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Home My WebLink AboutTract 12314 - 1 Basin Concept - H=5.5 TRACT 1231 4 HYDROLOGY REPORT 1 BASIN CONCEPT- MAX. DEPTH OF PONDING = 5.5 FT. D e s c r i p t i o n P a g e I. INDEX TO PLATES & AREAS 2 II. COUNTY'S CRITERIA 3 III. SUMMARY OF RESULTS 4 IV. HYDROLOGY CALC a) EX 02 5 -24 b) EX 05 25 -44 c) EX 010 45 -64 d) EX 025 65 -84 e) DEV. 02 85 -101 f) DEV. 010 102 -118 g) DEV. 025 119 -135 h) DEV. 0100 136 -152 V. RETENTION BASIN INFLOW & OUTFLOW HYDROGRAPHS a) 02 153 -161 b) 010 162 -170 c) 025 171 -179 d) 0100 180 -188 VI. SUPPORTING DATAS: a) SOIL LOSSES 189 -193 b) DEPTH /OUTFLOW /STORAGE RELATIONSHIP 194 -197 PREPARED IN THE OFFICE OF MADOLE AND ASSOCIATES, INC. CONSULTING CIVIL ENGINEERS AND LAND PLANNERS 1820 E. 16th Street SANTA ANA, CALIFORNIA 92701 PHONE 714.835.2548 JN 142 -609 (filer a7aeria21 6/22/89 9 j. OHL,\., ..... mn-pa., t P SASELING AV 0 4 . —. F@fw*H 31 Roo 1 3333M ZZ 4,60 , ",24P -- - - ^001, 7 Rai ,as�fi O egcorY s C/7 / ,4 ` 47 4 Pas r- ZEV O' 4 1/ P l/1 -oPr igW 7 o (/TFtv a Q2 70 4- . 90 it 4 O a) _ 7 it Qz_c frV Ts /�� sS = 3 1),2 Y5i1)6 SS = 2 ; / X60705 Z D•0 As 47y • -PT P7 D.L/Z 0 r/ Z /Niv C psi 0 s ,I g v 9P �pnl- Ufa Ws — 9o ./ �3•� �— . 2g —cox ffls IN i y --�Or7 �s /YUN- c=/Ldb //3 Gt VFZ04/ 1 �. s 4 RATIONAL METHOD HYDROLOGY COMPUTER FROGRAM BASED ON ,:AN B[RNAR0INO COUNTY (SDC> 1983 HYDROLOGY MANUAL >)>> >; (C) Copyright 1933,1986 Advanced Engineering Softxare (AES] ' EsFec a]l, prepared for: NADOLE AND ASSOCIATES *****w***0ESCRIPTION OF RESULTSt*********^^*********t**********rn*t****t°* * TR 12314 EXISTING & OFFSITE A2 , * FONTANA * JN 142-609 6/13/39 [FILE EX12314.00I1 * ****************************v***********w***************#****************** USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIP[ SEE(INCH) = 18.40 SPECIFIED PERCENT OF GRA0IBNTS<DECIMAL) TO USE FOR FRICTION SLOPE ` .95 10-YEAR STORM 60-MINUTE INTENSITY(lNCH/HONR) = 1.040 100-YEAR STORM 60-NINUTE INTENSITY(lNCH/H0UR> = 1.540 COMPUTED RAINFALL INTENSITY DATA; STORM EVENT = 2.00 1-HOUR INTBNEI?Y(IMCH/H0UR) = .690ff SLOPE OF INTENSITY DURATI0N CURVE = .6000 ETC HYDROLOGY MANUAL "C"-VALUES USED <<(<<<<<<<<<<<<(<1<<<<<<(<<<<<<<<(<<<0>>>>>>>)>>�>>>�>�`>>>>>>>>>>>>>}>/>>>} Advanced Engineering Software [AES} SERIAL No. 10665I VER. 3.3C RELEASE DATE: 2/20/26 ---' ------ - — ************************************^********************************w***** FLOW PROCESS FROM NODE 4.00 TO WIDE 100.00 IS CODE = 2 >>>>>RA7I0NAL METHOD INITIAL SUBAREA ANALYSIS, ASSUMED INITIAL SUBAREA UNIFORM LEV[LOPM[NT :S SINGLE =AND-/ 11/4 ACRE) TC ` K*NLEHGTHt*Y/(ELEYATI0N '_HAN&[ INITIAi SUBAREA ;VW-LENGTH ` �00.30 1Q@�b ��A UPiTREAN EL� ` 515,00 �w` IBC ,WN3 T RE=ii4 ELEVATION = �i)1.50. ELcV:- ^+TION DIFFERENCE = 1� +• =�' TC. _ .39:3 *(( x.00 YEAR RAINFALL INTENSITY(INC.H /HOUR; = 1.X23 '�✓ ' SOIL CLASSIFICATION IS "A" 3IPvii - FAMIL'Y(1 /4 ACRE LOT) RUNOFF COEFFICIENT1 SUBAREA RUNOMUS) = 5.1? 'OTAL AREA(ACRES) = 3.'?0 TOTAL RLRvOFF(CF3) _ FLOW FROC:ESa FROM NODE 100.00 TO NODE 105-'H' IS IZIDE = C ------------------------------------------------------------------ `CCtlF�iTE 3TREETFLOW TRAVELTIME Ti HRU SUBAREA: l ;STREAM ELEVATION = 01.50 DOWNSTREAM ELE = 4'3;5 Z ]TREET LENGTH (FEET) = 51 +1.00 CURB HEIG ?'r' I HE =) STREET HALFWiDiri(FEET) = 13.00 S TREET '_R! _ .tlili SPECIFIED NUMBER. OF HALFSTREETS CARRYING RUNOFF = E ** VE COMP 1_ ME _ TRA�cLTiPtE COMP t. !` "IN, MEAN FLCi4;CF STREET FLOWDEFTH(FEET) HALFSTREET FLOOPWIDTH(FEET) = 10.01 RI vE ;5 .I.• :,%rri -ter- ) _ . {, �- AVE RAGE FLOW v _OC. 1 r Ft. i t ,:EC.. Y- E =ODUCT OF DEF'H €IVCLOGIT`f STREETFLi W ?R.i EL INEi "I�+ - _ 4 T_ YEAR RAINFALL iNTENSITY(INCHsHOUR) = i.;1T SOIL CLASSIFICATION IS SINGLE-FAMILY '1`4 4 ACRE LOT) RUNOFF i OEFFICIEP'iT SUBAREA AREA(ACRES) = 4.60 _UEAREA 74 !1N0 F; =_F_) SUMMED AREA (ACRES) = 8.50 TOTAL RUNC iFfr i CF3; = i 0.31 EiZ OF SUPAREA STREETFLOW HYDRAULICS: IEF'TH(FEET) = .35 HALFSTREET FLUDliMIDTN( FEET ) = 11.04 FLOW VELOCITY = 3.89 DEF *VELOCIT'r = 1, -- FLOW PROCESS FROM NODE 105.011 TO NODE !110.00 iS CODE = 0 ------------------------------------------------------------------- ?' :CONFUTE 3TREETFLOW TRAVELTIME THR!_!.USAREA<:';:: == UPSTREAM ELEVATION = - -- 4 ^08.50 - -- DOWNSTREAM ELtVATION = 415.50 STREET LENGTH(FEET) _ `05.00 CURB HEI&TH(INCHES) STREET HALFWID ?Hi'FEET) = 18.00 STREET CR MFALLsDECIMAL) SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - E *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1E.r•i STREET FLOWDEFTH (FEET) = .3' HALFSTREET FLOODWIDTH(FFEET) = 1..0 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.02 PRODUCT OF DEPTH &VELOCITY = 1.48 STREETFLOW TRAVELTIME(MIN) = 2.09 T!C(MIN x.00 Y EAR RAIjfALL INTEN.SITY(INCH/K�!R) = 1.5:+ SOIL CLASSIFICATION IS "A" 3TNGLE- FA;4ILY'(1 :'4 ACRE LOT) RUNOFF COEFFICIENT = .5439 �. SUBAREA AREA(ACRES) = 4.5 Si!FAREA RUNCIFF(CFS) = 4.` - r ti^rn 5 _ {, T OTAL RUNOFF!I :FS) = 14. :1 +M;4ED aREr, r;_r,E:t 1_ l END OF SUBAREA S T REETFLOW HYDRnl_k_I . O DEPTH(FEET) = .33 HALFSTRE FL? 0O WlDT ', �Ul FLOW * T Y iF CET!.�1. i = 4. ;_ i'E *V ELlr :1T = i... FLOW PROCESS FROM NODE 106. TO NODE 11:1.00 IS C.GDE = c ---------------------------------------------------------------------------- .?SCOMPUTE STREETFLOW TRAVEL THRU SUBAREA - UPSTR ELEVATION = ---- 476.50 DOWNSTREAM ELEVATION - 463. STREET LENGTH(FEET) = 465. CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEE7} = i5. + ?i� STF:EE? CROSSFGL (IECIMAL) S'P'ECIFIED LUMBER OF HIALFSTREETS CARRYING RUNGFF = - * *TRAVELTIME COffJTED USING IFAN FLOW(CH) = 1;, S 4 STREET F L+:WDEFTWFEET) _ .422' HALFSTREET FLOODWIDTH(FEET) = 14. S, ` :AVERAGE FLOW :ELOCITY(FEETiSEC'.i = }.'I PRODUCT OF DEFTH&VEl-O IT = 1.`6 I (' _ . TREETFLOW TRAVELTIMEiMIN) _ :.u_� �1I�) 1' 1.00 YEAR RAINFALL INTENSITVINCH/HIOUR) = 1.44' S�_I CLASSIFP:ATION IS "A" SiNGLE- FAMILY '4 ACRE LOT) RUINOFF CGEFFICIENT = .632y SUBAREA; AREA(ACRES) - 4.10 SUBAREA R'UNOFF(+FS) _ 3. ?6 MMED ;i� rREA(ACRES) - 17.10 TOTAL Ri�NOFF.CFS' = 1c °. c,dD OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .43 HALFSTREET FLCODWIDTH(FEET) = 15.1[ FLOW VELOCITYiFEET:SEC.) _ 3.87 DEPT r,#VELOCI TY = 1.66 FLOW PROCESS FROM NODE i:0.00 TO NODE 115.10 IS CODE = 6 ---------------------------------------------------------------------------- :'r:::>:CGMPUTE STREETFLOW TRAVELTIME 'r U SUBAREA[ t: ---------------------------- UPSTREyM ELEVATIO = 468.00 ;.DOWNSTREAM ELEVATTIrl = 464.[0 STREET LENGTH(FEET) = 365, 0 CURB HEIGTH(INCKS) _ _. STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(ECIMAU = .5 SPECIFIED NUMBER OF iALFSTREETS C AR F`:`ING RUNOFF = k *TRAVELTItE COMPUTED USING MEAD FLCW(CFS) STREET FLOWDEPTH(FEET) _ .4 HALFST,FEET FL+ }C+DWTDTH(FEET) = i7.74 AVERAGE FL OW VELOCITY(FEETISEC.) PRODUCT Or DEPTH &V'ELQC1 = 1.60 STREETFLOW TRAV'ELTIME(MIN) = 1.83 TC(MIN) = 1:+.2 . +I+ ` 'EAR RAINFALL INTENSii'(I;�CHtHOUR) _ 1.365 SOIL C:LASSIF ICATION IS " A „ SINGLE FAMILY(1 % 4 ACRE 'LOT) RUNOFF COEFFICIENT = .615 SUBAREA AREA(ACRES) = 7.10 SUBAREA RUNGFF(CFS) = r.00 SUMMED AREA(ACRES) = 224.1G TOTAL RUNGFF(CF:) = 14.71 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .50 HALFSTREET FLOODWIDTH(FEET) = IS. 1 0 FLOW VELOCITY(FEET /SEC.) = 3.50 DEPTH *VELOC:ITY = 1.73 # ** xx# xxxx # #x * #xx #x #xx *x #xxx # # # # # #xx# xxxxxxxx #xxxxxxxx # # # #x * * * #x *x *xxx # # #xx# FLOW PROCESS FROM NODE 115. TO NODE 110.010 IS CODE = 6 ---------------------------------------------------------------------------- +�M: =' LATE STREETFLOW TRA' JELTIM__ THRU BAEA -= _________________________ O UP _ T R:E4M ELEVATIGN = 4C 4.: OWNST =EHP) ELE': H. , _av FLOW PROCESS FROM NODE 12`.01 TO NODE 1 30.10 IS CODE 'ClIFUTE STREETFLOW TRAVELT!ME TWU S; D!,r :Ea `;: % Ea STREET LENGTH(FEET) = 410.00 CURB HEIGTH(INCHES) = 6. OTREET HALFWIDTH(FEET) = 15.00 STREET CROS fi ALI(DECIMAL) .PECIFTED NUMBER, OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING i$AN FLOW0S) _ 30.07 ** *STREET FLOWING FULL * ** NOTE: STREETFLOW EXEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT 14EGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) _ .57 HALFSTREET FLOODWIDTH(FEET) = 15.00 AVERAGE FLOW V'ELOCITY;FEETISEC.) = 3.04 PRODUCT OF DEPTH&VELOCITf = 1.75 STREETFLOW TRAIVELTIME(MIN) = 2.24 TC(MIN) = 21.53 2.00 EAR RAINFALL INTENSITY(INC:H /HOUR) = 1.217 SOIL CLASSIFICATION IS "A" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .60:13 SUBAREA AREA(ACRES) = 13.90 SUBAREA RUNOFF(CFS) = 10. ?2 UMMED AREA(ACRES) = 3 +.10 TOTAL RUNOFF(CFS) _ 35.44 END OF SUBAREA STtEETFLOW HYDRAULICS: DEPTH(FEET) _ .61 HALFSTREET FLOODWIDTH(FEET) = 15.00 FLOW V'ELOCITY(FEET /SEC.) = 3.14 DEPTH *VELOCITY = 1.9-3 FLOW PROCESS FROM NODE 120.00 TO FADE 125.00 IS CODE = 6 ---------------------------------------------------------------------------- : ::COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA"' <` %': -- UPSTREAM ELEVATION = 462.50 DOWNSTREAM ELEVATION - 460.00 STREET LENGTH(FEET) = 530.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEE'+) = 18.00 STREET CROSSFALL(DECIMAL) _ .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 41.11 ** *STREET FLOWING FULL * ** NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) _ .63 HALFSTREET FLOODWIDTH(FEET) = 13.00 AVERAGE FLOW VELOCITf(FEET /SEC.) = 3.48 PRODUCT OF DEPTH&VELOCITY = 2.20 STREETFLOW TRAVELTIME(MIN) = 2.54 TC(MIN) = 24.01 2.00 YEAR RAINFALL INTENSIIf(INCHIHOUR) = 1.195 SOIL CLASSIFICATION IS "A" SINGLE-F.AMILY(1 14 ACRE LOT) RUNOFF COEFFICIENT = .5867 SUBAREA AREA(ACRES) = 17.'30 SUBAREA RUNOFF(CFS) = 12.51 SUMMED AREA(ACRES) = 56.00 TOTAL RUNOFF(CFS) = 41.'39 END OF SUBAREA STREETFI.OW HYDRAULICS: DEPTH(FEET) = .61 HALFSTREET FLOODWIDTH(FF"FT) = 18.00 FLOW VELOCITY(FEET!SEC.) = 3.15 DEP *VELOCITr = 2.4I FLOW PROCESS FROM NODE 12`.01 TO NODE 1 30.10 IS CODE 'ClIFUTE STREETFLOW TRAVELT!ME TWU S; D!,r :Ea `;: % Ea -- JPSTREAM ELEVATION = 460.40 DOWNSTREAM ELEVATION = 456.50 STREET LE NGTH(FEET) = 405.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DECIMAL) = .0100 SPECIFIED NUMBER OF HALFSMEETS CARRYING RUNOFF = 2 *$TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 50.41 $ * *7TREET FLOWING FU * ** NOTE: STREETFLCDt E;CEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT Prr-GLIBLE FLOW OCCURS OUTSIDE OF THE STiiEET CW -MEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ZTC., IS iNEGLECTE; STREET FLOWDEPTH(FEET) = .e1 HALFSTREET FLOOGWIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEETiSEC.) = 4.37 n,[ 6 ,^ Tv PRODUCT OF L•�P T H& � ELOCI T , _ '"74 STREETFLOW TRAVEL'TiME(Mlti) = i.`1 TC(MIN) _ ::5.._ 2.00 YEAR RAAINFALL INTENSITY(INCHiHOUR) = 1.15: SOIL CLASSIFICATION IS "A" SINGLE -FAMIL'r (1.'4 ACRE LOT) RUNOFF COEFFICIENT = . °769 SUBAREA AREA(ACRES) - 7.30 :ti_BAREA RUNOFF(CF3) = 4.35 UMMED AREA(ACRES) = 63.30 TOTAL RUNOFF(CFS) = s . I A END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(Fr'ET) _ .63 HALFSTREET FLOOC4JiDTri(FEET) = 13.:'10 FLCIW VELOCITY(FEET /SEC.) = 4.41 DEFTH$VELrjl=ITY = 2.7q $*$#* x*$ xx* x* xx**#*#*## x$#*$ xx*$#$# xxx* x* x** x * * * * *x *xx *xx * *sx #x * *x * * *x *$ #xxs FLOW PROCESS FROM NODE 130.00 TO )NODE 130.00 IS CODE = 1 ----------------------------- ---------------- - - - - -- - --------------------- ` `` r� ''`DESIGNATE INDEPENDENT STREAM FOR CONFLUENCEI<,,; s -- CONFLUENCE VAL'U'ES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCE4TR;;TiON(MIP4JTES) = 25.53 RAINFALL INTENSITY (INCH.IHOUR) = 1.15 TOTAL STREAM AREA (ACRES) = 63.30 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 52.334 FLOW PROCESS FROM NODE `.00 TAO NODE 111.00 IS CODE = ---------------------------------------------------------------------------- %` "RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<< - ASSUMED INITIAL SUBAREA U1NIFORM DEVELOPMENT IS SINGLE FAMILY 11/4 ACRE) TC = K *I(LENGTH * *3) /(ELEVATION CHANGE)) * *.2 INITIAL SUBAREA-FLOW-LENGTH = 600.00 UPSTREAM ELEVATION = 509.00 DOWNSTREAM ELEVATION = 49;.00 ELEVATION DIFFERENCE = 12.00 TC = .393 *I1 2.40 YEAR RAINFALL INTEySITY(INCH /HOUR) SOIL CLASSIFICATION I3 "A" ll SINGLE- FAMILY(1 /4 ACRE LOT'r RUT-FF COEFFICIENT = .6346 SUBAREA RUNOF'F(CFS) = 5.34 T O T AL AREA kACP,ES) = 4.10 TOTAL RUNOFF(CFS) -- 5.34 FLOW PROCESS FROM NODE 121.00 TO NODE 126.00 IS CLYDE ---------------------------------------------------------------------------- '' / CLOPU T E S T REETFLOW �� RAVELTIME 'i HRU S B AREk , , ( <: UPSTREAM ELEVATION = 497.00 DOWNSTREAM ELEVATION = 494.00 STREET LENGTH(FEET) = 495.00 CURB HEIGTH(INCHES) = S. STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DECIMAL) _ 0200 , PECIFIED NUMBER OF HALFGTREETS CARRYING R UNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) -STREET FLOWDEPTH(r'EET) _ .40 HALFSTREET FLOODWIDTH(FEET) = AVE'R'AGE FLGW VELOCITY (F- =T /:EC. ; - 2.00 PRODUCT OF DEFTH&VELOCITY = .80 STREETFLOW TRAVELTIME;MIN) = 4.13 TC(MIN) = 15.22 2.00 YEAR RAINFA;a. 1 .573 SOIL C LrSSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .65)6 SUBAREA AREA(ACRES) = 4.90 SUBAREA RUN+OFF(CF3) = 5.01 601MED AREA(ACRES) = 9.00 TOTAL RUNOFF(CFS' = 10.3T END OF SUBAREA STPEETFLOW HYDRAULICS. DEPTH(FEET) _ .43 HALFSTREET FLOODWIDTH(FEET) = 15.15 FLOW VELOCIT`( FEET /SEC.i = 2.14 DEPTH *VELOCIT'i = .92 ##### t# t######## xxt## st* xxt t# ss## t##t xxxt** #x *t * # # # # # #xxx # * # # # # # # # *xtt # * *# FLOW PROCESS FROM 30DE 126.00 TO NODE 127.00 IS CODE = 6 ---------------------------------------------------------------------------- - -_?_> COMF�Jit STREETFLOW TRAVELTIME ThRU SUBAREA: _ :_ __ __ ___________ ___ ____ UPSTREAM ELEVATION = 494.00 ZQWNISTREAM ELEVATION = 488.00 STREET LPj4GTH(FEET) = 640.00 CURB HEIGTH(INCHESI = 6. STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL.'DECIMAL) _ .j2 SPECIFIED NUMBER OF HALFSTREETS CARRYING RLt,XF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOWiC :-S) = 14.33 STREET FLGWDEFTH(FEET) _ .44 HALFSTREET FLOODWIDTH(FEET) = 15.68 AVERAGE F L OW VELOCITY(FEET /SEC.) = 2.79 PRODUCT OF DEPTH&VELOCITY = 1.23 STREE'TFLOW TRAVELTIME(MINI _ 3.32 TC(MINI = 19.04 2.00 YEAR RAINFALL INTENSIT'Y(IN0d /HOUR) = 1.375 SOIL CLASSIFICATION IS "A" SIDLE- FAMILY(1 /4 ACRE LOT) R UNOFF COEFFICIENT = .621 SUBAREA AREA(ACRES) = 9.40 SUBAREA RUNOFF(CFS) = 3.013 SUMMED AREA(ACRES) = 18.40 TOTAL RL F(CFS) = 18.37 END OF SUBAREA STREETFLCWI HYDRAULICS: DEPTH(FEET) _ .47 HALFSTREET FLOODWIDTH(FrET) = 1',.23 FLOW VELOCITY(FEETiSEC.) = 2.93 DEPTH *VELOCITY = 1.40 # tt### ttx# tx### t# tt## tttx# t# t### t# t##### tt## xt # #t * #t# #tx # # *t # # #x * # #xxtt # # #t* FLOW PROCESS FROM NODE 127.00 TO NODE 123.00 I5 Ar DE = r. ---------------------------------------------------------------------------- .` :`COMPUTE GTREETFLOW TRAVELTIME THRU SUAAttEw: : =.: - U PS T REAM REAM ELEVATION = 4:8. il0 DOWN ES T REAM ELEVAT = 47; -STREET LENGTd(FEt _ 41195 0 URB a"E16TH(IiNCHE3) -STREET HALFWIC.TH(FEE _ '.90 STFECT '_ROSSIALL.D I M" _ - iii; / F EC -IFiED NUMBER OF i=m, I RE_ . _ . An Y IN G PUNOFF = * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) STREET FLOWDEPTH(FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 15.16 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.25 PRODUCT OF DEPTH &VELOCITY = 1.83 STREETFLOW TRAVELTIME(MIN) = 1.94 TC(MIN) = :0.99 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.2`!7 SOIL CLASSIFICATION IS "A' SINGLE-FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .607= SUBAREA AREA(ACRES) = 5.50 SUBAREA RUNOFF(CFS) = 4.33 SUMMED AREA(XRES) = 23.90 TOTAL RUNOFF(CFS) = 22.71 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .44 HA(.FSTREET FLOODWIDTH(FEET) = 15.68 FLOW VELOCIT`iFEET /SEC.) = 4.41 DEPTH *VELOf:TT = 1.94 FLOW PROCESS PON NODE 12 TO NODE 129.00 IS CODE = 6 ---------------------------------------------------------------------- - - - - -- %COMPlJTE STREETFLOW TRAVELTIME THRU SUBAREA� UPSTREAM ELEVATION = 477.00 DOWNSTREAM EL EVATICIN = 467.00 STREET LENGTH(FEET) = 505.00 CURB HEIGTH(INCHES) = 6. STREET HALF4IDTH(FCTT) = 18.00 STREET CROSS ALLitECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = * *TRAVELTIME COMPUTED USING MEAN F LOW(CFS) = 24.72 STREET FLOWDEPTH(FEET) = .4+3 HALFSTREET FLOODWIDTH(FEET) = 16.71 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.25 PRODUCT OF DEPTH&VELOCITY = 1.96 STREETFLOW TRAVELTIME(MIN) = 1.98 TC(MIN) 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1 - :29 SOIL CLASSIFICATION IS "A' SINGLE-FAMILY(li4 ACRE LOT) RUNOFF COEFFICIENT = .5940 SUBAREA AREA(ACRES) = 5.50 SUBAREA RLF(CFSI = 4.01 SUMMED AREA(ACRES) = 29.40 TOTAL RUNOFF(CFS) = 26.72 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEcs) = .47 HALFSTREET FLOODWIDTH(FEET) = 17.23 FLOW VELOCITY(FEET /SEC.) = 4.33 DEPTH *VELOCITY = 2.04 FLOW PROCESS FROM NODE 129.00 TO NODE 130.00 IS CODE = 6 ---------------------------------------------------------------------------- ??%D;COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<(\ ------------------------ UPSTREAM ELEVATION = 467.00 DOWNSTREAM ELEVATION = 456.50 STREET LENGTH(FEET) = 470.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DECIMAL) _ .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 28.61 STREET FLOWDEPTH(FEET) = .47 HALFSTREET FLOODWIDTH(FEET) = 17. 0 - AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.64 PRODUCT OF DEPTH&VELOCITY = 2.18 STREETFLOW TRAVELTIMEiMIN) = 1.69 TC MIN) = 24.66 :.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1. "7 �� SGIt CLASSIFICATION IS "A" "+G(.E- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .5329 Jll' SUBAREA AREA(ACRES) _ 5.50 SUBAREA RUNGFF(CFS) - -3.77 SUMMED AREA(ACRES) = 34.90 TOTAL RUNOFF(CF'S) = .3; ?.43 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 17.74 FLOW VEL.00ITY(FL•ET /SEC.) = 4.67 DEPTH *VELOCITY = 2.25 xxxx* x***:*: x* x* xxx* x* xxxxxxxxx* x* x* xxx* xxxx* xxx * *xxxxxxx *xxxx *xx * *xxxxxxxxx FLOW PROCESS FROM t43DE 1 TO NODE ;30.00 IS CODE = 1 ---------------------------------------------------------------------------- » >DESIGNWTE INDEPENDENT STREAM FOR CONFLUENCE:(: > >:>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES�k'X/ <. CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE. TIME OF CONCENTRATION(MINUTES) = 24.66 RAI14FALL INTENSITY (INCH. /HOUR) = 1.15 TOTAL STREAM AREA (ACRES) = 34.90 TOTAL STREAM Rz tNOFF ( CFS) AT CONFLUENCE = 30.44 CONFLUENCE INFORMATION: STREAM RUNOFF TINE INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 52. 84 44.53 1.1,52 30.49 24.66 1.1 ?r RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(SBC) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: K.67 91.43 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 8 2. 67 TIME(MINUTES) = 25.576 TOTAL AREA(ACRES) = 33.20 *** x* x** x**** x** xx** x** x* xxx* x** xxx* xxxxxxxxx *xxxxxxx * *xx * : * * * * *xxxx * * * :xxxx FLOW PROCESS FROM NODE 130.00 TO MODE 135.00 IS CODE = 6 ---------------------------------------------------------------------------- >» ) >COMPUTE STREETFLOW TRAVELTIMNE THRU SUBAREA « «< ------------- - - - - -- -- LFSTREAM ELEVATION = 456.50 DOWNSTREAM ELEVATION = 440.00 STREET LENGTH(FEET) = 700.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 13.00 STREET CROSSFALL(DECIMAL) SPECIFIED N(B99BER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFSI = 35.3 ** *STREET FLOWING FULL * ** NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUlMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .61 HALFSTREET FLOODWIDTH(FEET) = 113.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 7.`•.6 PRODUCT OF DEPTH &VELOCITY = 4.64 STREETFLOW TRAVELTIMECMIN) = 1.:4 TC(MIN) = 27.12 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.112 �2 :OIL CLASSIFICATION IS "A" SINGLE -FAMILY Q /4 ACRE LOT) RUNOFF COEFrFICIENT = .5612 UBAFEA AREA(ACRES) = 3.60 SUBAREA RUNOFFCFa) = 5.42 SUMMED AREA(ACRES) = 106.50 TOTAL RE.t4OFF(CFS) = 53.19 END OF 3UBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .63 HALFSTREET FLOODWIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 7.35 DEPTH *VELOCITf = 4.65 FLOW PROCE:S FROM NODE 135.00 TO NODE 136.00 IS CODE = 5 ---------------------------------------------------------------------------- )`)XOMPUTE TRAPEZOIDAL-CHAMIEL FLOW < : ;))))TRAVELTIME Tiff SUBAREA{: _�FSTREAM )ODE ELEVA T IIN = 440.00 DOWNSTREAM NODE E'i.EVATION = 421. `; CHANNEL LENGTH THRU SUBAREA(FEET) = 495.00 CHANNEL BASE(FEET) _ .00 "t" FACTOR = 50.000 MANNINGS FACTOR = .030 MAXIMUM DEPTH(FEET) = 2".00 +;i 4EL FLOW THRU SUBAREA(CFS) = 33.09 F VELOCITf ii /SEC) = , 3.90 FLOW" DEPTHl'FEET} _ .r TRAVEL TIME(MIN.) = 2.11 TC(M!N.) = 29.23 FLOW PROCESS FROM ,NUDE 136.00 TO NODE 135.30 iS 00DE _ ---------------------------------------------------------------------------- >): ):ADDITION OF SUBAREA TO MAINLINE PEAK FL0jW<<« 2.00 YEAR RAINFALL INTENSITf(INC:H/HOUR) = 1.063 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .258 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF "(CFS) _ .58 TOTAL AREA(ACRES) = 103.90 TOTAL RUNOFF(CFS) = 33.67 TC(MIN) _ 29.23 ############################################# # # # # # # # # # # # # # # # # # # # # ## # # # # # # # ## FLOW PROCESS FROM NODE 136.00 TO NODE 140.00 IS CODE = 5 ---------------------------------------------------------------------------- )) > ? >COMPUTE TRAPEZOIDAL - CHANNEL FLOW<< ) >" TRAVELTIME THRU SUBAREA( <(< UPSTREAM I4DDE ELEVATION = 427.50 D[OtNSTREAM NODE ELEVATION = 410.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 515.00 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 50.000 MANNINGS FACTOR = .030 MA)%IMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 83.67 FLOW VELOCITY(FEETJSEC) = 4.x2 FLOW DEPTH(FEET) _ .64 TRAVEL TIME(MIN.) = 1.99 TC(MIN.) = 31.22 - 4:LOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE -- 3 -------------------------------------------------------------------- ))'))ADDITION OF SUBAREA TO MAMIiE PEAK FLOW{« « - - -- .00 YEAR RAINFALL I)4Tc�4SIT'((It4CH;HC�JR: - I.02 O CI_ CLASSIFICATION IS "A" I'� UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .345 SUBAREA AREA(ACRES) = 4.70 SUBAREA RUNOFF ',CFcS) = 1.23 TOTAL AREA(ACRES) = 113.60 TOTAL RlJN0l F(CF:; = 89.80 TC(MIN) = 31.22 *$$$x$ #$$xxx$xxxxx #xxxx #$x #xx* #$xxxx * $xxxxx$ * # * # * *xxxxxx * *$ * * * * * * *$ #x * * * * * #x FLOW PROCESS FROM NODE 140.00 TO NO DE 145.00 IS CODE _ ---------------------------------------------------------------------------- >;�» ,COMPUTE TRAPEZOIDAL-CHANNEL FLOW <. <<.::< .;X* RAVELTIME ThRU SUBAREA: <' %:< UPSTREAM 1 ELEVATION = 417.50 DOWNSTREAM NODE ELEVATION = 410.00 CHANNEL LENGTH THRU SUBAP.EA {FEET) = 215.00 CHANNEL BASE (FEET G Z" FACTOR = 50.000 MANNINGS FACTOR = .030 MNX -,IMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 89.10 FLOW VELOCITY(FEET /SEC) = 4.38 FLOW DEPTH(FEET) _ .64 TRAVEL TIME(MIN.) _ .82 TC(MIN.) = 332.04 FLOW PROCESS FROM NODE 145.00 TO )4LI DE 145.00 IS CODE _ ---------------------------------------------------------------------- - - - - -- >>>> ,ADDITION OF SUBAREA T7 MAINLINE PEAK 2.00 YEAR RAINFALL !NTENSITY(INCHIHOUR) = 1.006 ® SOIL CLASSIFICATION IS "A" LWDEVELOPED WATERSHED RXIFF COEFFICIENT = .2249 SUBAREA AREA(ACRES) = 5.10 SUBAREA RUVFF(CFS) = 1.15 TOTAL AREA(ACRES) = 113.70 TOTAL RUNOFF(CFS) = 90.95 TC(MIN) = 32.04 FLOW PROCESS FROM NODE 145.00 TO NODE 146.00 IS COli = 5 ---------------------------------------------------------------------------- » > > >COMPUTE TRAPEZZOIDAL-CHANNEL FLOW « =:« > > >»TRAVELTIME THRU SUBAREA « «< UPSTREAM NODE ELEVATIONV = 410.00 DOWNSTREAM NODE ELEVATION = 401.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 415.00 C DE RASE(FEET) _ .00 "L" FACTOR = 50.000 MANNINGS FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 90.95 FLOW VELCEITY(FEET /SEC) = 3.68 FLOW DEPTH(FEET) _ .70 TRAVEL TIME(MIN.) = 1.88 TC(MIN.) = 33.92 FLOW PRESS FROM NODE 146.00 TO NODE 146.00 IS CODE _ :9 ---------------------------------------------------------------------------- -_ .> ,,,ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <(= <__ ___ ___ ___ _____ __ ______ 2.00 YEAR RAINFALL INTENSITY (INCH /HC<UR) _ +72 SOIL CLASSIFICATION I5 "A" UNDEVELOPED WATERSHED RUNOFF C OEFFICIENT = .2031 _ O SUBAREA AREA(ACRES) = 3.30 SUSI.PEt� RU;JOFF(CF3 - TOTAL AREA (ACRES) = 122.00 TOT FUNOFFF(C.FS) = 91.h0 TC(MIN) = 33.92 FLOW PROCESS FROM NODE 146.00 TO NODE 146.00 IS CODE = Al ---------------------------------------------------------------------------- )i;>iDESIG+TE INDEPENDENT STREAM FOR CONFLUENCE0'<;%" -- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM I ARE: TIME OF CONCEVTRATION(MItiUTE5) = 3192 RAINFALL INTENSITY (INCH. /HOUR) = .9' TOTAL STREAM AREA iACRES; = 222.110 TOTAL STREAM fiLAJCM"CFS) AT CONFLUENCE = 91.60 �GAT,� 2 fDR NdD� N° GDCyyr�or�/ FLOW PROCESS FROM NODE 6.00 TO NODE 145.00 IS CODE = 2 ---------------------------------------------------------------------------- ) %`)RATIONAL METHOD INITIAL SUBAREA ANALYSIS "ll" ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: ='-►fvMELOFED ;4ITH FAIR COVER TC = k *liLENGTH * *3) /i'ELEVATION CHANGE )) * *.2 INITIAL SUBAREA FLOW - LENGTH ' 550 .00 UPFSTREAM ELEVATION = 445.00 DO4192TREAM ELEVATION = +35.00 ELEVATION DIFFERENCE = 13.00 ® TC : .709 *1( 550.00 ##3)!i 13.00)) * *.2 = 15.121 2.00 YEAR RAINFALL INTENSITY(INCHINDUR) : 1.3 SOIL CLASSIFICATION IS "A' UNDEVELOPED WATERSHEO RUNOFF COEFFICIENT = .3911 SUBAREA RUNOFF(CFS) = 1.10 TOTAL AREA(ACRES) = 2.00 TOTAL RUN r (CrSI = 1.10 f )p RY # # :� I Y W ,4 -x #N FLOW PR OCESS FROM NODE 148.00 TO NODE 147 .00 IS CODE = 5 ---------------------------------------------------------------------- - - - - -- /)'k >`COffUTE TfiAPEZOIDAL- CHANNEL FLOW; i : > ) > \ T RAVELTIME THRU SUBAREA <t<C< -- UPSTREAM NODE ELEVATION = 435.00 C JBTiEAM {ODE ELEVATION = 416.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 955.00 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 50.000 MANNINGS FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA (CFS) = 1.10 F VELOCITY(FEET /SEC) = I. FLOW DEPTH (FEET) = .14 TRAVEL TIME(MIN.) = 14.71 TC(MIN.) = 33.44 FLOW PROCESS FROM NODE 147.00 TO NODE 147.00 IS CODE = 5 ---------------------------------------------------------- :f `ADDITION - F % /.-/ADDITION TO MAINLINE PEAK FLOW<� - - -- �� KAR RAINFALL iNTENSITY(Il H.IHOUR) SOIL CLASSIFICATION IS UNDEVELOPED WAT r -RSHED RLMIFF C13EFFI0'I = .20za 3UBAFEA AREA(ACRES) _ 3.50 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 5.50 TOTAL RUNOFF(CCFS) TC(MIN) = 3:3.44 1] FLOW PROCESS FROM NODE 141 TO NODE 146.00 iS CODE = 5 ---------------------------------------------------------------------------- "X` COMPUTE TRAPL FLOWt .ki /TRAVELTIME THRU SUBAREA./C. UPSTREAM NODE ELEVATION = 415.00 DOWNSTREAM NODE ELEVATION = 401.00 CHANNEL LENGTH THRU SUBAREAIFE =T) = 670,00 CHANNEL BASE(FEET) _ .00 FACTOR = 50.(:00 TANNINGS FACTOR = .030 .?tr t"J{ 'NJM DEPTH (FEET( = 2.'?0 CHANNEL FLOW THRU SUBAREA(CFS) 1OW VELOCITY(FEET/SEC) = 2.23 FLOW DEPTH(FEET) TRAVEL TIME(MIN.) = 9.07 TC(MIN.) = 42.50 FLOW PROCESS FRON NODE 146.00 TO NODE 146.00 IS CODE = 8 ---------------------------------------------------------------------- - - - - -- > >'- > >ADDITION OF SUBAREA TO MAINLINE PEAk; FLOW( < 2.00 Y EAR RAINFALL INTENSITY(INCH /HOUR) _ . 849 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .2038 SUBAREA AREA(ACRES) 2.00 SUBAREA RUNOFF(CFS) _ .19 TOTAL AREA(ACRES) = 7.50 TOTAL RUNOFF(CFS) = 2.00 TC(MIN) = 42.50 xxx##*** xx* x**#** x*s*#**# xxx*** x**** xx** x*# x# * *xx * *x *x * * #xx *xx *x = # # * * * * # * * *x FLOWI PROCESS FROM NODE 146.00 TO NODE 146.00 1S CODE = 1 ---------------------------------------------------------------------------- » »: >DESIGNATE INDEPENDENT STREAM FOR CONFLU''cNCE�C(: :: f» »AND COMPUTE VARIOUS CONFLU'ENCED STREAM VALL'ESI"'t( CONFLUENCE 'VALUES USED FOR INDEPENDENT STREAM Z ARE: TINE OF CONCEiTRATION(MINUTES) = 42.50 RAINFALL INTENSITY (INCH. /HOUR) = .35 TOTAL STREAM AREA (ACRES) = 7.50 TOTAL. STREAM RUNOFF(CFS) AT CONFLUENCE = 2:00 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) ---------------------------------------------------------------------- - - - - -- 1 31.60 33.32 .372 2 2.00 42.50 .349 RAI.NFALL INTENSITY AND TIME OF CONCENTRATI"N RATIO FORIIIA(SBC) USED FOR 2 STREAMS. VARIC� JS CONFLUENCED RUNOFF VALUES ARE AS FO 93.20 82.01 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RLNOFF(CF-3) = 93.20 TIME(MINUTES) - 3 -91 O TOTAL AREA(ACRES) = 1 29.:0 �� n FLOW PROCESS FROM NODE :46.00 TO NODE 170.00 IS CODE = 5 ---------------------------------------------------------------------------- : > >)- COMPUTE TRAPEZOIDAL-CHANrNEL FLOW{ { << :; >:iTRAVELTI'yE THRU SUBAREA { {{,{ UPSTREAM NODE ELE'V'ATION = 401.00 DOW16TREAN NODE ELEVATION = 394.00 CHANNEL LE'N'GTH THRU SUBAREA(FEET) = 425.00 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 50.000 MANVINGS FACTOR = .030 MA;;IRN1P9 DEPTH (FEET) = 2. UU CHANNEL FLC44 ThRU SUBAREA(CFS) = 93.20 FLOW 'VELOCITY(FEET /SEC) = 3. IS FLOW DEPTH(FEET) _ .77 TRAVEL TIME(MIN.: = 2.23 TC(MIN,j = 36.15 FLOW P FROM NODE 170.00 TO NODE 170.00 IS CODE = G ---------------------------------------------------------------------------- > ' ;ADDITION OF SUBAREA TO MA PEAK FLOW{ { { { <: 2.00 YEAR RAINFALL !NTENSITY(INCHIHOUR) _ .'936 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .1` SUBAREA AREA:kACRE3) = 1.50 SUBAREA RUNOFF(CF) _ .25 TOTAL AREA(ACRES) = 131.00 TOTAL RUNOFF(CFS) = 93.45 TC(MIN) = = +6.1` FLOW PROC:E S FROM NODE 170.00 TO NODE 17 IS CODE = 5 ,- >XlCOMPUTE TRADE GIDAL- CHANNEL FLOW{ {{ i >,TRAVELTI? THRU SUBAREA { {{{:; UPSTREAM NODE ELEVATION = 394.00 DOWNSTREAM NODE ELEVATION = 352.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 660.00 CHANNEL BASE(FEET) _ .00 "T' FACTOR = 50.000 MANNINGS FACTOR = .020 WIRM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 93.45 FLOW VELOCITY(FEET /SEC) = 4.55 FLOW DEFTH(FEET) _ .64 TRAVEi. TIME(NIN.) = 2.42 TC(MIN.) = 38.56 FLOW PROCESS FROM NODE 175.00 TO NODE 175.00 IS CODE = 8 ---------------------------------------------------------------------------- :':: >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW( {{ {{ 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = .900 SOIL CLASSIFICATION IS "A" SI NGLE-FAMILY(1-ACRE LOT) RUNOFF COEFFICIENT = , 2911 SUBAREA AREA(ACRES) = 11.10 SUBAREA RUNOFF(Cr'S) TOTAL AREA(ACRES) = 142.10 TOTAL RUNOFF(CFS) = 96.35 ,:� 5 � TC (MIN) _ � 0 FLOW PROCESS FROM NODE 175.00 TO NODE 17.00 IS. CODE = 1 ---------------------------------------------------------------------------- ® -- ? = = :?= DESIGNATE I14DEPENDENT STREAM FOR C-TfL JENCEe CONFLUENCE 'VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 3$.56 RAINFALL INTENSITY (INCH. /HOUR) _ .90 TOTAL STREAM AREA (ACRES) = 142.10 TOTAL STREAM PUNOFF(CFS) AT CONFLUENCE = 96.36 _;eE� r 2 l oR M ODS' Ma Z444r1011, FLOW PROCESS FROM NN'DE 7.00 TO NODE 150.00 IS CODE = _ ---------------------------------------------------------------------- - - - - -- :>FATIONI9- METHOD i;1ITIAL ;KTAREA ANALYSIS „ ASSUMED INr`ITIAL SUBAREA UNIKEM DEVELOPMENT IS: UNDEVELOPED WITH FAIT: COVER TC = K* ( (LF IG'rdt *3) / (ELEVATICN CHANGE) ) * *. 2 INITIAL SUBAREA FLOW -LEN G i"H = 730.30 UPSTREAM ELEVATION = 460.00 DOWNSTREAM ELEVATION = 457.00 ELEVATION DIFFERENCE = 11.00 TC = .709 *1( 730.00 # *3) /( 11.00)) * *.2 = 22.941 2.00 YEAR RAINFALL INTENSI1 y I INCH %HOl-Ri = 1.2 SOIL CLASSIFICATION IS IV" tNMILOPED WATERSHED RUNOFF COEFFICIENT = .3384 SUBAREA RUNOFF(CFS) = 1.96 TOTAL AREA(ACRES) = 4.70 - TO TAL RUNG F(CFS) = i.96 # xxxx***# xx## ff## f##*#* xf*#*#### x##### xxx##*# # * #f # # # * * #t # # # # # * ## #x # # # * * * #x #* - FLOW PROCESS FROM NODE 150.00 TO NrDE 151.00 =S CODE = 5 ---------------------------------------------------------------------- - - - - -- i t TRAPE20IDAL- 1'HANNEL FLGWi ?TRAVELTIME THRU SUBAREA,,,,, -- -- - -- - - - - -- UPSTREAM NODE NODE ELEVATION = 457.00 DOWNSTREAM NODE ELEVATION = 451.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 305.00 CAL BASE(FEET) = .00 "Z" FACTOR = 50.000 MANNINIGS FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(C;H) = 1.96 FLOW VELOCITY(FEET/SEC) = 1.32 FLOW DEPTH(FEET) TRAVEL TIME(MIN.) = 3.;A TC(MIN.) = 26.73 FLOW PROCESS, FROM NODE 151.00 TO NODE 151.00 IS CODE = S ---------------------------------------------------------------------- - - - - -- ii %; ?ADDITION OF SUBAREA TO MAINLINE PEAK FLOW,,,,, ---------------------------- 2.00 YEAR RAINFALL INTENSITY(INCHIHO!JR) = 1.126 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .2356 SUBAREA AREWACRES) _ :x.90 SUBAREA RUNOFF(CFS) = 1.26 TOTAL AREA (ACRES) - &60 TOTAL RUNOFF(CFS) = 3.22 T�,(MIN) - 26.78 n FLOW PROCESS FROM NODE 151.00 TO NODE 155.00 IS CODE = 5 ® ---------------------------------------------------------------------------- > >> »COMPUTE TRAPEZOIDAL-CHANNEL FLOW((((( >TRAVELTIME THRU SUBAREA((((( UPSTREAM NODE ELEVATION = 451.00 DOWNSTREAM NODE ELE`r+ATION = 444.00 CANNEL LENGTH THRU SUBAREA(FEET) = 325.00 CHANNEL BASE(FEET) _ .00 FACTOR = 50.000 MARM1 S FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 3.22 FLOW VELOCITY(FEET!SEC) = 1.56 FLOW DEPTH(FEET) _ .20 TRAVEL TIME (MIN.) = 3.47 TC(MIN.) = 30.26 FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 IS CODE _ 8 ---------------------------------------------------------------------------- » ».ADDITION OF SUBAREA TO MAINLTLIE PEAK FLOW'.(((( 2.00 YEAR RAINFALL !NTENSITY(INCHiHOUR) = 1.041 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUtlOFF COEFFICIEh? _ .2460 SUBAREA ARE.:,(ACRES) = 5.00 3U'BAREA RUNOFF (CF,;, TOTAL AREA(ACRES) = 1160 TOTAL RLiOFF(CFS•) = 4.50 TC(MIN) = 30.26 FLOW PROCESS FROM NODE 155.00 TO NODE 156.00 IS CODE = 5 -------------------------------------------------------------- -------- - - - - -- . "'COMPUTE TRAPEZOIDAL- CHANNEL FLOW0' %' "''TRAVELTIME THRU SUBAREA(:((( UPSTREAM NODE ELEVATION = 444.00 DOWNSTREAM NODE ELEVATION = 436.00 CHANNEL LENGTH THRU SUBAREA(FEET) 415.00 CHANNEL BASE(FEET) _ .00 "Z" FACTOR = 50.000 MANNINGS FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 4.50 FLOW VELOCITY(FEETISEC) = 1.64 FLOW DEPTH(FEET) _ .23 TRAVEL TIME(MIN.) = 4.22 TC(MIN.) = 34.48 FLOW PROCESS FROM NODE 156.00 TO NODE 15.6.00 IS CODE = 8 ---------------------------------------------------------------------------- >:: »`.ADDITION OF SUBAkfA TO MAINLINE PEAK FLOW((((; - - -- - 2.00 .'EAR RAINFALL INTENSITY(INCH /HOUR) 30IL CLASSIFICATION TS "A° UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .19 SUBAREA AREA(ACRES) = 7.00 SUBAREA RUNOFF(CFS) = 1.33 TOTAL AREA (ACRES) = 20.60 TOTAL RUNOFF (CFS) = 5. c._ TC(MIN) = 34.48 FLOW PROCESS FROM NODE 156.00 TO NODE 160.40 I3 CODE = 5 ---------------------------------------------------------------------------- »» %CONFUTE TRAPEZOIDAL-CHANNEL FLOWO. "' . _ === >= >TRAVELtIME THRU - SUBAREA`=-=-----------=- -- --=- -= --== -- ---== ---- -- - =-= UPSTREAM NODE ELEVATION = 436.00 DOWNSTREAM NODE ELEVATION = 428.00 CHANNEL LENGTH THRU 3UBAREA(FEET) = 320.00 CHANNEL WE (FEET) _ .00 "Z" FACTOR = 50.000 =t KINGS FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREAXFS) = 5.a2 FLOW VELOCITY(FEET;SEC) = 2.12 FLOW DEPTH(FEET) TRAVEL TIME(MIN.) = 2.52 TC(MIN.) = 37.00 FLOW PROCESS FROM NODE 164.00 TO NODE 160.00 IS CODc = 3 ---------------------------------------------------------------------------- :::'; OF SUBAREA TO MAINLINE FEAK FLOWC ::t <. 2.00 YEAR RAINFALL INtENSITY(INCH /HOUR) = .9*2+ SOIL CLASSIFICA :'ION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .1635 .3JBAREA AREA(ACRES) = 18.30 SUBAREA RKFF(CFS) = 2.85 TOTAL AREA(ACRES) _ ;38.90 TOTAL RUNOFF(CFS) TC(MIN) = 37.00 M PZA ;r,;: 3 tae Nopr: N Goc4 R011 FLOW PROCESS FROM NODE 160.00 TO NODE 161.00 IS CODE = 5 ---------------------------------------------------------------------- - - - - -- »r> )COMPUTE TRAPEZOIDAL - CHANNEL FLOW <<(< ' :: X " THRU SUBAREAC::t t UPSTREAM NODE ELEVATION = 423.00 I`.OWNSTREAN )ODE ELEVATION = 414.50 l #IAtM LENGTH THRU SUBAREA (FEET) = 594.04 CHANNEL BASE (FEET' = .00 "Z" FACTOR = 50.000 MANNINGS FACTOR = .030 IVAIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 8.67 FLOW VELOCIif(FEET /SEC) = 1.97 FLOW DEPTH(FEET) _ .30 TRAVEL TIM,E(MIN.) = 5.00 TC(MIN.) = 41.99 FLOW PROCESS FROM NODE 161.00 TO NODE 161.00 IS CODE = 8 ---------------------------------------------------------------------------- " > > >ADDITION OF SUBAREA 10 MAINLINE PEAK FLOW(< 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = .855 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .1146 SUBAREA AREA(ACRES) = 4.20 SIJBAREA RUNOFF,CFS) _ .41 TOTAL AREA(ACRES) = 43.10 TOTAL RtOJCO-F(CFS) = 9.08 TIP = 41.99 FLOW PRLU ESS FROM NODE 161.00 TO NODE 10.00 IS CODE = 5 ---------------------------------------------------------------------- - - - - -- d . , )>COMPUTE TRAPEZOIDAL - CHANNEL FLOW'. " "TRAVELTIME THRU SlJBAREA <«< UPSTREAM NODE ELEVATION = 414.50 DOWNSTREAM NODE ELEVATION = 407.00 CHANNEL LE:`�(iTH T.F:RU SUBAREA;FEET) = 400.00 CHANNEL BASE(FEET) _ .00 "Z" FACTOR = 50._06 MAP4NI146S FACTOR = .030 lUXIMUM DEPTH = 2. 00 CHANNEL FLOW THRU SUBAREA(CFS) = 5.08 FLOW `ELOCITY(FEET /SEC) = 2.06 FLOW DEPTH(FctT) _ .30 TRAVEL TIPS(MIN.) = 3.24 TC(MIN.) = 45.2: FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE _ - ---------------------------------------------------------------------------- ' >; 'ADDITION OF SUBAREA TO MAINLINE PEA, FLOW4.`X - - -- 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = .318 SOIL CLASSIFICATION IS "A" uIDEVELOPED WATERED RUNOFF COEFFICIENT = .0811 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CF:S) TOTAL AREA(ACRES) = 45.10 TOTAL RUNOFF(CFS) TC(MIN) = 45.23 FLOW PROCESS FROM NODE 10.00 TO NODE 15.00 IS CODE = 5 > \' *>COMPUTE TRAPEZMIDAL- CHANNEL FLOW «<« >' >' >TRAVELTIME THRU SUBAREA« «< UPSTREAM NODE ELEVATION = 407.30 DOWNSTREAM NODE ELEVATION = 402.00 CHANNEL -'ENGTH THRU SUBAREA(FEET) = 280.00 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 5-x.000 MANNINGS FACTOR = .030 MNs'IMUM DEPTH(FEET) = 2.30 CHANNEL FLOW THRU SUBAREA(CFS) = 9.21 FLOW VELOCITY(FEET/SEC) = 2.03 FLOW DEPTH(FEET) _ .30 TRAVEL TiME(MIN.) = 2.23 TC(MIN.) = 47.46 FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 8 ---------------------------------------------------------------------------- >) *> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< «< 2.00 YEAR RAINFALL INTENSITY(INCHIHOUR) = .795 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .0586 SUBAREA AREA(ACRES) = 2.10. SUBAREA RUNOFF(CFS) _ .1 TOTAL AREA(ACRES) = 47.20 TOTAL RUNOFF(CFS; = 9. TC(MIN) = 47.46 FLOW PROCESS FROM NODE 15.00 TO NODE 20.00 IS CODE = 5 ---------------------------------------------------------------------------- .: > OP�PUTE TRAPEZ EL OIDAL-CHANN TRAVEL T IME s riRU SUBAREA ::.:: UPSTREAM NODE ELEVATION = 402.00 DOWNSTREAM NODE ELEVATION = 390.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 7 00.70 CHANNEL BASE (FEET) = .00 FACTOR = 50.000 OWINGS FACTOR = .030 MAXIMUM DEPTH (FEET) 2.00 C4AMEL FLOW ThRU SUBAREA(CFS) = 9.31 FLOW VELOCITY(FEET /SEC) = 1.73 FLOW DEPTH(FEET) _ .33 TRAVEL TIME(MIN.) = 6.75 TC(MIN.) = 54,21 FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 8 ---------------------------------------------------------------------------- -ADDITION OF SU BAREA TO MAINLINE PEAK FLi�4Ct;; 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = .734 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .0000 .SUBAREA AREA(At:RES) = 4.00 SUBAREA RUNOFF;l'FF S' TOTAL AREA!%XRES) = 51.20 TOTAL R = 9.31 TC(MIN) = 54.21 FLOW PROGES FROM NODE 20.00 TO NODE ;303.00 1b CODE = 5 ---------------------------------------------------------------------------- % ; ?>COMPUTE TRAPEZOIDAL- CHANNEL FLOW <; .0 >> TRAVELTIME THRU SJBAREAV 4= ____ ________ ___ ________ ________ UPSTREAM NODE ELEVATIO14 = 390.00 DOWNSTREAM NODE ELEVATION = 306.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL BASE(FEET) = .00 'Z" FACTOR = 50.000 F'G1hWINGS FACTOR = .030 ;X 1 MUM DEPTH (F = 2.00 CHANNEL FLOW THRU SUBMEA(CFSJ = 9.31 FLOW VELOCITY(FEET /SEC) = 1.44 FLOW DEPTH(FEET) _ .36 TRAVEL TIME(MIN.) = 4.39 TC(MIN.) = 58.60 FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 8 ?_>X%ADDITION OF SUBAREA fU MALINE rLAK rL!W kk k - - -- - 2.00 YEAR RAINFALL INTENSITY(INCH /HL -JR) = .700 SOIL CLASSIFICATION IS 'A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .0000 SUBAREA AREA(ACRES) = 6.30 SUBAREA RUNOFF(CFS) _ .00 TOTAL AREA(ACRES) = 57.50 TOTAL RUNOFF(CFS) = 9.31 TWIN) = 55.60 ############################################# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # ## FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 8 ---------------------------------------------------------------------- - - - - -- %W>ADDITION OFF SUBAREA TO MAINLINE PEAK FLOW'X' = -- -' 2.00 YEAR - RAINFALL INTENSITY( INCH / HOUR ) - = --- . 7 t+0 ------------- - - - - -- SOIL CLASSIFICATION IS 'A" 1�1 IL UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = -0060 SUBAREA AREA(ACRES) = I4.90 SUBAREA RUNOFF(CFS) _ .00 TOTAL AREA(ACRES) = 72.40 TOTAL RUNOFF(CFS) = 9.31 TC(MIN) = 58.60 xxx *x *x *tx * *xx: xxx * xx *xx *x *x *xx *x * * * * *x: xxxx ** *xxxxx *xx *xx * * * * *xx * **xxt*x* *t F LOW PROCESS FROM 140DE 30.00 TO NODE 175.00 IS CODE = 5 ---------------------------------------------------------------------------- )> ,COMPUTE TRAPEZOIDAL- CQ4NEL FLOW: {{ 7:% ?TP.AVELTIME THRUJBAREAti ::;; UPS T REAM NODE ELE7iA T ION DOWNSTREAM NODE ELEVATION = 332.00 a,ANVEL LENGTH THRU SU BAREA (FEET = 615.:0 CHANNEL nASE(FEET) = .00 "2" FACTOR = 50.000 �,NNINGS FACTOR = .030 MAXIMUM DEPTH (FEET) = 2.06; CHANNEL FLOW THRU SUBAREA(CFS) = 9.32 FLOW 'ELOCITY(FEET /SEC) - 1.22 FLOW DEPTH(FEET) _ .39 TRAVEL TIME(MINJ = 8.40 TC(MIN.) = 67.0 txxxxx *xxxxxx* xxx*** x* xxxxxxxx* xt* xtx* x** x* xx *txxtt *xx * *xxxxxxxtxxxxx*x:xttx FLOW PROCESS FROM NODE 175.00 TO NODE 175.00 IS CODE = 8 ---------------------------------------------------------------------------- ``" `AUUITIO,V OF SUBAREA TO MAINLINE PEAK 230 YEAR RAINFALL INTENSITY(INCH/HOUR) _ .646 SOIL CLASSIFICATION IS " A' SINGE- FAMILY(1 -ACRE LOT) ntlNOFF COEFFICIENT = .1700 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) _ .46 TOTAL AREA(ACRES) = 76.60 TOTAL RUNOFF((-'FS) = 9.77 TC(MIN) = 0.00 xxx *x* xxxxx *x ** *xxx * *x* xxx * *x *xxxx *xxx* xxxxxxx *xxxx *xxxxxxx :x *xxxxxxxttxxxx FLOW PROCESS FROM NODE 175.00 TO NODE 175.00 IS CODE = 1 ---------------------------------------------------------------------------- .,. i ? >DESIG SATE INDEPENDENT STREAM FOR CONFLUEtJCEW j ; AND COMPUTE VARIOUS CONFLUENCED STREAM VALUE'S{: CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE. TIME OF CONCENTRATION(MINUTES) = 67.00 RAINFALL INTENSITY (INCH. /HOUR) _ .65 TOTAL STREAM AREA (ACRES) = 76.60 TOTAL STREAM RUNOFF(CFS) AT CONFLUEICE = 9.77 CONFLUENCE INF TION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) i 96.36 x.56 .900 9.77 67.00 .646 RAI FALL INTENSITY AND TIME OF CONCENTRATICN RATIO FORMULA(SBC) USED FOR 2 STREAMS. VARIOUS CONFLUEVCED RIFF VALUES ARE AS FOLLOWS: i (1 1.98 78.94 COMP) T ED CONFLUENCE ESTIMATES ARE AS FOLLOWS: =) = '38.560; RUNOFF(CFS) = 101.'38 TIME((�INUT". n TOTAL AREA(ACRES) = .218.7 2 E END OF RATIONAL MKTHOt ANALYSIS EM ----------------------- RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED GN SAN BERNARD I NO COUNTY f W ) ..; 1983 HYDROLOGY MANUAL }?} ` '' i)' ' + •.,. t \ \•.�.ii`.0 \C','i {i': \C'•.y {{ \ti {, i {i {'•. \ )iil:':. :'tt. ?? .. t.' ?.: %t? (C) Copyright 1933,1936 Advanced Engineering Software 1AES1 Especially prepared for: XADOLE 94D ASSOCIATES * * * * *x* ** *DESCRIPTION OF * TR 12314 ErISTI96. ONSITE & OFFSITE Q'5 * FONTANA * ;N 142-609 6/13/39 [FILE TRI2314.0051 ** x** xxxx******** x** x*** x**** x*** xx****** xxx* * * * * * *x * * * *** * ****x * ** *x ** ** * ** ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 5.00 SPECIFIED MINIMUM PIPE SIZE (INCH) = 13.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 10-YEAR STORM 60- MINUTE INTENSITY(INCHIHOUR) = 1.040 100-YEAR STORM 60-MINUTE INTENSITY(INCHIHOUR) = 1.540 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 5.00 1 -HOUR INTENSIT`((ItiCHIHOUR) = - '3121 SLOPE OF INTENSITY DURATION CURVE = .6000 SBC HYDROLOGY MANUAL "C "- VALUES USED r { /(t�<.`,( \ �i'iCCCCCC\ CCCC< CCCC iCCCii( CCt.' �) i'?} i Jis�.'