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Tract 12314 Prop. Retention Basin
TRACT 12314 PROP. RETENTION BASIN HYDROLOGY AND HYDRAULICS REPORT FONTANA, CALIFORNIA NG €, , J - 3/- 0 / 4 , t. OF CPO PREPARED BY MADOLE AND ASSOCIATES, INC. 1820 E. 16TH STREET SANTA ANA, CA 92701 DECEMBER 1, 1998 J.N. 142 -609 I: :1 TR 1214 P ROP. RETENTION BASIN HYDROLOGY & HYDRAULICS REPORT D e s c r i p i t • i o n P a g e PART 1 II A. INDEX TO PLATES & AREAS 3 -4 B. EXPLANATION OF CALCULATIONS & SUMMARY & TABLE OF RESULTS 5 -6 : C. HYDROLOGY CALCS 1' 1) c: 02 (1703 CD ITIONI 7 - �.$ MI £) 0! QC (1700 COITION) 7 "-5' 3) G. 616 (13L6 EDIT/ON) ;8 S• IN 4) EX 025 (1986 EDITION) 82 -106 1 S) DE':. 02 (170C CDITION) 107 1:t9 OR 494",e/04"0111,"+11€019"'EM+14910 1'' C" in ii 7, £'V . 1 1A4,A % i am. Qv a i,s -i. U f 8) DEV. 0100 AMC3 (1986 EDITION) 206 -239 ili 93 li) COFR - •.L41 1: 12) UNRESTRICTED Q100 OUTFLOW (1986 EDITION) 246 -247 D. RETENTION BASIN INFLOW & OUTFLOW HYDROGRAPHS - - ca -�a� I: 0 4) 0100 AMC3 272 -295 E. SUPPORTING DATAS: tr ii 1) SOIL LOSSES, DEPTH /OUTFLOW /STORAGE RELATIONSHIP, POINT RAINFALL 296 -336 II PART 2 .. _ ,511. T.. I ,,tett.„—, , ,, , „,, r .,14IffyieekrdrsiV-4-1466. •1) C.. QC. (•1 ^ ^_ 6 l ifrT IG) C d :` No. 14214 '0 , Pi / ,01\1‘ .- C - - 4 POCKET INSERT 1) PLATE 1A - DEV. ONSITE HYDROLOGY MAP 2) PLATE 2 - EXISTING OFFSITE HYDROLOGY MAP I 3) PLATE 2A- EXISTING OFFSITE HYDROLOGY MAP 4) PLATE 3 EXISTING ONSITE HYDROLOGY MAP 5) PLATE 4 - RETENTION BASIN 1 1 1 C . 0 . Q okOf ES /04, �� , i — , ak Z. CI' *5 w No. 148141; rn + p. ^PI) a 1 7 * d 49j � OF CAIV 7 e a ____ n ', � P REPARED IN THE OFFICE OF `� s \�` MADOLE AND ASSOCIATES, INC. a (' N T ;'. CONSULTING CIVIL ENGINEERS s c Na . ZS43$ A ND LAND PLANNERS s � \ y� Exn.: }1�� 2; I O / 1820 16th Street c 1 \ .�t,9 1 CIVIL 0�\ /. SANTA ANA, CALIFORNIA 92701 i OF CF1� PHONE 714.835.2548 a t e 1 , _ ___" *ImaztLaidAzio d e r it ty: s (FILE TR12 114 -11 JN 142 -609 1 06/12/90 X E 1 NoOC . CURT /s Aver . lil i....4 s i - .c- , /,',7, .0 7 ate To F/c6&144 Y & i , 17/61/ «N-D AV PARTIAj DEV , a . .n ' I ,vow 44 1 Q,4MMIAwt. 1 ! AV .144 �LwaJ me No gig mt c • .ik. -. • • Eu Vt::sllMil 41 ,(�/ M ej'wil:r�c -. r•INM X11 .. . w 1 Yidr In 41 V `, • •- I HIM. NI 11 t -• • •v O V lilli�il�2i�lt TI \ t AI JI 10 w11 411 ‘61...., 1r i. 11111Mt�S' `... • i maws REEK, — . 's ti E .- ; z-iFA -' 4rcu!/C7 ' % c /4 , s . � 44,0v07 Ac /NTei Gt7'V € © i y /40e, 5.7ff.D /Z14/.Y . E < 2. NOR Po.95i6'LZ re. f SM-' M ;s I� /RK'T s uRF f1 C. N ODE :.�. � W • 9 ,B4 3 /.v i • allicaujt21 1.E=th IF • i . ,�. D 40 OFFSITE ,. "; , ° OFFSITE ONSITE SKETCH SHOWING AREAS TO ESTABLISH POST i GO DEVELOPMENT FLOWS TO DESIGN RETENTION BASIN I. EXPLANATION FOR CALCULATIONS SUBMITTED. PART 1: ITEM #1. ON PAGES 7 THRU 106 ARE RATIONAL HYDROLOGY CALCULATIONS TO ESTABLISH PRE DEVELOPMENT PEAK FLOWS UNDER EXISTING CONDITION FOR STORM FREQUENCIES 02, Qo, Qzo AND Qzo. THESE CALCULATIONS ARE REPRESENTED GRAPHICALLY ON THE SKETCH FOUND ON PAGE 3. IT SHOULD BE NOTED THAT FOR ALL FLOWS THE 1986 EDITION OF THE HYDROLOGY MANUAL WAS USED WITH THE EXCEPTION OF STORM FREQUENCY 02. FOR Qz THE 1983 EDITION OF THE HYDROLOGY MANUAL WAS USED BECAUSE USING THE 1986 EDITION PRODUCES AN ERROR MESSAGE ON THE COMPUTER RUN. SEE PART 2, PAGE 26. WITH THE USAGE OF 1983 EDITION FOR 02, THE PEAK FLOW WAS REDUCED TO 70X, AS AN APPROXIMATE EQUIVALENT VALUE IF THE 1986 EDITION WOULD HAVE BEEN USED. JUSTIFICATION FOR THIS PERCENTAGE IS FOUND ON PART 2, PAGE 1. ON ITEM #2. ON PAGES 107 THRU 239 ARE THE RATIONAL METHOD HYDROLOGY CALCULATIONS TO ESTABLISH POST DEVELOPMENT PEAK FLOWS FOR STORM FREQUENCIES Q2, Qzo, 028 AND (Iioo, ASSUMING ALL OFFSITE AREAS ARE UNDER EXISTING CONDITION AND ONLY TR 12314 ONSITE AREA IS DEVELOP AS DEPICTED BY THE SKETCH ON PAGE 4 . THE PEAK FLOWS OBTAIN ON THESE CALCULATIONS ARE ALSO USED AS A BASIS OF COMPARISON TO THE PEAK FLOWS OBTAIN IN THE UNIT HYDROGRAPH METHOD ON PART 1,PAGE 250 FOR 02; PART 1, PAGE 258 FOR Q1o; PART 1, PAGE 266 FOR Qzo AND PART 1, PAGE 274 FOR Q1oo. alt ITEM #3. ON PAGES 240 THRU 247 ARE RATIONAL METHOD CALCULATION OF PROPOSED DEVELOP ONSITE AREA THAT CANNOT BE PICKED UP BY THE PROPOSED STORM DRAIN ON ALMERIA AVE. FOR NOW AND BE DIRECTED TO THE RETENTION BASIN. THEREFORE RUNOFF w FOR THIS AREA IS ALLOWED TO FLOW UNRESTRICTED TO BASELINE AVE. ITEM #4. ON PAGES 249 THRU 295 ARE THE INFLOW /OUTFLOW UNIT HYDROGRAPH CALCULATIONS WITH THE RETENTION BASIN IN PLACE. THE PEAK FLOWS IN THE UNIT HYDROGRAPH CALCULATIONS WERE MADE TO CLOSELY MATCHED THE PEAK "Q" OBTAINED IN THE RATIONAL METHOD HYDROLOGY CALCULATIONS AS MENTIONED ON ITEM *2 ABOVE. THIS "MATCHING OF PEAK Qs" WAS ACCOMPLISHED BY ADJUSTING THE BASIN FACTOR UNTIL THE I; DESIRED PEAK "Qs" WERE OBTAIN. THIS IS TO COMPARE THE PRE DEVELOFMENT FLOW UNDER EXISTING CONDITION WITH THE POST DEVELOPMENT OUTFLOW WITH THE RETENTION BASIN BEING MADE TO STORE THE INCREASED FLOW GENERATED BY THE DEVELOPMENT OF TR 1: 12314. PART 2. ITEM #1. ON PAGES 1 THRU 95 ARE RATIONAL METHOD HYDROLOGY CALCULATIONS FOR THE STORM FREQUENCIES: a) Q2 USING 1986 EDITION OF THE HYDROLOGY MANUAL b) Q,, Qto & Qzo USING 1983 EDITION OF THE HYDROLOGY MANUAL THESE COMPUTER RUNS ARE JUSTIFICATION FOR USING 1983 EDITION FOR Qz STORM [FILE TR12314 -5] JN 142 -609 06/12/90 I. SUMMARY AND CONli __ CLUSUION: II T CO UNTY'S BASIC CRITERIA FOR RETENTION BASIN DESIGN ARE THE FOLLOWI NG: II 1. POST DEVELOPMENT Q2 OUTFLOW < 90% OF CALCULATED Q2 FLOW UNDER EXIST. CONDITON 2. POST DEVELOPMENT Cl OUTFLOW < 901 OF CALCULATED Q FLOWS UNDER EXIST. CONDITION II 3. POST DEVELOPMENT QZa OUTFLOW < 90% OF CALCULATED Q10 FLOW UNDER EXIST. CONDITION 4. POST DEVELOPMENT (2100 /AMC3 OUTFLOW < 90% OF CALCULATED Q2e FLOW UNDER EXIST. CONDITIC TABLE I: COMPARISON OF POST DEVELOPMENT OUTFLOW IN CONJUNCTION WITH A RETENTION BASIN AND PRE - DEVELOPMENT FLOW POST DEVELOPMENT PRE- DEVELOPMENT ii (Cfs) _ _ trf�) RESTRICTED UNRESTRICTED TOTAL CALCULATED FLOWS UNDER EXISTING OUTFLOW FROM OUTFLOW OUTFLOW CONDITION RETENTION 100% 90% ii BASIN [al lbl Ial + Ibl :: . li . ;1 (Qioo) 39.2 28.0 ( Q28) 219.7 197.7 0. (Pg..�78 ) (Pg.247 ) �� (Pg. 106 ) a - A\ COMPARE A ABOVE CALCS SHOWS DEPTH OF FLOW IN RET. BASIN = FT. AT DEEP END II II (FILE TR12314 -41 JN 142 -609 II 06/12/90 �'` 1 • - • 1• _ _ _ _ _ ___ ____ • _ 6(,<Ai.AfggY of ACT f 4 ---TS 1 . • ___ — o f -- . 4-7 4 I , 1 • . . , .-. . • - . . . ' : I . .....0 . - . . • 1 '. - . . 0 . 0 . - • %.; ' Or ' ' . .. ....447 IA) r ..:..t. i jkiciiiliF -- - • . _ _ v i t ., --, \ .• .i - : ..: ....• /41.40/041414: "14 W• ,' --*- ---;.-.:-- -- . _ . . ., Zs .. - w . '. - . : ' / f 7 f 7 Cps - . - . ._ El . • - _ -- T - . - . . . • . -. /7_ - ledr&m I. 10 .'-/-- \ 1- • - - - •Ia Iv I" / • , . / . 114 . - AL ' .. ' - --- ---- • 4 - • 1 zt-..-.g.ae - . - n - -- - . - - - 7 7 ; • . - 4 hfataL osroov 672 . i 4.,;„;,.;.;....... ,----,....._ • _ 1 - .‘ 4 , . , . v -... iso-ror-r 1— "Ira. . .0: . —. • • , if .... i i te L-1_____ 4.f. . .9'0 • i . , . _____...____ 1 . - • .______ -- &lit' gie .P .D/5's/e547F.. ii___45exioAp 6 tfr 4 117 PI-0.h4 _ . . _ - - . 1 ._.. . ..__ 1 f W or ez,v,vb 7 4 -b I ig - . . G 1 ssss****** ssss****** ss* s* s******************* * * * * * * * ** * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -89 Advanced Engineering Software saes) Ver. 5.4A Release Date: 8/21189 Serial ; 4451 Analysis prepared by: MADOLE and ASSOCIATES, INC. 1820 E. 16th STREET f SANTA ANA, CA. 92701 PHONE (714)835 -2548 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * ** * * * ** * TR 12314 - 025 CALCULATED FLOWS UNDER EXISTING CONDITION * * 'INCLUDES AREA N / //0 HIGHLAND AVE] * * * *****s********* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** *ssss * * * * * * * * * * * * * * *s* * * ** ** FILE NAME: EX12314.025 TIME /DATE OF STUDY: 13:52 6/14/1990 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL* USER SPECIFIED STORM EVENT(YEAR) = 25.00 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-MINUTE INTENSITY(INCH/HCHJR) : 1.520 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.2069 SLOPE OF INTENSITY DURATION CURVE _ .6000 i ebFei re Pe-Are Z el02 /NODE x/P-- 1a iarf0 AI ********************ms******************* # * * * * * * * * * * # * * * * * * * * * * *ssssi FLOW PROCESS FROM NODE 4.00 TO NODE 100.00 IS CODE = 2 ;i;:> 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) = 600.00 UPSTREAM ELEVATION(FEET) : 515.00 DOWNSTREAM ELEVATION(FEET) = 501.50 - ELEVATION DIFFERENCE(FEET) = 13.50 TC(MIN.) = .412 *1( 600.00 ** 3.00)/( 13.50)]** .20 : 11.369 25 YEAR AINFALL INTENSTY(INCH /HOUR) = 3.275 SOIL CLASSIFICATION IS "A RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE. Fm(INCH/HR) _ .5820 SUBAREA RUNOFF(CFS, = 9.45 TOTAL AREAiACRES) = 3.90 FEAK FLOW RATE(CFS) = 9.45 t t***** s*** ssss********* 1s** s** tsttt.**: ttsst * **sst **s *s * * * * * * * *s *s * * ** FLO4 =ROLE 3 FFOM NODE 100.0' TO NODE 105.5 i I: :HE »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«( UPSTREAM ELEVATION(FEET) : 501.50 DOWNSTREAM ELEVATION(FEET) = 488.50 STREET LENGTH(FEET) = 510.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) : 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED DING MEAN FLOW(CFS) = 14.41 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .38 HALFSTREET FLOOD WIDTH(FEET) : 12.69 AVERAGE FLOW VELOCITY(FEET /SEC.) : 4.17 PRODUCT OF DEPTH&VELOCITY : 1.58 STREET FLOW TRAVEL TTME(MIN.) = 2.04 TC(MIN.) : 13.41 25 YEAR RAINFALL INTENSITY(INCH /HOI►R) : 2.966 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .5820 SUBAREA AREA(ACRES) = 4.60 SUBAREA RUNOFF(CFS} : 9.87 EFFECTIVE AREA(ACRES) : 8.50 AVERAGED Fm(INCH /HR) _ .58 TOTAL AREA(ACRES) : 8.50 PEAK FLOW RATE(CFS) = 18.24 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) : 13.94 FLOW VELOCITY(FEET /SEC.) = 4.43 DEPTH *VELOCITY = 1.79 ********************************************* * * * * * * * ** * * * * ** * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 6 :1 »»:;COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 488.50 DOWNSTREAM F.EVATION(FEET) = 476.50 STREET LENGTH(FEET) = 505.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWW TO CROSSFALL GRADEBREAK(FEET) : 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF : 2 * *TRAVEL TIME (MUTED USING MEAN FLOW(CFS) : 22.60 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .44 HALFSTREET FLOOD WIDTH(FEET) = 15.81 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.32 PRODUCT OF DEPTH&VELOCI T Y : 1.91 STREET FLOW TRAVEL TIME(MIN.) = 1.95 TC(MIN., = 15.36 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.734 SOIL CLASSIFICATION IS "A" RESIDENTIAL-: 3 -4 DWELLINGS /ACRE SUBAREA LOSS ;ATE. FmiiNCH /HR _ .5820 (ig SUBAREA AREA(ACRES) _ 4.50 SUBAREA RUNOFF :CRS) _ _.._ EFFE.TItiE ARE (ACRES) = 13.a AVERAGED :miINCH,HR) = . S = FLOW RATE(CFS) = 25.18 TOTAL AREA(ACRES) 13. U0 PEA). FLO END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) : .45 HALFSTREET FLOOD WIDTH(FEET) = 16.44 FLOW VELOCITY(FEEET /SEC.) = 4.46 DEPTH *VELOCITY = 2.03 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 106.00 TO NODE 110.00 IS CODE : 6 AMCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREAC« « UPSTREAM ELEVATION(FEET) : 476.50 DOWNSTREAM ELEVATION(FEET) : 468.00 STREET LENGTH(FEET) : 465.00 CURB HEIGTH(D CHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIM STREET CR0SSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) : .