
2.00 days
3 :1
?4 1
iG.0 it
T ,
50
Y (Y. or N)
Y it
Y (Y LI' f'f}
y (Y ar 14)
OK
OK
Ui(, dlav;s dovin in 2-5 days.
0K
(-K
UK
OK
OK
OK
OK
OK
OR
Oil
Palls I. ° II. D^_s'gi. St,mrnnry, ,39n 2 of 2
Phase 2--3-17-'111
Type 11 24-hr Rainfall= 1.00"
Prepared by GEORGE FINCHIBONEY AND ASSOC. Page 1
H0roCA13 0 7.00 sin 002626 G 1986-2003 Applied Microcomputer Systems 3123120'11
Pond 3P: RETENTION POND
Inflow Area = 6.600 ac, Inflow Depth= 0.50"
lnfiow _ 6,08 c f s @ 11.96 hrs, Volume- 0.277 of
Outflow = 0.'15 cfs @ 15.19 hr.s, Volume= 0.265 af, Atten= 97%, Lag= 193.8 min
Prirrfary 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Secondary = 0.15 cfs @ 15.19 hrs, Volume= 0.265 of
Routing by Stor-Ind nnethod, Time Spar= 0.00-72.00 hrs, dt= 0.04 hrs 13
Peak Eiev= 384.04' @ 15.19 hrs Surf.Area= '15,716 sf Storage= 7,561 cf
Plug-Flow detention time= 718.8 min calculated for 0.265 of (96% of inflow)
Center of-Mass det, time-- 695.7 min ( 1,524.4 - 828.7 )
# Invert Avaii.Storage Storage Description
1 383.50' 63, 421 cf Custom Stage Data (Pyramidal) Listed below
Elevation Surf.Area 1nc.Store CUM,Sfore \Net.Areai
(feet) (sa-ft) (cubic-feet) (cubic-feet) (sq-ft)
383.50 12,095 0 0 12,096
384.00 15,631 6,913 6,913 15,630
385.00 17,836 16,721 23,634 17,904
386.00 20,175 18,993 42,628 20.307
386.50 21,000 10,293 52,921 21,180
387.00 21,000 10,500 63,421 21,470
# Routine Invert Outlet. Devices
1 Primary 382.00' 30,0" x 60.0' fong Culvert RCP, sq.cut end projecting, Ke= 0.5001
Outlet Invert= 382.10' S= 0.0083 '; n=0.013 Cc= 0.300
2- Secondary 383.50' 3.0" Vert. Orifice/Grate C= 0.600
3 Device 1 384.40' 4.00' x 0.33° Vert. OrificeiGrate X 3.00 C=0.600
4 Device 1 385.15' 100' x 2.00' Horiz. Orifice/Grate Limited to weir flow C=0.600
5' Secondary 385.70' 10.0' long x 6.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3,00
3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.6:? 2.65 2.65 2.65 2.66
2.66 2.67 2.69 2.72 2.76 2.83
Primary OutFlow Max=0.00 cfs @ 0.00 tits HVV=383.50' (Free Discharge)
1=Culvert {Passes 0.00 cfs of 4.59 cfs potential flow)
33 Orifice;Grate ( Controls 0.00 cfs)
u-4=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow M@x=0.15 cfs @ 15.19 hrs HVV-384.04' (Free Discharge)
2=OrificelGrate (Orifice Controls 0.15 cfs @ 3,1 fps)
=Broad-Crested Rectangular Weir (Controls 0.00 cfs)
Phase 2--3-17-11 Type !l 24-hr Rainfall=?. for
Prepared by GEORGE FINCHIBOHFY AND ASSOC. Page 2
Hydrar3ADO 7.00 sin 002626 (c) 1986-2003 Applied Microcomputer Systems
3/23/2011
_
Pond 3P: RETENTION POND
Hydrograph
I`6_0 5 c(s - Inflow
- CL !?-
- Primarv
? ? ? 47E7 I! ®A o ? ac ? Ser„rti7?i'r i
Peak
Storage-z!7,681 cf
4'
v
3
0
7. 3.
2
c(s D.i5cf
LA 0, 0 0
D 2 4 6 ...8 10 12 14 16 18 20 22 24 C 25 30 32 7,4 39 33 40 42 44 46 48 50 S2 54 ?6 58 60 02 64 66 68 70 72
Time (hours)
Phase 2--3-17-11 Type 1124-hr Rainfall=1,00"
Prepared by GEORGE FINICH/BONEY AN[) ASSOC. Page 3
Hydr(,)CAD,V 7.00 stn 002625 r } 1986-2003 Applied Microcomputer systems 3/2312011
FHydrograph for Pond 3Po RETENTION POND
Time 111flaw Storage Elevation OUtriOW Primary aecorndary
(hours) (cssL (eubfc-feet) fee (cfs) (cfs) (ees)
0.00 0.00 0 383.50 0011 0.410 7.00
2.00 0.00 0 383.50 0.00 0.00 0.00
4.00 0.00 0 383.50 0.00 0.00 0.00
5.00 0.00 0 383.50 0.00 0-00 0.00
8.00 0.00 G 383.50 0.00 0.00 0.00
10.00 0.04 87 383.51 0.00 0.00 0.00
'1:2.00 5.27 4,689 383.84 0.11 0.00 0.11
14.00 0.20 7,472 384,03 0.15 0.07 0.15
16.00 0.12 7,520 304.04 0.15 0.00 0.15
18 00 0.10 7,228 384.02 0.15 0.00 0.115
20.00 0.07 6,783 383.99 0.14 0.00 0.14
22.00 0.07 6,269 383.95 0.14 01.00 0.14
24.00 0.06 5,774 313.92 0.13- 0.00 0
13
26.00 0.00 4.921 383.86 0.11 0.00 .
0. ;1
28.00 0.00 4,156 383.80 0.10 0.00 0.10
30.00 0.00 3,495 383.75 0.08 0.00 0.08
32.00 0.00 2,939 383.71 0.07 0.00 0.07
34.00 0.00 2,493 383.63 G.05 0.00 0.05
36.00 0.00 21143 383.65 0.04 0.00 0.04
38.00 01 00 1,868 383.64 0.03 0.001 0.03
40.00 0.00 1,647 383.6.' 0.03 0.00 0.03
42.00 0.00 1,470 383.61 0.02 0.00 0.02
44.00 0.00 1,324 383.60 0.02 0.00 0.02
46.00 0.00 1,201 383.59 0.02 0 00 0.02
48.00 0.00 1,097 383.58 0.01 0.00 0.01
50.00 0.00 1,010 383,57 0.01 0.00 0.01
52.00 0.00 936 383.57 0.01 0.00 0.01
54.00 0 00 8701 383.56 0.01 0 00 0.01
56.00 0.00` 811 383.56 0.01 0.00 0.01
58.00 0.00 759 383.55 0.01 0.00
60.00 0.00 712 383.55 0.01 0.00 0,01
62.00 0.00 670 383.55 0.01 0.00 0.01
64.00` 0.00 632 363.55 0.00 0,00 0.00
66.00 0.00 598 383.54 0.00 0.00 0.00
68.00 0.00 568 383.54 0.00 0.00 0.00
70.00 0.00 541 383.54 0.00 0.00 0.70
72.00 &00 517 383.54 0.001 0.00 0.00
Bobcat Ruch tin Link
�3S�

Phew 2-w3-17-11 Tyne!/ 24-hr Rainfall=3, 00"
Prepared by GEORGE FINCH/BONEY AND ASSOC. Page 5
HydroCAD5 7.07 sln 002626 (D 198c-2003 Applied Microcomputar_SystFn?s 3/23/2011
Time span=0.00-48.00 hers, pit=0.04 ffrs, 1201 points
Runoff by SCS TR-21) method, UH=SCS
Reach routing by Stor-ind+Trans method - Bond routing by Stor trtd method
Subcatchment 1S: pre
Subcatchment 2S: Post
ubcatchrnent 3S: Pond
Runoff Area=6.750 ac Runoff depth=1.07"
Tc=5.0 min CN=77 Runcfr=1',;x.21 cfs 0.602 of
Runoff Area=6.750 ac Runoff Depth=2.25"
Tc=5.0 min CN=93 Runoff=26.15 cfs 1.268 of
Runoff Area=6.600 ac Runoff Depth=2.35°
Tc=5.0 min CN=94 Runoff--26.29 cis 1.293 of
Pend P: RETENTION POND Peak Rlev=385.02' Storage=2 X1,01? ct Inflow-26.29 cf:s 1.293 of
Primary-12.79 cfs 0.734 of Secondary=0.2,8 cfs 0.506 of QUtflow-13.06 cfs 1?40 of
Phase 2--3-17-11 Type 11 24-hr Rainfall=3.001,
Prepared by GE-:0 GE FINCH/BONEY AND ASSOC. Page 6
HydreCADS, 7.00 sIn 002626 r? 1986-200:; Rpl? lied Microcomputer Systerns 3
1?_312011
Subcatc(' went 1S: pro
Runoff - 13.21 c1s @ 111 .96 hFS, V'OILUYie= 0.602 at, Depth= 1.07
Runoff by SCS TR-20 method', UH=SCS,Time Spar= 0.00-48.00 hrs, dt= 0.04 hrs
Type it 24-hr Rainfall=3.00"
Area (ac) CN Description
2.500 79 Pasture/grassland/range, f=air, HSG C
4250 76 Woods/grass comb., fair, HSG C
6.750 77 Weighted Average
Tc Length Slope 10elOcity Capacity Description
(miry) (feet) (ffldit) (ft/sec) cfs
5.0 Direct Entry,
Subcatchment IS: pre
Hydrograph
w
n
13 21 c;s
Type C1 24-hr
Runoff Area=6o 750 ac
Runoff Volume=0.602 of
Runoff Depth=1,01°°
CN=77

4 .' u 1U 1Z 4 1a ltl 2 U 22 )4 26 23 30 32 34 36 38 ?0 42 44 40 43
Time (how's)
Phase 2--3-17-11
Type 1124-hr Rairv'all= x.00"
Prepared by GEORGE FINCHIBONEY AND ASSOC. Page 7
HydreCAD@: 7.00 sln 002626 1986-2003 Applied Microcomputer Systems 3112312011
Hydrograph for Subcatchrnenf IS: pre
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.80 0.02 0.00 0.00
1.60 0.05 0.00 0.00
2.40 0.19B 0.00 0.00
3.20 0.11 O.UO 0.00
4.00 014 0.00 0.00-
4.80 0.118 0.00 0,00
5.60 0.22 0,00 0`.00
6.40 0.26 0.00 0.00
7.20 0.31 0.00 0-00
8.00 0,36 0.00 0.00
8.80 0.42 0.00 0.00
9 60 0.50 0.00 0.00
10.40 0.60 0.00 0.00
11.20 0.75 0.01 0.15
12.00 1.99 0.44 11.77
12.80 2.28 0.60 0.90
13.60 2.41 0.69 0.5E
14.40 2.50 0.74 0.44
15.20 2.58 0.79 0.38
16.00 2.64 0.83 0.31
16.80 2.69 0.86 0.23
17.60 2.74 0.90 0.26
18.10 2.76 0.92 0.23
19.20 2.82 0.95 0.21
20.00 2.86 0.97 0.18
20.80 2.89 0.99 018
21.60 2.92 1.011 0;17
22.40 2.95 1.03 0.17
23.20 2.07 1.051 0.16
24.00 3.00 1 .07 0.16
24.80 3.00 1.07 0.00
25.60 3.00 1.07 0.00
26.40 3.00 1.07 0.00
27.20 3,00 1.07 0100
28.00 3.00 1.07 r7 o0
28.80 3.00 1.07 0.00
29.60 3.00 1.07 0.00
30.40 3.00 1.07 0.00
31.20 3.00 '1.07 0.00
3200 3.00 1.07 0.00
;32.80 3,00 1.07 0.00
33.60 3.00 1.07 0.00
34.40 3.00 1.07 0.00
35.20 3.00 1.07 0.00
36,00 3.00 1.07 0.00
36.010 3.00 1.07 0.00
37.60 3.01 1.07 0.00
34.40 3.00 1.07 0.00
30.20 3.00 1.07 0.00
40.00 3.00 1.07 0.00
40.80 3,00 1.07 0.00
41.60 3.00 1.07 C-00
Time Precin. Excess RLWO`rf
hc2L ,s) !inches) (inches) (cfs)
42,40 3.00 1.07 0.00
43.20 3.00 1.07 0.00
44.00 3.00 1.07 0.00
144,90 3.00 1.07 0.00
45,60 3.00 107 0.00
46.40 3.00 9.07 0.00
47.20 3.00 1.07 0.00
43.00 3.00 1.07 0.00
Phase 2-3-17-11 Type It 24--hr Rainfaff=3.00"
Prepared by GEORGE PINCH/BGPIE'Y AND ASSOC. Page 6
HydroCAD'.l 7.00 sin 002626 D 1986-2003 Applied f nicracolr?puter Systems 3/23/2011
Subcafchment 2S: Fast
Runoff 26.15 cfs @ 11.96 hrs, VofUme '1.2.68 af, Depth= 2.25"
Runoff by SCS TR-20 method, t_ ldz-SCS, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs
Type 11 24-hr Rainfall=100"
Area (ac)CN I]esuia!!Lon
5.350 98 Paved parking & roofs
1 A00 74 >75% Grass cover, Goad, HSG C
6.750 93 Weighted Average
Tc Length Slope Velocity Capacity Description
;rein) (feet} ?i?/;t) ff#ysec) (cts'?
5.0 Direct Entry,
Subcatchment 2S: Post
Hydrograph
0
LL
<5.15 cfs
?6
4.
Type A 24-hr
RaiugfaI1?3.00 f
Runoff Area®6°750 ac
is
16 Runoff V0WM9=1.268 of
0 Runoff Depth=2.25 '
=3
0 L - J,
EEEaD
L) z 4 U u l U 12 14 1U 18 20 22 24 26 28 30 32 34 36 36 47 42 44 -6 4t:
Time (hours)
Phase 2--3-17-11 TyPe lI 24-hr Rainfall=3.00"
Prepared by GEORGE FINCH/lBO(`JEY AND ASSOC. Page 9
HydroCADO 7.00 slit 002626 s-rD 1986-2003 Applied Microcomputer Systems 3123/2011
Hyorograph for Subcetchrrrenf 23: Pose
T;me Precfp. Excess Runaff
{F ours) (inches) (inches? (cfs)
0.00 0.00 0.00 0.00
0.80 0 02 0,00 0.00
:.60 0.05 0.00 0.00
2.40 0.03 0.00 0.00
3.20 0.11 0.00 0.00
4.00 0.14 0.00 0,00
4;80 0.18 0.00 0.02
5.50 0.22 0.01 0.05
6.40 0.26 0,01 0.09
7.20 0.31 0.03 0.13
8.00 01.3E 0.05 0.17
8.80 0.42 0.07 0.27
9.60 0.50 0.11 0.35
10.40 0.60 0.17 0.58
11.20 0.75 0.27 1.17
12.00 1.99 1.30 21.98
12.80 2.28 1.57 1.43
3.F',0 2,41 1.70 0.89
14.40 2.50 1.78 0.67
15.20 2.58 1.85 0.56
16.00 2.64 1.91 0.45
16.80 2.69 1.96 0.41
17.60 2.74 2.01 0.37
'18.40 2.73 2.05 0.33
19.20 2.82 2 08 0.30
20, 00 2.66 2.12 0.26
20.80 2.89 215 0.25
21.60 2.92 2.17 0.21
22.40 1.05 2.20 0.23
23.20 2.97 2.23 0.22
24.00 3.00 2.25 0.22
24.80 3.00 2,25 0.00
25.60 3.00 2.25 0.00
26.40 3.00 2.25 0.00
27.20 3.00 2.25 0.00
28.00 100 2.25 0.00
28.80 3.00 2.25 0.00
29.69 3.00 2.25 0.00
30.40 3,00 2.25 0.00
311.20 3.00 2.25 0.00
32.00 3.00 2.25 0.00
32,130 3.00 2.25 0.00
33.60 3.00 2,25 0.00
3440 3.00 2.25 0.00
35.20 3.00 2.25 0.00
36.00 3.00 225 0.00
36.80 3.00 2.25 0.00
37.60 3.00 2.25 0.00
38.40 3.00 2.25 0.00
39.20 3.00 2.25 0.00
40.00 3.00 2,25 0.00
40.60 3.00 225 0.00
41.60 3.00 2 2 5 0.00
Time Precip. Excess Runoff
(hours) (in(,hes) (inches) (cfs)
42.40 3.00 2.25 0.00
43.20 3.00 2.25 0.00
44.00 3.00 2.25 0.00
44.80 3.00 2.25 0.00
45.60 3.00 2.25 0.00
46.4D 3.00 2.25 0.00
4720 3.00 2.25 0.00;
48-00 3.00 2.25 0.00!,
Phase 2--3-17-11 Type /124-hr Rainfafl=3.00"
Prepared by GEORGE Fl1r1CH(BONEY AND ASSOC. Page 10
Hydro' ADS 7.00 s/n 002626 (f) 1900-2003 App`ied Microuornputer Syskerns 3/2312011_
Subcatchment 3S: Pond
Runoff - 23.29 (-fs @ 11.96 hrs, Valrime= 1.293 af. Dent.h= 2.35"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.010-48,0,0 hrs, dt= 0.04 firs
Type 11 24-hr Rainfa11=3.00"
Area (ac) CN Description
5.035 98 Paved roads w/curbs sewers
1,083 74 X75% Grass cover, Good, HSG C
0.410 98 Road Imp
0,072 74 Road Perv
6.600 94 Weighted Average
Tc Length Slope Velocity Capacity Description
- (niin) (feet) (fUft) (fUsec) (cfs
5.0 Direct Entry, PARKING
Subcatchment. 3S: Pond
Hydrograph
U
O
6_
24 'hype G1 2 uhrd°
22 ainfa =°3.00°'
20 Ramoff Area=6.600 ac
Runoff Vc?ume=1.293 of
14 Runoff
Tc?6o0 min
4 _
0 2 4 6 j 10 12 14 1G 10 0 ? 24 25 25 30 32 34 36 38 40 42 44 46 4a
- R.1orf
Time (hours)
Phase 2--3-17-11 Type / 24-hr Rainfall=3.00:
Prepared by GEORGE FlNCHIBONEY AND ASSOC. Rage 'I1
klydre,CADCFj 7.00 s/n 002626 Cc) ', 986-2003 A plied Microcomputer Systems 3/23/2011
Hydrograph for Subcatchment 3S: and
Time Pmcip. Excess Runoff
(hours) (inches) (Indies) (CFS)
0.00 0.00 0.00 0,00
0.80 0.02 0.00 0.00
1.60 0 05 0.00 0.00
2.40 0.08 0.00 0.00
20 0.11 0.00 0.00
4.00 0,14 0.00 0.01
4.80 0.116 0.00 0.04
5.60 0.22 0.01 0.08
6.40 025 0.02 0.12
7.20 0.31 0.04 0. i B
8.00 0.35 0.00 0.20
8.80 0.42 0.05 0.31
9.60 0.50 0.14 0.39
10.40 0.60 0.20 0.63
1120 0.75 0.31 1.23
12.00 1.99 1.39 22.03
12.80 2.28 1.66 1.43
13.60 2.41 1.78 0.89
14 40 2.50 1.87 0.66
15.20 2.58 1.94 0.58
16.00 2.64 2.00 0.45
16.80 2.69 2.05 0.41
17.60 2.74 2.10 0.37
18.40 2.78 214 0.33
1920 . 2.82 218 0.29
20.00 2.86 2.2'1 0.25
20.80 2.89 2.24 0.24
21.60 2.92 2.27 0.24
22.40 2.95 2.30 0.23
23.20 2.97 2,32 0.22
24.00 3.00 2.35 0.21
24.80 3.00 2.35 0.00
25.60 3.00 2.35 0.00
26.40 3.00 2.35 0.00
27.20 3.00 2,35 0.00
28.00 3.00 2.35 0.00
28.80 3.00 2.35 0.00
29.60 3.00 2.35 0.00
30.40 3.00 2.35 0.00
31.20 3.00 2.35 0.00
321.00 3.00 2.35 0.00
32.80 3.00 2.35 0.00
33,60 3.00 2.35 0.00
34.40 3,00 2.35 0.00
35.20 3.00 2 35 0.00
36.00 3.00 2.35 0.00
36.80 3.00 2.35 0.00
37,60 3.00 2.35 0.00
38.40 3.00 2.35 0.00
39.20 3.00 2.35 0.00
40.00 3.00 2.35 0.00
40.80 3.00 2.35 0.00
41.60 3.00 2,35 0.00
Time Precip. Excess Runoff
(hours) (inches) (inches) (, fs)
42.40 3.00 2.35 0.00
43.20 3.00 2.35 0.00
44.00 3.00 2.35 0.00
44.80 3 00 9.35 0.00
45.50 3.00; 2.35 0.010
46.40 3.00 2.35 0.00
4720 3.00 2.35 0.00
48.00 3.00 2.35 0.00
Phase 2--3-17-11 Type 1124-hr R,ainfal'a=3.00"
Prepared by GEORGE FINCHIBONEY AND ASSOC. Page 12
HydroCAIM) 7.OD sin 002626 (_) 1985-2003 Appiied Microcomputer Systems 3/2312011

Pond 3P: RETENTION POND
Inflo?flr Area'- 6.600 ac, Inflow Depth = 2.35"
Inflow - 26.29 cfs @ 11.96 hrs, Volume= 1.293 of
Outflow 13,06 cfs @ 12.05 hrs, Volume= 1.240 af, Atten= 50%, Lag= 5.5 mitt
Primary 12.79 cfs @ 12.05 hrs, Volume= 0.734 of
Secondary = 0.28 cfs @ 12.05 hrs, Volumne = 0.506 of
Routing by Stor-Il ia method, Time Span= 0,00-48.00 hrs, dt= 0.04 lirs / 3
Peak Elev= 385,02'@) 12.05 hrs Surf.Area= 17,882 sf Storage= 24,011 c
Plug-Flow detent ion time= 331,2 rain calculated for 1.239 of (96% of inflow)
Center-of-Mass det. time= 308.0 min ( 1,093,0 - 785.1 )
#f Invert Avaii.Storage Storage Description
1 383.50' 63,421 cf Custom Stage Data (Pyramidal) Listed below
Elevation Sur€.Area fnc.Store Cum.Store VVet.Area
(feet) (scI-ft) aibic-feet) (cubic.-feet) (sq-ft)
383.50 '12,096 0 0 12,096
384.00 15,631 6,913 6,913 15.639
385.00 17,836 16,721 23,634 17,904
386.00 20,175 18,993 42,628 20,307
386.50 21,000 10.293 52,921 2'1,180
387.00 21,006r 10.500 63,421 21,470
Routing Invert Outlet Devices
1 Primary 382.60' 30.0" x 60.0' lone Culvert RCP, sq.c:ut and projecting, Ke= 0,50
Outlet Invert= 382.10' S= 0.00837 n= 0.013 Cc= 0.900
2 Socondaryy 383.50' 3.0" Vert. Orifice/Grate C= 0.500
3 Device 1 384.40' 4.00' x 0,33' Vert. OrificelGrate X 3.00 C= 0.600
4 Device 1 385.15' 2.00' x 2.00' Horiz. Orifice/Grate l._imited to weir flow :,= 0.600
5 Secondary 385.70' 10.0' long x 6.0' breadth Broad-Crested Rectangular Weir
Head (feet) +0.20 0.40 0.60 0.80 1.00 1.20 '1.40 1.60 1.80 2.00 2.50 3.00
3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.37 2.51 2.70 2,68 2.68 2.67 2.65 2.65 2,65 2,65 2,00
2.6E 2.67 2.69 2.72 2.76 2.83
Primary OutFlow Max=12.7 2 cfs 12.05 hrs HNJ=385.02' (Free Discharge)
'?-1=Culvert (Passes 12.72 cfs of 23.08 cfs potential flow)
*?-3=0rifice/Grate (Orifice Controls 12.72 cfs C 3.2 fps)
=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.28 cfs r 12.05 hrs HIAI=385.02' (Free Discharge)
li==B Orifice/Grate (Orifice Controls 0.28 cfs @ 5.7 fps)
ro ad-Crested Rectangular Weir~ ( Controls 0.00 ofs)
Phase 2--3-17-11 Type 1124-hr Rainfall-3.00"
Prepared by GEORGE FINCH/BONEY AND ASSOC. Page 13
H?droCA()(J 7.00 sln 00262E J -(980-2003 Apaiied Microcor-?u er Systems 3/2312011
Pond 313: RETENTION POND
Hydrograph
?a
.? 6
24
22
29
15
16
L 14
U-
1^
R
4
2
x;020 cis.
Peak Mev=3 .02L
Storage=-94,011 cf
C?
12_113 c?fs
III
10.2D C
-, ;nRus'r
- Outt?o'rr
?nrrrari
u z a d: d 1U 1'1 14 16 10 20 122 24 26 ?6 iQ 32 34 36 38 40 42 41 16 10
Time (Hours)
Phase 2--3-17-11 7rpe 11-24-hr Rainfall=3.00"
Prepared by GEORGE FINCHIBONEY AND ASSOC, Page 14
HydroCAD@ 7.00 s/n 002625 '_) 1886-2003 Applied Micmcor puter Systems 3/23/2011
Hydrograph for Pond 3P: RETENTION POND
Time Inflow ;'Orage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-fee) ifeeb (cfs) (cfs), (cfs}
0.00 0.00 0 383.50 0.00 0.00 0.00
2.00 0.00 0 383.50 0.00 0.00 0.00
4.00 0.011 6 383.50 0.00 0.00 0.00
6.00 0.10 370 383.53 0.00 0,00 O'CO
8.00 0.20 1,364 383.50 0.02 0.00 0.02
10.00 0.48 3,381 383.74 0.08 0.00 0,08
12.00 22.03 23,272 384.98 '12.45 12.17 0.27
'14.00 0.73 14,684 384.46 0.87 0.65 0.22
16.00 0.45 14,228 384.44 0.51 0.30 0.21
18.00 0.35 13,988 384,42 0.37 0.16 0.21
20.00 0.25 13,820 384.41 0.28 0.07 0.21
22.00 0.23 13,741 384.41 0.24 0.03 0.21
24.00 0,21 13,668 384.40 0.22 0.02 0.21
26.00 0.00 12,259 384,32 0.20 0.00 0.20
28.100 0,00 10,884 384.24 0.18 0.00 0.18
30.70 0.00 9,596 38416 0.17 0.00 0.17
32.00 0.00 8,394 384.08 0.16 0.00 016
34.00 0.00 71279 384.02 0.15 0.00 0.15
36.00 0.00 6.254 383.95 0.14 0.00 014
38.00 0.00 5,333 333,69 0,12 0.00 0.12
40.00 0.00 4,517 383.83 0,11 0.00 0,11
4200 . 0.00 3,805 383.78 0.09 0.00 0.08
44,00 0.00 3,197 383.73 0.0B 0.00 0.08
45.00 0.00 2,698 383.70 0.06 0.00 0.0
48.00 0.00 2.303 383.67 0.05; 0.0(} 0.05
Phase 2--3-17-11 Type l( 24-hr Rainfall=5.36"
Prepared by GEORGE FINCH/BONEY AND ASSOC. Page 15
HydroCADO 7.00 sin 002626 fd) 1986-20 3 hp led MiCro?ornputer Systems 3/23/2011
Pored 3P: RETENTION POND
inflow Area - 6.6001 ac, Inflow Depth = 4,68'
inflow = 60.04 cfs @ 11.95 hrs, Volume=' 2.576 of
Outfl0W 30.82 cfs @ 12.03 Iirs, Volume= 2.521 af, Atten= 38%, Lag= 4.5 min
Pdrrrary 30.48 cfs @ 12.03 hrs, Volume= 1.961 of
Secondary = 0.34 cfs @ 12.03 his, Volume= 0.560 of
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs /13
Peak Elev= 385.69' (q:) 12.03 lirs Surf.Area- '19,446 si Storage= 36,710 cf
Plug-Flow detention time= 188.1 rain calculated for 2.519 of (98% of inflaM
Center-of-Mass det. time= 175.7 rein ( 942.7 - 767.0 )
4 Invert Avail.Storage Storage Descni )titan
1 383.50' 63, 421 cf Custom Stage Data (Pyramidal) Listed below
Elevation Srirf.Area lnc. ;tore CuITI.Store Wet.Area
(feet) (sq-ft) (cubic-feet) (cubic-feet) (sq_ft)
383.50 12,096 0 0 12,096
384.00 15,631 6,913 6,913 15,634
385.00 17,836 16,721 23,634 17,904
386.00 20,175 187993 42,626 20,307
386.50 21;000 10,293 52,921 21,180
387.00 21,000 10,500 63,421 21,470
i# Routing Invert Outlet Devices
1 Primary 382.60' 30.0° x 6090` long Calvert RCP, sq.cut end projecting, Fee= 0.500
Outlet Invert= 382.10' S= 0.0083 'f n=0.013 Cc= 0.90'0
2 Secondary 383.50' 3.0" Vert. Orifice/Grate C= 0.600
3 Device 1 384.40' 4.00' x 0.33' Vert. Orifice/Grate X 3.00 C= 0.600
4 Device. 1 385.15' 2.00' x 2.00' Horiz. Orifice/Grate Limited to weir flow C=0.600
5 Secondary 385.70' 10.0' long x 6.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.69 1.80 2.00 2.50 3.00
3.50 4.90 4.50 5.00 5.50
Coef. (English) 2.37 2.51 2.70 2.68 2.68 2,67 2.65 2.65 2.65 2.65 2.66
2.66 2.67 2.69 2.72 2.76 2.83
Primary OutFlow Max=301.16 cfs @ 12.03 hrs HVV=385.68' (Free Discharge)
t-1=Culvert (Passes 30.16 cfs of 30.69 cfs potential flow)
?--3=OrificefGrate (Orifice Controls 20.10 cfs' 5.1 fps)
k-4=0rificclt.?rate (Weir Controls 10.06 cfs @ 2.4 fps)
Secondary OutFlow Max=0.34 cfs o 12.03 hrs H\Af=385.68' (Free Discharge)
t?==Broad Orifice/Grate (Orifice Controls 0.34 cfs o 6.9 fps)
-C rested Rectangular Weir (Controls 0.00 cfs)
Phase 2--3-17-11 Type f/ 24-hr Rainfall=5.3-8"
Prepared by GEORGE FINCH/BC,R{r-_Y AND ASSOC. Page 16
hyd,oC ADS) 7.00 s/n 002626 (c-) 1986-2003 Applied Mj ocornputer Systerrfs 312?'2?1 I
Pond 3P: RETENTION POND
Hydrograph

