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Drainage Report
1- o ('U', '0 D 0' '0 I,D" D '-, -, IU '0' ' I: " ' I ' . , , 1:.0 '['0-'" I' I o o ,0 o o o o ".......... CHERRY'CREEK ESTATES SECTION 5 DRAINAGE REPORT . /<S;j0'~d'OcLZ;:{~~\, , /(,.~0/' . " ,.'./ i,.:";" , ~" _",. I, -"I,> "\''''' ,.!~ ";,, ,.\\il~\) "'\> -, -(", \.\ " \ \ -,_J -~\\'\ . ' ' (",-, !,,;;.)\;, " ':":." \ jipJ ' ' '_' \)" ~"MI \;u\ 's' ""-/ i_"', 'C; , I \, '\)'" -- ." \J \1"1,'\ . ,'/>/ ",', ,,' /,Y'. 1 ~' , /,'''' '-:' /, ,-,/ /~ '" 'r" Y " "'':: !'7~--'..--:f{\1:'& y , '''--Z..J. ' . ';!j, I ,\ ~ --.!..-'.ajJ~.~ ;.' PREPARE~ FOR: ,'Platinum Properties, L.L.C. 9551 Delegates Row Indianapolis, IN 46240 PREPARED BY: . . Christopher M Figueroa Stoeppelwerth aridA~sociates (317) 577 -'3400, ext.33 DATE PREPARED: September 28, 20Q4 L- [0 iD' I Ie D o 10 i 10 D D D D o o 'D" D D ,D U o CHERRY CREEK ESTATES SECTION 5 . TABLE' OF CONTENTS 1. . PROJECT NARRATIVE . 2. PRE-DEVELOPED CONDITIONS . . . . 3. POST-DEVELOPED CONDITIONS. 4. .' PIPE SIZING CALCULATIONS 5.: . GUTTER SPREAD 'CALCULATIONS 6. BACK COVER POCKET ~ . POST-DEVELbPEDSTc>RAGE.;ROUTING MODEL BASIN MAP . PosT-DEVELOPED PIPE-SIZING MODEL BASIN MAP PRE-DEVELoPED & OFFSITE BASIN MAP .." ,.", I.~' 1:D O. I', : o D o o o D. iD I · o ;0 iO !O o o o , ., J' CHERRYCREEKESTATES . SECTION 5 DRAINAGE NARRATIVE . . J?latinuni Ptopertjes, .~.L.C. is proposing the development of. a residential subdivision in Hamilton County to be known as Cherry Creek Estates, Section Five. The site is located on the East Side.Of Hazel Dell Parkway ana' on the. Northwest Comer of the intersection with Cherry Tree Road. The site is more specifically.located in a part of the Southwest and Southeasf Quarters of Section 22, Township 1 8 North, Range 4 East in Clay Township, Hamilton C~Unty,Indiana. . EXISTiNG CONDITIONS . . , The pre..:developed Cherry Creek Estates site. has been analyzed as one single (, "-' -' '" . -.'. . .. \ . ~ , basin that entirely draiI1s tothe.Ve~tal Ditch, or locally known as Kirkendall Creek at that locatio.n. All 65..34 acres ,of the pre-developed site rullS directly i.nto the Vestal I>itch. . Oneoffsite 'basinto~then6rthof the site's boundary also drains through Cherry Creek . Estates and then into the Vestal Pitch~ . . . . . , The'soils of the, ousite b~in are predominantlytype,B,'Miarili, Ockley, and.Fox. ,The offsite': soils have also been analyzed using the' S.CS~ . Sciil Survey.. of Hamilton County. .' The, soils of the' offs~te basin are predominantly, type B, Miami and.. Dckley. More details. about the. offsite b~ins can be foUnd. in the ctrrve number worksheets in the . ~'Post-Developed Conditions"section.ofthis report. > > > . Toe~tablish the 100-year allow~ble discharge rat~forthe post.;developed ,Cherry' Creek Estates site, the 10-year storm event was run for the pte-:developed ousite 'basin; '. and the 100-year stormeveht was run for the pre,.developed offsite basin. LikeWise, to establish. the 2-y~ar allowable discharge' rate, ,the 2-Year storm event was run for the pre- developed onsite basin, and the lO~year storm event was run for.the pre-developed offsite basin. .. Time ofConcenttationsy (Tc's) and CUrve Numbers (CN's) were calculated for the . basins using TR-55 methodology. Tl)ese pre-determined values were entered into ICPR and, used to compute multiple. hydro graphs. 2-year and lO-year hydr9graphs were .qeveloped for the basins. . to I i IU 10 I' 10-year onsite ~ J 10.94 c.f.s. 'u w- iD 10. :0 IU o D U crD D U o ~,D cD D-, ,0 U I U PROPOSEDCONDIT10NS There will, be one .pond in the post-developed ITlOdelillg,presehted with this , - submittal; 'which encompasses' Section' Four and some future areas. The pond being built ' withSection:Four directly releases iritothe, Vestal Ditch. Thetailwater settil}g of 759.1 , feet at the ,pond's outlet point vyas obtained by finding the IOO-year elevation from the } . "" ,~ H.amilton CountY Flood Insurance Study of the Vestal Ditch. ' Thepost'::developed site was, analyzed using a combination of programs. All pond,' , routing and 'analysis, was co~pleted using Advanced JCPR. This ,program routes and analyzes all components in,a storm system on ~ user-defined time interval. The second prograrilused was StormCAD. This program analyzes pipe sizing for pipe networks other , than those routing waterbetweenlakes. , " '", " Time of Concentrations (Tc' s} and' Curve' Numbers (CN's), we,re calculated for the basins using TR-55 methodology. These pre-determined values were ehteredinto ICPR and used to compute multiple hydiographs.2-year, lO-year, IOO-year hydro graphs were developed for the post-developed basins. ' " Post~Developed Discharge in~o Vestal Ditch (Critical Duration Analysis) 10-year onsite = 28.13.c.f.s.' IOO-year OIlsite = 49.35 c.f.s. --= L.J L.J LJ L.J LJ L.J L.J L.J L.J LJ u L.J LJ LJ u L.J LJ LOCATION MAP L.J LJ u u u u u u u u u u u u U lJ U U U U U SOilS MAP 'u..... .'U.' U . . . D U 10- ' '. ':U o. u U~ D.' " D ll' . o U 'D' . U D 0' . , ! .,,-1 . . " . PRE-DEVE.LOPED ' , ,'CONDITIONS 1- u u u u u IU u u u u u u u u u u u U IU Cherry Creek Estates Job # 43405 Pre-Developed Site Off Basin 1 Subbasin Area CN Agricultural 41.93 ac 75 Total 41.93 ac 75 Basin 1 Subbasin Area CN Agricultural 65.34 ac 75 Total 65.34 ac 75 t:::= r= r:= c: .- -, -== .-::::= -== t::::= -== CJ c::: r:::= t::= t::= -== -== Cherry Creek Estates East Job # 43405 Pre-Developed Site Time of Concentrations ICPR Date: 2/19/03 Basin Sheet Flow Manual (UVI Description n= L= P,= s= T, = .OO7(nL)O.8/(P,"'s"") Description v= L= Tt=LN Description v= L= Tt=LN Tc (total) Tc (total) (It) (inlhr) (ftIft) (hrs) (ftIs) (It) (hrs) (hrs) (minI Basin 1 Mri. 0.17 300 2.66 0.005 0.8301 Gutter / Swale 2.00 1000 0.1389 Channel 3.00 1300 0.1204 1.0893 65.4 Offsite 1 Agri. 0.17 300 2.66 0.004 0.9076 Gutter / Swale 2.00 1000 0.1389 Channel 3.00 2650 0.2454 1.2918 17.5 l::=: t:=. u u u u u 'U u 1 ******************80-80 LIST OF INPUT ~TA FOR TR-20 HYDROLOGY****************** S\M1ARY CHERRY CREEK ESTATES - EAS'I'ERN PREDEVELOPED SITE - CRITICAL IXJRATICN ANALYSIS 1 0.10209 75.0 1.09 1 1 1 1 1 BASIN! 2 0.06551 75.0 1.29 1 1 1 1 1 OFF! 123 III 0.1 001 0.0 2.93 1.0 22 02 24 02YEAR 003 0.0 4.15 1.0 22 02 24 10YEAR 001 0.0 4.15 1.0 2 2 10 24 10YEAR 003 0.0 5.75 1.0 2 2 10 24 OOYEAR EXEDJrIVE CCNI'ROL OPERATICN INCFEM + MAIN TIME INCREMENI' = .10 HCXJRS J03 TR-20 TITLE 001 TITLE 6 RUNOFF 1 001 6 RUNOFF 1 002 6 ADDHYD 4 003 ENIlMA 7 :m::REM 6 7 CCMPUI' 7 001 7 CCMPUI' 7 002 ENIXMP 1 7 CCMPUI' 7 001 7 CCMPUI' 7 002 ENIXMP 1 E1IDJOO 2 O*******************************END OF 80-80 LIST******************************** RErrJRD ID RErrJRD ID 02YEAR u EXEDJrIVE CCNI'ROL OPERATICN CCMPIJI' + + TO XSEI:l'ICN 1 RAIN DEPTH = 2.93 RAIN OORATICN= 1.00 RAIN TABLE 00.