HomeMy WebLinkAboutHydrology Report
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TER HORST, LAMSON & FISK, INC.
8675 Purdue Road
Indianapolis, IN 46268
Phone (317) 334-1500; Fax (317) 334-1552
CONSULTING ENGINEERS
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Hydrology Report
LA Fitness
Retail Center and Outlot
Weston Park - Block A
Michigan Rd. & 1 O(jth Street
Carmel, IN
Tl.F Project 2007-199
June 22, 2007
Prepared by: Mark N. Obergfell
Reg. P.E. #890209
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TER HORST, LAMSON & FISK, INC.
8675 Purdue Road
Indianapolis, IN 46268
Phone (317) 334-1500; Fax (317) 334-1552
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CONSULHNG ENGINEERS
Hydrology Report
LA Fitness
Retail Center and Outlot
Weston Park - Block A
Michigan Rd. & 106th Street
Carmel, IN
TLF Project 2007-199
June 22, 2007
Prepared by: Mark N. Obergfell
Reg. P.E. #890209
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LA Fitness - Carmel Weston Park
Hydrology Report
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PROJECT NARRATIVE
Existing Conditions
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The 10.1 acre site is located at the southwest quadrant of the intersection of West l06th Street and US
421IMichigan Road. The site is in Section 7, Township 17 North, Range 3 East, in Clay Township,
Hamilton County. See FIGURE 1 for the Vicinity Map. The existing ground caver on the site is mostly
grass and weeds. The sails on the site are Brookston silty day loam (hydrologic soil group BID) and
Crosby silt loam (hydrologic soil group C), as delineated on FIGURE 2, the Soils Map. The site has been
filled and soil types may not reflect current conditions. The site does not lie in a special flood zone, as
shown on FIGURE 3, the Flood Map. Elevations on the site range from a high of approximately 891'
MSL (not including soil mounds) in the north part of the site down to about 882' MSL in the detention
ba~in at the south side of the site. The entire site drains into the Park Northwestern regulated drain, located
along the south and southwest sides of the site. In Basin E-1, 9.85 acres of the site drains via overland
flow to the detention basin. In Basin E-2, 0.25 acres drains via overland flow to the east into the curb
inlets along the private drive along the east side of the site. The storm sewer along the drive also drains to
the detention basin. The ctetention basin was master planned to accommodate the on-site development per
the drainage computations for Weston Park, prepared by Civil Designs, LLP (narrative attached as .
Appendix A to this report). FIGURE 4 shows the Existing Conditions Drainage Map.
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Developed Conditions
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The proposed development includes an approximately 42,000 sf footprint LA Fitness building, a 17, 600 sf
retail building, a 1.0 acre outlot as well as parking lots and driveways. FIGURE 5 shows the Developed
Conditions Drainage Map. The proposed construction w:ill add about 6.9 acres of impervious area. Basin
D-l, which consists of 9.76 acres, will drain via proposed storm sewers into the existing detention basin.
Basin D-2, consisting of 0.38 acres, will continue to drain via sheet flow into the aforementioned curb
inlets along the shared access drive. Stormwater quality will be accomplished via structural BMP units on
the two storm sewer trunk lines prior to discharge into the detention basin.
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Below is a summary of existing and developed runoff values.
Existing Conditions: Basin E-l
4: = 45 minutes
CRatinnal = 0.25
A= 9.85 ac
DevelolJed Conditions: Basin D-I
4: = 13 minutes (see storm cales for 4:)
CRatinnal = 0.67
A= 9.76 ac
Q2 = 3.74 cfs
QIO = 5.88 cfs
Ql00= 8.60 efs
Q2 = 21.1 cfs
QlO = 32.1 cfs
QIOO= 45.9 efs
Ter Horst, Lamson & Fisk; Inc.
Consulting Engineers
TLF Project 2007-199
Page 1
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LA Fitness - Carmel Weston Park
Hydrology Report
bxisting Conditions: Basin E-2
~ = 5 minutes
CRatioIlal = 0.25
A= 0.25 ac
Develoved Conditions: Basin D-2
l:c = 5 minutes
CRational = 0.55
A= 0.38 ac
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Qz = 0.30 cfs
QlO = 0.44 cfs
QlOO= 0.61 cfs
Q2 = 1.00 cfs
QlO = 1.46 cfs
Q, 00= 2..02 cfs
East Water Quality Treatment Flow = 5.17 cfs (B1vIP Unit has 6.25 cfs capacity)
West Water Quality Treatment Flow.= 1.79 cfs (EMP Unit has 1.80 cfs capacity)
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The new stonnsewers on the site were designed for the 10 year storm event using Intelisolve: Hydra/low
Storm Sewers 2005 software and the Rational method.
Figures'and detailed storm sewer calculations follow this narrative.
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Ter Horst, Lamson & Fisk; Inc.
Consulting Engineers
TLF Project 2007-199
Page 2
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FIGURES
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FIGURE 1
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Soil Map-Hamilton County, Indiana
(LA Fitness Carmel - Weston Park)
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USDA
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Natural Resources
Conservation Service
Web Soil Survey 2.0
National Cooperative Soil Survey
565120
565160
6/18/2007
Page 1 of 3
FIW;eE 2
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NATIONAL FLOOD INSURAt{CE PROGRAM,
HAVEN
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FIRM
HOOD INSURANCE RATE MAP
HAMILTON COUNTY,
INDIANA
'AND INCORPORATED AREAS
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PANEL 205 OF 290
(SEE MAP INDEX FOR PANELS NOT PRINTEDI
CONTAlNS'
NUM,ER PANEL SUFFIX
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MAP NUMBER
18057C0205F
EFFECTIVE DATE1
FEBRUARY 19, 2003
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This is sn orncial copy of a portion ofthe aoove referenced flood map, It
was extracted using F-MIT On-Uno, This map does not refiect changes
or amendments which may have been m~de subsequent to the date 0/1 the
title block. For the latest product information about Nationai Fiood Insurance
Program 1100d maps che,?k the FEMA Flood Map Store at 'A^NvV.msQ,fema.gov
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I, 111 -Qo;;CQrdCll\cl! with TiWe 86;, Article I, O,<:Ifil,.,r 12 "f !ht.: Inc,ono Ac'minilllr!;ll,iv. Code ("Rv;ll' 121.
the rorlo"i';~ of::,'I"rvotion!< and op;:nio..", '\l'-~ 'j:~iLlc-d reqOlrciing tM ..or,.:lu!'l L1n~ertainlj!:3 ill IT-e
1.;>c:q~ioI'lS or ltl~ llnll::;; Qlld c.-orQfl'rs 8slooIJsned thr~ $ui'Va)' Cl:ll <I ~"'~L1H of unc;er1uin-tie& in rcfsrsnc./l
l1'1(ltll,Jm.el'l!ation; in. (",cO<'d d..:sc:ipt,~nl ",cod pleats; ill lines or CH::cupCltion: (Ir1-d o..~ itltrodLlced tly ron.,1om
....rrors in.. ml!.o;uremAIlt C"TheoretiC::~1 UnccrtQir.n-1.