55
?[llCd ct?5'
50
45 ?nfio y , r eww 6.600 ac
40 Peak Eew738 e69Q
35 _3048 to a e=36, 710 c'IF
10
15-
10-
5-
I D_.34 cfs
c -
- inflow
- C:urnaav
Primary
- S_ ?cida!y
v u Q fu « 14 10 in -u 1:' !q 2b _'ti, :j Ls 32 3e; 35 26 40 42 44 46 40
Time (hours)
Phase 2`--3-17-11 Type ff 24-hr Rainfall=5.38"
Prepared by GEORGE FINCHlBONEY AND ASSOC. Page 17
H ddroC:ADJ 7.00 s/n 002626 D 1986-2003 Aa lid ed Micrecomputer Systems 3/23/2011
Hydrograph for Pond 3P: RETENTION POND
Time lntlo i Storage Elevatio!i outflow Primary Secondary
(hours) fds) (cubic-feet) (fect7 (G`S) C1 ofG
G.00 0.00 0 38:3.50 0.00 0.00 _
01.00
.00 0.00 0 383.50 0.00 0.00 0.00
4.00 0,15 483 383.53 0.00 0.00 0.00
6.00 0.34 2,108 383.65 0.04 0.00 0.04
8.00 0.54 4,7-.17
383.84
0.11
0.00
0.11
10.00 1.13 9.530 384.16 0.17 0.001 0.17
12.00, 41,62 36,206 335.66 29,87 26.53 0.34
14.00 1.36 15,356 384.50 1.54 1.32 0,22
16 00 0,83 14,729 384-47
0.91
0.69
0.22
18.00 0.64 '14,456 384.45 0.67 0.46 0.21
20.00 0.47 14;223 384.44 0.51 0.29 0.'' 1
22.00 0.43 14,097 384.43 0.43 022 0.21
24.00 0.39 114,034 384.43 0.40 0.19 0.21
26.00 0.00 12,512 334.33 0.20 0.00 0.20
28.00 0.00 11;122 334.25 0.19 0.00 0.19
30.00 0.00 9,818 384.17 0,18 0.00 0.18
32.00 0.00 8,601 384. 10 0.16 0.00 016
34.00 0.00 7,470 384.03 0.15 0.00 0.15
30.00 0.00 6,428 383.96 0.14 0.00 0.14
38.00 0.00 5.489 383.90 0.12 0.00 0.12
40.00 0.00 4.654 383.84 0.11 000 0.11
42.00 0.00 3,924 383.78 0.09 0.00 0.09
44.00 0.00 3,297 383.74 0.08 0.00 0.08
46.00 0.00 2,778 383.70 0.06 0.00 0.0E
48.00 0.00 2;366 383.57 0.05 0.00 0.05
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Fern it Nuttthcr:
(lc: he r^rol,Ocd hr, DN 0)
DraitiaL e arcGi Nunibcr:
Wet Dete1ition Bashi Operation and Mainter aiwe Agreement
1 ?4?i11 ke::p a ilia intenance reLoret on silk, BN4 . This nlaiittenance record will be kept in a
ICT in a Icnol•4-n Si-IL Iocatiorr. Any deficient IiMF1 elernents note (J in d??e inspectii?n 4h?d( he
c!rrrc°ctE1( -1, repaired or repla._cot irnmediatcl4, These deficiencies can affect the ix-tted rite-
of sb-uctures, srfety of the public, and the removal efficiency;, of the WANT',
UlIe wet detention basin svslen is clcfined as the 4vet detentioar basirr,
pretivahner-It irlc:ludinf; fcr??ebws and the. vcgetateci. fiIter? it wle is provided.
This system (cliecfc came):
0 dares i] cues not
This syrstern (clieclc one):
n does < does not
incorporate it vegetated filter at: Elie ocrtlet.
incorporate prep-eatinent ether than a .f'orebav.
lrnporta;nt marntena rice procedures:
Immediately ti ftt?r° the vet Letention basin is e-stablislie(l, the plants on the
ve?etaled shelf and 1?erime.Ler• of the INISin should be Wti lteTed tin ic? .ve -!kIy if
needed, urltil the plants brecorne established (i:orranonh, six v eeks).
- No portion of the 4vet detention pond should be fc_rtilize?i after the first initial
fertilization that is required to esLablish the plants on tike veg
getatecl shelf.
- Stable groundcover should be --lair- tttir,eci in the drain :ge area in reduce the
sediment Ioad to the wet detention basin.
?- If the basin must be drained for an zmier gency or to perform niairitenmce, the
I 'Shims of scdi?neat th3`,.ri, gh the enlclrger?cst- drain should he I?ur?irrriz,F?c.i to t1?te-
nraximun; extent practical.
- Once a year, a clam safet± expert siioulcl inspect the crnbankinura,
fter the w et deierrtion pond is estabhshe,l, it slrc) c be ins pectecl once a month and
within 24 hours alter every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal C'ounly). Records of operation an"i InninLeljance sllOulcl be. keel. Ln a knoivn set
location and must be available uport request.
Inspechol, activities shill be perforrned as folloxvs. 21ny hroblenns that are fou rtci Shall
be repaired lnllnedEi?C?'h`.
PiIP element: ?Pntential Prol?Iein: 1-Ioiv I swill rn-rctli?rte tlr r 1 T
The entire BNIP
Tfre Perimr2ter of the Wet
detention basin
_ e I.ro p_cr1l.
Trash debris is present. Remove the rra4h; df 1iti5.
Areas of hare soil and "or
Regrade die sail ifs necessarq to
erosive oullies leave formed, remove the Il?r anct t17r=n Plant e
h!ounca cover and yvs?ter until it is
established- Pei vidtr lime and a
ogle-time lertilize_r a7Plication.
Vegetation is too short or too Mcii?rluain vegetation at a height of
long. a resximately- six im.. hC's.
1 oral S11?;i11-V'ct ] _ter?tioclBusinOkM-Rev.4 1Pau-? l of4
Per-wit Number:
?((; be prni'ided ??;' I)Wo)
Drainalgc: Area i?'umbea:
BM P element:
The inlet device:, pipe or
Swale
orebay
Potential roblcm:
The pipe is clogged
The pipe is cracked Or
otliel 6vise damaged,
Fiosiorr is occurring in the
Swale.
St2dinient 11,15 iiCCUMLIhIt(~d ti.i
a depth greater than the
original clesig'n depth for
sediment storage.
Erosion has occurred.
The vegetated shelf
lie main treatment area
'«Ve:cds are present.
Elect ti1?0ft"ssicm.7l praChCeS
slunv that prunbig is neecled
to nlaintam opt;WL d plant
hea ItI
Plans -S are dead, cdseasc?.d or
Weeds are present.
Sediment has accuinulatecl to
a depth greater than t1le
original design sediment
storage depth.
: hill grtno?th COVl r5 ow?er
509 of the area.
Cattails, phragniites or other
inasiwe plant; c>vci.5%" of
the basin: Suilace.
inclolr the pipe.
I
iedirn,:nt Ott-Site.
Dispose of the
Replace the pipe.
Iwg+ade the s:wale if riccess irv to
smooth itc,vcT and Provide er;-osiot?
Coiltrol devices such as reinforced
t,IrF malting, or riprap to avoid
future proHeins wit-Ii er0Si,)T1.
`,earch for the source of tlicl
sediment and remedy the problem if
possible. Remove the sediment and
dispose of it in a location whero, it
will not cause impacts to streams or
the ];reap.
I'rov%ide additJona! erosion
protection suclr as reinforced hirf
matting or riprap if needed to
_p1cw nt future erosion problems.
Remove the weeds, preferably b'y
hand. If pesticide is used, wipe it ol,
the plamts ratl-wT ti!iM spraying
Prime iccordmg to best I rufes,;ional
Practices
Determine the sourcp of the
problem: soils, hvdrology, disease,
ctc. Remedy tho probleiii and
letilace plants. I?'rm ide a unc-time
±ertili7.r'r ilnplieation ter estiblisli tilt;
groctnd coder if a soi± test indicates
Lt is necessary.
Reprove the. weeds, prefierably by
hand. If pesticide is -used, wipe ft on
the j-2lants ratlaer dean spraving.
Search for the source of the
sediment and reme--dy 1410 problem, if
possible, Remove the sediment arid,
dispose of it in a location wliere° it
will not Cause impacts to streams or
the. BMP.
Consult a professional to remove
and ContTol the aigat growth"
Remove the plant, by wviping 1lieni
with pesticide- tdo not spravj.
Form Start{? E ID: o!nt on basin Cy:C.At-E?ew.-l F'a«1 1) of 4
Permit Nunihep:
(,,o hc, rovided /?vD YJ?
Dminl,ee Arc;t Nurnbur:
BM P element: Potential Problem: How I -will remediate the n 11 CRY
The em['arrkment Shrui -, hav starred to grow Remove shrubs itrtmediately.
On tile embankmeTif.
kvidence of mu,skr<tt or Use traps to remove mt.sl_rats and
lbeever activity is present. cons,tlt a professional to renic)vu
hcavers. I
A h.c%r has started to flow on Consuit a dam safety .spc°cialist to
the en bankment- remove the tree.
An annual inspection by m ?L AL, all needed repairs.
appropriate professional
shtaaw?ti tlanl the en?':anklnerat
needs rekrair. (Jt bcabltc)
[he outlet device ? clominc, has accurred, r?Ieart t>ul t1_ae outlet device. l?ispasc
j of the seciirne.nt oft_ site.
The nutlet device is damaFer_l
receiving water I rosion or other silin.s of
damage 1aav?e occ:urrecl at the
ou tlet.
1:cpair or r Jace tine outlet device.
t'oratact the local NC Division of
l1`ater QualitN! Regional Office, or
the -101 (D ersight Unit al 919-733-
178
ti.
The measuring de-ice used to determine [he sediment C1eVati(-)n S11,111
lie sue h
tIlLIt t vvilI rive ITI c1CCLtrL7te depthze?1?Izn¢ a?cl nc?treadiiy? ?,enrtrate into
acc mutated sediments.
I`heri the permomerit poc)l depth reads 7.5ft - feet ijj the zntain pond, the
sediniel:t dull be iv moved. When the perm aneri_t p(-)(-)l depth reads 3,5ft- fee[ in the fore Lry, the sedime'llt
shell be removed.
BASIN MAGR_,',P4'1<
Gill in the hlartnsi
Pcrmnnea t fool Elevaiion
S:cdiinetrl RerrrnVai _ 171)JY) PC matron Pc,o?
---------- I
1-/Volunae\ Sediment Riemnv;d Elev i[ion 379,00 Volumc/
BOI[ )ril Elr nti,> 78.00 It M I'll ---------- -- -- -- --- --- --
sed,ment Bottom Llc watioan ' `5.t,() ! ft 1Im.
S 117rd e
edl meat
ore-rage
t'(alt?! BAV i1'7AIN POND
Form YN 1Ui-W'et Detention Bashi ULNT-C'cv.4 Page 3 of4
Permit ?dumber:
(to be prol'!!A"d bi' Di1
1 aCitll(111?ed[L' iiIld ag7cc hk my sumatunf belo1\, that T Ml- respDr1,s'ble F0T t.l7e
perl'()mlancc ()f'the rtlaiatenarlce procedures listed above. I to notif, I7Lh'O r.lh rly
prohien s with the srstc,nl or prior fm anv chail"es to tI)c svtitenl or rest}L)nsihle pari .
Pr ojec! rtcr.rre:(jell eraticllr I1 _C0111111cM21 CCntLr, FucItil i' 3rin, -Ivy
BA ]p (bairn, -c (11-c a runrher: ?,Vcstr,rrl Storm water Pond
Print name:u1 i t t s? ??

Tilde:
!Address: ? E r N Cl _`7
! 7 7
T}'11o[7C:
5i?--Tnatnre:
Datc:
1 i tc: The ]e, L'1-111\ respOIIS1; C P3Ft. should not be. a homeowners assaciation ultle;.ti5 more Than 50% of
the lut:, haVc been sold and u i,.sident of thu subdivision has been named the president.
S F? ..S 1 t`1 i fr 3 County of
a Notary Public i't}r the 5ta1 e of
=.j? ,>?_ -. rice hereby cep tif?' tllat
daV (if p.L) and a 1;11+?)wleclu [lie due executl?tl ()f tll?
for,,c5 nt, w€i detention basin maintenance Is.°cLi iremcnts. witness Ir;y !land and of,fic.ial
Seal.
Q?ag5?9DOAd6$0ff
ff
?a ? C7? 6 352559 `? a a
?; e?' CCTdMf5S40N ?
o m EXPlAES
41uf}!2!183 ,? m
aoT? RY V)J3 a?
e'la9a0dDOW,?
SF AL
kly commission expirels
persunall?- appoared before nle tilis 1
Form SW401-Wc[ D1z((AILI'MI BaSln C)&?Jt-:?clA Page 4 of
lr
George Finch ? Boney rind ASS®clates, P.A.
309, Ncrih Boylan Avenue
Raleigh, NC 27606-1402
Pose Office Box 10472
Raleigh, NC 27605-0472
T 919833-1212
F 91911334-3203
March 24, 2011
Genelrafaons 11 Com erg d Cerfler Sirormwater Design
North Carolina Department of Natural Resources
Raleigh Regional Office
Raleigh, INC
Attn. Joseph Gycmfi
Re: Deed RestriicHons & Protective Covenants
r. tyamfi
We have attached a copy of the Declaration that has already been developer
for the Generation it Commercial Center, for your records. f-he owr;ers have
moved ahead to develop an actual Form which will be used as part Qf the
Documents included in all their future land sales.
You will note that this Document contains all of the 3 Deed' Restrictions,!
Protective Covenants (DR/PC) of the DV~bQ 401 Express Kermit Form for
Stormwcter Applications (Version 1). The first (DR/PC) is provided in Declaration
Section 1 of the submitted f=orm. The second (DR/PC) is provided in Declaration
Section. 3 of the Submitted Form. The third (DR/PC) is provided in Exhibit C,
Section 1 of the Form, The fourth (DR/PC) is provided in Exhibit C, Section 2. The
fifth (DR/PC) is provided in Exhibit C, Section 3. The sixth (DR/PC) is provided in
Exhibit C, Section 4. The seventh (DR/PC) is provided in Exhibit C, Section 5, and
the eighth (DR/PC) is provided in Declaration Section 2.
The Legal Description for the Project Property, as it currently exists, has not been
developed at this time, so a description is left out of this Form. A Description,
reflecting the overall project limits, is currently being developed and will be
ready and included -in this Forrn, to be recorded, by the time of the Project's first
sale.
Sincerely,
Don Wiggins, GF/BA,,PA
F'rcP.,-JC .i BY.
Record alld Ret".111= TO
S. Toad Adams,
ALnfs, Howell & Sizmiurc, P.A.
910 SE CaFY Parkway. Ste. 1()"
NC 2) 18
DE+Cll,ARXI UON OF RES T RX. INTI COVENANTS
TITS DECL.ARiMON OF P-ESTRIC TIV- C0NT-NI-VNTS ( "Declaration-) is made as
of this day of 2011 by Generation 90 Carol ina, 111LC, a North
Carolina limited liability company ("Declarant").
NVTTFREAS, Declarant is the owner of that certain real property containing
approximately ; 3-2) acres located in Wake County, North Carolina as shown on the attached
Exhibit A and more particularly described on Exhibit B attached to this Declaration (the
"Property„); and -
WHEREAS, Declarant wishes to subject the Property to certain restrictions as set forth
herein.
NOW, h14ET EFORE, Declarant 12creby declares as follows:
I . Restdctions. The Property shall be subject to the use restrictions set. forth on Exhibit C
attached hereto in order to ensure ongoing; compliance with state Riparian Buffer
Authorization and/or Water Quality General Certification number(s)
as issued by the Division of Water (:duality (DVvQ) for the project known as
?. Running with Land. The terms set forth in this Declaration are intended to be and shall lie
construed as running with the Property and shall be bindin on De.clafant's successors
and assigns. This Declaration nay not be amended without the written consent of the fee
owner(s) from time to aims: of the Property (the "Owncr" ).
.i_ Enforcement. The covenants and agreements contained herein shall be enforce.ahld by the.
Owner by suit for specific performance and injunctive relief, in addition to any other
rernedy provided by law or equity. In any litigation arising hereunder, the prevailing
paii.y shall be entitled to reasonable attorney's fees, ir. addition to al] ether costs and
expenses thereof.
Furthermore, the Mate of North Carolina is made a beneficiary of these covenants to the
extent necessary to maintain compliance tivith the Riparian Buffer Authorization and/or
Water Quality General Certification. These covenants, therefore. may not be altered,
rescinded or deleted "4110rat the Mitten consent of the State of North Carolina, Division
of Dater Quality.
i-N WITNESS WHEREOF, this Declaration has been made as of the day and year In St
written above.
DECLA R,ANT:
GENERATION 11 CAROLINA, LLC
a ?`north Catalina limited ]iability company
By?
Name:
Title:
State of North Carolina
County of
a Notary Public in and for said
State and County,?certify, t1 at personally came before me this day
and acknoxvled,-?cd lie is the _ of Generation II Carolina, LLC. a. North Carolina
limited liability company, and that by authority duly given and as the act of the limited liability
company, the fore,oin- instrument vvas sii;ned by the as 'lie act of
l:he limited liability company.
NVI'I`NESS, my and and official stamp or seal, tl:"is tht, day of a 2011.
?Vl'V commission expires: Notary Public
?'?iIlI I BIT !
ATTACHED IIIA?
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LEGAL -D. ES `RtPTION
EnXHUBIT
IBS FRI T IONS ON PROPER'r'
1. Maxiinuin Allowable Impervious Area.
A. Tree rnaxlmum allowable tMperdous area (Square feet) per tot is descr[Oed below
as identif led on the attached F-xh bft__A.
WESTERN POND DRAINAGE AREA:
LOT 01: Total Lest Area.
Development Area:
i.S./BUA Area(ec'A):
P.S. Area (2096):
Buffer/DS Area:
118,393.29Sf/2.72ac.
105,796.93sf/2.43a c.
84,637.54sf./1.9?4ac
21,159.39Sf/0.49ac.
12,596.36Sf/0.29ac.
LOT :s7:rota! Lot Area:
Development Area.
l.S./BUA Area(80%):
F.S. Area (209):
Wetland/OS Area:
123,682.O1Sf/2.04ac.
95,679.40sf/2.20ac.
76,543.52Sf/L763C
19,135,88sf/0.44ac.
28,00L.e1Sf/0.642C.
LOT --B.Totai Lot Area: 1272101.94sf/2.92ac.
Development Area:
i.S./DUA Area(8096):
P.S. Area (2096;
Wetlanrj/OS Area:
61,483.28Sf/1.412c.
49,186.62sf/1.13ac
12,296.66sf/0.28ac.
55,518.65sf/1.51ac.
EASTERN POND DRAINAGE AREA.
LOT 04A Total Lot Area:
Development Area:
I.S./BUA Area(80%):
P.S. Area (2095:
Buffer.,05 Area.
T1,412.15SfA.64ac.
65,690.70Sf/1.51ac.
52,552.56Sf/1.21ac
13,138.14Sf/0.30ac.
5,721.45Sf/0.13ac.
LOT 048: Total Lot Area:
Development Area:
1.S./BUA Area(80%):
P.S. Area (20%):
9Uffer/OS Area:
LOT S:Total Lot Area:
Development Area
I.S./BUA Are2(80%).
P.S. Area (20%):
54,380.2.6Sf/1.252 c.
47,782.10Sf./1.10ac.
38,225.92Sf/0.88ac
9,556.425f/0.22 ?IC.
6,569.16sf/0.15ac.
430,386.431-;f/9,88ac.
430,3B6.43Sf/9.82ac.
344,309,14Sf17.90ac
86,077.29sf/1.98ac.
B. As Identiffed on the attached E:'UlDit :A, LOT "2, LOT Y3. and LOT =k5 are protecte(J
open space and pond area(s) lots, where there wlll Oe no "IS.TUA's Mat apply in this project
as It relates to the stormwater perTnit.
O. li npervious n'naterlals include asphalt, gravel, concrete, bric€c, stone, slate or
similar r naterial gut do not include wood clacking or the water surface of swirrirr ping pools.
I Swales shall not be filled ine piped, or altered except as necessary to provide driveway
Crossing,
3. 7mper-vio"S rhea in excess of the permitted amount requires a modified water quality
cer%ific.ation prior to Coristructirrn,
. X11 perixlitted runoff from outparcels or future development shall be directed into the
permitted stormwat.er control system. These connections to the stormwater control system shall
be performed in a manner that maintains the integrity and performance of the systern as
permitted.
5. The approved stormwater trerntmerrt facilities. stormwater easements and drainage patterns?
must be maintained in perpet>.iity. Alteraticiri of the drainage system as depicted air the approved
plan(s) may not take place without the concurrence of the Division of Water Quality.
71I.ll
rt5J
551 151
' - Fox 91905TI %`cs
'March 29, .2W7
Julie Zalkind
HER-NLA.-N-ZAL:IUNT NLANA(T1;M]ft,iNT COMPA- N'
27.,
? l N. Nori.ood Street
Ar€ingwn, WN 22207
RC: Rcoorl 01 :SubSurF:ICC (nNestiQX,:ioli
Proposed Sunset Lakc I?oad Retail Facility
E?Liitsay Varira, NntIli CaFolina
Cleo-technologies Protect -Nc;; 1-0 7-0 SQL-EA
Gen'tlernerl: `
Gto f echnologles, ,Inc. has complet?rd the tiLIH10i`iZCd liIV Sti..Iat7U? to evaluate, sub,llr lace sort condhiol".s
for the Sunset Cale; POad retail facility proposed for construction in Firqua^,-Varina, North Carolina- Subsurface
conditions at the site won iwemQated by dr1llig 16 soil test Wngs at the approximate locations Shown oli the
attached Figurc 1. The boring locations "ore esobilhed in the field utilizing GPS comdinates wNed Wm a site
pan, and thtrefore the indicated locations should be considered approximate. The test borings v,-ere extended to
depths ranging Mom approximately 10 to 40 fiat, bck", site. Bade w4h standaal. punetnIon test procedures
pelformcd fit sele`-P.ed Intcrl als to evaluate the consistency and d nsiy of the subsurbicc Sor:S. This repwi presents
M hn ngs of file in-sllgatlon and our recommendations concur ng site grading and foundation support.
SITT AND PROJECT INFORMATION
'r he proposed prolcct WN involve collsti'm6 on o a roll dud'w5pritent on the t4'i St side of Sunset I-ake
Road in Fuquay-Varina, North Carol m. At the time o four =V, the site was unde.,eloped and consisted primarily
of previousl} cultivated tarin fields. One Llnoce.upied Single filrndy residence existed on the eastern portion of dic
site adjac=ent to Sunset Lake goad. Additionally, nmric %vu(_idlnnds existed :within the uontnd portion of the site. fn.`
topographic- 11il'orillatlort wvas available; however, the site appeared to be relatively On.
The proposed project will ll7ily C(?I1.tiTC!let7Cln of a retail deve'lor)illNin No conceptual plwt has heed
devdopccd at dAs tilde; however, based on our chscussions wadi Don Alig Ins at Leorgc Finch/Bunev & As.i wia(cs,
4%c tinderstand that the project i'dl Ilkely involve a SUNS of retail shop:,. W ilrG e;_pecting that the- shops .vlfl
lllC.!' Y be shoe story devclopnient supported cm shallow iS undad n5 and slab-on pnde. typical consaucdoa for
We type of projects involves masonry load bearbg walls adl inferior columns. Typical , all and colunin loads
are generall'y' in die Ldni?e Of ; to -5 kips por hilear but (Uf ) and 50 to 75 kips, resp ctlvcly. No InfoCTnation
reg i-ding site grading has been developed at tills Mei h(svever, we are antlcipahng that cut and 'ell dCPIhS',Vlll DOt,
(,y eed apl?rt?xilnately 5 to '10 feet.