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 28.81 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) : .48 HALFSTREET FLOOD WIDTH(FEET) = 17.69 AVERAGE FLOW VELOCITY(FEET /SEC.) : 4.44 PRODUCT OF DEPTH&VELOCITY = 2.13 STREET FLOW TRAVEL TIME(MIN.) : 1.75 TC(MIN.) : 17.10 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.563 SOIL CLASSIFICATION IS 'A' RESIDENTIAL -> 3 -4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH /HR) : .5820 SUBAREA AREA(ACRES) : 4.10 SUBAREA RUNOFF(CFS) = 7.31 EFFECTIVE AREA(ACRES) : 17.10 AVERAGED Fm(INCH/HR) = .58 TOTAL AREA(ACRES) = 17.10 PEAK FLOW RATE(CFS) = 30.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .50 HALFSTREET FLOOD WIDTH(FEET) : 18.00 FLOW VELOCITY(FEET /SEC.) = 4.31 DEPTH *VELOCITY : 2.14 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 115.00 IS CODE = 6 » > > > COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 468.00 DOWNSTREAM ELEVATION(FEET) = 464.50 STREET LENGTH(FEET) = 365.00 CURB HEIGTH(INC = 6. STREET HALFWIDTH(FET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) : .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRY1:33 RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS1 = 36.41 ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCELS TOP OF CURB. I! THE FOLLOWINS STREET -1.O0 RESULTS mRE i O - 1E S T:' THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .55 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.97 PRODUCT OF DEPTH&VELOCITY = 2.20 STREET FLOW TRAVEL TIME(MIN.) = 1.53 TC(MIN.) = 18.64 25 YEAR RAINFALL INTENSITY(INCH /HOUR) : 2.434 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 7.10 SUBAREA RUNOFF(CFS) = 11.84 EFFECTIVE AREA(ACRES) = 24.20 AVERAGED Fm(INCH /HR) _ .58 TOTAL AREA(ACRES) = 24.20 PEAK FLOW RATE(CFS) = 40.34 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .57 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 4.08. DEPTH *VELOCITY = 2.34 **********ss********************************* * * * * * * * * * * * * ** * * *s* * * ** * *s *s * *s FLOW PROCESS FROM NODE 115.00 TO NODE 120.00 IS CODE = 6 » »:COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< UPSTREAM ELEVATION(FEET) = 464.50 DOWNSTREAM ELEVATION(FEET) = 462.50 STREET LENGTH(FEET) = 410.00 CURB HEIGTH(INCHES).= 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK (FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAM, TINE (MUTED USING IEAN FLOW(CFS) = 51.08 * **STREET FLOWING FULL*** STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CLRB. THE FOLLOWING STREET FLOW 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 FLOW DEPTH(FEET) = .69 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.62 PRODUCT OF DEPTH &VELOCITY = 2.50 STREET FLOW TRAVEL TIME(MIN.) = 1.89 TC(MIN.) = 20.52 25 YEAR RAINFALL INTENSITY(INCH /HOLR) = 2.297 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 13.90 SUBAREA RUNOFF(CFS) = 21.46 EFFECTIVE AREA(ACRES) = 38.10 AVERAGED Fm(INCH/HR) = .53 TOTAL AREA(ACRES) = 38.10 PEW FLOW RATE(CFS) = 58.82 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .73 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 3.79 DEPTH*VELOCITY = 2.77 **s xs xsss ssss:**ss**ss**:**ss*ss*xsssssss xs:: sxs*s * *sxs = ssxsxsss = = xssxx : *xxx FLOW PROCESS FROM NODE 120.00 TO NODE 125.00 IS CGDE = 6 ) )> > }COMPUTE STREET FLOW TRAVEL TIME MU SUBAREA« “ UPSTREAM ELEVATION(FEET) = 462.50 DOWNSTREAM ELEVATION(FEET) = 460.00 STREET LENGTH(FEET) = 530.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 71.57 ** *STREET FLOWING FULL* ** 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 CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) _ .79 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.06 PRODUCT OF DEPTH&VELOCITY = 3.21 STREET FLOW TRAVEL TIME(MIN.) = 2.17 TC(MIN.) _ 22.70 25 YEAR RAINFALL INTENSITY (INCH /HOUR) = 2.163 SOIL CLASSIFICATION IS "A' RESIDENTIAL -) 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 17.90 SUBAREA RL F(CFS) = 25.46 EFFECTIVE AREA(ACRES) = 56.00 AVERAGED Fm(INCH /HR) = .58 TOTAL AREA(ACRES) = 56.00 PEAK FLOW RATE(CFS) = 79.66 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .81 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 4.35 DEPTH *VELOCITY = 3.52 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * ** * * ** FLOW PROCESS FROM NODE 125.00 TO NODE 130.00 IS CODE = 6 >> ))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA : «C UPSTREAM ELEVATION(FEET) = 460.00 DOWNSTREAM ELEVATION(FEET) = 456.50 STREET LENGTH(FEET) = 405.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEEREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYINGi RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 84.63 ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBL.E FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. 8 / THAT IS. ALL FLOW ALONG THE PARKWAY. ETC.. IS NEGLEECTEI'. STREET `LOW DEPTH(FEET) _ .75 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.22 PRODUCT OF DEPTH&VELOCITY = 3.92 STREET FLOW TRAVEL TIME(MIN.) = 1.29 TC(MIN.) = 23.99 11 25 YEAR RAINFALL INTENSITY(IN H /HOUR) = 2.092 SOIL CLASSIFICATION IS 'A' RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .5820 SUBAREA AREA(ACRES) = 7.30 SUBAREA RUNOFF(CFS) = 9.92 EFFECTIVE AREA(ACRES) = 63.30 AVERAGED Fm(INCH /HR) _ .58 TOTAL AREA(ACRES) = 63.30 PEAK FLOW RATE(CFS) = 86.02 END OF SUBAREA STREET FLOW HYDRAULICS: = DEPTH(FEET) _ .75 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 5.31 DEPTH *VELOCITY 3.98 ********************************************* * * * * * * * * * * ** * * ** ** * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 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.) : 23.99 RAINFALL INTENSITY(INCH /HR) = 2.09 AVERAGED FINCH /HR) _ .58 EFFECTIVE STREAM AREA(ACRES) = 63.30 TOTAL STREAM AREA(ACRES) : 63.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 86.02 ********************************#*********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 121.00 IS CODE = 2 >» »RATIONAL METHOD INITIAL SUBAREA ANALYSIS(:« NATURAL AVERAGE COVER TC = K *)(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH(FEET) = 650.00 UPSTREAM ELEVATION(FEET) = 578.00 DOWNSTREAM ELEVATION(FEET) = 560.00 ELEVATION DIFFEERENCE(FEET) = 18.00 1 TC(MIN.) = .706 *I( 650.00 ** 3.00)i( 18.00)] ** .20 = 19.297 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.384 SOIL CLASSIFICATION IS "A" ' NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH /HR) = .8200 SUBAREA RUNOFF(CFS) = 13.51 TOTAL AREA(ACRES) = 9.60 PEAK FLOW RATE(CFS) = 13.51 **************************************:****** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 121.00 TO NODE 121.80 IS CODE = 5 »; >COMPUTE TRAPEZOIDAL - CHANNEL FLOW((:(( > »> TRAVEL TIME THRU SUBAREA:((:: ' UPSTREAM NODE ELEVATION(FEET) = 560.00 �'1 DOWNSTREAM NODE ELEVATION(FEET) = 540.00 re, CHANNEL LENGTH THRU SUBAREA(FEET) = 800.00 CHANNEL BASE {FEET) = .00 'Z" FACT0F: = 56.0 fi 1 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 13.51 FLOW VELOCITY(FEET /SEC.) = 2.24 FLOW DEPTH(FEET) = .35 TRAVEL TIME(MIN.) = 5.95 TC(MIN.) = 25.24 *******s s******s ss****** s******************** *s * * * * * * * *** * * * ** ** * * * * * * ** ** ** FLOW PROCESS FROM NODE 121.80 TO NODE 121.80 IS CODE = 8 »» )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW «« < 25 YEAR RAINFALL INTENSITY(INCH /H0(R) = 2.029 - SOIL CLASSIFICATION IS "A" NATURAL AVERAGE COVER "GRASS' SUBAREA LOSS RATE, Fm(INCH/HR) .8200 SUBAREA AREA(ACRES) = 20.30 SUBAREA RUNOFF(CFS) = 22.09 EFFECTIVE AREA(ACRES) = 29.90 AVERAGED Fm(INCH/HR) _ .820 TOTAL AREA(ACRES) = 29.90 PEAK FLOW RATE(CFS) = 32.54 TC(MIN) = 25.24 * *** * * ** ** * * *s * * *** *ss ** m ts*ss******** s*** * * * ** * * *i **ss * * * * * ** * * * * * ** * * ** FLOW PROCESS FROM NODE 121.80 TO NODE 121.90 IS CODE = 5 »» )COMPUTE TRAPEZOIDAL- CHANNEL FLOW« «< » »)TRAVEL TIME THRU SUBAREA« «< UPSTREAM NODE ELEVATION(FEET) = 540.00 DOWNSTREAM NODE ELEVATION(FEET) = 520.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 820.00 CHANNEL BASE(FEET) = .00 'Z" FACTOR = 50.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 32.54 FLOW VELOCITY(FEET /SEC.) = 2.96 FLOW DEPTH(FEET) = .47 TRAVEL TIME(MIN.) = 4.62 TC(MIN.) = 29.87 ********** s*** ss*s* ss************************ sss * *s *ss ** * * ** * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 121.90 TO NODE 121.90 IS CODE = 8 >» »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW «<« 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.834 SOIL CLASSIFICATION IS °A" NATURAL AVERAGE COVER "GRASS' SUBAREA LOSS RATE, Fm(INCH /HR) = .8200 SUBAREA AREA(ACRES) = 25.40 SUBAREA RUNOFF(CFS) = 23.19 EFFECTIVE AREA(ACRES) = 55.30 AVERAGED Fm(INCH/HR) = .820 TOTAL AREA(ACRES) = 55.30 PEAK FLOW RATE(CFS) = 50.48 TC(MIN) = 29.87 ** * * ** * * * * * ** *s* **s *** ***s * ** **** tit******* s* *stts*s *s * ** * *** * * * * * *** * * * * * ** FLOW PROCESS FROM NODE 121.90 TO NODE 121.30 IS CODE = 8 `» »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW: «< 25 'TEAR RAINFALL INTENSITr(IN<:H /HOUR) T IS "A" SOIL CLASSIFICATION RESIDENTIAL - > 1 DWELLING /ACRE SUBAREA LOSS RATE, Fm(INCH /FR) _ .7760 SUBAREA AREA(ACRES) = .90 SUBAREA RUNOFF(CFS) _ .86 EFFECTIVE AREA(ACRES) = 56.20 AVERAGED Fm(INCH /HR) = .819 TOTAL AREA(ACRES) = 56.20 PEAK FLOW RATE(CFS) = 51.34 TC(MIN) = 29.87 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 121.90 TO NODE 122.00 IS CODE = 5 >>>>)COMPUTE TRAPE20IDAL-CHANNEL FLOW »tt » »TRAVEL TIME THRU SUBAREA« <tt UPSTREAM NODE ELEVATION(FEET) = : 520.00 DOWNSTREAM NODE ELEVATION(FEET) = 504.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 700.00 CHANNEL BASE(FEET) _ .00 "2' FACTOR = 50.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 51.34 FLOW VELOCITY(FEET /SEC.) = 3.27 FLOW DEPTH(FEET) = .56 TRAVEL TIME(MIN.) = 3.57 TC(MIN.) = 33.44 sssss*: *s *sssss **sssss *sssss * *ssss*s* **:sssss sssss * *s# ** *s *s** * ** * * * *** * * * ** FLOW PROCESS FROM NODE 122.00 TO NODE 122.00 IS CODE = 8 »> ))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW «« 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.714 SOIL CLASSIFICATION IS "A" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH /I(R) _ .8200 SUBAREA AREA(ACRES) = 15.40 SUBAREA RUNOFF(CFS) = 12.39 EFFECTIVE AREA(ACRES) = 71.60 AVERAGED Fs(INCH /HR) = .819 TOTAL AREA(ACRES) = 71.60 PEAK FLOW RATE(CFS) = 57.65 TC(MIN) = 33.44 s* sss*ss*s*********s*************s***** ss**** **s **s= * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 122.00 TO NODE 122.00 :S CODE = 8 » »)ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ( 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.714 SOIL CLASSIFICATION IS "A" RESIDENTIAL-) 1 DWELLING /ACRE SUBAREA LOSS RATE, Fr INCH /HR) = .7760 SUBAREA AREA(ACRES) = 6.20 SUBAREA RUNOFF(CFS) = 5.23 EFFECTIVE AREA(ACRES) = 77.80 AVERAGED FmiINICH /HR) _ .316 TOTAL AREA(ACRES) = 77.80 PEAT: FLOW RATE(CFS) = 62.88 TC(MIN) = .23.44 1 s** z * * * *ss *s * * ***s * **:s ***s *s* *s :sssss:*::* sssss:* *:sssss * *s* *s *s= * *t*ttts FLOW PROCESS FROM NODE 122.u0 0 TG NODE 126.A IS ::CDE = » > >> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA(«« UPSTREAM ELEVATION(FEET) = 504.00 DOWNSTREAM ELEVATION(FEET) = 494.00 STREET LENGTH(FEET) = 440.