Ihere ,:r!<lY bl!: ur'lwrltl!:n rlghls Q:!;!:-Clclot.e4 'l\'ith th-e3~ uM:::erlcIiM:iM. The c3;er'ot ~hoold ",:;;.s..umo!! the-rt!! ;$
(In -Qm~...nt .of wne.ettaiMy oJOt'\9 M,. I;.w: eqLJOI in r'1-'kIg<'iitude I"" tt>e Qi:s~.c:po",:y ill tr..e ,4~liol'lo 01 1:I1e
Ein~ c,f PCl~=~~i6;I- lrum till!' llU-l""\l~;J IIl'1fi. ,IlJJ SlJrote)! m<::I''ltlmMt''l "I~I o~ found lhi" ~-I""\I"y ar.. fll,l!lih
'll/iLh e~i:;;tirlg gre:d:e urlle~:; ol1leJ'\'o'i!:;~ Ml~d.
Thr:: <1"1",,(1':[;"'<'11 LJncerl:OLol)' (ci,,'" l.:l ..mlloom ~rrgr~ in mllO.lll.lrerner.t)-or the c:o.~nU~ of ll'l..: 1:Ubil!!ct
lract C'!Itobli:l;l'led thl~ ~l.Jr.-ey " ...,thin lh-e "f"l'cifi';f,llkm5' rr;l'r !J o;';lass C SUN~ (0.5-0 fe:.l) e:s ddinl!:d 1'1
1.l\C 8i55,
p..rpcse o~ Surve)':
TI,e purpose Qf !;hi! S~"''''Y i~ to prepare:' 0 bO\l-n-.:tory :;:u-rv~J' (Jj the 'Ilbo>n; deso:;ribcd lanl;!.
Boxis af Bl!!arjng!:~
The b-1:L~i::J o. b<'.:C'Iri"9'l; W thi..$ ,.u~ ill- per lflq. ,,",Io~, Tni:\: SI.Irv~)' is OQ~.c:d IJpM piior ....~:t.:.. r...... lll"
s.,ct:tndary :PI",~ or Wesf~n Por1<l ~omplctcl1 b)' ernl ne.."lign~, LlP.03 Job Number .DJ--IS.a ono c-erlilied
an I.Icrcn 2. 200+. Sold plol 15 reccrd~<J In ~h~ Orli,.c: 'Ill ,ho!! Rl!cOrller 1-i'I HomLltor. C<:l-u<1t)f, ~Il<:liana
CJll- 11l~-tlUmElnL ~lOO{-16061. So,d [>lClt cross r~-fe'-~'l~19 ll' \l~.n.'ey !;It the ~il:! OIlCl'(lD :'Iu~Il,.";,,ion
"hieh. Fs re~,"rdc,j ill ~id Rt:eord".':'l Office 0:'1 In$!:f1Jm<enl. ~~OO3-S0608. MditioMlly t.".c ~ur""eyg _~e
corlilicd b]!' Tania M :;lruq l<lr O"iI Des''':Ifl:;: Project Numbet!i 0-1--124 one 04-1!8 lo~ lo~ 1 am!' J
of tl'l'il pllit.
r~etcr"',.,ce f,{Orlum",ntotion;
Se-II-eHll monwnents w<,:r.c: .rec~vered inclu<!ln9 tho~;:: ::;:hown alCln~ the "'e-llt Ol'l-d !QUlh liMes "f tl't.... plot.
'l'h~g~ IoCQli~~", <;Iqree well ....ith ~hot sl1q'!'ll1 at It'lc I'lE..C-H'WO_ Ho..~,<c~, 0 r"oor ...itl1 Q yelJ.."" (lI:lp_ no
IQn....,r l-eqlbl~ l'Ias fc.urld on the ~d<':nsfOrl 0.' thl!! rlorth quarhr line: lJ.ut 0.8 fc-el wMI of rbc JX'>S,tion
oF tile ~c:- NWO ~,- Ul!!! plQ l,
R:cCGrd De~cripli<>Il'" and Plats;
~o- o;;Io:ed ~(lJlIl- or everlaps cHid;t i.I!'llt!!:!; ...lr1"'.....''''e no~ed
Lio~s of OCC\JP"JlJ.Qjl'
VoriotiOI'U in [inc~ cd oX<.Jpo.ioo or<e us !'lCo'to:::.l.
2. Tho!! "'~urQCJI or eny noa:a h<nard <:101M :;ho-..,) Co,l thi~ ti\Jr'''I!I)' I,. I;u?-iect to map :s~ol~ IJnoert~'I1I)'
.end to on)' Coltle,' L1olc<:rtoir1ty in loc::JtI'::Jf1 "f ~I"",otion en ~c ~erel"l!lrl~~d, RoC>d- InsLJtaJloce ROlle ~IQP.
Tho': ptapcrt)' t;lO:<'l-<;:r~bC'd o-n thic SVfVey ill N;)T lo........oted ,Ii lone}, 0,.- <<,",oj lrQo;~ plQlW by ~eQ~o'.: Con
Communit)' PlIlIl';l N(J. 1-80081 0:<:05 F of U.C f1Q~d In,w('Qnc:e Rotc r.top~ f~~ lh~ Clly of Cormel,
HomiJtcn C(Jl,ln~. Indiono dated F.c:tll\Ul'"l }'J, 200}
J. o..l1n:l'hip inl!;ll1TlOtion lnd:c(ll-ed he~eol"l! ,~ <'l:s icFe,1tifil!!d III O;v"ly Q'r Town::.t'lip ,'l!e-cf'dS Of O/'l liU",
work pro~id(:cj: t.)' othe-n.
4, Evid~c<: of s~urc;e or titJ:e fO'r O',J porli-on o' th-e subjeot I(Ocl wcs pro~id"d in the fo-rm o:;Jf Ch.ico,;oQ
Tme: Insuronce Cempot'l)' l:ommitr'iier1t n\J!l1t>er 3.90976, dat~d ae~o-bu eo, .:20015. ~o~t <;>1. ~,,-e Items
shown ihereql1 m(Jy hav~ b-een d~p1cl-<'ld on Ill" ,.urv~)' ond ore iQ'~ntin~d by O1.c:ir re~or.c;n9 dat-a.
Sh<luld <:Injo' o.:Iditiuool. it"m:r need t~ ~., o;Ioepoic:.cd .en t1'l-e .'\I~~~ ple(JS~ o6vi~-e "..no;! pro\'ido!! I;h~
(JPI',,'o:;Jpr1o::Jlo!! o;l(lcumll'nts.
5_ I o{f]rlTt. und=-r the ~.':noItIM for pet jury. that I nave t"JkWl r'llason(lble car.': 1,0 ft-1M'::1 to~1'o ~io,
s:celH"t:.' n-uml:,.,( ,n tr.i~ co.::um<!l1'l, unlcn. ~.c:qulre-d by law. Et~c'ldl~y P. on...
Ei\ ~o ~tr"l><':tlH'al tncroOChmCIlI'll OIfere ol:serYcd,
7_ This silo!: i=- ;;r.Q'n.e~ ~-1 (ll"I4\.l5trial) per hltp:llgi~.(:\)rrn.c:l.ill.go"/n'QP/il1de:l(.cfm.
