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HomeMy WebLinkAboutPacket 11-29-04 1- ~U '0 o ,D. o O .' '""... ' , '0 .0: o :0 o .'0 o '0 D o D, " '0 o . ~.. , ~, " HEATHER KNOLL SECTION TWO ,'-/ DRAINAGE REPORT, .. . . . . PREPARED FOR: , . . ~latinuin Pr,operties L.L.C., . 9551 Delegates Row Indianapolis, IN 46240 . PREPARED BY: Christopher.M Figueroa ; Stoeppelwerth andAssociates (317) 577 ~3400, ext33 DATE PREPARED: , November 29, 2004 . ' HEATHER KNOLL SECTION TWO. TABLE OF CONTENTS 1. PROJECT NARRATIVE .2. PRE-DEVELOPED CONDITIONS. '. PRE':DEVELOPED BASINMAP . . . ' 3. POST-DEVELOPED.c6NQITIONS . . . . POST':PEVELOPED,OYFSITE BAS'IN MAP (HEATHER: KNOLL) , POST-DEVELOPED BASIN MAPS' (WESTWOOD ESTATES) 4. ,'PIPESIZrNG: CALCULATIONS ,- -, , . . . "5. GUTTER SPREAD CALCuLATIONS' . 6. BACK COVER POCKET' .' POST-DEVELOPED. sTMC BASIN MAP . .' . '" . ,POST-DEVELOPED ICPRBASIN' MAPS (4) , . u '0 , ~'O' t ~ I r 10' I. '. r ' .0" '.' I'" ' , ,- ", f....O i' , I.' ' 1.'.':0" I , I: " I :.'f1 I"~' 10, I, ' I' ,'0' f. .~ -', 1/ I , I l'O' i, iD I,' 1.0' I D, HEATHER,KNOLL " . ,SECTION2 , " '.DRAINAGENARRATIVE , , ' Pl~tinum Prop~rties, isprop9singthedevdopm-ent of a residep.tiaLsubdivisibnin , Harriilto:rfCounty to be known as Heath~rKn611, Section Two, The site is lo.cated . between ,141th Street/lilcli,46th'Street, eastofShelbourn:eRoadandwest of TOWlle Road. The siteis rrior~, specificaiJy. Jocatedin':lpart 9,fthe North..ea.st,~uarter '.ofSec. tion 2Q, Township 18 North, Range 3 East, Clay Township, Hamilton County, Iridiana. , , EXIST~NGCONnITI()NS . " ' . " " " . , , The pre-developed lk~ather ~o.ll:'Section Two site has beehanalyzed as o.ne . onsitebasin"a large basinalmost36.52 acres in, size, aild three smalloffsite basins to, the . west; north and easL 'Anexistinglakeencr()aches the futUi~'Heather Knoll, Section Two. site on the northwest side. Thel*ewiil be discussed under the pro.posedconditions ,section on the ne~t page. Also, The Trails at,Hayden Rui1:bordersthe site to the ' 'southwest. " ' J?h~preo;devd()p~dr~Jease rates were analyzeci to' thepoiht where the Stultz and, AlrrioIld LegalDrain leaveso.Ur site. , The post~developed site, 119wever, will tie, into, a , . detention pond in the Westwood Estatessubdl:VlsioneastofToWlle Road. !, '-. . , . "., ,"':- " .": -. ','.) " -'-- " The"soilsofthebasins aretypeB and C: Il1o.stlyBrooksto.hand Crosby. The' 'H~atherKnoll, SectIon Qne" site is .agri~ulttirallai1d withsoinetl;lllgrassy areas. ' . . "., .", To establish the lO,o-yel;lrallowable discharge rate fOrthe post~developedsite;the, ' ,1 O-year storm event was nm for'the pre-developed onsite basins, ,artdthe IOO-year', ' discharge rate of the offsite areas\Vere added to.theres~lts to'accoUnt for offsite, . contribution. Likewise, to esta:blishthe lO:-year allowab)edischarge,rate, the 2.,year storm eve~t was run for the pre~deveioped onsite 'basins, and the IO'::year dischal'ge ratewasc, c. calculate~tf6r the off site areas. . . 'Time ofConcentrations(Tc' s) and GuryeNumbers {CN's) were calculated for the, ' ;' basih,using'TR-55 .meth,odology.. Thes,ep!e~determii1ed values.were'ehtered into .TR-20 and used to compute multiple hydrographs. 2~yearand'l O-year hydiographs were 'developed fort-he basins. Pre-Develop~d Disch,argeto the Stutz & Almond Legal Drain '2-year 7'24;5~~~f.S.' lO-year= 45.94 ,c~f.s. -, ':0 ,;0 'D' iU o o '0 .0' D.. , .0 U .U U u.. U D., 0,'." U. 10 I, ' ), - PROPOSED CONDITIONS. , . - ' ,'In tl1epost~developed l-Ieatl1er KnolLsitethere Will be a total of four ponds. All of these POnds will be inter-connected and will drain into the Detention Pond One of ' ' W~stwood,Estatesvia the ,reconstructed St~1tz&Almorid L'egal.Prain. .The 100, 10, and 2-year elevations of Pond One in Westwood Estates was used tosetthe'tailwater' ~onditions of the outlet pipe In our mOdeling,'PondOnein Heather Knoll discharges into a proposed 12"collcretepipe that crosses 14lst Street and'continues approximately 3,244 , feet to Westwood Estates. . " , , -Sto~ppelwerthansI Associated perfonnedthe calculationsJorthe reyonstrtIctionof the,Stultz:& Ahnond Legarbrain., Th~,post-develop~dsecti9n ofth~ report will included , bur calcllHltions showinghow we arrived.atthe purposed pipe sizes between Heather . . Knoll and Westwood Estates; , , . - - . . As mentioned in the'existing c~nditions; the portion'of the existing lake that impedes our 'site, as well as 10 feetoutsldeofthesite"s boundary, willbe filledin. Thepost:-developed site 'was analyzed using'Advap.ced ICPRv3.02. This program , route~ and, analyzes all components in a sto~ system on'~ llser..defined time' interval. , Below is-a list of the peak discharges for the site. . . ,.., Total Post-Developed Discharge from Pfmd 1 at HeatheJ;Knoll , , 10-year= 2.97c.f.s.' '; ,lbO-ye~ =, i58c~f.s;' ' u u u u u u U D U IU D U U U I l!-f- ? u ..- u u u u (.,~~ it -~ ;;-_____<I;:"lf,;;-"'">:~ -".M;;\'i.'_>'i"'::;:e;:~ (l~, <.. ! STi .r4ll4 141ST ~_ t'""tt"";.,,,;. r t lr VICINITY MAP NOT TO SCALE - u u u u u u u o u u u u u u u u u u u SOILS MAP NOT TO SCALE <U 'u....,- ' . .... - . ) U." U , , u U D,' o ,.' .U,' "U'.., ," U: . U'- , . "-",,' , . :0,. rD ',' I,,' .. 'U ' L,. '" " ,: D .' r I......U<' , . I \ -, '.. - ,".,,' - , . ,) ';0, : n ' ~ / , ) ,. ,,' ,., , , t ," ',)/ .PRE..DEVELOPED .. CONDITIONS " . '. , - , . . , , ,.; c,", u u u u u u u u u u u u u u u u u u o Heather Knoll Job # 47175 Pre-Developed Site Onsite Subbasin Area CN Grass (B-C) soils 4.04 ac 76 Agricultural (B-C) soils 32.48 ac 78 Total 36.52 ac 78 Offsite 1 Subbasin Area CN Impervious 0.47 ac 98 Grass (B-C) soils 3.96 ac 76 Total 4.43 ac 78 Offsite 2 Subbasin Area CN Impervious 0.08 ac 98 Residential (C ) soil 2.10 ac 79 1 acre lots Total 2.18 ac 80 Offsite 3 Subbasin Area CN Agricultural (B-C) soils 3.76 ac 78 Total 3.76 ac 78 t=::=i c: t::=' -== -== t::= r= a:=::; C=' C~ -== r= t=' r=::::;. r=::= -== c=' r=: r==: Heather Knoll Job#47175 Pre-Developed Site Time of Concentrations ICPR Basin Sheet Flow ManuafTUVT Description n= L= P2= s= Tt = .OO7(nL)O.8/(P,""so,) Description v= L= Tt=LN Description v= L= Tt=LN T c (total) T c (total) (It) (inlhr) (MI) (hrs) (!tis) (It) (hrs) (hrs) (m!n) Onsite Aari 0.17 300 2.66 0.004 0.9076 Gutter I Swa/e 2.00 1000 0.1389 Channel 3.00 850 0.0787 1.1252 67.5 Off1 Grass 0.15 300 2.66 0.004 0.8211 Gutter / Swa/e 2.00 1000 0.1389 Channel 3.00 580 0.0537 1.0137 60.8 Off2 Grass 0.15 300 2.66 0.017 0.4603 Gutter I Swa/e 2.00 1000 0.1389 Channel 3.00 780 0.0722 0.6714 40.3 Off3 Agri 0.17 300 2.66 0.006 0.7717 Gutter I Swa/e 2.00 800 0.1111 Channel 3.00 0 0.0000 0.8828 53.0 u u u u u u u u u u u u u u u u u u u 1 ******************80-80 LIST OF INPUT ~~ FOR TR-20 ~***************** Jrn TR-20 TITLE 001 TITLE 6 RrIDFF 1 001 6 RrIDFF 1 002 6 ADDHYD 4 003 6 RmJFF 1 004 6 RmJFF 1 005 6 ADDHYD 4 006 ENDATA 7 m::REM 6 7 a:MEUI' 7 001 7 CXMEUI' 7 002 mx:MP 1 7 CXMEUI' 7 001 7 CXMEUI' 7 002 ENIXMP 1 ENDJCB 2 O*******************************END OF 80-80 LJST******************************** Sl.M1ARY HEATHER KNOLL-FINAL PREDEVEWPED SITE - CRITICAL rxJRATICN ANALYSIS 1 0.05706 78.0 1.13 1 1 1 1 1 CNSITE 2 0.00692 78.0 1.01 1 1 1 1 1 OFFl 123 111 4 0.00341 80.0 0.67 1 1 1 1 1 OFF2 5 0.00588 78.0 0.88 1 1 1 1 1 OFF3 345 111 0.1 001 0.0 2.93 1.0 22 02 24 02YFAR 006 0.0 4.15 1.0 22 02 24 10YFAR 001 0.0 4.15 1.0 22 lO 24 10YFAR 006 0.0 5.75 1.0 22 10 24 OOYFAR REXXJRD ID EXECUTIVE CXNI'ROL OPERATIrn IOCREM + MAIN TIME IN:REMENl' = .10 HCXlRS REXXJRD ID 02YEAR EXECUTIVE CXNI'ROL OPERATIrn CCMP\1I' + + FF(M XSOCTICN 1 TO XSOCTICN 1 RAIN IEPI'H = 2.93 RAIN roRATICN= 1.00 RAIN TABLE NO.= 2 S'I(RiJ NO.=24 MAIN TIME m:::Rn1ENl' = .lO HCXlRS ANI'. MJIST. CCND= 2 s:rnRI']N; TIME = ALTERNATE NO.= 2 .00 OPERATICN RrIDFF CROSS SEX:TIrn 1 PEAK TIME(HRS} PEAK DISCHARGE;(CFS) 12.65 17.95 PEAK ELEVATIrn(FEE:r') (RmJFF) TIME(HRS) FIRST HYDR:GRAPH roINT = .00 HCXlRS TIME m:::REMENI' = .10 HClJRS DRAINAGE: ARm = .06 SQ.MI. 10.00 DISCHG .00 .00 .00 .00 .00 .00 .00 .01 .02 .04 11.00 DISCHG .06 .10 .14 .20 .28 .38 .53 .79 1.27 2.24 12.00 DISOlG 3.88 6.21 9.12 12.25 15.01 16.92 17.85 17.88 17.19 15.99 13.00 DISCHG 14.43 12.79 11.34 10.13 9.11 8.23 7.45 6.77 6.18 5.66 14.00 DISCHG 5.20 4.79 4.44 4.14 3.86 3.62 3.41 3.22 3.04 2.88 15.00 DISCHG 2.74 2.61 2.49 2.39 2.30 2.21 2.14 2.08 2.03 1.97 16.00 DISCHG 1.93 1.89 1.85 1.82 1.80 1.78 1.76 1. 75 1. 73 1.71 17.00 DISCHG 1.68 1.66 1.63 1.60 1.57 1.54 1.52 1.51 1.50 1.48 18.00 DISCHG 1.47 1.45 1.43 1.40 1.37 1.34 1.31 1.29 1.26 1.25 19.00 DISCHG 1.23 1.22 1.21 1.20 1.20 1.19 1.19 1.19 1.19 1.18 20.00 DISCHG 1.17 1.16 1.14 1.12 1.09 1.06 1.03 1.01 .98 .97 21. 00 DISCHG .95 .94 .93 .92 .92 .91 .91 .91 .91 .90 22.00 DISCHG .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 23.00 DISCHG .90 .90 .90 .90 .90 .90 .90 .91 .91 .90 24.00 DISOlG .90 .88 .85 .81 .75 .67 .59 .50 .42 .35 25.00 DISCHG .28 .22 .18 .14 .12 .09 .07 .06 .05 .04 26.00 DISCHG .03 .02 .02 .02 .01 .01 .01 .01 .00 RrIDFF VOIJ:.M: N!DlE BASEE'llW = 1.08 WATERSHED m:HES, 39.74 CFS-HRS, 3.28 ACRE-FEE:r'; BASEE'llW = .00 CFS --- HYDRCX;RAPH FOR XSOCTICN 1, ALTERNATE 2, S'I'CR1 24, ADIED TO CUI'POT HYI:lF03RAPH FILE - REXXJRD ID lOYEAR EXECUTIVE CXNI'ROL OPERATICN CCMP\1I' + + FF(M XSOCTICN 2 TO XSOCTICN 6 RAIN DEPI'H = 4.15 RAIN roRATICN= 1.00 RAIN TABLE NO.= 2 S'I(RiJ NO.=24 MAIN TIME m:::Rn1ENl' = .10 HCXlRS ANI'. MJIST. CCND= 2 S'I7\RI'ING TIME = ALTERNATE NO. = 2 .00 OPERATICN RrIDFF CROSS SEX:TIrn 2 u u u u u u u u u u u u u "j u u u u u u PEAK TIME (HRS) 12.54 1 TR20 XEQ 03-18-04 08:48 REV PC 09/83 (.2) PEAK DIS01APJ3E(CFS) 4.59 PEAK ErEVATICN (EEEl') (RUOOFF) Jrn 1 PASS 1 P1\GE 1 TIME(HRS) FIRST H'fDR(X;RAPH roINT = .00 HCXJRS TIME rn::::REMENl' = .10 Hams DRAINAGE AREA = .01 SQ.MI. 9.00 DISCHG .00 .00 .00 .00 .01 .01 .01 .02 .02 .03 10.00 DISCHG .03 .04 .04 .05 .06 .06 .07 .08 .10 .11 11.00 DISCHG .13 .15 .17 .20 .23 .26 .32 .41 .58 .90 12.00 DISCHG 1.42 2.14 2.97 3.77 4.33 4.57 4.54 4.28 3.88 3.41 13.00 DISCHG 2.94 2.56 2.25 1.99 1. 77 1.58 1.42 1.28 1.17 1.06 14.00 DISCHG .98 .90 .83 .78 .73 .68 .64 .61 .58 .54 15.00 DISCHG .52 .49 .47 .45 .44 .43 .42 .41 .40 .39 16.00 DISCHG .38 .37 .36 .36 .36 .35 .35 .35 .34 .34 17.00 DISCHG .33 .33 .32 .31 .31 .30 .30 .30 .30 .29 18.00 DISCHG .29 .29 .28 .27 .27 .26 .26 .25 .25 .24 19.00 DISCHG .24 .24 .24 .24 .24 .24 .24 .24 .23 .23 20.00 DISCHG .23 .23 .22 .22 .21 .21 .20 .19 .19 .19 21.00 DISOiG .19 .18 .18 .18 .18 .18 .18 .18 .18 .18 22.00 DIsrnG .18 .18 .18 .18 .18 .18 .18 .18 .18 .18 23.00 DISCHG .18 .18 .18 .18 .18 .18 .18 .18 .18 .18 24.00 DIsrnG .18 .17 .16 .15 .14 .12 .10 .08 .07 .05 25.00 DIsrnG .04 .03 .03 .02 .02 .01 .01 .01 .01 .00 RIIDFF VOl1.lME N!OlE BA.SEFIJ::W = 2.01 WATERSHED m::HE:S, 8.96 CFS-HRS, .74 ACRE-EEEl'; BA.SEFIJ::W = .00 CFS HEATHER KOOLL-FINAL PREDEVEWPED SITE - CRITICAL OORATICN ANALYSIS -- HYDRmRAPH FeR XSEJ::.rICN 2, ALTERNATE 2, STORM 24, Ar:OED 10 curror H'fDR(X;RAPH FILE - OPERATICN ADDHYD CRCES SEJ::.rICN 3 --- H'fDR(X;RAPH FDR XSECI'ICN 3, ALTERNATE 2, STORM 24, ADDED 10 OOI'POT H'fDR(X;RAPH FILE - OPERATICN RUNOFF CRCES SEJ::.rICN 4 PEAK TIME (HRS) 12.30 TIME(HRS) 8.00 9.00 10.00 11.00 12.00 13.00 14.00 15.00 16.00 17.00 18.00 19.00 20.00 FIRST HYDF.CX;RAPH roINT = DISCHG .00 .00 DISCHG .01 .01 DISCHG .04 .04 DISCHG .12 .13 DISCHG 1. 66 2.42 DISCHG 1.00 .86 DISCHG .36 .34 DISCHG .23 .22 DISCHG .18 .18 DISCHG .16 .16 DISCHG .14 .14 DISCHG .12 .12 DISCHG .12 .11 1 PEAK DIS01APJ3E(CFS) 3.21 PEAK ELEIlATICN(EEEl') (RrIDFF) DRAINAGE: AREA = .00 .01 .03 .03 .08 .09 .38 .60 1. 71 1.41 .45 .42 .26 .24 .19 .19 .17 .17 .15 .15 .12 .12 .12 .12 .09 .09 .00 SQ.MI. .01 .04 .10 1.02 1.18 .39 .23 .18 .17 .15 .12 .12 .09 TR20 XEQ 03-18-04 08:48 HEATHER KOOLL-FINAL Jrn 1 PASS 1 REV PC 09/83 (.2) PREDEVEWPED SITE - CRITICAL OOR1\TICN ANALYSIS P1\GE 2 21. 