= 2 STORM 00.=24 MAIN TIME INCREMENI' = .10 HaJRS ANT. MJIST. CCND= 2 u u u u u u u STARITNG TIME = ALTERNATE 00.= 2 rn::M XSECI'ICN 1 .00 OPERATICN RUNOFF CROSS SECI'ICN 1 PFAK TIME(HRS) 12.64 23.71 PFAK DISCHAFGE(CFS) 26.86 1.48 PFAK ELEITATICN (FEEI') (RUNOFF) (RUNOFF) TIME(HRS) FIRST HYDRCX:iRAPH mINI' = . 00 HaJRS TIME INCREMENI' = .10 HaJRS DRAINAGE ARE1\. = .10 SQ.MI. 11.00 DISCHG .00 .00 .01 .04 .08 .15 .30 .61 1.30 2.76 12.00 DISCHG 5.32 9.04 13.69 18.59 22.77 25.54 26.76 26.61 25.38 23.39 13.00 DISCHG 20.97 18.58 16.53 14.84 13.39 12.13 11.02 10.05 9.21 8.46 14.00 DISCHG 7.81 7.23 6.73 6.29 5.90 5.56 5.24 4.96 4.70 4.47 15.00 DISCHG 4.26 4.06 3.89 3.73 3.60 3.48 3.39 3.30 3.22 3.14 16.00 DISCHG 3.07 3.01 2.96 2.91 2.88 2.86 2.83 2.81 2.79 2.75 17.00 DISCHG 2.71 2.66 2.61 2.56 2.52 2.48 2.45 2.43 2.41 2.40 18.00 DISCHG 2.37 2.34 2.31 2.26 2.21 2.16 2.11 2.07 2.04 2.01 19.00 DISCHG 1.99 1.97 1.96 1.95 1.94 1.94 1.93 1.93 1.93 1.92 20.00 DISCHG 1.91 1.88 1.85 1.81 1.76 1.71 1.67 1.63 1.59 1.56 21.00 DISCHG 1.54 1.52 1.51 1.50 1.49 1.49 1.48 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 1.48 1.48 1.48 1.48 1.48 1.48 1.48 1.48 1.48 1.48 24.00 DISCHG 1.46 1.43 1.38 1.30 1.20 1.06 .92 .78 .64 .52 25.00 DISCHG .41 .33 .26 .21 .17 .13 .11 .08 .07 .05 26.00 DISCHG .04 .03 .03 .02 .02 .01 .01 .01 .01 .00 RUNOFF VOLUME ABOVE BASEFLCW = . 91 WATERSHED :rn:::HES, 60.25 CFS-HRS, 4.98 ACRE-FEEI'; BASEFLCW = .00 CFS --- HYDRCGRAPH FCR XSECI'ICN 1, ALTERNATE 2, S'I'(HIl 24, ADDED TO cxmur HYDRCGRAPH FILE --- RErrJRD ID 10YEAR 'U EXEDJrIVE CCNI'ROL OPERATICN CCMPt.lT + + TO XSECI'ICN 3 RAIN DEPTH = 4.15 RAIN OORATICN= 1.00 RAIN TABLE 00.= 2 S'I(R.l 00.=24 MAIN TIME INCREMENI' = .10 HaJRS ANT. MJIST. CCND= 2 IU u IU rn::M XSECI'ICN 2 STARl'ING TIME = ALTERNATE NO.= 2 .00 OPERATICN RUNOFF CROSS SECI'ICN 2 PEAK TIME(HRS) 12.75 23.70 PEAK DISCHAFGE (CFS) 31. 80 1.59 PFAK ElliVATICN (FEEI') (RUNOFF) (RUNOFF) u u u u u u u u u u u u u u u u u u U I + 1 * * FIRST POINr OF FlAT PEAK TR20 XEQ 07-07-04 10:00 CHERRY CREEK ES'Iro'ES - rnsTERN JOO 1 PASS 1 REV K: 09/83(.2) PREDE\lELOPED SITE - CRITICAL roRATICN ANALYSIS PAGE: 1 TIME(IlRS) FIRST HYDRCGRAPH POINr = .00 HCXJRS TIME m:REMENl' = .10 HCXJRS DRAINAGE ARPA = .07 SQ.MI. 9.00 DISCHG .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 10.00 DISCHG .02 .03 .04 .07 .09 .13 .17 .22 .28 .36 11.00 DISCHG .45 .55 .67 .82 .99 1.19 1.48 1.93 2.71 4.16 12.00 DISCHG 6.56 9.92 14.16 19.00 23.78 27.73 30.36 31. 65 31. 70 30.73 13.00 DISCHG 28.98 26.71 24.11 21. 56 19.35 17.47 15.86 14.44 13.18 12.04 14.00 DISCHG 11. 04 10.15 9.36 8.66 8.04 7.49 7.00 6.56 6.17 5.81 15.00 DISCHG 5.49 5.20 4.94 4.71 4.51 4.33 4.18 4.03 3.89 3.76 16.00 DISCHG 3.64 3.53 3.44 3.37 3.31 3.26 3.22 3.18 3.14 3.10 17.00 DISCHG 3.06 3.01 2.96 2.91 2.86 2.81 2.77 2.73 2.70 2.68 18.00 DISCHG 2.65 2.62 2.58 2.54 2.49 2.44 2.39 2.35 2.30 2.26 19.00 DISCHG 2.23 2.20 2.18 2.16 2.15 2.14 2.13 2.12 2.11 2.10 20.00 DISCHG 2.09 2.07 2.05 2.01 1.97 1.93 1.88 1.84 1.80 1. 76 21.00 DISCHG 1. 73 1. 70 1.68 1.66 1.65 1.63 1.62 1.62 1.61 1.61 22.00 DISCHG 1.60 1.60 1.60 1.59 1.59 1.59 1.59 1.59 1.59 1.59 23.00 DISCHG 1.59 1.59 1.59 1.59 1.59 1.59 1.59 1.59 1.59 1.59 24.00 DISCHG 1.58 1.56 1.53 1.47 1.39 1.29 1.17 1.04 .91 .78 25.00 DISCHG .65 .54 .45 .37 .30 .25 .21 .17 .14 .12 26.00 DISCHG .10 .08 .07 .05 .04 .04 .03 .02 .02 .02 27.00 DISCHG .01 .01 .01 .01 .00 RUNOFF VOLUME ABO\lE BASEE'LCW = 1.78 WATERSHED INCHES, 75.30 CFS-IlRS, 6.22 ACRE-FEEl'; BASEE'LCW = .00 CFS --- HYDRCGRAPH KR XSECrICN 2, ALTERNATE 2, S'l:'C:R1 24, ADDED TO aJI'P(Jl' HYDRCGRAPH FILE --- OPERATICN ADDHYD CRCGS SECrICN 3 --- HYDRCGRAPH EDR XSECrICN 3, ALTERNATE 2, S'I'OI<< 24, ADDED TO CXJTPIJI' HYDRCGRAPH FILE --- EXEnJITVE CCNI'ROL OPERATICN ENIX:MP + RECl:lID ID CCMPUrATICNS CCMPLEI'ED FCR PASS 1 EXEnJITVE CCNI'ROL OPERATICN CCMP1JI' + + RECl:lID ID 10YEM FRCM XSECrICN 1 STARrING TIME = ALTERNATE NO.=10 .00 TO XSECrICN 1 PAIN DEPTH = 4.15 PAIN J:XJFATIClF 1.00 PAIN TABLE NO.= 2 STORM 00.=24 MAIN TIME m:REMENl' = .10 HCXJRS ANI'. M:lIST. CCND= 2 OPERATICN RUNOFF CRCGS SECrICN 1 PEAK TIME (1lRS) 12.61 23.68 PEAK DISOlAFGE(CFS) 55.69 2.48 PEAK ELEVATICN (FEEl') (RUNOFF) (RUNOFF) TIME(IlRS) 1 FIRST HYDRCGRAPH POINT = .00 HCXJRS TIME m:REMENl' = .10 HCXJRS DRAINAGE ARPA = .10 SQ.MI. TR20 XEQ 07-07-04 10:00 CHERRY CREEK ESTI\TES - rnsTERN JOB 1 PASS 2 REV K: 09/83(.2) PREOE\lELOPED SITE - CRITICAL J:XJFATICN ANALYSIS PAGE: 2 9.00 DISCHG .00 .00 .00 .00 .00 .00 .00 .00 .01 .02 10.00 DISCHG .04 .07 .10 .15 .21 .28 .36 .47 .59 .73 11.00 DISCHG .90 1.10 1.34 1.61 1.93 2.32 2.91 3.88 5.72 9.21 12.00 DISCHG 14.88 22.72 32.13 41. 66 49.41 54.14 55.68 54.50 51.28 46.65 13.00 DISCHG 41. 36 36.27 31. 98 28.46 25.46 22.88 20.61 18.67 16.98 15.51 14.00 DISCHG 14.22 13.11 12.14 11. 29 10.55 9.89 9.30 8.77 8.29 7.86 15.00 DISCHG 7.46 7.10 6.78 6.49 6.25 6.04 5.86 5.71 5.56 5.43 IU u u u u u u u u u u u u u u u IU u 16.00 DIsrnG 5.30 5.19 5.09 5.01 4.95 4.91 4.87 4.83 4.78 4.72 17.00 DIsrnG 4.64 4.56 4.47 4.39 4.31 4.25 4.19 4.15 4.12 4.09 18.00 DISCHG 4.05 3.99 3.93 3.85 3.76 3.67 3.59 3.52 3.46 3.41 19.00 DIsrnG 3.37 3.35 3.32 3.31 3.29 3.28 3.27 3.27 3.26 3.25 20.00 DISCHG 3.23 3.19 3.13 3.05 2.97 2.89 2.81 2.74 2.68 2.64 21.00 DISCHG 2.60 2.57 2.55 2.53 2.51 2.50 2.49 2.49 2.48 2.48 22.00 DISCHG 2.48 2.47 2.47 2.47 2.47 2.47 2.47 2.47 2.47 2.47 23.00 DISCHG 2.47 2.48 2.48 2.48 2.48 2.48 2.48 2.48 2.48 2.47 24.00 DISCHG 2.45 2.40 2.31 2.18 2.00 1.78 1.54 1.30 1.07 .86 25.00 DIsrnG .69 .55 .44 .35 .28 .22 .18 .14 .11 .09 26.00 DISCHG .07 .06 .04 .03 .03 .02 .02 .01 .01 .01 27.00 DISCHG .00 RUNOFF VOUJME ABO\IE BASEFI..CW = 1. 78 WATERSHED INCHES, 117.16 CFS-HRS, 9.68 ACRE-FEE:l'; BASEFI..CW = .00 CFS --- HYDRCGRAPH FCR XSFCTICN 1, ALTERNATE 10, STOPM 24, ADDED TO aJTPUl' HYDRCGRAPH FILE --- EXEOJI'IVE CCNI'ROL OPERATICN CCMPUl' + + ffiCM XSFCTICN 2 STARrING TIME = ALTERNATE 00.=10 .00 TO XSFCTICN 3 PAIN DEPl'H = 5.75 PAIN OORATICN= 1.00 PAIN TABIE 00.= 2 STORM 00.=24 M1UN TIME INCREMENl' = .10 Hams PEAK DISCHAFGE(CFS) 56.29 2.45 PEAK ElliVATICN (FEE:l') (RUNOFF) (RUNOFF) 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 .00 HaJRS .00 .24 .92 2.55 27.34 41.29 15.33 7.87 5.41 4.62 4.02 3.38 FIRST HYDRCGRAPH POINI' = DIsrnG .00 .00 DISCHG .15 .19 DIsrnG .75 .83 DIsrnG 2.02 2.26 DISCHG 13.85 19.89 DIsrnG 50.27 46.03 DIsrnG 18.21 16.68 DIsrnG 8.78 8.30 DISCHG 5.73 5.55 DISCHG 4.78 4.71 DISCHG 4.12 4.07 DISCHG 3.46 3.42 TIME INCREMENl' = .10 HaJRS .01 .01 .m .