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HomeMy WebLinkAboutDrainage Report '- D. iD I, '0 o ,0 0' o I,D I . I'D: I '.D D D . . . . . .' .., . . LONGlUDGEESTA,TES, . '.' .'" , -! SECTION 2 I . . r 'r: \ :0. IU. :>D' I . i . 'D. ,D D D. . ;.;;c.\' \~~) -~x:\J\..\'l~. '. \\,,- . "%,-:; . _'\'1\). '\'.' '\J\.~ V "''\}~~~ .,..:' \,' . ,,--< ,.' /'. . ~ ! ,-\ ~, , , 0', DRAINAGE REPORT, , PREPA/lPD FOR: '. PlatimllnProperties, L.L.C.- 9551 Delegates Row ) . Indianapolis, IN 46240 PREPARED BY: Whitney D. Neukam, E. L Stoeppelwerth and Associates . (317) 577 ~ 340Q, ext.33. . DATE PREPARED: June 30, 2005 - o ,0 o iO" 1 I' ", ." . . . , 'LONGRID,GE,ESTATES ,SE'CTION'TWO. ~ ,.'. . ~ . . . HYDROLOGY,& HYDRAULIC ANALYSIS AND REPORT PROFESSIONALCERTIFICA TION David]. Stoeppelwerth;.P .E. Indiana Registration No. 19358' """11111",,, " '" "1 . . . "", SiOEPp,(::-~ II", . . .$'.... ..) .;...............':'Ik. ",,- I p..../&-\ST€l1k':......~ ~. ,,:::~.' ~ N '0'. ~ ~ $' "-I ! 0.'- \.;- =, 1 ,i 19358 l ~ . -:' .. :- . \~\.... STA~OF /9;}.. . ~ ~'.....IJ\tDIA~1>- ...... ~((j $ , "-,,' ~o..."'~,,,,,,,,,," ~~ "" "",'-'o:;)'/ONAL € \",,, . '1, . ", . . ,"'"1111''''' '. . ,tJ.;.tl~/..,dL . . ." Tlie following report and accompanying 'computations have been developed by me or '. under my direct supervision. ,. . . - I'D r. I I ID I ' ID I, " 10 i~ i',U '0 I',' ~( " - 'I'. , LONGRIDGEESTATES", ,'\ ,;. , SECTION 2 , , , TABLE 'OF CONTENTS' , ' 1. PROJECT NARRAtIVE: , , . ' - 2. PRE-DEVELOPED CONDITIONS ' . . , " . I" . 3. POST-,DEVELOPEDCONDITIONS 4, PIPE SIZING CALCULATIONS. ' , , '.' ~ , ' .5. GUTTER SPREADCALCULA nONS . I , . . 6. BACK COVER POCKET ~. , PRE-DEVELOPE6~BA:S'IN MAP ", POST-DEVELOPEDSTORAGE",ROUTING MODELBASIN MAP ", ' . .' , , POST-DEVELOPEDPIPE~SIZINGMOD~L BASiN MAP - ,_ ,_ __1- - :,'U:, , , u , /, '0 :'D U D !,D I '.'U '0' U IU o '0 ID ,U :,D o 'D' 'D' .,,', LONGRIDGEESTATES SECTION 2 DRAINAGE NARRATIVE " .". '. " " ' , J ' . , ' Platinum Properti~s is"proposing thedevelopmentqf aresidtmtial subdivision in , " Hamilton County to bekriownas Longridge Estates, Section. Two. The site 'is located on the Nort,h, Side of West ,13, 6th Stre,et a,t th, e i,nter,section with. Shel"bo, , me Road. The site is " more, specifically located in ,a. parlof the SoutheastQuarte~of Section 19, Township '18 North, Range 3 East, Hamilton C~unty,'Indiana. ' EXISTING CONDITIONS " The pre~developed LongridgeEstates site has been anaiyzedas ~e onsite ' 'basins.;rhereare areas contributing offsiterunofflocated',along~the southeast and; . , southwe~t boundaries and (1' s~all area to the north. , ' TheLongridgeEst~tessite is located west rirStanford' pai'ksubdivision and north ofClayboume sllbdivision. 'There is also agricultural and wooded land to the west and' 'south. 'Liori Creek, a nato/al drainage feature to the sOllth,' carries r.W16ff from Ousite 2" . , to.the west under W estRoad.Along the, south boundary of On site 2there is an existing 'wetland. There is an. existing-24.,.inchRCP wes,t ofthesitethatacts as an outflow point for niri6fffrom OnsiteJ. RUnofffrom Onsite '3 leaves the site through an existing culvert located to the northwest ofthe site, under West Road~, The soil<;>f the basin is mostly type Band C, Brook.stonand Crosby, With small portions, to the north bejng Miami and Shoals. The Longridge;Estates'site is currently . agricultural land. . ' , , " To'establisl1the 'lOO~yearallowable discharge rate fo~th~post-developed' , Longridge Estates site" the 10-year storm event was rurt.for tllt~'pre:,.developed onsite' ", b~sins and the ,1 OO-yearstorm event was run for theoffsite basins. Likewise, to'establish the.IO-year allowable discharge rate, the 2;.year stormeventwas'rtinforthe pre- developed onsite basins, and the' 1'0-year storm event was run for; the offsite basins. . Time. of Concentrations (T c' s y and Curve Ntimbers (CN' s) ~ere calculated for the basinusing,TR.,.55,methodology;Thesepre-determinedv~ueswere,entered into TR-20 ' and used to compute multiple hydro graphs. 2-year and 10-yearhYdrogr~phswere developed for the three basins. "The pre-developed release r.atesfo~ the three outn;~t points ate listed on the following J?age:. u 'u' w; 0' o u ',W" " " 'u. D W D ,d. tl ,U, "U' ,. .;.- 'D W.' :D U ,; ~ " .\ " . . . " 'Pr~.,DevelopedDlsc~arge into Lion Creek'to theSo~~h " 2~year,24.-hour Storm includingoffsite = 3.1.19 c.f.s. ' .to-year, 24-hour Storm incl~ding offsite= 59.l7' c.f.s. , " , , " - . " Pre-Developed Disch~rge into Existing 24~inch RCP ~nder West Road " . -,' - /, . ' ,,' . 2~year,24-hour Storm including offsite= 21.84c:f.s.- lO-year, 24-hour Storm including offsite ::::: 42.~6 c.f.s. . , P~e";Developed Discharge i~toExisting Culvert und~I"West ~oad' 2-year, 24-hourStorm:::: 19.82c.f.s. ,to-year, 24-hour Storin =_38:~8-c.f.s. '0 ,u' :u' U', U U-- , , , u u, U D'" "'U"" "'.. ' 'U',' U ,:-U' , , 0' u' u ~U' :u,. " , , PROPOSED'CONDITIONS . " ' - , ,,\,; .' "."",.r .. ( .' .,-,~: , ,There wilrbefiv~ :ponds .inLongridge Estat~~! Polld41\ and Pond 4 wlllprovide the necesSary defehtipn,for all of Section } and, along witl1 the direct discharge from Future Section 4, will drain ,south into Lion Creek. The combination of Porid 4Aand Pond 4 will perform, a~ an :extendeddetention BMP pro~iding water quality treatment for' runoff into the: existirig wetl~d.Ponds 2 and 3 will provide dete,rrtipri fot all of Se9tion 2 . and a portion of Future Section 3 arid drainwestinto th~'existing 24-1nch Rtp. Pop.d'} will detain the remainder ~fFutw:e'S~ction3JU1ddischarge west into art existing culvert. . The area souihof LongridgeEstates, Claybourne subdivision~ was consider~d ;during our modeling and Stoeppelwerth & Associatesa~teiminedthat all runofffrom Clayboume'wouldnot affeCt the conditions of our, site~.The area, tq 'the east, Stariford Park subdivision, was determined to have no affect on: our: site,bllt some residential, . ~,.. , .. ,'> .. " -.. ' ,'" '-', ,. .. " ;', . property exists betweenStarifqrdParkatld Shelbome Roaq tJ:uitdo~s drain on.to out site at. the southeast comer./ ' The post -'developed site was, analyzed using ~ qombination ofprogtams. All pond' , routing ' and analysIS' was completed :usingAdvanced ICPRThispf.ograinroutes and, analyzes all components in ,a storm system on auser-defin.ed time interval. The second program used was StormCAD. This program analyzes pipe~sizi,ng foipipe networks other than:those routing water bet\v.~en lakes. Below is a listofthe' peak discharges J(lr the, site'. , ~'.',.- ,', \ Posi-D~ve)ope(rDischarge as Outflow ~fPond'#4 and Di~ect Di~chargefrom Section' . 4 to Lion Creek . . .', . '. ,... . 1O-::yeaf~4-hour storm ~ 18;03 c:f.s. . IOO-year 24~hour storm:-,-jO.39 c.f.s.' . Post-Developed Discharge as 'Outflow of PonCl#2 ilito Existing 24..i~ch RCP under West Road' . . ... , .1O-year24:-hQursfonn-14.16 c.f.s., , lOO-year24.,.hour stohn~ 36.13 c.f.s. . , . . . post- Deyeloped/,Dischatgeas Outflow of Pond #linto.Existing"Culvertlln:derW est Road c' ,,' ,.',' , J O-year24-hour storm -,7~69c.f.s~ } OO-)"ear 24~holli:storm - 9~29/c.f.s. u u u u u u u u u u u u u u u u .J j Q) C: :.J () u- a """'- ......:....... o C'II ~ o ~ ~ o o ~ o ~ o co Ci;' o Q) ....- ::: .s os. co Q) .5 of...; 10 o ~ o C") o C"I o ~ o o .J CI) . ...... """'- o 0... C\'3 s::: C\'3 . ...... -0 s::: """'- ~ :::...~~'- ...... ...... ...... .... 0 ~ ~ ~ 001.00 ~I.O~~ o ~ co .... co 10 ~ C") (.Jf.//u!J ~1!Su8JulllelU!e~ Q C'II ~ FIGURE 202-1: Indianapolis IOF Curve City of Indianapolis ~tnrmW::ltAr Snecifications Manual Appendix page A2-3 May 10. 1995 U IW U U IU U 10 IU IU iU' IU U U U U U U U U .'~ Return Period - Rainfalllntensit' (in/hr) Hours Minutes 2 5 10 25 50 100 0.08 5 4.75 6.14 6.99 8.08 8.83 9.69 0.17 10 3.63 4.75 5.48 6.40 7.07 7.77 0.25 15 2.97 3.92 4.55 5.34 5.94 6.53 0.5 30 1.98 2.64 3.09 3.65 4.10 4.50 1 60 1.25 1.67 1.96 2.31 2.62 2.88 2 120 0.76 1.02 1.20 1.40 1.59 1.75 3 180 0.56 0.75 0.88 1.03 1.17 1.29 6 360 0.33 0.44 0.52 0.60 0.68 0.75 12 720 0.20 0.26 0.30 0.35 0.39 0.43 24 1440 0.11 0.15 0.17 - 0.20 0.22 0.25 ............ TABLE 202-2: IOF and 100 Tables for Indianapolis, IN ~ '- City of Indianapolis Appendix page A2-2 u_.. 1n 1ao~ u u u u u u u u u u u SOILS NOT TO MAP SCALE , u '0 o u ur'~1"h':0'- ) ,)." . ,I. .... 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'.. , . . I . II"" ' . , II - ~. q).1}- : "')~~~.,'- (Ii ':_:~;:. :. !.'~.<.~ ,'~ r .. ,/! . ., I, ~:,..:.c~~:;~~~-=::;./. ~fO __~.:':. 1'-. lJ u o D u u u ; : D U D U ';". ,~)() ,::-.. ~:~ ,~i .,,~; " ~'\h, ~j: .,...:~,"l'. .'\.\". \ --"lJ : y, I j/ _ . '_j l../ " . ~~. .... .' . 't- . ~ .i j D VICINITY NOT TO MAP SCALE u D U J J . J.... J- ....... J J '.' . , . o 0, L . O. :, . 0, . , . 0< _ '-.J 0: . '. . . D D.":" ", o .D: D .~. I, ," '0 . . - <,', . ,", I 'I , . I . '- - , . L ' . .' . . . . . - . .c. '" . . . . -' ~- " . .., . " " " . , ~ ,,/' . ' , . . ,pRE-DEVELOPED '. . ,." . ' , " , '..CONDITIONS." . , - . , . . .', r " . , r' " I D D D o o o D D D o o o o o D D D D D Langridge Estates Job # 47425 Pre-Developed Site Onsite 1 Subbasin Area CN Agricultural (B-C) 24.80 ac 78 Total 24.80 ac 78 Onsite 2 Subbasin Area CN Pond 1.37 ac 98 Farms (B) 3.32 ac 74 Farms ( C ) 1 .11 ac 82 Agricultural (B) 33.00 ac 78 Agricultural (C) 6.60 ac 82 Total 45.40 ac 79 Onsite 3 Subbasin Area CN Agricultural (B-C) 29.20 ac 78 Total 29.20 ac 78 Offsite 1 Subbasin Area CN Woods (B) 4.40 ac 55 Total 4.40 ac 55 Offsite 2 Subbasin Area CN Residential (2 ac) 9.44 ac 71 Tc: 79.2 min. Total 9.44 ac 71 L-J LJ E:J CJ t::::::::J CJ r::::::::J CJ CJ r=J r=J r=J r=J r=J -=-= CJ r=J Langridge Estates Time of Concentrations Job it 47425 ICPR Pre-Developed Sile Basin Sheet Flow ManuallUVI Description n= L= Pz = s= T, = ,OO7(nL}O,8/(PzD~sO,') Description v= L= Tt=LN Description v= L= Tl=LN T c (lolal) Tc (total) (ft) (in/hr) (lUft) (hrs) (flIs) (ft) (hrs) (hrs) (mln) Onsile 1 Aari. 0.17 175 2.66 0.016 0.3387 Gutter / Swale 1.50 100 0.0185 Channel 3.00 1550 0.1435 0.5007 30.0 Onsite 2 Agri. 0.17 300 2.66 0.009 0.6562 Gutter / Swale 1.00 1000 0.2778 Channel 3.00 700 0.0648 0.9988 59.9 Onsile 3 Aari. 0,17 300 2.66 0.017 0.5088 Gutter / Swa/e 2.00 1090 0.1514 Channel 3.00 650 0.0602 0.7204 43.2 Offsite 1 Woods 0.6 300 2.66 0.027 1.1597 Gutter / Swale 2.00 140 0.0194 Channel 3.00 350 0.0324 1.2115 72.7 Offsile 2 Res;. 0.15 300 2.66 0.004 0.8211 Gutter / Swale 0.65 1000 0.4274 Channel 3.00 770 0.0713 1.3198 79.2 CJ CJ u D u ******************80-80 LIST OF INPUT DATA FOR TR-20 HYDROLOGy**......****....