00 DISCHG .09 .09 .09 .09 .09 .09 .09 .09 .09 .09 22.00 DISCH; .09 .09 .09 .09 .09 .09 .09 .09 .09 .09 23.00 DIsrnG .09 .09 .09 .09 .09 .09 .09 .09 .09 .09 24.00 DISCHG .09 .08 .07 .06 .05 .03 .02 .02 .01 .01 25.00 DISCHG .01 .00 RIIDFF VOl1.lME N!OlE BPSEFlD'V = 2.16 WATERSHED m::HE:S, 4.76 CFS-HRS, .39 ACRE-EEEl'; BA.SEFIJ::W = .00 ern .00 Hams .00 .01 .05 .15 3.01 .76 .32 .21 .18 .15 .14 .12 .11 TIME :rn:REMENI' = .10 Hams .00 .00 .00 .00 .02 .02 .02 .03 .05 .06 .06 .07 .17 .19 .22 .27 3.21 3.04 2.62 2.12 .~ .ro .~ .fi .n .29 .28 .n .21 .21 .20 .20 .~ .~ .~ .~ .15 .15 .15 .15 .13 .13 .12 .12 .12 .12 .12 .12 .10 .10 .10 .09 -- HYDRCGRAPH FeR XSECI'ICN 4, ALTERNATE 2, STORM 24, Ar:OED 10 curror HYDRCGRAPH FILE - u u u o u o u u u u u o u u u u u u u OPEFATICN RUNOFF CRC6S SECrICN 5 PEAK TIME(HRS) PEAK DISOlAPG:(CFS) 12.44 4.28 PEAK ELE.VATICN (FEEl') (RUNOFF) TIME(HRS) FIRST HYDRlXiRAPH POINT = .00 HaJRS TIME m:::REMENI' = .10 HaJRS DRAINAGE: AREA = .01 SQ.MI. 9.00 DISCHG .00 .00 .00 .01 .01 .01 .01 .02 .02 .03 10.00 DISCHG .03 .04 .04 .05 .05 .06 .07 .08 .09 .11 11.00 DISCHG .12 .14 .16 .19 .22 .25 .31 .41 .61 .98 12.00 DISCHG 1.58 2.38 3.24 3.92 4.25 4.23 3.95 3.50 3.00 2.53 13.00 DISCHG 2.17 1.89 1.65 1.45 1.29 1.15 1.04 .94 .86 .79 14.00 DISCHG .73 .67 .63 .59 .56 .52 .50 .47 .44 .42 15.00 DISCHG .41 .39 .38 .37 .36 .35 .34 .33 .33 .32 16.00 DISCHG .31 .31 .30 .30 .30 .30 .29 .29 .29 .28 17.00 DISCHG .28 .27 .27 .26 .26 .25 .25 .25 .25 .25 18.00 DISCHG .24 .24 .23 .23 .22 .22 .21 .21 .21 .20 19.00 DISCHG .20 .20 .20 .20 .20 .20 .20 .20 .20 .20 20.00 DISCHG .20 .19 .19 .18 .17 .17 .16 .16 .16 .16 21.00 DISCHG .15 .15 .15 .15 .15 .15 .15 .15 .15 .15 22.00 DISCHG .15 .15 .15 .15 .15 .15 .15 .15 .15 .15 23.00 DISCHG .15 .15 .15 .15 .15 .15 .15 .15 .15 .15 24.00 DISCHG .15 .14 .13 .12 .10 .09 .07 .05 .04 .03 25.00 DISCHG .02 .02 .01 .01 .01 .01 .00 RUNOFF VOLUME PJ3DlE BASEFLCW = 2.01 WATERSHED m::HE:S, 7.61 CFS-HRS, .63 ACRE-FEEl'; BASEFLCW = -- HYDRlXiRAPH FOR XSECrICN 5, AL'l'ERNATE 2, S'l'C:R'1 24, ADDED TO CXJTPUI' HYDRO:;RAPH ETLE - .00 CFS OPEFATICN ADDHYD CRC6S SECrICN 6 --- HYDRlXiRAPH FOR XSECrICN 6, AL'l'ERNATE 2, S'l'C:R'1 24, ADDED TO CXJTPUI' HYDRCX;RAPH FILE --- EXEnn'IVE CCNI'ROL OPERATICN rnIXMP + CCMPlJI'ATICNS CCMPLEI'ED FOR PASS 1 1 TR20 XEQ 03-18-04 08:48 REV Fe 09/83 (.2) HEImlER KNOLL-FINAL PREDEVELOPED SITE - CRITICAL roRATICN ANALYSIS REXX:RD ID Jal 1 PASS 2 PAGE 3 EXEOJI'tVE CCNI'ROL OPERATICN CCMPlJT REXX:RD ID 10YEAA + FRCM XSECrICN 1 + TO XSECrICN 1 S'l'ARI'IN; TIME = .00 RAIN DEPI'H = 4.15 RAIN OOAATICN= 1. 00 RAIN TABIE 00.= 2 ANI'. MJIST. CCNIF 2 ALTERNATE 00.=10 STOPM 00.=24 MZ\IN TIME :rn::::REMENl' = .10 HaJRS OPEFATICN RUNOFF CRC6S SECI'ICN 1 PEAK TIME(HRS) 12.63 23.69 PEAK DISOlAPG:(CFS) 34.86 1.47 PEAK ELE.VATICN (FEEl') (RIJNOFF) (RUNOFF) TIME(HRS) 9.00 10.00 11.00 12.00 13.00 14.00 15.00 16.00 17.00 18.00 19.00 20.00 TIME m:::REMENI' = .10 HaJRS .03 .05 .07 .09 .37 .42 .48 .55 1.45 1.67 1.92 2.30 25.31 30.24 33.45 34.79 18.50 16.53 14.84 13.35 7.15 6.65 6.22 5.83 4.02 3.85 3.71 3.58 3.03 2.99 2.96 2.93 2.64 2.59 2.55 2.52 2.31 2.26 2.21 2.16 1.98 1.97 1.96 1.95 1.83 1.78 1.74 1.69 ETRST HYDRO:;RAPH POINT = DISCHG .00 .01 DISCHG .23 .27 DISCHG .95 1. 09 DISCHG 9.41 13.98 DISCHG 26.96 23.70 DISCHG 9.10 8.36 DISCHG 4.63 4.40 DISCHG 3.21 3.14 DISCHG 2.79 2.74 DISCHG 2.42 2.39 DISCHG 2.02 2.00 DISCHG 1. 92 1. 90 .00 HaJRS .02 .32 1.26 19.52 20.85 7.71 4.20 3.08 2.69 2.36 1.99 1.87 DRAINAGE AREA = .12 .15 .62 .72 2.92 4.02 34.41 32.73 12.06 10.93 5.48 5.17 3.48 3.38 2.90 2.87 2.49 2.47 2.12 2.08 1.95 1.94 1. 65 1. 61 .06 SQ.MI. .19 .82 6.07 30.14 9.96 4.89 3.29 2.83 2.45 2.05 1.94 1.58 u u u o u o u --I U u u u o u . ! U u D u u u 21.00 DISCHG 1.55 1.54 1.52 1.51 1.50 1.49 1.49 1.48 1.48 1.47 22.00 DISCHG 1.47 1.47 1.47 1.47 1.47 1.47 1.47 1.47 1.47 1.47 23.00 DISCHG 1.47 1.47 1.47 1.47 1.47 1.47 1.47 1.47 1.47 1.47 24.00 DISCHG 1.45 1.43 1.38 1.31 1.21 1.09 .96 .82 .68 .56 25.00 DIS01G .45 .36 .29 .23 .19 .15 .12 .10 .08 .06 26.00 DISCHG .05 .04 .03 .03 .02 .02 .01 .01 .01 .01 27.00 DIS01G .00 RI.JN:)FF VOlilME APJ:NE EASEF.LOiJ = 2.01 WATERSHED INCHES, 73.90 CFS-HRS, 6.11 ACRE-FEET; EASEF.LOiJ = .00 CFS --- HYDRCGRAPH FOR XSEX:I'ICN 1, ALTERNATE 10, S'I'OEM 24, ADDED ro CUl'PUT HYDRCGRAPH FILE --- EXEXXlTIVE CCNI'ROL OPERATICN CCMPUI' REIXlRD 10 OOYE1lR + ERCM XSELTICN 2 + ro XSEX:I'ICN 6 STAlUING TIME = .00 RAIN DEPI'H = 5.75 RAIN OOAATICN= 1. 00 RAIN TABLE NO.= 2 ANI'. mIST. cx:MF 2 ALTERNATE NO.=10 SKR1 NO.=24 MAIN TIME IN:REMEN1' = .10 HaJRS OPERATICN RUNOFF CR03S SEX:TICN 2 PEAK TIME(HRS) PEAK DISCHAIG:(CFS) 12.52 7.79 PEAK ELEVATICN(FEET) (RUNOFF) 1 TR20 XEQ 03-18-04 08:48 RE.V EC 09/83 (.2) HEATHER KNOLL-FINAL PREDEVELOPED SITE - CRITICAL OOAATICN ANALYSIS JCi3 1 PASS 2 P1\GE 4 TIME(HRS) FIRST HYDRCX;RAPH POm!' = .00 HCXJRS TIME IN:REMEN1' = .10 HClJRS DRAINAGE AREA = .01 SQ.MI. 7.00 DISCHG .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 8.00 DISCHG .01 .02 .02 .03 .03 .03 .04 .05 .05 .06 9.00 DISCHG .07 .08 .08 .09 .10 .11 .12 .13 .14 .15 10.00 DISCHG .16 .17 .18 .19 .21 .22 .24 .26 .29 .32 11.00 DISCHG .35 .39 .44 .49 .55 .62 .72 .89 1.20 1.77 12.00 DISCHG 2.68 3.89 5.27 6.55 7.43 7.77 7.65 7.16 6.45 5.63 13.00 DIS01G 4.84 4.19 3.67 3.23 2.86 2.54 2.27 2.05 1.85 1.68 14.00 DISCHG 1.54 1.41 1.31 1.21 1.13 1.06 1.00 .94 .89 .84 15.00 DIS01G .80 .76 .72 .70 .67 .66 .64 .62 .61 .59 16.00 DIS01G .58 .57 .56 .55 .54 .54 .54 .53 .53 .52 17.00 DISCHG .51 .50 .49 .48 .47 .46 .46 .45 .45 .45 18.00 DISCHG .44 .44 .43 .42 .41 .40 .39 .38 .38 .37 19.00 DISCHG .37 .36 .36 .36 .36 .36 .36 .36 .36 .35 20.00 DIS01G .35 .35 .34 .33 .32 .31 .30 .29 .29 .28 21. 00 DIS01G .28 .28 .28 .27 .27 .27 .27 .27 .27 .27 22.00 DIS01G .27 .27 .27 .27 .27 .27 .27 .27 .27 .27 23.00 DISCHG .27 .27 .27 .27 .27 .27 .27 .27 .27 .27 24.00 DISCHG .26 .26 .25 .23 .21 .18 .15 .13 .10 .08 25.00 DIS01G .06 .05 .04 .03 .02 .02 .01 .01 .01 .01 26.00 DIS01G .01 .00 RI.JN:)FF VOlilME APJ:NE EASEF.LOiJ = 3.36 WATERSHED IN:HES, 15.00 CFS-HRS, 1.24 ACRE-FEET; EASEF.LOiJ = .00 CFS --- HYDRCGRAPH F1JR XSEX:TICN 2, ALTERNATE 10, SKR1 24, ADDED ro CUl'PUT HYDRCGAAPH FILE --- OPERATICN ADmYD CR03S SEX:TICN 3 --- HYDRCGRAPH F1JR XSEX:TICN 3, ALTERNATE 10, SKR1 24, AOOED ro CUl'PUT HYDRCGRAPH FILE - OPERATICN RUNOFF CR03S SEX:TICN 4 PEAK TIME(HRS) PEAK DIsc:::HAIG:(CFS) 12.29 5.29 PEAK ELEVATICN (FEET) (RUNOFF) TIME (HRS) 7.00 8.00 9.00 10.00 11.00 .00 HCXJRS .01 .03 .07 .13 .32 DRAINAGE AREA = .02 .02 .05 .05 .10 .10 .19 .21 .73 1.13 .00 SQ.MI. .02 .06 .11 .24 1.84 TIME IN:REMEN1' = .10 HClJRS .01 .01 .01 .02 .ro .W .W .W .08 .08 .09 .09 .14 .15 .16 .17 .36 .40 .45 .54 FIRST HYDRCGRAPH POm!' = DISCHG .00 .01 DISCHG .02 .03 DISCHG .06 .07 DISCHG .12 .12 DISCHG .26 .29 U 12.00 DIsor; 2.90 4.11 5.02 5.29 4.95 4.24 3.42 2.74 2.24 1.87 13.00 DISCHG 1.58 1.35 1.18 1.04 .92 .83 .76 .70 .64 .60 U 14.00 DISCHG .55 .52 .49 .47 .45 .43 .41 .39 .37 .35 15.00 DISCHG .34 .33 .32 .32 .31 .31 .30 .29 .28 .28 16.00 DISCHG .27 .27 .27 .27 .27 .27 .27 .26 .26 .25 1 U TR20 XEQ 03-18-04 08:48 JIDmlER KN:lLL-FINAL JOB 1 PASS 2 REV K 09/83(.2) PREDENELOPED SITE - CRITICAL OORATICN ANALYSIS PAGE 5 0 17.00 DIsor; .24 .24 .23 .23 .23 .23 .22 .22 .22 .22 18.00 DISCHG .22 .21 .20 .20 .19 .19 .18 .18 .18 .18 0 19.00 DISCHG .18 .18 .18 .18 .18 .18 .18 .18 .18 .18 20.00 DISCHG .17 .17 .16 .15 .15 .14 .14 .14 .14 .14 21.00 DISCHG .14 .14 .14 .14 .14 .14 .14 .14 .14 .14 22.00 DISCHG .14 .14 .14 .14 .14 .14 .14 .14 .14 .14 23.00 DISCHG .14 .14 .14 .14 .14 .14 .14 .14 .14 .13 D 24.00 DISCHG .13 .12 .11 .09 .07 .05 .04 .02 .02 .01 25.00 DISCHG .01 .01 .00 RIIDFF VOllJME N!OlE BASEFl.CW = 3.55 WATERSHED INCHES, 7.81 CFS-HRS, .65 ACRE-FEE:!'; BASEFl.CW = .00 CFS U --- HYDRCX;RAPH FOR XSEJ:TICN 4, ALTERNATE 10, S'l'CH1 24, ADDED TO CUI'POT HYJ:JR:X;RApH FILE -- OPERATICN RUNOFF <::R03S SEX:TICN 5 D PEAK TIME(HRS) PEAK DIsawa;{CFS) PEAK ELEIlATICN (FEE:!') 12.43 7.25 (RIIDFF) U TIME (HRS) FIRST HYDPD.:>RAPH POINI' = .00 HaJRS TIME IN:IID1ENI' = .10 HaJRS DRAINAGE AREA. = .01 SQ.ML 7.00 DISCHG .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 8.00 DISCHG .01 .02 .02 .02 .03 .03 .04 .05 .05 .06 9.00 DISCHG .06 .07 .08 .08 .09 .10 .11 .12 .13 .13 10.00 DISCHG .14 .15 .17 .18 .19 .20 .22 .24 .27 .30 D 11.00 DISCHG .33 .37 .41 .46 .51 .58 .69 .88 1.24 1.90 12.00 DISCHG 2.93 4.27 5.66 6.74 7.22 7.12 6.59 5.80 4.94 4.15 13.00 DISCHG 3.54 3.06 2.66 2.33 2.06 1.83 1.64 1.48 1.35 1.23 14.00 DISCHG 1.14 1.05 .98 .92 .86 .81 .77 .72 .69 .65 0 15.00 DISCHG .62 .60 .58 .56 .55 .54 .53 .51 .50 .49 16.00 DISCHG .48 .47 .46 .46 .46 .45 .45 .45 .44 .43 17.00 DISCHG .42 .41 .41 .40 .39 .39 .38 .38 .38 .38 18.00 DISCHG .37 .37 .36 .35 .34 .33 .32 .32 .31 .31 19.00 DISCHG .31 .31 .30 .30 .30 .30 .30 .30 .30 .30 D 20.00 DISCHG .30 .29 .28 .27 .26 .25 .25 .24 .24 .24 21. 00 DISCHG .23 .23 .23 .23 .23 .23 .23 .23 .23 .23 22.00 DISCHG .23 .23 .23 .23 .23 .23 .23 .23 .23 .23 23.00 DISCHG .23 .23 .23 .23 .23 .23 .23 .23 .23 .23 U 24.00 DISCHG .22 .21 .20 .18 .16 .13 .11 .08 .06 .05 25.00 DISCHG .04 .03 .02 .02 .01 .01 .01 .00 RUOOFF VOLUME N!OlE BASEFl.CW = 3.36 WATERSHED INCHES, 12.73 CFS-HRS, 1. 05 ACRE-FEE:!'; BASEFl.CW = .00 CFS U --- HYDPD.:>RAPH FOR XSEX:TICN 5, ALTERNATE 10, S'l'CH1 24, ADDED TO CUI'POT HYDRCGAAPH FILE - OPERATICN ADrnYD <::R03S SEX:TICN 6 U --- HYDRCGAAPH FOR XSEJ:TICN 6, ALTERNATE 10, S'l'CH1 24, ADDED TO CUI'POT HYDRCGAAPH FILE - 1 " U TR20 XEQ 03-18-04 08:48 JIDmlER KN:lLL-FINAL JOB 1 PASS 3 REV K 09/83(.2) PREDE.VELOPED SITE - CRITICAL OORATICN ANALYSIS PAGE 6 U :Dm:DTIVE cx:Nl'RJL OPERATICN rnlXMP REJ:::rnD ID + CCMPOI'ATICNS CXMPLEI'ED FOR PASS 2 U U o o o o D o o o o o o D D D D D D D o EXEOJITVE CCNl'ROL OPERATICN lliDJOB 1 REr:::ClID ID TR20 XEQ 03-18-04 08:48 I@J Fe 09/83(.2) HE1\THER KNOLL-FINAL PREDEIIEIDPED SITE - CRITICAL OORATICN ANALYSIS JOB 1 &M-lARY PAGE 7 StM1ARY ThBLE 1 - SELEX:TED RESULTS OF STANIlARD AND EXEOJI'IVE OCNTROI.. INSTROCITCNS ill THE CHER PERF1::lFMED (A STAR(*) AFTER THE PEAK DISOlARGE TIME AND RATE (CFS) VALUES INDICATES A FIAT TOP HYDFJ:X>RAPH A (JJESTICN MARK(?) INDICATES A HYIJR(X;RAPH WITH PEAK AS IAST POrnT.) Sll:TICN/ STAND1\RD RAIN ANrEX: MAIN PREX:IPrmTICN PEAK DISCHARGE STROCIURE CCNl'ROL DRAINAGE: TABLE M:JIST TIME ------- RUNOFF ID OPERATICN AREA # <Xml :rn::REM mr;ill 1\M:XJNI' OORATICN 1\M:XJNI' ELEVATICN TIME RATE RATE (SQMI) (HR) (HR) (ill) (HR) (ill) (FT) (HR) (CFS) (CSM) ALTERNATE 2 S'Im1 24 + XSE:TICN 1 RUNOFF .06 2 2 .10 .0 2.93 24.00 1.08 12.65 17.95 314.6 XSFJ:TICN 2 R1NJFF .01 2 2 .10 .0 4.15 24.00 2.01 12.54 4.59 663.7 XSFJ:TICN 3 ADDHYD .06 2 2 .10 .0 4.15 24.00 1.18 12.63 22.43 350.6 XSFJ:TICN 4 RUNOFF .00 2 2 .10 .0 4.15 24.00 2.16 12.30 3.21 942.2 XSE:TICN 5 RUNOFF .01 2 2 .10 .0 4.15 24.00 2.01 12.44 4.28 727.9 XSFJ:TICN 6 ADIlHYD .07 2 2 .10 .0 4.15 24.00 1.23 12.59 24.52 363.8 ALTERNATE 10 S'Im1 24 + XSFJ:TICN 1 R1NJFF .06 2 2 .10 .0 4.15 24.00 2.01 12.63 34.86 610.9 XSE:TICN 2 RUNOFF .01 2 2 .10 .0 5.75 24.00 3.36 12.52 7.79 1125.1 XSFJ:TICN 3 ADDHYD .06 2 2 .10 .0 5.75 24.00 2.15 12.61 42.44 663.4 XSE:TICN 4 RUNOFF .00 2 2 .10 .0 5.75 24.00 3.55 12.29 5.29 1552.0 XSFJ:TICN 5 RUNOFF .01 2 2 .10 .0 5.75 24.00 3.36 12.43 7.25 1232.8 XSFJ:TICN 6 ADmYD .07 2 2 .10 .0 5.75 24.00 2.22 12.57 45.94 681. 6 1 TR20 XEQ 03-18-04 08:48 IJE1l.THER KNOLL-FINAL JOB 1 StM1ARY I@J Fe 09/83(.2) PREDEIIEIDPED SITE - CRITICAL OORATICN ANALYSIS PAGE 8 StM1ARY ThBLE 3 - DISCHARGE (CFS) AT XSFJ:TICNS AND STROC'IURES FC:R ALL S'I'CIMS AND ALTERNATES XSFJ:TICN/ DRAINAGE STROCIURE AREA S'Im1 NUMBERS.......... ID (SQMI) 24 O~CN 1 .06 + ALTERNATE 2 17 .95 ALTERNATE 10 34.86 O~CN 2 .01 + ALTERNATE 2 4.59 ALTERNATE 10 7.79 o XSE:TICN 3 .06 + ALTERNATE 2 22.43 ALTERNATE 10 42.44 O~CN 4 .00 + ALTERNATE 2 3.21 ALTERNATE 10 5.29 o XSFJ:TICN 5 .01 + ALTERNATE 2 4.28 ALTERNATE 10 7.25 o O ALTERNATE 2 ALTERNATE 10 lEND OF 1 JCi3S IN THIS RUN o o o o o o o o D o o D o o o o D o XSECTICN 6 .07 + 24.52 45.94 ,~D .', .,. { . . -, .~, ,I D..... , D', ' I, ,\ D'~' 0" D ." '0 < D'- D, D', ," u\ ' . D" . . , -'0 ".