The ralloll'in<; setbC'lck r~lIiremer'lti -ani p-u CARMa. CITY C()D=: Crv.~'n:1( 10: ZONINC 8: SUBDM'SIO,)IiS
MTlCL'E I: ZONING C'JDE:: CARMEL ~ONING ORCIUi\NI;( CHI'IPTER :2(;,0,: 1~1!I/'lULJSTRIAL DISTRICT
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REVISION RECORD
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Project File: LAF-Carmel.stm
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No. Lines: 24
06-18-2007
Hydraflow Storm Sewers 2005
c=:- c=: c:= c=:J c::= c_~ ~ ~
Storm Sewer Inventory Report
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Page 1
Line Alignment Flow Data Physical Data Line tD
No.
Dnstr Line Defl June Known Drng Runoff Inlet Invert Line Invert Line Line N J-Ioss Inlet!
line length angle type Q area coeff time EIDn slope EIUp size type value coeff RimEl
No. (ft) (deg) (efs) (ae) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft)
1 End 48.0 -55.0 MH 0.00 0,00 0.00 0.0 882.70 062 883.00 30 Cir 0.013 1.00 889.80 101-100
2 1 4.0 -35.0 Comb 0,00 0.73 0.79 5.0 883.40 2,50 883,50 30 Cir 0.013 0.60 889.60 102-101
3 2 124.0 0.0 DrGrt 0.00 0.79 0.77 5.0 883.60 0.48 884.20 30 Cir 0.013 0.80 890.40 103-102
4 3 128.0 0.0 DrGrt 0.00 0.72 0,78 5.0 884.30 0.39 884.80 27 Cir 0.013 0.80 890.50 104-103
5 4 136.0 -30.0 DrGrt 0.00 0.86 0.79 5.0 884.90 0.44 885.50 27 Cir 0.013 0.80 891.30 105-104
6 5 116.0 -60.0 Comb 0.00 0.43 0,67 5.0 886,50 0.43 887.00 18 Cir 0.013 0,80 892.00 106-105
7 6 136.0 75.0 Comb 0.00 0.29 0.58 5.0 887.20 0.44 887.80 15 Cir 0,013 0.80 892.60 107-106
8 7 8.0 -70.0 Comb 0.00 0.24 0.75 5,0 887,90 2.50 888.10 12 Cir 0.013 0.80 892,60 108-107
9 8 130,0 70.0 Comb 0.00 0.22 0.55 5.0 888.20 0.77 889,20 12 Cir 0.013 1.00 893,60 109-108
10 5 136.0 30.0 DrGrt 0,00 1.02 0.81 7.0 886.00 0.74 887.00 18 Cir 0.013 1.00 893.50 115-105
11 6 30.0 -10.0 Comb 0.00 0,14 0.76 5.0 888.00 2,00 888,60 12 Cir 0.013 1.00 892.60 120-106
12 3 135.0 -90.0 None 0,00 0.25 0.90 10,0 886.00 1.00 887.35 10 Cir 0.013 1.00 893.50 roof-103
13 4 96.0 -90.0 MH 0.00 0,00 0.00 0.0 886.00 1.04 887.00 12 Cir 0.013 0.80 892.60 125-104
14 13 76,0 45.0 MH 0.00 0.03 0.90 5.0 887.50 0.92 888.20 12 Cir 0.013 080 892.90 126-125
15 14 48.0 -45.0 None 0.00 0.10 0,90 10.0 888,30 1.04 888.80 10 Cir 0.013 1.00 893.50 roof-126
16 .13 60,0 0.0 None 0.00 0.10 0.90 10.0 887.10 1.17 887.80 10 Cir 0.013 1.00 893.60 roof-125
17 End 60.0 -70,0 MH 0.00 0.00 0.00 0,0 883,00 1.67 884.00 18 Cir 0,013 1.00 891,50 201-200
18 17 4.0 -20.0 Comb 0.00 0.13 0.67 50 884 AD 500 884.60 18 Cir 0.013 0.80 892.10 202-201
19 18 84.0 -50.0 Comb 0,00 0.12 0.70 5.0 884.80 1.19 885,80 18 Cir 0.013 0.80 891.50 203-202
20 19 110.0 47.0 Comb 000 038 0.71 5.0 886.00 100 887.10 18 Cir 0.013 0.80 891.00 204-203
21 20 184.0 2.0 Comb 0.00 0.43 0.79 5.0 887.20 0.49 888.10 18 Cir 0.013 0.60 892.30 205-204
i
Project File: LAF-Carmet .slm Number of lines: 24 Date: 06-19-2007
Hydraflow Storm Sewers 2005
C-~ c:= c:= c:=:= CJ c: c:== c=J
Storm Sewer Inventory Report
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Page 2
Line Alignment Flow Data Physical Data Line ID
No.
Onstr Lille Oefl Junc Known Drng Runoff Inlet Invert Line . Invert Line Line N J-loss Inletl
line length angle type Q area coeff time EIOn slope EIUp size type value coeff RimEl
No. (ft) (deg) (efs) (ae) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft)
22 21 192.0 0.0 Comb 0.00 0.50 0.75 5.0 888.30 0,47 889.20 15 Cir 0.013 1.00 892.80 206-205
23 19 72.0 90.0 None 0.00 0.25 0.90 10,0 887.00 2.08 888,50 10 Cir 0.013 1.00 893.50 roof-203
24 20 84,0 60.0 None 0.00 0.25 0.90 10.0 887.50 1.19 888.50 10 Cir 0.013 1.00 893.50 roof-204
Project File: LAF-Carmel: .8tm Number of lines: 24 Date: 06-19-2007
Hydraflow Storm Sewers 2005
c::J c.:::= c=:-.J 1- -; c=J c=
Storm Sewer Tabulation
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Page 1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd I Rim Elev Line 10
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Up On Up On Up Dn
Line
(ft) lac) (ac) (e) (min) (min) (in/hr) (cfs) (ds) (ftJs) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 48.0 0.00 5.92 0.00 0.00 4.55 0.0 12.4 5.0 22.65 32.42 6.86 30 0.62 883.00 882.70 884.60 884.29 889.80 885.00 101-100
2 1 4.0 0.73 5.92 0.79 0.58 4.55 5.0 12.4 5.0 22.66 64,84 4.98 30 2.50 883.50 883.40 885.63 885,65 889.60 889,80 102-101
3 2 124.0 0.79 5.19 0.77 0.61 3.97 5.0 11.9 5.1 20.14 28.53 4.45 30 0.48 884.20 883,60 B86.21 886.01 890.40 889.60 103-102
4 3 128.0 0.72 4,15 0.78 0.56 3.14 5,0 11.4 5.2 16.22 19.35 4.25 27 0.39 884.80 884.30 886.77 886.49 890.50 890.40 104-103
5 4 136.0 0.86 3.20 0.79 0,68 2,37 5.0 7.6 6,1 14.43 20.57 3.91 27 0.44 885.50 884,90 887.32 887.11 891,30 890.50 105-104
6 5 116.0 0.43 1.32 0,67 0.29 0,86 5,0 6,9 6.3 5.46 6.89 4.01 1B 0.43 887.00 886.50 888.01 887.66 892.00 891.30 106-105
7 6 136.0 0.29 0.75 0.58 0.17 0.47 5.0 6.1 6.6 3.09 4,29 2.87 15 0.44 887.80 887.20 888.71 888.43 892,60 B92.00 107-106
8 7 8.0 024 0.46 0,75 0,18 0,30 5.0 6.1 6.6 1.98 5,63 301 12 2.50 888,10 B87.90 88879 888.84 892.60 892.60 108-107