*****t* D JOB TR-20 TITLE 001 TITLE 6 RUNOFF 6 RUNOFF 6 ADDHYD 6 RUNOFF 6 RUNOFF 6 ADDHYD 6 RUNOFF ENDATA INCREM 6 COMPUT 7 001 COMPUT 7 002 COMPUT 7 004 COMPUT 7 005 COMPUT 7 007 ENDCMP 1 7 COMPUT 7 001 7 COMPUT 7 002 7 COMPUT 7 004 7 COMPUT 7 005 7 COMPUT 7 007 ENDCMP 1 ENDJOB 2 O*******************************END D 001 002 003 004 005 006 007 PREDEVELOPED 1 0.03875 2 0.00688 3 4 0.07094 5 0.01475 6 7 0.04563 u 001 003 004 006 007 0.1 0.0 0.0 0.0 0.0 0.0 D 001 003 004 006 007 0.0 0.0 0.0 0.0 0.0 D EXECUTIVE CONTROL OPERATION INCREM + D EXECUTIVE CONTROL OPERATION COMPUT + + STARTING TIME - ALTERNATE NO.= 2 .00 D OPERATION RUNOFF CROSS SECTION PEAK TIME (HRS) 12.21 u D D D EXECUTIVE CONTROL OPERATION COMPUT + + u STARTING TIME = ALTERNATE NO.- 2 .00 OPERATION RUNOFF CROSS SECTION SUMMARY LONGRIDGE ESTATES SITE - CRITICAL DURATION ANALYSIS 78.0 0.50 1 1 55.0 1.21 1 1 1 1 1 ON1 1 1 1 OFFl 1 1 1 1 1 1 ON2 1 1 1 OFF2 1 1 1 1 1 1 ON3 79.0 0.99 71.0 1. 32 78.0 0.72 2.93 1.0 4.15 1.0 2.93 1.0 4.15 1.0 2.93 1.0 4.15 1.0 5.75 1.0 4.15 1.0 5.75 1.0 4.15 1.0 2 2 02 24 02YEAR 2 2 02 24 10YEAR 2 2 02 24 02YEAR 2 2 02 24 10YEAR 2 2 02 24 02YEAR 2 2 10 24 10YEAR 2 2 10 24 o OYEAR 2 2 10 24 10YEAR 2 2 10 24 o OYEAR 2 2 10 24 10YEAR OF 80-80 LIST"'**"'***.*"'*"*********"''''''.''***.'''. MAIN TIME INCREMENT = .10 HOURS FROM XSECTION RAIN DEPTH = STORM NO.=24 TO XSECTION 2.93 RAIN DURATION- MAIN T!ME INCREMENT = 1 1.00 RAIN TABLE NO.- 2 .10 HOURS ANT. MOIST. COND- 2 RECORD ID 02YEAR PEAK DISCHARGE (CFS) 21. 62 PEAK ELEVAT I ON (FEET) (RUNOFF) TIME (HRS) FIRST HYDROGRAPH POINT = .00 HOURS TIME INCREMENT = .10 HOURS DRAINAGE AREA = .04 SQ.MI. 10.00 DISCHG .00 .00 .00 .00 .00 .01 .02 .04 .07 .12 11.00 DISCHG .17 .24 .32 .42 .53 .68 .98 1.80 3.35 6.72 12.00 DISCHG 12.37 18.52 21. 59 19.57 15.67 11.86 9.20 7.45 6.18 5.31 13.00 DISCHG 4.64 4.13 3.70 3.37 3.09 2.85 2.66 2.50 2.35 2.22 14 .00 DISCHG 2.11 2.01 1.93 1.85 1.77 1. 70 1. 63 1.55 1. 48 1. 43 15.00 DISCHG 1.39 1. 36 1.35 1. 34 1.32 1. 29 1.25 1.21 1.19 1.17 16.00 DISCHG 1.17 1.16 1.16 1.16 1.16 1.16 1.16 1.13 1.09 LOS 17.00 DISCHG 1.02 1. 01 1.00 .99 .99 .98 .98 .98 .98 .97 18.00 DISCHG .93 .89 .85 .83 .82 . B1 .80 .80 .80 .80 19.00 DISCHG .80 .80 .80 .80 .80 .80 .80 .80 .80 .78 20.00 DISCHG .75 .71 .67 .64 .63 .62 .61 .61 .61 .61 21.00 DISCHG .61 .61 .61 .61 .61 .61 .61 .61 .61 ..61 22.00 DISCHG .61 .61 .61 .61 .61 .61 .61 .61 .61 .61 23.00 DISCHG .61 .61 .61 .62 .62 .62 .62 .62 .61 .60 24.00 D1SCHG .56 .50 .41 .30 .19 .12 .07 .04 .03 .02 25.00 DISCHG .01 .01 .00 RUNOFF VOLUME ABOVE BASE FLOW 1.08 WATERSHED INCHES, 26.97 CFS-HRS, 2.23 ACRE-FEET; BASEFLOW - .00 CFS --- HYDROGRAPH FOR XSECTION I, ALTERNATE 2, STORM 24, ADDED TO OUTPUT HYDROGRAPH FILE FROM XSECTlON RAIN DEPTH = STORM NO.=24 TO XSECTlON 4.15 RAIN DURATlON= MAIN TIME INCREMENT = 3 1.00 RAIN TABLE NO.- 2 .10 HOURS ANT. MOIST. COND- 2 RECORD 10 10YEAR WARNING-NO PEAK FOUND, MAXIHUM DISCHARGE .09 CFS. 1 D TR20 XEQ 01-03-05 09:50 1 REV PC 09/83(.2) D PEAK TlME(HRS) 23.80 D u LONGRIDGE ESTATES PREDEVELOPED SITE - CRITICAL DURAT!ON ANALYSIS PEAK DISCHARGE (CFS) .09 PEAK ELEVATION (FEET) (RUNOFF) RECORD ID JOB PASS. PAGE 12.90 .80 (RUNOFF) TIME (HRS) FIRST HYDROGRAPH POINT .00 HOURS TIME INCREMENT = .10 HOURS DRAINAGE AREA = .01 SQ.MI. 11.00 DISCHG .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 12.00 DISCHG .05 .11 .21 .34 .48 .61 .70 .77 .80 .80 13.00 DISCHG .78 .74 .68 .64 .59 .55 .52 .49 .46 .43 14 .00 DISCHG .40 .38 .36 .34 .32 .30 .29 .28 .26 .25 15.00 DISCHG .24 .23 .22 .21 .21 .20 .20 .19 .19 .18 16.00 DI SCHG .18 .17 .17 .17 .17 .16 .16 .16 .16 .16 17.00 DISCHG .16 .15 .15 .15 .15 .15 .14 .14 .14 .14 18.00 DISCHG .14 .14 .14 .13 .13 .13 .13 .12 .12 .12 19.00 DISCHG .12 .12 .12 .12 .12 .12 .11 .11 .11 .11 20.00 OISCHG .11 .11 .11 .11 .11 .10 .10 .10 .10 .10 21. 00 DI SCHG .09 .09 .09 .09 .09 .09 .09 .09 .09 .09 22.00 DISCHG .09 .09 .09 .09 .09 .09 .09 .09 .09 .09 23.00 DISCHG .09 .09 .09 .09 .09 .09 .09 .09 .09 .09 24.00 DISCHG .09 .09 .09 .08 .08 .07 .06 .05 .05 .04 25.00 DISCHG .03 .03 .02 .02 .01 .01 .01 .01 .01 .01 26.00 DISCHG .00 RUNOFF VOLUME ABOVE BASEFLOW .59 WATERSHED INCHES, 2.62 CFS-HRS, ..22 ACRE-FEET; BASEFLOIi = .00 CFS --- HYDROGRAPH FOR XSECTION 2, ALTERNATE 2, STOrol 24, ADDED TO OUTPUT HYDROGRAPH FILE OPERATION ADDHYD CROSS SECTION 3 --- HYDROGRAPH FOR XSECT ION 3, ALTERNATE 2, STOrol 24, ADDED TO OUTPUT HYDROGRAPH FILE --- D D D o u o u u EXECUTIVE CONTROL OPERATION COMPUT + + STARTING TIME = ALTERNATE NO.= 2 OPERATION RUNOFF CROSS SECTION o PEAK TIME (HRS) 12.54 23.69 RECORD ID 02YEAR FROM XSECTION .00 RAIN DEPTH = STORM NO.=24 TO XSECTION 2 . 93 RAIN DURATI ON= MAIN TIME INCREMENT = 4 1.00 RAIN TABLE NO.= 2 .10 HOURS ANT. MOIST. COND= 2 PEAK DISCHARGE (CFS) 26.07 1.16 PEAK ELEVAT ION (FEET) (RUNOFF) (RUNOFF) u TIME (HRS) FIRST HYDROGRAPH POINT .00 HOURS TIME INCREMENT = .10 HOURS DRAINAGE AREA = .07 SQ.MI. 10.00 OISCHG .00 .00 .00 .00 .01 .02 .04 .06 .10 .15 11.00 DISCHG .21 .29 .38 .50 .63 .79 1. 04 1.50 2.39 4.18 12.00 DISCHG 7.21 11.41 16.34 21. 03 24.37 25.92 25.81 24.42 22.18 19.49 13.00 OISCHG 16.92 14.81 13.08 11. 65 10.41 9.34 8.44 7.66 6.98 6.40 u TR20 XEQ 01-03-05 09:50 1 REV PC 09/83(.2} 2 14.00 DISCHG 5.90 15.00 DISCHG 3.21 16.00 DISCHG 2.39 17.00 DISCHG 2.12 18.00 DISCHG 1.86 19.00 DISCHG 1.55 20.00 DISCHG 1.49 21. 00 DISCHG 1.19 22.00 DISCHG 1.15 23.00 DISCHG 1.15 24..00 DISCHG 1.14 25.00 DISCHG .25 26.00 DISCHG .02 u D D LONGRIDGE ESTATES JOB 1 PASS PREOEVELOPED SITE - CRITICAL DURATION ANALYSIS PAGE 5.46 3.06 2.35 2.08 1. 84 1. 54 1. 47 1.18 1.15 1.15 1.11 .20 .02 5.09 2.94 2.31 2.04 1.80 1.53 1. 44 1.17 1.15 1.15 1.06 .15 .01 4.46 4.20 3.97 3.76 3.57 2.76 2.69 2.63 2.57 2.50 2.26 2.24 2.23 2.21 2.19 1. 97 1. 94 1.92 1.91 1.89 1.72 1.67 1.64 1. 61 1.58 1.52 1.52 1.52 1.51 1.51 1.36 1. 32 1.28 1.25 1.22 1.16 1.16 1.16 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.16 1.16 1.16 1.16 1.16 .88 .76 .64 .52 .42 .09 .07 .06 .04 .03 .01 .00 52.01 CFS-HRS, 4.30 ACRE-FEET; BASEFLOIi = 3.38 2.44 2.16 1.88 1.56 1.51 1.21 1.15 1.15 1.15 .33 .03 4.75 2.84 2.28 2.00 1. 76 1.53 1.40 1.17 1.15 1.16 .98 .12 .01 .00 CFS RUNOFF VOLUME ABOVE BASEFLOIi = 1.14 WATERSIlED INCHES, --- HYDROGRAPH FOR XSECTION 4, ALTERNATE 2, STOrol 24, ADDED TO OUTPUT HYDROGRAPH FILE D EXECUTIVE CONTROL OPERATION COMPUT + + STARTING TIME = ALTERNATE NO.= 2 o OPERATION RUNOFF CROSS SECTION PEAK TIME (HRS) 12.80 RECORD 10 10YEAR FROM XSECTION 5 .00 TO XSECTION 4 . 15 RAIN DURATION= MAIN TIME INCREMENT = 6 1. 00 RAIN TABLE NO. = 2 .10 HOURS ANT. MOIST. COND= 2 RAIN DEPTH = STORM NO.=24. PEAK DISCHARGE (CFS) 5.74 PEAK ELEVATION (FEET) (RUNOFF) o TIME IHRS) FIRST HYDROGRAPH POINT .00 HOURS TIME INCREMENT .10 HOURS DRAINAGE AREA = .01 SQ.MI. 10.00 DISCHG .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 11. 00 DISCHG .01 .02 .03 .04 .06 .09 .13 .19 .32 .55 12.00 DISCHG .96 1.54 2.28 3.15 4.03 4.80 5.34 5.65 5.74 5.64 13.00 DISCHG 5.39 5.04 4.61 4.15 3.74 3.40 3.10 2.83 2.60 2.39 14 .00 DISCHG 2.19 2.03 1. 88 1.74 1. 62 1.51 1.42 1. 33 1.25 1.18 15.00 DISCHG 1.12 1.06 1. 01 .96 .92 .88 .85 .82 .80 .77 o o o D D 16.00 DISCHG .75 .72 .70 .69 .68 .67 .66 .65 .64 .63 17.00 DISCHG .62 .61 .60 .59 .58 .58 .57 .56 .55 .55 18.00 DISCHG .54 .54 .53 .52 .51 .50 .49 .48 .47 .46 19.00 DISCHG .46 .45 .45 .44 .44 .44 .44 .43 .43 .43 20.00 DISCHG .43 .43 .42 .41 .41 .40 .39 .3S .37 .36 21.00 DISCHG .36 .35 .35 .34 .34 .34 .33 .33 .33 .33 22.00 DISCHG .33 .33 .33 .33 .33 .33 .33 .33 .33 .33 23.00 DISCHG .33 .33 .33 .33 .33 .33 .33 .33 .33 .33 24.00 DISCHG .33 .32 .31 .30 .29 .27 .24 .22 .19 .17 25.00 DISCHG .14 .12 .10 .08 .07 .06 .05 .04 .03 .03 26.00 DISCHG .02 .02 .01 .01 .01 .01 .01 .01 .00 RUNOFF VOLUME ABOVE BASE FLOW 1. 50 WATERSHED INCHES, 14.26 CFS-HRS, 1.18 ACRE-FEET: BASE FLOW = .00 CFS TR20 XEQ 01-03-05 09: 50 LONGRIDGE ESTATES JOB PASS 1 REV PC 09/83(.2) PRE DEVELOPED SITE - CRITICAL DURATION ANALYSIS PAGE u o u -__ HYDROGRAPH FOR XSECTION 5, ALTERNATE 2, STORM 24, ADDED TO OUTPUT HYDROGRAPH FILE --- u OPERATION ADDHYD CROSS SECTION 6 --- HYDROGRAPH FOR XSECTION 6, ALTERNATE 2, STORM 24, ADDED TO OUTPUT HYDROGRAPH FILE --- u EXECUTIVE CONTROL OPERATION COMPUT + + RECORD ID 02YEAR FROM XSECTION 7 STARTING TIME = ALTERNATE NO.= 2 .00 R-l\.IN DEPTH = STORM NO.=24 TO XSECT I ON 2.93 RAIN DURATION= MAIN TIME INCREMENT = 7 1. 00 RAIN TABLE NO. = .10 HOURS ANT. MOIST. COND= 2 u OPERATION RUNOFF CROSS SECTION PEAK TIME (HRS) 12.34 PEAK DISCHl\RGE (CFS) 19.82 PEAK ELEVATION (FEET) (RUNOFF) u TIME (HRS) FIRST HYDROGRAPH POINT .00 HOURS TIME INCREMENT = .10 HOURS DRAINAGE AREA = .05 SQ.MI. 10.00 DISCHG '.00 .00 .00 .00 .00 .00 .01 .02 .05 .08 11. 00 DISCHG .13 .19 .26 .34 .45 .58 .82 1.30 2.35 4.44 12.00 DISCHG 8.13 12.95 17 .40 19.61 19.42 17 .62 14.98 12.34 10.31 8.79 13.00 DISCHG 7.57 6.59 5.81 5.17 4. 64 4.21 3.85 3.55 3.29 3.06 14.00 DISCHG 2.86 2.68 2.52 2.39 2.28 2.18 2.08 1.99 1.91 1. 82 15.00 DISCHG 1. 7 6 1. 70 1. 66 1. 63 1.60 1.57 1.54 1.50 1.46 1. 43 16.00 DISCHG 1. 41 1. 40 1.39 1.38 1.38 1.37 1.37 1.36 1. 33 1. 30 17.00 DISCHG 1.27 1. 23 1.21 1.19 1.18 1.17 1.17 1.17 1.16 1.15 18.00 DISCHG 1.13 1.10 1.07 1.04 1.01 .99 .97 .96 .95 .95 19.00 DISCHG .95 .94 .94 .94 .94 .94 .94 .94 .94 .93 20.00 DISCHG .92 .89 .85 .82 .79 .77 .75 .74 .73 .73 21. 00 DISCHG .72 .72 .72 .72 .72 .72 .72 .72 .72 .72 22.00 DISCHG .72 .72 .72 .72 .72 .72 .72 .72 .72 .72 23.00 DISCHG .72 .72 .72 .72 .72 .72 .72 .73 .72 .72 24.00 DISCHG .70 .66 .60 .51 .41 .31 .22 .16 .11 .08 25.00 DISCHG .06 .04 .03 .02 .01 .01 .01 .00 RUNOFF VOLUME ABOVE BASEFLOW 1. 08 WATERSHED INCHES, 31. 75 CFS-HRS, 2.62 ACRE-FEET: BASEFLOW = .00 CFS --- HYDROGRAPH FOR XSECTION 7, ALTERNATE 2, STORM 24, ADDED TO OUTPUT HYDROGRAPH FILE EXECUTIVE CONTROL OPERATION ENDCMP RECORD ID + COMPUTATIONS COMPLETED FOR PASS [J [J D D TR20 XEQ 01-03-05 09:50 2 LONGRIDGE ESTATES JOB PASS [j REV PC 09/83 (.2) PREDEVELOPED SITE - CRITICAL DURATION ANALYSIS PAGE u EXECUTIVE CONTROL OPERATION COMPUT + + RECORD ID 10YEAR FROM XSECTI ON STARTING TIME = ALTERNATE NO.=10 .00 RAIN DEPTH ~ STORM NO.-24 TO XSECTION 4.15 RAIN DURATION= MAIN TIME INCREMENT = 1 1. 00 RAIN TABLE NO.= 2 .10 HOURS ANT. MOIST. COND= 2 o OPERATION RUNOFF CROSS SECTION PEAK TIME (HRS) 12.20 23.66 PEAK DISCHl\RGE (CFS) 41. 40 1.00 PEAK ELEVATION (FEET) (RUNOFF) (RUNOFF) o o u u u TIME (HRS 1 FIRST HYDROGRAPH POINT ~ .00 HOURS TIME INCREMENT .10 HOURS DRAINAGE AREA = .04 SO.MI. 8.00 DISCHG .00 .00 .00 .00 .00 .00 :00 .00 .00 .01 9.00 DISCHG .02 .04 .06 .08 .11 .14 .17 .20 .24 .27 10.00 DISCHG .31 .35 .39 .44 .50 .57 .65 .75 .87 1.02 11.00' DISCHG 1.18 1.35 1.55 1.77 2.02 2.36 3.08 5.01 8.45 15'.21 12.00 DISCHG 25.88 36.67 41. 