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:.~I;' " III, _ \'>-,1\- ^....I~'. ",,1,' >/ " ... _t "" ,.1'..'..",..\\ ~~, , . '" ( '" '...'~.~I' ',.,' , , ,,~ .... ;1 ;",'{ , .,' ,- 'I~' , ,) "~I' , , _Ii , ... . '. ' :.1".', , " '.~'.I""':," ' ,.) - ') :,1, \'1 ' 1 \1.. I,".' ;1, I I.. I , \1 \ '" \ \ CHERRY CREEK ESTATES 'SECTIONS 6A'& 6B' ",' ) "I DRAiNAGE REPORT . PREPARED FOR: Platinum Prope~ties, L.L~C. ( 9551 Delegates Row , Indianapolis, IN46240', PREPARED BY: ,Christopher M Figueroa Sioeppelwerth andAssociates (317)'577 - 3400, ext.33 DATE PREPARED: September 1, 2004 "1'" " \: i :. - , \ ~~ '"I ' :' / :1 ,I ~'I 'I. 'I I ,I' :1 1 :1 I.... I :1 ,I ,I . I :1 I ~, ' CHERRY CREEK EST A TES SECTION 4 .T ABLE OFCONT'ENTS 1. PROJECT NARRATIVE 2. PO,ST - DEVELOPED, CONDITIONS 3. PIPE SIZING CALCULATIONS 4. GUTTERSPREAP CALCULATIONS .5. BACK, COVER POCKET. 1 POST-DEVELOPED'STORAGE-ROUTING MODEL BA'SINMAP POST-DEVELOPED PIPE~SIZING MODEL BASIN MAP OFFSITE BASIN MAP ') \r, <! :;;:1"{ " ':~"/,;~ ,',:, :;', :~,<-:i.'~ ~\. ~~.~( ':,;.' , J' if.' I ',.. :- ',' ,"'{'J '\ ;~:,:F:~ (!:,~',;J:>~:>;;. ::',', , ~'I\' (, ,i .... J~' 'I" ~' '" :.'" '1""""""1,' .'.... ,~~ ~' :.. . ~~J I.:{ , I".'u,,','.".',". - ~ ! ';, ,:. ~~:'; :'1:' -::')< ,'" .. '. 'f ,'<.. ..- ,'. '. I'.' .',' : (', " "- ('~ ." . '. i " ,I'....',.'.:~,", , . /"'-',.' "."I~:~~.' . r _ ~ , :'~_' i-':',' , .',1...... ' . , . " ~, ~ -/ '- I x ~I,.,,,.,.-~.'..:';... f' ,'\., , . '\,-:,'- .: ;i.'.;i<'~"'.' " ..' ~II:" ;~'; ::c < I " "". . '. , , " ;. ", " I~" ~). " I r ". \I""",",,\~, . , . I', Ii j:\~;: .' ,.. ~ ~ ~ I~:;; ~ '., ...";"" . ~-'" I."......".. :.. " ( . ~ - ,:.\,! ~ ) " ',CaERRYC~EK ESTA'rES ~:SE'CTIONS -6'A .~. ,6B> ;,uRAINA:C;ENARRATIVE: 'I I ~ .. ~ . -) ,\~ '\ . ...... . '.,PlatinU$'~rbperiies,::L.L;C. is.pr6po,sing' the,.. deY~19prnent. .of a residential "subdiyi~i9n:lI1',H~Ipilton:Cohl1ty.t6' pekr!o'wn'.as ,C~etry,'CJeek Est~tes~ Se~tions' Six A " " ancl,'~ix".B,:The)'slte " is,..I.Qcated,9'h :,the'N ~I1b "side:,:,qfCberry)I'Creek . B'oul~vard' and ,N'otth. of ..; ChirryCteekSecfid~ 4 , The site'}smore . specifically located ,in a pari~f the Southwest 'and SQuth~ast 'QJlarters'of$ectiOJ,1.22,. Township 18 'North, Range 4 Eastin Clay T6wnsh~ Pi flam-ihon. Coun~y /lhdiana." . , '\ , q'-" " r, , ',' ..' ';:~XISTINGCONDlt:ujNs '.' , . . i / .,i~ ( . ~ . ,; " ^:To'de'terinine'tl1e~pre7:de,ve-roped,release:rat.~sfor the, ,Cherry 'C'reek"Estates Section '" ,.'/' ",';,' I"') """ "," "".'. ,,/: ..,..i,. ',,' "".,' '. ....... ,"""':-," ", ",,':, . .",.' .(j~ai)d:.6BJsjteweus~dth~'1Q~ye?rinf1owoftl1e pipe 'tl;latwewe:tying into in Cherry , {Jreel(.Estates S'eciion'4.>:The'detetmiried Inflow:ofthe strutturei'is 18.88 c'.f~s. . J \~i' l_''- ,-' - ,~ - ' -,;;', . ~ . - -' '- r ,- . ; -: - '-, ," , r J (> I ) ) ~ . , '" . I'. , _ , ' , ...... ' . There .vviHbet>>'0'PQnds, in'thepqst-deye1oped111od~lingpresentedwith this 'sabmiltal,~'~whichericompasse~ ,~ll',of: S,e'ctjon ,JjA ~and',6]3:'J3'o~h' ponds ,will be built with ", ,:,,:) ",'" .:' ," ',.J.:t, '. ,.,,' ,),' ',"". . ,"~' :.".' "::' ;:', :'"". ."'" " " ,'\ -" , '~~etiol1~,~,6A::.the" t.~ilw~ter~'-that~'w:as' llse~'\ 'for t4e' site.,; is', th~ top ,of, the casting for the ~trU~ture~ha~~e'~~e:Wihg'into,.,:. '" .'. ...... . .... '. .'. '. . . .' .. "-"'\':"i~.The\'P9st.:d'ev~loped,;sit~:.w~1~),analyzed 'using'. a cOl11binati'o~f,ofprogtams. AIL pond, I:' ,":' '_ ','-, ~ .' " ", ,. - '. '.' 'J .,). '., , ' , " ,~_' ." -,"" ,.. '. _' '. ' ,- _ _, ", " \ ,I,) ," ~ _ '. l.. _' '. . ", _ " . " , : . . , -. _ I r9uting:,~~n4~al~si,~:wa;sc9ttipleted ....\lsing., Ad'vancce.d I GPR. pUs program .f9utes.and analyzesaH . cQ1JlPonertts i11. ~sto~111.systel1) on a user-definydtil1)e interval. Th~. second pr9gram. Jis~d).~as', Storl1}CAb'~ . This program analyzes' pipe siiirig' for']Jipe 'n~tworks ..Qther , thantl1ose,rcnitirigwater IJet\yeen l~f;s. ' . '. v · . TiIn~. of' (Joncentt:ation,s . (Ie 'if arid" ~llrve Nurhbers' (CN' s) Were calculated . for the '.~"".'( .,_,:.,':."~': ','~./\. . "" " : ", ", ".".' "','r, . ,..,:, .I _, . _ " . .'. . ,,' ~. _/:', _' " .:' '\ . ....bas1'fis..p:sing TR- 5.5 methodo l()gy~.. These,pre;.determii1edvaiues~ereent~red into' I CPR . . ahdrtsedto' c0111Pute l1mltiple hYdrogtaphs.2~-year; 10;.yeari lOO..year hydro graphs were ,develope,dfot t~e'po~t-1~velpPGdbasins~ .' . .' , , . .-,.... - j , :/.,. ,",,'-.' ". ,.,:,' .' ':, ~)',';\'),' ,".. . . .' ......' ..... . ,. .,' - ." '. :' .' . .: '. ..:Pos~';'Deve!o.p~d Dis.c~argeint()e~isting.Structure 872A (Critical~urati()n AnalysIs). , . . . i O-y:eatol1sit;~, ~i~;63'~;'f.s. .' 190~ yeatClJ)si t~';:::1,834'~.f.~~' . I I --I 1 I 1 I 1 1 I I I I I I I 1 I I I LOCATION MAP I I I I 1 1 I I I I I I I I I I 1 I I SOILS MAP ;.... "",< '-1"'-' " J ') " ^" r' ,'- .,",'1--,.','.: , . " '" /',-'/ j ,~.,' }'~I'O^ , ~. " . ') , , I , " ' '~I' ."'.,..'......,:, , ".: ," ' ". I'};.. I ~I" "1':.