20110180 Ver 1_More Info Received_20110404

Environmental Consultants, PA
Road • Raleigh, North Carolina 27614 • Phone: [phone] • Fax: [phone]
April 4, 2011
S&EC Project # 9929.P1
DWQ #: EXP 11-0180
NC Department of Environment and Natural Resources
Division of Water Quality
Wetlands, Buffers, Stormwater, Compliance and Permitting Unit (WebSCaPe)
Attn: Ian McMillan/Lia Gilleski
512 N. Salisbury Street (9th floor)
Raleigh, NC 27604
Re: Request for More Information Response-EXPRESS REVIEW
Generation II Commercial Center
Fuquay-Varina, Wake County, NC
To Mr. McMillan and Mrs. Gilleski:
APR 0 4 2011
DENR - WATER QUALITY
WETIANW AND MRMWATER BRANCH
The purpose of this letter is to respond to your Request for More Information letter dated March
29, 2011. The original questions/requests are copied below as they appear within letter and are
then responded to by the project engineer within a Memorandum dated March 23, 2011.
Additional Information Requested:
1. Culvert Outlet Dissipater Pad: Please select the design option that gives the minimum
stream impact while meeting the Division of Land Quality's soil and erosion control
requirements, and provide supporting calculations.
See attached memorandum and Main Outlet Protection Design specifications provided
by project engineer.
2. Wet Detention Ponds: Please revise and submit the following:
a. The storage volume provided for the design water quality volume appears inadequate for
each pond. Please use the Simple Method as outlined in the BMP Manual. Based on
the percent imperviousness, the minimum storage volumes are 18,676 ft3 and 43,674 ft3
for the West and East ponds respectively,
b. State-storage table for each pond beginning from the top of the sediment to at least the
temporary pool elevation. The table should be separated into three parts: Forebay, Main
Pond and Combined (or Total);
c. All applicable Sections of the Wet Detention Supplement must be completed, including
the storage volumes and drawdown driving head,
d. Provide buoyancy calculations for the outlet structures;
e. Provide a cross-section showing how the 6-inch PVC pipes will be installed. This must
include any pipe anchoring within the pond, cleanout mechanism, a submerged T-type
orifice configuration (see figure 10-4 of BMP Manual);
Charlotte Office: Greensboro Office:
Phone: [phone] Phone: [phone]
Fax: [phone] Fax: [phone]
Seasonal High Water Table (SHWT) Elevation: This office recommends that a
geotechnical engineer shall evaluate the in-situ soil conditions and evaluate the potential
for infiltration losses and need for a liner. If tests confirm the need for a liner, please
ensure that a 12-inch clay liner (or other synthetic liner) with additional 12-inch layer of
compacted soil above it is provided. The permeability tests results shall be supplied to
the DWQ if requested. Please provide this note in bold text on the plans.
Please see attached memorandum, supplemental forms, calculations and revised plan
sheets provided by project engineer.
3. Level Spreader (LS): West LS should be re-aligned to follow the downstream contour.
Please see attached memorandum and revised plan sheets provided by project
engineer.
4. Planting Plan: None of the nurseries listed in your wet pond planting plan are local
nurseries. Local nurseries are the best option in acquiring plants that will be successful.
From BMP Manual: Plant material should be purchased from a similar providence or local
source to ensure survivability (p. 6-4). Here is a good source for local native plant providers:
htta://www.nceea. nebbusiness/monitoring/veglnativeplantprovider.htm.
Please see attached memorandum and revised plan sheets provided by project
engineer.
We anticipate that this answers all of the DWQ's questions in order to complete the final review
process requested for the written concurrence of Water Quality Certification 3821 and Riparian
Buffer Authorization. If you have any further questions or any additional explanation is needed,
please don't hesitate to call.
Sincerely,
SOIL & ENVIRONMENTAL CONSULTANTS, PA
Debbie Edwards
Environmental Specialist
Attachments:
1) Project Memorandum-dated March 23, 2011
2) Main Outlet Protection Design
3) Level Spreader Supplemental Forms and Calculations (East & West)
4) Wet Detention Basin Supplemental Forms and Calculations (East & West)
5) Stormwater Control Structures Buoyancy Calculations
6) Seasonal High Water Table Elevations Drawing
7) Revised Site Plan Maps-signed & sealed 04-04-11
8) Data CD
Ge1? nqc• Finch I Bone°y and-ASSociatc:r, r'.A
30,2 Nosh Boyinn Avc: nue
n Paleigh, N 27606 ,102
i
` ?If PoET (Driice Rcx. 10,4 72
r ilr: t i, HC %i h0_ 0472
i - T 919 1833 1212
F 9121 834 3203
March 23, 20) 1
Project Memorandum
Project: Generations 11 Commercial Center
7416 Sunset Lake Road
Fuquay-Varina, NC
D W0 >; Expl i -0 180
re: Response(s) to DVVQ's Request for Additional Information
We are submitting the fo!;ow r,g in response to the request for more information lel,e [hat was
sent out by 11Wi . on }' icxch 29ti, '=01 1,
Letter Item # 1 :
The outlet d ssloater design has i et.- I feels' d a discussed in an cti 'mot to reduc- the lon__vh of
the dlsslpalion pad, Thus fed.;Uin?? the permanent stream impacts for-Ihe 60°° pipe secticc,n. The
new c lesion lJtllizes a ''porlded water" design vs. a pical at grade ![p-rap pad. The deslcn of
these outlet proteciion pads takes into c ;nsiderolion the T°.,laine Erosion and Sediment Control
B`?,P manual (see at-ached) for suing. Please see ih revised dravwings detailing constructior of
the dissipation pucds.
Letter Ile rn #2:
A: The pondshcave been desjamn d to n ake available the full volurnetric runoff from the
V storm using the simple method for rung}'[ arnount. To achieve this without having I c, in c.-ease
the size of the ponds, the outlet struct_ re has been revised. In doing so, the fop of the structure
moy be rolsea to provide the necessary volume, The revised strludure accommodates more
ow during larger 5torr''S, reducing the necessar'./ s,Orgge. Pleas, see the attached stage
storage, rouiing calculations and suppl rnental for7ns for each pond.
3: Please see the attached calculation showing they _ !urn,-- s for each pond s=ection as
well as the loial cornbiried volurne. Tf'e calculations include the, volumes for the [or[ and
main pond secilons, cbove and below the permanent poo elevaflon. As sho,,vn, the fcrboy is
between the desired i8'/Q-2_)'= O of the stoI pcnd size.
c? r C: All app!ica1Dle sr-;cf ons of the supplc?rnentai Eor ms have been completed.
D: Pleose see, the attached buoyancy calculations for each pond outlet control
s1ruc:Iure. As shown I, the,,,vciaht of each struc-iJre significantly out `velghs the \,veighl of tf-le
water displaced.
E: The small, extendod draw dawn pipe has beer` revised to aitach to the, pond outlet
corltrol structure; (see detail 8/L-I;. The pipe will exil the pond, below thie pei-rrlonent pool
P Gecrgo fir ci, f Boney and ASSOciatu5, P.A.
- 309 Ncxih Boylr_n A?! nu+
3 2clc rrir , H( 7 2 606_ 1 07
Yost Office Box 10.172
;l €?are Jlr, NI- 276---)5-0412
1? 1833- I? I i
yF 9191834 3,x.03
elevation in a manner that Will prevent damage to the conirol, pipe d,lring normal I+ndscopina
maintenr-rnca.
r:.he drevJng rer_?resenfiiia'he seasonal high,,,vaier table has been revised ru
addifior 1al claiily, The dravving now notes the depth of the. seosc)nal hig?-) water table from
existing grade {provided by o-lhers), the npp,-oxirt-Yate existing grade and the calculated final
(=;ievation Of the seasonal high water tiab!e. As shOwn the permanent pool elevrition is no rnore
then 6" fr_rn n the seasonal hiJ w tier- iaL le, a`; requlreci by the I`!CDVVQ siorri Iwaler manual.
_,ttar Item #3:
As recuested the level spreader has been re-aligned to follow the ex;;tip g dovdn sfrerjm cv0des.
See reprised drevvings.
Lei ter ier1l try,
The Pianfino Picn Inc l!-ded as pat of the ?tOr^ WCaI r i ?7rl7gerr en' Flan i ias been modlried to
provide a lis of local Landscape Nurserie_c vrf 1o .n ave indicaieathof iney CUITCnljy have many or
the Plantings proposed in, !his Project, Manz- of the Nurseries expressed their willingness to
provide accepfabie substitutes If ti-Yey did not carry what we had Specified, while others offared
ro grow -s-le Pro;iecl s plantings, in tine quantities desired to ir,?.•et our project needs, should ..e be
interested. As the prOje'Ct rno'JeS CIOSer to the point of construction and plant insfallaton, we
hove indicoled -lo them tl_1'ct we vvill b-- canfacflna These Hi,Jrserle5 to obtain the necessar`/
i
F'Toject pla` f irlgs.
Please nolle, each ''pond package'' include's the tulle ving: Stage storage calculations,
supplerrlen al fo ms (pond .Ind assoclaled lc`ve+ ] spreader), expended sToun vvilh 463 hF draw
down, the 1=; r flow, eductionsand the 10yr storm liar: lc the associared level spreader.
r,dditional st,}rmwa er calculationsnclude a seasonal high wcter table dra,,.virig, Maine Cutlet
pFofection design, and oUilr.-I con trnf strl. cture buoyancy calculations.
inc:ere y,
Con_.),Nfrgtr1,s and Daniel `I'ti'ocds
?- w
05C-11-Trons-sP -DWO-401 ExpSubl-032311-?_ •v
cc: .:take %allarid-Cter eraitcns 11-Aa Us P,.4ain-C1j n 1 i'' x 1 7" Plan 5eis
MAINE EROSION AND SEDIMENT CONTROL EMP 312003
I E-3 POPE OUTLET PROTECTION
PURPOSE &APPLiCATIONS
Pipe outlet protection is a protective arrnor for the immediate area around the outlet of a pips; or
culvert to protect it and the receiving, channel from scour and deterioration, This practice is
applicable to the outlets of underground conduits designed to dispose of excess surace and
subsurface water, culverts, and to principal spillways In detention and sediment ponds. Types of
outlet protection are natural plunge pools, ripraped aprons, and ripraped plunge pools. The type
of protection should be dependant upon site conditions such as water volume discliartge,
foundation soils and tailwater.
COMSIDERATIONS
All outlets to hydraulic conauiis must be adequately protected '[Qm scour caused by the exit
velocity.. turbcrience, and suction of the water leaving the outlet.
The outlets of pipes and struct!rrally lined channels are points of critical erosion potential.
Stor nwater transported through man n ade conveyance systems at design capacity generally'
reaches a velocity exceeding the capacity of the receiving channel. To prevent scour at
stormvvater outlets, a flow transition structure is needed which will absorb the initial impact of the
flow and to reduce the flow.
Apron: The most Comrronly L75ed device for outlet protection is a structurally lined apron. This
structure protects and stabilizes the fill slope around and above the culvert. The 2pr0n is
generally lined with riprap, grouted riprap or concrete. They are constructed at a zero grade for o
distance that is related to the outlet flow rate and the tailwater level.
Plunge Fool: Where flow is excessive for the economical use of an apron, excavated stilling
basins or plunge pools may be used. The plunge pool allows the dissipation of energy at the
outlet of the ripe and into the channel.
If the pipe is a stream crossing, fish passage will be are issue and a NRPA permit will be required.
The plunge pool design, access and elevation of the pipe will need to be adequate for a constant
flow. The Department of Inland Fisheries and Wildlife vAl need to be consulted for guidance and
to determine the design needed for fish passage.
If the drainage pipe discharges into a natural vegetated filter area, an energy dissipator is also
required. See LEVEL SPREAD P BMP_ if the o,u let drains into another conveyance structure
such as a ditch or constructed swaie, only a plunge pool will be needect.
SPECIFICAT101VS
Design Criteria
Details rust include all dimens ons of the structure, 1350 of ripr.3p chosen, depth; of riprap layer
and depth of gravel filter layer.
Fish Passage: The selection of an appropriate outlet protection method ;oust consider the impact
on fish passage. In general, the flow depth and velocity must be taken into aCCCUnt. The flour
velocity for fish passage generally should not exceed 2 feet per second.
Design: In watersheds less than 840 acres 0 square mile? it is recommended that structures b :
designed to accommodate flows frorn the 25 year store; event or check 1xith local and state
requirements. Above that acreage, FEN% rules govern and the culvert should be designed for a
100-year storm if It is in a floodplain. GOT requires their structures to pass the 10-year storm.
Natural Outlet Conditions Tri.ere are situations where a natural earth pool will be adequate.
Where no outlet protection is proposed; it must be shown that THE existing receiving channel
conditions (soii type) can withstand the anticipated maximum velocity based or, bare soil velocity
cgs found in Appendix B, HYDROGEOLOGIC SOIL GROUPS. The soils on-site must be verified
at the time of installation to ensure that they can withstand the design velocities.
Aprons
Structurally lined aprons at the outlets of pipes and paved channel sections shall be designed
according to the following criteria:
Tailwater Depth, The depth of tailwater immediately beio'N the pipe outlet during the 10-year
storm must be determined nor the design capacity of the pipe. Manning's Equation may be used
tc, determine that tailwater depth. If the ta'Ardater depth is less than half the diameter of the outlet
pipe, it shall be classified as a mir4riu1M taiIVJater condition and the table at the end of this sectiod
may be used. If the tailwater depth is greater than half the diameter of the outlet pipe, then
another engineering method needs to be utilized. Pipes which outlet onto an area with no defined
channel may be assumed to have a minimum tailwater condition.
Apron Length: The apron length shall be determined from the enclosed table-
Apron width: If the pipe discharges directly into a well-defined channel, the apron shall extend
eoross the channel bottom, and one foot above the maximum tailwater depth or to the top of the
bank, whichever is less.
if the pipe discharges onto a fiat area v.,ith no defined channel, the width of the apron shall be
determined as follows:
The upstream end of the apron, adjacent to the pipe, shall have a width three times the
outlet pipe's diameter.
For a minimum tailwater condition, the downstream end of the apron shall have a width
equal to the pipe diameter plus the length of the apron.
Note; Consult vtith IF&W for sizing crterla if the apt-on is so .vide that the depth of neater from the
Lase flaw of the stream is too shallow to allow/ fish passage.
Bottom Grade: The apron shall be constructed with no slope along its length (0.0% grade) The
invert elevation of the downstream end of the apron shall be equal to the elevation of the invert of
the receiving channel. There shall be no overaail at the end o1 the apron.
Side Slopea- If the pipe discharges into a well-defined channel, the side slopes of She channe!
sha!I not be steeper than 21-1: 1V.
Alignment: The apron shall be located so that there are no bends in the horizonta[ alignment:
Materials The apron may be lined with vegetation. riprap, grouted riprap, or concrete- The
median sized stone for riprap shall be determined from the included table- if concrete is used In a
stream, it must be air dried for 21 days and rinsed prior to contact with water.
Aprons made up of riprap shall be designed and installed in accordance with the RIPRAP BMP.
Aprons rnade up of gabions shall be designed and installed in accordance with the GABION
8MP. Both vJ11 have piping protection provided by either a gravel filter or appropnate geotexVIe-
When aabion a'la's are used, the rock filling the baskets shall contain no rock smaller than the
mesh of tine baskets.
Plunge Pools
Refer to the detail drawings at the back of this section for file proper design. of a plunge pool,
"Hanging" culverts: "Hanging" culverts (culverts with a significant drop from the outlet to the
stream) with plunge pools will not be allowed on streams with fish migration.
Culvert sizes of 36 inch diameter or less: An outlet poo! lined vjith 6 to 12 inch stone
constructed one diameter deep, two diameters wide and four diameters long will provide
adeq!;ate outlet protection. For example, a 12-inch diameter cuivert would require a stone-lined
outlet pool 12 inches deep, 2:1 inches wide and 48 inches long-
Culverts /greater than 36 inches A professional engineer should design these. The installation
of riprap shall conform to the RIPRAP BIVIP. Rock riprap on the sides of the pool shall taper from
the top of the pipe at the outlet down to the level of the design high water elevation of the
receiving cinannel for the design storm. A gravel filter or appropriate geotextile shall be used to
protect against piping of soil fines from beneath the rock.
MAINTENANCE
Periodically check all aprons, plunge pools and structural Outlets for damage and repair them as
needed. If any evidence of erosion or scouring is apparent, mcdify the design as needed to
provide long term protection (keeping in mind fish passage. requirements if applicable).
MAINE i'R-C)SION A, D SEDIMENT CONTROL BMP - 3/2003 SECTION G-3-2
OUTLET PROTECTIONI
FOR A PIP E FL OWING FULL WITH LOUD TAILWATER
RIPRAP SIZE - D50 (inches)
TRIPE DIAMETER
13" 15" 18" 21" 24" 27" 30" 36" 42" 48" 54„ 60"
Scfs 4
Scfs 4
Scfs 5 4
10cfs 6 5 4
12cfs 8 6 6
15cfs 8 6 8' 5
1 7cfs 8 8 5
20cfs 10 10 6 5
Lu 25cfs 12 12 6 6
(D 30cfs 8 $ G
40cfs 12 10 8 6
50cfs 16 12 10 8
(n 60cfs 18 1-6 12 '10 8
70cfs 18 15 '12 8
80cfs 26 16 15 10 8
30cfs 18 15 'I2 10
100cfs 20 18 12 10
125cfs 24 20 16 12 '10
150cfs 24 20 15 12 10
200cfs 24 24 i8 15 12
'
KIMMIl.iM LENGTH OF APRON (FEET)
PIPE DIAMETER
12" 15" 18" 21" 24" 27" 30" 36" 42" 48" 54" 60"
Scfs 8
Scfs
Scfs 11 10
w 10cf,; 14 12 10
15cfs 18 16 14 12
20cfs 18 18 16 12
30cfs 22 20 18 16
40cfs 25 24 24 20 18
50cfs 26 26 24 22 18
70cfs 30 30 28 25
100cfs 36 36 33 21
150cfs 42 42 42 3a 33 28
200cfs 48 45 42 37 32
From USDA wild Conservation Service
NlAfl\L EROSION AND 5EDIMI-NT CONTROL BMP-3/2003 SECTION E-3-3
I \