40 36.79 29.01 n.n 16.64 13.32 10.92 9.31 13.00 DISCHG 8.07 7,.13 6.37 5.77 5.26 4.85 4.51 4.23 3.97 3.75 14.00 DISCHG 3.55 3.39 3.24 3.11 2.98 2.85 2.73 2.60 2.48 2.39 15.00 DISCHG 2.32 2.28 2.25 2.24 2.21 2.15 2.07 2.01 1.97 1.95 16.00 DISCHG 1. 94 1. 93 1.93 1. 93 1. 93 1.92 1. 91 1. 87 1. 81 1.74 17 .00 DISCHG 1. 69 1. 66 1. 64 1. 63 1. 63 1.62 1.62 1.62 1. 62 1.59 18.00 DISCHG 1.54 1. 47 1. 41 1. 37 1. 34 1. 33 1.32 1.31 1. 31 1.31 19.00 DISCHG 1. 31 1. 31 1.31 1. 31 1. 31 1. 31 1.31' 1.31 1.31 1.28 20.00 DISCHG 1.23 1.16 1.09 1. 05 1.03 1. 01 1.00 1.00 .99 .99 21.00 DISCHG .99 .99 .99 .99 .99 .99 .99 .99 .99 .99 22.00 DISCHG .99 .99 1. 00 1.00 1.00 1.00 1.00 1.00 1. 00 1.00 23.00 DISCHG 1. 00 1. 00 1. 00 1. 00 1.00 1. 00 1.00 1.00 1. 00 .97 24.00 DISCHG .91 .81 .67 .48 .31 .19 .12 .07 .04 .03 25.00 DISCHG .02 .01 .00 RUNOFF VOLUME ABOVE BASE FLOW 2 . 01 WATERSHED INCHES, 50.15 CFS-HRS, 4.14 ACRE-FEET; BASE FLOW = .00 CFS n_ HYDROGRAPH FOR XSECTION 1, ALTERNATE 10, STORM 24, ADDED TO OUT PUT HYDROGRl\.PH FILE u u u o EXECUTIVE CONTROL OPERATION COMPUT + + RECORD ID 00YEl\.R FROM XSECTION STARTING TIME = ALTERNATE NO.=10 .00 RAIN DEPTH = STORM NO.~24 TO XSECTION 5. 75 RAIN DURATI ON= MAIN TIME INCREMENT = 3 1. 00 RAIN TABLE NO. = 2 .10 HOURS ANT. MOIST. COND= 2 u OPERATION RUNOFF CROSS SECTION PEAK TIME (HRS) 12.76 PEAK DISCHARGE (CFS) 2.33 PEAK ELEVl\.TION(FEET) (RUNOFF) u TIME (HRS) 1 FIRST HYDF.OGRl\.PH POINT - .00 HOURS TIME INCREMENT = . 10 HOURS DRAINAGE AREA = .01 SO.MI. o TR20 XEO 01-03-05 09:50 LaNGRIDGE ESTATES JOB PASS 2 REV PC 09/83(.21 PREDEVELOPED SITE - CRITICAL DURATION ANALYSIS PAGE 5 11.00 DISCHG .00 .00 .00 .00 .00 .00 .00 .01 .03 .10 12.00 DISCHG .26 .51 .85 1.26 1.67 1.99 2.21 2.31 2.32 2.26 13.00 DISCHG 2.13 1. 96 1.77 1. 61 1. 47 1.34 1.24 1.14 1. 05 .97 14 .00 DISCHG .90 .84 .78 .73 .69 .65 .61 .58 .55 .52 15.00 DISCHG .50 .48 .45 .44 .42 .41 .39 .38 .37 .36 16.00 DISCHG .35 .34 .34 .33 .33 .32 .32 .32 .31 .31 17. 00 or SCHG .31 .30 .30 .29 .29 .28 .28 .28 .27 .27 18.00 DISCHG .27 .27 .26 .26 .25 .25 .24 .24 .23 .23 19.00 or SCHG .23 .23 .22 .22 .22 .22 .22 .22 .22 .22 20.00 orSCHG .22 .21 .21 .21 .20 .20 .19 .19 .18 .18 21.00 DISCHG .18 .18 .17 .17 .17 .17 .17 .17 .17 .17 22.00 orSCHG .17 .17 .17 .17 .17 .17 .17 .17 .17 .17 23.00 DISCHG .17 .17 .17 .17 .17 .17 .17 .17 .17 .17 24.00 DISCHG .17 .17 .16 .15 .14 .13 .12 .10 .09 .07 25.00 DISCHG .06 .05 .04 .03 .03 .02 .02 .01 .01 .01 26.00 orSCHG .01 .01 .01 .00 RmmFF VOLUME ABOVE BASE FLOW 1. 38 WATERSHED INCHES, 6.11 CFS-HRS, .50 ACRE-FEET; BASEFLOW = .00 CFS --- HYDROGRAPH FOR XSECTION 2, ALTERNATE la, STORM 24, ADDED TO OUTPUT HYDROGRl\.PH FILE OPERATION ADDHYD CROSS SECTION _n HYDROGRAPH FOR XSECTION 3, ALTERNATE la, STORM 24, ADDED TO OUTPUT HYDROGRl\.PH FILE --- u u u D u EXECUTIVE CONTROL OPERATION COMPU'!' + + RECORD ID 10YEAR FROM XSECTI ON STARTING TIME = ALTERNATE NO.=10 .00 RAIN DEPTH = STORM NO.=24 TO XSECTION 4 .15 RAIN DURATION= MAIN TIME INCREMENT = 4 1.00 RAIN TABLE NO.= 2 .10 HOURS ANT. MOIST. COND= 2 OPERATION RUNOFF CROSS SECTION u PEAK TIME (HRS) 12.52 23.67 PEAK DISCHARGE (CFSI 49.49 1. 86 PEAK ELEVATION(FEET) (RUNOFF) (RUNOFF) u TIME (HRS 1 FIRST HYDROGRAPH POINT .00 HOURS TIME INCREMENT = .10 HOURS DRAINAGE AREA = .07 SO.MI. 8.00 DISCHG .00 .00 .00 .00 .00 .00 .00 .01 .02 .03 9.00 DISCHG .05 .07 .10 .13 .17 .21 .26 .31 .36 .42 10.00 DrSCHG .48 .54 .61 .68 .76 .85 .95 1.07 1.21 1.38. 11.00 DrSCHG 1.57 1.80 2.05 2.34 2.67 3.04 3.63 4.65 6.58 10.24 12.00 DrSCHG 16.18 24.14 33.21 41. 54 47.18 49.41 48.59 45.48 40.88 35.62 13.00 DrSCHG 30.69 26.67 23.39 20.68 18.36 16.38 14.70 13.27 12.03 10.98 14.00 DrSCHG 10.08 9.30 8.62 8.03 7.52 7.06 6.66 6.29 5.95 5.63 j j D u u 15.00 16.00 17.00 DrSCHG DISCHG DrSCHG 5.34 3.94 3.48 1 u 'IR20 XEO 01-03-q5 09:50 2 REV PC 09/83{.21 18.00 DI SCHG 3.04 19.00 DrSCHG 2.52 20.00 DrSCHG 2.42 21.00 DISCHG 1.93 22 .00 DrSCHG 1. 86 23.00 DISCHG 1. 86 24.00 DISCHG 1. 83 25.00 DISCHG .41 26.00 DISCHG .03 u u RUNOFF VOLUME ABOVE BASEFLOW 5.08 3.86 3.41 4.23 3.63 3.11 4.13 3.60 3.09 4.03 3.54 3.07 4. 87 3.80 3.34 4.71 3.75 3.27 4.57 3.71 3.22 4.45 3.69 3.17 4.34 3.66 3.14 LONGRIDGE ESTATES JOB PASS PREDEVELOPED SITE - CRITICAL DURATION ANALYSIS PAGE 2.99 2.50 2.39 1.91 1. 86 1. 86 1. 78 .32 .02 2.93 2.49 2.33 1.90 1.86 1.86 1.70 .25 .02 2.87 2.48 2.27 1. 89 1. 86 1. 86 1.58 .19 .01 2.80 2.73 2.67 2.62 2.57 2.54 2.47 2.47 2.46 2.46 2.45 2.44 2.20 2.13 2.07 2.02 1.98 1. 95 1. 88 1.87 1. 87 1.86 1.86 1. 86 1.86 1. 86 1. 86 1.86 1.86 1.86 1. 86 1.86 1.86 1.86 1. 86 1.85 1.42 1.23 1. 03 .84 .67 .52 .15 .12 .09 .07 .05 .04 .01 .01 .01 .00 95.37 CFS-HRS, 7.88 ACRE-FEET; BASEFLOii .00 CFS 2.08 iiATERSHED INCHES, --_ HYDROGRAPH FOR XSECTION 4, ALTERNATE 10, STORM 24, ADDED TO OUTPUT HYDROGRAPH FILE RECORD 1D OOYEAR TIME IHRS) FIRST HYDROGRAPH POINT . 00 HOURS TIME INCREMENT = .10 HOURS DRAINAGE AREA = .01 SO.MI. 9.00 DISCHG .00 .00 .00 .00 .00 .01 .01 .02 .02 .03 10.00 DISCHG .04 .05 .07 .08 .10 .11 .13 .16 .18 .21 11.00 DISCHG .25 .29 .33 .39 .45 .52 .63 .79 1.06 1.56 12.00 DISCHG 2.36 3.48 4. 88 6.47 8.05 9.38 10.27 10.73 10.78 10.49 13.00 DISCHG 9.94 9.21 8.35 7.47 6.69 6.03 5.47 4.98 4.54 4.15 14.00 DlSCHG 3.79 3.49 3.21 2.97 2.75 2.56 2.38 2.23 2.09 1.97 15.00 DISCHG 1.86 1.76 1.67 1.59 1.52 1.45 1.40 1.35 1.30 1.26 16.00 D1SCHG 1.22 1.18 LIS 1.12 1.10 1. 08 1.06 LOS 1.04 1.02 17 .00 DlSCHG 1.01 .99 .98 .96 .94 .93 .91 .90 .89 .88 18.00 DISCHG .87 .86 .85 .84 .82 .80 .79 .77 .76 .74 19.00 DISCHG .73 .72 .72 .71 .70 .70 .70 .69 .69 .69 20.00 DISCHG .69 .68 .67 .66 .65 .63 .62 .60 .59 .58 21.00 DISCHG .57 .56 .55 .54 .54 .54 .53 .53 .53 .53 22.00 DISCHG .52 .52 .52 .52 .52 .52 .52 .52 .52 .52 23.00 DISCHG .52 .52 .52 .52 .52 .52 .52 .52 .52 .52 24.00 D1SCHG .52 .51 .50 .48 .46 .43 .39 .35 .30 .26 25.00 DISCHG .22 .19 .15 .13 .11 .09 .07 .06 .05 .04 26.00 DISCHG .03 .03 .02 .02 .02 .01 .01 .01 .01 .01 27.00 DISCHG .00 RUNOFF VOLUME ABOVE BASEFLOii 2.70 iiATERSHED INCHES, 25.70 CFS-HRS, 2.12 ACRE-FEET; BASEFLOii = .00 CFS - -- HYDROGRAPH FOR XSECTION 5, ALTERNATE 10, STORM 24, ADDED TO OUTPUT HYDROGRAPH FILE u EXECUTIVE CONTROL OPERATION COMPUT + + u STARTING TIME = ALTERNATE NO.=10 OPERATION RUNOFF, CROSS SECTION u PEAK TIME IHRS} 12.76 u u u u TR20 XEQ 01-03-05 09:S0 2 u REV PC 09/831.2) OPERATION ADDHYD CROSS SECTION u FROM XSECTION .00 RAIN DEPTH = STORM NO.=24' TO XSECTION 5.75 RAIN DURATION= MAIN TIME INCREMENT = 6 1. 00 RAIN TABLE NO.= 2 .10 HOURS ANT. MOIST. COND= 2 PEAK DISCHARGE (CFS) 10.80 PEAK ELEVATION (FEETI (RUNOFF) LaNGRIDGE ESTATES JOB ,PASS PREDEVELOPED SITE - CRITICAL DURATION ANALYSIS PAGE ___ HYDROGRAPH FOR XSECTION 6, ALTERNATE 10, STORM 24, ADDED TO OUTPUT HYDROGRAPH FILE --- RECORD ID 10YEAR u EXECUTIVE CONTROL OPERATION COMPUT + + STARTING TIME = ALTERNATE NO.=10 OPERATION RUNOFF CROSS SECTION u PEAK TIME (HRS) 12.33 23.66 FROM XSECTION .00 RAIN DEPTH = STORM NO.=24 TO XSECTION 4.15 RAIN DURATION= MAIN TIME INCREMENT = 7 1.00 RAIN TABLE NO.= 2 .10 HOURS ANT. MOIST. COND= 2 PEAK DISCHARGE (CFS) 38.28 1.18 PEAK ELEVATION (FEET) IRUNOFF) (RUNOFF) TIMEIHRS) FIRST HYDROGRAPH POINT 9.00 DISCHG .01 .02 .00 HOURS TIME INCREMENT = .10 HOURS .04 '.06 .09, .11 .14 DRAINAGE AREA = .18 .21 .05 SO.MI. .25 u u 10.00 DISCHG .30 .34 .38 .43 .49 .55 .63 .73 .84 .97 11.00 DISCHG 1.12 1.30 1.49 1.71 1.96 2.27 2.85 3.96 6.30 10.64 12.00 DISCHG 17,83 26.79 34.65 38.12 37.11 33.18 27.88 22.74 18.82 15.88 13.00 DISCHG 13.56 11.71 10.24 9.04 8.08 7.29 6.63 6.08 5.61 5.20 14 .00 DISCHG 4. 85 4.53 4.26 4.03 3.84 3.66 3.50 3.35 3.20 3.06 15.00 DISCHG 2.94 2. B5 2.78 2.72 2.68 2.62 2.56 2.50 2.43 2.38 16.00 DISCHG 2.34 2.32 2.30 2.29 2.28 2.28 2.27 2.25 2.21 2.15 17.00 DISCHG 2.09 2.04 2.00 1.97 1.95 1.94 1.93 1.92 1.92 1.90 18.00 DISCHG 1.87 1.82 1.76 1. 70 1.66 1.62 1.60 1.58 1.57 1.56 19.00 DISCHG 1.55 1.55 1.55 1.55 1.54 1.54 1.54 1.54 1.54 1.53 20.00 DISCHG' 1.50 1.45 1.39 1.34 1.29 1.25 1.23 1.21 1.20 1.19 21.00 DISCHG 1.18 1.18 1.17 1.17 1.17 1.17 1.17 1.17 1.17 1.17 22.00 DISCHG 1.17 1.17 1.17 1.17 1.17 1.17 1.17 1.17 1.17 1.17 23.00 DISCHG 1.17 1.17 1.18 1.18 1.18 1.18 1.18 1.18 1.17 1.16 24.00 DISCHG 1.13 1.07 .97 .82 .66 .50 .36 .26 .1B .13 '25.00 DISCHG .09 .06 .05 .03 .02 .02 .01 .01 .00 RUNOFF VOLUME ABOVE BASEFLOW 2.01 WATERSHED INCHES, 59,06 CFS-IlRS, 4.88 ACRE-FEET; BASEFLOW = .00 CFS -- - HYDROGRAPH FOR XSECTION 7, ALTERNATE 10, STOrol 24, ADDED TO OUTPUT HYDROGRAPH FILE EXECUTIVE CONTROL OPERATION ENDCMP RECORD ID + COMPUTATIONS COMPLETED FOR PASS u u u u u 10 u EXECUTIVE CONTROL OPERATION ENDJOB 1 u TR20 XEQ 01-03-05 09:50 SUMMARY REV PC 09/83{.2) u RECORD ID LONGRIDGE ESTATES JOB PREDEVELOPED SITE - CRITICAL DURATION ANALYSIS PAGE SUMMARY TABLE 1 - SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL INSTRUCTIONS IN THE ORDER PERFOI\MED (A STAR (') AFTER THE PEAK DISCHARGE TIME AND RATE (CFS) VALUES INDICATES A FLAT TOP HYDROGRAPH A QUESTION MARK{?) INDICATES A HYDROGRAPH WITH PEAK AS LAST POINT.) PEAK DISCHARGE SECT ION/ STANDARD RAIN ANTEC MAIN PRECIPITATION STRUCTURE CONTROL DRAINAGE TABLE MOIST TIME -- - ------ ---- ------------ RUNOFF ID OPERATION AREA . CONn INCREM BEGIN AMOUNT DURATION AMOUNT (SQ MI) (HR) {HRI (IN) (1lR) (IN) (CSM) u Iu I iU I U ALTERNATE STOrol 24 + XSECTION RUNOFF .04 557.9 XSECTION RUNOFF ,01 115.9 XSECTION ADDHYD .05 478.6 XSECTION RUNOFF .07 367.5 XSECTION RUNOFF .01 2 389.1 XSECTION ADDMYD .09 363.9 XSECTION RUNOFF .05 434. 5 ALTERNATE 10 STORM 24 + XSECTION RUNOFF .04 1068.4 XSECTION RUNOFF .01 338.5 XSECTION ADDHYD .05 926.1 XSECTION RUNOFF .07 697.7 XSECTIOII RUNOFF ,01 732.1 XSECTI 011 ADDHYD .09 690.5 XSECTIOII RUIIOFF .05 839.0 1 TR20 XEQ 01-03-05 09:50 SUMMARY REV PC 09/83 (. 2) 9 I U I U u u u u ELEVATION TIME (FT) (HR) RATE (CFS) RATE 2 .10 .0 2.93 24.00 1.08 12.21 21.'62 .10 .0 4.15 24.00 .59 12.90 .80 2 .10 .0 4.15 24.00 1.00 12.21 21.84 2 .10 .0 2.93 24.00 1.14 12.54 26.07 2 .10 .0 4.15 24. 00 1.50 12.80 5.74 .10 .0 4.15 24.00 1.20 12.58 31.19 .10 .0 2.93 24. 00 1.08 12.34 19.82 .10 .0 4.15 24.00 2.01 12.20 41.40 .10 .0 5.75 24.00 1.38 12.76 2.33 .10 .0 5.75 24.00 1.91 12.20 42.26 .10 .0 4.15 24. 00 2.08 12.52 49.49 .10 .0 5.75 24.00 2.70 12.76 10.80 .10 .0 5.75 24.00 2.19 12.55 59.11 .10 .0 4'.15 24.00 2.01 12.33 38.28 LONGRIDGE ESTATES JOIl PREDEVELOPED SITE - CRITICAL DURATION ANALYSIS PAGE u u u SUMMARY TABLE 3 - DI SCIlARGE ICFS) AT XSECTIONS AND STRUCTURES FOR ALL STORMS AND ALTERNATES XSECTIONI DRAINAGE STRUCTURE AREA STORM NUMBERS.......... ID (sQ MI) 24 0 XSECTION .04 + ALTERNATE 2 21. 62 ALTERNATE 10 41. 40 0 XSECTION .01 + ALTERNATE 2 .80 ALTERNATE 10 2.33 0 XSECTION .05 + ALTERNATE 2 21. 