•' .;•,:. + r ?r ? ?. %' } % }i % }� }j %' >ii% Advanced Engineering Software [AESJ SERIAL No. 10665I VER, 3.31, RELEASE DATE: 2/20/36 C {t ( 1 , ?) } }} }l ?:i FLOW PROCESS FROM NODE 4.00 TO NODE 100.00 IS CODE = 2 ---------------------------------------------------------------------------- X \ RATIONAL ME INITIAL SUBAREA ANALYSIS(W, --------------------------------------------------- ------------------------- -------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (114 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE }1 x*, INITIAL SUBAREA FLOW-LENGTH = 600.00 JPSTREAM ELEVATION = 515.0_, DOWNSTREAM ELEVATION = 501.50 ELEVATION DIFFERENCE = 13.50 TC = .393 *(( 600.00 * *3) 1( 13. * *.2 = 10.334 5.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.547 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICLENT. = .7265 SUBAREA RUNOFF(CFS) = 7.22 TOTAL AREA(ACRES) = 3.90 TOTAL RUNOFF(CFS) = 7.22 FLOW PROCESS FROM NODE 100.00 TO NODE 105.00 IS CODE = S ---------------------------------------------------------------------------- > > CCMPUTE STREETFLOW TRAVELTIME TNRU SUBAREA<(((( -- UPSTREAM ELEVATION = 501.50 DOWNSTREAM ELEVATION = 438.50 STREET LENGTH(FEET) = 510.00 CURB 1fIGTH(INCnES) = 6. STREET HALFWIDTH(FEET) = 13.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED N'UXBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME CMUTED USING MEAN FLOW(CFS) = 10.9e STREET FLOWDEPTH(FEET) = .36 HALFSTREET FLOODWIDTH(FEET) = 11.55 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.77 PRODUCT OF DEPTH& VELOCITY = 1.35 STREETFLOW TRAVELTIME(MIN) = 2.25 TC(MIN) = 13.09 5.00 YEAR RAINFALL INT0SITY(INCH/HOUR) = 12.274 SOIL CLASSIFICATION IS " A " SINGLE-FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7117 SUBAREA AREA(ACRES) = 4.60 SUBAREA RUNOFF(CFS) = 7.44 SUMMED AREA(ACRES) = 8.50 TOTAL RUNOFF(CFS) = 14.66 END OF SUBAREA STREETFLOW HYDRAULICS. DEPTH(FEET) = .39 HALFSTREET FLOODWIDTH(FEET) = 13.10 FLOW VELOCITY(FEET /SEC.) = 4.00 DEPTH *VELOCITY = 1.55 xx*** x* xx*** xxxr* rrr xxrxx** xx** xrrxxxr* xr* xxxxx *x * *rxxxr * * * * * * *r * * * * * * *r *xx* FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 6 ---------------------------------------------------------------------------- :: ?:COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA((((( ---------------------------- -- UPSTREAM ELEVATION = 438.50 DOWNSTREAM ELEVATION = 476.50 STREET LENGTH(FEET) = 505.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 13.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 17.96 STREET FLOWDEFTH(FEEi) = .41 HALFSTREET FLOODWIDTH(FEET) = 14.13 AVERS FLOW VELOCITY(FEET /SEC.) = 4.25 PRODUCT OF DEPTH &VELOCITY = 1.74 STREETFLOW TRAVELTIME(NIN) = 1.98 TC(MIN) = 15.07 5.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.090 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY ( 1 i 4 ACRE LOT) Rt10r= COEFFICIENT = .6995 SUBAREA AREA(ACRES) = 4.50 SUBAREA RUNOFF(CFS) = 6.50 SUMMED AREA (ACRES) = 13.00 TOTAi. RUNOFF(CFS) = 21.24 END OF SUBAREA STREETFLOW KYT)RAULICSo DEPTH(FEET) _ .43 HALFSTREET - FLOODWIDTH(FEET; = 15.16 FLOW 'vELCCITY(FEET SEC.,' = 4.39 DEPT'ri *VELOCITY = 1.» F PROCESS FROM NODE 106.00 TO NODE 110.00 IS CODE ---------------------------------------------------------------------------- , " > >> >C0MPUTE STREETFLOW TRAVELTIME THRU SUBAREA «C;;; UPSTREAM cELEVATION = 476.`0 DOWNSTREAM ELEVATION = 468.00 STREET LENGTH(FEET) 465.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREE13 CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2S.33 STREET FLOWDEPTH(FEET) = .46 HALFSTREET FLGODWIDTH(FEET) = 16.71 AVERAGE FLOW VELOCITY (FEETISEC. ) = 4,1 PRODUCT OF DEPTK&VELLY'.ITY = 1.90 STREETFLOW TRAVELTIME(MIN) = 1.'c' TCiMIN) = 16.95 5,00 YEAR RAINFALL INTENSITY(IN H /HOUR) = 1.947 SOIL CLASSIFICATION I3 "A" SINGLE- FAMILY(1 1 4 ACRE LOT) RUNOFF COEFFICIENT = .6385 SUBAREA AREA(ACRES) = 4.10 SUBAREA RU,NOFF(CFS) = 3.50 S AREA(ACRES) = 17.10 TOTAL RLWIFF (CF5) = 2E..74 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .47 HALFSTREET FLOODWIDTH(FEET) = FLOW VELOCiTY(FEET /SEC.) = 4.33 DEPTH *VELOCITY = 2.04 xssxsts** sts***#*** xsss* s** x# s*** xYS* xx*# xxt* s #s* ** *xx*t*xt * **xx **x * *x *Y *sY* FLOW PROCESS FROM NODE 110.00 TO NODE 115.00 IS CODE = 6 ---------------------------------------------------------------------------- ` STREETFLOW TRAVELTIME THRU ;UJBAREA ;:C:t ------------------ UPSTREAM ELEVATION = 46:3.0; DOWNSTREAM ELEVATION = 464.50 STREET LENGTH(FEET) = 365.00 CURB HEIG = 6. STREET Hr"LFWID T H (FAT) = 18.00 STREET CROSSFALL (DECiM�) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 31.19 ***STREET FLOWING FULL * ** NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE 31REET CHANNL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .54 HALFSTREET FLOODWIDTH(FEET) = 18.00 AVERS FLOW VELOCITY(FEETISEC.) = 3.68 PRODUCT OF DEPTH&VELOCITY = 1.97 STREETFLOW TRAVELTIME(MIN) = 1.65 TC(MIN) = 18.60 5.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.841 SOIL CLASSIFICATION IS "A" SINE- FAMILY0 14 ACE LOT) RUNOFF COEFFICIENT = .6792 SUBAREA AREA(ACRES) = 7.10 SUBAREA RUNOFF(CFS) = 8.88 SUMMED AREA(ACRES) 24.20 TOTAL RUNOFF(CFSI = 35.62 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .55 HALFSTREET FLOODWIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 3.88 DEPTH *VELOCITY = 2.15 FLOW PROCESS FROM NODE 115.30 TO NODE 120.00 13 CODE _ _ ;;CGMPUTE STREETFLOW TRAVELTIME THRU 'SUBAREA(:,:: UPSTREAM ELEVATION = 464.50 DOWNSTREAM ELEVATION = 462.50 STREET LENGTH(FEET) = 410.00 C1JRB HEIGTH(INC)ES) = 6. STREET HALFWIDTH(FEET' = 18.00 STREET CROS75 ALL(DECiMAL) _ .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RIWF = 2 * *TRAVELLTIME COMPUTED USING MEAN FLOW(CFS) = 43.69 ** *STREET FLOWING FULL * ** NOTE: STREET LOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT *GLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) _ .65 HALFSTRE`T FLOODWIDTH(FEET) = 13.00 AVERAGE FLOW VELOCITY(FEET!SEC.) = 3.44 PRODUCT OF DEPTH &VELOCITY = 2.25 :TRREETFLOW TRAVELTIME(MIN) = 1.98 TC(MIN) = 20.59 5.00 YEAR RAINFALL INTENSITY(INCHiHOUR) = 1.733 SOIL CLASSIFICATION IS "A" SINGLE-FAMILY(1 /4 ACRE LOT) RUFF COEFFICIENT = .6685 SUBAREA AREA(ACRES) = 13.90 SUBAREA RUNOFF(CFS)'= 16.10 SUMMED AREA (ACRES) = 38.10 TO TAL RUNOFF- ( CFS) = 51.72 END OF SUBAREA STREETFLOW HYDRAULICS: DEFT'( (FEET) _ .69 HALF S T PEST FLOODWID T H (FEET) = 18.00 FLOW 'V'ELOCITY(FEET/SEC.) = 3.67 DEPTH *VELOCITY = " 54 x** xxxxxxxxxx*** xxxx* x*** xxx** x** x** xxxxxxxxxxx * *xxxxx *x * * * *xx * * *xxxxx *xx *xx LOW PROCESS FROM NODE 120.00 TO NODE 125.00 IS CODE = 6 ---------------------------------------------------------------------------- > >>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA, 4\: -- UPSTREAM ELEVATION = 462.50 DOWNSTREAM ELEVATION = 460.00 STREET LENGTH(FEET) = 530.00 CURB HEIGT'rL(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DECIMAL) _ .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIKE COMPUTED USING MEAN FLOW(CFS) = 61.31 ** *STREET FLOWING FULL* ** NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NE6LIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. :STREET FLOWDEPTH(FEET) _ .73 HALFSTREET FLOODWIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.96 PRODUCT OF DEPTH&VELOCITY = 2.89 STREETFLOW TRAVELTIME(MIN) = 2.23 TWIN) = 22.82 5.00 YEAR RAINFALL INTENSITY(I", , HOUR) = 1.629 SOIL CLASSIFICATION IS "A" SINGLE-FAMILYQ /4 ACRE LOT) RUNOFF COEFFICIEN7 = .6569 SUBAREA AREA(ACRES) = 17.90 SUBAREA RUNOFF(CFS) = 19.16 SLOB AREA(ACRES) 56.00 TOTAL RUNOFF(CFS) = 70.87 END OF SUBAREA STREETFLOW HYDRAULICS: TDEPTH(FEET) _ .77 HALFSTREET F4OODWIDTH(rEET) = 18.0' FLOW `r'ELOCITY(FEET /:EC.i = 4.1 :DEPTH *`rELOCIT _ +,22 EM FLOW PROCESS FROM NODE 1 TO NODE 130.00 IS CODE = h ---------------------------------------------------------------------------- >>> COWJTE STREETFLOW TRAVELTIME THRU SUBAREA(<<<< UPSTREAM ELEVATION = 460.00 DOWNSTREAM ELEVATION = 456.50 STREET LENGTH(FEET) = 405.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFA L(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 *$TRA4'ELTU E COMPUTED USING MEAN FLOW(CFS) = 74.61 ** *STREET FLOWING FULL * ** NOTE: STREETFLOW @:CEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NECLIBLE FLOW OCCURS "UTSIDE OF THE STREET CHAt-&L. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., 13 NEGLECTEP. STREET FLOWDEPTH(FEET) _ .69 HALFSTREET FLOODWIDTH (FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.29 PRODUCT OF DEPTH&VELOCITY = 3.66 STREETFLOW iRAVELTIME:MIN) 1.22 TC(MIN) = 24.10 5.00 YEAR RAINFALL iNTENSITYINCH /HOUR, = 1.577 SOIL CLASSIFICATI(14 IS "A " SINGLE- FAMIL`r'(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6505 SUBAREA AREA(ACRES) = 7.30 SUBAREA RUNOFF(CFv) = 7.49 SUMMED AREA(ACRES) = 63.30 TOTAL RUNOFF(CFS) = 78.36 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .71 HALFSTREET FLOODWIDTH(FEET) = 18.00 FLOW VELOCITY (FEET /SEC.) = 5.23 DEPTH*4r1OCITY = 3.76 xxx# xix### xxxxx * # * *xxkxx * *xxxx:xxxix # # * # # * #* xxxx *x *# *xxxx # # *r. # # * # # *# #xxx # #* FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 1 ---------------------------------------------------------------------------- >) >>) DESIGNATE INDEPENDENT STREAM FOR CGNFLUENCEE%/.:; CONFLUENCE 'VALUES USED FOR DEPENDENT STREAM 1 ARE. TIME OF CONCENTRATION (MINUTES) = 24.10 RAINFALL INTENSITY (INCH./HOUR) = 1.53 TOTAL STREAM AREA (ACRES) = 63.30 TOTED_ STREAM RUNOFF(CFS) AT CONFLUENCE = 7g.36 #xx#xxx* xxxx# x *xx *:x * : # *x *x # #xxxxxxxxxxxxx # ## xxx :* *xxx # *x *xxx * #*xxxxxxxxxx #x FLOW PROCESS FROM NODE 5.00 TO NODE 121.00 13 CODE = 2 ---------------------------------------------------------------------- - - - - -- > » >" METHOD INITIAL SUBAREA ANALYSISCi<::< ASS T INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (114 ACRE) TC = K*l( LENGTH * *3) /(ELEVATION CHE )l * *.2 INITIAL SUBAREA FLOW- LENGTH = 600.00 UPSTREAM /ELEVATION = 509.00 DOWNSTREAM ELEVATION = 497.00 ELEVATION DIFFERENCE = 12.00 TC = .393*1( 600.00 * *3) /( 12.00)1 * *.2 = 11.0 5.00 YEAR RAINFALL INF ITY(INCH/HOUR) = 2.511 SOIL CLASSIFICATION IS "A` SINGLE-FAMILY '1 ACRE LOT) RUNOFF COEFFICIENT = .7241 9 SUBAREA RUNOFF(CFS) = 7.46 TOTAL AREA(ACRES) = 4.10 TOTAL RUNOFF(CFS) = 7.46 xt##### tt### tt### x# t# x# t# x# # t# t###### Y# t##### #t #Ys # # #xYY # # # # # # # # # # # # x # # # # #• FLOW PROCESS FROM NODE 121.00 TO NODE 126.00 IS CODE = 6 ---------------------------------------------------------------------- - - - - -- > > /' STREETFLOW TRAVELTIME THRU SUBAREA, UPSTREAM ELEVATION = 497.00 DOMNSTREAM ELEVATION = 494.00 STREET LENGTH(FEET) = 495.00 CURB HEIGiri(IA S) = 6. STREET HAL WIDTH(FEET) = 13.00 TREET CROSSFALL,'DECIMALi =.(11200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 11.12 STREET FLOWDEPTH(FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 1 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.11 PRODUCT OF DEPTH &'VELOCITY = .39 STREETFLOW TRAVELTIME(MIN) = 3.59 TC(MIN) = 14.63 D.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.123 SOIL CLASSIFICATION IS "A" SINGLE-FAMILY(1 /4 ACRE LOT) RLUVOFF COEFFICIENT = .7015 SUBAREA AREA(ACRES) = 4.90 SUBAREA RUNOFF(CFSI = 7.30 SUMMED AREA(ACRES) = 9.00 TOTAL RUNOFF(CFS) = 14.76 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .47 HALFSTREET FLOODWIDTH(FEET) = 17.23 FLOW VELOCITY(FEET /SEC.) = 2.39 DEPTH *VELOCITY = 1.13 FLOW PROCESS FROM NODE 126.00 TO NODE 127.00 IS CODE = 6 ---------------------------------------------------------------------- - - - - -- > >> 'f STREETFLOW TRAVELTIME THRU SUBAREA X " UPSTREAM ELEVATION = 494.00 DOWNSTREAM ELEVATION = 455.00 STREET LENGTH(FEET) = 640.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 1$.00 STREET CROSSFA.LL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 20.70 STREET FLOWDEPTH(FEET) = .48 HALFSTREET FLOODWIDTH(FEET) = 17.74 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.13 PRODUCT OF DEPTH&VELOCITY = 1.53 STREETFLOW TRAVELTIME(MIN) = 3.35 TC(MIN) = 15.03 5.00 YEAR RAINFALL INTEN.SITY(INCH /HOUR) = 1. 875 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6824 SUBAREA AREA(ACRES) = 9.40 SUBAREA RUNOFF(CFS) = 12.03 SLED AREA(ACRES) = 13.40 TOTAL RUNOFF(CFS) = 26.80 END OF SUBAREA STREETFLOW HYDRAULICS: DEFTH(FEET) = .52 HALFSTREET FLOODWIDTH(FEET) = 13.00 FLOW VELOCITY(FEETISEC.) = 3.45 DEPTH *VELOCITY Ell FLOW PROCESS FROM NODE 127.00 TO NODE 128.00 IS CODE = --- ` --- COM ?UTE :TREET``C�W TRAVELTIME THRU AREA SUB UiPSTREAM ELEVATION = 488.00 DOWNSTREAM ELEVATION = 477.00 STREET LENGTH(FEET) _ 495.00 CURB FEIGTH(INCHES) = 6. STREET HALFWIDTH%FEET) = 18.00 STREET CROSSFALL(DECIMAL) = .0.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) _ '30.08 STREET FLOWDEPTH(FEET) = .48 HALFSTREET FLOODWIDTH(FEET) = 17.74 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.61 PRODUCT OF DEPTH&VELOCITY = 2... STREETFLOW TRAVELTIME(MIN) = 1.79 TC(MIN) = 19.S. 5.00 YEAR RAINFALL INTENSITY(INCld /HOUR) = 1.773 SOIL CLASSIFICATION IS - A" 3INGLE- FAAILY(1/4 ACFE LOT) RUNOFF COEFFICIENT = .67.6 SUBAREA AREA(ACRES) = 5.50 SUBAREA RUFOFF(CFS) SUMMED AREA(ACRES) = 23.90 TOTAL RINOFF(CFS) = 33.' ?` END OF SUBAREA STREETFLOW HYGRALLICS: DEFTH(FEET) = .48 HALFSTREET FLOODWIDTH(FEET) = 1 ?.74 FLOW VELOCITY(FEET /SEC.) = 5.11 DEPTH *VELOCITY = 2.4c: SOW PROCESS FROM NODE 123.00 TO NODE 129.00 IS CODE = 6 ---------------------------------------------------------------------------- r:-)COMPUTE STREETFLOW TRAVELTIME lldRU SUBAREA;::{ UPSTREAM ELEVATION = 477.00 DOWNSTREAM ELEVATION = 457.01.; STREET LENGTH(FEET) = 505.00 CURB HEIGTHtIWA = 5. STREET HALFWIDTH(FEET) : 18.00 STREET CROSSFALL(DECIMAL) _ .0.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = * *TRAVELTIME CMUTED USING MEAN FLOW(CFS) = 36.44 ** *STREET FLOWING FilL * ** STREET FLOWDEPTH(FEET) = .50 HALFSTREET FLOODWIDTH(FEET) = 18. +30 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.15 PRODUCT OF DEPTH&VELOCITY = 2.56 STREETFLOW TRAVELTIME(MIN) = 1.63 TC(MIN) = 21.46 5.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.690 SOIL CLASSIFICATION IS - A" SINGLE- FAMILY(1 1 1 4 ACRE LOT) RUNOFF COEFFICIENT = .6639 SUBAREA AREA(ACRES) = 5.50 SUBAREA RUNOFF(CFS) = 6.17 SUMMED AREA(ACRES) = 29.40 TOTAL RUNOFF(CFS) = 39.53 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .52 HALFSTREET FLOODWIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 5.09 DEPTH *VELOCITY = Z.6. FLOW PROCESS FROM NODE 129.00 TO NODE 130.00 IS CODE = 6 ---------------------------------------------------------------------------- ?, %?.COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA;<<<,( ® UPSTREAM ELEVATION = 467.00 DOWNSTREAM ELEVATION = 456.50 :STREET LENGTH(FEET) = 470.00 CURB sEIGTH(INCKS,) = 6. STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DECIMAL) = .9.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RLWF = 2 * *TRAVEELTIME COMPUTED USING MEAN FUO)(CFS) = 42.47 ** *STREET FLAWING -ULL * ** NOTE: STREETFLOW EXCEEDS TOP OF CURB, THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. ® THAT IS, AL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET F _ .52 HALFSTREET FLOODWIDTH (FEET) = 13.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.46 PRODUCT OF DEPTH&VELOCITY = 2.52 STREETFLOW TRAV:LTIME(MIN) = 1.43 TC(MIN) = 22.89 5.00 YEAR RAINFALL INTENSITY %HOUR) = 1.626 SOIL CLASSIFICATION IS "A" SINGLE-FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6566 SUBAREA AREA(ACRES) = 5.50 SUBAREA RUNOFF(CFS) = 5.i�7 - SUMMED AREA(ACRES) = 34.90 TOTAL RUNOFF 77"o) = 35.40 END OF SUBAREA STREETFLOW HYDRAULICS: DEPT'H(FEET) _ .52 HALFSTREET FLOODWIDTH(FEET) = 13.00 FLOW VELOCITY(FEET /SEC.) = 5.34 DEPTH *VELOCITY = 3.01 xxxxx* xxx* x*** xxx*** xx* xxx* xx* xxxx*** x* xxx* xx *xxxxx * *xxxxx *xxx *xxxxxxxxx *x ** FLOW PROCESS FROM MODE 130.00 TO NODE 130.00 IS CODE = I ---------------------------------------------------------------------- - - - - -- » > >DESIGNATE !NDEPENDE,VT STREAM FOR CONFLUENCE < «« ``AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<.<;<C CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 22.89 RAINFAL INTENSITY (INCH. /HOUR) = 1.53 TOTAL STREAM AREA (ACRES) = 34.10 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 45.40 CONFLLM. INFORMATION: STREAM RUNOFF TIME INTENSI T `r NUMREF (CPS) (MIN.; (INCHIHOt +R) .'.8.36 24.10 1.577 45.40 22.89 1.626 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(SBC) USED FOR 2 STREAMS. VARIOUS COMFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 122.38 119.83 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS. RUNOFF(CFS) = 122.38 TIME(MINUTES) = 24.098 TOTAL AREA(ACRES) = 96.20 FLOW PROCESS FR OM NODE 130.00 TO NODE 135.00 IS CODE = 6 ---------------------------------------------------------------------------- N>X*COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA« «< -- UPSTREAM ELEVATION = 456.50 DOWNSTREAM ELEVATION = 440.06 STREET LENGTH(FEET) = 700.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DECIMAL) _ .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 126.6i *i *STREET FLUWING FULL* *x NOTE: :TREETFLOW E'C:EEDS TOP OF CURB. THE FOLLOWING SIREETFLOW RESULTS ARE EASED ON THE 'SSUtj' -7iCN THAT NE-GLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNE' . THAT I3. ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .71 HALFSTREET FLOODWIDTH(FEET) = 18.00 AVERAGE FLOW 'VELOCITY(FEEi /SEC.) = 8.55 PRODUCT OF DEPTH&VELOCITY = 6.08 STREETFLOW TRAVELTIME (MIN) = 1.36 TC(MIN) = 25.46 5.00 YEAR RAINFALL iNTENSITY(INCH /HOUR) = 1.525 SOIL CLASSIFICATION IS "A" 'INGLE-FAMILY(i/4 ACRE LOT) RUNOFF COEFFICIENT = .6438 SUBAREA AREA(ACRES) = 8.60 SUBAREA RUNOFF(CFS) = 8.45 SUMMED AREA(ACRES) = 106.80 TOTAL RUNOFF 06) = 130.33 E14D OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .71 HALFSTREET FLOODWIDTH(FEET) = 18.00 FLOW VELOCITY(FEET;SEC.) = 8.34 ;DEPTH *VELOCITY = 6.28 FLOW PROCESS FROM NODE 135.00 TO NODE 136.00 IS CODE = 5 ,C UTE TRAPEZOIDAL- CHANNEL FLOW <;4 . %' `> » TRAVIELTIME THRU SUBAREA - X UPSTREAM MODE ELEVATION = 440.00 DOWNSTREAM NODE ELEVATION = 427.51 CHANNEL LENGTH THRU SUBAREA(FEET) = 495.70 CHANNEE. BASE(FEET) _ .00 "Z ".FACTOR = 50.000 MANNINGS FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 130.83 FLOW VELOCITY(FEETISEC) = 4.12 FLOW DEPTH(FEET) _ .80 TRAVEL TIME(MIN.) = 2.00 TC(MIN.) = 27.46 FLOW PROCESS FROM NODE 136.00 TO NODE 136.00 IS CODE = 8 ---------------------------------------------------------------------------- >>» >ADDITAIN OF SUBAREA TO MAINLINE PEAK FLOW {t;t :; - - 5.00 YEAR RAINFALL INTENSITY(INCHIHOUR) = 1.456 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4185 SUBAREA AREA(ACRES) _ 2.10 SUBAREA RUNOFF(CFS) = 1.23 TOTAL AREA(ACRES) = 103.90 TOTAL RUNOFF'(CFS) = 132.11 TC(MIN) = 27.46 FLOW PROCESS FROM NODE 136.00 TO NODE 140.00 IS CODE = y -----------------=---------------------------------------------------- - - - - -- >f,iCOMrJTE TRAPEZOIDAL - CHANNEL FLOW; X i > » TRAVELTIME THRU SUBAREA: UPSTREAM NODE ELEVATION = 427.50 DOWNSTREAM NODE ELEVATION = 410.00 CHANNEL LENGTH THRU SUBAREA(FEEET) = 515.00 CHANNEL BASE(FEETI _ .-:0 FACTOR = `0.801 MANNING S FACTOR = .030 DEPTH (FEET = 2.0 CHANNEL FLOW igFU Sl1BAREHAXfS1 = 1314.11 LOW ' /ELOCITY(FEET /SEC) = 4.10 FLOW DEPTH(FEET) = 73 TRAVEL TIME(MIN.) = 1.75 TC(MIN.) = 1 -9.2 FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = B ---------------------------------------------------------------------------- > >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW< 5.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.405 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .40 SUIBAREA AREA(ACRES) = 4.70 SUBAREA RUNT FiCF^S) 2.66 TOTAL AREA(ACRES) = 11:.60 TOTAL. RUNOFF(CFS) = 134.76 TC(MIN) = 29.w FLOW PROCESS FROM NODE 140.00 TO NODE 145.00 IS CODE = j ---------------------------------------------------------------------- - - - - -- > »? ;COMPUTE TRAPEZOIDAL-CHANNEL FLOW< : <; > %• »TRAVELTIME THRU SUBAREA <;<,: UPSTREAM NODE ELEVATION = 417.`0 DOWNSTREAM NODE ELEVATION = 410.00 CHANt EL LENGTH THRU SUBAREA(FEET) = 215.00 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 56.000 MANNINGS FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 134.76 FLOW VELOCITY(FEETrSEC) = 5.00 FLOW DEPTH(FEET) .'3 TRAVEL TI,ME(MIN.) = .72 TC(MIN.) = 29.93 FLOW PROCESS FROM NODE 145.00 TO NODE 145.00 IS CODE = s ---------------------------------------------------------------------------- » » ADDITION OF SUBAREA TO MAINLINE PEAK FLOW:( 5.00 YEAR RAINFALL INiEN ITY(INCH/H;R) = 1.2G4 SOIL CLASSIFICATION IS 'A" U1 m WATERSHED R04W COEFFICIENT = .3956 SUBAREA AREAiACRES) = 5.10 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 118.70 TOTAL RUNOFF(CFS) = 137.55 TC(MIN) = 29.93 FLOW PROCESS FROM NODE 145.00 TO NODE 146.00 IS CODE = 5 ------------------------------------------ F%!Y )COMPUTE TRAPEZOIDAL-CHANNEL FLOW< ` >>>`> TRAVELTIME THRU SUBAREA (<< << UPSTREAM NODE ELEVATION = 410.00 PTREAM NODE ELEVATION = 401.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 415.00 CHANNEL BASE(FEET) _ .00 "C" FACTOR = 50.000 MANNINGS FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 liANNEL FLOW - IdRU SUBAF&(CFS) = i 1 7.56 FLOW VELOCT"rli EE ISDE •) = 4.01 FLOW DEPTH(FEET) - .83 TRAVEL TIME MIN.) = 1.7L TC(MIN.; = 31.66 FLOW PROCESS FROM NODE 146.00 iO_N'ODE -- 146.00 IS CODE = C� --------------------------------- --------------------------------- >> > ADDITION OF SUBAREA TO MAINLINE PE4: FLOW«<S:< 5.00 YEAR RAINFALL INTENSITY(INCHIHOUR) = 1.3. SOIL CLASSIFICATION IS 'A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .3301 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CF3) = 1.68 TOTAL AREA(ACRES) = 122.00 TOTAL RUNOFF(CFS) = 139.24 TC(MIN) = :31.65 FLOW PROCESS FROM NODE 146.00 TO 1XDE 146.00 IS CODE = 1 ---------------------------------------------------------------------------- >> »'•DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MINUTES) = 31.66 RAINFALL. INTENSITY (INCH. /HCOR) = 1.34 TOTAL STREAM AREA (ACRES) = 122.00 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 139.24 EF W.. TD FLOW PROCESS FR044 NODE 6.00 TO NODE 148.00 IS CODE = 2 ---------------------------------------------------------------------------- X *>) RATIONAL METHOD INITIAL SUBAREA ANALYSIS" < <<< ASStK"Ct ' INITIAL SUBAREA UNIrFORM vZFELOPMENT IS: UNDEVELOPED 4I FAIR COVER TC = K *1(LENGTH * *3) /(ELEVVATION CHANC01 * *.2 INITIAL SUBAREA FLOW- LENGTH = 550.00 UPSTREAM ELEVATION = 448.00 DOWNSTREAM ELEVATION = 435.00 ELEVATION DIFFERENCE = 13.00 TC = .709 *(( 50.00 * *3)i( = 18.721 5.00 YEAR RAINFALL INTE4SITY(INCH /H()JR) = 1.835 SOIL CLASSIFICATION IS 'A' UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5071 SUBAREA RUNOFF(CFS) = 1.36 TOTAL AREA(ACRES) = 2.00 TOTAL R'UNOFF(CFS) = 1.86 �2� R 7a 1 T,& 3 /C4R NOs� p GDc�f T /Ort� FLOW PROCESS FROM NODE 148.00 TO NODE 147.00 IS CODE = 5 ---------------------------------------------------------------------- - - - - -- >>> > >COMPUTE TRAPEZOIDAL- CHANVEL FLOW << «< > » »TRAVELTIME THRU SUBAREA <<<« UPSTREAM MODE ELEVATION = 435. DOWNSTREAM NODE ELEVATIOI = 41i. CHANNEL LENGTH THRU SUBAREA(FEET; = 985.00 CHANNEL BASE(FEET) _ .00 'Z" FACTOR = 50.000 MANNNINGS FK T OR = .030 MAXIMR M IEP T H ( FEET) «0 CHANNEL FLOW THRU SUBAREA(LFS) = 1.86 FLOW 4E LOCIT'h FEETiSECi = 1.26 FLOM DEPTH(FEET) = 17 TRAVEL TIME(MIN.) = 13.03 TC(MIN.) = 31.75 FLOW PROCESS FROM NODE 147.00 TO NODE 147.00 IS CODE = 3 ---------------------------------------------------------------------------- > )>>> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « <(< 1.00 YEAR RAINFALL INTENSITY(INCH /HOLM) = 1.336 =OIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .3792 SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 1.77 TOTAL AREA(ACRES) = 5.50 TOTAL RUNOFF(CFS) = 163 TC(MIN) = 31.75 FLOW PROCESS FROM NODE 147.00 TO NODE 146.00 IS CODE = 5 ---------------------------------------------------------------------------- r > ? >> COMPUTE TRAPEZOIDAL-CHAMWL FLOW" > » > >TRAVELTIME THRU ::UBA EA <<,k" UPSTREAM NODE ELEVATION = 416.00 DOWNSTREAM NODE ELEVATION = 401.00 CIAW44EL LENGTd THRU 3UBAREA(FEET) = 61 CHANNEL BASE(FEET) _ . 00 "L" FACTOR = 50.000 MANNINGS FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 CW,NNEL FLOW THRU SUBAREA(CFS) = 3.63 FLOW VELOCITY(FEET /SEC) = 1.76 FLOW DEPTH(FEET) _ .20 TRAVEL TIME(MIN.) = 6.34 TC(MIN.I = 33.09 FLOW PROCESS FROM NODE 146.00 TO NODE 146.00 IS CODE = 3 ---------------------------------------------------------------------------- >\ *ADDITION OF SUBAREA TO MAINLINE PEAK FLOW-f<"<< 5.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.193 SOIL CLASSIFICATION 'IS "A" UNDEVELOPED WATERSHED' RUNOFF COEFFICIENT = .3249 SUBAREA AREA(ACRES) _ 2.00 SUBAREA RUNOFF(CFS) _ .78 TOTAL AREA(ACRES) = 7.50 TOTAL RUNOFF(CFS) = 4.41 TC(MIN) = 33.09 FLOW PROCESS FROM NODE 146.00 TO NODE 146.00 IS CODE = 1 ---------------------------------------------------------------------- - - - - -- >'r » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<« » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< C NFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE. TIME OF CONCENTRATION(MINUTES) _ =x.09 RAINFALL INTENSITY (INCH. /HOUR) = 1.20 is. TOTAL STREAM AREA (ACRES) = 7.50 TOTAL STREAM RUNOFF(CF@ AT CONFLUENCE = 4.41 04FLUENCE INFORrATION: STREAM! RUNOFF TIME INTENSITY N' MKF, (CFS) (MIN.) (INCH /HOUR) 1 139.24 31.666 1.339 4.41 .38.09 1.198 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(SBC) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 142.90 129.02 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 142.90 TIME (MINUTES) = 31.657 TOTAL AREA(ACRES) = 129.50 FLOW FROCE'SS FROM NODE 146.00 TO NODE 170.00 IS CODE = 5 -------------------------------------------=-------------------------------- ?» > >COMPUTE TRAPEZOIDAL- CHANNEL FLOW <S ;<« >r >TRAVELTIME THRU SUBAREA <i <;< UPSTREAM NODE ELEVATION = 401.00 DOWNSTREAM NODE ELEVATION = 394.00 CHANNEL LATH THRU SUBAREA(FEETI = 425.00 CHANNEL BASE(FEETI = .00 "Z" FACTOR = 50.000 MANNINGS FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 142.90 FLOW VELOCITY(FEET /SEC) = 3.60 FLOW DEPTH(FEET) _ .81 TRAVEL TIME(MIN.I = 1.97 TC(MIN.) _ 3162 FLOW PROCESS FROM NODE 170.00 TO ?BODE 170.00 IS CODE = 3 ---------------------------------------------------------------------------- > ».';ADDITION OF SUBAREA TO MAINLINEE PEAK - - -- - 5.00 YEAR RAINFALL INTENSITY(INCHIHOUR) = 1.291 SOIL CLASSIFICATION IS "A" uNDE'v'ELOPED WATERSHED RUNOFF COEFFICIENT = .3628 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) -- 131.00 TOTAL RUNOFF(CFS) = 143.61 TC(MIN) = 33.62 FLOW PROCESS FROM )ODE 170.00 TO NODE 175.00 IS CODE = 5 >; >COMPUTE TRAPEZOIDAL - CHANNEL FLOW « < << » » >TRAVELTIME TriRU SUBAREA «< << -- UPSTREAM NODE ELEVATION = 394.00 DOWNSTREAM NODE ELEVATION = 382.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 660.00 CHANNEL BASE(FEET) = .00 "Z' FACTOR = 50.000 MA9VINGS FACTOR = .020 MAXIMUM DEPTH(FEET) = 2.00 CW4M FLOW THRU SUBAREA(CFS) = 143.61 FLOW VELOCITY(FEET /SEC) = 5.33 FLOW DEPTH(FEET) _ .73 TRAVEL TIME(MIN.) = 2.07 TC(MIN.) = 35.69 FLOW PROCESS FROM `ODE 1 TO NODE 175.00 IS CODE = 8 ---------------------------------------------------------------------------- )> ADDITION OF SUBAREA TO MAINLINE PEAS. FLOW: 5.00 YEAR RAINFALL iNTE%i = 1.246 SOIL CLASSIFICATION 15 "A° SINGLE-FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .4460 SUBAREA AREA(ACRES) = 11.10 SUBAREA PUNOFF(CFS) = 6.17 TOTAL AREA(ACRES) = 142.10 TOTAL RUNOFF(CFS) = 149.77 TC(MIN) = 35.69 - ' - TO - p_ Z_. __ao� - . �ocaT�v FLOW PROCESS FROM NODE 7.00 TO NODE 150.00 IS CODE = 2 ---------------------------------------------------------------------------- ))) X`RATIONAL METHOD INITIAL SUBAREA ANALYSIS(C;(( ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *1(LENGTH * *3) /(ELEVATION CHANGE)) * *.2 INITIAL SUBAREA FLOW-LENGTH = 730.00 UPSTREAM ELEVATION = 463.00 DOWNSTREAM ELEVATION = 457.00 ELEVATION DIFFE 040E = 11.00 TC = .709 *1( 730.00 * *3)1'( 11.00); * *.: = 22.34; 5.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.624 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .462; SUBAREA RUNOFF(CFS) = 3.53 TOTAL AREA(ACRES) = 4.70 TOTAL k:►NOFF(CFS) _ :3.53 FLOW PROCESS FROM NODE 150.00 TO NODE 151.00 IS CODE = 5 ---------------------------------------------------------------------------- )))))COMPUTE TRAPEZOIDAL-CHANNEL FLOW ;( \'< N.)))TRAVELTIME THRU SUBAREA((((: UPSTREAM NODE ELEVATION = 457.00 DOWNSTREAM NODE ELEVATION = 451.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 305.00 CHANNEL BASE(FEET) _ .00 "Z" FACTOR = 50.000 MANNINGS FACTOR = .030 MA)(IMUM DEP'ld(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 3.53 FLOW VELOCITY(FEET /SEC) = 1.71 FLOW DEPTH(FEET) _ .20 TRAVEL TIME(MIN.) = 2.97 TC(MIN.) = 25.91 FLOW PROCESS FROM NODE 175.00 TO NODE 175.00 IS CODE = 1 ---------------------------------------------------------------------------- ))) >)DESIGNATE INDEPENDENT STREAM FOR 04FLUEIZE; ( <: CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE. TIC OF CONCENTRATION(MINUTES) _ .35.59 RAINFALL INTENSITY (INCH.IHOUR) = 1.25 TOTAL STREAM AREA (ACRES) = 142.10 TOTAL STREAM RU NO_FF(CFS) AT CON LU(ENCE = 11451.77 FLOW PROCESS FROM NODE 151.00 TO NODE 111.00 IS CODE _ ? ---------------------------------------------------------------------------- »> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW< ®. - - -- - 5.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.510 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4333 SUBAREA AREA(ACRES) 3.90 SUBAREA RUNOFF(CPS) _ _.55 TOTAL AREA(ACRES) = 8.60 TOTAL. RUNOFF(CF) = 6101? TC (,'MIN) _ 25.91 FLOW PROCESS FROM NODE 151.00 TO NODE 155.00 IS CODE _ ---------------------------------------------------------------------------- >> >COMPUTE TRAPEZOI " - CHANNEL FLOW« << ..: ; : s rtAVELTINE THRU SU ;; < •. -- - -- - -- - -- - -- - - -- - -- - UPSTREAM NODE ELEVATION = 451.00 0WNSTREAM NODE ELEVATION = 444.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 3*2 5.00 CHANNEL BASE(FEET) _ .00 "Z" FACTOR = 50.000 "1AN1+iINGS FACTOR = .030 MAXIMUM DEPTH (FEET) = 00 CHANNEL FLOW THRU SUBAREAICFS) = 6.08 FLOW VELOCITY(FEET /SEC) = 1.72 FLOW DEFTH(FEET) _ .1; TRAVEL TIME(MIN.) = 3.14 TC(MIN.) = 29.05 FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 IS C:CDE = 8 ---------------------------------------------------------------------- - - - - -- > » > )ADDI T ION OF SUBAREA TO MAINLINE PEAK FLOWN <. s < 5.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.403 SOIL CLASSIFICATION IS "A" UNDE ELOPEID WATERSHED RUNOFF COEFFICIENT = .403; SUBAREA AREA(ACRES) = 5.0 SUBAREA RUNOFF(CFS) = 2.84 TOTAL AREA(ACRES) = 13.60 TOTAL RUNOFF(CFS) = 8.9 TC. (MIN) = 29.05 FLOW PROCESS FROM NODE 1725.00 TO NODE 155.00 IS CODE = 5 ---------------------------------------------------------------------- - - - - -- » > > >COMPUTE TRAPEZOIDAL - - CHA*R FLOWC«< >TRAVELTIME THRU SUBAREA « «< UPSTREAM NODE ELEVATION = 444.00 DOWNSTREAM NODE ELEVATION = 436.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 415.00 CHANlNEEL BASE(FEET) _ .00 "Z" FACTOR = 50.000 MANNI,NGS FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 3.93 FLOW VELOCITY(FEET /SEC) = 2.03 FLOW DEPTH(FEET) _ .30 TRAVEL TIME(MIN.) = 3.41 TC(MIN.) = 32.4 - - F ! PROCESS FROM - NODE - -- 150_00 TO NODE 1`6.00` 1. CONE = c ----------------------------------- - - - - -- 3 ADDiT.6 3UBA^nEA TO MAINLINE PEAK FLOW -------------=-------------------------------------------------------------- 5.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.313 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .3729 SUBAREA AREA(ACRES) = 7.00 SUBAREA RUNOFF(CFS) = 3.44 TOTAL. AREA(ACRES) = 20.60 TOTAL RUNOFF(CFS) = 12.37 TC(MIN) = 32.47 FLOW PROCESS FROM NODE 156.00 TO NODE 160.00 IS CODE = 5 ---------------------------------------------------------------------------- ' CCh%FUTE TRAPEZOIDAL-CHPNNEL FLOW6 -N'<' ?:TRAVELTIME THRU SUBAREA:,: : UPSTREAM NODE ELEVATION = 436.00 DOW TREAM NODE ELEVATION = 4Z8.OG CHANNEL LENGTH THRU SUBAREA(FEET) = 320.00 CHANNEL BASE(FEET) _ .00 "Z'' FACTOR = 50.000 MANNINGS FACTOR = .03 3AXIMl0M DEPTH(FEET) - Z.00 CHANNEL FLOW THRU SUBAREA(CFS) = 12.37 FLOW VELOCITY(FEET.'SEC) = 2.30 FLOW DEFIN(FEET) _ 1 'nAVEL TIME(MIN.; = 2.32 TC(MIN.I = 34.13 10W PRC CESS FROM NODE 160.00 TO NODE 160.00 IS C LODE = 8 ----------- ----------------------------------------------------------------- ?:>� ?ADDITION OF SUBAREA TO MAINLINE PEAK FLOWO((< 5.00 YEAR RAINFALL INTENSITY(INCH!HOUR) = 1.255 SOIL CLASSIFICATION J. 'A" UNDEVELOPED WATERSHED RIFF COEFFICIENT = .3527 SU BAREA AREA(ACRES) = 13.30 SUBAREA RUNOFF(CFS) = 3.17 TOTAL AREA(ACRES) = 36.90 TOTAL R`WOFF(CFS 20.113 TC(MIN) = 34.79 FLOW PROCESS FROM NODE 160.00 TO NODE 161.00 IS CODE = 5 ---------------------------------------------------------------------------- >>)) >CMJTE TRAPEZOIDAL - CHANNEL. FLOW"(( '< >>> )>TRAVELTIME THRU SUBAREAS: t UPSTREAM NODE ELEVATION = 428.00 DOWNSTREAM NODE ELEVATION = 414.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 590.00 CHANNEL BASE(FEET) _ .00 "Z" FACTOR = 50.000 MANNINGGS FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 20.53 FLOW VEL.00ITY(FEET /SEC) = 2.69 FLOW DEPTH(FEET) _ .39 TRAVEL TIME(MIN.) = 3.65 TC(MIN.) = 38.44 FLOW PROCESS FR011 NODE 161.00 TO NODE 161.00 'IS CODE = 3 ---------------------------------------------------------------------- - - - - -- _____f_ADDITION -OF SUBAREA - TO - MAINLINE PEAK FLOW .s;= =___ __ ___ _____________ 5.00 YEAR RAINFALL INTENSITY(INCn /HOUR) » 1.191 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .3220 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 1.11 TOTAL AREA(ACRES) = 43.10 TOTAL RUNOFF(CFS) = 22.15 TC(MIN) » 38.44 FLOW PROCESS FROM NODE 161.00 TO NODE 10.00 IS C0DE = 5 ---------------------------------------------------------------------------- ))i)COP�LTE TRAPEZOIDAL- CHAt(EL FLOW< «< ),; TRAVELTIME THRU � SUBAREA4 < <<< U PSTREAM NODE ELEVATION = 414.50 DOWNSTREAM NODE ELEVATION = 407.00 CHANNEL LENGTH THRU S U BAREA(FEE T) = 400.00 CHANNEL BASE(FEET) _ .00 "Z" FACTOR = 50.000 MANNINGS FACTOR = .030 MAXIMUM DEPTH(FEET') = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 22.15 FLOW VELOCITY(rcET /SEC) _ 2.49 FLOW DEPTH(FEET) _ .42 TRAVEL TIME(MIN.) = 2.68 TC(MIN.) = 41.1E FLOW PROCESS FROM NODE 10.00 TO MODE 10.00 IS CODE = S ---------------------------------------------------------------------------- >)) >\ADDITIOW OF SUBAREA TO MAINLINE PEAT~ FLOW « <« 5.00 YEAR RAINFALL INTENSITt(INCH /HOU = 1.144 SOIL CLASSIFICATION IS "A° UNDEVELOPED WATERSHED RLWOFF COEFFICIENT = .3003 SUBAREA AREA(ACRES) 2.00 SUBAREA RUNGFF(CFS) = .63 TOTAL AREA(ACRES) = 45.10 TOTAL RUNOFF(CFS) = 22,Ki TC(MIN) = 41.12 FLOW'PROCE S FROM NODE !0.00 TO NODE 4 1 5.00 IS CODE = 5 ))) ?)CHUTE TRAPEZOIDAL-CHANNEL FLOW.«< >')? TRAVEL IME THRU SUBAREA« < << UPSTREAM NODE ELEVATION = 407.00 DOWNSTREAM NODE ELEVATION = 402.00 CHANNEL LENGTH THRU SUBAREA(FEET) _80.00 CHANNEL BASE(FEET) _ .00 *Z" FACTOR = 50.000 MANNINGS FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.0O CHANNEL FLOW THRU SUBAREA(CPS) 22.83 FLOW VELOCI lf(FEET /SEC) = 2.57 FLOW DEPTH(FEET) _ .42 TRAVEL TIME(MIN.) = 1.82 TC(MIN.) = 42.94 FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 6 ---------------------------------------------------------------------------- ;) %))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« <« - - -- - 5.00 YEAR RAINFALL INTENSIT((INCH /HOUR) = 1.115 @ SOIL CLASSIFICATION IS "A'' 114DEVELOPED WATERSHED RUNCFF COEFFICIENT = .2�K' SUBAREA AREA(ACRES) = 2.10 SUBAREA FUNOF CFS) _ .67 TOTAL AREA(ACRES) = 47.20 T OTAL RUMFF(CFS) = 23.50 TC(MIN) = 42.94 FLEW PROCESS FROM NODE 15.00 TO NODE 20.00 IS CODE = 5 ---------------------------------------------------------------------------- iiCOb�UTE TRAPEZOIDAL - CHANNEL FLOW(C;: ).';-)TRAVELTIME THRU SUBAREA0, {:;: UPSTREAM NODE ELEVATION = 402.00 DOWNSTREAM NODE ELEVATION = 390.00 !:HANNEL LENGTH THRU SUBAREA(FEET) = 700.00 CHANNEL BASE(FEET) _ .00 'Z" FACTO' = 53.000 MANNINGS FACTO = .030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 23.50 FLOW V'ELOCITY(FEET. /SEC) = 4'.29 FLOW DEPTH(FEET) _ .45 TRAVEL TIME(MIN.) = 5.10 TC(MIN.) = 48.04 FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE ---------------------------------------------------------------------------- > >>)ADDI T ION OF SUBAREA TO MAINLINE PEA. FLOWC0." - ; <: 5.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.044' SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .2465 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) 1.03 TOTAL AREA(ACRES) = 51.20 - TOTAL RUNOFF(CFS) _ 2 4.53 TC(MIN) _ '48.04 FLOW) PROCESS FROM NODE 20.00 TO NOTE 30.00 IS CODE = 5 k ", \XOMPUTE TRAPEZOIDAL- CHANNEL FL WU, > >Xl>TRAVELTIME THRU SUBAREA<C0'( UPSTREAM NODE ELEVATION = 390.00 DOWNSTREAM NODE ELEVATION = 386.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 380.00 CHANNEL BASE(FEET) _ .00 "Z" FACTOR = 50.000 MANNINGS FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 24.53 FLOW VELOCITY(FEET /SEC) = 2.09 FLOW DEPTH(FEET) _ .48 TRAVEL TIME(MIN.) = 3.03 TC(MIN.) = 51.06 FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 8 ---------------------------------------------------------------------------- r ))ii ?ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((S: 5.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.005 SOIL CLASSIFICATION IS "A' UNDEVELOPED WATERSHED R0OFF COEFFICIENT = .2240 SUBAREA AREA tACRES) = 6.30 SUBAREA n'NOFFXFS) = 1.42 TOTAL AREA(ACRES) = 57.50 TOTAL RUNOFF(CFS) = 25.95 TC(MIN) = 51.05 FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 3 ---------------------------------------------------------------------- - - - - -- )» »A.DDITION OF SUBAREA TO MAINLINE PEAK FLOW« *:.': 5.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.005 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .2240 SUBAREA AREA(ACRES) = 14.90 SUBAREA RUMFr"(CFS) = 3.;35 TOTAL AREA(ACRES) = 72.40 TOTAL RUNOFF(CFS) = 29.'0 TC(MIti) = 51.06 FLOW PROCESS FROM NODE 30.00 TO NODE 175.00 IS CODE = 5 ----------------------------------------------7--------------- > > "COMPUTE TRAPEiOIC,,L-CHiVf& FLOW. t > * > >TRAVELTiME THRU S BAR.EA «.« UPSTREAM NODE ELEVATION = 386.00 DOWNSTREAM NODE ELEVATION = 3,82.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 615.00 CHANNEL BASEiFEET) = .00 "Z" FACTOR = 50.000 MANNINGS FAC = .030 MAXIMUM DEPTH(FEET) = 2.00 CHAlf& FLOW THRU SUBAREA(CFS) 29.30 FLOW VELOCITY(FEETNEEC) = 1.75 FLOW DEPTH(FEET) _ .58 TRAVEL TIME(MIN.) = 5.85 TC(MIN.) = 56.91 FLOW PROCESS FROM 'ODE 175-00 TO NODE 175.00 IS CODE = 8 ---------------------------------------------------------------------------- »> )>ADDITION OF SUBAREA TO MAINLINE PEAK: FLOW(((<< 5.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = .941 SOIL CLASSIFICATION 'IS "A" SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .3155 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 1. 25 TOTAL AREA(ACRES) = 76.60 TOTAL RUNOFF(CFS) = 30.55 TC(MIN) = 56.91 ############################################# # # # # # # # # # # # # # # # # # # # # # # # # # # ## # ## FLOW PROCESS FROM NODE 175.00 TO NODE 175.00 IS CODE = 1 ---------------------------------------------------------------------- - - - - -- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE «<<< » » >AND COMPUTE VARIOUS COMELUENCED STREAM VALUES ««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 56.91 RAI'N'FALL INTENNSITY (INCH.;HOUR) _ .94 TOTAL STREAM AREA (ACRES) = 76.60 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 30.55 CONFLUENCE INFORMATION: �3 STREAM RUNOFF TIME I'a T E%I "i NUMBER {CFS) :MIN.) (INCH /HOLE) S 149.!7 JS. 69 1 4.246 30.;5 `6.31 .341 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(SBC) USED FOR ? STREAMS. VARIOUS CONFLUENtED RUNOFF VALUES ARE AS FOLLOWS: 168.93 143.74 COMPUTED CONFLUENCE ESTIMATE'S ARE AS FOLLOWS- RUNOFF (CFS) = 165.93 TIME;miNurES) _ "35.638 TOTAL AREA(ACRES) _ 215.70 END OF RATIONAL METHOD ANALYSIS P0 -- - - - - -- RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASEI> ON SAN BERNARDINO COUNTY ;SBC) 193;1 HYDROLOGY MANUAL 'i { {t`..., (r) Copyri'ghit 1983,1986 'Advanced Engineering Software [AES1 Especially prepared for: MAC LE AND ASSOCIATES �t ,' :Siiii \S': \4`.'•i l'i �:r:`. . \'i'i( { %o i'i r ?i r}.�'....... %r'%'.'r ** * * * * * ** *DESCRIPTION OF * Tk 1:314 EXISTING ONSITE & OFFSITE 910 F FONTANA * JN 142 -609 6/13/89 [FILE TR1- ---------------------------------------------------------------------------- USEn^ SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 10 `TEAR STORM 60- NIWT'E INTENSITY(INCH /HOUR) = 1.040 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.540 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 I -HOUR INTENSITY(INCH /HOUR) = 1.1504 LOPE OF INTENSI1 DURATION CURVE _ .6000 SBC HYDROLOGY MANUAL "C "- VALUES US ED Advanced Engineering Software [AES1 SERIAL No. I0665I VER. 3.3C RELEASE DATE: %20186 CCCCC{C.CCC<CCCCC•. '. {S' :C{CCC. {C�{:{CC {C ?i >ll�:: !3!!!: ?% %:'�::•: >�:.'. ial: !!!!!: ? FLOW PROCESS FROM NODE 4.00 TO NODE 100.00 IS CODE = 2 ---------------------------------------------------------------------------- » ))%RATIONAL METHOD INITIAL SUBAREA ANALYSIS(W'X ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1 /4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION GHANi )1 * *.2 INITIAL 5 FLOW-LENGTH = 600.00 UPSTREAM ELEVATION = 515.00 v DOWNSTREAM ELEVATION = =01.50 ELEVATION D = 13.50 TC = .393 *(( 400.00 * *3) /( 13.50); * *.2 = 10.8 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.933 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7428 SUBAREA RG'NOFF(CFS) = 5.50 TOTAL AREA(ACRES) = 3.90 TOTAL RUK- lFF(CF3) = 8.50 ############################################# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # ## FLOW PROCESS FROM NODE 100.00 TO NODE 105.00 IS CODE = 6 ---------------------------------------------------------------------------- W/ COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA. UPSTREAM ELEVATION = 501.50 DOWNSTREAM ELEVATION = 4'q.50 STREET LENGTH(FEET) = 510.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL( DECIMAL ) _ .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNW = 2 * *TRAVELTIME COMPUTED USING MEAN FFLOW(CFS) = 12.52 STREET FLOWDEPTH(FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 12.07 AVERAGE FLOW VEI.00ITY(FEET /.SEC.) = 4.10 'PRODUCT OF DEPTH07- LOCITY = 1.51 STREETFLOW TRAVELTIME(MIN) = 2.07 TC(MIN) = 12.91 10.00 YEAR RAINFALL iNTENSITY(INC:H /HOURI = 2.641 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF 'COEFFICIENT - 'ICiEPi� - .1309 SUBAREA AREA(ACRES) = 4.60 SUBAREA RLNOFF(CFS) = 3.58 SUMMED AREA(ACRES) = 8.50 TOTAL RUNOFF(CFS) = 17. 3 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 13.62 FLOW VELOCITY(r"EET /SEC.? - 4.41 DEPTH *':EL3CiTY FLOW PROCESS FkOM NODE 105.00 TO NODE 106.00 IS CODE = 6 ---------------------------------------------------------------------------- ,*X%) COMPUTE S TREETFLOW TRAVELTIME THRU SUBAREA0' " UPSTREAM ELEVATION = 488.50 DOWNSTREAM ELEVATION = 476.50 STREET LENGTH(FEET) _ 505.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 21.33 STREET FLOWDEPTH(FFEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 15.16 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.41 PRODUCT OF DEPTH&VELOCITY = 1.89 STREETFLOW TRAVELTIME(MIN) = 1.91 TC(MIN) = 14.81 10.00 YEAR RAINFALL INTENSITY /HOUR) = 2.431 SOIL CLASSIFICATION IS "A" SINGE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7206 SUBAREA AREA(ACRES) = 4.50 SUBAREA RUNOFF = 7.8f ;'LIMPED AREA(ACRES) = 13.00 TOTAL h iNO FF(CFS) = ?5.26 EN OF SUBAREA 'STREET FLOW HYDRAULICS: DEr''TH _ . 45 r.ALFyTBEET F Lu'ODw. I (FEET) _ __. ? FLOW VELOCITY(FEET EC.. _ ;.:1 DE., *`.ELCCI "/ _ ..,? ******************************** t**#****** t* t * * ** ** * **** * * *** * * ** * * * * * * ***** - FLOW PROCESS FROM NODE 106.00 TO NODE 110.60 I5 CODE = 6 ------------------------------------------------------ ) >`r»COMPUTE STREETFLOW TRAVELTIME THHRU SUBAREAC <;<C ". --------------- UPSTREAM ELEVATION = 476.50 DOWNSTREAM ELEVATION = 465.00 :STREET LENGTH(FEET) = 465.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH (FEET) = 18.00 STREET CR06FALL(DECIMAL) _ .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRA COMPUTED USING MEAN FLOW(CFS) = 23.553 STREET FLOWDEPTH(FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 17.74 AVERAGE FLOW VELOCITY(FEET.:SEC.) = 4.3 PRODUCT OF DEPTH :IELOCIir = :.11 STREETFLOW TRAVELTIME(MIN) = 1.77 TC(MIN) = 16.