I
11I' IN E? EROSION AND SEDI%I? N1 CONIROL BNIP-3/2003 SEt'TIO . E-3-4
i

F(71 N
MAINE EROSION AND SIA)INWN(" ('ONTROL Bf%JP 1i201C) SECTION E-1-5
E30-1 TON! OF
CHANNEL
f
2? ` D5) 0
RIPRAP
THINCKEi J S'
b-1 ?" GRAVEL_
OR, GEOTEf:T[LE
PLUNGLE: POOL
DEPTH: 1 PIPE DIA
SiD E: r2 PIPE DID,
LENGTH: 4 PIPE DIA
'I RIPE w -
DiA.
OUTLET PLUAJ E POOL
MAINE EROSION AND StDI'14I:NT t ONIX01 13.11' ",.2003 SEC I ION E-3-6
PIPE OUTLET
? ll?? C,
T'? [[''?? .,STORk,fVA T EP, MANAGEMENT PERMIT APPLICATION FORM
401 CER i IFI:1Ai-lON APPLICATION FORM
LEVEL SPREADER VEGETATED FI TER STRIP (LS-VI S) SUF1PLEiME NT
PROJECT INFORMATION
Project n2rne .per latii?ns 11, LLF Space Pamells
Contact name Tan u^n'i g ns
Phone numtaer 919 833 1212
Date March 21, 2101 1
[)4nage area numf:er
Tbp piarposr- of the LS-VFS BUfler Rdcl Diffuse Flow
Storr?water enlem: S-V'S from A 3N'P
a 11e- s - ..i
1 yp oil • ? , lr•odec stcr:a+atar (slop: ; 51/,)
Explanation of any 'Clhar' responses above
If Storrnwater Enters the LS-VFS froni the Drainage Area
Dr inr3e a?er?
'mpe,vinus surface F., ea
i'art;er.1 irr:f?aMCUs
R3117cnLI L co8f11cient
Pear flaw from the 1 ir+F:rstatm
Time of ccr:centraticn
%infall intensity, 10-yrstom
Peak fiowfrnm •.he 10 yr sto;`n
pe?ir,t Elc;u..
f faximum amorist Of fICY! cir•,?;k.: 1:, the LS-VFS
Is e flow bypass system go;rg to _se used?
Fplanatioo of any "Ofhcr' r ss !cr,sr.-.s abova
IfiStgttw,,ater Enters the LS-VFS frorTl a GRIP
Type d' SINT
Pc,-A disrlia:gu firm L`tq d'unng Iho dasign stom
Feat dischama front fee cl rmng the 10-year :dorm
"Maximum capecitYF of a 1004'Ont lnn? LS-VFS
Perak Vow rLr cted tU the LS-V`5
Is a How hypass sysle.m going to be uscdr
Exp`anation of any 'vth:,[' re,spc;n F; s b:iv-;
LS-VFS Design
FoFcbay surface area
Dep' o; fo;-,bay at stormwater enfny point
D,,P:h of fnrebay of stamlr,ater exit poir;t
Fit of level lip naeded per cis
Computed minimum length of the lc El lip needed

rfs
min
nlhr
cls
Pick nia;
cis
,Y or PIS -
Alot dalEr. ion pcnd
0-2fi of
0.4 ? cis
cis
14 cfs
Y lY or f1f
0 s^ ft

.n
50
f cfs
ft
Form S1N,;01 - IS-VFS - 29r-:,3v2010 - rev 9 page9 of3
Lt6. lb of level I:--) nrogid8d
W& of VFS
Flevatinn at down-,lope base of •.evel lip
Elevation at the end of ino V FS that is faahs t frorn the LS
Slq?e (from level lip iu tha afro Of Itie VFS)
Are any drafts pirsent ir. the `: FS?
is there a cuilector wale at the end of the VFS?
Elyposs System Des qn (if applicable)
is a bypass spstem ,pr'ovided%
Is there an encineared flow splil'ina device?-
Dimensions of the channel ;sea diacram below):
E
1'V
y (flov) depth for 1D-jdar stormy
f-ea` o2.d (durng MFR 10-year storm)
Peak ve!ceity in M, channel curing the 10-yr storm
Chrnnel tiling matenal
Does the bypass disci arge ihro:jgh a vrotla-,J?
Does the channc erter the s!r_am at an angle?
Ex,p;anation cf any `OL-is" r - iiponses Llavc
40 fI
`0 it
3SU
_ frnsi
._..
379.5 ims!
4.50 iu
n (Y nr t:)
in or N)
Y ;Y Or N)
Y' F( or N)
it
ft
it
ft
- ft
,;Spc
Pct one.
1K
(Y Cr N'+
(Y OF N)
For larger storms a c Jak: al box will direct larger stomas to an cut et pre`wcdon

M
tl==.ell0 ?I13 {i117 .II ttld j l_l-l-f 3ii21 iY1;
G
?t!n!!n??!It_ 1? --_:?t sfr:?i,?tr r
---_-_----?
E
Ill. REQUIF;ED ITEMS CHECKLIST
FDiT Please indiz;ale the paga or plan sheet nunn •ers where the su portir. docar,:en alion can be fount;, An incomplete submltfal package wifl result in
a requestfor additional information. This will delay Tinai review and approval of the project Initial in the spas: pfovided to indicalc the tullo,;rinq
design requirements, have her.n mot. If the appl'oanl has de ign _'ed an agent, the agent may initial below. If a requirement has not been met, attach
justification.
Requried item:
Initials Page or plan shoot number and any notes:
Form SW 101 - La-VFS - 29P°ov2010 - RuV.a a:o 2 c3
PEfFn!at N
f: ?0kNu
STORIMU'aA.TER. MANAGEMENT PCP 01-1 APPLICATION FORV
401 CERIIFICATIGN.APPLICATION FORM
VVET DETENTION BASIN SUPPLEMENT
TI ,1S form mu't be Tiled 0'11, pi ii i1ed Pry! ,stJbrn'3tad-
I lle RP.Ql1.7.3Cj lfc: ms Chcch7`i.`lr (Pa.rr ;!i.) must be PR100U, N!ed UUf and SUi?'7; iicd a!`'t W71h 2!1 0J U7e legwrest -Wo,-m.=u n.

;. PROJECT INFORMATION
Project n'me -

Cnnkact p.rscn
e
phone nu'iher
D-1e
Drj? naye a ea n--mbar

,
- GCGJrhons II Carr. ;la, LLC 'SC9ce PB-C' .-
Lon
219 833 1.12
1,2112011
1
iIL DESIGN INFORMLATION
Site chararteris?ics
Drainage e.re.=, 604,333 I2
Impsrv7ous a't:a, ps; sk-dev ir,?rme,tt 545,414 f(,
llb ililpervlours %
Design rainfell depth ` O in
StnrageVclurna: Non•SAIWaters
Mir,'.mum volume requires: 43 620 fi f)!,
Vo:ume provided 4°,• q1G It'
l
CK,.volumc- provided3 egUal to or in excess of doillrne requlrcd.
Stowe Volume: SA'Vdaters
1.5' rlinGff VOtUme ?