84 ALTERNATE 10 42.26 0 XSECTION .07 + ALTERNATE 2 26.07 .ALTERNATE 10 49.49 0 XSECTION 5 .01 + ALTERNATE 2 5.74 ALTERNATE 10 10.80 0 XSECTION .09 + ALTERNATE 2 31.19 ALTERNATE 10 59.17 0 XSECTION .05 + ALTERNATE 2 19.82 ALTERNATE 10 38.28 lEND OF 1 JOBS IN THIS RUN u u u , U I U u u u u u u u u u u u u o~ U D , ' u' ' D ,U' , ' U",' :~ \ ; U 0, P iD " D D ", U " D D: ", . U U,. . ': r' , . ;,', , -, ., - ' . .. -. J I . j > P()ST~DEVEL()PED~ , " 'CONDITIONS . ",,' U D D D D D o D D D D D D D D D D o D Longridge Estates Job # 47425 Post-Developed Site BAS 100 to POND 4A Subbasin Area CN Residential 18.25 ac 79 Total 18.25 ac 79 BAS 121 to POND 4A Subbasin Area CN Residential 10.17 ac 79 Open Space 3.01 ac 74 Total 13.18 ac 78 BAS 145 to POND 4A Subbasin Area CN . Residential 0.60 ac 79 Total 0.60 ac 79 BAS 150 to POND 4A Subbasin Area CN Residential 6.32 ac 79 Total 6.32 ac 79 BAS 161 to OUTLET 3 Subbasin Area CN Residential (B-C) 2.40 ac 79 Open Space (B-C) 0.80 ac 74 Total 3.20 ac 78 BAS 164 to POND 3 Subbasin Area CN Residential ( C ) 7.88 ac 83 Total 7.88 ac 83 BAS 111 to POND 3 Subbasin Area CN Residential (B-C) 3.35 ac 79 Total 3.35 ac 79 BAS 185 to STR 185 Subbasin Area CN Residential (B) 1.08 ac 75 Total 1.08 ac 75 U D o D D D o o o D o D D D D D D D D Longridge Estates Job # 474725 Post-Developed Site BAS 186 to STR 186 Subbasin Area CN Residential (8) 1.07 ac 75 Total 1.07 ac 75 BAS 188 to STR 188 Subbasin Area CN Residential (B) 3.21 ac 75 Open Space (B) 2.14 ac 69 Total 5.35 ac 73 BAS 192 to STR 192 Subbasin Area CN Residential (B) 0.72 ac 75 Total 0.72 ac 75 BAS 193 to STR 193 Subbasin Area CN Residential (B) 0.03 ac 75 Total 0.03 ac 75 BAS 194 to STR 194 Subbasin Area CN Residential (B-C) 1.83 ac 79 Total 1.83 ac 79 BAS 199 to STR 199 Subbasin Area CN Residential ( C ) 0.64 ac 83 Open Space ( C ) 0.64 ac 79 Total 1.28 ac 81 BAS 202 to POND 2 Subbasin Area CN Residential ( C ) 1.46 ac 83 Total 1.46 ac 83 BAS 205 to POND 1 Subbasin Area CN Residential (B) 0.51 ac 75 Open Space (B) 2.05 ac 69 Total 2.56 ac 70 u U D D [J D D D D D D D D D D D D D o Langridge Estates Job # 474725 Post-Developed Site BAS 210 to POND 1 Subbasin Area CN Residential (B) 0.56 ac 75 Total 0.56 ac 75 BAS 213 to POND 1 Subbasin Area CN Residential (B-C) 12.89 ac 79 Total 12.89 ac 79 BAS 228 to POND 1 Subbasin Area CN Residential (B-C) 2.12 ac 79 Open Space (B-C) 1.92 ac 74 Total 4.04 ac 77 DIRECT 1 to OUTLET 1 Subbasin Area eN Open Space (B) 2.04 ac 69 Total 2.04 ac 69 DIRECT 2 to OUTLET 2 Subbasin Area CN Open Space ( C ) 2.84 ac 79 Total 2.84 ac 79 DIRECT 3 to OUTLET 3 Subbasin Area CN Residential (B-C) 4.56 ac 79 Total 4.56 ac 79 OFF 100 to POND 4A Subbasin Area CN Residential (2 ac.) 9.44 ac 71 Total 9.44 ac 71 OFF 177 to POND 3 Subbasin Area CN Woods (B-C) 0.30 ac 78 Total 0.30 ac 78 'u D D D U D D D U U U U D D D D D D U Longridge Estates Job # 474725 Post-Developed Site OFF DIRECT 2 to OUTLET 2 Subbasin Area CN Woods (B-C) 2.80 ac 64 Agricultural (B-C) 1 .30 ac 78 Total 4.10 ac 68 POND 1 to POND 1 Subbasin Area CN Residential (B-C) 3.22 ac 76 Impervious 1 .96 ac 98 Open Space (B) 1.72 ac 69 Total 6.90 ac 81 POND 2 to POND 2 Subbasin Area CN Residential (B) 2.44 ac 75 Impervious 1.03 ac 98 Open Space ( C ) 1.62 ac 79 Total 5.09 ac 81 POND 3 to POND 3 Subbasin Area CN Residential (B) 3.84 ac 75 Impervious 1.07 ac 98 Total 4.91 ac 80 POND 4 to POND 4 Subbasin Area CN Impervious 0.98 ac 98 Residential (B-C) 4.02 ac 79 Total 5.00 ac 83 POND 4A to POND 4A Subbasin Area CN Impervious 1.23 ac 98 Residential (B-C) 3.65 ac 79 Total 4.88 ac 84 r:=J -== t::=J CJ CJ CJ CJ CJ -== CJ r::= c= -== CJ -== LJ LJ LJ CJ Longridge Estates Time of Concentrations Job # 47425 ICPR Post-Developed Site Basin Sheet Flow Manual (UV\ Description n= L= P,= s= T, - .OO7{nL)O.8/(P""so.,) Description v= L= TI=LN Description v= L= Tt=LN Tc (total) Tc (total) (It) (inlhr) (ftllt) (hrs) (IVs) (It) (hrs) (hrs) (minI BAS 100 Grass 0.15 140 2.95 0.02 0.2226 Gutter I Swale 2.00 370 0.0514 Pipe Flow 2.50 1675 0.1861 0.4601 27.6 BAS 121 Grass 0.15 180 2.95 0.02 0.2722 Gutter I Swale 2.00 175 0.0243 Pipe Flow 2.50 1199 0.1332 0.4297 25.8 BAS 145 Grass 0.15 70 2.95 0.02 0.1279 Gutter I Swale 2.00 165 0.0229 Pipe Flow 2.50 253 0.0281 0.1789 10.7 BAS 150 Grass 0.15 100 2.95 0.02 0.1701 Gutter I Swale 2.00 95 0.0132 Pipe Flow 2.50 681 0.0757 0.2589 15.5 BAS 161 Grass 0.15 150 2.95 0.02 0.2352 Gutter I Swale 2.00 0 0.0000 Pipe Flow 2.50 200 0.0222 0.2575 15.4 BAS 164 Grass 0.15 140 2.95 0.02 0.2226 Gutter I Swale 2.00 145 0.0201 Pipe Flow 2.50 810 0.0900 0.3328 20.0 BAS 177 Grass 0.15 125 2.95 0.02 0.2033 Gutter I Swale 2.00 305 0.0424 Pipe Flow 2.50 523 0.0581 0.3038 18.2 BAS 185 Grass 0.15 100 2.95 0.02 0.1701 Gutter I Swale 2.00 100 0.0139 Pipe Flow 2.50 0 0.0000 0.1840 11.0 BAS 186 Grass 0.15 100 2.95 0.02 0.1701 Gutter I Swale 2.00 245 0.0340 Pipe Flow 2.50 0 0.0000 0.2041 12.2 BAS 188 Grass 0.15 220 2.95 0.02 0.3196 Gutter I Swale 2.00 220 0.0306 Pipe Flow 2.50 0 0.0000 0.3501 21.0 BAS 192 Grass 0.15 80 2.95 0.02 0.1423 Gutter I Swale 2.00 105 0.0146 Pipe Flow 2.50 0 0.0000 0.1569 9.4 BAS 193 Grass 0.15 40 2.95 0.02 0.0817 Gutter I Swale 2.00 25 0.0035 Pipe Flow 2.50 0 0.0000 0.0852 5.1 BAS 194 Grass 0.15 65 2.95 0.02 0.1205 Gutter I Swale 2.00 375 0.0521 Pipe Flow 2.50 103 0.0114 0.1840 11.0 BAS 199 Grass 0.15 165 2.95 0.02 0.2539 Gutter I Swale 2.00 0 0.0000 Pipe Flow 2.50 0 0.0000 0.2539 15.2 BAS 202 Grass 0.15 100 2.95 0.02 0.1701 Gutter I Swale 2.00 295 0.0410 Pipe Flow 2.50 0 0.0000 0.2111 12.7 BAS 205 Grass 0.15 160 2.95 0.02 0.2477 Gutter I Swale 2.00 235 0.0326 Pipe Flow 2.50 383 0.0426 0.3229 19.4 BAS 210 Grass 0.15 65 2.95 0.02 0.1205 Gutter I Swale 2.00 175 0.0243 Pipe Flow 2.50 193 0.0214 0.1662 10.0 BAS 213 Grass 0.15 165 2.95 0.02 0.2539 Gutter I Swale 2.00 325 0.0451 Pipe Flow 2.50 498 0.0553 0.3544 21.3 BAS 228 Grass 0.15 110 2.95 0.02 0.1836 Gutter I Swale 2.00 530 0.0736 Pipe Flow 2.50 196 0.0218 0.2789 16.7 DIRECT 1 Grass 0.15 90 2.95 0.02 0.1563 Gutter I Swale 2.00 570 0.0792 Pipe Flow 2.50 0 0.0000 0.2355 14.1 DIRECT 2 Grass 0.15 125 2.95 0.02 0.2033 Gutter I Swale 2.00 790 0.1097 Pipe Flow 2.50 0 0.0000 0.3130 18.8 DIRECT 3 Grass 0.15 210 2.95 0.02 0.3079 Gutter I Swale 2.00 50 0.0069 Pipe Flow 2.50 0 0.0000 0.3149 18.9 OFF 100 Grass 0.15 300 2.95 0.004 0.7797 Gutter I Swale 2.00 450 0.0625 Pipe Flow 2.50 1707 0.1897 1.0319 61.9 OFF 177 Grass 0.15 100 2.95 0.014 0.1962 Gutter I Swale 2.00 25 0.0035 Pipe Flow 2.50 523 0.0581 0.2577 15.5 OFF DIRECT 2 Grass 0.15 300 2.95 0.0053 0.6967 Gutter I Swale 2.00 1535 0.2132 Pipe Flow 2.50 0 0.0000 0.9099 54.6 POND 1 Grass 0.15 160 2.95 0.02 0.2477 Gutter / Swale 2.00 0 0.0000 Pipe Flow 2.50 0 0.0000 0.2477 14.9 POND 2 Grass 0.15 230 2.95 0.02 0.3312 Gutter I Swale 2.00 430 0.0597 Pipe Flow 2.50 0 0.0000 0.3909 23.5 POND 3 Grass 0.15 240 2.95 0.02 0.3426 Gutter I Swale 2.00 0 0.0000 Pipe Flow 2.50 0 0.0000 0.3426 20.6 POND 4 Grass 0.15 120 2.95 0.02 0.1968 Gutter / Swale 2.00 570 0.0792 Pipe Flow 2.50 0 0.0000 0.2760 16.6 POND 4A Grass 0.15 100 2.95 0.02 0.1701 Gutter I Swale 2.00 570 0.0792 Pipe Flow 2.50 0 0.0000 0.2492 15.0 u u ==== Basins ============================================================================== u Name: BAS 100 Group: BASE u Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount (in) : 0.000 Area (ac) : 18.250 Curve Number: 79.00 DCIA(%): 0.00 u Name: BAS 121 Group: BASE u Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 13.180 Curve Number: 78.00 DCIA(%): 0.00 u u Name: BAS 145 Group: BASE Uh484 Unit Hydrograph: Rainfall File: Rainfall Amount (in) : Area (ac) : Curve Number: DCIA(%) : 0.000 0.600 79.00 0.00 u u Name: BAS 150 Group: BASE u Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 6.320 Curve Number: 79.00 DCIA(%): 0.00 u Name: BAS 161 Group: BASE u Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 3.200 Curve Number: 78.00 DCIA(%): 0.00 u u Name: BAS 164 Group: BASE Unit Hydrograph: Rainfall File: Rainfall Amount (in) : Area (ac) : Curve Number: DCIA(%) : Uh484 0.000 7.880 83.00 0.00 u u Name: BAS 177 Group: BASE u Node: POND 4A Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 27.60 Time Shift (hrs) : 0.00 Max Allowable Q(cfs): 999999.000 Node: POND 4A Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 25.80 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Node: POND 4A Type: SCS Unit Hydrograph Peaking Factor: Storm Duration (hrs) : Time of Conc(min): Time Shift(hrs): Max Allowable Q(cfs) : Node: POND 4A Type: SCS Unit Hydrograph Status: Onsite 484.0 0.00 10.70 0.00 999999.000 Status: Onsite Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 15.50 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Node: OUTLET 3 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 15.40 Time Shift (hrs) : 0.00 Max Allowable Q(cfs): 999999.000 Node: POND 3 Type: SCS Unit Hydrograph Peaking Factor: Storm Duration (hrs) : Time of Conc(min): Time Shift (hrs) : Max Allowable Q(cfs): Node: POND 3 Type: SCS Unit Hydrograph Status: Onsite 484.0 0.00 20.00 0.00 999999.000 Status: Onsite Page 1 of 13 Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. u u u Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount (in) : 0.000 Area (ac) : 3.350 Curve Number: 79.00 DCIA(%): 0.00 u u Name: BAS 185 Group: BASE u Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 1.080 Curve Number: 75.00 DCIA(%): 0.00 u Name: BAS 186 Group: BASE u Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 1.070 Curve Number: 75.00 DCIA(%): 0.00 u u Name: BAS 188 Group: BASE Unit Hydrograph: Rainfall File: Rainfall Amount (in) : Area (ac) : Curve Number: DCIA(%) : Uh484 0.000 5.350 73.00 0.00 u u Name: BAS 192 Group: BASE u Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 0.720 Curve Number: 75.00 DCIA(%): 0.00 u Name: BAS 193 Group: BASE u Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 0.030 Curve Number: 75.00 DCIA(%): 0.00 u u Name: BAS 194 Group: BASE Unit Hydrograph: Rainfall File: Rainfall Amount (in) : Area (ac) : Curve Number: DCIA(%) : Uh484 0.000 1. 830 79.00 0.00 u u Peaking Factor Storm Duration(hrs) Time of Conc(min) Time Shift (hrs) : Max Allowable Q(cfs): Node: STR 185 Type: SCS Unit Hydrograph 484.0 0.00 18.20 0.00 999999.000 Status: Onsite Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 11.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Node: STR 186 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 12.20 Time Shift (hrs) : 0.00 Max Allowable Q(cfs): 999999.000 Node: STR 188 Type: SCS Unit Hydrograph Peaking Factor: Storm Duration (hrs) : Time of Conc(min): Time Shift (hrs) : Max Allowable Q(cfs): Node: STR 192 Type: SCS Unit Hydrograph Status: Onsite 484.0 0.00 21. 