\"'.::" / ( , '."' l' I",.,'," \\. '. " 1 ,'/ .; ~ ~" ':'~, :1: ,I I I I I I I I I I I I I I I I I I I Cherry Creek Estates Section 6 Job # 43405 Post-Developed Site Basin 886 to Pond 1 onsite Subbasin Area CN Residential 11 . 11 ae 79 Te: 21.0 min. Total 11.11 ac 79 Basin 908 to Pond 1 onsite Subbasin Area CN Residential 1.83 ae 79 Te: 16.3 min. Total 1.83 ac 79 Basin 913 to Str. 913 onsite Subbasin Area CN Residential 0.35 ae 79 Te: 11.8 min. Total 0.35 ac 79 Basin 914 to Str. 914 onsite Subbasin Area CN R'esidential 0.88 ae 79 Te: 18.9 min. Total 0.88 ac 79 Date: 8/23/04 Basin 915 to Str. 915 Onsite Subbasin Area CN Residential 0.57 ae 79 Te: 11.1 min. Total 0.57 ac 79 Basin 916 to Str. 916 onsite Subbasin Area CN Residential 0.12 ae 79 Te: 7.7 min. Total 0.12 ac 79 Basin 919 to Pond 2 onsite Subbasin Area CN Residential 2.88 ae 79 Te: 14.5 min. Total 2.88 ac 79 Basin 929 to Pond 2 onsite Subbasin Area CN Residential 1.34 ac 79 Tc:12.8 min. Total 1.34 ac 79 I I I I ,I I I I I I I I I I I I I I I Cherry Creek Estates Section 6 Job # 43405 Post-Developed Site Date: 8/23/04 Basin 934 to Pond 2 Offsite 919 to Pond 2 Subbasin Area CN Residential 2.41 ae 79 Te: 22.2 min. Total 2.41 ac 79 Subbasin Area CN Orchard (B-Soil) 1.75 ac 75 Woods (B-Soil) 1.08 ac 66 Te: 63.7 min. Total 2.83 ac 72 Pond 1 to Pond 1 Offsite 934 to Pond 2 Subbasin Area CN Residential 1 .45 ae 79 Impervious 0.47 ac 98 Tc: 16.8 min. Total 1.92 ac 84 Pond 2 to Pond 2 Subbasin Area CN Residential 1 .43 ac 79 Impervious 0.42 ac 98 Tc: 12.8 min. Total 1.85 ac 83 Offsite 886 to Pond 1 Subbasin Area CN Grass (B-Soil) 2.68 ac 78 Woods (B-Soil) 1.75 ac 66 Orchard (B-Soil) 0.83 ac 75 Tc: 69.9 min. Total 5.26 ac 74 Subbasin Area CN Orchard (B-Soil) 0.79 ac 75 Tc: 28.1 min. Total 0.79 ac 75 I I tn 0::: s:: c.. I 0 ~ +:i e .... s:: CD 0 I s:: 0 0 \I- 0 CD I E i= I I I I I I I .q- 0 M N 03 I Qj co 0 CD I c 0 ;:; (.) (1) I tJ) In (1) ....... ca ....... I U) w ~ (1) (1) 2 I L. U5 0 LO "'C Q) ~ 0 Co ~ 0 ("') Q) ~ ~ > (1) Q) I :1t 9 .t: ..c 1;) 0 0 0 ...., 0.. 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E. ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ::s 05 ~ ~ ~ ~ ~ ~ Q) ~ ~ ~ Q) ~ ~~ s:: ~ ~ ns en ::J ::J ::J ::J ::J ::J ::J ::J ::J ::J ::J ::J ::J ::J :!E Q) <!> <!> <!> <!> <!> <!> <!> <!> <!> <!> <!> <!> (!)<!> 0 6::- DN e:- ("') I'-- N c.o ex:> 0 ("') T""" I'-- ('I') T""" ("') ('I') ("') CO ..........0 I'-- c.o c.o 0) 0) N 0) ex:> 0 .q- LO LO T""" 0 ~o .q- ex:> ex:> .q- T""" .q- I'-- .q- ex:> T""" .q- .q-("') ::::J :S~ ~ T'"; ~ T'"; T'"; T'"; T'"; ~ ~ ~ ~ ~~ c: ~ 0 0 0 0 0 0 0 0 0 0 0 0 00 0 ~ II r:- II ..........N N N N N N N N N N N N NN go 0 0 0 0 0 0 0 0 0 0 0 00 en ~6 6 6 0 6 6 0 6 6 6 6 6 66 II \:'c.o c.o c.o c.o c.o c.o c.o c.o c.o c.o c.o c.o c.o c.o cL -Ec.o c.o c.o c.o c.o c.o c.o c.o c.o c.o c.o c.o c.o c.o ~N N N N N N N N N N N N NN II ..........LO 0 LO 0 0 0 LO 0 0 LO LO 0 00 ...J ~;: LO 0 ex:> ex:> c.o I'-- 0 ("') I'-- N 0 00 T""" T""" T""" T""" N T""" T""" ("') ('t) ("') II LO LO LO LO LO LO LO LO LO LO LO ~ ~~ T""" T""" T""" T""" T""" T""" T""" T""" T"" T"" T"" c: 6 6 6 6 0 0 6 6 6 6 0 0 o . 0 ~ 0 c: u: 0 U) U) U) U) U) U) U) U) U) U) U) ~ ~ .,..: E. U) U) U) U) U) U) U) U) U) U) U) ... 05 ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ 0 o ~ CJ) ~ t)) CJ) en <!> <!> <!> <!> <!> <!> <!> <!> <!> <!> <!> ~"'C .s::: Q) en 0 c.o ex:> ("') ..q- LO c.o 0) O)..q- ex:> 0 T"" T"" T"" T""" T"" N ("') ex:> 0) 0) 0) 0) 0) 0) 0) 0) T"" N c.o O).q- s:: c: c: c: c: c: c: c: c: c: "'C "'C ex:> T"" ("') .en 'en 'en 'en 'en 'en 'en 'en 'en 'en c: c: ex:> 0), 0) ns rn rn rn rn rn rn rn rn rn 0 0 :t: :t::t: In en en en en en en en en en 0.. 0.. 0 00 I I I I I I I I I I I 'I I I I I I Q) Ei m ~ Q) Q) rl ty\ H 0 m ~>+-,Q) '-.'-.CJ)rl Q)Q)'-.O ty\ty\Q)..c: U)lm m Ei ~ Q) -W -W.,j m "OCJ)CJ)E-t?: o Z~>E-t?: 1 I o ~ H m o "0 H rl >, ru Ii-I~..Q H "O-wru ~ .,j (:q m ~ U)I~ ~ .B ~Q)CJ)C: .,j :> U ru U)OCJ)CJ) ru CDO~CJ) ~ (Y) (Y) M ~ CO ~ / E-t E-t M M ~ M M CO 0 CO b W ()) ()) I 0 0 co ()) co 0 H p::; (f) (Y) Z Z (f)(f)~ I E-t E-t ~ M 0 0 ~~~ M b (f) p:::) ()) ~ ~ P:::)P:::)O ~ 0 . . . . . . . . ~ b ~ ~ b bbb ~ E-t / " " // (Y) ~ ~ Lf) M ~ ~ M Lf) Lf) M ()) M M (j) M M (j) I (j) ()) I (j) (j) I ~ p::; (f) Lf) p::; (f) ~ M E-t ~ M E-t '~ M ()) (f) P:::) (j) (f) P:::) ()) . . . . ~ ~ b ~ ~ b ~ (.) = ~ CI)" a,) .6D o o ] u a,) ~ a,) .s ] a,) .l:: r/) N o o N (Q) 2 ~ u ~ "-'" Q) "'CS o ~ OJ) .s ~ ::s o ~ "'CS = o ~ "'CS m Q) ~ ..d U "'CS a,) ~ u a,) E o U $....4 a,) ~ = ~ '" ~ ()) ()) ~ (j) ~ r- r- / M ~ ~ N N M N (Y) M (Y) M M (j) M M 0 0 ()) ()) ()) ()) ()) (j) ()) I (j) (j) z z (f)(f)(f) ~ ~ I p::; r- p::; (f) 0 0 ~ ~~ ~~ N E-t M E-t ~ ~ ~ P:::) P:::)P:::) 00 ~ (f) ()) (f) P:::) . . . . . . . . . . . . . . ~ b 888 88 ~ ~ ~ ~ 8 Q) H ~ Q) -w :> o H ~ ~ H U rl +-' Q) CJ) Q) ty1..c: c: ty\~o Q) H ~ P-'"O.,j ru U) I p-'.,j m 0 .,j -W Q) ~ .,j Q)..c: H H m H C:~:SUOCDP::;CD .,j H~:SUOCDP::;::r:: I I Name: BAS886 Group: BASE Node: POND1 Type: SCS Unit Hydrograph Status: Onsite I Unit Hydrograph: UH484 Rainfall File: Rainfall Arnount(in): 0.000 Area(ac): 11.110 Curve Number: 79.00 DC IA ( %): O. 00 Peaking