Prc-auwc'_?p rn±1111-yr, 24-hr runoff S
fl'
Post devc cpment 1 yr 24-i r runoff ft'
MMIimrm VOlun,e IequLed R3
s.'o!ume provided fe
Peak Flaw C31culalions
Is the pm!pcst carol of iyr 24hr sfcrm peal: rJw require,? y (Y or M)
-yi, 244ir rainfall depth 3.0 in
Ralional C, pre-dc's irJ,CmcfiI ~ (:?nit esa)
RaSonal C, post-drvml pment
Raintvli hlfen,igy. 1-yr. 24-hr storm rJio
?re--;j evelopmant 1-yr, 24-hr p i•: flow 31.64 ft'/sec
Post-de- eiopmenl 1-yr, 12"41-1- pea; ao : 27.80 ft'Js
Prc rcGt i yr, 24-hr pe=.i: flow co7.lrol -3.8=i ,Clsec
Eievaticns
TF+mpi;mly pool 1:fd
Permereni cool elevation 383.00 frrlsl
SF114` e!eVfliion (appro.:. at the purr. pool efe:ation) AVG=8284 frml
fop of 101t vegef,-Jled shaf e'e'villen 363.50 fmsi
Bollom of 1c'f( va:elat :j ...f eloV£:Iioll - 182.50 fnr;I
5ea;rrtent c':aancul, top elava,i;;n (battens of pond) 37B.OU irnsf
5ed:rrant ce mcut, bottom elevation 37-7.00 fmsi
Sediment s'.orage prcvldad 1.00 ft
Is there a,d Cora! volun e cr:arec' ahove the s'._re-rUuued tcmP. pU6l? Y (Y or N)
E!evaiicn of the tcp of the ad;liLanal Vnlur a 383.7 frnsl OK
Form WL^ ,U I-Vvei r?ealion ua n•Rr•:.5 !"7,79 P: rtr. I. F II D?,sipi Sammar,, Fag= 1 M 2
Pe unit
fro Le Pro-iled by ii'IMJJ
III. DESION'NFORI'4viAT!ON
Surfacr: Areas
Area, lemoorry pool F'. i.3 I t'-'
Area REQUIRED, per-. i ..-i peal 23,2;>2 f,
AIDA ratio 3 50 (uni!Jess)
Area PROVIDED, pumi-3nerd pool. A.F. }:,? L3'712 ft' OK
Area, boliom of 10it a' Ceia =,ri sf 0. A-o yh.!. 2{ ,731 its
Area, sedirncnl cleanout, loo eleva8ptn (boitort) of pr.nrl), F+n,r,,,- 1d,205 ff`
-
Volumes
Volume, temporary pool 4:3,915 OK'
Velurno, permanent pccl, V,;-.tr,,_: 75,721 ti'
Volu!nt:, for_:bq (!;mn of forebays i' more ;hen one forehq) 3,6 8 3 ft"
Forebav' of pcm anenl,poal vole!na 18.150 OK
SAIDA Tab!D Daia
DesLlm TS S Fem oval
t'cactal SrVDA Table IJso;1? R -- (Y C- Pd)
?xlounp!:: ricdn!orI S WDA'Iabile Ul e.. (Y C', N)
?NDA ratio 31.50 (unilless)
Aug:,rmgo depth (used in SA:'DA [able):
Calcularo;i option 1 used? (Seo Fig.ue 111-2b) 11 (Y or N)
Volume- permanent pool, 75,721 it'
Aree provid ;J, pommnent pool, A?_,, 23.712 .t'
Average cep!h caics.`c'ed ft Pre=.d 3 f l t:
Avamige depth used m SA,'DA: d,,, 'Round In re- ,Fest CIM) ff
Calcru'a6on option 2 u2e(:? (See Figure 10-2t!) y N or N)
Area provided, permer??nt pool, 23.7'12 fr'.
Area, bul!rum of 10ft vegetated shelf, 24,731 h'
Area. sed'nent CeKcut, 1cp el ,vaka (boliom of pond), Akd, 14,205 It
°LtsPth?? (distance bi'N bottom of 10fl Shelf and lop of 5ed1111ent) ?r-5lI it
A.veractedeJthc81cu1aled +.28 it OK
Five ,E: dnplh usFd in SAIDA, d,,, (Round to nc5r-35°. 0.5ff) 4,5 it [ll;
Dr-awdom Calculat ons
Dr-.-!vrdctiri through crifce % V (Y cr N)
Diametcrof e trice (if drudar) 4.00 in
Area n; crilra (if-non-circular) in
(:oeffire, l of C;?charge- (!;r,) 0.60 (unifieasl
Driving herd (H,) 0. 4 fi
Dra'rrdmu through weir? l' cr N)
Weir type (rlniL'e u)
CouhILJ[ml of clischarre (C,,,)
(v;z,l ess)
Leng:-? of weir (L) it
Diving head (H) - ? ft
fare-deveimmen' I ,:r, 2=4-h! peak flc; 31.64 fi'!s c
Pool-dovelrpmeni 1 yr, 24-hr peak flow 27-80 f+. 'Sec
Gloraae v?h me discher^e rate (:; c g'r dlsohorye n!Ilce arr.Veir)` 0..',5 fl';seG
Storage vo'.urne Gc'NdOvin halo 150 days
'Additional !nfomiation
Vegef.Hteld Shia S:ope., 3 :1
tiicg-%I;t-?d °_I._-J elope 10 :1
VR-,j ahted Sls:f width 10.0 fi
Langth of flovipalh 10'vjidt i rallo
LFn,i h to wid1 ratio 2 ?7 :1
T ash rack for ovurflow $ !Aike? y (Y O!' N)
FteDard p!ov:ded y ft
Vegetated filler.7 provid.=Jl? y (Y qr N)
Re:.nrded dra'n?,e ees8inert crovide;9l y (Y or h1)
C..parS all MAOff 31 JII I ak: bdid-OUP y
,
(Y or il)
Drci!i m---clign!sm fcr rmalnicnunc° Or clilernenc as le: Rilm9
OK, draws doom in 2-5 days.
OK
Olt
CI(
In°U'fiCi=lt POW path to vlidlh rat10.1 ?LtSt not Short-,Ctcuit p d,
Ob.
OTC
OK
01C
JK
Fcrm SV' 'Dl-Vht Dz!•_n6rn P_asip. Rev.6-9117109 Parts I. & l;. D,eityn Summary, Rip 2 cr
Stage-Storage Volumes
Eastern Pond
Perm. Main Fond
CIeVation (f[) SuFface Area (sf) Inc , Stcwage (cf) Curn . Storage (cf)
378.0 11708 0 0
379-0 12601 12152 12152
380.0 13525 13060 25212
381.0 14479 13999 39211
382.0 15464 14950 54180
082.5 '15968 7 858 62038
383.0 18421 958CJ 70628
Perm, Forbay
Elevation (ft) Surface Area (sf) Inc: Storage (cf) Cure. Storage (cf)
x+78.0 2,115 0 0
379.0 2497 2306 2306
380.0 2908 2703 5009
381.0 3346 3-127 8136
382.0; 3813 3580 '11715
382.5 405' 1968 '13683
383.0 5311 2342 16025
Total'- 86833
Forbay Percent= 18.50%
Ternp_ Main Pored
Elevation (ft) Surface Area (sf) Inc. Storage (cf) Cum. Storage (cf)
363.0 ~5311 0 0
384.0 6526 59'17 5917
384.6 688, 4021 9638
emp. Forbay
Elevation (ft) Surface Area (sf) Inc. Storage (cf) Cum. Storage (Gf)
383.0 13421 0 0
384.0 L 1247 19884 19884
384.6 22181 13058 32942
Total = 42880
Forbay Percent 23.1€ %,
East Pond - CA4 ??I i; L ivr t9l?v" Type it 24-hr Raipfall=3.00"
Prepared by GEORGE FINC1.11PQNEY AND ASSOC. Page 1
t-lydroCAD F 7.00 slr 002626, (Q 1986-2003 Applied Micrcycan pater Systems 4141201'1
Stage-Area-Storage for Pond 3P: RETENTION POND
Eievatir}ri Surface Storage
(feet) (sa-ft) (cubic-feet)
383.00 23.702 0
383.01 23.743 257
333.02 23,785 5,15
383.03 23,825 772
383.04 23,665 1,030
383.05 223,909 1,287
383.06 23,95, 1,545
383.07 23,992 1,802
383.08 24,034 2,0130
383.09 24.075 2,317
383.10 24,117 2
575
363.11 24,158 ,
2,832
383.12 24,199 3,090
383.13 24,241 3,347
383.14 24,282 3,605
383.15 24,324 3.862
383.16 24,365, 4,119
383.117 24,407 4,377
383.18 24,448 4.634
333.19 24,490 4,892
383.20 24,531 5.149
383.21 24,572 5,407
383.22 24;614 5 664
383.23 24,655 5.922
383.24 24,697 6,179
363.25 24;738 6.437
383.26 24.780 6,694
383.27 24, 51952
383.28 24,863 7,209
383.29 24;904 71467
383.30 24, 9467 7,724
383.31 24,987 71981
383.32 25,028 8,239
383.33 25,070 8,196
383. 14 25,111 81754
383.35 25,153 9,011
383.36 25,194 9,269
38337 25,236 9,526
383.38 25;277 9,784
383.39 25,319 10,041
383.40 25,360 10,299
383.41 25,401 10,556
363.42 25,443 10,814
383.43 25,484 11,071
38144 25,5126 11,329
383.45 25,567 "?1,586
383.46 25,609 11,843
383.47 25,650 12,101
383.48 25,692 12,358
383.49 25; 7 33 12,616
383.50 25,775 12,373
383.51 25,815 13,131
383.52 25,857 13,383
Devati?r Surface Storage
(faet; ;s9 f?t1 (cubic-feet)
383.53 25,899 13,646
383.54 25,940 13,903
383.55 25,982 14,161
383.56 26,023 14;418
383-57 26,065 14.675
383.58 26,108 14,933
383.59 26,148 15,191
383.60 26;189 15,448
383.61 26,230 1:5,705
383.62 26,272 15,963
383.63 26,313 16,220
383.64 26,355 16,478
383.65 2 6,396 16.735
383.66 26,438 16.993
383.67 26.479 17.250
383.69 26,521 17,508
383.69 26,562 17, 7657
38-8.7 0 26,603 18,023
383.71 26,645 18,283
383.72 26,686 18,538
383.73 26;728 18,795
383.74 26,769 19,053
333.75 26,811 '19,310
383.76 26,852 117,567
383.7 7 26,894 19,825
383.78 26,935 20,082
333.79 26,97 20.340
383,80 27;018 20,597
383.81 27,,,_)59 20,855
383.82 27,101 21,112
383.83 27,142 21,370
383.84 27,181 21,627
363.85 27,225 21,885
333.86 27,267 22,142
383.37 27,308 22,400
383.88 27,350 22,657
383.89 27,391 22,915
383.90 27,432 23.172
'363.9'1 27,474 23,429
383.92 27,515 23,687
383.93 27 ,557 23,944
383.94 27,598 24,202
383.95 27,640 24,459
3.53.96 27,681 24,717
383.97 27,723 24,91-4
383.98 27,764 25,232
383.99 2-17.806 25;489
384.00 27,847 25,747
384.01 27,8"1 7 2e,035
384.02 27,887 26,323
384.03 27,907 26,612
384.04 27,9217 26,900
384.05 27, 947 27,189
East. Fond TYPe li 24-hr Rainfall=3.00„
Prepared by GEORGE FINCH/BONE`S AND ASSOC. Page 2
HydroCAD8 7.00 s/n 002626 2 1986-2003 Applied Microcomputer Systems 4/4/21011
Sage-Area-Storage for Pond 3P: RETENTION POND (continued)
Elevation Surface Storage
(feet) (sq-ft) (cubic-feet)
384 06 2%.967 27.477
384.07 27,987 27,766
384.08 28,00; 28,054
384.09 28.027 28,342
384.10 28,047 28,631
384.11 28,037 28,919
384.12 28,087 29,208
384.13 28,10 29,496
384.14 28,127 29,784
384.15 28,147 30,073
384.16 28, 157 30.361
384.17 28,187 30,650
384.18 28,207 30,938
384.19 28,227 31,226
38420 28,247 31,515
384.21 28.267 31,803
384.22 28,287 32,092
364.23 28,307 32,380
384.24 28,327 32,668
384.25 28,347 32,957
384.26 28,357 33,245
384,21 28,387 33,534
384.28 28,407 33,822
384.29 28,427 34,
384.30 28,447 34,399
384.31 28,457 34.687
384.32 28,487 34,976
384.33 28,507 35,264
384.34 28,527 35,553
384.35 2+,547 35,841
384.36 28,557 36,129
384.37 28,587 36,418
384.36 28,607 36,706
384.39 28,627 36,995
384.40 28,647 37,283
384:41 28,667 37,571
381.42 28,087 37,860
384.43 28,707 38,148
384.44 28,721 38,437
384.45 28,747 -8,725
384.46 28,767 39,013
394.47 28,787 39,302
384.48 28,807 39,590
384,49 28,827` 39,879
384.50 28,847 40,167
384.51 28,866 40,455
'38452 28,886 40,744
384.53 28.906 41.032
384.54 28,926 41.31_11
384.55 28,946 41,609
384,96 28,966 41,897
384.57 28,988 42,186
Elevation Surface Sto, rag P
(fee €) (s2ft) (cubic feet)
384.58 29,006 42,474
384.59 29,026 42,763
384.60 29,046 43,1051
384.61 29,066 43.340
384.62 29,0B6 43,628
384.53 29;106 43,916
381.61 29,126 44,205
384.65 29,146 44,493
384.66 29,166 44,782
384.67 29,186 45.070
384.68 29,206 45,358
384.69 29,226 45,647
384.70 29,246 45.935
384.71 29,266 46,224
384.72 29,286 46,512
384.73 29,306 46,800
384.74 29,326 47.089
384.75 293,45 41',3; 7,377
384.76 29,366 47,666
384.77 29,386 47,954
384.78 29,406 48,242
384.79 29,426 48,531
384.80 29,446 48,819
384.81 29,466 49,108
384.82 29,485 49;396
384.83 29;506 49,684
384.84 29,526 49,973
384.85 29,546 50,261
381.86 29,586 50,550
384.87 29,596 50,838
384.88 29,6061 51,'127
384.89 29.626 51,415
384.90 29,646 5!,703;
384.91 29,666 51,992
384.92 29,686 52,280
384.93 29,706 52.569
384.94 29,726 52,857
384.95 29,746 53,145
384.96 29,766 53,434
384.97 29,786 53:722
384.98 29,806 54,011
384.99 29,826 54,299
3
85-0
0 29,
846 54
.58
7
p
}
385.01 0
29,867 1
1
54,896
385.02 29,887 55,205
385.03 29,908 55,514
385.04 29,928 55,822
395.05 29,949 56,131
385,06 29,977 56,440
385.07 29,990 56,748
385.08 30,011 57,057
3.85,09 30,031 5 7,366
East Pond
Type Jl 24-fir Rainfall-3. 00,;
Prepared by GEORGE, FINCHIBONEY AND ASSOC. sage 3
ydroGAQT) 7.00 stn 002626 (c) 1986.2003 Applied Microcomputer Svstems 4141201 's
Stage-Area-Storage for Pond 3P: RETENTION POND (continued)
Elevatson Surface Storage
(fleet) (sq-it) (cubic-feet)
385.10 30,052 57,674
385.11 30,072 57,983
385.12 30,093 587292
385.13 30,114 58,600
38514 30,134 58,909
385.15 M155 59,218
385.16 30.175 59,527
385.17 30,1195 59,835
385.18 30,217 60,144
385.119 30,237 60,453
385.20 30,258 60:761
385.21 30,278 61,070
385.22 30.299 61,379
385.23 30,320 61,687
385.24 30,346 51,996
385.2+ 30,361 62,305
385.26 30,381 62,614
385.27 30,402 62,922
385.28 30,423 63,231
385.29 30,443 63,542
385.30 30,464 63,848
385.31 30,484 64,157
385.32 30,505 64,466
385.33 30,525 64,774
3°5.34 30,546 615,083
385.35 30,567 65,392
385.36 30,587 65,701
3853.37 30,608 56,009
385.38 30,628 66,318
385.39 30,649 65,627
385.40 30,670 66,935
385.41 30,690 67,244
385.42 30,711 167,553
385.43 30,731 67,861
385.44 30,752 68,170
385.45 30,773 68.479
385.46 30;793 681788
385.47 30,814 69,096
385.48 30,834 69,4C}5
385.49 30,855 629,714
385,50 30,876 70,022
385.51 30,898 70,331
385.52 30,917 70,640
385.53 30,937 70,948
365.54 30,958 71
1 257
385.55 30,978 71,566
385.56 30,999 71,874
385.57 31,023 72,183
385.58 31,040 72,492
385,59 31,0171 72,801
385.60 31,081 73,109
385.61 31,102 73,418
Elevation Surface Storage
(fleet) (sq-fit) (cubic-feet)
385.62 31,123 73,727
385.63 31,143 74,035
385.64 31,164 74,342,
385.65 31;184 74,653
385.68 31,205 74,961
385.67 31,226 75,270
385.69 31,2+6 75,579
385.69 31,67 75,888
385.70 311,287 76, 196
385.71 31,308 76,505
385.72 31,3%8 76,814
385.73 31,349 77,122
385.74 31,37 0 77 431
385.75 31,390 77.740
385.76 31,411 78,048
385.77 3'1:431 78,357
3853.78 31,452 78,666
385 79 31,473 78,975
385.80 31,493 79,283
3135.81 31,514 79,592.
385.82 31,534 1'9,901
385.83 31,555 80,209
385.84 31.576 80,5118
385.85 31,595 80,827
385.86 31,1317 81,135
385.87 311,637 8-1,444
385.88 :21.658 81,753
385.89 31,679 82,062
385.90 3'1;699 82,370
385.91 31,720 82,679
385.92 31,740 82,988
385.93 31,761 83,296
385.94 31,781 83,605
335.95 31,802 83,914
385.96 31,823 84,222
385.97 31,843 84,531
385.98 31,864 84,840
385.99 31,884 85.148
386.00 31,905 35,457
386.01 31,926 85,787
386.02 31,947 86,116
3865.03 31,969 86,446
386.04 31,990 85,776
386.05 32,011 87,105
386.06 32,032 87,435
386.07 32,053 87,764
386.08 32.075 88,094
386.09 332,096 88,424
386.10 32,117 88;753
386.11 32,138 891083
386.12 32,159 89,412
386.13 32,181 89,742
East Pond
Type 1124-hr Rainfall=3.00"
Prepared by GEORGE FINCH!BONEY AND ASSOC. Page: 4
,HyJraCA17i.1;' 7_00 s/n 002626 G 1986-2003 Applied ;Vq1icrocom2uter Systems 404120111
Stage-Area-Storage for Pared 3P: RETENTION POND (continued)
Elevation Surface Storage
(feet) (sT1 (cubic-feet)
3BS,14 32,202 90,071
386.15 32,223 90,40-1
386.16 32,244 90,731
386.17 32,265 91,666
386.18 3J2,287 91L,390
336.19 32,308 91,719
385,20 32,329 92,049
38621 32,350 92,379
3866,22 32,37.1 92,708
366,23 32,393 93,0313
38624 32,414 93,367
386.25 32,435 93,697
386,26 32,456 94,027
386,27 32,477 94,356
386.28 32,499 94,686
386.29 32,520 95,015
386.30 32,541 95,345
306.31 32,562 95,675
386.32 32,583 96.004
386.33 32;605 96,334
386.34 32,625 96;663
386.35 32,647 96,993
380.36 32,668 '97,323
386.37 32,689 97,652
386.38 32,711 97,982
386.39 32,732 98,311
386.40 32,753 98,641
386.4 32.714 98,971
386.42 32,795 99,300
386 43 32;8'17 99,630
386.44 32,838 99,959
396,45 32,859 100,289
386-46 32,880 100,618
386.47 32,901 -100,948
386.48 32,923 101 1,2; F3
386.49 32,944 101,607
38x5.50 32,965 101,937
386.51 32,986 102,266
386.52 33,007 102,596
386.53 33,029 102,926
386.54 33,050 103,255
336.55 33,071 103,585
386-.56 33,092 103,914

3 '7
,?
a6.5 e

33,113

104,244
386.58 33.135 '104,574
386.59 33,156 10"'903
386.60 33,177 105,233
386.61 33,198 105,562
386.62 33,219 105.892
386.63 33,241 106,222
386.64 33,262 106,551
336.65 33,283 106;891
Elevation Surface Storage
(feet) (sG-ft) (ciubic-ieeO
386.65 33,304 107,210
386.67 33:32;5 107,54(JI
386.68 33,347 107,870
386.69 33,368 108,199
386.70 33,389 108.529
386.71 33,410 108,858
386.72 33.431 109,186
386.73 33.453 109,5517
386.74 33,474 109,847
386.75 33,495 110,177
386.76 33,516 1110.;506
386.77 33,5;.37 110,836
386.78 33,559 111.165
386.79 33,580 111,495
386.850 33,601 111,825
386.81 33,622 112,154
386.82 33,643 112,494
386.83 33,665 112,813
386.84 33,686 113,143
3136.85 33,707 113,473
386.86 33,79 8
113.802
386.87 33;749 114,132
386.88 33, 771 114,461
386.89 33,792 114,791
386.90 33,813 115,121
386.91 33,834 115,450
386.92 33,855 115,780
386.93 33,877 116,1079
386.94 33,898 118,439
386.95 33, 919 116
6
769
386.96 33,9+01 ,
,
117,098
386.97 33,961 117,428
386.98 33,983 '117,757
386.99 34,004 118,087
387.00 34,025 118,417
East Pond 1 " FX iAj L0 0 0/"O=ff vrl -P'f ,v'v /V Type 1124- r Rlainfall-1.00"
Prepared by GEORGE FI:NCr-i/f30NF.Y AND ASSOC. Pace 1
HydroCHD',e) 7.00 s/n 002626 C 1986-2003 Applied iNicrac0rnQLJt0l_Sys,erns - -- 414/2011
Pond 3P: RETENTION POND
Hydrograph
outf^,v
Primary
crndary
m
'o
W
U _ rj B 10 '12 4 16 18 20 22 24 2G 2r ;;0 32 04 3u 38 ?0 42 ?4 46 4(1 ;i0 ,rig 54 SU 58 6G 52 04 66 66 70 72
Time (hours)
East Pond Type, fl 24-hr Rainfall'=1.00"
Prepared by GEORGE FINCH/BONEY AND ASSOC. Page 2
Hvdre -.At;+(°) 7.00 sin 002626 (c) 1986-2003 Ar.p ied Microcom niter Systems 4/412011
Hydrograph for Pond 3P RETENTION POND
Time Inflow 5tomoe Elevation outlow Primary Seconda-y
(hours)
- u - (cfs) (cubic feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 383.00 0.00 0.00 0.00
1.50 0.00 0 383.00 0.00 0.00 0.00
3.00 0.00 0 383.00 ().00 0.00 0.00
4.50 0.00 0 383.00 0.00 0.00 0 00
6.00 0.00 0 383 00 0.00 0.00 0.00
7.50 0.00 0 383.00 0.0 U 0.00 0.00
9.00 0.02 24 383.00 0.00 0.00 0.00
"0.50 0.15 405 383.02 0.00 0.00 0.00
12.00 12x22 10.868 383.4? 0.27 0.00 0,27
13.50 0.58 17,255 383.67 0.28 0.00 0.28
15 00 0,37 18,131 383.70 0.28 0.00 0.28
16.50 0.27 18,284 383.71 0.28 0.00 0,28
'18.00 022 18,095 383.70 0.28 C1.00 0.28
19.50 0.18 17,673 383.69 0.28 0.00 0.28
21.00 0.115 11,052 383.6;3 0.28 0.00 0.28
22.50 0.15 16,378 383 64 028 OM 0.28
24.00 0.14 15,666 383.61 0.27 0.00 0.27
25..:0 0 00 14,230 383.55 0.27 0,00 0.27
27.00 0.00 12,774 383.50 0,27 0.00 0.27
28.50 4.QD 11;317 383.44 0.27 0.00 0.27
30.00 0.00 9,914 383.39 0.25 0.00 0.25
3.1.50 0.00 8,657 383.34 0.22 0.00 0 22
33.00 0.00 7,572 383.29 0.19 0.00 0.19
34 50 0.00 6,644 383.26 0.15 0.00 0,16
36,00 4.40 5.874 383.23 0.13 0.00 0.13
3750 0.00 5,237 ,383.20 0.11 0.00 0.11
39.00 0.00 4,708 383.18 0.09 0.00 0.09
40.50 0100 4.264 383.17 O.OB 0.00 0,08
42.010 0.00 3,890 383.15 0.06 0.40 0.05
43.50 0.00 3,568 :383.14 0.06 0.00 0.06
45.00 0.00 3,292 383.13 0.05 01.00 0.05
46.50 0.00 3,055 383.12 0.04 0.00 0.04
48.00 0.001 2,847 383.11 0.04 0.00 0.04
49.50 0.00 2,662 383.10 0.03 0.00 0.013
51.00 0.00 2,498 383-10 0.03 0.00 0.03
52.50 0.00 2,353 383.09 0.03 0.00 0.03
54.00 0.00 2,224 383.09 0.02 0.00 0.02
55.50 0.40 2,110 383.08 002 0.00 0.02
57.40 0.00 2,098 383.08 0.02 0.00 0.02
58.50 0.001 1,913 383.07 4.02 0.00 0.02
60.00 0.00 1,826 383.07 0.02 0.00 0.02
51.50 0.00 1,745 383.07 0.01 0 00 0.01
63.00 0.00 1,670 383_06 0.01 0.00 0.01
64.50 0.00 1,600 383.06 0.01 0:00 0.01
66.00 0.00 1,536 383.06 0101 0.00 0.01
67.50 0.00 1,416 383.06 0.01 0.00 0.01
69.0+10 0.00 1,420 383.06 0.01 0.00 0.01
10.50 0.00 1,369 383.05 0.01 0.00 0.01
72.00 0.00 1,321 383.07 0.01 0.00 0.01
East Road I `fig =f tf j? F/d yv r',5-,D %x.7`1 ev'Tyne l! 214-hr Rainfall=3.00"
Prepared by GEORGE FINCH/BONEY AND ASSOC. Page 3
HydroCADO 7.00 srn 002626 (-)'j 986-2003 Applied Microcomputer Systems 414!2011
Time span=0.00-24.00 hrs, dt=0.03 hrs, 801 points
Runoff by SOS TfP-20 method, UH=SCS
Reach routing by Stor-lnd+Trsnns method - Pond routing by Stor-lyd method
Subcatchment 1S: pre
Runoff Area=14.400 ac Runoff Depth=l .19"
T c=5.0 min CN=79 Runoff=31.64 cfis '1 424 of
Subcatchment 2S, Post
Suibcatchment. 3S: Flow to Pond
Runofe Area=14.400 ac runoff Deptf.=2.07
Ec=S.C? min CN=91 Runoff=52.62 cfs 2.483 of
Runoff Area=15.251 ac Runoff Depth=2.35'
Tc=5.0 min CN-94 Runoff=60.99 cfs 2.984 of
Pond 3P: RETENTION POND Peak Elev= 385.11' Storage=58;030 of lnflmvr 60.99 cfs 2.984 of
Primary=35 81 cfs 1.573 of Secondary=0.35 cfs 0.395 of Outflowz-- 6.17 cfs 1 968 of
East Pond Type li 24-hr Fainfali=0.00"
Prepared by GEORGE FINC1-i/BONEY AND ASSOC. Page 4
HydroCADQD 7.00 sin 002626 1086-2003 Appiied Microcomnvt:r Systems 4!4/2011
Subcatchment'1S: pre
Runoff = 31.64 cfs @ 11 97 hrs, Volume= 1.424 af, Depth= 1.19"
Runoff by SCS TR-20 method, UH=SGS, Time Span= 0.00-24.00 hrs, dt= 0.03 h,-s
Type 11 24-hr Rainfall=3.00'
Area (a c) CN Descripticrl
.__. _.
'14.400 79 Pasturelgrassiarrdfrange, Fair, NSG G
Tc Length Slope Velodty Capacity Description
(rein) (feet) (1Uft) _-('fusee) (efs)
.0 Direct Entry,
Subcatchrnent IS: pre
Hydrograph
w
a
31-
31 64 cfs
30 Type OS 24-hr
28-
20- Rainfall=3.00"
24- Runoff Area=146400 ac
22
Runoff Volume=1.424 of
18 Runoff Depth= Il.19"
_ Te=a0 min
CPS=79
1c-
6
4
--? Runafl
t• 1 3 A 6 7 8 9 10 11 12 3 1? 15 '16 1fi 19 20 21 22 23 24
I , (hours]
East Pond
Tyne U 24-hr Rainfall=3.03"
Prepared by GEORGE F1NGH/DONEY AND ASSOC. Page 5
HydroCADQ?) 7.0:1 sln 002626 s 1066-2003 Applied +'.licrommputer Systems 424/2011
Hydrograph for Subcatchment 1S° pre
ime Precip. Excess Runoff
hours) riches) (inches) (cfs;