00 0.00 999999.000 Status: Onsite Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 9.40 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Node: STR 193 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 5.10 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Node: STR 194 Type: SCS Unit Hydrograph Peaking Factor: Storm Duration (hrs) : Time of Conc(min): Time Shift (hrs) : Max Allowable Q(cfs) : Status: Onsite 484.0 0.00 11.00 0.00 999999.000 Page 2 of 13 Interconnected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies, Inc. u u u Status: Onsite u Name: BAS 199 Group: BASE u Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 1.280 Curve Number: 81.00 DCIA(%): 0.00 u Name: BAS 202 Group: BASE Unit Hydrograph: Rainfall File: Rainfall Amount (in) : Area (ac) : Curve Number: DCIA(%) : Uh484 0.000 1. 4 60 83.00 0.00 D u Name: BAS 205 Group: BASE u Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount (in) : 0.000 Area (ac) : 2.560 Curve Number: 70.00 DCIA(%): 0.00 u u Name: BAS 210 Group: BASE Unit Hydrograph: Rainfall File: Rainfall Amount (in) : Area (ac) : Curve Number: DCIA(%) : Uh484 0.000 0.560 75.00 0.00 u u Name: BAS 213 Group: BASE u Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 12.890 Curve Number: 79.00 DCIA(%): 0.00 u Name: BAS 228 Group: BASE u Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount (in) : 0.000 Area (ac) : 4.040 Curve Number: 77.00 DCIA(%): 0.00 u u Name: Direct 1 Group: BASE Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount (in) : 0.000 u Node: STR 199 Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 15.20 Time Shiftlhrs): 0.00 Max Allowable Q(cfs): 999999.000 Node: POND 2 Type: SCS Unit Hydrograph Peaking Factor: Storm Duration (hrs) : Time of Conc(min): Time Shift (hrs) : Max Allowable Q(cfs): Node: POND 1 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): 19.40 Time Shift (hrs) : 0.00 Max Allowable Q(cfs): 999999.000 Node: POND 1 Type: SCS Unit Hydrograph Peaking Factor: Storm Duration (hrs) : Time of Conc(min): Time Shift(hrs): Max Allowable Q(cfs) : Node: POND 1 Type: SCS Unit Hydrograph Status: Onsite 484.0 0.00 10.00 0.00 999999.000 Status: Onsite Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 21.30 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Node: POND 1 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 16.70 Time Shift (hrs) : 0.00 Max Allowable Q(cfs): 999999.000 Node: Outlet 1 Type: ses Unit Hydrograph Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 14.10 Status: Onsite Page 3 of 13 Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. u u D Area (ac) : 2.040 Curve Number: 69.00 DCIA(%): 0.00 u Name: Direct 2 Group: BASE u Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 2.840 Curve Number: 79.00 DCIA(%): 0.00 u u Name: Direct 3 Group: BASE Unit Hydrograph: Rainfall File: Rainfall Amount (in) : Area (ac) : Curve Number: DCIA(%) : Uh484 0.000 4.560 79.00 0.00 u u Name: OFF 100 Group: BASE u Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 9.440 Curve Number: 71.00 DCIA(%): 0.00 u Name: OFF 177 Group: BASE u Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount (in) : 0.000 Area (ac) : 0.300 Curve Number: 78.00 DCIA(%): 0.00 u u Name: OFF Direct 2 Group: BASE u Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount (in) : 0.000 Area (ac): 4.100 Curve Number: 68.00 DCIA(%): 0.00 u Name: POND Group: BASE u Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount (in) : 0.000 Area (ac) : 6.900 Curve Number: 81.00 DCIA(%): 0.00 u Name: Pond 2 u Time Shift (hrs) : 0.00 Max Allowable Q(cfs): 999999.000 Node: Outlet 2 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 18.80 Time Shift (hrs) : 0.00 Max Allowable Q(cfs): 999999.000 Node: Outlet 3 Type: SCS Unit Hydrograph Peaking Factor: Storm Duration (hrs) : Time of Conc(min): Time Shift (hrs) : Max Allowable Q(cfs) : Node: Pond 4A Type: SCS Unit Hydrograph Status: Onsite 484.0 0.00 18.90 0.00 999999.000 Status: Offsite Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Cone (min) : 61.90 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Node: Pond 3 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Cone (min) : 15.50 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Node: Outlet 2 Type: SCS Unit Hydrograph Peaking Factor: Storm Duration(hrs): Time of Cone (min) : Time Shift (hrs) : Max Allowable Q(cfs): Node: POND 1 Type: SCS Unit Hydrograph Status: Offsite 484.0 0.00 54.60 0.00 999999.000 Status: Onsite Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 14.90 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Node: Pond 2 Status: Onsite Page 4 of 13 Interconnected Channel and Pond Routing Model (ICPR) <<::>2002 Streamline Technologies, Inc. u u u Group: BASE Uh484 484.0 0.00 23.50 0.00 999999.000 !U Unit Hydrograph Rainfall File Rainfall Amount (in) Area (ac) : Curve Number: DCIA(%) : D Name: Pond 3 Group: BASE u Type: SCS Unit Hydrograph Peaking Factor: Storm Duration (hrs) : Time of Conc(min): Time Shift (hrs) : Max Allowable Q(cfs): 0.000 5.090 81. 00 0.00 Node: Pond 3 Type: SCS Unit Hydrograph Status: Onsite Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount (in) : 0.000 Area (ac): 4.910 Curve Number: 80.00 DCIA(%): 0.00 Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 20.60 Time Shift (hrs) : 0.00 Max Allowable Q(cfs): 999999.000 u u Name: POND 4 Group: BASE u Unit Hydrograph: Rainfall File: Rainfall Amount (in) : Area (ac) : Curve Number: DCIA(%) : u Name: Pond 4A Group: BASE Node: POND 4 Type: SCS Unit Hydrograph Status: Onsite Uh484 Peaking Factor: Storm Duration (hrs) : Time of Conc(min): Time Shift (hrs) : Max Allowable Q(cfs) : 484.0 0.00 16.60 0.00 999999.000 0.000 5.000 83.00 0.00 u Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 4.880 Curve Number: 84.00 DCIA(%): 0.00 Node: Pond 4A Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 15.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 u Status: Onsite ~~~~ Nodes ===========~~~=~~~~~~~~~~~~======~~~=~~~===~============~~~~~~~====~=========== Base F1ow(cfs): 0.000 Init Stage(ft): 871.000 Warn Stage(ft): 872.000 u Name: OUTLET 1 Group: BASE Type: Time/Stage u Time (hrs) 0.00 12.50 30.00 u Name: OUTLET 2 Group: BASE Type: Time/Stage u Time(hrs) u 0.00 12.50 30.00 u Name: OUTLET 3 Group: BASE Type: Time/Stage u Stage (ft) 871. 000 872.000 871. 000 Base Flow(cfs): 0.000 Init Stage(ft): 876.910 Warn Stage (ft) : 878.910 Stage (ft) 876.910 878.910 876.910 Base Flow(cfs): 0.000 Init Stage(ft): 894.000 Warn Stage(ft): 896.750 Page 5 of 13 Interconnected Channel and Pond Routing Model (ICPR) <<;12002 Streamline Technologies, Inc. u 10 u Time (hrs) Stagelftl u 0.00 12.50 30.00 u Name: POND 1 Group: BASE Type: Stage/Area 894.000 896.750 894.000 Stage(ft) Arealac) u 874.000 875.000 876.000 877.000 878.000 879.000 u Name: POND 2 Group: BASE Type: Stage/Area u Stage (ft) r I ~ 878.000 879.000 880.000 881. 000 882.000 u Name: POND 3 Group: BASE Type: Stage/Area u Stage (ft I u 896.000 897.000 898.000 899.000 900.000 u Name: POND 4 Group: BASE Type: Stage/Area u Stage (ft I 898.000 899.000 900.000 901.000 902.000 903.000 904.000 u u Name: POND 4A Group: BASE Type: Stage/Area u Stage (ft) 900.000 901. 000 902.000 u Name: STR 185 Group: BASE Type: Stage/Area u 1. 9600 2.1400 2.3100 2.4900 2.6800 2.8600 Area(ac) 1.0300 1.14 00 1.2500 1.3600 1. 4700 Area lac) 1. 0700 1.1600 1. 2600 1.3600 1.4600 Area(ac) 0.9800 1.1000 1.2200 1. 3400 1. 4600 1.5900 1.7200 Area lac) 1.2300 1. 34 00 1. 4600 Base F1ow(cfs): 0.000 Base F1owlcfs): 0.000 Base F1ow(cfs): 0.000 Base F1ow(cfs): 0.000 Base F1owlcfs): 0.000 Base F1ow(cfs): 0.000 Init Stage(ft): 874.000 Warn Stage (ft) : 878.000 Init Stage(ft): 878.000 Warn Stage (ft) : 881.000 Init Stage(ft): 896.000 Warn Stage(ft): 899.000 Init Stage(ft): 898.000 Warn Stage(ft): 903.000 Init Stage(ft): 900.000 Warn Stage(ft): 902.000 Init Stage(ft): 891.800 Warn Stage(ft): 900.100 Page 6 of 13 Interconnected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies, Inc. u u u u Stage (ft) 891.800 0.0006 900.100 0.0006 Area (ac) u Name: STR 186 Group: BASE Type: Stage/Area u Stage(ft) Area(ac) 891.180 0.0006 900.100 0.0006 D Name: STR 187 Group: BASE Type: Stage/Area u Stage(ft) Area(ac) 887.980 0.0006 895.000 0.0006 u Name: STR 188 Group: BASE Type: Stage/Area u Stage (ft) D 885.540 889.500 Name: STR 192 Group: BASE Type: Stage/Area u Stage (ft) u 883.920 889.130 u Name: STR 193 Group: BASE Type: Stage/Area Area(ac) 0.0006 0.0006 Area (ac) 0.0006 0.0006 u 883.620 889.130 Stage(ft) Area(ac) 0.0006 0.0006 u Name: STR 194 Group: BASE Type: Stage/Area u Stage(ft) Area(ac) 880.420 0.0006 887.500 0.0006 u Name: STR 199 Group: BASE Type: Stage/Area u Base Flow(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 Base F1ow(cfs): 0.000 Init Stage(ft): 891.180 Warn Stage(ft): 900.100 Init Stage(ft): 887.980 Warn Stage(ft): 895.000 Init Stage(ft): 885.540 Warn Stage(ft): 889.500 Init Stage(ft): 883.920 Warn Stage(ft): 889.130 Init Stage(ft): 883.620 Warn Stage(ft): 889.130 Init Stage(ft): 880.420 Warn Stage(ft): 887.500 Init Stage (ft) : 878.320 Warn Stage(ft): 881.500 Page 7 of 13 Interconnected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies, Inc. u u D u Stage (ft) Area{ac) 878.320 881. 500 0.0006 0.0006 ==== Cross Sections ====================================================================== o u o o Name: X-SECTION Encroachment: Yes Left Station(ft): 0.000 Group: BASE Right Station(ft): 490.000 Station (ft) Elevation (ft) Manning's N ==== Pipes =============================================================================== u D u u u u D o u u o 0.000 450.000 450.000 470.000 470.000 490.000 902.000 902.000 901.500 901.500 902.000 902.000 0.150000 0.150000 0.150000 0.150000 0.150000 0.150000 Length(ft): 31.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.50 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): 160.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.50 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: 187-188 From Node: STR 187 Length ( ft) : 122.00 Group: BASE To Node: STR 188 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span (in) : 27.00 27.00 Entrance Loss Coef: 0.50 Rise(in) : 27.00 27.00 Exit Loss Coef: 0.00 Invert (ft) : 887.980 885.540 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 8 of 13 Name: 185-186 From Node: STR 185 Group: BASE To Node: STR 186 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span (in) : 27.00 27.00 Rise(in): 27.00 27.00 Invert (ft) : 891. 