9 8 130.0 0.22 0.22 0.55 0.12 0.12 5.0 5.0 7.0 0.85 3.12 2.06 12 0.77 889.20 888.20 889,59 889.10 893.60 892.60 109-108
10 5 136,0 1,02 1.02 0.81 0.83 0.83 7.0 7.0 6.3 5.19 9.00 3.58 18 0.74 887,00 886.00 887.99 887.68 893.50 891.30 115-105
11 6 30.0 0.14 0.14 0.76 0.11 0.11 5.0 5.0 7.0 0.74 5.04 2.34 12 2.00 888.60 888.00 888.97 888,52 892.60 892.00 120-106
12 3 135.0 0.25 0.25 0.90 0.23 0.23 10.0 10.0 5.5 1.23 2.19 3.01 10 1.00 887.35 886,00 887.84 886.77 893.50 890,40 roof-103
13 4 96.0 0.00 0,23 0.00 0.00 0.21 0.0 10.7 5,3 1,10 3.63 2.28 12 1.04 887.00 886.00 887.45 887.28 892.60 890.50 125-104
14 13 76.0 0.03 0.13 0.90 0.03 0.12 5.0 10.3 54 0.63 342 3.00 12 0.92 888.20 887,50 888.54 887.79 892.90 892.60 126-125
15 14 48.0 0.10 0.10 0.90 0.09 0.09 10.0 10.0 55 0.49 2.24 2.50 10 1.04 888.80 888.30 889.11 888.64 893,50 892.90 roof-126
16 13 60.0 0.10 0.10 0,90 0,09 0,09 10.0 10,0 5.5 0.49 2.37 1.89 10 1,17 887.80 887.10 888.11 887.72 893.60 892.60 roof-125
17 End 600 0.00 2.06 0.00 0,00 1.61 0.0 11.1 5.2 8041 13.56 6,02 18 1.67 88400 883.00 885.11 88411 891.50 884.00 201-200
18 17 4.0 0.13 2.06 0.67 0.09 1.61 5.0 11,1 5.2 8.41 2348 6.72 18 5.00 884,60 884.40 885.71 885.32 892.10 891.50 202-201
19 18 84.0 0,12 1.93 0.70 0.08 1.52 5.0 10.9 5.3 8.03 11.46 5,71 18 1.19 885.80 884.80 886.88 885.95 891.50 892,10 203-202
20 19 110,0 0.38 1.56 0.71 0.27 1.21 5.0 10.5 5.4 6.50 10.50 4.80 18 1.00 887.10 886.00 888.07 887,21 891.00 891.50 204-203
21 20 184.0 0,43 0.93 0.79 0.34 0.71 5.0 6.0 6.6 4,71 7.34 3.89 18 0.49 888.10 887.20 888.93 888.41 892.30 891.00 205-204
Project File: LAF-Carmel:.stm Number of lines: 24 Run Date: 06-19-2007
NOTES: Intensity = 5697 J (Inlet time + 9.00) ^ 0.80; Return period = 10 Yrs.~
Hydraflow Storm Sewsr> 2005
c= c: c= c=: ~~. ~
Storm Sewer Tabulation
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Page 2
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd I Rim Elev UnelO
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Up On Up On Up Dn
Line
(ft) (ac) (ac) (C) (min) (min) (inlhr) (cts) (cts) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
22 21 192.0 0.50 0.50 0.75 0.38 0,38 5.0 5.0 70 2.62 4.42 3.06 15 0.47 889.20 888.30 889.88 889.41 892.80 892.30 206-205
23 19 72.0 0.25 0.25 0.90 0.23 0.23 10.0 10.0 5.5 1.23 3.16 4.54 10 2.08 888.50 887.00 888.99 887.36 893.50 891.50 roof-203
24 20 84.0 0.25 0.25 0.90 0.23 0.23 10.0 10.0 55 123 2.39 2.96 10 1.19 888.50 887.50 888.99 888.44 893.50 891.00 roof-204
,
Project File: LAF-Carmel...stm Number of lirles: 24 Run Date: 06-19-2007
I NOTES: Intensity '" 56.97 / (Inlet time + 900) ^ 0.80; Return period'" 1 0 Yrs.
Hydraflow Storm Sewers 2005
~ ~ ~ c=J c=J ~~ c=;
Storm Sewer Tabulation
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Page 1
Sta~jon Len Orng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd I Rim Elev Li ne ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Up On Up On Up On
Line
(ft) (ac) (ac) (e) (min) (min) (in/hr) (efs) (ets) (ftls) (in) (%) (ft) (ft) (ft) (ft) (ft) (ftJ
1 End 48.0 0.00 5.92 0.00 0.00 4.55 0.0 13.2 6.9 31.42 32.42 6.66 30 0.62 883.00 882.70 885.25 885.04 889.80 885.00 101-100
2 1 4.0 0.73 5.92 0.79 0.58 4.55 5.0 13.2 6.9 31.43 64.84 6.40 30 2.50 883.50 883.40 886.05 886.03 889.S0 889.80 102-101
3 2 124.0 0,79 5.19 0.77 0.61 3.97 5.0 12.9 7.0 27.78 28.53 5.66 30 0.48 884.20 883.60 887.14 886.58 890.40 889.60 103-102
4 3 128.0 0.72 4.15 0.78 0.56 3.14 5,0 12.5 7,1 22.24 19.35 5.60 27 0.39 884.80 884.30 888.22 887.55 890.50 89040 104-103
5 4 1 36.0 0.86 3.20 0.79 0.68 2.37 5.0 7.6 8.6 20.31 20.57 5.11 27 0.44 885.50 884.90 889.27 888.69 891.30 890.50 105-104
6 5 116.0 0.43 1.32 0.67 0.29 0.86 5.0 7.1 8.7 7.55 6.89 4.28 18 043 887.00 886.50 890.32 889.72 892.00 891.30 106-105
7 6 136.0 0.29 0.75 0.58 0.17 0.47 5.0 6.5 9.0 4.23 4.29 3.45 15 0.44 887.80 887.20 891.23 890.64 892.60 892.00 107-106
8 7 8.0 0,24 0.46 0,75 0.18 0.30 5.0 6.5 9.0 2.72 5.63 3046 12 2.50 888.10 887.90 891.42 891.38 892,60 892.60 108-107
9 8 130,0 0.22 0.22 0.55 0.12 0.12 5.0 5.0 9.7 1.17 3.12 1.49 12 0.77 889.20 888.20 891.86 891.72 893.60 892.60 109-108
10 5 136,0 1.02 1.02 0.81 0.83 0.83 7.0 7.0 8.8 7.27 9.00 4.12 18 0.74 88700 886.00 890.39 889.74 893.50 891,30 115-105
11 6 30.0 0.14 0.14 0.76 0.11 0.11 5.0 5.0 9.7 1.03 5.04 1.31 12 2.00 888.60 888.00 890.83 890.80 892.60 892.00 120-106
12 3 135.0 0.25 025 0.90 0.23 0,2;,) 10.0 10.0 7.8 175 2.19 3.20 10 1.00 887.35 886.00 888.74 887.88 893.50 890.40 roof-103
13 4 9S.0 0.00 0.23 0.00 0.00 0.21 0,0 11.7 7,3 1.51 3.63 1.92 12 1.04 887.00 886.00 889.21 889.03 892.60 890.50 125-104
14 13 75.0 0.03 0.13 0.90 0.03 0.12 5.0 10.5 7.6 0.89 3.42 1.13 12 0.92 888.20 887.50 889.34 889.29 892,90 892.50 126-125
15 14 48.0 0.10 0.10 0.90 009 009 100 10.0 78 0.70 2.24 148 10 1.04 888.80 888.30 889.39 889.35 893.50 892.9D roof-126
16 13 60.0 0.10 0.10 0.90 0.09 0.09 10.0 10.0 7.8 0.70 2.37 1.28 10 1.17 887.80 887.10 889.35 889.28 893.60 892.60 roof-125