Factor: 484.0 Storm Duration{hrs): 0.00 Time of Conc(min): 21.00 Time Shift{hrs): 0.00 Max Allowable Q{cfs): 999999.000 I ---------------------------------------------------------------------------------------------------- Name: BAS908 Group: BASE Node: POND1 Type: SCS Unit Hydrograph Status: Onsite I Unit Hydrograph: UH484 Rainfall File: Rainfall Arnount(in): 0.000 Area(ac): 1.830 Curve Number: 79.00 DC IA ( %): O. 00 Peaking Factor: 484.0 Storm Duration{hrs): 0.00 Time of Conc{min): 16.30 Time Shift{hrs): 0.00 Max Allowable Q{cfs): 999999.000 1 ---------------------------------------------------------------------------------------------------- I Name: BAS913 Group: BASE Node: STR913 Type: SCS Unit Hydrograph Status: Onsite I Unit Hydrograph: UH484 Rainfall File: Rainfall Arnount(in): 0.000 Area(ac): 0.350 Curve Number: 79.00 DCIA(%): 0.00 Peaking Factor: 484.0 Storm Duration{hrs): 0.00 Time of Conc{min): 11.80 Time Shift{hrs): 0.00 Max Allowable Q{cfs): 999999.000 I ---------------------------------------------------------------------------------------------------- Name: BAS914 Group: BASE Node: STR914 Type: SCS Unit Hydrograph Status: Onsite 'I Unit Hydrograph: UH484 Rainfall File: Rainfall Arnount(in): 0.000 Area(ac): 0.880 Curve Number: 79.00 DC IA ( %): O. 00 Peaking Factor: 484.0 Storm Duration{hrs): 0.00 Time of Conc{min): 18.90 Time Shift{hrs): 0.00 Max Allowable Q{cfs): 999999.000 I ---------------------------------------------------------------------------------------------------- I Name: BAS915 Group: BASE Node: STR915 Type: SCS Unit Hydrograph Status: Onsite I Unit Hydrograph: UH484 Rainfall File: Rainfall Arnount(in): 0.000 Area(ac): 0.570 Curve Number: 79.00 DCIA(%): 0.00 Peaking Factor: 484.0 Storm Duration{hrs): 0.00 Time of Conc{min): 11.10 Time Shift{hrs): 0.00 Max Allowable Q{cfs): 999999.000 ---------------------------------------------------------------------------------------------------- I Name: BAS916 Group: BASE Node: STR916 Type: SCS Unit Hydrograph Status: Onsite I Unit Hydrograph: UH484 Rainfall File: Rainfall Arnount(in): 0.000 Area(ac): 0.120 Curve Number: 79.00 DC IA ( %): O. 00 Peaking Factor: 484.0 Storm Duration{hrs): 0.00 Time of Conc{min): 7.70 Time Shift{hrs): 0.00 Max Allowable Q(cfs): 999999.000 I ---------------------------------------------------------------------------------------------------- Name: BAS919 Group: BASE Node: POND2 Type: SCS Unit Hydrograph Status: Onsite I Unit Hydrograph: UH484 Rainfall File: Rainfall Arnount(in): 0.000 Area(ac): 2.880 Curve Number: 79.00 Peaking Factor: 484.0 Storm Duration{hrs): 0.00 Time of Conc{min): 14.50 Time Shift{hrs): 0.00 Max Allowable Q{cfs): 999999.DOO I Interconnected Channel and Pond Routing Model (I CPR) ~2002 Streamline Technologies, Inc. Page 1 of3 I I 'I DC IA ( %): O. 00 I ---------------------------------------------------------------------------------------------------- Name: BAS929 Group: BASE Node: POND2 Type: SCS Unit Hydrograph Status: Onsite 'I Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 1.340 Curve Number: 79.00 DC IA ( %): O. 00 Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 12.80 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 I ---------------------------------------------------------------------------------------------------- Name: BAS934 Group: BASE Node: POND2 Type: SCS Unit Hydrograph Status: Onsite I I Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 2.410 Curve Number: 79.00 DC IA ( %): O. 00 Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 22.20 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 ---------------------------------------------------------------------------------------------------- 'I Name: OFF886 Group: BASE Node: POND1 Type: SCS Unit Hydrograph Status: Offsite I Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 5.260 Curve Number: 74.00 DCIA(%): 0.00 Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 69.90 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 I ---------------------------------------------------------------------------------------------------- Name: OFF919 Group: BASE Node: POND2 Type: SCS Unit Hydrograph Status: Offsite 'I Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 2.830 Curve Number: 74.00 DC IA ( %): O. 00 Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 63.70 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 I ---------------------------------------------------------------------------------------------------- Name: OFF934 Group: BASE Node: POND2 Type: SCS Unit Hydrograph Status: Offsite I Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 0.790 Curve Number: 75.00 DCIA ( %): O. 00 Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 28.10 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 'I ---------------------------------------------------------------------------------------------------- I Name: POND1 Group: BASE Node: POND1 Type: SCS Unit Hydrograph Status: Onsite I Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 1.920 Curve Number: 84.00 DCIA(%): 0.00 Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 16.80 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 I ---------------------------------------------------------------------------------------------------- Name: POND2 Group: BASE Node: POND2 Type: SCS Unit Hydrograph Status: Onsite :1 Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. Page 2 of3 I I' I Unit Hydrograph Rainfall File Rainfall Amount (in) Area(ac) Curve Number DCIA ( % ) I 1 I 1 I I' I' I' I' I I I I I' I I UH484 Peaking Factor Storm Duration (hrs) Time of Conc(min) Time Shift(hrs) Max Allowable Q(cfs) 484.0 0.00 12.80 0.00 999999.000 Page 3 of3 0.000 1.850 8~3 . 