~ .29 .34 .40 .46 1.01 1.11 1.21 1.33 2.87 3.23 3.67 4.27 35.68 43.76 50.26 54.39 36.73 32.80 29.47 26.63 14.13 13.07 12.13 11.31 7.49 7.16 6.87 6.61 5.29 5.19 5.11 5.04 4.54 4.46 4.39 4.32 3.95 3.88 3.80 3.72 3.35 3.33 3.31 3.30 1 REX::rnD ID OOYrnR ANI'. M:lIST. CCND= 2 DRAINAGE AREA. = .06 .09 .53 .60 1.47 1.63 5.19 6.73 56.17 55.79 24.14 21.93 10.58 9.92 6.36 6.14 4.98 4.92 4.26 4.21 3.65 3.58 3.28 3.27 .07 SQ.MI. .12 .67 1.81 9.47 53.68 19.95 9.32 5.92 4.85 4.17 3.52 3.26 TR20 XEQ 07-07-04 10:00 CHERRY CREEK ESTATES - EASTERN Ja3 1 PASS 2 REV K 09/83(.2) PREDEVELOPED SITE - CRITICAL OORATICN ANALYSIS PAGE 3 20.00 DISCHG 3.24 3.21 3.17 3.12 3.05 2.98 2.91 2.84 2.78 2.72 21. 00 DISCHG 2.67 2.63 2.59 2.56 2.54 2.52 2.51 2.50 2.49 2.48 22.00 DISCHG 2.47 2.47 2.46 2.46 2.46 2.45 2.45 2.45 2.45 2.45 23.00 DISCHG 2.45 2.45 2.45 2.45 2.45 2.45 2.45 2.45 2.45 2.44 24.00 DIsrnG 2.43 2.40 2.35 2.26 2.14 1.98 1.80 1.60 1.39 1.19 25.00 DISCHG 1.00 .84 .69 .57 .47 .39 .32 .26 .22 .18 26.00 DISCHG .15 .12 .10 .08 .07 .06 .05 .04 .m .02 27.00 DISCHG .02 .02 .01 .01 .01 .01 .00 RUNOFF VOUJME ABO\IE BASEFI..CW = 3.07 WATERSHED INCHES, 129.88 CFS-HRS, 10.73 ACRE-FEE:l'; BASEFI..CW = .00 CFS --- HYDRCGRAPH FCR XSFCTICN 2, ALTERNATE 10, STOPM 24, ADDED TO CUI'PUT HYDRCGRAPH FILE --- OPERATICN ADDHYD CFL6S SFCTICN 3 --- HYDRCGRAPH FCR XSFCTICN 3, ALTERNATE 10, STOPM 24, ADDED TO CUI'PUT HYDRCGRAPH FILE --- EXEOJI'IVE CCNI'ROL OPERATICN rnIXMP + CCMPUI'ATICNS CXMPLEI'ED FCR PASS 2 U OPERATICN RUNOFF CFL6S SFCTICN 2 PEAK TIME(HRS) 12.73 23.68 REX::rnD ID 1- 'U u u u o u u u u u u u u u u u u u u EXEOJI'IVE CCNl'ROL OPERATICN ENDJOB 1 REI:::rnD 10 TR20 XEQ 07-07-04 10:00 REV Fe 09/83(.2) CHERRY CREEK ESTATES - EASTERN PREDEVEIDPED SITE - CRITICAL CORATIrn ANALYSIS JOB 1 SUM\RY PJ\GE 4 SUM\RY TABLE 1 - SEI..EX::rED RESULTS OF STANDI\RD AND EXEX:m'IVE CXNI'FOL INS'I'ROCI'IrnS IN THE ORDER PERF'C:R<lED (A STAR(*) AFTER THE PEAK DISCHARGE TIME AND RATE (CFS) VALUES INDICATES A FlAT TOP HYDRCX;RAPH A CPESTICN MARK(?) INDICATES A HYDR(X;P.APH WITH PEAK AS IAST POINr.) SEcrIrn/ STANDI\RD RAIN ANTEX:: MAIN PREX:IPITATIrn PEAK DIsc::HARGE STROC'IURE CXNI'FOL DRAINAGE TABLE MJIST TIME ------------------------- RUNOFF ------------------------ 10 OPERATICN AREA # CCMl n:cREM BffiIN J\MJJNI' roRATIrn J\MJJNI' ELlLVATIrn TIME RATE RATE (SQMI) (HR) (HR) (IN) (HR) (IN) (FT) (HR) (CFS) (CSM) ALTERNATE 2 STORM 24 + XSEcrIrn 1 RUNOFF .10 2 2 .10 .0 2.93 24.00 .91 12.64 26.86 263.1 XSEcrIrn 2 RUNOFF .07 2 2 .10 .0 4.15 24.00 1. 78 12.75 31.80 485.5 XSEcrIrn 3 ADDHYD .17 2 2 .10 .0 4.15 24.00 1.25 12.70 58.26 347.6 ALTERNATE 10 S'I'OOM 24 + XSEcrIrn 1 RUNOFF .10 2 2 .10 .0 4.15 24.00 1.78 12.61 55.69 545.5 XSEcrIrn 2 RUNOFF .07 2 2 .10 .0 5.75 24.00 3.07 12.73 56.29 859.2 XSEcrIrn 3 ADrnYD .17 2 2 .10 .0 5.75 24.00 2.28 12.66 110.94 662.0 1 TR20 XEQ 07-07-04 10:00 CHERRY CREEK ESTATES - EASTERN JOB 1 S{MolARY REV Fe 09/83 (.2) PREDEVEIDPED SITE - CRITICAL CORATIrn ANALYSIS PAGE: 5 SUM\RY TABLE 3 - DISCHARGE (CFS) AT XSEcrICNS AND STRlX'IURES FCR ALL S'I'OIM3 AND ALTERNATES XSEcrIrn/ DRAINAGE STROC'IURE AREA STORM NUMBERS.......... 10 (SQMI) 24 o XSEcrIrn 1 .10 + ALTERNATE 2 26.86 ALTERNATE 10 55.69 o XSEcrICN 2 .07 + ALTERNATE 2 31. 80 ALTERNATE 10 56.29 o XSEcrIrn 3 .17 + ALTERNATE 2 ALTERNATE 10 1ElID OF 1 JOBS IN THIS RUN 58.26 110.94 U'. . ...... o '. ::0 .' I, .' ,0 '.'U :. ,0 . ,', .U U U o U :0 " U' D cU, .: I'. D . U " z '. ",' w' < ~U . .) . . -' ~ , < < : J', " s) . ' 'j- . <, , i" . ' ~.' ~ : . PO,ST -DEVELOPED ',. CONDITIONS?', 1- o U D o to o o o o o o D o o o D o o D Cherry Creek Estates East Job # 35953 Post-Developed Site Basin 802 to Pond 4 Subbasin Area CN Residential 1.85 ac 79 Total 1.85 ac 79 Basin 806 to Pond 4 Subbasin Area CN Residential 6.82 ac 79 Total 6.82 ac 79 Basin 820 to Pond 4 Subbasin Area CN Residential 12.93 ac 79 Total 12.93 ac 79 Basin 845 to Pond 4 Subbasin Area CN Residential 26.48 ac 79 Total 26.48 ac 79 Date: 2/19/03 Offsite 845 to Dry Basin 1 Subbasin Area CN Agricultural 36.95 ac 75 Total 36.95 ac 75 Pond 4 Onsite Subbasin Area CN Residential 2.78 ac 79 Impervious 1.47 ac 98 Total 4.25 ac 86 t=J CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ E:J t=J r=J r:=J Cherry Creek Estates East Job # 43405 Post-Developed Site Time of Concentrations ICPR Date: 2/19/03 Basin Sheet Flow ManuallLNl Description n= L= P2 = s= T, = .OO7(nL)O.8/(P,"'sU') Description v= L= Tt=LN Description v= L= Tt=LN Tc (total) T c (total) (It) (in/hr) (ftIft) (hrs) (ftls) (It) (hrs) (hrs) (min) Bas 802 Grass 0.15 80 2.66 0.02 0.1498 Gutter / Swa/e 2.00 430 0.0597 Pine Flow 2.50 276 0.0307 0.2402 14.4 Bas 806 Grass 0.15 85 2.66 0.02 0.1573 Gutter / Swale 2.00 175 0.0243 PiDe Flow 2.50 852 0.0947 0.2762 16.6 Bas 820 Grass 0.15 110 2.66 0.02 0.1933 Gutter / Swa/e 2.00 100 0.0139 PiDe Flow 2.50 1066 0.1184 0.3256 19.5 Bas 845 Grass 0.15 90 2.66 0.02 0.1646 Gutter / Swale 2.00 300 0.0417 PiDe Flow 2.50 2132 0.2369 0.4432 26.6 Off 845 Aari. 0.17 300 2.66 0.004 0.9076 Gutter / Swale 2.00 600 0.0833 PiDe Flow 2.50 2449 0.2721 1.2630 75.8 DrvBasin1 Grass 0.15 300 2.66 0.02 0.4313 Gutter / Swa/e 2.00 90 0.0125 Channel 3.00 0 0.0000 0.4438 26.6 Pond 4 Grass 0.15 210 2.66 0.02 0.3243 Gutter / Swale 2.00 0 0.0000 Channel 3.00 0 0.0000 0.3243 19.5 r::=J r::=J EJ 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 r=J t=J t=J r=J r=J r=J CJ CJ CJ -==:J EJ r=J CJ CJ -=:=J CJ I A:POND4 T:OUTLET / U:BAS802 / P:800-801 U:BAS806 " ", , U:BAS820 U:DIRECT U:BAS845 U:OFF845 U:POND 4 Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. u u Name: BAS802 Group: BASE Status: Onsite u Unit Hydrograph: UH484 Rainfall File: Rainfall Amountlin): 0.000 Area (ac): 1. 