800 891.180 Manning's N: 0.013000 0.013000 Top Clip (in): 0.000 0.000 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 Name: 186-187 Group: BASE From Node: STR 186 To Node: STR 187 UPSTREAM Geometry: Circular Span(in): 27.00 Rise(in): 27.00 Invert (ft) : 891.180 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 DOWNSTREAM Circular 27.00 27.00 887.980 0.013000 0.000 0.000 Interconnected Channel and Pond Routing Model (ICPR) c&;>2002 Streamline Technologies, Inc. u Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall u D D Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall D D D Name: 188-192 Group: BASE UPSTREAM Geometry: Circular Span(in): 30.00 Rise(in): 30.00 Invert (ftl: 885.540 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 From Node: STR 188 To Node: STR 192 DOWNSTREAM Circular 30.00 30.00 883.920 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 o D D D Name: 192-193 Group: BASE UPSTREAM Geometry: Circular Span (in) : 30.00 Rise(in): 30.00 Invert (ft) : 883.920 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 From Node: STR 192 To Node: STR 193 DOWNSTREAM Circular 30.00 30.00 883.620 0.013000 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall D Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall u D u Name: 193-194 Group: BASE UPSTREAM Geometry: Circular Span(in): 36.00 Rise(in): 36.00 Invert (ft) : 883.620 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 From Node: STR 193 To Node: STR 194 DOWNSTREAM Circular 36.00 36.00 880.420 0.013000 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall D Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall o D Length (ft) : 160.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.50 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: 0.50 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) : 160.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.50 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: 194-199 From Node: STR 194 Length ( ft) : 210.00 Group: BASE To Node: STR 199 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Page 9 of 13 Interconnected Channel and Pond Routing Model (ICPR) <<:>2002 Streamline Technologies, Inc. o D D Span(in): 36.00 Rise(in): 36.00 Invert(ft): 880.420 Manning's N: 0.013000 Top Clip(inl: 0.000 Bot Clip(inl: 0.000 D 36.00 36.00 878.320 0.013000 0.000 0.000 D Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall o Name: 199-P2 Group: BASE o UPSTREAM Geometry: Circular Span(in): 36.00 Rise(in): 36.00 Invert (ft) : 878.320 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 o D From Node: STR 199 To Node: POND 2 DOWNSTREAM Circular 36.00 36.00 878.000 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 D D Name: PI-OUT Group: BASE D UPSTREAM Geometry: Circular Span(in): 12.00 Rise(in): 12.00 Invert (ft) : 874.000 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 D From Node: POND 1 To Node: OUTLET 1 DOWNSTREAM Circular 12.00 12.00 871.000 0.013000 0.000 0.000 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: P2-0UT 2 Group: BASE D UPSTREAM Geometry: Circular Span(inl: 24.00 Rise (inl: 24.00 Invert(ftl: 878.000 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 D From Node: POND 2 To Node: OUTLET 2 DOWNSTREAM Circular 24.00 24.00 876.910 0.013000 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall D Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall D Entrance Loss Coef: 0.50 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): 108.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.50 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) : 75.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.50 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) : 70.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.50 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 10 of 13 Interconnected Channel and Pond Routing Model (ICPR) <<::>2002 Streamline Technologies, Inc. D u D D D Name: P3-l85 Group: BASE UPSTREAM Geometry: Circular Span(in): 27.00 Rise (in): 27.00 Invert (ft) : 896.000 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 From Node: POND 3 To Node: STR 185 DOWNSTREAM Circular 27.00 27.00 891.800 0.013000 0.000 0.000 D Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall D Length (ft) : 190.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.50 Exit Loss Coef: 0.00 Bend Loss Coef: 0.00 Outlet Ctrl Spec: Use de or tw Inlet Ctrl Spec: Use dn Stabilizer Option: None ::::=~:~~=:~:~:~~:::=:::::::::::::::::::::::::::::::::::::::::::::::::::::J::::::::::::::: D D D Name: P4-0UT3 DS From Node: Pond 4 Group: BASE To Node: Outlet 3 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span (in) : 21. 00 21. 00 Rise (in) : 21. 00 21. 00 Invert (ft) : 896.930 895.000 Manning's N: 0.013000 0.013000 Top Clip (in) : 0.000 0.000 Bot Clip{in): 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall D Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall *** Weir 1 of 2 for Drop Structure P4-0UT3 DS Count: 1 Type: Vertical: Mavis Flow: Both Geometry: Circular Span(in) : 6.00 Rise(in) : 6.00 *** Weir 2 of 2 for Drop Structure P4-0UT3 DS Count: 1 Type: Horizontal Flow: Both Geometry: Rectangular Span (in) : 36.00 Rise (in) : 30.00 D D D D D D Name: P4A- P4 DS Group: BASE UPSTREAM Geometry: Circular Span(inl: 6.00 Rise(in): 6.00 Invert (ftl : 898.250 Manning's N: 0.010000 Top Clip(in): 0.000 Bot Clip(in}: 0.000 Length (ft) : 387.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.500 Exit Loss Coef: 0.000 Outlet Ctrl Spec: Use de or tw Inlet Ctrl Spec: Use dn Solution Incs: 10 TABLE Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Invert (ft) : 898.000 Control Elev(ft): 898.000 TABLE Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Invert (ft) : 901.500 Control Elev(ft): 901.500 From Node: Pond 4A To Node: Pond 4 DOWNSTREAM Circular 6.00 6.00 898.000 0.010000 0.000 0.000 D Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall D Length (ft) : 58.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.500 Exit Loss Coef: 0.000 Outlet Ctrl Spec: Use de or tw Inlet Ctrl Spec: Use dn Solution Incs: 10 Page 11 of 13 Interconnected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies, Inc. D u D u *** Weir 1 of 1 for Drop Structure P4A- P4 DS *** TABLE Count: 1 Bottom Clip (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): 4.00 Invert (ft) : 900.000 Rise (in) : 4.00 Control Elev (ft) : 900.000 u u ~~~= Weirs ===========~=~=~=~=========================~=========~~~~====~~~~~~~~=====~=~~~ o Name: P4A- P4 WEIR From Node: Pond 4A Group: BASE To Node: Pond 4 Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Irregular o XSec: X-SECTION Invert (ft) : 901.500 Control Elevation(ft): 901.500 Struct Opening Dim(ft): 9999.00 TABLE u Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ==== Hydrology Simulations ====~~~~===============~~~~~===~======~=========~============== o Name: 002yr Filename: S:\47425\Drainage\ICPR\002yr.R32 o 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 D Name: 010yr Filename: S:\47425\Drainage\ICPR\010yr.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount (in) : 4.15 u Time(hrs) Print Inc(min) 30.000 5.00 D Name: 100yr Filename: S:\47425\Drainage\ICPR\100yr.R32 D Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount (in) : 5.75 Time (hrs) Print Ir.c(min) o 30.000 5.00 ~~== Routing Simulations ~~=~~~~~~~~=~~~================================================== u Name: 002yr Hydrology Sim: 002yr Filename: S:\47425\Drainage\ICPR\002yr.I32 Execute: Yes Alternative: No Restart: No Patch: No u Interconnected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies, Inc. Page 12 of 13 u IU u u D u D D u u u D D u o u D u u u Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Delta Z Factor: 0.01000 End Time (hrs) : 30.00 Max Calc Time (sec) : 100.0000 Boundary Flows: Time (hrs) Print Inc(min) 30.000 5.000 Group Run BASE Yes Name: OlOyr Hydrology Sim: OlOyr Filename: S:\47425\Drainage\ICPR\010yr.I32 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time (sec) : 0.5000 Boundary Stages: Delta Z Factor: 0.01000 End Time (hrs) : 30.00 Max Calc Time (sec) : 100.0000 Boundary Flows: Time(hrs) Print Inc(min) 30.000 5.000 Group Run BASE Yes Name: 100yr Hydrology Sim: 100yr Filename: S:\47425\Drainage\ICPR\100yr.I32 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time (hrs) : 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Delta Z Factor: 0.01000 End Time (hrs) : 30.00 Max Calc Time (sec) : 100.0000 Boundary Flows: Time (hrs) Print Inc(min) 30.000 5.000 Group Run BASE Yes ==== Boundary Conditions ================================================================= Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. Page 13 of 13 ~ .-:= t=J l::=J c=J CJ -=== ~ ~ ~ c:J r:=::: ~ -=== -== 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 1 BASE 002yr 12.50 872.000 872.000 0.0022 34 12.08 1.712 0.00 0.000 OUTLET 1 BASE 010yr 12.50 872.000 872.000 0.0022 0 12.33 7.692 0.00 0.000 OUTLET 1 BASE 100yr 12.50 872.000 872.000 0.0022 0 12.33 9.285 0.00 0.000 OUTLET 2 BASE 002yr 12.50 878.910 878.910 0.0044 18 13.27 5.583 0.00 0.000 OUTLET 2 BASE 010yr 12.50 878.910 878.910 0.0044 65 12.46 14.160 0.00 0.000 OUTLET 2 BASE 100yr 12.50 878.910 878.910 0.0044 1 12.17 36.131 0.00 0.000 OUTLET 3 BASE 002yr 12.50 896.750 896.750 0.0061 0 12.08 9.566 0.00 0.000 OUTLET 3 BASE 010yr 12.50 896.750 896.750 0.0061 0 12.08 18.031 0.00 0.000 OUTLET 3 BASE 100yr 12.50 896.750 896.750 0.0061 0 12.08 30.394 o.oe 0.000 POND 1 BASE 002yr 15.34 874.734 878.000 0.0024 91168 12.08 31.131 15.26 1.478 POND 1 BASE 010yr 14.30 875.269 878.000 0.0035 95221 12.08 58.561 12.74 6.764 POND 1 BASE 100yr 14 .25 876.174 878.000 0.0038 101996 12.08 97.418 12.74 7.624 POND 2 BASE 002yr 13.41 879.196 881. 000 0.0063 50813 12.11 19.317 13.79 4.862 POND 2 BASE 010yr 13.14 879.772 881. 000 0.0059 53570 12.10 38.282 13.14 10.843 POND 2 BASE 100yr 12.63 880.356 881. 000 0.0073 56294 12.09 67.082 12.75 26.396 POND 3 BASE 002yr 12.93 896.763 899.000 0.0030 49791 12.08 21. 860 12.91 2.928 POND 3 BASE 010yr 12.62 897.298 899.000 0.0040 52033 12.08 39.303 12.61 7.449 POND 3 BASE 100yr 12.52 898.006 899.000 0.0043 55063 12.08 63.473 12.51 14.759 POND 4 BASE 002yr 24.19 899.985 903.000 0.0060 53063 13 .07 9.289 24.19 1.244 POND 4 BASE 010yr 15.45 901. 714 903.000 0.0100 62100 12.29 70.677 15.45 5.228 POND 4 BASE 100yr 13.47 902.589 903.000 0.0074 66935 12.11 160.794 13.38 18.822 POND 4A BASE 002yr 13.10 901. 750 902.000 0.0061 62292 12.08 44. 971 13 .10 8.525 POND 4A BASE 010yr 12.30 902.083 902.000 0.0077 64031 12.08 85.426 12.30 64 .694 POND 4A BASE 100yr 13.37 902.597 902.000 0.0099 66718 12.08 143.055 12.13 141.152 STR 185 BASE 002yr 12.84 892.595 900.100 -0.0061 318 12.83 3.071 12.84 3.070 STR 185 BASE 010yr 12.60 893.204 900.100 0.0052 342 12.60 7.759 12.60 7.758 STR 185 BASE 100yr 12.50 893.859 900.100 -0.0090 326 12.49 15.299 12.49 15.296 STR 186 BASE 002yr 12.83 891. 