- o o ' D - ,'. .. r' .D D ,,0. . '''J , . ,."' ' \..' , " - , . .: ". '. I' /' ~ . . . . ',PO~T -DEVEL~PED CONDITIONS. " U D U U U o o o o D o D D D o U D D D Heather Knoll Job # 47175 Post-Developed Site Off 152 to Pond 2 Subbasin Area CN Impervious 0.47 ac 98 Grass (B-C) soils 3.96 ac 76 Total . 4.43 ac 78 Off Pond 2 to Pond 2 Subbasin Area. CN Impervious 0.08 ac 98 Residential (C ) soil 2.10 ac 79 1 acre lots Total 2.18 ac 80 Basin 114 to Pond 1 Subbasin Area CN Residential 1.03 ac 79 Total 1.03 ac 79 Basin 117 to Pond 1 Subbasin Area CN Residential 2.33 ac 79 Total 2.33 ac 79 Date: 9/22/04 Basin 122 to Str. 122 Subbasin Area CN Residential 3.80 ac 79 Total 3.80 ac 79 Basin 123 to Str.123 Subbasin Area CN Residential 0.33 ac 79 Total 0.33 ac 79 Basin 129 to Str. 129 Subbasin Area CN Residential 5.64 ac 79 Total 5.64ac 79 Basin 129A to Str. 129A Subbasin Area CN Residential 0.38 ac 79 "--- Total 0.38 ac 79 u u u u U D D D D D o D D U o o D U U Heather Knoll Job # 47175 Post-Developed Site Basin 140 to Str. 140 Subbasin Area CN Residential 2.04 ac 79 Total 2.04 ac 79 Basin 141 to Str. 141 Subbasin Area CN Residential 0.20 ac 79 Total 0.20 ac 79 Basin 147 to Pond 2 Subbasin Area CN Residential 4.88 ac 79 Total 4.88 ac 79 Basin 152 to Pond 2 Subbasin Area CN Residential 1.72 ac 79 Total 1.72 ac 79 Date: 9/22/04 Basin 159 to Pond 2 Subbasin Area CN Residential 1.39 ac 79 Total 1.39 ac 79 Basin 105 to Str. 105 Subbasin Area CN Grass 1.24 ac 76 Total 1.24 ac 76 Basin 105A to Str. 105A Subbasin Area CN Grass 1.68 ac 76 Total 1.68 ac 76 Basin 146 to Str. 146 Subbasin Area CN Residential 0.52 ac 78 Total 0.52 ac 78 u u u u U D o D o U 'U U U U U U o U U Heather Knoll Job # 47175 Post-Developed Site Basin 148 to Pond 4 Subbasin Area CN Residential 1.39 ac 79 Total 1.39 ac 79 Basin 148A to Pond 4 Subbasin Area CN Residential 0.55 ac 79 Total 0.55 ac 79 Basin 152A to Pond 4 Subbasin Area CN Residential 3.15 ac 79 Total 3.15 ac 79 Basin 159A to Str. 159A Subbasin Area eN Residential 0.55 ac 79 Total 0.55 ac . 79 Date: 9/22/04 Basin 160 to Str. 160 Subbasin Area CN Residential 0.48 ac 79 Total 0.48 ac 79 Basin 161 to Str. 161 Subbasin Area CN Residential 0.50 ac 79 Total 0.50 ac 79 Basin 162 to Str. 162 Subbasin Area CN Residential 0.38 ac 79 Total 0.38 ac 79 Basin 163 to Str. 163 Subbasin Area CN Residential 0.46 ac 79 Total 0.46 ac 79 u u u u u u u U lJ U U U U U U U U U U Heather Knoll Job # 47175 Post-Developed Site Basin 164 to Str. 164 Subbasin Area CN Residential 1.89 ac 79 Total 1.89 ac 79 Basin 168 to Pond 3 Subbasin Area CN Residential 2.41 ac 79 Total 2.41 ac 79 Basin 173 to Pond 3 Subbasin Area CN Residential 1.72 ac 79 Total 1.72 ac 79 Basin 180 to Pond 3 Subbasin Area CN Residential 12.39 ac 79 Total 12.39 ac 79 Date: 9/22/04 Basin 202 to Pond 3 Subbasin Area CN Residential 0.54 ac 79 Total 0.54 ac 79 Basin 205 to Pond 2 Subbasin Area CN Residential 2.93 ac 79 Total 2.93 ac 79 Basin Pond 1 to Pond 1 Subbasin Area CN Residential 3.69 ac 79 Impervious 1.25 ac 98 Total 4.94 ac 84 Basin Pond 2 to Pond 2 Subbasin Area CN Residential 4.51 ac 79 Impervious 2.19 ac 98 Total 6.70 ac 85 u u u u u u u o u o U D IU U U U U U U Heather Knoll Job # 47175 Post-Developed Site Date: 9/22/04 Pond 3 to Pond 3 Subbasin Area CN Residential 3.80 ac 79 Impervious 1.86 ac 98 Total 5.66 ac 85 Pond 4 to Pond 4 Subbasin Area CN Residential 1 . 12 ac 79 Impervious 0.89 ac 98 Total 2.01 ac 87 c= r=: J::::= a:::= .:= r= r= a::=: -== a== c= L:. a::=: a::= t=::= -== a::= c= -== Heather Knoll Job # 47175 Posl-Developed Sile Time of Concentrations ICPR Dale: 11/2/04 Basin Sheet Flow Manual (UVI Description n= L= P2 = s= Tt = .OO7(nL)O.B/(P2u.,Su,) Description v= L= Tt=LN Description v= L= Tt=LN T c (Iolal) Tc (total) (It) (inlhr) (ftIft) (hrs) (ftIs) (It) (hrs) (hrs) (min) Off148 Grass 0.15 300 2.66 0.004 0.8211 Gutter / Swale 2.00 50 0.0069 Pioe Flow 2.50 550 0.0611 0.8892 53.4 Off Pond 2 Grass 0.15 200 2.66 0.017 0.3328 Gutter/ Swale 2.00 0 0.0000 Pioe Flow 2.50 0 0.0000 0.3328 20.0 105 Grass 0.15 270 2.66 0.005 0.6903 Gutter / Swale 2.00 135 0.0188 Pipe Flow 2.50 0 0.0000 0.7090 42.5 105A Grass 0.15 225 2.66 0.01 0.4521 Gutter / Swale 2.00 0 0.0000 Pipe Flow 2.50 0 0.0000 0.4521 27.1 114 Grass 0.15 80 2.66 0.02 0.1498 Gutter / Swale 2.00 160 0.0222 Pipe Flow 2.50 195 0.0217 0.1937 11.6 117 Grass 0.15 195 2.66 0.02 0.3056 Gutter / Swale 2.00 25 0.0035 Pioe Flow 2.50 70 0.0078 0.3168 19.0 122 Grass 0.15 110 2.66 0.02 0.1933 Gutter / Swale 2.00 45 0.0063 Pioe Flow 2.50 0 0.0000 0.1996 12.0 123 Grass 0.15 60 2.66 0.02 0.1190 Gutter / Swale 2.00 160 0.0222 Pioe Flow 2.50 0 0.0000 0.1412 8.5 129 Grass 0.15 100 2.66 0.02 0.1791 Gutter / Swale 2.00 260 0.0361 Pioe Flow 2.50 140 0.0156 0.2308 13.8 129A Grass 0.15 75 2.66 0.02 0.1423 Gutter / Swale 2.00 70 0.0097 Pioe Flow 2.50 0 0.0000 0.1520 9.1 140 Grass 0.15 60 2.66 0.02 0.1190 Gutter / Swale 2.00 345 0.0479 Pioe Flow 2.50 140 0.0156 0.1825 10.9 141 Grass 0.15 45 2.66 0.02 0.0946 Gutter / Swale 2.00 110 0.0153 Pipe Flow 2.50 0 0.0000 0.1098 6.6 147 Grass 0.15 200 2.66 0.02 0.3118 Gutter / Swale 2.00 65 0.0090 Pipe Flow 2.50 245 0.0272 0.3481 20.9 152 Grass 0.15 70 2.66 0.02 0.1346 Gutter / Swale 2.00 410 0.0569 Pioe Flow 2.50 230 0.0256 0.2171 13.0 159 Grass 0.15 70 2.66 0.02 0.1346 Gutter / Swale 2.00 180 0.0250 Pipe Flow .2.50 470 0.0522 0.2119 12.7 146 Grass 0.15 105 2.66 0.02 0.1862 Gutter / Swale 2.00 90 0.0125 Pioe Flow 2.50 0 0.0000 0.1987 11.9 148 Grass 0.15 160 2.66 0.02 0.2609 Gutter / Swale 2.00 155 0.0215 Pipe Flow 2.50 203 0.0226 0.3049 18.3 148A Grass 0.15 35 2.66 0.02 0.0773 Gutter / Swale 2.00 165 0.0229 Pioe Flow 2.50 90 0.0100 0.1103 6.6 152A Grass 0.15 140 2.66 0.02 0.2344 Gutter / Swale 2.00 65 0.0090 Pioe Flow 2.50 212 0.0236 0.2670 16.0 159A Grass 0.15 70 2.66 0.02 0.1346 Gutter / Swale 2.00 175 0.0243 Pioe Flow 2.50 0 0.0000 0.1590 9.5 160 Grass 0.15 75 2.66 0.02 0.1423 Gutter / Swale 2.00 155 0.0215 Pioe Flow 2.50 0 0.0000 0.1638 9.8 161 Grass 0.15 80 2.66 0.02 0.1498 Gutter / Swale 2.00 85 0.0118 Pioe Flow 2.50 0 0.0000 0.1616 9.7 162 Grass 0.15 65 2.66 0.02 0.1269 Gutter / Swale 2.00 15 0.0021 Pioe Flow 2.50 0 0.0000 0.1290 7.7 163 Grass 0.15 65 2.66 0.02 0.1269 Gutter / Swale 2.00 100 0.0139 Pioe Flow 2.50 0 0.0000 0.1408 8.4 164 Grass 0.15 80 2.66 0.02 0.1498 Gutter / Swale 2.00 245 0.0340 Pioe Flow 2.50 161 0.0179 0.2017 12.1 168 Grass 0.15 220 2.66 0.02 0.3366 Gutter / Swale 2.00 0 0.0000 Pioe Flow 2.50 408 0.0453 0.3819 22.9 173 Grass 0.15 85 2.66 0.02 0.1573 Gutter / Swale 2.00 40 0.0056 Pipe Flow 2.50 327 0.0363 0.1992 11.9 180 Grass 0.15 180 2.66 0.02 0.2866 Gutter / Swale 2.00 60 0.0083 Pioe Flow 2.50 1341 0.1490 0.4440 26.6 202 Grass 0.15 80 2.66 0.02 0.1498 Gutter / Swale 2.00 40 0.0056 Pioe Flow 2.50 241 0.0268 0.1822 10.9 205 Grass 0.15 135 2.66 0.02 0.2277 Gutter / Swale 2.00 100 0.0139 Pioe Flow 2.50 382 0.0424 0.2840 17.0 Pond 1 Grass 0.15 70 2.66 0.02 0.1346 Gutter / Swale 2.00 445 0.0618 Pioe Flow 2.50 0 0.0000 0.1965 11.8 Pond 2 Grass 0.15 100 2.66 0.02 0.1791 Gutter / Swale 2.00 90 0.0125 Pioe Flow 2.50 0 0.0000 0.1916 11.5 Pond 3 Grass 0.15 140 2.66 0.02 0.2344 Gutter / Swale 2.00 0 0.0000 Pioe Flow 2.50 0 0.0000 0.2344 14.1 Pond 4 Grass 0.15 95 2.66 0.02 0.1719 Gutter / Swale 2.00 0 0.0000 Pipe Flow 2.50 0 0.0000 0.1719 10.3 .-:= CJ -== Nodes A Stage/Area V Stage/Volume T Time/Stage M Manhole Basins o Overland Flow U SCS Unit Hydro S Santa Barbara Links P Pipe W Weir C Channel D Drop Structure B Bridge R Rating Curve H Breach L~ l::::= IJ:Efl.S!7! IJ:E?"n:.:. t'~ fOll[\': u:orFlS2 ~ '-,:ornall:': r. Fl-ll U:E;'..n~? .~::::::; . ,:,,:,=,:,:,:,, ~f ",,,.sn'" _ ~ ~~ .J -== r.:== CJ a== ~ t::= ~ r:=J r= -==:! CJ -== CJ 1::::= 0: ~:!-1S4 ~',smE4 U: E;;.sl€-t ~,.~:>~ r.--- ',U-H. _._~ h"''':'' ~.., i 0: P"-lH gj' ..........L. i f: l~.;-H~ 1"",-", ..........1.... r: U~-El .:'.: fOllr-l ! 'J: rOIlC-l U: E.:'.nU A: Potl04 U: EAS14e U: EASlS~A U:FOIm4 U: EA31HA ~ , .:109-1os E5 ..1. 1 f: 10~-l01 EJ j E:l'Ji-10€ '{ I., ]]H10< I T' DUTL&T ..............__.::...i............... .:1-:'1-1':'''' :", I ',nHl 1 . .1 . f: E~-! 1"'"H1:-: I ."]HI03 ~ f, 106.105 I :"""" I" ""I: 'l:S,,';!.:: ~]""::l;' ~--L ~':::::': 1- ,,1:-10' ..................................-H ,:','.', ......om" if: 1~?-15;; , , f: 1 ::-l~ i ;'.: FOliC: F: l:~-FC:'1JC'l U: fOlID';: f: 1Z9A-l1Z ~ Interconnected Channel and Pond Routing Model (ICPR) (t:)2002 Streamline Technologies, Inc. '): E;:O..:;l1j ;..: .L."IKEHl U: LAKEHl U: I:AS,,~~ U: OFt.AKEHl U: o..::~::! u u Name: BASl05 Group: BASE Status: Offsite u Unit Hydrograph: uh484 Rainfall File: Rainfall Amount (in) : 0.000 , Area (ac) : 1.240 Curve Number: 76.00 DCIA(%): 0.00 u Name: BASl05A Group: BASE u Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 1.400 Curve Number: 76.00 DCIA(%): 0.00 u u Name: BAS114 Group: BASE UH484 Unit Hydrograph: Rainfall File: Rainfall Amount (in) : Area(ac) : Curve Number: DCIA(%) : 0.000 1. 030 79.00 0.00 -1 U u Name: BAS117 Group: BASE u Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 2.330 Curve Number: 79.00 DCIA(%): 0.00 u Name: BAS122 Group: BASE u Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area (ac): 3.800 Curve Number: 79.00 DCIA(%): 0.00 u u Name: BAS123 Group: BASE Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 0.330 Curve Number: 79.00 DCIA(%): 0.00 u u Name: BAS129 Group: BASE u Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 5.640 Curve Number: 79.00 u Node: STRl05 Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 42.50 Time Shift (hrs) : 0.00 Max Allowable Q(cfs): 999999.000 Node: STRl05A Type: SCS Unit Hydrograph Status: Offsite Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 27.10 Time Shift (hrs) : 0.00 Max Allowable Q(cfs): 999999.000 Node: POND 1 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: Storm Duration (hrs) : Time of Conc(min): Time Shift(hrs): Max Allowable Q(cfs): 484.0 0.00 11. 60 0.00 999999.000 Node: PONDl Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 19.00 Time Shift (hrs) : 0.00 Max Allowable Q(cfs): 999999.000 Node: STR122 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 12.00 Time Shift (hrs) : 0.00 Max Allowable Q(cfs): 999999.000 Node: STR123 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 8.50 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Node: STR129 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 13.80 Time Shift (hrs) : 0.00 Max Allowable Q(cfs): 999999.000 Page 1 of6 Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. u u u DCIA(%): 0.00 u Name: BAS129A Group: BASE Unit Hydrograph: Rainfall File: Rainfall Amount (in) : Area(ac) : Curve Number: DCIA(%) : u u Name: BAS140 Group: BASE UH484 0.000 0.380 79.00 0.00 u Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 2.040 Curve Number: 79.00 DCIA(%): 0.00 u o Name: BAS141 Group: BASE u Unit Hydrograph: Rainfall File: Rainfall Amount (in) : Area (ac) : Curve Number: DCIA(%) : u Name: BAS146 Group: BASE u Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 0.520 Curve Number: 79.00 DCIA{%): 0.00 u Name: BAS 14 7 Group: BASE u Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area (ac) : 4.880 Curve Number: 79.00 DCIA(%): 0.00 u u Name: BAS148 Group: BASE o Unit Hydrograph: Rainfall File: Rainfall Amount (in) : Area (ac) : Curve Number: DCIA{%) : u Name: BAS148A Group: BASE u Uh484 0.000 0.200 79.00 0.00 UH484 0.000 1. 