850 Curve Number: 79.00 DCIA(%): 0.00 u Name: BAS806 Group: BASE u Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 6.820 Curve Number: 79.00 DCIAI%): 0.00 D D Name: BAS820 Group: BASE Unit Hydrograph: Rainfall File: Rainfall Amountlin): Arealac) : Curve Number: DCIA(%) : UH484 0.000 12.930 79.00 0.00 D D Name: BAS845 Group: BASE ID Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 26.480 Curve Number: 79.00 DCIA(%): 0.00 D Name: DIRECT Group: BASE D Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area lac): 13.010 Curve Number: 72.00 DCIA(%): 0.00 D D Name: OFF845 Group: BASE Unit Hydrograph: Rainfall File: Rainfall Amountlin): Arealac) : Curve Number: DCIAI%) : UH484 0.000 41.930 75.00 0.00 D D Name: POND Group: BASE D Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 4.250 Curve Number: 86.00 D Node: POND4 Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Cone (min) : 14.40 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Node: POND4 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Durationlhrs): 0.00 Time of Conelmin): 16.60 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 19.50 0.00 999999.000 Status: Onsite Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 24.20 Time Shift (hrs) : 0.00 Max Allowable Q(cfs): 999999.000 Node: OUTLET Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 25.60 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 75.80 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 Page 1 of2 Interconnected Channel and Pond Routing Model (ICPR) (92002 Streamline Technologies, Inc. D IU U U U U U U U U U U D U D U U 'U D U DCIA(%): 0.00 Interconnected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies, Inc. Page 2 of2 u u Name Group Type OUTLET BASE Time/Stage u Time(hrs) Stage(ft) u 0.00 12.50 30.00 o u Name: POND4 Group: BASE Type: Stage/Area 752.950 759.100 752.950 Stage(ft) Area(ac) u 755.000 756.000 757.000 758.000 759.000 760.000 761. 000 762.000 u u D D u u u u u u u u 1. 4700 1. 6100 1. 7700 1. 9200 2.0900 2.2600 2.4300 2.6100 Base F1ow(cfs): 0.000 Init Stage (ft) : 752.950 Warn Stage (ft) : 759.100 Base F1ow(cfs): 0.000 Init Stage (ft) : 755.000 Warn Stage (ft) : 761.000 Page 1 of 1 Interconnected Channel and Pond Routing Model (ICPR) <<:>2002 Streamline Technologies, Inc. u IU D Name: 800-801 From Node: POND4 Group: BASE To Node: OUTLET UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in}: 36.00 36.00 Rise(in} : 36.00 36.00 Invert (ft) : 755.000 752.950 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 D u u u u u o u u u u Length(ft): 410.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Positive 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 of 1 Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. u IU u Name: 100YEAR Filename: S:\43405\Drainage\ICPR- Brock\100YEAR.R32 u Override Defaults: Yes Storm Duration (hrs) : 24.00 Rainfall File: SCSII-24 Rainfall Amount (in) : 5.75 Time (hrs) Print Inc(min) u 60.000 5.00 Name: lOYEAR Filename: S:\43405\Drainage\ICPR- Brock\10YEAR.R32 u Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: SCSII-24 Rainfall Amount (in) : 4.15 u Time(hrs) Print Inc(min) 60.000 5.00 u Name: 2YEAR Filename: S:\43405\Drainage\ICPR- Brock\2YEAR.R32 u Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: SCSII-24 Rainfall Amount (in) : 2.93 Time (hrs) Print Inc(min) 60.000 5.00 u u u u u u u u u u Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. Page 1 of 1 D -== t=: -== -=== t:= -== c== a:=J -=== -== CJ -== I t:::= r:::= -== CJ c= r::::== t::= 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 OUTLET BASE 100YEAR 12.50 759.100 759.100 0.0137 31 13.47 49.350 0.00 0.000 OUTLET BASE 10YEAR 12.50 759.100 759.100 0.0137 31 13.96 28.129 0.00 0.000 OUTLET BASE 2YEAR 12.50 759.100 759.100 0.0137 175 16.25 14.956 0.00 0.000 POND4 BASE 100YEAR 13.42 761. 363 761. 000 -0.0100 108731 12.08 200.784 13.71 46.222 POND4 BASE 10YEAR 13.54 759.526 761. 000 -0.0100 94970 12.17 119.581 14.05 26.559 POND4 BASE 2YEAR 14.88 758.316 761. 000 0.0100 86010 12.17 63.428 16.25 14.469 Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. Page I of I 0" o ' 0' o tD " I" ' rO .. . I, rl I'~ ' " . .~ fU .. ... 'u,.'" D, IU 10 .. . U ' 10.. U U" ',' ,U U ','. ,0 ' " . , . ' . PIPE SIZING ' ' 'GALCULATIONS -== -== r:= r=! CJ c:::: CJ c:::: r= l:::J -== t:=:' a:::= r:= Cherry Creek Estates East Job #43405 Post-Developed Site Date: 02/18/03 Time of Concentrations StormCAD Basin Sheet Flow ManuallLNI Description n= L= P,= s= Tt = .OO7(nL)O.8/(Pt'su."} Description v= L= Tt = LIV Tc (total) T c (total) (It) (in/hr) (ftIft) (hrs) (ftIs) (It) (hrs) (hrs) (min) 803 Grass 0.15 45 2.66 0.02 0.0946 Gutter / Swale 2 40 0.0056 0.1001 6.0 804 Grass 0.15 85 2.66 0.02 0.1573 Gutter / Swale 2 155 0.0215 0.1788 10.7 805 Grass 0.15 80 2.66 0.02 0.1498 Gutter / Swale 2 430 0.0597 0.2095 12.6 807 Grass 0.15 40 2.66 0.02 0.0861 Gutter / Swale 2 340 0.0472 0.1333 8.0 808 Grass 0.15 80 2.66 0.02 0.1498 Gutter / Swale 2 205 0.0285 0.1783 10.7 809 Grass 0.15 100 2.66 0.02 0.1791 Gutter / Swale 2 90 0.0125 0.1916 11.5 810 Grass 0.15 100 2.66 0.02 0.1791 Gutter / Swale 2 245 0.0340 0.2131 12.8 811 Grass 0.15 70 2.66 0.02 0.1346 Gutter / Swale 2 175 0.0243 0.1590 9.5 812 Grass 0.15 60 2.66 0.02 0.1190 Gutter / Swale 2 275 0.0382 0.1572 9.4 813 Grass 0.15 100 2.66 0.02 0.1791 Gutter / Swale 2 30 0.0042 0.1833 11.0 814 Grass 0.15 80 2.66 0.02 0.1498 Gutter / Swale 2 255 0.0354 0.1852 11.1 815 Grass 0.15 80 2.66 0.02 0.1498 Gutter / Swale 2 220 0.0306 0.1804 10.8 816 Grass 0.15 85 2.66 0.02 0.1573 Gutter / Swale 2 175 0.0243 0.1816 10.9 817 Grass 0.15 95 2.66 0.02 0.1719 Gutter / Swale 2 90 0.0125 0.1844 11.1 818 Grass 0.15 95 2.66 0.02 0.1719 Gutter / Swale 2 175 0.0243 0.1962 11.8 819 Grass 0.15 75 2.66 0.02 0.1423 Gutter / Swale 2 175 0.0243 0.1666 10.0 821 Grass 0.15 45 2.66 0.02 0.0946 Gutter I Swale 2 150 0.0208 0.1154 6.9 822 Grass 0.15 70 2.66 0.02 0.1346 Gutter I Swale 2 255 0.0354 0.1701 10.2 823 Grass 0.15 85 2.66 0.02 0.1573 Gutter I Swale 2 55 0.0076 0.1649 9.9 823A Grass 0.15 75 2.66 0.02 0.1423 Gutter I Swale 2 445 0.0618 0.2041 12.2 823B Grass 0.15 75 2.66 0.02 0.1423 Gutter / Swale 2 445 0.0618 0.2041 12.2 824 Grass 0.15 100 2.66 0.02 0.1791 Gutter / Swale 2 270 0.0375 0.2166 13.0 825 Grass 0.15 70 2.66 0.02 0.1346 Gutter / Swale 2 340 0.0472 0.1819 10.9 826 Grass 0.15 70 2.66 0.02 0.1346 Gutter / Swale 2 345 0.0479 0.1826 11.0 827 Grass 0.15 100 2.66 0.02 0.1791 Gutter / Swale 2 90 0.0125 0.1916 11.5 828 Grass 0.15 75 2.66 0.02 0.1423 Gutter / Swale 2 175 0.0243 0.1666 10.0 829 Grass 0.15 75 2.66 0.02 0.1423 Gutter / Swale 2 175 0.0243 0.1666 10.0 831 Grass 0.15 110 2.66 0.02 0.1933 Gutter / Swale 2 100 0.0139 0.2072 12.4 832 Grass 0.15 70 2.66 0.02 0.1346 Gutter / Swale 2 110 0.0153 0.1499 9.0 833 Grass 0.15 65 2.66 0.02 0.1269 Gutter / Swale 2 120 0.0167 0.1436 8.6 835 Grass 0.15 50 2.66 0.02 0.1029 Gutter / Swale 2 180 0.0250 0.1279 7.7 836 Grass 0.15 95 2.66 0.02 0.1719 Gutter / Swale 2 140 0.0194 0.1914 11.5 837 Grass 0.15 70 2.66 0.02 0.1346 Gutter / Swale 2 170 0.0236 0.1583 9.5 838 Grass 0.15 70 2.66 0.02 0.1346 Gutter / Swale 2 170 0.0236 0.1583 9.5 840 Grass 0.15 45 2.66 0.02 0.0946 Gutter / Swale 2 90 0.0125 0.1071 6.4 842 Grass 0.15 45 2.66 0.02 0.0946 Gutter / Swale 2 175 0.0243 0.1189 7.1 843 Grass 0.15 75 2.66 0.02 0.1423 Gutter / Swale 2 260 0.0361 0.1784 10.7 844 Grass 0.15 55 2.66 0.02 0.1110 Gutter / Swale 2 180 0.0250 0.1360 8.2 846 Grass 0.15 70 2.66 0.02 0.1346 Gutter / Swale 2 160 0.0222 0.1569 9.4 847 Grass 0.15 70 2.66 