17 End 60,0 0.00 2.06 0.00 0.00 1,61 0.0 11,0 7.5 12.00 13.56 6.79 18 1.67 884,00 883.00 885.82 885.04 891.50 884,00 201-200
18 17 4.0 0.13 2.06 0,67 0,09 1.61 5.0 11.0 7.5 12.00 23.48 6.79 18 5.00 884.60 884.40 885.59 886.54 892.10 891.50 202-201
19 18 84.D 0,12 1.93 0.70 0.08 1.52 5.0 10.8 7.5 11.44 11,46 6.48 18 1.19 885,80 884.80 888.23 887.23 891.50 892.10 203-202
20 19 110.0 0.38 1.56 0.71 0.27 1.21 5.0 10.4 7.6 9.24 10.50 5.23 18 1.00 887.10 886,00 889.83 888,98 891.00 891.50 204-203
21 20 184.0 0.43 0.93 0.79 0.34 0.71 5,0 6.1 9.2 6.57 7.34 3.72 18 0.49 888.10 887.20 891.10 890,38 892,30 891.00 205-204
Project File: LAF-Carmel:',stm Number of lines: 24 Run Date: 06-19-2007
NOTES: Intensity '" 92,721 (Inlet time + 11.00) ^ 0.81; Return period" 100 Yrs. c.Jv c..t:. k ("ou/";//r C, II Jf& L.. ~/rMJ n~ t'~I.I. :.0 K.
Hydraflow Storm Sewers 2005
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Station Len Orng Area Rrioff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd I Rim Elev Line 10
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up On Up On
Line
(ft) (ac) (ac) {C) (min) (min) (in/hr) (cfs) (cfs) (fUs) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
22 21 192.0 0,50 0.50 0.75 0.38 0.38 5.0 5.0 9.7 3.63 4.42 2.96 15 0.47 889.20 888.30 891,92 891.31 892.80 892.30 206-205
23 19 72.0 0.25 0.25 0.90 0.23 0.23 10.0 10.0 7.8 1,75 3.16 3.20 10 2.08 888.50 887.00 889.70 889.24 893.50 891.50 roof-203
24 20 84.0 0.25 0,25 0.90 0.23 0.23 10.0 10.0 7,8 1.75 2.39 3.20 10 1.19 888.50 887.50 890.97 890.44 893.50 891.00 roof-204
Project File: LAF-CarmeL,stm Number of lines: 24 Run Date: 06-19-2007
NOTES: Intensity" 92.72 I (Inlet time + 11.00) ^ 0.81; Return period" 1 00 Yrs.
Hydraflow Storm Sewers 2005
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Line Inlet 10 Q= Q Q Q June Curb Inlet Grate Inlet G utte r ~ Inlet Byp
No CIA carry capt byp type line
Ht L area L W So W Sw Sx n Depth Spread Depth Spread Depr No
(efs) {efs} (efs) (ets) (in) (ft) (sqft) {ft} (ft) (ftIft ) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
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1 101 R-1772 0.00 0,00 0.00 0.00 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 000 0.00 Off
2 102 R-3287-15 4.03 0.00 4.03 0.00.., y~~i J.3 3.60 3,60 3.60 1.80 Sag 1.80 0,040 0.012 0.000 0.33 23,30 0.33 23.30 0.00 Off
3 103 R-2251 4.25 0,00 4.25 0.00 DrG rt 0.0 0.00 2.90 2,35 2,35 Sag 2.35 0.012 0.012 0.000 0.34 59.49 0.34 59.49 0.00 Off
5'/'1);1-
4 104 R-2251 3.92 0.00 3.92 0.00 DrGrt 0.0 0.00 2.90 2,35 2.35 Sag 2.35 0.012 0,012 0.000 0.33 56.52 0.33 56.52 0.00 Off
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5 105 R-2251 4.75 0.00 4.75 0,00 rGrt 0,0 0.00 2.90 2.35 2.35 Sag 2.35 0.012 0.012 0.000 0.37 63.86 0.37 63.86 0.00 Off
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7 107 R-3286-8V 1.17 0.00 1,17 0.00 Comb 0.3 1,75 0.70 1.75 1.30 Sag 1,50 0.040 0.020 0.000 0.21 g,OO 0.21 9.00 0.00 Off
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8 108 R-3286-8V 1.26 0.00 1,26 0.00 Comb 0.3 1.75 0.70 1.75 1.30 Sag 1.50 0.040 0.020 0.000 0.22 9.50 0,22 9,50 0.00 Off
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9 109 R-3286-8V 0,85 000 085 0.00 om~ 0.3 175 0.70 1.75 1.30 Sag 1.50 0,040 0.020 0.000 0.17 7.00 0.17 7,00 0.00 Off
10 115 R-2535 5.19 . 0,00 5.19 0.00 ~rt 0.0 0.00 1,10 1.45 1.45 Sag 1.45 0,010 0010 0.000 077':11 155,62 0.77 155.62 0.00 Off
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11 120 R-3286-8V 0,74 0.00 0.74 0.00 com~ 0.3 1.75 0.70 175 1.30 Sag 1.50 0.040 0.020 0,000 0.15 6.00 0.15 6.00 0.00 Off
Ty~
12 roof 1.23 0.00 0.00 1.23 None 0.0 0.00 0.00 0,00 0.00 Sag 0.00 0.000 0.000 0,000 000 0.00 000 0.00 0.00 Off
13 125 R-1772 0.00 0.00 0.00 0,00 MH 0.0 0.00 0.00 O.OQ 0,00 Sag 000 0.000 0.000 0.000 0,00 0.00 0.00 0.00 0,00 Off
14 126 R-1772 0.19 0.00 0.00 0.19 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 000 0.00 0.00 0.00 Off
15 roof 0.49 0.00 0.00 0.49 None 0.0 0,00 0.00 0.00 0.00 Sag 0,00 0.000 0.000 0.000 0.00 0.00 0,00 0.00 0.00 Off
16 roof 0.49 0.00 0.00 0049 None 00 000 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 Off
17 201 R-1772 0.00 0.00 0.00 0.00 MH-5 0.0 0.00 0,00 0.00 0.00 Sag 000 0000 0.000 0.000 000 0.00 0.00 0.00 0.00 Off
18 202 R-3286-8V 0.61 0.00 0.61 0.00 Com~ 0.3 1.75 0.70 1.75 1.30 Sag 1.50 0004 0.020 0000 0.13 7.70 0.13 7.70 0.00 Off
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19 203 R-3266-8V 0,59 0.00 0.59 0.00 Comb 0.3 1.75 0.70 1,75 1.30 Sag 1.50 0.040 0.020 0000 0.13 5.00 0.13 5.00 0.00 Off
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20 204 R-3266-8V 1.88 0,00 1.68 0.00 Comb 0.3 1.75 0.70 1.75 1,30 Sag 1.50 0.040 0.020 0.000 0.28 12.50 0.28 12.50 0.00 Off
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21 205 R-3286-8V 2,37 0,00 2.37 0.00 con:~ 0.3 1.75 0.70 1,75 1.30 Sag 1.50 0.040 0.020 0.000 0.36 16.50 0.36 16.50 0.00 Off
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22 206 R-3287-10V 2.62 0.00 2.62 0.00 ~~~ 0.3 2.80 2.10 2.60 1.30 Sag 1.50 0.040 0.020 0.000 0.30 13.50 0.30 13.50 0.00 Off