=3 10.00 YEAR RAINFALL INTENSITY (INCH /HrUR) = 2.272 SOIL CLASSIFICATION I5 "A" SI,,NGLE-FAMILY(I /4 ACRE LOT) RUNOFF COEFFICIENT = .'Ili SUBAREA AREA(AC:RES) = 4.10 SUBAREA RUNOFF(CFS) _ .S^ SUMMED AREA(ACRES) = 17.10 TOTAL RUNOFF(CFS) = 31.89 ENTi OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .50 HALFSTREET FLOODWIDTIi(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 4.51 DEPTH *VELOCITY = .i4 FLOW PROCESS FROM ,NODE 110.00 TO NODE 115.00 IS CODE = 6 ---------------------------------------------------------------------------- >)> »COMPUTE STREETFLOW TRAVELTIME THRU SUBAREAU <C -- UPSTREAM ELEVATION = 468.00 DOWNSTREAM ELEVATION = 464.50 STREET LENGTH(FEET) = 365.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING KNOFF = 2 * *TRAVELTIME COPPUTE> USING MEAN FLOW(CFS) = 37.a9 ** *STREET FLOWING FULL * ** NOTE: STREETFLOW EXCEEDS TOP OF C1JRB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASR.JMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CO ML. THAT IS, ALL FLOW ALONG THE PAfi9.WAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .55 HALFSTREET FLOODWIDTH(FEET) = 13.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.06 PRODUCT OF DEPTH& ELOCITY = 2.I5 STREETFLOW TRAVELTIME(MIN) = 1.50 TC(MIN) = 18.08 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.157 SOIL CLASSIFICATION IS "A" SINGE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7042 SUBAREA AREA(ACRES) = 7.10 SUBAREA RUOFF(CFS) = 10.79 SLOB AREA(ACRES) 24.20 TOTAL RUNOFF(C:FS) = 42.63 END OF SUBAREA STREETFLOW ffYDRAULICS: DEPTH(FEET) = .57 HALFSTREET FLOODWIDTH(FEET) = 13.00 FLOW VELOCITY(FEET /SEC.) = 4.32 DEPTH *VELOCITY = 2.45 FLOW PROCESS FROM NODE 115.00 TO NUDE 120.00 IS CODE = COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA( X< ---- ------------------- - - - - -- ---------------- UPSTREAM ELEVATION = 464.50 DOWNSTREAM ELEVATION = 462.50 STREET LENGTH(FEET) = 410.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NlUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 5::.55 ** *STREET FLOWING FULL * ** MOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING S T REE T FLOW RESULTS ARE BASED 131 THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALM THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .69 HALFSTREET FLOODWIDTH(FEET) = 18.06 AVERAGE FLOW VELOCITY(FEET /3EC.) = 3.'3 PRODUCT OF DEPTH&VELOCITY = 2.58 STREETFLOW TRAVELTIME(MIN) = 1.8:3 TC(MIN) = 19.92 10.00 YEAR RAINFALL INTENSITY(INCH /H11R) = 2.036 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6955 ,IBAREA AREA(ACRES) = 13.90 SUBAREA RtiKlFF(CFS) = 13.68 SUMMED AREA(ACRES) = 38.10 TOTAL RUNOFF(CFS) = 62.36 END OF SUBAREA STP.EETFLOW HYDRALLICS. DEPTH(FEET) = .73 HALFSTREET FLOOD-WIDTH(FEET) = 15.00 FLOW '.ELOCITY(FEET /SEC.) = 4.02 DEPTH *VELOCITY = 2.94 xxxx* x* xxxxxxxxxxxxxxx* xxxxxxxxxxxxxxxxxxxxxx xx :x : *xx * *xxxxxx * * *xxxxxx *xxx :* rLOW PROCESS FROM NODE 120.00 TO NODE 125.00 IS CODE = 6 ---------------------------------------------------------------------------- ;, %.COMPUTE STREEMOW TRAVELTIME ThRU SUBAREA::((( UPSTREAM ELEVATION = 462.50 DOWNSTREAM ELEVATICfq = 460.('0 STREET LENGTH(FEET) = 53030 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 13.00 STREET CROSSFAL.L(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RtWF = 2 * *TRAVELTIME COMPUTED USING MEAN FLO',W(CFS) = 74.16 ** *STREET FLOWING FLLL * ** NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .;i HALFSTREET FLOODWIDTH(FEET) = 15.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.39 PRODUCT OF DEPTHBVELOCITY = 3.37 STREETFLOW TRAVEL.TIME(MIN) = 2.01 TC(MIN) = 21.93 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.921 SOIL CLASSIFICATION IS :'A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6863 SUBAREA AREA(ACRES) = 17.90 SUBAREA RUNOFF(CFS) SLIMED AREA(ACRES) _ 56.00 TOTAL RUNOFF(CFS) = 85.96 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .83 HALFSTREET FLOODWIDTH(FEET) = '18.5C FLOW 'VELOCITY (FEET / "EC. i = 4.5 EPTn *VELOCiT'! _, 74 m FLOW PROCESS FROM NODE 125.00 TO NODE 130.00 IS CODE = 5 ---------------------------------------------------------------------------- )))))COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA" « {< UPSTREAM ELEVATION = 460.00 DOWNSTREAM tELEVATION = 456.50 STREET LENGTH(FEET) = 405.00 CURB HEiGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALLiDECIMAL) _ .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 90.59 ***STREET FLOWING FLLL* ** NOTE: STREETFLOW DZEEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON TfE AlGml TI0N THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHAW-1 . THAT IS, ALL FLOW ALIR46 THE PARKWAY, ETC., IS NEGLEC:TE STREET FLOWDEPTH (FEET) _ .75 HALFSTREET FLOODWIDTH(FEEET) = 18.00 AVERAGE FLOW VELOCITY(FEEET /SEC.) = 5.59 PRODUCT OF DEP T tiE VELOC I TY = 4.19 STREETFLOW TRAVELTIME(MIN) = 1.21 TC(MIN) = i3.14 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.061 SOIL CLASSIFICATION IS ''A" SINGLE-FAMILY(1 /4 ACRE LOT) RL*UF COEFFICIENT = .6810 SUBAREA AREA(ACRES) = 7.30 SUBAREA RUNOFF(CFS) = 9.25 SUMMED AREA(ACRES) = 63.30 TOTAL RLF(CFS) = 95.21 END OF SUBAREA STREEirLOW HYDRAULICS: DEPTH(FEET) _ .7 HALFSTREET FLOODWIDTH(FEET) = 18.00 FLOW Vt1OCITY(FEET /SEC.) = 5.63 DEPTH*VELOCITY = 4.33 Y* Y* Yx# xx**** xx#*** YY* Y* xx** Y* YY* YxxxYY#*** x* * *x * #x # # * * *x * * * *xx ** **Y* *x # * # #* FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 iS CODE = i ---------------------------------------------------------------------------- >))>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENC&,X< l CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MINUTES) = 23.14 RAINFALL INTENSITY (INCH. /HOUR) = 1.86 TOTAL STREAM AREA (ACRES) = 63.30 TOTAL STREAM RUPOFF(CFS) AT CONFLUENCE _ * *5.21 FLOW PROCESS FROM NODE 5.00 TO NODE 121.00 IS CODE = 2 ---------------------------------------------------------------------- - - - - -- .))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS "%(f< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *L(LENGTH * *3) /(ELEVATION CHANGE)) * *.2 INITIAL SUBAREA FLOW- LENGTH = 600.00 UPSTREAM ELEVATION = 509.0-1 DOWNSTREAM ELEVATION = 497.00 ELEVATION DIFFERENCE = 12.00 TC = .39 *1( 600.00 * *3) /( 12.00)) **.2 = 11.092 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.092 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 CRE LOT'S R COEFFICIENT = .7413 51JBAREA RUNOFF(CFS) = 3.79 TOTAL AREA(ACRES) = 4.10 TOTAL RUNOFF(CFS) = 3.79 FLOW PROCESS FROM NODE 121.00 TO RODE 1 ►6.00 IS CODE = 6 ---------------------------------------------------------------------------- ' / > > >> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA(' "X U _______ __ ____ _______ ____ _ _____ UPSTREAM ELEVATION = 497.00 DOWNSTREAM ELEVATION = 494.00 STREET LENGTH(FEET) = 495.00 CURB HEIGTH (INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DECIMAL) = A200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RLAJOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 13.15 STREET FLOWDEPTH(FEET) _ .45 HALFSThEET FLOODWIDTH(FEET) = 16.20 AVERAGE FLOW VELOCITY(FEET/.3EC.) = 2.40 PRODUCT OF DEFTH&VEUOCITY = 1.03 STREETFLOW TRAVELTIME(MIN) = 3.44 TC (MIN) = 14.53 10.00 YEAR RAIlfALL INTENSITY(INCH /HOUR) = 2.459 SOIL CLASSIFICATION IS "A" 8INGLE-FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7221 SUBAREA AREA(ACRES) = 4.90 SUBAREA RUNOFF(CFS) = 6.70 :D AREA(ACRES) 9.00 TOTAL RUNOFF(CFS) = 11.49 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTlH(FEET) _ .50 HALFSTREET FLOODWIDTH(FEET) = 13.00 FLOW VELOCITY (FEETISEC.) = 2.43 DEPTH *VELOCITY = 1.23 FLOW PROCESS FROM NODE 126.00 TO NODE 121.00 IS CODE = 6 �a ---------------------------------------------------------------------------- >» »COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<:<<.: UPSTREAM ELEVATION = 494.00 DOWNSTREAM ELEVATION = 43.00 STREET LENGTH(FEET) = 640.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 13.00 STREET CROSSFALL(DECIMAL) _ .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLO)(CFS) = 24.76 ** *STREET FLOWING FULL* ** STREET FLOWDEPTH(FEET) _ .50 HALFSTREET FLOODWIDTH(FEET) = 13.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.50 PRODUCT OF DEPTH&VELOCITY = 1.74 STREETFLOW TRAVEL+TIME(MIN) = 3.04 TC(MIN) = 17.53 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.194 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7067 SUBAREA AREA(ACRES) = 9.40 SUBAREA RUNOFF(CFS) = 14.58 SUMMED AREA(ACRES) = 13.40 TOTAL. RUNOFF(CFS) = 32.07 END OF SUBAREA STREETFLOW HYDRAULICS. DEPTH(FEET) _ .54 HALFSTREET FLOODWIDTH(F= - T) = 13.00 FLOW VELOCITY(FEET /SEC.) = 3.73 DEPTH *VELOCITY = 2.02 FLOW PROCESS FROM NODE 121.00 TO NODE 123.00 IS CODE = 6 ---------------------------------------------------------------------- - - - - -- :- - ;COMPUTE STREETFLOW TFAVELTIME THRU SUBAREA <: < C UPSTREAM ELEVATION = 438.00 DOWNSTREAM ELEVATION = 477.00 STREET LENGTH(FEET) = 495.00 CURB HEIGTH(INCHES) _ ?:. STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = # #TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 36.07 ## #STREET FLOWING FULL *** STREET FLOWDEPTH(FEET) = .50 HALFSTREET FLOODWIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.10 PRODUCT OF DEPTH&VELOCITY = 2.53 STREETFLOW TRAVELTIME(MIN) = 1.02 TC(MIN) = 19.19 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.031 SOIL CLASSIFICATION IS °A" SINGLE-FAMILY (Il4 ACRE LOT) RUNOFF COEFFICIEP�7 = .0939 SUBAREA AREA(ACRES) = 5.50 SUBAREA RU GFF(C = 8.00 SUMMED AREA(ACRES) = 23.90 TOTAL RUNOFF(CFS) = 40.07 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .52 HALFSTREET FLOODWIDTHsFEET) = 15.00 FLOW VIE.00ITY(FEET/SEC.) = 5.15 DEPTH #VELOCITY = 2.66 FLOW PROCESS FROM NODE 128.00 TO NODE 129.00 IS CODE = 0 ---------------------------------------------------------------------------- ?. >> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREAM UPSTREAM ELEVATION = 477.00 DOWNSTREAM ELEVATION = 407.00 STREET LENGTH(FEET) = 505.00 CURB HEIGTH {INCHES) = S. STREE HALFWIDTH(FEET) = 13.00 STREET CRCR SFALL(DECIMAL) = .0200 SPECIFIED NUMBER CIF HALFSTREETS CARRYING RUNOFF = 2 A # #TRAVELTIME COMPUTED USING MEAN fLOW(C S) = 43.34 ***STREET FLOWING FULL*** NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STPEETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CMI EL. THAT IS, ALL FLOW ALM THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPrd(FEET) = .54 HALFSTREET FLOODWIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEETiSEC.) = 5.17 PRODUCT OF DEPTH &VELOCITY = 2.77 STREETFLOW TRAVELTIME (MIN) = 1.03 TC(MIN) = 20.82 10.00 YEAR RAINFALL INTENSITY(INGH /HOUR) = 1.982 SOIL CLASSIFICATION IS "A" SINGLE-FAMILY(1 14 ACRE LOT) RUNOFF COEFFICIENT = .0913 :4JBAREA AREA(ACRES) = 5.50 SUBAREA RUNOFF(CF5) = 7.54 SUMMED AREA(ACRES) = 29.40 TOTAL RUNOFF(CF.9) = 47.51 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .54 HALFSTREET FLOODWIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 5.62 DEPTI{ #VELOCITY = 3.01 FLOW PROCESS FROM NODE 129.00 TO NODE 130.00 IS CODE = 0 - - - -. -- COMPUTE STREETFLOW TRAVELTIME THRU UPSTREAM ELEVATION = 467.00 DOWNSTREAM ELEVATION : 456.53 STREET LENGTH(FEET) = 470.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DECIMAL) = .0200 SPE'CIFIE'D NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIhE COMPUTED USING MEAN FLOW(CFS) = 51.21 ** *STREET FLOWING FULL. * ** NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG TFE PARKWAY, ETC., is NEGLECTED. STREET FLOWDEPTH(FEET) = .54 HALFSTREET FLOODWIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FtiTiSEC.) = 6.04 PRODUCT C,F DEPTH &VELOCITY STREETFLOW TRAVELTIS±E(MIN) = 1.30 TC(NIN) : 2 -12' 10.00 YEAR ?�iI:'vFaLL INTEIJSITY1INCHIHOLR) 1 1.912 SOIL CLASSIFICATION IS "A" 3 ACRE LOT) RUNT; - FF COEFFICIENT = .E 55 SUBAREA AREA(ACRES) = 5.50 :JBAREA RUNOFF(CFS) : ?.21 SUMMED AREA(ACRES) = 34.90 TOTAL RUNG- IFF(CFS) = 54.31 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) : .55 HALFSTREET FLOODWIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC:.) = 5.9 DErTH *VELOCITY = 3.31 FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 1 ---------------------------------------------------------------------- - - - - -- > >' *DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE< << '1>) >AND COMPUTE VARIOUS CONFLUENCED STREAM 'VALUES < < «< C ONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCEdTRATION(MINUTES) 22.12 RAINFALL INTENSIr (INCH.IHOLR) = 1.91 TOTAL. STREAM AREA (ACRES) = 34.90 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 54.31 CONFLUENCE INFORMATION: :STREAM 'R' F TIY.E INTENSITY NUMBER (CFS) (MIN.) (INC#/WJ'R) 95.21 73.14 1.861 54.01 22.1. 1.912 RAINFALL INTENSITY AND TIME OF CCWCENTRATION RATIO FORULA(SBC) USED FOR 2 STREAMS. VARIOUS CONFLUENCED MR40FF VALUES ARE AS FOLLOWS: 148.56 145.32 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 148.56 TIME(MINUTES) = 23.138 TOTAL AREA(ACRES) : 98.20 * x** x***** x********** xx#******# x**** xx*#** xxx # # #xxx *xx *x *xx # * # # * *xx # * # * * * # *x FLOW PROCESS FROM NODE 130.00 TO NODE 135.00 IS CODE = 6 ---------------------------------------------------------------------------- `` ..... COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA: <: ; - -� lFS EAM ELFVATIC14 - - - -- 456.50 DOWNSTREAM afVATION : 44A.00 0 STREET L N HiFEET; _ ;011.00 CURB HEIGTh(!,NCHEC) = c. STREET HALFWIDiri(FEET) = 18.00 STREET CROSSFALL(L _ .0200 SPECIFIED NUMBER OF HALF TREETS CARRYING RUNOFF = ? * *TRAVELTIME COMFUTED USING MEAN FLOW(CFS) = 153.13 ** *STREET FLOWING FULL * ** NOTE: STREETFLOW EYCEEDS TOP OF CURB. T HE FOLLOWING STREETFLOW RESULTS ARE BASED CSI THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS' GLECTED. STREET FLOWDEPTH(FEET) _ .15 HALFSTREET FLOODWIDTH(FEET) = 13.00 AVERAGE FLOW VELOCITY(FEETiSEC.) = 9.4- PRODUCT OF DEPTH&VEL CITY = 1.12 STREETFLOW TRAVELTIME(MIN) = l. i.3 TC(MIN) = 24.3' 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.304 SOIL CLASSIFICATION IS "A" SINGLE-FAMILY(1 ACRE LOT) RUNOFF C+OEEFFICIENT = .6156 SUBAREA AREA(ACRES) 3.60 SUBAREA RUNGFF(CFS) = 10.48 SUMMED AREA(ACRES) = 106.30 TOTAL RUNOFFiCFS) = 159.04 END OF SUBAREA STREETFLCW HYDRAULICS: DEPTH(FEET) _ .77 HALFSTREET FLOODWIDTH(FEET) = 13.00 FLOW VELOCITY(FEET /SEC.) = 9.40 DEPTH *VELOCITY = 1.24 FLOW PROCESS FROM NODE 135.00 TO NODE 136.00 IS CODE = 5 ---------------------------------------------------------------------------- >>) »COMPUTE i%APEZOIDAL- CHANNEL FLOW :(( >) >))TRAVELTIME Ti#tU SUBAREA:( UPSTREAM )ODE ELE'JATION = 440.00 DOWNSTREAM NODE ELEVATION = 421.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 495.00 CHANNEL BASE(FEET) _ .00 1 2" FACTOR = 50.1100 MiNNINGS FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 159.04 FLOW VEI.00ITY(FEET /SEC) = 4.31 FLOW DEPTH(FEET) _ .86 TRAVEL T1ME(MIN.) = 1.92 TC(MIN.) = 26.28 F L OW PROCESS FROM NODE 136.00 TO NODE 136.00 IS CODE = 8 ---------------------------------------------------------------------------- ) ») >ADDITION OF SUBAREA TO MAINLINE PEAT{ FLOW((:;( 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1. SOIL CLASSIFICATION IS "A° UNDE'4aOPED WATERSHED RUNOFF COEFFICIENT = .4851 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 1.16 TOTAL AREA(ACRES) = 108.90 TOTAL RUNOFF(CFS) = 160.30 TC(MIN) = 26.23 FLOW F'RC�ESU FROM NODE 136.00 TO NODE 140.00 IS CODE = 5 ---------------------------------------------------------------------- - - - - -- > >? »COMPUTE TRAPEZOIDAL- CHANNEL FLOW((:(( __-= ) >)TRAVELTIME -THRU- SUBAREA'-==,.___________ __________________ ________ ___ __ -C3 UPSTREAM +NODE ELEVATION = 427.50 DOWNSTREAM NODE ELEVATION = 410.06 CHANNEL LENGTH THRU SUMA(FEET) = 515.00 CHANNEL BASE(FEET) _ .00 "?" FACTO = 50.000 MIANMiINGS FACTOR = .030 IVXIMUM DEPTH(FEET) = 2 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 160.50 FLOW VELOCITY(FEETJSEC) = 5.06 FLOW DEPTH(FEET) _ .3 TRAVEL TIME(MIN.) = 1.69 TC(MIN.) = 27.98 FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS ^DDE = c ---------------------------------------------------------------------------- >? »ADDITION OF SUBAREA TO MAINLINE FEW, FLOW(-'((( 10.00 YEAR RAINFALL iNTENSITY(INGH;HOJJR) _ :.660 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4711 SUBAREA AREA(ACRES) = 4.70 SUBAREA RUNOFF(CFS) = 3.63 TOTAL AREA(ACRES) = 113.60 TOTAL RUNOFF(CF ) = 164.47 TC(MIN) = 27.90 FLOW PROCESS FROM NODE 140.00 TO NODE 145.J0 IS CODE ---------------------------------------------------------------------------- »COt�JTE TRAPEZOIDAL - CHANNEL FLOW((((( > > >: > >TRAVELTIME THRU SUBAREA<(<<( UPSTREAM NODE ELEVATION = 417.50 DOWNSTREAM NODE ELEVATION = 410.00 CHANNEL LENGTH THRU SUBARErA(FEET) = 215.00 CHANNEL BASE (FEET) _ .00 "2" FACTOR = 50.000 MANNINGS FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 C#1A M FLOW THRU SUBAREA(CFS) = 164.47 FLOW VELOCITY(FEET;SEC) = 5.18 FLOW DEPTH(FEET) _ .80 TRAVEL TIME(MIN.) _ .69 TC(MIN.) -- 23.67 FLOW PROCESS FROM NODE 145.00 TO NODE 145.00 IS CODE _ ---------------------------------------------------------------------------- »» >ADDITION O SUBAREA TO MAINLINE PEAK FLOW((`.( - -- - 10.00 YEAR RAINFALL INTENSITY(INCHIHOUR) = 1.63E. SOIL CLASSIFICATION IS "A" UgaELOPED WATERSHED RUNOFF COEFFICIENT = .4655 SUBAREA AREA(ACRES) = 5.10 SUBAREA RUNOFF(CFS1 = 3.53 TOTAL AREA(ACRES) = 118.1 TOTAL RUN0F(CFS) = 165.36 TC(MIN) = 23.67 FLOW PROCESS FROM NODE 145.00 TO NODE 146.00 IS CODE = 5 ---------------------------------------------------------------------- - - - - -- >>>X/'COMPUTE TRAPEZOIDAL- CHANNEL FLOW((((( » >) > >TRAVELTIME THRU SUBAREAx:w(;( ---------------------------------------------------------- --------------- ------------------------------------------------------------ UPSTREAM NODE ELEVATION = 410.00 DOWNSTREAM NODE Ei FVATICN = 401.0r, CHAt4iEL LENGTH ThRU SUBAREA( FEE') _ 4 ( CHANNEL BASE(FEET) _ .00 "Z" FACTOR = 5-4.000 MANNINGS FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.0" CHANNEL FLOW THRU SUBAREA(CFS) = 11.8.36 FLOW VELOCITY(FEET /SEC) = 4.24 FLOW DEPTH(FEET) _ .89 TRAVEL TIME(MIN.) = 1.63 TC(MIN.) = 30.30 FLOW PROCESS FROM NODE 145.00 TO NODE 146.00 IS CODE = 8 ---------------------------------------------------------------------------- »> »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<e< %'; 10.00 YEAR RAINFALL INTENSIri(INCHIHOUR) = 1.533 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RtNVOFF COEFFICIENT = .4526 SUBAREA AREA(ACRES) - 130 SUBAREA RUNOFF CFS) - 2.36 TOTAL AREA(ACRES) = 122.00 TOTAL RUNCIFF(CFS) = 170.7:' TC(MIN) = 30.30 s# x#####*####### x*#*# x#**# x*#### xxx##### xxxxxx # # #xx # # # # * *xxxxxx # * * *x # #xxx #s# FLOW PROCESS FROM NODE 146.40 TO NODE 146.44 IS COTE = 1 ---------------------------------------------------------------------- - - - - -- »DESIGNATE INDEPENDEENT STREAM FOR CONF`LUENCEC::X -- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE. TIME OF CONCENTRATION(MI+NUTES) = 30.30 RAINFALL INTENSITY (INCH.IHOUR) = 1.58 10 TOTAL STREAM AREA (ACRES) = 122.00 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 170.72 - RtA�9 7"0 fl ATE 2 . FDA 4/00�& /YZ L O 44 7/©/(/ FLOW PROCESS FROM NODE 6.00 TO NODE 148.04 IS CODE _ ---------------------------------------------------------------------------- > W) RATIONAL METHOD INITIAL SUBAREA ANALYSIS\':44e ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[(LENGTH * *3) /(ELEVATI0N{ CHANGE)) * *. INITIAL SUBAREA FLOW- LENGTH = 550.00 UPSTREAM ELEVATION = 448.00 DOWNSTREAM ELEVATION = 435.00 ELEVATION DIFFEPDlCE = 13.00 TC = .709 *1( .`,`0.00 * *3) /( 13.00)1 # *.2 = 18.721 10.00 YEAR RAINFALL !NTENSITY(INCH /HOUR) = 2.113 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5523 SUBAREA RUNOFF(CFS) = 2.33 TOTAL AREA(ACRES) = 2.00 TOTAL RUNW (CFS) = 2.33 rr 0W PROCESS FROM NODE 148.00 TO 140DE 147.00 IS CODE _ 5 ---------------------------------------------------------------------------- -)COMPUTE TRAPEZOIDAL -CHW EL FLOW"( TF;AVEL"PlE THPU SUBAREA " == °PSTPE? DE c M ^1LEY' AT: Cy==-=-=$ i`. 4(==______ _________ ____ ____ _____ ____ _____ DOWNSTREAM NODE ELEVATION = 416.00 CHANNEL LENGTH THRU SUBAREA(FEET) = n5.00 CHANNEL BASE(FEET) _ .00 "Z" FACTOR = 50.000 MANNINGS FACTOR = .030 DEPTH (FEET ) _ =. J0 CHANNEL FLOW THRU SUBAREA(CFS) = 2.33 FLOW VELOCITY(FEET /SEC) = 1.58 FLOW DEPTH(FEET) = .1 TRAVEL TIME(MIN.) = 10.39 TC(MIN.) = 29.11 FLOW PROCESS FROM NODE 147.00 TO NODE 14;.00 IS CODE = S ---------------------------------------------------------------------------- > >> >>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<:< « 10.00 YEAR RAINFALL INTENSITY(EICH /HOUR) = 1.621 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RLKIFF COEFFICIENT = .4620 SUBAREA AREA(ACRES) _ :3.50 SUBAREA RUNOFF(CFS) = 2.62 TOTAL AREA(ACRES) = 5.50 TOTAL RtKFF(CFS) = 4.96 TC(MIN) = 29.11 FLOW PROCESS FROM NODE 14?.00 TO NODE 146.00 IS CODE = 5 ---------------------------------------------------------------------- - - - - -- »)> COMPUTE TRAPEZOIDAL- CHANNEL FLOW« «< >» »TRAVELTIME THRU SUBAREA «(« UPSTREAM NODE ELEVATION = 416.00 DOWNSTREAM NODE ELEVATION = 401.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 670.00 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 50.000 MANNINGS FACTOR = .030 MAKIMLM DEPTH (FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 4.96 FLOW VELOCITY(FEET /SEC) = 1.30 FLOW DEPTH(FEET) _ .23 TRAVEL TIME(MIN.) = 6.19 TC(MIN.) = 35.30 ### x##* x### # * * # * #x * * # * # # # # # # # ## # # # * # # * # # *# xxxxxx #xxx # # #* #xxx # # # # # #tx # * #xx # ## FLOW PROCESS FROM NODE 146.00 TO MODE 146.00 IS CODE = S ---------------------------------------------------------------------------- >. > > >) ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<:C: 10.00 YEAR RAINFALL. INTENSITY(INCH /HOUR) = 1.444 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED 01OFF COEFFICIENT = .4144 SUBAREA AREA(ACRES) = 2.00 SUBAREA RI-- iNOFr(CFS) = i.2? TOTAL AREA(ACRES) _ 7.50 TOTAL RLNOFF(CFS) = 6.15 TC(MIN) = 35.30 FLOW PROCESS FROM NODE 146.00 TO NODE 146.00 IS CODE = 1 ---------------------------------------------------------------------------- > »> >DESIGNATE INDEPENDENT STREAM FOR CONFLLENCE< «<< AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES< <: CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 35.30 RAINFALL INTENSITY (INCH. /HOVE) = 1.44 TOTAL STREAM AREA (ACRES) = 7.50 TOTAL STREAM ,R UNOFF (CFa) AT COINFLUENCE = 0.1 Cr_t4FLUl STREAM N UMBER I T(CE INFOi RUNOFF (CPS) 170. A. iMATION: T INTENSITY (MIN.) (INCIi /hOiR) 30.30 1.583 35.30 1.444 RAINFALL INTENSITY AND TIME i-F CONCENTRATION RATIO FORMULA(SBC) USED FOR 3 VARIOUS ICON LUENCED RUNOFF VALUIES ARE AS FOLLOWS: 176.00 161.92 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF C-F3 = 176.00 TIME'NTNUTES) = 3il.::33 TOTAL AREA(ACRES) = 129.50 x* x*** xx* x* x* x* xx*** xx** x**** xx**** xxxxx****** xxxxxxxxxx *xx.� *x *xxx *x *x *xx * xx FLOW PROCESS FROM NODE 146.00 TO NODE 170.00 T CODE _ ---------------------------------------------------------------------------- ; i iCOMPU!TE TRAPEZOIDAL-CHANNEL FLOW« < < < - ME THRU K!BAREAC' UPSTREAM (ODE ELE�;TI:�.1 = 401.00 DOWNSTREAM NODE ELEVATION = 334.00 CHANNEL LENGTH THRU SUBAREA (FEE'S) = 325.00 CHANNEL KSE(FEET) _ .00 "i" FACTOR = 50.000 MANNINGS FACTOR = .0:30 MAYIMUM rt FTH(FEET` = L.00 CHANNEL FLOW THRU SUBAREA( FS) = 176.00 FLOW VEL1=1 '(FEET,'SEC) = 3.3 FLOW DEPTH(rEt; ) _ .35 TRAVEL TIME(MItti. = 1.63 TC(MIN.) = 3'.13 xxx* xxxxx* xxx** x** xx* x*** x xx* x* xxxx** xxxt** xxxs * : *x * * * * *xx *x *xxx *xxx * *xxxr *t FL PROCESS FROM NO DE 170.00 TO NODE 170.00 IS CODE = 8 ---------------------------------------------------------------------------- > ;'ADDITION ;'.IF gJBAREA TO MAINLINE PEAT{ FLOW «< <i 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.52£ SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4384 SUBAREA AREA(ACRES) 1 SUBAREA RUNOFF(CFS) = 1.00 TOTAL AREA(ACRES) = i3i.00 TOTAL RUNOFF(CFS) = 177.01 TC(MIN) = 32.13 FLOW PROCESS FROM NODE 170.00 TO NODE 175.00 IS CODE = 5 ---------------------------------------------------------------------- - - - - -- x*cOmPUTE TRAPEZOIDAL-CHANNEL FLOW« «< k%) TRAVELTIME TWU S UBAREA<e "<< UPSTREAM 'NODE ELEVATION = 394.00 DLVETREAM NODE E LEVATION = 382.00 N CHA EL LENG3T'ri THRU SUBAREA FEE _ 660. CHANNEL BASE (FEET _ ^' _ ,�� A: TOR i,, wA3ltlilCiS =ACTOR PP..NNEL ri'% THRU, FLOW VELOCITY(FEET /SEC) = 5.57 FLOW DErTH(FEET) TRAVEL TIME(NIN.) = 1.9' TC(MIN.) = :34.110 FLOW PROCESS FROM NODE 175.00 TO NODE 175.00 IS CODE = ---------------------------------------------------------------------- - - - - -- )) ).;ADDITION OF SUBAREA TO MAINLINE PEAK FLOW: 10.00 YEAR RRAINFALL INTENSITY(INCHIHOUR) = 1.474 :OIL CLASSIFICATION I3 "A° SINGLE- FAMILY(1-ACRE LOT) RUNOFF COEFFICIENT = .5067 SUBAREA ' E- A(ACRES) = 11.10 SUBAREA RUNOFF(CF.3) = 3.;:2 TOTAL AREA(ACRES) = 142".10 TOTAL RUNOFF(C:FS) = 0.33 TCfMIN) = 34.10 FLOW PROCESS FROM NODE 175.00 TO NODE 175.00 IS CvDE = 1 ---------------------------------------------------------------------------- ),)))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE 1 " CONFLUENCE VALUES USED FOR INDEFENDEN T STREAM 1 ARE: TIME OF CONCENTRRATION(MINUTES) = 04.10 RAINFALL INTENSITY (IX.H.!HOUR) = 1.47 TOTAL STREAM AREA (ACRES) = 142.10 TOTAL STREAM RUNOFF (CFS) AT CONFLLUENCE = 185.3: ######$ x######### x#######*### x##### x###$#### x # # # #$ #x # # # # # # # # # * # # # # # # # # #$ # *$x FLOW PROCESS FROM NODE 7.00 TO NODE 150.00 IS CODE _ ---------------------------------------------------------------------------- " `" RATIONAL METHOD INITIAL SUBAREA ANALYSIS; AS910j INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *((LENGTH * *3) /(ELEVATION CHANGE)( * *.2 INITIAL SUBAREA FLOW - LENGTH = 730.00 LFSTREA.M ELEVATION = 463.00 DOWICTREAM ELEVATION = 4157.00 ELEVATION DIFFERENCE = 11.00 TC = .709 *1( 730.00 * *3)1( 1,.00)1 * *.� = 2^4.'341 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.870 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUFF COEFFICIENT = .5137 SUBAREA RUNOFF(CFS) = 4.52 TOTAL AREA(ACRES) = 4.70 TOTAL RUNGFF(CFS) = 4.52 FLOW PROCESS FROM NODE 150.00 TO NODE 151.00 IS CODE = 5 ---------------------------------------------------------------------------- )))))COMPUTE TRAPEZOIDAL - CHANNEL FLOW <C(:( )))))TRAVELTIME - iHRU SUBAREA' "" ----------------------------------------------------------------------- UPSTREAM NODE ELEVATION = 457.00 DOWNSTREAN NODE ELEVATION = 451.00 CHANNEL LENGTH THR%U SUBAREA(FEETr = 305.00 CHANNEL RA''"E(FEET = .O Z" FACTOR = `0 , :)ir0 MANNINGS FACTOR = .0:30 DEPTH(FEET) = 2.aO CHA144EL FLOW THRU 51JBAREA(C:FS) = 4.52 FLOW VELOCITY(FEETrSEC) = 1.64 FLO"EPTH(FEET) TRAVEL TIME(MIN.) = 3.09 TC�MIN.) = 26.03 El ############################################# # # # ## # # # # # # # # # # # # ## # # # # # # # # ## ## FLOW PROCESS FROM 140DE 151.00 TO NODE 151.00 IS CODE _ 8 ---------------------------------------------------------------------------- >') >'ADDITION OF SUBAREA TO MAINLINE PEAK FLOW - -- - 10.00 YEAR RAINFALL INTENSITY(INCHIHOUR) = 1.734 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RU NOFF COEFFICIENT = .4O72 SUBAREA AREA(ACPZ = 1. 30 ,SUBAREA " ". RUNLIFF:CF S; TOTAL AREA(ACRE`:) = 5.60 TOTAL RUNrjFF(Cr) TC(MIN) = 26.03 FLOW PROCESS FROM NODE 151.00 TO NODE 155. IS CODE = 5 ---------------------------------------------------------------------- - - - - -- ))`..)COMPUTE TRAPEZOIDAL- CHANNEL FLOW(,((( > Wf TRAVELTIME U SUBAREA((((( - - -- - -- -- - -- - - - - - UPSTPEAM NODE ELEVATION = 45 DOWNSTREAM NODE ELEVATION = 444.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 325.00 C ML BASE(FEET) _ .00 "Z" FACTOR = 50.000 MANNI14GS FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = i.31 FLOW VELOCITY(FEETiSEC) = 1.77 FLOW DEPTH(FEET) _ .30 TRAVEL TIME(MIN.) = 106 TC(MIN.) = 29.09 FLOW PROCESS FROM NODE 155.00.70 NODE 150.0 IS CODE = 3 ---------------------------------------------------------------------------- )) >))ADuITIOMi OF SUBAREA M MAINLINE PEAK FLOWM" 10.00 YEAR RAINFALL INTENSITY(INCrUHOUR) SOIL CLASSIFICATION IS !' UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4622 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CF "a) = 3.75 TOTAL AREA(ACRES) = 13.60 TOTAL RUNOFF(CF�) = 11.56 TC(MIN) _ 29.05 ############################################# # ## # # # # # # # # # # # # # # # # # # # # # # # # # # ## FLOW PROCESS FROM NODE 155.00 TO NODE 156.00 iS CODE -- 5 ---------------------------------------------------------------------- - - - - -- >>>>>COWJTE TRAPEZOIDAL-CHANNEL FLOWM<< > >> > >TRAVELTIME THRU SUBAREAM< UPSTREAM NODE ELEVATION = 444.00 DOWNSTREAM NODE ELEVATION = 436.00 CHANNEL LENGTH THRU SUBAREA (FEET) -- 415.00 CHANNEL BASE(FEET) _ .00 FACTOR = 50.000 IMMINGS FACTOR = .030 MAXIMUM DEPTH(FEET) = 2,;11 CHANNEL FLOW T HRU SUBAREA(CFS) = 11.56 FLOW VELOC7Y (FEE ";SEC:) = :..15 FL "W .'.'.EPTH lFEETI = .1.:3 TRAVEL TIME (MIN.) = -3. ^412 TC (MI1i.) FLOW PROCESS FROM NODE 156.00 TO NODE 156.00 IS CODE = 3 ---------------------------------------------------------------------------- ))`>)ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« U " 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.523 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4369 SUBAREA AREA(ACRES) = 7.00 SUBAREA RUNOFF(CFS) = 4.66 TOTAL AREA(ACRES) = 20.60 TOTAL RUNOFF(CFS) = 16.12 1 TC(MIN) = 32.31 FLOW PROCESS FROM NODE 156.00 TO NODE 160.00 IS CODE = 5 ---------------------------------------------------------------------------- »)))COMPUTE TRAPEZOIDAL - CHANNEL FLOW << {« »> »TRA`i'ELTIME THR IUBAREA<<:«< UPSTREAM NODE PEVATION = 436.30 DOWNSTREAM NODE ELEVATION = 428.00 CHANNEL LENGTH THRU SUBAREA(FEET) = :320.30 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 53.303 MANNI10 FACTOR = .330 MAXIMUM DEPTH(FEET) - 2. 00 CHANNEL FLOW rriRU SUBAREA(CFS) = 16.21 FLOW VELOCITYIFEETISEC) = 2.51 FLOW DEPTH(FEET) _ .36 TRAVEL TIME(MIN.) = 2 2.12 TC(MIN.) = 34.44 FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 3 ---------------------------------------------------------------------------- >i)% > ADDITION OF SUBAREA TO MAINLINE PEAK r'LOW« «< - -- - 10.00 YEAR RAINFALL. INTENSITY(INCH /HOUR) -- 1.466 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4203 SUBAREA AREA(ACRES) = 18.30 SUBAREA RUNOFF(CFS) = 11. TOTAL AREA(ACRES) = 38.90 TOTAL RUNOFF(CFS) = ^47.50 TC(MIN) = 34.44 iVAOS N-0 12.0417101V FLOW PROCESS FROM NODE 160.00 TO 1,13DE 161.00 IS CODE = 5 ---------------------------------------------------------------------------- , ))COMPUTE TRAPEZOIDAL - CHANNEL FLOW << «< ) >» ;TRAVELTIME THRU SUBAREA<«<< -- UPSTREAM NODE ELEVATION = 423.00 DOwNsTREAM NODE ELEVATION = 414.50 CHA(',iE_ LENGTH THRU SUBAREA(FEET) = 590.00 e= CHANNEL BASE(FEET) _ .00 "Z" FACTOR = =0.000 -. MAN, 1003S FACTOR -- .030 MAXIMUM DEPTH(FEET) = 1.00 'HANNEL FLOW THRU SUBAREA(CF5) = 2 .50 FLOW +;ELOCITY(FEETISEC) = '.63 FLOW DEPTH(FEET) _ .45 TRAVEL TIME(MIN.; = 3.67 TC(MIN.) = 33.11 O FLOW PROCESS FROM NODE 161.00 TO NODE 16:.00 I:3 CODE _ 3 ---------------------------------------------------------------------------- )>>>)ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<< <: - -- - 10.00 YEAR RAINFALL INTENSITY (INCHIHOUR) = 1.373 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RU94OFF COEFFICIENT = .3340 SUBAREA AREA(ACRES) = 4.0 SUBAREA RUNOFF (CF) TOTAL AREA(ACRES) = 43.10 TOTAL RUNOFF{CFS) = 25.73 TC{MIN) = 33.11 FLOW PROCESS FROM NODE 151.00 TO NODE :3.00 IS CODE = 5 ---------------------------------------------------------------------------- "COMPUTE TRAFEZCIDAl. -CM#ZL , )))TRAVELTIME THRU SUBAREA( «< UPSTREAM NODE ELEVATION = 414.50 DOWNSTREAM NODE ELEVATION = 407.00 CHANNE -L LENGTH THRU SUBAREA (FE'cT) = 400.00 CHANNEL BASE(FEET) = .00 "%" FACTOR = 50.000 MANNINGS FACTOR = .030 MAXIMUM DEPTH (FEET) = 2.00 CHANNEL FLOW THRU SUIREPA (CFS) = 25.78 FLOW VELOCITY (FEET /SEC) = 2.54 FLOW DEPTH (FEET) _ .48 TRAVEL TIME (MIN.) = 2.63 TC(MIN.) = 40.73 FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 8 ---------------------------------------------------------------------------- )) >))ADBITiO1N OF SUBAREA TO MAINLINE PEAK FLOW « << 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.325 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .3754 SUBAREA AREA(ACRES) _ . 2.00 SUBAREA RUNCIFF(CF:;) _ .3:3 TOTAL AREA (ACRES) = 45.10 TOTAL RUNOFF (CFS) = 30.1 TC(MIN) = 40.73 *## x### xtx# xx# x*#* x# xxxxxxxx# t### t# x#### x##*# #xt ## # * * # # # * * #t # # # # * # # # # xxx # #x FLOW PROCESS FROM NODE 10.00 TO NODE 15.00 IS CODE -- 5 ---------------------------------------------------------------------- - - - - -- ))) ))COMPUTE TRAPEZOIDAL -CHANNEL FLOW{ < <<< )))))TRAV'ELTIME THRU SUBAREA( «< UPSTREAM NODE ELEVATION = 407.00 DOWNSTREAM NODE ELEVATION = 402.00 CHANNEL LENGTH THRU SUBAREA {FEET) = 230.00 CHANNEL BASE(FEET) = .00 "L" FACTOR = 50.000 MANNINGS FACTOR = .030 MAXIMUM DEPTH (FEET) = 2.00 0 CHANNEL:. FLOW THRU SUBAREA (CFS) = 30.78 FLOW VELOCITY (FEET /SEC) = 2.62 FLOW DEPTH(FEET) _ .48 TRAVE TIME (MIN.) = 1.; TC (MIN.) = 4:2.51 c - t- FLOW F;OCESS F%t X r4ODE 1 ,.iii TO NOD + 1 1 c.0 _a is =�DF = ---------------------------------------------------------------------------- > ::.>ADDITION OF SUBAREA TO MAINLINE ?EAK FL_OW; ' 1 YEAR RAINFALL INTENSITY(INCH /HOUR) 1.2K SOIL CLASSIFICATION IS 'A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .3630 SUBAREA AAEA(ACRES) = 2.10 SUBAREA rW% FF(CFS) _ .138 TOTAL AREA(ACRES) = 47.20 TOTAL RUNOFF(CFS) = 31.76 TC(MIN) = 42.51 FLOW PROCESS FROM NODE 15.00 TO NODE 20.00 iS CIDE = 5 'X% > COMPUTE TRAFELOIDAL-C.F44WL FLOW , `ft >:. ? % >TRAVELTIME THRU SUBAREAff UPSTREAM NODE ELEVATION = 402.00 DOWNSTREAM NODE ELEVATION = 390.00 CHAtKL LENGTH THRU SUBAREA(FEET) = 7010.00 CHANNEL BASE(FEET) = .00 FACTOR = =0.000 MANNINGS FACTOR = .030 MA) IX:M DEPTH(FEET) = 2.030 CHANNEL FLOW THRU SUBARE.4(CFS) = 31.76 FLOW YEL!C'ITY(FEETiSEC) _ 2. 71 FLOW DEPTH(FEET) _ .48 TRAVEL TIME(MIN.) = 4.31 TC(MIN.) = 46.82 FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 8 ---------------------------------------------------------------------------- >t-> >ADDITION OF SUBAREA TO MAINLINE PEAK F OWfffff 10.00 YEAR RAINFALL INTENSITY(INCHiHOUR) = 1.219 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RLMFF COEFFICIENT = .3340 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 1.62 TOTAL. AREA(ACRES) = 51.20 TOTAL RUKIFF(CFS) = 33.39 TC(MIN) = 46.32 FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 5 ? >:COMPU'TE TRAPEZOIDAL - CHANNEL FLOWffftf "'TRAVELTIME THRU SUBAREA" 'X UPSTREAM NODE ELEVATION = 390.00 DOWNSTREAM NODE ELEVATION = 386.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 380.00 CHAR& BASE (FEET) = .00 "Z" FACTOR = 50 .000 MANNINGS FACTOR = .0:30 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SLWA(CFS) = 33.39 FLO VELOCIT`i(FEETJ',EC) = .23 FLOW DEPTH(FEET) _ .55 TRAVEL TIME(MIN.) = 2.84 TC(MIN.) = 49.66 FLOW PRCu �ESS FROM NODE 30.00 TO NODE 30.0110 TS 0_ _011 E = 0; ---------------------------------------------------------------------- - - - - -- 6 2 1 :ADDITION OF SUBAREA TO MAINLINE PEAK F_OW - C:: 10.00 YEAR RAINFALL iNTENSITYiINC:HiHOUR) = 1.177 SOIL CLASSIFICATION IS "A" INDEVELOPED WATERSHED RUNOFF COEFFICIENT = .3154 SUBAREA AREA(ACRES) = 6.20 SUBAREA RUNOFF(CFS) = 2.34 TOTAL AREA(ACRES) = 57.50 TOTAL RUNOFF,CFS) = 35.73 TC(MIN) = 49.66 FLOW PROCESS FROM NODE 30.00 TO NODE 30 IS CODE = 8 ---------------------------------------------------------------------------- ) OF SUBAREA TO MAINLINE PEAK FLOW("(( 10.00 YEAR RAINFALL INTENSIT`i (INCHiHOUR) = 1.177 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .3154 SUBAREA AREAiA:RES) = 14.90 SUBAREA RUNOFF(CFS) = 5.5: TOTAL AREA(ACRES) = 72.40 TOTAL RU.NOFFiCFS) = 41.2.6 TC GAIN! - 49.66 FLOW PROCESS FROM NODE 30.00 TO NODE 175.00 IS CODE = 5 ),);:COMPUTE TRAPEZOIDAL - CHANNEL FLOWkX<(X :� ) `3 : TRA'VELTIlYE THRU SUBAREAS � x t { UPSTREAM NODE ELEVATION = 386.00 DOWNSTREAM NODE ELEVATION = 382.00 C HANNEL L&%TH THRU SUBAREA;FEET) = 615.00 CHANNEL BASE(FEET) _ .00 "Z" FACTOR = 50.000 MANNINGS FACTOR = .030 MAXIMUM DEPTHir'EETI = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 41.26 FLOW VELOCIif(f ET = 1.83 FLOW DEPTH(FEET) TRAVEL TIME(MIN.) = 5.61 TC(MIN.) = 55.26 FLOW PROCESS FROM NODE 175. TO NODE 175.00 IS CODE = S ---------------------------------------------------------------------------- >.)S >ADDITION OF SUBAREA TO MAINLINE PEAK FLOWffl<' - -- - 10.00 YEAR RAINFALL INTENSITY(INCHIHOUR) = 1.104 SOIL CLASSIFICATION IS "A" SINGLE-FAMILY(I -ACRE LOT) RUNOFF COEFFICIENT = .3940 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFFiCFS) TOTAL AREA(ACRES) = 76.60 TOTAL RUNOFF(CFS) = 43.09 TC(MIN) = 55.26 FLOW PROCESS FROM NODE 175.00 TO WIDE 175.00 IS CODE = I ---------------------------------------------------------------------- - - - - -- ii: >JJDESIGt�TE INDEPENDENT STREAM FOR CONFLUENCE(• <(', , \> -,' AND COMPUTE VARIOUS CONFLUENC-ED STREAM VALUEti:r ; {{ -- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATICINIX%ITES) = C5.2E. RAINFALL iNTUISITY 'Iir H-!!HCUP) = 1.1? TOTAL STREAM AREA (ACRES) = 7E.A0 TOTAL STREAM RUNOFF(CPS) AT C C;`F1.UEJCE _ 413? C INFORMATION: STPEAM RUNOFF TIME INTENSITY MJMBER US) (MIN.) (INCH /HCOJR) 185.33 34.10 1.474 43.09 55.25 1.104 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA( BC) USED FOR 2 STREAMS. VARIOUS CONFLUENCED R011OFF VALUES ARE AS FOLLOWS: 211.92 181.81, COMPUTED CONFLUENCE ESTIMATES ARE AS FCLLC+WS: RUTJCFF(CFS) = 211.92 TIME(MI,'4UTES) = 34.140 TOTAL AREA(ACRES) = 218.70 END OF RATIONAL METHOD ANALYSIS 90 �, a /qa' 7 r: Es nATIONL! METHOD HYI:ROLG{;'r �OMPUTEF: PROGRAM rASri:: +id SAN BERNARDINO COUNTY ; IBC; ,.. 1533 HYDROL[gi MAMA A'l'.', \t. C) Copyright 1383,1 kiyarced En gineering Software AES', Especieiiy Prepared for: i4A;OLE AND ASSOCIATES # ** * * * * ** *DESCRIPTION OF * TR 12314 E;ISTING ONSITE & OFFSITE ?:5 t * F +N T ANA * JN 142 -609 6114!3* IFILE Ea1231 .0 _; ---------------------------------------------------------------------------- USER 'SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIiPjl'M PIPE SIZ = 15.00 SPECIFIED PERCENT OF 5RADIENTS (DECIMAL il TO USE FOR FRICTI0N SLOE 10 -YEAR STORM 60 -MIMM INTENSITY (INCHIHOUR) = 1.04.7 100 -FEAR STORM 0- MIOJTE INTENSITYU = 1 .540 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1-H0UR INTENSITY HOUR) = 1.2147 ;LOPE OF INTENSITY DURATION CURVE _ .6000 SBC HYDROLOGY MAN AL "C "- VALUES USED tl`. �`,' t�`•:':�`. \ \i;�i {'.41� .:�'.i: t. .. %r'i %i ". t!r'ii ?.. ='i;'Jt:: Advanced Engineering Software IAES) SERIAL No. I0665I VER. 3.3C RELEASE DATE: 2120186 .'' i`. t: �\ ��.`,: i<. i.`. i�. �t\ � .«i�! \'.t",`i.<<'�. \i. > % >. > > % >i �,'..ii.�i;':',.��, J.t r,•!:'t J:....:'Y m FLOW PROCESS FROM NODE 4.00 TO NODE 100.00 IS CODE = 2 ---------------------------------------------------------------------------- > > > . >RATIONAL METHOD INITIAL SUBAREA ANALYS13 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- �. ASSUMED INITIAL S &REA LNIFORN DEVELOPMENT IS SINGiLE FAMILY ;114 ACRE) 'C = N; *1 LENGTH * *3),' +ELEVATION CHANGE))* *.2 INITIAL SUBAREA FLOW -1 EI = 600.00 UPSTREAM ELEVATION = 51`.00 DOWNSTREAM ELEVATION = =01.5!l ELEVATION DIFFERENCE = 13.`3 TC = .393* ( ( 600. !'0 * *:3)1( 13.50; ) It - 1 0.K4 ® 25.0 YEAR RAINFALL INTENSITY(INCHtHOURI = 3.342 SOIL CLASSIFICATION IS "A" SINGLE FAMILY(1 ACRE LOT) RUNOFF COEFFICIENT-= .7573 SUBAREA RUWjFF(CFS) = 10.02 TOTAL AREA(ACRES) = 3.40 TOTAL PUNOFF(C = 10.02 FLOW P ROCESS FROM NODE 100.00 To NODE 105.00 IS CODE _ ---------------------------------------------------------------------------- OMPUTE STREETFLOW TRAVELTIME THRU SUBAREA:::;' LIFSTREAM ELEVATION = 501.50 DOWNSTREAM ELEVAT = 4C . re S T BEET LENGTF (FEET) = 510.00 CURB HEIGTH ( INCISES) = h. STREET HALFWIT- TH(FEET) = 18.30 STREET CAOSSFALL(DECIMAI) _ .020(i SPECIFIED liMBE OF HALFSTREETS CARRYING RUNOFF = **TRAVELTIME COMPUTED USING MEAAN FLOW(CFSI 2 1`.._0 :STREET = OWDEPTH(FEcT) = .39 HALFSTREET FLOODWIDTH(FEET) = 1,113 AVERAGE FLOW VELOCITY(FEETISEC.) = 4.17 PRODUCT OF DEPTH &VELOCITY = 1. STREETFLOW TRAVE''.TIiRE(MIN) = 2.04 TC(MIN) = 12.37 Ei�:SITY(i;dCH;rHOURI - 3.05:' 25.00 YEAR RAINFALL INT SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(114 ACRE LOT) RUNOFF COEFFICIENT = .74 7 SUBAREA AREA(ACRES) = 4.60 SUBAREA RUNOFF(CFS) = 10.51 SUMMED AREA(ACRES) = 8.50 TOTAL K)NOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULIC`3: DE'TH(FFET) _ .42 HALFSTREET FLOOPWIDT'H(FEET) = 14.65 FLOW VELOCITY' (FEE T i'SEC. ) = 4.54 DEPTH*VELiCITY = 1.90 xx** x**** xx* x** xx* x* x* xx** x** x* x** xxx* x**** xx ** * * * *xxxxx * * * ** *x * ** *x * * * * * *x* FLOW PP FROM NODE 105. TO Nora. 106.00 IS CODE = S ---------------------------------------------------------------------------- •'`COMPUTE STREETFLOW TRAVER Til THRU SUBAREA;; -- UPSTREAM ELEVATION = 488.50 DOWNSTREAM ELEVATION = 4 STREET LENGTH(FEET) = 505.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 188.00 STREET CROSSFALL(DECIMAL) _ .0200 SPECIFIED NUMBER OF HALFSTREETS C.ARRYI,NG RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 25.24 STREET FLOWDEPTH(FEET) _ .45 HALFSTREET FLOODWIDTH(FEET) = 16.20 AVERAGE FLOW VELOCITY(FEETiSEC.) = 4.60 PRODUCT OF DEPTH&6E+ELOCITY = 2.07 STREETFLOW TRAVELTIME(MIN) = 1.83 TC(MIN) = 14.70 25.00 YEAR RAINFALL iyTENSIT"r(I;fCH;'HOUR) _ :.8�5 SOIL CLASSIFICATION IS "A" SIi16LE-MlILY(1l4 ACRE LOT) RUNOFF COEFFICIENT = .7:387 SUBAREA AREA(ACRES) = 4.50 SUBAREA ��ry i,`IkNOFF(C:FS) = 3.. , 3U,4 Ei A FE - 1 •+.0 '3 T PUNOFF(C S - v9. END OF SUBAREA STPHTFLOW H DRA(L:Ca: DEF'TH(FFET) _ .47 HALFSTREET F 0ODWIDTH %i-EEET- = ...: FLCAvill rE .00ITY (FEETI EC. i = 4. t:° DEF- TH*VEL3CI ! - FLOW PROCESS FROM NODE 106.00 TO MODE 110.00 IS CODE = 6 ---------------------------------------------------------------------- ' 'i , STREE TRAVEL'+IME THRU SUBAREA(:` C -- UPSTREAM ELEVATIOJ = 476.50 DOWNSTREAM ELE'ATION = 463.00 STREET LENGT]H(FEET) = 465.00 CURB HEIGTH(POES) = 6. STREET HALFWIDTH(FEET) = 13.00 STREET CROSSFALL(DECIMAL) = .0200 SFECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS).= 33.91 ** *STREET FLOWING F(.LL * ** STREET FLOWDEPTH(FEET) = .50 HALFSTREET FLOODWIDTH(FEET) = 13.00 AVERA13 FLOW VEL.00ITY (FEE T /SEC.) FRODUCT 9F DEPTIH&VELOCITY = x.33 STREETFLOW TRAVELTIME (MIN) = 8.62 TC�(MItJ = 16.32 25.00 YEAR RA INTENSITY(INCH1 = 2'.553 SOIL CLASSIFICATION is "A" 31INGLE -FAMILY {1;`4 ACFE LOT) RUNOFF COEFFICiEtJT SUBAREA AREA(ACRES) = 4.10 SUBAREA RUNCI-F(CFS) 7,315 SUMMED AREA(ACRES) = 1 7. 1 10 TOTAL RUNOFF(CFS) = 37.;:8 CC) OF SUBAREA STREETFLOW HYDRAULICS. DEPTH(FEET) _ .`2 HALFSTREET FLOCCWIDTH(FEET) = 10.00 FLOW VELOCITY (FEET /SEC.) = 4.37 DEPTH *VELOCITY = 2.`1 FLOW PROCESS FROM NODE 110.00 TO NODE 115.00 IS CODE = 6 ---------------------------------------------------------------------------- )i ?')COMPUTE STREETFLOW TRAVELTIME TfRU SUBAREA.:��:<: - - - - - - - - -- - - - - UPSTREAM Pi ELEVATION = 468.00 DOWNSTREAM ELEVATION = 464.`3 STREET LENGTH(FEET) = 365.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DECIMAL) _ .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN F_OW(CFS) = 44.38 ** *STREET FLOWING F ULL * ** NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTICN THAT NEGLIBLE FLOP! OCCURS OUTSIDE OF THE STREET CHANNEL. THAT iS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTd(FEET) = .59 HALFSTREET FLOODWIDTHiFEET) = 13.00 AVERAGE FLOW VELOCITY (FEE T /SEC.) = 4.19 PRODUCT OF DEPTH&VELOCITY = 2.49 STREETFLOW TRA'V'ELTIME(MIN) = 1.45 TC(MIN) = 1;.7 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.521 SOIL CLASSIFICATION iS "A" SINGLE- FAMILY(1 ACRE LOT) RUNOFF COEFFICIENT = .725:3 SUBAREA AREA(ACRES) = 7.10 SUBAREA RUNOFF(CFS; = 12.90 SUMMED AREA(ACRES) = 24.20 TOTAL RUJOFF(CFS) = 50.36 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .61 HALFSTREET FLOODWIDTH(FEET! = 13.00 FLOW VELOCIT`('(FEE I-33EC.) = 4.