390 79.00 0.00 Node: STR129A Type: SCS Unit Hydrograph Peaking Factor: Storm Duration (hrs) : Time of Conc(min): Time Shift(hrs): Max Allowable Q(cfs): Node: STR140 Type: SCS Unit Hydrograph Status: Onsite 484.0 0.00 9.10 0.00 999999.000 Status: Onsite Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 10.90 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Node: STR141 Type: SCS Unit Hydrograph Peaking Factor: Storm Duration (hrs) : Time of Cone(min): Time Shift(hrs): Max Allowable Q(cfs) : Node: STR146 Type: SCS Unit Hydrograph Status: Onsite 484.0 0.00 6.60 0.00 999999.000 Status: Onsite Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 11.90 Time Shift (hrs) : 0.00 Max Allowable Q(cfs): 999999.000 Node: POND2 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Cone (min) : 20.90 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Node: POND4 Type: SCS Unit Hydrograph Peaking Factor: Storm Duration (hrs) : Time of Conc(min): Time Shift (hrs) : Max Allowable Q(cfs): Node: POND4 Type: SCS Unit Hydrograph Status: Onsite 484.0 0.00 18.30 0.00 999999.000 Status: Onsite Page 2 of6 Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. u u u Unit Hydrograph: UH484 Rainfall File: Rainfall Arnount(in): 0.000 Area(ac): 0.550 Curve Number: 79.00 DCIA(%): 0.00 u u Name: BAS152 Group: BASE o Unit Hydrograph: Rainfall File: Rainfall Arnount(in): Area (ac) : Curve Number: DCIA(%) : D Name: BAS152A Group: BASE UH484 0.000 1.720 79.00 0.00 u Unit Hydrograph: UH484 Rainfall File: Rainfall Arnount(in): 0.000 Area (ac) : 3.150 Curve Number: 79.00 DCIA(%): 0.00 u u Name: BAS159 Group: BASE 01 U Unit Hydrograph: Rainfall File: Rainfall Arnount(in): Area (ac) : Curve Number: DCIA(%) : u Name: BAS159A Group: BASE Unit Hydrograph: UH484 Rainfall File: Rainfall Arnount(in): 0.000 Area (ac) : 0.550 Curve Number: 79.00 DCIA(%): 0.00 u u Name: BAS160 Group: BASE u Unit Hydrograph: UH484 Rainfall File: Rainfall Arnount(in): 0.000 Area(ac): 0.480 Curve Number: 79.00 DCIA(%): 0.00 u !U Name: BAS16l Group: BASE u Unit Hydrograph: Rainfall File: Rainfall Arnount(in}: Area(ac) : Curve Number: DCIA(%} : u UH484 0.000 1. 390 79.00 0.00 UH484 0.000 0.500 79.00 0.00 Peaking Factor Storm Duration(hrs) Time of Conc(min) Time Shift(hrs) Max Allowable Q(cfs) Node: POND2 Type: SCS Unit Hydrograph Peaking Factor: Storm Duration (hrs) : Time of Conc(min): Time Shift (hrs) : Max Allowable Q(cfs): Node: POND4 Type: SCS Unit Hydrograph 484.0 0.00 6.60 0.00 999999.000 Status: Onsite 484.0 0.00 13 .00 0.00 999999.000 Status: Onsite Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 16.00 Time Shift (hrs) : 0.00 Max Allowable Q(cfs): 999999.000 Node: POND2 Type: SCS Unit Hydrograph Peaking Factor: Storm Duration(hrs) : Time of Conc(min): Time Shift (hrs) : Max Allowable Q(cfs): Node: STR159A Type: SCS Unit Hydrograph Status: Onsite 484.0 0.00 12.70 0.00 999999.000 Status: Onsite Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 9.50 Time Shift (hrs) : 0.00 Max Allowable Q(cfs): 999999.000 Node: STR160 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Cone (min) : 9.80 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Node: STR16l Type: SCS Unit Hydrograph Peaking Factor: Storm Duration (hrs) : Time of Cone (min) : Time Shift (hrs) : Max Allowable Q(cfs): Status: Onsite 484.0 0.00 9.70 0.00 999999.000 Page 3 of6 Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. u u D Name: BAS162 Group: BASE o Unit Hydrograph: UH484 Rainfall File: Rainfall Amountlin): 0.000 Area(ac): 0.380 Curve Number: 79.00 DCIA(%): 0.00 D D Name: BAS163 Group: BASE Unit Hydrograph: Rainfall File: Rainfall Amount (in) : Area (ac) : Curve Number: DCIA(%) : UH484 0.000 0.460 79.00 0.00 [J o Name: BAS164 Group: BASE u Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 1.890 Curve Number: 79.00 DCIA (%): 0.00 u Name: BAS168 Group: BASE o Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area lac): 2.410 Curve Number: 79.00 DCIA(%): 0.00 u D Name: BAS173 Group: BASE Unit Hydrograph: Rainfall File: Rainfall Amount (in) : Area (ac) : Curve Number: DCIA(%) : UH484 0.000 1. 720 79.00 0.00 u D Name: BAS180 Group: BASE u Unit Hydrograph: UH484 Rainfall File: Rainfall Amountlin): 0.000 Area(ac): 12.390 Curve Number: 79.00 DCIAI%): 0.00 u u Name: BAS202 Group: BASE Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 u Node: STR162 Type: SCS Unit Hydrograph Status: Onsite 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 Node: STR163 Type: SCS Unit Hydrograph Peaking Factor: Storm Duration(hrs): Time of Conc(min): Time Shift (hrs) : Max Allowable Qlcfs): Node: STR164 Type: SCS Unit Hydrograph Status: Onsite 484.0 0.00 8.40 0.00 999999.000 Status: Onsite Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 12.10 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Node: POND3 Type: SCS unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Durationlhrs): 0.00 Time of Conc(min): 22.90 Time Shift (hrs) : 0.00 Max Allowable Qlcfs): 999999.000 Node: POND3 Type: SCS Unit Hydrograph Peaking Factor: Storm Duration (hrs) : Time of Conc(min): Time Shift (hrs) : Max Allowable Q(cfs): Node: POND3 Type: SCS Unit Hydrograph Status: Onsite 484.0 0.00 11. 90 0.00 999999.000 Status: Onsite Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 26.60 Time Shift (hrs) : 0.00 Max Allowable Q(cfs): 999999.000 Node: POND3 Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 10.90 Status: Onsite Page 4 of6 Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. u o o Area (ac) : 0.540 Curve Number: 79.00 DCIA(%): 0.00 D Name: BAS205 Group: BASE D Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area lac) : 2.930 Curve Number: 79.00 DCIA(%}: 0.00 D D Name: BAS239 Group: LAKESIDE Unit Hydrograph: Rainfall File: Rainfall Amount (in) : Area (ac) : Curve Number: DCIA(%) : Uh484 0.000 3.690 79.00 0.00 D D Name: BAS243 Group: LAKESIDE D Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount (in) : 0.000 Area{ac): 5.510 Curve Number: 79.00 DCIA(%): 0.00 D Name: LAKEH1 Group: LAKESIDE D Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 8.980 Curve Number: 76.00 DCIAI%): 0.00 D D Name: OFF152 Group: BASE Unit Hydrograph: Rainfall File: Rainfall Amount (in) : Area lac) : Curve Number: DCIA(%) : Uh484 0.000 4.430 78.00 0.00 D D Name: OFF243 Group: LAKESIDE D Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 1.540 Curve Number: 63.00 DCIA(%}: 0.00 D Name: OFFPOND2 o Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Node: POND2 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 17.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Node: LAKEH1 Type: SCS Unit Hydrograph Peaking Factor: Storm Duration (hrs) : Time of Cone (min) : Time Shift (hrs) : Max Allowable Q(cfs) : Node: LAKEH1 Type: SCS Unit Hydrograph Status: Onsite 484.0 0.00 13.50 0.00 999999.000 Status: Onsite Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 24.00 Time Shift (hrs) : 0.00 Max Allowable. Q(cfs): 999999.000 Node: LAKEH1 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 26.80 Time Shift (hrs) : 0.00 Max Allowable Q(cfs): 999999.000 Node: POND2 Type: SCS Unit Hydrograph Peaking Factor: Storm Duration (hrs) : Time of Conc(min) : Time Shift(hrs): Max Allowable Q(cfs): Node: LAKEH1 Type: SCS Unit Hydrograph Status: Offsite 484.0 0.00 53.40 0.00 999999.000 Status: Offsite Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 68.40 Time Shift (hrs) : 0.00 Max Allowable Q(cfs): 999999.000 Node: POND2 Status: Offsite Page 5 of6 Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. D D Group: BASE Type: SCS Unit Hydrograph D Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 2.180 Curve Number: 80.00 DCIA(%): 0.00 D o Name: OFLAKEH1 Group: LAKESIDE o Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 0.710 Curve Number: 74.00 DCIA(%): 0.00 o D Name: POND1 Group: BASE o Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount (in) : 0.000 Area (ac) : 4.940 Curve Number: 84.00 DCIA(%): 0.00 D Name: POND2 Group: BASE o Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 6.700 Curve Number: 85.00 DCIA(%): 0.00 o Name: POND3 Group: BASE o Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area (ac) : 5.660 Curve Number: 85.00 DCIA(%): 0.00 o D Name: POND4 Group: BASE UH484 Unit Hydrograph: Rainfall File: Rainfall Amount (in) Area (ac) Curve Number DCIA(%) 0.000 2.010 87.00 0.00 D o D o Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 20.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Node: LAKEH1 Type: SCS Unit Hydrograph Status: Offsite Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 26.10 Time Shift (hrs) : 0.00 Max Allowable Q(cfs): 999999.000 Node: POND1 Type: SCS Unit Hydrograph Status: Onsite 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 Node: POND2 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 11.50 Time Shift (hrs) : 0.00 Max Allowable Q(cfs): 999999.000 Node: POND3 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration (hrsl : 0.00 Time of Conc(min): 14.10 Time Shift (hrs) : 0.00 Max Allowable Q(cfs): 999999.000 Node: POND4 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor Storm Duration(hrs) Time of Conc(min) Time Shift(hrs) Max Allowable Q(cfs) 484.0 0.00 10.30 0.00 999999.000 Page 6 of6 Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. ,D I D D Name LAKEHl Base Flowlcfs): 0.000 Init Stage (ft) : 908.750 Group LAKESIDE Warn Stage (ft) : 912.000 Type Stage/Area U Stage 1ft) Area (ac) --------------- --------------- 908.750 1. 4200 909.000 1. 4400 D 910.000 1.5500 911. 000 1.6600 912.000 1.7700 913.000 1. 8800 914.000 1.9900 D 0 Name: MH101 Base F1owlcfs): 0.000 Init Stage (ft): 899.840 Group: BASE Warn Stage (ft) : 907.000 Type: Stage/Area D Stage(ft) Arealac) --------------- --------------- 899.840 0.0006 907.000 0.0006 D 0 Name: MH102 Base Flow (cfs) : 0.000 Init Stage (ft) : 900.650 Group: BASE Warn Stage (ft) : 909.500 Type: Stage/Area D Stage(ft) Area lac) --------------- --------------- 900.650 0.0006 0 909.500 0.0006 0 Name: MH103 Base Flow(cfs): 0.000 Init Stage (ft) : 900.880 Group: BASE Warn Stage (ft) : 910.500 D Type: Stage/Area Stage(ft) Area (ac) --------------- --------------- D 900.880 0.0006 910.500 0.0006 0 Name: MH104 Base Flow(cfs) : 0.000 Init Stage (ft) : 901. 940 D Group: BASE Warn Stage (ft) : 911.000 Type: Stage/Area D Stage(ft) Area lac) --------------- --------------- 901. 940 0.0006 911. 000 0.0006 0 D Name: MH106 Base Flow (cfs) : 0.000 Init Stage (ft) : 904.140 Group: BASE Warn Stage (ft) : 913.500 Type: Stage/Area D Stage(ft) Area(ac) --------------- --------------- 904.140 0.0006 913.500 0.0006 D 0 Name: MH107 Base Flow(cfs): 0.000 Init Stage (ft) : 905.240 Group: BASE Warn Stage (ft) : 914.500 Type: Stage/Area 0 Stage(ft) Area (ac) --------------- --------------- 905.240 0.0006 D Interconnected Channel and Pond Routing Model (ICPR) <D2002 Streamline Technologies, Inc. 0 Page 1 of5 u D u D u o D D D D u u D D o D D D D 914.500 0.0006 0 Name: MHl08 Base Flow(cfs) : 0.000 Init Stage (ft) : 906.360 Group: BASE Warn Stage (ft) : 914.500 Type: Stage/Area Stage 1ft) Area lac) --------------- --------------- 906.360 0.0006 914 . 500 0.0006 0 Name: MHllO Base Flow(cfs) : 0.000 Init Stage (ft): 908.540 Group: BASE Warn Stage (ft) : 915.000 Type: Stage/Area Stage(ft) Area (ac) --------------- --------------- 908.540 0.0006 915.000 0.0006 0 Name: OUTLET Base Flow(cfs) : 0.000 Init Stage(ft) : 899.600 Group: BASE Warn Stage (ft): 904.340 Type: Time/Stage 2yr outlet elevation 901. 01 10yr outlet elevation 902.23 100 yr outlet elevation 904.34 Time (hrs) Stage(ft) --------------- --------------- 0.00 899.600 12.50 904.340 30.00 899.600 0 Name: POND1 Base Flowlcfs) : 0.000 Init Stage (ft): 909.000 Group: BASE Warn Stage (ft) : 913.000 Type: Stage/Area Stage (ft) Area lac) --------------- --------------- 909.000 1.2500 910.000 1.3000 911. 000 1.4400 912.000 1. 5900 913.000 1. 7500 914 . 000 1.9100 0 Name: POND2 Base Flowlcfs) : 0.000 Init Stage (ft): 913.000 Group: BASE Warn Stage (ft) : 916.000 Type: Stage/Area Stage(ft) Area lac) --------------- --------------- 913.000 2.1900 914.000 2.3800 915.000 2.5700 916.000 2.7700 917 .000 2.9800 0 Name: POND3 Base Flow(cfs) : 0.000 Init Stage (ft): 911. 500 Group: BASE Warn Stage Iftl : 915.000 Type: Stage/Area Stage(ft) Arealac) --------------- --------------- 911. 500 1. 8600 912.000 1.9300 913.000 2.0600 914 .000 2..2000 915.000 2.3500 Interconnected Channel and Pond Routing Model (ICPR) (Q2002 Streamline Technologies, Inc. Page 2 of 5 U D 916.000 2.4900 0 Name: POND4 Base Flow (cfs) : 0.000 Init Stage (ft): 910.500 Group: BASE Warn Stage(ft) : 914 . 000 U Type: Stage/Area Stage(ft) Area lac) D --------------- --------------- 910.500 0.8900 911.000 0.9500 912.000 1. 0700 913.000 1. 1900 914.000 1. 3100 U 915.000 1. 