0.02 0.1346 Gutter / Swale 2 165 0.0229 0.1576 9.5 848 Grass 0.15 80 2.66 0.02 0.1498 Gutter I Swale 2 90 0.0125 0.1623 9.7 c= CJ CJ t:::::=: L=' I c=- -== CJ c=- r= c= r.:= CJ -== c= r:= -== -== -== Cherry Creek Estates East Job #43405 Post-Developed Site Date: 02118/03 Time of Concentrations Storm CAD Basin Sheet Flow Manual (UVI Description n= L= P2 = s= Tt = .OO7(nL)O.8/(P:t's'") Description v= L= Tt = L/V Tc (total) T c (total) (Il) (inlhr) (WIl) (lirs) (Ws) (Il) (lirs) (lirs) (min) 849 Grass 0.15 60 2.66 0.02 0.1190 Gutter / Swale 2 75 0.0104 0.1294 7.8 850 Grass 0.15 75 2.66 0.02 0.1423 Gutter / Swale 2 240 0.0333 0.1756 10.5 851 Grass 0.15 75 2.66 0.02 0.1423 Gutter / Swale 2 80 0.0111 0.1534 9.2 852 Grass 0.15 110 2.66 0.02 0.1933 Gutter / Swale 2 325 0.0451 0.2384 14.3 853 Grass 0.15 85 2.66 0.02 0.1573 Gutter / Swale 2 325 0.0451 0.2024 12.1 854 Grass 0.15 85 2.66 0.02 0.1573 Gutter / Swale 2 295 0.0410 0.1982 11.9 855 Grass 0.15 80 2.66 0.02 0.1498 Gutter / Swale 2 65 0.0090 0.1589 9.5 856 Grass 0.15 105 2.66 0.02 0.1862 Gutter / Swale 2 55 0.0076 0.1939 11.6 857 Grass 0.15 55 2.66 0.02 0.1110 Gutter / Swale 2 315 0.0438 0.1548 9.3 858 Grass 0.15 70 2.66 0.02 0.1346 Gutter / Swale 2 445 0.0618 0.1965 11.8 859 Grass 0.15 100 2.66 0.02 0.1791 Gutter / Swale 2 90 0.0125 0.1916 11.5 860 Grass 0.15 75 2.66 0.02 0.1423 Gutter / Swale 2 240 0.0333 0.1756 10.5 861 Grass 0.15 290 2.66 0.02 0.4198 Gutter / Swale 2 270 0.0375 0.4573 27.4 862 Grass 0.15 100 2.66 0.02 0.1791 Gutter / Swale 2 190 0.0264 0.2055 12.3 863 Grass 0.15 40 2.66 0.02 0.0861 Gutter / Swale 2 80 0.0111 0.0972 5.8 864 Grass 0.15 25 2.66 0.02 0.0591 Gutter / Swale 2 320 0.0444 0.1035 6.2 865 Grass 0.15 75 2.66 0.02 0.1423 Gutter / Swale 2 235 0.0326 0.1749 10.5 866 Grass 0.15 75 2.66 0.02 0.1423 Gutter / Swale 2 225 0.0313 0.1735 10.4 867 Grass 0.15 45 2.66 0.02 0.0946 Gutter / Swale 2 45 0.0063 0.1008 6.0 868 Grass 0.15 20 2.66 0.02 0.0494 Gutter I Swale 2 125 0.0174 0.0668 5.0 869 Grass 0.15 240 2.66 0.02 0.3608 Gutter / Swale 2 175 0.0243 0.3851 23.1 870 Grass 0.15 115 2.66 0.02 0.2003 Gutter / Swale 2 295 0.0410 0.2413 14.5 870A Grass 0.15 240 2.66 0.02 0.3608 Gutter / Swale 2 170 0.0236 0.3844 23.1 871 Grass 0.15 340 2.66 0.02 0.4768 Gutter / Swale 2 40 0.0056 0.4823 28.9 872 Grass 0.15 25 2.66 0.02 0.0591 Gutter / Swale 2 290 0.0403 0.0994 6.0 873 Grass 0.15 90 2.66 0.02 0.1646 Gutter / Swale 2 350 0.0486 0.2132 12.8 874 Grass 0.15 90 2.66 0.02 0.1646 Gutter / Swale 2 300 0.0417 0.2063 12.4 875 Grass 0.15 50 2.66 0.02 0.1029 Gutter I SwaJe 2 185 0.0257 0.1286 7.7 876 Grass 0.15 25 2.66 0.02 0.0591 Gutter / Swale 2 170 0.0236 0.0827 5.0 877 Grass 0.15 80 2.66 0.02 0.1498 Gutter / Swale 2 345 0.0479 0.1977 11.9 878 Grass 0.15 70 2.66 0.02 0.1346 Gutter / Swale 2 350 0.0486 0.1833 11.0 879 Grass 0.15 55 2.66 0.02 0.1110 Gutter / Swale 2 290 0.0403 0.1513 9.1 Off 864 Agri. 0.17 300 2.66 0.02 0.4768 Gutter / Swale 2 100 0.0139 0.4907 29.4 Off 872 Aari. 0.17 300 2.66 0.03 0.4054 Gutter / Swale 2 1330 0.1847 0.5901 35.4 Off 876 Aari. 0.17 300 2.66 0.02 0.4768 Gutter / Swale 2 110 0.0153 0.4920 29.5 Off 878 Aari. 0.17 300 2.66 0.03 0.4054 Gutter / Swale 2 1810 0.2514 0.6568 39.4 C=. -== ~: c:J r:::=: 1- 'u u u u u u IU u IU u u u u u u u u u U I Scenario: Design 2/19/03 Structure Input Report Structure Area Inlet Time Local Local Label (acres) C of Rational Intensity Concentration Flow (in/hr) (min) (cfs) 802 803 0.16 0.41 6.00 0.41 6.20 804 0.48 0.46 10.70 1.09 4.92 805 1.18 0.33 12.60 1.84 4.69 806 807 0.39 0.45 8.00 0.99 5.60 808 0.54 0.48 10.70 1.28 4.92 809 0.38 0.34 11.50 0.63 4.82 810 1.05 0.34 12.80 1.68 4.66 811 0.55 0.46 9.50 1.31 5.15 812 0.50 0.46 9.40 1.20 5.18 813 0.35 0.34 11.00 0.59 4.88 814 0.62 0.46 11.10 1.40 4.87 815 0.84 0.48 10.80 1.99 4.90 816 0.49 0.33 10.90 0.80 4.89 817 0.77 0.33 11.10 1.25 4.87 818 0.45 0.46 11.80 1.00 4.78 819 0.38 0.45 10.00 0.86 5.00 820 821 0.18 0.41 6.90 0.44 5.93 822 0.33 0.45 10.20 0.74 4.98 823A 1.08 0.47 12.20 2.42 4.74 8238 0.87 0.47 12.20 1.95 4.74 824 1.57 0.33 13.00 2.42 4.64 825 0.68 0.46 10.90 1.54 4.89 826 0.68 0.46 11.00 1.54 4.88 827 0.80 0.33 11.50 1.28 4.82 828 0.40 0.45 10.00 0.91 5.00 829 0.37 0.45 10.00 0.84 5.00 830 831 0.97 0.34 12.40 1.57 4.71 832 0.37 0.42 9.00 0.83 5.30 833 0.59 0.46 8.60 1.48 5.42 834 835 0.61 0.34 7.70 1.19 5.69 836 0.56 0.34 11.50 0.93 4.82 837 0.34 0.46 9.50 0.81 5.15 838 0.32 0.46 9.50 0.76 5.15 839 840 0.24 0.34 6.40 0.50 6.08 841 842 0.36 0.41 7.10 0.87 5.87 843 0.91 0.47 10.70 2.12 4.92 844 0.49 0.34 8.20 0.93 5.54 845 846 0.35 0.45 9.40 0.82 5.18 847 0.35 0.45 9.50 0.82 5.15 848 0.50 0.33 9.70 0.85 5.09 849 0.39 0.42 7.80 0.93 5.66 850 0.61 0.48 10.50 1.46 4.94 851 0.26 0.33 9.20 0.45 5.24 Title: 43405_Sec2 s:\43405\drainage\stmc\43405 _ east.stm 09/28/04 02:31 :13 PM @ Haestad Methods, Inc. Project Engineer: Dave Stoeppelwerth Stoeppelwerth & Associates, Inc Storm CAD v5.5 [5.5003] 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 u u u u u o u u u iU u u u u u D u u u Scenario: Design 2/19/03 Structure Input Report Structure Area Inlet Time Local Local Label (acres) C of Rational Intensity Concentration Flow (in/hr) (min) (cfs) 852 1.13 0.33 14.30 1.69 4.48 853 0.81 0.47 12.10 1.82 4.75 854 0.50 0.49 11.90 1.18 4.77 855 0.29 0.33 9.50 0.50 5.15 856 0.88 0.34 11.60 1.45 4.81 857 1.33 0.46 9.30 3.21 5.21 858 1.55 0.46 11.80 3.44 4.78 859 0.61 0.33 11.50 0.98 4.82 860 1.07 0.47 10.50 2.50 4.94 861 2.28 0.27 27.40 2.04 3.28 862 0.77 0.34 12.30 1.25 4.72 863 0.42 0.48 5.80 1.27 6.26 864 0.81 0.39 29.40 1.00 3.10 865 0.65 0.46 10.50 1.49 4.94 866 0.43 0.45 10.40 0.97 4.95 867 0.28 0.45 6.00 0.79 6.20 868 0.43 0.50 5.00 1.41 6.50 869 870 1.01 0.35 14.60 1.58 4.45 870A 1.21 0.39 23.10 1.75 3.67 871 1.82 0.28 28.90 1.62 3.15 872 22.49 0.31 35.40 19.95 2.87 873 1.49 0.50 12.80 3.50 4.66 874 1.07 0.34 12.40 1.73 4.71 875 0.26 0.50 7.70 0.75 5.69 876 1.77 0.34 29.50 1.86 3.09 877 0.71 0.48 11.90 1.64 4.77 878 19.11 0.31 39.40 16.22 2.74 879 0.77 0.34 9.10 1.39 5.27 Title: 43405_Sec2 s:\43405\drainage\stmc\43405 _east.stm 09/28/04 02:31 :13 PM @ 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 D D D D D D D D D D D D D D D D D D Scenario: Design 2/19/03 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) 803-802 15 inch Circular 0.013 122.00 803 756.64 802 755.00 804-803 15 inch Circular 0.005 30.00 804 756.79 803 756.64 805-804 12 inch Circular 0.037 124.00 805 761.38 804 756.79 807-806 24 inch Circular 0.009 92.00 807 755.87 806 755.00 808-807 24 inch Circular 0.004 30.00 808 755.99 807 755.87 809-808 24 inch Circular 0.004 32.00 809 756.12 808 755.99 810-809 18 