Elei•in:iri-Z.all; nd 114,inrlgoillent C."a,
Stmset Lake Road htemil AM,
March 22, 2007
N Y2: ?2
In addition to the rM devel:.aprnern, we urlderswnd that the proj=1 swill al >o KwWde an exWnsin &
Products Drive through the site. Products Drive will handle the traffic volume enmed from the new retail
devclopnwnt but will also he ewrided to serve as a possible connewr road some time in the future. Based on our
discussions with pc:rsmmel at Ramey Ken[) & associates, ,we und'Qrstanid that the ar crage (rally %Ialffc gcF[CratLid
from the retail center 'viii he npp vlmawth Q00 average daily' hips (ADT) per dt!v. However, if the rood is
uxtcnded as a col uUcr stnet, traffic vohsmes cif up to M000 , )7s can be expected,
AREA GE01-OGY
The project site is located within fiu0uay-%-arina, North Carolina ,which is located flung, the edge of the
botnidauy bc1 7c?c:n the Piedmont and Coastal Plain Geologic 1 ormations. l he actrial prOltCt Site appears to be
itilated v: ilhin the Coastal Plain Physi igraphic am! Gt.ologic Province in an area identified on the geologic map of
North Carolina its beirig comprised o the Middurldor'' Formation. Near surface cdimwnts gcnerafl consist of
sands, silts,, and clays ,vhich have been depo shei.l Ah itiily. The undcrlying hliddendorf Formation is typicxlty
UUMPI' nd of gmy to pale gray and orailge nludston%s, sands, and sandstones. Thesc materials have been dntcd to
the Cretaceous Period. The Coastal Plain E orniMion, hi which the site is located, is general, characteri zed by a.
i]::1m more subdued topography whicli is assaciatod "ith the significant erosion, incltidung R?Igr3tl(i[1 of the
shoreline in the geologic past. -
SUByl-.-FACE CONDITIONS
Generalized su)sinkme pmRks prepared Rom the hest boring data are attt hi2cl to this repo as 1, igur:.b 2A
and 2B to graphically illustrate subsurtacc conditions encountorcd at. the ditterent. locutions or the site- %Morc
detailed descriptions of the condhAns encomimcd at the indil'Id A boring locations are then presented nn the
anached records.
Subsurtaee condi ions un the site are. clli3ractenzed by the pI'esuwe of some Dear surface topsoil ii,11ich
varies Kin being nonexistent in some areas to as inuch as 12 to 30 ill bes in the vJcinitl' of borinus B-5 and B-6.
The deeper topsoil thicknesses ire likely associated with previous IS cl °arrin<g that have Wen pushed into -- lower
wet Circa li ithirt. ,he wooded portion of Mlle site. Generally, topsoil thiulinusses over flit) i;:a)Oriiy of rite site aFv
typicillly less bin G Whe.s. T,_incier lvll? the topsoil, the majority Mile borings encounicred neaj surface silty ,sands
w'liiuli exhibited penetration resistances typic aQ, in the range of 2 to 9 blows per tear.: (bp f) within the upper feet.
A ith iritireasint- depth, the pcni?,iration resistances t ,plcally hyronsed, and the sods generally, transition into _a
Clayey sand and sandy clay interspersed with strata or SiICV sandal, Penetration resistances within the soils hclov, j
101 were uis tlv lli Te range fit 7 to 30 bpi; hol=tever, sovuNd zones or sorter soil with penewadmi resinances of
3 to 5 bpf liven also er?cr>tintei?ad in some of the borbg5. Tho r Qority of the borings mere terrninawd at (Opts of-
approxiniatei, l U to 20 f-ect bNow gmde within the sandy arml clayey soils. However, bonng B- I 0 was ema.ied to
a depth of ?0 feet below !Trade in ord,cr to valuate the &OPC; SCi1.5 with r'C'_?<Ud to seismic design CritMa. That
boring encountered srirldy and clayey Soils to approxinialely' 40 feet with the clays becoming ve hard and ha v
penetration resistances ui excess o 100 bpf at approximalely °10 feet. Based oil oily 4;ip3ricrlce, the nil?h
penetration resistan ee'•s cnc0untered in trig base o that We OTC My ancidawd with the top of the underlying rock
formation.
Groiinclwatcr was encountered at depths varying Pont 0 to 1 V6 feet below gn de in the Was at file time
of boring cornpiction. Ho,, e er, it should he nCiicd that the near surbcs soils at Chi' sic are condinive to t&:

Herman-Zalldnr9 Co.
+dar,??etn+:ntSunset Lake Road i;etaii pacilit ,
khmh 21 2UCI r
pag 7
temporary dev?elo ethuj' _
pm per-.,hC?, groundwater rgroundwater l:Ollllli[(.11T:i 1111r1Rg pe]'iG'd5 of wet wClltllei', and 1}TIi1 ?'.i()URd1V?lit.1•
levels will fluctuate during, different periods of the year.
R C0; IArLND,\110NS
Tic following reconimcndations are made based upoil a rcvle?v o ti(,; attached boring data, our
M AU-standing or the proposed construction, and past e..`,pcriencc with s1RTilar pf-U)ects and subsurCacc conditions.
Once Site, jua.ding and strucwal plans are avYluble, we would appreciate being prot,Ided lvith milt information so
chat these reconTnlendatitions may be conf fined, extended, or naodified as necessary. ,?ddiuonally, should
subsurltice conditions adversu to those indicanni by this report be encounterad chniag construcr%, those
differences should be reported to us for rovin and eornme.rnt.
Site Gradlna t..iln3lilei"atlO'T:s. Subsurl.acC conditions encuunlemd dilrhocl, our iuvt,tigaiion appear adequate
for the proposed constniction. However, IA results of our bohngs and a pl'ohe Tod inspection of the site per ornied
wAh a Which diarnewr rod indicates that the hear surface Soils in most areas of the site arc vep loose to depAs
of butvreen u W IS inches below she grade. The depth of soft soil increases in sonic of the ]laver elevations of the:
property and in most of the pwainno cultlvuted fields. Because the near sui-lt?ICe wel'V 100SC ;ire Moisture 301ISitlvC,
we recommend that. grading be scheduled during the v a, in r sumnwr months of Kc ?, ear when higher ambient air
tompemtures genera, result in Vver near surface rrloisture contents 'which fill greatly iacditale g fading
peradons.
Site gmdkg should begin ,with do mrnoval of all topsoil and vegaMbon Quin roposed pavement and
huilding areas. Pis previously;' discussed, we anticip:.lte that topsoil thi&nesses will gencinily be less than 6 inches
allhough sonic th.icke, topsoil should lie expected' in the In-wer lying areas of the site. The clearing operations will
also rcquNe i-lt'_.I17dWon of the cAstlrlg oil-she structure as Nvell as removal of the septic 6cld and septic systems Ir
That siructure. Any e` cavatiorhs which are maple to remove hem such as undeq,,rourld i;mks OF Septic 'systems
,hoWd be C:wlilllicd by an BR?dicer prior to hack-falling to veriiti, that 110 Sub°_Fade repairs ni'c, rucluired.
Once all ,Lripping opet'atlons are completed, we rwommend Umt II'iose areas at gred'i or i.1Csion'L'Led t4
receive till bc prookolied Qdi a partially Laded di.iop truck or similar pies.:; Of glibber tireii cr.luipment. Any area
',viiich rut; 01- purnq6 excessively in thy: opinion of the engin?ur should be tlllderctlt to film bearing or as directed b.,,,
the engineer, } asud on the results of the sail test horings, ii- appe:.l.i's that sub mde improvartunts. !Fill be required
over me 1;I8?Cirlt?' ot' Ihe" site. These repairs can he ?rC04, jrlC HANd by exctlV ing sonic i.:;lGhes in advance of
clearing C)puaioris to help lower groundwater levels, particularly in the lower lying north cenlrai portion iii the
site. The efW"mcss of ditching the site iv ill he dependent upon whether or not a good oulkill point exists.
f
( )ncC Lhe stripping nperGt ono have beuil completed, we ri:cornmend th,A consideration bC given to
1CR8[l?yfln the upper 3 to -1 re.et over the illajorli'y' of areas which 'will either be filled or exist at grade. it app'ars
that the Ilh;ijUrhty Of the Subgr'adcs can likens; be denslt ed by ': thinttor`,` compaction of dic loose- hear sLrrc2ce sands.
However, sor,le areas of SOtt near Surface clays do exist "Turc dlsclngy, diyin!r, and recompactiorl kvirh a slue°p'S
r
foil roller r!la)' be mquked- Appr'oxiinaicly 75 of the subgxadus are cxlmcmd to be granular soiis which will
iCSpon(j ftl?'Oi-ably to vrbraiory denSlAatls n Me recoP'nund utl zing a ls, vlbriitory roller having; a IIi1r1imun1
1t71'g'il! Ui 10 ton`i which Srrl)Cdd make at iGlist four overlapping passus in 3ltCr"I13tU dil'ections across the ex-posed
sulagrades. The compactor should opooW at a walking speed vvith the vihrtitor engaged du!°i ig the densillCat
operations,.

llcrman-_Z65nd Nlallmemm, Co,
Sunset La1.c Rwd RANI Facility
March 22, 2007
Page: -1
The- on-?iic soils. whh the exception of topwA% will be suiAN rot reasons structural fi11 im lhl? site. If arty;
additiori(11 ol'f-Sit.O borrow rna(crlal is needed, ?' e recommend those materials eoinsht of silt:}' and chgey sands or
loxy plasticity silts and clavs "Adi unified SAl C hssifv„ ations of Sit, SC, NIL.,, and CL. All till material placcd on
the, site should be compacted to a nArti nual OF 9510 of the stmidard Proctor nm,\im mn dry den` iLy exclcpt in 01"
find foot beneath pavemcnts and Door slabs whore this i qu0ment Should be increased to 98`,''o of the standard
Proctor maxile mu drr density. A,'e recoutniend that all till IrWerial be moisture conditioned to nithin +/- 'o of
Opt1n1111I1 moist-111.e Conieni to facilim"'_ Gllripachon operations and to nlainu)..in stahihty of the f111 Sect€f I;, 4??C
recommend that 11eid deiisin,- tuSIS be perfortlled during the :ornpacii(on operations to berm' that the requirud
de?gr(:2 of compaction is beillg a l1ieV4,a,
L)?tf1! lilt l _1Vat1o11 CoiIsidL;ratfioils. 3ased on tile- remits of rho sol1 wA liQring shallow rock was no(
eryoutmered on the sk, and w'e do not wdc"we that dlffl'M oxonvitlon will be a consideration. Vic anticipate
that all utiiity excavations can likely be completed utilizing convcntion,11 rubber tir?.;d backhoes or t ach Mounted
excavators.
i-oundation Sulal_h?!rt Considerations. subsurr.Iee conditions on this site appear favorable for the use of
shallo« spread footing oUntdaiiops to support the proposed structures provided that ,heels of the building, where
grade M he raised are tilled in a cmit:rolled manner, and that awa, that currently z,,,Jst near finished grade are
properly mpaded. ode recoinniend that foundations beiiring in property cornpacted fill nuitcriais or in approved
residual soles be Cltislgnei for a ITlax1rr11iTn allowable bearing p1''SiUre {"lF2,70(1 pSf be;1I°llig ii II11n1nYni11 of 12, ]Illalt;ti
below final grade for Rost proteci.ion. 1 e strongly rec n-imer:d that bearhig conditions be hispected by a
gcotcchnWal engineer to ;:eriQ that adequate bearing_ and suitable materials have been cncell ntered. Sholtld
foundations need to be e`iteilded to provide adequate bc°irln!r, ?ve recommend that o ur-excavalcd footings be
backfilled to design bearing elevarion wilizing tinhorn-tl-v graded 457 of #67 wasltcd Stone orconcrctc,.
In order to determine prehrnirtaU ,:;t enient estimates for the 1_}roject. (NoTechnolo;ies utilized the F1-T.1
procedure NAhicli correlates material ty-pws and penetration resistances to estimated soil colnpressibility,
Cleo l echnologies reviewed the soil test bcTing dWA and chose borings B-1 and R-8 to perforni pie analysis, Boling
13-1 represents some ofthe rnore t vomble subsurface conditions on the site, "dide boring FOS represents one M0
9rC'ils ,vi[h 11nuser polls. The analysis is ha.scd on the asswnption that the very luosu sands winch. (251st within the
upper 2 to 3 feet of the site are properly densified as previously discussed !during the 1201 grading opertltio ts.
Providing these repairs are properly, imphernmed, the results of our calculations indic".ite that :olumn loads of ui+
to 60 laps at boring B-8 will resuh in t_ud settlements of approsinaately 1 inch while colt.nnn lowd of over 100
k]ps can he Silppoi`ed at boring ]}-l 1S';tl] ti1t;1I SP,ttlelI7elits renlll]IIII"lg llndel' I fnUf1, k)lflei'e[it131 S:SttlllilCFlts i.]'
u`'.pi =cd to be approximately one-hall this ni,,, ^ itudc. If column toads ivill be higher than 60 kip% st>r e
replacement technoues can be utilized to lower total sudements at selected columns as needed. If pro"'ic.cd with tl
schedule of column loads, plods v°,,iti proposed bearing deptt,s, Ge0Tecl)l1010gies Aill be 11?,ppy to C'Valuate
Methods for i-a;ilciug total settIcnieilts as required.
(_Jcr_1 f chnG ogles aNo evaluated t'-5IIn1I led sett omen of wall Footings. A. pr?ViOUSI), discussed, bonnets B-
I and B-8 were evaluated, The resuRs if (hose calculations indicate that wall Rming :widths of approxknatel-v 2 to
.5 feet: (tip to ? kit) tiviil result in total settlements of less than 7 in?cEi. Diefcrential settleinculs tine expected to the
;WKoOmawly one-half this n1agnitudiv As prewiotlsy discussed, this assumes that the eery loose sands within the
upper 2 to 3 Peer are properly repaired during initial grading uperations. Based i,,n these scilih-,rnent CStirllaLes. axe do
no', aiidcipatt? that S1gnTcant repc_in wi11 Lt regLlRd for will lcmt((1f? fbtuidatl'ons.

Heril ao-Lallund Management Co..
Sunset Lake Road fie?ail Facilirt/
'Morel ?' 2H7
Page: j
Approved residual sails or compacted sttucnmd fill vvill prOVide ader_luotc supporf for conventional
conorctc stab-on-grades. Any till materials placed benc;ith the slab should be compacted to a minimum of
thu standard Proctor maximum, dry density in the tint±I foot beneath the slab). recommend that all slabs be
properly, jointed in accordance .with ACl gAddhics to help control shdnka--? cricking. Additionally, all jr) nts
should be sawed to a duNh_ of at Was one-third of the slab tlWmQss. W'e recommend that "vatcr'cement ratios be
canAdly controlled to help reduce die inagnitrrde W o„crae shrinkage "rich occurs.
PaVelil?lll De:Iit n Conslckj_,Lfion . In order to eva!ua,.c pilvennent sections for the project; GjeoTechnoingics
rmewed a ira'ffic u v du-ition pertorrn7ed by personnel with Ramey Kemp & Associates. MisCd on file resin`s o th'at
anal} k, it is cs6rnated that dhe retail cen'ler will general(-, apprmxrruii.tt'ly 1500 AD 's per cl, i-ii_iltieder,
personnel with Raimm y Kemp Associates indicate, that the road may eventually be connected through as a
collator road and that traffic volumes could increase try 11 000 ADT's should the road end up serving as a cut
ihroq_, road. As such, i3edrec1wowes is presenting several pavement sections wriic:h will include
accommadriting only traffic getlerated from [lie. retail center as W1 as addit oral zraMc "Tick could be eymctwd
shmdd the road be LIxte"ed through as a collector ro;id.
In order to evaluate subgraclc support characieristics, ChuoTechno5yes complomd one standard Proctor
compaction and C'aHbnha HeaiWg Who (CB,'-) tryst oll a rtipresentative sample f onl the site. The results of !11 jai
analysis indicate a measured CH'R vahle of exists Wr the grmiulilr soils WAch exist on flits site. Ho`'wnw, , no
"railing plait has been esrabhshed at this time, and h is possible that portions of the site may receive some cut
which Co€Ild L'xpose the claw. , soils which c?,_ist within some areas. Thu chgvy soils Oll ypiCally :vsihii a C'31 P
value o uo mere than appr03ims'uely 801. Therefore, we recommend tltdizin a ±desi?.-n CB--11L value' of 8% for
construction of piivcments on this site.
The lesults of our pavement design caleti mains ;ndicatc that an appaTrlate pavenieiit s-,ction for hrodtlats
Wive if subject only to the traffic volumes generatwd by the ne" retail center, would be 4 inches of asphalt over 10
Oaks of CABC base course stone. In less traveled areas such as prima, drive areas "Win the retail centeq the
Section could be reduced to 3 incites oC asphalt overlying 1G tactics of stoilo however, the heavier section is will
recommended for truck loading areas. If the parking configuration will be such fl-int healy [nicks ?xould not be
expected to Cut across parkin lots, the pavement sechon within car par 6nl stalls could be reLlue 7d to inches (it
asphalt ovedyin, ( indles of stone. if Products i iive gill be cxtended through such that it could evenmally be
SUNCCtcd to AIYF' volumes of lO 000 vehicles par day, our calculations indicate that an a,ppropriate pavement
sc 6on would still cmisis oN Illcncs of asphalt overlying 10 Inches or CABC base Course :tone. AVe recoilln[cad
that till asphalt and .stunc ma.tarials cumply Mtli NCI)OT spcciticatii7n? with ri:gard to loath material composition
(Melding gmdatllnn) and compaction requlremen s.
Me nlost impoliant factors afflaing pavement file in the ana of the site any the condition Oflhw SUbgYrade
irrimedlately Drier to base course stone placement and post construnion drainage. As previ:?unV, discussed, m
recor_amend that the subgrade of all pavemurit areas be procibolled and [brat any yielding areas he iilenti lcd and
wpaired duh;ig the initial'umdkg uperationi Addhional" all subaradu sails shoidd bw recoripacted to a minimum.
of `_ 8 a of die slrlndaRt Pmewr maMmum drv densh immedlarcly prior to bi;se course .stone plilcc.Inent.
recommend ihrit all pavement ar'dar be pr-lpC.rly graded to promotw rUn-Off of %vater and to prevelit pondinLg o water
can the pavement surface widen Can lead to eventual saturation of subgrade sods and the loss of pavement support.
Pcrnhed wMer is a Ilroblein in tilts geologic lorm7ahon and drainage swales or trench drains should be used on the
uphill side of paVCd iireas io prevent sattlratiorl ot-pavemem su'ie:rites during the wetter periods cif [lie year.
\`??`\: ' c-r -1_• IiJo911(Y??(clll?.F: '11,1. _-
Herman-La[1;ind I4lanageriierit Cr).
Sunset Lake Road Remil [=acWty
March 22, 2007
Pay, . 6
sh-me Stabilicy, At the time that this report Nvas issued, GeMchn;1(ojo s had not yet been prm idad whh,
an), ini!,innaTion regarding proposed slopes Ra the site, Coco details regarding the proposed dopes !lave becomd
nio-e ?irlalllCCl_ i ec' 1 echnologies should he provided "Ali that Iclorril tLioa o lha i appropriare stability analysi
and recomnlendathris to improve sllapc stability earl be provided,
Seismic Uesian QnSiderations. G o-FechnulO+fIeS evIllLIawd seismic resign erhahi. on Ae sho by
coiri.pletin ; one soil test boring to a depth of 40 feet below" gracle where the top of I WPy or rocs, 'vas enc,,)L tzred.
Based on the result; of that test boring, as well as our review of the North Carolina Buildip (fade. it appears that
the on-site soil conditions wlii rCsu in a seI5mic she chssi5caiivn MID" ID" for the propnsud development,
SUNG'1ARY
In suirimmy, subsurt'ace condhions an the site ap"ar suitable for the propo-,?c:l deve?.epinelit. The on-site
ON are somewhat moisture sensitive and therefore Nvo recommend chat site i?radiiig be compicted during the
warmor summer months oh the year when higher ainhient air tempermures will result in la cr near surface
moisture contents. Addidonally, the upper to 3 feet over, the 111'jorhy of the she Consists o very loose sands
wkich will require sonne densification during the iilrtial _£radhig operations. IN-)h groUndwater conditions exist in
so-Tic areas, and h `would faciiitse gr'adi ig opwatl n to ewavare some dr iinalge r-lltnhes through the she provided
a p is4hw ciown"radient outFr.iil point can bc identified, Structures on talc site can be stippmed on conventional
shallow spread foolings and vdtill footing found i[ioni deslfli")L-d iOr a iriaxiinum I1llLvdaC>a bY::"iring_ pressure of 7,5011
psf. Column loads in the mange of 60 to 100 kips can be utilked Wthout total settlanients exceeding 1 inch. if mare
c'onceriiratcd flails vli1l exist in some areas, stone oplacem.ent techniques can he Iitilized 'lip reduce wall
settlements to 1 inch or less. 0[i,-,e more specific structatr.al loading information. and hcarin ; depth-, have be.n
1dontiticed, Gco t echnologies will W glad to assist in leternli&g4 stone repla,-erncnt depths at specific locations iF
r; iquired- C-'onveminnid asphalt pav-cments be adaquate for support of traffic loads on this site. Additionally,
the Site vvili fall Cin er the seisinic We class defiihdon of "D" with r(_gitrd to se.i mic considerations.
{_COl ??ihnC ll? IeS Inc, raPPIOCiaLes the opportunity to have prDvNed you with olIr servicc. oil dais project.
Please Curia ! us if you should have queshons icgar,diiny this repo, or if we nlay be of any furthcF ,h:, ist:lnc
Sncuruiy,
Ge , 1 oehnologies, Inc. r: A
NC Regcitndon No. 1d _;?.}
.i,ri.l3ch en'„
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t! 0 II) 20 40 60 100

13.0
15.5
I)I;w.-Il Sli'V Fine to Mudntm ,S A-P _) i 1
1
'

2-3-I
f 1 u? 1 Uu a G .Y ro
1
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R?nR? rci-rnlilLL d Ll 15

{
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wa[CF al /Flelli Sl.if?dC
BORING NUMBER B- I
I AIT 3.. 1 -1 0,-;,
PAGE 1 F I

r
H
r?
U
ri
I
'ZI
r TESTB ORING RECORD
I)EPTI
Ic
7:0
I5_0

DES(-;RIV-11ON ELLVATIOTN I'I,NE'YRATION BLOWS ITT
{FIT.) (BLOW'S/F'r.) SIX INCHES
1) tai 20 .10 (10 7611
l ousnll
_ bc.; Loosc'Fin Si :, ' In ; ,vT?
•crrLc??si?r_.Ci?,ls1l,?C1;°)'?,reScLPJL) - - -- ? -

2,--
L
ge S T;m Cla c?. 1< r -.
4
l1 7-10-20 -
r oo ;? { 1r[?n i c!! Cla; -v Fm,? tc NIcdmin
ANT,

I'
? :

3
Very Safi ( mnO P, F;]_' ,?i ?ur `ll! 1_ l:r'.Y :'L /
f
I , 6-4-2
Loo, ,2 Tnn Siln Fm L to `vlcdium_S_IND
' S?tI i W014-4
--mit lr t Sr
R,2d CL 1}'
.
Bunr!e (emi_:?a[?d at
r

i 1

?,r(:?I?F?(Itiva(i:r :xnco=_!nr?red at b' .3t u?, e of i?r,rir.??;
JOB NUMBER
DATE
PAGE I ()1 1

Df:pl,H DESCR1I'TION ELEVATION PENETRATION BLONN',w PER
(FT.) 01,1,,) (BLt)WS/fT.) ST:K TNCRd',S
G G 0 10 20 -40 60 100
1, j}
6.5
V CPr` L'Jo`, L1_ah: haT n .` di F -.,,le L' ,J!di n]
l = I?IL) 5m l
i
i

-2-2
tacuiunt Dense I„aq LT-m S:lov iut to Mcdwill
SA' !D

5L
f'i (.,rLL L Tan 1',iae S in11y I t_ ._ L_ Y

5C t -1-7 -9

liurinj Lcr inat i ttl 10 5'
T
f

I

iIl-oundltater, clnco:!rite reci at 33.3' at time o I,,DiiTl
JOB NUMBER
BORING NU MBFR
DATL
PAGE i OF 1
1-i'1-t) j(C-EA
TEST Bs.:.DI21ttiG RECORD
I EPT'I-I DESCRWTIO t; T;., VATION 1'E'JI;TP-- T110N RLOW PER
(FT.) rBI_,()`a '?;II T.) sP, I-NCIII s
U 11 1!1 In In F;r9 1[in
7.i1
6.5
10.5
V ter, Lose (rr :^sh L ?otv? gilt; Pine Io A1" {iw?
i 7dT) :.[? ?? -
V ry Stir, ulrar,ge & lluv,n Pinc to Sandy
CLAY
5-6-171
S[Ltl P[-av Lail Fme i;U d? ?ilt1 C[. ?A
?i
-
nt I Q 5-6_8

CiFo!ltldwater ericounte ed ai I(Y at ornt, G- 1 orlfl1_>.
JOB NL;'AlBUR
BORING NUMBER F3-
DATE ;-14-G7
I':- GL I OF I
- - _ - -
TEST Bf_3II-I1ING Plll"CORD
I EP M
(FT.)
ii.i1 <<
3.4
10
DU]SC RIPTION ELENT--lMON PE, NE l'TL4,TIOIN BLOWS PER
(FT.) ( I.,43`v? a1F P.) SIX INCHUS
A 10 70 40 60 100

c [. ra rl u,ecn , 1n 1 i:. ):ieainn: " ,
Icuut; t i n;e B. o;vn to Gray Clayey Fuse to
le lrut t SAND -,

c
V? 7-R
S[iffCraY5c 33n vvu 1--iiit tia,t?1y Sr]-,, (-LAY CL ''ZI
6-5-9
T?urin:; tenitina;ea ?t 1 i;).?'

l
i
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C
l r
I
1

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l
l
?iJ'L?Liilu«'?t1ZC':f?C1UC)L,C'iICC?L? 3l 4.?? @I LJfT1C t7?'liiH'iCi".
JOB NUMBER i-0-11-0-110-1-FIA
I3OM C7 NUAHBL+ I: 73- 5
YALE F I
v
TEST BORING RI:C't.II:D
DVPITT DFSC'R1P`I'ION FLEVATTON PENETRATION BLOW'S I'UR
(ET.) (FT.) (BLOWS/FT,) -SIX tNCHES
fl Tit If) Jil -('A inn
2.5
6,0
I s.0
15,5
lopso,?
Ll .:'5c t 111h[ Cl1 ?1lh 1-1,11
[U ??{C aL1T1 J ?'sl
,5 \'('

T .,_ ?e T;m S iity ranr -, Lu£.rtic _° .t 73 IS1:1
E
C
r,
-
?rin?> t?.rr?lricta3 1; l5. 3-2-2

1

r h I
1
lrn:?uti?+.vvaterencoui?tertcl al ?.5 at 1 ultr ,?Fhuring.
DAT a-14-07

sz
c
v
c;
IIu
IT
III_
TEST I3d)1 tNG REC0IW
DEPTII DE'SCMPTICDN ELEVATION I U--.N TIZ-A ION BL-0\N'S PER
(FT) (FT.) (BLOWS/11-1'.) SLKLNCHL:S
00 0 10 20 40 60 100
1.3-
3.0
7.0
12.0
15.5
Lm c Tan gilt-., tine u7 `yl J;mii SAND
tic;1 rar fir. + ire ai T Cr , ':` ISM
Cl. , 2-2-2
Ntctnum Jcmc+_'i:a+__ =lave" Fine tc,'.v(zllul1.i
\lc?iui Uense [ ?ra,??;th T .a S!r? 11, Clayey Silty-
Fire Lo Mti d;= SAND SN1 T
! i
9-9-111
Laos SAND S
?
Domig 15.5' __

i

C!-ot:ndwa#er encoumer d ar (; pit Gme o but im-
JOB WMBER 1-07-0302)-EA
B0RING XU IT;F,R 13-
DATE
I'.MA 1 OF l

(m)
3w
To
13,0
?
15,5
TEST BORING IU,,CO-Rf)
DESCRIPTION ELU aTION Pk .NF-.TR:VTT0-N BLOWS PER
(FT.) (-BI,0'kVS/INT.) ;SIX I?lCHES
0 10 ZU 40 50 100
,psull
Ali j ,III si. mi Jli , Fine o '`il,,,d 1 n SAI il)
- -

?`:ry L ns'_ (1rar.?e d'_ 1 C-1.!ye} i in_ [o I L liu:n
SAND
S('
?-
I.
1 g

v _
; = -
U!ow_LM Gr?}' S?lr? F in4 ?.ildL? ti?<i ??