=; DE TlFtVELOCI _ _.77 (9 FLOW nCCESS FROM NODE 115.00 TO NODE 1 .0. ii(' IS CODE _ -_ -_ -= C �iMfU? E TREETFLC�i RAVELTIME HRt; S�JFAREAi =_____ ______ __ ___________ UFSTREAM ELEVATION = 464.50 DOWNSTREAM ELEVATION = 462.50 ST REET L E'iGTH(FEET) = 410.00 CURB HEIGTH(INCHES) = S. STREET HALFWIDTH (FEET) = 13.00 STREET CROSSFALL IDECINA.) _ 000 :FEC:r'iED NUMBER OF HALF3TREET3 CARRYING RUNOFF = _ * *TRAVELTI,'+E COMPUTED USING MEAN FLOW(CFS; = c2.81 * ** *STREET FLOWING FG * ** NOTE: STREETFLOW DXEEPS TOP OF C_:RB. Tir FOLLOWING 3TREETFLOW RE SULTS RE ERASED ON ;HE ASSU111P T ION+ THAT FEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHAtv`1JEL. THAT IS, ALL FLOW ALONG THE ARk,'WAY, ETC., IS NEGLECTED. STREET FLOWDEFTH(FEET) = .73 HALFSTREET FLOODWILTH(FEET) = 18.00 AVERAGE FLOW VELOCITY (FEET /SEC. ` = 4.0`• PRODUCT OF DEPTH &VELOCITY = 2.96 STREETFLOW TRAVELTINE (MIN) = 1.69 TC(MIN = 19.4= �1,00 YEAR FAIRIFALL INTENSITYiIHIHC+URi SOIL CLASSIFICATION IS 'A" TINGLE- FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .71e SUBAREA AREA(ACRES) = 13.90 SUBAREA RUT40FF:CF'3; = :3.04 : :uNfD AREA(ACRES) = 38.10 TOTAL R()NOFF?7v - 74. END OF SUBAREA STREETFLOW HYDRAULICS. �EPTH(FEET) = .77 HALFSTREET FLOODWIDTH (FEET) = 18.00 FLOW VELOCITY(F FEET /SEC.) = 4.42 DEPTH *VELOCITY = 3.40 FLOW PROCESS FROM NODE 120.00 TO N ODE 125.00 i CIIDE = ---------------------------------------------------------------------------- >X CO -VUTE STREETFLOW TRAVELTIME THRU 'SiBAREA;tE'' ----------------- - - - --- UPSTREAM ELEVATION = 462.50 DOWNSTREAM ELEVATION = 460.00 STREET LENGTH(FEET) = 530.00 CURB HEIGTH(INCFES) = 6. STREET HALFWIDTH(FEET) - 13.00 STREET CROSSFALL(DECIMA SPECIFIED NUMBER OF HALFSTREET3 CARRYING RRL F = 2 s *TRAVELTIME COMPLIED USING MEAN FLOW(CPS) = 89.07 ** *STREET FLOWING FULL* ** NOTE. STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .83 HALFSTREET FLOODWIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.68 PRODUCT OF DEPTH&VELOCITY = 3.88 STREETFLOW TRAVELTIME(MIN) = 1.59 TC(MIN) = 21.34 25.00 YEAR RAINFALL INTENSITY(INCH /FOUR) = 2.2 SOIL CLASSIFICATION IS "A" SINGLE-FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7108 ... SUBAREA AREA(ACRES) = 17.90 SUBAREA RUNOFF(CFSI = 23.74 SUMMED AREA(ACRES) = 56.00 TOTAL RUNOFF(CFS) = 103.44 END OF SUBAREA STREEIFLOW HY DRAULI C S. DEPTH(FEET) _ .39 HALFSTREET FLOODWIDTH(FEc ) = 1 O FLOW 4'ELOCITY :P=ET :'SEC, I = 4.90 IIEF'T ! *VELOCIT' 4.:i i 6B ####### t################################### t #t ## ## # # # * # # # # #tt * # tx.ttt#tt - FLOW PROCESS FROM N +_DE - -- 12`-00 TO NlODE - -- 130 - + - �' CODE -- -- r ------ - - - - -- : ?COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA ( -- UPSTREAM ELEVATION = 460.00 DOWNSTREAM ELEVATION = 456.50 STREET LENGTH(FEET) = 405.00 CURB HEIGTH(IRCHES) = 6. STREET HALFWIDTH(T ET) = 13.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = * *TR'NVELTIME COMPUTED USING MEAN FLOW(CFS,` = 109.09 ** *STREET FLOWING FULL * ** NOTE: STREETFLOW DCEEDS TOP OF CURB. THE FOLLOWING STREE RESULTS ARE BASED ON THE ASSUIMPTIC3N TFIAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NE GILECTED. S TREET FLOWDEPTH(FEc) = .31 HALFSTREET FLOODWIDTH(FEET) AVERAGE FLOW VELOCITY(FEET %SEC.) = 5.96 PRODUCT OF D THaVELOCITY = 4.01 :TREETFLOW TRAVE!TIME(MINI = 1.13 TC(h'ItL' _ n2.47 25.10 YEAR RAINFALL INTENSITY(INCHi'RGUR1 = _.I90 SOIL CLASSIFICATION IS "A" 9I,1GLE-FAMILY(1f4 ACRE OT) RUNOFF CO EFFIC E'!I = .7064 SUBAREA AREA(ACRES) _ 7.30 SUBAREA RUNOFF;CFS) = 11.2.9 SUMMED AREA (ACRES) = 63.30 TOTAL RUNOFF CF S) = i 14. �3 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH( EcI) = .33 HALFSTREET F-LOODWIuTH(FEEf) = 10.00 FUG VELOCITY(FEET;SEC.) = 6. DEPTH *VELOCITY = 4. FLOW PROCESS FROM NODE 130.00 TO NODE 20.00 IS CODE = 1 ---------------------------------------------------------------------------- >)'*DESIGNATE INDEPENDENT STREAM FOR CONFLUENCEEz " CONFLUENCE VALUE: USED FOR INDE''ENDENT STREAM 1 ARE. TIME OF CONCENTRATION(MINUTES) = 22.47 RAINFALL INTENSITY (INCH. /HCdJR) TOTAL STREAM AREA (ACRES) = 6?.30 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 114.73 FLOW PROCESS FRC44 NODE 5.00 TO NODE 121.00 IS CODE = 2 ---------------------------------------------------------------------------- ? 'r> %RATIONAL METWjD INITIAL SUBAREA ANALYSIS lo.. AS%XED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY 1i4 ACRE) TC = K *i(LENGTH * *3)1(ELEVATION CHANGE)l * *.2 INITIAL SUBAREA FLOW- LENGTH = :00.00 UPSTREAM ELEVATION = 509.00 DOWt4STFEAN ELEVATION = 497.00 ELEVATION D = i2.00 TC = .39:3 *i( :00.00 1. il.! .0[- YEAR RAINFALL INTENSITY (INL-HiHC5(k) .34 :CiIL C N -, V- 41TION i'� "Al SINGLE- FAMILY(l,4 ACRE LOT) RUNOFF COEFFICIENT = .756C SUBAREA RUNOFF - C:FS) = 10.11 TOTAL AREA(ACRES) = 4. TOTAL RUNOFFICFS) 111. FLOW PROCESS FROM NODE 121.00 TO NODE 126.00 IS CODE = 6 ---------------------------------------------------------------------------- ?; COMPJTE STREETFLOW inAY'ELTIME THRU Si1BAREA<.;'.:�: -- UPSTREAM ELEVATION = 497.00 DOWNSTREAM ELEVATION = 494.00 STREET LENGTH = 495.00 C URB HEIGTH(INCHES) = 6. :STREET HALFWIDTN(FEET) = 18.00 STREET CROSSFALL(DECiML :FECIFIED NUMBER OF HALFSTREtTS CARRYING RUNOFF = .. **TRAVELTIME �XiMPUMLD USING MEAN FL'Wi.CF) = 15.3 :TREET FLOWDEPTH;FEET) _ .43 H.;LF =T FLOODWIDTH(FEET) = 1 7.7. AVERAGE FLOW vE. 00ITY(F EE T,S EC. , PRODUCT OF DErTH&V'ELOCITY = ;. STREETFLOW TRA' ?ELTIMEiMIN) _ 3.40 I: T�:.(M N, 25.00 YEAR RAINFALL INTE"ISLTY(INM/HOUR) = I. 842' :OIL CLASSIFICATION SINGLE- FAMIL`r'(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7393 SUBAREA AREA(ACRES) - 4.'90 SUBAREA RUNOFFXFS) = 10.30 "SUMMED AREA(ACRES) = 3.00 TOTAL UNOF (CFS) = 66 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET' _ .52 HALFSTREET FLOODWIDTn(FEET' = 18.00 ® F LOW vELOCITY(FEETt'SEC.) = 2.66 "DEPTH *VELOCITY = 1.37 * x** xxx*** x* xxx*** x*** xx* x* x**** xx* xx*** x* x** x * * * * * * * * * *x *x ** ** * * * * * * * * * * * *# FLOW P^nOCE53 FROM MODE 12 TO NODE 1 =7. 010 IS CHIDE = 6 ---------------------------------------------------------------------------- :i ? ::.`•'s W- , !TE �:TREETFLOW TRAVELTiME THRU ' ! +BAREA ' ; -------------------------- UPSTREAM ELEVATION = 494.00 DOWNSTREAM ELEVATION = 4;S8.J0 STREET LENGTHIFEET) = 640.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DECIMAL) _ .0200 SPECIFIES NUMBER OF HALFSTREET6 CARRYING RUNOFF = **TRAVELTIMIE COMPUTED tSING MEAN FLOW(CFS) = 29.3' ** *STREET FLOWING FJLL * ** NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT -TGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWPEPTH(FEET) _ .52 HA.FSTREET FLOODWIDTH(FEET) = 18.00 AVERAGE FLOW '.'ELOCITY(FEET /SEC.) = 178 PRODUCT OF DEPTH&VELOCITY = 1.95 STREETFLOW TRAV'ELTIMIE(MIN) = l K TC(MIN) = 17 -38 25.00 YEAR RAINFALL INTENSITY(INCHiHOUR) = 2.5" SOIL CLASSIFICATION IS "A" ® SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7269 SUBAREA AREA(ACRES) = 9.40 SUBAREA RUNOFF(CFS) = 17.46 SUMMED AREA(ACRES) = 18.40 TOTAL RUNOFF(CFS) = 38.12 EN 'D OF SUBAREA STREETFLOW HYDRAULICS. DEFTH(FEL;) _ .55 HALFSTREET FLOODWIDTH(FEET) = 1 8.00 T FLOW `:`�.GGITY(FEET;'`,E�;,; = 4. 1' <r.P�H *V_�i�� E Sr . . IT''j = _.:-0 Ee -- FLOW r -- - nOM- - ----0 TO NODE --- 123 - +)G IS ;CO'ClE ---- --------------- - - - - -- 3; >- STREETFLOW TRAVELTIME THRU SUBAREA0' X' UPSTREAM ELEVATION = 433.00 DOWNSTREAM ELEVATION = 477. G0 STREET LENGTH(FEET) = 495.00 CURB HEIGTH (INCHES) = 6. STREET - HALFWIDTH (FEET) = 13.00 STREET CROSSFALL'DECIMAL) _ .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 42.95 ** *STREET FLOWING FULL * ** NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT 13EGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ET_:., IS NEGLECTED. STREET FLOWDEPTH {FEET) = .52 HALFSTREET FLOODWIDTH(FEET) = 18.00 AVERAGE FLOW VELOCI - if (FEETISEC.) - 5.53 FRODUCT OF DEPTH &VELOCITr = 2.85 STREETFLOW TRAVELTIME(MIN) = 1.49 TC (MIN) : 13.87 25.00 YEAR RAINFALL INTENSITY (INCH /HOUR) = 2.43_ SOIL CLASSIFICATION IS "Al! SINGLE-FAMILY (114 ACRE LOT) RUNOFF COEFFICIENT SUBAREA AREA(ACRES) = 5.50 SUBAREA RUNOFF(CFS) _ `3.64 S L ,VIED AREA (ACRES) = 23.90 TOTAL RUNOFF (GFS) = 47.76 END OF SUBAREA 'STREETFLOW HYDRAULICS: DEPTH(FEET) = .54 HALFSTREET FLOODWIDTH (FEET/ = 18.00 FLOW VELOCITY{FEET /SEC.) = 5.64 DEPTH *VELOCITY = 3.0 1 FL PROCESS FROM NODE i =B. JO TO NODE 129.00 IS CODE : c ---------------------------------------------------------------------------- X COMPUTE STREETFLOW :rtAVELTIME THRU SUBAREAS.: {: € UPSTREAM ELEVATION ELEVATION = 477.00 DOWNSTREAM ELEVATION = 467.00 STREET LENGTH(FEET) = 50`.00 CURB HEIGTH (INCHES) = 6. STREET HALFWIDTH (FEET) = 13.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 52.33 ** *STREET FLOWING FLN.L * ** ,TTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG TaE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .55 HALFSTREET FLOODWIDTH(FEET) : 18.00 AVERAGE FLOW VELOCITY(FEETiSEC.) = 5.70 PROIUCT OF DEPTH&VELOCITY = 3.16 STREETFLOW TRAVELTIME(MIN) = 2.48 TC(MIN) = 20.34 25.00 YEAR RAINFALL IN7ENSITY(IN;:HiHOI) = 2.324 SOIL CLASSIFICATION IS "++' 3INGLE-FAMILY(1 4 ACRE LOT; RUNOFF COEFFICIENT = .7147 UIBAREA AREA (ACRES) _ -5G c�UBAREA RUNOFr (CF-03):�.1� a 9. ii_ RU NOFF {CPS; U�MMEI reEh{ACRES 2 40 TOT : END OF . UBAREA STREETFLOW HYDRAULICS: DEFTH(FEET) _ .57 HALFSTREET FLOODWIDTH(FEET) = 18.'0 FLOW VELOCITY(FEET %SEC.) = 5.76 DEPTH #VELOCITYi' = 3.31 FLOW PROCESS FROM NODE 1. 00 TO NODE 130.00 IS CODE = 6 ---------------------------------------------------------------------------- > }::)COMPUTE STREETSFLOW TRA4'ELTIME TIC) SUBAREA(( c:C -- UPSTREAM ELEVATION = 467.00 DOWNSTREAM ELEVATION = 4 °6.50 STREET LENGTH(FEET) 470.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 15.00 STREET CROSSFALL(DECIMAL! _ .0100 SPECIFIED , ,BER OF HALFSTR,EETS CARRYING RUNOFF = 1 33 TRAVELTIME !:OMPUTEED USING MEAN F % = c.1. 28 ***STREET FLOWING FLLL # # NOTE: Srr%EETFLGW E-C:EEDS TOP OF CURB. THE FOLLOWIING STREETFLC+W RESULTS ARE BASED OIN THE ASSI.IrIFTIC-N THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE '1 T'r.CET OVA(iNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) _ .57 HALFSTREEET FLOCDWIDTH(FEET) = 18.00 AVERAGE FLOW VELOC:ITY(FEET /SEC.) = 6.10 PRO OF DEPTHVvEL 1 Y = 3. D+: STREETFLOW TRAVELTIME(MIN) = 1.16 X(MIN) = 21.61 15.00 YEAR RAINFALL !NTEYSI;f(INCH/HOlUR) = 1.141 SJ3IL CLASSIFICATION IS "A" SINGLE-FANILY(1 4 ACRE LOT) RINOFF COEFFICIENT = .7097 SUBAREA AREA(ACRES) = 5.50 SUBAREA RUtIQFF(CFS) = 8.75 SUMMED AREA(ACRES) = 34.50 TOTAL RUNOFF(CFS) = 65.65 END OF SUBAREA ST REETFL"uW HYDRAULICS: DEPTH(FEET) _ .57 4LFSTREET FLOODWIDTH(FEET) = 13.00 FLOW V'ELO ITY(FEET;SEC.) = 6.64 DEPTH #VELOCITY = 3.81 FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 1 ---------------------------------------------------------------------------- >; >;' >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <`"' "AND C:OmPUTE VARIOUS CONFLUENCED STREAM VALUES�'C <:;; CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) _ 21.61 RAINFALL INTENSITY (INCH. /HOUR) = 1.14 TOTAL STREAM AREA (ACRES) = 34.90 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 65.65 CONFLUENCE XORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (14IN.) ;INCH /HOUR) 1 114.3 X1.47 2.190 65.65 21.61 1.141 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMU-A(SBC) USED FOR 2 STREAMS. VARIOUS 'C LUENCED RUNOFF VALUES ARE AS FOLLOWS: 4i5 1:' ..6 C +MPU T ED CutvFLUENCE ESTIMATES ARE 1.1S FOLLOWS. 72 RUNOF. (CF-' _ " ' ME(MIN ') _ ' TOTAL AREA(ACRES) ? 'i- >n FLOW PROCESS FROM NODE 130.00 TO NODE 135.00 IS CODE = 6 ---------------------------------------------------------------------------- ;3, COMPUTE STREETFLOW TRAVELTIME THRU SUBAREAC:C<< -- UPSTREAM ELE- PIATION = 456.50 DOWNSTREAM ELEVATION = 440.00 STREET LENGTH(FEET; = 700.00 CluRB HEIGTH(INCHES) = 6. STREET HALFA- IDTH(FEET) = 18.00 STREET CROSSFALL(DECIMAL) = -020G SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNG = * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 185..7 ** *STREET FLOWING FULL * ** I I E: STREETFLOW EXCEEDS TOP OF CURB THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE A_ JMPTION THAT ZGLIBLE FLOW OCCURS OUTSIDE OF THE S.'T CHANNEL. THAT IS, ALL FLOW ALG14G THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) _ .81 HALFSTREET FLOODWIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 10.il PRODUCT OF DEPTH&VELOCITY = 8.18 STREETFLOW TRAVELTIME(MIN) = 1.15 TC(MIN) 23.;3 25.00 YEAR RAINFALL INTENSITY (INCA( /HOUIR) SOIL CLASSIFICATION IS "A" SINGLE-FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7020 SUBAREA AREA(ACRES, = 8.60 SUBAREA n1 +tiOff(CfS) = i2.33 SUMMED AREA(W-RES} = 106.80 TOTAL. RUNOFF(CFS) = 191.08 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .83 HALFSTREET FLOODWIDTH(FEET) = 13.00 FLOW VELOCITY(FEET /SEC.) = 10.08 DEPTH*4EL.00ITY = 3.34 4 aFEi2 . 7a .41-A r. _3 Kok MAC T�oN - *xx : xxx * xx * * * *x *x * *xx *xxx * xxxx ** xxxxx * x* *xxx * * *x *xxx * * *xx * * * * * * * * * x = *s *x* FLOW PROCESS FROM NODE 135.00 TO NODE 136.00 IS CODE = 5 ---------------------------------------------------------------------------- %!) %COMPUTE TRAPEZOIDAL- CHANNEL FLOW <<. > > >'/TRAVELTIME THRU SEUBAREAtX UPSTREAM NODE ELEVATION = 440.00 DOWNSTREAM NODE ELEVATION = 427.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 495.00 CHAPEL BASE(FEET) = .00 "Z" FACTOR = 50.000 MANNINGS FACTOR = .030 MAXIMLlM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU 3UBAREA(CFS) = 191.68 FLOW VELOCITY(FEETISEC) = 4.51 FLOW DEPTH(FEET) _ .92 TRAVEL TIME(MIN.) = 1.33 TC(MIN.) = 25.46 x *x *x *xxxxx * *xxxxxxxxxxxx #xxx *xxxxxxxxxxx *xxx *xxxxxxxxx *x* *xxxx *x *x * * * *x *xxx FLOW PROCESS FROM NODE 136.00 TO NODE 136.00 IS CODE = 8 ---------------------------------------------------------------------------- >) ?r'ADDITION OF SUBAREA TO MAINLINE PEAK FLOW "e( 25.00 YEAR RAINFALL iNTENSITY(INCH /HOUR) = 2.032 SOIL CLASSIFICATION I "A" _UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5404 SUBAREA AREA (ACRES) = 2.10 SUBAREA RUNOF9 (CF1 TOTAL AR EA(ACRE'S) = 1 j TOTAL RUNOFFiCr TC(MIN) = 25.46 FLOW PROCESS FROM NODE 136.00 TO NODE 140.00 IS CODE = 5 ---------------------------------------------------------------------------- , > >} ):COMPUTE TRAPEZOIDAL-CHANNEL FLOW((((( :i) ?iTPAVELTIM THRU -SUBAREA( <:::: UPSTREAM NODE ELEVATION = 427.50 DOWNSTREAM NODE ELEVATION = 410.00 CHWL LENGTH THRU SUBAREA(FEET) = 515.00 CHANNEL BASE (FEET) = . 0 FACTOR = j0. C;;O W4NINGS FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 CHAti'NEL FLOW THK- SUBAREA (CF.S) = 19 '3.99 FLOW VELOCIT':'(FEETISEC) = 5.25 FLOW DEPTHiFEET) = r TRAVEL TIME(MIN. = 1.63 TC(MIN.) = . 09 x#*######## x####*##s## x* x# xx#s* xx*##*###### xxx # # #x * # * # *x # # # * #xxxx*xx * * * * xxtx FLOW PROCESS FROM NODE 1 »0.00 TO NODE 140.00 IS CODE ---------------------------------------------------------------------- - - - - -- `ADDITION OF ,SUBAREA TO MAINLINE PEAK r"LOW( < :�: r Jt:: 25.00 YEAR RAINFALL INTENSITY(IN(.;-i /HOUR) = 1.957 SOIL CLASSIFICATION IS "A" A UNDEVELOPED WA RUNOFF CDEFFICIE;4T = .52$7 SUBAREA AREA(ACRES) = 4.70 SUBAREA RUNOFF(CFS) = 4.06 TOTAL AREA(ACRES) = 113.60 TOTAL R►_lNOFF(CFS) = 198.:5 TC(MIN) = 27.09 x#**######*# x####ss## x##* xxx##**###* x##s*###s #s # * #ssx # # # # # # # # * # #x # # # * # ##x # ** FLOW PROCESS FROM NODE 140.00 TO NODE 145.00 IS CODE = 5 ---------------------------------------------------------------------------- )(Nii> )COMPUTE TRAPEZOIDAL- CHANNEL FLOW(( :( , ' > >'f >TRAVELTIME Ml SUBAREA(. " UPSTREAM NODE ELEVATION = 417.50 DOWNSTREAM NODE ELEVATION = 7 CHANNEL L;MTH THRU SUBAREA(FEET) = 21S.00 CHANNEL BASE(FEET) _ .00 "Z" FACTOR = 50.000 MANVINGS FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 198.35 FLOW VELOCITY(FEET /SEC) = 5.39 FLOW DEPTH(FEET) TRAVEL. TIME(MIN.) = .67 TC(MIN.) = 27.75 FLOW PROCESS FROM NODE 145.00 TO NODE 1 IS CODE = 8 ---------------------------------------------------------------------- - - - - -- >) ?ADDITION OF SUBAREA TO MAINLINE PEAK. FLOW((((( - -- - 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.923 SOIL CLASSIFICATION 1 "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5240 SUBAREA AREA(ACRES) = 5.10 SUBAREA RUNOFF(CFS) = 5.116 TOTAL AREA(ACRES: = 113.70 TOTAL RUNOFF(CFS) TC(MIN) - 27.75 FLOW PROCESS FROM NODE 145.00 TO NODE 146.00 1 .5 CODE _ ---------------------------------------------------------------------------- %» >COMPUTE TRAPEZZOIDAL- C84MEL FLOW« «< ;> > >TRAVELTIME THRU SUBAREA < «« UPSTREAM NODE &EVATION = 410.00 DOWNSTREAM NODE ELEVATION = 401.00 CHANNEL LENGTH THRU % (FEET) = 415.00 CHANNEL BASE(FEET) = .00 "?" FACTOR = 50.001. MANNINGS FACTOR = .030 MA'I.MUM DEPTH(FEET) _ 2.10 CHANNEL FLOW THRU SUBAREA(Cr'S) = 204,00 1OW VELOCITYiFEET /SEC) = 4,49 FLOW DEPTH(FEET) TRAVEL TIME(MIN.) = 1.54 TC'MIN.) = 29.29 ■ FLOW PROCESS FROM NODE 146.00 TO NODE 146.70 I3 CODE = S ---------------------------------------------------------------------------- DDITION OF SUBAREA TO MAINLINE PEAK FLOW 25.00 YEAR RAINFALL INTENSITY (INCX HOUR] = 1. 56:, SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED KINOFF CCIEFFICIENT = .5132 SUBAREA AREA(ACRES) : 3.30 SUBAREA RUNOFF(C.FS) : 3.15 TOTAL ART:A(ACRES) = 122.00 TOTAL RUNOFF(CFS) = 207.17 TC(MIN) = 29.29 FLOW PROCESS FROM NODE 1 146.00 TO NODE 146.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >- DESI HATE INDEPENDENT STREAM FOR CONFLUEENCE " :< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) - 29.29 RAINFALL INTENSITY (INCH. /:TOUR) = 1.3 TOTAL STREAM AREA (ACRES) = 122.00 TOTAL STREAM RVNOFF(CFS) AT CONFLUENCE = 207.17 FLOW PROCESS FROM NODE 6.00 TO NODE 143.00 IS CODE = ---------------------------------------------------------------------------- > » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS("" ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR C(YVER TC = ri.$1(LENGTH # #3) /(ELEVATION CHANGE))ft.L INITIAL SUBAREA FLOW - LENGTH = 550.00 UPSTREAM ELEVATION = 445.00 DOWNSTREAM ELEVATION = 435.00 ELEVATION DIFFERENCE : 13.00 TC = .709 #11 550.00 # #3) /( 13.<<O))$t.2 = 11721 25.00 'YW RAINFALL INTENSITY(INCH /HLjR) _ 2 .44:? SOIL CLASSIFICATION I5 "A" UNDEVELOPED WATERSHED R�UNOFr COEFFICIENT = . a2n ISUEAPIA" RUNOFF ;CPS) 21. 90 TOTAL AREA(ACRES) _ ., 00 O ^' RC" l r r _ au T "T,� !�_ r'. lCtrigg To A42 4o4ATIoN ® FLOW PROCESS FROM NODE 143.00 TO NODE 1 IS CODE = 5 ---------------------------------------------------------------------------- f »;?GCiMPt�TE TRAPEZOIDAL- CHANNEL FLOW;; `> " TRAVELTIME THRU SUBAREA((/%%'t: - - - - - -- -- - - - - - -- -- -- - - - - - -- UPSTREAM NODE ELEVATION = 435.00 DOWNS i riEAM NODE ELEVA T ICt`+ = 416.00 CHANNEL LENGTH THRU SUBAREA (FEET) = '?'85.00 CHANNEL BASE(FEET) _ .00 "Z'' FACTOR = 5u.000 MANfING3 FACTOR = .030 MAXTXIM DEPTH(FEET; = 2. 00 CHANNEL FLOW THRU SUBAREA(CFS, = 2.90 FLOW VELOCITY(FEET /.EC) = 1.40 FLOW DEPTH(FEET) _ . Ll TRAVEL TIME(MIN.) = 1 TC(MIN.) = 30.42 FLOW PROCESS FROM NODE 147.00 TO NODE 147.00 IS CODE = 3 ---------------------------------------------------------------------- - - - - -- fi? %>ADDIt'ION OF SUBAREA TO MAINLINE PEAK FLOW \:: '. 25.00 YEAR RAINFALL iNTE.NSITY(INCHiHOUR) = 1. 8 1 26 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF CuOEFFICIENT = .5055 SUBAREA AREA(ACRES) = 3.. 30SAREA RUN'JFF(CFS) TOTAL AREA(ACRES) = 5.50 TOTAL RUNOFF(CFS) TC (Miiv) FLOW PROCESS FROM NODE 147.00 TO NODE 146.00 IS[�E = 5 ---------------------------------------------------------------------------- > ? %CtUTE TRAPEZOIDAL-G'r4;Nt�EI FLOWS: : ; ; ::TRAVELTIME THRU SUBAREA <.C<(' UPSTREAM NODE ELEVATION = 416.00 DOWNSTREAM NODE ELEVATIPaN = 401.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 670.00 CHANNEL BASE(FEET) _ .00 FACTOR = 50.000 MANNINGS FACTOR = .030 MAXIMUM DEPTH(FEET) 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 6.13 FLOW VELOCITY (FEET/ SEC) = 1.74 FLOW DEPTH(FEET) _ .27 TRAVEL TIME(MIN.) _ 6.43 TC(MIN.) = 36. "e5 FLOW PROCESS FROM NODE 146.00 TO NODE 146.00 IS CODE = 3 ---------------------------------------------------------------------- - - - - -- );1111 )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((::: - -- - 25.00 YEAR RAINFALL INTENSITY (INC.HInlOUR) = 1.6 SOIL CLASSIFICATION 'IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFIG.01 SUBAREA AREA(ACRES) _ 2 .00 SUBAREA RUNOFF(CFS) = 1.51 TOTAL AREA(ACRES) = 7.50 TOTAL RUNOFF(CFS) - 7.64 TC(MIN) = 36.3 O #**## t#* x### xr#*## x t### t###### ti# t0!.0 F## t##* * #t.ti * #x# *ttt # #f *x *± # # # # # xt# FLOW 'PROCESS FROM 440DE 146.00 TO NODE 146.0[ IS CODE = i ---------------------------------------------------------------------------- ® . %? t: ?DESIGGNA T E INDEPENDENT 3TREAM FOR CONED �EPdCc %\ %AND COMPUTE VARIOUS CONFLUENCED 'STREAM VALUES (<C « - - CMI LIENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF COt4M4TRATIONEMIt%4JTES) = 36.85 RAINFALL INTENSITY JNCH. 1.03 TOTAL STREAM AREA (ACRE::) = 7. 5. TOTAL STREAM RUNOFF CFS) yT CONFLUENCE = %. i4 v i CONFLUEIXE INFORMATION: STREAM RUNOFF TIME iNTENSIT`s' NUV- ER (CF.) (MIN. ) (INCHiHOUR) 1.06: '.' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(SK -1 :SEC FOR ? STREAirzi. VARIOUS CONFLUENCED R11NOFF Ve -L!►ES ARE AS FOLLOWS. 213.24 183.17 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CF3) = 213.24 Tl9 MINUTES) = 29.E 5 TOTAL AREA(ACRES) = 129.50 FLOW 'PROCESS FROM NODE 146.00 TO NODE 170.00 IS CODE = 5 ---------------------------------------------------------------------------- ;.)COMPUTE TRAPEZOIDAL - CHANNEL FLOW {<XX :: 0 TRAVELTIME T HRU SUBAP,EA << ! UPSTREAM ;XDE ELEVATION = 401.00 DOWNSTREAM NODE ELEVATION = 334.00 CHANNEL LEWTH THRU SUBAREA(FEET) = 425.00 CHANNEL BASEiFEET) _ .00 "" FACTOR = 50.000 MANNINGS FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLC44 1HRU SUBAREA(Cr ?t = 2 FLOW VELCtITY(FEETISEC) = 4.13 FLOW DEPTH(FEET) = 1.02 TRAVEL TIME(MIN.) = 1.71 TC(MIN.) = 31.01 *s xx******ss xs* x**s*s*s**#* x*******s*sss***ss * * * # *s * * * * * *sxs *x * *s * * * # *x # * *s* FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 8 ---------------------------------------------------------------------------- ,' ?> ?: >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<t::< - -- - 25.00 YEAR RAINFALL !NTENSITY(INCH /HOUR) = 1.305 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5015 SUBAREA AREA(ACRES) = 1.50 SUBAREA RLffF(CFS) = 1.36 TOTAL AREA(ACRES) = 131.00 TOTAL RU F (CFS) = 214.60 TC(MIN) = 31.01 . -„- T . FLOW PRC�CE�: FROM Dr. 1;0.OJ TO NO %E i?5.0" l - C - DE _ C iMFU T E T RAPE r UIDAL- C)A - FLOW T RAVELTII�E THRi � Sib�;REA :; : E : LPSTREAM NODE ELEVATION = 394.00 DOWNSTREAM NODE ELEVATION = 30:.:0 CHANNEL LENGTH THRU SUBAREA(FEET) = 660.00 CHANNEL BASE(FEET) = .00 " FACTOR = 50.000 MANNINGS FACTOR = .020 MA<1IMUN DEPTH(FEET) = 2.0 0 CHANNEL FLOW THRU SLEMEA(CFS) _ ::14.60 FLOW VELOCITY(FEETiSEC) -- 5.31 FLOW DEPTH(FEET) _ .a& TRAVEL TIME (MIN.) = 1.09 X(MIN.) = 32.90 FLOW PROCESS FROM NODE 1 TO NODE 115.0,- I S CODE = - ---------------------------------------------------------------------------- '>: )ADDITION OFF SUBAREA TO MAINLINE PEAS: FLOW:.:;; :. 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.742 :SOIL CLASSIFICATION IS "A" SINGLE-FAMILY Q -ACRE LOT) RUNOFF OEFFICIENiT = .5611 SUBAREA AREA(ACP.EY) = 11.10 SUBAREA RUNOFF(CF :S) = 10.35 TOTAL AREA(ACRES) = 142.10 TOTAL RUNOFF(CFS) = 225.4` T� (MIN) = 1� . FLOW PROCESS FROM NODE 1 TO NODE 17 0111 IS LODE = I ---------------------------------------------------------------------------- - :_ -_= DESIGNATE INDEPENDENT - STREAM - FOR CC h' fLi J94Cr ' --- =__ ____ ______ __ ________ CGNFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: T IM E OF CONCENTRATION(MINUTES) = 32.90 RAINFALL INTENSITY ;INCH. = 1.74 TOTAL STREAM AREA (ACRES) = 142.10 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 225.45 / :i�:l,e 19W.,9 /Vd- 1- 044r/oN F LOW FROCESS FROM NO DE 7.00 TO NODE 150.00 IS CODE ---------------------------------------------------------------------------- :>: );RATIONAL METHOD INITIAL SUBAREA ANALYSIS% ASSUMED INITIAL S1.PMEA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *I(LENGTH * *3) CHANGE)l * *.2 INITIAL SUBAREA FLOW-LENGTH = 730.L10 UPSTREAM ELEVATION = 465.00 DOWNSTREAM ELEVATION = 457.00 ELEVATION DIFFERENCE = 11.00 TC = .709 *I! 730.00* *3)11( 11.00)l * *.2 = 22.94 25.00 YEAR RAINFALL INTENSITY(I", (HOUR) = 2.163 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RLINOFF COEFFICIENT = .5592 SUBAREA RU OFF(CFS) = 5. TOTAL AREA(ACRES) = 4.70 TOTAL RUNOFF(CFS) = 5.c3 FLOW PROCESS FROM NODE 150.00 TO NODE i =1.` :'° IS CODE = ---------------------------------------------------------------------------- i COMPUTE TRArEZOIDAL-CHANtdEL FI+JW! % : 't'.- T RAVELTXE i dRU vBAREA; «( ( +JjPSTREAM NODE ELEVATION = 457.00 DOWNSTREAM NODE ELEVATION = 451.:+0 CHANNEL LEXTH THRU SUBAREA(FEET) = '305.00 CHANNEL BASE(FEET) _ .00 " -" FACTOR = 50.0: +0 MAN00 FACTOR = .030 MAXIMUM DFPTH(FEET) = x.00 CHANNEL FLOW THRU q BAREA US) = 5.58 FLOW ,' OCITY(FEET %SEC) = 1.51 FL DEPTH!FEETi - 7 T RAVEL TIME (MI;d.) = 3.15 TC MIN. i = 26.10 El- L x# xx###* xx## xxx#*##### x# xxxxx##* x## x## xxx#*## #xxx # # *xxxx # #xx *xy #x #xxtxxxx #xx FLOW FROCE3S FROM NODE 151.60 TO NODE 151.06 IS W DE = ---------------------------=------------------------------------------------ > J.ADDITII�V OF SUBAREA TO MAINLI.NE PEAR: FLOW' 25.00 YEAR R !NTE.NSITY(INCHfH4JR) SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RtJNOFF COEFFU:IENT = .5358 SUBAREA AREA("RES) = 3.90 SUBAREA RUNOFF(CFS; _ ;.i8 TOTAL AREA(ACRES) = 8.60 TOTAL RUNOFF(CFS) = 5.87 TC(MIN) = 26.10 FLOW PROCESS FROM NODE 151.00 TO NODE 155.00 IS CODE = 5 >: >:: ?COMPUTE TfiAPEZOIDAL- CMUMEL FLOW< % %V% i ? :>TRAVELTIW THRU SUFAREA «« UPSTREAM MODE ZLEVATION = 451.00 DOWNSTREAM NODE ELEVATION = 444.:10 CHANNEL LENGiTH THRU SUBAREA (FEET) = 325 CH BASE(FEET) = .00 "Z" FACTOR = 50.+100 MANNINGS FACTOR = .030 MAXIMtiM DEPTH(FEET) _ x.00 CHANNEL FLOW THRU SUBAREA(CFS) = 9.=; FLOW `rELOCITY(FEETISEC) = 2.24 FLOW DEPTH,FEET) TRAVEL TIME(MIN.) = 2.42 MMIN.) = ZS.`: FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 IS CODE = 8 ---------------------------------------------------------------------------- ? ? }, %AGDITICN'i OF SUBAREA TO MAINLINE PEAK -- - 25.00 YEAR RAINFALL INTENSITY(INCRIHOUR) = 1.838 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5186 SUBAREA AREA(ACRES) = 5.00 SUBAREA RLUFF US) = 4.92 TOTAL AREA(ACRES) = 13.60 TOTAL RIFF(CFS) = 14.73 TC(MIN) = 2 FLOW PROCESS FROM NODE 155.00 TO NODE 156.u0 IS -r = 5 TF.APE OII - CHANNEL FLOW n "I o `3 %TRAVFLTIME THRU SU$AREH;.... UPSTREAM MODE ELEVATION = 444.00 DOWNSTREAM NODE ELEVATDN = 43E. CHANNEL LENGTH THRU SUBAREA(FEET) = 415.00 CHANNEL BASE(FEET) = .00 FACTOR = 50.000 MANNINGS FACTOR = .030 :4AXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CF3) = 14.73 FLOW VFLOCITY(FEETISEC) = 2.29 FLOW DEPTH(FEET) _ .36 TRAVEL TIME(MIN.) = 3.02 TC(MIN.) = 31.53 FLOW PROCESS FROM NODE 156.00 TO NODE 156.00 IS CODE = 8 ---------------------------------------------------------------------------- : %;> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW' % / 25.00 YEA RAINFALL INTENSiTY(INCHIHOUR) = 1.7 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSAD RUNOFF COEFFICIENT = .4980 SUBAREA AREWITYES) - 7.00 .SUBAREA RUNOFF CFS) TOTAL AREA(ACRES) = 20.60 TOTAL RUNOFF(CFS) = 21.02 TC(MIN) = 31.53 FLOW PROCESS FROM NODE 156.00 TO NODE 160.00 IS COD = 5 ---------------------------------------------------------------------------- . * > >COMPUTE TRAPEZOIDAL- tE FLOWC.C. iRAVELTIME- THRU SJBAREA('.:<{___________ ______ ________________ ________ - -- - - - - - - - -- - -- - JPSTREAM NODE ELEVATION = 436.00 DOWNSTREAM NODE ELEVATION = 4fi3.00 CHANNEL LENGTH THRU SUBAREA (FEE 1 = 31. CHANNEL BASE(FEET) _ .00 "Z" FACTOR = 50.000 MA1r1+iINGS FACTOR = .030 MAXIINUM DEPTH(FEET) = 2.00 CHANWL FLOW THRU SUBAREA(CFS) = 21.02 FLOW VELOCITY(FEETiSEC) = 2. 75 FLOW DEPTH(FEET) TRAVEL TIME(MIN.) = 1.94 TC(MIN.) = 333.4 FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = G ---------------------------------------------------------------------------- )X *'ADDITION OF SUBAREA TO MAINLINE PEW, FLOW< X(< 25.00 YEAR RAINFALL INTENSITY(INCHMR) = !X44 SOIL CLASSIFICATION IS "a" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4852 SUBAREA AREA(ACP.ES) = 18.30 SUBAREA RUNOFF(CFS) _ :5.31 TOTAL AREA(ACRES) = 38.90 TOTAL RUNOFF(CFS) = 36.33 TC(MIN) = 33.47 J'D AGATE _zT SOX NOAS �= . � � T/0 N • - - • FLOW PROCESS FROM NODE 160.00 TO NODE 161.00 IS CODE = 5 ---------------------------------------------------------------------------- ...'`COMPUTE TRAPEZOIDAL-CHANNEL FLOW;:�;�' TRAVciii:' � TriRL SURi ��__________ ______________ ______________ _ __ O UPSTREAM NODE ELEVATION = 4- DOWNSTREAM NODE ELEVATION = 414.50 CHANNEL LENGTH THRU 3UBAP,EA(FEET) = 590.00 CHANNEL BASE (FEET) _ .00 "Z" FACTOR = 50.000 MANNINGS FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 36.3:3 FLOW VELOCITY(FEETiSEC) = 3.10 FLOW DEPTH(FEET) _ .43 TRAVEL TIPiE(MIN.) _ 3.18 TC(MIN.) = 36.65 FLOW PROCESS FROM NO DE 161.00 TO NODE 161.00 IS CODE ---------------------------------------------------------------------------- ' > < ADDITION OF USAREA TO MAINLINE PEAK FLOW:;: <:_: - - - -- .U0 YEAR RAINFALL iNTENSIir (INCH /HOUR) = 1.63•.' SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4645 3L.BAREA AREA (ACRES) = 4.20 - SUBAREA RUNOFF(CF) TOTAL AREA(AC:RES) = 43.10 IOI RUNOFF(CF -t = .ia. l TC (MT N) FLOW PROCESS FRChyi NODE 161.00 TO NODE 10.00 IS CODE r::) COMPUTE TRAPEZZOIDAL-CHANNEL FLOW:-::; ?TRAVELTIi4E J HRU SUBAREA: <: {C UPSTREAM NODE ELEVATION = ---- 414.50 - -- DOWNSTREAM40DE ELEVATION = 407.00 CHAP : �_DrjTH ThRU .3UBAREA(FEET) = 400.00 CHANNEL BASE(FEET) _ .00 "Z" FACTOR = 50.000 AP�III FACTOR = .030 MAXIMM DEPTH(FEET) _ -2.00 CHANNEL FLOW THRU SUBAREA(CFS) - 39.51 FLOW VELCCiTiFc'ET;SEG) = 2.97 FLOW DEFTH(FEET) TRAVEL TIME(MIN.) = 2.24 TC(MIN.) = 38.89 FLOW PROCESS FROM NODE 10.00 Tl NODE 10.00 IS CODE = 8 ---------------------------------------------------------------------------- ii »ADDITION OF SUBAREA TO MAINLINE PEAR: F LOWe "(: 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.576 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RJJNOFF COEFFICIENT = .4508 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 45.10 TOTAL RUNOFF(CFS) = 40. 94 TC(MIN) = 38.39 * x## x##*** xxx*#***# x* x*##****$#** x#*#### x#* xx # * *x * *x # * * * *xx # # #x *x # # # * # # * # # ## FLOW PROCESS FROM NODE 10.00 TO NODE 15.00 IS CODE = 5 >.`•> MPUTE TRAPEZOIDAL-CHANNEL FLOW :C: ?iTRAVELTIPE THRU SUBAREAOX - UPSTREAM NODE ELEVATION 407. DOWNSTREAM NODE ELEVATION = 40 2.00 C'A14VEL LEW'TH T HRU SUBAREA i'FEIE T i = G ..r0 CHANNEL BASE(FEET) _ .00 FACTCiR = 50...-10 kNINGS FACTOR = 030 MA:;iMUM DEPTH(FEET) CHANNEL FLOW THRU SUBAREA(CFS) = 40.94 FLOW VELOCITY(FE''ET /SEC) = 2.74 FLOW DEPTH(FEET) _ .C5 TRAVEL TIME(MIN.) = 1.70 TC(MIN.) = 40.59: FLOW PROCESS FROM NODE 15.00 TO NODE 45.00 IS CODE = 8 ---------------------------------------------------------------------------- > >ADDITIC� OF SUBAREA TO MAINLINE PEAK FLOW"'.. . 25.00 YEAR RAINFALL I;� ENSITY(INCHIHOUR) = 1.,A;6 SOIL CLASSIFICATION IS "A" LiNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4404 SUBAREA AREA(ACRES) = 2.1. SUBAREA RUNOFF OFS) = 1.42 TOTAL AREA(ACRES) = 47.20 TOTAL RUNGFF(CF "a) = 42.3E TC(MIN) = 40.59 FLOW PROCESS FROM NODE 15.00 TO NODE 20.00 IS CODE = 5 ---------------------------------------------------------------------- - - - - -- C T RAPEZOIDAL- CHANNEL FLOW {;C TRAVELTI i nRU;BAREA s: t UPSTREAM NODE E = 402.00 DOWNSTREAM NODE ELEVATION = 390.00 CHANNEL LENGTH THRU SUBAREA(r'_tT) = 70:4.00 CHANNEL BASE(FEET) _ .00 "Z' FACTOR = 50.000 MANNIiS FACTOR = .030 MA):I iEPTH(FEET) = 2.440 CHANNEL FLOW 1HR'U SUBAREA (CFS) = 42.35 LOW LOCI" (r`E:;ISEC) - 2.53 FLAW DEPTH(FEET) TRAVEL TIME(MIN.) = 4.12 TC(MIN.) _ 44.71 FLOW PROCESS FROM 140DE 20.00 TO NODE 20.00 IS CODE ---------------------------------------------------------------------------- »:ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« <<< - -- - 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.449 SO IL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4160 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 2.41 TOTAL AREA(ACRES) = 51.20 TOTAL RUNOFF(CFS) = 44.77 TC(MIN) = 44.71 FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 iS CODE = 5 ---------------------------------------------------------------------------- ? %i %l' MPUTE TRAPEZOIDAL-CHANNEL FLOW <e \`:< ® __-= •= }iTRAVELTIME -THRU SUBAREA: -:{-`{___________ ___ _____ ____ __ ___________ _ _ ___ PSTREAM NODE ELEVATION = 190.00 DOWNSTREAM NODE ELEVATION = 336.00 CHANNEL LENGTH THRU SL+';BAREA(FEET) = 380.00 C HANNEL BASE (FEET: - .a0 °�" _ (' ; FACTOR . �, it m"l%S FACTOR = .1130 44A);IMUM DEPTH(FEET) CHANNEL FLOW THRU SUBAREA(CFS) _ 44.77 FLOW 'v'ELOCITY(FEETISEC) = 2.41 FLOW DEPTH (FEE) TRAVEL TIME(MIN.) = 2.63 TC(MIN.) = 41.34 FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE _ ---------------------------------------------------------------------------- » )>)ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<(((< 25.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.400 .:OIL CLASSIFICATION IS "A" XE'lELOPED WATERSHED RUNOFF COEFFFICIENT = .400S SUBAREA AREA(ACRES) = 6.30 SUBAREA R'UNOFF(CFS) = 3.54 TOTAL AREA(ACRES) = 57.50 TOTAL RUB FF(CFS) = 48.30 TC(MIN) = 47.34 FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS C" ;c = 8 m,iADDITION OF SUBAREA TO MAINLINE PEAK FLOW(;:;'. - -- - 25.00 YEAR RAINFALL INTENSITY(INCH1 = 1.400 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICI -' = .4008 SUBAREA AREA(ACRES) _ 14.90 SUBAREA RL'NOFF(CFS) = 8.36 TOTAL AREA(ACRES) = 72.40 TOTAL RUNOFF(C:FS) _ `6.67 TC(MIN) = 47.34 FLOW PROCESS FROM NODE 30.00 TO NODE 175.00 IS LODE = 5 ---------------------------------------------------------------------------- i COMPUTE TRAPEZOIDAL - CHANNEL \> "TRAVELTIME THRU SUBAREA <(<(( UPSTREAM NODE ELEVATION = 386.00 DOWNSTREAM NODE ELEVATION = 382.00 CHANNEL LE.46TH THRU SUBAREA(FEET) = 615.00 CHANNEL BASE(FEET) _ .00 "Z" FACTOR = 50.000 MANNINGS FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLO14 THRU SUBAREA(CFS) = 56.67 FLOW VELOCITY(FEET;SEC) = 2.10 FLOW DEPTH(FUT) _ .7' TRAVEL TIME(MIN.) = 4.88 TC(MIN.; = 52. ^ % ry FL94 PROCESS FROM NODE 175.00 TO NODE 175.00 IS CODE = 3 ---------------------------------------------------------------------- - - - - -- > > > >> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW < < ", ----- - - - - -- 25.00 YL RAIPFAN.L INTENSITY(INCH. HOURR) 3OIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 -ACRE LOT) RUFF COEFFICIENT = .4613 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 2.60 TOTAL AREA(ACRES) = 76.60 TOTAL RUNOFF(CFS) = 59.27 T C (MIN) _ -Z. t FLOW PROCESS FROM NODE 1;`.00 TO NODE 175.00 IS CODE = 1 ---------------------------------------------------------------------------- "'y,"Y DESIGNATE INDEPENDENT STREAM FOR LW- LUENCE(:; <; AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES( < <:( CONFLUENCE VALUES USED FOR INDEPEWT STREAM ARE: TIME OF CONCENTrRATION(MI14UTES) = 52.2d RA��ALL INTuJSITY (it+l.H.t'}C��R) = 1. 2 iVTAL K REAM AREA (ACRES) = 76.60 TOTAL STREAM RUNOFF (C; S) AT C% LUENCE CONFLUENCE ItJFGRMATIC�J: 3TREAIM RLT41FF TIME INTENSITY t JNilErt (7.31 MIN. i (INCH/FOUR) 1 225. 32.10 1. t42 :J9 4 K. 1.320 E * RAINFALL INTENSITY AND TI OF COt�,EINTRATION RATIO FORMULA(SEC) USED FOR 2 S VARIOUS CONFLUENCED RLMJOFF VALUES ARE AS FOLLOWS: 25'Z.'9 230.14 COM'UTED CO LUENCE ESTIMATE: ARE AS FOLLOWS: RUNOFF(CFS) = ''62.'9 TIM (MINUTES) = _2.901 TOTAL AREA(ACRESI = 21.3.76 EtJD Ci= RATIONAL tJE MD AtJAL'i STS 96i; = 236 F M RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -88 Advanced Engineering Software (aes) Ver. 5.2A Release Date: 7/08/88 Serial 9 2938 Analysis prepared by: MADOLE and ASSOCIATES, INC. 1820 E. 16th STREET SANTA ANA, CALIFORNIA 92701 PHONE (714) 8x5-2548 DESCRIPTION OF STUDY * TR 12314 DEV. Q2 # * FONTANA # * JN 142 - 609 6/14/89 (FILE TR12314.0021 FILE NAME: 11112314.002 TIME /DATE OF STUDY: 14:28 6/14/1989 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: - - - - -- - - - - - - - -- - - - - - -- -- - -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIc'E(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOE _ .95 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10-YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.040 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.520 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 2.00 1-HOUR INTENSITY(INCH /HOUR) _ .7045 SLOPE OF INTENSITY DURATION CURVE _ .6000 AO'OoF Y -° 4D447i FLOW PROCESS FROM NODE 2.00 TO NODE 60.00 IS CODE = 2 ---------------------------------------------------------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS( {C(t DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3 -4 DWELLINGS /ACRE TC = K *1(LENGTH ** 3.00) /(ELEVATION CHAFE)) ** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 605.00 UPSTREAM ELEVATION(FEET) = 1432.70 DOWNSTREAM ELEVATION(FEET) = 1427.94 ELEVATION DIFFERENCE(FEET) = 4.76 TC(MIN.) _ .412 *1( 605.00 ** 3.00) /( 4.76)1 ** .20 = 14.074 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.682 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fe(INCH /HR) _ .5820 SUBAREA RUNOFF(CFS) = 3.66 TOTAL AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) = 3.66 FLOW PROCESS FROM NODE 60.00 TO NODE 55.00 IS CODE _ ---------------------------------------------------------------------------- > > \ \>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<(<' . UPSTREAM ELEVATION(FEET) = 1427.94 DOWNSTREAM ELEVATION(FEET) = 1422.90 STREET LENGTH(FEET) = 270.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED DING MEAN FLOW(CFS) = 4.07 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .31 HALFSTREET FLOOD WIDTH(FEET) = 4.81 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.32 PRODUCT OF DEPTH&VELOCITY = 1.03 STREET FLOW TRAVEL TIME(MIN.) = 1.35 TC(MIN.) = 15.43 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.591 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 SUBAREA AREA(ACRES) _ .90 SUBAREA RUNOFF(CFS) _ .82 EFFECTIVE AREA(ACRES) = 4.60 AVERAGED FA(INCH /HR) _ .58 TOTAL AREA(ACRES) = 4.60 PEAK FLOW RATE(CFS) = 4.18 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .31 HALFSTREET FLOOD WIDTH(FEET) = 4.81 FLOW VELOOITY(FEET /SEC.) = 3.41 DEPTH *VELOCITY = 1.06 FLOW PROCESS FROM NODE 55.00 TO MODE 55.00 IS CODE = 8 ---------------------------------------------------------------------------- »» '(ADDITION OF SUBAREA TO MAINLINE PEAK FLOWfff \` scssazsoa_a__aac__ras__a_ ass_ saac_ sao____ o -_____aa_a ==== -x oa =aa= =_aaaa ==_ 2 YEAR RAINFALL. INTENSITY(INCH /FOUR) = 1.591 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, FM(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUffF(CFS) = 2.82 EFFECTIVE AREA(ACRES) = 7.70 AVERAGED Fo(INCH /HR) _ .582 TOTAL AREA(ACRES) = 7.70 PEAK FLOW RATE(CFS) = 6.99 TC(MIN) = 15.43 * xx** x*s x** x:**** x* x*** x** xx*x xxxxxxxx*x* x* xxxxxxxx * : * * *xxxxxxx:t:xx * :x * :xx* FLOW PROCESS FROM NODE 55.00 TO NODE 50.00 IS CODE = 6 ---------------------------------------------------------------------------- ) > >>>COMFUTE STREET FLOW TRAVEL TIME THRU SUBAREAfffff UPSTREAM ELEVATION(FEET) = 1422.90 DOWNSTREAM ELEVATION(FEET) = 1419.22 STREET LENGTH(FEET) = 256.95 CURB HEIGTH(INCFES) = S. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 gip OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TINE COMPUTED USING MEAN FLOW(CFS) = 7.37 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .40 HALFSTREET FLOOD WIDTH(FEET) = 7.06 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.21 PRODUCT OF DEPTH&VELOCITY = 1.29 STREET FLOW TRAVEL TIME(MIN.) = 1.33 TC(MIN.) = 16.76 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.514 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 SUBAREA AREA(ACRES) _ .90 SUBAREA RUNOFF(CFS) _ .76 EFFECTIVE AREA(ACRES) = 8.60 AVERAGED Fm(INCH /HR) _ .58 TOTAL AREA(ACRES) = 8.60 PEAK FLOW RATE(CFS) = 7.22 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .39 HALFSTREET FLOOD WIDTH(FEET) = 6.69 FLOW VELOCITY(FEET /SEC.) = 3.46 DEPTH *VELOCITY = 1.33 FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 8 ---------------------------------------------------------------------------- ) » >>ADDITION OF SUBAREA TO MAINlLINE PEAK FLOW< 2 YEAR RAINFALL INTENSITY(INCN /HOUR) = 1.514 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, FO(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 2.43 EFFECTIVE AREA(ACRES) = 11.50 AVERAGED Fo(INC)i/HR) _ .582 TOTAL AREA(ACRES) = 11.50 PEAK FLOW RATE(CFS) = 9.65 TC(NIN) = 16.76 FLOW PROCESS FROM NODE 50.00 TO NODE 45.00 IS CODE = 6 ---------------------------------------------------------------------------- >>> »CONFUTE STREET FLOW TRAVEL TINE THRU SUBAREA «« < UPSTREAM ELEVATION(FEET) = 1419.22 DOWNSTREAM ELEVATION(FEET) = 1417.58 STREET LENGTH(FEET) = 256.91 CURB FEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.UD DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 KI SPECIFIED NAB OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 10.26 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .51 HALFSTREET FLOOD WIDTH(FEET) = 11.33 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.46 PRODUCT OF DEPTH&VELOCITY = 1.24 STREET FLOW TRAVEL TINE(MIN.) = 1.74 TC(MIN.) = 18.50 191 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.427 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .5820 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF = 1.22 EFFECTIVE AREA(ACRES) = 13.1 AVERAGED FmiINCH /HR) = .58 TOTAL AREA(ACRES) -- 13.10 PEAK FLOW RATE(CFS) = 9.96 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .51 HALFSTREET FLOOD WIDTH(FEET) = 11.38 FLOW VELOCITY(FEET /SEC.) = 2.34 DEPTH *VELOCITY = 1.21 FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 1 ---------------------------------------------------------------------------- » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « <« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.50 RAINFALL INTENSITY(INCH /HR) = 1.43 AVERAGED Fm(INCH /HR) = .58 EFFECTIVE STREAM AREA(ACRES) = 13.10 TOTAL STREAM AREA(ACRES) = 13.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.96 #1 SEE # =PG# Tc # #fs #ff�D� #ff# ,o h , z,, ,o : FLOW PROCESS FROM NODE 2M.00 TO 140DE 222.11 IS CODE = 2 -------------------------------------- - - - - -- -- yy - - - -f ----------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<t< ----------------------- -- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3 -4 DWELLINGS /ACRE TC = K *l(LENGTH ** 3.00) /(ELEVATION CHANGE)1 ** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 1511.00 D ELEVATION(FEET) = 1481.00 ELEVATION DIFFERENCE (FEET) = 30.00 TC(MIN.) = .412 *1( 1000.00!* 3.00)/( 30.00)1*! .20 = 13.167 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.750 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, F.(INCH /HR) = .5820 SUBAREA RUNOFF(CFS) = 5.26 TOTAL AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) = 5.26 FLOW PROCESS FROM NODE 222.11 TO NODE 222.12 IS CODE = 3 ---------------------------------------------------------------------- - - - - -- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREAt W m > >USING OUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< -- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.7 INCHES PIPE-FLOW VELOCITY(FEET /SEC.) = 8.8 UPSTREAM NODE ELEVATION(FEET) = 1481.00 DOWNSTREAM NODE ELEVATION(FEET) -- 1450.00 FLOW LENGTH(FEET) = 1000.00 MAM(ING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18,00 NUMBER OF PIPES = I �B PIPE- FLOW(CFS) = 5.26 TRAVEL TIME(MIN.) = 1.88 TC(MIN.) = 15.05 FLOW PROCESS FROM NODE 222.11 TO NODE 222.12 IS CODE = 8 ---------------------------------------------------------------------------- > > » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.615 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 5.00 SUBAREA RLWF(CFS) = 4.0 EFFECTIVE AREA(ACRES) = 10.00 AVERAGED Fn(INCH /HR) _ .582 TOTAL. AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 9.30 TC(MIN) = 15.05 FLOW PROCESS FROM NODE 222.12 TO NODE 223.10 IS CODE = 3 ---------------------------------------------------------------------------- »» )COMPUTE PIPE -FLOW TRAVEL TIPS THRU SUBAREA« « < > » »USING COMPUTER - ESTIMATED PIPESI2E (NON - PRESSURE FLOW),«« DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.5 UPSTREAM NODE ELEVATION(FEET) = 1450.00 DOWNSTREAM NODE ELEVATION(FEET) = 1449.00 FLOW LENGTH(FEET) = 167.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.30 TRAVEL TINE(MIN.) = .51 TC(MIN.) = 15.56 FLOW PROCESS FROM NODE 223.00 TO NODE 223.10 IS CODE = 8 ---------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< «< - - - -- - - - - - -- 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.584 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE W94REA LOSS RATE, Fm(INCH /HR) = .5820 SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 9.01 EFFECTIVE AREA(ACRES) = 20.00 AVERAGED Fn(INCH /HR) _ .582 TOTAL AREA(ACRES) = 20.00 PEAK FLOW RATE(CFS) = 18.03 TC(MIN) = 15.56 FLOW PROCESS FROM NODE 223.10 TO NODE 224.10 IS CODE = 3 ---------------------------------------------------------------------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« <<< » > >> USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< - -- - - - -- - -- - -- - - - - - - -- -- DEPTH OF FLOW IN 27.0 DO PIPE IS 17.