4400 0 Name: STRI05 Base Flow (cfs) : 0.000 Init Stage 1ft) : 903.040 Group: BASE Warn Stage (ft): 909.000 D Type: Stage/Area Stage(ft) Area lac) --------------- --------------- U 903.040 0.0006 909.000 0.0006 0 Name: STRI05A Base Flow(cfs): 0.000 Init Stage (ft) : 902.480 U Group: BASE Warn Stage (ft): 908.000 Type: Stage/Area 0 Stage(ft) Area lac) --------------- --------------- 902.480 0.0006 908.000 0.0006 0 D Name: STRI09 Base Flowlcfs) : 0.000 Init Stage 1ft) : 907.360 Group: BASE Warn Stage 1ft) : 913.000 Type: Stage/Area U Stage(ft) Area lac) --------------- --------------- 907.360 0.0006 913.000 0.0006 D 0 Name: STR122 Base Flowlcfs): 0.000 Init Stage 1ft) : 909.760 Group: BASE Warn Stage 1ft): 916.700 Type: Stage/Area D Stage(ft) Area (ac) --------------- --------------- 909.760 0.0006 916.700 0.0006 D 0 Name: STR123 Base Flow(cfs): 0.000 Init Stage 1ft) : 909.670 Group: BASE Warn Stage (ft): 916.700 Type: Stage/Area D Stage 1ft) Area lac) --------------- --------------- 909.670 0.0006 D 916.700 0.0006 0 Name: STR129 Base Flowlcfs) : 0.000 Init Stage (ft): 911.130 Group: BASE Warn Stage (ft) : 915.700 U Type: Stage/Area Stage (ft) Area(ac) U Interconnected Channel and Pond Routing Model (ICPR) <<::>2002 Streamline Technologies, Inc. Page 3 of5 D u u u u u D u o D D u , U u u D D u D u --------------- --------------- 911.130 0.0006 915.700 0.0006 0 Name: STR129A Base Flow(cfs) : 0.000 Init Stage (ft): 910.390 Group: BASE Warn Stage (ft) : 916.500 Type: Stage/Area Stage(ft) Area (ac) --------------- --------------- 910.390 0.0006 916.500 0.0006 0 Name: STR140 Base Flowlcfs) : 0.000 Init Stage (ft): 912.270 Group: BASE Warn Stage(ft) : 919.430 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 912.270 0.0006 919.430 0.0006 0 Name: STR141 Base Flow(cfs) : 0.000 Init Stage (ft): 912.380 Group: BASE Warn Stage (ft) : 919.430 Type: Stage/Area Stage(ft) Area (ac) --------------- --------------- 912.380 0.0006 919.430 0.0006 0 Name: STR142 Base Flow(cfs) : 0.000 Init Stage (ft) : 912.810 Group: BASE Warn Stage (ft) : 918.500 Type: Stage/Area 0 Stage(ft) Area (ac) --------------- --------------- 912.810 0.0006 918.500 0.0006 0 Name: STR145 Base Flow(cfs) : 0.000 Init Stage (ft) : 909.180 Group: BASE Warn Stage (ft): 913.000 Type: Stage/Area Stage(ft) Area lac) --------------- --------------- 909.180 0.0006 913.000 0.0006 0 Name: STR146 Base Flow(cfs) : 0.000 Init Stage (ft): 909.680 Group: BASE Warn Stage (ft): 912.800 Type: Stage/Area Stage (ft) Area(ac) --------------- --------------- 909.680 0.0006 912.800 0.0006 0 Name: STR158 Base Flow(cfs) : 0.000 Init Stage (ft) : 909.140 Group: BASE Warn Stage (ft): 915.000 Type: Stage/Area Stage(ft) Area lac) ---------.------ --------------- 909.140 0.0006 Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. Page 4 of5 u u u D u u u D u u u u u u IU u u u 915.000 o Name: STR159A Group: BASE Type: Stage/Area Stage(ft) 0.0064 909.560 0.0006 916.500 0.0006 Area (ac) o Name: STR160 Group: BASE Type: Stage/Area Stage(ft) Area(ac) o 909.670 0.0006 916.500 0.0006 Name: STR161 Group: BASE Type: Stage/Area Stage(ft) Area (ac) o 910.130 0.0006 915.000 0.0006 Name: STR162 Group: BASE Type: Stage/Area Stage(ft) 910.700 916.400 o Name: STR163 Group: BASE Type: Stage/Area Stage (ft) 910.790 916.400 o Name: STR164 Group: BASE Type: Stage/Area Stage(ft) Area(ac) 0.0006 0.0006 Area (ac) 0.0006 0.0006 911.370 0.0006 916.300 0.0006 Area (ac) Base F1ow(cfs): 0.000 Base F1ow(cfs): 0.000 Base F1ow(cfs): 0.000 Base F1ow(cfs): 0.000 Base F1ow(cfs): 0.000 Base F1ow(cfs): 0.000 Init Stage(ft): 909.560 Warn Stage (ft) : 916.500 Init Stage(ft): 909.670 Warn Stage (ft) : 916.500 Init Stage(ft): 910.130 Warn Stage(ft): 915.000 Init Stage (ft) : 910.700 Warn Stage(ft): 916.400 Init Stage(ft): 910.790 Warn Stage(ft): 916.400 Init Stage (ft) : 911.370 Warn Stage (ft) : 916.300 Page 5 of5 Interconnected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies. Inc. u u u Name: 101-100 From Node: MHlOl Group: BASE To Node: OUTLET UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in) : 27.00 27.00 Rise (in) : 27.00 27.00 Invert (ft) : 899.840 899.650 Manning's N: 0.013000 0.013000 Top Clip (in) : 0.000 0.000 Bot Clip(in): 0.000 0.000 u u u Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wI" headwall u Name: 102-101 Group: BASE u UPSTREAM Geometry: Circular Span(in): 27.00 Rise(in): 27.00 Invert (ft) : 900.650 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 D I U From Node: MHl02 To Node: MHlOl DOWNSTREAM Circular 27.00 27.00 899.840 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 u Name: 103-102 Group: BASE u UPSTREAM Geometry: Circular Span(in): 24.00 Rise(in): 24.00 Invert (ft) : 900.880 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 u u From Node: MH103 To Node: MHl02 DOWNSTREAM Circular 24.00 24.00 900.650 0.013000 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall u Downstream fHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall u Name: 104-103 Group: BASE o UPSTREAM Geometry: Circular Span(in): 24.00 Rise(in): 24.00 Invert (ft) : 901.940 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 u From Node: MHl04 To Node: MH103 DOWNSTREAM Circular 24.00 24.00 900.880 0.013000 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall u Length (ft) : 69.00 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 Length (ft) : 295.00 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 Length (ft) : 83.00 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 Length(ft): 386.00 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 of8 Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. u u D u u u u D o u u u u u u u u u u Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Name: 105-105A Group: BASE UPSTREAM Geometry: Circular Span(in): 24.00 Rise(in): 24.00 Invert (ft) : 903.040 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Cliplin): 0.000 From Node: STRI05 To Node: STRI05A DOWNSTREAM Circular 24.00 24.00 902.480 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 Name: 105A-104 Group: BASE UPSTREAM Geometry: Circular Span(in): 24.00 Rise(in): 24.00 Invert (ft) : 902.480 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 From Node: STRI05A To Node: MH104 DOWNSTREAM Circular 24.00 24.00 901. 940 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 Name: 106-105 From Node: MH106 Group: BASE To Node: STRI05 UPSTREAM DOWNSTREAM Geometry: Circular Circular Spanlin): 21. 00 21. 00 Rise(in): 21. 00 21. 00 Invert (ft) : 904.140 903.040 Manning's N: 0.013000 0.013000 Top Cliplin): 0.000 0.000 Bot Clip (in) : 0.000 0.000 Upstream FHWA Inlet 8dge Description: Circular Concrete: Square edge wi headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Length (ft) : 205.00 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 Length (ft) : 195.00 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 Length (ft) : 400.00 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: 107-106 From Node: MH107 Length (ft) : 400.00 Group: BASE To Node: MH106 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span (in) : 21. 00 21. 00 Entrance Loss Coef: 0.00 Rise(in) : 21. 00 21.00 Exit Loss Coef: 0.00 Invert (ft) : 905.240 904.140 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip (in) : 0.000 0.000 Inlet Ctrl Spec: Use dn Bot Clip (in) : 0.000 0.000 Stabilizer Option: None Page 2 of8 Interconnected Channel and Pond Routing Model (ICPR) <92002 Streamline Technologies, Inc. u D u u Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall u Name: 108-107 Group: BASE UPSTREAM Geometry: Circular Span(in): 18.00 Rise(in): 18.00 Invert (ft) : 906.360 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 From Node: MHl08 To Node: MHl07 DOWNSTREAM Circular 18.00 18.00 905.240 0.013000 0.000 0.000 u D u Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall D Name: 109-108 From Node: STR109 Group: BASE To Node: MH108 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span (in) : 18.00 18.00 Rise (in) : 18.00 18.00 Invert (ft) : 907.360 906.360 Manning's N: 0.013000 0.013000 Top Clip(in): 0.000 0.000 Bot Clip (in) : 0.000 0.000 u u u Upstream fHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall u u Name: 110-109 Group: BASE From Node: MH110 To Node: STR109 UPSTREAM Geometry: Circular Span(in): 15.00 Rise(in): 15.00 Invert (ft) : 908.540 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 DOWNSTREAM Circular 15.00 15.00 907.360 0.013000 0.000 0.000 u u Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall u Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall u Name: 122-123 Group: BASE From Node: STR122 To Node: STR123 UPSTREAM Geometry: Circular DOWNSTREAM Circular u Length(ft}: 410.00 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 Length (ft) : 347.00 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 Length (ft) : 443.00 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 Length (ft) : 30.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Page 3 of8 Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. u u u Span(in) Rise(in) Invert(ft) Manning's N: Top Clip (in) : Bot Clip(in): 36.00 36.00 909.760 0.013000 0.000 0.000 u 36.00 36.00 909.670 0.013000 0.000 0.000 u upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall u Name: 123-POND1 Group: BASE o UPSTREAM Geometry: Circular Span(in): 36.00 Rise{in): 36.00 Invert(ft): 909.670 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 u From Node: STR123 To Node: POND1 DOWNSTREAM Circular 36.00 36.00 909.000 0.013000 0.000 0.000 o upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall u Name: l29-129A Group: BASE u UPSTREAM Geometry: Circular Span(in): 33.00 Rise(in): 33.00 Invert (ft) : 911.130 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 u u From Node: STR129 To Node: STR129A DOWNSTREAM Circular 33.00 33.00 910.390 0.013000 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall u Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall u Name: 129A-122 Group: BASE u UPSTREAM Geometry: Circular Span (in): 36.00 Rise(in): 36.00 Invert (ft) : 910.390 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 u From Node: STRl29A To Node: STRl22 DOWNSTREAM Circular 36.00 36.00 909.760 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 u u 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 Length (ft) : 223.00 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 Length (ft) : 245.00 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 Ctr1 Spec: Use dc or tw Inlet Ctrl Spec: Use dn Stabilizer Option: None Length (ft) : 210.00 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 Ctr1 Spec: Use dn Stabilizer Option: None Page 4 of8 Interconnected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies, Inc. u u u Name: 140-129 From Node: STR140 Group: BASE To Node: STR129 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in) : 15.00 15.00 Rise(in): 15.00 15.00 Invert (ft) : 912.270 911.130 Manning's N: 0.013000 0.013000 Top Clip (in) : 0.000 0.000 Bot Clip(in): 0.000 0.000 u o u Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wI headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wI headwall D Name: 141-140 Group: BASE From Node: STR141 To Node: STR140 u UPSTREAM Geometry: Circular Span(in): 12.00 Rise(in): 12.00 Invert (ft) : 912.380 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 DOWNSTREAM Circular 12.00 12.00 912.270 0.013000 0.000 0.000 D u Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wI headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wI headwall D u Name: 142-141 Group: BASE From Node: STR142 To Node: STR141 u UPSTREAM Geometry: Circular Span (in): 12.00 Rise(in): 12.00 Invert (ft) : 912.810 Manning's N: 0.013000 Top Cliplin): 0.000 Bot Clip(in): 0.000 DOWNSTREAM Circular 12.00 12.00 912.380 0.013000 0.000 0.000 u Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wI headwall u Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall u Name: 145-P1 From Node: STR145 Group: BASE To Node: PONDl UPSTREAM DOWNSTREAM Geometry: Circular Circular Span (in) : 18.00 18.00 Rise (in) : 18.00 18.00 Invert (ft) : 909.180 909.000 Manning's N: 0.013000 0.013000 Top Clip(in): 0.000 0.000 Bot Clip (in) : 0.000 0.000 u u Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall u Length(ft): 381.00 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 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 Length (ft) : 142.00 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 Length (ft) : 66.00 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 5 of8 Interconnected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies, Inc. u u u Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Name: 146-145 From Node: STR146 Group: BASE To Node: STR145 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in) : 15.00 15.00 Rise(in) : 15.00 15.00 Invert (ft) : 909.680 909.180 Manning's N: 0.001300 0.013000 Top Clip (in): 0.000 0.000 Bot Clip (in) : 0.000 0.000 u u o u Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall u Name: 158- PI Group: BASE u UPSTREAM Geometry: Circular Span(in): 24.00 Rise(in): 24.00 Invert (ft) : 909.140 Manning's N: 0.013000 Top C1ip(in): 0.000 Bot Clip(in): 0.000 u u From Node: STR158 To Node: PONDl DOWNSTREAM Circular 24.00 24.00 909.000 0.013000 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall u Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall u Name: 159-158 Group: BASE u UPSTREAM Geometry: Circular Span(in): 24.00 Rise(in): 24.00 Invert (ft) : 909.560 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 D From Node: STR159A To Node: STR158 DOWNSTREAM Circular 24.00 24.00 909.140 0.013000 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall u Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall u Name: 160-159 Group: BASE UPSTREAM Geometry: Circular Span (in): 24.00 Rise(in): 24.00 Invert (ft) : 909.670 Manning's N: 0.013000 Top Clip(in): 0.000 u u From Node: STR160 To Node: STR159A DOWNSTREAM Circular 24.00 24.00 909.560 0.013000 0.000 Length(ft): 185.00 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 Length (ft) : 52.00 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 Length(ft): 155.00 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 Length (ft) : 36.00 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 Ctr1 Spec: Use dn Page 6 of8 Interconnected Channel and Pond Routing Model (I CPR) ~2002 Streamline Technologies, Inc. u u u 0.000 Stabilizer Option: None Bot Clip(in): 0.000 u Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall D Name: 161-160 Group: BASE From Node: STR161 To Node: STR160 u UPSTREAM Geometry: Circular Span (in): 24. 00 Rise(in): 24.00 Invert (ft) : 910.130 Manning's N: 0.013000 Top C1ip(in): 0.000 Bot Clip(in): 0.000 DOWNSTREAM Circular 24.00 24.00 909.670 0.013000 0.000 -0.000 IW I U Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall D u Name: 162-161 From Node: STR162 Group: BASE To Node: STR161 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span (in) : 21. 00 21. 00 Rise (in) : 21. 00 21. 00 Invert (ft) : 910.700 910.130 Manning's N: 0.013000 0.013000 Top Clip (in) : 0.000 0.000 Bot Clip(in): 0.000 0.000 D u Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall D Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall D Name: 163-162 Group: BASE From Node: STR163 To Node: STR162 UPSTREAM Geometry: Circular Span(in): 21.00 Rise (in): 21. 00 Invert (ft) : 910.790 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 DOWNSTREAM Circular 21. 00 21. 00 910.700 0.013000 0.000 0.000 D "( U Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall D Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall u Name: 164-163 Group: BASE From Node: STR164 To Node: STR163 UPSTREAM DOWNSTREAM Page 7 of8 u Length(ft): 152.00 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 Ctr1 Spec: Use dn Stabilizer Option: None Length(ft): 190.00 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 Length (ft) : 30.00 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 Length (ft) : 192.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. u D D o o D o o o D o o o o D D o D o o Geometry: Circular Span(in): 18.00 Rise(in): 18.00 Invert (ftl: 911.370 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 Circular 18.00 18.00 910.790 0.013000 0.000 0.000 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 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Name: PI-lID Group: BASE UPSTREAM Geometry: Circular Span(in): 12.00 Rise(in): 12.00 Invert (ft) : 909.000 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 From Node: PONDl To Node: MH1I0 Length(ft) Count Friction Equation Solution Algorithm Flow Entrance Loss Coef Exit Loss Coef Bend Loss Coef Outlet Ctrl Spec Inlet Ctrl Spec Stabilizer Option 167.00 1 Average Conveyance Automatic Both 0.00 0.00 0.00 Use dc or tw Use dn None DOWNSTREAM Circular 12.00 12.00 908.540 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 Page 8 of8 Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. D o D o o o D o D o o D D D D D D D D Name: LHl-244 From Node: LAKEH1 Length (ft) : 103.00 Group: LAKESIDE To Node: MHllO Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Average Conveyance Geometry: Circular Circular Solution Algorithm Automatic Span(in) : 12.00 12.00 Flow Both Rise(in) : 12.00 12.00 Entrance Loss Coef 0.000 Invert (ft) : 908.750 908.540 Exit Loss Coef 0.000 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec Use dc or tw Top Clip (in) : 0.000 0.000 Inlet Ctrl Spec Use dn Bot Clip(in): 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 *** Weir 1 of 1 for Drop Structure LHl-244 Count: 1 Type: Vertical: Mavis Flow: Both Geometry: Circular Span(in) : 6.00 Rise(in) : 6.00 TABLE Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Invert(ft): 909.500 Control Elev(ft): 909.500 Name: P2-STR142 From Node: POND2 Length ( ft) : 60.00 Group: BASE To Node: STR14 2 Count: 1 UPSTREAM DOWNSTREAM Friction Equation Average Conveyance Geometry: Circular Circular Solution Algorithm Automatic Span(in) : 12.00 12.00 Flow Both Rise (in) : 12.00 12.00 Entrance Loss Coef 0.000 Invert (ft) : 913.000 912.820 Exit Loss Coef 0.000 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec Use dc or tw Top Clip (in) : 0.000 0.000 Inlet Ctrl Spec Use dn Bot Clip (in) : 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 *** Weir 1 of 1 for Drop Structure P2-STR142 Count: 1 Bottom C1ip(in) : 0.000 Type: Vertical: Mavis Top Clip (in) : 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Circular Orifice Disc Coef: 0.600 Span(in) : 6.00 Invert (ft) : 913.000 Rise (in) : 6.00 Control Elev(ft) : 913.000 TABLE Name: P3-164 From Node: POND3 Length (ft) : 63.00 Group: BASE To Node: STR164 Count: 1 UPSTREAM DOWNSTREAM Friction Equation Average Conveyance Geometry: Circular Circular Solution Algorithm Automatic Span (in) : 12.00 12.00 Flow Both Rise(in) : 12.00 12.00 Entrance Loss Coef 0.000 Invert (ft) : 911. 500 911.370 Exit Loss Coef 0.000 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec Use dc or tw Top Clip (in) : 0.000 0.000 Inlet Ctrl Spec Use dn Bot Clip (in) : 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 *** Weir 1 of 1 for Drop Structure P3-164 TABLE Count: 1 Type: Vertical: Mavis Flow: Both Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Disc Coef: 3.200 Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. Page 1 of2 D D o o o D o o D D D D D D D D o D o Geometry: Circular Orifice Disc Coef: 0.600 Span(in): 4.00 Rise(in): 4.00 Invert (ft) : 911.500 Control Elev(ft): 911.500 Name: P4-146 From Node: POND4 Length (ft) : 295.00 Group: BASE To Node: STR146 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Average Conveyance Geometry: Circular Circular Solution Algorithm: Automatic Span(in) : 12.00 12.00 Flow: Both Rise (in) : 12.00 12.00 Entrance Loss Coef 0.000 Invert (ft) : 910.500 909.680 Exit Loss Coef 0.000 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec Use dn Bot Clip(in): 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 *** Weir 1 of 1 for Drop Structure P4 -14 6 Count: 1 Type: Vertical: Mavis Flow: Both Geometry: Circular Span(in) : 6.00 Rise (in) : 6.00 TABLE Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Invert (ft) : 910.500 Control Elev(ft): 910.500 Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. Page 2 of2 u u Name: I-INCH Filename: S:\47175\Drainage\ICPR\1-INCH.R32 D Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount (in) : 1.00 Time (hrs) Print Inc(min) D 120.000 5.00 Name: 100yr Filename: S:\47l75\Drainage\ICPR\100yr.R32 D Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount (in) : 5.75 D Time (hrs) Print Inc(min) 30.000 5.00 D Name: 10yr Filename: S:\47175\Drainage\ICPR\10yr.R32 D Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount (in) : 4.15 Time(hrs) Print Inc(min) 30.000 5.00 D Name: 2y Filename: S:\47175\Drainage\ICPR\2yr.R32 D Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount (in) : 2.93 Time (hrs) Print Inc(min) u 30.000 5.00 o o u D D D D Interconnected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies, Inc. Page I of I D c:= L:J ~ L:::J CJ r= CJ CJ -== ~ L:J LJ LJ CJ ~ CJ c= -=.=J c= Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs LAKEHl LAKESIDE 100yr 24.08 911. 675 912.000 0.0013 75545 12.08 57.650 24.28 0.911 LAKEHl LAKESIDE 10yr 24.06 910.513 912.000 0.0022 69975 12.08 33.802 24.39 0.624 LAKEH1 LAKESIDE 2yr 24.21 909.829 912.000 0.0007 66696 12.08 17.275 24.21 0.230 MH101 BASE 100yr 12.50 904.453 907.000 0.0120 133 12.35 8.549 12.36 8.535 MHI01 BASE 10yr 12.50 904.389 907.000 0.0099 133 24.04 6.927 23.62 5.559 MHI0l BASE 2yr 12.51 904.358 907.000 0.0099 133 23.61 6.318 23.62 5.070 MHI02 BASE 100yr 12.48 904.723 909.500 -0.0100 134 12.35 8.563 12.35 8.549 MHI02 BASE 10yr 12.50 904.507 909.500 -0.0100 134 12.38 5.574 24.04 6.927 MHI02 BASE 2yr 12.52 904.412 909.500 -0.0100 134 19.36 4.238 23.61 6.318 MH103 BASE 100yr 12.41 904.948 910.500 0.0059 136 12.34 8.580 12.35 8.563 MH103 BASE 10yr 12.50 904.601 910.500 -0.0046 136 20.19 6.374 12.38 5.574 MH103 BASE 2yr 12.52 904.455 910.500 -0.0097 136 19.36 5.616 19.36 4.238 MH104 BASE 100yr 12.37 905.612 911. 000 0.0029 142 12.33 8.605 12.34 8.580 MH104 BASE 10yr 12.46 904.870 911.000 0.0043 142 12.37 5.606 20.19 6.374 MH104 BASE 2yr 12.52 904.579 911. 000 0.0086 142 12.52 3.706 19.36 5.616 MH106 BASE 100yr 12.44 906.439 913.500 0.0039 213 13.00 4. 746 12.79 4.791 MH106 BASE 10yr 12.50 905.288 913.500 0.0031 703 12.50 4.369 13.68 4.745 MH106 BASE 2yr 12.74 904.896 913.500 -0.0052 779 17.97 2.583 13.96 4.126 , MH107 BASE 100yr 12.47 906.660 914.500 0.0017 501 23.75 4.483 13.00 4.746 MH107 BASE 10yr 15.13 906.107 914.500 0.0023 765 20.28 3.568 12.50 4.369 MH107 BASE 2yr 15.20 905.956 914.500 0.0020 760 19.32 2.561 17.97 2.583 MH108 BASE 100yr 22.09 907.469 914.500 0.0006 624 23.94 4.482 23.75 4.483 MH108 BASE 10yr 17.18 907.315 914 . 500 0.0027 664 20.38 3.568 20.28 3.568 MH108 BASE 2yr 17 .25 907.147 914.500 0.0017 678 18.03 2.563 19.32 2.561 MHll0 BASE 100yr 23.87 910.652 915.000 0.0011 185 23.89 4.482 23.90 4.482 MHll0 BASE 10yr 22.56 910.039 915.000 0.0017 193 20.29 3.568 20.28 3.568 MHll0 BASE 2yr 17 .41 909.468 915.000 0.0010 397 19.05 2.554 18.99 2.555 OUTLET BASE 100yr 12.50 904.340 904.340 0.0103 4 12.36 8.535 0.00 0.000 OUTLET BASE 10yr 12.50 904.340 904.340 0.0103 4 23.62 5.559 0.00 0.000 OUTLET BASE 2yr 12.50 904.340 904.340 0.0103 4 23.62 5.070 0.00 0.000 POND1 BASE 100yr 23.81 912.653 913.000 0.0023 73838 12.07 98.352 19.97 3.578 POND1 BASE 10yr 19.96 911. 408 913.000 0.0046 65686 12.08 63.577 18.53 2.968 POND1 BASE 2yr 16.72 910.206 913.000 0.0009 58308 12.08 35.889 15.39 2.463 POND2 BASE 100yr 23.93 915.503 916.000 0.0013 116333 12.08 84.608 23.87 1. 303 POND2 BASE 10yr 23.84 914.529 916.000 0.0023 108054 12.08 52.663 23.85 0.959 POND2 BASE 2yr 23.73 913.841 916.000 0.0005 102353 12.08 29.552 23.83 0.630 POND3 BASE 100yr 24.22 914.547 915.000 0.0014 99405 12.08 78.589 30.00 0.601 POND3 BASE 10yr 24.16 913.367 915.000 0.0024 91973 12.08 48.445 24.26 0.511 POND3 BASE 2yr 24.13 912.541 915.000 0.0006 87137 12.08 26.788 24.02 0.354 POND4 BASE 100yr 24.10 912.730 914.000 0.0010 50423 12.00 29.355 12.03 0.572 POND4 BASE 10yr 20.11 911. 