- ---
I 6q -3
I l T[i rl if t: CR?[,12.e FiiIC l'!n11?' •ilY1 I'L.it ?' C:I,
?f1I IIl:, lCI IilI[i:ilL ? S:1 15 204
I
f

I

Jrrlll,lrltti`,awy encomlC a at 37m C One of My.
BORING' i3- S
DATE 3-14-07
PA(E 1 CAP 1

"VEST RORtltiGRECORD
?__
1?El'TIL DESCRITI'1'iCI_ti LLEVA' ION PENETRATION BLOWS PER
(FT.) (BLOC %si F-L) SIX LNC11ES
0 11 (1 -'0 41) 60 100
?:5
TO
13.0
l 5.]

5[i[; F-.,-i Jmm,-- Fin:: Smdy CLAY
C1, 4_4-j

I? 34-1
Firm'Ci y S-, Orange Fine Swidy CI Al Y CL ?

`,!cilium lienS- Or,-ingssh
SAND

i

-
cunn.?.- lanrma c:. a41'? j'

i
3
4-6

f
P
x

{J1OLlIhj?4 iC:1 C1i DLll7CZf% at ' 3[. i[ITC O bocing.
JOB IiNT.''i?'1i??[?!.'{R
1 ]? j 7
BORING 7? :V.`,N HESS
DATE
L AG L 1 OF 1...

B- Q
p
DEPTH
n. p
3.(
7(
I3C
I7.5
-2.0
?7.0
33.0

?Ir: u
TEST BORING REt.OL )
l
0 10 20 40 60 100
BLOWS PER
SLR: LNC,HEs
1 np ? i 1 ?
-- --
? `"?
-
La4,.;c Brc n & Tan Sih m,: ti-L;H
3-3-3
;r,?rc,? ,.,? rlll? `_•ulil:' S,It, ?.L.=;-?? rr? -;

. °
`' r_n
I
O f SZ
linm L'em'C i r.i e `;fi f aJ CI; Silty
Fuse
l1-t}-13

T niii=:: (. r,z,e L- Tan Silt r i -,c ,(J :rCdinn, SAND Si' I

I 3-4-z4

} c )' 1.47 U.iC Z "!'1 ?II`.?' r'„7G ll) Nrtdium SA'Jf) ;I rVI,I ?

a

NIC;lium Der,5c. , r Sli"' tlr C.1ye; 5 't-y ;c to Snl_
','tfdam) SAND
-
I 6-4=7
Medium Dense U., an?e CIS.. y . in- 5AI r) ?
I

i

1 3-5-:$.
., ,., -.

I
k -I
f•
4

;
,

i y
L ?/I
i
VII Had Gray Fine to Mediuiit'.S .idy CL,A1`
,,tv'Pe,KoIcs
I2
50t0"?
3Jri,;e t rJria awA at 40' -
CjrminJ%valcr cncollfliCC"CCI l.tl. n. a( J'frl- Of'17Ui'IhI'.
JOBINUMBER
BORI G ' TUNI TMER B-10
llA1 L 14 -CIS

P, ECORD
DEPTH D SCI?IPTION ELEVATION ITTINT TIC- TION
T-r.) (FT) (BLONYSTT.)
3:0
7`.0
1 '_.:J
15.5
BLOWS PER
SIX'LNC 1 [-,.S
t-
u
r
c.,
r^
JOB NUAIBEP, ?-( )"-030?-E \
BORING NUMBER p,I1
DATE PAGE 1 (X,. 1

y
?iroLinciwauc r ewoumcicd at 6.`)' aT UC[T' of butin

D 13TH
(FT.)
u.1
7.5
110
15.5
DESCRIPTION ITL ATICN PICNIC TIZATION BLOW'S PER
(1' `I'.) (BLONN:SIT'T.) SIB LEI CILES
10 20 40 60 100
1 )soil / S??1
ci-v Lino se fan to CJi Lc Sili'. 'Fmc to i11C1•'.iu[n
[i Y(_'.ivr e -ine to lie t lm S.ail1 y.Siay CLAY C
M,,fdoiii: Dense F%,,J ish, , an ClII_ye_, F n3 tC
`11::dlluln SC y'

i

/
E y

4-7`1

r

i

lrl't7L1!1Q?::;ilCf' Cll?;t}ilCll:c'.C?? at 1.P at Lln-ie i7i ?7C)r!flti;
JOB -NUNBER -E -A
BORING NUMBER B -1
DATE 3 -1 v -0-,
PAGE I (--)F I

E
DELTA
(FT.)
n )
!J
3.0
7.0
12.0
15.5
L T1,,STBOR,I-NG RX C01W
LII ILI: I
DESGRrPTION FLEVATION PENETRATION BLOWS PER
(FT.) (BL,ONVS/ T.) SIX-f- ITES
0 10 20 -10 60 100

2-I t' Ll )?- Cti, CJ 1,,1 }:inu ltt 'f[ )

.i[7; CLAY I I`.
f .
CL -, ?"'t

-

Fil.c <<, ,`-Film
SA D

I?
6-10-13
'v1crl.imn D?:nsc i < r 'An, Fine to a,e 3n;m ; 'I) tib_t

Born;.; fcr-mn;st,ad ;ii. I j T

f

I
I
t1t0!illE-'vi"d1L'f ?i1CUU^i?Ced 1T ?.8 al Liflic of hor,
JOB NUMBER
BORING NUI!'il F-k
DATE
PA GG i OF 1
I;-13
TEST',[ BRING RECORD
0F P'LH LDE,SCRIPTTON
(F-L)
G. C.
1.0
3:0
6.0
Mo

ELEV< TION 'PENETRATION BLMN'S PER
(FT.) (BLClWSIFT.) SI;x IN CIIE-S
t3 ICI 'rn AA r() rn1
T irir Ofanu,i; l T m in-- ti Fidv t `L,,'C,- I:L
-)f all Qe ?.k. Br,,w r gin;; to e!liun ti-?ru:•.

lit`; l?:_A I
-Ll
?

7

1

Star ( rui , S; . J. Fm'- to ML:dulm Sand" cr.AY C'L ".
noose Orri,,i:ii Taa C1ay;v Fin to Medium
SAND _,?; 7
1v()r-a-u
M. d!urn 0 mgish T ,,in lgedium `"?,???i)

S-6-J
t

GI'G!,1Fv±;V3'Ct I I_)'7C CLiTi(: ?)I boring.
JOBNUNIT3ER 1-07-0302-IA
I'sCDRi[NCT ICI '1lil?E P-14
DATE 3- 1-+-07,
PAGE 1 0 I

TEST Bf?IiiNG TZLT0RD
i
DEPTH DESCRIPTION ELE LOTION PENE,TRATiON BI.(;>WS PER
(TT.) (l"%) (BI,ONVS/ T.) SIX INC IES
( M X 19 -fil CA in"
7.0
110
15.5
(7:COll111?1L' 1( 1 C? COllilLe,i'C? t:l 1,6';?( ornc o borl'ThT
Veu L.cosc Tan S: l_fCrt,'il(I}'r??
I

Qi --
still t1 1, ;.' & bi0 `ll 1-m
=
LLA'_'
CL

1

N[ci im Cie o-e Or I, ?e a: Lleml B.i r: ('ial ? :ins
?. 4-6-7
--iG-lO
Loos- im' ?'? Grap,?il!.: F ??_ ? LI•iL?- ,m o
ri ,I
Boring Ccmnin acd al 1 ` 51 . C 4-4-4,

l
[

Ii
JOB NLINIBER 14-)-;7-U-)02-1-1:,)
BORING NUMBER B- I
DATE, 3-14-i;,

t

FfT BOMNG ItECOI?I)
©.C
LQ

I,1,_
2[).S
DLSCl:1PT1pN" 1iJL,EV TCO PE'N-m'i;Lik'riON BLOWS PER
(Fl") (BLOWS/FT.) SIX INCHRS
0 10 741 411 (11) 100

?ufl lrolvn 2 iha:; e S.ir (,1 s,Y Cl - -
i
,V.rdiun Ue ?? ( h in rs'? T:'n ('1r.;t:a
%hejnlm SAND ,C

l?

Suf G-EaY & Tan k'lnc Snlldy S: CLAY t l"I
?i 3-4-6

Boring tercninatcd :tt 2G S'

3

GrDI_t UTuVatet- c"countcral d, ;' at time of bor-inJ.
JO.B'NUNIBFR -?-i?-U3ri -1_:_
BORING NU-NIBFR P 6
T)ATE 2' -1-1. -(i
PALL I OF l
.-
ON
lift

(D
Geo Te
td t
DATE:
NO i E.S
chna{ag es, Inc.
1-07-0'302-EA
3/28/2007
PROCTOR DATA:
poi
Opt. P:1,,iistu:e =
SOIL DESCRIPTION
CBR DATA SHEET
JOB NAME: SUr1Se; ! ako Retail
SAMPLE I.D. B-5 DEP s H: 1-3'
TEST FROCEDLIPE; AS iii 1) 698
Max. Drv Dprvsity = 121.5 PCF
Dark: Cray Silty Sang
C13R SPECIMEN DATA swell Data
tviOl.TURE CONTENT l 7•'', Irl'sllak Reading 0.0 0
,,%'E :T iEI,JSIT'( 1312-7 !os,,,,s ft- Final Reading 0,070
?
CRY DENSITY
1^ 1 L' ' s 1
cts.ft. IG'lold Height q609
COi:1PF,CT!0rl 99.5 10 1 e '."JUII 0.00
LOAD CELL 2000 LB.
RATE OF DEFORMATION 5 inimir..
SIJ C .=1RGE USED 10Ibs.
700,0
000.0
500.0
400.0
300.0
200.0
100.0
0.0
0.00E 0.100
I
0.200 0.300 0.400 0.500 0,000
j CBS: o.1' 30.0 i
I
E C B R i J.2k 1 .9 j
S „ELL 9.0
I'
.:' _ . _ m
135

1 Y
Jab No: 1-07.-03.02-EA
Date: 3128107
-- -
13U I - - ' _ Job Name: Sunset Lake Rd. Retail
? ,• Joie Locution: Fug1say Varina, North Carolina
--- - - I
Boring No:
B-5
-
_
i
• - Sample No: Bad
125 Depth:
)
?
'
..._ TEST RESULTS

Method of Test: ASTM D 698
120 F
f 1
Maximum Dry Density:: 121.6 PCF

O
timum Moi
t
C
t
t

_
? ?? I r I \I p
s
ure
on
en
:
_ ? ) ?
r _, -Ott-_-}••
1?_-.. Natural Moi
t
C
21
t
4%
t

u
f
s
ure
.
on
en
:
..._...
11 - _ I
Atterberg Limits: I
L PI
J ._

\ Soil: Description: Darin Gray Silty
-Sand
j
?, 11 Q ;

b
r. •}

•
c? -
W 105 -f
I
100
H --I
f
CURVES OF 1909,1 SATURATION
9,rj FOR SPEC;FIC GRAVI 1- EQUAL TO:
t I
1 I. ?
I ? ? 2.80
270
9Q
- 2,60
1 I ?? 1
-LLL
I I
80 I
I ? fi. I
0'
. I I??-I-?? 1TT?f?' ?r
'15 20 25 30
WATER CONTENT (Pr ruent Dry Weight)
MOISTURE-DENSITY" RELATIONSHIP
Goo-Cechnologies, [tic. PA
5

Width of VFS
Eievaton ?t do°vnslcpo base o, level lip
Elevaton at the end of To VFS that Is farthest from the LS
Slop o (frcT5 love! lip to the end of the VFSr
Are any draws present in the VFS?
Is here a collector swale at the end of the VFS?
Bypass System Decign (if applicable)
Is a bypass system provided?
Is there an engineered flow splitting device?
Dimer!sions of is channel (see diagram below):
ltd
B
VJ
y (Row depth fcr 14-year storm)
freeboard. (during the 10-year storm)
peak velocity in the channel during the 10-yr storm
Channel lining material
Ores the bypass dischargo through a vreiland?
Doris Ire channel enter the stream at an angle?
Explanation of any " Othei" responses abovs
ft.
card
fm51
a?
(Y or N)
C( or N)
(Y or N)
(Y or N)
ft
fit
ft
ft
ft
ftrsec
i
FIWI uric.
(Y cr N)
[Y ar N)
W
? z
5.2Cbo0n,I ldrrinn_ the" I-Actin
°-------b 1
M lti
t ----------
M
111 1. REQUIRED ITEMS CHECKLIST -- - ??
EDIT 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. Inihai in the space provided to indicate the following
resign requirements have been met. If the applicant has designated an agent; the agent may initial below- If a requirement has riot been met, attach
justification.
Requried ltem:
1. Plans (1" - W or larger) of the entire site shovJng:
- Design at ultimate btw".d-cut,
Oft-site dranage (if applicable),
Delineated drainago basins (includo Ref oval C coefFcient per basin).
Forebay (i€ appGcab!el,
High floe; bypass system,
-Maintenance access,
Proposed drainage easement end public right of way (ROVJ), and
Bounder es of drainage easement.
Initials Page or plan sheet number and any notes: _
L' .
Form 5VV401 - LS-VFS -2Rlov2s010-Rev.8` [rite 2 of 3
Pion details i l" = 30' or larger} for the level spreader shotuing:
- For ebay (f applicable),
High flow bypess system,
Ono foot topo lines beha'een the level lip and top of stream bank,,
Proposed eminage easement and
- Des?gn at ultmate build-out.
3. Section view of the level sareader (V = LD' or larger) shovAng'
- Underdrin system (if epp':icabic),
- Level lip,
Upslope channel, and
Downs!ope, filter fabric.
A; Plan deteiis of the flow eplittingdovice and supporting calculations (if applicable)
5. A construction saruence that shows how the level spreader wiltbe, protected from
sediment until the enGm drainage area is stabil¢ed.
6. If a non-engineered VFS is bcing used, than provide a photograph of the V=S showing
that no draws are present
7. The supporting calculaflons.
8. A copy of the signed and notarized operatdon and maintenance (OW) agreement

' i
s
Form 5W401 - LS-VFS - 28Nou 010 -Rev.8 page 3 of 3
1
r i
STORMYVATER MANAGEMENT PERMIT APPLICATION FORM
401 C;ER-1IFICATION APPLiCATiON FORM
LEVEL SPREADER - VEGETATED FILTER STRIP (LS-VFS) SUPPLEMENT
This form must be compietely File) out, printed, indfaled, R irf suba ifted.
I. PFtf?JEC71hJFORMATION ---
Proies[ name Gen°_rai ons 11. LLF Spare Parrelfs
rContact name Doll Vviggins
Phcm..e number 919.333.1212

Dale _
'Jamh 21, 2011
Drai+ age am a number
- 2
--- ---
IJ. DESIGN INFORMATION
The puipose of 111e LS `JFS Buffer Rule: Diffuse Flow
Sto mwater entc LS=J; S from A 3M P
Type of VFS Wooded stofwmator seiback (slop ,3 <:a°v)
Exph natlen of any "tether" rCSpen5e5 r:Uove
If Stormwater Enters be LS-VFS from tha Drainage Area
D Insgq arEa
Jmp moms surface area
Percent impervious
Rational C crretzident
Peak flow from 41!1 1 ilvhr storm
Time of ccnorntmticn
Rainfall intensity, 1 Q-yr Slonn
Peak flow from tho 10-yl- SIC!M
Design storm
Mlaxlrnu,m cmc;unf of flo'vi ulr ectcd to rf e ,_S-VFS
Is a flaw 1;y7>ass sy'-em go', no to be used?
Explanation of any Tthet' resrons s above
fk' C?'V.i fl-.7r:Ie
C•? ?i -?T 1 I? lh :, - r; ilk of -h,= kfr-,
°l/tt [hc'Cirn

cfs t)p r')[ Ci 7' plctE 'r6 G CLCin 6i iil° iCilli
min Iii r::% CC rplele ihl S CI: IIl:l rll-' .;rlTl.
IrlA-.,"
- _l r: rut ihl= :_CIil :,f in' $;l-m
ds 0r, not con F tc 1:11., ._? u,,1, t i ?")[m
Pick one:
cis D., noI c,;1 _. tJ ?' , li n ;, f :rrrr
(Y" or N) t;n nni ccrnrl Wit- lnis _ec ierr el l l b t,<
If Stormwater Enters the LS-VFS from a IBMP
Type of B M P Wet defenL'on pond
Peal; dmisharga from the MY during the design atcrrn 0-15 fs
?oak dlscl-err,: from the BNIP durng 111e 10-year storm 034 cfs
t ax m ini capacity of a 100-fool long LS-'JFS 2 cis
Taal; flow dimcted to the _S-VFS 0-34 cfs
Is a flow uyposs system g: ng to bu us°d? Y ? +y or
EXpens ion cI any 'CIingr responses above
LS-VFS Design
Foiet;ay surface er::a p sq fl
Depth of forc-bay at stor water entry point n
f utli of forEt,ay at stoinimalel exit poin' in
Feet of level lip F.eecNd per cis 50 ftlcfs
Gamputed minimum tat-gth. of 11-.. eve! lip nc-aiad t.
tf
f=., ;?%IA61 - I_S-VFS .. 29ND,,201D-Rav;81 pan '! of J
Length of level I :?
Widen of VFS
Elevaiior! at bcmis'.^p• base of ievel lip
Eeva[ion at i;ic erid of [he VF5 thai is fartht,,st from 'he L
Slog (front Ievel Gp to Lhe end of ?'Te VFS)
A.rc any dfaws present in ine VFS?
fs lherY a collector s rr••lo at G 1.2 er:d of the VF,,,?
Bypass System Design (if applicable)
Is .:, hypasc syatctn pm,, .dcd?
Is ihue an ergine=,red flow sp.tlrng device?
Dimensions of the channe! (see ciagram below).
f.I
CZ
W
y (flow depth fc; 10-y?:,ar storm)
freeboard (d:!ing the 10-year sf.c ?1)
Penh ve°ocily in the channal curing fhc fu-yr stole
Channel lining material
Does the bypass o scharlro through a w?!land?
D> s 67e charnol enter the stream at an angle?
EKplanation of any 'Olhe,' r: spcrr,es above
35 ft
m $
°1'31.95 tn?sl
^
381.00 tms!
1.50
n ", gar N)
n (Y or N)
Level spreadar ',n it -i
Ci'
Y (Y or N)
y (Yorh1)?°oac Fr C. f!lar d !E_Iso!! _v? .; Lll ?..?n-7?7g cafes:
ft
ft
ft
ft
ft
ftisec
pe ara: J
(Y or N)
Ul N)
For IS' ter strrtns a control box will dmcf lager stanns to a riF-r,.p dissipat O.- ^ad

? fi.eal??,rrd i,ituua?a d?? ifJ-t?r s!n[;n1
? S'Ic!1]111i?tl?: jlr-?,'r pti?11F31 '
Ivf tt?#

EDIT- Please indica!e. iha page or plan shert,iumhers where the supposing documentation can be. found. An incomplete subrnittai package wijl result in
a -equestfor additional information. This will delay final review and approval of the project Initial in the spece provided to indicate the following
design requirem ,pts have beets meL If the applicant has designaled an agent, the agent may initial be:ow. 1f a requirement has nest bean met, attach
jus6ffcadon,
Requried Item: Initials Page or plan sheet numberand any notes:
Form SVV40 t - LS-VFS - 291•ICv201o - Rav.B
page 2 of 3
Phase 2--3-17-11 Type 1124-hr Rainfall= 1. tit?"
Prepared by GEORGE FINCH/BOhlEY AND ASSOC. Page 1
HYdroCADCD 7.00 s/n 002626 C, 1586-2003 Aoplied Micracomputer SVstems 3123/2011
Pond 3P. RETENTION POND
In low Area = 0.600 ac, Inflow Depth ?- 0.50"
Inflow - 6.08 cfs cz 11.96 hrs. VOIUme= 0.277 of
Outflow _ 0.15 cfs (c7 15°19 hrs, Volume= 0.265 af, Rtten= 97`:U, Lag= 193.8 min
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Secondary - 0,1 s c;fs @ 15.19 hrs, Volume= 0.265 of
Routing by Stor-Ind method, Time Span= 0.00-72.00 his, dt= 0.04 hrs ! 3
Peak Eiev= 384.04' @ 15.19 hrs Surf.Area= 15,716 sf Storage= 7,561 of
Plug-Flow detention time= 718,8 min calculated for 0.265 of (96% of inflow)
Center-of-Mass det. time= 695.7 min ( 1,524.4 - 828.7 )
Invert Avall.Storage Storage Description
i 383.50' 63, 421 cf Custom Stage Data (Pyramidal) Listed below
Elevation SurfArea 1nc.Store Curn.Stcre V1fet.Area
(feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft)
383.50 12,095 0 0 12,096
384.00 15,631 6,913 6,913 15,639
385.00 17,836 16,721 23,634 '17,904
386.00 201175 18,993 42,628 20,307
386.50 21,000 "10,293 52,921 21,180
387-00 21,000 10,500 63,421 21,470
Routing Invert Outlet Devices
1 Primary 382.60° 30.0" x 60.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500
Outlet Invert= 382.10' S=0,00837 n=0.013 Cc= 0.900
2 Secondary 383.50' 3.0°' Vert. Orifice/Grate C= 0.600
3 Crevice 1 384.40' 4.00' x 0.33' Vert. Orifice/Grate X 100 C= 0.600
4 Device 1 385.15' 2.00' x 2.00' Horiz. OrificelGrate Limited to weir flow C= 0.600
5 Secondary 385.70` 10.0' long x 6.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00
3.50 4.00 4.50 5.00 5.57
Coef. (English) 2.37 2.51 2.70 2.68 2.68 2,67 2.65 2.65 2.65 2.65 2.60
2.66 2.67 2,65 2.72 2.76 2.83
Primary OutFibw Max=0,00 cfs @ 0.00 hrs I-VV=383.50' (Free Discharge)
4-1=Culvert (Passes 0.00 cfs of 4.59 cfs potential flow)
3=Orifice/Grate ( Controls 0.00 cfs)
=Orifice/Grate ( Controls 0.00 cis)
Secondary OutFlow Max=C.15 cfs @ 15.19 hrs ldVV=384.04' (Free Discharge)
L:Broad-C Orifice/Grate (Orifice Controls 0.15 cfs G 3.1 fps)
re sted Rectangular Weir ( Controls 0.00 cfs)
Phase 2--3-17-11 Type 1124-hr ! ainfafl-1.00"'
Prepared by GEORGE FINCHIBtONEY AND ASSOC. Page 2
HydroCADO 7.00 s/n 002626 D 1983-2003 Agpiied Microcomputer Systems ;3123/2011
Pond 3P. RETENTION PONF)
Hydrograph
u_ fed LF
6
Area;;--6.600 ac
Peak Mev;-!?,3$4.04'
i
e orage?7, 1 of
Q
2-
?.a.la?rs
_0.00 fis
Intl ovr
-- Outflow j
Losnl ?fy li
0 4 6 Fj 10 12 1.1 16 le 20 22 11 La S 30 32 34 36 .
_38 40 42 44 46 40 50 52 51 56 55 60 62 64 G;, G9 70 r2
Time (hours)
Phase 2--3-17-11
T'y'pe Il 24-hr ,Rainfal1=7.00"
Prepared by GEORGE FINCH/'BONEY AND ASSOC. Page 3
i WroCADG0 7.00 s/n 002626 '_D 1986-2003 Appiied i'vliicrocomputer_12?;ste_ms :3/23/2011
Hydrograph for Pond 3P: RETENTION POND
Time Crtfiow Storage Eievation Outflow Primary Secondary
!hours) (cfs) icuhit.-feet) _ (feet) (cfs) (cfs) (cfs)
0.00 0.00 --0 383.50 0.00 0.00 0.00
2.00 0.00 0 363.50 0.00 0.00 0.00
4.00 0.00 0 383.50 0.00 0.00 0.00
6.00 0,00 0 383.60 0.00 0,00 0.00
8.00 0',00 0 333,50 0.00 0.00 0.00
10.00 0,04 87 383.51 0.00 0.00 0.00
1200 . 5.27 4,689 383.84 0.11 0.00 0.11
14.00 0.20 7,472 334.03 0,15 0.00 0.15
16.00 0.12 7,520 334.04 0.15 0.00 005
18.00 0.10 7,228 384.02 C.15 0.00 0.15
240.00 0.07 6,783 383.09 0.14 0.00 0.14
22.00 0.07 6,269 383.95 0.14 0.00 0.14
24.170 0.06 5,774 383.92 0.13 0,00 0.13
26.00 0.00 4,921 383.86 0.11 0.00 0.11
28.00 0.00 4,156 383.80 010 0.00 0.10
30.00 0.00 3,495 383.75 0 Ott 0.00 0.08
32.00 0.00 2,939 383.71 0.07 0.00 0;07
34.00 0.60 2,493 383.68 0.05 0.00 0,05
36.00 0.00 2,143 383 65 0.04 0.00 0.04
38.00 0.00 1,868 383.64 01.03 0.00 0.03
40.00 0.00 1,647 383.62 0.03 0.00 0.03
42.00 0.00 1,470 383.61 0.02 0.00 0.02
44.00 0.00 1,324 383.60 0.02 0.00 0.02
46.00 0.00 1,201 383.59 0.02 0 00 0.02
48.00 0.00 1,091 383.58 0.01 0.00 0.01
4000 0.00 1,010 383.57 0.01 +0.00 0.01
52.00 0.00 536 383.57 0.01 0.00 0.01
54.00 0.00 870 383.56 0.01 0 00 0.01
56.00 0.00 811 383.56 10.01 0.00 0.01
58.00 0.00 759 383.55 0.01 0.00 0.01
60.00 0.00 712 383.55 0.01 0.00 0.01
62.00 0,00 670 383.55 0.01 0.00 0.01
64.00 0.00 632 383.55 0.00 0.00 0.00
66.00 0.00 598 383.54 0.00 0.00 0.00
68.00 0.00 568 383.54 0.00 0.00 0.00
70.00 0.00 541 383.54 0.00 0.00 0.00
72.00 0.00 517 383.54 0.00 0.00 0.00
G C
ire