0.00 0.00 0.00 0.00
0 30 0.01 0.00 0.00
0.60 0.02 0.00 0.00
0.90 0.03 u.00 0.00
1.20 0.04 0.00 0.00
1.50 0.05 0.00 0.00
1.80 0.06 17:00 0.00
2.10 0.07 0.00 0.00
2,40 0.08 0.00 0.00
2.70 0.09 0.00 0.00
3 00 0.10 0.00) 0.0'l0
3.30 0.12 0.00 0.00
3.60 0.13 0.00 0.00
3.90 0.14 0.00 0.00
4.20 0.15 0.00 0.00
4.50 0.17 0.00 0.00
4.80 0.18 0.00 O.GG
5.101 0.19 0-00 0.00
5.40 0.21 0.00 0.00
:5.70 0.22 0.00 0.00
6.00 0.24 0.00 0.00
6.30 0.26 0.00 0.00
6,60 0.27 0,00 0.00
6.90 0.29 0.00 0.00
7.20 0.31 0.00 01.00
7.50 0.33 0.00 0.00
7.80 0.35 0.00 0.00
8.10 0.37 0.00 0.00
8 40 0,39 0.00 0.00
8.70 0.41 0.00 0.00
9.00 0.44 0 00 0,00
9.30 0.47 0.00 0.00
9.60 0.50 0.00 0.00
9.90 0.63 0.00 0.00
10.20 0.57 0.00 0.04
10.50 0.61 0.00 0.11
10.80 0.66 0.01 022.
11.10 0.73 0.0? 0.40
1'1 40 0811 0.03 0.76
11.70 106 0.09 4.63
12.00 1.99 0.62 27.83
12.30 2.14 0.61 3.96
12.50 2.23 0.66 2.37
12.90 2.30 0.70 1.95
13.20 2.35 0.74 1.62
13.60 2.40 0:77 1.40
13.80 2.44 0.80 1.22
14.10 2.4! 0.82 1.07
14.40 2.50 0.84 1.()1
'14.70 2.53 0.86 0.96
18.00 2.55 0.88 0.90
15.30 2.59 0.90 0.84
15.60 2,61 0.91 0 79
l ime Precip. Excess Rur,cff
(hours) (inches) (inches) (cfs)
15.90 2.63 0.93 0.73
16.20 2.65 0.94 0,Ga
16.50 2,67 0.96 0.662
'16.80 2.69 0.97 0.04
17.10 2.71 0.98 (7.62
°17.40 2.73 0.99 0.60
17.70 2.75 1.01 0.08
18.00 2.76 ;.02 O.Ff
18.30 2.78 1.03 0.54
18.60 2.79 1.04 0.51
18.90 2.81 1.05 0.49
19.20 2.82 1.06 0.47
19.50 2.84 1-.07 0.45
1`x,•.80 2.85 1.03 0.43
20.10 2.36 1.09 0.41
20.40 2.87 1.10 0.40
20.70 2.88 1 .10 0.40
21-00- 2.89 1.11 0.39
21.30 2.91 112 0.39
21.60 2.92 1.13 0.38
21.90 2.93 1.14 0.38
22.20 2.94 1.14 0.38
22.50 2.95 1.15 0.37
22.80 2.96 1.16 0.37
23.10 2.07 1.17 0.36
23.40 2,98 1.17 0.36
23.70 2.99 1.13 0.36
24.00' 3.00 1.18 0.35
East Pond Type l/ 24-h Rainfall=3.00"
Prepared by GEORGE FINCHIBONEY AND ASSOO. Paae 6
HydroCADT) 7.00..s/.n. 002626 Q 1986-22003 Applied MkFocernputer Systems 4/4/201 1
SUbcatchment 2S: Post
Runoff = 52.62 cfs @ '11.96 hrs, Voiune= 2.483 af, Depth= 2.07"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Type 11 24-hr Rainfall='3.00"
Area (ac) CN DeSCFiDVOll
2.00Q 61 >75% Grass cover, Good, HSG B
1.800 98 Paved parking & roofs
7 4.400 91 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (fUft) (ftfsec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Post
Hydrograph
b
4
Ii.
?5-
50
is-
10-
3.
30-
.o.
52.62 1
Type H 24-hr
annfa P 3.00"
Rum off 00 ac
Runoff Vold me=2.433 of
Runoff Depth=2.07 "
Tc=5.0 min
CN=91
I',uro`i_?I
{! 1 a j ti J Ij 11 i' 13 i 1u 16 1' 1 13 20 1 22 3 _1
Time {hou?sj
East Pond
Type ll 24-hr P,airtfall=3.00"
Prepewed by GEORGE FINCHiBONEY AND ASSOC. Page 7`
Nydi_r)CAD(8) 7.00 sin 002626 U 1986-2003 Applied Microcomputer Systems 4/412011
Hydrograph for Subcatchment 2S; Post
Tme Pfecip. Excess !9ur'!Dfl
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.30 0.01 0.00 0.00
0.60 0.02 0 00 0.00
0.90 0.03 0.00 0.00
120 O.04 0.00 0.001
1.50 0.05 0.00 0.00
1.80 0.06 0.00 0.00
2.10 0.07 0.00 0.00
2.40 0.08 0,00 0.00
2.70 0.09 0.00 0.00
3.00 0.10 0.00 0.00
3.30 0.12 0.00 0.00
3.60 0.13 0.00 0.00
3.90 0.14 0.00 0.00
4.20 0.15 0.00 0.00
4.50 017 0,00 0.00
4.80 0,18 O.00 07.00
5.10 019 0.00 0.00
61.40 0.21 0 00 0.01
5.70 022 0.00 0.03
6.010 0.24 0.00 0.06
6.30 0.25 0.00 0.08
6.60 0.27 0.01 0.11
6.90 0.29 0.01 014
7.20 0.31 0.01 0.16
7.50 0.33 0.02 0.19
7.80 0.35 0.02 0.22
8.10 0.37 0.02 0.26
8.40 0 39 0.03 0.32
8.70 0.41 0.04 0.39
9.00 0.44 0.05 047
9.30 0.47 0.06 0.53
0.60 0.50 0.07 0.57
0.90 0.53 0.08 0,70
10.20 0.57 010 0;°7
10.50 0.61 0.12 1.08
10.80 0.(56 ()-1& 1.40
11.10 0.'3 0.19 1.84
11.40 0.81 0.24 2.73
1'1.70 1.06 10.40 12.19
12.00 1.99 1.15 44.48
12.30 2.14 1,29 5.73
12.60 2.23 '1.31 3.38
12.90 2.30 1.43 2.74
13.20 2.35 1.48 2.26
13.50 2.40 1.52 1.93
13.80 2.44 ! .5 1.68
14.10 2.47 1.58 1.46
I'd.Ai0 2.50 1.61 1.38
14.70 2.53 1.64 1.30
15.00 2.56 1.67 1.21
15.30 2.59 1.69 1.13
15.130 2.61 1.71 1.05
Time Precip. Ixcess Runoff
(hours) (inches) (inches! ?ct_s}
15.90 2.63 1.7 3 0,97
16.20 2.65 1.75 0.91
161.50 2.67 1.77 0.88
16.80 2.69 1.79 07.85
1710 2.71 1.80 11.82
17.40 2.73 1.82 0.19
17.70 2.75 1.84 (176
'18.00 2.76 1.85 0.73
18.30 2.78 1.87 0.70
18.60 2.79 1.88 0.67
'18.90 2.81 1.89 0.64
19.20 2.82 1.91 0.61
19.50 2.84 1.92 0.58
i 9.80 2.85 1.93 0.55
20,10 2.
86 1.9
4 0
.52
20.40 X
2.87 9?
1.:15 X
55
U.52
20.70 2.88 1.96 0.51
21.00 2.89 1.9x7 () .5?
21.30 2.91 1.98 0.50
21.60 2.92 1.99 0.50
21.00 2.93 2.00 0.49
22.20 2.94 2.01 0.4B
22.50 2.95 2.02 0.48
22.80 2.96 2.03 0.47
23.10 2.97 2.04 0,47
23.40 2.98 2.05 0.40
23.70 2.99 2.061 0.45
24.00 3.00 2.07 0.45
East Pond Type 1124-hr ,Rainfall=3.00 "
Prepared by GEORGE FINCH/EONEY AND ASSOC. Page 8
HyclroCAD?6) 7.00 s/n 002626 C?; 1986-2003 Ai)plied Microcomputer Systems 4;4/2011
Subcatchment 35: F'lovii to Pond
Runoff 60.99 cfs 11.96 hrs, Volume= 2.984 af, Depth= 2.35"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.09 hrs. dL= 0.03 hrs
Type ]1 24-hr Rainfall=3.00°
Area (ac) CN Description
0.248 98 Golden Road
0.028 74 Golden Grass
1.5,15 98 Products Read
0.163 74 Products Grass
0.713 98 Sunset road "B"
0.02: 74 Su9set Lawn "D"
10.045 98 Site Imp
2.511 74 Site Derv
15.251 94 Weighted Average
Tc Length Slope Velocity Capacity Description
(rn- in) (feet) ft/ft)(ft/sec) (cfs)
5.0 Direct Entry, PARKING
ubcatcbment 35: Flow to Pond
Hydrograph