986 900.100 0.0069 311 12.81 3.222 12.80 3.221 STR 186 BASE 010yr 12.59 892.544 900.100 0.0068 320 12.58 8.072 12.58 8.071 STR 186 BASE 100yr 12.47 893.295 900.100 0.0097 252 12.46 15.894 12.46 15.892 STR 187 BASE 002yr 12.84 888.786 895.000 0.0060 386 12.80 3.221 12.81 3.221 STR 187 BASE 010yr 12.60 889.344 895.000 0.0056 411 12.58 8.071 12.59 8.070 STR 187 BASE 100yr 12.47 890.094 895.000 0.0065 350 12.46 15.892 12.47 15.890 STR 188 BASE 002yr 12.13 886.747 889.500 0.0089 419 12.12 7.007 12.13 6.993 STR 188 BASE 010yr 12.13 887.512 889.500 0.0082 411 12.11 15.853 12.13 15.834 STR 188 BASE 100yr 12.14 889.306 889.500 -0.0208 244 12.11 30.415 12.37 37.269 STR 192 BASE 002yr 12.12 885.182 889.130 0.0099 334 12.11 7.579 12.12 7.563 STR 192 BASE 010yr 12.12 885.985 889.130 0.0100 333 12.11 17.003 12.11 16.980 STR 192 BASE 100yr 12.13 887.557 889.130 0.0361 125 11. 97 38.564 11. 99 35.284 STR 193 BASE 002yr 12.13 884.779 889.130 0.0096 370 12.12 7.577 12.13 7.566 STR 193 BASE 010yr 12.12 885.467 889.130 -0.0097 378 12.11 17.007 12.12 16.988 STR 193 BASE 100yr 12.14 886.394 889.130 0.0166 269 11. 99 35.420 12.11 31. 881 STR 194 BASE 002yr 12.12 881. 759 887.500 0.0099 617 12.10 9.653 12.11 9.596 STR 194 BASE 010yr 12.11 882.526 887.500 0.0096 627 12.10 20.872 12.11 20.792 STR 194 BASE 100yr 12.01 883.360 887.500 -0.0296 477 12.10 37.709 12.01 61. 763 ~ E=:J -==:J -== Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. Page 1 of2 CJ r== ~ -== CJ LJ t:::= E:J t:::= LJ LJ CJ E:J L.J t:::= CJ L.J ~ LJ 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 STR 199 BASE 002yr 12.12 879.627 881. 500 -0.0099 557 12.11 11. 348 12.12 11.316 STR 199 BASE 010yr 12.11 880.340 881. 500 0.0100 569 12.10 23.940 12.11 23.896 STR 199 BASE 100yr 12.09 881. 396 881. 500 0.0429 435 12.01 66.843 12.09 43.687 Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. Page 2 of2 ,. . .)" " , .' ~ . "'" . " , .. < \ t -, , I, <'\ , . , ;~~ PIPE SIZING., ,',"', , " , ',', CALCULATIONS-' , ~. . -.- . ~I CJ CJ CJ CJ CJ c=J CJ r==J CJ r==i CJ CJ CJ E:::J Longrige Estates Time of Concentrations Job # 47425 StormCAD Post-Developed Site Basin Sheet Flow Manual (LNI Description n= L= P2 - s= T, = .007(nL)O.B/(P2 . s .') Description v= L= Tt=LN T c (total) T c (total) (It) (inlhr) (IVIt) (hrs) (11Is) (It) (hrs) (hrs) (min) Off 120 Grass 0.15 300 2.95 0.008 0.5909 Gutter I Swale 2 10 0.0014 0.5923 35.5 Off 120B Grass 0.15 300 2.95 0.004 0.7797 Gutter I Swale 2 450 0.0625 0.8422 50.5 Off 182 Grass 0.15 100 2.95 0.02 0.1701 Gutter I Swale 2 25 0.0035 0.1736 10.4 101 Grass 0.15 65 2.95 0.02 0.1205 Gutter I Swale 2 300 0.0417 0.1622 9.7 102 Grass 0.15 65 2.95 0.02 0.1205 Gutter I Swale 2 275 0.0382 0.1587 9.5 104 Grass 0.15 100 2.95 0.02 0.1701 Gutter I Swale 2 285 0.0396 0.2097 12.6 106 Grass 0.15 80 2.95 0.02 0.1423 Gutter I Swale 2 240 0.0333 0.1756 10.5 107 Grass 0.15 85 2.95 0.02 0.1493 Gutter I Swale 2 305 0.0424 0.1917 11.5 108 Grass 0.15 95 2.95 0.02 0.1632 Gutter I Swale 2 200 0.0278 0.1910 11.5 109 Grass 0.15 125 2.95 0.02 0.2033 Gutter I Swale 2 175 0.0243 0.2276 13.7 110 Grass 0.15 65 2.95 0.02 0.1205 Gutter I Swale 2 475 0.0660 0.1865 11.2 111 Grass 0.15 100 2.95 0.02 0.1701 Gutter I Swale 2 270 0.0375 0.2076 12.5 112 Grass 0.15 120 2.95 0.02 0.1968 Gutter I Swale 2 95 0.0132 0.2100 12.6 114 Grass 0.15 70 2.95 0.02 0.1279 Gutter I Swale 2 120 0.0167 0.1445 8.7 115 Grass 0.15 65 2.95 0.02 0.1205 Gutter I Swale 2 55 0.0076 0.1281 7.7 116 Grass 0.15 140 2.95 0.02 0.2226 Gutter I Swale 2 370 0.0514 0.2740 16.4 118 Grass 0.15 65 2.95 0.02 0.1205 Gutter I Swale 2 170 0.0236 0.1441 8.6 119 Grass 0.15 55 2.95 0.02 0.1054 Gutter I Swale 2 0 0.0000 0.1054 6.3 120 Grass 0.15 100 2.95 0.02 0.1701 Gutter I Swale 2 365 0.0507 0.2208 13.2 120B Grass 0.15 25 2.95 0.02 0.0561 Gutter I Swale 2 135 0.0188 0.0749 5.0 123 Grass 0.15 75 2.95 0.02 0.1351 Gutter I Swale 2 0 0.0000 0.1351 8.1 124 Grass 0.15 65 2.95 0.02 0.1205 Gutter I Swale 2 275 0.0382 0.1587 9.5 125 Grass 0.15 65 2.95 0.02 0.1205 Gutter I Swale 2 275 0.0382 0.1587 9.5 127 Grass 0.15 100 2.95 0.02 0.1701 Gutter I Swale 2 85 0.0118 0.1819 10.9 128 Grass 0.15 80 2.95 0.02 0.1423 Gutter I Swale 2 220 0.0306 0.1728 10.4 129 Grass 0.15 65 2.95 0.02 0.1205 Gutter I Swale 2 230 0.0319 0.1524 9.1 130 Grass 0.15 45 2.95 0.02 0.0898 Gutter I Swale 2 245 0.0340 0.1238 7.4 130A Grass 0.15 35 2.95 0.02 0.0734 Gutter I Swale 2 255 0.0354 0.1089 6.5 131 Grass 0.15 65 2.95 0.02 0.1205 Gutter I Swale 2 125 0.0174 0.1379 8.3 133 Grass 0.15 100 2.95 0.02 0.1701 Gutter I Swale 2 195 0.0271 0.1972 11.8 134 Grass 0.15 70 2.95 0.02 0.1279 Gutter I Swale 2 215 0.0299 0.1577 9.5 135 Grass 0.15 180 2.95 0.02 0.2722 Gutter I Swale 2 175 0.0243 0.2965 17.8 136 Grass 0.15 55 2.95 0.02 0.1054 Gutter I Swale 2 265 0.0368 0.1422 8.5 137 Grass 0.15 45 2.95 0.02 0.0898 Gutter I Swale 2 360 0.0500 0.1398 8.4 139 Grass 0.15 70 2.95 0.02 0.1279 Gutter I Swale 2 205 0.0285 0.1563 9.4 140 Grass 0.15 135 2.95 0.02 0.2162 Gutter I Swale 2 100 0.0139 0.2301 13.8 141 Grass 0.15 50 2.95 0.02 0.0977 Gutter I Swale 2 390 0.0542 0.1519 9.1 CJ r== -== -== L-' L-.J L-J L-J ~ LJ -== t::=J r== a:::= -=== a::::= I::=: a::::= -== Longrige Estates Time of Concentrations Job # 47425 StormCAD Post-Developed Site Basin Sheet Flow ManuallLN) Description n= L= P, = s= T, = .007(nL)O.8/(P,"'s '.') Description v= L= Tt=LN Tc (total) T c (total) (ft) (inlhr) (ftfft) (hrs) (ft/s) (ft) (hrs) (hrs) (min) 142 Grass 0.15 95 2.95 0.02 0.1632 Gutter I Swale 2 80 0.0111 0.1744 10.5 144 Grass 0.15 115 2.95 0.02 0.1902 Gutter I Swale 2 95 0.0132 0.2034 12.2 146 Grass 0.15 70 2.95 0.02 0.1279 Gutter I Swale 2 165 0.0229 0.1508 9.0 147 Grass 0.15 70 2.95 0.02 0.1279 Gutter I Swale 2 170 0.0236 0.1515 9.1 151 Grass 0.15 100 2.95 0.02 0.1701 Gutter I Swale 2 140 0.0194 0.1895 11.4 153 Grass 0.15 35 2.95 0.02 0.0734 Gutter I Swale 2 80 0.0111 0.0845 5.1 154 Grass 0.15 65 2.95 0.02 0.1205 Gutter I Swale 2 445 0.0618 0.1823 10.9 155 Grass 0.15 100 2.95 0.02 0.1701 Gutter I Swale 2 95 0.0132 0.1833 11.0 156 Grass 0.15 65 2.95 0.02 0.1205 Gutter I Swale 2 275 0.0382 0.1587 9.5 157 Grass 0.15 65 2.95 0.02 0.1205 Gutter I Swale 2 275 0.0382 0.1587 9.5 158 Grass 0.15 90 2.95 0.02 0.1563 Gutter I Swale 2 260 0.0361 0.1924 11.5 159 Grass 0.15 70 2.95 0.02 0.1279 Gutter I Swale 2 325 0.0451 0.1730 10.4 160 Grass 0.15 100 2.95 0.02 0.1701 Gutter I Swale 2 95 0.0132 0.1833 11.0 162 Grass 0.15 70 2.95 0.02 0.1279 Gutter I Swale 2 295 0.0410 0.1688 10.1 163 Grass 0.15 150 2,95 0,02 0.2352 Gutter I Swale 2 0 0.0000 0.2352 14.1 167 Grass 0.15 115 2,95 0.02 0.1902 Gutter I Swale 2 15 0.0021 0,1923 11.5 168 Grass 0.15 100 2.95 0.02 0.1701 Gutter I Swale 2 160 0.0222 0.1923 11.5 169 Grass 0.15 70 2.95 0.02 0.1279 Gutter I Swale 2 175 0.0243 0.1522 9.1 170 Grass 0,15 70 2.95 0.02 0.1279 Gutter I Swale 2 175 0,0243 0.1522 9.1 172 Grass 0.15 140 2.95 0.02 0.2226 Gutter I Swale 2 145 0.0201 0,2428 14.6 173 Grass 0.15 60 2.95 0.02 0.1130 Gutter I Swale 2 400 0.0556 0.1686 10.1 174 Grass 0.15 90 2.95 0.02 0.1563 Gutter I Swale 2 300 0,0417 0.1980 11.9 175 Grass 0.15 90 2.95 0.02 0.1563 Gutter I Swale 2 200 0.0278 0.1841 11.0 176 Grass 0.15 65 2.95 0.02 0.1205 Gutter I Swale 2 395 0.0549 0.1754 10.5 179 Grass 0.15 100 2.95 0.02 0.1701 Gutter I Swale 2 155 0.0215 0.1916 11.5 180 Grass 0.15 55 2.95 0.02 0.1054 Gutter I Swale 2 365 0.0507 0.1561 9.4 182 Grass 0.15 125 2.95 0.02 0.2033 Gutter I Swale 2 305 0.0424 0.2457 14.7 183 Grass 0.15 75 2.95 0.02 0.1351 Gutter I Swale 2 55 0.0076 0.1428 8.6 185 Grass 0.15 100 2.95 0,02 0.1701 Gutter I Swale 2 100 0.0139 0.1840 11.0 186 Grass 0.15 100 2.95 0.02 0,1701 Gutter I Swale 2 245 0.0340 0.2041 12.2 188 Grass 0.15 220 2.95 0,02 0.3196 Gutter I Swale 2 220 0.0306 0.3501 21.0 189 Grass 0.15 225 2.95 0.02 0,3254 Gutter I Swale 2 60 0.0083 0,3337 20.0 190 Grass 0.15 100 2,95 0.02 0.1701 Gutter I Swale 2 215 0.0299 0.1999 12.0 191 Grass 0.15 40 2.95 0,02 0.0817 Gutter I Swale 2 275 0.0382 0.1199 7.2 192 Grass 0.15 80 2.95 0.02 0.1423 Gutter I Swale 2 105 0.0146 0.1569 9.4 193 Grass 0.15 40 2.95 0,02 0.0817 Gutter I Swale 2 25 0,0035 0.0852 5.1 195 Grass 0.15 40 2.95 0.02 0.0817 Gutter I Swale 2 200 0.0278 0.1095 6.6 196 Grass 0.15 65 2.95 0.02 0.1205 Gutter I Swale 2 375 0.0521 0.1726 10.4 197 Grass 0.15 15 2.95 0.02 0.0373 Gutter I Swale 2 10 0.0014 0.0387 5.0 198 Grass 0.15 65 2.95 0.02 0.1205 Gutter I Swale 2 215 0.0299 0.1504 9.0 -== a:::= t==:= a:::= D D o D D D D o D o D o D o D D D o D Scenario: Base Structure Input Report Structure Area Inlet Time Local Local ~dditional Label (acres) C of Rational Intensity Flow Concentration Flow (in/hr) (cfs) (min) (cfs) 150 151 0.78 0.26 11 .40 0.99 4.83 0.00 153 0.13 0.46 5.10 0.39 6.47 0.00 154 0.80 0.47 10.90 1.85 4.89 0.00 155 0.76 0.30 11.00 1.12 4.88 0.00 156 0.54 0.46 9.50 1.29 5.15 0.00 157 0.54 0.46 9.50 1.29 5.15 0.00 158 0.76 0.44 11.50 1.62 4.82 0.00 159 1.09 0.45 10.40 2.45 4.95 0.00 160 0.92 0.30 11.00 1.36 4.88 0.00 164 165 166 167 0.38 0.39 11.50 0.72 4.82 0.00 168 1.11 0.34 11.50 1.83 4.82 0.00 169 0.28 0.63 9.10 0.94 5.27 0.00 170 0.32 0.58 9.10 0.99 5.27 0.00 171 172 1.59 0.28 14.60 2.00 4.45 0.00 173 0.85 0.51 10.10 2.18 4.99 0.00 174 1.23 0.48 11.90 2.84 4.77 0.00 175 0.89 0.33 11.00 1.44 4.88 0.00 176 1.23 0.51 10.50 3.12 4.94 0.00 177 178 179 0.78 0.50 11.50 1.89 4.82 0.00 180 1.02 0.49 9.40 2.61 5.18 0.00 181 182 1.34 0.27 14.70 1.64 4.44 0.00 183 0.51 0.47 8.60 1.31 5.42 0.00 188 189 2.04 0.26 20.00 2.11 3.95 0.00 190 0.85 0.50 12.00 2.04 4.76 0.00 191 0.23 0.57 7.20 0.77 5.84 0.00 194 195 0.37 0.50 6.60 1.12 6.02 0.00 196 1.27 0.51 10.40 3.23 4.95 0.00 197 0.02 0.55 5.00 0.07 6.50 0.00 198 0.17 0.51 9.00 0.46 5.30 0.00 Title: Langridge Estates Project Engineer: Dave Stoeppelwerth s:\47425\drainage\stormcad\47425-section 2.stm Stoeppelwerth & Associates, Inc. StormCAD v5.6 [05.06.005.00] 06/29/05 02:52:4~ntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 D D D D D D o D D D D D D D o D D D D Scenario: Base 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) 151-150 27 inch Circular 0.002 121.00 151 900.26 150 900.00 153-151 21 inch Circular 0.003 160.00 153 900.74 151 900.26 154-153 21 inch Circular 0.003 43.00 154 900.89 153 900.74 155-154 18 inch Circular 0.003 160.00 155 901.37 154 900.89 156-155 15 inch Circular 0.003 160.00 156 901.85 155 901.37 157-156 12 inch Circular 0.003 30.00 157 901.94 156 901.85 158-151 15 inch Circular 0.005 166.00 158 901 .44 151 900.61 159-158 12 inch Circular 0.005 45.00 159 901.67 158 901.44 160-155 12 inch Circular 0.003 190.00 160 901.94 155 901.37 165-164 24 inch Circular 0.006 74.00 165 896.45 164 896.00 166-165 24 inch Circular 0.006 135.00 166 897.26 165 896.45 167-166 18 inch Circular 0.006 175.00 167 898.31 166 897.26 168-167 18 inch Circular 0.006 55.00 168 898.64 167 898.31 