Post
nRETENTIOINPOND

,\Sub at/ ±ona ink6
Phase 2--3-17 -11 TYPe t! 24-hr Rainfall=3.00„
Prepared by GEORGE FINCH/BONNY AND ASSOC. Page 5
HydraCADr? 7.00 slr? G0262o 1956-2003 ?Oaplied P?icrocomputer SVslenis 3/23/2011
Time span=0.00-48.00 hrs, dt=0.04 hrs, 1201 points
Runoff by SCS TR-20 method, 1. H=SCS
Reach routing by Stor-Inds-Trans method Pond rolLiting by Stor-Ind method
Subcatchment 9S pre
Subcatchment 2S: Past
Subcatchm,ent 3S: Pond
Runoff Area=S. 750 ac Runatf Derxth=1.07
Tc=5.0 min CN=;7 Rr,noff=13.21 cfs 0.602 of
Runoff Area=6750 cc R! rnoif napth=2.25„
j c=7.0 min CN=93 Runoff=26.15 cfs 1.268 of
Runoff Area=6.600 ac, Runoff Depth=2.35"
1-c=5.0 min CN=94 Runoff-2629 cfs 1.293 of
Pond 3Pa RETENTION POND Peak Elev=-385.02' Storage=24,011 c; Inflow-26.29 cis 1.293 al
Primary=12.79 cfs 0,734 of Secnrlda;y=0.28 cfs 0.508 of 0utfi0W=13.03 cfs 1.240 of
Phase 2--3-17-11 Type 1124-hr Rainfall=3. 00"
Prepared by GEORGE FINCH/BQNEY AND ASSOC. 'age >J
HydroCAD(E) 7.00 s/n 002626 O 1986-2003 A lied d?icrocomputer $ysferns 3/23/2011
Subeatehment 1S: pre
Runoff 13.21 cfs @ 11.96 hrs, Volume= 0.602 af, Depth= 1.07„
Runoff by SCS TR-20 rnethod, UH=SCS, Time Span= 0.00-48.00 firs, dt= 0.04 hr-
Type II 24-hf Rainfall=3.00"
Area (ac) GN Description
2.500 79 Pasture/grassland/range, Fair, HSG G
4.250 76 lAloods/grass comb., f=air, HSG C
6.750 77 ?Neighted Average
Tc Length Slope Velocity Capacity Description'
rnin? lfeet) rLft/ft) (fffsec) (cfs)
5.0 Direct Entry,
Subcatchment M pre
Hydrograph
14
13
1
II
10
s
B
3
fl
LL
U
J'
4'
3
2
1
0
Type 11 24nh
2 4 3 9 10 12 14 1G 1t9 20 2. 2 24 26 28 ,0 32 34 36 3 8 4, 49 kd Gr GR

I-line (hours)
Phase 2--3-17-11 Type !l 24-hr Rainfail=3.00
prepared by GEORGE FINCH/BQNEY AND ASSOC. Page 7
HVdro(--AD®7.00 _q/ n 002626 1936-2003 Applied Microcom ..uter S sterns 3/23/2011
Hydrograph for Subcatchment IS: pre
Time P reciP. Excess Runoff
(hours) (inches) Ouches) (cis)
0.00 0.00 0 00 0.00
0.80 0.02 0.00 0.00
1.60 0.05 0.00 0.00
2.40 0.08 0.00 0.00
3.20 0.11 0.00 0.!00
4.00 0.14 0.00 0.70
4.80 0.18 0.00 0.00
5.60 0.22 0.00 0.00
6.40 0.25 0.00 0.00
7,20 0.31 0.00 0.00
8.00 0.36 0.001 0.00
8.80 042 0.00 0.00
9.60 0.50 0.00 0.00
10.40 0.60 0.00 0.00
11.20 0.75 0.01 0.15
12.0D 199 0.44 11.77
12,80 2.28 0.60 0.90
13.60 2.41 0.69 0.56
14.40 2.50 01.74 0.44
15.20 2.58 0.70 0,38
16.00 2.64 0.83 0.31
16.80 2.69 0.86 028
17.60 2.74 0.90 0.26
18.40 2.7 8 0.92 0.23
19.20 2.82 0.95 0.21
20.00 2.86 0.97 0.18
20.80 2.89 0.99 0,18
21.60 2.92 1.01 0.17
22.40 295 1.03 0.17
23.20 2.97 1.05 0.16
24.00 3.00 1.07 0.16
24.80 3.00 1.07 0.00
1,5.60 3.00 1.07 0.00

.40
26
3.00
1.07
0.00
27.20 3.00 1.07 0.00
28.00 3.00 1.07 0.00
28.80 3.00 1.07 0.00
29.60 3.00 1.07 0.0D
30.40 3.00 1.07 0.00
31.20 3.00 1.07 0.00
3200 . 3.00 1.07 0.00
32.80 3.00 1.07 0.00
33.60 3.00 1.07 0.00
34.40 3.0 Q 1.037 10.00
35.20 3.00 1.07 0,00
36.00 3.001 1.07 0.00
36.80 3.00 1.07 0.00
37.60 3.00 1.07 0.00
38.40 3.00 1.07 0.00
39.20 3,00 1.07 0.00
40.00 3.00 11.07 0.00
40.80 100 1.07 0.00
41.50 3.00 1.07 0.00
Time Precip. Excess Runoff
(hours) (inches) (inches) cb:s)
4140 3.00 1.07 0.00
43.20 3.00 1.07 0.00
44.00 3.00 1.07 0.00
44.60 3.00 1.07 0.00
45.00 3.00 1.07 0.00
46.40 3.00 ? 07 0.00
47.20 3.00 "07
0. 10
48.00 3.00 1.07 0.00
Phase 2--3-17-11 Type// 24-hr- Rainfall=0.00"
Prepared by GEORGE FINCHIBONEY AND ASSOC. Rage 8
HydreCAC,!9 7.00 s/n 082626 E) 1986-2023 Applied fUicrocomrnuter S stenjs 3!23/2011
Subcatchment 2S: Post
Runoff 26.'15 cfs @ 11,96 hrs, Volume 1 268 af, Dypth 2.25"
Runof=f by SCS TR-20 method, U,H=SCS, Time Spar= 0.00-48.00 hrs,_dt= 0.04 hrs
Type Il 24-hr Rainfall=3.00"
Area ac} Cpl Description
5.35+0 98 Paved parking & roofs
1.400 74 >75% Grass :over, Good, HISG C
61 750 93 !Weighted Average
Tc Length Slope Velocity Capacity Descripticn
;min' (feet) (ff/ft?l (ftlec? (cf71
5.0 Direct Entry,
Subcatchment 2S: Post
Hydrograph
2d
2
2
2
2
t
1
?
2s1-5 rs
_6
Type 11 24-hr
2 aWa H=3.00"
Runoff area =6.750 ac
6 Runoff VoWme®1.268 of
4 Runoff Depth=2.25 "
Tcc?5.® m, in
L'
CN-3
8
g
q
-rE
u iu 4? ca a u iq 38 40 42 44 46 48
Time (hogs)
Phase 2--3-17-11 Type 1124-hr Rainfall=3. 00"
Prepared by GEORGE FINCH/BONEY AND ASSOC, Page 9
H dy rogCAUD 7190 s/n 002020 C(,,) 1986-2003 Applied Microcon, putcr Systems 3/23!2011
Hydrograph for Subcatchment 2S. Post
Time Precip. Excess Runoff
(hours) (incises) finches? __ cfs)
0.00 0.00 0.00 0.00
0.80 0.02 0.00 0.00
1.60 0,05 0.00 0.00
2.40 0,06 0.00 0.00
3.20 17.11 0.00 0.00
4.00 0.14 0.00 0.00
4.80 0.18 0.00 0.02
5.60 0.22 0.01 0.05
6.40 0.26 0.011 0.09
7.20 0.31 0.03 013
8.00 0.36 0.05 0.17
6.80 0.42 0.07 0.21
0160 0.50 0.11 0.35
10.40 0.60 0.17 0.58
11.20 0.75 0.27 1.17
12.00 1.99 1.30 21.93
12.80 2.23 1.57 1.43
13,60 2.41 1.70 0.89
14.40 2.50 1.78 0.67
15.20 2.58 1.85 0.56
16.00 2.64 1.91 0.45
16.80 2.69 1.96 0.41
17.60 2.74 2.01 0.37
18.40 2.78 2.05 0.33
19.20 2.82 2.08 0.30
20.00 2.86 2.12 0.26
20.80 2.89 215 0.25
21.60 2,92 2.17 0.24
22.40 2.95 2.20 0.23
23,20 2.97 2.23 0.22
21.00 3.00 2.25 0..22
24.80 3.00 225 0.00
25.60 3.00 2.25 0.00
26.40 3.00 225 0.00
27.20 3.040 2.25 0.00
28.00 3.00 2.25 0.00
28.80 3.00 1.25 0.00
29.60 3.00 2.25 0.00
30.40 3.00 2.25 0.00
31.20 3.00 2.25 0.00
32.00 3.00 2.25 0.00
32.50 3.00 2,25 0.00
33.60 3.00 2.25 0.00
34.40 3.00 225 0.007
35.20 3.00 2.25 0.00
36.00 3.00 2.25 0.00
36,.80 3.00 2.25 01.00
37.60 3.00 2.25 0.00
381.40 3.00 2.25 0.00
39.20 3.00 2.25 0.00
40.00 3.00 2.25 000
40.80 3.00 2.25 0.00
41.60 3.00 2.25 0.00
Time Precip. Excess Runoff
(hLiurs) {inches} finches; (cfs)
42,40 3.00 2.25 0.00
43.20 3.00 2.25 0.00
44.00 3.00 2.25 0.00
44.80 3.00 225 0.00
45.00 3.040 2.25 0.00
46.40 3.00 2.25 0.00
47.20 3.00 2,25 0.00
48.00 3.00 2.25 0-00
Phase 2--3-17-11 Type 11 24-hr Rainfall-3.00°
Prepared by GEORGE FINCH/BONEY AND ASSOC, Page 10
HydreCADCR) 7.00 s/n 002626 QD 1986-2003 Ao lied hticrocomputer Systems 3/23/2011-
SUbcatchment 3S Pond
Runoff = 26.29 cfs @ 11.96 hrs, Volume= .293 af, Depth= 2.35
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs_ dt= 0.04 hrs
i ype 11 24-hr Rainfali=3.00"
Area (ac) CN Description
5.1735 98 Paved roads w/curbs & sewers
1.08'3 74 >75% Grass cover, Good, HSG C
0.410 98 Road Imp
0.072 74 Road Perv
6.600 94 Weighted Average
Tc 'Length Slope Velocity Capacity Description
(min) {feet) Of[) (tt/sec) (cfs)
5.0 Direct Entry, PARKING
ubcatchnnent 3S: Pond
Hydrograph
U
r
u.
20-
26 25 cfs
24 Type H 24-hr
22- Ranfall?=3.00 °
,U Runoff Al ew-=6.6G0 ac
Runoff Voiume=i.293 of
14
Runoff Depth92P35"
D CNm 4
6
ti
2 6 B 10 12 14 1h iF 7ri 'a^ 74 ?R _)A 3C -11 a-1 ;R 10 10 sI iI '16 4;

Time (haurSl
Phase 2--3-17-11 Type 8 24-hr Rainfall=3. 00"
PFepared by GEORGE FINCH/BONEY AND ASSOC. Page 11
HydreCAD«7 7.00 s/n 002626 n 1986-2003 Applied Microcomputer Systems 312 3120 1 1
Hye rograph for Sahcatchment 3S: Pond
i irre Precip. Excess Runoff
hours) (Inches) (inches)
0.00 0.00 0.00 0.00
0,80 0.02 0.00 0.00
1.60 0.05 0.00 0.00
2.40 0.08 0.00 0.00
3.20 0.11 0-c-ci 0.00
4.00 0.14 0.00 0.01
4.80 0.18 0.00 0.04
5.60 0.22 001 0.08
6.40 0.26 0.02 0.12
7,20 0.31 0.04 0.16
3.00 0.36 0.06 0.20
8.810 0.42 0.09 031
9.60 0.50 0.14 0039
10,40 0.60 0.20 0.63
11.20 0.75 0.31 1.23
12.00 1.99 1.39 22.03
12.80 2.28 1.66 1.43
13.60 241 1.78 0.39
14.40 2.50 1.87 0.66
15.20 2.58 1.94 0.56
16.00 2.64 2.00 0 45
16.80 2.69 2.05 0.41
17.601 2.74 2.10 0.3 '
18.40 2.78 2.14 0.33
99.20 2,82 2.18 0.29
20,00 2.86 2.21 0.25
20.80 2.89 2.24 0.24
21.60 2.92 2.27 0.24
22.40 2.95 2.30 0.23
23.20 2.97 2.32 0,22
24 00 3.00 2.35 0.21
24.80 3.00 2.35 0.00
25.60 3.00 2.35 0.00
26.40 3.00 2.35 0.00
27.20 3.00 2.35 0.00
28.00 :1.00 2.35 0.00
28.80 3.00 2.35 0.00
29,60 3.00 2.35 0.00
30.40 3.00 2.35 0.00
31.20 3.00 2.35 0.00
32.00 3.00 2.35 0.00
32.80 3.00 2.35 0.00
33.60 3.00 2.35 0.00
34.40 3.00 2.35 0.00
35.20 3.00 2.35 0.00
36.00 3.00 2.35 0.010
36.80 3.00 2.35 0.00
37,60 3.00 2.35 0.00
38.40 100 2.35 0.00
39.270 3.00 235 0.00
40.00 3.00 2.35 0.00
40.30 3.070 2.35 0.00
41.60 3.00 2,35 0.00
1me Precio. Excess Runoff
(hours) (inches) (inches) cfr}
L
42.40 3.00 2.35 0.00
43,20 3.00 2.35 0.00
44.00 3.00 2.35 0.00
44.80 3.00 2.35 0.00
45.50 3.00 2.35 0.G0
46.40 3.00 2.35 0.00
47.20 3.00 2.35 0.00
48.00 3.00 2.35 0.00
Phase 2--3-17-11 Type El 24-hr Rainfall=3. 0"
Prepared by GEORGE FiNCI-11IE3ONEY AND ASSOC. Page 12
HydroCADIO 7.00 sin 002626 (D 1985-2003 Applied Microcor cuter S stems 3/23/' 2011
Pond 3P: RETENTION POND
Inflow Area = 6.600 c, Inflow Depth = 2.35"
Inflow = 26.29 cfs n 11,96 lirs, Volume= 1.293 of
outflow m 13.06 cfs O -12.05 hrs, Volurr7e= 1.240 af, Atten= 50%, Lag= 5.5 min
Primary = 12.79 cfs a@ 12.05 hrs, Volume= 0.734 of
Secondary - 0.28 cfs @ 12.0-5 hrs, Volume- 0.506 of
Routing by Stor--Ind (method, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs 13
Peak Elev= 385.02' @a 12.05 hrs Surf.Area= 17,882 sf Storage= 24,011 cf
Plug-Flow detention time=331.2 min calculated for 1.239 of (96% of inflow)
Center-of-Mass det. time= 308.0 min ( 11093.0 - 785.1 )
## Invert Avail.Storage Storage Descri ption _
1 383.50' 63,421 cf Custorn Stage Data (Pyramidal) Listed below
Elevation Surf.Area lnc.Store Cum.Store Wet.Area
(feet) (sq-ft) (cubic feet) (cubic-feet) (sq-ft)
38,x.50 12,096 0 0 9 a 2,09f6
384.00 15,631 6,913 6,913 '15,639
335.00 17,836 '16,721 23,634 17,904
386.00 20, 175 18,993 42,628 20,307
386.50 21,000 10,293 52,921 21.180
387.00 21,000 10,500 63,421 21,470
Routing
1' Primary
Invert Outlet Devices
382.60'
30.0°" x 60.0° long Culvert RCP, sq.cut end projecting, Ke= 0.500
Outlet invert- 332.10' S= 0.11083 Y n=0.013 Cc= 0.900
3.0" Vert. OrificelGrate C= 0.600
4.00',c 0.33' Vert. Orifice/Grate X 3.00 C= 0.600
2.00' x 2,00' Horiz. Orifice/Grate Limited to weir flow C= 0.600
10,0' long x 6.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3,00
3.50 4.00 4.50 5.00 5.50
2 Secondary 383.50'
3 Device 1 384.40'
4 Device 1 385.15'
5 Secondary 385.70'
Coe,f. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66
2.66 2.67 2-89 272 2.76 2.83
Primary OutFlow Max=112.72 cfs L 12.05 hrs HUV=385.02' (Free Discharge)
'?---1=Culvert (Passes 12.72 cfs of 23.08 cfs potential flow)
3=OrificefGrate (Orifice Controls 12.72 cfs @ 3.2 fps)
-(0rificelGrate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.28 cfs @ 12.05 hrs HIN= 385.02' (Free Discharge)
H=OrificelGrate (Orifice Controls 0.28 cfs @ 5.7 fps)
5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Phase 2--3-17-11 Type 1!'24-hr Rarnl-ail=3.00"
Prepared by GEORGE FINCHIBONEY AND ASSOC. Page, 13
Hydrc,CAD;?, 700 silt; 002626 {o 1986--2003 ADF ied Microccmi)ut--r Systems 3123/2011
Pond 3P; RETENTION POND
Hydragraph
a'
u-
28 29 cfs

M. inflow Arad,] 6. 01 0 ac
Peak Eulev=38,15.02'
i0
3 Storage=24,0111 c,,f

6- •
4 2.79 rfs

5- rFi
ti-
4
k
'. !
cf,

- Info•,v
- OL, 1-•
Prirnar:
- c^ZenLFV
u 4 q _ o 1u :z .r 10 i _U '; 2h i,6 .'iii 32 34 SG 35 40 42 44 46 4Fi
Time (hours)
Phase 2--3-17-11 Type l! 24-hr Rainfall=3.00"
Prepared by GEORGE FINCH/BONEY AND ASSOC. Page 14
HydreCAD@J 7.00 s!n 002F26 0 1936-2003 Applied Microcomuutar S ;ns 3/23/20,11
Hydrograph fo. Pond 3P, RETENTION FOND
Time Irf1aw Storage Elevation Outflow C rimary Secondary
(l, Iours) (cis) (cubic-feet) (feat) (cfs) (cfs} _ _(r?fs
0.00 0.00 0 383.50 0.00 0.00 0,00
2.00 0.00 0 383.50 0.00 0.00 0.00
4.00 0.01 6 383.50 0.00 0.00 0.00
6.00 0.10 370 383.53 0.00 0.00 0.00
8.00 0.20 1,364 383.1307 0.02 17.00 0.02
10.00 0,48 3,381 383.74 0.08 0.00 0.085
12.00 22,03 63,272 384.98 12,45 12.17 0.27
14.100 0.73 14,684 384.46 1.37 0,55 0.22
16.00 0.45 14.228 384.44 0.51 0.30 021
18.00 0.35 i 3,988 384.42 0.37 0.16 0.21
20.00 0.25 13,820 384.41 0.28 0.07 0.21
22.00 0 23 13.741 384.41 0.24 0.03 0,21
24.00 01.21 13,668 384.40 0 22 0.02 0.21
26.00 0.00 12,259 384.32 0.20 0.00 0,20
28.00} 0.00 10,884 384.24 0.10 0.00 0.18
30.00 0.00 9,596 384.16 01.17 0.00 0.17
32.00 0.00 8.394 384.09 0.16 0.00 0.16
3141.00 0.00 71279 384.02 0.15 0.00 0.15
36.00 0.00 6,254 383 95 07.14 0.00 0.14
08.00 0.00 5,333 38°.89 0.12 0.00 0,12
40.00 0.00 4,517 383.83 0.111 0.04 0.11
42.00 0.00 3,805 383.78 0.09 0.00 0.05
44.00 0.000 3,197 383.73 0.08 0.00 0.08
46.00 0.00 2,698 383,70 0.06 0.00 0.06
48.00 0.00 2,303 3833.67 0.05 0.00 0.09
Phase 2--3-17-11 Type N 24-hr Rainfall=5.38"
Prepared by OE0RGE FINCHl130NEY AND ASSOC. Page 157
HydroCADO 7.00 s/n 002626 9? 1986-2003 A lied i?icrccomouter
'?----- S?+stems ? 312312011
Pond 3P: RETENTION POND
Inflow Area = 6.600 ac, Inflow Depth = 4.68"
Inflow 509.04 cfs c@ 11.95 hrs. Volume= 2,576 of
Outflow -- 30.82 cfs Oa 12.03 hrs, Volume= 2.521 af, Men= 38%, Lag= 4.5 min
Primary 30.48 cfs @ 12.03 hrs, Volume= 1.961 of
Secondary = 0.34 cfs c, 12.03 his, Volume= 0.560 of
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs / 3
Peak; Eiev= 385.69' {cb 12.03 hr's Sr_rrf.Area= 19,446 sf Storage= 36,' 10 cf
Plug-f=low detention time= 188.1 min calculated for 2.519 of (98% of inflow)
Venter-of-Mass det. time= '175.7 min (942.7 - 767.0 )
Invert
Avail.Starage Storage IOescritiort
1 383.50' 63,421 cf Custom Stage Data (Pyramidal)' Listed below
Elevation Surf.Area Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (cubic-feet)(cubic-feet) (sq-ft)
383,50 12,0°6 0 0 12,096
384.00 15,631 0,913. 5,913 15,639
385.00 17,836 16,121 23.634 17,904
386.00 20,175 18,993 42,628 20,307
386.50 21,000 10,293 52.921 21,180
387.00 21,000 10,500 63,421 21,470
# Routinq Invert Outlet Devices
1 Pnrrrary 38260' 30ff' x 60,0' long Culvert RCP, sq.cut end projecting, Ke= 0.500
Outlet Invert= 382.10' S=0.00837' n=0.013 11r_--0.900
2 Secondary 383.50' 3.0" Vert. Orifice/Grate C= 0.600
3 Device 1 :,84.40' 4.00?' x 0.33' Vert. Orifice/Grate X 3.00 C= 0,600
4 Device 1 385.15' 2.00' x 2.080' Horiz. Orifice/Grate Limited to weir flow C= 0.600
5 Secondary 385,70' 10.0' long x 6.01' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3,00
3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.6-7 2.65 2.65 2.65 2.65 2.66
2.66 2.67 2.69 272 2.76 2.33
Primary OutFlow Max=30.16 cfs @ 12.03 hrs HVV=385.68' (Free Dlzcharge)
1=Culvert (Passes 30.1£ cfs of 30.69 cfs potential flow)
3=Orifice/Grate (Orifice Controls 20.10 cfs C? 5.1 fps)
-4=Orifice/Grate (Weir Controls 10.06 cfs g, 2.4 fps)
Secondary OJutFlow Mar: 0.34 cfs @ 12.03 hrs HVV=385.68' (Free Discharge)
2=0rifice/Grate (Orifice Control's 0.34 cfs @ 6.9 fps)
t75=13 road -Crested Rectangular Weir ( Contro s 0.00 cfs)
Phase 2--3-17-11 Type J1 24-tar Raipfall=5.38"
Prepared by GEORGE FfNCH/BONEY AND ASSOC. Page 16
Hyd.FoCADC?) 7. 00 in 002626 u 1986-202 (3 Applied Microcomputer Systems 3123/2011
Pond 3P: RETENTION POND
Hydrograph
V
f
Q
TD-N, cf?
50
Inflow Area= o600 ac
0 Peak Eden= 386.69'
35 Storage=36,710 cf
30.46 ct,
f
15
100 3A -N
0
ESPcond-,
u It b b V 14 lb `kl 4iU "? 2 24 -_'E 25 30 32 34 36 38 40 42 44
46 40
Time (hours)
Phase 2--3-17-11 Type 1114-hr Ralnfal1=5.38n
Prepared by GEORGE FINCH/BONEY AND ASSOC. Dace 17
HydroCADO7.00 slr, 002626 c 1986-2003 AppFed Mlicl-occmiDu„ter Systems 3123l2011
Hydrograph for Pond 3P: RETENTION POND
ime Inflow Storage Elevate©r, 0Uttlaw Primary Secondary
(fours) (ors) (cubic-feet) (feet) (cfs; (cfs) cis)
0.00 0.00 0 383.50 O.CO 0.00 0.00
2.00 0.00, 0 383.50 0.00 0.00 0.00
4.00 0.15 483 383.53 0.00 0.00 0.00
6.00 0.34 2,108 383.65 0.04 0.00 0.04
8.00 0.54 4,717 383.84 0.11 0.00 0.11
10.00 1.13 9,530 384.16 0.17 0.00 0.17
12.00 41.62 36,206 385.66 29.857 29.53 0.34
14.00 1.36 15,356 384.50 1.54 1.32 0.22
16.00 01.83 14,129 384.47 0.91 0.69 0 22
18.00 0.64 14,456 384.45 0.67 0.46 0.21
20.00 0.47 14,223 384.14 0.51 0.29 0.21
22.00 01.43 14.097 384.43 0.43 0.22 0.21
24.00 0.39 14,034 384.43 0.40 0.19 0.21
26.00 0.00 12,512 384.33 0.20 0.00 020
28.00 0.00 11,122 384.25 0.19 0.00 0.19
30.00 0.00 9,818 384.17 0.18 0.00 0.18
32.07 0.00 8,601 384.10 0.1E 0.00 0.1x3
34.DD 0,00 7,470 384.03 0.15 0.00 0.15
36.00 0.00 6.428 383.96 0.14 0.00 0.14
38.00 0.00 5,489 333.90 0.12 0.00 0.12
40.00 0.00 4,654 383.34 0.11 0.00 0.11
42 00 0 00 31924 383.78 0.09 CY00 0,09
44.00 0.00 3,297 383.74 0.08 0.00 0.08
46.0D 0.00 2; 7 7 8 383.70 0.06 0.00 0.06
48 00 0.00 2,355 383.67 0.05 G .U0 0.05