O
u. 3,;
25
15
10
J
0. . . . ' .
n..:.
60.90 ifs

CN=94
Type 11 24-hr
Runoff Area=16.251 ac
Runoff Volumem2.9 4 of
Runoff Depth°2.35 4
Tc=Su0 min
F. 7 F 9 1n 1'3 1d 1R 17 1, 9 711 71
°° Run fT
Time (thciurs)
East Pond Type 1124-hr Rainr`a11-3. -
Prepared by GEORGE FINCH/BO NEY AND ASSOC. Pare 9
HydroCAG:R? 7.00 sir 002626 1986-'2003 Applied Microcornpuier Systems 414!21511
Hydro€graph for Subs-atchment 3S; Flow to Pond
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.30 0.01 0.00 0.00
0.60 OM 0.00 0.00
0.90 0103 0.00 0.00
1.20 0.04 0.00 0.00
1.50 0.05 0.00 0.00
1.80 0.06 0.00 0. DO
2.10 1.07 0.00 0.00
2.40 0.08 0.00 0.00
2.70 0.09 0.00 0.00
3.00 0.10 0.00 0.00
-30 0.12 0.00 0.00
3.60 0.13 0.00 0.00
3.90 0.14 0.00 0.02
4.20 0.15 0.00 0.04
4.50 0,17 0.00 0.07
4.80 0.18 0.00 0.10
5.10 0.19 Q.01 0.13
5.40 0.21 0.01 0.16
5.70 0.22 0.01 010
6.00 0.24 0.02 0.22
6.30 0.26 0.02 0.26
6.60 0,27 0.03 0.29
6.90 0.29 0 03 0.33
7.20 031 0.04 0.36
7.50 0.33 0.05 0.40
7.80 0,35 0.06 0.43
8.10 0.37' 0.07 0.48
85.40 0.39 0.08 0.57
8.70 0.41 0.09 0.67
9.0;0 0.44 0.10 0.78
9.30 0.47 0.12 0.84
9.60 0.50 0.14 O.89
9.90 0.53 0.16 1,06
10.20 0.57 0.18 1.27
10.50 0.61 0.21 1.55
10.80 0.66 0.25 1.95
11.10 0.73 0.29 2.50
11.40 0.811 0.36 3.61
1 ,1.70 1.06 0.56 15.39
12.00 1.99 1.39 51.08
12.30 2.14 1.53 6.52
12.60 2.23 1.61 3.80
12.90 2.30 i .68 3,07
13.20 2.35 1.73 2.52
13.50 2.410 1,77 2.16
13.80 2.44 i .81 1.87
14. 10 2.47 1.84 1.63
14.40 2.50 1.87 1.53
14.70 2.53 1.90 1.44
15.00 2.56 1.93 135
15.30 2.59 1.95 1.26
15.60 2.61 1.99 1.116
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
15.90 2.63 2.00 1.07
'16.20 2.65 2.02 1.00
16.50 2.67 2.04 0.97
16.80 2.59 2.05 0.94
17.10 271 1 2.07 0.91
17.40 2.73 2.09 0.87
17.70 2.75 2.11 0.84
18.00 2.76 2.12 0,81
18.30 2.78 2.14 0.77
18.60 2.79 2.15 0.74
18.90 2.81 2.17 0.7
-19.20 2.82 2.18 0,68
19.50 2'84 2.19 0.64
19.130 2.85 2.20 0.61
2010 2.86) 2.21 0.58
2 .0.40 2.87 2.23 0.57
20.70 2.8B 2.24 0.56
21.00 2.69 2.25 0.55
21.30 2.91 2.26 0.55
21.60 2.92 2.27 0.54
21.90 2.93 2.28 0.54
22.20 2.94 229 0.53
22.50 2 95 2.30 0.53
22.80 2.96 2.31 0.52
23.10 2.97 2.32 0.51
23.40 2.98 233 0.51
23.70 2.99 2.34 0.50
24.00 3.00 2.35 0.49
East Pond Type U 24-hr Rainfall-9.00"
Prepared by GEORGE FINCHIBONEYA.ND ASSOC. Page 10
HydroCAD ?) 7.00 s/n 002625 icy 1936-2003 Applied Microcomputer Systems 41412011
(Pond 3P: RETENTION POND
Infow Area = 15.251 ac, Inflow Depth = 2.35
Inflow - 60.90 cfs C 11,96 hrs, Volume= 2.084 of
0utfiow _ 36.17 cfs Ccat 12.03 hrs. Volume= 1.968 af, Atten= 41%, Lag= 4.5 mitt
Primary 35.81 cfs L 12.03 hrs, Volume= 1.573 of
Secondary = 0.35 cfs @, 12.03 t rs, Volume=' 0.395 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 lzrs, L?- 0.03 his / 3
Peak Elev- 385.11' (a-), 12.03 lrrs Surf.Area= 30,076 sf Storage= 58,0130 cf
Pluo-Row detention time=172.0 miry calculated for 1.965 of (6611/a of inflow)
Center-of-Mass det. time= 73.3 miry ( 857.8 - 784.5 )
Invert Avail.Storage Storage Descrip tion
1 383.00' 1 ,18,417 cf Custorn Stage Data (Pyramidal) Listed below
Elevation Surf.Area Inc.Store Cum.Stoie Wet,Area
(few (sq-ft) (cubic-feet) (cubic-feet) (sq-ff)
383.00 23,702 0 0 23,702
384.001 27,347 25,747` 25,747 27,896
385.00 29,846 28,841 54,587 30,008
386.00 31.905 30,870 85,457 32,183
387.00 34,025 32,959 118,417 34,424
# Routin0 Invert Outlet Devices
1 Primary 380.25'
2 Secondary 383.00'
3 Device 1
4 Device 1
5 Secondary
384.60'
384.63'
30.0" x 100.0' long Culvert RCP, sq.c..ut end projecting, Ke= 0.5001
Outlet invert= 379.40' S=0.0085? P=-0.0,13 Cc= 0.900
4.0" x 100.0' long Culvert RCP, groove end projecting, Ke= 0.200
0r1tlet lnvart = 38'1.0+0' S= 0.0200 T n=0.0,13 Cc= 0,900
4.00' x 0.33' Vert. Orifice/Grate X 0.00 C= 0.600
0.67` x 4.00' Horiz. Orifice/Grate X 4.00 Limited to weir flow C=0.600
3861.70' 15,0' long x 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 2.010 2.50 3.010
3.50 4M 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=35.76 cfs @ 12.03 hrs HW=385.11` (Free Discharge)
'1-'-1=Culvert (Lasses 35.76 cfs of 14.91 cfs potential flow)
1?==O Orifice/Grate ( Controls 0.00 cis';
ri fice/Orate (Orifice Controls 35.76 cfs L 3.3 fps)
Secondary OutFlow Max=0.35 cis L 12.03 hrs H",/tf-,385.11' (Free Discharge)
2=Culvert (Sarre! Controls 0.35 cfs @, 4.1 fps)
==Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
East Pond Type 1124-hr Rainfall=3.00"
Prepared by GEORGE FINCH /BONE`( AND ,ASSOC. Page 'i 1
HydroCADc0 7.00 sin 0026216 «) 1086-2003 AppCled Micro€,oinpuEer Systems 41412011
Fond 3P: RETENTION POND
Hydrograph
C)
a'
65
6G. J., cr:,_j
;5_ WlLovj Area?15,251 ac
Peak Eev=5.ii V
4 Stogy agee?58,030 cf
40 [K:.01 d-
35
9
3G
I
25
......... 1711
20-
15-
Pr -nary
3tccndery'
} b r u 5 1 u 1 1 1 L 13 114 1'_I lij 1/ 18 19 20 21 22 23 24
Time {hours)
East Pored Type Il 24-hr Rainfall=3,30°
Prepared by GEORGE FINCH/BONEEY AND ,ASSOC. Page 12
H droCHi?, 7.00 sln 002626 'c` 1986-2003 AQplied Microcomputer Systems 4/4/2011
Hydrograph for Band 3P: RETENTION POND
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) MS) (cubic-feet) (feet) {cfs) ;cfs1 (cfs)
0.00 0,00 0 383.00 0,00 01.00 0.00
0.60 0.00 0 383.00 0.00 0.00 0.00
1.20 0.00 0 383.00 0.00 0.00 0.00
1.80 0.00 0 383.00 0.00 0.00 0.00
2.410 0,00 0 383.07 0.00 0.00 0.01
3.00 0.00 0 383.00 0.00 0.00 0.00
7
3.60 0.00 0 383.00 0.00 0.00 0.00
4 20 0.04 39 383.00 0.00 0,00 0.00
4.80 0.10 187 383.01 0.00 0.00 0.00
5.40 0.16 457 383.02 0.00 0.00 0 00
6.00 0.22 858 383.03 0.00 0.00 0.00
6.60 0 29 1,397 383.05 0.01 0.00 0.01
7.20 0.36 2,069 383.08 0,02 0.00 0.02
7.80 0.43 2;868 383.11 0.04 0.00 0.04
8.40 0.57 3.818 383.15 0.06 0.00 0.06
9.00 0.713 5,099 383..20 0.10 0.00 0.10
9.60 0.89 6,633 383,26 0.16 0.00 0.16
10,201 1.27 6.535 383,33 0,21 0.00 0.21
10.80 1.96 11.411 383,44 0.2-I 0.00 0.27
11.40 3.61 16,489 383.64 0.28 0.00 0.23
12.00 51.08 57,161 365.08 35A 11 34.75 0.35
12.60 3.80 47,154 384.74 4.99 4.55 0.34
13.20 252 46;024 384.70 2.82 2.48 0.33
13.80 1.87 45,557 384.69 2.03 1.70 0.33
'14.40 1.53 45,284 384.68 1.62 1.29 0.33
15,00 i.35 =15,107 384.67 1.43 1.09 0.33
15.50 1.16 44,936 384.67 1.24 0.91 0.33
16,20 1.00 44,770 384.6v 1.06 0,73 +0.33
i6,f3J 0.94 44,683 384.66 0,97 0.64 0.33
17.40 0.87 44,620 384.65 0.90 0.57 0.33
18.00 0.731 44,559 38 4.65 0.84 00 0.33
'l8.60 0, 71 4 44,498 384.65 0.77 0.44 0.33
19.20 0.68 44,436 384.65 0.70 0.37 0.33
19.80 0.61 44,375 384.65 0.64 0.31 0.33
20.40 0.57 44.325 384.64 0.58 0.25 0.33
21.00 0.56 44,307 384.64 0.56 0.23 0.33
21.60 0.54 44,295 384.64 0.55 0.22 0.33
22.20 0.53 44,283 38A.64 0.54 021 O33
22.80 0.52 44,270 384.64 01.52 0.19 0.33
23.40 0.51 44,258 384.64 0.51 0.18 0.33
24.00 0.49 44,246 384.64- 0.50 0.17 0.33
East Pon6- tD ?'?t ?=I<ErL,i 'ro I- C_ vEL 5L_ L7:/? Tyke f1 24-ht Rairrfal/=5.38''
Prepared by GEORGE FINCH/BONEY AND ASSOC. Page 13
HydroCAD?sj 7.00 s/n C02626 ,) 1935-2003 relied Microcomouw ;8Ysterns 4/4/2011
Pond 3P: RETENTION POND
Wow Area = 15.251 ac, Inflow /Depth = 4.68„
Inflow - -l 16.02 cfs @ 11.96 lirs, Volume= 5.047 of
outflow 51.78 cfs @ 12.05 hrs, Volrlrre= 4.923 af, Atten= 55%, Lag= 5,7 min
Primary _ 51.3€3 cfs @ 12°05 firs, Volume= 4.454 of
Secondary = 0.40 cts @ 12.05 hrs. Volume= 0.468 of
Routing by Stor- Ind method, Time Span= 0.00-24.00 firs, dt= 0.03 hrs 13
Peak Eiev= 38623 @ 12.05 hrs Surf.Area= 32,383 sf Storage= 02,887 cf
Plug-Flow detention time=125,2 min calculated for 4.9161 of (831i'La of inflotiv)
Center-of-Mass det. tirne= 52.4 min ( 818.01 - 766,4 )
Invert Avail-Storage Storage Description
1 353.00' 118, 4'17 cf Custom Stage Data (Pyrarnidal) Listed below
Elevation Surf.Area Inc.Store Curn.Store Wet.Area
feet' (sq-ft) (Cllbic-feet) (cubic-feet) (sq-ft)
383.00 23,702 0 0 23,702
334.00 27,847 25,747 25,747 27,896
385.06 29,846 28,841 54.587 30.008
386.00 31,906 30,870 55,457 32.183
387.00 34,025 32,959 1 `18,417 34,424
Routing Invert Outlet Devices
1 Primary 380.25' 30.0" x 100.0' lone Culvert RCP, sq.cut end projecting, Ke- 0.500
Outlet Invert= 379.40' S=0.00857 n=0.013 Cc= 0.900
2 Secondary 383.00' 4.0" ,c 100.0' long Culvert RCP, groove end projecting, Ke= 0200
Outlet Invert= 38,1.00' S=0,02007' n= 0.0'13 Cc= 0.800
3 (Device 1 384.60' 4.00' x 0.33' Vert. Orifice/Crate X 0.410 C= 0.600
4 Device 1 384.63' 0.67' x 4.00' Horiz. Orifice/Grate X 4.00 Limited to heir flow = 0.600
5 Secondary 386.70' 15,0' long x 6.0' breadth Broad-Crested Rectangrrlar• 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

?oef. (Engiishl 2.31 2.51 Z-.(0 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=51.34 cfs @ 12.05 hrs HVv=386.22' (f=ree Discharge)
"?--1=Culvert (Inlet Controls 51.34 cfs @ 10.5 fps)
3=0rifice/Grate ( Controls 0.00 cfs)
t4=0rifice/Grate (Passes 51.34 cfs of 65.05 cfs potential flow)
Secondary OutFlow Max=0.401 cfs cv 12.05 hrs HW=38n.22' (Free Discharge)
17=Culvert (Barrel Controls 0.40 cfs @ 4.6 fps)
L-?=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
East Pond Type lJ 24-hr Rainfall=5.38"
Prepared by GEORGE F;NCaH/BONEY AND ASSOC. Page 14
HydraCAD p) 7 .C?0 sin 002626 (sD 1980-200;{ Applied rJlic,rocorrjL1f?r Systems 4/412011
Pony! 3P: RE°TEN TION POND
Hydrograph
i
1'
1
1
1
1'•
u i
O
ti
1
0 111i.0Ll' c_ 1
5-
Iln ta Area=15
251
ac
,
5 Peak Mev=386.23'
45- Storage=92
887 c f
L1 ,
s-
0-
J-
[1
`.i_
51.3?'i cfs
5_
0=
5
O..
5-
5
p

C
- 0.40{_ 2
1
?
(.
4
r
?
E
i
4
rar?
J
• 7L'{tIU'd:
- Pti?a;y
See?rdary
l _ .7 4 t, /. U :' iU ll 1G 1:1 15 1L7 if 16 19 GG ?i 22 23 24
Pme (hours)
q ,
L r4_,'?
STORVAIATER MANAGES E:N1 PERMIT APPLICA T ION FORM
401 CERT!F'CA T ION APPLICATION FORM
LEVEEL PR POER - VIEGE T A T Ea FILTER STRIP ILL=VF,--,,l Sul PLENiEN T
i. PRf]JECT INFORMATION -
Pfoject nalii8
Contact name
Phone nuriiber
Date
Drainage aria nur-ob_r
II. DESIGN INFORMATION
The p.urposc of fhe I.i7-VFS
Sto,mw,aterartars LS-VFS from
N-a of VFS
Exp!enatfom of any `Olh?r" resrcr:ses above
If Stormwatur Enters the LS-VFS from the Drainage Area
Dr?fnago area
Impervious liurface Eirea
P-nruerlt ImpeNIOUS
Rallenai C coe;ftclent
Peak 11C1'd front lh2 1 ;riPhi storm
11m1F Q` C?nOPrara110n
P•airifc-•II Intensity, 10-y siomi
Peak flour frurn the 10-fr storm
Des'gn storm
ts9aximum arnoun' o fiow direc.ed to then LS VF;
Is a byr - ss system g ing to b, u set 0
Exp!anali-)n of ar y "Other' responses aho n
If Storm',vater Ente rs the LS-VFS from a BMP
Typc of BN1P
Peak clscharpa TMM the Bf,1P Juring lane desic-i storm
Peak dsl?'t ige hum the BM 11 during fhe I0-yeas storm
R'lax mu!-ii capac;ty of a 100-foot fcr,q LS-VFS
Per_!i floe„ d:recbud to fie I_S-VFS
Is a flow bypass syste;ri going to be used
ExplanaLon of ar!y 'Other" r sponsss aaGve
LS-`IFS Design
Forebay Sursce alga
Depth of forebay at s?omnvratcr r;^Iry pi::ltt
Depth of fombay at afonnvver exit pail(
Feel of i=vel lip we 'led per cfs
CompuleJ nlinii;iu n langlt31 of the level lip needed'
Gar;raians II. LLF Space Parcalls
Uon 4'Jigyirs
91S-81-312 12
[.larch 21, 2011

Buffer Rule: Diffuse Flo,v
A DIP
hdooded stow; ;,aier sekack. (s':?pa 5%,)
ftl

L'S
r71n
ininr
rfs
PIGi; OnE`i
cr. f.t ?,.
(Y or N) f_:
VJel 6-lenticn fx)nd
G.15 cfs
G.zs? CfS
2
_ cfs
0.32 ct
y (Y c N)
4 sq;ft
in
it
50 rucfs
f!
Fain SVV,10 31 - LS VFS - 29Nov2010- Rev.8 page 1 of 3
hengtll of lever lip provided
'jVd!t; of VFS
EevaCon at ?oxnaopa ba a of level lip
E!ev316:Dn at th_ end of the VFS that is fa llies I frurn tha LS
Slope (frnui level :'Ip to the er.d of the VFS)
Arc any ? Y5 p:asen? in the VF•. ?
Is [here a collector svr3'e at the end of llle VF -?
Bypass System Design (if applicable)
Is hy,_355 SySie;-, plpvldcd^
is the -- an erginecrcd ",ovi sl;liltirn device?
D;mension3 of the channel (see diagram below):
M
B
V.r
Y (firnv depih for 10-ye3r slcm-,)
fro Loard (during thv 10-y22r storm)
Peal; , lnci[y in 'he channe d- Tina the 10-yrsicirmi.
Chanacl lining materiel
Does lhD hypass d ac tale•e through a wetlam
Dogs 1119 r,fiarn:el enter the sirearn at an ar';gie?
Exp arallon of any `Other' respons-s _6pvo