169-168 15 inch Circular 0.006 175.00 169 899.69 168 898.64 170-169 15 inch Circular 0.006 30.00 170 899.87 169 899.69 171-170 12 inch Circular 0.006 59.00 171 900.23 170 899.87 172-171 12 inch Circular 0.007 113.00 172 900.99 171 900.23 173-166 21 inch Circular 0.005 111.00 173 897.82 166 897.26 174-173 15 inch Circular 0.005 59.00 174 898.12 173 897.82 175-174 12 inch Circular 0.005 150.00 175 898.86 174 898.12 176-173 12 inch Circular 0.015 30.00 176 899.85 173 899.40 178-177 21 inch Circular 0.003 200.00 178 896.60 177 896.00 179-178 21 inch Circular 0.003 99.00 179 896.90 178 896.60 180-179 18 inch Circular 0.003 59.00 180 897.08 179 896.90 181-180 12 inch Circular 0.003 51.00 181 897.23 180 897.08 182-181 12 inch Circular 0.003 116.00 182 897.58 181 897.23 183-179 12 inch Circular 0.010 30.00 183 898.00 179 897.70 189-188 15 inch Circular 0.008 400.00 189 888.52 188 885.52 190-189 12 inch Circular 0.007 160.00 190 889.64 189 888.52 191-190 12 inch Circular 0.016 53.00 191 890.49 190 889.64 195-194 15 inch Circular 0.010 73.00 195 881.15 194 880.42 196-195 12 inch Circular 0.015 30.00 196 881.60 195 881.15 197-195 12 inch Circular 0.010 164.00 197 882.79 195 881.15 198-197 12 inch Circular 0.015 30.00 198 883.24 197 882.79 Title: Longridge Estates Project Engineer: Dave Stoeppelwerth s:\47425\drainage\stormcad\47425-section 2.stm Stoeppelwerth & Associates, Inc. StormCAD v5.6 [05.06.005.00] 06/29/05 02:52:4lCAMlntley Systems, Inc. Haestad Methods Solution Center Watertown. CT 06795 USA +1-203-755-1666 Page 1 of 1 u D u D D D D D D D D D D D D D u u D Scenario: Base Pipe Output Report Label Section Length Mannings Constructed Upstream Upstream Downstream Downstream Average Full Size (ft) n Slope Node Invert Node Invert Velocity Capacity (tuft) Elevation Elevation (tus) (cfs) (ft) (ft) 151-150 27 inch 121 .00 0.013 0.002 151 900.26 150 900.00 4.00 14.36 153-151 21 inch 160.00 0.013 0.003 153 900.74 151 900.26 3.98 8.68 154-153 21 inch 43.00 0.013 0.003 154 900.89 153 900.74 4.20 9.36 155-154 18 inch 160.00 0.013 0.003 155 901.37 154 900.89 3.64 5.75 156-155 15 inch 160.00 0.013 0.003 156 901.85 155 901.37 3.14 3.54 157-156 12 inch 30.00 0.013 0.003 157 901.94 156 901.85 2.65 1.95 158-151 15 inch 166.00 0.013 0.005 158 901.44 151 900.61 4.20 4.57 159-158 12 inch 45.00 0.013 0.005 159 901.67 158 901.44 3.69 2.55 160-155 12 inch 190.00 0.013 0.003 160 901.94 155 901.37 2.68 1.95 165-164 24 inch 74.00 0.013 0.006 165 896.45 164 896.00 6.22 17.64 166-165 24 inch 135.00 0.013 0.006 166 897.26 165 896.45 6.19 17.52 167-166 18 inch 175.00 0.013 0.006 167 898.31 166 897.26 4.99 8.14 168-167 18 inch 55.00 0.013 0.006 168 898.64 167 898.31 4.87 8.14 169-168 15 inch 175.00 0.013 0.006 169 899.69 168 898.64 4.42 5.00 170-169 15 inch 30.00 0.013 0.006 170 899.87 169 899.69 4.18 5.00 171-170 12 inch 59.00 0.013 0.006 171 900.23 170 899.87 3.84 2.78 172-171 12 inch 113.00 0.013 0.007 172 900.99 171 900.23 4.01 2.93 173-166 21 inch 111.00 0.013 0.005 173 897.82 166 897.26 5.23 11.25 174-173 15 inch 59.00 0.013 0.005 174 898.12 173 897.82 4.26 4.61 175-174 12 inch 150.00 0.013 0.005 175 898.86 174 898.12 3.30 2.50 176-173 12 inch 30.00 0.013 0.015 176 899.85 173 899.40 6.04 4.36 178-177 21 inch 200.00 0.013 0.003 178 896.60 177 896.00 3.95 8.68 179-178 21 inch 99.00 0.013 0.003 179 896.90 178 896.60 3.97 8.72 180-179 18 inch 59.00 0.013 0.003 180 897.08 179 896.90 3.50 5.80 181-180 12 inch 51.00 0.013 0.003 181 897.23 180 897.08 2.75 1.93 182-181 12 inch 116.00 0.013 0.003 182 897.58 181 897.23 2.79 1.96 183-179 12 inch 30.00 0.013 0.010 183 898.00 179 897.70 4.19 3.56 189-188 15 inch 400.00 0.013 0.008 189 888.52 188 885.52 5.03 5.59 190-189 12 inch 160.00 0.013 0.007 190 889.64 189 888.52 4.29 2.98 191-190 12 inch 53.00 0.013 0.016 191 890.49 190 889.64 4.29 4.51 195-194 15 inch 73.00 0.013 0.010 195 881.15 194 880.42 5.72 6.46 196-195 12 inch 30.00 0.013 0.015 196 881.60 195 881.15 6.08 4.36 197-195 12 inch 164.00 0.013 0.010 197 882.79 195 881.15 3.23 3.56 198-197 12 inch 30.00 0.013 0.015 198 883.24 197 882.79 3.61 4.36 Title: Longridge Estates Project Engineer: Dave Stoeppelwerth s:\47425\drainage\stormcad\47425-section 2.stm Stoeppelwerth & Associates. Inc. StormCAD v5.6 [05.06.005.00] 06/29/05 02:52:5~ntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 u Scenario: Base u Pipe Output Report II u 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) (fl) (cfs) 151-150 27 inch 121.00 0.002 151 901.70 150 901.16 11.30 4.55 153-151 21 inch 160.00 0.003 153 901.98 151 901.70 6.70 4.63 154-153 21 inch 43.00 0.003 154 902.06 153 901.98 6.45 4.65 155-154 18 inch 160.00 0.003 155 902.44 154 902.06 4.78 4.74 156-155 15 inch 160.00 0.003 156 902.69 155 902.44 2.55 5.09 157-156 12 inch 30.00 0.003 157 902.73 156 902.69 1.29 5.15 158-151 15 inch 166.00 0.005 158 902.35 151 901.70 4.01 4.82 159-158 12 inch 45.00 0.005 159 902.52 158 902.35 2.45 4.95 160-155 12 inch 190.00 0.003 160 902.69 155 902.44 1.36 4.88 165-164 24 inch 74.00 0.006 165 897.79 164 897.34 13.87 4.20 166-165 24 inch 135.00 0.006 166 898.61 165 897.80 13.98 4.23 167-166 18 inch 175.00 0.006 167 899.24 166 898.61 5.75 4.28 168-167 18 inch 55.00 0.006 168 899.51 167 899.24 5.14 4.30 169-168 15 inch 175.00 0.006 169 900.47 168 899.51 3.55 4.36 170-169 15 inch 30.00 0.006 170 900.54 169 900.47 2.78 4.37 171-170 12 inch 59.00 0.006 171 900.85 170 900.54 1.97 4.39 172-171 12 inch 113.00 0.007 172 901.60 171 900.85 2.00 4.45 173-166 21 inch 111.00 0.005 173 899.03 166 898.61 9.30 4.74 174-173 15 inch 59.00 0.005 174 899.24 173 899.03 4.25 4.77 175-174 12 inch 150.00 0.005 175 899.45 174 899.24 1.44 4.88 176-173 12 inch 30.00 0.015 176 900.61 173 900.03 3.12 4.94 178-177 21 inch 200.00 0.003 178 897.72 177 896.94 6.44 4.27 179-178 21 inch 99.00 0.003 179 898.03 178 897.72 6.50 4.31 180-179 18 inch 59.00 0.003 180 898.10 179 898.03 3.79 4.34 181-180 12 inch 51.00 0.003 181 898.21 180 898.10 1.61 4.36 182-181 12 inch 116.00 0.003 182 898.41 181 898.21 1.64 4.44 183-179 12 inch 30.00 0.010 183 898.48 179 898.12 1.31 5.42 189-188 15 inch 400.00 0.008 189 889.36 188 886.35 4.33 3.95 190-189 12 inch 160.00 0.007 190 890.38 189 889.36 2.67 4.76 191-190 12 inch 53.00 0.016 191 890.86 190 890.38 0.77 5.84 195-194 15 inch 73.00 0.010 195 882.02 194 881.20 4.63 4.94 196-195 12 inch 30.00 0.015 196 882.37 195 882.02 3.23 4.95 197-195 12 inch 164.00 0.010 197 883.09 195 882.02 0.52 5.26 198-197 12 inch 30.00 0.015 198 883.52 197 883.09 0.46 5.30 D D D u D u D u D u u u D u u Title: Longridge Estates Project Engineer: Dave Stoeppelwerth s:\47425\drainage\stormcad\47425-section 2.stm Stoeppelwerth & Associates, Inc. StormCAD v5.6 [05.06.005.00] 06/29/05 02:52:5~ntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 u ,0< 'U, . ; U. ,W' " ~D 0, o .' D . D U, D,,__ 0,' , D D" . ,'..-.( 0, D;' W'\ .,' D '" W ',' , . . , .', ,-'.- \., ; ,', '.' . " ,~ '" ' ~. " " . . ", '( . " ",'G-UTTERSPREAD , . . 'CALCULATIONS. ',' . , ~ -", ' -. . - \ .' '. , '\. , ,. '1 ,', , . '- ' ~, . ~ I " , . ,'J .. u u D u u u u D u u u u u u u u u u u Scenario: Base Inlet- Local Rational Flow Label Inlet Local Inlet Local C Intensit) Area Rational (in/hr) (acres) Flow (cfs) 151 0.26 4.83 0.78 0.99 153 0.46 6.47 0.13 0.39 154 0.47 4.89 0.80 1.85 155 0.30 4.88 0.76 1.12 156 0.46 5.15 0.54 1.29 157 0.46 5.15 0.54 1.29 158 0.44 4.82 0.76 1.62 159 0.45 4.95 1.09 2.45 160 0.30 4.88 0.92 1.36 167 0.39 4.82 0.38 0.72 168 0.34 4.82 1.11 1.83 169 0.63 5.27 0.28 0.94 170 0.58 5.27 0.32 0.99 172 0.28 4.45 1.59 2.00 173 0.51 4.99 0.85 2.18 174 0.48 4.77 1.23 2.84 175 0.33 4.88 0.89 1.44 176 0.51 4.94 1.23 3.12 179 0.50 4.82 0.78 1.89 180 0.49 5.18 1.02 2.61 182 0.27 4.44 1.34 1.64 183 0.47 5.42 0.51 1.31 189 0.26 3.95 2.04 2.11 190 0.50 4.76 0.85 2.04 191 0.57 5.84 0.23 0.77 195 0.50 6.02 0.37 1.12 196 0.51 4.95 1.27 3.23 197 0.55 6.50 0.02 0.07 198 0.51 5.30 0.17 0.46 Title: Langridge Estates Project Engineer: Dave Stoeppelwerth s:\47425\drainage\stormcad\47425-section 2.stm Stoeppelwerth & Associates. Inc. StormCAD v5.6 [05.06.005.00] 06/29/05 02:53:0~ntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 t=J CJ .-::== r= r::= t::=. r:::=:= -== CJ a::::::= -== a== CJ LJ a:::=J CJ r::= t=J t::= Longridge Estates Job # 47425 Local Rational Flow Calculations (Q= CiA) Rougnness Inlet Coefficient Local Intensity Inlet Area Local Rational Flow (C) (in/hr) (acres) (c.t.s.) 185 0.44 5.3 1.08 2.52 186 0.49 5.3 1.07 2.78 ~LJt==-==-==t=J-==a:=Jt=J-==r::=-==t:::=Jt::=J~CJ-== -== t:=: Langridge Estates Spread Calculations Job # 47425 Grates in Sag Condition Cross Sectional Gutter Inlet Rational Flow Grate Perimeter Depth at Casting Slope Spread Inlet Type (c.f.s.) In) In) lTtln) In) 101 2.94 6.75 0.27 0.0275 8.16 Double 102 1.78 4.58 0.25 0.0275 7.43 SinQle 106 1.91 4.58 0.27 0.0275 7.88 Single 107 2.28 6.75 0.23 0.0275 6.60 Double 110 2.97 6.75 0.28 0.0275 8.23 Double 111 2.28 6.75 0.23 0.0275 6.60 Double 118 0.71 4.58 0.14 0.0275 3.18 Single 119 0.63 4.58 0.13 0.0275 2.79 SinQle 123 1.39 4.58 0.22 0.0275 6.02 Single 125 1.66 4.58 0.24 0.0275 7.01 SinQle 128 1.34 4.58 0.21 0.0275 5.83 SinQle 130A 1.36 4.58 0.21 0.0275 5.90 Single 134 1.12 4.58 0.19 0.0275 4.96 SinQle 135 1.54 4.58 0.23 0.0275 6.57 Single 136 0.90 4.58 0.16 0.0275 4.04 SinQle 139 1.47 4.58 0.22 0.0275 6.32 Single 140 1.91 4.58 0.27 0.0275 7.88 SinQle 141 1.64 4.58 0.24 0.0275 6.93 Sinale 142 2.27 4.58 0.30 0.0275 9.06 SinQle 158 1.62 4.58 0.24 0.0275 6.86 Sinale 159 2.45 4.58 0.31 0.0275 9.64 Single 173 2.18 6.75 0.22 0.0275 6.35 Double 174 2.84 4.58 0.35 0.0275 10.83 Single 176 3.12 6.75 0.29 0.0275 8.57 Double 179 1.89 4.58 0.26 0.0275 7.81 Single 180 2.61 6.75 0.25 0.0275 7.40 Double 183 1.31 4.58 0.21 0.0275 5.71 SinQle 185 2.52 6.75 0.25 0.0275 7.18 Double 186 2.78 6.75 0.26 0.0275 7.80 Double II ~, a==. -== ~ a==. r:= ~ c::: c= t::::= -== t::::= t::::= a::= c::: c::: a== t:::=. r== I Longridge Estates Spread Calculations Job # 47425 Grates in-line Manning's Depth at Gutter Inlet Rational Flow Lonaitudinal Slope Transverse Slope Coefficient Castine Spread Inlet Type (c.f.s. ) (TUn) (TUn) (ft) 114 0.65 0.006 0.021 0.013 0.13 6.06 Single 115 0.78 0.006 0.021 0.013 0.14 6.49 SinQle 124 1.22 0.012 0.021 0.013 0.14 6.74 Single 129 1.07 0.006 0.021 0.013 0.15 7.31 SinQle 130 0.90 0.006 0.021 0.013 0.14 6.85 Single 146 0.70 0.01 0.021 0.013 0.12 5.66 SinQle 147 0.80 0.01 0.021 0.013 0.13 5.95 Single 153 0.39 0.006 0.021 0.013 0.11 5.01 SinQle 154 1.85 0.006 0.021 0.013 0.19 8.97 Single 156 1.29 0.006 0.021 0.013 0.16 7.84 SinQle 157 1.29 0.006 0.021 0.013 0.16 7.84 Single 169 1.29 0.006 0.021 0.013 0.16 7.84 Single 170 1.29 0.006 0.021 0.013 0.16 7.84 SinQle