00 0.00 Interconnected Channel and Pond Routing Model (ICPR) <92002 Streamline Technologies, Inc. f 1\ I Name: OUTLET Base Flow ( c f s) : 0.000 Init Stage ( ft) : 764.600 Group: BASE Warn Stage ( ft) : 767.800 Type: Time/Stage I Time(hrs) Stage(ft) --------------- --------------- 0.00 764.600 12.50 767.800 I 30.00 764.600 0 Name: POND1 Base Flow(cfs) : 0.000 Init Stage ( ft) : 766.000 Group: BASE Warn Stage(ft) : 770.000 I Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- I 766.000 0.4700 767.000 0.5400 768.000 0.6100 769.000 0.6900 770.000 0.7600 I 771.000 0.8500 0 Name: POND2 Base Flow(cfs) : 0.000 Init Stage ( ft) : 768.000 Group: BASE Warn Stage ( ft) : 771.000 Type: Stage/Area I Stage(ft) Ar e a ( a c ) --------------- --------------- I 768.000 0.4200 769.000 0.5000 770.000 0.5800 771.000 0.6600 772.000 0.7500 I 0 Name: STR913 Base Flow(cfs) : 0.000 Init Stage ( ft) : 766.360 Group: BASE Warn Stage(ft) : 771.700 Type: Stage/Area 1 Stage(ft) Area(ac) --------------- --------------- 766.360 0.0006 771.700 0.0006 1 0 Name: STR914 Base Flow(cfs) : 0.000 Init Stage ( ft) : 766.790 Group: BASE Warn Stage ( ft) : 775.730 Type: Stage/Area I Stage(ft) Area(ac) --------------- --------------- 766.790 0.0006 I 775.730 0.0006 0 Name: STR915 Base Flow(cfs) : 0.000 Init Stage ( ft) : 766.910 Group: BASE Warn Stage ( ft) : 775.730 I Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- I 766.910 0.0006 775.730 0.0006 0 Name: STR916 Base Flow ( c f s) : 0.000 Init Stage ( ft) : 767.300 I Group: BASE Warn Stage ( ft) : 775.000 Type: Stage/Area I Interconnected Channel and Pond Routing Model (ICPR) C92002 Streamline Technologies, Inc. Page 1 of2 I 1 'I Stage(ft) Area(ac) --------------- --------------- 767.300 0.0006 775.000 0.0006 I o Name: STR917 Group: BASE Type: Stage/Area Base Flow(cfs): 0.000 Init Stage(ft): 767.750 Warn Stage(ft): 775.000 I Stage(ft) Area(ac) --------------- --------------- I 767.750 775.000 0.0006 0.0006 I I I I I I I I I I I I I Interconnected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies, Inc. Page 2 of2 I I I Name: 913-P1 From Node: STR913 Group: BASE To Node: POND1 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span (in) : 18.00 18.00 Rise (in) : 18.00 18.00 Invert(ft) : 766.360 766.000 Manning's N: 0.013000 0.013000 Top Clip (in) : 0.000 0.000 Bot Clip (in) : 0.000 0.000 I I I Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall I Length(ft): 111.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.00 Exit Loss Coef: 0.00 Bend Loss Coef: 0.00 Outlet Ctrl Spec: Use dc or tw Inlet Ctrl Spec: Use dn Stabilizer Option: None Name: 914-913 Group: BASE ---------------------------------------------------------------------------------------------------- I UPSTREAM Geometry: Circular Span(in): 18.00 Rise(in): 18.00 Invert(ft): 766.790 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 I From Node: STR914 To Node: STR913 DOWNSTREAM Circular 18.00 18.00 766.360 0.013000 0.000 0.000 I Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall I Length(ft): 131.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.00 Exit Loss Coef: 0.00 Bend Loss Coef: 0.00 Outlet Ctrl Spec: Use dc or tw Inlet Ctrl Spec: Use dn Stabilizer Option: None Name: 915-914 Group: BASE ---------------------------------------------------------------------------------------------------- I UPSTREAM Geometry: Circular Span(in): 18.00 Rise(in): 18.00 Invert(ft): 766.910 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 I I From Node: STR915 To Node: STR914 DOWNSTREAM Circular 18.00 18.00 766.790 0.013000 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall I Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Length(ft): 37.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.00 Exit Loss Coef: 0.00 Bend Loss Coef: 0.00 Outlet Ctrl Spec: Use dc or tw Inlet Ctrl Spec: Use dn Stabilizer,Option: None I Name: 916-915 Group: BASE ---------------------------------------------------------------------------------------------------- I UPSTREAM Geometry: Circular Span(in): 18.00 Rise(in): 18.00 Invert(ft): 767.300 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 I From Node: STR916 To Node: STR915 DOWNSTREAM Circular 18.00 18.00 766.910 0.013000 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall I Length(ft): 120.