15 ft
50 ft
s?1-s5 frttsl
X0.05 fmsl
3.80 °u

r'1 (Y cr N)
y (Y or 11)
Y 1,i or fd}
A
it
ft
-ft
t
ft
idsac
Pic{ one:
- (Y }
?v
(Y Gr 'j)
For larger stcr n, .a cc,•,Ir-rl box wilt d:rnct larger stcrnis to a rib-rap disaipauon pad
W

f'QL•4u I LtUi_i1_r th2 10-VT A01 ill
?
('1111711!, til- 1 0-v1 :A01110 i
4---- - 1
X' - A I
I
........_.._.-______
T3
lll, REQUIRED ITEPrIS CHECKLIST EDIT R ase indicate 'he pace nr plan sheet nu : be a,iiere the sl-Ippolting •aacu;lenlaricn 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 the space prc'did d to indiCat9 the fol oJJin
d s1Jn reclnremanFs have been net, if th-. applicant has desion-aled an agerit, fhr; agent may initial below, if a requirement has not been met, attach
justification.
Requried Item:
Initials page or plan sheet number, and any notes:
fo-m ;:4^J4t7 _, LS-V - 2:Ji:uv2010 - Rc-vJ3
page 2 ci 3
Perm." No_
(to be pm4?d;d y r-1,01
Syr ,
STORMIWATER MA.PiAGEMENT PEP. MIT APPL!CATION FORM.
401 CERTIFICATION APPLICATION F0,RA-i
VIVET DETENTION BASIN SUPPLEl"AEIIT
This fc: to must be ra. d out, pr,nted ar 'sub;mr ed.
ihG- Required kc=ms Chrcldi,t (Pat 1.r() must, -s s,iofed, fAe<1 czit aril suLutiited a(rmg wiui alf of the raq rued in;errrrat rear.
I. PR00FCT ENFORh7ATiON
Proje;?: namo C_-nerat;0r15II C, mhnu. L LC Spa;:e Parcel!r W -- -- --
Cont::-t p? ersan
fJUfl i/:?a Jlri,i
?ft:,Y nurn`rn-r !rf9 9 3 t212
Dale 3'21f20ii
Drainage Brea number 2
?I@_rIDESIGN INFORK"LATION_ ...._._..-----.._... 1
?`-
Grainagearea 287,496
Impervious c, posbdeveio.,) ei1 233,0A6 tr
°!v imprj dvms 81 (115 I'll,
Cosign :nfall dep'h 1.0 in
Storago Volume: Nan-SA 1111ztcrs
M!nintu:n velumo required
`18;680 f;'
19,454 fta.
Ol:
VoLms,provided
StomUP Volume: SA VUaters
Pre- development 1-rr: 24-hr runoff
P oat develm,-nont 1-yr, 24-hr rune f
Mi:'rtum vciume reCU .-ed
Volume provided
PFt li Flow Calculations
fs L" e prdrost control of the 1yr 241hr Rion pFak flo:v required?
-yr, 24-hr rainfall dCplh
Ra!F:mal G, pre-deve.'Gpnlent
Ra5or.al C, phs:•develcpmenl
Reunfr:'i intensity: 1-yr, 24-! ir s!oiiri
P;&cL.velupmEitl1-yr 2, hrpee'et1ovr
Past-idevelopment 1-yr,' 4-hr peck Pov;
PrafP0. t-yr, 24-m p_D, floe, Conliol
Elevations
Temporary pool e!-.vatien
PPrruFnenl r.ool elevaflon
Sf li"? ; elevation {approK_ el Ilie parm• Roo! efevatan)
Top of 1(111 vegeir?'ed shelf a`e.atian
Hnllom of 10fl vagetafed she':[ delalion
Sediment c-! rout, to ! elewrafion (hnttom of pond)
Sediment GLa^ojl, holrom eleva'Ml)
a dimeiit -iurege provided
is t}tere Uddidoilal vokime slored abate. Lye state-raqu'red tamp. PwI?'
Elavalion of the lap cf the additional volume
fi
f t'
fl?
V (Y OT N)
(uni(ie::sj
[i:nit!css?
iathr
12.92
_'P,33 - 5.41 ft'fsen
384-75 frnsl
383.50 fm 4
AV„? 83.83 dmsi
3B4.L'0 Erns!
i83.0l) fmsl -
:;78.50firs)
:117.50 fmsl
1.00 f!
C)!(, volume provided is r-qual to cr in eXCess Of volume Fratr.red,
y (Y ur N)
'1811,8 fins) OK
':Form SW401-Wet Datontfan Basks-Rev. E-9r17109 Par:n 1. F., i []a-•nn S.itrcnay, Fogc 1 of 2
Permit N
be p.mv d?Dd by chi-aj
cif. DFS16;F? iN>"gf3fNAT1O,? •------- ?
Surface Areas
Area, iarnpo ar{ pool 17.255 ft-
..?
Area REGU RED, germ-mat PA 11.787
SNDA: ratio 4.110 (un`Uess)
Arran PROVIDED, permancnl pool, Ar_, r" 12.095 ft1 OK
Area. bottom of 10ij la d sr, {, A <: or,c E 774 it
Area, sediment cleanaut. too elev?-tiun (boticrn r•..f pond), 3,093 if
Volumes
Volum-, fe rnpomry pool
Volume, permanent Poo!, V, ,,,,U":
Volume, foret9y (sum c ufr Lays if more than One fore'say)
Forebay °6 of pcm-!areFiil pec! uoh,;nr
SAMA Table Data
De;:ign TSS rcrnoml
Coastal sSXDA Table !Jsea;
fvScsnteirP cd:.nont SND,A i'able Used?'
SA;'DA rat o
Average depifi (used in MCA Calcul Ilion cpunn 1 uccd? (SoF Flaure 10-21b)
Volume, permanent pool, V-.;,,,,-P,d
Area provided, Permar:en` pool; A_,,,
Average deplh calcu.e;ed
Average d=pfh used in SNDA, d,r„ (?aund to resrest0.5fft)
Cdlffation option 2 used % (See Figure 10-2a)
Area provided, permyo=-nl poo`, A,
Area, Lotlom of 10-;t vegetaied shelf.
Area, aliment cleancul, lop elevation (bot'om of pond), A_
19A54 fl' OK
30,vi84 ff'
5,552 fE3
18.2 ,6 °6 OK
90
it ?(Y OF N)
y (Y or N)
4.1117 (_Initfe:c)
n (Y or N)
3D,52:± ft'
22,095 11`
ft
y (Y or N)
112,096
0,77 ? ft'
3,093 ft2
'Ocuplh' (distance bAi bcaem of 10t! shelf and ic.o cf coJiireriy 4.50 it
Average depth calcOxed 3.47 ft
Average depth _sed in S,"vDA, du,, {Round to r:earest 0.5ft) 3.6 f1
Urawdown Calculations
Dr-"mdown ilucugft o;;fice?
Diameter of or;rice (if drru!a;
Area of crtic (i`-ncrrcires'ar}
cc) f4[ -ient. of discharge `,C )
Daring h_ad (Ho)
Dra+vddcsvn tl tough ,F.=i
Weir Iyp
+_ooifci:v;l of r;s(" -rge (C")
Len;±h of weir (L)
Driving heed (n)
Piece-.Vopn: nil-yr,24-hfpea'iflog
Prat-developrmeni 1-yr, 24-hr p ak P.ow
S'.orare volume cilsoharqe rate (L`,ID_7fl rhnrrte errfim or welr)
Storage volume drawde`un time
Additional frrtonmatian
+Jega!a•;-:d silo sop-::
Ve ;c:tatLd sl• `f slope
VE-3=Iated wldrn
Leingth c; uo.vp?ah to width relic
Length to widlh mho
Trash reek for ovrlrcCW r: Onlfce?
Fit: lbo-- 1 prm"-d
Veset fed filter piuvided?
Rc:c a;rded drainage easement P-oc ided2
C,Pflures all rinaK a; uhimate buildi-aut7
Dr.3m Irleclign Sm to; m-,-Menam-c Or erner enzia-s is:
Form SLV•1JJ1-Wet Dctcificn Ea=,n-Rev.B- . ?71t39.
V (Y cr N)
3.00 in
0, 5 C.
0.42 ft
(Y or N)
(unite s)
(uniilesy
ft
ft
12.5)2 l ;rsec
117 33 f!'Isec
-2t+ fl'?i'rc
3 070 days
Nai7d 3 it nrin-
OK
OK
OK,drwcfi r,m2-5days.
3 11 OK
10 :1 OK
.20.0 it OK
5 :1 Olt
5.0 1 OK
y _ (Y or N) UK
1.0 fi OK
V (Y a 11) OK
(Y cr td; OK
y ('i or N; OK
Pump
Parts f. & 11. Dcsi3n Summary, Par %;;I
Stage-Storage Vole nes
Western Pond
Perm. Main Pond
Elevation (ft) Surface Area (sf) Inc. -Storage (cf) Cup;. Storage (cf)
378.5 ?740 0 0
3790 3109 1461 1461
380.0 4014 3882 5013
381,0 4892 4443 9452
38ZO, 5758 5318 147 f 7
3831 ,0 6691 6221 20998
383.5 9524 403.5 25032
Perm. Forbay
Elevation (ft Surface Area (sf) Inc. Storage (cf) Cum. Storage (cf)
3785 352 0 0
3 79. 0 492 211 211
380.0 756 624 835
381.0 .053 905 1740
382.0 ? 378 1215 2954
353.0 1689 1533 4467
383.5 2573 1066 5552
Total 30584
Forbay Percent 18.20%
Temrr, Main Pond
Elevation (ft) Surface Area (s.0 Inc. Storage (cO Cum. Storage (cf)
83.5 9634 0 - 8
84:Q 12246 574(0 1-740
84.5 13482 °041 15111
Temp. -orbay
Elevation (ft) Surface Area (sf) Inc. Storage (cf) Cum. Storage, (cf)
8:3.5 20-42 0 0
84.0 3384 1507 1,507
84.8 3788 2690 4196
Total = 19307
Forbay Percent= 1.70%
Mast Ponce - T7 vl : Tyne ll 24-ht- Rainfall=3.00"
Prepared by GEORGE FINCH/BONE`,/ AND ASSOC. Page 1
HydroCAD 7.00 sm 002626 V 1986-2003 Applied Microcomputer Systems 4,14,2011
Stage-Area-Storage for Pond 3P: RETENTION POND
Elevat;a!i, Sur?ace Storage
(fact) (sq=ft; (cubic-ree Lj
333.50 12,097 0
383.51 12,168 133
383.52 12,238 277
383.53 12,309 415
383.54 12,380 553
383.55 12,450 76911
383.56 12,521 830
383.57 12,592 968
383.58 12,662 1,100
333.59 12,733 1:244
383.60 12,804 1.383
;183.51 12,874 1-521
383.132, 12,945 1;659
383.63 13,016 1,797
383.64 13,087 1.936
383.65 13,"157 21074
383"66 3,228 2,212
383.67 13,299 2,350
383.6' 13.369 2,489
383.69 13,440 2,627
333.701 13,511 2,765
383.71 13,581 2,9104
383.72 13.652 3,042
383.73 13,723 3.180
363.74 13,793 31318
383.75 13,864 3.457
383.76 13,935 3,595
383.77 14,005 3,733
383,78 '14,076 3,871
383.79 14,147 4,010
383.80 14,217 4,148
383.81 14,288 4,286
383.82 14,359 4,424
383,83 14,429 4.563
383.84 14,500 4,701
483.85 14,571 4.839
383.86 14,641 4.977
383.87 14,712 5,116
383.88 14,783 5,254
383.89 14,854 5.392
383.90 14,924 5,531
383 91 14,995 5,669
383.92 15,0636 5,8017
383.93 15,136 5,945
383.94 15,207 6,064
383.95 15,278 6,222
383.96 15,348 6,360
3383.9e' 15,419 6,496
383.98 15,490 6,637
383.99 15,550 6,775
384.00 15,631 6,913
384.01 15,6653 7,080
784.02 15,676 7.24€1
Elevation Surface Storage
(feet) (sq-ft) (cubic-feet)
384.03 15,697 7"415
384.04 15,719 7.582
384.05 15;741 %.749
384.06 15,763 7,916
384.07 15; 785 8,084
384.08 15,807 8,251
384.09 15,829 8,413
384.10 15,852 8,585
384.11 15;874 8,753
384.12 15,896 8,9210
384.13 15,918 9,087
384.14 15;940 9,254
384.15 15,962 9,421
384.16 15,984 9,589
384.17 16,006 3,756
384.18 18,028 9,923
384.19 16, 050 10,0190
384.20 16.072 10.257
38421 '16,094 10,425
384.22 16,116 10,592
384.23 16,138 10,759
384.24 16,160 '10,926
384 25 15,182 11,094
84.26 16,204 1 "1,261
384.27 16,226 11,428
364.28 16,248 11,595
384.29 96,270 11,762
3 84.30 15,293 11,930
384.31 16,315 12, 097
38432 16;337 12.204
384.33 16.359 12,431
384 34 16:381 12,5913
384.35 16,403 12,766
384.35 "16,425 12,933
384.37 15,447 13,100
384.33 16;469 13-3,267
384.39 16,491 '13,434
384.40 16,513 13;602
38441 16,535 13,769
384.42 16,557 13,936
384.43 16,579 14,103
384.44 16, 64'1 14,271
384.45 16,623 14,438
384.46 10,645 14,6015
384.47 '16,667 14,772
384.48 16,689 14,939
35449 16,711 15,107
384.50 163,73 4 15,274
384,51 16,756 15,441
384.52 16,778 15,608
384.53 16.800 15,775
384.54 16,822 15,943
384.55 16,844 16,110
West Pond
Type It 24-fir Rainfall=3.00
Prepared by GEORGE FINCH/BONE`( AND ASSOC. Page 2
HydruCADflR 7.00 s!n 002526 u 1986-2003 Applied Microcomputer Systems 4!4/201,1
Stage-Area-Storage for Pond 3P: RETENTION POND (continued)
Elevation Surface Stcracae
(feet) (sg-ft) (cubic-fe;t)
384.56 16,866 16,277
384.57 16,888 '16,444
384.58 16-910 16,612
384.59 16,932 16,779
384.50 16,954 16,946
384.61 16,976 17,113
384.62 16,998 17,280
384.63 '17,020 17,448
384.64 17,042 17,615
384.65 17,064 17,782
384.6E 17,086 11,949
384.67 17,108 18,116
384.68 17 ;130 18,284
384,69 17,152 18,451
384.70 17,174 18,618
364.71 17,'19;' 18,785
384.72 17,219 18,953
384.73 17,241 19,1201
384.74 17,263 19,287
38475 17,285 19,454
384.76 17,307 '19,621
384.77 17,329 19,789
384.78 11,3:51 19,97E
38479 17,373 20,123
384.80 17,395 20,290
384.81 '17,417 20,457
384.32 17,439 20,625
384.83 17,481 20,792
384.84 17,483 20,959
384.85 17,505 21,126
334.86 17,527 21,294
384.87 17,549 21,461
384.88 17,571 21,628
384.89 17,593 21,795
384.90 17,615 21,962
384.91 17,638 22,130
384.92 17,660 22.,297
384.93 17,682 22,464
384.94 17,704 22,631
384.95 17,72G 22,798
384.95 17,718 22,963
384.97 '17.770 23.133
384.98 17,792 23,300
384.99 17,814 23.40%
385.00 17,836 23,635
385.01 17, 859 23,824
385.02 11,883 24,014
385.03 17,906 24,204
335.04 17.930 24,394
385.05 17,953 24,584
385.06 17,976 24,774
385.07 18,000 24,964
Elevation Surface Storage
(fFet) (sg-ft) (cLlb;c-feet)
385.08 18, 023 25,154
385.09 '18,047 25,344
385.10 18,070 25,534
385.11 18,093 25,724
385.12 18,117 25,914
385.13 18,143 26,104
385.14 18,163 26,294
384.15 18,187 "26,484
385.16 18,210 26.673
385.17 18,234 26,863
385.1a '18,257 27,053
385.19 18,280 27,243
385.20 18.304 27,433
385.21 18,327 27,623
385.221 18,351 27,813
365.23 13,374 28,003
385.24 13,397 28,193
385.25 18,421 28,383
385.26 18,444 28.573
385.27 18,468 28,763
385.28 18,491 28.953
385.29 18,514 29.143
385.30 18,538 29,333
385.31; '18,561 29,523
;:85.32 1815B4 29,7112
385.33 18,608 29.902
385.34 18,831 30,092
385.35 18,655 30,282
385.36 18,678 30,472
1285.2117 16,701 30,662
385.38 18.725 30.852
385.39 18,748 31,042
385.40 18:772 31,232
385.41 18,795 31,422
385.42 18,818 31,512
385.43 18,842 31,802
385.44 18,865 31,992
385.45 18.889 32,182
85.46 18.912 32.372
385.47 18,935 32,561
385.48 18.959 32,751
385.49 18,982 32,941
385.50 19,006 33.131
386.61 19,029 33,321
385.52 19,052 33,511
385.53 '19,076 33,701
385.54 19,099 33891
385.55 19,122 34,081
385.56 19,146 34,271
385.57 19,169 34,461
385.58 19,193 34,651
385.59 19,216 34,841
West Pond
Type 1124-hr 1=;ainfall=3.00"
Prepared by GEORGE FINCH/BGNEY AND ASSOC. Page 3
1HvdraCA,D'? 7.00 sin 002626 © 1986-2003 applied Microcomputer Systems 4/4/2011
Stage-Area-Storago for Pond 3P. RETENTION POND (continued)
Elevaf on SUrface Storage
(feet) (sq_f) (cubic-feet
385.60 19,239 '5,03''
385.61 19,283 35,221
385.62 19,286 35,411
385.63 19,310 35,600
385.64 19,333 35,790
385.65 19,356 35,980
385.66 19,380 36,170
385.67 19,403 36,360
385.68 19,427 36,550
385.69 19,450 36, 7 40
385.70 19;473 36.930
385.71 19,497 37,120
385.72 19,520 37,310
385.73 19,543 37.500
385.74 19.567 371 690
385.75 19,590 37.880
385.73 19,614 38,07()
385.77 19,637 38,21SO
385.78 19,660 38.449
385.79 19,684 38,639
385.80 19, 707 38,829
3185.81 19.731 39,019
3135.82 19,754 39,209
385.83 19,777 39,399
385.84 19,6011 39,589
3$55.85 19,824 39, 9
385.86 19,848 39,969
385.8!7 19,871 40,159
385.813 19,894 40,349
385.89 19,918 40,539
385.90 19, 94.1 40,721 ?
385.91 19,964 40,919
385.92 19.988 41,109
385.93 20,011 41,298
365.94 201035 41,488
385.95 20,058 41,678
385.96 20,031 41,868
385.97 20.105 42.058
385.98 20,128 42,248
3855.99 20,15' 42,438
386,00 20,175 42,628
366.01 20,191 42, 834
386.02 20,208 43,040
383.03 20,224 43.246
386.04 20,241 43,451
386,05 20,258 43,657
38€1.06 20,274 43,863
386.07 20.290 4-^x;059
386,08 20;307 44,275
386.09 20,323 44,481
386.10 20,340 44,687
386.11 20,357 44,893-
Elevation Surface Storage
{feet) (sq-'ft) (c:,ublc-feet)
386.12 20,373, 45,098
386.13 20,389 45,304
386.14 20.406 45,510
386.11-7) 20.422 45,_T16
336.16 20,439 45,922
386.17 20,4563 46,128
386.'18 20.472 46,334
386.19 20,488 46,539
386.20 20;505 46,745
386.21 20,521 46,951
386.22 20,538 47,157
386.23 20.5555 47 , ,53
386.24 20,571 47,569
386.25 20,588 47,775
386.26 20,604 47,980
386.27 205620 48,186
38628 20.637 48,392
366.29 20,654 48,598
386.30 20,670 48,804
386.31 20,687 49,010
386.32 20,703 49,216
386.33 20,719 49,421
386.34 20,736 49,1327
386,35 20,753 49,833
386.36 20,769 50,039
386.37 M786 50,245
386.38 20,802 50,451
386.30 20,818 50,657
386.407 20,835 50,862
386.41 20,35-2 51,068
386.42 20,868 51,274
386.43 20,885 51,480
386.44 20,701 51,6086
386.45 20;917 51,892
386.46 2+0.934 52,093
386.47 201,951 52.304
386.48 28,967 52,509
386.49 20.984 52.715
386.50 21,000 52;921
386.51 21.000 53.131
366.5; 21000 53,341
386.53 21,000 53,551
386.54 21,000 53,761
386,55 21,000 53,971
386.58 21,000 54,181
386.57 21,000 54,391
386.58 21,000 54,601
386.59 21,000 54.811
386.60 21,000 55,021
3866.61 21,000 55,231
386,62 21,000 55,441
386.63 21,000 55.651
West Fond f " ?=r r 1P 31?L_ Ppo, ,?/,t/ Type 1124-hr Rainfall= i. 00 "
Prepared by GLEORGE FINCH/13001VFY°ANO ASSOC. Page 1
HydroCADO 7.00 sin 002626 G 1986-206: ;4_eplied Microcomputer ` ystoms 4/4/2011
Pond 3P: RETENTION POND
Inflow Area = 6.600' ac, Inflow Depth = 0.50"
Inflow = 6.08 cfs @ 11.96 hrs, Volurne= 0.277 of
OUtfOW = 0.15 cfs @ 15.19 hrs, Volume- 0.261 af, Atten= 97%, Lag= 193.3 min
Primary = 0.00 cfs @ 0.00 hrs, Volume- 0.000 ref
Secondary = 0.15 cfs @ 15.19 hrs, Volume= 0.261 of
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.04 hrs / 3
Peak Elev= 384.04'@ 15.19 hrs Sur-f.Area= -15,7-16 sf Storage= 7,561 cf
Pug-Flaw detention 6me=686.1 rein calculated for 0.261 of (949/o of inflow)
Center-of-Mass det, time= 654.6 rein ( 1,483.3 - 828.7 )
## Invert Avaii.5torage Storage Description
1 383.50' 6 33, 421 cf Custom Stage Data (Pyramidal ) Listed below
Elevation Surf.Area lnc. store Crlm.StOre Wet.Area
- - (feet) (sq-ft) (cultic-feet) (cubic-feet) (sq-ft)
383.50 '12,097 0 0 12,097
384,00 15,631 6,913 6.913 15,639
385.00 17,836 16,721, 23,635 17,904
386,001 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
# Raciting Invert Outlet Devices
1 Pririary 381.75' 30,0" x 140.0' long Culvert RCP, sql c:ut end projecting, Ke= 0.500
Outlet Invert= 381.25' S= 0.0036 Y n= 0.013 Cc= 0.900
2 Secondary 333.50' 3.0" Vert. Orifice/Grate C= 0.600
3 Device 1 384.75' 0.67' k 4,00' Horiz. Orifice,'Grate X 4.00 Limited to weir flovd C= 0.600
4 Secondary 385.80' '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 2.66
2.66 2.67 2.69 2.72 2.76 2.83
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=383.50' (Free Discharge)
t-1=Calvert (Passes 0.00 cfs of 12.24 cfs potential flow)
`?--3=0rificelGrate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.15 cfs P 15.19 hrs HW=384.04' (Free Discharge)
t 2=00ficelGrate (Orifice Controls 0.15 cfs Cu. 3.1 fps)
4=13road-Crested Rectangular Weir ( Controls 0.00 cfs)
West Pored Type 11 24-hr Rainta1?-1.00"
Prepared by GEORGE FINCH/BONEY AND ASSOC. Page 2
Hydrr,CAD, 7.00 sin 002626 @ 1086-2003 A.pplleg Microcomputer systerns 414/201 1
Pond 3Po RETENTION POND
Hydrograph
6- .
5_
4