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CR0t4 TO CROSSFALL GRADEBREAK(FEET) = 10.00 ' INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAM TIME COMPUTED USING MEAN FLOW(CFS) = 67.32 ** *STREET FLOWING FULL* ** 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 CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) _ .59 WILFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.36 PRODUCT OF DEPTH&VELOCITY = 3.78 STREET FLOW TRAVEL TIME(MIN.) = 1.15 TC(MIN.) = 34.59 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.680 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .5820 SUBAREA AREA(ACRES) = 9.00 SUBAREA RUNOFF(CFS) = 8.89 EFFECTIVE AREA(ACRES) = 86.80 AVERAGED Fm(INCH/HR) _ .79 TOTAL AREA(ACRES) = 86.80 PEAK FLOW RATE(CFS) = 69.36 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .59 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 6.55 DEPTH *VELOCITY = 3.89 :1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 126.00 TO NODE 127.00 IS CODE = 6 » »)COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 494.00 DOWNSTREAM ELEVATION(FEEET) = 438.00 STREET LENGTH(FEET) = 640.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL 33RADEEREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) _ 73.7E ** *STREET FLOWING FULL * ** 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 CHANNEL. THAT IS, ALL FLOW ALONG THE FARb.WAY. ETC.. IS NEGLECTEI. STREET PLOW I'EFTH(FEET? = .69 W HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.23 PRODUCT OF DEPTH&VELOCITY = 3.62 STREET FLOW TRAVEL TIME(MIN.) = 2.04 TC(MIN.) = 36.63 25 YEAR RAINFALL INTENSITY (INCH /HOUR) = 1.623 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /FIR) _ .5820 SUBAREA AREA(ACRES) = 9.40 SUBAREA RUNOFF(CFS) = 8.81 EFFECTIVE AREA(ACRES) = 96.20 AVERAGED Fm(INCH /HR) = .77 TOTAL AREA(ACRES) = 96.20 PEAK FLOW RATE(CFS) = 73.73 1 END OF SUBAREA STREET FLOW HYDRAULICS: = DEPTH(FEET) = .69 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) - 5.23 DEPTH *VELOCITY = 3.62 * *i * * * * * * * * * * * * * * * ** **iii iii**************i** * * * * * * * ** * * * * * * * * * * * * * ** * * * * * ** FLOW PROCESS FROM NODE 127.00 TO NODE 128.00 IS CODE = 6 » » >CCNPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«(« UPSTREAM ELEVATION(FEET) = 488.00 DOWNSTREAM ELEVATION(FEET) = 477.00 STREET LENGTH(FEET} = 495.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) : .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 76.23 ** *STREET FLOWING FULL* ** 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 CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .61 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.75 PRODUCT OF DEPTH &VELOCITY = 4.14 STREET FLOW TRAVEL TIME(MIN.) = 1.22 TC(MIN.) = 37.85 25 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) = 5.50 SUBAREA RUNOFF(CFS) = 5.00 EFFECTIVE AREA(ACRES) = 101.70 AVERAGED Fm(INCH/HR) = .76 TOTAL AREA(ACRES) = 101.70 PEA): FLOW RATE(CFS) = 75.99 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .61 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 6.73 DEPTH* VELOCITY = 4.13 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 128.00 TO NODE 129.00 IS CODE = 6 :» :))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA: '(( 1: vi rrrrrrr... UPSTREAM ELEVATION(FEET) = 477.00 DOWNSTREAM ELEVATION(FEET) = 467.00 STREET LENGTH(FEET) = 505.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 78.40 ** *STREET FLOWING FULL* ** STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWIti STREET FLOW RES_LTS 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 FLOW DEPTH(FEET) _ .63 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.54 PRODUCT OF DEPTH&VELOCITY = 4.14 STREET FLOW TRAVEL TIME(MIN.) = 1.29 TC(MIN.) = 39.14 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.560 SOIL CLASSIFICATION IS "A' RESIDENTIAL-? 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE,.Fm(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 5.50 SUBAREA RUN0FF(CFS) = 4.84 EFFECTIVE AREA(ACRES) = 107.20 AVERAGED Fm(INCH /HR) = .75 TOTAL AREA(ACRES) = 107.20 PEAK FLOW RATE(CFS) = 77.93 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .63 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 6.50 DEPTH *VELOCITY = 4.11 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 129.00 TO NODE 130.00 IS CODE = 6 ?) }7COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « < UPSTREAM ELEVATIOI(FEET) = 467.00 DOWNSTREAM ELEVATION(FEET) = 456.50 STREET LENGTH(FEET) = 470.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FF CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 80.28 ** *STREET FLOWING FULL* ** STREET FLEW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW F EULTS ARE EASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE ?F THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE FARKWAY, ETC., IS NEGLECTEi • STREET FLOW DEPTH(FEET) = .63 HALFSTREET FLOOD WIDTH(FEET) = 13.00 AVERAGE FLOW VELOCITY(FEE?/SEi.; = 6.1 PROI UC . T OF EFFTH&VELOC 1 T = 4.24 STREET FLOW TRAVEL TIME(MIN.) = 1.17 TC(MIN.) = 40.31 25 YEAR RAINFALL INTENSITY(INCH /HOUR) _ 1.532 SOIL CLASSIFICATION IS "A" RESIDENTIAL-) 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fe(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 5.50 SUBAREA RUNOFF(CFS) = 4.70 EFFECTIVE AREA(ACRES) = 112.70 AVERAGED FD(INCH /HR) = .74 TOTAL AREA(ACRES) = 112.70 PEAK FLOW RATE(CFS) = 80.00 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .63 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 6.67 DEPTH *VELOCITY = 4.22 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 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 C NCENTRATION(MIN.) = 40.31 RAINFALL INTENSITY(INCH/HR) = 1.53 AVERAGED F®(INCH/HR) _ .74 EFFECTIVE STREAM AREA(ACRES) = 112.70 TOTAL STREAM AREA(ACRES) = 112.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 80.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** 11 Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 167.42 23.99 .665 130.37 2 134.14 40.31 .685 176.00 COMPUTED CLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 167.42 Tc(MIN.) = 23.991 EFFECTIVE AREA(ACRES) = 130.37 AVERAGED FA(INCH /HR) _ .67 o TOTAL AREA(ACRES) = 176.00 FLOW PROCESS FROM NODE 130.00 TO NODE 135.00 IS CODE = 6 >) )COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 456.50 DOWNSTREAM ELEVATION(FEET) = 440.00 STREET LENGTH(FEET) = 700.00B HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL iRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL; _ .020 OUTSIDE STREET CROSSFALL(DEGIMAL = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 172.50 9.3 ** *STREET FLOWING FULL* ** STREET FLGW MODEL RESULT:: 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 CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .81 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 9.42 PRODUCT OF DEPTH&VELOCITY = 7.61 STREET FLOW TRAVEL TIME(MIN.) = 1.24 TC(MIN.) = 25.23 25 YEAR RAINFALL INTENSITY (INCH /HOUR) = 2.030 SOIL CLASSIFICATION IS "A" RESIDENTIAL-) 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .5820 SUBAREA AREA(ACRES) = 7.80 SUBAREA RUNOFF(CFS) = 10.16 EFFECTIVE AREA(ACRES) = 138.17 AVERAGED Fm(INCHIHR) = .66 TOTAL AREA(ACRES) = 183.80 PEAK FLOW RATE(CFS) = 170.28 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .81 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 9.30 DEPTH *VELOCITY = 7.52 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 135.00 TO NODE 136.00 IS CODE = 5 )) »)COMPUTE TRAPEZOIDAL - CHANNEL FLOW « «< »»)TRAVEL TIME THRU SUBAREA « «< UPSTREAM NODE ELEVATION(FEET) = 440.00 DOWNSTREAM NODE ELEVATION(FEET) = 427.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 495.00 CHANNEL BASE(FEET) _ .00 "Z' FACTOR = 50.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 170.28 FLOW VELOCITY(FEET /SEC.) = 4.54 FLOW DEPTH(FEET) = .87 TRAVEL TIME(MIN.) = 1.82 TC(MIN.) = 27.05 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 136.00 TO NODE 136.00 IS CODE = 8 ») »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « <« 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.947 SOIL CLASSIFICATION IS "A" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fa(INCH/HR) = .8200 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 2.13 EFFECTIVE AREA(ACRES) = 140.27 AVERAGED Fa(INCH /HR) = .663 TOTAL AREA(ACRES) = 185.90 PEAK FLOW RATE(CFS) = 170.28 TC(MIN) = 27.05 ********************************************* * * * ** *: * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 136.00 TO NODE 140.00 IS CODE = 5 ))))COMPUTE TRAPEZOIDAL - CHANNEL FL0Wc« : c ,”.)TRAVEL TIME THRU SUBAREA: « << 211 UPSTREAM NOTE ELEVATION(FEEi) = 4:7.50 ar DOWNSTREAM NODE ELEVATION(FEET) 410.00 CIONEL LENGTH THRU SUBAREA(FEET) = 515.00 CHANNEL BASE(FEET) _ .00 "2" FACTOR = 50.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 170.28 FLOW VELOCITY(FEET /SEC.) = 5.16 FLOW DEPTH(FEET) _ .81 TRAVEL TIMEtMIN.) = 1.66 TC(MIN.) = 28.71 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 8 »> »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW( Mt 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.878 SOIL CLASSIFICATION IS "A" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH /HR) = .8200 SUBAREA AREA(ACRES) = 4.70 SUBAREA RUNG F(CFS) = 4.48 EFFECTIVE AREA(ACRES) = 144.97 AVERAGED F.(INCH /HR) _ .668 TOTAL AREA(ACRES) = 190.60 PEAK FLOW RATE(CFS) = 170.28 TC(MIN) = 28.71 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 145.00 IS CODE = 5 » » >COMPUTE TRAPEZOIDAL- CHANNEL FLOW « «< » »> TRAVEL TIME THRU SUBAREA « «< UPSTREAM NODE ELEVATION(FEET) = 417.50 DOWNSTREAM NODE ELEVATION(FEET) = 410.00 CHAt EL LENGTH THRU SUBAREA(FEET) = 215.00 CHANNEL BASE(FEET) = .00 'Z" FACTOR = 50.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 170.28 FLOW VELOCITY(FEET /SEC.) = 5.16 FLOW DEPTH(FEET) _ .81 TRAVEL TIME(MIN.) _ .69 TC(MIN.) = 29.40 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 145.00 TO NODE 145.00 IS CODE = 8 » »> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« <(< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.852 SOIL CLASSIFICATION IS "A" NATURAL AVERAGE COVER "GRASS' SUBAREA LOSS RATE, FmtINCH /HR) = .8200 SUBAREA AREA(ACRES) = 5.10 SUBAREA RUNOFF(CF£) = 4.73 EFFECTIVE AREA(ACRES) = 150.07 AVERAGED Fa(INCH /HR) = .673 TOTAL AREA(ACRES) = 195.70 PEAK FLOW RATE(CFS) = 170.28 TC(MIN) = 29.40 ***********************************:**** * * * * * * * : : : * * * * * * * * * * * * * * * * * * * :* ms EyS" FLOW PROCESS FROM NODE 145.00 TO NOL:E 146.0% IZ COLE = 5 » >) )COMPUTE TRAPEZOIDAL - CHANNEL FLOW« « < »)»TRAVEL TIME THRU SUBAREA« «< UPSTREAM NODE ELEVATION(FEET) = 410.00 DOWNSTREAM NODE ELEVATION(FEET) = 401.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 415.00 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 50.000 MANNING'S FACTOR = .030 MAXIMUM DEFTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 170.28 FLOW VELOCITY(FEET /SEC.) = 4.24 FLOW DEPTH(FEET) _ .90 TRAVEL TIME(MIN.) = 1.63 TC(MIN.) = 31.04 iii# iii***i*#i ii*i*i#*****#******* i** ****mif*** ** #i *i*** *#*** # # ## *tit * ** ** FLOW PROCESS FROM NODE 146.00 TO NODE 146.00 IS CODE = 8 »»)ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.792 SOIL CLASSIFICATION IS 'A' NATURAL AVERAGE COVER 'GRASS" SUBAREA LOSS RATE, Fm(INCH /HR) = .8200 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 2.89 EFFECTIVE AREA(ACRES) = 153.37 AVERAGED Fm(INCH/HR) _ .676 TOTAL AREA(ACRES) = 199.00 PEAK FLOW RATE(CFS) = 170.28 TC(MIN) = 31.04 #*******#*****************## i#*** i**#***#***# # # ** * *# ** * * *** * **** * * ** ** * ***** FLOW PROCESS FROM NODE 146.00 TO NODE 146.00 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.) = 31.04 RAINFALL INTENSITY(INCH /HR) = 1.79 AVERAGED Fm(INCH /HR) _ .68 EFFECTIVE STREAM AREA(ACRES) = 153.37 TOTAL STREAM AREA(ACRES) = 199.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 170.28 -T� _� 7F ._2.1 2 NodE !