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.00 Exit Loss Coef: 0.00 Bend Loss Coef: 0.00 Outlet Ctrl Spec: Use dc or tw Inlet Ctrl Spec: Use dn Stabilizer Option: None Page 1 of2 Interconnected Channel and Pond Routing Model (ICPR) <e)2002 Streamline Technologies, Inc. I I I Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall I Name: 917-916 Group: BASE ---------------------------------------------------------------------------------------------------- I UPSTREAM Geometry: Circular Span (in): 18.00 Rise(in): 18.00 Invert (tt) : 767.750 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 I From Node: STR917 To Node: STR916 DOWNSTREAM Circular 18.00 18.00 767.300 0.013000 0.000 0.000 I Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall I Length(tt): 140.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.00 Exit Loss Coef: 0.00 Bend Loss Coef: 0.00 Outlet Ctrl Spec: Use dc or tw Inlet Ctrl Spec: Use dn Stabilizer Option: None Name: P1-0UT Group: BASE ---------------------------------------------------------------------------------------------------- I UPSTREAM Geometry: Circular Span(in): 18.00 Rise(in): 18.00 Invert(ft): 766.000 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 1 I From Node: POND1 To Node: OUTLET DOWNSTREAM Circular 18.00 18.00 764.600 0.013000 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall I Length(tt): 40.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.00 Exit Loss Coet: 0.00 Bend Loss Coet: 0.00 Outlet Ctrl Spec: Use dc or tw Inlet Ctrl Spec: Use dn Stabilizer Option: None 1 Name: P2-917 Group: BASE ---------------------------------------------------------------------------------------------------- I UPSTREAM Geometry: Circular Span(in): 18.00 Rise(in): 18.00 Invert(tt): 768.000 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 I From Node: POND2 To Node: STR917 DOWNSTREAM Circular 18.00 18.00 767.750 0.013000 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall I Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall I I I Length(tt): 78.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coet: 0.00 Exit Loss Coet: 0.00 Bend Loss Coet: 0.00 Outlet Ctrl Spec: Use dc or tw Inlet Ctrl Spec: Use dn Stabilizer Option: None Page 2 of2 Interconnected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies, Inc. I I I Name: 100YEAR Filename: S:\43405\Drainage\1CPR\8ection 6\100YEAR.R32 I Override Defaults: Yes 8torm Duration(hrs): 24.00 Rainfall File: 8C811-24 Rainfall Amount (in) : 5.75 Time(hrs) Print 1nc(min) --------------- --------------- I 30.000 5.00 ---------------------------------------------------------------------------------------------------- Name: 10YEAR Filename: S:\43405\Drainage\1CPR\8ection 6\10YEAR.R32 I Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: 8C811-24 Rainfall Amount (in) : 4.15 I Time(hrs) Print 1nc(min) --------------- --------------- 30.000 5.00 ---------------------------------------------------------------------------------------------------- I Name: 2YEAR Filename: S:\43405\Drainage\1CPR\Section 6\2YEAR.R32 I Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: 8C811-24 Rainfall Amount (in) : 2.93 Time(hrs) Print 1nc(min) --------------- --------------- 30.000 5.00 1 I I 1 I I I 1 I I Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. 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('f) > CI) .~ ~ .c .c i> o ~~ I I I I I ~ ~ c: on; 0 ~ ~ t: .5 ns (/) :E Q) 0 i'<t- b V If) (/) b e ~ ~ N 00 co 6 :::J Qj c: 10 t:::" 0 0 ~ II ~ II (/) II c: ~ c: 0 0 u:: ~ .... .5 (1) (/) (1) Q) .c 0 U) t: "U) ns m on; o c~~~~~~~~~~~~~~~~~~~dd~~ci: ~I~~~~~~~~~~~~~~~~~~~NNMMMN (.) ~ ro ~oroN~Nro~N~N~~~om~~ID~~~O~N B ~~~~~~~b~~~~~g~~~~~~~~~~~~ ~N~~~~~~~O~~~~~~~~~~~~~~~v 0000000000000000000000000 () I- < O~NvoIDNmroo~~~~~OIDN~~O~~~v ~~8~~~~~~~~8~~~~~8~~~~8~~~~ II ~OOOOOOOOOOOOOOOOOOOOOOOOo ~ 0000000000000000000000000 II ~oo~~~~~~go~~gooo~.~ggog~go ~- ~NNID~mN~ ~~~IDro ~mN~ IDVN~ ~~NNNNNNNNNNNNNNNNNNNNNNNNN Q) Q) Q) Q) Q) Q) W Q) Q) Q) Q) Q) Q) Q) Q) Q) Q) Q) Q) Q) Q) ~ Q) Q) Q) rororororororororororororororororororororororororo ~ ~ ~ ~ ~ ~ ~, ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ wwwwwwwwwwwwwwwoowwwwwwwww ~~~~~~~~~~~~~~~~~~~~~~~~~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ Q) Q) Q) Q) Q) Q) Q) Q) Q) Q) Q) Q) Q) Q) Q) Q) Q) Q) Q) Q) Q) Q) Q) Q) Q) ~~~~~~~~~~~~~~~=~~~~~===~ ~ ~ ~ ~ ~ ~ ~ ,~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~~~~~~~~~~~~~~~~~~~~~~~~~ ~NIDrooIDIDID~~mID~omm~~m~~rooooooo ~~~~~~~~~~~~~~~~~~~~~~~~~~ ~N~N~~~O~O~~~~~~~~~~~~~vvv -0000000000000000000000000 ~NNNNNNNNNNNNNNNNNNNNNNNNN ~~~~~~~~~~~~~~~~~~~~~~~~~~ ~ooooooooooooooooooooooooo II ~ ~~~~~~~~~~~~~~~~~~~~~~~~~ ~ ~NNNNNNNNNNNNNNNNNNNNNNNNN II _OLOOOOO~OLO~~O~O~oo~ooooooo ~~~~~roID~~~~~ID~~IDID~~~~N~gggg ~LO~~LO~~~~~~~LO~~~~~LO~~~~~~ ~~~~~~~~~~~~~~~~~~~~~~~~~ 0000000000000000000000000 ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~~~~~~~~~~~~~~~~~~~~~'~'~'~'& ~~~~~~~~~~~~~~~~~~~~~~~~< IDf'-~~ ~~V~IDO~N~V~IDf'-OOO~N~~IDf'-~~~~ ~~~~~NNN NNNNN~~~~~~~ mmmmmmmm~mmmmmmmmmmmm~~~~ 0000 I 1 1 1 I I I I I I 1 1 I 1 I I I I I Scenario: Design 8/21/04 Structure Input Report Structure Area Inlet Time Local Local Label (acres) C of Rational Intensity Concentration Flow (in/hr) (min) ( cfs ) 886 887 0.61 0.49 10.30 1.50 4.96 888 0.29 0.43 10.10 0.63 4.99 889 0.64 0.40 9.20 1.35 5.24 890 0.56 0.37 9.70 1.06 5.09 891 0.85 0.49 10.90 2.05 4.89 892 0.63 0.59 10.20 1.86 4.98 893 1.04 0.36 10.20 1.88 4.98 894 0.58 0.53 10.40 1.53 4.95 895 0.74 0.53 9.40 2.05 5.18 895A 896 4.53 0.22 33.90 2.90 2.92 897 1.80 0.