u
S

ti 3.
?_
5 00 cls
1
0.00
c`5 I

0.15 cfs
[inflow Areaf,6.600 ac
Peak Mev=384.04'
Storage=75561 c
PnmaZ
-- Secondary 1
u 2 ,1 G 8 I U 12 14 1c; 18 20 22 24 26 28 g0 32 34 30 M 40 42 44 46 45 51J 5'Z S4 55 58 60
Time (hours)
West Pond Type lI 24-hr Fa nfall=1.00"
Prepared by GEORGE FINCH/EONEY AND ASSOC. Page 3
Hvdro'CA 1111?) 7.00 s/n 002626 Cr, 1986-2003 Applied Micracompater Systems 41412011
Hydrograph for Pond 3P: RETENTION POND
Time Inflow Stornae Ele=vation Outfio"'i Primary Secondary
(h0ur's) (cts) ;cubic-leetj (feet) (cfs (cfe) (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 0.00 0 383.50 0.00 0.00 0.00
6.OU 0.0G 0 383.51 0 0.00 0.00 0.00
8.00 0.00 0 383.50 0.00 0.00 0.00)
.10.00 0.04 87 383.51 0.00 0.00 0.00
12.00 5.27 4,689 383.84 0.11 0.00 0.11
14.00 0.20 7,472 384.03 0.15 0.00 015
16.00 0.12 7,520 384.04 0.15 0.00 0.15
18.00 0.10 7,228 384.02 0.15 0.00 0.15
20.00 0.07 6,783 383.99 0.14 0.00 0.14
22.00 0.07 6,269 383.95 0.14 0,00 0.14
24.00 0.06 5,774 383.92 0.13 0.00 0.13
26.00 0.00 4,921 383.8E 0.11 0.00 0.11
28.00 &00 4,156 383.80 0.10 0.00 0.10
30.00 0.00 3,496 383.75 0.cl,8 0.00 0.08
32.00 0.00 2,940 383.71 0.07 0.00 0.07
U. 00 0.00 2,493 383.68 0.05 0.00 0.05
35 00 0.00 2,143 383.65 0.04 0.00 0.04
38.00 0.00 1,868 383.64 0.03 0.00 0.03
40.00 0.00 1,647 383.62 0.00 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 1201 383.59 13.02 0.00 0.02
48.00 0.00 1,097 383.53 0.01 0.00 0.01
50.00 0.00 1.010 38157 0.01 (7.00 0,01
52.00 0.00 936 383.57 0.1)l 0.00 0.01
54.00 0.00 870 383.56 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 0. ()1
60-00 0.07 712 383.55 0.01 0.00 0.01
West Pond I Yr'?d .?c?sjtali !=Lr{vii r?, rr?_TYPe 11, 4-hr Raipfalf=3.00"
Prepared by GEORGE FIPVCHiSONEY AND ASSOC. Page 4
HydroCADO,, 7.00 sln 002626 C 1986-2003 Applied Microcomputer Systems 41412`011
Time span=0.00-24.00 ,'ors, (pt=0.04 airs, 601 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stordnd+Trans rnethad - pond routing b;r Stor-f,id method
Sbbcatchment -IS: pare
Subcatchment 2S: post
Subcatchment 3S: Pond
RLlncff Area-6 6'00 ac Ru;0ff Depth=l .07'
Tc=5.0 min CN-77 RuriofP=12.92 cfs 0.088 of
Run0ff Area=5.66'0 ac Runoff Depth=2.25
'FC=5.0 mica Chv=92) Runaff=25.80 cfs 1.250 of
Runoff Ar ea-6.600 ac Runoff Depth=L.35"
1-c=.5.0 min CN=94 Runoff-26.29 cfs 1292 of
Pond, 3p: RETENTION POND Peak Efev=385.03' Storage=24 296 cf fnflcw=23.29 cc's 1.292 of
Primary=18.54 cfs 0.568 al Secondgry-0.28 cis 0282 of 0utf0w? 18,82 cis 0.850 of
West Pond Type 1124-hr Rainfall=3,00"
Prepared by GEORGE FINC,H!SONEY AND ASSOC. Page 5
HycfroCADG 7.00 s/n Oo2626 D ' 986--2003 AppliFd Micrcccmputer Systems 4%4/2011
S€ bcatchment 1Se pre
Runoff 12.92 efs @ '11.96 hrs, Volume 0.583 af, Depth= 1.07"
Runoff by SCI TR-20 method, UH=SCS, I irne Span- 0.00-24.00 hrs, dt= 0.04 hrs
Type II 24-hr Rainfall=3.00"
Area (ac) CN Description
2.800 79 Pasturetgrassland!rarlge, Hair, HSG C ----?
3.800 76 Woods/grass comb., Fair, I-15G C _
6.600 77 Weighted Average
-Ic Length Slope Velocity Capacity Description
--(min)Meet) (Wft) (fIdsec) (cfs)
5.0 Direct Entry,
Subcatchrnent 1S pre
Hydrograph

12 3' ds
Type H 24-hr
3
1
io
Runoff Area=6.600 ac
Runoff Vdume?0e688 of
7- Run. Depth=1.07"
6- a:e=580 Amin
s
4_ C N=77
1
0
RLIL
0 1 2 3 4 7 G e ? 10 11 12 13 14 1ti 15 17 18 1G 20 21 22 23 24
Time (Hours)
Vest Pond
Type 1124-hr Rainfal1=3,00"
Prepared by GEORGE FINCH/DONE' AND iSDOC. Page F
HydraCAC,n) 7.00 sln 002626 c) 1986-2003 Appliod MicrocamputPr Systems 4i412+1311
Hydrograph for Subcatchrnent IS: pre
Time Precip. Excess Runoff
__(hcLiN) (inches) {inches) f c¢s)
0.00 0.00 0.00 0.00
0.40 0.01 O.00 0.00
0.80 0.02 0.00 0.00
1,20 0.04 0.00 0.00
`1.60 0.05 0,00 0.00
2.00 0.07 0.00 0.00
2.40 0.08 0.00 0.00
2.80 0.10 0.00 0.00
3.20 Oil 0.00 0.00
3.60 0.13 0.00 000
4.00 0.14 0.00 0.00
4.40 0.116 0.00 0.00
4.80 0.18 0,00 0.00
5.20 0.20 0.00 0.00
7.60 0.22 0.00 0°00
6.00 0.24 0.00 0.00
6.40 0.26 0.00 0.00
G.80 0.29 0.00 0.00
7.20 0.31 0.00 0.00
7.50 0.33 0.00 0.00
8.00 0.36 0.00 0.00
8.40 0.39 0.00 0.00
8.80 0.42 0.00 0.00
9.20 0.46 0.00 0.00
9.60 0.50 0.00 0.00
10.00 0.54 0.00 OM
10.40 0.60 0.00 0.00
10.80 0-65 0.00 0011
11.20 0.75 0.01 0.14
11.60 0.92 0.03 0.61
12.00 1.99 0.44 11.511
12.40 2.18 0.55 1.44
12.80 2.28 0.60 0.88
13.20 2.35 0.65 0.69
13.60 2.41 0.69 0.57
14 00 2.46 0.72 0.48
14.40 2.50 0.74 0.43
14.80 2.54 0.77 17.40
15.20 2.50 0.79 0.37
15.60 2.61 0.81 0.34
16.00 2.64 0.83 0.30
-16.4.0 2.67 0.85 0.29
[6.80 2.69 0.86 0.28
17.20 2.72 0.88 0.27
17.60 2.74 0.90 0.25
13.00 2.76 0.91 024
18.40 2.76 0.x}2 0.23
18,80 2.80 0.94 0.22
19.20 2.82 0.95 0.20
19.60 2.84 0.96 0.19
20.00 2.86 0.97 0.18
20.40 2,87 0.98 0.17
20.80 2.89 0.99 0.17
Time Precip. Excess Runoff
(hours) (inches) (inc} es) (cf
21.20 2.90 1.00 0.17
21.60 2.92 'i .011 0.17
22.00 2.93 1.02 0.16
22.40 2.9 1.03 0.15
22.80 2.96 1.04 0.16
20.20 2.97 1.05 0.16
23.60 2.99 1.06 0.16
24.00 3.00 1.07 0,15
West Pond Type It 24-hr Rainfall=3.0+0"
Prepared by GEORGE FINCIIH(BONEY AND ASSOC. Paae 7
HydroCAM, 7.00 sin 002626 (0 1086--2003 Applied Microcomputer Systen is 41412011
Subc:a>rohment 2S: Post
Runoff 25.80 cfs @ -11.36 hrs, Volume 1.250 af, Depth= 2.25"
Runoff by SCS TR-20 method, !JH=SCS, Time Span= 0.00-24.00 hrs, di= 0.04 hrs
Type li 24-hr Rainfall=3,0!x"
Area (ac) GN Description
5.260 90 Paved parking & roofs
1.400 74 >75-1% Grass cover, Good, H SG SG C
6.660 93 Weighted Average
Tc Length Slope Velocity Capacity Description
fir,) (feet) (ft/ft) , 'f sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Post
Hydrograp1