- vim - T - 6/ FLOW PROCESS FROM NODE 6.00 TO NODE 148.00 IS CODE = 2 > >) »RATIOt1AL METHOD INITIAL SUBAREA ANALYSIS« «< NATURAL AVERAGE COVER TC = K*1(LENGTH ** 3.00) /(ELEVATION CHANGE)) ** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 460.00 DOWNSTREAM ELEVATION(FEET) = 435.00 ELEVATION DIFFERENCE(FEET) = 25.00 TC(MIN.) = .706*(( 1000.00** 3.00)/( 25.0011** .20 = 23.400 25 YEAR RAINFALL INTENSITI (It 1VHtUR) = 2.123 q SOIL CLASSIFICATION IS "A" NATURAL AVERAGE COVER "GRAS:" SUBAREA L0-= ;:ATE. -...'.:'+CH /HR) - .^200 gAREA RUNOFF (CF6) _ i TOTAL. AREA(ACRES) = 4.50 PEAK FLOW RATE(CFS) = 5.28 ***********s*i s**s s *s* * **s * **s * * ** ** * * * * * * * ** *s** r ************************** FLOW PROCESS FROM NODE 148.00 TO NODE 147.00 IS CODE = 5 »» )COMPUTE TRAPEZOIDAL - CHAIL FLOW« «< »»>TRAVa TIME THRU SUBAREA««( UPSTREAM NODE ELEVATION(FEET) = 435.00 DOWNSTREAM NODE ELEVATION(FEET) = 416.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 985.00 CHANNEL. BASE(FEET) = .00 "2" FACTOR = 50.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 5.28 FLOW VELOCITY(FEET /SEC.) = 1.62 FLOW DEPTH(FEET) _ .26 TRAVEL TINE(MIN.) = 10.16 TC(MIN.) = 33.56 I/ mssm******ssss******* s**** s** ssssss* s* ss* **s* * * ***s *s ** * * * ** * * * * * * * * * * ** FLOW PROCESS FROM NODE 147.00 TO NODE 147.00 IS CODE = 8 »» )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.710 SOIL CLASSIFICATION IS "A" NATURAL AVERAGE COVER "GRASS' SUBAREA LOSS RATE, Fm(INCH /HR) = .8200 SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 2.80 EFFECTIVE AREA(ACRES) = 8.00 AVERAGED Fm(INCH/HR) = .820 TOTAL AREA(ACRES) = 8.00 PEAK FLOW RATE(CFS) = 6.41 TC(MIN) = 33.56 *** s************ s**************************** * * * * **s * * *** * * * * * * * * ** * * * * *** ** FLOW PROCESS FROM NODE 147.00 TO NODE 146.00 IS CODE = 5 »» )COMPUTE TRAPEZOIDAL - CHANNEL FLOW «< »» )TRAVEL TIME THRU SUBAREA « «< UPSTREAM NODE ELEVATION(FEET) = 416.00 DOWNSTREAM NODE ELEVATION(FEET) = 401.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 670.00 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 50.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 6.41 FLOW VELOCITY(FEET /SEC.) = 1.85 FLOW DEPTH(FEET) _ .26 TRAVEL TIME(MIN.) = 6.03 TC(MIN.) = 39.59 s********************************* s********** s * *s* * * ** ***** * *s * * * * * * * * ** ** ** FLOW PROCESS FROM NODE 146.00 TO NODE 146.00 IS CODE = 8 »»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW «((< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.549 SOIL CLASSIFICATION IS "A" 97 NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE. FmiINCH /HR) = .32(0 SUBAREA AREA(ACRES) = 2.00 SUBAREA R.tNOrFFIC = .... EFFECTIVE AREA(ACRES) = 10.00 AVERAGED Fi(INCH/HR) _ .820 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 6.56 TC(MIN) = 39.59 x*****x**************************** x******** x *** *** * * * ** * * * * ** * * * * * * * * * * * *** FLOW PROCESS FROM NODE 146.00 TO NODE 146.00 IS CODE = 1 » >> >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE( «< » »)AND COMPUTE VARIOUS COFLUENCED STREAM VALUES «(« TOTAL NUMBER OF STREAMS = 2 1� CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 39.59 RAINFALL INTENSITY(INCH /HR) = 1.55 AVERAGED WINCH/MR) = .82 00 EFFECTIVE STREAM AREA(ACRES) = 10.00 TOTAL STREAM AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.56 lm RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAM. 10 ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCN /HR) Ae(ACRES) 1 177.14 31.04 .683 161.21 2 140.81 47.87 .698 209.00 3 159.29 39.59 .692 186.56 :11! COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 177.14 Tc(MIN.) = 31.037 ii EFFECTIVE AREA(ACRES) = 161.21 AVERAGED Fm(INCH /HR) _ .63 TOTAL AREA(ACRES) = 209.00 : ************ x******* x******* * ** * * * * * * * ** ** * ** * * * * * ** * * * * * ** w FLOW PROCESS FROM NODE 146.00 TO NODE 170.00 IS CODE = 5 »» )COMPUTE TRAPEiOIDAL- CHANNEL FLOW(( «< » »:TRAVEL TIME THRU SUBAREA «(« UPSTREAM NODE ELEVATION(FEET) = 401.00 DOWNSTREAM NODE EELEVATI0N(FEET) = 394.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 425.00 CHANNEL BASE(FEET) = .00 FACTOR = 50.300 MANNING'S FACTOR = .030 MAXIMIUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 177.14 FLOW VELOCITY(FEET /SEC.) = 3.86 FLOW DEPTH(FEET) _ .96 TRAVEL TIME(MIN.) = 1.33 TC(MIN.) = 32.87 ** x******x***********x*********************** * ** ***** *x****** *****x* ****** ** FLOW PROCESS FROM NODE 170.00 TO NODE 170.60 15 CODE = 8 );;)ADDITION OF SUBAREA TO MAINLINE PEA FLOW« «( OR RAINFALL INTENSITY: iNCH, HCCR) _ 1.732 SOIL :LASSIFF1 ATION IE ' 1/ NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE. Fm(INCH/HR) : .8200 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) : 1.23 EFFECTIVE AREA(ACRES) = 162.71 AVERAGED Fm(INCH/HR) : .684 TOTAL AREA(ACRES) = 210.50 PEAK FLOW RATE(CFS) = 177.14 TC(MIN) = 32.87 * # #* * * * * **#**#### #* * *** #* ** * ** iii## i#* i###** i * # # * * **i *i * ** * * * *** * #* *i ** #* * ** FLOW PROCESS FR0N9 NODE 170.00 TO NODE 175.00 IS CODE = 5 1 » » >COMPUTE TRAPEZOIDAL- CHANK1 FLOW « «< » »> TRAVEL TIME THRU SUBAREA « «< UPSTREAM NODE ELEVATION(FEET) = 394.00 DOWNSTREAM NODE ELEVATION(FEET) = 382.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 660.00 CHANNEL BASE(FEET) _ .00 '2" FACTOR = 50.000 MANNING'S FACTOR = .030 MAXINpA4 DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SLBAREA(CFS) = 177.14 FLOW VELOCITY(FEET /SEC.) = 4.06 FLOW DEPTH(FEET) = .93 TRAVEL TIME(MIN.) = 2.71 TC(MIN.) = 35.58 FLOW PROCESS FROM NODE 175.00 TO NODE 175.00 IS CODE = 8 »> »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.651 SOIL CLASSIFICATION IS "A' NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH /HR) = .8200 SUBAREA AREA(ACRES) = 11.10 SUBAREA RUNOFF(CFS) = 8.31 EFFECTIVE AREA(ACRES) : 173.81 !!4 AVERAGED Fm(INCH /HR) = .693 TOTAL AREA(ACRES) = 221.60 PEAK FLOW RATE(CFS) = 177.14 TC(MIN) = 35.58 * i* i#** i** i* i* i***** i******#****** ii**#**#*** *t** * * * * * * * **** **** * * **** **i * ** FLOW PROCESS FROM NODE 175.00 TO NODE 175.00 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.) = 35.58 RAINFALL INTENSITY(INCH /HR) = 1.65 AVERAGED Fm(INCH/HR) : .69 EFFECTIVE STREAM AREA(ACRES) = 173.81 TOTAL STREAM AREA(ACRES) = 221.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 177.14_g 77k6Z 11 #******#### i****##**#** t## t**i**## t*#***#**** * * * ** * ***s* ***** * * #** ** *i *** * *# FLOW PROCESS FROM NODE 7.00 TO NODE 150.00 IS CODE : 2 .. s.::)RATIONAL METHOD INITIAL SUBAREA ANAL:SIS <.: II NATURAL AVERAGE COVER - TC = K *((LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH(FEET) - 730.00 UPSTREAM ELEVATION(FEET) = .468.00 DOWNSTREAM ELEVATION(FEET) = 457.00 ELEVATION DIFFERENCE(FEET) = 11.00 TC(MIN.) = .706 *(( 730.00 ** 3.00)/( 11.00)1 ** .20 = 22.831 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.155 *USER SPECIFIED(SUBAREA): NATURAL AVERAGE COVER 'GRASS" SUBAREA LOSS RATE, Fm(INCH /HR) = .6880 SUBAREA RUNOFF(CFS) = 6.21 TOTAL AREA(ACRES) = 4.70 PEAK FLOW RATE(CFS) = 6.21 i******************************************** ********** ***** ** ***** ****** *** FLOW PROCESS FROM NODE 150.00 TO NODE 151.00 IS CODE = 5 >» »COMPUTE TRAPEZOIDAL- CHANNEL FLOW « «< »> »TRAVEL TIME THRU SUBAREA « «< UPSTREAM NODE ELEVATION(FEET) = 457.00 DOWNSTREAM NODE ELEVATION(FEET) = 451.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 305.00 Cll. BASE(FEET) = .00 'Z' FACTOR = 50.000 1: MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 6.21 FLOW VELOCITY(FEET /SEC.) = 1.79 FLOW DEPTH(FEET) _ .26 TRAVEL TIME (MIN.) = 2.84 TC(MIN.) = 25.67 ********************************************* ** * * * * * * * ** * ** * * * * * * * * * * ** * ** ** FLOW PROCESS FROM NODE 151.00 TO NODE 151.00 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «C Pi 25 YEAR RAINFALL INTENSITY (INCH /HOUR) = 2.009 SOIL CLASSIFICATION IS 'A" fl NATURAL AVERAGE COVER "GRASS' SUBAREA LOSS RATE, Fm(INCH /HR) : .8200 SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) = 3.21 EFFECTIVE AREA(ACRES) = 7.70 AVERAGED Fe(INCH /HR) _ .739 TOTAL AREA(ACRES) = 7.70 PEAK FLOW RATE(CFS) = 8.80 TC(MIN) = 25.67 ************** ** * * ** * *** * * *** **** * * * ** **** * ** *tit * ** *** *** * * * * * ** ** ** * * ** * ** FLOW PROCESS FROM NODE 151.00 TO NODE 151.00 IS CODE = 3 » » >ADDITIOI OF SUBAREA TO MAINLINE PEAK FLOW<C «( 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.009 SOIL CLASSIFICATION IS "A" RESIDENTIAL-) 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .5820 SUBAREA AREA(ACRES) = .90 SUBAREA RUNOFF(CFS) = 1.16 EFFECTIVE AREA(ACRES) = 8.60 X00 AVERAGED Fm (INCH /HR) = .723 TOTAL AREA(ACRES) = 8.60 PEAK FLOW RATE(CFE) = 9.95 TC(MIN) = 25.67 ss****s tss** t***** t*********s*****sss***s tss* * **** * ** ** *t*t* * * *** ** ** ***s* ** FLOW PROCESS FROM NODE 151.00 TO NODE 155.00 IS CODE = 5 »> »COMPUTE TRAPEZOIDAL- CHANNEL FLOW( M‹ » »> TRAVEL TIME THRU SUBAREA « «< UPSTREAM NODE ELEVATION(FEET) = 451.00 DOWNSTREAM NODE ELEVATION(FEET) = 444.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 325.00 CHANNEL. BASE(FEET) _ .00 'Z' FACTOR = 50.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 9.95 FLOW VELOCITY(FEET /SEC.) = 1.99 FLOW DEPTH(FEET) _ .32 TRAVEL TIME(MIN.) = 2.73 TC(MIN.) = 28.40 FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 25 YEAR RAINFALL INTENSITY(INCH /FOUR) = 1.891 in SOIL CLASSIFICATION IS 'A' itrr NATURAL AVERAGE COVER 'GRASS" SUBAREA LOSS RATE, Fm(INCH /Fill) = .8200 SUBAREA AREA(ACRES) = 4.10 SUBAREA RU F(CFS) = 3.95 EFFECTIVE AREA(ACRES) = 12.70 AVERAGED Fm(INCH /HR) _ .754 TOTAL AREA(ACRES) = 12.70 00 PEAK FLOW RATE(CFS) = 12.99 TC(MIN) = 28.40 *********** t* t************** t* t************ t* *** * * ** * * ** ** * **** * *** ** * *t * * ** FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < 1 .w 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.891 SOIL CLASSIFICATION IS 'A' RESIDENTIAL-? 3-4 DpELL.INGS /ACRE SUBAREA LOSS RATE, F ®(INCH /HR) = .5820 SUBAREA AREA(ACRES) = .90 SUBAREA RUNOFF(CFS) = 1.06 EFFECTIVE AREA(ACRES) = 13.60 AVERAGED WINCH/NO = .743 TOTAL AREA(ACRES) = 13.60 PEAK FLOW RATE(CFS) = 14.05 TC(MIN) = 28.40 s** t*ss*ssss**s* t* t** tss**sss*s* s**ss*ss ss* *** **ss**smss* * ** * *s:* ***s** *** FLOW PROCESS FROM NODE 155.00 TO NODE 156.00 IS CODE = 5 >> »>COMPUTE TRAPEZOIDAL - CHANNEL. FLOW < < <« » »> TRAVEL TIME THRU SUBAREA« « < UPSTREAM NODE ELEVATION(FEET) = 444.00 [DOWNSTREAM NODE ELEVATION(FEET) = 4.6.00 1: CHANNEL LENGTH THRU SUBAREAtFEET) = 415.30 ANOMMOMIMMIIIMM I/ CHAIM. BASE(FEET) _ .00 "Z° FACTOR = 50.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 14.05 FLOW VELOCITY(FEET /SEC.) = 2.23 FLOW DEPTH(FEET) = .35 TRAVEL TIME(MIN.) = 3.10 TC(MIN.) = 31.49 *** s *********************************s******* * ** ** * * * * ** * * * * * * * ** ** ***** * *** 1: FLOW PROCESS FROM NODE 156.00 TO NODE 156.00 IS CODE = 8 »» >ADDITION OF SUBAREA TO MIAINLINE PEAK FLOW« «< 25 YEAR RAINFALL INTENSITY (INCH /HOUR) = 1.777 SOIL CLASSIFICATION IS °A° RESIDENTIAL-> 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 1.29 EFFECTIVE AREA(ACRES) = 14.80 AVERAGED Fm(INCH/HR) _ .730 1: TOTAL AREA(ACRES) = 14.80 PEAK FLOW RATE(CFS) = 14.05 TC(MIN) = 31.49 1: ***********************************s**** s**** * * * * * *** * ** *** * *** * *** * * * ****** FLOW PROCESS FROM NODE 156.00 TO NODE 156.00 IS CODE = 8 FIA » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< i 25 YEAR RAINFALL INTE1 SITY(INCH /H(UR) = 1.777 SOIL CLASSIFICATION IS °A° NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH /HR) = .8200 SUBAREA AREA(ACRES) = 5.80 SUBAREA RUNOFF(CFS) = 4.99 EFFECTIVE AREA(ACRES) = 20.60 AVERAGED Fm(INCH/HR) = .755 TOTAL AREA(ACRES) = 20.60 : PEAK FLOW RATE(CFS) = 18.94 TC(MIN) = 31.49 Om sss ss * * **sssss* ** * * ***sss *** ** **** mtve***s* s **s *s*s * *s *s* **s* ** **** * * ** * *s at FLOW PROCESS FROM NODE 156.00 TO NODE 160.00 IS CODE = 5 » » >COMPUTE TRAPEZOIDAL - CHANNEL FLOW« «< » »> TRAVEL TIME THRU SUBAREA «« < UPSTREAM NODE ELEVATION(FEET) = 436.00 DOWNSTREAM NODE ELEVATION(FEET) = 428.