~3 32.50 1.25 2.97 898 0.38 0.54 8.60 1.12 5.42 899 1.27 0.56 11.50 3.46 4.82 900 0.71 0.40 8.70 1.54 5.39 901 0.67 0.53 13.80 1.63 4.54 902 0.52 0.54 10.70 1.39 4.92 903 0.55 0.52 10.10 1.44 4.99 904 905 0.68 0.44 10.10 1.50 4.99 906 0.40 0.51 9.40 1.07 5.18 907 0.46 0.37 10.40 0.85 4.95 908 909 0.34 0.61 10.70 1.03 4.92 910 0.64 0.52 10.40 1.66 4.95 911 0.85 0.32 14.90 1.21 4.41 919 920 0.15 0.59 9.00 0.47 5.30 921 0.18 0.58 6.50 0.64 6.05 922 0.44 0.54 9.90 1.20 5.03 922A 0.24 0.57 5.90 0.86 6.23 923 924 0.60 0.37 8.50 1.22 5.45 925 0.18 0.61 9.10 0.58 5.27 926 0.20 0.61 9.10 0.65 5.27 927 3.54 0.23 30.70 2.46 3.03 928 0.18 0.34 7.60 0.35 5.72 929 930 0.15 0.59 8.30 0.49 5.51 931 0.05 0.59 6.20 0.18 6.14 932 0.73 0.49 11.60 1.73 4.81 933 0.41 0.56 9.30 1.21 5.21 934 935 0.38 0.52 8.30 1.10 5.51 936 1.17 0.39 20.50 1.80 3.91 937 1.65 0.29 29.80 1.50 3.07 Title: 43405_Section 6 s:\43405\drainage\stmc\43405_sec 6.stm 09/02/04 08:23:36 AM @ Haestad Methods. Inc. Project Engineer: Dave Stoeppelwerth Stoeppelwerth & Associates, Inc StormCAD v5.5 [5.5003] 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 I I I I I I I I I I I I I I I I I I I Scenario: Design 8/21/04 Pipe Input Report Label Section Section Constructed Length Upstream Upstream Downstream Downstream Size Shape Slope (ft) Node Invert Node Invert (ftlft) Elevation Elevation (ft) (ft) 887-886 30 inch Circular 0.003 55.00 887 766.16 886 766.00 888-887 27 inch Circular 0.003 74.00 888 766.39 887 766.16 889-888 27 inch Circular 0.003 133.00 889 766.79 888 766.39 890-889 24 inch Circular 0.006 195.00 890 767.98 889 766.79 891-890 24 inch Circular 0.006 292.00 891 769.76 890 767.98 892-891 21 inch Circular 0.010 30.00 892 770.06 891 769.76 893-892 18 inch Circular 0.019 134.00 893 772.60 892 770.06 894-893 1 8 inch Circular 0.020 131.00 894 775.22 893 772.60 895-894 1 8 inch Circular 0.004 43.00 895 775.39 894 775.22 895A-895 18 inch Circular 0.004 60.00 895A 775.63 895 775.39 896-895A 18 inch Circular 0.004 1 09.00 896 776.06 895A 775.63 897 -896 1 2 inch Circular 0.029 200.00 897 781.82 896 776.06 898-892 18 inch Circular 0.010 113.00 898 771 .19 892 770.06 899-898 18 inch Circular 0.005 51.00 899 771.44 898 771.19 900-899 15 inch Circular 0.005 125.00 900 772.07 899 771.44 901-900 12 inch Circular 0.015 198.00 901 775.04 900 772.07 902-890 12 inch Circular 0.010 133.00 902 770.04 890 768.70 903-902 12 inch Circular 0.010 30.00 903 770.34 902 770.04 905-904 1 5 inch Circular 0.023 120.00 905 767.20 904 764.43 906-905 12 inch Circular 0.005 73.00 906 767.57 905 767.20 907 -906 12 inch Circular 0.005 83.00 907 767.99 906 767.57 909-908 12 inch Circular 0.018 63.00 909 767. 15 908 766.00 91 0-909 12 inch Circular 0.010 31.00 910 767.46 909 767.15 911-910 12 inch Circular 0.010 126.00 911 768.72 910 767.46 920-919 18 inch Circular 0.041 175.00 920 775.22 919 768.00 921-920 18 inch Circular 0.004 31.00 921 775.34 920 775.22 922-921 18 inch Circular 0.004 43.00 922 775.51 921 775.34 922A-922 1 2 inch Circular 0.010 30.00 922A 775.81 922 775.51 923-922 15 inch Circular 0.004 77.00 923 775.82 922 775.51 924-923 15 inch Circular 0.010 118.00 924 777.00 923 775.82 925-924 15 inch Circular 0.050 132.00 925 783.60 924 777.00 926-925 15 inch Circular 0.004 32.00 926 783.73 925 783.60 927 -926 15 inch Circular 0.004 120.00 927 784.23 926 783.73 928-927 12 inch Circular 0.003 68.00 928 784.43 927 784.23 930-929 1 2 inch Circular 0.100 82.00 930 7'76.17 929 768.00 931-930 12 inch Circular 0.010 36.00 931 776.53 930 776.17 932-321 12 inch Circular 0.010 55.00 932 777.08 931 776.53 933-932 1 2 inch Circular 0.010 32.00 933 777.40 932 777.08 935-934 1 5 inch Circular 0.005 70.00 935 768.32 934 768.00 936-935 12 inch Circular 0.025 36.00 936 769.22 935 768.32 937-936 12 inch Circular 0.025 80.00 937 771.22 936 769.22 Title: 43405_Section 6 s:\43405\drainage\stmc\43405_sec 6.stm 09/02/04 08:23:42 AM @ Haestad Methods, Inc. Stoeppelwerth & Associates, Inc 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Dave Stoeppelwerth StormCAD v5.5 [5.5003] +1-203-755-1666 Page 1 of 1 I I 1 I I I I I I I I I I I I I I I I Scenario: Design 8/21/04 Pipe Output Report Label Section Length Mannings Constructed Upstream Upstream Downstream Downstream Average Full Size (ft) n Slope Node Invert Node Invert Velocity Capacity ( ft/ft) Elevation Elevation (ttls) ( cfs ) (ft) (ft) 887-886 30 inch 55.00 0.013 0.003 887 766.16 886 766.00 5.03 22.26 888-887 27 inch 74.00 0.013 0.003 888 766.39 887 766.16 4.92 17.15 889-888 27 inch 133.00 0.013 0.003 889 766.79 888 766.39 4.89 17.05 890-889 24 inch 195.00 0.013 0.006 890 767.98 889 766.79 6.37 17.67 891-890 24 inch 292.00 0.013 0.006 891 769.76 890 767.98 6.23 17.66 892-891 21 inch 30.00 0.013 0.010 892 770.06 891 769.76 7.33 1 5.84 893-892 18 inch 134.00 0.013 0.019 893 772.60 892 770.06 8.17 14.46 894-893 18 inch 131.00 0.013 0.020 894 775.22 893 772.60 8.00 14.85 895-894 18 inch 43.00 0.013 0.004 895 775.39 894 775.22 4.15 6.60 895A-895 18 inch 60.00 0.013 0.004 895A 775.63 895 775.39 3.96 6.64 896-895A 18 inch 109.00 0.013 0.004 896 776.06 895A 775.63 3.94 6.60 897-896 12 inch 200.00 0.013 0.029 897 781.82 896 776.06 6.06 6.05 898-892 18 inch 113.00 0.013 0.010 898 771 . 