540 914.000 0.0018 44207 12.00 18.240 12.29 0.596 POND4 BASE 2yr 15.46 911.035 914.000 0.0004 41566 12.08 10.237 15.46 0.374 STR105 BASE 100yr 12.38 906.201 909.000 0.0043 141 12.50 6.255 12.54 6.313 STR105 BASE 10yr 12.45 905.136 909.000 0.0081 220 13.60 4.999 12.63 5.082 STR105 BASE 2yr 12.52 904. 688 909.000 -0.0099 439 12.50 4.700 15.92 3.710 Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. Page 10f3 L::J l=: t=:! CJ a:= t:= t:= -==:2 -== t=::J a:::.=J t:=J c::: L::J t:= CJ -== -== l::= Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs STR105A BASE 100yr 12.36 906.008 908.000 0.0036 133 12.32 8.637 12.33 8.605 STR105A BASE 10yr 12.43 905.035 908.000 0.0071 133 12.63 5.822 12.37 5.606 STR105A BASE 2yr 12.52 904.652 908.000 0.0093 169 12.51 3.872 12.52 3.706 STR109 BASE 100yr 15.33 908.342 913.000 0.0007 533 23.90 4.482 23.94 4.482 STR109 BASE 10yr 15.20 908.205 913.000 0.0017 569 20.28 3.568 20.38 3.568 STR109 BASE 2yr 15.27 908.053 913.000 0.0012 642 18.99 2.555 18.03 2.563 STR122 BASE 100yr 12.09 913.289 916.700 -0.0135 131 12.12 45.732 12.08 45.430 STR122 BASE 10yr 12.08 911. 864 916.700 0.0100 449 12.08 28.887 12.08 28.854 STR122 BASE 2yr 12.08 911. 221 916.700 0.0077 471 12.08 18.393 12.08 16.653 STR123 BASE 100yr 12.09 912.823 916.700 0.0142 201 12.08 46.597 12.09 46.570 STR123 BASE 10yr 12.09 911.796 916.700 0.0087 464 12.08 29.583 12.09 29.558 STR123 BASE 2yr 12.09 911.161 916.700 0.0083 492 12.08 17 . 058 12.09 16.721 STR129 BASE 100yr 12.09 915.086 915.700 0.0129 142 12.08 28.942 12.12 28.813 STR129 BASE 10yr 12.08 912.706 915.700 0.0039 457 12.08 18.596 12.08 18.540 STR129 BASE 2yr 12.09 912.285 915.700 -0.0040 595 12.08 10.793 12.09 10.708 STR129A BASE 100yr 12.09 913.999 916.500 0.0164 146 12.08 30.158 12.12 33.120 STR129A BASE 10yr 12.09 912.058 916.500 -0.0080 750 12.08 19.408 12.09 19.398 STR129A BASE 2yr 12.09 911.546 916.500 -0.0075 754 12.09 11.189 12.09 13.146 STR140 BASE 100yr 12,09 918.660 919.430 0.0100 126 12.00 7.019 12.14 6.623 STR140 BASE 10yr 12.08 914.728 919.430 -0.0100 126 12.03 4.549 12.07 4.464 STR140 BASE 2yr 12.09 913 .148 919.430 -0.0028 321 12.03 3.106 12.09 3.056 STR141 BASE 100yr 12.10 918.517 919.430 0.0093 117 12.36 1. 359 12.36 1.701 STRl41 BASE 10yr 12.08 914.710 919.430 -0.0096 117 12.24 1. 015 12.23 1.459 STR141 BASE 2yr 12.09 913.150 919.430 -0.0032 189 23.50 0.636 23.50 0.636 STR142 BASE 100yr 12.11 918.015 918.500 0.0075 117 23.87 1.303 23.76 1.303 STR142 BASE 10yr 12.09 914.595 918.500 -0.0090 117 23.85 0.959 23.90 0.959 STR142 BASE 2yr 24.21 913.198 918.500 -0.0017 182 23.83 0.630 23.75 0.630 STR145 BASE 100yr 23.81 912.654 913.000 0.0097 121 12.01 3.870 12.03 3.093 STR145 BASE 10yr 19.96 911. 410 913.000 -0.0093 121 12.44 3.567 12.44 1. 667 STR145 BASE 2yr 16.72 910.207 913.000 -0.0011 252 12.09 0.827 12.05 0.769 STR146 BASE 100yr 23.81 912.655 912.800 0.0086 119 12.03 2.755 12.01 3.870 STR146 BASE 10yr 19.96 911.411 912.800 -0.0092 119 12.08 1. 667 12.44 3.567 STR146 BASE 2yr 16.65 910.242 912.800 -0.0005 221 12.08 0.841 12.09 0.827 STR158 BASE 100yr 23.79 912.655 915.000 0.0050 189 12.04 15.333 12.04 15.091 STR158 BASE 10yr 19.95 911.414 915.000 -0.0069 154 12.05 10.625 12.06 10.614 STR158 BASE 2yr 16.70 910.212 915.000 0.0100 317 12.06 5.695 12.07 5.685 STR159A BASE 100yr 23.76 912.658 916.500 0.0069 123 12.04 15.455 12.04 15.333 STR159A BASE 10yr 19.95 911.412 916.500 0.0097 196 12.04 10.644 12.05 10.625 STR159A BASE 2yr 12.06 910.539 916.500 -0.0093 304 12.05 5.700 12.06 5.695 STR160 BASE 100yr 23.76 912.659 916.500 0.0084 122 12.05 13.407 12.05 13.153 STR160 BASE 10yr 19.96 911.421 916.500 -0.0094 247 12.04 9.262 12.05 9.231 STR160 BASE 2yr 12.06 910.594 916.500 0.0044 299 12.05 4.951 12.06 4.936 STR161 BASE 100yr 12.12 913.094 915.000 0.0092 129 12.05 11.682 12.05 11.412 STR161 BASE 10yr 19.94 911.420 915.000 0.0069 398 12.03 8.094 12.04 8.013 STR161 BASE 2yr 12.05 910.892 915.000 -0.0030 427 12.04 4.293 12.05 4.275 Interconnected Channel and Pond Routing Model (ICPR) if)2002 Streamline Technologies, Inc. Page 2 of3 a::= c= LJ c= l:=:= ~ CJ CJ -== r:= a::= E:J CJ r:= a::= CJ r:::= .:=: C:J Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs STR162 BASE 100yr 12.11 913.867 916.400 0.0063 123 12.04 9.909 12.06 9.626 STR162 BASE 10yr 12.03 911. 859 916.400 -0.0043 294 12.02 6.790 12.03 6.766 STR162 BASE 2yr 12.03 911. 496 916.400 0.0018 304 12.03 3.581 12.04 3.579 STR163 BASE 100yr 12.10 914.107 916.400 0.0095 122 12.01 8.747 12.06 8.429 STR163 BASE 10yr 12.03 911. 914 916.400 -0.0029 266 12.01 5.795 12.03 5.762 STR163 BASE 2yr 12.04 911. 543 916.400 -0.0011 283 12.02 3.045 12.04 3.033 STR164 BASE 100yr 12.09 915.131 916.300 0.0085 120 12.00 7.495 12.07 6.886 STR164 BASE 10yr 12.04 912.368 916.300 -0.0031 246 12.00 4.581 12.04 4.542 STR164 BASE 2yr 12.09 912.007 916.300 -0.0008 256 12.08 2.413 12.08 2.390 Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. Page 3 of3 u ' " ' . '. , - .3, ,(' ,', i'";'- Dc:.' , , r . 'D~ . '.' . w'; . D " . , ' U " . o u . Ll > ,U. W' U':. 'w ' u ',' 0, . U 'U'" . D . '.' . U,.... . , -; ,PIPESIZING ,. "",' , , , CALCULATIONS ' }.. :. " . ~ ..' . . - ' , I I r:=J CJ t:=:: l::= c.:::; r::= t=J CJ CJ t=} t:=J CJ c::-: c.:\ t=J r=J a:=:: t==i C=i Heather Knoll Section 2 & 3 Job # 47175 Post-Developed Site Time of Concentrations StormCAD Date: 11/2/04 Basin Sheet Flow Manual (LN) Description n= L= P2 = s= T, = .007(nL)O.8/(P2 U'.SU.4) Description v= L= Tt = LN Tc (total) T c (total) (f1) (in/hr) (fllfI) (hrs) (fils) (f1) (hrs) (hrs) (min) 146 Grass 0.15 105 2.66 0.02 0.1862 Gutter / Swale 2 90 0.0125 0.1987 11.9 1488 Grass 0.15 35 2.66 0.02 0.0773 Gutter / Swale 2 165 0.0229 0.1003 6.0 149 Grass 0.15 35 2.66 0.02 0.0773 Gutter / Swale 2 120 0.0167 0.0940 5.6 150 Grass 0.15 105 2.66 0.02 0.1862 Gutter / Swale 2 130 0.0181 0.2043 12.3 151 Grass 0.15 160 2.66 0.02 0.2609 Gutter / Swale 2 155 0.0215 0.2824 16.9 153 Grass 0.15 80 2.66 0.02 0.1498 Gutter / Swale 2 90 0.0125 0.1623 9.7 154 Grass 0.15 85 2.66 0.02 0.1573 Gutter / Swale 2 110 0.0153 0.1726 10.4 155 Grass 0.15 105 2.66 0.02 0.1862 Gutter / Swale 2 40 0.0056 0.1918 11.5 156 Grass 0.15 140 2.66 0.02 0.2344 Gutter / Swale 2 65 0.0090 0.2435 14.6 159 Grass 0.15 70 2.66 0.02 0.1346 Gutter / Swale 2 175 0.0243 0.1590 9.5 160 Grass 0.15 75 2.66 0.02 0.1423 Gutter / Swale 2 155 0.0215 0.1638 9.8 161 Grass 0.15 80 2.66 0.02 0.1498 Gutter / Swale 2 85 0.0118 0.1616 9.7 162 Grass 0.15 65 2.66 0.02 0.1269 Gutter / Swale 2 15 0.0021 0.1290 7.7 163 Grass 0.15 65 2.66 0.02 0.1269 Gutter / Swale 2 100 0.0139 0.1408 8.4 165 Grass 0.15 70 2.66 0.02 0.1346 Gutter / Swale 2 200 0.0278 0.1624 9.7 166 Grass 0.15 80 2.66 0.02 0.1498 Gutter / Swale 2 245 0.0340 0.1839 11.0 171 Grass 0.15 110 2.66 0.02 0.1933 Gutter / Swale 2 160 0.0222 0.2155 12.9 172 Grass 0.15 220 2.66 0.02 0.3366 Gutter / Swale 2 0 0.0000 0.3366 20.2 174 Grass 0.15 85 2.66 0.02 0.1573 Gutter / Swale 2 0 0.0000 0.1573 9.4 175 Grass 0.15 35 2.66 0.02 0.0773 Gutter / Swate 2 50 0.0069 0.0843 5.1 177 Grass 0.15 80 2.66 0.02 0.1498 Gutter / Swale 2 75 0.0104 0.1602 9.6 178 Grass 0.15 70 2.66 0.02 0.1346 Gutter / Swale 2 160 0.0222 0.1569 9.4 c=. L~ c= -== ~ a::= c= c::: LJ -== L::::: L ! c=. ~ r. -==: LJ c= c= Heather Knoll Section 2 & 3 Job #47175 Post-Developed Site Time of Concentrations StormCAD Date: 11/2/04 Basin Sheet Flow Manual (LN) Description n= L= P2 = s= Tt = .OO7(nL)O.8/(P2u.'SU.4) Description v= L= Tt = LIV T c (total) Tc (total) (ft) (in/hr) (ftIft) (hrs) (ftIs) (ft) (hrs) (hrs) (minI 179 Grass 0.15 85 2.66 0.02 0.1573 Gutter / Swale 2 40 0.0056 0.1628 9.8 181 Grass 0.15 65 2.66 0.02 0.1269 Gutter / Swale 2 80 0.0111 0.1380 8.3 182 Grass 0.15 80 2.66 0.02 0.1498 Gutter / Swale 2 280 0.0389 0.1887 11.3 183 Grass 0.15 120 2.66 0.02 0.2072 Gutter / Swale 2 250 0.0347 0.2420 14.5 184 Grass 0.15 85 2.66 0.02 0.1573 Gutter / Swale 2 120 0.0167 0.1739 10.4 185 Grass 0.15 85 2.66 0.02 0.1573 Gutter / Swale 2 65 0.0090 0.1663 10.0 186 Grass 0.15 70 2.66 0.02 0.1346 Gutter / Swale 2 220 0.0306 0.1652 9.9 187 Grass 0.15 70 2.66 0.02 0.1346 Gutter / Swale 2 230 0.0319 0.1666 10.0 189 Grass 0.15 110 2.66 0.02 0.1933 Gutter / Swale 2 140 0.0194 0.2127 12.8 190 Grass 0.15 90 2.66 0.02 0.1646 Gutter / Swale 2 0 0.0000 0.1646 9.9 191 Grass 0.15 75 2.66 0.02 0.1423 Gutter / Swale 2 0 0.0000 0.1423 8.5 192 Grass 0.15 70 2.66 0.02 0.1346 Gutter / Swale 2 70 0.0097 0.1444 8.7 193 Grass 0.15 70 2.66 0.02 0.1346 Gutter / Swale 2 155 0.0215 0.1562 9.4 194 Grass 0.15 110 2.66 0.02 0.1933 Gutter / Swale 2 115 0.0160 0.2093 12.6 195 Grass 0.15 180 2.66 0.02 0.2866 Gutter / Swale 2 60 0.0083 0.2950 17.7 196 Grass 0.15 90 2.66 0.02 0.1646 Gutter / Swale 2 200 0.0278 0.1924 11.5 197 Grass 0.15 90 2.66 0.02 0.1646 Gutter / Swale 2 170 0.0236 0.1882 11.3 198 Grass 0.15 100 2.66 0.02 0.1791 Gutter / Swale 2 110 0.0153 0.1944 11.7 199 Grass 0.15 65 2.66 0.02 0.1269 Gutter / Swale 2 75 0.0104 0.1373 8.2 200 Grass 0.15 80 2.66 0.02 0.1498 Gutter / Swale 2 140 0.0194 0.1693 10.2 201 Grass 0.15 95 2.66 0.02 0.1719 Gutter / Swale 2 80 0.0111 0.1830 11.0 203 Grass 0.15 80 2.66 0.02 0.1498 Gutter / Swale 2 60 0.0083 0.1582 9.5 204 Grass 0.15 80 2.66 0.02 0.1498 Gutter / Swale 2 40 0.0056 0.1554 9.3 206 Grass 0.15 70 2.66 0.02 0.1346 Gutter / Swale 2 155 0.0215 0.1562 9.4 207 Grass 0.15 90 2.66 0.02 0.1646 Gutter / Swale 2 85 0.0118 0.1764 10.6 208 Grass 0.15 135 2.66 0.02 0.2277 Gutter / Swale 2 100 0.0139 0.2416 14.5 u u u u u u u u u u u u u u u D u u u Scenario: Design 11/2/04 Structure Input Report Stru ctu re Area Inlet Time Local Local Label (acres) C of Rational Intensity Concentration Flow (in/h r) (min) (cfs) 148 148A 1488 0.55 0.37 6.00 1.27 6.20 149 0.26 0.55 5.60 0.91 6.32 150 0.41 0.55 12.30 1.07 4.72 151 0.72 0.33 16.90 1.01 4.23 152 153 0.73 0.54 9.70 2.02 5.09 154 0.50 0.53 10.40 1.32 4.95 155 0.63 0.52 11.50 1.59 4.82 156 1.29 0.30 14.60 1.74 4.45 164 165 0.95 0.55 9.70 2.68 5.09 166 0.94 0.52 11.00 2.40 4.88 168 169 170 171 0.84 0.57 12.90 2.25 4.65 172 1.57 0.30 20.20 1.87 3.93 173 174 0.39 0.53 9.40 1.08 5.18 175 0.11 0.51 5.10 0.37 6.47 176 177 0.24 0.44 9.60 0.54 5.12 178 0.40 0.53 9.40 1.11 5.18 179 0.58 0.52 9.80 1.54 5.06 180 181 0.54 0.52 8.30 1.56 5.51 182 0.93 0.55 11.30 2.50 4.84 183 1.75 0.36 14.50 2.83 4.46 184 0.68 0.35 10.40 1.19 4.95 185 0.41 0.39 10.00 0.81 5.00 186 0.45 0.53 9.90 1.21 5.03 187 0.64 0.55 10.00 1.77 5.00 188 189 0.77 0.33 12.80 1.19 4.66 190 0.21 0.40 8.50 0.46 5.45 191 0.24 0.44 8.70 0.57 5.39 192 0.30 0.54 8.70 0.88 5.39 193 0.37 0.54 9.40 1.04 5.18 194 0.60 0.34 12.60 0.96 4.69 195 0.63 0.27 17.70 0.71 4.16 196 0.72 0.58 11.50 2.03 4.82 197 0.84 0.58 11.30 2.38 4.84 198 0.77 0.34 11.70 1.27 4.80 199 0.45 0.53 8.20 1.33 5.54 200 0.60 0.54 10.20 1.63 4.98 201 0.49 0.38 11.00 0.92 4.88 202 203 0.12 0.54 9.50 0.34 5.15 204 0.42 0.52 9.30 1.15 5.21 Title: 47175 Section 2&3 s:\47175\drainage\stmc\47175section 2&3.stm 11/30104 08:04:07 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 2 u Scenario: Design 11/2/04 u Structure Input Report u Structure Area Inlet Time Local Local Label (acres) C ot Rational Intensity Concentration Flow (in/hr) (min) (cfs) I 205 206 1.08 0.52 9.40 2.93 5.18 207 1.02 0.52 10.60 2.63 4.93 208 0.83 0.34 i 14.50 1.27 4.46 I o u u u u u u u u u u u u u u u Title: 47175 Section 2&3 s:\47175\drainage\stmc\47175section 2&3.stm 11/30/04 08:04:07 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 2 of 2 u u u o u u u '\ U u u u u u u u o u u u Scenario: Design 11/2/04 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) 148B-148A 12 inch Circular 0.003 90.00 148B 910.77 148A 910.50 149-148 15 inch Circular 0.002 66.00 149 910.64 148 910.50 150-149 15 inch Circular 0.002 50.00 150 910.74 149 910.64 151-150 12 inch Circular 0.003 77.00 151 911.00 150 910.74 153-152 18 inch Circular 0.005 62.00 153 910.81 152 910.50 154-153 15 inch Circular 0.005 97.00 154 911 .29 153 910.81 155-154 12 inch Circular 0.005 36.00 155 911.47 154 911 .29 156-153 12 inch Circular 0.005 150.00 156 911.56 153 910.81 165-164 18 inch