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Maiiia;,e Area Nuiiibor: -
Filter Strip, Restored Riparian Buff: r and Level Spreader
Operation and Maintenance Agoreernent
< Vvill 1.cep a maintenmnce. record oil i s BNIP. This nnairrtenr.rnce recort? ;? ill be kept in a
lo" i.n ?I known stet IocAol,. Ani deficient BTVI7° elelnunls noted in
the inspection will be
ed, repaired ilr a t ?1 l_'Q lnl metfia ; t='1 ? ?
coricct I?ZtC ;1
1 . Then Clef-cjenclFS c«I-I t.;1C'Ct the
Of structur=es, safety of Lhe public, antl t1je rt_nnoval cffici ?nc5? of the BTviI".
nr[.;c)rtant nmintemmcc procetiure5:
InuniediatelY after the filter st[ i.p is establislnec, an?? ne??.?ly hlaiated vegetation
?Vill be watered twice. ?,vcukly if nueded until the plank L)ecome est"Ibhshed
(cornmranly six weeks).
Once a year, the filter strip vvilI be reseeded to maintain a dense groivth of
vegetation
- Stable grouncicover tivill he maintained irr the drainage area to reduce the
sedir crit loacl to the vel?etatiun.
ls?'o to three t,nnes a year, ;rass filler strips mill he rnovsred and the clippings
harvested to promote the srroivth of thick vegetation witii optinaurn pollutant
removal efficiency. Furl gratis shoo ld not be cut shorler than 3 to 5 inches and
May be allowed to grow as trail as 1? inches depelicling on aesthetic requireiaieaits
(NIPC, 1993). Forc?4teaa filter strips do riot require finis type of- mai nlen nce.
t_)i,ce a year, the soil i%,ifl be aerated if r),ecessary,
01 ice it year, soil i_)lI tivill he tested and lime will he <acided if necessary.
After Hie filter st7,ip is established, it he iznspectecl quarterly and ,vithin 24 hours
after every stor nl event greater than 1.0 inch (car 1.5 inches if in a Coastal County).
Pecords of oiler tion and maintenance xviti be 1_ept ill a kiioc,vn set location Load will be
available upon request.
i11sf7t c i;?3z ac %'F es shall he per.forrrred as fciilo, s. Any problei s that are found sI a
he repzaired. irnmediatef,,.
1iMI' elenrt_nt: Potentialproblem_ How 1 will remediate [lie problem:
The etrtirt° filter strip Trash/t.iebris is present. henu,e the trash% deLlriis.
system
The florti sputter dev ice The floss splitzer det: ice is iUrzclog the conveymce and dispose
(if applicable) tlog_,ed. of ally sedimernt off site.
`1-Ie agegei.spiitt.er device is ?NlAe amy rr?cessary repairs or
?lazn?I replace if darnagc is too large li:)r
repair.
FornI S11'l!=t{ 1 Icve! i-i:•tt= St; Jp, Restored Riparian BuYier 0&,,%i,nReV a
Page I of 3
BIVllr-- ' element; Potential rcern: Hoia I will remediate the problem:
The srvale and the lee-el I he st1 ale is c 10 ggecl with 1<< prove tile- sediment and dispose
lid sediment.
ix it i!ff-sife.
The level lip is cracked, R pair or replace lip;
seltled, undercut, eroded or
other??7ise damaged.
'1 here is erosion around the Regnide the soil to cre110 a berm
end of the level slsreacier that that i5 higher than the lev,(A hp, and
si-iows storinia'atci has then plant a ground cover aril
bypassed if, water until it is established, Provitlelime and a one-time fertilizer
application.
Trees or shrubs have hi g nn he;.loi-e them.
to gro%v on the sward 01 just
_ Rio wnslo-e or the level fip,_
The bypass channel Areas c;i' l:are soil and/or
Retrradc: the soil if necessary to
erosive gullies have formed. remove tl:e guffl y, anti then
r!1.0stablish muLiei em,sion control.
url reinforce-unent is %idy the site to see if a larger
damaged or ripap is rolling byroass channel is needed {erdarge if
dotivnhill• necessary After this;, reestablish
the erosion control materiel.
T'he filter strip Grass is [oo short or too long ! Alainiaun grass at a height of
(if applicable)- a roxImate ly three to six inches.
Areas of bare soil and/or Nemade thr soil if necessary to
erosive ,'u llie.s liave firmed. I remove t!ie, gully, and then: plant a
ground comer and x- ater until it is
established. Provide lime and a
one-hriiefertilizer application
Sediment is ImUding up on Remove the sedi nient and -
the filler strip, restabilize Hie soil with -, egetatior if
necessary. Provide liiue and a oine-
lime fertilizer a ?lication.
l'lanEs aredesiccated. ric ide additional irrigation and -
fertilizer as needed.
1'lan.fs are dead, diseased Or Determine the sourvc. Of Lhe
d rng. problem: soils, liyr3rt7Icg<<, disease,
etc, Reme.dp the problem and
replace plarts. Provide a one-time
fertilizer a. > ?licat on.
Nuisance vege[a_tion is Remo%re Vegetation by hand if
C110kirng out desirable -species. possible. If pesticide is used, do not
alloy it to Bret into the recei.,ing
tiater.
The receiving water Erosion or other signs of Contact [lie NC T)ii,-ision of V titer
damage 1iave occurred at Hie Quality local Regional Office, or the
i ou[let. 401 Overi&ht Unit at
°19-
orin SW,U-101-LCVuI spr"uier, I-'iltr, Strip; ReSLOred Hipariart Bit ffel O&NI-Rev.3 Patye') of "
Amid Number:
(m be p•oL?rAd Q UNQ'i
I nehnlo-?xv-ledgc and agme by nt sig1 alure below tha' i ?71I' re <;pojlSjhle ii:?.` the
perforniaiiec?(& Oie rriahmonance procedwv listed above. I agme to nati§ 1 VVCj of a,
problen-s with the syson1 or prior to any changes to the sygem or responsible part',
pr(l Ccl I:i117?E':_ Lren?rwt10II ff- ??t?ill-IIlert.lti] ?111t?I'._i'l1l?li?tF-?'c]I'fll1. 'VL
BAU cbVill0ge ur?et-r 17umber:-Westcrn Level Spreader an Filter SVp
TitON ana2cr
Address:2731 IN. MQ hirwood StreA Arlingon, VA 22207
PhonY7+?X2-
Sig
Date:

Note: The legal{., responsible party should not be a homconmcrs amocidmi unless rune omn ;ojj of
the ON have been sold and a resident of the SuLdivisK liars heen named the tucsi&m.
`CT, f t? SE]'f «"?`? z Notarj, I'uNic for the titan: or
do hereby certifiy thai
., j-l a i, L.,a,4,k-,/,,J o
r
personally appeared helore rile this
day of MAW C_e f Q?!) and acl norvleL[,2e [.IIL' JL]C eXeCtltion 01' .lie
r
%going fHwr strip, riparian Who anWor levcd spreadernlairilenance requircmerts,

Wi'mess n-i hand and official seal,
I
p
w €_954CIa
cOM
toIsq+ON
i XPlgcs
E O
?
p
?!JMMA A
on `li t??s•
Cj
¢Q
?
\
p Dat'a' y
94?' 7 %
•A9B?F6?R?`?
SEAL,
My coirlalissioii expires
Form 11,'s'l_l 1O 1-i:LVeI Spread, k' er SiAR kstcrred [tjiri :m dui ter U?? lt1-Ftzv:? Page 3 of 3

Width of VFS
Elevation at downslope bash oflcve! lip
Elevation at the end of the VFS that is farthest from the LS
Slope (fro;r; ievel lip to the and of the VFS)
Are any drays present in the VFS?
';s there a co!lector Swale at the end of the VFS?
Bypass System Design (if applicable)
Is a. bypass system provided?
Is there an encinecred floe: splitting device?
D menaions of the channe! (see diagram be!ow):
M
B
VJ
y (flow depth for iG•year stom)
freeboard (during the 10-year storm)
Peak velocity in 'he channel dunnrg the 10-yr storm
Channel lining material
Does the bypass discharge through a wetland?
Does the channel: enter the streei at an ang'.a?
Exp':anetioan of Rr y "{')thee' responses above
f
frmsl
fist'...
(Y or Id)
(Y or N)
(Y or N)
(Y or N)
ft
ff
ff
tt
ft
--ftlsec
Pick one:
(Y or N)
IY ar N)
r
lieeh r,ucttcltF ink L;e i0-v; a3ol7; l
? V-{tl L'17 L_? CtL iU_i-L :dr?`1i t11 ?
_______-.__?
M
i
B
jlli. Ri -GAC ITEMS CHECKLIST
EDIT Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete Submittal paclQge will result in
a request for additional information, This will delay final review and approval of the project. Initial i,t the space provided to indicate the follo,,Mng
design requirements have been met. If the applicant has designated an agent, the agent may initial below- if a requirement has not been mot, attach
justification.
Requried item:
1, Plans (t° - 50' or ia,ge:) of the enure site shoring:
Design at ultimate build-out:
Ol-site drainage (if app§cebie)"
[Delineated dialnege basins (include Retionsl C coefficient per basin),
Farebay (if applicable),
High flow hypa5s system,
Maintenance access.
Proposed drainage easeme;i't and public right of way (RDIN), and
Bouneories of drainage easemeit.
Initials
Page or parr sheet number and any notes:
Form GW401 - LS-VFS - 2gt`lov2OJC - Rev.8 page 2 of 3
2. Finn detai!s (t° = 30' or forger) for the level spreader shoWng.
- Forebay (if applicable),
High flow bypass system,
- One foot topo lines behrtec!t the level lip and top of stream bank,
- Proposed drainage easement, and
Dosign at ultimate build-cut-
3. Section view of the !evel spreader (9" ; 20' or larger) shove^ng
- Underdrain system (if applicable),
Level lip,
l-lpslope charnel, and
Downslope filter fabric.
4, Plan details of the flow sp;ittng deuice and sunpc Ong calculations 6f appk-aue)
5. A ccnsiuucfion sequenoe that shorts hour the lavel spreader wi' be protected front
sediment and the entire drainage Brea is stabilized.
G. It a non-ongincerad VFS is being used. than provide a photograph of the VFS sho-wing
that no draws are present
7. The suppor5ng calculations,
8. A copy of t;ne signed and notarized operat§on and maintenance (O&M) egreeme.nt
Form .SW40': - I.,';-VFS - 29No'v201 0 Rcv,
k)age 3 cf 3
STORM WATER MANAGEMENT PERMIT APPLICATION FORK[
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER • VEGETATED FILTER STRIP (LS-VFS) SUPPLEMENT
7 his foro? must be completely rued out; prinied, initi, led, and sabmdtcd.
I. PROJECT INFORMATION
Project name Genemlions II, t.l.F Space Parceils - -- -
L.otmtactname. Dan ltyigglrls
PI ano nurn"i.j 9119-933-121 2
Date March 21, 2011
Drainage area number -

Tine purpose of 1he LS-VFS Buffer (Rine. Diffuse Flow --
Storrmvater entem. LS-';IFS frm A, pfip
'ytoe of VFS Wooed stun-nester setback (slope < a%)
Expdanalic,n of any "?Uler" resp?ns?s r'^ove
if Stnrmlrtater Enters the LS-VFS from tyre Drainage Area
Drainage area
Imrrerwus surface area
PuruFfit Impervious
Rat,ona( C ctx-fncic_nt
Peak flow from th 3 i in./hr shoe?
Time et conceniraCon
Rainfall iniens4y, '10-yr storm
Pink flow from t}me 10-yr stone
Design storm
P-13Xi1111 irl amount of flow drected (o the LS-VFS
Is a flew bypass system w :ing to bs, used?
Ex lanation of any 'Other' responses above
`f Stormwater Enters the LS-VFS from a WAp'
irx of BMP
Peck discharge from the BNIP du?r,g It- design storm
Peak ulschatge In;rn the BMP d.urina the 10-ye3r storm
("Maximum ca pa6br of a 100-fool ion: LS-VFS
Peak Po,.v direr(ed to the I-S-WS
Is a flow bypass sys'emn cuing to be use:(?
Explanation of any 'Qtfie;' responses above
LS-VFS Desicin
FcrrA,3y sunace .area
Depth of forebay at stem ic:I er entry point
Geptim of forebay at Stormvia':e,r exit paint
Feet of lewal lip necdded pEr cfs
Comnwed minimum 'annth of the ieval lip needed
U rar:C?u I ?.1-: !I??s cry :?f the f?
2
Co nos tx?r`?h:fe it s r? .ncn -r :ha ii;l`;.
'JO I1:A CpTNIEtO :his 59[;ti0n ci the 'cml.
`fn r?rt ca he erm
cfs Du riot ccn'C J[L' hi -r,ilOn C'
min Du not r.?mfiet:;? Illis -Kli=;n c .. a (%lr:i ,
wo'll Do net cornl;l?l= 1`li5 re?tion :?f It s I?; nr
0S ua nc fie fc-,
Pick one.
cfs J..) I:Ot cc rkic e :hie S Clirin Gf th:-0m1
(Y Cr N) U1 f 01. C0:"'lid ? ih15 -Ci. Co ri ri lh ?lint?
Wet detention pond
0 27 cfs
0.4 cfs
2 cfs
0.4 cfs
y (Y or t;
0 sg ft d:
in
in
s0 Wofs
ft
Form SVV40` - t VFS - 29Nov209 0 R:w 8 page 1 of 3
Length of level lip provider;
Width of VFS
Elevation at d,,wrs!ope base of level lip
Flevatio•i at L E•c end of lb, VFS Iiiat is fafthest from the LS
S cpe (from ov,ul lip to tie end of ;fie'VFS)
Ara any draws prosent in ihn VFS?
s them a cuile::ior swa:e at the er d of the VFS?
Bypass System Design (if applicable)
1ss a bypass system provided?
Is rhFre an er:gin Bred fic,v sp ttsng dov2ce?
imensiam of Jhe charnel (see d-agram t4ow):
M
B
W
Y (tlo'w (kf)'Jl for 10 yQ err 5:C- rl)
f,eeboerd (during the 10-year storm
Paa; veioat in the channel during, LFe 10-'YT storm
channel li;n1l7 ratris;iaf
G ws the bypass ?fschargE: 1hrou_rh a wat;and?
Des Jis channel enter Lie stream at an angfo?
E+Ianatlot, of aay "011,.V rasx)nses above
,;0
--50
'81.00
379.00
4.Q0
_n
n?
ft
ft
fmsl'
fmsl
°u
Y or N)
(Y or N)
Y f1' or N}
y (Y or N) Pl Q? r> p!ar "1.315
ft
ft
ft
ft
ft
ftf-- +
Pick one:
(Y or N)
(Y ar td)
For larger storms a cenlroi box will direct larger stotma to a rip-lap dissipation tad