1 9 892 770.06 6.34 10.50 899-898 18 inch 51.00 0.013 0.005 899 771.44 898 771.19 4.64 7.35 900-899 15 inch 125.00 0.013 0.005 900 772.07 899 771 .44 3.95 4.59 901-900 12 inch 198.00 0.013 0.015 901 775.04 900 772.07 5.15 4.36 902-890 12 inch 133.00 0.013 0.010 902 770.04 890 768.70 5.04 3.58 903-902 12 inch 30.00 0.013 0.010 903 770;34 902 770.04 4.29 3.56 905-904 15 inch 120.00 0.013 0.023 905 767.20 904 764.43 7.21 9.81 906-905 12 inch 73.00 0.013 0.005 906 767.57 905 767.20 3.52 2.54 907 -906 12 inch 83.00 0.013 0.005 907 767.99 906 767.57 2.91 2.53 909-908 12 inch 63.00 0.013 0.018 909 767.15 908 766.00 6.71 4.81 91 0-909 12 inch' 31.00 0.013 0.010 910 767.46 909 767.15 4.97 3.56 911-910 12 inch 126.00 0.013 0.010 911 768.72 910 767.46 4.10 3.56 920-91 9 1 8 inch 175.00 0.013 0.041 920 775.22 919 768.00 10.19 21.34 921-920 18 inch 31.00 0.013 0.004 921 775.34 920 775.22 4.13 6.54 922-921 1 8 inch 43.00 0.013 0.004 922 775.51 921 775.34 4.12 6.60 922A-922 12 inch 30.00 0.013 0.010 922A 775.81 922 775.51 3.73 3.56 923-922 1 5 inch 77.00 0.013 0.004 923 775.82 922 775.51 3.81 4.10 924-923 15 inch 118.00 0.013 0.010 924 777.00 923 775.82 5.54 6.46 925-924 1 5 inch 132.00 0.013 0.050 925 783.60 924 777.00 9.57 14.44 926-925 15 inch 32.00 0.013 0.004 926 783.73 925 783.60 3.66 4.12 927 -926 15 inch 120.00 0.013 0.004 927 784.23 926 783.73 3.60 4.17 928-927 12 inch 68.00 0.013 0.003 928 784.43 927 784.23 1.87 1.93 930-929 12 inch 82.00 0.013 0.100 930 776.17 929 768.00 12.54 11 .25 931-930 12 inch 36.00 0.013 0.010 931 776.53 930 776.17 5.08 3.56 932-321 12 inch 55.00 0.013 0.010 932 777.08 931 776.53 5.04 3.56 933-932 12 inch 32.00 0.013 0.010 933 777.40 932 777.08 4.10 3.56 935-934 15 inch 70.00 0.013 0.005 935 768.32 934 768.00 3.95 4.37 936-935 12 inch 36.00 0.013 0.025 936 769.22 935 768.32 7.22 5.63 937 -936 12 inch 80.00 0.013 0.025 937 771.22 936 769.22 6.07 5.63 Title: 43405_Section 6 s:\43405\drainage\stmc\43405_sec 6.stm 09/02/04 08:23:58 AM @ Haestad Methods, Inc. Project Engineer: Dave Stoeppelwerth Stoeppelwerth & Associates, Inc StormCAD v5.5 [5.5003] 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 I I I I I I I I I I I I I I I I I I I Scenario: Design 8/21/04 Pipe Output Report II Label Section Length Constructed Upstream Hydraulic Downstream Hydraulic Total System Size (ft) Slope Node Grade Node Grade System Intensity (ftIft) Line In Line Out Flow (in/hr) (ft), (ft) ( cfs) 887 -886 30 inch 55.00 0.003 887 767.78 886 767.43 17.73 2.80 888-887 27 inch 74.00 0.003 888 768.10 887 767.78 16.93 2.81 889-888 27 inch 133.00 0.003 889 768.56 888 768.10 16.67 2.83 890-889 24 inch 195.00 0.006 890 769.47 889 768.56 16.04 2.84 891-890 24 inch 292.00 0.006 891 771.10 890 769.47 13.94 2.87 892-891 21 ,in ch 30.00 0.010 892 771.39 891 771.10 12.75 2.87 893-892 18 inch 134.00 0.019 893 773.64 892 771.39 7.19 2.88 894-893 18 inch 131.00 0.020 894 776.18 893 773.64 6.12 2.89 895-894 18 inch 43.00 0.004 895 776.39 894 776.18 5.24 2.90 895A-895 1 8 inch 60.00 0.004 895A 776.52 895 776.39 4.11 2.90 896-895A 1 8 inch 109.00 0.004 896 776.92 895A 776.52 4.13 2.92 897 -896 12 inch 200.00 0.029 897 782.29 896 776.92 1.25 2.97 898-892 18 inch 113.00 0.010 898 772.21 892 771.39 6.88 4.39 899-898 18 inch 51.00 0.005 899 772.47 898 772.21 5.99 4.40 900-899 15 inch 125.00 0.005 900 772.79 899 772.47 2.88 4.47 901-900 12 inch 198.00 0.015 901 775.58 900 772.79 1.63 4.54 902-890 12 inch 133.00 0.010 902 770.76 890 769.47 2.81 4.92 903-902 1 2 inch 30.00 0.010 903 770.85 902 770.76 1.44 4.99 905-904 1 5 inch 120.00 0.023 905 767.93 904 764.93 3.29 4.85 906-905 1 2 inch 73.00 0.005 906 768.20 905 767.93 1.85 4.89 907 -906 1 2 inch 83.00 0.005 907 768.39 906 768.20 0.85 4.95 909-908 12 inch 63.00 0.018 909 767.96 908 766.64 3.56 4.35 91 0-909 12 in ch 31.00 0.010 910 768.16 909 767.96 2.66 4.36 911-91 0 1 2 inch 126.00 0.010 911 769.18 910 768.16 1.21 4.41 920-919 1 8 inch 175.00 0.041 920 776.14 919 768.53 5.64 2.96 921-920 1 8 inch 31.00 0.004 921 776.35 920 776.14 5.39 2.97 922-921 1 8 inch 43.00 0.004 922 776.50 921 776.35 5.08 2.97 922A-922 1 2 inch 30.00 0.010 922A 776.51 922 776.50 0.86 6.23 923-922 15 inch 77.00 0.004 923 776.81 922 776.50 3.98 2.98 924-923 1 5 inch 118.00 0.010 924 777.81 923 776.81 3.99 3.00 925-924 15 inch 132.00 0.050 925 784.34 924 777.81 3.33 3.00 926-925 15 inch 32.00 0.004 926 784.51 925 784.34 3.00 3.01 927 -926 1 5i n ch 120.00 