inch Circular 0.040 117.00 810 760.80 809 756.12 811-810 12 inch Circular 0.015 165.00 811 763.88 810 761.40 812-811 12 inch Circular 0.004 30.00 812 764.00 811 763.88 813-810 18 inch Circular 0.036 270.00 813 770.60 810 760.80 814-813 18 inch Circular 0.003 165.00 814 772.37 813 771.87 815-814 15 inch Circular 0.003 34.00 815 772.47 814 772.37 816-815 12 inch Circular 0.003 140.00 816 772.89 815 772.47 817-813 12 inch Circular 0.040 63.00 817 773.10 813 770.60 818-817 12 inch Circular 0.004 162.00 818 773.75 817 773.10 819-818 12 inch Circular 0.004 26.00 819 773.85 818 773.75 821-820 30 inch Circular 0.016 160.00 821 757.60 820 755.00 822-821 30 inch Circular 0.016 30.00 822 758.09 821 757.60 823A-822 18 inch Circular 0.004 163.00 823A 758.74 822 758.09 823B-823A 12 inch Circular 0.004 26.00 823B 758.84 823A 758.74 824-822 24 inch Circular 0.016 123.00 824 760.09 822 758.09 825-824 12 inch Circular 0.030 160.00 825 762.93 824 758.13 826-825 12 inch Circular 0.004 30.00 826 763.05 825 762.93 827-824 21 inch Circular 0.019 360.00 827 767.11 824 760.09 828-827 21 inch Circular 0.018 164.00 828 770.08 827 767.11 829-828 21 inch Circular 0.004 30.00 829 770.20 828 770.08 830-829 21 inch Circular 0.004 140.00 830 770.76 829 770.20 831-830 21 inch Circular 0.004 62.00 831 771.00 830 770.76 832-831 15 inch Circular 0.015 150.00 832 774.10 831 771.85 833-832 15 inch Circular 0.004 30.00 833 774.22 832 774.10 834-833 12 inch Circular 0.004 41.00 834 774.38 833 774.22 835-834 12 inch Circular 0.004 105.00 835 774.80 834 774.38 836-831 15 inch Circular 0.004 296.00 836 772.19 831 771.01 837-836 12 inch Circular 0.007 150.00 837 773.24 836 772.19 838-837 12 inch Circular 0.004 30.00 838 773.36 837 773.24 839-838 12 inch Circular 0.004 36.00 839 773.50 838 773.36 840-839 12 inch Circular 0.004 105.00 840 773.92 839 773.50 841-827 15 inch Circular 0.025 192.00 841 774.24 827 769.44 842-841 15 inch Circular 0.004 28.00 842 774.35 841 774.24 843-842 15 inch Circular 0.004 30.00 843 774.47 842 774.35 844-843 12 inch Circular 0.004 120.00 844 775.00 843 774.47 846-845 48 inch Circular 0.016 245.00 846 758.92 845 755.00 847-846 48 inch Circular 0.003 30.00 847 759.01 846 758.92 848-847 48 inch Circular 0.002 140.00 848 759.29 847 759.01 849-848 18 inch Circular 0.015 202.00 849 762.32 848 759.29 850-849 18 inch Circular 0.004 30.00 850 762.44 849 762.32 851-850 15 inch Circular 0.015 28.00 851 762.86 850 762.44 852-851 15 inch Circular 0.035 92.00 852 766.08 851 762.86 853-852 15 inch Circular 0.004 137.00 853 766.63 852 766.08 854-853 12 inch Circular 0.004 26.00 854 766.73 853 766.63 855-848 48 inch Circular 0.002 85.00 855 759.46 848 759.29 Title: 43405_Sec2 s:\43405\drainage\stmc\43405 _ east.stm 09/28/04 02:31 :40 PM @ 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 D D o o D D D o D o 10 o o o o o o o o Scenario: Design 2/19/03 Pipe Input Report Label Section Section Constructed Length Upstream Upstream Downstream Downstream Size Shape Slope (ft) Node Invert Node Invert (ftIft) Elevation Elevation (ft) (ft) 856-855 48 inch Circular 0.002 117.00 856 759.69 855 759.46 857-856 18 inch Circular 0.004 138.00 857 760.25 856 759.69 858-857 15 inch Circular 0.004 30.00 858 760.37 857 760.25 859-856 48 inch Circular 0.002 175.00 859 760.04 856 759.69 860-859 12 inch Circular 0.015 150.00 860 762.29 859 760.04 861-860 12 inch Circular 0.004 30.00 861 762.41 860 762.29 862-859 48 inch Circular 0.002 370.00 862 760.78 859 760.04 863-862 12 inch Circular 0.087 25.00 863 762.96 862 760.78 864-863 12 inch Circular 0.004 60.00 864 763.20 863 762.96 865-862 18 inch Circular 0.004 140.00 865 761.34 862 760.78 866-865 15 inch Circular 0.004 30.00 866 761.46 865 761.34 867-866 12 inch Circular 0.004 32.00 867 761.59 866 761.46 868-867 12 inch Circular 0.004 60.00 868 761.83 867 761.59 869-862 42 inch Circular 0.002 181.00 869 761.22 862 760.78 870-869 42 inch Circular 0.002 436.00 870 762.26 869 761.22 870A-869 12 inch Circular 0.003 20.00 870A 761.28 869 761.22 871-870 30 inch Circular 0.004 27.00 871 762.37 870 762.26 872-871 30 inch Circular 0.004 60.00 872 762.61 871 762.37 873-870 30 inch Circular 0.004 173.00 873 762.96 870 762.26 874-873 30 inch Circular 0.004 180.00 874 763.68 873 762.96 875-874 30 inch Circular 0.004 115.00 875 764.14 874 763.68 876-875 12 inch Circular 0.004 60.00 876 764.38 875 764.14 877-875 27 inch Circular 0.004 39.00 877 764.35 875 764.19 878-877 27 inch Circular 0.004 38.00 878 764.50 877 764.35 879-878 12 inch Circular 0.013 138.00 879 766.29 878 764.50 Title: 43405_Sec2 s:\43405\drainage\stmc\43405 _ east.stm 09/28/04 02:31 :40 PM @ 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 of2 u D o o u D D D D D u D u D u D D D u Scenario: Design 2/19/03 Pipe Output Report Label Section Length Mannings Constructed Upstream Upstream Downstream Downstream Average Full Size (ft) n Slope Node Invert Node Invert Velocity Capacity (ftlft) Elevation Elevation (ftls) (cfs) (ft) (ft) 803-802 15 inch 122.00 0.013 0.013 803 756.64 802 755.00 5.08 7.49 804-803 15 inch 30.00 0.013 0.005 804 756.79 803 756.64 3.92 4.57 805-804 12 inch 124.00 0.013 0.037 805 761.38 804 756.79 3.49 6.85 807-806 24 inch 92.00 0.013 0.009 807 755.87 806 755.00 6.73 22.00 808-807 24 inch 30.00 0.013 0.004 808 755.99 807 755.87 5.55 14.31 809-808 24 inch 32.00 0.013 0.004 809 756.12 808 755.99 4.90 14.17 810-809 18 inch 117.00 0.013 0.040 810 760.80 809 756.12 6.68 21.02 811-810 12 inch 165.00 0.013 0.015 811 763.88 810 761.40 5.08 4.37 812-811 12 inch 30.00 0.013 0.004 812 764.00 811 763.88 2.29 2.25 813-810 18 inch 270.00 0.013 0.036 813 770.60 810 760.80 5.11 20.01 814-813 18 inch 165.00 0.013 0.003 814 772.37 813 771.87 3.97 5.78 815-814 15 inch 34.00 0.013 0.003 815 772.47 814 772.37 2.82 3.50 816-815 12 inch 140.00 0.013 0.003 816 772.89 815 772.47 1.45 1.95 817-813 12 inch 63.00 0.013 0.040 817 773.10 813 770.60 4.29 7.10 818-817 12 inch 162.00 0.013 0.004 818 773.75 817 773.10 3.06 2.26 819-818 12 inch 26.00 0.013 0.004 819 773.85 818 773.75 1.64 2.21 821-820 30 inch 160.00 0.013 0.016 821 757.60 820 755.00 8.49 52.28 822-821 30 inch 30.00 0.013 0.016 822 758.09 821 757.60 6.66 52.42 823A-822 18 inch 163.00 0.013 0.004 823A 758.74 822 758.09 2.68 6.63 8238-823 12 inch 26.00 0.013 0.004 8238 758.84 823A 758.74 2.49 2.21 824-822 24 inch 123.00 0.013 0.016 824 760.09 822 758.09 6.74 28.85 825-824 12 inch 160.00 0.013 0.030 825 762.93 824 758.13 4.37 6.17 826-825 12 inch 30.00 0.013 0.004 826 763.05 825 762.93 2.56 2.25 827-824 21 inch 360.00 0.013 0.019 827 767.11 824 760.09 6.21 22.13 828-827 21 inch 164.00 0.013 0.018 828 770.08 827 767.11 4.90 21.32 829-828 