e a
a t
'7n :'ooiitl (dnrirtz Phrc Io-'-i 'toad )
l e iduuns rir? I O-vi ;;'Urr'ir t
-. -- --- --------- b
tvi M
b B n
ill. RE?UIRi=Q iTEMS CHECKLIST
EDIT Please indicate the page or, plan sheet numbers Yvhere the supporting documentation can be found. An incomplete submittal package will result In
a requestfor additional information. This will delay final review and approval of the project- Initial in l,he space provided to indicate the following
design repUiremen':s Dare been ,net, if ine applicant has des!rlrraled an agent, ilia agent may initial below. If a requirement has not been met, attach
iusGrication.
ReclUfled Item:
Inifials Page or plan sheet number and any notes:
Form SW401 - LS-VFW - 29Nav?Glf,, - Rev.6` n;:?r, 2 or 3
Phase 1--3-17-11 Tyre lT 24-hr Rainf"ali=1.00"
Prepared by GEORGE FINCHMONEY AND ASSOC. Page 1
HydroCAD, 7.00 stn 00262;3 @1 986-2092Applied ptlicrocam_uter Sy stems 3!23/20'11
Pond 3P; RETENTION POND
Inflow Area = 15.251 ac, inflow Depth = 0.50"
Inflow = 14.04 cfs @ 11.96 hrs, VOIUme= 0.640 of
outflow = 0.28 cfs @ 16.06 firs, Volume= 0-61Oaf, Atten= 98%, Lag= 21,46.3 min
Primary = 0.00 cfs L 0.00 hrs, Volume= 0,000 of
Secondary = 0.28 cfs ? 16.06 hrs, Voiv_ririe= 0.610 of
Routing by Stor-In d method, mime Span= 0.00-72.00 hrs, dt= 0.04 hrs 13
Peak Elev= 383.7 1' @ 16.06 hrs Surf.Area= 26,650 sf Storage= 18,295 cf
Plug-Flow detention time=816.4 min calculated for 0.6-10 of (95% of inflow)
Center-of-Mass det. time= 790.9 min f 1,619.6 - 828.7 ;
# Invert Avail. Storage Storage Description
1 383.00' 118,422 cf Custom Stage Data (Pyramidal) Listed befotiv
Flevation Surf-.Area Inc.Store Curn.Store Wet.Area
feet (s -ft {CUBIC-feet) {CUt}IC fG'?t) s -f$)
38100 23,712 0 0 23,712
384.00 27,847 25,752 25,752 27,396
385.00 29,846 28,841 54,593 30,008
386.00 31,905 30,870 85,462 32,183
337.00 34,025 32,959 118,422 34,424
# Routing lr vert Outset Devices
1 Primary 380.25' 30,0" x 100,0' long Culvert RCP, sq.ci_it end projecting, Ke- 0.500
Outlet Invert= 379.40' S=0-0085'P n=0.013 Cc= 0.9"u0
2 Secondaryy 383.00' 4.0" x 100.0' long Culvert RCP, groove end projecting, Ke= 0.200
Outlet Invert= 3€31.00' S=0.02007 n- 0.013 Cc=,0.900
3 Device 1 384.10' 4.00'x 0.33' Vert. Orifice/Grate X 4.00 C= 0.600
4 Device 1 384.85' 2.00' x 2.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600
5 Secondary 386.35' 15.0' long ,i 0.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00
3.50 4.00 4.50 5.00 5.50
C',oef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66
2-66 2.67 2.69 2.72 2.76 2.83
Primary OutFlow Max=0.00 cfs @ 0.00 his HW=383.00' (Free Discharge)
't-1=Culvert (Passes 0.00 cfs of 28.95 cfs potential flow)
1?Orifice/Grate =Orifice/Grate ( Controls 01.00 cfs)
==( Controls 0.00 cfs)
Secondary OutFlow Max=0.28 cfs @ 16.06 hrs HVIJ=383.71' (Free Discharge)
L?==Broad-C Culvert (Barref Controls 0.28 csfs @ 3,2 fps)
re sted Rectangular Weir ( Controls 0.00 cfs)
Phase 1--3-17-11 Type If 24-hr Rainfall=1,00"
Prepared by OEORG"E FINCH/BONEY AND ASSOC. Page 2
jyd; oao 7.00 s!n 0026 J 198 -20Q3 AP13 e°d Microcomputer Systems 3/23/201 i
Pored 3P; RETENTION POND
Hydrograph
1s. I -
L14.04 cfs? nPo„
14
-- Gutfa,v
q g? -- Primary
13 ?nf?oly Area_ ®l 5.2-51 ac - Secnndury
12 Peak Mbv=3003.71'
11
10- Storage=1 00,295 of
-- y
I'
4-
2-
_. _ 0.28 c`s
C Ob s=?
L a 6 5 10 1,2 14 16 15 20 22 4 20 28 30 32 34 36 28 40 42 •1^ 46 46 ?0' 52 54 56 50 60 62 4, din 03 ,O 72
Time (hcum)
Phase 1--3-17-11
Type H 24-hr Rainfall= 1. 00"
Prepared by GEORGE FINCH/BONEY AND ASSOC. Page 3
Hyd;oCAD& 7.00 s(n 002626 'y 1986-2003 Applied VicrocomputVr sterns 3/2312011
Hydrograph for fond 3P: RETENTION POND
Time Inflow Storage Elevation Outilaw Primary Secondary
f7aurs? (cfs) (cubic-+eetl (feet) (cfs) (cfs) (cis)
0.00 0.00 0 - _
383.00 0.00 0.00 C.00
2.00 0,00 0 383.00 0.00 0.00 0.00
4.00 0.100 0 383.00 0.00 0.00 0.00
6.00 0,00 0 383.00 0.00 0.00 0.00
8.00 0.00 0 383.00 0.00 0M 0.00
103.00 0.08 202 383.01 0.00 0.00 0.00
12 00 12.17 0.838 383.42 0.26 0.00 0 26
14.00 0.46 17;676 383.69 0.28 0.00 0.28
16.00 0.29 18,294 383.71 0.28 0.00 0.28
18.00 0.22 18,095 383.70 0.28 0.00 0.20
2000 0.16 17,480 383.68 0.28 0.00 028
22.00 0.15 10;007 383.64 0.28 0.00 028
24.00 0.14 35,668 383.61 0.27 0.00 0.27
26.00 0.00 13,743 383.53 0.27 0.00 0.27
28.00 0.00 11,808 383.46 0:27 0.00 0.27
30.00 0.00 9,915 383,39 0.25 0,00 0.25
32.00 0:00 8„285 383.32 0.21 0.00 0.21
34.00 0.00 6,936 383.27 0.17` 0.00 0,77
36.00 0.00 5,875 383.23 0- 13 0.001 0.13
38.00 0.00 5,051 383.20 0.10 0.00 0,10
40.00 0.00 4,404 383.17 0.08 0.00 0.08
42.00 0.00 3,890 383.15 0.06 0.00 0.06
44.00 0.00 3,473 383.13 0.05 0.00 0.05
46.00 0.00 3,1311 383.12 0.04 0.00 0.04
48.00 0.170 2.847 383.11 0.04 0.00 0.04
50.00 0.00 2,606 383.10 0.03 0.00 0.03
52.00 0.00 2,400 383.09 0.03 0.00 0.03
54.00 0.00 2,225 383.09 0.02 0.00 0.02
56.00 0.00 2,075 383,08 0.02 0.00 0.02
58.00 0.00 1,945 383.08 0.02` 0, CC) 0-02
60.00 0.00 1,827 383.07 0.02 0.00 0.02
62.00 0.00 1,720 383.07 0.01 0.00 0.01
64.00 0.00 1,624 383.06 0.01 0.00 0,01
66.00 0.00 1.535 383.06 0.01 0.00 0.01
68.00 0.00 1;457 383.06 0.01 0.00 0.01
70.00 0.00 11386 383.05 0.01 0.00 0.01
72.00 0.00 1,321 363.05 0.01 0.00 0.01
-0
pre P t
3FJ-
RE-[E-"---'NT!0N
UbCdt, ;Re?Cfl +! InIC I Drainage Diagram for Phase 1-3-17-11
J, Prepared by OE(,)ROE FINCH/aONEY AND ASSOC. 3/2,12011
I-iydruCAI ?; r.00 s/n 002326 i9ffii-2 0013 Applied Micrccn
mz,uter 5y,tncis
Phase 1--3-17-11 Type 10 24-hr Rait7fall=3.00"
Prepared by GEORGE FINCH #IBONEY AND ,ASSOC.. Page 5
HydroC,?Dt) 7.00 slr' 0026213 ' 1996 2003 Applied Micm omuter Systems
- - 3023,2011
Time span=0.00-72.00 hrsg dt=0.04 hrs, 1801 paints
RLInoif by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans, method - Pond routing by Stor-Ind method
Subcatchrnent 1S: pre Runaf Area=627,264 sf Runoff Depth=1.19"
Flow Length=250' Tc=6.0 min CN4 79 Runoff=30.05 cfs 1.426 of
Subcatchment 2S: post Runoff Area=661,333 of Runoff Depth=2.35•,
Tc-5.0 min CN=94 Runoff=60.76 cfs 2.987 of
Pond 3P: RETENTION POND Peak Elev 385.08' Storage=57,154 cf Inflovr=60.76 cfs 2 987 of
Prirnary=25.90 cfs 1.945 of Secondary=0.35 cfs 0.999 of Outflow=26.25 cfs 2.944 of
Phase 1--3-17-11 Type 11.24-hr ,Rainfall=3.00"
Prepared by GEORGE FINCH/BONEY AND ASSOC. Wage 6
Hy;droCADQD 7.00 sln 002626 c 1986-2003 Applied Microcomputer Systems 3123/2011
Subcatchrnent 1S: pre
Runoff = 30,05 cfs C 11.98 hrs, Volume= 1.426 af, Depth= x.19"
Runoff by SCS TR-20 method, Ulf=SCS, Time Span= 0.00-72.00 tirs, dt= 0.04 hrs
Type 11 24-11r Rainfall=3.00"
Area sf) CN Description
62-1,264 79 3 astUFe/grassland range, Fair, HSG C
Tc Length Slope Velocity Capacity Description
(min) (feet) (fuft) (fusec) Cfs
6.0 250 0.0,100 0.7 Shallow Concentrated Flow, shallow
Short Grass Pasture Kv= 7.0 fps
Subcatchment M pre
:3D
29
2r
24
22
_ 20
V7
a i8
LL
14
10
a
s
Hydrograph
Type H 24-her
Rainfall=3.00°®
0 2 4 6 8 10 12 14 :6 18 20 22 24 26 28 30 32 34 36 38 e`0 42 44 46 48 50 52 5? 56 53 50 62 64 &6 68 70 72
Time yhours]
Runufr
Phase 1--3-17-11 Type !J 24-hr Rainfall=3, 00"
Prepared by GEORGE FINCH I/EONEY AND ASSOC, Page 7
HydroCADD 7.00 sln 002626 r?-r 1986-2003 Applied Micrc,computer SYstell',s 3/23/2011
Hydregraph for Subcatchment 1S- pre
TirMe Precip. Excess Runoff
(hours) (Inches) (incises) MS)
0.00 0.00 0.00 &00
0.80 0.02 0.110 0.00
1.60 0.05 0.00 0.00
2.40 0.08 0.00 0.00
3.20 0.11 0.00 0.00
4.00 0.14 0.00 0.00
4.80 0.18 0.00 0.00
5.60 022 0.00 0 00
6.40 0.26 0.00 0 00
7.20 0.31 0.00 0.00
B-00 0.36 0.00 0.00
&,80 0.42 0.00 0.00
9.60 0.50 (100 0.00
10.40 0.60 0.00 0,08
11.20 0.75 0.02 0.48
'12.00 1.99 0.52 28.86
12.80 2.28 0.69 2.10
13.60 2.41 0.78 1.34
14.40 2.50 0.84 1.02
15.20 2.58 0.89 00.87
16.00 2.64 0.93 0.71
16.80 2.69 0.97 0.64
17.60 2.74 1.00 0-59
18.40 2.78 1.03 0.53
19.20 2.82 1.06 0.47
20.00 2.86 1.06 0.41
20.810 2.89 1.11 0.40
21.60 2.92 1.13 0.39
22.40 2.9? 1.15 0.37
23.20 2.9.0 1.17 0.36
24.00 3.00 1.19 0.35
24.80 3.00 1.99 0.00
25 60 3.00 1.19 0.00
26.40 3.00 1.19 0.00
27.20 3.00 1.19 0.00
28.00 3.00 1.19 0.00
28.80 3.00 1.19 0.00
29.60 3 00 119 0.00
30.40 3.00 1.19 0.00
31.20 3.00 1.19 0.00
32 00 3.00 1.19 0.00
32.80 3.00 1.19 0.00
33.60 3.00 1.19 0.00
34.40 3.00 1.19 0.00
35.20 3.00 119 0.00
36.00 3.00 1 110 0.00
36.80 100 1. 9 0.00
37.60 3.00 1 19 0.00
38.40 3 00 1.19 0.00
39.20 3.00 1.19 0.00
40.00 3.00 1 19 0.00
40,80 3.00 1.19 0.00
41.60 3.00 1.19 0.00
Time Precip. Excess Prino`
(hours (inches) (inches) (cfs)
42.40 3.00 1.10 0.00
43.20 3.00 1.19 0.00
44.00 3.00 1.19 0,00
44.80 3.00 1.19 0.00
45.60 3.00 1.119 0.00
46.40 3.00 1.19 0.00
47.20 3.00 1.119 0.00
48.00 3.00 1.19 0.00
48.80 3.00 1.19 0 00
49.60 3.00 1.19 0.00
50.40 3.00 1.19 0.00
51.20 3.00 1.19 0.00
52.00 3.00 1.19 0.00
52.80 3.00 1.19 0.00
53,60 3.00 1. , -0 0.00
54.40 3.00 1.19 0,00
55.20 3.00 1.19 0.00
56.00 3.00 1.19 0.00
:6.80 3.00 1.19 0.00
57.60 3.00 1.19 0.00
58.40 3.00 1.19 0.00
59.20 3,00 1.19 0 00
60.00 3.00 1.19 0.00
60.80 3.00 1.19 0.00
51.60 3.00 1.19 0.00
62.40 3.00 1.19 0.00
63.20 3.00 1.19 0.00
64.00 3.00 1.19 0.00
64.80 3.00 1.19 0.00
65.60 3.00 1.19 0.00
66.40 3.00 1.19 000
67.20 3.00 1.19 0.00
68.00 3.00 1.119 0.00
68.80 3.00 1.19 0.00
69.60 3.00 1.19 0 00
70.40 3.00 1.19 0 00
71.20 3.00 1.19 0.00
72.00 3.00 1.19 17.00
Phase 1--3-17-11 Type 1124-hr Rainfall=3.00"
Prepared by GEORGE F!NCH/BONEY AND ASSC7C. Pane 8
HydroCADO 7.00 slr? 002626 1986-2003 Applied Micrcconip ter 5ys;erns, 3/23/2011
SUbcatlGhrtlent 2S: past
Runoff - 60.76 cf-q C 11.96 hrs, Volume, 2.987 a`, Depth= 2.36"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.44 hrs
Type II 24-hr Rainfall= 3.00"
Area (st1 CN Description
10,803 98 Golden Road
1,220 74 Golden Grass
65,993 98 Products Road
7,318 74 Products Grass
31,058 98 Judd mad " B"
1,002 74 Judd Laves, "B"
437,560 98 Site Irnp
109,379 74 Site Peter
664,333 94 Weighted Average
Te Length Slop e Velocity, Capacity Description
(mire) (feet) ---(ft/ft) (ftlsec} {cfs)
5.0 Direct Entry, PARKING
SubcatGhwient 2S5 post
Hydregraph
4
U
3
J
a i
Type 11 24-hr
Runoff Araa?664,333 sf
- Runoff Va?u meae 2.987 of
Runoff Depth°2.35"
Tcf6.0 min
Runoff
L' z 4 u c, 1U 14 14 Id 1b :'U 24 ?.0 6 30 32 34 ?6 38 40 42 A4 46 48 50 52 54 55 58 6G 62) n4 66 66 7C, r'2
Time (hours)
Phase 1--3-17-1'1 Type /l 4-hr Rainfall=3.00"
Prepared by GEORGE FINCH/BONEY AND .ASSOC. Page 9
HydroGAD(--D 7.00 sln 002626 (c 1986 -2003 Appiied Microcomputer Systems 3/23/2011
Hycdrograph for SUbcatchment 2S: posh.
Time Precia. Excess Runoff
(hours) (inches) (inches) (cfs)
o.no 0.00 0.00 0.00
0.80 0.02 0.00 0.00
1.60 0.05 0.00 0.00
2.40 0,08 0.00 0.00
3.20 0.11 0.00 0.00
4.00 0.14 0.09 0.03
4.80 0.18 0.00 0.10
5.60 0.22 0.01 0.18
6.40 0.26 0.02 0.27
7.20 0.31 0.04 0.36
8,00 9.36 0.06 0.46
8.80 0.42 0.09 0.71
9.60 0.50 0.14 0.89
10.40 0.60 0.20 1.46
11.20 0.75 0.31 2.85
12.00 1.99 1.39 54.90
12.80 2.28 1.66 3.29
13.60 2.41 1.78 2.05
14.40 2.50 1.87 1.53
15.20 2.58 1-94 1.29
16.00 2.64 2.00 1.04
16.80 2.69 2.05 0.94
17.60 2-74 2.10 0.85
18.40 2.78 214 0.76
'11920 2.82 2. i 8 `4.68
20.00 2.86 221 0.59
20.80 2.89 2.24 0.56
21.60 2 92 2.27 0.55
22.40 29+5 2.30 0.53
23.20 2.97 2.32 0.51
24.00 3.00 2.35 0.49
24.80 3.00 2.35 0.00
25-60 3.00 2.35 0.00
26.40 3.00 2.35 0-00
21.20 3.00 2.35 0.00
28.00 3.00 2.35 0.00
28.80 3.00 2.35 0.00
29.60 3 00 2.35 0.00
30.40 3.00 2.35 0.00
31-20 3.00 235 0.00
32.00 3.00 2.35 0.00
32.80 3.00 2.35 0.00
33.60 3.00 2.35 0.00
34.40 3.00 2.35 0.00
35.20 3.00 2.35 0.00
36.00 3 00 2.35 0.00
361.80 3.00 2.35 0.00
37.60 3.00 2.35 0.00
38.40 3.00 2.35 0,00
39.20 3.00 2.35 0.00
40.00 3.00 2.35 0.00
40.80 3.00 2.;35 0.00
41.60 3.00 2.35 0.00
Time Precio. Excess Runoff
(hours) (inches) (inches) (cis)
42.40 3 00 2-35 0.00
43.20 3.00 2.35 0,00
44.00 3.00 2.35 0.00
44.80 3.00 135 0.00
45.60 3.00 2,315 0.00
46.40 3.00 2.35 0.00
47.20 3.00 2.35 0,00
48.00 3.00 2.3? 0 00
48.80 3.00 2.35 0.00
49.60 3.00 2.35 0.00
50.40 3.00 2.35 0.00
51.20 3.00 2.35 0.00
52.00 3.00 2.35 0.00
52.80 3.00 2.35 0.00
53.60 3.00 2.35 0.00
54.40 3.00 2.35 0.00
-5.20 3.00 2.35 0,00
58.00 3.00 2.35 0.00
56.8+ 3.00 2.35 0.00
57.60 3.00 2.35 0.00
58.40 3.00 2.35 0.00
59.20 3.00 2.35 0.00
60.00 3.00 2.35 0.00
60.80 3.00 2.35 0.00
61,60 3.00 2.35 0.00
62.40 3.00 2.35 0.00
63,20 3.00 2.35 0.00
64.00 3.00 2.35 0.00
64.80 3.00 2.35 0.00
65,60 3.00 2,35 0,00
66.40 3.00 2,35 01.00
67.2!3 3.00 2.35 0.00
61.00 3.00 2.35 0.00
66.8+0 3.00 2.35 0.00
639.60 3.00 2.35 0.00
70.40 3.00 2.35 0.00
71.20 3.00 2.35 0.00
72.00 3,00 2.35 0.00
Phase 1--3-17-11 Type /124-hr Rainfall=3.00"
Prepared by GEOR"E FINCH/BONEY AIND ASSOC. Page 10
FydraCA,1.R 7.00 sin 002626 O 1986-2003 Applied ?,Aicrocomputer Systems 3/23/2011
Pond 3P: RETENTION POND
Inflow Area 15,251 ac, Inflow Depth = 2.35"
inflow 60.76 cfs @ 11.96 hrs, Volr11rne= ;2.987 of
outflow 26.25 cfs rz 12.06 firs, Volume 2.944 af, Atton= 57°'x, Lag= 6.0 min
Primary - 25.90 cis @ 12.06 hrs, Volume= 1.945 of
Secondary 0.35 cfs @ 12.06 hrs, Volume= 0.999 of
Ro! sting by Star-Ind method, Time Span= 0.00-72.00 firs, dt= 0.04 firs / 3
Peak Efev= 385.08'@ 12.06 firs Surf.Area= 30,017 sf Storage= 57,164 cf
Plug-Flow detention time=381.1 min calculated for 2.942 of (9911/0 of inflow)
Center-of-Mass det, time= 373.4 rain ( 1,158.5 - 785.1 )
11 Invert Avail.Storage Storage Description
1 383.00' 118,422 cf CUSt0M Stage Data (Pyramidal) Listed below
Elevation Surf'.Area Inc.Store Curn,Store kNet.Aree
(feet) (s9-ft) tcubjc-feet) (cubic-feet) s -fi)
383.00 23,712 0 0 23,712
384.00 27,847 25,752 25,752 27,896
385.00 29,846 28,841 54,593 30,008
386.00 31,905 30,870 85,462 32,183
387.00 34,025 32,959 118,422 34,424
Routing Invert Cutlet Crevices
i Primary - 380.25' 30.0'° x 100.61' long Culvert RCP, scl.cut end projecting, Ke= 0.500
Outlet Invert= 379.40' S=0.00857 r2= 0.013 Cc= 0.900
2 Secondary 383.00' 4.0" x 100.0' long Culvert FRCP, groove end projecting, Ke= 0.200
Outlet Invert= 381.00' S=0.02007' n=0,013 Cc= 0.900
3 Device 1 384.10' 4.04' x 0.33' Vert. Orifice/Grate x 4.00 C= 0.600
4 Device 1 3134.85' 2.00' x 2.170' Horiz. OrificeiGrate Limited to weir flow C=0.600
5- Secondary 386.65' 15.0' long x 6.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00
3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.05 2.66
2.66 2.67 2.69 2.72 2.76 2.83
Primary OutFlow Max=25.58 cfs @ 12.06 lirs HV\l=385.07' (Free; Discharge)
"L-1=Culvert (Passes 25.58 cfs of 44.68 cfs potential flow)
t?:O Orifice/Grate (Orifice Controls 22.82 cfs @ 4.3 fps)
ri fice/Grate (Weir Controls 2.76 cfs O 1.5 fps)
Secondary O"tFlow Max=0.35 cfs a. 12.06 firs HVV= 385,177" (Free Discharge)
2=Culvert (Barrel Controls 0.35 cfs G 4.C fps)
L-S=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Phase 1--3-17-11 Type /124-hr Rainfall=:3.00"
Prepared by GEORGE, FINCH/BONEY AND ASSOC. Page 11
dCO aAD:r? r.UD{n DrJ2526 ! 1?F3U-:?UU3 ?ppGed M?crocom?,uter Sy;erns 3/2312011
Pond 3P: RETENTION POND
Hydrograph
U
Y
65=
50.76 cf7
60
55= dInflovy rre ;?7-15.251 ac
So Peak Eev=386.00"
45 Storage=-57,164 cf
3Q ?7.90 c`s ]
25
.
20
s
15
10-
5-
13.35
cfs
C) ?•,.-,
-- Ir?ow
--? Qutflrnv
Primary
Sccondary
u ,. ?Q c.; J,, )" JU G 9U =ice ya 4d 4r, 'JU c,4 5ti aB 67 52 04, 66, 6B 70 72
Time (Pours)
Phase 1--3-17-11
Type it 24-hr Ra nfall-3.001"
Prepared by GEORGE FINCH/BONEY AND ASSOC. Page 12
HydroCAD 7.00 sin 002626 ; 1986-200.3 f.ppjied Microcomputer 4ystfims _ 3/23/20 11
Hydrergraph for Pond 3P RETENTION POND
Time 111190w 5toj'aUe 1DevV itiOn Gutflow PrIlinary Secondary
(h)Urs) (cfs) _ cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 383.00 0.00 0.00 0.00
2.00 0.00 0 383.00 0,00 0.00 0.00
4.00 4,03 15 383.00 0.00 0.00 0.00
6.00 0.22 858 38103 0.00 0.00 0.00
8.00 0.46 3.162 383.12 0.04 0.00 0.04
10.00 1.12 7,824 383.30 10.19 0.010 0.19
"12.00 50.90 54,637 305,00 23.66 23,31 0,35
14.00 1.70 31,604 334.20 2.06 1.70 0.31
1C;.t.70 1„34 30,491 384.10 1.16 0.85 0.31
18.00 0.81 29,997 384.15 0.87 0.56 &31
20.00 0.59 29,581 384.13 0.64 IJ.34 0.30
22.00 0.54 29,400 384.13 0.55 0.24. 0.30
24.00 0.49 29,316 384.12 0.50 0.20 0.30
26.00 0.00 27,082 384.05 0,30 0.00 0.30
28.00 0.00 24,937 383.9; 0.30 0.00 0.30
30,00 0.00 22,825 383,89 0.29 0.00 0.29
32.00 0.00 20,746 383.81 0.29 0.00 0.29
34. DO 0.00 18,700 383,73 0,28 01.00 0.28
36.00 0.00 16,688 383.65 0.28 0.00 0.28
38.00 0.00 14.710 383.57 {7.27 0.00 0.27
40.00 0.00 12,764 383.50 10.27 0.00 0.27
42.00 0.00 10,82; 383.42 0.26 0,00 0.26
44.00 0.00 9,058 383.35 023 0.00 0.23
46.00 0.00 7,566 363.29 0.19 0.00 0.19
48.00 0;00 6,:366 383.25 0.15 0.00 0.15
50.04 4.00 5,433 383.21 0.11 a.00 0,11
52.09 0.00 4,705 383.16 0.09 0.00 0.09
54.00 0.00 4,130 383.16 0.07 0.00 0.07
56.00 0.00 3,669 383.14 0.061 0.00 0.06
58.00 0,00 3,291 333.13 0.05 0.00 0.05
60.00 0.00 2,982 383.12 0.04 0.00 0-04
62.00 0.00 2,721 383.11 0,03 0.00 0.03
64.00 0.00 2,498 383.10 0.03 0.00 0.03
66.00 0.00 2,308 383.09 0.02 0.00 0.02
38.00 0.00 2,146 38108 0.472 10.00 13.02
70.00 0.00 2,007 383.08 0.02 0.00 {1.02
72.G0 0.00 1,884 383.07 0,02 0,00 0.02
Phase 1--3-17-11 Type it 24-hr Rainfa;1=5.38"
Prepared by GEORGE FINCHIEONEY r0JD ASSOC. Page 13
HydroCAD- 7.00 sin {02626 9 1986-2003 Applied Microcomputer Systems 3123/2011
Pond 3P; RETENTION POND
Inflow Area = 15.251 ac, Inflow Depth = 4.68"
Inflow = 115.62 cfs @ 11.95 hrs, Volume= 5.948 of
Outflow 51.54 cfs @ 12.05 hrs, VOlunle= 5.257 af, Atten= 55%, Lag= 5.9 rein
Primary - 51.14 cfs @ 12.05 hrs, Volume= 4.812 of
Secondary 0.40 Gfs @ 12.05 hrs, Volume= 0.444 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs 13
Peak Eiev= 386.18' @ 12.05 hrs 7urf.Area= 32,290 sf Storage= 91,445 cf
Plug-Flow detention time=-105.9 rain calculated for 5.248 of (83% of inflow)
Center-of-Mass det. time= 49.3 rain ( 1315.8 - 766.5 )
Invert Avail.Storage Storage Description
1 383.00, 118,422 cf Custom Stage Data (Pyramidal) Listed below
Elevation Surf.Area Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft)
- - -
383.00 23,712
0 0 23,712
384.00 27,847 25,752 25,752 27,896
385.00 29,346 28,841 54,593 310,003
386.00 31,905 30,870 85,462 32,183
387°00 34,025 32,959 118,422 34,424
#' Routing Invert Outlet Devices --

1 Primary -
380.25' 301.0" x 100,0' long Calvert RCP, sq.cut end projecting, Ire= 0.500
Outlet invert= 373.40' S= 0.0085'1' n= 0.013 Cc= 0.900
2 Secondary 383.00' 4.0" x 100.0' long Culvert RCP, groove end projecting, Ke= 0.2301
Outlet invert= 381.00' S=0,0200'/' n=0.013 Cc= 0.900
3 Device 1 384.10' 4.00' x 0.33' alert. Orifice/Grate 7f 4.00 C= 0.600
4 Device 1 384.85' 2.00' x 2.00' Fioriz. Orifice/Grate Limited to weir flow C= 0.600
5 Secondary 386.351' 15.0' long x 0.0' breadth Broad-Crested Rectangular Weir
!-lead (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.007 2.50 3.00
3.50 4.00 4.50 5,00 5.50
Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66
2.66 2.67 2.69 2.72 2.76 2.83
Primary OutFlow M2x=51.06 cfs @ 12.05 hrs HIN-386.17 (Free Uscharcge)
t-1=Culvert (Inlet Controls 51.06 cfs @ 10.4 fps)
3=Orifice/Grate (Passes < 35.04 cfs potential flow)
=Orifice{Grate (Passes < 22.10 r_fs potential flow)
Secondary OutFlow Max=0.40 cfs @ '12.105 hrs H1N=386.17' (Free Discharge)
2=Culvert (Dar rel Controls 0.40 cfs @ 4.6 fps)
.s-Broad-Crest ed Rectangular Weir (Controls 0.00 cfs)
Phase 1--3-17-11 Type it 24-hr Rainfall=5.38"
Prepared by GEORGE EfNCHIBONEY AND ASSOC. Page 14
H dreCAa,?) 7.00 stn 002626 C.} 1986-2003 P, Hed Microcomputer Systerns 3123/20/1
Pond 3P: RETENTION POND
Hydrograph
1
1
1
f
1
1
V
y
0
?C ?fi< cts
1?-
', a ?rufllovv Arra=n 5.251 2C
DO.
95 1 Peak Eulev=386.18'
'
90
35Storage=91,445,.,-.f
90
75
70
;n
s ?1:1 fi c,fs i
?u-
4s
4n;
35
30
,5.
0
U-
0.40 ?f;
i r ?C',V
- Outflow
seconja
3 u ti g 11) 11 12 IJ ''4 1,5 1C, 17 21 2
Time (hours)
Phase 1--3-17-11 Type // 24-hr Rainfall=5. 38"
Prepared by GEORGE FINCH/BONEY AND ASSOC. Page 15
Hydro: A.DD 7.00 sln 002625 1986-2003 Applied Microcomputer Systems 3/23/2011
Hydrograph for Ford 3Ee RETENTION POND
Time Infrow Storage Eievatior, Outflow Primary Secondary
(hours) (cfs) (cubic-fee',) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 383.00 0.00 0.00 0.00
0.80 0.00 0 383.00 0.00 0.00 0.00
1.60 0 00 0 383.00 0,00 0.00 0.00
2.40 0.04 13 383.00 0.00 0.00 0.00
3.2G 0.20 347 383.01 0.00 0 OD 0.0D
4.OQ 0.35 1,119 383.04 0.01 0.00 001
4.880 0,52 2,315 383-09 0.02 0.00 0.02
5.60 0.69 3.932 383.15 0.07 0.00 0.07
E 40 0.86 5,919 383.23 0.13 0.00 0.13
7.20 1.06 8,228 383.32 0.21 0.00 0.21
8.0(C' i.25 10,877 383.42 0.27 0.00 0.27
8.80 1.79 14,417 383.56 0.27 0.00 0.27
9.60 2.12 19,379 383.75 028 0 00 0.28
10.40 3.29 26.15+0 '384.01 0.30 0.00 0.30
, 1.20 6.09 33,885 384.28 4.30 3.99 0.3'1
12 00 96.17 87,395 386.06 50.86 50,46 0aA0
12.80 5.12 41,653 384.55 13.72 13.39 0.33
'13.60 3.79 34,053 384.29 4.51 4.19 0.31
14.40 2.83 32,735 38424 307 2.76 0.31
15.20 2.37 32,184 384.22 2.55 2.24 0.31
16,00 1.92 31,589 384.21 209 178 0.31
16.80 1.73 31,361 384.19 1.81 1.50 0.31
17,60 1.57 31,135 384.19 1.64 1.33 0.31
13.40 1.40 30,918 384.16 1.48 1.17 0.31
"19.20 1.24 30.703 38417 1.32 1.01 0.31
20.00 1.08 30,487 384,16 1.15 0.85 0.31
20.80 1.03 30,359 384.16 1.05 0 75 0.31
21.60 1.00 30,293 384.16 1.02 0.72 0.31
22.450 0.97 30,230 384.16 0.99 0.68 0.31
23.20 0.94 30,169 384.15 0.96 0,65 0.31
24.00 4.90 30,107 384.15 0.92 0,62 0.31
F s
i
STORIMWTER WNAGEIVIENTPERM,ITAPPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER a VEGETATED FILTER STRIP (LS-VFS) SUPPLEMENT
This term must be cornp!etely filled oug', printed, irli!ia!_d, "Ind submiited.
!. PROJECT INFORMATION
Piolect name Generations ll, LLF Sp3co ParaC;IIS
Contact rla 1e Don Wiggins
Phone number 914.833-1212
Date %13mh 21; 2011
Drainage area miiilber 1
11. DESIGN INFORMATION
The purpose of ih . LSAr;=g Buffer Rule: Uifinse F cw -
Starrrmateronters f-S-VF from A 8f,1P
Type a' VFS ,°doxf d stomiwa'er ;aback (slop,3 < 5`;k)
Explanation of any'Othcr' fespor•ses above
If Rtormwater Enters the LS-VFS from the Drainage Area
!7r4lage. area
Impumous surfaoe area
Percent impervious
iadonal G coefficient
Peat: flaw 1[{7[1-1 Lye 1 ff-11hr Stalin
Time of rcnCe:ntlatiarl
Rainfall intensity, 10-yr storm
Peak flow front the 10-y; sIG uj
Design .s!olm
#17,-7?murrr amount of Flow directed lo €hti LS-VFS
Is a flow hTpass systertl going lo be used?
Explanat,on of ally 'Otr er'responsesaLuve
If Stormwater Enters the LS-VFS from a BMP
Type 1-,f BMP
Peat: di,-cdar>:ge fi,1m the ID. N.P during the d sicgn storm
Peat discharge from Ule BNIP1 during If;o 10-yearsturm
h`arimum ca-racity of a 100-foot long L5-Vl^S
Peat; flow direued to the LS-VFS
1, a flow bypass svst=. ri going to be esa;
F-Wanafion of Lily °Othe!.' rusru,nses above
I-S-VFS Design
Forebay lzorfac;e aree.
De p!Jl o(forl bay at stormwater entry f oird
Depth of foreboy at stormwatcr exit point
Feel of fevel lip nee &-d per cfa
Computed r irunum Length of the lcv_f lip nced•-
C:) nr':I eonldlele 1h-S ,,:chcn of the -lain
Cb x;r. coT !_le .ius s=rt.on cf h° ,;im.
Do nit c;c-i r;ly'e !hi <_ cli. in i .g farm.
cC!lir),F!I-: lhi? _,.;Ilrrl I.i 1re i'?r'I'•
Ue rn_t c:orr:f-i-A his sc:'icl 1-,i II!
Do mot c?.ar?pleto IN- , .%?; n al the • Leer .
net cc,mpleia II ;?,ctirn ,I the'cirn
4 the erlT).
TICK anr-:
cfs u r.-,t cc -f.? hi, lio?i o' U•, f ?mi
C e or N1 Du iioi
Wet d5tention pond
027 afs
0.4
2 cfs-
0.4 di
Y (Y or N)
G sq ft
V
in
In
50 ftlcfs
it
Foorn SVV401 - LS-V1- . 29Nov2010-Rev.8' p-ziGe 1 of 3
Length of level lip pmvidod 40 ft
Widtli of VF,, Sig ft-
Elev?tit ii ai rd wn, lc base c level I,P 381.00 fsnsI
Fleva.`•ic•-i at the end of the VFS [hat is fart!: st W.,tn the LS 31-9.00 fmsl
Slope (from Level lip to the end nI he ` I S) 4,00 %
1r-3 Cry draws present in ;he VFS? P. (Y or N)` OK
fs Ih :ire a collector Swale ai the end os the VFS? n (Y or N1
Bypass System Design (if applicable)
Is a bypass syster€i prov ded? y (Y or N;
Is the4an eF!gineered for: -split ing device? Y (Y or N) ;e ?rc,id: plate 1;"er & supporting talcs.
D rnenE ons of the chartnc (See diagram below):
I'll It
B It
ft
y (flow (k dJi for 1fJ year sm, m) fl.
freeboard (during the 10-year ston-n) ft
Pea'-, valoeity in the channel ed 1rwLI the 10-y9- stotrr -- fusec
Channel lining rriateiial Pick or,e:
C?ks the by=rwass d!schaige through a wetland? (Y cr N)
Does f1i9 chnnr;el enter She sr, tam at an angle? iY or ".])
F,yplar:,`on of any'Otl per: respx nses above For largo storms a contrl box will uirr;ci lamer storms to a rip-rap a!ssipa!ion FZd
W
t e
,
f.co Toald (Vilna tile I i-".1 c(ilia)
v i<lirusr? tl?_ t+r-}:.;tt,lin; '
dr--- . -_4 L
M
o ,
t ?_.r=
Y
® B 4,
III. REQUIRED ITEMS CHECKLIST -? ?
EDIT Please indicate the page or plan sheei numbers vdiere the suppoiting documcntafion can be found. An incomplete submittal package will resultin
a request for additional information. This will delay fina! review and approval of tho project. Initial in the space pmvildad to i idiaale the fcl'.otving
dcsign rsquiremet is have been mal• If the applic-grit h?:, designated an acen(, the agent may initial below. If a requirement has not been met, attach
justification.
Requded Item:
Initfais Page or plan sheet number and any notes:
Form SW401 - LS-VF - 2M,),201 0 Rev .8 page 2 or 3
Permit No. _
h ° c VIA7fi
?,
ST RMWATER MANAGEM.-NT PERMIT APPL OATION FORM -
471 CERTIFICATi N Af'MCATi(1N F0RM
1AJET DETENTION BASIN SUPPLEP1iENT
Th;s form mr,cf ba fPed out, prated and ub; nri±+rd.
'he F evLliad floras Cherkif:st (J art !!Q must t print d, filled ov and r•eb n,?ted along with alt of tre rzquir? l ri;lo rr oiio:,.
I. PROJECT [hIORIIATION
Pr(7jeCt r?arre Len:i??JL'n5 i! Ce,ro!ino, LLG ::pane FaTCe;!,
Contact fter5'Gn !tuft UV!(?y1Ti5
F'itonenulriber 51J-U3;ri212