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 320.00 CHANNEL BASE(FEET) = .00 "2" FACTOR = 50.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 18.94 FLOW VELOCITY(FEET /SEC.) = 2.55 FLOW DEPTH(FEET = .39 TRAVEL TIME(MIN.) = 2.09 TC(MIN.` = 33.58 FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 8 YMADDITION OF SUBAREA TO MAINLINE PEAK FLOW < ( 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.710 SOIL CLASSIFICATION IS "A' NATURAL AVERAGE COVER °GRASS" SUBAREA LOSS RATE, Fm(INCH /HR) = .8200 SUBAREA AREA(ACRES) = 6.30 SUBAREA RUNOFF(CFS) = 5.04 EFFECTIVE AREA(ACRES) = 26.90 AVERAGED F ®(INCH /HR) = .770 TOTAL AREA(ACRES) = 26.90 PEAK FLOW RATE(CFS) = 22.74 TC(MIN) = 33.58 ********************************************* * * * ** * ** *** * ** * ** * * * * ** * * * * * * ** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 8 »> »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< A 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.710 SOIL CLASSIFICATION IS 'A' RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .5820 SUBAREA AREA(ACRES) = 7.40 SUBAREA RUNOFF(CFS) = 7.51 EFFECTIVE AREA(ACRES) = 34.30 AVERAGED Fm(INCH/HR) _ .730 le TOTAL AREA(ACRES) = 34.30 PEAK FLOW RATE(CFS) = 30.25 TC(MIN) = 33.58 0 FLOW PROCESS FROM NODE 160.00 TO NODE 161.00 IS CODE = 5 ») »COMPUTE TRAPEZOIDAL - CHANNEL FLOW« « < » »> TRAVEL TINE THRU SUBAREA « «< UPSTREAM NODE ELEVATION(FEET) = 428.00 DOWNSTREAM NODE ELEVATION(FEET) = 414.50 1: CHANNEL LENGTH THRU SUBAREA(FEET) = 590.00 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 50.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 30.25 FLOW VELOCITY(FEET /SEC.) = 2.75 FLOW DEPTH(FEET) _ .47 TRAVEL TIME(MIN.) = 3.58 TC(MIN.) = 37.16 i�f72 7V P7 " 3 , ' i -,v o r /v -s! Tioty *********************** x******************* ** *m**** ** * ** * * * * ** * * ** * * * * * * ** FLOW PROCESS FROM NODE 161.00 TO NODE 161.00 IS CODE = 8 »> »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.G09 1 SOIL CLASSIFICATION IS "A" NATURAL AVERAGE COVER "GRASS' SUBAREA LOSS RATE. Fm(INCH/HR) = .8200 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 2.98 EFFECTIVE AREA(ACRES) = 38.50 AVERAGED Fm(INCH /HR) _ .740 TOTAL AREA(ACRES) = 38.50 PEAK FLOW RATE(CFS) = 30.25 TC(MIN) = 37.16 ON * is***** x** x*********s* xss sisisi*sxsss**i=*s ssis =s*is*s*s*ss ***s*s*xsxsssx*= FLOW PROCESS FROM NODE 161.00 TO NODE 10.00 IS CODE = 5 »> »COMPUTE TRAPEZOIDAL- CHANNEL FLOW« «< »> »TRAVEL TIME THRU SUBAREA ««< UPSTREAM NODE ELEVATION(FEET) = 414.50 DOWNSTREAM NODE ELEVATION(FEET) = 407.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 400.00 CHANNEL BASE(FEET) _ .00 "Z" FACTOR = 50.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 30.25 FLOW VELOCITY(FEET /SEC.) = 2.66 FLOW DEPTH(FEET) = .48 TRAVEL TIME(MIN.) = 2.51 TC(MIN.) = 39.67 OR ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 8 ro » » >ADDITIOI OF SUBAREA TO MAINLINE PEAK FLOW( M( 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.547 1: SOIL CLASSIFICATION IS "A" NATURAL AVERAGE COVER 'GRASS" SUBAREA LOSS RATE, Fm(INCH /HR) _ .8200 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 1.31 EFFECTIVE AREA(ACRES) = 40.50 0 AVERAGED Fm(INCH /HR) = .744 TOTAL AREA(ACRES) = 40.50 PEAK FLOW RATE(CFS) = 30.25 r TC(MIN) = 39.67 ■ ********************************************* * * * * * * * * * * * * * * * * * * * *** * * * * * **** FLOW PROCESS FROM NODE 10.00 TO NODE 15.00 IS CODE = 5 » »> COMPUTE TRAPEZOIDAL - CHANNEL FLOW ««< » »> TRAVEL TIME THRU SUBAREA «« < UPSTREAM NODE ELEVATION(FEET) = 407.00 DOWNSTREAM NODE ELEVATION(FEET) = 402.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 280.00 CHANNEL. BASE(FEET) = .00 'Z" FACTOR = 50.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 30.25 FLOW VELOCITY(FEET /SEC.) = 2.66 FLOW DEPTH(FEET) _ .48 TRAVEL TIME(MIN.) _ _1.75 TC(MIN.) = 41.42 * * * * * * * ** * * * * * * * * * * ** tit********************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 /HOI'R) = 1.5 :7 SOIL CLASSIFICATION IS "A" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE. Fm(INCH/HR) = .8200 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF:CFS) = 1.30 EFFECTIVE AREA(ACRES) = 42.60 AVERAGED Fm(INCH/HR) _ .747 TOTAL AREA(ACRES) = 42.60 PEAT: FLOW RATE(CFE) = 30.25 ® ter TC(MIN) = 41.42 *****t***************t************** t******:* * * * *** *** ** * ** * * ***** * ** * ** * *t* FLOW PROCESS FROM NODE 15.00 TO NODE 20.00 IS CODE = 5 » » >COMPUTE TRAPEZOIDAL- CHANNEL FLOW« « < »» >TRAVEL TIME THRU SUBAREA « «< UPSTREAM NODE ELEVATION(FEET) = 402.00 DOWNSTREAM NODE ELEVATION(FEET) = 390.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 700.00 CHANNEL BASE(FEET) = .00 'Z' FACTOR = 50.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 30.25 FLOW VELOCITY(FEET /SEC.) = 2.42 FLOW DEPTH(FEET) _ .50 TRAVEL TIME(MIN.) = 4.82 TC(MIN.) = 46.24 ********************* t********tt**** t****** t* * ** * * ** **t **** **t * * ********* * ** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 8 rA » »> ADDITION OF SUBAREA TO MAINLINE PEAT( FLOW « «< im 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.411 PR SOIL CLASSIFICATION IS 'A' !r NATLEAL AVERAGE COVER 'GRASS" SUBAREA LOSS RATE, Fm(INCti /HR) _ .8200 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 2.13 (pr EFFECTIVE AREA(ACRES) = 46.60 AVERAGED Fu(INCH /HR) _ .754 TOTAL AREA(ACRES) = 46.60 PEAK FLOW RATE(CFS) = 30.25 TC(MIN) = 46.24 t* tt*********************** tt t*t** t********** ** * * ** * * * * ** * * * ** * * *** ** * ** * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 I5 CODE = 5 »» )COMPUTE TRAPEZOIDAL- CHAM49. FLOW««< »» )TRAVEL TIME THRU SUBAREA« «< UPSTREAM NODE ELEVATION(FEET) = 390.00 3 DOWNSTREAM NODE ELEVATION(FEET) = 386.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 380.00 CHANNEL BASE(FEET) = .00 'Z" FACTOR = 50.000 MANNING'S FACTOR = .030 MA)(IP1Ul DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 30.25 FLOW VELOCITY(FEET /SEC.) = 2.09 FLOW DEPTH(FEET) _ .54 TRAVEL TIME(MIN.) = 3.03 TC(MIN.) = 49.27 t*** ** ** *t * * ** * * *t*tt* *t* ** *****tt* lift:***** **t = *** * * *tt * *** * * * ******* * * *** 1 FLOW PROCESS FROM NODE 30.00 TO NODE 30.:0 IS CODE = 8 >» »ADDITION OF SUBAREA TO MAINLINE PEAK 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.25S SOIL CLASSIFICATION IS "A" NATURAL AVERAGE :OVER "GRASS" SUBAREA LOSS RATE. Fm(INCH /HP.) = .8200 SUBAREA AREA(ACRES) = 6..0 SUBAREA RUNOFF = 3.05 I/ EFFECTIVE AREA(ACRES) = 52.90 AVERAGED F ®(INCH /HR) = .761 TOTAL AREA(ACRES) = 52.90 PEAK FLOW RATE(CFS) = 30.25 TC(MIN) = 49.27 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 8 )» »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « <« 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.358 SOIL CLASSIFICATION IS 'A' NATURAL AVERAGE COVER 'GRASS' SUBAREA LOSS RATE, Fm(INCH /HR) = .8200 SUBAREA AREA(ACRES) = 14.90 SUBAREA RUNOFF(CFS) = 7.22 EFFECTIVE AREA(ACRES) = 67.80 AVERAGED Fm(INCH/HR) = .774 TOTAL AREA(ACRES} = 67.80 PEAK FLOW RATE(CFS) = 35.64 TC(MIN) = 49.27 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 8 rm im »> »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.358 SOIL CLASSIFICATION IS 'A° NATURAL AVERAGE COVER 'GRASS" SUBAREA LOSS RATE, Fm(INCH /HR) _ .8200 SUBAREA AREA(ACRES) = 3.40 SUBAREA RUNOFF(CFS) = 1.65 EFFECTIVE AREA(ACRES) = 71.20 AVERAGED Fm(INCH /HR) = .777 TOTAL AREA(ACRES) = 71.20 PEAK FLOW RATE(CFS) = 37.29 TC(MIN) = 49.27 ********************************************* * * * * * * ** * * *** * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 175.00 IS CODE = 5 ) »»COPFUTE TRAPEZOIDAL - CHANNEL FLOW « «< »> »TRAVEL TIME THRU SUBAREA « «< UPSTREAM NODE ELEVATION(FEET) = 386.00 DOWNSTREAM NODE ELEVATION(FEET) = 382.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 615.00 CHANNEL BASE(FEET) = .00 'Z° FACTOR = 50.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 37.29 FLOW VELOCITY(FEET /SEC.) = 1.88 FLOW DEPTH(FEET) _ .63 TRAVEL TIME(MIN.) = 5.44 TC(MIN.) = 54.71 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * *** O FLOW PROCESS FROM NODE 175.00 TO NODE 175.00 15 CODE = 8 /� i :'` :: :ADDITION OF SUBAREA TO MAINLINE FEAK FLOW 25 YEAR RAINFALL INTENSITY(INCH /HOUR) : 1.276 SOIL CLASSIFICATION IS 'A" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH /HR) _ .8200 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) : 1.72 EFFECTIVE AREA(ACRES) : 75.40 AVERAGED Fm(INCH /HR) = .779 TOTAL AREA(ACRES) = 75.40 PEAK FLOW RATE(CFS) = 37.29 TC(MIN) : 54.71 tit tttitititititittttiiititiitiitt iii#iit3tii ttitiiiiiitititiiiittiitittitii FLOW PROCESS FROM NODE 175.00 TO NODE 175.00 IS CODE : 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL POIBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 54.71 RAINFALL INTENSITY(INCH /HFt) : 1.28 AVERAGED Fm(INCH /HR) : .78 EFFECTIVE STREAM AREA(ACRES) : 75.40 TOTAL STREAM AREA(ACRES) : 75.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 37.29 PM RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. it PEAK FLOW RATE TABLE it Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 219.74 35.58 .712 222.85 2 199.95 44.32 .719 260.24 3 178.82 52.72 .723 294.25 4 171.35 54.71 .724 297.00 COMPUTED CONFLUENCE ESTI E AS FOLLOWS: PEAK FLOW RATE(CFS) = 219.74 Tc(MIN.) = 35.582 PM EFFECTIVE AREA(ACRES) = 222.85 AVERAGED Fm(INCH /HR) = .71 I TOTAL AREA(ACRES) = 297.00 ar END OF STUDY SUhMARY: TOTAL AREA(ACRES) = 297.00 TC(MIN.) = 35.58 EFFECTIVE AREA(ACRES) : 222.85 AVERAGED Fm(INCH /)Ott): .71 PEAK FLOW RATE(CFS) : 219.74 tit PEAK FLOW RATE TABLE 111 Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 219.74 35.58 .712 222.85 2 199.95 44.32 .719 260.24 3 178.82 52.72 .723 294.25 4 171.35 54.71 .724 297.00 END OF RATIONAL METHOD ANALYSIS 1 ��� s***==*********** s************* s**** s*** s**** ***s* ** * =* ** *_ ** * =* =*s*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/:.: Serial ; 2938 Analysis prepared by: MADOLE AND ASSOCIATES, INC. 1820 E. 16th STREET SANTA ANA, CA. 92701 PHONE (714) 835 -2548 *** * * * * * * * * * *** * ** * * ****** DESCRIPTION OF STUDY s$ss * * * * * * * * * * *** ** * * * *s ** * TR 12314 DEV. Q100- UNRESTRICTED OUTFLOW TO BASELINE _ * REASON: OUTFLOW CANNOT ENTER RETENTION BASIN = * _ * ss ss* s*s*******::**s** s**s**s*ss*s** ss sss s ss ** *s * * * *sssss * * * * * *s***ss * * *s FILE NAME: R12314.100 TIME/DATE OF STUDY: 8: 3 5/ 9/1990 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: �► -- *TINE -OF -CONCENTRATION MODEL=- - USER SPECIFIED STORM EVENT(YEAR) : 100.00 1: 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- MINUTE INTENSITY(DCH /HOU1R) : 1.520 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT : 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.5200 SLOPE OF INTENSITY DURATION WYE : .6000 _A-1;&‘7L , �a� v, 4 4222 J 1 ___******_______*****____________________**** **___* * * * **______________** * *** FLOW PROCESS FROM NODE 75.10 TO NODE 75.00 IS CODE = 2 » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3 -4 DWELLINGS /ACRE TC : K =[(LENGTH == 3.00) /(ELEVATION C)1== .