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.8 9 UPSTREAM NODE ELEVATION(FEET) = 1449.00 DOWNSTREAM NODE ELEVATION(FEET) = 1446.80 FLOW LENGTH(FEET) = 330.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = I PIPE- FLOW(CFS) = 18.03 TRAVEL TIME(MIN.) = .81 TC(MIN.) = 16.37 FLOW PROCESS FROM NODE 224.00 TO NODE 224.10 IS CODE = 8 ---------------------------------------------------------------------------- )» »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<% - -- 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.`96 SOIL CLASSIFICATION IS 'A' RESIDENTIAL-) 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(I1JCH /HR) _ .5820 SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 17.17 EFFECTIVE AREA(ACRES) = 40.00 AVERAGED Fe(INCH /HR) _ .582 TOTAL AM (ACRES) = 40.00 PEAK FLOW RATE(CFS) = 34.34 TC(MIN) = 16.37 FLOW PROCESS FROM NODE 224.10 TO NODE 225.10 IS CODE = 3 ---------------------------------------------------------------------------- >> » )COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<(< »» )USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) « «< - DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.7 INCHES =----------=-=----------- PIPE -FLOW VELOCITY(FEET /SEC.) = 6.4 UPSTREAM NODE ELEVATION(FEET) = 1446.80 DOWNSTREAM NODE ELEVATION(FEET) = 1443.50 FLOW LENGTH(FEET) = 670.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 34.34 TRAVEL TIME(MIN.) = 1.61 TC(MIN.) = 17.38 FLOW PROCESS FROM NODE 225.00 TO NODE 225.10 IS CODE = 8 ----------------------------•----------------------------------------------- > > >>> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.452 SOIL CLASSIFICATION IS 'A' RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 40.00 SUBAREA RUNOFF(CFS) = 31.31 EFFECTIVE AREA(ACRES) 80.00 AVERAGED Fm(INCH /HR) = .582 TOTAL AREA(ACRES) = 80.00 PEAK FLOW RATE(CFS) = 62.62 TC(MIN) = 17.95 FLOW PROCESS FROM NODE 225.10 TO NODE 65.00 IS CODE = 3 ---------------------------------------------------------------------------- > > >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « < 90 » > >> USING COMPUTER- ESTIMATED PIPESIZE (NON-PRESSURE FLOW) « «< DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.9 INCHES PIPE-FLOW VELOCITY(FEET /SEC.) = 9.9 UPSTREAM NODE ELEVATION (FEET) = 1443.50 DOWNSTREAM NODE ELEVATION (FEET) = 1438.00 FLOW LENGTH(FEET) = 673.00 MANNING'S N = .013 ESTIMATED PIPE DIANETER(INCH) = 39.00 NUMBER OF PIPES = I PIPE- FLOW(CFS) = 62.62 TRAVEL TIME(MIN.) = 1.14 TC(MIN.) = 19.12 -s E& 1447H _/ 1 . iWAPF 11V9 G oc471 v FLOW PROCESS FROM NODE 65.00 TO NODE 65.00 IS CODE = 3 ---------------------------------------------------------------------------- > >>>)ADDITION OF SUBAREA TO MAINLINE PEAK FLdt « <<< 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.399 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fw(INCWHR) _ .5820 SUBAREA AREA(ACRES) = 41.00 SUBAREA RUNOFF(CFS) = 30.16 EFFECTIVE AREA(ACRES) = 121.00 AVERAGED Fm(INCH /HR) _ .582 TOTAL AREA(ACRES) = 121.00 PEAK FLOW RATE(CFS) = 89.00 TC(MIN) = 19.12 FLOW PROCESS FROM NODE 65.00 TO NODE 60.00 IS CODE = 3 ---------------------------------------------------------------------------- m> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« << >»> USING COMPUTER-ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.0 INCHES PIPE-FLOW VELOCITY(FEET /SEC.) = 20.2 UPSTREAM NODE ELEVATION (FEET) 1433.70 DOWNSTREAM NODE ELEVATION(FEET) = 1421.50 FLOW LENGTH(FEET) = 283.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = I PIPE- FLOW(CFS) = 89.00 TRAVEL TIME(MIN.) _ .23 TC(MIN.) = 19.35 FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 6 ---------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< - - -- 2 YEAR RAINFALL INTENSITY(INCH/HOUt) = 1.389 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HOt) = .5820 SUBAREA AREA {ACRES) = 34.00 BAREA RUNOFF(CFS) = 24.70 EFFECTIVE AREA {ACRES) = 155.00 ® AVERAGED F@ ( INCH /tot) TOTAL AREA(ACRES) = 155.00 / PA rz - 6'_-7 f/ /s.- _C�MPGF7E� PEAK FLOW RATE(CFS) = 112 _ &:' g ND/L Th& - AeLy 014eWW y TC(MIN) = 19 .35 ;#OWAI oN &/;/ 7 r4X Pz-,41/ . FLOW PROCESS FROM NODE 60.00 TO NODE 45.00 IS CODE : 3 ---------------------------------------------------------------------------- >» »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA(<<(< »» )USING COMPUTER - ESTIMATED PIPESIEF (NON - PRESSURE FLOW) (( «< DEPTH OF FLOW IN 42.0 INCH PIPE IS 34.3 INCHES PIPE-FLOW VELOCITY(FEET /SEC.) = 13.4 UPSTREAM NODE ELEVATION(FEET) = 1421.00 DOWNSTREAM NODE ELEVATION(FEET) = 1410.80 FLOW LENGTH (FEET) = 770.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES : 1 PIPE-FLOW(CFS) = 112.59 TRAVEL TIME(MIN.) = .96 TC(MIN.) = 20.31 t* tt* t* tt tt** tt**** x* t*** t* x** xx************* *t * * * * * * * * tx * * * * * * * * = *tt * * *txx* FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 1 >> )>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE (<<(< > > > >>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES(( <<< TOTAL NUMBER EF STREW = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 20.31 RAINFALL INTENSITY(INCH /HR) = 1.35 AVERAGED Fn(INCH /HR) = .58 EFFECTIVE STREAM AREA(ACRES) = 155.00 TOTAL STREAM AREA(ACRES) = 155.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 112.59 RAINFALL INTENSITY AND TIDE OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. t* PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fe(INCH /HR) Ae(ACRES) 1 122.91 18.50 .532 154.29 2 121.64 20.31 .582 168.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 122.91 Tc(MIN.) = 18.501 EFFECTIVE AREA(ACRES) = 154.29 AVERAGED Fe(INCH /HR) = .58 TOTAL AREA(ACRES) : 168.10 FLOW PROCESS FROM NODE 45.00 TO NODE 35.00 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA( <(<< » »)USING COMPUTER-ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<< <% DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 16.6 UPSTREAM NODE ELEVATION(FEET) = 1410.80 DOWNSTREAM NODE ELEVATION(FEET) = 1401.70 - FLOW LENGTH (FEET) = 435.00 MANVING'S N = .013 .ESTIMATED PIPE DIAPETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 122.91 TRAVEL TIME(MIN.) _ .44 TC(MIN.) = 18.94 9z FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 1 ---------------------------------------------------------------------------- w >> DESIGNATE iNDVENW - STREAM FOR CONFLUENCE « = «-- ---- --=--= ----- =-= TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.44 RAINFALL INTENSITY(INCH /HR) = 1.41 AVERAGED Fm(INCH /HR) = .58 EFFECTIVE STREAM AREA(ACRES) = 154.29 TOTAL. STREAM AREA(ACRES) = 168.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 122.91 FLOW PROCESS FROM NODE 3.00 TO NODE 70.00 IS CODE = 2 ---------------------------------------------------------------------- - - - - -- ))) ):RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -) 3 -4 DWELLINGS /ACRE TC = K *1(LENGTH ** 3.00) /(ELEVATION CHANGE)) ** .20 INITIAL. SUBAREA FLOW-LENGTH(FEET) = 770.00 UPSTREAM ELEVATION(FEET) = 1443.00 DOWNSTREAM ELEVATION(FEET) = 1427.00 ELEVATION DIFFERENCE(FEET) = 16.00 TC(MIN.) = .412 *(( 770.00 ** 3.00)/( 16.00)1 ** .20 = 12.763 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.783 ® SOIL CLASSIFICATION IS "A" RESIDENTIAL-) 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .5820 SUBSEA RUNOFF(CFS) = 10.81 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 10.81 s x: xs*#ss#ss xx#ssss: xxss*s xxs xss isxss xx##ss## # * #ssxxxs #s *sxssx :xsxx # # #xx *x ## FLOW PROCESS FROM NODE 70.00 TO NODE 45.00 IS CODE = 6 ---------------------------------------------------------------------------- >))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< - - -- -- -- - -- - - - - -- - -- - - -- - UPSTREAM ELEVATION(FEET) = 1427.00 DOWNSTREAM ELEVATION(FEET) = 1417.43 STREET LENGTH(FEET) = 393.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL.) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 12.73 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .43 HALFSTREET FLOOD WIDTH(FEET) = 7.81 AVERAGE FLOW VELOCITY(FEET /^SEC.) = 4.69. PRODUCT OF DEPTH&VELOCITY = 2.00 STREET FLOW TRAVEL TIME(MIN.) = 1.41 TC(MIN.) = 14.17 2 YEAR RAINFALL INTENSITY (INCH! ) = 1.674 SOIL CLASSIFICATION IS "A" RESIDENTIAL -) 3 -4 DWELLI,%S /ACHE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF (CFS) = 3.83 EFFECTIVE AREA(ACRES) = 13.90 AVERAGED Fw(INCH /HR) = .58 TOTAL AREA(ACRES) = 13.90 PEAK FLOW RATE(CFS) = 13.67 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .45 HALFSTREET FLOOD WIDTH(FEET) = 8.38 FLOW VELOCITY(FEET /SEC.) = 4.58 DEPTH #VELOCITY = 2.04 FLOW PROCESS FROM NODE 45.00 TO NODE 40.00 IS CODE = 6 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TINE THRU SUBAREA « «< ------------- - - - - -- -- UPSTREAM ELEVATION(FEET) = 1417.43 DOWNSTREAM ELEVATION(FEET) = 1413.17 STREET LENGTH(FEET) = 215.92 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 14.13 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .46 HALFSTREET FLOOD WIDTH(FEET) = 9.12 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.36 PRODUCT OF DEPTH&VELOCITY = 2.01 STREET FLOW TRAVEL TIME(MIN.) = .83 TC(MIN.) = 15.00 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.619 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, F ®(INCH /HR) = .5520 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = .93 EFFECTIVE AREA(ACRES) = 14.90 AVERAGED F ®(INCH /HR) _ .58 TOTAL AREA(ACRES) = 14.90 PEAK FLOW RATE(CFS) = 13.90 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .46 HALFSTREET FLOOD WIDTH(FEET) = 9.12 FLOW VELOCITY(FEET /SEC.) = 4.28 DEPTH *VELOCITY = 1.97 m FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 8 ---------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< «< 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.619 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, F ®(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 2.40 SUBAREA RUN(OFF(CFS) = 2.24 EFFECTIVE AREA(ACRES) = 17.30 AVERAGED Fe(INCH /HR) = .582 TOTAL AREA(ACRES) = 17.30 PEAK FLOW RATE(CFS) = 16.14 TC(MIN) = 15.00 FLOC) PROCESS FROM NODE 40.00 TO NODE 35.00 IS CODE 2 6 ---------------------------------------------------------------------------- >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « < ----------------------------------- UPSTREAM ELEVATION(FEET) = 1413.17 DMTREAM ELEVATION(FEET) = 1405.91 STREET LENGTH(FEET) = 168.68 CURB HEIGTH(IN(>ES) = 8. . STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 16.59 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .48 HALFSTREET FLOOD WIDTH(FEET) = 9.83 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.70 PRODUCT OF DEPTH&VELOCITY = 2.24 STREET FLOW TRAVEL TIME(MIN.) = .60 TC(MIN.) = 15.60 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.581 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCHIHR) _ .5820 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) _ .90 EFFECTIVE AREA(ACRES) = 18.30 AVERAGED Fm(INCH /HR) = .58 TOTAL AREA(ACRES) = 18.30 PEAK FLOW RATE(CFS) = 16.45 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .48 HALFSTREET FLOOD WIDTH(FEET) = 9.88 FLOW VELOCITY(FEET /SEC.) = 4.66 DEPTH*VELOCITY = 2.22 - FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 1 ---------------------------------------------------------------------------- >>> > >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<t » » >AND COMPUTE VARIOUS CONFLL CED STREAM VALUES« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.60 RAINFALL INTENSITY(INCH /HR) = 1.58 AVERAGED Fm(INCH /HR) _ .58 EFFECTIVE STREAM AREA(ACRES) = 18.30 TOTAL STREAM AREA(ACRES) = 18.30 PEAR FLOW RATE(CFS) AT CONFLUENCE = 16.45 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLJENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) 1 136.50 18.94 .582 172.59 2 134.00 20.75 .582 126.40 3 139.00 15.60 .582 145.37 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 139.00 Tc(MIN.) = 15.598 O EFFECTIVE AREA(ACRES) = 145.37 AVERAGED Fm(INCH /HR) _ .58 TOTAL AREA(ACRES) - 156.40 _ FLOW PROCESS FROM NODE 35.00 TO NODE 36.00 IS CODE = 3 -- -- -------- ----- ----- --------- ---- ---- --------- ---- ---- ------------------ »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« < < »)USING COMPUTER - ESTIMATED PIPESIZE (NO)- PRESSURE FLOW) « « < DEPTH OF FLOW IN 45.0 INCH PIPE IS 31.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 16.9 UPSTREAM NODE ELEVATION(FEET) = 1401.70 DOWNSTREAM NODE ELEVATION(FEET) = 1400.70 FLOW LENGTH(FEET) = 50.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 45.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 139.00 TRAVEL TIME(MIN.) _ .05 TC(MIN.) = 15.65 FLOW PROCESS FROM NODE 36.00 TO NODE 36.00 IS CODE = 8 ---------------------------------------------------------------------------- )» »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« < <: - -- -- - - - - - - - - - - - 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.578 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5320 SUBAREA AREA(ACRES) = 5.70 SUBAREA RUNOFF(CFS) = 5.11 EFFECTIVE AREA(ACRES) = 151.07 AVERM Fm(INCHIHR) _ .582 TOTAL AREA(ACRES) = 192.10 PEAK FLOW RATE(CFS) = 139.00 TC(MIN) = 15.65 FLOii PROCESS FROM NODE 36.00 TO NODE 21.00 IS CODE = 3 ---------------------------------------------------------------------------- > > >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <. «« » » >USIN6 COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< - - DEPTH OF FLOW IN 45.0 INCH PIPE IS 33.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 16.0 UPSTREAM NODE ELEVATION(FEET) = 1400.70 DOWNSTREAM NODE ELEVATION(FEET) = 1391.70 FLOW LENGTH(FEET) = 511.00 MA N(ING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 45.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 139.00 TRAVEL TIME(MIN.) _ .53 TC(MIN.) = 16.18 ssssssssssssssss::sssss#sssssssssssssss tss t#s s #i # *s # # # # # #is #ss # * #ss # # #tsts #i FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 8 ---------------------------------------------------------------------------- »» )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ® 2 YEAR RAINFALL INTENSITY ( INCH /FIOLOi)_= 1.54 -===-=--==---=-= - - = = =- SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 1.65 �l'o EFFECTIVE AREA(ACRES) = 152.97 AVERAGED Fn(INCH /HR) _ .532 TOTAL. AREA(ACRES) = 194.00 PEAT( FLOW RATE(CFS) = 139.00 TC(MIN) = 16.18 FLOW PROCESS FROM NODE 21.00 TO NODE 20.00 IS CODE = 3 ---------------------------------------------------------------------------- ) > >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA(<<<< >:>> USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « < - - - - -- - - - - -- -- - -- - - -- - - - - - - -- DEPTH OF FLOW IN 45.0 INCH PIPE IS 33.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.7 UPSTREAM NODE ELEVATION(FEET) = 1391.70 DOWNSTREAM NODE ELEVATIOI(FEET) = 1390.60 FLOW LENGTH(FEET) = 65.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 139.00 TRAVEL TIME(MIN.) _ .07 TC(MIN.) = 16.25 FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1 ---------------------------------------------------------------------- - - - - -- »» )DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE(( "(< TOTAL MAD OF STREAMS -- 2 ® CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.25 RAINFALL INTENSITY(INCH /HR) = 1.54 AVERAGED Fm(INCH /HR) _ .58 EFFECTIVE STREAM AREA(ACRES) = 152.97 TOTAL STREAM AREA(AGRES) = 194.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 139.00 FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 2 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL. SUBAREA ANALYSIS <<<<( --------- - - - - -- - - -- ----------- - - - - -- - -- - - - - -- -- - - - -- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL. -> 3-4 DWELLINGS /ACRE TC = K *1(LENGTH ** 3.00) /(ELEVATION CHANGE)1 ** .20 INITIAL SUBAREA FLOW- LENGTH(FEET) = 940.00 UPSTREAM ELEVATION(FEET) = 1421.30 DOWNSTREAM ELEVATION(FEET) = 1402.50 ELEVATION DIFFERENCE(FEET) = 18.80 TC(MIN.) = .412 *1( 940.00 ** 3.00)/( 18.80)1 ** .20 = 13.930 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.692 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3-4 DWELLINGS /ACRE SUBSEA LOSS RATE, Fm(INCH/HR) = .5820 SUBAREA RUNOFF(CFS) = 4.80 TOTAL AREA(ACRES) = 4.80 PEAK FLOW RATE(CFS) = 4.80 ############################################# # # # # # # # # # # # # # # # # # # # # # # # ## # # # ### FLOW PROCESS FROM NODE 10.00 TO NODE 15.00 IS CODE = 6 ---------------------------------------------------------------------- - - - - -- }) > >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREAi(i:;(r @ IL -- UPSTREAM ELEVATION(FEET) = 1402.50 DOWNSTREAM ELEVATION(FEET) = 1399.70 STREET LENGTH(FEET) = 295.00 CURB HEIGTH(INCHES) = S. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWNS TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIM STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TINE COMPUTED USING MEAN FLOW(CFS) = 5.55 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .39 HALFSTfEET FLOOD WIDTH(FEET) = 6.69 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.66 PRODUCT OF DEPTH&VELOCITY = 1.03 STREET FLOW TRAVEL TIME(MIN.) = 1.85 TC(MIN.) = 15.73 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.570 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fro(IPOH /HR) = .5820 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 1.51 EFFECTIVE AREA(ACRES) = 6.50 AVERAGED Fm(INCH /HR) _ .58 TOTAL AREA(ACRES) = 6.50 PEAK FLOW RATE(CFS) = 5.74 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .39 HALFSTIEET FLOOD WIDTH(FEET) = 6.69 FLOW VELOCITY(FEET /SEC.) = 2.77 DEPTH *VELOCITY = 1.07 FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 8 ---------------------------------------------------------------------------- > }» }ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< - - - - - 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.570 SOIL CLASSIFICATION IS "A" RESIDENTIAL-} 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .5820 SUBAREA AREA(ACRES) = 3.80 SUBAREA RUJOFF(CFS) = 3.38 EFFECTIVE AREA(ACRES) = 10.30 AVERAGED Fe(INCH /HR) _ .582 TOTAL AREA(ACRES) = 10.30 PEAK FLOW RATE(CFS) = 9.16 TC(MIN) = 15.78 FLOW PROCESS FROM NODE 15.00 TO NODE 20.00 IS CODE = 6 ---------------------------------------------------------------------------- mmwuTE STREET FLOW TRAVEL TI)E THRU SUBAREA((((( ------------------------------- UPSTREAM ELEVATION(FEET) = 1399.70 DOWNSTREAM ELEVATION(FEET) = 1398.00 STREET LENGTH(FEET) = 283.00 CURB HEIGTH(INCHES) = S. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO GROSSFALL GRAI> AW (FEET) = 12.00 INTERIM STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) 9.59 STREET FLOW MODEL RESULTS: ® STREET FLOW DEPTH(FEET) _ .51 H LFSTREET FLOOD WIDTH(FEET) = 11.38 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.30 PRODUCT OF DEPTHWELOCITY = 1.16 STREET FLOW TRAVEL TIME(MIN.) = 2.05 TC(MIN.) = 17.83 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.459 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .5820 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFFS) = .87 EFFECTIVE AREA(ACRES) = 11.40 AVERAGED Fm(INCH /HR) _ .58 TOTAL AREA(ACRES) = 11.40 PEAK FLOW RATE(CFS) = 9.16 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .49 HALFSTREET FLOOD WIDTH(FEET) = 10.63 FLOW VELOCITY(FEET /SEC.) = 2.39 DEPTH *VELOCITY -- 1.17 xxtt*: xx** xxx** * * * * * * :xx * : *x * * *t *xttxxtxxxxxx* *x42:42 : *xxt * *xtt * 4242 *t *xxx *t * * ** FLOW PROCESS FROM NODE 1 40.00 TO NODE 20.00 IS CODE = 1 --------------------------------------------------------- > >>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< >>WAND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ® TIME OF CONCENTRATION(MIN.) = 17.83 RAINFALL INTENSITY(INCH /HR) = 1.46 AVERAGED Fm(INCH /HR) = .58 EFFECTIVE STREAM AREA(ACRES) = 11.40 TOTAL STREAM AREA(ACRES) = 11.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.16 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH Ae(ACRES) 1 148.14 16.4 .582 163.36 2 144.82 19.59 .582 191.59 3 141.57 21.40 .582 205.40 4 146.98 17.83 .582 177.23 CO PlM CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 148.14 Tc(MIN.) = 16.248 EFFECTIVE AREA(ACRES) = 163.36 AVERAGED Fa(INCH /HR) _ .58 TOTAL AREA(ACRES) = 205.40 *x * ** x42 ** x42 *x42 * *xxxxtxx * *x* x42 * :x * *x *t * * :xx* x42 * * *xxx * *xx *xxx *xxx * *xxx : * * * *xxx FLOW PROCESS FROM NODE 20.00 TO NODE 76.00 IS CODE = 3 ---------------------------------------------------------------------------- > >> COMPUTE PIPE -FLOW TRAVEL TIPS THRU SUBAREA « «< >x'W USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< DEPTH OF FLOW IN 45.0 INCH PIPE IS 33.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 17.1 9� UPSTREAM NODE ELEVATION(FEET) = 1390.60 DOWNSTREAM NODE ELEVATION(FEET) = 1388.00 FLOW LENGTH(FEET) = 130.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 45.00 NUMBER OF PIPES = S ® PIPE- FLOW(CFS) = 148.14 TRAVEL TIME(MIN.) = .13 TC(MIN.) = 16.38 FLOW PROCESS FROM NODE 76.00 TO 140DE 76.00 IS CODE = 8 ---------------------------------------------------------------------------- » > >: ADDITION OF SUBAREA TO MAINLINE PEAK FLO) « «< -------- - - - - -- 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.536 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fs(INCH /HR) _ .5920 SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 3.35 EFFECTIVE AREA(ACRES) -- 167.26 AVERAGED Fe(INCH /HR) = .592 TOTAL. AREA(ACRES) = 209.30 PEAK FLOW RATE(CFS) = 148.14 TC(MIN) = 16.38 FLOW PROCESS FROM NODE 76.00 TO NODE 76.00 IS CODE = 8 ---------------------------------------------------------------------------- >» »ADDITION if SUBAREA TO MAINLINE PEAK FLOW « <<< - - -- 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.536 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3-4 DWELLINGSiACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .5920 SUBAREA AREA(ACRES) = 6.40 SUBAREA RUNOFF(CFS) = 5.49 EFFECTIVE AREA(ACRES) = 173.66 AVERAGED Fm(INCH /HR) _ .582 TOTAL AREA(ACRES) = 215.70 PEAK FLOW RATE(CFS) = 149.03 TWIN) = 16.33 FLOW PROCESS FROM NODE 76.00 TO NODE 174.00 IS CODE = 5 ---------------------------------------------------------------------------- »»>COMPUTE TRAPE24IDAL- CHANNEL FLOW« <C <. »» )TRAVEL TIM£ THRU SUBAREA « «< UPSTREAM NODE ELEVATION(FEET) = 1388.00 DOWNSTREAM NODE ELEVATION(FEET) = 1386.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 700.00 CHANNEL BASE(FEET) = .00 "2" FACTOR = 99.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 CHAM FLOW THRU SUBAREA(CFS) = 149.03 FLOW VELOCITY(FEET /SEC.) = 1.45 FLOW DEPTH(FEET) = 1.02 TRAVEL TIME(MIN.) = 8.04 TC(MIN.) = 24.41 FLOW PROCESS FROM NODE 174.00 TO NODE 174.00 IS CODE = 8 - - }» >> ADDITION OF SUBAREA - TO - MAINLINE PEAK - FLOW« << <_ _____ ____ __ ___ _____ ___ 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.208 SOIL CLASSIFICATION IS "A" PUBLIC PARK SUBAREA LOSS RATE, Fm(INCH /HR) _ .8245 SUBAREA AREA (ACRES) = 4.20 SUBAREA RUNOFF(CFS) 1.45 EFFECTIVE AREA(ACRES) = 177.86 AVERAGED Fn(INCH /HR) _ .588 TOTAL AREA(ACRES) : 219.90 PEAK FLOW RATE(CFS) = 149.03 TC (MIN) : 24.41 END OF STUDY SUMMARY: TOTAL AREA {ACRES) - 219.90 TC(MIN.) = 24.41 EFFECTIVE AREA(ACRES) = 177.86 AVERAGED Fm(INCH /HR)= .59 PEAK FLOW RATE(CFS) = 149.03 * ** PEAK FLOW RATE TABLE * ** Q(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) 1 149.03 24.41 .588 177.86 2 144.82 27.62 . 5 187 206.09 3 141.57 29.62 .587 219.90 4 147.00 26.10 .587 191.73 END OF RATION.. METHOD ANALYSIS 11 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1 983 -88 Advanced Engineering Software (aes) Ver. 5.2A Release Date: 7/08188 Serial 0 2938 Analysis prepared by: MADOLE and ASSOCIATES, INC. 1820 E. 16th STREET SANTA ANA, CALIFORNIA 92101 PHONE (714) 835 -2548 DESCRIPTION OF STUDY * TR 12314 DEV. Q10 ! * FONTANA * JN 142-609 6/14/89 (FILE TR12314.0101 FILE NAME: TR12314.010 TIME /DATE OF STUDY: 14 :42 6/14/1989 --------------- - - -- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --------- - - - - -- -- *TIME- OF-00ICENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10-YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.040 100 -YEAR STORM 60-MIN)TE INTENSITY(INCH /HOUR) = 1.520 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 I-HOUR INTENSITY(INCH /HOUR) = 1.0504 SLOPE OF INTENSITY DURATION CURVE _ .6000 * ## #i#iiiii #i #i #** *it* * # # ** iii##******!!**#* *ss * * * *xi * * * *** * ** * * *** * f# * * ##* FLOW PROCESS FROM NODE 2.00 TO NODE 60.00 IS CODE = 2 ---------------------------------------------------------------------------- >>mRATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3-4 DWELLINGS /ACRE TC = K *1(LEN6TH ** 3.00) /(ELEVATION CHAFE)) ** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 605.00 UPSTREAM ELEVATION(FEET) = 1432.70 DOWNSTREAM ELEVATION(FEET) = 1421.94 ELEVATION DIFFERENCE(FEET) = 4.76 TC(MIN.) _ .412 *(( 605.00 ** 3.00)/( 4.76)) ** .20 = 14.074 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.507 SOIL CLASSIFICATION IS "A' RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 SUBAREA RUNOFF(CFS) = 6.41 TOTAL AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) = 6.41 C7 ►=J FLOW PROCESS FROM NODE 60.00 TO NODE 55.00 IS CODE = 6 ---------------------------------------------------------------------------- >>> »COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA «<<< UPSTREAM ELEVATION(FEET) = 1427.94 DOWNSTREAM ELEVATION(FEET) = 1422.90 STREET LENGTH(FEET) = 270.00 CURB HEIGTH(INCHES) = S. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREA;(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 7.14 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .37 HALFSTREET FLOOD WIDTH(FEET) = 6.31 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.77 PRODUCT OF DEPTH&VELOCITY = 1.40 STREET FLOW TRAVEL TIME(MIN.) = 1.19 TC(MIN.) = 15.27 10 YEAR RAINFALL INTENSITY (INCH /HOUR) = 2.388 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .5820 SUBAREA AREA(ACRES) = .90 SUBAREA RUNOFF(CFS) = 1.46 EFFECTIVE AREA(ACRES) = 4.60 AVERAGED Fm(INCH /HR) = .58 TOTAL AREA(ACRES) = 4.60 PEAK FLOW RATE(CFS) = 7.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .39 HALFSTREET FLOOD WIDTH(FEET) 6.69 FLOW VELOCITY(FEET /SEC.) = 3.58 DEPTH *VELOCITY = 1.38 FLOW PROCESS FROM NODE 55.00 TO NODE 55.00 IS CODE = 8 ---------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINIE PEAK FLOW « «< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.388 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 5.04 EFFECTIVE AREA(ACRES) = 7.70 AVERAGED Fm(INCH /HR) = .582 TOTAL AREA(ACRES) = 7.70 PEAK FLOW RATE(CFS) = 12.51 TC(NIN) = 15.27 FLOW PROCESS FROM DIODE 55.00 TO NODE 50.00 IS CODE = 6 --------------------------------------------------------------- 7 ------------ »» )COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « < UPSTREAM ELEVATION(FEET) = 1422.90 DOWNSTREAM ELEVATION(FEET) = 1419.22 STREET LENGTH(FEET) = 256.95 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 r INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 r� LJ I:.:. o, SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 1120 STREET FL0W MODEL RESULTS: STREET FLOW DEPTH (FEET) _ .48 HALFSTREET FLOOD WIDTH(FEET) -- 9.30 AVERAGE FLOW VELOCITY('rEET /SEC.) = 3.74 PRODUCT OF DEPTH&VELOCITY = 1.78 STREET FLOW TRAVEL TIME(MIN.) = 1.14 TC(MIN.) -- 16.41 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.286 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5320 SUBAREA AREA(ACRES) _ .90 SUBAREA RUNOFF(CFS) = 1.33 EFFECTIVE AREA WAS) = 3.60 AVERAGED Fm (INCH /)fit) _ .58 TOTAL AREA(ACRES) = 8.60 PEAK FLOW RATE(CFS) = 13.19 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .48 HALFSTREET FLOOD WIDTH(FEET) = 9.88 FLOW VELOCITY(FEET /SEC.) -- 3.74 DEPTH *VELOCITY = 1.73 FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 8 ---------------------------------------------------------------------------- > » »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW << <C< - -- - - -- - -- - -- - - - -- - -- -- - - - -- - - - - IO YEAR RAINFALL INTENSITY(INCHIHOUR) = 2.286 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5320 SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 4.45 EFFECTIVE AREA(ACRES) = 11.50 AVERAGED Fa(INCH /HR) _ .5K TOTAL AREA(ACRES) = 11.50 PEAK FLOW RATE(CFS) = 17.64 TC(MIN) = 16.41 FLOW PROCESS FROM NODE 50.00 TO NODE 45.00 IS CODE = 6 ---------------------------------------------------------------------------- >m >CtAPUTE STREET FLOW TRAVEL TINE THRU SUBAREA «« < - - - - -- - - - - -- -- - -- - -- - -- - -- -- -- - - - - -- - -- - UPSTREAM ELEVATION(FEET) = 1419.22 DOWNSTREAM ELEVATION(FEET) = 1417.58 STREET LENGTH(FEET) = 256.91 CURB HEIGTH(INCFES) = S. STREET HAL-FWIDTH(FEET) -- 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALLtDECIpAU = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 18.78 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .61 HALFSTREET FLOOD WIDTH(FEET) = 16.63 AVERAGE FLOW VELOCITY(FEETISEC.) = 2.64 PRODUCT OF DEEPTH &VELOCITY = 1.61 STREET FLOW TRAVEL TIME(MIN.) = 1.62 TC(MIN.) = 18.03 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.161 ® SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, FN(INCH /HR) = .5820 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 2.2? EFFECTIVE AREA(ACRES) = 13.10 AVERAGED Fe(INCH /HR) _ .58 TOTAL AREA(ACRES) = 13.10 PEAK.FLOW RATE(CFS) = 18.61 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .60 HALFSTREET FLOOD WIDTH(FEET) = 15.88 FLOW VELOCITY(FEET /SEC.) = 2.81 DEPTH *VELOCITY = 1.68 FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 1 ---------------------------------------------------------------------------- > > >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 MfLUENICE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF C(ENTRATION(MIN.) = 18.03 RAINFALL INTENSITY(INCH /HR) = 2.16 AVERAGED Fm(INCH /HR) _ .58 EFFECTIVE STREAM AREA(ACRES) = 13.10 TOTAL STREAM AREA(ACRES) = 13.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.61 FLOW PROCESS FROM NODE 222.00 TO NODE 222.11 IS CODE = 2 ---------------------------------------------------------------------- - - - - -- >> >RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< « < DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3 -4 DWELLINGS /ACRE TC = K *((LENGTH*# 3.00) /(ELEVATION] CHANGE)] ** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 1511.00 DOWNSTREAM ELEVATION(FEET) = 1481.00 ELEVATION DIFFERENCE(FEET) = 30.00 TC(MIN.) _ .412 *(( 1000.00 ** 3.00) /( 30.00)1 ** .20 = 13.167 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.610 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fw(INCH /HR) = .5820 SUBAREA RUNOFF(CFS) = 9.12 TOTAL AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) = 9.12 FLOW PROCESS FROM NODE 222.11 TO NODE 222.12 IS CODE = 3 ---------------------------------------------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TINE THRU SUBAREA «« < >`r » > USgING COMPUTER- ESTIMATED PIPESIZE (NON FLOW) « «< -- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.2 UPSTREAM NODE ELEVATION(FEET) = 1481.00 DOWNSTREAM NODE ELEVATION(FEET) = 1450.00 FLOW LENGTH(FEET) -- 1000.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER iir' PIPES = 1 PIPE-FLOW(CFS) = 9.12 TRAVEL TIME(MIN.) = 1.63 TC(MIN.) = 14.79 �' tff### tiifiitiii#** # #tiit #iff #ttt # # *tii #fi #ttiffi# #iii * #tiii #t * * # * # # # *i *fR ## FLOW PROCESS FROM NODE 222.11 TO NODE 222.12 IS CODE = 8 ---------------------------------------------------------------------------- >> )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 10 YEAR RAINFALL INTENSITY(IN3( /H UR) = 2.433 SOIL CLASSIFICATION IS "A' RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .5820 SUBAREA AREA (ACRES) = 5.00 SUBAREA RUNOFF(CF5) = 8.33 EFFECTIVE AREA(ACRES) = 10.00 AVERAGED Fm(INCH /HR) _ .582 TOTAL AREMACRES) = 10.00 PEAK FLOW RATE(CFS) = 16.66 TC(MIN) = 14.79 FLOW PROCESS FROM NODE 222.12 TO NODE 223.10 IS CODE = 3 ---------------------------------------------------------------------------- »> »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< > > > >> USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<' « < --------------- - -- DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.2 UPSTREAM NODE ELEVATION(FEET) = 1450.00 DOWNSTREAM NODE ELEVATI0N(FEET) = 1449.00 FLOW LENGTH(FEET) = 167.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.66 TRAVEL TIME(MIN.) = .45 TC(MIN.) = 15.24 FLOW PROCESS FROM NODE 223.00 TO NODE 223.10 IS CODE -- 8 ---------------------------------------------------------------------------- >>MADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 10 YEAR RAINFALL INTEMSITY(INCH /HOUR) = 2.390 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 SUBAREA AREA (ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 16.27 EFFECTIVE AREA(ACRES) = 20.00 AVERAGED Fm(INCH /HR) _ . M. TOTAL AREA (ACRES) = 20.00 PEAK FLOW RATE(CFS) = 32.54 TC(MIN) = 15.24 FLOW PROCESS FROM NODE 223.10 TO NODE 224.10 IS CODE = 3 ------------------------------------------------------------------ >w COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« < < » »> USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< - - DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.5 INCHES Opp PIPE -FLOW VELOCITY(FEET /SEC.) = 7.6 UPSTREAM NODE ELEVATION(FEET) = 1449.00 DOWNSTREAM NODE ELEVATION(FEET) = 1446.80 FLOW LENGTH(FEET) = 330.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = ® PIPE- FLOW(CFS) = 32.54 TRAVEL TIME(MIN.) _ .73 TC(MIN.) = 15.97 FLOW PROCESS FROM NODE 224.00 TO NODE 224.10 IS CODE = 8 --------------------------------------------------------------------------- » »> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.324 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5320 SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 31.36 EFFECTIVE AREA(ACRES) = 40.00 AVERAGED Fv(INCH /HR) _ .582 TOTAL AREA(ACRES) = 40.00 PEAK FLOW RATE(CFS) = 62.i< TC(MIN) = 15.97 FLOW PROCESS FROM NODE L4.10 TO NODE 225.10 IS CODE = 3 >`.> »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « < = = » » >USING COMPUTER ESTIMATED PIPESIZE - (NO(- PRESSURE FLOW) << ' <( DEPTH OF FLOW IN 42.0 INCH PIPE IS 31.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.1 UPSTREAM NODE ELEVATION(FEET) = 1446.80 DOWNSTREAM NODE ELEVATION(FEET) = 1443.50 FLOW LENGTH(FEET) = 670.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE -FLOW(CFS) = 61.72 TRAVEL TIME(MIN.) = 1.38 TC(NIN.) = 17.35 FLOW PROCESS FROM NODE 225.00 TO NODE 225.10 IS CODE = 8 -------------------------------------------------------------------- > >>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW< «« 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.212 SOIL CLASSIFICATION IS "A" RESIDENTIAL 3 - 4 DWELLINGS /ACRE SUBAREA LOSS RATE. Fm(I.NCH /HR) _ .5820 SUBAREA AREA(ACRES) = 40.00 SUBAREA RUNOFF(CFS) = 58.66 EFFECTIVE AREA(ACRES) = 80.00 AVERAGED F@(INCH /HR) _ -.`82 TOTAL AREA(ACRES) = 80.00 PEAK FLOW RATE(CFS) = 117.33 TC(MIN) = 17.35 v FLOW PROCESS FROM NODE 225.10 TO NODE 65.00 IS CODE = 3 ---------------------------------------------------------------------- - - - - -- Ee )))COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA( <<< )> > >> USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)< «« DEPTH OF FLOW IN 48.0 INCH PIPE IS 36.5 INCHES PIPE-FLOW VELOCITY(FEET /SEC.) = 11.4 UPSTREAM NODE ELEVATION(FEET) = 1443.50 DOWNSTREAM NODE ELEVATION(FEET) = 1438.00 FLOW LENGTH(FEET) = 673.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMER OF PIPES = 1 PIPE-FLOW(CFS) = 117.33 TRAVEL TIME(MIN.) _ .98 TC(MIN.) = 18.33 X- - Go4rl(91 i# t# t#1 tif### tfiii# i## i# itfiitf####### i## ti # # #ii #tti # #fi #ftt # # # #f #RR #t #t # ## FLOW PROCESS FROM NODE 65.00 TO NODE 65.00 IS CODE = 8 ---------------------------------------------------------------------------- ) > >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < - -- - ill - YEAR - RAINFALL INTENSITY(INCH /HOUR) = 2.140 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 41.00 SUBAREA RU F(CFS) = 57.48 EFFECTIVE AREA(ACRES) = 121.00 AVERAGED Fs(INCH /HR) _ .582 TOTAL AREA(ACRES) = 121.00 PEAK FLOW RATE(CFS) = 169.64 TC(MIN) = 18.33 FLOW PROCESS FROM NODE 65.00 TO NODE 60.00 IS CODE = 3 ---------------------------------------------------------------------------- >» ?COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA(< «< »» )USING COMPUTER- ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «« < DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.3 INCHES PIPE -FLOW VELOCITY(FEETISEC.) = 23.7 UPSTREAM NODE ELEVATION(FEET) = 1433.70 DOWNSTREAM NODE ELEVATION(FEET) = 1421.50 FLOW LENGTH(FEET) = 283.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 169.64 TRAVEL TIME(MIN.) = .20 TC(MIN.) = 18.53 FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>) >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< - - - -- - - -- - - -- - -- -- -- - -- - - -- - -- - -- - - - 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.126 SOIL CLASSIFICATION IS "A' RESIDENTIAL -> 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 34.00 BAREA RUNOFF(CFS) = 47.25 EFFECTIVE AREA(ACRES) = 155.0_ _ AVERAGED Fm(INCH /HR) _ .582 - TOTAL AREA(ACRES) = 155.00 - - - -- PEAK FLOW RATE(CFS) = 215.38 TC(MIN) = 18.53 Ee FLOW PROCESS FROM NODE 60.00 TO NODE 45.00 IS CODE = 3 ---------------------------------------------------------------------------- »» )COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<CE< <; »» )USING COMPUTER- ESTIMATED PIPESIZE (NO(- PRESSURE FLOW)<(((< DEPTH OF FLOW IN 54.0 INCH PIPE IS 43.2 INCHES PIPE-FLOW VELOCITY(FEET /SEC.) 15.8 UPSTREAM NODE ELEVATION(FEET) = 1421.00 DOWNSTREAM NODE ELEVATION(FEEi) = 1410.80 FLOW LENGTH(FEET) = 770.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 54.00 NUM03ER OF PIPES = 1 PIPE- FLOW(CFS) -- 215.38 TRAVEL TIME(MIN.) _ .81 TC(MIN.) = 19.34 FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = i ---------------------------------------------------------------------------- > >» )DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( » »;AND CONFUTE VARIOUS CONFLUENCED STREAM VALUES( «(( - - -- - -- - -- - - - -- - - - - -- - - - - -- - - - TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 19.34 RAINFALL INTENSITY(INCH /HR) = 2.07 - AVERAGED Fm(INCHIHR) _ .58 EFFECTIVE STREAM AREA(ACRES) = 155.00 TOTAL STREAM AREA(ACRES) = 155.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 215.38 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. #t PEAK FLOW RATE TABLE ## Q(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) 1 231.41 18.03 .582 157.62 2 232.95 19.34 .582 168.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 232.95 Tc(MIN.) = 19.339 EFFECTIVE AREA(ACRES) = 168.10 AVERAGED Fm(INCH /HR) _ .58 TOTAL AREA(ACRES) = 168.10 FLOW PROCESS FROM NODE 45.00 TO NODE 35.00 IS CODE = 3 ---------------------------------------------------------------------------- > >>> >COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA << <<( » » >USING COmPuTER-ESTIMATED PIPESIZE (NON - PRESSURE FLONX(<(( DEPTH OF FLOW IN 51.0 INCH PIPE IS 40.9 INCHES PIPE-FLOW VELOCITY(FEET /SEC.) = 19.1 UPSTREAM NODE ELEVATION(FEET) = 1410.30 - 4w DOWNSTREAM NODE ELEVATION(FEET) = 1401.70 FLOW LENGTH(FEET) = 435.00 MANNING - S N .013 ESTIMATED PIPE DIAMETF-R(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 232.95 O TRAVEL TINE(MIN.) _ .38 TC(MIN.) = 19.72 FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = ] ---------------------------------------------------------------------------- w >> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE( < <(< - -- - -- -- - - - - -- - - - -- - - - -- - -- - - - -- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF C NTRATION(MIN.) = 19.72 RAINFALL INTENSITY(INCH /HR) = 2.05 AVERAGED Fe(INCH /HR) = .58 EFFECTIVE STREAM AREA(ACRES) = 168.10 TOTAL STREAM AREA(ACRES) = 168.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 232.95 FLOW PROCESS FROM NODE 3.00 TO NODE 70.00 IS CODE = 2 ---------------------------------------------------------------------------- > >» )RATIONAL METHOD INITIAL. SUBAREA ANALYSIS( «(< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3-4 DWELLINGS /ACRE TC = K *I(LENGTH *R 3.00)/(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH(FEET) = 770.00 UPSTREAM ELEVATION(FEET) = 1443.00 DOWNSTREAM ELEVATION(FEET) = 1427.00 ELEVATION DIFFERENCE(FEET) = 16.00 TC(MIN.) = .412 *I( 770.00 ** 3.00)1( 16.00)1 ** .20 = 12.763 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.659 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, FM(INCH /HR) _ .5820 SUBAREA RUF(CFS) = 18.69 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 18.69 RxiiR* ixxxsixisxx*R#;## i## x### Rr.* RS# R# ix## R# x # # #x #iixR #Rx #iR #iR * # # # # * # # # # #* FLOW PROCESS FROM NODE 70.00 TO NODE 45.00 IS CODE = 6 ---------------------------------------------------------------------------- > } }} >cwjTE STREET FLOW TRAVEL TIME THRU SUBAREA( <((< --------------------------------- UPSTREAM ELEVATION(FEET) = 1427.00 DOWNSTREAM ELEVATION(FEET1 = 1417.43 STREET LENGTH(FEET) = 393.00 CURB HEIGTH(INCHES) = S. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEFREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HA.FSTREETS CARRYING RUWFF = 2 * *TRAVEL TINE COMPUTED USING MEAN FLOW(CFS) = 22.07 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .52 HALFSTREET FLOOD WIDTH(FEET) = 12.12 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.88 PRODUCT OF DEPTHWELOCITY = 2.54 STREET FLOW TRAVEL TI)E(MIN.) = 1.34 TC(MIN.) = 14.10 10 YEAR RAINFALL INTENSITY(INCH /HOUR) -- 2.504 @ SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ ..`620 SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 6.75 EFFECTIVE AREA(ACRES) = 13.90 AVERAGED Fm(INCH /HR) _ .53 TOTAL AREA(ACRES) = 13.90 PEAK FLOW RATE(CFS) = 24.04 END OF SUBAREA STREET FLOW HYDRAULICS. DEPTH(FEET) _ .54 HALFSTREET FLOOD WIDTH(FEET) = 12.87 FLOW VELOCITY(FEET /SEC.) = 4.91 DEPTH *VELOCITY = 2.53 FLOW PROCESS FROM NODE 45.00 TO NODE 40.00 IS CODE = 6 ---------------------------------------------------------------------------- »»>ccmKTE STREET FLOW TRAVEL TIME THRU SUBAREA<Ct<C UPSTREAM ELEVATION(FEET) = 1417.43 DOWNSTREAM ELEVATION(FEET) = 1413.17 STREET LENGTH(FEET) = 215.92 CURB HEIGTH(INNS) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 24.57 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .55 HALFSTREET FLOOD WIDTH(FEET) = 13.63 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.70 PRODUCT OF DEPTH&VELOCITY = 2.59 STREET FLOW TRAVEL TIME(MIN.) _ .77 TC(MIN.) = 14.87 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.426 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 1.6E EFFECTIVE AREA(ACRES) = 14.90 AVERAGED FN(INCH /HR) = .58 TOTAL AREA(ACRES) = 14.90 PEAK FLOW RATE(CFS) = 24.72 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .55 HALFSTREET FLOOD WIDTH(FEET) = 13.63 FLOW VELOCITY(FEET /SEC.) = 4.67 DEPTH *VELOCITY = 2.57 FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 8 ---------------------------------------------------------------------------- » >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW «« 10 YEAR RAINFALL INTENSITY(INCH /M) = 2.426 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fa(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 3.98 EFFECTIVE AREA(ACRES) = 17.30 AVERAGED F.(INCH /HR) _ .582 TOTAL AREA(ACRES) = 17.30 PEAK FLOW RATE(CFS) = 28.71 TC(MIN) = 14.87 0 FLOW PROCESS FROM NODE 40.00 TO NODE 35.00 IS CODE = 6 ---------------------------------------------------------------------------- » > >> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( UPSTREAM ELEVATION(FEET) = 1413.17 DOWNSTREAM ELEVATION(FEET) = 1408.91 - STREET LENGTH(FEET) = 168.68 CURB HEIGTH(INCHES) 2 S. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIMtE COMPUTED USING MEAN FLOW(CFS) _ 29.51 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .57 HALFSTREET FLOOD WIDTH(FEET) = 14.38 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.17 PRODUCT OF DEPTH&VELOCITY = 2.92 STREET FLOW TRAVEL TIME(MIN.) = .54 TC(MIN.) = 15.41 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.374 SOIL CLASSIFICATION IS °A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /FR) = .5820 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 1.61 EFFECTIVE AREA(ACRES) = 18.30 AVERAGED Fm(INCH /HR) _ .58 TOTAL AREA(ACRES) = 18.30 PEAK FLOW RATE(CFS) = 29.51 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .57 HALFSTREET FLOOD WIDTH(FEET) = 14.38 FLOW VELOCITY(FEET /SEC.) = 5.17 DEPTH *VELOCITY = 2.92 FLOW PROCESS FROM NODE 35.00 TO )ODE 35.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE( <((( » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES:(((( TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.41 RAINFALL INTENSITY(INCH /HR) = 2.37 AVERAGED Fs(INCH /HR) = .58 EFFECTIVE STREAM AREA(ACRES) = 18.30 TOTAL STREAM AREA(ACRES) = 18.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 29.51 RAINFALL INTENSITY AND TIME OF CQNCE MTION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. :* PEAK FLOW RATE TABLE ** Q(CFS) TC(MIN.) Fm(INCH /HR) Ae(ACRES) 1 256.98 18.41 .582 175.92 2 257.09 19.72 .582 186.40 3 25123 15.41 .582 150.27 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ' PEW( FLOW RATE(CFS) = 257.09 Tc(MIN.) = 19.719 I�2 EFFECTIVE AREA(ACRES) = 186.40 AVERAGED Fm(INCH /HR) _ .58 TOTAL. AREA(ACRES) = 186.40 FLOW PROCESS FROM NUDE 35.00 TO NODE 36.00 IS CODE = 3 ---------------------------------------------------------------------------- >l »> COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA« <(< >> > >> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) «0' -- - - - - - -- - - -- - - - -- - - -- - DEPTH OF FLOW IN 54.0 INCH PIPE IS 42.0 INDIES PIPE -FLOW VELOCITY(FEET /SEC.) = 19.4 UPSTREAM NODE ELEVATION(FEET) = 1401.70 DOWNSTREAM NODE ELEVATION(FEET) = 1400.70 FLOW LENGTH(FEET) = 50.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = i PIPE- FLOW(CFS) = 257.09 TRAVEL TIME(MIN.) _ .04 TC(MIN.) = 19.76 FLOW PROCESS FROM NODE 36.00 TO NODE 36.00 IS CODE = 8• ------•--------------------------------------------------------------------- > > >i> ADDITION OF SUBAREA TO MAINLINE PEAT( FLOW « «< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.045 SOIL CLASSIFICATION IS "A" RESIDENTIAL -) 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .5820 SUBAREA AREA(ACRES) 5.70 SUBAREA RUNOFF(CFS) = 7.51 EFFECTIVE AREA(ACRES) = 192.10 AVERAGED F /(INCH /HR) _ .582 TOTAL AREA(ACRES) = 192.10 PEAT( FLOW RATE(CFS) = 257.09 TC(MIN) = 19.76 FLOW PROCESS FROM NODE 36.00 TO NODE 21.00 IS CODE = 3 ---------------------------------------------------------------------------- * *mCOMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »» )USING COMPUTER-ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 57.0 INCH PIPE IS 41.3 INCHES PIPE-FLOW VELOCITY(FEET /SEC.) = 18.7 UPSTREAM NODE ELEVATION(FEET) = 1400.70 DOWNSTREAM NODE ELEVATION(FEET) = 1391.70 FLOW LENGTH(FEET) = 511.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 257.09 TRAVEL TIME(MIN.) _ .46 TC(MIN.) = 20.22 ti #i # # #i #t #i #x *ti # ittiiitiitii# iii# iii# ittt #i # ##t # # # # # #t # # # # # # # # ii# #i *i FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 8 ---------------------------------------------------------------------------- -» > >> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<« ==---=-=--=-----=--=-=- 10 YEAR RAINFALL INTENSITY(INCH /HOUi) = 2.018 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fmi!NCHIHR) _ .5320 /�? SUBAREA AREA(ACRES) = EFFECTIVE AREA(ACRES) AVERAGED Fs(INCH /HR) TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) _ TC(MIN) = 20.22 1.90 SUBAREA RUNOFF(CFS) = 2.45 194.00 .582 194.00 257.09 FLOW PROCESS FROM NODE 21.00 TO NODE 20.00 IS CODE = 3 ---------------------------------------------------------------------------- >) » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « < » »:USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «« < DEPTH OF FLOW IN 57.0 INCH PIPE IS 42.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 18.4 UPSTREAM NODE ELEVATION(FEET) = 1391.70 DOWNSTREAM NODE ELEVATION(FEET) = 1390.60 FLOW LENGTH (FEET) = 65.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 257.09 TRAVEL TIME(MIN.) _ .06 TC(MIN.) = 20.18 FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1 ---------------------------------------------------------------------------- »» )DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIOM(MIN.) = 20.28 RAINFALL INTENSITY(INCH /HR) = 2.01 AVERAGED FA(INCH /HR) = .58 EFFECTIVE STREAM AREA(ACRES) = 194.00 TOTAL STREAM AREA(ACRES) = 194.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 257.09 FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 2 ---------------------------------------------------------------------------- » > >>RATIO METHOD INITIAL SUBAREA ANALYSIS« «< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3-4 DWELLINGS /ACRE TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH(FEET) = 940.00 UPSTREAM ELEVATION(FEET) = 1421.30 DOWNSTREAM ELEVATION(FEET) = 1402.50 ELEVATION DIFFERENCE (FEET) = 18.80 TC(MIN.) _ .412 *(( 940.00 ** 3.00) /( 18.80)1 ** .20 = 13.930 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.523 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .5820 SUBAREA RUNOFF(CFS) = 8.38 TOTAL AREA(ACRES) = 4.80 PEAK FLOW RATE(CFS) = 8.38 FLOW PROCESS FROM NODE 10.00 TO NODE 15.00 IS CODE = 6 �� } }} }COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 1402.50 DOWNSTREAM ELEVATION(FEET) = 139'3.70 STREET LENGTH(FEET) = 295.00 CURB HEIGTH(INCHES) = S. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 9.75 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .46 HALFSTREET FLOOD WIDTH(FEET) = 9.12 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.00 PRODUCT OF DEPTH&VELOCITY = 1.38 STREET FLOW TRAVEL TIME(MIN.) = 1.64 TC(MIN.) = 15.57 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.360 SOIL CLASSIFICATION IS "A" RESIDENTIAL-} 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fil(INCH /HR) = .5820 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 2.72 EFFECTIVE AREA(AW) = 6.50 AVERAGED Fm(INCH /HR) _ .58 TOTAL AREA(ACRES) = 6.50 PEAK FLOW RATE(CFS) = 10.40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .48 HALFSTREET FLOOD WIDTH(FEET) = 9.08 FLOW VELOCITY(FEET /SEC.) = 2.95 DEPTH *VELOCITY = 1.40 FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 8 ---------------------------------------------------------------------------- : } >} }ADDITION OF SUBAREA TO MAINLINE PEAK FLOW( `X < 10 YEAR RAINFALL INTENSITY(INCHiHOUR) = 2.360 SOIL CLASSIFICATION IS "A" RESIDENTIAL-} 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) = 6.08 EFFECTIVE AREA(ACRES) = 10.30 AVERAGED Fm(INCHIHR) = .582 TOTAL AREA(ACRES) = 10.30 PEAK FLOW RATE(CFS) = 16.49 TC(MIN) = 15.57 FLOW PROCESS FROM NODE 15.00 TO NODE 20.00 IS CODE _ .6 ---------------------------------------------------------------------- - - - - -- } };} }COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « < - -- -------------------------- UPSTREAM ELEVATION(FEET) = 1399.70 DOWNSTREAM ELEVATION(FEET) = 1398.00 STREET LENGTH(FEET) = 283.00 CURB rEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTAN[E Fn'M CROWN TO CROSSFALL GRADEBREAK(FET) = 12.00 INTERIM STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 17.29 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .60 HALFSTREET FLOOD WIDTH(FEET) = 15.88 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.61 PRODUCT OF DEPTH&VELOCITY = 1.56 STREET FLOW TRAVEL TIME(MIN.) = 1.81 TC(MIN.) = 17.37 10 YEAR RAINFALL INTENSITY(INCH /HOURi) = 2.210 SOIL CLASSIFICATION IS "A" RESIDENTIAL. -> 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.61 EFFECTIVE AREA(ACRES) = 11.40 AVERAGED Fm(INCH /FRi) = .58 TOTAL AREA(ACRES) = 11.40 PEAK FLOW RATE(CFS) = 16.70 END OF SUBAREA STREET FLOW HYDRAULICS. DEPTH(FEET) _ .60 HALFSTREET FLOOD WIDTH(FEET) = 15.88 FLOW VELOCITY(FEET /SEC.) = 2.52 DEPTH *VELOCITY = 1.50 xxxxtxxx: tx: xxxxxx xxtxxxxxtxxxxxxxxtxx**: x: txx : :xxxxtxxxxxxxxxxxxxxxxx *x *xxx FLOW PROCESS FROM NODE 20.00 TO NODE 20.40 IS CODE = 1 ---------------------------------------------------------------------------- >>>>•DESIGNATE INDEPENDENT STREAM FOR CONFL.LR7VGE « <<: >> > > > AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES( «(< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.37 RAINFALL INTENSITY(INCH /HR) = 2.21 AVERAGED F@(INCH /HR) _ .58 EFFECTIVE STREAM AREA(ACRES) = 11.40 TOTAL STREAM AREA(ACRES) = 11.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.70 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. xx PEAK FLOW RATE TABLE ** R(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) 1 269.66 15.98 .582 168.36 2 272.51 18.97 .582 194.92 3 271.78 20.28 .582 205.40 4 271.67 17.37 .582 181.20 COMPUTED C fLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 272.51 Tc(MIN.) = 18.969 EFFECTIVE AREA(ACRES) = 194.92 AVERAGED Fm(INCH /HR) _ .58 TOTAL AREA(ACRES) = 205.40 xtt* xttx: tttxxx: x: xxxxx:: xttxttt: xxxxxxxx txtxxxxxtxxxtttttttt txxxx :x :xtxxxtx FLOW PROCESS FROM NODE 20.00 TO NODE 76.00 IS CODE = 3 ® ---------------------------------------------------------------------------- :•) >>>COMPUTE PIPE -FLOW TRAVEL TIME T}RU SUBAREA<<c« >) >) >USING CUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)( «« DEPTH OF FLOW IN 57.0 INCH PIPE IS 41.1 IMES O �O PIPE-FLOW VELOCITY(FEET /SEi.) = 19.9 UPSTREAM NODE ELEVATION(FEET) = 1390.60 DOWNSTREAM NODE ELEVATION(FEET) = 1388.00 FLOW LENGTH(FEET) = 130.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = PIPE- FLOW(CFS) = 272.51 TRAVEL TINE(MIN.) _ .11 TC(MIN.) = 19.08 i ! #t #tt #itltltiiiit # #tititit # #t# tit #i #ttttt! # # # * * #t #! #t *t # *it #i #t #tilt # # # #!# FLOW PROCESS FROM NODE 76.00 TO NODE 76.00 IS CODE = 8 ---------------------------------------------------------------------------- > >>> >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< «< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.089 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3 -4 DWELLINGSIACRE SUBAREA LOSS P ATE, Fm(INCH /HR) _ .5820 SLMS AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 5.29 EFFECTIVE AREA(ACRES) = 198.82 AVERAGED Fm(INCH /HR) = .582 TOTAL AREA(ACRES) = 209.30 PEAK FLOW RATE(CFS) = 272.51 TC(MIN) = 19.08 FLOW PROCESS FROM NODE 76.00 TO NODE 76.00 IS CODE = 8 ---------------------------------------------------------------------------- >>» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< -_= 10 YEAR RAINFALL INTENSITY(INCH /HOUR) - 2.089 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 6.40 SUBAREA RUNOFF(CFS) = 8.68 EFFECTIVE AREA(ACRES) = 205.22 AVERAGED Fm(INCH /HR) _ .582 TOTAL AREA(ACRES) = 215.70 PEAK FLOW RATE(CFS) = 278.34 TC(MIN) = 19.08 is PEAK FLOW RATE TABLE #* Q(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) 1 278.37 16.10 .582 178.66 2 278.34 19.08 .582 205.22 3 276.74 20.38 .582 215.70 4 279.11 17.48 .582 191.50 NEW PEAK FLOW DATA ARE: PEAK FLOW RATE(CFS) = 279.11 Tc(MIN.) = 17.48 AVERAGED Fm(INCH /HR) _ .58 EFFECTIVE AREA(ACRES) = 191.50 t # ii # #i # # iit t # #ttiit # # #it # #t# iii## i#*# ti# t #tt # ##itt #ttttilt #t # #i # # * #i #i! FLOW PROCESS FROM NODE 76.00 TO NODE 174.00 IS CODE = 5 ---------------------------------------------------------------------------- »» )COMPUTE TRAPEZOIDAL-OWiNEL FLOW « «< » »> TRAVEL TIME THRU SUBAREA<< «< - UPSTREAM NODE ELEVATIO01(FEET) = 1388.00 DOWNSTREAM NODE ELEIIATION(FEET) = 1386.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 700.00 CHANNEL BASE(FEET) _ .00 "Z" FACTOR = 99.000 /�7 4 NNdING'S FACTOR = .030 MAXIMUM DEPTHfFEET) = 2.00 CHANNEL FLOG! THRU SUBAREA(CFS) = 279.11 FLOW VELOCITY(FEET /SEC.) = 1.69 FLOW DEPTH (FEET) = 1.29 TRAVEL TIME(MIN.) = 6.92 TC(MIN.) = 24.40 tt*: tt**: tt* t* t:** t:::* t: t** t:* ttt** tt* ttt: t: s : :t *tt * * :tt * *ttt *t :tttttt : * *ts FLOW PROCESS FROM NODE 174.00 TO NODE 174.00 IS CODE = 8 ---------------------------------------------------------------------------- >>> > >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW< <I(< - -- -- -- ----- -- --- ---- -- -- - - --- - - - - 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.802 SOIL CLASSIFICATION IS "A" PUBLIC PARK SUBAREA LOSS RATE, Fn(INCH /HR) _ .8245 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUWN T(CFS) = 3.70 EFFECTIVE AREA(ACRES) = 195.70 AVERAGED Fm(INCH /HR) = .587 TOTAL AREA(ACRES) = 219.90 PEAK FLOW RATE(CFS) = 279.11 TC(MIN) = 24.40 -- -------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 219.90 TC(MIN.) = 24.40 EFFECTIVE AREA(ACRES) = 195.70 AVERAGED FW(INCH /HR)= .59 PEAK FLOW RATE(CFS) = 279.11 * ** PEAK FLOW RATE TABLE * ** Q(CFS) Tc(MIN.) Fn(INGH /HR) Ae(ACRES) 1 278.31 23.03 .588 182.86 2 278.34 26.02 .587 209.42 3 276.74 27.12 .587 219.90 4 279.11 24.40 .587 195.70 END OF RATIONAL. METHOD ANALYSIS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1936 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -88 Advanced Engineering Software (aes) Ver. 5.2A Release Date: 7108188 Serial 9 2938 Analysis prepared by: MADM and ASSOCIATES, INC. 1820 E. 16th STREET SANTA ASIA, CALIFORNIA 92701 PHONE (714) 835-2548 DESCRIPTION OF STUDY * * # * ## # # #s * # #s # # # #s # # # # #* * TR 12314 DEV.Q25 # * FONTANA # * JN 142 -609 6/14/89 [FILE TR12314.0251 FILE NAME: TR12314.025 TIME /DATE OF STUDY: 14:54 6/14/1989 - - USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- UDR SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INGH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10-YEAR STORM 60-NIMJTE INTENSITY(INCH /HOUR) = 1.040 100-YEAR STORM 60-MINUTE INTENSITY(INCH /HOUR) = 1.520 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1-HOUR INTENSITY(INCH /HOUR = 1.2069 SLOPE OF INTENSITY DURATION CURVE _ .6000 4044 rl'ON FLOW PROCESS FROM NODE 2.00 TO N01E 60.00 IS CODE = 2 ---------------------------------------------------------------------------- >)) >) RATIONAL METHOD INITIAL SUBAREA ANALYSIS<(((( DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3 -4 DMELLINGS /ACRE TC = K *((LENGTH ** 3.00) /(ELEVATION( CHANGE)) ** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 605.00 UPSTREAM ELEVATION(FEET) = 1432.70 DOWNSTREAM ELEVATION(FEET) = 1427.94 ELEVATION DIFFERENCE(FEET) = 4.76 TC(MIN.) _ .412 *1( 605.00 ** 3.00)/( 4.76)1 ** .20 = 14.074 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.881 SOIL CLASSIFICATION IS 'A' RESIDENTIAL -> 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fe(INEH /HR) _ .5820 SUBAREA RUNOFF(CFS) = 7.66 TOTAL AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) = 7.66 FLOW PROCESS FROM NODE 60.00 TO NODE 55.00 IS CODE = n ---------------------------------------------------------------------------- » >>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< UPSTREAM ELEVATION(FEET) = 1427.94 DOWNSTREAM ELEVATION(FEET) = 1422.90 STREET LENGTH(FEET) = 270.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RI F = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 8.53 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .40 HALFSTREET FLOOD WIDTH(FEET) = 7.05 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.72 PRODUCT OF DEPTH&VELOCITY = 1.49 STREET FLOW TRAVEL TIME(MIN.) = 1.21 TC(MIN.) = 15.28 ZS YEAR RAINFALL. INTENSITY(INCH /HOUR) = 2.742 SOIL CLASSIFICATION( IS "A" RESIDENTIAL-> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .5820 SUBAREA AREA(ACRES) _ .90 SUBAREA RUNOFF(CFS) = 1.75 EFFECTIVE AREA(ACRES) = 4.60 AVERAGED Fm(INCH/HR) _ .58 TOTAL. AREA(ACRES) = 4.60 PEAK FLOW RATE(CFS) = 8.94 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .40 HAL-FSTREET FLOOD WIDTH(FEET) = 7.06 FLOW VELOCITY(FEET /SEC.) = 3.90 DEPTH *VELOCITY = 1.56 ############################################# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # ## FLOW PROCESS FROM NODE 55.00 TO NODE 55.00 IS CODE = 8 ---------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW( <<<< 25 YEAR RAINFALL INTENSITY(INCH /FOUR) = 2.742 SOIL CLASSIFICATION IS 'A" RESIDENTIAL -> 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCHIHR) _ .5820 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 6.03 EFFECTIVE AREA(ACRES) = 7.70 AVERAGED Fm(INgiff) _ .582 TOTAL AREA(ACRES) = 7.70 PEAK FLOW RATE(CFS) = 14.97 TC(MIN) = 15.28 FLOW PROCESS FROM NODE 55.00 TO NODE 50.00 IS CODE = 6 ---------------------------------------------------------------------- - - - - -- »» )COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< « < UPSTREAM ELEVATION(FEET) = 1422.90 DOWNSTREAM ELEVATION(FEET) = 1419.22 STREET LENGTH(FEET) = 256.95 CURB HEIGTH(INDES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 15.80 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .51 HALFSTREET FLOOD WIDTH(FEET) = 11.38 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.79 PRODUCT OF DEPTH&VELOCITY = I.K. STREET FLOW TRAVEL TIME(MIN.) = 1.13 TC(MIN.) = 16.41 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.627 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .5820 SUBAREA AREA(ACRES) = .90 SUBAREA RUNOFF(CFS) = 1.66 EFFECTIVE AREA(ACRES) = 8.60 AVERAGED F4(INCH /HR) _ .58 TOTAL AREA(ACRES) = 8.60 PEAK FLOW RATE(CFS) = 15:83 END OF SUBAREA STREET FLOW HYDRAULICS. DEPTH(FEET) _ .51 HALFSTREET FLOOD WIDTH(FEET) = 11.38 FLOW VELOCITY(FEET /SEC.) = 3.80 DEPTH *VELOCITY = 1.92 FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 8 ---------------------------------------------------------------------- - - - - -- )> »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( -- - - - - -- - -- -- - -- - -- - - - 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.627 SOIL CLASSIFICATION IS "A" 1p RESIDENTIAL-> 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fs(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 5.34 EFFECTIVE AREA(ACRES) = 11.50 AVERAGED F®(INCH /HR) = .582 TOTAL AREA(ACRES) = 11.50 PEAK FLOW RA+TE(CFS) = 21.16 TC(MIN) = 16.41 FLOW PROCESS FROM NODE 50.00 TO NODE 45.00 IS CODE = 6 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THR1J SUBAREA((((< UPSTREAM ELEVATION(FEET) = 1419.22 DOWNSTREAM ELEVATION(FEET) = 1417.58 STREET LENGTH(FEET) = 256.91 CURB HEIGTH(INCHES) = S. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALUDECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED OF HALFSTREETS CARRYING RUNOFF = 2 WiRAVEL TIME COMPUTED USING MEAN FLOW(CFS) -- 22.54 STREET FLOW NODE. RESULTS: �. STREET FLOW DEPTH(FEET) _ .64 HALFSTREET FLOOD WIDTH(FEET) = 18.13 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.77 PRODUCT OF DEPTH&VELOCITY = 1.77 STREET FLOW TRAVEL T = 1.55 TC(MIN.) = 17.96 O 25 YEAR RAINFALL. INTENSITY(INCH /HOUR) = 2.489 SOIL CLASSIFICATION IS "A' RESIDENTIAL-) 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /lift) _ .5820 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 2.75 EFFECTIVE AREA(ACRES) = 13.10 AVERAGED Fm(INCH /HR) _ .58 TOTAL AREA(ACRES) = 13.10 PEAK FLOW RATE(CFS) _ 22.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .64 HY.FSTREET FLOOD WIDTH(FEET) = 18.13 FLOW VELOCITY(FEET /SEC.) = 2.76 DEPTH *VELOCITY = 1.77 i FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 1 ---------------------------------------------------------------------------- » »`.DESIGNATE INDEPENDENT STREAM FOR CONFLUENICE «« < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.96 RAINFALL INTENSITY(INCH /HR) = 2.49 AVERAGED Fm(INCH /HR) _ .58 EFFECTIVE STREAM AREA(ACRES) = 13.10 TOTAL STREAM AREA(ACRES) = 13.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 22.48 �v l4c4 r /oi✓ # # # i * # # # ii #ii ## #iiii #fii # # #i #iiiii iii # # #* iiii # #i #ifii #ifi # # # # # #i # # # #i #ii #ii# FLOW PROCESS FROM NODE 222.00 TO NODE 22 IS CODE = 2 ---------------------------------------------------------------------------- »» )RATIONAL METHOD INITIAL SUBAREA ANALYSIS < «« - -- - - - -- -- - -- -- - - - -- - -- - -- -- - - - - -- -- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3-4 DWELLINGS /ACRE TC = K *L(LENGTH ** 3.00) /(ELEVATION CHANGE)) ** .20 INITIAL. SUBAREA FLOW- LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 1511.00 DOWNSTREAM ELEVATION(FEET) = 1481.00 ELEVATION DIFFERENCE(FEET) = 30.00 TC(MIN.) _ .412 *1( 1000.00 ** 3.00) /( 30.001 ** .20 = 13.167 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.998 SOIL CLASSIFICATION IS 'A" RESIDENTIAL-> 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /tai) _ .5820 SUBAREA RUNOFF(CFS) = 10.87 TOTAL. AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) = 10.87 FLOW PROCESS FROM NODE 222.11 TO NODE 222.12 IS CODE = 3 ---------------------------------------------------------------------------- » 'r »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< > >» )USING COMPUTER - ESTIMATED PIPESIZE (NON-PRESSURE FLOW) « «< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.1 INCHES PIPE-FLOW VELOCITY(FEET /SEC.) = 10.7 UPSTREAM NODE ELEVATION(FEET) = 1481.00 DOWNSTREAM NODE ELEVATION(FEET) = 1450.00 FLOW LENGTH(FEET) = 1000.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 10.87 22 TRAVEL TIME(MIN.) = 1.56 TC(MIN.) = 14.73 - FLOW PROCESS FROM NODE 222.11 TO NODE 222.12 IS CODE = 8 ---- -------- ----- ----- --------- ---- ---- --------- ---- ---- ------------------ >>>> >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < - -- - - - - -- - -- - - - - - -- -- - - - - - - - - 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.803 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, F ®(INCH /HR) = .5820 SUBAREA AREA(ACRES) = 5.00 SUBAREA RIANOFF(CFS) = 10.00 EFFECTIVE AREA(ACRES) = 10.00 AVERAGED Fm(INCH /HR) _ .582 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 19.99 TC(MIN) = 14.73 FLOW PROCESS FROM NODE 222.12 TO NODE 223.10 IS CODE = 3 ---------------------------------------------------------------------------- mmomPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA (<« < >>>> )USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< -- DEPTH - OF FLOW IN 27.0 INCH PIPE IS 19.2 INCHES PIPE-FLOW VELOCITY(FEET /SEC.) = 6.6 UPSTREAM NODE ELEVATION(FEET) = 1450.00 DOWNSTREAM NODE ELEVATION(FEET) = 1449.00 FLOW LENGTH(FEET) = 167.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 19.99 TRAVEL TIME(MIN.) _ .42 TC(MIN.) = 15.15 FLOW PROCESS FROM NODE 223.00 TO NODE M-10 IS CODE = 8 ---------------------------------------------------------------------------- » » >ADDITION OF &NO TO MAINLINE PEAK FLOW « «< 25 YEAR RAINFALL INTENSITY(INCH /FOUt) = 2.756 SOIL CLASSIFICATION IS "A" RESIDENTIAL 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, F®(I CH /HR) _ .5820 SUBAREA AREA(ACRES) = 10.00 SUBAREA RU)FF(CFS) = 19.57 EFFECTIVE AREA(ACRES) = 20.00 AVERAGED Fm(INCH /HR) _ .582 TOTAL AREA(ACRES) = 20.00 PEAK FLOW RATE(CFS) = 39.14 TC(MIN) = 15.15 FLOW PROCESS FROM NODE 223.10 TO NODE 224.10 IS CODE = 3 ---------------------------------------------------------------------------- »» )COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< -- > > mUSING COMPUTER ESTIMATED PIPESIZE (NCN-PRESSURE FLOW) <<<<f DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.2 INCHES PIPE-FLOW VEL.00ITY(FEET /SEC.) = 8.0 UPSTREAM NODE ELEVATION(FEET) = 1449.00 2 DOWNSTREAM NODE ELEVATION(FEET) = 1446.80 FLOW LENGTH(FEET) = 330.00 MANNNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 39.14 TRAVEL TIME(MIN.) _ .68 TC(MIN.) = 15.83 FLOW PROCESS FROM NODE 124.00 TO NODE 224.10 IS CODE = 8 ---------------------------------------------------------------------------- » » >ADDITIONI OF SUBAREA TO MAINLINE PEAK FLOW «< << 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.684 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 37.84 EFFECTIVE AREA(ACRES) = 40.00 AVERAGED Fm(IN1CH /HR) _ .582 TOTAL AREA(ACRES) = 40.00 PEAK FLOW RATE(CFS) = 75.68 TC(MIN) = 15.83 FLOW PROCESS FROM NODE 224.10 TO NODE 225.10 IS CODE = 3 ---------------------------------------------------------------------- - - - - -- > >. »IMPUTE PIPE -FLOW TRAVEL TINE T )RU SUBAREA « «< » ?))USING COMPUTER- ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <C«< DEPTH OF FLOW IN 45.0 INCH PIPE I3 33.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.5 UPSTREAM NODE ELEVATION(FEET) = 1446.80 DOWNSTREAM NODE ELEVATION(FEET) = 1443.50 FLOW LENGTH(FEET) = 670.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = i PIPE- FLOW(CFS) = 75.68 TRAVEL TIME(MIN.) = 1.31 TC(MIN.) = 17.15 FLOW PROCESS FROM NODE 125.00 TO MODE 215.10 IS CODE = 8 --------------------------------------------------•------------------------- > » »ADDITIOW OF SUBAREA TO MAINLINE PEAK FLOW< «« 25 YEAR RAINFALL INTENSITY(INICH /HOUR) = 1.559 SOIL CLASSIFICATION IS "A' RESIDENTIAL -> 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 40.00 SUBAREA RUNOFF(CFS) = 71.17 EFFECTIVE AREA(ACRES) = 80.00 AVERAGED Fm(INCH /HR) _ .582 TOTAL AREA(ACRES) = 80.00 PEAK FLOW RATE(CFS) = 142.34 TC(MIN) = 17.15 FLOW PROCESS FROM NODE 225.10 TO NODE 65.00 IS CODE = 3 ---------------------------------------------------------------------- - - - - -- )>>) *COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA(< «( ))> )USING COMPUTER - ESTIMATED PIPESIZE (NON-PRESSURE FLOW)< «< DEPTH OF FLOW IN 51.0 INCH PIPE IS 39.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.9 UPSTREAM NODE ELEVATION(FEET) = 1443.50 DOWNSTREAM NODE ELEVATION(FEET) = 1438.00 FLOW LENGTH(FEET) = 673.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = I PIPE- FLOW(CFS) = 142.34 TRAVEL TIME(MIN.) _ .94 TC(MIN.) = 13.09 FLOW PROCESS FROM NODE 65.00 TO NODE 65.00 IS CODE = 8 ---------------------------------------------------------------------------- > >; > >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.478 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 41.00 SUBAREA RU OFF(CFS) = 69.97 EFFECTIVE AREA(ACRES) = 121.00 AVERAGED Fm(INCH /HR) _ .582 TOTAL AREA(ACRES) = 121.00 PEAK FLOW RATE(CFS) = 206.51 TC(MIN) = 18.09 FLOW PROCESS FROM NODE 65.00 TO NODE 60.00 IS CODE = 3 ------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>> > >USING COMPUTER-ESTIMATED PIPESIZE (NON- PRESSURE FLOW) «« < _______ __ ___ -------------- __ _ _ __ ____ _ __ -• - - - - -- - -- -- - - -- - - -- DEPTH OF FLOW IN 45.0 INCH PIPE IS 31.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 24.9 UPSTREAM NODE ELEVATION(FEET) = 1433.70 DOWNSTREAM NODE ELEVATION(FEET) = 1421.50 FLOW LENGTH(FEET) = 283.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 206.51 TRAVEL TIME(MIN.) _ .19 TC(MIN.) 18.28 # t #i #i # #iiit #t # # * * # # # #ttt *i #i # *# iii #it #t Hitt #tiii #it # *t #it # #itit #t # #i #iitit FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 8 ---------------------------------------------------------------------- - - - - -- >>> > >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 25 YEAR RAINFALL. INTENSITY(INCH /HOUR) = 2.463 SOIL CLASSIFICATION IS "A' RESIDENTIAL -> 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .5820 SUBAREA AREA(ACRES) = 34.00 RUNOFF(CFS) = 57.55 EFFECTIVE AREA(ACRES) = 155.0 AVERAGED Fm(INCH /HR) _ .582 E -- - �- - TOTAL AREA(ACRES) = 155.00 PEAK FLOW RATE(CFS) = 262.37 TC(MIN) = 18.28 FLOW PROCESS FROM NODE 60.00 TO NODE 45.00 IS CODE = 3 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA « «< ® » '> >> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESS[ FLOW) « «< DEPTH OF FLOW IN 60.0 INCH PIPE IS - 44.4 INCHES - --- --= -- -- -=- --- -- = - - - -= PIPE -FLOW VELOCITY(FEET /SEC.) = 16.8 UPSTREAM NUDE ELEVATION(FEET) = 14221.00 DOWNSTREAM NODE ELEVATION(FEET) = 1410.80 FLOW LENGTH(FEET) = 770.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 262.31 TRAVEL TIME(MIN.) _ .76 TC(MINJ = 19.04 FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS MODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< - - - - - -- - ---- - - - - -- -- -- - - TOTAL NUMBER OF STREAM = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 19.04 RAINFALL INTENSITY(INCH /HR) = 2.40 AVERAGED Fm(INCH /HR) _ .58 EFFECTIVE STREAM AREA(ACRES) = 155.00 TOTAL STREAM AREA(ACRES) = 155.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 262.37 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** A(CFS) Tc(MIN.) FA(INCH /HR) Ae(ACRES) 1 281.62 17.36 .582 159.33 2 283.85 19.04 .582 168.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 283.85 Tc(MIN.) = 19.040 EFFECTIVE AREA(ACRES) = 168.10 AVERAGED Fe(INCH /HR) _ .58 TOTAL AREA(ACRES) = 168.10 FLOW PROCESS FROM NODE 45.00 TO NODE 35.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA «« < wj>> USING CONPUTER-ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 57.0 INCH PIPE IS 41.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC -) = 20.4 UPSTREAM NODE ELEVATION(FEET) = 1410.80 DOWNSTREAM MODE ELEVATION(FEET) = 1401.70 FLOW LENGTH(FEET) = 435.00 MANNING'S N = .013 ESTIMATED PIPE DIAMTER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 283.85 TRAVEL TIME(MIN.) _ .36 TC(MIN.) = 19.39 Ee FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 1 »» )DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<K TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAK 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.35 RAINFALL INTENSITY(INCH /HR) = 2.38 AVERAGED F ®(INCH /HR) = .58 EFFECTIVE STREAM AREA(ACRES) = 168.16 TOTAL STREAM AREA(ACRES) = 168.10 FEAK FLOW RATE(CFS) AT CONFLUENCE = 283.85 FLOW PROCESS FROM NODE 3.00 TO NODE 70.00 IS CODE = 2 ---------------------------------------------------------------------- - - - - -- >>>> )RATIONAL METHOD INITIAL SUBAREA ANALYSIS «<< -------- - - - - -- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3 -4 DWELLINGS /ACRE TC = K *((LENGTH ** 3.00) /(ELEVATION DOW) I ** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = .770.00 UPSTREAM ELEVATION(FEET) = 1443.00 DOWNSTREAM ELEVATION(FEET) = 1427.00 ELEVATION DIFFERENCE (FEET) = 16.00 TC(MIN.) _ .412 *1( 770.00 *# 3.00)/( 16.00)1 ** .20 = 1::.763 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.055 SOIL CLASSIFICATION IS "A' RESIDENTIAL-) 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, F .I(INCHIHR) = .58 SUBAREA RUNOFF(CFS) = 22.26 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 22.26 FLOW PROCESS FROM NODE 70.00 TO NODE 45.00 IS CODE ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIPS THRU SUBAREA <<<<< ----------- - - - - -- - - UPSTREAM ELEVATION(FEET) = 1427.00 DOWNSTREAM ELEVATION(FEET) = 1417.43 STREET LENGTH(FEET) = 393.00 CURB HEIGTH(IN+CHES) = 8. STREET HALFNIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBW<(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 26.29 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .55 HALFSTREET FLOOD WIDTH(FEET) = 13.63 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.97 PRODUCT OF DEPTH&VELOCITY = 2.74 STREET FLOW TRAVEL TIME(NIN.) = 1.32 TC(MIN.) = 14.08 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.380 SOIL CLASSIFICATION IS "A" O RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fmi!NCH /HR) SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 3.07 EFFECTIVE AREA(ACRES) = 13.90 AVERAGED Fm(U CH /HP.) _ .58 TOTAL AREA(ACRES) = 13.90 PEAK FLOW RATE(CFS) = 28,75 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .57 HALFSTREET FLOOD WIDTH(FEET) = 14.38 FLOW VELOCITY(FEET /SEC.) = 5.03 DEPTH *VELOC.ITY = 2.55 FLOW PROCESS FROM NODE 45.00 TO NODE 40.00 IS CODE = 6 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< - -- - - - - - -- - -- - -- - - -- -- - - - - - UPSTREAM ELEVATION(FEET) = 1417.43 DOWNSTREAM ELEVATION(FEET) = 1413.17 STREET LENGTH(FEET) = 215.92 CURB HEIGTH(IMCHES) = S. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET DW.5ALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 29.74 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .58 HALFSTREET FLOOD WIDTH(FEET) = 15.13 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.83 PRODUCT OF DEPTH&VELOCITY = 2.31 STREET FLOW TRAVEL TIME(MIN.) = .74 TC(MIN.) = 14.83 25 YEAR RAINFALL INTENSITY(INCH!HOUR) = 2.792 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .5820 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 1.99 EFFECTIVE AREA(ACRES) = 14.90 AVERAGED Fm(IMCHilf) _ .58 TOTAL AREA(AGRES) = 14.90 PEAK FLOW RATE(CFS) = 29.64 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .58 HALFSTREET FLOOD WIDTH(FEET) = 15.13 FLOW VELOCITY(FEET /SEC.) = 4.52 DEPTH *VELOCITY = 2.80 FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 8 ---------------------------------------------------------------------------- > » »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<t «< 25 YEAR RAINFALL. INTENSITY(INCH /HOUR) = 2.792 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /Ht) _ .5820 SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 4.77 EFFECTIVE AREA(ACRES) = 17.30 AVERAGED Fm(IMOH/FR) _ .582 TOTAL AREA(ACRES) = 17.30 PEAK FLOW RATE(CFS) = 34.41 TC(MIN) = 14.83 FLOW PROCESS FROM NODE 40.00 TO NODE 35.00 IS CODE = 6 /78 ---------------------------------------------------------------------------- »» )COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<« < UPSTREAM ELEVATION(FEET) = 1413.17 DOWNSTREAM ELEVATION(FEET) = 1408.91 ® STREET LENGTH(FEET) = 168.68 CURB HEIGTH(INCHES) = S. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEI3R X(FEET) = 12.00 INTERIM STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 35.38 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .60 HALFSTREET FLOOD WIDTH(FEET) = 15.88 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.35 PRODUCT OF DEPTH&VELOCITY = 3.18 STREET FLOW TRAVEL TIME(MIN.) _ .53 TC(MIN.) = 15.35 25 YEAR RAINFALL INTENSITY(INCHIHOUR) = 2.734 SOIL CLASSIFICATION IS 'A° RESIDENTIAL-> 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, F@(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 1.94 EFFECTIVE AREA(ACRES) = 18.30 AVERAGED Fa(INCHiHR) _ .58 TOTAL AREA(ACRES) = 18.30 PEAK FLOW RATE(CFS) = 35.45 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .60 HALFSTREET FLOOD WIDTH(FEET) = 15.88 FLOW VELOCITY(FEET /SEC.) = 5.36 DEPTH *VELOCITY = 3.19 * xxxxx*** x*x*** xx x*** x* xxx*:* xxxxx**** xx* xxx x :x *x *xx * * *xx *xx * *xx : * * *x *x * *xxx FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = i ---------------------------------------------------------------------------- >>> > > DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE {C« < » > > >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR IINT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.35 RAINFALL INTENSITY(INCH /Flt) = 2.73 AVERAGED F®(INCH/HR) _ .58 EFFECTIVE STREAM AREA(ACRES) = 18.30 TOTAL STREAM AREA(ACRES) = 18.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 35.45 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fa(INCH /HR) Ae(ACRES) 1 312.55 18.32 .582 177.63 2 313.40 19.39 .582 186.40 3 306.05 15.35 .582 151.84 ® COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 313.40 Tc(MIN.) = 19.395 EFFECTIVE AREA(ACRES) 186.40 AVERAGED Fe(INCH /HR) _ .58 TOTAL AREA(ACRES) = 186.40 /29 FLOW PROCESS FROM NODE 35.00 TO NODE 36.00 IS CODE = 3 ---------------------------------------------------------------------------- w COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<( «< > »> USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) «« < DEPTH OF FLOW IN 60.0 INCH PIPE IS 43.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 20.6 UPSTREAM NODE ELEVATION(FEET) = 1401.70 DOWNSTREAM NODE ELEVATION(FEET) = 1400.70 FLOW LENGTH(FEET) = 50.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 313.40 TRAVEL TIME(MIN.) _ .04 TC(MIN.) = 19.44 FLOW PROCESS FROM NODE 36.00 TO NODE 36.00 IS CODE = 3 ---------------------------------------------------------------------------- » »> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.374 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .5520 SUBAREA AREA(ACRES) = 5.70 SUBAREA RUNG F(CFS) = 9.19 EFFECTIVE AREA(ACRES) = 192.10 AVERAGED Fm(INCH /fit) _ .5K TOTAL AREA(ACRES) = 192.10 PEAK FLOW RATE(CFS) = 313.40 TC(MIN) = 19.44 FLOW PROCESS FROM NODE 36.00 TO NODE 21.00 IS CODE = 3' ---------------------------------------------------------------------------- » » >C9'UTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »» )USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< DEPTH OF FLOW IN 60.0 INCH PIPE IS 45.3 INCHES PIPE-FLOW VELOCITY(FEET /SEC.) = 19.5 UPSTREAM NODE ELEVATION(FEET) = 1400.70 DOWNSTREAM NODE ELEVATION(FEET) = 1391.70 FLOW LENGTH(FEET) = 511.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE- FL0i(CFS) = 313.40 TRAVEL TIME(MIN.) _ .44 TC(MIN.) = 19.57 FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 3 ---------------------------------------------------------------------------- >> » )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((( << - - -- -------------------- 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.342 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 3.01 EFFECTIVE AREA(ACRES) = 194.00 AVERAGED Fm(INCH /HR) _ .582 TOTAL AREA(ACRES) = 194.00 PEAK FLOW RATE(CFS) = 313.40 TC(NIN) = 19.87 C FLOW PROCESS FROM NODE 21.00 TO NODE 20.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>> /\COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <i'<< > »»USING COMPUTER - ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <( «< DEPTH OF FLOW IN 60.0 INCH PIPE IS 46.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 19.1 UPSTREAM NODE ELEVATION(FEET) = 1391.70 DOWNSTREAM NODE ELEVATION(FEETI = 1390.60 FLOW LENGTH(FEET) = 65.00 MANNING'S N = .013 ESTIMATED PIPE DIAMIETER(INCH) = 60.00 NUMBER OF PIPES = PIPE- FLOW(CFS) = 313.40 TRAVEL TIM1E(MIN.) _ .06 TC(MIN.) = 19.93 FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1 ---------------------------------------------------------------------------- > > >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE(«« TOTAL NUMIBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.93 RAINFALL INTENSITY(INCH /HR) = 2.34 AVERAGED Fs(INCH /HR) _ .58 EFFECTIVE STREAM AREA(ACRES) = 194.00 TOTAL STREAM AREA(ACRES) = 194.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 313.40 t* t* ttt:*: t* s* ttt** xt* tttttttstxxttstxt*** tt* ttsxt * #tx # *t *ttx * # # * # * *xst * #t #* FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 2 ---------------------------------------------------------------------------- > >mRATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3-4 DWELLINGS /ACRE TC = K *I(LENGTH ** 3.00)/(ELEVATION CHA)a)]** .20 INITIAL SUBAREA FLOW- LENGTH(FEET) = 940.00 UPSTREAM ELEVATION(FEET) = 1421.30 DOWNSTREAM ELEVATION(FEET) = 1402.50 ELEVATION DIFFERENCE(FEET) = 18.80 TC(MIN.) _ .412 *I( 940.00 ** 3.00)/( 18.80)1** .20 = 13.930 25 YEAR RAINFALL INTENSITY(INCH /FOUR) = 2.899 SOIL CLASSIFICATION IS 'A" RESIDENTIAL-> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .5820 SUBAREA RUNOFF(CFS) = 10.01 TOTAL AREA(ACRES) = 4.80 PEAK FLOW RATE(CFS) = 10.01 tt*s tt:* tx** st*:* t* t# tx** tt** xx: sxxtss*** sxx* *xst #tst *t *txtt *xt * : *tx *tttst ** FLOW PROCESS FROM NODE 10.00 TO NODE 15.00 IS CODE = 6 ---------------------------------------------------------------------- - - - - -- > >> »COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA < << << O UPSTREAM ELEVATION(FEET) = 1402.50 DOWNSTREAM ELEVATION(FEET) = 1399.70 STREET LENGTH(FEET) = 295.00 CURB HEIGTH(INCHES) = R. STREET HALFWIDTH(FEET) -- 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFA.L(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 11.64 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .49 HALFSTREET FLOOD WIDTH(FEET) = 10.63 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.03 PRODUCT OF DEPTH&VELOCITY = 1.49 STREET FLOW TRAVEL TIME(MIN.) = 1.62 TC(MIN.) = 15.55 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.714 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUtNOFF(CFS) = 3.26 EFFECTIVE AREA(ACRES) = 6.50 AVERAGED Fm(INCH /HR) _ .58 TOTAL AREA(ACRES) = 6.50 PEAK FLOW RATE(CFS) = 12.47 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .51 HALFSTREET FLOOD WIDTH(FEET) = 11.38 FLOW VELOCITY(FEET /SEC.) = 2.99 DEPTH*VELOCITY = 1.51 FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 8 --------------------------------------------------- ,) >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «, 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.714 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) = 7.29 EFFECTIVE AREA(ACRES) = 10.30 AVERAGED Fs(INCH /HR) _ .582 TOTAL AREA(ACRES) = 10.30 PEAK FLOW RATE(CFS) = 19.76 TC(MIN) = 15.55 FLOW PROCESS FROM NODE 15.00 TO NODE 20.00 IS CODE = 6 ---------------------------------------------------------------------------- >>> >> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< -------------------------- UPSTREAM ELEVATION(FEET) = 1399.70 DOWNSTREAM ELEVATION(FEET) = 1398.00 STREET LENGTH(FEETI) = 283.00 M HEIGTH(INCHES) = 8. STREET HA.FWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFA L GRADEBREAK(FEET) = 12.00 INTERIM STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFA.L(DECIMA.) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 .3Z **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 20.73 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .63 HALFSTREET FLOOD WIDTH(FEET) = 17.38 AVERAGE FLOW VELOCITY(FEET /SEC.) : 2.72 PRODUCT OF DEPTH&VELOCITY = 1.70 STREET FLOW TRAVEL TIME(MIN.) = 1.73 TC(MIN.1 = 17.28 25 YEAR RAINFALL INTENSITY(INCH /HOUR) : 2.547 SOIL CLASSIFICATION IS "A' RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.95 EFFECTIVE AREA(ACRES) -- 11.40 AVERAGED Fm(INCH /HR) _ .58 TOTAL AREA(ACRES) = 11.40 PEAK FLOW RATE(CFS) = 20.16 END OF SUBAREA STREET FLOW HYDRAULIC$: DEPTH(FEET) _ .63 HALFSTREET FLOOD WIDTH(FEET) = 17.32 FLOW VELOCITY(FEET /SEC.) = 2.65 DEPTH *VELOCITY : 1.66 FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1 ---------------------------------------------------------------------------- »- >> > >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE < <<<< >m/mm COWUTE VARIOUS CONFLUENCED STREAM VALUES <<«< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.28 RAINFALL INTENSITY(INCHIHR) = 2.55 AVERAGED Fm(INCH /HR) _ .53 EFFECTIVE STREAM AREA(ACRES) : 11.40 TOTAL STREAM AREA(ACRES) = 11.40 PEAK FLOW RATE(CFS) AT CONFLUENCE : 20.16 RAINFALL INTENSITY AND TIME OF QONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. sx PEAK FLOW RATE TABLE ** A(CFS) Tc(MIN.) Fm(INCH /HR) AE(ACRES) 1 325.82 15.89 .582 169.92 2 331.38 18.85 .582 196.63 3 331.42 19.93 .582 205.40 4 329.26 17.28 .582 182.97 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 331.42 Tc(MIN.) = 19.929 EFFECTIVE AREA(ACRES) = 205.40 AVERAGED Fm(INCH /HR) = .58 TOTAL AREA(ACRES) = 205.40 * xx* xx* xx* xxx**** xxx** xxxxxsxxx*** x** x* xxxx** *xxx * *xxxxxx * *xxx *xx *x* *xxxxxx* FLOW PROCESS FROM NODE 20.00 TO NODE 76.00 IS CODE = 3 ---------------------------------------------------------------------------- »» >COMPUTE PIPE-FLOW TRAVEL TIPS THRU SUBAREA « «< - - >>>>>USING COMPUTER ESTIMATED PIPESIZE - (NON- PRESSURE FLOW)< <C< DEPTH OF FLOW IN 60.0 INCH PIPE IS 45.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 20.8 UPSTREAM NODE ELEVATION(FEET) = 1390.60 3 E] L• DOWNSTREAM NODE ELEVATION(FEET) = 1338.00 FLOW LENGTH(FEET) = 130.00 NANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 331.42 TRAVEL TIME(MIN.) = .10 TC(MIN.) = 20.03 **:sssss*ss*sss:s:ssss*ssssssssssss::s**s ss * *isss #i # # # ii :t : : # # # #i * # #i # #* #ii FLOW PROCESS FROM NODE 76.00 TO NODE 76.00 IS CODE = 8 ---------------------------------------------------------------------------- » >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« <<< - - - -- - - -- - - - -- - - - - -- - -- - -- - - - - -- - - - -- 25 YEAR RAINFALL. INTENSITY(INCH /HOUR) = 2.331 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5320 SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 6.14 EFFECTIVE AREA(ACRES) = 209.30 AVERAGED Fm(INCHIHR) _ .582 TOTAL AREA(ACRES) = 209.30 PEAK FLOW RATE(CFS) = 331.42 TC(MIN) = 20.03 FLOW PROCESS FROM NODE 76.00 TO NODE 76.00 IS CODE = 8 ---------------------------------------------------------------------------- >>» )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.331 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, FO(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 6.40 SUBAREA RUNOFF(CFS) = 10.07 EFFECTIVE AREA(ACRES) = 215.70 AVERAGED Fo(INCH /HR) = .582 TOTAL AREA(ACRES) = 215.70 PEAK FLOW RATE(CFS) = 339.5: TC(MIN) = 20.03 is PEAK. FLOW RATE TABLE ** 0(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) 1 338.37 15.99 .582 180.22 2 340.33 18.96 .582 206.93 3 339.52 20.03 .582 215.70 4 340.17 17.39 .582 193.27 NEW PEAK FLOW DATA ARE: PEAK FLOW RATE(CFS) = 340.33 Tc(MIN.) = 18.96 AVERAGED Fn(INCH /HR) _ .58 EFFECTIVE AREA(ACRES) = 206.93 FLOW PROCESS FROM NODE 76.00 TO NODE 174.00 IS CODE = 5 ---------------------------------------------------------------------------- >>>> )COMPUTE TRAPEZOIDAL- CHWEt. FLOW < <M » »> TRAVEL TI,ME THRU SUBAREA( «« -- UPSTREAM NODE ELEVATION(FEET) = 1388.00 DOWNSTREAM NODE ELEVATION (FEET) = 1386.50 CHANNEL LENGTH THRU wBAREA(FEET) = 700.00 C waa BASE (FEET) = .00 "Z" FACTOR = 99.000 MANNING'S FACTOR = .030 MAXIML14 DEPTH (FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 340.33 FLOW VELOCITY(FEET /SEC.) = 1.79 FLOW DEPTH(FEET) = 1..V3 TRAVEL TIME(MIN.) = 6.51 TC(MIN.) = 25.47 . .