Project File: LAF-CarmeI2.stm I Number of lines: 24 I Run Date: 06-19-2007
NOTES: Inlet N-Values;; 0.016; Intensity:;; 56.97 I (Inlet time + 9.00) ^ 0.80; Return period;; 10 Yrs.; * Indicates Known Q added
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Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp
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Ht L area L W So W Sw Sx n Depth Spread Depth Spread Depr No
(cts) (ets) (cfs) (cfs) (in) (ft) ( sqft) (ft) (ft) (ft/ft) (ft) (ftJft) (ftJft) (ft) (ft) (ft) (ft) (in)
23 roof 1.23 0.00 0,00 1.23 None 0.0 0.00 0,00 0.00 0.00 Sag 0,00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 Off
24 roof 1.23 0.00 0.00 1.23 None 0.0 0,00 0.00 000 0.00 Sag 0.00 0000 0.000 0.000 0.00 0.00 0,00 0.00 0.00 Off
Project File: LAF-Carmel'stm I Number of lines: 24 I Run Date: 06-19-2007
NOTES: Inlet N-Values '" 0,016, Intensity'" 56.97 f (Inlet time + 9.00) ^ 0.80; Return period '" 10 Yrs. ; * Indicates Known Q added
Hydraflow Storm Sewers 2005
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STORMWATER
QUALITY
DESIGN
CALCULATIONS
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TER HORST, LAMSON & FISK, INC.
CALCULATIONS FOR WOI.ter QvtA': ~ T~6'tfllent Flow - BmP" for A I,
PROJECT NAME: I"A f"""V1e.s:; -[q;rref PROJECT NO.: 2Q]}'- \t\g
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BY:
DATE:
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Hydrograph Report
U Hydraflow Hydrographs by Intelisolve
U Hyd. No. 1
WQ Treatment Flow - BMP 101A
U Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Drainage area = 5.92 ac
U Basin Slope = 0.0 %
T c method = USER
Total precip. = 1.00 in
D Storm duration = 24 hrs
"
Hydrograph Discharge Table
Time -- Outflow
U__" (hrs cfs)
11.60 0.62
11 . 70 1 . 11
11.80 2.05
.11.90 3.71
12.00 5.17<<
12.10 462
12.20 2.88
12.30 1.46
12.40 0.81
12.50 0.69
12.60 0.58
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Peak discharge = 5.17 cfs
Time interval = 6 min
Curve number = 98.3
Hydraulic length = 0 ft
Time of cone. (Tc) = 12 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume'" 16,495 cuft
( Printed values >~ 10% of Op.}
...End
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Culvert Report
Hydraflow Express by Inlelisolve
Tuesday. Jun 19 2007
BMP Diversion - ~T~ IotA
Invert Elev On (ft) = 883.20
Pipe Length (ft) :::: 5.00
Slope (%) = 2.00
Invert Elev Up (ft) = 883.30
Rise (in) = 15.0
Shape = Cir
Span (in) = 15.0
No. Barrels = 1
n-Value = 0.012
Inlet Edge = Sq Edge
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5
Calculations
Qmin (cfs) :::: 5.00
Qmax (cfs) = 6.50
Tailwater Elev (ft) = (dc+O)/2
Highlighted
Qtotal (cfs) = 6.25
Qpipe (ds) = 6.25E- Q~p.e ~
Qovertop (cfs) = 0,00 C(
Veloc Dn (ftls) = 5.35
Veloc Up (ftIs) = 5.86
HGL On (ft) = 884.33
HGL Up (ft) = 884.32
Hw Elev (ft) = 885.16~ V'AYl9t'v'"
Hw/D (ft) = 1.49
Flow Regime = Inlet Control
Embankment
Top Elevation (ft) =
Top Width (ft)
Crest Width (ft)
889.50
= 2.00
= 10.00
Elevlftl
890.Gn
BMP Diversion
HwOeplnlllJ
0.70
889.00
5.70
883.00
4.70
687.00
3.70
88B.00
2.70
885.00
1.70
884.00
070
0.30
883 00
_ _ _. ______~_ __ _ ___~______ _.____..~__ ~~ __~___ m_ _m_.~~' _,,~______. cw.c______ - ----- ---,--~-- -..--------.. ~.,.,.,.,.,,~-~.--
.,~__ .,..~.__,~..,___ __ - _______ .__~___..____~_"". ~_~.__ _______ ~_.._ ~_~ _._o~~_ ~_~___.__ _____ ___"_.__ -.-.0 "...._""-~._,-~ ~--~~
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13
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-ClrCulvert -HGL
Reach (ft)
- Embank
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T E R H 0 R S T, L A M S 0 N & JF I S K , I N C . PAGE :z OF 2-
CALCULATIONS FOR Weder 6hJal:-ry TilA~ AoW-BmP'JOf4" BY: ~Pl(
'/lq, /0 7
PROJECT NAME: l..A- F'i'kTPSIS - ~ r PROJECT NO.: 2.00 7- r q'l DATE:
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Hydrograph Report
Hydraflow Hydrographs by Intelisolve
Tuesday, Jun 19 2007, 1 :38 PM
Hyd. No. 2
WQ Treatment Flow - BMP 201A
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Drainage area = 2.06 ac
Basin Slope = 0.0%
T c method = USER
Total precip. = 1.00 in
Storm duration = 24 hrs
Peak discharge = 1.79 cfs
Time interval = 6 min
Curve number = 98.2
Hydraulic length = Oft
Time of cone. (Te) = 11 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume'" 5,674 cuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
( Prinled values >~ 10% of Qp )
11.60 0.21
11.70 0.38
11.80 0.71
11.90 1.28
12.00 1.79<<
12.10 1.60
12.20. 0.99
12.30 0.50
12.40 0.28
12.50 0.24
12.60 0.20
...End
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Culvert Report
Tuesday, Jun 19 2007
Hydraflow Express by Intelisolve
BMP Diversion- S7R zetA
Embankment
Top Elevation (ft) =
Top Width (ft)
Crest Width (ft)
891.50
= 2.00
= 10.00
Calculations
Qmin (cfs) = 0.10
Qmax (cfs) = 2.00
Tailwater Elev (ft) = (dc+D)/2
Highlighted
Qtotal (cfs) = 1.80
Qpipe (cfs) = 1 . 80e- G?cdlllp.tet....