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 745.00 UPSTREAM( ELEVATION(FEET) = 399.40 DOWNSTREAM ELEVATION(FEET) : 391.70 ELEVATION DIFFERENCE(FEET) = 7.70 TC(MIN.) : .412 =(( 745.00 *= 3.00)/( 7.70)1 == .20 : 14.484 100 YEAR RAINFALL INTENSITY (INCH /HOUR) : 3.566 SOIL CLASSIFICATION IS 'A' RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fe(INCH /HR) = .5820 SUBAREA RUrOFF(CFS) = 12.09 TOTAL AREA(ACRES) = 4.50 PEAK FLOW RATE(CFS) = 12.09 1 ::::::::::::::::::::::::::::::::::::::::::::: ::: :: : : :: : : : :: : : : :: : : :: : : : : : : :s _ FLOW PROCESS FROM NODE 75.00 TO NODE 80.00 IS CODE = 6 » » >COPPUTE STREET FLOW TRAVEL TIME THRU SUBAREA( «(( ' as UPSTREAM ELEVATION(FEET) = 391.70 DOWNSTREAM ELEVATION(FEET) = 385.20 STREET LENGTH(FEET) = 500.00 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) = 20.69 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .57 HALFSTREET FLOOD WIDTH(FEET) = 14.38 AVERAGE FLOW VELACITY(FEET /SEC.) = 3.62 PRODUCT OF DEPTHitVELOCITY = 2.05 STREET FLOW TRAVEL TIME(MIN.) = 2.30 TC(MIN.) = 16.78 100 YEAR RAINFALL INTENSITY(INCH/HOUi) = 3.264 P "" SOIL CLASSIFICATION IS 'A' RESIDENTIAL -> 3 -4 DWELLINGS/ACRE SUBAREA LOSS RATE, F.(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 7.10 SUBAREA RL11OFF(CFS) = 17.14 40/C. EFFECTIVE AREA(ACRES) = 11.60 AVERAGED F.(INCH/HR) = .58 � TOTAL AREA(ACRES) = 11.60 PEAK FLOW RATE(CFS) = 28.00 END OF SUBAREA STREET FLOW HYDRAULICS: *57"/ DEPTH(FEET) = .61 HALFSTREET FLOOD WIDTH(FEET) = 16.63 FLOW VELOCITY(FEET /SEC.) = 3.94 DEPTH =VELOCITY = 2.41 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 11.60 TC(MIN.) = 16.78 EFFECTIVE AREA(ACRES) = 11.60 AVERAGED Fm(INCH /HR)= .58 PEAK FLAW RATE(CFS) = 28.00 END OF RATIONAL METHOD ANALYSIS 1 1 (i) 1 ******* * *** * * * * * * * * * * *** * * * * * * * * * * * * * ** * * ** *mot *** * * * ** *ter * **t *** * ****** FLOOD ROUTING ANALYSIS USING CRANGE/SAN BERNARDINO COUNTY UNTILHYDROGRAFN (1986 MANUAL) (c) Copyright 1989 -94 Advanced Engineering Software (aes) Ver. 3.7A Release Date: 6/01/94 License ID 1251 1: Analysis prepared by: Madole and Associates, Inc. 1820 E. 16th Street Santa Ana, Ca 92701 Phone(714)835 -2548 Fax * * * *** * * * ****** * * *** **** ** DEsaaTIa OLF S'I[mY * * ********** * ***** * * * * * * ** * TR 12314 * * Q100 HYDROLOGY & FLOOD ROUTING FROM 1, 2 & 3RD DAY STOUT * JN 142 -609 * ******************************************* * * *** * **** * * * * * * * * * * *** * * **** ** ow FILE NAME: 12314P.100 TIME/DATE OF STUDY: 14: 2 2/18/1997 IZEFE /Z To / 2.4 OM { 1st DAY STORM IN ********************************************* * *** * * * * * * * * * * * * * * * * *** * * * * * * ** FIDW PROCESS FROM NODE 4.00 TO NODE 174.00 IS CODE = 1 »» >1AtIT- HYDROGRAPH ANALYSIS«<<< 1 (UNIT HYDROGRAPH ADDED TO STREAM J1) PP WATERCOURSE IF}IGTH = 7476.000 FEET LENGTH FROM CONCENTRATION POINT TO C[NTROID = 4124.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 132.000 FEET BASIN FACTOR = .048 WATERSHED AREA = 202.000 ACRES BASEFIDW = .000 O S /S¢LARE -MIJE WATERCOURSE "LAG" TIME = .506 HOURS VALLEY(DEVE.OPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCLI/ITOUR) = .461 LOW IDES FRACTION = .402 *HYDROGRAPH MODEL 11 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAITALL(INCH)= .55 SPECIFIED PEAK 30- 1NUT S RAINFALL(INC )= 1.15 SPECIFIED PEAK 1-HWR RAINFALL(INCH) = 1.54 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.80 S)'t;L 1U) PEAK 6-CUR RAINFALL(INCH) = 3.90 SPEI FTED PEAK 24 -BOUR RAINFALL(INCH) = 9.40 PRDCIPITA'TTIN I)EF7H AREA RWJCI'IIN FACTORS: �-- 5- MIMTIE FACTOR = .991 II 30-MINUTE FAC10R = .991 II 1 -HOUR FACTOR = .991 3-HOUR FACTOR = .999 6-HOUR FACTOR = .999 24HWRFACIOR =1.000 uNIT HyDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG = 16.480 WI RUNOFF HYDROGRAPH LISTING LIMITS: :: *1!11 TIME(HOURS) FOR BEINNAV OF RESULTS = 15.00 MEL TIME(TIOURS) FOR FIND OF RESULTS = 24.00 1: UNIT HY»RAPH DETERMINATION PP i, INTERVAL "S" GRAPH UNIT HYDIXAPH NUMBER MEAN VAIIJES . ORDINATE'S (CFS) 7 3, 1 .942 23.006 2 3.327 58.274 3 8.793 133.516 r 4 17.767 219.247 tali 5 28.337 258.217 6 41.058 310.755 • 7 55.690 357.455 1 8 68.203 305.697 9 78.093 241.591 10 85.070 170.445 I; 11 89.791 115.326 12 93.162 82.351 13 95.523 57.686 li: 14 97.018 36.533 15 98.041 24.985 16 98.383 8.360 17 98.692 7.545 18 99.001 7.553 19 99.310 7.545 20 99.619 7.545 II 21 99.928 7.545 22 100.000 1.761 II TOTAL STORM RAINFALL(INCHES) = 9.40 II TOTAL, SOIL-LCSS(INa1E) = 3.54 TOTAL EFFECTIVE RAMIL(IHf 'S) = 5.85 1 'TOTAL SOIL VOLUME (ACRE- -FEET) = 59.6444 Tl7TAL STORM R111+iDFF VOlINE(ACRE - FEE7) = 98.4738 II 2�, C 1 II 24 -HOUR STORM RUNOFF HYDROGRAPH HYDROGRAHR IN FIVE- MINUTE INT RVALS (CFS) :: TIME(HRS) VOUAlE(AF) Q(CTS) 0. 100.0 200.0 300.0 400.0 li 15.083 47.2581 71.01 . Q . V. 15.167 47.7611 73.04 . Q . V. • 15.250 48.2792 75.23 . Q . V. 15.333 48.8133 77.55 . Q . V. 15.417 49.3638 79.93 . Q . V - 15.500 49.9302 82.24 . Q • V pm 15.583 50.5102 84.22 . Q . V 6 15.667 51.1013 85.82 . Q . V 15.750 51.7054 87.72 . Q . .V rm 15.833 52.3248 89.93 . Q • .V . il 15.917 52.9687 93.49 . Q. .V 16.000 53.6640 100.96 . Q .V 16.083 54.5081 122.57 . . Q . V • ii 16.167 55.5725 154.54 . Q . V 16.250 56.9771 203.95 . Q V 16.333 58.7263 253.98 . . . V Q . 16.417 60.6675 281.86 . . V Q . . 16.500 62.7912 308.37 . . V Q 16.583 65.0050 321.44 . . . V . Q . 16.667 66.9822 287.09 . . . VQ 16.750 68.6617 243.87 . Q V - 16.833 70.0306 198.75 . . Q. V . 16.917 71.1552 163.30 . . Q • V . • ii 17.000 72.1123 138.97 . • Q • V. 17.083 72.9363 119.64 . .Q V. 17.167 73.6453 102.94 . Q . V. . 17.250 74.2716 90.95 . Q• . V ri 17.333 74.8118 78.43 . Q . V 17.417 75.3171 73.38 . Q . V 17.500 75.7935 69.18 . Q . . V . ii 17.583 76.2425 65.19 . Q . V - 17.667 76.6652 61.37 . Q . . .V 17.750 77.0626 57.70 . Q . . .V II 17.833 77.4228 52.30 . Q _ . •V 17.917 77.7614 49.16 . Q .V 18.000 78.0865 47.20 . Q . . .V 18.083 78.4009 45.65 . Q . . .V . II 18.167 78.7071 44.46 0 •V 18.250 79.0087 43.80 . Q . V 18.333 79.3099 43.73 . Q . • V II 18.417 79.6127 43.96 . Q . V 18.500 79.9194 44.54 . Q . V 18.583 80.2322 45.42 . Q . . . V 18.667 80.5498 46.11 . Q . . V II 18.750 80.8703 46.54 • Q . • V . 18.833 81.1918 46.67 . Q • V 18.917 81.5126 46.58 . Q . . V 1 19.000 81.8318 46.36 . Q . . V 1 19.083 82.1490 46.04 . Q . . . V II 19.167 82.4634 45.65 Q . . V 19.250 82.7749 45.23 . Q . . • V 19.333 83.0831 44.75 . Q . . • V • 19.417 83.3881 44.29 . Q . . . V . 19.500 83.6901 43.85 . Q . • V 19.583 83.9892 43.43 . Q . • V 19.667 84.2855 43.02 . Q . . . V • 1: 19.750 84.5791 42.63 • Q • . V 19.833 84.8699 42.23 . Q . . • V 19.917 85.1581 41.84 . Q . • V li 20.000 85.4436 41.45 Q . . V . 20.083 85.7265 41.09 . Q . . . V . 20.167 86.0070 40.73 . Q . . V 20.250 86.2851 40.38 . Q . . . V . 20.333 86.5609 40.05 . Q . V . 20.417 86.8345 39.72 Q ▪ V 20.500 87.1059 39.41 . Q . . V 20.583 87.3752 39.10 Q . V 20.667 87.6425 38.81 Q . • V . 20.750 87.9077 38.52 . Q . . V 20.833 88.1711 38.24 . Q . . V PR iii 20.917 88.4325 37.96 Q ▪ V 21.000 88.6921 37.70 . Q . . V 21.083 88.9499 37.44 . Q . . V *" 21.167 89.2060 37.18 . Q . . V 21.250 89.4604 36.94 . Q . . . V 21.333 89.7131 36.70 . Q . . . V i: 21.417 89.9643 36.46 . Q . . V 21.500 90.2138 36.23 . Q . . • V . 21.583 90.4618 36.01 . Q . . . V 21.667 90.7083 35.79 . Q . . . V II 21.750 90.9533 35.58 Q . V . 21.833 91.1969 35.37 . Q . . ▪ V 21.917 91.4391 35.16 . Q . V 1: 22.000 91.6799 34.96 Q . . V . 22.083 91.9193 34.77 . Q . . • V 22.167 92.1574 34.58 . Q . . V 22.250 92.3942 34.39 . Q . . . V I: 22.333 92.6298 34.20 Q . V 22.417 92.8641 34.02 . Q . . • V 22.500 93.0972 33.85 . Q . . V II 22.583 93.3291 33.67 . Q . V 22.667 93.5598 33.50 Q . V 22.750 93.7894 33.33 . Q . . V II 22.833 94.0179 33.17 . Q . V 22.917 94.2452 33.01 . Q V 23.000 94.4714 32.85 . Q . . V 23.083 94.6966 32.70 . Q . . V II 23.166 94.9207 32.54 Q V 23.250 95.1438 32.39 . Q . . V 23.333 95.3659 32.24 . Q . . V 23.416 95.5870 32.10 . Q V 23.500 95.8071 31.96 . Q V 23.583 96.0262 31.82 . Q . V. 23.666 96.2444 31.68 . Q . . V. II . . 23.750 96.4616 31.54 . Q V. 23.833 96.6779 31.41 . Q V. (g 23.916 96.8934 31.28 . Q . . V. I: 24.000 97.1079 31.15 Q . V. 1 1 * * * * * * * * * * * * * * * * * ** tat* * * *** * * ***** * * * * * * * **** * * ** tut * * **** * * **** * * * * * * * * * * ** FLOW PROCESS FROM NODE 174.00 TO NODE 174.00 IS CXI)E = 3 :: » »>MODEL FICY-THROUGH DE hNTIQN BASIN IWf NG««< i ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 T RCUGH A FICAPIHRCUGH DETFNI'ICN BASIN !I USING FIVE-MINUTE UNIT INTERVALS: ii SPECIFIED BASIN CONDITIONS DITICNS ARE AS FOLLOWS: DEAD STORAGE(AF) = .000 SPECIFIED DEAD STORAGE (AF) FILLED = .000 ii SPECIFIED EFFECTIVE VO NE (AF) FTItID ABCNE OUTLET = .000 DETENTION BASIN QNSTANT LOSS RATE(CFS) = .00 do BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORI4ATICN: PR INTERVAL DEPTH QT1FICM SIORA(E WO NUMBER (FT) (CFS) (AF) 1 .00 .00 .000 2 .83 4.30 .171 di 3 1.00 10.30 .275 4 1.50 14.00 .937 5 2.00 16.90 2.191 ' 6 2.50 19.40 4.156 al 7 3.00 21.60 6.735 8 3.50 23.60 9.587 9 10 4.00 25.50 12.485 5.00 28.80 18.395 11 6.00 31.80 24.495 12 7.00 34.50 30.784 :: 13 8.00 37.00 37.262 14 9.00 39.40 43.930 15 10.00 41.60 50.787 16 11.00 43.70 57.834 di 3 MI N (STREAM 1) I 3 I V. effective depth I (and volume) 1 1 1 1 1 1 1 V 1 detention 1<---)1 autflaw 3 I basin I 1 1 1 \ 1 1 dead 1 basin outlet V 1 storage I CUMIN (STREAM 1) CZ I di II BASIN Roar )WL RESULTS (5- MrNUIE IN'1 VALS) : TIME HEAD- S'1DRWE INFIJ M EFFECTIVE WThU W EFFECTIVE (HRS) FILMDOM D(AE) (('S) D YI11 FT) (CFS) VOU!4E(AF) 14.083 .000 48.4 4.86 28.3. 17.543 14.167 .000 49.5 4.88 28.4 17.689 ill 14.250 .000 50.9 4.91 28.4 17.843 ii 14.333 .000 52.6 4.93 28.5 18.009 14.417 .000 54.5 4.96 28.6 18.186 li 14.500 .000 56.6 5.00 28.7 18.378 14.583 .000 58.9 5.03 28.8 18.586 14.667 .000 61.2 5.07 28.9 18.808 14.750 .000 63.3 5.11 29.1 19.043 14.833 .000 65.3 5.15 29.2 19.292 14.917 .000 67.2 5.19 29.3 19.553 15.000 .000 69.1 5.23 29.4 19.826 15.083 .000 71.0 5.28 29.6 20.111 it 15.167 .000 73.0 5.33 29.7 20.409 15.250 .000 75.2 5.38 29.9 20.722 15.333 .000 77.6 5.44 30.0 21.049 15.417 .000 79.9 5.49 30.2 21.392 kw 15.500 .000 82.2 5.55 30.4 21.749 15.583 .000 84.2 5.61 30.5 22.119 Pi 15.667 .000 85.8 5.67 30.7 22.498 bi 15.750 .000 87.7 5.74 30.9 22.889 15.833 .000 89.9 5.80 31.1 23.294 r 15.917 .000 93.5 5.87 31.3 23.723 ii 16.000 .000 101.0 5.95 31.5 24.201 16.083 .000 122.6 6.05 31.8 24.826 16.167 .000 154.5 6.19 32.1 25.669 16.250 .000 203.9 6.37 32.6 26.849 VI 16.333 .000 254.0 6.62 33.1 28.370 16.417 .000 281.9 6.89 33.8 30.079 PR 16.500 .000 308.4 7.18 34.6 31.964 Ili 16.583 .000 321.4 7.49 35.3 33.935 16.667 .000 287.1 7.75 36.0 35.664 Pl„ 16.750 .000 243.9 7.97 36.7 37.091 lio 16.833 .000 198.8 8.14 37.1 38.204 16.917 .000 163.3 8.27 37.5 39.070 17.000 .000 139.0 8.38 37.8 39.767 :I 17.083 .000 119.6 8.46 38.0 40.329 17.167 .000 102.9 8.53 38.2 40.775 17.250 .000 90.9 8.58 38.3 41.138 17.333 .000 78.4 8.62 38.4 41.413 17.417 .000 73.4 8.66 38.5 41.653 17.500 .000 69.2 8.69 38.6 41.863 17.583 .000 65.2 8.72 38.7 42.046 II 17.667 .000 61.4 8.74 38.7 42.202 17.750 .000 57.7 8.76 38.8 42.332 17.833 .000 52.3 8.77 38.8 42.425 17.917 .000 49.2 8.78 38.9 42.496 18.000 .000 47.2 8.79 38.9 42.553 18.083 .000 45.7 8.80 38.9 42.599 II 18.167 .000 44.5 8.81 38.9 42.637 18.250 .000 43.8 8.81 38.9 42.671 18.333 .000 43.7 8.82 39.0 42.704 @ 18.417 .000 44.0 8.82 39.0 42.738 ICI 18.500 .000 44.5 8.83 39.0 42.776 II II 18.583 .000 45.4 8.83 39.0 42.821 II 18.667 .000 46.1 8.84 kt 39.0 42.870 18.750 .000 46.5 8.85 k 39.0 .t 42.921 18.833 .000 46.7 8.86 Q 39.0 0 42.974 18.917 .000 46.6 8.86 39.1 43.026 II 19.000 .000 46.4 8.87 it 39.1 43.076 19.083 .000 46.0 8.88 39.1.