�s F PROCESS FROM NODE 174.00 TO NODE 174.00 IS CODE = 8 ---------------------------------------------------------------------------- >X') ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<< << 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.018 aOIL CLASSIFICATION IS "A" PUBLIC PARK SUBAREA LOSS RATE, Fs(INCfiiHR) _ .8245 SUBAREA.AREA(ACRES) = 4.2 SUBAREA RUNOFF(CFS) 4.51 EFFECTIVE AREA(ACRES) = 211.13 AVERAGED Fe(INCH /HR) _ .587 TOTAL AREA {ACRES) = 219.90 PEAK FLOW RATE(CFS) = 340.33 TC(MIN) = 25.47 END OF STUDY SUMMARY: TOTAL AREA(ACRES) - 219.90 TC(MIN.) = 25.47 EFFECTIVE AREA(ACRES) = 211.13 AVERAGED Fm(INCH /HR)= .59 PEAK FLOW RATE(CFS) = 340.33 # ** PEAK FLOW RATE TABLE *** A(CFS) Tc (MIN.) Fm (INCH /HR) Ae(ACRES) 1 338.37 22.54 .588 184.42 2 340.33 25.47 .587 211.13 3 339.52 26.55 .587 219.90 4 340.17 23.90 .587 197.47 ® END OF RATIONAL METHOD ANALYSIS .�s RATIONAL. METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -88 Advanced Engineering Software (aes) Ver. 5.2A Release Date: 7/08/88 Serial g 2933 M Analysis Prepared by: MADOLE and ASSOCIATES, INC. 1820 E. 16th STREET SANTA ANA, CALIFORNIA 92701 PHONE (714) 835-2545 DESCRIPTION OF STUDY * TR 12314 DEV. Q100 # * FONTANA * 3N 142-609 6114/89 [FILE TR12314.1001 FILE NAME: TR12314.100 TIME /DATE OF STUDY: 15: 7 6/14/1989 USER SPECIFIED HYDROLOGY AND 001IC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION _SLOPE _ .95 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10-YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.040 100 -YEAR STORM 60-NINUTE INTENSITY(INCH /HOUR) = 1.520 CAMFUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 i-HOUR INTENSITY(INCH /H�t) = 1.5200 SLOPE OF INTENSITY DURATION CURVE _ .6000 FLOW PROCESS FROM NODE 2.00 TO NODE 60.00 IS CODE = 2 ---------------------------------------------------------------------------- ) } > >>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ---- - - - - -- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3 -4 DWELLINGS /ACRE TC = K. *((LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH(FEET) = 605.00 UPSTREAM ELEVATION WEET) = 1432.70 DMTREAM ELEVATION(FEET) = 1427.94 ELEVATION DIFFERENCE (FEET) = 4.76 TC(MIN.) _ .412 *I( 605.00 ** 3.00) 1( 4.76)1 ** .20 = 14.074 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.628 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 SUBAREA RUNOFF(CFS) - 10.14 TOTAL AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) = 10.14 Ee FLOW PROCESS FROM NODE 60.00 TO NODE 55.00 IS CODE = 6 ---------------------------------------------------------------------------- » >)> COMPUTE STREET FLOW TRAVEL TIME 'TiRU SUBAREA <«« UPSTREAM ELEVATION(FEET) - 1427.94 DOWNSTREAM ELEVATION(FEET) = 1422.90 = = STREET LENGTH(FEET) = 270.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL (DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 11.31 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH (FEET) _ .43 HALFSTREET FLOOD WIDTH (FEET) = 7.81 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.13 PRODUCT OF DEPTH&VELOCITY = 1.78 STREET FLOW TRAVEL TIME(MIN.) = 1.09 TC(MIN.) = 15.16 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.469 SOIL CLASSIFICATION IS "A° RESIDENITIAL-> 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 SUBAREA AREA(ACRES) _ .90 SUBAREA RUNOFF(CFS) = 2.34 EFFECTIVE AREA(ACRES) = 4.60 AVERAGED Fm(L'CH /HR) _ .58 TOTAL AREA(ACRES) = 4.60 PEAK FLOW RATE(CFS) = 11.95 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .45 HALFSTREET FLOOD WIDTH(FEET) = 8.38 FLOW VELOCITY(FEET /SEC.) = 4.01 DEPTH *VELOCITY = 1.79 FLOW PROCESS FROM NODE 55.00 TO NODE 55.00 IS CODE = 8 ---------------------------------------------------------------------------- >) >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INICH /HOUt) = 3.469 SOIL CLASSIFICATION IS "A" RESIDENTIAL-) 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 SUBAREA AREA(ACRES) -- 3.10 SUBAREA RUNOFF(CFS) = 8.06 EFFECTIVE AREA(ACRES) = 7.70 AVERAGED Fm(INCH /HR) _ .582 TOTAL AREA(ACRES) = 7.70 PEAK FLOW RATE(CFS) = 20.01 TC(MIN) = 15.16 FLOW PROCESS FROM NODE 55.00 TO NODE 50.00 IS CODE = 6 ---------------------------------------------------------------------------- »» )COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « < ® UPSTREAM ELEVATION((FEET) = 1422.90 DOWNSTREAM ELEVATION(FEET) = 1 4 419.22 , STREET LENGTH(FEET) = 256.95 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE 'FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 @ INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 21.12 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .55 HALFSTREET FLOOD WIDTH(FEET) = 13.63 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.99 PRODUCT OF DEPTH&VELOCITY = 2.20 STREET FLOW TRAVEL TIME(MIN.) = 1.07 TC(MIN.) = 16.24 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.330 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .5820 SUBAREA AREA(ACRES) = .90 SUBAREA RUNOFF(CFS) = 2.23 EFFECTIVE AREA(ACRES) = 8.60 AVERAGED Fm(INCH /HR) _ .58 TOTAL AREA(ACRES) = 8.60 PEAR FLOW RATE(CFS) = 21.27 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .55 HALFSTREET FLOOD WIDTH(FEET) = 13.63 FLOW VELOCITY(FEET /SEC.) = 4.02 DEPTH *VELOCITY = 2.21 FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CQDE = 3 ---------------------------------------------------------------------------- » '> »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( -- -- -- -- - -- - - - -- - - - -- - ® 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.330 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fs(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 7.17 EFFECTIVE AREA(ACRES) = 11.50 AVERAGED Fm(INCH /HR) _ .582 TOTAL AREA(ACRES) = 11.50 PEAK FLOW RATE(CFS) = 28.44 TC(MIN) = 16.24 FLOW PROCESS FROM NODE 50.00 TO NODE 45.00 IS CODE = 6 ---------------------------------------------------------------------------- m COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( UPSTREAM ELEVATION(FEET) = 14 DOWNSTREAM ELEVATION(FEET) = 1417.58 STREET LENGTH(FEET) = 256.91 CURB HEIGTH(INCHES) = 8. STREET WEFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 ® * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 30.30 ** *STREET FLOWING FUlLL*$* STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION 3$ THAT NEGLIBLE FLOW OURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) _ .69 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.04 PRODUCT OF DEPTH&VELOCITY = 2.09 STREET FLOW TRAVEL TIME(MIN.) = 1.41 TC(MIN.) = 17.65 100 `(EAR RAINFALL INTENSITY(INCH /HOUR) = 3.168 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fs(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 3.72 EFFECTIVE AREA(ACRES) = 13.10 AVERAGED Fm(INCH /HR) _ .58 TOTAL AREA(ACRES) = 13.10 PEAK FLOW RATE(CFS) = 30.49 END OF SUBAREA STREET FLOW HYDRAULICS: DEPrd(FEET) _ .69 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET /SEC.) = 3.06 DEPTH *VELOCITY = 2.10 FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 1 ---------------------------------------------------------------------- - - - - -- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM I ARE: TIME OF CONCENTRATION(MIN.) = 17.65 RAINFALL INTENSITY(INCH /HR) = 3.17 AVERAGED Fu(INCHiM) _ .58 ® EFFECTIVE STREAM AREA(ACRES) = 13.10 TOTAL STREAM AREA(ACRES) = 13.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 30.49 IV°- GDT /_dam - -- - - FLOW PROCESS FROM NODE 222.00 TO NODE 222.11 IS CODE = 2 ---------------------------------------------------------------------- - - - - -- >>> > >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« <<< - -- - -- - -- - - -- - - - -- -- - - -- - - - - DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3-4 DWELLINGS/ACRE TC = K *](LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL. SUBAREA FLOW-LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 1511.00 DOWNSTREAM ELEVATION(FEET) = 1481.00 ELEVATION DIFFERENCE(FEET) = 30.00 TC(MIN.) _ .412 *1( 1000.00 ** 3.00)/( 30.00)1 ** .20 = 13.167 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.776 SOIL CLASSIFICATION IS 'A" RESIDENTIAL-> 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 SUBAREA RUNOFF(CFS) = 14.37 TOTAL AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) 14.37 FLOW PROCESS FROM NODE 222.11 TO NODE 2.12 IS CODE = 3 ---------------------------------------------------------------------- - - - - -- mv*COMPUTE PIPE-FLOW TRAVEL TINE THRU SUBAREA((((( >>> '/)USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) 0 ((< DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.1 = 11.3 UPSTREAM NODE ELEVATION(FEET) = 1481.00 DOWNSTREAM NODE ELEVATION(FEET) = 1450.00 FLOW LEN6TH(FEET) = 1000.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 14.37 TRAVEL TIME(MIN.) = 1.47 TC(MIN.) = 14.64 FLOW PROCESS FROM NODE 222.11 TO NODE 222.12 IS CODE = 8 ---------------------------------------------------------------------------- » >r ;ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<< << 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.544 SOIL CLASSIFICATION iS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNCFF(CFS) = 13.33 EFFECTIVE AREA(ACRES) = 10.00 AVERAGED Fm(INCH /HR) = .582 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 26.65 TC(MIN) = 14.64 FLOW PROCESS FROM NODE 222.12 TO NODE 2"23.10 IS CODE = 3 >» »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA(< << ( -- >>> > >USING - COMPUTER-ESTIMATED PIPESIZ (if+l PRESSURE FLOW) DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.1 UPSTREAM NODE ELEVATION(FEET) = 1450.00 DOWNSTREAM NODE ELEVATION(FEET) = 1449.00 FLOW LENGTH (FEET) = 167.00 MANNINtG'S H = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 26.65 TRAVEL TIME(MIN.) _ .39 TC(MIN.) = 15.03 FLOW PROCESS FROM NODE 223.00 TO NODE 223.10 IS CODE = 8 ---------------------------------------------------------------------------- »» > ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.488 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3 -4 DWLlL.INGS /ACRE SUBAREA LOSS RATE, Fm(INCHiHR) _ .5820 SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 26.15 EFFECTIVE AREA(ACRES) = 20.00 AVERAGED Fm(INCH /HR) _ .582 TOTAL AREA(ACRES) = 20.00 PEAK FLOW RATE(CFS) = 52.30 TC(MIN) = 15.03 r L FLOW PROCESS FROM NODE 223.10 TO NODE 224.10 IS CODE = 3 ---------------------------------------------------------------------- - - - - -- > > >COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA« « »USING COMPUTER- ESTIMATED PIPESI2F (NON - PRESSURE FLOW) « ; < <' --------------- -- DEPTH OF FLOW IN 36.0 INCH PIPE IS 29.0 INCHES PIPE-FLOW VELOCITY(FEET /SEC.) = 3.6 UPSTREAM NODE ELEVATION(FEET) = 1449.00 DOWNSTREAM MODE ELEVATION(FEET) = 1446.80 FLOW LENGTH(FEET) = 330.00 MANINING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 M MBER OF PIPES = 1 PIPE-FLOW(CFS) = 52.30 TRAVEL TIME(MIN.) _ .64 TC(MIN.) = 15.67 FLOW PROCESS FROM NODE 224.00 TO NODE 224.10 IS CODE = 8 ---------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW• \jX < -- - 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.401 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5 820 SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 50.75 EFFECTIVE AREA(ACRES) = 40.00 AVERAGED Fm(INICH /HR) _ .582 TOTAL AREA(ACRES) = 40.00 PEAK FLOW RATE(CFS) = 101.49 TC(MIN) = 15.67 FLOW PROCESS FROM NODE 224.10 TO NODE 225.10 IS CODE = 3 ---------------------------------------------------------------------------- >>> > >COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<< «< :�. >» )USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<< - - DEPTH OF FLOW IN 51.0 INCH PIPE IS 37.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.2 UPSTREAM NODE ELEVATION(FEET) = 1446.80 DOWNSTREAM NODE ELEVATION(FEET) = 1443.50 FLOW LENGTH(FEET) = 670.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 101.49 TRAVEL TIME(MIN.) = 1.22 TC(MIN.) = 16.89 FLOW PROCESS FROM NODE 225.00 TO NODE 225.10 IS CODE = 8 ------------------------------------------ =--------------------------------- > > > > >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < --------------- 100 YEAR RAINFALL INTENSITY(INCH /H(XUR) = 3.252 SOIL CLASSIFICATION) IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 40.00 SUBAREA RUNOFF(CFS) = %.13 EFFECTIVE AREA(ACRES) = 80.00 AVERAGED Fm(INCHIHR) _ .582 TOTAL AREA(ACRES) = 50.00 PEAK FLOW RATE(CFS) = 192.25 TC(MIN) = 16.89 01 ,-LOW PROCESS FROM NODE 225.10 TO NODE 65.00 IS CODE _ ---------------------------------------------------------------------------- >» »COMPUTE PIPE -FLOW TRAVEL TIME TFRU SUBAREA « «< w USING COMPUTER - ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «« < DEPTH OF FLOW IN 57.0 INCH PIPE IS 44.8 INCHES PIPE-FLOW VELOCITY(FEET /SEC.) = 12.9 UPSTREAM NODE ELEVATION(FEET) = 1443.50 DOWNSTREAM NODE ELEVATION(FEET) = 1438.00 FLOW LENGTH(FEET) = 673.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 57.00 NUMBER OF PIPES = i PIPE- FLOW(CFS) = 192.25 TRAVEL TIME(MIN.) _ .87 TC(MIN.) = 17.76 rc Foie Naomi iYe FLOW PROCESS FROM NODE 65.00 TO NODE 65.00 IS CODE _ $ ---------------------------------------------------------------------------- »r »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW «<<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.155 SOIL CLASSIFICATION IS 'A' RESIDENTIAL-) 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Ffa(INCH /HR) _ 0 SUBAREA AREA(ACRES) = 41.00 SUBAREA RUNOFF(CFS) = 94.% EFFECTIVE AREA(ACRES) = 121.00 AVERAGED Fm(INCH /HR) _ .582 TOTAL AREA(ACRES) = 121.00 PEAK FLOW RATE (CFS) = 280.24 TC (MIN) = 17.76 FLOW PROCESS FROM NODE 65.00 TO NODE 60.00 IS CODE = 3 ---------------------------------------------------------------------------- »>>>COhPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<«< > >> > >USING COMPUTER-ESTIMATED PIPESIZE (NON - PRESSURE FLOW '<<<< - - ----- - - - - -- DEPTH OF FLOW IN 48.0 INCH PIPE IS 37.9 INCHES PIPE -FLOW VELOCITY(FEETISEC.) = 26.3 UPSTREAM NODE ELEVATION(FEET) = 1433.70 DOWNSTREAM NODE ELEVATION(FEET) = 1421.50 FLOW LENGTH(FEET) _ 283.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 280.24 TRAVEL TIME(MIN.) _ .18 TC(NIN.) = 17.94 FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 8 ---------------------------------------------------------------------------- » » >ADDITIONM OF SUBAREA TO MAINLINE PEAK FLO) ««< - ------- - - - - -- 100 YEAR RAINFALL INTENSITY(INCH /HOR) = 3.136 SOIL CLASSIFICATION IS "A' RESIDENTIAL -"> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fn(INCH /)R) _ .5820 SUBAREA AREA(ACRES) = 34.0 RUNOFF(CFS) = 78.17 EFFECTIVE AREA(ACRES) = 155.00 AVERAGED Fs(INCH /HR) _ .582 TOTAL AREA(ACRES) = 155.00 PEAK FLOW RATE(CFS) = 356.35 TC(MIN) = 17.94 FLOW PROCESS FROM NODE 60.00 TO NODE 45.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « < »» )USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 66.0 INCH PIPE IS 51.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 18.0 UPSTREAM NODE ELEVATION(FEET) = 1421.00 DOWNSTREAM NODE ELEVATION(FEET) = 1410.80 FLOW LENGTH(FEET) = 770.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 356.35 TRAVEL TIME(MIN.) _ .71 TC(MIN.) = 18.65 FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 1 m > >DESIGNATE INDEPENDENT STREAM -FOR CONFLUENCE« «< >>> »AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<< « TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.65 RAINFALL INTENSITY(INCH /HR) = 3.06 AVERAGED Fn(INCH /HR) _ .58 EFFECTIVE STREAM AREA(ACRES) = 155.00 TOTAL STREAM AREA(ACRES) = 155.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 356.35 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAM. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fn(INCH /HR) Ae(ACRES) 1 381.69 17.65 .582 159.74 2 385.61 18.65 .582 168.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 385.61 Tc(MIN.) = 18.651 EFFECTIVE AREA(ACRES) = 168.10 AVERAGED Fn(INCH /HR) _ .58 TOTAL AREA(ACRES) = 168.10 FLOW PROCESS FROM NODE 45.00 TO NODE 35.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »> USING COMPUTER-ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< DEPTH OF FLOW IN 63.0 INCH PIPE IS 47.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 21.9 UPSTREAM NODE ELEVATION(FEET) = 1410.80 DOWNSTREAM NODE ELEVATION(FEET) = 1401.70 FLOW LENGTH(FEET) = 435.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 385.61 TRAVEL TIME(MIN.) = .33 TC(MIN.) = 18.98 FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = i ---------------------------------------------------------------------------- »» )DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< TOTAL NUMBER OF STREAMS = 2 CONFLLOU VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.98 RAINFALL INTENSITY(INCH /HR) = 3.03 AVERAGED Fay (ING)( /HR) = .58 EFFECTIVE STREAM AREA(ACRE3) = 168.10 TOTAL STREAM AREA(ACRES) = 168.10 PEAK, FLOW P.ATE(CFS) AT CONFLUENCE = 385.61 FLOW PROCESS FROM NODE 3.00 TO NODE 70.00 IS CODE = 2 ---------------------------------------------------------------------- - - - - -- » > > >RATIONAL METHOD INITIAL. SUBAREA ANALYSIS <<< << DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3-4 DWELLINGS /ACRE TC = K *I(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 770.00 UPSTREAM ELEVATION(FEET) = 1443.00 DOWNSTREAM ELEVATION(FEET) = 1427.00 ELEVATION DIFFERENCE(FEET) = 16.00 TC(MIN.) _ .412 *[( 770.00 ** 3.00)1( 16.00)1 ** .20 = 12.763 100 YEAR RAINFALL INTENSITY(INCN /HOUR) = 3.847 SOIL CLASSIFICATION IS "A" RESIDENTIAL-) 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) - .5820 SUBAREA RUNOFF(CFS) = 29.39 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 29.39 * s: s# s:# sssssss # *ssssssssssssssss : #ss#ssssss #sits: #* :sssss *sssss # * #ss * # # #s *s FLOW PROCESS FROM NODE 70.00 TO NODE 45.00 IS CODE = 6 ---------------------------------------------------------------------------- » » >CWPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< - -- -- -- - - - -- - - - - -- -- - - - - -- -- - -- - -- - - UPSTREAM ELEVATION(FEET) = 1427.00 DOWNSTREAM ELEVATION(FEET) = 1417.43 STREET LENGTH(FEET) = 393.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL (DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED ]NUMBER OF HALFSTREETS CARRYIIG RUFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 34.75 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .60 HALFSTREET FLOOD WIDTH(FEET) = 15.88 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.25 PRODUCT OF DEPTH&VELOCITY = 3.13 STREET FLOW TRAVEL TIME(MIN.) = 1.25 TC(MIN.) = 14.01 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.638 SOIL CLASSIFICATION IS "A" RESIDENTIAL -) 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fn(INCH /HR) = .5820 SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 10.73 EFFECTIVE AREA(ACRES) = 13.90 AVERAGED FN(INCH /HR) _ .58 TOTAL AREA(ACRES) = 13.90 PEAK FLOW RATE(CFS) = 38.23 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .61 HALFSTREET FLOOD WIDTH(FEET) = 16.63 FLOW VELOCITY(FEET /SEC.) = 5.38 DEPTH *VELOCITY = 3.29 FLOW PROCESS FROM NODE 45.00 TO NODE 40.00 iS CODE = 6 ---------------------------------------------------------------------------- ) >>COMPUTE STREET FLOW TRAVEL TIME TFR1l SUBAREA <(:(( UPSTREAM ELEVATION(FEET) = 1417.43 DOWNSTREAM ELEVATION(FEET) = 1413.17 STREET LENGTH(FEET) = 215.92 CURB HEIGTH(INDiES) : S. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) : .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 39.55 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .64 HALFSTREET FLOOD WIDTH(FEET) = 18.13 AVERAGE FLOW VELOCITY(FEETiSEC.) : 4.85 PRODUCT OF DEPTH&VELOCITY = 3.11 STREET FLOW TRAVEL TIME(MIN.) = .74 TC(MIN.) = 14.75 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.527 SOIL CLASSIFICATION IS 'A" RESIDENTIAL-) 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.65 EFFECTIVE AREA(ACRES) = 14.90 AVERAGED Fm(INCH /HR) _ .58 TOTAL AREA(ACRES) = 14.90 PEAK FLOW RATE(CFS) = 39.49 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .64 HALFSTREET FLOOD WIDTH(FEET) = 18.13 FLOW VELOCITY(FEET /SEC.) = 4.85 DEPTH *VELOCITY = 3.11 FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE : 8 ---------------------------------------------------------------------- - - - - -- )) >) )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<(((( -- - 100 YEAR RAINFALL INTENSITY(INCH /HOUt) = 3.527 SOIL CLASSIFICATION IS "A" RESIDENTIAL-) 3-4 DWELLINGSIACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 6.36 EFFECTIVE AREA(ACRES) = 17.30 AVERAGED Fm(INCH /HR) : .582 TOTAL AREA(ACRES) = 17.30 PEAT; FLOW RATE(CFS) = 45.86 TC(MIN) = 14.7✓ FLOW PROCESS FROM NODE 40.00 TO NODE 35.00 IS CODE = 6 ---------------------------------------------------------------------------- » » CQMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA «< << UPSTREAM ELEVATION(FEET) = 1413.17 DOWNSTREAM ELEVATION(FEET) -- 1408.91 STREET LENGTH(FEET) = 168.68 CURB HEIGTH(INCHES) = S. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(r'EET) = 12.00 INTERIOR STREET GROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 47.15 STREET FLOW MODEL RESULTS. STREET FLOW DEPTH(FEET) _ .64 HALFSTREET FLOOD WIDTH(FEET) = 18.13 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.79 PRODUCT OF DEPTH&VELOCITY = 3.71 STREET FLOW TRAVEL TIME(MIN.) _ .49 TC(MIN.) = 15.14 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.459 SOIL CLASSIFICATION IS 'A" RESIDENTIAL - > 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.59 EFFECTIVE AREA(ACRES) = 18.30 AVERAGED Fm(INCH /HR) _ .58 TOTAL AREA(ACRES) = 18.30 PEAK FLOW RATE(CFS) = 47.39 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .64 HALFSTREET FLOOD WIDTH(FEET) = 18.13 FLOW VELOCITY(FEETISEC.) -- 5.81 DEPTH *VELOCITY = 3.73 *: x*sssss* xx::*sss: xsss*s*ssss** x*s*s*ss*s**s x * * *xx * *s :x * * *sxxxxx ** *xx * *sxx* FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 1 ---------------------------------------------------------------------------- >> »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE < <<<< » »>AND COMPUTE VARIOUS CONFLUEN+ED STREAM VALUES <<<<< - TOTAL Nlim OF STREAMS = 2 CONFLUENU VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.24 RAINFALL INTENSITY(INCH /HR) = 3.46 AVERAGED F ®(INCH /HR) _ .58 EFFECTIVE STREAM AREA(ACRES) = 18.30 TOTAL STREAM AREA(ACRES) = 18.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 47.39 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. xx PEAK FLOW RATE TABLE ** O(CFS) Tt(MIN.) Fm(INCH /HR) Ae(ACRES) 1 423.70 11.98 .582 178.04 2 425.96 13.98 .50 186.40 3 412.36 15.24 .:o2 153.71 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 425.% Tc(MIN.) = 13.982 EFFECTIVE AREA(ACRES) = 186.40 AVERAGED Fs(INCH /HR) _ .53 TOTAL AREA(ACRES) = 186.40 #f #t #f #i #ii# Wit #fft #tff # # *f #fff # #ti #iffifffit #iii #if # #tt #ti # #i # # # # # # #t # # # # ## FLOW PROCESS FROM NODE 35.00 TO NODE 36.00 IS CODE = 3 ---------------------------------------------------------------------------- >>> >> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« <<< » » >USING COMPUTER-ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « « < - - DEPTH OF FLOW IN 66.0 INCH PIPE IS 49.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 22.1 UPSTREAM NODE ELEVATION(FEET) = 1401.70 DOWNSTREAM NODE ELEVATION(FEET) = 1400.70 FLOW LENGTH(FEET) = 50.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = i PIPE-FLOW(CFS) = 425.96 TRAVEL TIME(MIN.) _ .04 TC(MIN.) = 19.02 ### fixffiitx## ifff# ff* ft* ti# i#** if fiiffi# ff## # # #t # :f # * # # * #x #x * #x * * # # # * i #fx# FLOW PROCESS FROM NODE 36.00 TO NODE 36.00 IS CODE = 3 ---------------------------------------------------------------------------- » > >>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW «« < ® 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.028 SOIL CLASSIFICATION IS 'A' RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fs(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 5.70 SUBAREA RUNOFF(CFS) = 12.55 EFFECTIVE AREA(ACRES) = 192.10 AVERAGED Fs(INCH /HR) = .`M. TOTAL AREA(ACRES) = 192.10 PEAK FLOW RATE(CFS) = 425.96 TC(MIN) = 19.02 tffiffifff*: ffftt # #iiff *ifi # : *iiif #fff #fifx # # *i #fix : #ffff:iix * # # * #i # # * * #f *# FLOW PROCESS FROM NODE 36.00 TO NODE 21.00 IS CODE = 3 ---------------------------------------------------------------------------- »» )COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « < » »)USING COMPUTER - ESTIMATED PIPESIM (NON- PRESSURE FLOW) « « < DEPTH OF FLOW IN 66.0 INCH PIPE IS 53.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 20.8 UPSTREAM NODE ELEVATION(FEET) = 1400.70 DOWNSTREAM NODE ELEVATION((FEET) = 1391.10 FLOW LENGTH(FEET) = 511.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 66.00 KNER OF PIPES = 1 PIPE- FLOW(CFS) = 425.96 TRAVEL TIME(NIN.) _ .41 TC(MIN.) = 19.43 f# f: fiiif: isif: ff# it# ffff fii# ff# ffi* i## f## tfixf #ii # #i #ffii #if * *f # #f * # # # * # #t FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 8 ------------------------------------------------------------- -- >>> >)ADDITION OF SUBAREA TO MAINLINE PEAK r LOW« «< ---------- - - - - -- - 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.990 SOIL CLASSIFICATION IS "A" RESIDENTIAL - > 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 4.12 EFFECTIVE AREA(ACRES) = 194.00 AVERAGED Fa(INCH /HR) _ .582 TOTAL AREA(ACRES) = 194.00 PEAK FLOW RATE(CFS) = 425.96 TC(MIN) = 19.43 FLOW PROCESS FROM NODE 21.00 TO NODE 20.00 IS CODE = 3 ---------------------------------------------------------------------------- > >; > >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<< « >y> )USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)< <<<: DEPTH OF FLOW IN 69.0 INCH PIPE IS 50.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 20.9 UPSTREAM NODE ELEVATION(FEET) = 1391.70 DOWNSTREAM NODE ELEVATION(FEET) = 1390.60 FLOW LENGTH(FEET) = 65.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 425.96 TRAVEL TIME(MIN.) _ .05 TC(MIN.) = 19.48 xx** x* xx** x** xx x* xx xxx*x*: x* xx* xx*** x* xxx* xxxxx *xx :*xxxx *x *x *xxxxxx * * * *xx *xx FLOW PROCESS FROM MODE 20.00 TO NODE 20.00 IS CODE = 1 ------------------------------------------------------------------------ » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NIAW OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM) 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.48 RAINFALL INTENSITY(INCH /HR) = 2.99 AVERAGED Fm(INCH /HR) _ .58 EFFECTIVE STREAM AREA(ACRES) = 194.00 TOTAL STREAM AREA(ACRES) = 194.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 425.96 xxxxxxx* xxx xxxxxxxxx: x: x*: xx: x: x* xx** xxxx**** x * * *xx *xx * * : *x * : *x * :xx * * *xxx * :x FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 2 ---------------------------------------------------------------------------- »» )RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ---------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3-4 DWELLINGS /ACRE TC = K *](LENGTH" 3.00)/ (ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 940.00 UPSTREAM ELEVATION(FEET) = 1421.30 DOWNSTREAM ELEVATION(FEET) = 1402.50 ELEVATION DIFFERENCE(FEET) = 18.80 TC(MIN.) _ .412 *1( 940.00 ** 3.00) /( 18.80)1 ** .20 = 13.930 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.651 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .5820 SUBAREA RUNOFF(CFS) = 13.26 TOTAL AREA(ACRES) = 4.30 PEAK FLOW RATE(CFS) FLOW PROCESS FROM NODE 10.00 TO NODE 15.00 IS CODE = 6 -------------- ------- ----- ------- ----- ----- ------------- -------------------- ))WCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREW<<< UPSTREAM ELEVATION(FEET) = 1402.50 DOWNSTREAM ELEVATION(FEET) = 1339.70 STREET LENGTH(FEET) = 295.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 L DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 15.43 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .54 HALFSTREET FLOOD WIDTH(FEET) = 12.37 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.15 PRODUCT OF DEPTH&VELOCITY = 1.69 STREET FLOW TRAVEL TIME(MIN.) = 1.56 TC(MIN.) = 15.49 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.425 SOIL CLASSIFICATION IS 'A" RESIDENTIAL-> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 4.35 EFFECTIVE AREA(ACRES) = 6.50 AVERAGED Fs(INCH /HR) _ .58 TOTAL AREA(ACRES) = 6.50 PEAK FLOW RATE(CFS) = 16.63 END OF SUBAREA STREET FLOW HYDRALO.ICS: DEPTH(FEET) _ .55 HALFSTREET FLOOD WIDTH(FEET) = 13.63 FLOW VELOCITY(FEET /SEC.) = 3.14 DEPTH *VELOCITY = 1.73 FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 8 ---------------------------------------------------------------------------- )))))ADDITION( OF SUBAREA TO MAINLINE PEAK FLOW(( «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.425 SOIL CLASSIFICATION IS 'A" RESIDENTIAL - ) 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .5$20 SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) = 9.72 EFFECTIVE AREA(ACRES) = 10.30 AVERAGED F ®(INCH /HR) _ .582 TOTAL AREA(ACRES) = 10.30 PEAK FLOW RATE(CFS) = 26.36 TC(MIN) = 15.49 FLOW PROCESS FROM NODE 15.00 TO NODE 20.00 IS CODE -- 6 ---------------------------------------------------------------------- - - - - -- )))?)COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA(<((t ===-=_______________ LFSTREAM ELEVATION(FEET) = 1399.70 DOWNSTREAM ELEVATION(FEET) = 1393.00 STREET LENGTH(FEET) = 283.00 CURB hEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL SFADEBREAK(FEET) = 12.00 INTERIOR STREET CR0SSFALL(DECIMAL) : .020 OUTSIDE STREET CROSSFALL(DECIMAL) : .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED DING MEAN FLOW(CFS) = 27.66 STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHAR. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .67 HALFSTREET FLOOD WIDTH(FEET) = 19.63 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.98 PRODUCT OF DEPTH&VELOCITY : 2.00 STREET FLOW TRAVEL TIME(MIN.) : 1.58 TC(MIN.) = 17.07 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.231 SOIL CLASSIFICATION IS °A" RESIDENTIAL-? 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(IN H /HR) _ .5820 SUBAREA AREA(ACRES) : 1.10 SUBAREA RUNOFF(CFS) = 2.62 EFFECTIVE AREA(ACRES) = 11.40 AVERAGED Fm(INCH /HR) : .58 TOTAL AREA(ACRES) = 11.40 PEAK FLOW RATE(CFS) = 27.18 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .67 HALFSTREET FLOOD WIDTH(FEET) = 19.63 FLOW VEL CITY(FEET /SEC.) = 2.93 DEPTH *VELOCITY = 1.96 * xxx** x* xx* xx*x xxx**x x****** xx*** xx**** xxx€* xx *xx: *x *xxxxxxxxx * *xxx *xxxxx * ** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1 ---------------------------------------------------------------------- - - - - -- } %;DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE( <<<( > ?; %AND CMffE VARIOUS CONFLUENCED STREAM VALUES <'<<< TOTAL NUMBER OF STREAMS : 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CO)CENTRATION(MIN.) = 17.07 RAINFALL INTENSITY(INCHiHR) : 3.23 AVERAGED Fm(INDi /HR) : .58 EFFECTIVE STREAM AREA(ACRES) = 11.40 TOTAL STREAM AREA(ACRES) = 11.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 27.18 RAINFALL INTENSITY AND TIME OF CNTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** O(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) 1 438.95 15.74 .5tK2 171.82 2 449.35 18.48 .582 197.04 3 450.62 19.48 .582 205.40 4 445.06 17.07 .582 184.55 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) : 450.62 Tc(MIN.) = 19.481 EFFECTIVE AREA(ACRES) = 205.40 AVERAGED Fm(INCHIHR) _ .58 TOTAL AREA(ACRES) _ 205.40 FLOW PROCESS FROM NODE 20.00 TO NODE 76.00 IS CODE = 3 >>X> )COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA « «( )>> »USING COMPUTER-ESTIMATED PIPESIZE (NON- PRESSURE FLOW)(«« DEPTH OF FLOW IN 66.0 INCH PIPE IS 52.6 INCHES PIPE-FLOW VELOCITY(FEET /SEC.) = 22.2 UPSTREAM NODE ELEVATION(FEET) = 1390.60 DOWNSTREAM NODE ELEVATION(FEET) = 1388.00 FLOW LENGTH(FEET) = 130.00 MANVING'S N -- .013 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE- FLOi(CFS) = 450.62 TRAVEL TIME(MIN.) _ .10 TC(MIN.) = 19.58 FLOW PROCESS FROM NODE 76.00 TO NODE 76.00 IS CODE = 8 ---------------------------------------------------------------------- - - - - -- > ))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.976 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .5320 SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 5.40 EFFECTIVE AREA(ACRES) = 209.30 AVERAGED Fm(INCH /HR) _ .522 TOTAL AREA(ACRES) = 209.30 PEAK FLOW RATE(CFS) = 451.01 ® TC(MIN) = 19.58 FLOW PROCESS FROM NODE 76.00 TO NODE 76.00 IS CODE = 8 -------------------- =------------------------------------------------------- >)>) >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW;« << -- - 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.976 SOIL CLASSIFICATION IS "A" RESIDENTIAL -) 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(iNCH /HR) _ .5820 SUBAREA AREA(ACRES) = 6.40 SUBAREA RUNOFF(CFS) = 13.79 EFFECTIVE AREA(ACRES) = 215.70 AVERAGED Fm(INCH /HR) _ .582 TOTAL AREA(ACRES) = 215.70 PEAK FLOW RATE(CFS) = 464.30 TC(MIN) = 19.53 FLOW PROCESS FROM NODE 76.00 TO NODE 174.00 IS CODE = 5 ---------------------------------------------------------------------- - - - - -- ) > > \ >COMPUTE TRAPEZOIDAL-CHANNEL FLO)<C «< X- TRAVEL TIME THRU SUBAREA « «< UPSTREAM NODE ELEVATION(FEET) = 138$.00 DOWNSTREAM NODE ELEVATION(FEET) = 1386.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 700.00 CHANNEL BASE(FEET) _ .00 "Z" FACTOR = 99.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 464.80 FLOW VELOCITY(FEET /SEC.) = 1.97 FLOW DEPTH(FEET) = 1.54 TRAVEL TIME(MIN.) = 5.93 TC(MIN.) = 25.51 FLOW PROCESS FROM NODE 174.00 TO NODE 174.00 IS CODE 2 8 --------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOWM<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.539 SOIL CLASSIFICATION IS "A" PUBLIC PARK SUBAREA LOSS RATE, Fm(INCH /HR) _ .8245 SUBAREA AREA(ACRES) = 4.20 SUBAREA RlJNOFF(CFS) = 6.48 EFFECTIVE AREA(ACRES) = 219.90 AVERAGED Fm(INCH /HR) _ .`-87 TOTAL AREAtACFES) = 219.90 PEAK FLOW RATE(CFS) = 464.80 TC(MIN) = 25.51 END OF STUDY SUMMARY: TOTAL AREA(ACRES) - 219.90 TC(MIN.) EFFECTIVE AREA(ACRES) = 219.90 AVERAGED FA(INCH /HR)= .59 PEAK FLOW RATE(CFS) = 464.80 # ## PEAK FLOW RATE TABLE 22# A(CFS) Tc(MIN.) Fe(INCH /HR) Ae(ACRES) 1 458.64 21.85 .587 186.32 2 464.62 24.51 .587 211.54 3 464.80 25.51 .%. 7 219.90 4 462.66 23.13 .587 199.05 END OF RATIONAL METHOD ANALYSIS f IS FLOOD ROUTING ANALYSIS USING ORANGE /SAN BERNARDINO COUNTY UNIT - HYDROGRAPH (1986 MANUAL) (c) Copyright 1983-88 Advanced Engineering Software (aes) Ver. 3.OA Release Date: 7/21/38 Serial 1 2138 Analysis prepared by:. MADOLE and ASSOCIATES, INC. 1320 E. 16th STREET SANTA ANA, CALIFORNIA 92701 PHONE (714) 335-2543 DESCRIPTION OF STUDY # RETENTION BASIN- Q2 IST DAY STORM * FONTANA * JN142- 609 FILE NAME: ABASE2.024 TIME /DATE OF STUDY: 7:43 6/19/1989 FLOW PROCESS FROM NODE 4.00 TO NODE 174.00 IS CODE = i ---------------------------------------------------------------------------- )):) ?)UNIT- HYDROGRAPH ANALYSIS( « << (UNIT-HYDROG RAP H ADDED TO STREAM ;l) WATERCOURSE "LAG" TIME = .2 HOURS UNIT HYDROGRAPH TINE UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 29.587 WATERCOURSE LENGTH = 6734.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 3392.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 124.500 FEET - - -// - BASIN FACTOR = .030 WATERSHED AREA = 219.900 ACRES BASEFLOW = .000 CFS /SQUARE-MILE VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .588 -- �-�- -- LOW LOSS FRACTION = .989 _�- *HYDROGRAPH MODEL it SPECIFIED# t.] SPECIFIED PEAT( 5-MINUTES RAINFALL(INCH)= .25 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = .52 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) _ .70 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 1.13 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 1.79 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 3.40 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .990 30- MINUTE FACTOR = .990 ! -HOUR FACTOR = .990 S3 3 -HOUR FACTOR = .999 6 -HOUR FACTOR = .999 24 -HOUR FACTOR = 1.000 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BE6INNING OF RESULTS = 10.00 MODEL TIME(HOURS) FOR END OF RESULTS = 24.00 -- - ---- - - - - -- - - -- - -- - - -- - - - UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 1.839 43.901 2 10.633 233.379 3 2 2 8.365 471.553 4 52.418 639.669 5 74.010 574.242 6 36.079 342.242' r 93.524 176.713 3 96.965 91.507 9 98.309 35.733 10 98.864 14.755 11 99.385 13.863 12 49.754 9.809 13 99.939 4.905 14 100.000 1.635 ---------------------------------------------------------------------------- TOTAL SOIL-LOSS VOLUME(ACRE -FEET) = 57.2564 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 5.02'85 ---------------------------------------------------------------------- - - - - -- 0... 24 -HOUR STORM RUNOFF HYDR0GRAPH HYDROGRAPH IN FIVE - MINUTE INTERVALS OS) ---------------------------------------------------------------------------- TIME(HRS) VOLUME W) O VS) 0. 50.0 100.0 150.0 200.0 ---------------------------------------------------------------------------- 10.083 .1616 .26 QV 10.167 .1634 .27 QV 10.250 .1653 .27 QV 10.333 .1611 .27 QV 10.417 .1690 .27 QV 10.500 .1709 .27 QV 10.583 .1728 .28 QV 10.667 .1747 .28 QV 10.750 .1766 .28 QV 10.833 .1786 .28 QV 10.917 .1306 .29 QV 11.000 .1325 .29 QV 11.083 .1845 .29 QV 11.167 .1865 .29 QV 11.250 .1886 .1. QV 11.333 .1906 .30 QV 11.417 .1327 .30 QV 11.500 .1948 .30 QV 11.583 .1%9 .31 QV 11.667 .1990 .31 QV 11.750 .2012 .31 QV 11.833 .2033 .31 QV 11.917 .20 v .32 QV 12.040 .2077 .3< QV 12.083 .2100 .33 QV 12.167 .2123 .34 QV 12.250 .2149 .37 QV 12.333 .2171 .4i QV 12.417 .2209 .45 QV 12.500 .2241 .47 QV 12.583 .2274 .48 QV 12.667 .2308 .49 QV . 12.750 .2342 .50 QV . . 12.833 .2376 .50 QV 12.917 .2411 .51 QV 13.000 .2447 .51 QV 13.083 .2481 .52 QV . 13.167 .2518 .52 Q V 13.250 .2554 .53 Q V 13.333 .2591 .53 Q V 13.417 .2628 .54 Q V 13.500 .2665 .54 Q V 13.583 .2702 .55 Q V 13.667 .2740 .55 Q V 13.750 .1r9 .56 Q V . 13.833 .2815 .56 Q V . 13.917 .2857 .5 1 , Q V ( 5- 14.000 .:896 .58 0 V Ll 14.083 .2936 .58 Q v . 14.167 .2976 .57 Q V 14.250 .3013 .54 Q V 14.333 .3047 .50 Q V 14.417 .3079 .47 Q V . 14.500 .3111 .45 Q V 14.583 .3141 .45 Q V 14.667 .3173 .45 Q V 14.750 .3204 .46 Q V 14.833 .3237 .48 Q V . 14.917 .3271 .49 Q V 15.000 .3306 .51 Q V 15.083 .3342 .52 Q V . 15.167 .3379 .54 Q V 15.150 .3418 .57 Q V . 15.333 .3459 .59 Q V 15.417 .3502 .62 Q v . 15.500 .3547 .65 Q V . 15.583 .3594 .69 Q V 15.667 .3644 .73 Q V 15.750 .3698 .78 Q V 15.833 .3757 .85 Q v 15.917 .3354 1.41 Q V 16.000 .4188 4.35 Q V 16.033 .5758 22.79 . Q . 16.167 1.0486 68.66 . v . 9 . 16.250 1.8783 120.47 . v Q . 16.333 2.9076 149.45 . V Q. PE�/� /=Zl, / GDyPAiQ 16.417 3.7856 127.50 . . Q v W / 7 -# 16.500 4.3047 75.37 . Q v V 16.583 4.5748 39.21 . Q . - 16.667 4.7142 20.24 . Q 16.750 4.7721 8.42 .Q . v . 16.833 4.8005 4.11 Q v . 16.917 4.8259 3.70 Q V . 17.000 4.8443 2.66 Q v . 17.083 4.8548 1.53 Q . v . 17.167 4.8604 .82 Q v . 17.250 4.8639 .50 Q v . 17.,M 4.8675 .53 Q v . 17.417 4.8713 .55 Q v 17.500 4.8752 .56 Q v • 17.583 4.8791 .56 Q v 17.667 4.8829 .55 Q . v . 17.750 4.8866 .55 Q . • V . 17.833 4.8903 .54 Q • v 17.917 4.8940 .53 Q V. 18.000 4.8975 .52 Q V. 18.083 4.9010 .51 Q V. 18.167 4.9044 .49 Q V. 18.250 4.9075 .45 Q V. 18.333 4.9103 .41 Q" V. 18.417 4.9129 .37 Q • v 18.500 4.9152 .34 Q V. 18.583 4.9175 .33 Q V. 18.667 4.9197 .at Q V. 18.750 4.9218 .31 Q . V. 18.8311 4.9239 .30 Q V. 18.917 4.9259 .30 Q V. 19.000 4.9279 .29 9 V. S�p O 9 E IL 19.083 4.9299 .29 0 V. 19.167 4.9319 .28 Q . V. 19.250 4.9333 .28 0 V. 19.333 4.9356 .27 0 V. 19.417 4.9375 .27 Q V. 19.500 4.9393 .26 Q V. 19.583 4.9411 .26 0 V. 19.667 4.9429 .26 0 V. 19.750 4.9446 .25 Q V. 19.833 4.9464 .25 0 V. 19.917 4.9481 .25 0 • V. 20.000 4.9497 .24 0 V. 20.083 4.9514 .24 9 V. 20.167 4.9531 .24 Q V. 20.250 4.9547 .24 0 V. 20.333 4.9563 .23 0 V. 20.417 4.9579 .23 0 • V. 20.500 4.9594 .23 Q V. 20.583 4.9610 .23 0 V. 20.667 4.9625 .22 0 20.750 4.9641 .22 0 V• 20.833 4.9656 .22 0 V. 20.917 4.9671 .22 Q V. 2,'1.000 4.%85 .21 0 . V. 21.083 4.9700 .21 0 _ V. 21.167 4.9714 .21 0 . V. 21.250 4.9729 .21 0 V. 21.333 4.9743 .21 0 V. 21.417 4.9757 .20 0 • V. 21.500 4.9771 .20 0 . V. 21.583 4.9785 .20 Q V. 21.667 4.9799 A. Q V. 21.750 4.9812 .20 Q V• 21.833 4.9826 .20 Q V. 21.917 4.9839 .19 0 V. x.000 4.9853 .19 Q V. 22.083 4.9866 .19 Q V. 22.167 4.9879 .19 0 V. 22.250 4.9892 .19 0 V. 22.333 4.9905 .19 0 V. 22.417 4.9917 .19 0 V. 22.500 4.9930 .18 0 V. 22.583 4.9943 .18 0 V. 22.667 4.9955 .18 Q V. 22.150 4.9968 .18 0 V. 22.833 4.9980 .18 Q V. 22.917 4.9992 .18 Q V. 23.000 5.0004 .18 0 V. 23.083 5.0017 .18 Q V. 23.166 5.0029 .17 Q V• 21250 5.0041 .17 Q V• 23.333 5.0052 .17 Q V. 23.416 5.0064 .17 Q V. 23.500 5.0076 .17 0 V. 23.583 5.0088 .11 Q V. 23.666 5.0099 .17 Q V. 23.7'50 5.0111 .17 Q V. 23.833 5.0122 .17 Q V. 23.916 5.0133 .16 0 . 4• /� 24.000 5.0145 .i6 0 :. '/ - - FLOW PROCESS FROM NODE 174.00 TO NODE 174.00 IS CODE = 3 »;; MODEL FLOW -THRM DETENTION BASIN ROUTING<< «< ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THRM DETENTION BASIN USING FIVE- NINUTc UNIT INTERVALS: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) _ .000 SPECIFIED DEAD STORAGE(AF) FILLED = .000 SPECIFIED EFFECTIVE VOLUMEIAF) FILLED ABOVE OUTLET BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: a INTERVAL NUMBER 1 2 :3 4 5 6 7 10 11 DEPTH (FT) .00 .50 1.00 1.50 _.00 2.50 3.00 3.50 4.50 5.50 6.50 OUTFLOW (CFS) .00 5.50 11.30 14.50 17.10 2$.30 46.60 69.60 126.20 194.50 272.80 STORAGE (AF) .000 .050 .303 . SK 1.79.7 3.029 4.448 5.902 8.$73 11.955 15.145 INFLOW (STREAM 1) V _effective depth ----- - - - - -- 1 (and volume) :....V........ : detention ;< - - }: outflow basin : ........... - -- A i : storage basin outlet V--- - - - - -- OUTFLOW (STREAM 1) ------------------ - - - - -- BASIN ROUTING MODEL RESULTS (5-MINUTE INTERVALS): TIME DEAD- STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED (AF) (CFS) DEPTH(FT) (CFS) VOLUME AF! ---------------------------------------------------------------------- - - - - -- Ee X &I 10.003 .000 .3 .02 .3 .002 10.167 .000 .3 .02 .3 .Ov. 10.250 .000 .3 .01 .3 .002 10.333 .000 .3 .02 .3 .002 10.417 .000 .3 .02 .3 .002 10.500 .000 .3 :02 .3 .002 10.503 .000 .3 .02 .3 .003 10.667 .000 .3 .03 .3 .003 10.750 .000 .3 .03 .3 .003 10.333 .000 .3 .03 .3 .003 10.917 .000 .3 .03 .3 .003 11.000 .000 .3 .03 .3 .003 11.003 .000 .3 .03 .3 .003 11.167 .000 .3 .03 .3 .003 11.150 .000 .3 .03 .3 .003 11.333 .000 .3 .03 .3 .003 11.417 .000 .3 .013 .3 .003 11.500 .000 .3 .03 .3 .003 11.583 .000 .3 .03 .3 .003 11.667 .000 .3 .03 .3 .003 11.750 .000 .3 .03 .3 .003 11.833 .000 .3 .03 .3 .003 11.917 .000 .3 .03 .3 .003 12.000 .000 .3 .03 .3 .003 12.083 .000 .3 .03 .3 .003 12.167 .000 .3 .03 .3 .003 11.250 .000 .4 .03 .3 .003 12.333 .000 .4 .04 .4 .004 12.417 .000 .4 .04 .4 .004 12.500 .000 .5 .04 .4 .004 12.583 .000 .5 .04 .5 .004 12.667 .000 .5 .04 .5 .004 12.750 .000 .5 .04 .5 .004 12.833 .000 .5 .05 .5 .005 12.917 .000 .5 .OS .5 .005 13.000 .000 .5 .05 .5 .005 13.083 .000 .5 .05 .5 .005 13.167 .000 .5 .05 .5 .005 13.250 .000 .5 .05 .5 .005 13.333 .000 .5 .05 .5 .005 13.417 .000 .5 .05 .5 .005 13.500 .000 .5 .05 .5 .005 13.583 .000 .5 .05 .5 .005 13.667 .000 .6 .05 .5 .005 13.750 .000 .6 .05 .5 .005 13.833 .000 .6 .05 .6 .005 13.917 .000 .6 .05 .6 .005 14.000 .000 .6 .05 .6 .005 14.083 .000 .6 .05 .6 .005 14.167 .000 .6 .05 .6 .005 14.250 .000 .5 .05 .6 .005 14.333 .000 .5 .05 .5 .005 14.417 .000 .5 .04 .5 .005 14.500 .000 .5 .04 .5 .004 14.583 .000 .4 .04 .5 .004 14.667 .000 .5 .04 .5 .004 14.750 .000 .5 .04 .5 .004 14.M .000 .5 .04 .5 .004 14.917 .000 .5 .04 .5 .004 15.000 .0000 .5 .04 .5 .005 59 15.083 .000 .5 .05 .5 .005 15.167 .000 .5 .05 .5 .005 15.250 .000 .E. .05 .5 .005 15.333 .000 .6 .05 .6 .005 15.417 .000 .6 .05 .6 .005 15.500 .000 .7 .06 .6 .006 15.583 .000 .7 .06 .6 .006 15.667 .000 .7 .06 .7 .006 15.750 .000 .8 .07 .7 .007 15.833 .000 .9 .07 .8 .007 15.917 .000 1.4 .10 1.0 .010 16.000 .000 4.8 .29 2.1 .029 16.083 .000 22.8 .69 5.5 .148 16.167 .000 68.7 1.21 10.2 .551 16.250 .000 120.5 1.72 14.2 1.283 16.333 .000 149.5 2.16 2.45 18.7 2.187 23.9 '- 16.417 .000 127.5 __2.301_.. --Ao 16.500 .000 75.4 2.57 29.0 3. ""1 16.583 .000 39.2 2.59 31 1 3.276 - --j 16.667 .000 20.2 x.56 X 31.0 3.202 16.7'50 .000 8.4 2.51 29.6 3.056 16.833 .000 4.1 2.44 27.9 2.893 16.917 .000 3.7 2.38 26.4 2.137 17.000 .000 2.7 2.32 24.9 =.583 17.083 .000 1.5 2.26 23.6 2.432 17.167 .000 .8 2.20 22.2 2.284 17.250 .000 .5 2.14 20.9 2.144 17.333 .000 .5 2.09 19.7 2.012 17.417 .000 .6 2.04 18.5 1.889 17.500 .000 .6 1.99 17.5 1.772 17.583 .000 .6 1.93 16.9 1.660 17.667 .000 .6 1.86 16.6 1.549 17.750 .000 .5 1.81 16.2 1.441 17.833 .000 .5 1.7n 15.9 1.335 17.917 .000 .5 1.69 15.6 1.231 18.000 .000 .5 1.63 15.3 1.129 18.083 .000 .5 1.58 15.1 1.029 18.167 .000 .5 1.53 14.8 .930 18.250 .000 .5 1.46 14.4 .834 18.333 .000 .4 1.38 14.0 .741 18.417 .000 .4 1.30 13.5 .651 18.500 .000 .3 1.22 13.0 .564 18.583 .000 .3 1.15 12.5 .480 18.667 .000 .3 1.08 12.1 .399 18.750 .000 .3 1.02 11.6 .321 18.833 .000 .3 .89 10.7 .249 18.917 .000 .3 .77 9.3 .187 19.000 .000 .3 .66 8.0 .134 19.083 .000 .3 .57 6.9 .088 19.167 .000 .3 .49 5.9 .050 19.250 .000 .3 .24 4.0 .024 19.333 .000 .3 .12 2.0 .012 19.417 .000 .3 .07 1.0 .007 19.500 .000 .3 .04 .6 .004 19.583 .000 .3 .03 .4 .003 �... 