Qovertop (cfs) = 0.00 ,
Veloc Dn (fUs) = 3.60
Veloc Up (ftls) = 4.24
HGL On (ft) = 884.92
HGL Up (ft) = 884.91
Hw Elev (ft) = 885.2~ TIPiIIe.r
Hw/O (ft) = 1.19
Flow Regime = Inlet Control
Invert Elev On (ft) = 884.20
Pipe Length (ft) = 5.00
Slope (%) = 2.00
Invert Elev Up (ft) = 884.30
Rise (in) = 10.0
Shap~ = Cir
Span (in) = 10.0
No. Barrels = 1
n-Value = 0.012
I nlet Edge = Sq Edge
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398,0.67, 0.5
Elev lfl]
BMP Diversion
Hw Depth If!]
892.00
7.70
891.00
6.70
890.00
5.70
889.00
4.70
88800
,3.70
---'
____n_ ._~__.~~ . _.__ ...,._..~... ~.,,_ ._~,---,-.--_~_~
887 DO
2.70
881;.00
170
B85,00
0.70
884.00
.0.30
.130
883.00
3 4
-HGL
- Embank
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TR55 Tc Worksheet
Hydraflow Hydrographs by Inlelisolv8
Basin E-1
Description A B C Totals
Sheet Flow
Manning's n-value :::: 0.240 0.011 0.011
Flow length (ft) 300.0 0.0 0.0
Two-year 24-hr precip. (in)" :::: 2.64 0.00 0.00
Land slope (%) :::: 1.67 0.00 0.00
Travel Time (min) = 40.67 + 0.00 + 0.00 = 40.67
Shallow Concentrated Flow
Flow length (ft) ::::: 650.00 0.00 0.00
Watercourse slope (%) ::::: 1.38 0.00 0.00
Surface description ::::: Unpaved Paved Paved
Average velocity (ftIs) = 1.90 0.00 0.00
Travel Time (min) = 5.72 + 0.00 + 0.00 = 5.72
Channel Flow
X sectional flow area (sqft) :::: 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (tUs) :::: 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
T ota I Travel Time, T c . ..~........ ....................... ........... ................................ 46.38 min ~ 1I5~
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APPENDIX A
WESTON PARK
DRAINAGE REPORT
NARRATIVE
(by Civil Designs, LLP)
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Surveying It Site Design. Civil Engineering., Urban Planning . Water Quality
CIVIL DESIGNS, LLP
241 5 DIRECTORS Row, SUITE E
,INDIANAPOLIS, INDIANA 46241
PHONE: 3 '-7 244 1 968
DRAINAGE COMPUTATIONS
FOR
WESTON PARK
CARMEL, INDIANA
KITE COMPANIES, INC.
30 S. MERlDIAN STREET, SUITE 1100
INDIANAPOLIS, IN 46204
DECEMBER 1 2003
REVISED: JANUARy 28, 2004
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Richard R. Hoover, PE
Easement Preparation . Construction Staking . Permitting. Construction Services
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DRAINAGE REPORT
for
WESTON PARK
TABLE OF CONTENTS
1 ,0 I ntrod u ction .., 00' . . ..... . . .. .. . . .. . . . . . 0 ......... . . ...... ....,. ..... .... . . .0.... o. .. .. 0 , , .. . ...0.. 2
1.1 Project Description......................... 0..... ....... ..................................... ................. 2
"
2.0 Hydrologic Method................................. 0.... 0................................... 0 2
2.1, Rainfall Distribution.... 0.......... ..... ............ .................. ................ ............. ............ 3
2.2 Software ....... ............. ........ ........................... ..... ..... ........... ................... ............ 3
3.0 Pre-Developed Drainage Analysis ....... ...m.... ............. ...... ............... 3
3.1 On-site .............................................................. ....................... ............ ... .......... 3
3.2 Off -8 ite .. ..... .. ...... .. . .. . .. . .. . ~ .. . .. . .. . .. .. .. , .. __ . . . . . .. .. ... '.. .. . ....... .. .. .. .. ... .. .. . .. 0.. . . . . ...... ... .... 3
3.3 Existing Conditions Model............... .................................................................. 4
3.4 Allowable Peak Discharge .....,......................... ..........,... .... ..:.... ........................ 5
4.0 Post-Developed Drainage Analysis..... 0.. ..... 0...................0......... 00..... 5
4.1 On-site ..... ..................... .............. ............ ..................................................... ..... 5
4.2 Off-site .......... .................. .......... ........ ....... ....... ...... .............. ......................... ..... 6
4.3 Propp sed Conditions Model............ ............................ ........................ .............. 6
5.0 Conclusion.... ....................................;.. ....................... ........-..0..... ..... 7_
5.1 Summary of Discharges.... .......... ............................... ......... ....................... ....... 7
5.2 Report Summary.. ...................................... ................... ..:... .................. ............ 7
Appendix A - Location Maps
-Appendix B - Pre-Developed Drainage Analysis
Appendix C - Post-Developed Drainage Analysis
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1.0 Introduction
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This report outlines the design of thE;! storm water management system to serve
Weston Park located on the southwest comer of 106th Street & US 421 in the city
of Carmel. The scope of the report i,dentifies the design parameters for the storm
sewers and storm water detention system required far the proposed
development.
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1.1 Project Description
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The proposed Weston Park development includes 15..9:t acres that is divided into
three separate lots and Block 'A', and the primary use is commercial/office.
These lots and Block 'A' will drain to an existing detention facility located along
the south property line which is in place .for the deVeloped areas east and south
of the proposed development. This detention facility is also a legal drain
regulated by th~ Hamilton County Surveyor's Department and wilr be enlarged to
accept the additional runoff created by this development without producing
increased discharges downstream. For the purpose of this report, this detention
facility will be called the "Park Northwestern Drain". The outlet structure for the
Park Northwestern Drain detention facility consists of twin 27" pipes that are
located west of the Weston Park west property line. The site discharges are
computed at the 27" outlet pipes.
The primary uses adjacent to this propertyare:
North Commercial
East Commercial/Retail
South Industrial
West Commercial/Undeveloped
2.0 Hydrologic Method
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The method used to generate runoff from the existing and proposed watersheds
is the SCS unit hydrograph method of determining lhe peak flows that regulate
the volume of retention pond needed. Factors involv.ed in the use of this method
are the area of the watershed or basin, the runoff coefficient (eN), and the time
of concentration (Tc). The basin area is measured off the plans and survey. The
runoff coefficient is estimated based on the proposed land use conditions and the
types of soils.. The time of concentration is determined from surface conditions
and the slope of terrain.
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2.1 Rainfall Distribution
The Huff-Second Quartile Rainfall Distribution is used to calculate pre-deve!oped
peak flows, post-developed peak flows, and to design the detention basin. The
30-minute, 1-hour, 2-hour, 6-hour, 12-hour and 24-hour storm events have been
calculated for all conditions (Note: This is consistent with the model prepared by
American Consulting for the West Carmel Center). Manning's formula has been
used to calculate storm 'sewer pipe sizes.
2.2 Software
After the input data and rainfall have been estimated, TR 20, a ,hydraulic
modeling program, is used to determine the peak flows and volumes using the
SCS TR-55 unit hydrograph method. TR20 generates an individual hydrograph
for each basin and 'then the hydrographs can be added to generate runoff flows
for ponds or to points of interest. The time-of-concentration was calculated for
each basin using a minimum Tc of 5 minutes.