0.004 927 784.95 926 784.51 2.65 3.03 928-927 12 inch 68.00 0.003 928 784.96 927 784.95 0.35 5.72 930-929 12 inch 82.00 0.100 930 776.96 929 768.38 3.39 4.77 931-930 12 inch 36.00 0.010 931 777.27 930 776.96 2.98 4.79 932-321 12 inch 55.00 0.010 932 777.80 931 777.27 2.85 4.81 933-932 12 inch 32.00 0.010 933 777.86 932 777.80 1.21 5.21 935-934 1 5 inch 70.00 0.005 935 769.17 934 768.75 3.50 3.05 936-935 1 2 inch 36.00 0.025 936 769.95 935 769.17 2.89 3.05 937-936 12 inch 80.00 0.025 937 771 .74 936 769.95 1.50 3.07 Title: 43405_Section 6 s:\43405\d rainage \stmc\43405 _see 6. stm 09/02/04 ,08:24:02 AM @ Haestad Methods, Inc. Project Engineer: Dave Stoeppelwerth Stoeppelwerth & Associates, Inc StormCAD v5.5 [5.5003] 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 I I I I I I I I I I I I I I I I I I I Scenario: Design 8/21/04 Pipe Velocity Label ::;onstructec Length Velocity Velocity Average Slope (ft) In Out Velocity (ftlft) (ftls) (ftls) (ftls) 928-927 0.003 68.00 0.83 0.58 1.87 907 -906 0.005 83.00 2.91 1.62 2.91 906-905 0.005 73.00 3.52 3.00 3.52 927 -926 0.004 120.00 3.60 3.28 3.60 926-925 0.004 32.00 3.71 4.00 3.66 922A-92, 0.010 30.00 1.47 1.09 3.73 923-922 0.004 77.00 3.81 3.81 3.81 896-895J 0.004 109.00 3.94 3.80 3.94 900-899 0.005 125.00 3.95 2.66 3.95 935-934 0.005 70.00 3.95 4.52 3.95 895A-89' 0.004 60.00 3.78 3.29 3.96 933-932 0.010 32.00 3.39 1.98 4.10 911-91 0 0.010 126.00 3.39 2.06 4.10 922-921 0.004 43.00 4.09 4.03 4.12 921-920 0.004 31.00 4.27 4.76 4.13 895-894 0.004 43,00 4.20 4.41 4.15 903-902 0.010 30.00 3.59 2.38 4.29 899-898 0.005 51.00 4.64 4.71 4.64 889-888 0.003 133.00 4.98 5.12 4.89 888-887 0.003 74.00 5.20 5.53 4.92 91 0-909 0.010 31.00 4.54 3.92 4.97 887 -886 0.003 55.00 5.28 6.13 5.03 932-321 0.010 55.00 4.68 4.57 5.04 902-890 0.010 133.00 4.65 4.31 5.04 931-930 0.010 36.00 4.78 4.48 5.08 901-900 0.015 198.00 3.75 2.70 5.15 924-923 0.010 118.00 4.76 3.82 5.54 897 -896 0.029 200.00 3.43 1.74 6.06 937-936 0.025 80.00 3.64 2.44 6.07 891-890 0.006 292.00 6.21 5.54 6.23 898-892 0.010 113.00 5.40 4.15 6.34 890-889 0.006 195.00 6.37 5.46 6.37 909-908 0.018 63.00 5.25 6.71 6.71 905-904 0.023 120.00 4.42 7.21 ,7.21 936-935 0.025 36.00 4.71 4.08 7.22 892-891 0.010 30.00 6.50 6.43 7.33 894-893 0.020 131.00 5.15 4.69 8.00 893-892 0.019 134.00 5.51 4.34 8.17 925-924 0.050 132.00 4,43 3.97 9.57 920-919 0.041 175.00 4.99 10.19 10.19 930-929 0.100 82.00 5.11 12.54 12.54 Title: 43405_Section 6 s:\43405\drainage\stmc\43405_sec 6.stm 09/02/04 08:24:27 AM @ Haestad Methods, Inc. Project Engineer: Dave Stoeppelwerth Stoeppelwerth & Associates, Inc StormCAD v5.5 [5.5003] 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 ( i.. :1."I~,""r,:,.,'..' , " ,,' ,''i. 'Ie," <.,' , ~. . - '> / ( '.1 I ;.,-, I '.,,1' "."-, ,','.' " , " " " ~l ~ , - ( , "1..'",,,,1". '; ',c, . \'--, ;1 , ,lI ;'J}. 'I ".,;.'-1' ",'I",r ".. '~! , ~ ~i' ~ ' ,/ 1_,."", , .~. :,1" ".,,'.',',,0 . . '.' . ",,' '; '-:-. \ '0, ,,'U,~' ,.",".f,'.,.'.rr,:'T,..." , ..,.E,....,~,',.S,'PREA", D, '.' ,~'., '\CALCU'L:ATIONS;' . ~ ., ' , -, '. 0 " . \ " , I' .' , '~I','," , ~ :1'"" , 1\ ',~,'I',,:i'" ( ,~' j .' \ I..... '.__ 1,.. :I~ 'I" '.., , <y , /' ) , :1',: · , " r' ' "", L ! I 1 I Label Inlet Local Inlet Local C Intensity Area Rational (in/hr) (acres) Flow ( cfs ) 887 0.49 4.96 0.61 1.50 888 0.43 4.99 0.29 0.63 889 0.40 5.24 0.64 1.35 890 0.37 5.09 0.56 1.06 891 0.49 4.89 0.85 2.05 892 0.59 4.98 0.63 1.86 893 0.36 4.98 1.04 1.88 894 0.53 4.95 0.58 1.53 895 0.53 5.18 0.74 2.05 896 0.22 2.92 4.53 2.90 897 0.23 2.97 1.80 1.25 898 0.54 5.42 0.38 1.12 899 0.56 4.82 1.27 3.46 900 0.40 5.39 0.71 1.54 901 0.53 4.54 0.67 1.63 902 0.54 4.92 0.52 1.39 903 0.52 4.99 0.55 1.44 905 0.44 4.99 0.68 1.50 906 0.51 5.18 0,40 1.07 907 0.37 4.95 0.46 0.85 909 0.61 4.92 0.34 1.03 910 0.52 4.95 0.64 1.66 911 0.32 4.41 0.85 1.21 920 0.59 5.30 0.15 0.47 921 0.58 6.05 0.18 0.64 922 0.54 5.03 0.44 1.20 922A 0.57 6.23 0.24 0.86 924 0.37 5.45 0.60 1.22 925 0.61 5.27 0.18 0.58 926 0.61 5.27 0,20 0.65 927 0.23 3.03 3.54 2.46 928 0.34 5.72 0.18 0.35 930 0.59 5.51 0.15 0.49 931 0.59 6.14 0.05 0.18 932 0.49 4.81 0.73 1.73 933 0.56 5.21 0.41 1.21 935 0.52 5.51 0.38 1.10 936 0.39 3.91 1.17 1.80 937 0.29 3.07 1.65 1.50 I I I I I I I I I I I I I I I Title: 43405_ Section 6 s:\43405\drainage\stmc\43405_sec 6.stm 09/01/04 10:25:19 AM @ Haestad Methods, Inc. I Scenario: Design 8/21/04 Inlet- Local Rational Flow Project Engineer: Dave Stoeppelwerth Stoeppelwerth & Associates, Inc StormCAD v5.5 [5.5003] 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 I I I I I tn c: o +:i .!! ~ (.) cu o -c cu G) .... c. en I I I I I I I CD C o ~ """- M N """- co Qj +-' co o I .- ~ (.) CD en tn CD .. CU .. tn W ~ CD Q) I- o I I I I ~~ ...~ Q)~ -C=It O~ I I a> c.. ~ ~ +-' ~ C - L-"'tJ a> CO.- t::a>~ ::J c..- C>Cf) ro c o :ga>.- a> c.. ~ Cf).Q~ en Cf) - en o o 0) C ~ en co U.- +-'~ co - ...c: +-' c.. a> o L- a> +-' a> E 'C .- a>~ (L - a> ro L- C> c: o :E "'C c: o o C> m en c: en Q) +J m L.. 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