- 43.124 19.167 .000 45.7 8.89 O 39.1 �c 43.169 19.250 .000 45.2 8.89k 39.11 43.211 II 19.333 .000 44.8 8.90 . 39.1 43.249 19.417 .000 44.3 8.90 39.2 43.284 ii 19.500 .000 43.8 8.91 Q 43.317 19.583 .000 43.4 8.91 k 39.2 43.346 19.667 .000 43.0 8.92 'k 39.2 43.372 ��, 19.750 .000 42.6 :: 19.833 .000 42.2 8. 39.2 43.417 it . -G' 0 - �3.� `�� ‘?..3 19.917 .000 41.8 8.93 39.2 43.435 ! 9/•93 20.000 .000 41.5 :.'3 39.2 43.450 1: 20.083 .000 41.1 8.93 39.2 43.463 20.167 .000 40.7 8.93 39.2 43.473 20.250 .000 40.4 8.93 39.2 43.481 0.„ 20.333 .000 40.0 8.93 39.2 43.487 hi 20.417 .000 39.7 8.93 39.2 43.490 20.500 .000 39.4 8.93 39.2 43.491 20.583 .000 39.1 8.93 39.2 43.490 I: 20.667 .000 38.8 8.93 39.2 43.487 20.750 .000 38.5 8.93 39.2 43.482 20.833 .000 38.2 8.93 39.2 43.475 !! 20.917 .000 38.0 8.93 39.2 43.466 ii 21.000 .000 37.7 8.93 39.2 43.456 21.083 .000 37.4 8.93 39.2 43.444 21.167 .000 37.2 8.92 39.2 43.429 li 21.250 .000 36.9 8.92 39.2 43.414 21.333 .000 36.7 8.92 39.2 43.396 21.417 .000 36.5 8.92 39.2 43.378 l 21.500 .000 36.2 8.91 39.2 43.357 iii '`' 21.583 .000 36.0 8.91 39.2 43.335 21.667 .000 35.8 8.91 39.2 43.312 imi 21.750 21.833 .000 35.6 8.90 39.2 43.287 .000 35.4 8.90 39.2 43.261 21.917 .000 35.2 8.90 39.2 43.234 22.000 .000 35.0 8.89 39.1 43.205 22.083 .000 34.8 8.89 39.1 43.175 22.167 .000 34.6 8.88 39.1 43.143 22.250 .000 34.4 8.88 39.1 43.111 lii 22.333 .000 34.2 8.87 39.1 43.077 22.417 .000 34.0 8.87 39.1 43.042 22.500 .000 33.8 8.86 39.1 43.006 22.583 .000 33.7 8.86 39.1 42.969 II 22.667 .000 33.5 8.85 39.0 42.931 22.750 .000 33.3 8.84 39.0 42.892 22.833 .000 33.2 8.84 39.0 42.851 II 22.917 .000 33.0 8.83 39.0 42.810 23.000 .000 32.9 8.83 39.0 42.768 23.083 .000 32.7 8.82 39.0 42.725 23.167 .000 32.5 8.81 39.0 42.680 23.250 .000 32.4 8.81 38.9 42.635 23.333 .000 32.2 8.80 38.9 42.589 23.417 .000 32.1 8.79 38.9 42.542 I: 23.500 .000 32.0 8.78 38.9 42.495 1 23.583 .000 31.8 8.78 38.9 42.446 23.667 .000 31.7 8.77 38.9 42.397 23.750 .000 31.5 8.76 38.8 42.346 23.833 .000 31.4 8.75 38.8 , 23.917 .000 31.3 8.75 38.8 42.243 ro 2 /?d' q/01/ PROCESS SUMMARY OF STORAGE: Ska`/yl INFLOW VOLUME = 98.474 AF BASIN STORAGE = .000 AF (WITH .000 AF INITIALLY FILLED) OUTFTDW VOLUME = 98.474 AF LOSS VOLUME = .000 AF 1 2nd DAY STORM 1: i I I I ********************************************* * * * *** *** * ******* * * *** ***** * * ** FLOW PRESS FROM NODE 4.00 TO MODE 174.00 IS CODE = 1 » UNIT- HYDROGRAPH ANALYSIS« « < r (UNIT- HYDROGRAPH ADDED TO STREAM 12) SO WATERCOURSE LENGIH = 7476.000 E;1' LENGTH FROM CONCENTRATION POINT TO CENIROID = 4124.000 FEU' ELEVATZCN VARIATION ALONG WATFRCQJRSE = 132.000 FEED BASIN FACTOR = .048 WATERSHED AREA = 202.000 ACRES BASEFiOW = .000 (FS /WARE -MILE WATERCOURSE 'T.AG" TIME = .506 HOURS VALLEY(DEVELOPED) S-GRAPH SELECTED 1: MAXIMUM WATTRSHED LOSS RATE(INCH /AOUR) = .461 IOM LOSS FRACTION = .615 *HYDROGRAPH MODEL 11 SPECIFIED* 1: SPECIFIED PEAK 5-MINUTES RAI FALL(INCK)= .20 SPECIFIED PEAK 30 -MINUTES RAINF'ALL(INCH)= .41 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = .55 SPECIFIED PEAK 3 -1EUR RAINFALL(INCH) = 1.01 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 1.40 SPECIFIED PEAK 24 -HOUR RAIJFAIL(INCH) = 3.38 PRDCIPITATICN DEPTH AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .991 30-MINUTE FACTOR = .991 1-HDJR FACTOR = .991 3 -HOUR FACTOR = .999 6-HOUR FACTOR = .999 24-HOUR FACTOR = 1.000 10 UNIT HYDROGRAPH TIME UNIT = 5.000 MUTES UNIT INTERVAL PERCENTAGE OF L1G -T'IME = 16.480 RUNOFF HYDROGRAPH LISTING LIMITS: ..!/ MODEL TDIE(HQJRS) FOR BEGINNING OF RESULTS = 14.00 1 MODE, TIME(H(XJRS) FOR END (' RFS JLTS = 24.00 1 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NINBER MEAN VALDES ORDIATFS((FFS) 1 .942 23.006 :w 2 3.327 58.274 3 8.793 133.516 4 17.767 219.247 5 28.337 258.217 6 41.058 310.755 7 55.690 357.455 8 68.203 305.697 1: 9 78.093 241.591 10 85.070 170.445 11 89.791 115.326 12 93.162 82.351 13 95.523 57.686 14 97.018 36.533 15 98.041 24.985 "" 16 98.383 8.360 10 17 98.692 7.545 18 99.001 7.553 r 19 99.310 7.545 20 99.619 7.545 21 99.928 7.545 22 100.000 1.761 li . 60 TOTAL STORM RAINFALL(INCHES) = 3.38 TOTAL SOIIrL0SS (INQES) = 1.99 I; 'TtF'AL EFFECTIVE RAD FALL(INQ1E) = 1.38 • TOTAL SOIL-LOSS VOLE(ACRE - -FEET) = 33.5615 1 'IUFAL STORM RUNOFF' VCIUME(ACRE- -FEET) = 23.3000 1 II I C9 1 1 II 24 -HOUR STORM RUNOFF HYDROGRAPH li HYDROGRAPH IN FIVE-MINUTE IN1 VALS (CFS) I: T ME(HRS) VOUJME(AF) Q(CFS) 0. 22.5 45.0 67.5 90.0 li 14.083 9.7840 11.07 . Q . V . . 14.167 9.8621 11.33 . Q . V . . 14.250 9.9424 11.67 . Q . V . . II 14.333 10.0258 12.10 . Q . V . 14.417 10.1125 12.59 . Q . V . 14.500 10.2029 13.13 . Q . V . . :: 14.583 10.2975 13.74 . Q . V . 14.667 10.3961 14.31 . Q . V . 14.750 10.4983 14.84 . Q . V . . • 14.833 10.6039 15.33 . Q . V . . ki 14.917 10.7126 15.79 . Q . V . 15.000 10.8245 16.24 Q V . . 15.083 10.9395 16.70 . Q . V . . II 15.167 11.0577 17.17 . Q . V . 15.250 11.1795 17.68 Q V. . 15.333 11.3050 18.22 . Q . V. . :: 15.417 11.4342 18.76 . Q . V. 15.500 11.5670 19.29 Q • V. . 15.583 11.7029 19.73 . Q . V . 15.667 11.8412 20.08 . Q • V . 15.750 11.9822 20.47 . Q. V 15.833 12.1263 20.92 Q. V . 15.917 12.2749 21.58 . Q. .V . 16.000 12.4326 22.90 . Q .V 16.083 12.6271 28.24 . • Q .V 16.167 12.8760 36.14 . . Q . V . imi 16.250 13.2194 49.86 . . Q 16.333 13.6634 64.46 . . V Q . 16.417 14.1585 71.90 . . ▪ V .Q 16.500 14.7102 80.10 . . . V . Q . II 16.583 15.3006 85.73 . . V . Q . 16.667 15.8263 76.33 . . • V . Q 16.750 16.2704 64.49 . . . VQ . . II 16.833 16.6267 51.73 . . Q V . 16.917 16.9138 41.69 . . Q . V. 17.000 17.1553 35.06 . • Q . V. . 17.083 17.3608 29.83 . . Q V. . II 17.167 17.5348 25.27 . .Q V 17.250 17.6875 22.16 Q. V . 17.333 17.8153 18.56 . Q . . V . ii 17.417 17.9347 17.34 . Q . V 17.500 18.0472 16.33 . Q . . V 17.583 18.1529 15.35 . Q . . .V . II 17.667 18.2523 14.44 Q . .V 17.750 18.3460 13.60 . Q . . .V 17.833 18.4292 12.09 . Q . . .V . g 17.917 18.5069 11.27 . Q . . .V . 1 18.000 18.5813 10.81 . Q . . .V . 1 18.083 18.6532 10.44 . Q . . . V . II 18.167 18.7232 10.17 Q . . V 18.250 18.7922 10.02 . Q . . . V 18.333 18.8612 10.01 . Q . . . V 18.417 18.9306 10.08 Q . . V . 18.500 19.0011 10.23 . Q . . . V . 18.583 19.0731 10.46 . Q . • • V 18.667 19.1463 10.63 . Q . . . V . I; 18.750 19.2203 10.75 Q . . V 18.833 19.2946 10.79 . Q . . . V . 18.917 19.3688 10.77 . Q . . . V . ii 19.000 19.4427 10.73 Q . . V . 19.083 19.5161 10.66 . Q . . . V 19.167 19.5889 10.57 . Q . . . V . 19.250 19.6610 10.47 . Q . . V . ii 19.333 19.7324 10.36 . Q . . V 19.417 19.8030 10.26 . Q . . . V 19.500 19.8730 10.16 . Q . . . V . r 19.583 19.9423 10.06 . Q . . . V . 19.667 20.0109 9.97 . Q . . V . 19.750 20.0789 9.88 . Q . . . V . fl 19.833 20.1463 9.78 . Q . . V . ii 19.917 20.2131 9.69 . Q . . V . 20.000 20.2792 9.60 . Q . . V . 20.083 20.3448 9.52 . Q . . V . II 20.167 20.4098 9.44 Q . V 20.250 20.4742 9.36 Q . • V 20.333 20.5381 9.28 . Q . . V . I: 20.417 20.6015 9.20 Q . V 20.500 20.6644 9.13 Q . • V 20.583 20.7268 9.06 . Q . . V . II 20.667 20.7887 8.99 Q . V 20.750 20.8502 8.93 . Q . • V 20.833 20.9112 8.86 Q . • V 20.917 20.9718 8.80 . Q . . V . f' 21.000 21.0320 8.74 . Q . . V iii 21.083 21.0918 8.68 . Q . . V . 21.167 21.1511 8.62 . Q . . . V . I; 21.250 21.2101 8.56 Q . . V . 21.333 21.2687 8.51 . Q . . • V 21.417 21.3269 8.45 . Q . . . V . 21.500 21.3847 8.40 . Q . . . V . II 21.583 21.4422 8.35 Q . . V . 21.667 21.4993 8.30 . Q . . • V 21.750 21.5561 8.25 . Q . . . V . II 21.833 21.6126 8.20 . Q V 21.917 21.6688 8.15 . Q . ▪ V 22.000 21.7246 8.11 . Q . . . V . II 22.083 21.7801 8.06 . Q . V 22.167 21.8353 8.02 . Q • V 22.250 21.8902 7.97 . Q . . • V 22.333 21.9448 7.93 . Q . . . V . II 22.417 21.9991 7.89 Q . . V . 22.500 22.0532 7.85 . Q . . • V 22.583 22.1070 7.81 . Q . . . V . li 22.667 22.1604 7.77 Q . V . 22.750 22.2137 7.73 . Q . . V V. 22.833 22.2666 7.69 . Q . . V . Oii 22.917 22.3194 7.65 . Q . . . V . I 23.000 22.3718 7.62 . Q . . V . 1 23.083 22.4240 7.58 . Q . . V . 1 . 23.166 22.4760 7.55 . Q V - 23.250 22.5277 7.51 . Q V . 23.333 22.5792 7.48 . Q . . V . 23.416 22.6305 7.44 . Q . V . 23.500 22.6815 7.41 Q . V V. 23.583 22.7324 7.38 . Q . . V. 23.666 22.7829 7.35 . Q . . V. li 23.750 22.8333 7.32 Q . V. 23.833 22.8835 7.28 . Q . . V. 23.916 22.9335 7.25 . Q . . V. ii 24.000 22.9832 7.22 . Q . . . V. ************ ** * *** ***** *** **** * ****** * *** ** ** * *** ***x * * * * *** 1 FLOM PROCESS FROM hum 174.00 10 NUDE 174.00 IS COIF = 3 »»>K L FLOW'-1l fII DE'IINTICN BASIN WITTING< « << i r ., IWIE RUNOFF HYDRO GRAPH FROM STREAM NUMBER 2 hp THROUGH ®H A FIrM- THRCUG I DETFNTICN BASIN USING F1VEAINU E UNIT INTERVALS: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: II DEAD SIORAGE(AF) = .000 SPal} iu) DEAD STORAGE(AF) FILLED = .000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE CST = 42.243 li DETENTION BASIN CONSTANT LOSS RATE({FS) = .00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: II INTERVAL DEFER OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) :: 1 .00 .00 .000 2 .83 4.30 .171 3 1.00 10.30 .275 1I 4 1.50 14.00 .937 ii 5 2.00 16.90 2.191 6 2.50 19.40 4.156 7 3.00 21.60 6.735 I 8 3.50 23.60 9.587 9 4.00 25.50 12.485 10 5.00 28.80 18.395 II 11 6.00 31.80 24.495 12 7.00 34.50 30.784 13 8.00 37.00 37.262 14 9.00 39.40 43.930 II 15 10.00 41.60 50.787 16 11.00 43.70 57.834 INFLOW (STREAM 2) ' ef 1 V effective depth 1 I (and volume) I I I i I I I V 1 detention I<-->1 outflow :: I basin I I f f \ 1 dead f basin outlet V I storage 1 rii OUTFLOW MO (STREAM 2) #R MI BASIN RC UT'ING MX*L RESULTS (5- 4fl I TE INTERVALS) : TIME DE?D -STORAGE DEUX IFfECHTVE W!fl M EFFECTIVE ORS) FIILID (aS) DE'I4T(FT) (C FS) VOLUMME(AF) M' 14.083 .000 11.1 4.31 26.5 14.302 f ii 14.167 .000 11.3 4.29 26.5 14.197 14.250 .000 11.7 4.27 26.4 14.096 p, 14.333 .000 12.1 4.26 26.4 13.997 MP 14.417 .000 12.6 4.24 26.3 13.903 14.500 .000 13.1 4.22 26.3 13.812 14.583 .000 13.7 4.21 26.2 13.726 i 14.667 .000 14.3 4.20 26.2 13.645 Ili 14.750 .000 14.8 4.18 26.1 13.567 14.833 .000 15.3 4.17 26.1 13.493 14.917 .000 15.8 4.16 26.0 13.422 Mi 15.000 .000 16.2 4.15 26.0 13.355 15.083 .000 16.7 4.14 26.0 13.291 :1 15.167 15.250 .000 17.2 4.13 25.9 13.231 .000 17.7 4.12 25.9 13.174 15.333 .000 18.2 4.11 25.9 13.121 15.417 .000 18.8 4.10 25.8 13.073 O 15.500 .000 19.3 4.09 25.8 13.028 is 15.583 .000 19.7 4.08 25.8 12.986 15.667 .000 20.1 4.08 25.8 12.947 • 15.750 .000 20.5 4.07 25.7 12.911 Mt 15.833 .000 20.9 4.07 25.7 12.877 15.917 .000 21.6 4.06 25.7 12.849 16.000 .000 22.9 4.06 25.7 12.830 :1 16.083 .000 28.2 4.06 25.7 12.847 16.167 .000 36.1 4.07 25.7 12.919 16.250 .000 49.9 4.10 25.8 13.085 16.333 .000 64.5 4.15 25.9 13.350 A-1 16.417 .000 71.9 4.20 26.1 13.666 16.500 .000 80.1 4.26 26.3 14.037 16.583 .000 85.7 4.33 26.5 14.445 16.667 .000 76.3 4.39 26.7 14.787 16.750 .000 64.5 4.43 26.9 15.046 16.833 .000 51.7 4.46 27.0 15.216 'N 16.917 .000 41.7 4.48 27.1 15.317 Mii 17.000 .000 35.1 4.49 27.1 15.372 ' 17.083 .000 29.8 4.49 27.1 15.391 --- r\ ' " pp 17.167 .000 25.3 4.49 27.1 15.378 li 17.250 .000 22.2 4.48 27.1 15.344 17.333 .000 18.6 4.47 27.1 15.285 6 17.417 .000 17.3 4.46 27.0 15.218 II 17.500 .000 16.3 4.45 27.0 15.145 II 17.583 .000 15.3 4.44 27.0 15.065 II 17.667 .000 14.4 4.42 26.9 14.979 17.750 .000 13.6 4.41 26.9 14.888 17.833 .000 12.1 4.39 26.8 14.786 17.917 .000 11.3 4.37 26.8 14.680 II 18.000 .000 10.8 4.35 26.7 14.570 18.083 .000 10.4 4.33 26.6 14.459 18.167 .000 10.2 4.31 26.6 