19.667 .000 .3 .03 .3 .003 19.750 .000 .3 .03 .3 .003 19.333 .000 .3 .02 .3 .002 19.917 .000 .2 .02 .3 .002 20.000 .000 .4 .02 .:+ .v 02 20.083 .000 .2 .01 A. .0014 20.167 .000 A. .02 .2 .002 20.2 .000 .2 .02 .2 .0024 220.333 .000 .L .02 .2 .002 20.417 .000 .2 .02 .2 .002 20.500 .000 .2 .02 .2 .002 20.583 .000 .2 .02 .2 .002 20.667 .000 .L .02 .2 .002 20.750 .000 .2 .02 - .002 20.333 .000 .2 .02 .2 .002 20.917 .000 .2 .O2 .2 .002 21 .000 .000 .. .OL .2 ON 21.083 .000 002 21.167 .000 .L .02 .002 21.250 .000 .2 002 21.333 .000 .2 .022 .L .002 21.417 .000 .2 .02 .2 .002 2 1. 50 0 .000 21.583 .000 .2 .02 .2 .002 21.667 .000 .L .02 .002 21.750 .000 OIL* .2 .002 21.833 .000 .2 .02 .2 .002 21.917 .000 .2 .02 .2 .002 22.000 .000 .2 .02 .2 .002 22.083 .000 .02 .2 .002 22.167 .000 .2 .02 .2 .002 22.250 .000 .24 .0 2 .2 .002 22.333 .000 .14 .02 .2 .002 22.417 .000 .2 .02 .2 .002 22.500 .000 .2 .02 .2 .002 22.583 .000 .2 .02 .2 .002 22.667 .000 .i .02 .2 .002 22.750 .000 . 24 . 02 .2 .002 22.833 .000 .2 .02 .2 .002 22.917 .000 .2 .02 .2 .00L 3.000 .000 .2 .02 .2 .002 23.083 .000 02 .2 .00L 23.167 .000 .2 .02 .� .002 23.250 .000 .L .02 .002 23.333 .000 .2 .02 .: .002 23.417 .000 .2 .02 . 2 .0014 23.500 .000 .2 .0 0 .� JUL 23.553 .000 .2 .02 .: .002 23.667 .000 .2 .02 21750 .000 .2 .02 .2 .002 23.833 .000 .02 .2 .002 23.917 .000 .2 .02 END OF FLOOD ROUTING MALYSIS • E # x###### x### ff# x### f##### f### f######## x## x##* f # # #f # #f # # # # # # # # # # # # # # # # ffxf# FLOOD ROUTING ANALYSIS USING ORANGE /SAN BERNARDINO COUNTY UNIT- HYDROGRAPH (1986 MANUAL) (c) Copyright 1983-38 Advanced Engineering Software (aes) Ver. 3.OA Release Date: 7/21/88 Serial # 2138 Analysis prepared by: MADOLE and ASSOCIATES, INC. 1820 E. 16th STREET SANTA ANA, CALIFORNIA 92701 PHONE (714) 835 -2548 DESCRIPTION OF STUDY * RETENTION BASIN- 910 IST DAY STORM * FONTANA * JN 142 -609 FILE NAME: ABASE10.024 TIME /DATE OF STUDY: 8:22 6/15/1989 xf# f* f# ff*** f# x***# f***### ff** f#*# x**# f# f** f# *ff *f * #fx # # ##f * * # #f # * * #ffffx * ## FLOW PROCESS FROM NODE 4.00 TO NODE 174.00 IS CODE = 1 ---------------------------------------------------------------------- - - - - -- -- `i:\;UNIT- rIYDROGRAPH ANALYSIS<( t<. <__________ ______ __ _____ _______ __ __ ___ _ __ (UNIT- HYDROGRAPH ADDED TO STREAM 11) WATERCOURSE "LAG" TIME _ .286 TOURS UNIT HYDROGRAPH TIME UNIT = 5.00.0 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 29.104 WATERCOURSE LENGTH = 6784.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 3392.000 FEET 1511 ELEVATION VARIATION ALONG WATERCOURSE = 124.500 FEET _-- BASIN FACTOR = .031 WATERSHED AREA = 219.900 ACRES BASEFLOW = .000 C S /SGL4W-MILE VALLEY (DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .588 — LOW LOSS FRACTION = .979 --- 4441= 49v_ *HYDROGRAPH MODEL 11 SPECIFIED* SPECIFIED PEAR 5-MINUTES RAINFALL(INCH)= .38 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) _ .80 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.04 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 1.90 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 2.65 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 5.90 PRECIPITATION DEPTH-AREA REDUCTION FACTORS: `-MINUTE FACTOR = .990 30-MINJTE FACTOR = .990 1 -HOUR FACTOR = .990 62 3 -HOUR FACTOR = .999 6 -HOUR FACTOR = .999 24 -HOUR FACTOR = 1.000 RUNOFF HYDROGRAPH LISTING LIMITS. MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 10.00 MODEL TIME (HOURS) FOR END OF RESULTS = 24.00 UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 1.501 47.897 2 10.263 225.167 3 27.547 459.51.'. 4 50.941 62 �.1 5 72.741 579.737 6 36.049 353.921 7 92.994 184.707 8 96.661 97.504 9 98.227 41.662 10 98.778 14.644 11 99.315 14.292 12 99.726 10.924 13 99.932 5.462 14 100.000 1.821 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 96.9765 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 11.0874 ---------------------------------------------------------------------- - - - - -- 1. o n "I al 24 -HOUR STORM RUNOFF HYDR0GRAPH - - - - - -- HYDROGRAPH IN FIVE - MINUTE !NTERVALS(CFS) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 75.0 150.0 125.0 300.0 ---------------------------------------------------------------------------- 10.083 .6352 .98 9 V 10.167 .6420 .99 9 V . 10.250 .6488 .99 0 V . 10.333 .6557 1.00 Q v . 10.417 .6626 1.00 Q V 10.500 .66% 1.01 9 v 10.583 .6766 1.01 0 v 10.667 .6836 1.02 Q V . 10.750 .6907 1.03 0 V . 10.833 .6978 1.03 9 V 10.917 .7050 1.04 0 V . 11.000 .7122 1.05 9 V . 11.083 .7194 1.05 0 V 11.167 .7267 1.06 9 V 11.250 .7341 1.07 9 V . 11.333 .7415 1.08 9 v 11.417 .7490 1.08 9 V ® 11.500 .7565 1.09 9 V ' 11.583 .7641 1.10 0 v 11.667 .7717 1.11 w1 V . 11.750 .7794 1.12 0 V 11.833 .7871 1.12 9 V . 11.917 .7950 1.13 Q v 12.000 .8028 1.14 9 V 12.083 .8107 1.15 9 V . 12.167 .8186 1.14 9 V 12.250 .8263 1.12 0 v . 12.333 3337 1.08 9 v 11.417 .8410 1.05 0 V 12.500 .8481 1.03 0 V 12.583 .8552 1.03 9 v 11667 .8623 1.04 9 V . 12.750 .8695 1.04 0 V . 12.833 .8768 1.06 9• V 12.917 .8841 1.07 0 V 13.000 .8916 1.08 Q V 13.083 .8991 1.09 0 V 13.167 .9067 1.11 0 V 13.250 .9145 1.12 0 V 13.333 .9223 1.14 9 V 13.417 .9303 1.16 0 V 13.500 .9384 1.17 9 V . 13.583 .9466 1.19 9 V 13.667 .9550 1.21 9 V . 13.750 .9634 1.23 9 V 13.833 .9711 1.15 9 v . 13.917 .9808 1.27 0 v 14.000 .9898 1.30 0 v . . n Ll © ' A 6 90 LCCL'OT 000'61 • A 0 LO'1 WC OT LI6'8T ' A 0 60 06IL'01 MIST ' A 0 O1'1 SIIL'OT OSL'SI ' A 6 Till 6COL'01 L99'8I ' A 6 CT'T C969'01 C8S'8T ' A 0 CT'T S899'0I OOS'81 ' A 0 ZT'T L089'01 Lit'81 . A 0 OT'T OCL9 1 01 CCC'81 A 0 801 K99'01 OSZ'81 ' A 0 LO'1 NOV L9I'81 . A 0 80'1 90S9"OT C80'8T ' A 0 Till ZC69'01 000'81 ' A 0 WT SSC9'01 L16'LT ' A 6 LT'I LLZ9 CC8'LT ' A ' 0 IZ't 9619'01 OSL'41 ' A 6 SZ'1 C119'OI L99'0 ' A 0 TC'T LZ09 C8S'LT ' A 6 LC'T 9C6S'01 OOS'LT ' A 0 9t'T ZtmIOT LIVO ' A 0 LS'T ULS'OT CCC'LT ' A 0 WT CC9S'OT OSZ'LT ' A 0 SS'Z CISS - 01 L91'LI . A 6 zi't BCCS'OT C80 T ' A 0 St - 9 KOS - 01 000 - LT ' A 0' 4 OT9t'OI L16'91 ' A 0' tl'6 OtOt'OI CC8'9I . A 0 SC'OZ OLCC'OT OSL'9I 667t 8961'01 L99'9T A 0 61'18 L006'6 CBS'91 A "A 0 KIST 9TtC'6 OOS'91 0 L8'CtZ WZ LT4'9I 9S'6L 1819'9 CCC'9T 8t'9CZ OC69't OSZ ' '0 A' 89 1190'£ L91'91 . '0 A Ot'89 SCCO•z 680'9T . A 0 IC'LZ t7'9S'T 000'91 ' A 0' MIT Well L16'SI . A 6 TL't t96Z'i MIST . . . A 0 SS'Z 6C9Z'T OSL'ST . A 0 Oz'z t9tZ'I L99'SI . A 6 LZ•Z ZICZ'T MIST ' A 6 OC7 9SIZ'I OOS'ST ' A 0 LZ'Z 86EI'T lit'SI ' A 0 Oz'Z Mill CCC'SI " A 0 CT'Z 069T'I OSZ'SI ' A 0 90' ' Mill L9t'SI ' A 6 00'z IOtT'T C80'ST • A 6 WT t9, - T - 1 000 - ST . A 6 68'T OCIT'T LT6'tT ' A 6 t8'T 0001 CC8'ti ' A 0 08'1 C180 OSL'K ' A 0 SL'T 6140'1 19911 ' A 6 TL'I 6Z90'T C8S'tT ' A 0 99'1 TTSO'T OOS'tl ' A 0 09'1 L6C0'T LTt'tT ' A 0 ZS'T LSZ0'T CCC'tT ' A 0 11 Z810 OWK ` A 0 LC'1 C800 L9T't1 . A 0 CC'T 6866' C80 E El 19.083 10.7409 1.04 Q V 19.167 10.7480 1.03 Q V . 19.250 10.7550 1.02 Q V 19.333 10.7619 1.01 Q V O 19.417 10.7688 .99 Q V 19.500 10.7755 .98 Q V 19.583 10.7822 .97 Q V • 19.667 10.7883 .96 Q V 19.750 10.7954 .95 Q V 19.833 10.8019 .94 Q • V 19.917 10.8083 .93 Q v 210.000 10.8147 .92 Q V. 20.083 10.8210 .91 Q V. 20.167 10.SM. .91 0 . V. 20.250 10.8334 .90 Q V• 20.333 10.8395 .39 0 V. 20.417 10.8456 .88 Q . V. 20.500 10.8516 .87 Q V. 20.583 10.8576 .87 Q V. 20.667 10.8635 .86 Q V. 20.750 10.8694 .85 Q V. 20.833 10.8752 .85 Q V. 20.917 10.8810 .84 Q V. 21.000 10.8867 .83 Q V. 21.083 10.8924 .83 Q V. 21.167 10.8980 .82 Q V. 21.250 10.9036 .81 Q V. 21.333 10.9092 .81 Q V. 21.417 21.500 10.9147 10.9202 .80 .80 Q i 0 V. V. 21.583 10.9257 .79 Q V. 21.667 10.9311 .79 Q V. 21.750 10.9365 .78 Q . V. 21.833 10.9418 .78 Q V. 21.917 10.9472 .77 Q V. 22.000 10.9524 .77 Q V. 22.083 10.9577 .76 Q V. 22.167 10.9629 .76 Q • V. 222.250 10.9681 .75 Q V. 22.333 10.9732 .75 Q V. 22.417 10.9784 .74 Q V. 22.500 10.9834 .74 Q V. 22.583 10.9885 .74 Q V. 22.667 10.9935 .73 Q V. 22.750 10.9986 .73 Q V. 22.833 11.0035 .72 Q V. 22.917 11.0085 .72 Q V. 23.000 11.0134 .72 Q V. 23.083 11.0183 .71 Q V. 23.166 11.0232 .71 Q V. 23.250 11.0280 .70 Q V. 23.333 11.0329 .70 Q V. 23.416 11.0377 .70 Q V. 23.500 11.0424 .69 Q V. 23.52.3 11.0472 .69 0 V. 23.666 11.0519 .69 Q • V. 23.750 11.0566 .68 Q V. 23.8',!3 11.0613 .68 Q V. 23.916 11.0660 .68 Q V. 24.000 11.0706 .67 9 V. - FLOW PROCESS FROM NODE 174.00 TO NODE 174.00 IS CODE = 3 -------------------------------------------------------------------- >) };)MODEL FLOW - THROUGH DETENTION BASIN ROUTING({ t ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER i THROUGH A FLOW - THROUGH DETENTION BASIN USING FIVE-MINUTE UNIT INTERVALS: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = ' .000 SPECIFIED DEAD STORAGE(AF) FILLED = .000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 .00 .00 .000 2 .50 5.50 .050 3 1.00 11.30 .303 4 1.50 14.50 .883 5 2.00 17.10 1.797 6 2.50 28.30 3.029 7 3.00 46.60 4.448 8 3.50 69.60 5.902 9 4.50 126.20 8.873 10 5.50 194.50 11.955 11 6.50 272.80 15.145 INFLOW (STREAM 1) V effective depth ----- - - - - -- (and volume) detention outflow basin 1 i......... ----- - - - - -- storage ! basin outlet V --- - - - - -- OUTFLOW (STREAM 1) .000 /w�E 19¢ - 1955 p r. 4- -- - - - - -- - BASIN ROUTING MODEL RESULTS(5- MINUTE INTERVALS): TIME DEAD- STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED (AF) (CFSD DEPTH (FT) ' FS) VOLUPE (AF) ---------------------------------------------------------------------- - - - - -- C� io.083 .000 1.0 .09 1.0 .009 10,167 .000 1.0 .09 1.0 .009 10.250 .000 1.0 .09 1.0 .009 10.333 .000 1.0 .09 1.0 .009 10.417 .000 1.0 .09 1.0 .009 10.500 .000 1.0 .09' 1.0 .009 10.583 .000 1.0 .09 1.0 .009 10.667 .000 1.0 .09 1.0 .009 10.750 .000 1.0 .09 1.0 .009 10.833 .000 1.0 .09 1.0 .009 10.917 .000 1.0 .09 1.0 .009 11.000 .000 1.0 .09 1.0 .010 11.083 .000 1.1 .10 1.0 .010 11.167 .000 1.1 .10 1.1 .010 11.250 .000 1.1 .10 1.1 .010 il.333 .000 1.1 .10 1.1 .010 11.417 .000 1.1 .10 1.1 .010 11.500 .000 1.1 .10 1.1 .010 11.583 .000 1.1 .10 1.1 .010 11.667 .000 1.1 .10 1.1 .010 11.750 .000 1.1 .10 1.1 .010 11.833 .000 1.1 .10 1.1 .010 11.917 .000 1.1 .10 1.1 .010 12.000 .000 1.1 .10 1.1 .010 12.083 .000 1.1 .10 1.1 .010 12.167 .000 1.1 .10 1.1 .010 12.250 .000 1.1 .10 1.1 .010 12.333 .000 1.1 .10 1.1 .010 12.417 .000 1.0 .10 1.1 .010 12.500 .000 1.0 .10 1.1 .010 12.583 .000 1.0 .09 1.0 .010 12.667 .000 1.0 .09 1.0 .010 12.750 .000 1.0 .09 1.0 .010 12.833 .000 1.1 .10 1.0 .010 12.917 .000 1.1 .10 1.1 .010 13.000 .000 1.1 .10 1.1 .010 13.083 .000 1.1 .10 1.1 .010 13.167 .000 1.1 .10 1.1 .010 13.250 .000 1.1 .10 1.1 .010 13.333 .000 1.1 .10 1.1 .010 13.417 .000 1.2 .10 1.1 .010 13.500 .000 1.2 .11 1.2 .011 13.583 .000 1.2 .11 1.2 .011 13.667 .000 1.2 .11 1.2 .011 13.750 .000 1.2 .11 1.2 .011 13.833 .000 1.3 .11 1.2 .011 13.917 .000 1.3 .11 1.2 .012 14.000 .000 1.3 .12 1.3 .012 14.083 .000 1.3 .12 1.3 .012 14.167 .000 1.4 .12 1.3 .012 14.250 .000 1.4 .13 1.4 .013 14.333 .000 1.5 .13 1.4 .013 14.417 .000 1.6 .14 1.5 .014 14.500 .000 1.7 .15 1.6 .015 14.583 .000 1.7 .15 1.6 .015 14.667 .000 1.8 .16 1.7 .016 14.750 .000 1.8 .16 1.7 .016 14.833 .000 1.8 .16 1.8 .017 14.917 .000 119 .17 1.8 .017 15.000 .000 1.9 .17 1.9 .017 C� 15.083 .000 2.0 .18 1 .018 15.167 .000 2.1 .18 2.0 .018 15.250 .000 2.1 .19 2.0 .019 15.333 .000 2.2 .19 2.1 .020 c o 15.417 .000 2.3 .20 2.2 .020 15.500 .000 2.3 .21 2.2 .021 15.583 .000 2.3 .21 2.3 .021 15.667 .000 2.2 .20 2.2 .020 15.750 .000 2.5 .22 2.3 .022 15.833 .000 4.7 .33 3.0 .034 15.917 .000 11.3 .55 4.9 .078 16.000 .000 27.3 .82 7.7 .2t3 16.083 .000 68.4 1.26 11.1 .608 16.167 .000 149.7 1.86 14.7 1.537 16.250 .000 236.5 2.49 22.3 3.013 16.333 .000 279.6 3.08 39.1 4.669 16.417 .000 243.9 3.51 60.1 5.934 _ -- 16.500 .000 151.5 3.69 75.2 6.460 16.583 .000 81.2 3.69 80.3 6.466 ,ZC. J�1�L1»X! 16.667 .000 43.0 3.61 78.0 6.224 16.750 .000 20.3 3.49 72.4 5.866 16.833 .000 9.7 3.35 616.0 5.479 16.917 .000 8.3 3.23 60.1 5.122 17.000 .000 6.5 3.12 54.6 4.790 17.083 .000 4.1 3.01 49.5 4.477 17.167 .000 2.5 2.91 45.1 4.184 17.250 .000 1.7 2.81 41.4 3.911 17.333 .000 1.6 2.72 38.1 3.659 17.417 .000 1.5 2.64 34.9 3.429 17.500 .000 1.4 2.57 32.1 3.211 17.583 .000 1.3 2.50 29.5 3.023 17.667 .000 1.3 ..42 27.4 2.8843 17.750 .000 1.2 2.36 25.8 2.673 17.833 .000 1.2 2.29 24.3 2.514 17.917 .000 1.1 2.23 22.9 2.364 18.000 .000 1.1 2.17 21.6 2.222 13.083 .000 1.1 2.12 20.4 2.090 18.167 .000 1.1 2.07 19.2 1.965 18.250 .000 1.1 2.02 18.1 1.848 18.333 .000 1.1 1.97 17.2 1.736 18.417 .000 1.1 1.91 16.8 1.629 18.500 .000 1.1 1.85 16.5 1.523 18.583 .000 1.1 1.79 16.2 1.419 18.667 .000 1.1 1.74 15.9 1.318 18.750 .000 1.1 1.68 15.6 1.218 18.833 .000 1.1 1.63 15.3 1.120 18.917 .000 1.1 1.58 15.0 1.024 19.000 .000 1.1 1.53 14.8 .929 19.083 .000 1.0 1.46 14.4 .837 19.167 .000 1.0 1.38 14.0 .748 19.250 .000 1.0 1.31 13.5 .662 19.333 .000 1.0 1.24 13.0 .579 19.417 .000 1.0 1.17 12.6 .499 19.500 .000 1.0 1.10 12.2 .422 19.23 .000 1.0 1.04 11.8 .347 19.667 .000 1.0 .95 U.1 .277 19.750 .000 1.0 .83 10.0 .215 19.833 .300 .9 .,2 8.7 .162 19.917 .000 .9 .63 7.5 .116 20,000 .000 .9 .55 6.6 .078 20. 033 .000 .9 .45 5.5 .046 20.167 .000 .9 .25 3.9 .025 20.250 .000 .9 .16 2.2 .016 20.333 .000 .9 .12 1.5 .012 ® 20.417 .000 .9 .10 1.2 .010 20.500 .000 .9 .09 1.0 .009 20.583 .000 .9 .08 .9 .008 20.667 .000 .9 .08 .9 .008 20.750 .000 .9 .08 .9 .008 20.833 .000 .8 .03 .9 .008 20.917 .000 .8 .08 .9 .008 21.000 .000 .3 .08 .3 .003 21.083 .000 .8 .08 .8 .008 21.167 .000 .8 .08 .3 .008 21.250 .000 .3 .07 .8 .008 21.333 .000 .8 .07 .8 .007 21.417 .000 .8 .07 .8 .007 21.500 .000 .07 .8 .001 21.583 .000 .8 .07 .8 .007 21.667 .000 .8 .07 .8 .007 21.750 .000 .3 .07 .8 .007 21.333 .000 .3 .07 .8 .007 21.917 .000 .3 .07 .8 .007 22.000 .000 .8 .07 13 .007 22.083 .000 .8 .07 .3 .007 22.167 .000 .8 .07 .8 .007 22.250 .000 .8 .07 .8 .007 22.333 .000 .7 .07 .8 .007 22.417 .000 .7 .07 .7 .007 22.500 .000 .7 .07 .7 .007 22.583 .000 .7 .07 .7 .007 22.667 .000 .1 .07 .7 .007 22.750 .000 .7 .07 .7 .007 22.833 .000 .7 .07 .7 .007 22.917 .000 .7 .07 .7 .007 23.000 .000 .7 .07 .7 .007 23.083 .000 .7 .06 .7 .007 ' 7 3.16'r .000 .7 .06 .7 .007 23.250 .000 .7 .06 .7 .006 23.333 .000 .7 .06 .7 .006 23.417 .000 .7 .06 .7 .006 23.500 .000 .7 .06 .7 .006 23.583 .000 .7 .06 .7 .006 23.667 .000 .7 .06 .7 .006 23.750 .000 .7 .06 .7 .006 23.833 .000 .7 .06 .7 .006 23.917 .000 .7 .06 .7 .006 END OF FLOOD ROUTING ANALYSIS Ki E40 FLOOD ROUTING ANALYSIS USING ORANGE /SAN BERNARDINO COUNTY UNIT-HYDROGRAPH (1986 MANUAL) (c) Copyright 1983-88 Advanced Engineering Software (aes) Ver. 10A Release Date: 7/21/88 Serial 9 2138 Analysis prepared by: MADOLE and ASSOCIATES, INC. 1820 E. 16th STREET SANTA ANA, CALIFORNIA 92701 PHONE (714) 335 -2548 DESCRIPTION OF STUDY # # * # # * * * # *x# #x # * # # * # # * # #x# * RETENTION BASIN- 925 IST DAY STORM # # FONTANA * .JN 142 -609 FILE NAME: ABASE25.024 TIME /DATE OF STUDY: 11 :37 6/15/1989 FLOW PROCESS FROM NODE 4.00 TO NODE 174.00 IS CODE = 1 ------------------------------------------------------------- ?j; ?UNIT - HYDROGRAPH ANALYSIS « «< (UNIT- HYDROGRAPH ADDED TO STREAM 41) WATERCOURSE "LAG" TIME = .1 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG - TIME = 28.728 WATERCOURSE LENGTH = 6784.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 3392.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 124.500 FEET BASIN FACTOR = .031 WATERSHED AREA = 219.900 ACRES BASEFLOW = .000 CFS /SQUARE -MILE VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .588 LOW LOSS FRACTION = .950 - % k= 192- *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .44 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = .33 SPECIFIED PEAR 1-HOUR RAINFALL(INCH) = 1.22 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.20 46 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.10 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 7.20 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .990 30- MINUTE FACTOR = .990 �r El 1 -HOUR FACTOR = .990 3 -HOUR FACTOR = .999 6 -HOUR FACTOR = .999 24 -HOUR FACTOR = 1.000 RUNOFF HYDROGRAPH LISTING LIMITSa MODEL TIMPHOURS) FOR BEGINNING OF RESULTS = 10.00 MODEL TIME(FM) FOR END OF RESULTS = 24.00 UNIT HYDR0GRAPH DETERMINATION INTERVAL ---------------------- "S" GRAPH ------------------------- UNIT HYDROGRAPH NUMBER MEAN VALUES ------------------------- ORDINATES(CFS) 1 1.772 ----------------- 47.137 2 9.936 213.430 3 26.911 450.109 4 49.402 603. 75,3 5 71.716 532,736 6 35.365 363.00: 92.562 191.332 3 96 102.234 9 93.144 46.132 10 93.711 15.066 11 99.249 14.312 12 99.700 11.931 13 99.925 5.991 14 100.000 1.997 -------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 114.4329 TOTAL. STORM RUNOFF VOLUME (ACRE-FEET) = 17.3397 ---------------------------------------------- - - - - -- EQ 24-H0UR STORM RUNOFF HYDR06RAPH HYDROGWH IN FIVE-MINUTE INTERVALS(CFS) --------------------- TIME(HRS) VOLUME(AF) --------------- - - - - -- 10.083 1.9172 10.167 1.9373 10.250 1.9576 10.333 1.9780 10.417 1.9985 10.500 2.0191 10.583 2.0398 10.667 2.0607 10.750 2.0816 10.833 2.1027 10.917 2.1239 11.000 2.1453 11.083 2.166,' 11.167 2.1883 11.250 2.2101 11.333 2.2320 ® 11.417 2.2546 11.500 2.2762 11.583 2.2985 11.667 2.3210 11.750 2.3436 11.833 2.3664 11.917 2.3894 12.000 2.4125 12.083 2.4357 12.167 2.4588 12.250 2.4813 12.333 2.5029 12.417 2.5238 12.500 2.5443 12.583 2.5647 12.667 2.5852 12.750 2.6058 12.833 2.6267 12.917 2.6477 13.000 2.6690 13.083 2.6906 13.167 2.7124 13.250 2.7346 13.333 2.7570 13.417 2.7798 13.500 2.8029 13.583 2.8263 13.667 2.8501 13.750 2.8743 13.83+ 2.8989 13.917 2.3239 14.000 2.9493 ---------------------------------------------------- 0(CFS) 0. 100.0 200.0 300.0 400.0 ---------------------------------------------------- 2.91 0 V 2.93 0 V 2.94 0 V 2.96 0 V 2.98 0 V 2.99 0 V 3.01 9 V 3.03 0 V 3.04 0 V 3.06 0 V 3.08 0 V 3.10 0 V 3.12 0 V 3.14 0 V 3.16 0 V 3.18 0 V 3.20 0 V 3.22 0 V 3.24 0 V 3.26 0 V . 3.29 0 V 3.31 0 V 3.33 0 V 3.36 0 V . 3.37 0 V 3.35 0 V 3.27 0 V . 3.15 0 V 3.03 Q V 2.98 Q V . 2.% 0 V 2.97 0 V 2.99 0 V 3.03 0 V . 3.06 0 V 3.09 0 V . 3.13 0 V 3.17 A V 3.21 0 V . . 3.26 9 V . 3.30 A V . . 3.35 0 V . . 3.40 0 V . . 3.46 9 V . . 3.51 0 V . 3.57 0 V 3.63 0 V 3.6'9 0 V 14.083 2. 9752 3.77 0 V 14.167 3.0019 3.87 0 V 14.250 3.0295 4.01 0 V 14.333 3.0584 4.18 0 V 14.417 3.0884 4.35 0 V i 14.500 3.1193 4.50 0 V 14.583 3.1512 4.62 0 V 14.667 3.1838 4.74 0 V 14.750 3.2173 4.86 0 V . 14.833 3.2516 4.98 0 V 14.917 3.2868 5.11 0 V . 15.000 3.3230 5.26 0 V 15.083 3.3603 5.41 0 V 15.167 3.3987 5.58 0 V 15.250 3.4385 5.77 0 V . 15.333 3.4798 6.00 0 V . 15.417 3.5229 6.26 0 V . 15.500 3.5673 6.45 0 V . . 15.583 3.6119 •6.47 0 V . . 15.667 3.6560 6.41 0 V . . 15.750 3.7458 7.23 0 V . 15.833 3.7844 11.41 .0 V . . 15.917 3.9375 22.24 . 0 V. 16.044 4.2444 44.56 . 7 V. . 16.083 4.8997 95.16 . 0.V 16.167 6.2030 189.24 . V 0 . . 16.250 8.2014 290.17 . . V . 9. . OAK �GQI� ". Gr�/�Jf?� 16.333 10.5439 T340.13 - - -- ' __ - -� - - • -- 16.417 12.6362 343.79 . V ® W /Tr %_ ./� T AK 16.500 13.9897 196.53 . w' 16.583 14.7510 110.54 . .9 V 16.667 15.1777 61.96 . 0 V 16.750 15.4039 32.84 . 0 . V . 16.833 15.5223 17.20 .0 . V . 16.917 15.6193 14.08 .0 V . 17.000 15.6395 11.64 .0 V 17.083 15.7569 8.34 0 V . 17.167 15.7984 6.03 0 V 17.250 15.8314 4.78 0 V . 17.333 15.8617 4.40 0 V . 17.417 15.8900 4.11 0 V 17.500 15.9168 3.89 0 V 17.583 15.9424 3.72 0 V 17.667 15.9670 3.58 0 V 17.750 15.9909 3.46 0 V . . 17.833 16.0139 3.35 0 V 17.917 16.0364 3.25 0 • V 18.000 16.0582 3.17 0 V . 18.083 16.0795 3.10 0 V 18.167 16.1007 3.07 0 V • 18.250 16.1221 3.11 0 V • 18.333 16.1441 3.24 0 V • 18.417 16.1667 3.28 0 V . 18.500 16.1895 3.31 0 V • 18.583 16.2123 3.31 0 V 18.667 16.2349 3.28 0 • ' 13.750 16.2572 3.25 0 V . 18.833 16. 3.21 0 v . 18.917 16.3011 3.17 0 V • 19.000 16.3227 3.13 9 . . v . IE 0. 19.083 16.3440 3.09 0 v . 19.167 16.3650 3.06 0 V . 19.250 16.3858 3.02 0 V 19.333 16.4064 2.99 0 V 19.417 16.4268 2.95 0 V 19.500 16.4469 2.92 9 V . 19.583 16.4668 2.89 9 V 19.667 16.4866 2.86 0 V 19.750 16.5061 184 0 V 19.833 16.5254 2.81 0 • V . 19.917 16.5446 1.78 0 V . 20.000 16.5636 2.76 0 , 11 . 20.083 16.5824 2.73 0 V . 20.167 16.6011 2.71 0 V . 20 250 16.6196 2.69 0 r 20.333 16.6379 Z.66 0 V . 20.417 16.6561 2.64 0 V . 20.500 16.6742 2.62 0 20.583 16.6921 2.60 0 . V . 20.667 16.7099 2.58 0 • V . 20.750 16.7275 2.56 0 V . 20.833 16.7450 2.54 9 V . 20.917 16.7624 2.52 0 , V . 21.000 16.1797 2.51 0 V . 21.083 16.7968 2.49 0 V . 21.167 16.8138 2.47 0 ,, . 21.250 16.8307 2.45 0 V . 21.333 16.8475 2.44 0 . V . 21.417 16.8642 2.42 0 V . 21.500 16.8808 2.41 0 V . 21.583 16.8972 2.39 0 V . 21.667 16.9136 2.38 9 . V . 21.750 16.9299 2.36 0 V . 21.833 16.9461 2.35 0 , V . 21.917 16.9621 2.33 0 V. 22.000 16.9781 2.32 0 J. 22.083 16.9940 2.31 0 V. 22.167 17.0098 2.29 0 V. 22.250 17.0255 2.28 0 V. 22.333 17.0411 2.4. 0 V. 22.417 17.0567 2.26 0 V. 22.500 17.0721 2.24 0 V. 22.583 17.0875 2.23 0 V. 22.667 17.1028 2.22 0 . V. x.750 17.1180 2.21 0 V. 22.833 17.1332 2.20 0 V. 22.917 17.1482 2.19 0 V. 23.000 17.1632 2.18 0 V. 23.083 17.1781 2.17 0 V. 23.166 17.1930 2.16 0 V. 23.250 17.2077 2.14 0 . V. 23.333 17.2224 2.13 0 V. 23.416 17.2371 2.12 0 V. 23.500 17.2516 2.11 0 V. 23.583 17.2661 2.11 0 V. 23.666 17.2806 2.10 0 V . 23.750 17.2949 2.09 0 V. 4 2 3.833 17..+092 2.08 0 . . V. 23.916 17..L35 2.07 G V. 14.000 2.06 9 J• FLOW PROCESS FROM NODE 174.00 TO NODE 174.00 IS CODE = 3 ------------------------------------------------ 7 --------------------------- ii > >> MODEL FLOW-THROUGH DETENTION BASIN ROUTING <<<<< - -- - - -- - -- - - -- - - - - -- - - -- -- - - - - - ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 TH OM A FLOW- THR0" DETENTION BASIN USING FIVE-MINUTE UNIT INTERVALS: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) _ .000 SPECIFIED DEAD STORAGE(AF) FILLED = .000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW S NUMBER (FT) (CFS) (AF) 1 . .00 .00 .000 2 .50 5.50 .050 3 1.00 11.30 .303 4 1.50 14.50 .883 5 2.00 17.10 1.797 6 2.50 23.30 3.025 7 3.00 46.60 4.448 8 3.50 69.60 5.902 9 4.50 126.20 3.373 tU 5.50 194.50 11.955 it 6.50 2r,.80 15.145 INFLOW (STREAM 1) V effective depth ----- - - - - -- (and volume) i .... V........ detention < - -`; outflow basin i......... _ ----- - - - - -- i storage f basin outlet V--- - - - - -- OUTFLOW (STREAM 1) .000 1 0,E i '7�- - 1 PZQ ¢ BASIN ROUTING MODEL RES)LTS(5- MINUTE INTERVALS): ----= --- - =- == TIME DEAD - STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE ----------- (HRS) -- FILLED(AF) (CFS) DEFTH(FT) (CFS) VOLUME(AF) ----------------------------------------- - - - - -- /7�0 0 10.083 .000 2.9 .26 2.9 .027 10.167 .000 2.9 .d. 2.9 .027 10.250 .000 2.9 .27 2.9 .027 10.333 .000 3.0 .27 2.9 .027 10.417 .000 3.0 .27 3.0 .027 10.500 .000 3.0 .27 3.0 .027 10.583 .000 3.0 .27 3.0 .027 10.667 .000 3.0 .27 3.0 .028 10.750 .000 3.0 .28 3.0 .028 10.833 .000 3.1 .28 3.0 .023 10.917 .000 3.1 o 3.1 .028 11.000 .000 3.1 .28 3.1 .028 11.083 .000 3.1 .28 3.1 .024 11. 167 .000 3.1 .28 3.1 .029 11.250 .000 3.2 .29 3.1 .029 11 1 .333 .000 3.2 .29 3.2 .029 11.417 .000 3.2 .29 3.2 .029 11.500 .000 3.2 .29 3.2 .029 11.583 .000 3.2 .29 3.2 .030 11.667 .000 3.3 .30 3.2 .030 11.750 .000 3.3 .30 3.3 .030 11.833 .000 3.3 .30 3.3 .030 11.917 .000 3.3 .30 3.3 .030 12.000 .000 3.4 .30 3.3 .031 12.063 .000 3.4 .31 3.3 .031 12.167 .000 3.3 .30 3.4 .031 12.250 .000 3.3 .30 3.3 .030 12.333 .000 3.1 .29 3.3 .029 12.417 12.500 .000 .000 3.0 3.0 .28 .28 3.2 3.1 .029 .028 12.583 .000 3.0 .27 3.0 .027 12.667 .000 310 .27 3.0 .027 12.750 .000 3.0 .27 3.0 .027 12.833 .000 3.0 .27 3.0 .023 12.917 .000 3.1 .28 3.0 .028 13.000 .000 3.11 .28 3.1 .028 13.083 .000 3.1 .28 3.1 .028 13.167 .000 3.2 .29 3.1 .029 13.250 .000 3.2 .29 3.2 .029 13.333 .000 3.3 .29 3.2 .030 13.417 .000 3.3 .30 3.2 .030 13.500 .000 3.4 .30 3.3 .030 11M .000 3.4 .31 3.3 .031 13.667 .000 3.5 .31 3.4 .031 13.750 .000 3.5 .32 3.4 .032 13.833 .000 3.6 .32 3.5 .032 13.917 .000 3.6 .33 3.6 .033 14.000 .000 3.7 .33 3.6 .033 14.083 .000 3.8 .34 3.7 .034 14.167 .000 3.9 .35 3.8 .035 14.250 .000 4.0 .36 3.9 .036 14.333 .000 4.2 .37 4.0 .037 14.417 1000 4.4 .38 4.1 .039 14.500 .000 4.5 .40 4.3 .040 14.583 .000 4.6 .41 4.4 .041 14.667 .000 4.7 .42 4.6 .042 14.750 .000 4.9 .43 4.7 .044 14.833 .000 5.0 .44 4.3 .045 14.917 .000 5.1 .46 4.9 .046 15.000 .000 5.3 .47 5.1 .047 0 15. 083 .000 5.4 .48 5.2 .048 15.167 .000 5.6 .N 5.4 .050 15.250 .000 5.8 .50 5.5 .052 15.333 .000 6.0 .51 5.6 .055 15.417 .000 6.3 .52 5.7 .059 15.500 .000 6.4 .53' 5.8 .064 15.583 .000 6.5 .53 5.9 •068 15.667 .000 6.4 .54 5.9 .071 15.750 .000 7.2 .56 6.1 .079 15.833 .000 11.4 .62 6.5 .113 15.917 .000 22.2 .82 8.1 .210 16.000 .000 44.6 1.12 10.6 .444 16.083 .000 95.2 1.57 13.5 1.007 16.167 .000 189.2 2.16 17.8 2.168 16.250 .000 290.2 2.83 30.6 3.976 16.333 .000 340.1 3.51 55.4 5.937 16.417 .000 303.8 4.02 84.6 7.446 &4.X, 16.500 .000 196.5 4.23 105.0 8.076 16.583 .000 110.5 4.23 11 11.0 8.073 J 4V, 16.667 .000 62.0 4.12 107.9 7.756 16.750 .000 32.8 3.97 100.5 7.290 16.833 .000 17.2 3.80 91.2 6.781 16.917 .000 •14.1 3.64 81.9 6.314 17.000 .000 11.6 3.50 73.4 5.888 17. OK .000 8.3 3.36 66.2 5.490 17.167 .000 6.0 3.23 60.1 5. 17.250 .000 4.8 3.11 54.5 4.775 17.333 .000 4.4 3.01 49.3 4.465 17.417 .000 4.11 2.91 45.0 4.184 17.500 .000 3.9 2.82 41.5 3.924 17.583 .000 3.7 2.73 38.3 3.686 17.667 .000 3.6 2.65 35.4 3.467 17.750 .000 3.5 2.58 32.7 3.266 17.333 .000 3.4 2.52 30.2 3.082 17.917 .000 3.3 2.45 28.1 2.910 18.000 .000 3.2 2.39 26.5 2.150 18.083 .000 3.11 2.33 25.1 2.598 18.167 .000 3.1 2.27 23.7 2.456 18.250 .000 3.1 2.21 22.5 2.323 18.333 .000 3.2 2.16 21.3 2.198 18.417 .000 3.3 2.12 20.2 2.081 18.500 .000 3.3 2.07 19.2 1.972 18.583 .000 3.3 2.03 18.2 1.869 18.667 .000 3.3 1.99 17.4 1.772 18.750 .000 3.2 1.94 16.9 1.678 18.833 .000 3.2 1.88 16.6 1.585 18.917 .000 3.2 1.83 16.4 1.495 19.000 .000 3.1 1.79 16.1 1.405 19.083 .000 3.1 1.74 15.9 1.317 19.167 .000 3.1 1.69 15.6 1.231 19.250 .000 3.0 1.64 15.4 1.146 19.333 .000 3.0 1.60 15.1 1.062 19.417 .000 3.0 1.55 14.9 .980 19.500 .000 2.9 1.51 14.7 .899 19.583 .000 2.9 1.45 14.3 .820 19.667 .000 2.9 1.38 13.9 .744 19.750 .000 2.8 1.32 13.5 .670 19.833 .000 2.8 1.26 13.1 .599 19.917 .000 2.8 1. , 2.7 .531 qg 20.000 .000 2.3 1. 1 14 2.4 .464 20.083 .000 2.7 1.08 12.0 .400 20.167 .000 2.7 1.03 11.7 .339 20.250 .000 2.7 .96 11.1 .280 20.333 .000 2.7 .85 10.2 .229 20.417 .000 2.6 .77 9.1 .184 20.500 .000 2.6 .69' 3.1 .146 20.583 .000 2.6 .63 7.3 .114 20.667 .000 2.6 .57 6.6 .086 20.750 .000 2.6 .52 6.0 .062 20.833 .000 2.5 .43 5.2 .043 20.917 .000 2.5 .32 4.1 .032 21.000 .000 2.5 .27 3.2 .027 21.08'3 .000 1. .25 2.8 .025 1.167 .000 2.5 .23 2.6 .024 21.250 .000 2.5 .23 2.5 A.333 .000 2.4 .22 2.5 .0: 21.417 .000 2.4 .22 2.5 .022 21. 50 0 .000 2.4 .22 2.4 .022 21.583 .000 2.4 .22 2.4 .02`^ 21.667 .000 2.4 .22 2.4 .Ori 21.750 .000 2.4 ,22 2.4 .022 21.833 .000 2.3 .21 2.4 .022 21.917 .000 2.3 .21 2.4 .021 22.000 .000 2.3 .21 2.3 .021 22.083 .000 2.3 .21 2.3 .021 22.167 .000 2.3 .21 2.3 .021 22.250 .000 2.3 A. 2.3 .021 22.333 .000 2.3 .21 2.3 .021 22.417 .000 2.3 .21 2.3 .021 22.500 .000 2.2 .2D 2.3 .021 22.583 .000 2.2 .20 2.2 .021 22.667 .000 2.2 .20 2.2 .020 22.750 .000 2.2 .20 2.2 .020 22.833 .004 2.2 .20 2.2 .020 22.917 .000 2.2 .20 2.2 .020 443.000 .000 2.2 .2D 2.2 .020 23.083 .000 2.2 .20 2.2 .020 23.167 .000 2.2 .20 2.2 .620 23.250 .000 2.1 .20 2.2 .020 23.333 .000 2.1 .19 2.1 .020 23.417 .000 2.1 .19 2.1 .020 23.500 .000 2.1 .19 2.1 .019 23.583 .000 2.1 .19 2.1 .019 23.667 .000 2.1 .19 2.1 .019 23.750 .000 2.1 .19 2.1 .019 23.833 .000 2.1 .19 2.i .019 21917 .000 2.1 .19 2.1 .019 END OF FLOOD ROUTING ANALYSIS Cam' FLOOD ROUTING ANALYSIS USING O RANGE/SAN BERNARDINO COUNTY INNIT-HYDROGRAPH (1986 MANUAL) (c) Copyright 1983 -88 Advanced Engineering Software (aes) Ver. 10A Release Date: 7/21/88 Serial ; 2138 Analysis prepared by: MADOLE and ASSOCIATES, INC. 1820 E. 16th STREET SANTA ANA, CALIFORNIA 92701 PHONE (714) 835 -2548 C� DESCRIPTION OF STUDY * RETENTION BASIN- 9100 IST DAY STORM * x * FONTANA * JN 142-609 FILE NAME: ABASEIDO.024 TIME /DATE OF STUDY: 11:46 61'15/1989 FLOW PROCESS FROM NODE 4.00 TO )ODE 174.00 IS CODE = 1 --------- -------------------------------------- _- >W>UNIT- HYDROGRAPH ANALYSIS {t <C <===- --- --- - = =- == (UNIT- HYDROGRAPH ADDED TO STREAM 11) WATERCOURSE "LAG" TIME = .284 HOURS UNIT HYDROGRAFH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 29.392 WATERCOURSE LENGTH = 6784.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 33392.000 FEET ELEVATION VARIATION ALONG WATERCOUR`, = 124.500 FEET BASIN FACTOR = .030 WATERSHED AREA = 219.900 ACRES BASEFLOW = .000 CFS /SQUARE - MILE VALLEY(DEVELOPED) S -GRAPH SELECTED NAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .588 LOW LOSS FRACTION = .893 — -- d� 1 9 0 *HyDROGRApH MODEL. 11 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .55 SPECIFIED PEAK 30- MINUTES RAI)NFALL(INCH) = 1.15 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.54 SPECIFIED PEAK 3 -40 RAINFALL(INCH) = SPECIFIED PEAK 6-HOUR RAINFALL(INCH) - 3.90 SPECIFIED PEAK 24-HOJR RAINFALL(IMEH)= 9.40 PRECIPITATION DEPTH-AREA REDUl'TION FACTORS: 5- MINUTE FACTOR = .990 30- MINUTE FACTOR = .996 I-HOUR FACTOR : .990 3 -HOUR FACTOR = .999 6-HOUR FACTOR = .999 24 -HOUR FACTOR = 1.000 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 10.00 MODEL TIME(HOURS) FOR END OF RESULTS : 24.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "i" GRAPH UNIT HYDROGRAFH N XER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 1.823 48.491 2 10.485 230.356 :+ 28.032 466.650 4 51.822 632.663 5 73.504 576.619 6 36.551 346.961 7 93.314 179.860 3 96.846 93.947 9 98.278 38.075 10 98.829 14.656 11 99.359 14.090 12 99.744 10.228 13 99.936 5.114 14 100.000 1.705 ---------------------------------------------------------------------------- TOTAL SOIL-LOSS VOLUME (ACRE = 138.6304 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 33.5311 ---------------------------------------------------------------------- - - - - -- rl ED 24 -HOUR STORM ® RUNOFF HYDR06RAPH HYDROGRAPH IN FIVE-MINUTE INTERVALS US) i ---------------------------------------------------------------------------- TIME(HRS) VOLK (AF) GUS) 0. 125.0 250.0 375.0 500.0 ---------------------------------------------------------------------------- 10.083 5.5335 8.29 G V . 10.167 5.5909 8.33 0 V . 10.250 5.6486 8.37 0 V . 10.333 5.7065 8.41 0 V . . . 10.417 5.7648 8.46 0 V . lo., 500 5.8233 8.50 0 V . . 10.583 5.8822 8.55 0 V . 10.667 5.9413 8.59 0 V . 10.750 6.0008 8.64 0 V . 10.833 6.0606 8.68 0 V . 10.917 6.1208 8.73 8 V . 11.000 6.1812 8.78 0 V . . 11.0x3 6.2421 8.83 0 V . 11.167 6.3032 8.88 0 V . 11.250 6.3648 8.94 0 V . 11.333 6.4267 8.99 0 V . ® 11.417 11.500 6.4890 6.5517 9.04 9.10 0 0 V . V 11.583 6.6147 9.16 0 V 11.667 6.6782 9.22 0 V 11.750 6.7421 9.28 0 V . . 11.833 6.8065 9.34 0 V . . 11.917 6.8712 9.40 0 V . 12.000 6.9364 9.47 0 V . . . 12.083 7.0018 9.49 0 V . 12.167 7.0662 9.35 0 V . . 12.250 7.1282 9.00 0 V . 12.333 7.1868 8.51 0 V . . 12.417 7.2424 8.07 0 V . 12.500 7.2%4 7.84 0 V . 12.583 7.3499 7.76 0 V . 12.667 7.4032 7.76 0 V . 12.750 7.4571 7.82 0 V . 12.833 7.5115 7.90 0 V . 12.917 7.5665 7.99 0 V. 13.000 7.6222 8.08 0 V. . 13.083 7.6785 8.18 0 V. 13.167 7.7356 8.29 0 V. . 13.250 7.7935 8.41 0 V. 13.333 7.8522 8.53 0 V. 13.417 7.9118 8.65 0 V. 13.500 1.9723 8.78 0 V. . 13.583 8.0337 8.92 0 V. 13.667 8.0961 9.06 0 V. 13.750 8.1596 9.21 0 V. . 13.833 8.2241 9.37 0 V. . . 13.917 8.2397 9.53 0 V. 14.300 3.3566 9.71 0 V. . 14.083 3. 4 9. 32 Q V 14.1 9.4955 10.25 Q V 14.250 8.5695 10.74 Q V 14.333 8.6476 11.34 Q v 14.417 8.7297 11.92 Q V 14.500 8.3149 12.33 Q V 14.583 8.9027 12.75 .0 V 14.667 8.9929 13.09 .9 V . 14.750 9.0852 13.41 .Q V 14.833 9.1799 13.75 .0 v . 14.917 9.2772 14.12 .Q .V 15.000 9.37 - 119 14.63 .9 .V 15.083 9.4850 15.55 .9 .v 15.167 9.6045 17.35 .0 .V 15.250 9.7448 20.37 .Q .V . 1 15.333 9.9153 24.76 A ,V . 15.417 10.1187 29.54 . Q . v 15.500 10.3422 32.44 . Q . v 15.583 10.5673 32.68 . Q . V . 15.667 10.7860 31.76 . Q . V 15.750 11.0191 33.84 . Q . v 15. M 11.3131 42.70 . Q . `r . 15.917 11. TM 59.40 . Q . V . 16.000 12.3298 88.22 . Q . v . 16.083 13.3743 151.67 . . Q v . 16.167 15.2572 273.40 . ; .0 16.250 18.0177 400.82 . .v Q 16.333 21.2153 464.28 y Q _ 16.417 24.0097 405.75 v . Q ® 16.500 25.8554 268.00 •Q v � 16.583 26.9759 162.70 Q • v . 16.667 27.6794 102.14 Q . • v 16.750 28.1132 62.99 Q . v 16.833 28.4003 41.68 Q • v 16.917 28.6263 32.82 . Q . v . 17.000 28.8018 25.47 . Q . v . 17.083 28.9363 19.53 .9 • v . 17.167 29.0435 15.57 .Q . v 17.250 29.1347 13.24 .9 • v 17.333 29.2175 12.02 Q • v 17.417 29.2936 11.05 Q v 17.500 29.3647 10.33 Q . v 17.583 29.4321 9.78 Q v 17.667 29.4966 9.37 Q v . 17.750 29.5588 9.04 Q v 17.333 29.6191 8.75 Q v . 17.917 29.6775 8.49 Q v 18.000 29.7343 8.25 Q v 18.083 29.7899 8.07 Q v . 18.167 29.8456 8.08 Q v 18.250 29.9029 8.32 Q v 18.333 '9.9630 8.72 Q v . 18.417 30.0255 9.08 Q v 18.500 30,0892 9.25 Q v . 18.58+ 30.1531 9.28 Q v 18.667 30.2167 9.23 Q v . 18.750 30.2797 9.15 Q v . 13.333 20.3420 9.04 Q v . 18.917 30.4036 8.95 Q v 8� 1 9.000 30.4646 8.85 Q • v IE 19.083 30.5248 8.75 Q v . 19.167 30.5845 8.66 Q v 19.250 30.6435 8.57 Q v 19.333 30.7018 8.48 Q V . 19.417 30.7596 8.39 Q v 19.500 30.8168 8.31 Q v 19.583 30.8735 8.23 Q v 19.667 30.9297 8.15 Q '! . 19.750 30.93`3 8.08 Q ,r . 19.833 31.0404 8.01 Q v 19.917 31.0951 7.94 Q v :0.000 31.1493 7.87 Q v 20.083 31.2030 7.80 Q V . 20.167 31.2563 7.74 Q v 20.250 31.3092 7.68 Q V . 24.333 31.3617 -7 , 62 Q V 20.411 31.4138 7.56 Q 'v . 20.500 31.4655 7.51 Q v . 20.583 31.5168 7.45 Q v . 20.667 31.5677 7.40 Q . v 20.750 31.6183 7.35 Q v 20.833 31.6686 7.30 Q v . 20.917 31.7185 7.25 Q v . 21.000 31.7681 7.20 Q v . 21.083 31.8173 7.15 Q v . 21.167 31.8663 7.11 Q • v 21.250 31.9149 7.06 Q v . 21.333 31.9632 7.02 Q v • 21.417 32.0113 6.98 Q v . 21.500 32.0590 6.93 Q V . 21.583 32.1065 6.89 Q v • 21.667 32.1537 6.85 Q v • 21.750 32.2006 6.81 Q V . 2 1. 833 32.2473 6.78 Q : . 21.917 32.2731 6.74 Q v 22.000 32.3398 6.70 Q V . 2.083 32.3857 6.67 Q V . 22.167 32.4314 6.63 Q . V . 22.250 32.4768 6.60 Q V . 22.333 32.5220 6.56 Q V . 22.417 32.5670 6.53 Q v 22.500 32.6117 6.50 Q . V . 2"2.583 32.6562 6.46 Q v 22.667 32.7005 6.43 Q V. 22.750 32.7446 6.40 Q V• 22.833 32.7885 6.37 Q , V. 22.917 32.8322 6.34 Q V. 23.000 32.8757 6.31 Q V. 21083 32.9190 6.28 Q V. 23.166 32.9620 6.26 Q V. 23.250 33.0049 6.23 Q V. 23.333 33.0476 6.20 Q V. 23.416 33.0902 6.17 Q V. 23.500 33.1325 6.15 Q V. 23.583 33.1746 6.12 Q V. 23.666 33.2166 6.10 Q V. 23.750 33.2584 6.07 Q . V. 23.833 33.3001 6.05 Q V. 23.916 33.3415 6.02 Q V. 24.000 33.3828 6.00 9 • V. MI • FLOW PROCESS FROM NODE 174.00 TO NODE 174.00 IS CODE = 3 ---------------------------------------------------------------------- }; }:MODEL FLOW - THROUGH DETENTION BASIN ROUTING « «< ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW - THROUGH DETENTION BASIN USING FIVE-MINUTE UNIT INTERVALS: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE (AF) _ .000 SPECIFIED DEAD STORAGE(AF) FILLED = .000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: E INTERVAL DEPTH OUTFLOW STORAGE MAER (FT) (CFS) (AF) 1 .00 .00 .000 2 .50 5.50 .050 3 1.00 11.30 .303 4 1.50 14.50 .333 5 2.00 17.10 1.797 6 2.50 23.30 3.029 7 3.00 46.60 4.448 8 3.50 69.60 5.902 9 4.50 126.20 3.873 10 5.50 194.50 11.955 11 6.50 272.80 15.145 .000 INFLOW (STREAM 1) , V effective depth ----- - - - - -- (and volume) detention { - -i4 outflow ' basin ----- - - - - -- A , storage basin outlet V--- - - - - -- OUTFLOW (STREAM 1) •------- - BASIN ROUTING MODEL RESULTS(5- MINUTE INTERVALS): TIME DEAD-STORAGE INFLOW E FFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME (AF) ---------------------------------------------------------------------- - - - - -- Ea-, EO 10.083 .000 8.3 .72 8.1 .163 10.167 .000 8.3 .73 8.1 .164 10.250 .000 8.4 .73 8.1 .166 10.333 .000 8.4 .73 8.2 .168 10.417 .000 8.5 .74 8.2 .169 10.500 .000 8.5 .74' 8.3 .171 10.583 .000 8.5 .74 8.3 M. 10.667 .000 3.6 .75 8.3 .175 10.750 .000 8.6 .75 8.4 .176 10.333 .000 8.7 .75 3.4 .178 10.917 .000 8.7 .76 8.5 .180 11.000 .000 8.3 .76 8.5 .182 11.083 .000 8.8 .76 8.5 .184 11.167 .000 8.9 . ?? 8.6 .186 11.250 .000 8.9 .77 8.6 .188 11.33; .000 9.0 .'8 8.7 .190 11.417 .000 9.0 .73 8.7 .192 11.500 .000 9.1 .79 8.8 .195 11.583 .000 9.2 .79 8.8 .197 11. 667 .000 9.2 .79 8.9 .199 11. 40 .000 9.3 .80 8.9 .201 11.833 .000 9.3 .80 9.0 .204 11.917 .000 9.4 .81 9.0 .206 12.000 .000 9.5 .81 9.1 .209 12.083 .000 9.5 .82 9.2 .211 12.167 .000 9.4 .82 9.2 .212 12.250 .000 9.0 .82 9.2 .211 12.333 .000 8.5 .81 9.1 .206 12.417 .000 8.1 .80 9.0 .200 12.500 .000 7.8 .78 8.9 .193 12.583 .000 7.8 .77 8.7 .186 12.667 .000 7.8 .76 8.6 .181 12.750 .000 7.8 .75 8.4 .177 12.333 .000 7.9 .74 8.4 .173 12.917 .000 8.0 .74 3.3 .171 13.000 .000 8.1 .74 8.3 .170 13.083 .000 8.2 .74 8.2 .170 13.167 .000 8.3 .74 8.2 .170 13.20 .000 8.4 .74 8.3 .171 13.333 .000 8.5 .74 8.3 .173 13.417 .000 8.7 .75 8.3 .175 13.500 .000 8.3 .75 8.4 .178 13.583 .000 8.9 .76 8.5 .181 13.667 .000 9.1 .77 8.5 .184 13.750 .000 9.2 .77 8.6 .180 13.833 .000 9.4 .78 8.7 .193 13.917 .000 9.5 .79 8.8 .198 14.000 .000 9.7 -.80 8.9 .203 14.083 .000 9.9 .81 9.1 .209 14.167 .000 10.3 .83 9.2 .Zlb 14.250 .000 10.7 .85 9.4 .225 14.333 .000 11.3 .87 9.6 .237 14.417 .000 11.9 .90 9.9 .250 14.500 .000 12.4 .92 10.3 .265 14.583 .000 12.7 . 1 .45 10.6 .280 14.667 .000 13.1 .98 10.9 .295 14.750 .000 13.4 1.01 11.2 .310 14.833 .000 13.7 1.02 11.4 .326 14.917 .000 14.1 1.04 11.5 .344 15.000 .000 14.6 1.05 11.6 .365 EO 15.083 .000 15.6 1.08 1 .392 15.167 .00 17.3 1.11 1 .42 15.250 .000 20.4 1.16 12.2 .486 15.333 .000 24.8 1.23 12.5 .570 ® 15.417 .000 29.5 1.33 13.1 .683 15.500 .000 32.4 1.44 13.8 .812 15.583 .000 32.7 1.53 14.4 .938 15.667 .000 31.8 1.59 14.8 1.055 15.750 .000 33.8 1.66 15.2 1.183 15.333 .000 42.7 1.77 15.6 1.370 15.917 .000 59.4 1.93 16.3 1.666 16.000 .000 88.2 2.14 18.5 2.147 16.083 .000 151.7 2.50 24.3 3.024 16.167 .000 273.4 3.07 38.9 4.639 16.250 .000 400.8 3.84 69.3 6.922 16.333 .000 464.3 4.65 112.8 9 .3 4 2__ 16.417 .000 405.8 5.21 M 7 11.065 16.500 .000 _ 268.0 5.40 181.4 11.661 16.583 .000 162.7 5.35 186.2 11.499__ �1�4XfW 16.667 .000 102.1 5.18 178.6 10.973 16.750 .000 63.0 4.95 165.0 10.271 16.833 .000 41.7 4.71 149.0 9.532 16.917 .000 32.8 4.49 133.2 8.840 17.000 .000 25.5 4.27 119.4 8.1193 17.083 .000 19.5 4.07 107.5 7.588 17.167 .000 15.6 3.88 •96.4 1.031 17.250 .000 13.2 3.71 86.3 6.528 17.333 .000 12.0 3.56 77.2 6.078 17.417 17.500 .000 .000 11.1 10.3 3.42 3.30 69.5 63.1 5.676 5.312 17.583 .000 9.8 3.18 57.7 4.982 17.667 .000 9.4 3.08 52.1 4.684 17.750 .000 9.0 2.99 48.2 4.414 17.833 .000 3.7 2.90 44.6 4.167 17.917 .000 8.5 2.82 41.5 3.940 18.000 .000 8.:: 2.75 38.7 1730 18.083 .000 8.1 2.68 36.1 , 3.5337 18.167 .000 8.1 2.62 33.7 3.361 18.250 .000 8.3 2.56 31.5 3.201 18.333 .000 8.7 2.51 29.6 3.057 18.417 .000 9.1 2.46 28.0 2.927 18.500 .000 9.3 2.41 26.8 2.806 18.583 .000 9.3 2.36 25.8 2.692 18.667 .000 9.2 2.32 24.8 2.585 18.750 .000 9.1 2.28 23.8 2.484 18.833 .000 9.0 2.24 22.9 2.389 18.917 .000 8.9 2.20 22.1 2.298 19.000 .000 8.8 2.17 21.3 2.213 19.083 .000 8.8 2.14 20.5 2.132 19.167 .000 8.7 2.10 19.3 2.055 19.250 .000 8.6 2.08 19.1 1.982 19.333 .000 3.5 2.05 18.5 1.914 19.417 .000 8.4 2.02 17.9 1.848 19.500 .000 8.3 1.99 17.3 1.786 19.583 .000 8.2 1.96 17.0 1.126 19.667 .000 8.2 1.93 16.8 1.666 19.750 .000 8.1 1.90 16.6 1.607 19.833 19.917 .000 .000 ?.0 7.9 1..6 1.83 16.5 16.3 1.549 1.491 20.000 .000 7.9 1.80 16.1 1.434 END OF FLOOD ROUTING ANALYSIS Ea 20.033 .000 7.8 1.7 16.0 1.373 20.167 .000 7.7 1.74 15.8 1.322 20.250 .000 7.7 1.71 15.7 1.267 20.333 .000 7.6 1.68 15.5 1.213 20.417 .000 7.6 1.65 15.4 1.159 20.500 .000 7.5 1.62* 15.2 1.106 20.583 .000 7.5 1.59 15.1 1.054 20.667 .000 7.4 1.57 14.9 1.002 20.750 .000 7.3 1.54 14.8 .951 20.333 .000 7.3 1.51 14.6 .900 20.917 .000 7.2 1.47 14.4 .851 21.000 .000 1.2 1.43 14.2 .303 21.083 .000 7.2 1.39 13.9 .756 21.167 .000 7.1 1.35 13.7 .711 21.250 .000 7.1 1.31 13.4 .667 21.333 .000 7.0 1.23 13.2 .624 21.417 .000 7.0 1.24 13.0 .583 21.5,00 .000 6.9 1. i1 12.7 .543 21..°83 .000 6.9 1.17 12.5 .504 21.667 .000 6.`i 1.14 12.3 .467 21.750 .000 6.8 1.11 12.1 .430 21.333 .000 6.8 1.08 11.9 .395 21.917 .000 6.7 1.05 11.7 .361 22.000 .000 6.7 1.02 11.5 .323 22.083 .000 6.7 .99 11.3 .296 22.167 .000 6.6 .93 10.3 .267 22.250 .000 6.6 .8C: 10.2 .242 22.333 .000 6.6 .84 9.7 .221 22.417 .000 6.5 .80 9.2 .203 22.500 .000 6.5 .7 8.8 .137 22.583 .000 6.5 .74 8.5 .173 222.667 .000 6.4 .12 8.2 .161 22.750 .000 6.4 .70 7.9 .150 22.833 .000 6.4 .63 7.7 .141 22.917 .000 6.3 .66 7.5 • 13- 23.000 .000 6.3 .65 7.3 .126 23.033 .000 6.:'s .64 7.2 .120 23.167 .000 6.3 .63 7.0 .115 23.250 .000 6.2 .62 6.9 .110 23.333 .000 6.2 .61 6.3 .106 23.417 .000 6.2 .60 6.7 .102 23.500 .000 6.1 .60 6.6 .099 23.583 .000 6.1 .59 6.6 .095 23.667 .000 6.1 .58 6.5 .093 23.750 .000 6.1 .58 6.4 .090 23.333 .000 6.0 .57 6.4 .083 23.917 .000 6.0 .57 6.3 .086 END OF FLOOD ROUTING ANALYSIS Ea 0 o @@ 0 �I C� 4 �� r� Mad MADOLE & ASSOCIATES i CIVIL ENGINEERS AND PLANNERS / JI MN BY -DATE _.___._-CLIENT ( �'� r� / SHEET N0. OF CHECKED DATE - JOB JOB NO. lu -- - - - -- - -- /9 ' ¢ G, 3d,9 IV. CAPACITY OF CURB OPENING INLETS IN A LOW POINT OR SUMP i 40'" * - The capacity of a curb opening inlet in a sump or low point varies with the length of the inlet and the depth of water at the entrance. The inlet will operate as a weir until the water submerges the entrance. When the depth of water is about twice the height of the entrance or*more, it will operate as an orifice. Between these two depths it will operate somewhere between the two. The nomograph (Table L) is based on the following conditions: A. The curb opening inlet (no grate) is located at a low point in the grade. B." All flow coming to the inlet must eventually enter the inlet and will pond until sufficient head is built up so the outflow through the inlet will equal the peak inflow from the gutters. The hydraulic basis of the nomograph is as follows: A. For heads (depths of water) up to the height of the opening. (H /h ss 1), the inlet is assumed to act as a weir with the flow passing through critical depth at the entrance and following the formula. Q - 3.087 LH B. For heads equal to or greater than twice the height of opening H/h al.2, the inlet is assumed to act as an orifice following the formula Q/L - 5.62 h 3/2 (H' /h)1 /2 This is a rearrangement of the standard orifice formula Q - CA x 2gH with C - 0.7 and H' equal to the head on the middle of the inlet opening (H' - H - h /2). C. For heads with H/h between 1 and 2, a transition was used as the opera- tion of the inlet is indefinite. Procedure: Enter the nomograph with any two of the three values H, Q /L, H/h and read the third. Where h - total height of opening in feet L - total length of opening in feet H - depth of water at the entrance in feet- Q - total peak rate of flow to the inlet in CFS Normally Q, H,'and h will be known, and the nomograph can be used to determine the.length of opening L. 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