21 inch 30.00 0.013 0.004 829 770.20 828 770.08 4.83 10.02 830-829 21 inch 140.00 0.013 0.004 830 770.76 829 770.20 4.41 10.02 831-830 21 inch 62.00 0.013 0.004 831 771.00 830 770.76 4.52 9.86 832-831 15 inch 150.00 0.013 0.015 832 774.10 831 771.85 5.33 7.91 833-832 15 inch 30.00 0.013 0.004 833 774.22 832 774.10 3.46 4.09 834-833 12 inch 41.00 0.013 0.004 834 774.38 833 774.22 2.07 2.23 835-834 12 inch 105.00 0.013 0.004 835 774.80 834 774.38 2.63 2.25 836-831 15 inch 296.00 0.013 0.004 836 772.19 831 771.01 3.02 4.08 837-836 12 inch 150.00 0.013 0.007 837 773.24 836 772.19 3.55 2.98 838-837 12 inch 30.00 0.013 0.004 838 773.36 837 773.24 2.57 2.25 839-838 12 inch 36.00 0.013 0.004 839 773.50 838 773.36 1.32 2.22 840-839 12 inch 105.00 0.013 0.004 840 773.92 839 773.50 1.96 2.25 841-827 15 inch 192.00 0.013 0.025 841 774.24 827 769.44 6.11 10.21 842-841 15 inch 28.00 0.013 0.004 842 774.35 841 774.24 4.26 4.05 843-842 15 inch 30.00 0.013 0.004 843 774.47 842 774.35 3.26 4.09 844-843 12 inch 120.00 0.013 0.004 844 775.00 843 774.47 2.06 2.37 846-845 48 inch 245.00 0.013 0.016 846 758.92 845 755.00 10.37 181.69 847-846 48 inch 30.00 0.013 0.003 847 759.01 846 758.92 7.51 78.67 848-847 48 inch 140.00 0.013 0.002 848 759.29 847 759.01 6.77 64.24 849-848 18 inch 202.00 0.013 0.015 849 762.32 848 759.29 4.64 12.86 850-849 18 inch 30.00 0.013 0.004 850 762.44 849 762.32 4.66 6.64 851-850 15 inch 28.00 0.013 0.015 851 762.86 850 762.44 4.73 7.91 852-851 15 inch 92.00 0.013 0.035 852 766.08 851 762.86 4.91 12.08 853-852 15 inch 137.00 0.013 0.004 853 766.63 852 766.08 3.48 4.09 854-853 12 inch 26.00 0.013 0.004 854 766.73 853 766.63 1.86 2.25 855-848 48 inch 85.00 0.013 0.002 855 759.46 848 759.29 5.87 64.24 Title: 43405_Sec2 s:\43405\drainage\stmc\43405 _ east.stm 09/28/04 02:31 :45 PM @ 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 D u u u D u u u u u [J u [J u D u u u Scenario: Design 2/19/03 Pipe Output Report Label Section Length Mannings Constructed Upstream Upstream Downstream Downstream Average Full Size (ft) n Slope Node Invert Node Invert Velocity Capacity (ftlft) Elevation Elevation (ftls) (cfs) (ft) (ft) 856-855 48 inch 117.00 0.013 0.002 856 759.69 855 759.46 5.83 64.24 857-856 18 inch 138.00 0.013 0.004 857 760.25 856 759.69 3.60 6.64 858-857 15 inch 30.00 0.013 0.004 858 760.37 857 760.25 2.80 4.09 859-856 48 inch 175.00 0.013 0.002 859 760.04 856 759.69 5.45 64.24 860-859 12 inch 150.00 0.013 0.015 860 762.29 859 760.04 4.69 4.36 861-860 12 inch 30.00 0.013 0.004 861 762.41 860 762.29 2.59 2.25 862-859 48 inch 370.00 0.013 0.002 862 760.78 859 760.04 5.34 64.24 863-862 12 inch 25.00 0.013 0.087 863 762.96 862 760.78 2.89 10.51 864-863 12 inch 60.00 0.013 0.004 864 763.20 863 762.96 2.55 2.25 865-862 18 inch 140.00 0.013 0.004 865 761.34 862 760.78 2.34 6.64 866-865 15 inch 30.00 0.013 0.004 866 761.46 865 761.34 2.17 4.09 867-866 12 inch 32.00 0.013 0.004 867 761.59 866 761.46 2.71 2.25 868-867 12 inch 60.00 0.013 0.004 868 761.83 867 761.59 1.79 2.25 869-862 42 inch 181 .00 0.013 0.002 869 761.22 862 760.78 5.70 49.29 870-869 42 inch 436.00 0.013 0.002 870 762.26 869 761.22 5.71 49.29 870A-869 12 inch 20.00 0.013 0.003 870A 761.28 869 761.22 2.22 1.95 871-870 30 inch 27.00 0.013 0.004 871 762.37 870 762.26 4.35 25.94 872-871 30 inch 60.00 0.013 0.004 872 762.61 871 762.37 4.09 25.94 873-870 30 inch 173.00 0.013 0.004 873 762.96 870 762.26 4.66 25.94 874-873 30 inch 180.00 0.013 0.004 874 763.68 873 762.96 4.68 25.94 875-874 30 inch 115.00 0.013 0.004 875 764.14 874 763.68 5.13 25.94 876-875 12 inch 60.00 0.013 0.004 876 764.38 875 764.14 2.37 2.25 877-875 27 inch 39.00 0.013 0.004 877 764.35 875 764.19 5.61 19.84 878-877 27 inch 38.00 0.013 0.004 878 764.50 877 764.35 5.36 19.46 879-878 12 inch 138.00 0.013 0.013 879 766.29 878 764.50 2.66 4.06 Title: 43405_Sec2 s:\43405\drainage\stmc\43405_east.stm 09/28/04 02:31 :45 PM @ 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 u u u u u u u u [j u [j u u u u u Scenario: Design 2/19/03 Pipe Output Report II label Section length Constructed Upstream Hydraulic Downstream Hydraulic Total System Size (ft) Slope Node Grade Node Grade System Intensity (ftIft) line In line Out Flow (in/hr) (ft) (ft) (cfs) 803-802 15 inch 122.00 0.013 803 757.35 802 755.56 3.13 4.60 804-803 15 inch 30.00 0.005 804 757.50 803 757.35 2.84 4.62 805-804 12 inch 124.00 0.037 805 761.96 804 757.50 1.84 4.69 807-806 24 inch 92.00 0.009 807 757.19 806 756.13 13.41 4.43 808-807 24 inch 30.00 0.004 808 757.40 807 757.19 12.66 4.44 809-808 24 inch 32.00 0.004 809 757.51 808 757.40 11.53 4.45 810-809 18 inch 117.00 0.040 810 762.07 809 757.51 11.04 4.49 811-810 12 inch 165.00 0.015 811 764.56 810 761.94 2.49 5.11 812-811 12 inch 30.00 0.004 812 764.60 811 764.56 1.20 5.18 813-810 18 inch 270.00 0.036 813 771.65 810 762.07 7.41 4.59 814-813 18 inch 165.00 0.003 814 773.29 813 772.64 4.01 4.68 815-814 15 inch 34.00 0.003 815 773.36 814 773.29 2.68 4.70 816-815 12 inch 140.00 0.003 816 773.44 815 773.36 0.80 4.89 817-813 12 inch 63.00 0.040 817 773.84 813 771.65 2.98 4.68 818-817 12 inch 162.00 0.004 818 774.43 817 773.84 1.82 4.78 819-818 12 inch 26.00 0.004 819 774.45 818 774.43 0.86 5.00 821-820 30 inch 160.00 0.016 821 759.22 820 756.15 22.53 4.32 822-821 30 inch 30.00 0.016 822 759.69 821 759.22 22.24 4.33 823A-822 18 inch 163.00 0.004 823A 759.93 822 759.69 4.36 4.72 8238-823) 12 inch 26.00 0.004 8238 760.01 823A 759.93 1.95 4.74 824-822 24 inch 123.00 0.016 824 761.61 822 759.69 17.71 4.35 825-824 12 inch 160.00 0.030 825 763.68 824 761.61 3.06 4.86 826-825 12 inch 30.00 0.004 826 763.73 825 763.68 1.54 4.88 827-824 21 inch 360.00 0.019 827 768.45 824 761.61 12.98 4.45 828-827 21 inch 164.00 0.018 828 771.17 827 768.45 8.59 4.52 829-828 21 inch 30.00 0.004 829 771.34 828 771.17 7.80 4.53 830-829 21 inch 140.00 0.004 830 771.85 829 771.34 7.13 4.60 831-830 21 inch 62.00 0.004 831 772.11 830 771.85 7.18 4.62 832-831 15 inch 150.00 0.015 832 774.84 831 772.42 3.39 5.30 833-832 15 inch 30.00 0.004 833 774.95 832 774.84 2.60 5.39 834-833 12 inch 41.00 0.004 834 774.99 833 774.95 1.15 5.49 835-834 12 inch 105.00 0.004 835 775.32 834 774.99 1.19 5.69 836-831 15 inch 296.00 0.004 836 772.95 831 772.11 2.80 4.82 837-836 12 inch 150.00 0.007 837 773.84 836 772.95 1.98 5.09 838-837 12 inch 30.00 0.004 838 773.90 837 773.84 1.19 5.15 839-838 12 inch 36.00 0.004 839 773.92 838 773.90 0.48 5.81 840-839 12 inch 105.00 0.004 840 774.24 839 773.92 0.50 6.08 841-827 15 inch 192.00 0.025 841 775.01 827 769.96 3.65 4.88 842-841 15 inch 28.00 0.004 842 775.24 841 775.01 3.66 4.90 843-842 15 inch 30.00 0.004 843 775.31 