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3.0 Pre-Developed Drainage Analysis
3.1 On-Site
The existing site is a cultivated field that has been used for row crops. The
ground slopes toward the southwest, where runoff enters the existing Park
,Northwestern Drain that borders the south property -line. There is also an
existing swale located on the west side of the property that accepts stormwater
from 106th Street and directs runoff to the Park Northwestern Drain. This ~wale
provides some detention volume, and is included in the existing site detention
calculations.
3.2 Off-Site
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The areas surrounding the proposed development that contribute to the flow into
the Park Northwestern Drain are:
N-NE INDOT drainage from US 421
E West Carmel Center
S Pa rk Northwestern
The information used to compute the off-site existing. drainage conditions came
from: The Drainage Computations Summary for West Cannel Center Blocks A,
B & C (prepared by American Consulting, Inc., dated October 19, 1999); INDOT
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plans for US 421 construction (Des# 9015600, dated 7/03); IDS information
obtained from the Hamilton County Surveyor's Department.
The West Carmel Center property located on the southeast comer of 1 o 6th Street
& US 421 contains two drainage basins that drain to the Park Northwestern
Drain. One basin flows to a detention facility on the West Carmel Center site
before it enters the Park Northwestern Drain. This detention facility was
originally designed using a 15" outfall pipe with a 6" orifice; however, the 6"
orifice was never constructed. This basin was modeled both with and without the
6" orifice to compare the difference in flows. The other drainage basin is directly
discharged (without detention) into the Park Northwestern Drain.
The outlet control structure for the Park Northwestern Drain is located south and
west of the Weston Park west property line and consists of twin 27" pipes with a
berm above them that serves as a weir. The weir (located at elevation 886.12) is
overtopped in the present condition at the 1 DO-year event. See Tables 1 & 2 for
the detention facility water surface elevation for the 2-, 10- and 1 DO-year events.
See Appendix B for the pre-developed drainage analysis input and output
information and nodal diagram.
3,3 Existing Conditions Model
The existing on~ and off-site areas were combined into one model to determine
the discharge at the 27" pipes. Two existing models were prepared to determine
the existing discharge since the 6" orifice originally designed for the West Carmel
Center detention outlet was not constructed as designed. The existing
discharges are:
TABLE 1 - Existing Conditions Model Option A (with 6" orifice) File: 0318aE.t20
Retu rn Period Discharge (cfs) Water Surface Elevation
2-year 56.5 883.30
10-year 89.1 885.41
1aO-year 167.9 887.1 0
TABLE 2 - Existing Conditions Model Option B (without 6" orifice) File: 03188Eb.t20
Return Period Discharge (cfs) Water Surface Elevation
2-year 56.6 883.31
10-year 89.2 885.43
1 aD-year 170.9 887.12
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3.4 Allowable Peak Discharge
Since the existing site drains to the Park Northwestern Drain detention facility,
the Weston Park development will require additional detention only to the extent
that the existing basin discharge is not exceeded,
4.0 Post..Developed Drainage Analysis
4.1 On-Site
The proposed site consists of Block 'A' and Lots 1, 2 and 3. The Park
Northwestern detention facility will be designed for the entire site in its fully
developed state, however, the storm sewer calculations are for lots 1, 2 and 3
only. Block A will provide a separate storm sewer system when it develops.
The Park Northwestern Drain detention volume will be expanded to provide
additional detention volume for the proposed Weston Park site. The detention
volume does not include the existing swale that is located on the west property
line. This swale was removed from the detention volume to allow flexibility in site
layout. Because of this, Kite has the option to pipe this swale as Block 'A'
develops.
The additional detention is located along the entire south prQperty line and
consists of two areas. The first area, located at the southeast 'corner of the site, "
will be cut from the south overbank of the existing Park Northwestern Drain. It
'will be contained within a portion of lot 2'of the Park Northwestern property. The
second area is located along the nortn bank of the Park Northwestern Regulated
Drain and extends to the southwest corner of the property. This detention area
was required to maximize the detention volume at low flow conditions. While the
detention volume was increased, the discharge was exceeded for the 2-year
storm event. In order to meet the detention requirement for the 2-year event the
detention area would have to be further increased, or the outfall structures would
have to be modified. Since the discharge increase is relatively minor for the 2-
year event, the disturbance that would be required to meet the existing value is
not recommended. Also, any restrictions imposed to meet the 2-year
requirement would result in an increase in water surface elevation. Since the
finished floor elevation of the existing buildings located on the south bank of the
detention facility is very near the existing 1 OO:..year flood elevation, any increase
in flow elevation would not be desirable. See Appendix C for the proposed basin
characteristics and detention basin volume.
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4.2 Off'-Site
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The off"-site conditions do not change in the proposed model. Two proposed
models were prepared to determine the discharge for both off-site scenarios (with
and without the 6" orifice in the West Carmel Center detention facility). Also, in
the proposed condition, the weir over the 27" outlet pipes will overtop in the 1 00-
year event (as it does in its present condition). However, the 1 OO~year elevation
is less than that for the existing conditions.
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4.3 Proposed Conditions Model
The proposed discharges are:
TABLE 3 - Proposed Conditions with Existing Option A (with 6" orifice) File: 03188P.t20
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Return Period Discharge (cfs) Water Surface Elevation
2'-year 57.4 883.33
1 a-year 85.7 885.03
100-year 1.30.2 886.83
TABLE 4 - Proposed Conditions with Existing Option B (w/out 6" orifice) File: 03188Pb.t20
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Return Period Discharge (cfs) Water Surface Elevation
2-year 57.4 883.34
1 a-year 85.8 885.04
100-year 131.9 886.85
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5.0 Conclusion
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5.1 Summary of Discharges
Tables 5 and 6 show the comparison of the proposed discharges to the existing
discharges. The proposed discharges are less than existing for the 10- and 100-
year events. Forthe 2-year event, the proposed discharges are 0.9 cfs and 0.8
cfs more than that of the existing condition models. This increase results in an
elevation increase of less than 0.05' in the detention facility for the 2-year event
for both proposed models. For the 10 and 100-year events, the elevation in the
detention basin is decreased by 0.27' for both proposed models.
TABLE 5 - Comparison of Proposed and Existing Option A (with 6" orifice)
(Condition of original off-site design)
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Return Period Existing (cfs) Proposed (cfs) Proposed - Existing
(Table 1) (Table 3)
2-year 56.5 57.4 0.9
10-year 89.1 85.7 -3.4
tOO-year 167.9 130.2 -37.7
TABLE 6- Comparison of Proposed and Existing Option B (without 6" orifice)
(Actual existing condition)
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Return Period . Existing (cfs) Proposed (cfs) Proposed ~ Existing
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(Table 2) (Table 4)
2-~ear 56.6 57.4 0.8
i0-year 89.2 85.8 -3.4 i
100-year 170.9 131,9 -39.0
5.2 Report Summary
Although the 2-year release rate is increased by 0.8 cfs over the existing
condition, 100-year event is 19% less than the existing discharge for the same
event. Because these values closely match the existing values, there are no
adverse effects anticipated.
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