Drainage urea {,umtaar f

-..._•
CECIG I?FMCr???IOfJ
_.....
-
?
9i
Site Gharac terlstlcs --_
Drainage Ei-e„ 664,333 ft'
Irrpenrious area, post-daveioprinval 51d, 1y f
-o !rllpeNlous 82:10 q?
Design rarf-311 depth 1.0 in
Storage Volume: Non-SA Waters
M ninwrll volu ie required
Voluma provided
27,078 ft'
26,631 its
nsuflicicnt required vo[unie.
Storage Volume. SA Waters
1S' funoft Volume
Pre-dcvn!c4iment ,-yT, 2A4,, ninofF
Pest Jeveioprnent 1-yr, 24 hr runoff
Mrnmum velun e required
Volume provided
Peak Flow Calculations
1:, the pTerpn^i control of tr;c 1yr Ahrstorrn peok fIL"N required?
1-y€, 24-hr rainfall depth
R3Gonol C, pre-develcoment
Rational i., pos'-develops erl.
Rainfail intersty 1-yr, 24-hr storm
Prc__ve!rw;dmert I-yr, 24-1hr pea:, logy
Poskde.vebpment l-yr. 24-hr peak (fova
PrMlos' 1-yr. 24-hr peak flow c?ntrol
Elevations
Temporary ptxji eievaiion
Peflilanert paal ELvaticn
SHPT I e!c_-,Aon (approx at the pemn, ",21 elevaton)
iota of 104 vege:nle'd shelf elevation
Bottom of 1Oft veget.aed shell 3!evabol
sc,611rnt deanout, fop e'.evnlion Ihottom of po^d}
6edirrert clearfoui, ha'!cm •elevaVan
Sediment storage provided,
is the m addilinnal vclurne sired h:we the sla;e-n3q,1l1edlernp. Pool?
ElewaFori of Vie top ci to oddi c of vci?lme
lil
ft?
ft3
W
ft'
Y (v ar N)
(uniL'et;;j
{unilies:,1
Mir
30.05 fi'lsec
60.75 1
30.71 ft'hec
3E3,71 frssl
333.00 fniSl
AVG=82.114 imsl
383.50 frnsl
3812.50 furs[
378.00 frnsl
06 [ms[
1.00 ft
Y (Y OF N)
OX, volume Provided i; equal to of in exr?:-, of volume required.
283.7 fins! OK
Form 64":40 1 Wet D'• t._ hFl 13aim-Rov 3-917109 Paris 1. & It. D•islgd Sumpinry, Page 1 a12
Perr!it f?10.
(!n Le pmn -ded by DW,))..
It. DESIGN INFOP,PA,4TMl -- --- -- - - - - - - -
Sur;;iee Areas V
Area, l mpcr'-aty pool 26,603 ft'
Area REQUIRED, permanent pool 23,252 f?
SAfDA atio 3.50 (imil'er: )
Area :PROVIDED, peritlanent pool, Ar-I, ,-j 23,712 tt 7K
Area, bottom of 1Oil vegc,?ted shelf, A,.,, 20,731 ft'

Area, sc?imem ci- ..out, [ca elevation 'bottom of Pond), H.,-, „- ,
ar " r ;4,2 05 itz
Volumes
volume. lemporrry pool h'
Volume, permanent pool, V___ ft'
Volume, fore-hay (scam of forebays if mcro !hail an(, forebny) It'
Forebay % of permanent.muoi volume
SAJDA Table Da'.a
Design TSS removal 90
°•S
Coastal SAIDA T Jie used? n (Y or N)
MountairvFied'nen! S IDA. f able U ed? Y "Y or N)
SNDA ratio 3.5C (unil!ess)
Avera;;a dept) (used in SNDA !aisle):
Calcula5on option used'? (See Figure 10-25) R (Y of N)
Volume, permanent pool„ Vp- rya fis

Arca provides:, pern_rnnt pxf, A,. L
23,712 it
Average dc?pth csibjlated ft
Average depth Lire; in SAJDA, d,,,, (mound to ner:rest 0.5ft) ft
Gal='-ation cpticn 2 used? (See Figure 10-.2b) y (Y or N)
.
Area provider,pem-xientpord,h;,,;,, 23,7,2 it1
Area b0lcm of 10it vegi-o3lad shelf, A,,,,
ft
20, 7 31
Area, Sediment cfe?aoUt, le; elevation (bottom of pond), A,,,, p,.;{ 14.245 fC
'DepCT (dis6anoo blwi batiom of 10ff shelf ar,d lop of sed,ment) 4.50 if
Average da tfi Qa'c0aled 4.28 it OK
Avara,,a depJi u?cd in GNDA, d,,., (Pound to nearestO.5ft) .1,5 it OK
Dravodawn Calculations
Dra,wdown iucugh affce?
DGWE"er of criflC' (if crcule!)
Area of orifice (iJ-non•circufar)
Coeffident of discharge (C j
[?r'ving head (H.)
Dmwdovorn Ituough weir?
Weir t Te
Coof iclurll of discharge (C,j
Lengiia of w&T (L)
GrMT19 head (H)
Pre dr:delmiriem 1-yr, 24-hr peak flaw
Post-development I-yr, 24-hr peak. flow
Storage volume di5ct:erge rate (through discharge core: or weir)
Storage volume drowdown 5rne
Additional In€ornation
Vegeta-ted side slopes
Vegeta :;d sheaf slope
Vcge ated shell 'm"HI
Length of Ilowpah to sv!dth ratio
Lengu} to warm ral;o
Tz-ash racy (cr overflow '4 office?
Ere=boar provdea
?Vegetated filter provided?
Reza rded drainage easement provided';
Cap:irs all runoff at diimak? build-cuP
D a it nieahanism `or mainlenanrp or emergenucs is:
y 1, `or N)
4.00 in
Inry
0.60 0.42 ft
(Y ci N)
;uni',.Vss)
(tinNess)
it
fl
30-05 Wisoj3
60 75 ft'?see
0-35 W [Sec
ph•, draws down in 2-' days;.
3.50 days
3 f OK
10 :1 OK
10.0 f1 0K
2 :1 lnsufJcienl flow paL`t towidth ri'io. Must rtct ?? r.r,C;; ,t,it :
%0,I 0K
y' (Y o- N) OK
y ft pK
Y (Y or N) OK
Y (Y cr N) OK
Y (Y cr N) 0K
rump
F?ann 54(`1=01-VI.,,t Detention.. aa5krRev:b-9t17109 xt-: 1 5 It Di?.s(rdr Summary, Page 2 c? 2
STORMATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER e VEGETATED FILTER STRIP (LS.VFS) SUPPLEMENT
Tlris form must be compfet0y flikd ottt, printed, initia,ed, and subrrti,'Led.
1, PROJECT INFOPMATION

rot ct Hama --. -J
Generations II, LLF Space Parcels
Contact nam Q;;n L?Iggin
Phone number ? -
91.?53-212
Date March 21, 201-1
IJroinage area number ;
Ii. I]ESIGN INFORMATION
The pu.Tmose cf the LS-VFS Butfer Rui•3: Diffuse F!co. -
5'aime:alererltets L5-VF5 from A BMP
Type of VFS V`brood ,d siormwater setback (slope c 5%)
E?planalion of any 'Other re=ponses abode
It Storrnwater Enters the LS-VFS from the Drainage Area
D-ainage area
Impervious surface a-ea
Percent Impeivious
Rational C :;acfiicienl
Peak flow from the 1 itirhr storm
Time of concenlralvi
Rainfall intensity, 10-yr storm
Peak flood from the 10-yr storm
Design semi
Maximum amount of flow d i-ccteu to the LS 'VFS
Is a I1ow bypass sysie:n going to Le usCd`?
fe
f?
cfs
min
-f i Vhr
cfs
Pfrk nna:
c _trr;r- ie,i aimc`t f n.
Dry Oct c mplofa Ihi sec'scn of thr tor. -.
L'o . cor,;:I !e hir s .,. ;;u ;.f th? fcrrn
110 r19i f:6f`•17!t.ie this 7 in ct th- fond„
?? rot cr:, t = ?nl? . ;Lr?n tr,?" f,rm.
rcmc'aie tiffs <•?(i??-I of It a 6:.'rn.
Explanation of any 'Otf ir' resncnscs above
if Stsrmwater Enters the LS-VFS from a BMP
TypE of 1-MP
Peak dscnorge IMITr the BhdP "u?ng the design storm
Peak dsch charge frcm the BMP cltuing bio 10-year storm
Maximum capacity of a 100-foot !ang L5-VF3
Peak flow d!rected to the LS-VFS
Is a :row bypass system going to be used?
Ez!.p2 iia!ian cat ar} Uth i' Icspfns N zhayE3
LS-VFS Design
Fcr?.W surface area
Depth of forebav at sloninvater enty point
Depth of frrrs)ay at slcim-water exit point
Feet of level lip nee fcd par cfs
Computed minim;irn IergLh of the level lip needed
GIS U o iC':OT' s't!i5 G[II;I cif;CIF CT,
(Y or N)' D n i nor -hi .riser: c•f `r•? fcrm
Wet detenfirn pond
0.27 cfs
0.4 ----cfs
2 cfs
O d cfs
y (Y or h1
0 sq'fi
in
in
50 facts
R

Form SVJ•101 LS-V,S 49rgov'=,010 ReV B
- page 1 of 3
LenU!i' of retie! lip pmvidad
4ViC'? rf VFS
Fievalion at x?onslc base of level lip
Elevallon at fi!e end of the VFS thal is la ;f1:::=? from Ili LS
Slope (from level lip to tilu er,d of the VFS)
Are any craws pra,en,t in ine VFS?
Is there a crArectcr,:gale at [tie end of the VFS'?
Bypass System Design (if applicable)
Is a bypass system provide:'?
Is Ifiere an engineered fl:,w Splitting d-evice?
Dimensions o; the channel (see d0i.: atn bet; w):
M.
H
W
y (flow d?s1f1 for 10 year storm)
trz-board (during the 10-year S1,0M11
Peak velociry in ',ha channel during the 10-yr storm
Channel iir:!ng rraieriai
Dons the hypass dscha-ra through a weJand?
Toes Lne channel enlei lee stream at an angle?
ExplanaUon of any'OLher' emcnses above
40 ft
5) ft
;181.00 fmsl
?
3i9.flG fmsl
1 G•'J %
n (Y or 14)
n (Y or N)

M
(V or N)
(Y f). N) ?a c : F..DCI L I Ij _ _.! II' ! d rt S IrF?'_ IIII w lw ?
ft-
_ {t
ft
It
Fick c^e:
(Y or N)
(YnrN)
For `arcer strmlS a cenlrcl box will cirecl larger stomis i0 a rip rap dissiPatlon pad

,1: fze°?haa R' fL}tt.al7 fAk', 1t} y:' 3ic77ii}?.
r
I
i'tiellli13; ttl kll-H'I'S omil '
4 I
# B b
llll. REQUIRED ITEWIS CHECKLIST
EDIT Please indicate the page orplan shed n!imbers,,vhere the ssppo.Wrig documentation call he found. An incomplete 5u6mitLni package will msultln
a request for addifionai information. This will delay final review and approval of the pfoject, Inifiai in the space provided to inlfcate the following
design requirements have been met, If the appkant has designaled'an agent. Ilse ag-nt may initial below; If a requirement has, notbeen met, attach
jusfl cation.
Requried Item:
Initials Page or plan sheet number and any notes:
F ai ;W41< 11 L S-VFS - 29W4010 - Rev: t3 aaye 2 of 3
Permit No.
(:obepro %;d-e'by D :. )
r
;^; n -r
STORMIXATER MANAGEMENT PERI`,VT APPLICA T M FORM
401 ;^,ERT IFICATION APPLICATI;3N FORM
VVET DETENTION BASIN SUPPLEMENT
Ths ro;mmust bo f;!!zd out, pl-,-Me f ar7dsubrnrt[ed-
7ie kieQ[1i L>e! hems Ghoc4:4st (Pa t•'1) must be fu.rn!ed, riled oivf and subm;tleyj a.runq w;GS a.Y of f1;e r sired inton laftutf:
,Ie P CT?FJFO9F2149ATIC3N ---- --
Project n-- me
-^
-
Genes bans II Caz!ina, ELC Space °arcz!ls - -
Cortacl p : r- on m

horvo
b
D
r1Y;ugi
nuin
er X
19-033-7212
Data
rztr oft
Drain39e area ninbor
1
IL DESIGN INFORN Ti0ff ? -- -
Site Characteristics --- ?`- --- - -?
E,rain--ge area 664 333 f[`
IMPKVious ?rca, pQS1-deveicorns:lt 545,414 jt
IlI; impervious
82.0
Decign rainfall d_-plh _ r „
Storage Volume: Ion-SA Watars
Mnimum volume required
Vo'unte pn:vidEd
27,878 f+.'
2a,G3' fi'
Insutfciert requirtid volume.
Storage Volume: SA Waters
1.5" runoff volume
Pfe-dcou lopment 1-yr. 24 hr runoff
Post-deve!apment 1-yr, 24-hr runoff
Minimum vnime required
Volume provid--d
Peak Flow Calculations
Is the preJpcst wntrel of !rte 1yr 24hr Storrs peakfiow rttured?
t-yr, 24-hr rainfall depth
Reficnal C, pre•dcvelepment
R3tionaf C, post-devafCipment'
Rainfall in:crisiiy 1-yr. 24-hr stare
Pre-devel. rnen[ 7-yr, 24-hr peak flow
Po-sl-deve!opmenl 1-yr, 24,nr peek hors
Pfa,,Post 1-yr, 24-hr peak flow, conifof
Efcvafion5
femportry pool e'evatcrr
Perntarent poc•'. elevation
SNNlT el--watcn (approx. a( the prim, pool Efwa6crlj
0p of lUit vegetated shelf Elevoliun
Pollan of 10ft vegetated shaif e!EVation
Se-dimEnf cis3;toul, top elevation ybnttoin cf pord}
8? iiment cieancut, boners elsva;ion
Sediment s.'.oraga provides
Is ftlere addi' on31 VO!1!.r1E Stored abova t'te siate r-?yu!ICd ternp. PLrG;9
Elevation of the iqp of the edtionul volume
Furij SVJ401-1A,1=..i 0ctantian ?sirrRev.1-3.?1'rr0y
fi3
ff3
Y (Y or ff;
3.0 in
(unipe: )
(unites }
nrr:r
30 05 f11lser,
60.76 it'Iser,
:1x73.71 fnW
383.00 frrsi
AVG=82-84 frnsl
383.50 fmsl
382.53 f;r„1
-+; 8.00 fmsl
377.00 i nsI
1.DG if
OK,,Vnfunto provided iS eq;ral to Or fil eax ;e of Volurne roq-.tired.
Y (Y or Nil
VI-3.7 tmst OK
Parts f. & 11. Ussfgn Surnmzry, P;;gn 1 of 2
Permit No.
Ii'n bI, rr., der, by D;HJJ:.
fl. QES6Gfid fNF©RhiATtClN ? -_ - -- ..` _ -----?
urface Areas - - i
Area, temporary pool 26,603 Its
Area REQIUIRED, permanent pool 23,252 it`
SNDA rat? 3.50 (uni"ess}
Area PROVIDED, pen7,?eaenl pool, A? T-A 23,712 f? OK
Asia, boilom of 10ftvegefaled :heft, A...,j?,•r 20,731 `
Area, sediment aro.;t, to} elevation (boitcm of pand), Ac?,P-w 14,205
Volumes
Volume, temporary pool fij
Volume, pemanent pool, Vr.,-„ - ttD'
Volume, torubay (si:rn of fcrebays if rncre tf-. !} ono forebay)
_ i
Forebay % of perrar,ent pool vc•!ume
SAJDA Table Data
1x iqo TSS rernuval c0 e:o
Guastel SAIDA Table Used? n (Y or N)
f+1CLr}!HIr1?lelflFlont SNCA Tab13 U E? y C or N)
SAIDA rafio 150 {u!ides;)
Average depth (uswi in SAJ'DA table)-
Cs!culadon opdon 1 used e (See Figure 10-2b) n (Y C., N)
Volume, penranenf pool. Vrn.-P11j If,
Area provided, pernanent pool, Ar"m J- 23,712 ft?
Average depdi ai'culated
Averse deptLn used in SA1D.A, d,„ (RaLlnd fo nearest 0 17-1Z)
0
Calc.llabon optk:n 2 L bed? ($ee Figure 10-2h) y ?f ar Pjj
Area provide-J, pernanenf pool, A',,., r,.i 22,712 ,t_
Area, bot!om of 10ft Vegetated she!f. A,. 20,T31 p'
Ai ea, sediment cieanout. fcp e!ev?tion (bo:lom of pond), Ar,! .md 14,205 ff2
Mepll;` (d!stEnce b'rv bottom of 10tH sElelf and fop of sednnont) 4.50 ff
Average de-p'hcalc,Iaterf 4,28 it OK
Average d.pdi used in S UA, d,., (Round lia rlaw:st0-5G) 45 is OK
Drawdovvn Calculafidns
Or wdown d,rcu; h ui:Fa;e? (Y or N)
Diem ter of arifici, (if circular) 4.00 in

Area of oiiflce (If-llOn-wcular}
2
in
Ce,F.I.ent of discharge (Cs,) 0.60 (unifi ss)
Dimino head (H,,) 042 ft
tDrawdown 1?raugh vieis? (Y cr N)
1N'eir type {unitl
GocfGW'an;of discharge (Dw) {unlfle }
L ---ngih of wcir (L) it
Glwng head (H) ft
to dev:acpn rii 1-pr, 24-hr pe"{ fiow --
30.05
f! !:>ec
Pcsttevelapmen'; 1-yr, 24-! r peak flow' 80 76 ft''sec
Slorage volume discharge mte (rhtcugh discharge orifice or weir) 0.35 f!'lcec
Storage Voluniei uwds'rm';irne
3.r.
.:3 Jays
Adrf;t'onaf Information
Vegetated side slop, 3 :1
Vogetafed shelf slope 10 :1
Vegelalcd shelf width 10.0 tl
Lengfh of flawpadi to wid11. ;atiq ? 1
Lengdl to vdiddt rado 2.0 :1
Trash racr;'or overlicw .v, orifice? - y (Y or N}
Fn:ctoard provided y fl
V--gelbted filter provi:'.ad? V (y or Id;
RercFdl d d!:ll!le< e Ea ement n'ovided,/ y {Y or N}
Gepures all r!noff at L'kra'e build -cut? y (Y cr Nj
:7 rain rrechanimi for maiptenmua or emeigenD?.e-i -5 Pump
Form SViIQp - Ve' ?eLaetiun Ba5ic-Rav.&-911710,1
OK, dravis down in 2-5 days -
OK
OK
OK
insutfir"-nt low pads width ralic- Musf nct airorf circuit pond.
OK
OK
OK
OK
OK
OK
P;ir s J. & rl. Dosign Summary. Pace 2 of 2
r,; r, rco oru z.a ern ?., 'ova. %^?no.r'? tt.?'oi?.ndni rua? i t } yl
I '.. uaT.,, ?7;-rv:.r szL , tr,c'[ra I?pl It
'' an i.T lirw:? s?aul ecz ?J.t?E?'J "PYIJ?3'4b°?C7J II f?G?!1.'9'c'?:J I Irtir,
'Y'd 'n"'3.L`1L703g4' .7 23030 I
0
ii 'PEA2?t y ?f 4
,p am.
ERR e i d,
p?a? f r r} i2? ?e7S+? 3!MR
G ? NO 1 F T?e ?f5 '???L C F ?!
tsa" v 3p a y 7 fc fa
rx IPYt3S" ?,b ?pL ? MR, f?
?L
i
?????;? !i 3 ?.5 ` ??F?ggga
h?viE? iy?$
?xf ?? m7y?s s P ?;p@?? q
Fy ?
3 ?i ?L n G d
?? ?i
7 1 x-fk hill aONI?i
?R M,
M i'?aIpfr ?k` a` S ey? ?jg??y
99 F54i?
?pipS 9 e?'S?'?? ? hey
?6 9° Fe ?5a d a g y 80 S
i ° ? ?t a? ? P;?fl ? 9 t ??a '9 '??
E? f 3%5 9Ep i?a Y 2 ?Ri ll I?'??lz ?'AaE? ear:
n r F,,
SS Illl? ;u.
° 'i U?f ALL' C 10)
J Sr ? ? `
t1G i
ti 5 }<
?I 1
f
k
77,
PI I Yr I

,.'j
. ? I - I I at'-'? I11
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Permi? Number. _
itr he proi,ir,m ' bi, D) 'OI
Dminag'e Area NLMIber;
Filter Strip, Restored Riparian Buffer and Level Spreader
Operation and Maintenance Agreement
I SvI-Il I eep a maul -itunance record on this BVII P. This maintenomcc retard [4'1:1 he kept III a
log in a knot, ii set location. Any deficient SIAP elen-tertts noted uZ the iitpection tiwili be
correcLed, repau-ed or repaliced imrr7edi: telti?. Ttrese, deficiencies can affect t1ie irate( rite,,
of structures, s«ieh, of the public, xid the removal ei f iciencv of the MvIF',
Import Int maintenwice procedures-.
- N-Lmediately? after t1le filter StTZp iS E Stahl]S1iCCI, «IJX7 newly rrlr_il;ted vegetaft)n
?vill be watered hvice -tveekly i# needed until the plants becDme established
(coma-iotly six weeks),
Oj-Lce a year, the filler strip cvIi' be reseeded to maintain a dense groivth of
v&-Tetatlon,
S ta bie groundcover 4'VL1 be InelCltdHI III th drailiia ge area to reduce the
'?edimu'nt load to the v. getah.on.
- Two to three times year, grass fi!teistrips tin-i11 be rnoived and the clippings
harvested to pror ote Lii, groxvth of thick vegetcuicm witl-i opf murn pollutant
r€!rnoval eff limey. Turf Bass should raot bo cut shorter thin 3 to `; inches and
maY be allovved to groCv as tall as I? Inches 1.1t'p_' cli71iz oii aesthetic requLir_'IIZt=_nl_S
(-NIFC,1993). Forested filter stria s d-, not require this hype of maintenance.
(--)rice a vea.r, the sail will be acrated if n cersar:T. -mince a y-ear, sail pIq he tested, maid lime Will be added if ne.cessar?T.
,Vtc.r the filter strip is established, it h irlspc,.ctedquarterly and within 24 hours
after ever,- storm event greater than 1.0 inch (or 1.5 inches if igi a Crustal 4`ouirty).
Rccords of operation and mahritenance s%,ffl b(c kept in a knov,,i, st,t location and v ill he
available upon request.
I11spection activities shall be performed as follows. Ai-,Y problems Uhat are found shall
be repaired irnn-iediate.l?,.
MP element: Potential protilena; Hmo v I Svil - I remediate the pr€ blem-
The entire filter sh Trash 'debris is present, n
?.emove the trash/ clebris.
System
The flow splitter device The flo%% splitter device, is Unclotr the. conveyance and dispose
(ii' applicable) c1crR ed, I of anv Sediment off-sit•=
i'lie, flow splitter device is
darrraged.
tiliikc- alit/ necessary repairs or
replace if damage is too large for
rt ?ail•.
Farm S%%" U::di_il-1-cN, l Spreader, 1.ii1er strip, Re°vtored Riparian Buffer O&M R(?V.3 Page i of
i3i11P element: j ,Fcatential problem: _ ffo-v% >I will remediate th, robierrr
'The shale and the level Into swale is clogged sviLl i?eirsisvr? the sediment and eiispiisc?
lip sect menL. of it off-site..
The Ow d lip is ciacked, -- Repair or replace lip.
settled, Undercut, eroded of
t otheravise LdanT
There is erosion arouvid the P.egrade the soil to create a l;rcrni
end of the level spreader that that is higher than he level lip, and
shows shunuvater has then plant a giound cover and
bypassed if. water until it is eslobhshc°d. Provide
lime and a oue-time fertilizer
_ _ apNcation,
'T'rees or shrubs have licgurt Renown the
to grow on d,e ssvale: or just
_ Fltiw slye of the level lip.
The bypass channel Areas of bare soil and/or R cgmde the soil it nmessaarv ts>
erosrve ?ufhes have formekk« remove the Lilly, and then.
_eestablish !)roper erosic'm control.
Turf reinforcement iw Studv Elie site to seo if a larger
damaged or ripap is rolling [,ypass channel is needed (enlarge if
do"whill. necessdary), sifter this, reestablish
die erosion control material.
The filter Strip (.rnass Is too short or kin Ong ? Ails r wn grass at a height of
a
ll aIL)EAa ilc). ippwoxn2iat IV !inks- to six inches.
,Nreas of bare SOIL and/or al egradc :he soil if necessarto
arosive goMe.s have fornied. Ie,, n o v e iIie gully, and the.n?pIanta
ground cu%air and water until it is
est;akiLished, provide We and a
mie-lime for
Li e ?plicer4?iern.
Sewment is building tip on Remove the sedinionL iind
ffie filter s;trih. restaeiliae Elie Soil XviLk vegetation if
necessary. Provide lime and a one
time fertilize
Plants are desiccated. ProWide addi el,al irrigation and
ferhli7.er as needed.
PUnN axe dead, discaised or Determine the source of the.
dying. Problem: stills, hydrology, disease,
etc. Remedy the problem and
replace plans. Provide a one-Einie
fertiliser appficaitimi.
Nuisance vegetation i.s Remove vegetation by hand if
cho:ki_iig taut desirables species. possilae. If peslicide is used, do not
allow it io get into Else receiving
a'va_ter.
'fl'ee receiving water Erosion or either signs of ? contact the 1\`C= Division CA Watei
damage have occurwd.alt the Qtialfl-y local Regional Office, or 01e`
outlet. l 401 Over.s_ivk Unit at 919-733-1786
.
l'rn,ii 11?t if)i?l.evc[:5nrearc(cr. fillea' Strip. Restofed Ripiirian Buf1'er(_),?L1.1-Rev.3 Page
p
PCM111 NLlml7et'-
;(1o bc; r,wrd d fn Di;'U?
I adnotiwled-c and agrec by rrly i-t-m ature bel«-w that T ami responsible For the
pet fon-li'mcc ol'tlic 1-naintenance procedures lsstcd above. '_ Luuce to notify Mk"O ofally
problenis vvitll the systrclll or prior to ally chan-(2s to the svst.em of responsible partyI't'ojecl H(7111c': Gencratlon II Com,nerclal ('emer. Y"t1quay-\,'arina, NC

BiAl' draiwwe area ?1:llnhe":_Eastern level SDrcader and IJIILei Strip
print "amc: Jull>_ Zalkind
Tie,e:N1111 iaCcr
r ?tdres:;;??31 N, W, Nor,,vood Streelw. Arlin,fton. VA 22'
Phonc: 70 5?=-A 0
5iL7na
77
Date:
[tote: The legally responsible party should not be U 110l1e0 Hers 8 ;,0Ci lriorl unless more than 5011.:j of
the ioiti have been sold ;,nd a re° i'dcnt of the subdivkion has bc;cn nanled the president,
?.?2 `•' f a Notary Public for the State of
lr !c ;Ins; ?4 County or /IteI-1" ;? J clo hereby cert-,, th t
,7l Gl 4- / I.-
personally appeared before me this c-2lt ?
day of
?Y)/l11 "? .. ' a? {l an-i acicatowiedge the duic execution of the
fogy ,oln,o '-filter strip, riparian buffer. al d"or level spreader maintenance, rcquirements.
It
%'1'';tnes nay' htmd alld official sell,
04t4v, A AAouggeI#
Sol
®o
A rt
%
`rpm ?a5a,a ??a
%I'°,iM155±Oh' x° a
° "20,'202
0
SEAL
Nlv Commission cxtlll'es

t nn71 s1?'L! JO i -Lcv< ] tihrc;?der. Fit r strip Rec;torcd Rimsrian Buffer' 0 IM-Rev.3 Pa;,e 3
il?? s