Circular 0.005 152.00 165 912.13 164 911.37 166-165 12 inch Circular 0.005 37.00 166 912.31 165 912.13 169-168 18 inch Circular 0.002 59.00 169 911.65 168 911.50 170-169 18 inch Circular 0.003 190.00 170 912.14 169 911.65 171-170 12 inch Circular 0.010 20.00 171 912.34 170 912.14 172-170 15 inch Circular 0.003 155.00 172 912.53 170 912.14 174-173 18 inch Circular 0.003 204.00 174 912.12 173 911.50 175-174 15 inch Circular 0.003 32.00 175 912.21 174 912.12 176-175 12 inch Circular 0.002 84.00 176 912.41 175 912.21 177-176 12 inch Circular 0.003 75.00 177 912.64 176 912.41 178-175 15 inch Circular 0.004 55.00 178 912.40 175 912.21 179-178 12 inch Circular 0.003 30.00 179 912.49 178 912.40 181-180 30 inch Circular 0.003 200.00 181 912.00 180 911.50 182-181 30 inch Circular 0.003 30.00 182 912.08 181 912.00 183-182 30 inch Circular 0.002 145.00 183 912.44 182 912.08 184-183 27 inch Circular 0.002 149.00 184 912.81 183 912.44 185-184 27 inch Circular 0.003 214.00 185 913.36 184 912.81 186-185 18 inch Circular 0.002 145.00 186 913.72 185 913.36 187-186 15 inch Circular 0.003 30.00 187 913.80 186 913.72 188-187 12 inch Circular 0.003 65.00 188 913.96 187 913.80 189-188 12 inch Circular 0.003 90.00 189 914.18 188 913.96 190-185 24 inch Circular 0.002 52.00 190 913.49 185 913.36 191-190 24 inch Circular 0.002 35.00 191 913.57 190 913.49 192-191 15 inch Circular 0.003 134.00 192 913.91 191 913.57 193-192 15 inch Circular 0.002 45.00 193 914.02 192 913.91 194-193 12 inch Circular 0.003 132.00 194 914.35 193 914.02 195-194 12 inch Circular 0.003 200.00 195 914.99 194 914.35 196-191 24 inch Circular 0.003 112.00 196 913.91 191 913.57 197-196 21 inch Circular 0.003 30.00 197 914.00 196 913.91 198-197 18 inch Circular 0.003 110.00 198 914.33 197 914.00 199-198 18 inch Circular 0.003 135.00 199 914.74 198 914.33 200-199 15 inch Circular 0.003 50.00 200 914.89 199 914.74 201-200 12 inch Circular 0.003 140.00 201 915.31 200 914.89 203-202 12 inch Circular 0.010 209.00 203 913.62 202 911.50 204-203 12 inch Circular 0.005 36.00 204 913.80 203 913.62 206-205 18 inch Circular 0.005 200.00 206 914.00 205 913.00 207-206 15 inch Circular 0.005 32.00 207 914.16 206 914.00 208-207 12 inch Circular 0.005 150.00 208 914.91 207 914.16 Title: 47175 Section 2&3 s:\47175\drainage\stmc\47175section 2&3.stm 11/30/04 08:04:24 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 u ~l U u o D u u o u u u u u u o u u u u Scenario: Design 11/2/04 Pipe Output Report Label Section Length Mannings Constructed Upstream Upstream Downstream Downstream Average Full Size (ft) n Slope Node Invert Node Invert Velocity Capacity (ftIft) Elevation Elevation (ftIs) (cfs) (ft) (ft) 1488-148 12 inch 90.00 0.013 0.003 1488 910.77 148A 910.50 2.65 1.95 149-148 15 inch 66.00 0.013 0.002 149 910.64 148 910.50 2.69 2.93 150-149 15 inch 50.00 0.013 0.002 150 910.74 149 910.64 2.53 2.89 151-150 12 inch 77.00 0.013 0.003 151 911.00 150 910.74 2.64 2.09 153-152 18 inch 62.00 0.013 0.005 153 910.81 152 910.50 4.68 7.43 154-153 15 inch 97.00 0.013 0.005 154 911.29 153 910.81 3.90 4.52 155-154 12 inch 36.00 0.013 0.005 155 911.47 154 911.29 3.43 2.55 156-153 12 inch 150.00 0.013 0.005 156 911.56 153 910.81 3.46 2.52 165-164 18 inch 152.00 0.013 0.005 165 912.13 164 911.37 4.50 7.43 166-165 12 inch 37.00 0.013 0.005 166 912.31 165 912.13 3.60 2.48 169-168 18 inch 59.00 0.013 0.002 169 911.65 168 911.50 3.18 5.21 170-169 18 inch 190.00 0.013 0.003 170 912.14 169 911.65 3.27 5.36 171-170 12 inch 20.00 0.013 0.010 171 912.34 170 912.14 4.80 3.56 172-170 15 inch 155.00 0.013 0.003 172 912.53 170 912.14 2.73 3.24 174-173 18 inch 204.00 0.013 0.003 174 912.12 173 911.50 3.58 5.77 175-174 15 inch 32.00 0.013 0.003 175 912.21 174 912.12 3.18 3.43 176-175 12 inch 84.00 0.013 0.002 176 912.41 175 912.21 1.96 1.76 177-176 12 inch 75.00 0.013 0.003 177 912.64 176 912.41 2.15 1.97 178-175 15 inch 55.00 0.013 0.004 178 912.40 175 912.21 3.36 3.85 179-178 12 inch 30.00 0.013 0.003 179 912.49 178 912.40 2.75 1.95 181-180 30 inch 200.00 0.013 0.003 181 912.00 180 911.50 4.76 20.51 182-181 30 inch 30.00 0.013 0.003 182 912.08 181 912.00 4.74 20.51 183-182 30 inch 145.00 0.013 0.002 183 912.44 182 912.08 4.69 20.51 184-183 27 inch 149.00 0.013 0.002 184 912.81 183 912.44 4.42 15.43 185-184 27 inch 214.00 0.013 0.003 185 913.36 184 912.81 4.49 15.70 186-185 18 inch 145.00 0.013 0.002 186 913.72 185 913.36 2.13 5.25 187-186 15 inch 30.00 0.013 0.003 187 913.80 186 913.72 2.22 3.23 188-187 12 inch 65.00 0.013 0.003 188 913.96 187 913.80 1.48 1.78 189-188 12 inch 90.00 0.013 0.003 189 914.18 188 913.96 1.52 1.78 190-185 24 inch 52.00 0.013 0.002 190 913.49 185 913.36 4.10 11.31 191-190 24 inch 35.00 0.013 0.002 191 913.57 190 913.49 4.09 11.31 192-191 15 inch 134.00 0.013 0.003 192 913.91 191 913.57 2.35 3.23 193-192 15 inch 45.00 0.013 0.002 193 914.02 192 913.91 1.85 3.23 194-193 12 inch 132.00 0.013 0.003 194 914.35 193 914.02 1.93 1.78 195-194 12 inch 200.00 0.013 0.003 195 914.99 194 914.35 2.35 2.02 196-191 24 inch 112.00 0.013 0.003 196 913.91 191 913.57 4.28 12.39 197-196 21 inch 30.00 0.013 0.003 197 914.00 196 913.91 4.01 8.68 198-197 18 inch 110.00 0.013 0.003 198 914.33 197 914.00 3.64 5.75 199-198 18 inch 135.00 0.013 0.003 199 914.74 198 914.33 3.43 5.75 200-199 15 inch 50.00 0.013 0.003 200 914.89 199 914.74 3.11 3.54 201-200 12 inch 140.00 0.013 0.003 201 915.31 200 914.89 2.45 1.95 203-202 12 inch 209.00 0.013 0.010 203 913.62 202 911.50 4.34 3.59 204-203 12 inch 36.00 0.013 0.005 204 913.80 203 913.62 3.13 2.52 206-205 18 inch 200.00 0.013 0.005 206 914.00 205 913.00 4.68 7.43 207-206 15 inch 32.00 0.013 0.005 207 914.16 206 914.00 4.12 4.57 208-207 12 inch 150.00 0.013 0.005 208 914.91 207 914.16 3.21 2.52 Title: 47175 Section 2&3 s:\47175\drainage\stmc\4 7175section 2&3.stm 11/30/04 08:04:29 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 u u u D u D u D u D u o u D D u u -] U u Scenario: Design 11/2/04 Pipe Output Report II Label Section Length Constructed Upstream Hydraulic Downstream Hydraulic Total System Size (ft) Slope Node Grade Node Grade System Intensity (ftlft) Line In Line Out Flow (in/h r) (ft) (ft) (cfs) 1488-1481 12 inch 90.00 0.003 1488 911.36 148A 910.98 1.27 6.20 149-148 15 inch 66.00 0.002 149 911.46 148 911.14 2.54 4.16 150-149 15 inch 50.00 0.002 150 911.54 149 911.46 1.95 4.19 151-150 12 inch 77.00 0.003 151 911.60 150 911.54 1.01 4.23 153-152 18 inch 62.00 0.005 153 911.84 152 911.45 6.05 4.37 154-153 15 inch 97.00 0.005 154 912.02 153 911.84 2.87 4.80 155-154 12 inch 36.00 0.005 155 912.09 154 912.02 1.59 4.82 156-153 12 inch 150.00 0.005 156 912.18 153 911.84 1.74 4.45 165-164 18 inch 152.00 0.005 165 913.03 164 912.23 4.95 4.86 166-165 12 inch 37.00 0.005 166 913.17 165 913.03 2.40 4.88 169-168 18 inch 59.00 0.002 169 912.53 168 912.22 3.60 3.76 170-169 18 inch 190.00 0.003 170 913.05 169 912.53 3.68 3.85 171-170 12 inch 20.00 0.010 171 913.06 170 913.05 2.25 4.65 172-170 15 inch 155.00 0.003 172 913.25 170 913.05 1.87 3.93 174-173 18 inch 204.00 0.003 174 913.09 173 912.30 4.33 4.87 175-174 15 inch 32.00 0.003 175 913.18 174 913.09 3.33 4.89 176-175 12 inch 84.00 0.002 176 913.20 175 913.18 0.53 4.98 177-176 12 inch 75.00 0.003 177 913.21 176 913.20 0.54 5.12 178-175 15 inch 55.00 0.004 178 913.27 175 913.18 2.59 5.01 179-178 12 inch 30.00 0.003 179 913.31 178 913.27 1.54 5.06 181-180 30 inch 200.00 0.003 181 913.90 180 913.02 19.95 3.59 182-181 30 inch 30.00 0.003 182 913.98 181 913.90 18.98 3.60 183-182 30 inch 145.00 0.002 183 914.27 182 913.98 17.35 3.65 184-183 27 inch 149.00 0.002 184 914.63 183 914.27 15.23 3.70 185-184 27 inch 214.00 0.003 185 915.12 184 914.63 14.62 3.77 186-185 18 inch 145.00 0.002 186 915.31 185 915.12 3.77 4.43 187-186 15 inch 30.00 0.003 187 915.36 186 915.31 2.72 4.46 188-187 12 inch 65.00 0.003 188 915.43 187 915.36 1.16 4.55 189-188 12 inch 90.00 0.003 189 915.53 188 915.43 1.19 4.66 190-185 24 inch 52.00 0.002 190 915.22 185 915.12 10.86 3.79 191-190 24 inch 35.00 0.002 191 915.29 190 915.22 10.57 3.80 192-191 15 inch 134.00 0.003 192 915.56 191 915.29 2.89 3.89 193-192 15 inch 45.00 0.002 193 915.61 192 915.56 2.27 3.93 194-193 12 inch 132.00 0.003 194 915.85 193 915.61 1.52 4.03 195-194 12 inch 200.00 0.003 195 915.93 194 915.85 0.71 4.16 196-191 24 inch 112.00 0.003 196 915.43 191 915.29 8.84 4.58 197-196 21 inch 30.00 0.003 197 915.48 196 915.43 6.94 4.59 198-197 18 inch 110.00 0.003 198 915.66 197 915.48 4.74 4.65 199-198 18 inch 135.00 0.003 199 915.79 198 915.66 3.57 4.73 200-199 15 inch 50.00 0.003 200 915.85 199 915.79 2.45 4.77 201-200 12 inch 140.00 0.003 201 915.94 200 915.85 0.92 4.88 203-202 12 inch 209.00 0.010 203 914.13 202 911.95 1.47 5.15 204-203 12 inch 36.00 0.005 204 914.27 203 914.13 1.15 5.21 206-205 18 inch 200.00 0.005 206 915.03 205 913.95 6.04 4.36 207-206 15 inch 32.00 0.005 207 915.10 206 915.03 3.58 4.37 208-207 12 inch 150.00 0.005 208 915.41 207 915.10 1.27 4.46 Title: 47175 Section 2&3 s:\47175\drainage\stmc\47175section 2&3.stm 11/30/04 08:04:34 AM @ Haestad Methods, Inc. Project Engineer: Dave Stoeppelwerth 5toeppelwerth & Associates, Inc StormCAD v5.5 [5.5003] 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 ..0 "".',' ' .' ,,' .-' " '-. . ..... D:' ....... O " '.' . ,r '_ . ' .,. . , 0, ...'. 'D' 'D ,. ," . O' . . . . .0 " . ' D. ..' , . ,0 ",,'. o ." '0 u" o . .' D.' . D..' D D' /' o - c( ", ,'. , . ,.., . " ' I ,":..' , . ", . . . ,. " ." '.. . . GU~TTER SPREAD CALCULATIONS ',' D D D Label Inlet Local Inlet Local C Intensit) Area Rational (in/hr) (acres) Flow (cfs) 1488 0.37 6.20 0.55 1.27 149 0.55 6.32 0.26 0.91 150 0.55 4.72 0.41 1.07 151 0.33 4.23 0.72 1.01 153 0.54 5.09 0.73 2.02 154 0.53 4.95 0.50 1.32 155 0.52 4.82 0.63 1.59 156 0.30 4.45 1.29 1.74 165 0.55 5.09 0.95 2.68 166 0.52 4.88 0.94 2.40 171 0.57 4.65 0.84 2.25 172 0.30 3.93 1.57 1.87 174 0.53 5.18 0.39 1.08 175 0.51 6.47 0.11 0.37 177 0.44 5.12 0.24 0.54 178 0.53 5.18 0.40 1.11 179 0.52 5.06 0.58 1.54 181 0.52 5.51 0.54 1.56 182 0.55 4.84 0.93 2.50 183 0.36 4.46 1.75 2.83 184 0.35 4.95 0.68 1.19 185 0.39 5.00 0.41 0.81 186 0.53 5.03 0.45 1.21 187 0.55 5.00 0.64 1.77 189 0.33 4.66 0.77 1.19 190 0.40 5.45 0.21 0.46 191 0.44 5.39 0.24 0.57 192 0.54 5.39 0.30 0.88 193 0.54 5.18 0.37 1.04 194 0.34 4.69 0.60 0.96 195 0.27 4.16 0.63 0.71 196 0.58 4.82 0.72 2.03 197 0.58 4.84 0.84 2.38 198 0.34 4.80 0.77 1.27 199 0.53 5.54 0.45 1.33 200 0.54 4.98 0.60 1.63 201 0.38 4.88 0.49 0.92 203 0.54 5.15 0.12 0.34 204 0.52 5.21 0.42 1.15 206 0.52 5.18 1.08 2.93 207 0.52 4.93 1.02 2.63 208 0.34 4.46 0.83 1.27 D o D D D D D u D u o D u u D Title: 47175 Section 2&3 s:\47175\drainage\stmc\47175section 2&3.stm 11130104 08:04:40 AM @ Haestad Methods, Inc. u Scenario: Design 11/2/04 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 r=J LJ c::J t:=J t.=J CJ c::: t:=J LJ LJ ~ a:=J l:::=:J LJ Heather Knoll Job# 47175 Inlet Capacity Calculations Q. = C o.I{{2gNJ }o.s Date: 11/2/04 Street Width 30 ft Cross Sectional Gutter Inlet Rational Flow Grate Perimeter Depth at Casting Slope Spread Inlet Type (c.f.s. ) (ft) (ftl (%) (ft) 149 0.91 4.58 0.16 2.54% 4.42 Sinole 150 . 1.07 4.58 0.18 2.54% 5.15 Sinale 154 1.32 4.58 0.21 2.54% 6.23 Single 155 1.59 4.58 0.24 2.54% 7.32 Sinole 165 2.68 6.75 0.26 2.54% 8.19 Double 166 2.40 4.58 0.31 2.54% 10.27 Sinole 171 2.25 4.58 0.30 2.54% 9.75 Sinale 174 1.08 4.58 0.18 2.54% 5.20 Single 175 0.37 4.58 0.09 2.54% 1.53 Single 178 1.11 4.58 0.19 2.54% 5.33 Sinole 179 1.54 4.58 0.23 2.54% 7.12 Sinale 181 1.56 4.58 0.23 2.54% 7.20 Sinole 182 2.50 4.58 0.32 2.54% 10.61 Sinole 816 1.21 4.58 0.20 2.54% 5.77 Sinale 187 1.77 4.58 0.25 2.54% 8.01 Single 193 1.04 4.58 0.18 2.54% 5.02 Single 194 0.96 4.58 0.17 2.54% 4.65 Sinole 196 2.03 4.58 0.28 2.54% 8.97 Sinole 197 2.38 4.58 0.31 2.54% 10.20 Single 199 1.33 4.58 0.21 2.54% 6.27 Sinole 200 1.63 4.58 0.24 2.54% 7.47 Sinale 203 0.34 4.58 0.08 2.54% 1.33 Single 204 1.15 4.58 0.19 2.54% 5.51 Sino Ie 206 2.93 6.75 0.27 2.54% . 8.82 Double 207 2.63 4.58 0.33 2.54% 11.04 Single t=J LJ LJ LJ LJ