a
Type II 24-hr
! Ra Wa fl=3.00"
Runoff Area=6.664 ac
Rune VoQume=1 o2 0 of
Runoff Depth=2.26 "
TC=S.o win
?- 121- I r
u { 1 5 F 7 U 0 10 1A: 12 13 14: 15 16 17 18 19 "0 21 22 23
Time (hours)
West Pond
Type 11 ?d-hr Rainfall=3.00
Prepared by GEORGE FINCHiB0NEY ANC} ASSOC. Page S
HydroGAD(D 7.00 sin 002626 Cc) 1986-2003 Applied MicrocornEU'Ler Systems 4/4/201'1
Hydrograph for Subcatchment 23: Post
Tirrie Precip. Excess Runoff
(hours) (inches) (inClles) (cfs)
0.00 0.00 0.00 01.00
0.40 0.01 0.00 0.00
0.80 0.02 0.00 0.00
1.20 0.04 0,00 0.00
1.60 0.05 0.00 0.00
2.00 0.07 0.00 0.00
2.40 0.08 0.00 0.00
2.80 0.10 0.00 0.00
3.20 0.91 0.00 0.00
3.60 0.13 0.00 0.00
4.00 0.14 0.00 0.00
4.40 0.16 10.00 0.01
4.80 0.18 0.00 0.02
5.20 0.20 0.00 0.04
5.60 0.22 0.01 0.015
6,00 0.24 0.01 0.07
6.40 0.26 0.0 0.09
13.80 0.29 0.02 0.11
7.20 0.31 0.03 0.13
7.60 0.33 0.04 0.15
X3.00 0.3f3 0.05 0.17
6,40 0.39 0.06 0.21
8,80 0.42 0.07 0.27
9.20 0.46 0.09 ' 0.32
9.60 0.50 0.11 0.34
10.00 0.54 013 0.44
10.40 0.60 017 0.58
113.80 0.66 0.21 0.78
11.20 0.75 0.27 '1.15
11.60 0.92 0.39 2.84
12.00 1.09 1.30 21.68
12.40 2.18 1.48 2.37
12.80 2.28 1-.57 1.41
13.20 2.35 1.64 1.08
13.oU 2.41 1.70 0.88
14.00 2 46 1.74 0.73
14.40 2.50 1.78 0.66
14.80 2.54 1.82 0.611
15.20 2.58 1.85 0.55
15.60 2.61 1.88 0.50
16.00 2.64 1.91 0.45
16.40 2.67 '1.94 0.42
16.80 2.69 1.96 0.40
17.20 2.72 1.98 0.39
17.60 2.74 2.01 0.37
18.00 2.76 2.03 0.35
18.40 2.78 2.05 0.33
18.80 2.80 2.01 0. 31
19.20; 2.82 2.08 0.29
19.60 2.84 2.10 0.27
20.00 2.85 2.12 0.25
20.40 2.87 2.13 0.25
20.8C 2.89 2.15 01.24
I ime Prec!p Excess Rurofr
(hours) iirchesl, (inches) (cfa)
21.20 2.90 2.16 0.24
21.60 2.92 217 01;24
22.00 293 219 0.23
22.40 2.95 2.20 0.23
22.80 2.96 2.22 0.22
23.20 2.97 2.23 0.22
23.60 2.99 2,24 0.22
24.00 3.00 2.25 0.21
West Pond Type// 24-hr Rainfall=3.00°
Prepared by GEORGE IRNCH/BONEY AND ASSOC. Page 9
HydroCADS) 7 .C0 s/n 002626 + 'f 986-2003 Applied Microcomputer Systems 414/2011
Subeatchment 3S: Fend
Runoff - 26,29 cfs C 11.903 hrs, Volume= 1.292 af, Depth-- 2.35"
Runoff by SCS `rR-20 method, UH=SCS, Tirne Span= 0.00-24.00 hrs, dt= 0.04 hrs
Type II 24-hr Rainfaii-3.00"
Area (ac) CN Description
5.035 98 Paved roads % icurbs & sawei s
1.083 74 '75`.} Grass cover, Good, HSG C
0.410 98 Road Imp
0.072 74 Road Penn
6.600 :94 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) ?Jsec) (cfs`
3-0 Direct Entry, PARKING
Subcatebment 3S Pond
Hydrograph
0
w
a-
0
ucfs
Type H 24-hr
_
Rainfall=3.00"
Runoff Area=6o66Q ac
Runoff oluirnem°l o292 of
Runoff Depth=2.35
Tc=5.Q mM
CNff-4
I
i
I
1 2 3 '1 6 9 lU 11 12 13 14 15 16 17 15 19 2J 2. 22 3 -
ITi
Time (hours)
West Parted Type 1124--hr Raihfa11=3.00"
Prepared by GT-=ORGF FINCH/BCNEY AND ASSOC. Pace 10
Hv,droCADR, 7.00 s/n 002626 (J 1986-; 003 Aied Microcorn )?JerSystems 4/4/2011
Hydrograph for Subeatchment 33: Pond
Tine Precip. 'Excess Runoff
hours) _ (aches) (inches) MS)
0.00 0.00 0.00 07.00
0.40 0.01 0.00 D.00
0.80 0.02 0.00 0.00
1.20 0.04 0.00 0.00
1.60 01.05 0.00 0,00
2.00 0.07 0.017 19.00
2.40 0.08 0.00 0 00
2 80 0.10 0,00 0.00
3.20 0.1-1 0.00 0.00
3.60 0.13 0.00 0.00
4.00 0.14 0.00 0.01
4.40 0.16 0.00 0.03
4.80 0.18 0.00 0.04
5.20 0.20 W.01 0.0E
x.60 0.22 0.111 0.08
6) .00 0.24 0.02 0.10
6.40 0.26 0.02 0.12
6.80 0.29 0.03 0.14
7.20 0.31 0.04 0.16
7.60 0.33 0.05 0.18
8.00 0.36 0.06 0.20
3.40 0.39 0.08 0.25
8.80 0.42 0.09 0.31
9.20 0.46 011, 0.3E
9.60 0.50 0.1=1 0.39
10.00 0.I . 0.16 0.48
"10.40 0.60 0.20 0.63
10.80 0.66 0.25 0.85
11.20 0.75 04.31 1.23
1.1.60 0.92 0.44 2.99
12.00 199 -1.39 22.03
12.40 2.18 1.56 2.40
12.80 2.28 1.66 1.43
13.20 2.35 1.73 1.09
13.60 2.41 1.78 0.89
14.00 2.46 1.83 0.73
14.40 2.50 1.8; O.E6
14.80 2.54 1.91 0.61
15.20 2 58 1.994 0.56
15.60 2.61 1.98 0.50
16.00 2.64 2.00 0.45
16.40 2.67 2.03 0.43
16.80 2.69 2.05 0.41
1 i.20 2.72 2-08 0.39
17.60 2.74 2.10 17.37
18.00 2.76 2.12 0.35
18.40 2.78 2.14 0.33
18.80 2.80 2.18 0.31
1920 . 2.82 2.18 0.29
19.60 2.84 2.20 0.2 r
20.00 2.86 2.21 10.25
20.40 2.87 2.23 0.25
20.80 2.89 224 0.24
T;me Prec R. Excess Runoff
(hours) (inches) (inches) !cfs;
21.20 2.90 226 0,24
21.60 2.92 2.27 0.24
22.00 2.93 228 0.23
22.40 2.95 2.30 0.23
22.80 2.90 2.31 0.22
23.20 2.77 2.32 0.22
23.60 2.99 2.34 0.22
24.00 3.00 2.35 0.21
West Fond Type 1124-hr Rainfall=3. 013„
Prepared by GEORGE F INCH{BONEY 1-kND ASSOC. Page 11
HYdroCAD,al 7.00 s/n 002626 @,11986-2003 Applied Micracom .uter Systerps4;412011
Pond 3P: RETENTION POND
Inflow Area = 6.600 ac, Inflow Depth = 2.35"
Inflow = 26.29 cfs @ 11.96 firs, Volume= 1.292 of
Outflow 18.82 cfs q) 12.02 hrs, Volume= 0.850 af, Atten= 28J'10, Lag= 3.7 rnin
Primary = 18.54 cfs @ 12.02 firs, Volume= 0.568 of
Secondary = 0.28 cfs C 12.02 hrs, Volume= 0.282 of
pouting by Stor-Ind method, Time Span= 0.00-24.00 lirs, dt= 0.04 hrs r' 3
Peak Eiev= 385.03' Ca) 12.02 hrs Surf.Area= 17,918 sf Storage= 24,296 cf
Plug-Flow detenti on time-175.2 min calculated for 0.949 of (66% of inflow)
Center-of-Mass det. time= 76.6 min ( 861.2 - 784.6 )
# invert .4vail.Storage Storage Description
1 383.50' 63,421 cf Custom Stage Data (Pyramidal) Listed heioti^r
Elevation Surf.Area Inc.Store Cum.Store et.Arrrr7.
(feet) (sq-ft) (cubic-feed (ct_:bic-feet) (sq,-ft;
383.50 12,097 0 0 12,097
384.00 15,631 6,913 6,913 15,639
385.00 17,836 16,721 23,635 17,904
386.00 20,175 18,993 42,628 20,307
386.50 21,000 10,293 52,921 21,181
387.00 21,000 10,500 63,421 21,470
4 Routing Invert Outlet Devices
1 Primapy 381..75' 30.0" x 140.0' long Calvert RG P, sq,cut end projecting, Ke = 0.500
Outlet Invert= 381.25° S= 0.0036 '1 n= 0.013 Cc= 0.900
2 Secondary 383.50' 3.0" Vert. OrificelGrate C= 0.600
3 Device 1 384.75' 0.67' x 4.00' Horiz. Orifice/Grate X 4,00 Limited to weir flow C= 0.600
4 Secondary 385.80' 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 'L60 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 Z65 2.65 2.66
2.66 2.67 2.69 2.72 2.76 2.83
Primary OutFlow Max=17.69 cfs @ 12.02 firs 11-M1=385.03' (Free Discharge)
?1=Culvert (Passes 17.69 cfs of 27.64 cfs potential flow)
't-3=Orifice/Grate (,Weir Controls 17.69 cfs @ 1,7 fps)
Secondary OutFlow Max=0.28 cfs @ 12.02 hrs HW=385.03' (Free Discharge)
2=06ficelGrate (Orifice Controls 0.28 cfs a, 57 fps)
L4=Brcad-Crested Rectangular Weir ( Controls 0.00 cfs)
West Pared Type 1124-hr Rainfall=3.00"
Prepared by GEORGE FINCH (/BONEY AND ASSOC. Face 12
HydroCADLD 7.00 s!n 002626 C;? 1966-2003 Applied Microcomputer Jyst rns 4/4/201'1
Pored 3P: RETENTION POND
Hydrugraph
2
U 1
1
Q
LL
S
I? 'm-No reams . 00 ac
Peak EUev=385.03'
Storage®24,296 cf I
0.26 cf
0 1 "1 3 4 5 5 3 1U 11 12 13 14 15 16 17 ? 18 L10 ?-0 21 22 13
- Ir1O„
-" l-i1f117?;'
-Sccendary
TInic (flours)
West Pond Type lI 24--hr 'Rat;nfal'=3.00"
Prepared by GEORGE FINCH/BONEY AND ASSOC. Page 13
HydroCADU 7 00 s/n 002626 c?) 1986-2003 Applied Microcomputer Systems 404/2011
Hydrograph for Pond 3P: RETENTION POND
ime Inflow stara(ge `Ievatior, OLHOW Primary Secondary
(ho)urs) (Cfs) (cubic-feet) (feet) (Cis)-. (cfs) (Crs)
&00 0.00 0 383.50 0.00 0.00 0.00
0.80 0.00 0 383.50 0.00 0.00 0.00
1.60 0.00 333.50 0.00 0.00 0.00
2.40 0.00 0 383.50 0.00 0.01D 0.00
3 20 0.00 0 383.50 0.00 0.00 0.00
4.00 0.01 6 363.50 0.00 0.00 0.0(}
4.80 0.04 81 383.51 0.00 0.00 0.00
5.60 (7.08 248 383.52 0.00 0.00 0.00
6.40 0.12 519 383.54 0.00 0.00 0.00
'7.20 rJ,16 892 383.56 0.01 0.00 0.01
8.00 0.20 1.364 383.60 0.02 0.00 0.0/1-
8.80 031 1,998 383.64 0.04 0.050 0.04
9.60 0.39 2,864 383.71 0.07 0.00 0.07
10.40 0.63 4,0550 383.79 0.10 0.00 0.110
11.20 1,23 6,214 383.95 0.13 0.00 0.13
12.00 22.0 24,159 385.03 18.17 17.89 0.25
12.80 1.43 20,260 384.80 1.57 1.31 0.26
13.60 0.39 19,952 384.70 0.97 0.71 0.25
14.40 0.65 19,797
384.77
0.69
0.43
0,25
15.20 0.56 19,735 384.77 0.58 0.32 0.25
16,00 0.45 19,676 384.76 0-47 0.22 0.25
16.80 01.41 19,644 384.76 0.41 0.16 0.25
17.60 0.37 19,622 384.76 0.38 0.12 0.26
18.40 0.33 19,585 384.76 0.35 0.10 0.25
19.20 0.29 19,535 384.75 0.31 0.06 0.25
20.00 0.25 19,483 384.75 0.27 0.02 0.25
20.80 0.24 19,452 384.75 0.25 0.00 0.25
23.60 0.24 19;420 384.75 0.'25 0.00 0.25
22.40 023 19,368 384.74 0-25 0.00 0.25
23.20 0.22 19,295 384.74 0.25 0.00 0.25
24.00 0.21 19,201 334.73 0.25 Goo 0 .25
West Pond - l0% E r` ?-_k) ' -ro L-E V, Z_ 6 Pit Ll?-D, =-R 7-yrle-1124-hr Rainfall=5.38"
Prepared by GEORGE FINCHIBONEY AND ASSOC. Page 14
HydroCAD(O 7.00 sin 002626 r0 1965-2003 Applied Micracomputer Systems 414?2011
Pond 3P: RETENTION POND
Infiovi Area = 6.600 ac, In'=iow Depth = 4.63"
Inflovi 50.04 cfs @ 11.95 hrs. Volume= 2.574 of
Outflow = 31.43 cfs Cam) 12.03 hrs, Volume= 2.125 A Atten= 37caa, Lag- 4.3 n,,in
Primary 31.11 cfs @ 12.03 hrs, Volume= 1.796 of
Secondary 0.32 cfs @ 12.03 hrs, Volume= 0.32: of
flouting by Stor- Ind method, Time Span- 0.00-24.00 hrs, dt= 0.04 hrs 13
Peak Elev= 365.49' @ 12.03 his Surf.Area= 18,990 sf Storage= 33,002 Cf
Plug-1=lovv detention time= 122.7 min calculated for 2.125 a f (839A of inflow)
Center-of-Mass det. time= 43.9 min ( 815.4 - 7(36.5 )
Invert Avail.Storage Storage Description
383,50' 63 ,421 cf Custorn Stage Data (Pyramidal) Listed below'
Elevation Surf.Area InG.Siore Gcrm.Store Wet.Area
-feet) (SCI-ft) (cubic-feet) (cubic-feet) (Sq-ft)
383.50 12,097 0 0 12,097
384.00 15,631 6,913 6,913 15.639
385.00 17,836 '16,721 23,635 17,901
386.00 20,175 13,993 42,628 20,307
383.50 21,000 10,293 52,921 21,180
387,00 21,000 101,500 63,421, 21,470
ROUtin-1 Invert Outlet Devices
1, Primary 381.75' 30.0" x 140.0' long Culvort RCP, sq.cut end projecting, Ke= 0.500
Outlet Invert= 38125' S=0,00367 n=0.013 Cc= 0.900
2 Secondary 333.50' 3.0" Vert. Orifice/Orate C= 0.600
3 Device 1 384.75' 0.67' x 4.00' Horiz. Orifice/Grate X 4.00 Limited to weir flow C= 0.6001
4 Secondary 385.80' 10.0' Icing 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. (L=nglish) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.055 2.65 2.66
2.66 2.67 2.69 2.72 2.76 2.83
Primary OutFlow Ulax=31.00 cfs @ 12.03 hrs HVV=385.48` (Free Discharge)
41.
"-p1=Culvert (Barrel Controls 31.00 cfs @ 6_3 fps)
'I-'-3=Orifice/Grate (Passes 31.00 cfs of 44.15 cfs potential flow)
Secondary OutFlow Max=0.32 cfs @ 12.03 hrs HVV=385.43' (Free Discharge)
?_-2=0riticelGrate (Orifice Controls 0.32 cfs @ 6.6 fps)
-4=13road-Crested Rectangular Weir ( Controls 0.00 cfs)
l1 est Pond Type// 24-hr Rainfall=5.38"
Prepared by GEORGE FINCHiBONEY AND ASSOC. Page 15
HydroCADCF 7.00 sirs 002626 t 1986-2003 Applied Mier)computer SVs!_ems 411412011
Pond 3P: RETENTION POND
flydrograph
a
u
;5
0.:
5-t
50.04 r`=_
i
Inflow r ea?6.6®0 ac
Peak Elev;=30Sa49'
=
131.1 ] c? i
0L

-- Ir,lJ-
4 _v c A°ri5 6 F 8 9 10 11 12 13 V 15 16 1r 16 19 20 21 22 23 24
imlo

(-3,?crge: Hri h ! Bon. y and r,ssc ciatc;, P .A.
349 No.-In Boylan Avcmup,
Raleigh, Nc 27606--1402
P ,' Office Box 10472
1919j833 1212
F 9191834-3203
Generations II Commerdial Center Starmwater Design
1Norih Carolincl Depaitnneni of Natural Resources -
Raleigh Regional Office
Raleigh, N
Afln. Joseph Gyamf
Ref. Storm4vafer Control Structures BLJoyancy Culculcitions
MCIrch 24, 2011
Mr. Gya ifi
This p)r;_)lect proposes to Use masonry slorn-i SITUc-fur es. cis sins-rnw :.ter contro! devices in
the proposed reiention ponds. Each strucfurc has a 4'x4' inside, dimension wj!h 8"
nnusonry block walls. Each vertical fool of H i}e box will confain approxir nafle;'ly 12A cf of
masonry block. At an average weight of 130 Ibs/cf for solid masonry block, eclch foci
w ill weigln 1,618 Ibs(ft. Fach strucfure hicis a 6" thick slab of the botton'i This slab will
-weigh 2,860lbs (6.3' x 6.3` x 6" = 20 cf x 143 lbs/ cf = 2,860 !bs). The weighl or weler
displaced will be 20cf x 62,4 cf = 12A'8 Ibs. Ti iere will also be a ' concrete collar at the
trop of each structure with a weight of 738 lbs ( 12.4 st x 5" x 143lbs/cf)
Each vertical fool will displace 28.4 cf of water 5.33' x 5 .33' x V). The weig ,f of the
displaced water w l! be 28.4 cf x 62.4 cf or 1,77
2 Ibs/ft,
For the Western Pond]
Tine fofa! weight of the box will be
2,6' x 1, 618 lbs/tt e 4,207 Ibs
Slab = 2,860 lbs
.ollor n 738 lbs
Iota! = 7,771 1175
Tofal weight of wafer displaced 3' x 1,772 Iles/fI f. 1,248 Ibs 6,564 Ibs'

?- f I
-
r
:.:

F r the Fastern Po;id:
he tofral weight of the box will be
TofnI weight of water c,lisolaced
GCor-c1c Finch I Esonc , and r,.5 ocioles, P.A.
X09 Horlh Buylar.,,dVenue
Rdeiq= , NC 21606-14172
Pos; G'`ice. Sox 10,172
Raleigh, NC 27605-7472
T 41913,33-1212
I- 919 R34 :3203-
x 1 ,618 lbs,/ft = 6,310 Ibs
Collar = 738lbs
Slob ? 2,860 Ibs
Total - G 908 ?bs
4.3' x 1,772 Us/ft + 1,248 Its = 8,868 Ibs
In both cases, the total,weiaht of the structure exceeds the weighl of Ike displaced
water by more than 1,000 lbs.
Should you have any questions or comi-rents feel free to call,
,1i!f1;rr;,
Sincerely; t. .
Daniel Woods, PE
George i inch/Barley and L\ssociate's
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