842 775.24 2.94 4.92 844-843 12 inch 120.00 0.004 844 775.44 843 775.31 0.93 5.54 846-845 48 inch 245.00 0.016 846 761.24 845 756.57 59.12 2.53 847-846 48 inch 30.00 0.003 847 761.48 846 761.24 58.77 2.53 848-847 48 inch 140.00 0.002 848 762.05 847 761.48 58.63 2.54 849-848 18 inch 202.00 0.015 849 763.33 848 762.05 6.87 4.42 850-849 18 inch 30.00 0.004 850 763.53 849 763.33 6.16 4.43 851-850 15 inch 28.00 0.015 851 763.75 850 763.53 4.86 4.45 852-851 15 inch 92.00 0.035 852 766.94 851 763.75 4.51 4.48 853-852 15 inch 137.00 0.004 853 767.42 852 766.94 2.99 4.74 854-853 12 inch 26.00 0.004 854 767.44 853 767.42 1.18 4.77 855-848 48 inch 85.00 0.002 855 762.23 848 762.05 54.44 2.55 Title: 43405_Sec2 s:\43405\drainage\stmc\43405_ east.stm 09/28/04 02:31 :50 PM @ Haestad Methods, Inc. Project Engineer: Dave Stoeppelwerth Stoeppelwerth & Associates, Inc StormCAD v5.5 [5.5003] 37 8rookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 u u u D u u u u u u u u u u u u u u u Scenario: Design 2/19/03 Pipe Output Report II Label Section Length Constructed Upstream Hydraulic Downstream Hydraulic Total System Size (ft) Slope Node Grade Node Grade System Intensity (ftIft) Line In Line Out Flow (in/hr) (ft) (ft) (cfs) 856-855 48 inch 117.00 0.002 856 762.48 855 762.23 54.43 2.56 857-856 18 inch 138.00 0.004 857 762.99 856 762.48 6.36 4.76 858-857 15 inch 30.00 0.004 858 763.07 857 762.99 3.44 4.78 859-856 48 inch 175.00 0.002 859 762.79 856 762.48 50.59 2.58 860-859 12 inch 150.00 0.015 860 764.39 859 762.79 3.68 3.27 861-860 12 inch 30.00 0.004 861 764.49 860 764.39 2.04 3.28 862-859 48 inch 370.00 0.002 862 763.41 859 762.79 47.87 2.61 863-862 12 inch 25.00 0.087 863 763.50 862 763.41 1.61 3.07 864-863 12 inch 60.00 0.004 864 763.67 863 763.50 1.00 3.10 865-862 18 inch 140.00 0.004 865 763.62 862 763.41 4.14 4.92 866-865 15 inch 30.00 0.004 866 763.67 865 763.62 2.67 4.95 867-866 12 inch 32.00 0.004 867 763.79 866 763.67 2.13 6.20 868-867 12 inch 60.00 0.004 868 763.88 867 763.79 1.41 6.50 869-862 42 inch 181.00 0.002 869 763.82 862 763.41 43.91 2.63 870-869 42 inch 436.00 0.002 870 764.82 869 763.82 43.34 2.67 870A-869 12 inch 20.00 0.003 870A 763.86 869 763.82 1.75 3.67 871-870 30 inch 27.00 0.004 871 764.89 870 764.82 21.36 2.86 872-871 30 inch 60.00 0.004 872 765.02 871 764.89 19.95 2.87 873-870 30 inch 173.00 0.004 873 765.30 870 764.82 22.60 2.70 874-873 30 inch 180.00 0.004 874 765.64 873 765.30 20.74 2.72 875-874 30 inch 115.00 0.004 875 765.87 874 765.64 19.83 2.73 876-875 12 inch 60.00 0.004 876 766.04 875 765.87 1.86 3.09 877-875 27 inch 39.00 0.004 877 766.03 875 765.87 17.86 2.73 878-877 27 inch 38.00 0.004 878 766.16 877 766.03 16.94 2.74 879-878 12 inch 138.00 0.013 879 766.79 878 766.16 1.39 5.27 Title: 43405_Sec2 s:\43405\drainage\stmc\43405 _ east.stm 09/28/04 02:31 :50 PM @ 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 '0 '0' , ' i :, ' U U' U U.. . 'U'., , , i . . . u rU . .... . ... i,D , 'U ' U U ,'," '0 U o U. i'l . ~ ' :U , . . . . . - , GUTTER SPREAD " . ' 'CALCULATIONS . . . . ',,"- u u u Label Inlet Local Inlet Local C Intensi~y Area Rational (in/h r) (acres) Flow (cfs) 803 0.41 6.20 0.16 0.41 804 0.46 4.92 0.48 1.09 805 0.33 4.69 1.18 1.84 807 0.45 5.60 0.39 0.99 808 0.48 4.92 0.54 1.28 809 0.34 4.82 0.38 0.63 810 0.34 4.66 1.05 1.68 811 0.46 5.15 0.55 1.31 812 0.46 5.18 0.50 1.20 813 0.34 4.88 0.35 0.59 814 0.46 4.87 0.62 1.40 815 0.48 4.90 0.84 1.99 816 0.33 4.89 0.49 0.80 817 0.33 4.87 0.77 1.25 818 0.46 4.78 0.45 1.00 819 0.45 5.00 0.38 0.86 821 0.41 5.93 0.18 0.44 822 0.45 4.98 0.33 0.74 823A 0.47 4.74 1.08 2.42 8238 0.47 4.74 0.87 1.95 824 0.33 4.64 1.57 2.42 825 0.46 4.89 0.68 1.54 826 0.46 4.88 0.68 1.54 827 0.33 4.82 0.80 1.28 828 0.45 5.00 0.40 0.91 829 0.45 5.00 0.37 0.84 831 0.34 4.71 0.97 1.57 832 0.42 5.30 0.37 0.83 833 0.46 5.42 0.59 1.48 835 0.34 5.69 0.61 1.19 836 0.34 4.82 0.56 0.93 837 0.46 5.15 0.34 0.81 838 0.46 5.15 0.32 0.76 840 0.34 6.08 0.24 0.50 842 0.41 5.87 0.36 0.87 843 0.47 4.92 0.91 2.12 844 0.34 5.54 0.49 0.93 846 0.45 5.18 0.35 0.82 847 0.45 5.15 0.35 0.82 848 0.33 5.09 0.50 0.85 849 0.42 5.66 0.39 0.93 850 0.48 4.94 0.61 1.46 851 0.33 5.24 0.26 0.45 852 0.33 4.48 1.13 1.69 853 0.47 4.75 0.81 1.82 854 0.49 4.77 0.50 1.18 855 0.33 5.15 0.29 0.50 856 0.34 4.81 0.88 1.45 857 0.46 5.21 1.33 3.21 858 0.46 4.78 1.55 3.44 859 0.33 4.82 0.61 0.98 D u u u u u u u u u u u w u u Title: 43405_Sec2 s:\43405\drainage\stmc\43405 _east.stm 09/28/04 02:32:20 PM @ Haestad Methods, Inc. u Scenario: Design 2/19/03 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 2 IU u u Label Inlet Local Inlet Local C Intensit) Area Rational (in/h r) (acres) Flow (cfs) 860 0.47 4.94 1.07 2.50 861 0.27 3.28 2.28 2.04 862 0.34 4.72 0.77 1.25 863 0.48 6.26 0.42 1.27 864 0.39 3.10 0.81 1.00 865 0.46 4.94 0.65 1.49 866 0.45 4.95 0.43 0.97 867 0.45 6.20 0.28 0.79 868 0.50 6.50 0.43 1.41 870 0.35 4.45 1.01 1.58 870A 0.39 3.67 1.21 1.75 871 0.28 3.15 1.82 1.62 872 0.31 2.87 22.49 19.95 873 0.50 4.66 1.49 3.50 874 0.34 4.71 1.07 1.73 875 0.50 5.69 0.26 0.75 876 0.34 3.09 1.77 1.86 877 0.48 4.77 0.71 1.64 878 0.31 2.74 19.11 16.22 879 0.34 5.27 0.77 1.39 [J u IU u u u u u u u u u u 'U ! U Title: 43405_Sec2 s:\43405\drainage\stmc\43405 _east.stm 09/28/04 02:32:20 PM @ Haestad Methods, Inc. u Scenario: Design 2/19/03 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 2 of 2 Cherry Creek Estates East Job# 43405 Date: 9/28/04 U Grates in Sag Condition U U U U U U U U U U IU U IU U U U u u Spread Calculations Cross Sectional Gutter Inlet Rational Flow Grate Perimeter Depth at Casting Slope Spread Inlet Type (c.f.s. ) (ft) (ft) (ftIft) (ft) 807 0.99 4.58 0.17 0.03 4.05 Sinale 808 1.28 4.58 0.20 0.03 5.13 Single 823A 2.42 6.75 0.24 0.03 6.36 Double 8238 1.95 4.58 0.27 0.03 7.34 Sinale 832 0.83 4.58 0.15 0.03 3.42 Single 833 1.48 4.58 0.22 0.03 5.82 Sinale 841 0.87 4.58 0.16 0.03 3.58 Single 843 2.12 4.58 0.29 0.03 7.86 Sim:!le 877 1.64 6.75 0.19 0.03 4.52 Double 878 16.22 6.75 0.86 0.03 27.06 Double u u u u u u u u u - \ W u u u u u u u , \ U U Cherry Creek Estates East Job# 43405 Date: 9/28/04 Spread Calculations Grates in-line Manning's Depth at Gutter Inlet Rational Flow Longitudinal Slope Transverse Slope Coefficient Casting Spread Inlet Type (c.i.s.) (ftIft) (ftIft) (ft) 811 2.90 0.006 0.03 0.013 0.25 8.50 Single 812 2.88 0.006 0.03 0.013 0.25 8.48 SinQle 814 0.60 0.0126 0.03 0.013 0.12 4.10 SinQle 815 1.06 0.0126 0.03 0.013 0.15 5.07 SinQle 818 0.57 0.006 0.03 0.013 0.14 4.62 SinQle 819 0.50 0.006 0.03 0.013 0.13 4.40 Single 836 2.90 0.006 0.03 0.013 0.25 8.50 SinQle 837 2.88 0.006 0.03 0.013 0.25 8.48 Single