14.346 18.250 .000 10.0 4.30 26.5 14.232 MA 18.333 .000 10.0 4.28 26.4 14.119 18.417 .000 10.1 4.26 26.4 14.007 04 18.500 .000 10.2 4.24 26.3 13.896 ii 18.583 .000 10.5 4.22 26.3 13.787 18.667 .000 10.6 4.20 26.2 13.680 18.750 .000 10.7 4.18 26.1 13.574 18.833 .000 10.8 4.17 26.1 13.469 18.917 .000 10.8 4.15 26.0 13.364 19.000 .000 10.7 4.13 26.0 13.259 :: 19.083 .000 10.7 4.11 25.9 13.154 19.167 .000 10.6 4.10 25.8 13.048 19.250 .000 10.5 4.08 25.8 12.943 „," 19.333 .000 10.4 4.06 25.7 12.837 19.417 .000 10.3 4.04 25.7 12.731 is 19.500 .000 10.2 4.02 25.6 12.625 19.583 .000 10.1 4.01 25.5 12.518 1: 19.667 .000 10.0 3.99 25.5 12.411 If 19.750 .000 9.9 3.97 25.4 12.304 19.833 .000 9.8 3.95 25.3 12.197 4, 19.917 .000 9.7 3.93 25.3 12.090 ii 20.000 .000 9.6 3.91 25.2 11.982 20.083 .000 9.5 3.89 25.1 11.875 20.167 .000 9.4 3.88 25.1 11.767 20.250 .000 9.4 3.86 25.0 11.659 II 20.333 .000 9.3 3.84 24.9 11.552 20.417 .000 9.2 3.82 24.9 11.444 • 20.500 .000 9.1 3.80 24.8 11.336 ii 20.583 .000 9.1 3.78 24.7 11.228 20.667 .000 9.0 3.76 24.6 11.120 20.750 .000 8.9 3.75 24.6 11.013 II 20.833 .000 8.9 3.73 24.5 10.905 20.917 .000 8.8 3.71 24.4 10.797 21.000 .000 8.7 3.69 24.4 10.690 :I 21.083 .000 8.7 3.67 24.3 10.582 21.167 .000 8.6 3.65 24.2 10.475 21.250 .000 8.6 3.63 24.1 10.367 :I 21.333 .000 8.5 3.62 24.1 10.260 21.417 .000 8.5 3.60 24.0 10.153 21.500 .000 8.4 3.58 23.9 10.046 21.583 .000 8.3 3.56 23.9 9.939 21.667 .000 8.3 3.54 23.8 9.833 21.750 .000 8.2 3.52 23.7 9.726 21.833 .000 8.2 3.51 23.7 9.619 21.917 .000 8.2 3.49 23.6 9.513 22.000 .000 8.1 3.47 23.5 9.407 22.083 .000 8.1 3.45 23.4 9.301 22.167 .000 8.0 3.43 23.4 9.195 22.250 .000 8.0 3.41 23.3 9.090 22.333 .000 7.9 3.39 23.2 8.985 22.417 .000 7.9 3.38 23.1 8.880 y 22.500 .000 7.8 3.36 23.1 8.775 ii 1 22.583 .000 7.8 3.34 23.0 8.670 22.667 .000 7.8 3.32 22.9 8.566 22.750 .000 7.7 3.30 22.8 8.462 22.833 .000 7.7 3.28 22.8 8.358 22.917 .000 7.7 3.27 22.7 8.254 23.000 .000 7.6 3.25 22.6 8.151 23.083 .000 7.6 3.23 22.6 8.048 23.167 .000 7.5 3.21 22.5 7.945 23.250 .000 7.5 3.19 22.4 7.842 23.333 .000 7.5 3.18 22.3 7.740 23.417 .000 7.4 3.16 22.3 7.638 04 23.500 .000 7.4 3.14 22.2 7.536 23.583 .000 7.4 3.12 22.1 7.434 23.667 .000 7.3 3.10 22.1 7.333 23.750 .000 7.3 3.09 22.0 7.232 23.833 .000 7.3 3.07 21.9 7.131 �/ 23.917 .000 7.3 3.05 21.8 7.031 7 ) ; ��Q/ PROCESS SIMIARY OF STORAGE: s7 INFLOW VOLUME = 23.300 AF BASIN STORAGE = .000 AF (WITH 42.243 AF INITIALLY FIRED) 04 OUTFLOW VOLUME = 65.543 AF it LOSS VOLUME = .000 AF 3RD DAY STORM { { { ********************************************* * * * * * * * * *** * * * * * * *** * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 174.00 IS CODE = 1 » > >(AQIT- HYDROGRAPH L NALYSIS« «< it (UNIT- HYDROGRAPH ADDED TO STREAM 13) 0 it WATERCOURSE LENGTH = 7476.000 F'EA'T LENGTH FROM CON(ENLRATICtJ POINT TO CENT OID = 4124.000 FEET EUEVATI(N VARIATION ALONG WATERCOURSE = 132.000 FEET BASIN FACTOR = .048 WATERSHED AREA = 202.000 ACRES BASEF LOW = .000 CFS /SQ ARE -MILE WATERCOURSE "LAG" TIME = .506 HOURS VALLEY(DEYII.CPID) S-(APH SELMED MAXIMUM WATT LOSS RATE (INCH/HQJR) = .461 IOW LOSS FRACTION = .761 *HYDROGRAPH MODEL 11 SPELE'DED* SPECIFIED PEAK 5- MINUTE'S RAINFALL(]N(H)= .04 SPECIFIED PEAK 30- MINUTES RAD FALL(INCH)= .08 SPECIFIED PEAK 1 -HOUR RADN'ALL(DI H) = .11 SPECIFIED PEAK 3-HCUR RAINFALL(D1(8) = .19 SPEJCIFIED PEAK 6-HOUR RAINFALL(DJ(11) = .27 SPECIE' Th PEAK 24 -HOUR RAINFALL(NCH) = .64 PRECIPITATION DEPTH -AREA REI CTICN FACTORS: OR 5- MINUTE FACTOR = .991 1 30 -MmmE FAC1U = .991 1 -HOUR FACIOR = .991 3 -11OUR FACTOR = .999 6-HOUR FACTOR = .999 IAA 24 -HOUR FACTOR = 1.000 ii UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERONTAGE OF LAG -TIME = 16.480 40 RUNOFF HYDROGRAPH LISPING LIMITS: ii MODEL TIME (HOURS) FOR BEGDPUNG OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 24.00 UNIT HYDRO GRAPH L'EI INATICN 0 INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER DEAN VALUES ORDINATES (C S) 0 ii 1 .942 23.006 2 3.327 58.274 3 8.793 133.516 4 17.767 219.247 5 28.337 258.217 6 41.058 310.755 re 7 55.690 357.455 8 68.203 305.697 9 78.093 241.591 10 85.070 170.445 fle li 11 89.791 115.326 12 93.162 82.351 13 95.523 57.686 0 14 97.018 36.533 ii 15 98.041 24.985 16 98.383 8.360 17 98.692 7.545 18 99.001 7.553 19 99.310 7.545 20 99.619 7.545 21 99.928 7.545 22 100,000 1.761 'TOTAL STORM RAINFALL(INCHES) = .64 TOTAL SOI7r1DSS (IT S) = .49 TOTAL EFFECTIVE RAINFALL(INCHI) = .15 7OTAL SOIL -LOSS V)LIIME(ACRE -FEET) = 8.1952 'IOTAL STORM RUNOFF VOLO (A(RE -FEET) = 2.5725 II 44 40 li li 24 -HOUR STORM II RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE ]NTh tVALS (CC'S) 1; TIME(HRS) VOLLIME(AF) Q(CTS) 0. 2.5 5.0 7.5 10.0 li 14.083 1.1495 1.40 . Q . V . . 14.167 1.1593 1.42 . Q . V . . 14.250 1.1693 1.45 Q V . . 14.333 1.1795 1.47 . Q . V . - 14.417 1.1898 1.50 Q V 14.500 1.2003 1.53 . Q . V . . 14.583 1.2110 1.56 . Q . V . 14.667 1.2220 1.59 . Q . V. 14.750 1.2332 1.63 . Q . V. m 14.833 1.2446 1.66 . Q . V. 14.917 1.2564 1.70 . Q . V. . 10 15.000 1.2684 1.75 . Q . V. 15.083 1.2808 1.80 . Q . V. 15.167 1.2936 1 .85 . Q . V 15.250 1.3067 1.91 . Q . V 15.333 1.3203 1.97 . Q . V :: 15.417 1.3344 2.04 . Q • V 15.500 1.3490 2.12 . Q . V 15.583 1.3641 2.20 . Q • .V . li 15.667 1.3798 2.28 . Q. .V 15.750 1.3962 2.38 Q. .V 15.833 1.4134 2.49 Q. .V 15.917 1.4314 2.62 . Q . V • 16.000 1.4507 2.81 . •Q . V . iiii 16.083 1.4730 3.24 . . Q . V . 16.167 1.4994 3.83 . . Q . V ;111 16.250 1.5319 4.72 . Q • V 16.333 1.5706 5.62 . . . Q V 16.417 1.6127 6.12 . . . (V . 16.500 1.6581 6.60 . . . VP 16.583 1.7051 6.82 . Vt2 16.667 1.7478 6.19 . • Q V 16.750 1.7849 5.39 . . .Q V II 16.833 1.8161 4.53 . Q . V 16.917 1.8424 3.82 . Q V 17.000 1.8651 3.30 . . Q V. 17.083 1.8850 2.89 .Q . V. 17.167 1.9024 2.53 . Q V• 17.250 1.9180 2.26 . Q. . V. 17.333 1.9318 2.00 . Q • V II 17.417 1.9448 1.89 . Q . V 17.500 1.9572 1.80 . Q . V 17.583 1.9690 1.72 . Q . . V 17.667 1.9803 1.64 Q V 17.750 1.9911 1.57 . Q . . V 17.833 2.0012 1.47 . Q . .V 17.917 2.0109 1.40 . Q . .V 18.000 2.0202 1.35 . Q . .V alle 18.083 2.0293 1.31 . Q . . .V . il 18.167 2.0381 1.28 Q . .V 18.250 2.0468 1.26 . Q . . .V . 18.333 2.0554 1.25 . Q . . .V . 18.417 2.0640 1.25 . Q . . . V . ii 18.500 2.0727 1.26 . Q . . V 18.583 2.0814 1.27 . Q . . . V 18.667 2.0902 1.28 . Q . . . V 18.750 2.0990 1.28 . Q . . V • 18.833 2.1078 1.28 . Q . . . V 18.917 2.1166 1.27 . Q . . . V . 19.000 2.1253 1.26 Q . . V . 19.083 2.1339 1.25 . Q . . . V 19.167 2.1424 1.24 . Q . . . V . 19.250 2.1509 1.23 . Q . . . V 19.333 2.1592 1.21 Q . . V . 19.417 2.1675 1.20 . Q . . . V 19.500 2.1756 1.19 . Q . . . V 0 19.583 2.1837 1.17 . Q . . . V . o 19.667 2.1917 1.16 . Q . . . V . 19.750 2.1996 1.15 . Q . . . V . 19.833 2.2075 1.14 . Q . . . V . f 19.917 2.2153 1.13 Q . V . 20.000 2.2230 1.12 . Q . . . V . 20.083 2.2306 1.11 . Q . . . V . OR 20.167 2.2382 1.10 . Q . . . V f► 20.250 2.2457 1.09 . Q . . . V . 20.333 2.2531 1.08 . Q . . . V . 20.417 2.2605 1.07 Q . . V . 20.500 2.2678 1.06 . Q . . • V . 20.583 2.2750 1.05 . Q . . . V . 20.667 2.2822 1.04 . Q . . . V . :: 20.750 2.2893 1.04 Q . . V . 20.833 2.2964 1.03 . Q . . • V 20.917 2.3035 1.02 . Q . . . V . 46 21.000 2.3104 1.01 . Q . . . V 6 21.083 2.3174 1.01 . Q . . . V . 21.167 2.3243 1.00 . Q . . . V . OM 21.250 2.3311 .99 . Q . . . V . 21.333 2.3379 .99 . Q . . . V . 40 21.417 2.3446 .98 . Q . . . V . 21.500 2.3513 .97 . Q . . . V . 21.583 2.3580 .97 Q . . V . 21.667 2.3646 .96 Q . V . 21.750 2.3712 .95 . Q . . . V . 21.833 2.3777 .95 Q . . V . 21.917 2.3842 .94 Q . V . 22.000 2.3907 .94 . Q . . . V . 22.083 2.3971 .93 . Q . . . V • 22.167 2.4035 .93 Q . . V . 22.250 2.4098 .92 Q . V . 22.333 2.4161 .92 . Q . . . V . 22.417 2.4224 .91 Q . . V . 22.500 2.4287 .91 Q . V . 22.583 2.4349 .90 . Q . . . V . 22.667 2.4411 .90 . Q . . . V . 22.750 2.4472 .89 Q . V . 22.833 2.4533 .89 . Q . . V . 22.917 2.4594 .88 . Q . . . V . 23.000 2.4655 .88 . Q . . . V . 23.083 2.4715 .88 . Q . . V . II 23.166 2.4775 .87 Q V . 23.250 2.4835 .87 Q V . 23.333 2.4894 .86 . Q . . V . 23.416 2.4953 .86 . Q V . 23.500 2.5012 .85 . Q . V . 23.583 2.5071 .85 . Q . V . 23.666 2.5129 .85 . Q . . V. II 23.750 2.5187 .84 Q . V. 23.833 2.5245 .84 . Q . . V. 23.916 2.5302 .84 . Q . . V. 24.000 2.5360 .83 Q . V. ********************************************* * * * * *** * *** *** *** * * * * * * * * * * * * ** FLOW PROCESS FROM NUDE 174.00 7O MEE Ni 174.00 IS CODE = 3 »» MODEL FUN-THRUM DETENTION DETENTICN BASIN R USING« «< ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 3 II THROUGH A FLOW-THROUGH DETENTION BASIN USING FIVE - MINUTE UNIT INTERVALS: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: II DEAD STORAGE(AF) = .000 SPECIFIED DEAD S1ORAGE(AF) FILLED = .000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 7.031 ® DETFNTICN BASIN caorma LOSS RATE((FS) = .00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: II INTERVAL DEPTH QTTFLOW STORAGE NUMBER (FT) ((FS) (AF) 1 .00 .00 .000 2 .83 4.30 .171 3 1.00 10.30 .275 4 1.50 14.00 .937 II 5 2.00 16.90 2.191 6 2.50 19.40 4.156 7 3.00 21.60 6.735 II 8 3.50 23.60 9.587 9 4.00 25.50 12.485 10 5.00 28.80 18.395 II 11 6.00 31.80 24.495 12 7.00 34.50 30.784 13 8.00 37.00 37.262 14 9.00 39.40 43.930 II 15 10.00 41.60 50.787 16 11.00 43.70 57.834 i MUM (STREAM 3) ! C 1 V effective depth r 1 (and volume) . 1 I 1 V I detention 1< outflow 1 basin I 1 \ I dead I basin outlet V storage I OUTFLOW (STREAM 3) BASIN mum; MOD RMITS (5- MINUTE INTERVALS): TIME DEAD-SIDRAGE INFLOW F FDCI'1VE OUIFIDW EFFECTIVE OS) FTIilD (AF) (CFS) DEMU (ET) (CFS) VOLU (AE7 14.083 .000 1.4 .25 1.3 .052 14.167 .000 1.4 .26 1.3 .053 14.250 .000 1.4 .26 1.3 .054 14.333 .000 1.5 .26 1.4 .054 14.417 .000 1.5 .27 1.4 .055 14.500 .000 1.5 .27 1.4 .056 14.583 .000 1.6 .28 1.4 .057 14.667 .000 1.6 .28 1.4 .058 14.750 .000 • 1.6 .29 1.5 .059 14.833 .000 1.7 .29 1.5 .060 14.917 .000 1.7 .30 1.5 .061 15.000 .000 1.7 .30 1.6 .063 15.083 .000 1.8 .31 1.6 .064 15.167 .000 1.9 .32 1.6 .066 15.250 .000 1.9 .33 1.7 .067 15.333 .000 2.0 .34 1.7 .069 15.417 .000 2.0 .34 1.8 .071 15.500 .000 2.1 .35 1.8 .073 15.583 .000 2.2 .37 1.9 .075 15.667 .000 2.3 .38 1.9 .078 15.750 .000 2.4 .39 2.0 .081 15.833 .000 2.5 .41 2.1 .083 15.917 .000 2.6 .42 2.1 .087 16.000 .000 2.8 .44 2.2 .091 16.083 .000 3.2 .47 2.4 .097 16.167 .000 3.8 .51 2.5 .106 i 16.250 .000 4.7 .58 2.8 .119 16.333 .000 5.6 .66 3.2 .135 16.417 .000 6.1 .74 3.6 .153 16.500 .000 6.6 .83 4.1 .170 16.583 .000 6.8 .85 4.7 .185 16.667 .000 6.2 .86 5.3 .191 16.750 .000 5.4 .86 5.4 .191 16.833 .000 4.5 .85 5.3 .185 16.917 .000 3.8 .84 4.9 .178 17.000 .000 3.3 .82 4.5 .170 17.083 .000 2.9 .78 4.2 .161 17.167 .000 2.5 .73 3.9 .151 17.250 .000 2.3 .69 3.7 .142 17.333 .000 2.0 .64 3.4 .132 ( E 17.417 .000 1.9 .60 3.2 .123 17.500 .000 1.8 .56 3.0 .114 11 17.583 .000 1.7 .52 2.8 .107 ii 17.667 .000 1.6 .49 2.6 .100 17.750 .000 1.6 .46 2.5 .094 17.833 .000 1.5 .43 2.3 .089 17.917 .000 1.4 .40 2.2 .083 II 18.000 .000 1.4 .38 2.0 .079 18.083 .000 1.3 .36 1.9 .074 18.167 .000 1.3 .34 1.8 .071 II 18.250 .000 1.3 .33 1.7 .067 18.333 .000 1.3 .31 1.7 .065 18.417 .000 1.3 .30 1.6 .062 ii 18.500 .000 1.3 .29 1.5 .060 18.583 .000 1.3 .29 1.5 .059 18.667 .000 1.3 .28 1.5 .057 18.750 .000 1.3 .27 1.4 .056 18.833 .000 1.3 .27 1.4 .055 18.917 .000 1.3 .27 1.4 .055 19.000 .000 1.3 .26 1.4 .054 II 19.083 .000 1.3 .26 1.3 .053 19.167 .000 1.2 .26 1.3 .053 19.250 .000 1.2 .25 1.3 .052 19.333 .000 1.2 .25 1.3 .051 ill ii 19.417 .000 1.2 .25 1.3 .051 19.500 .000 1.2 .24 1.3 .050 19.583 .000 1.2 .24 1.3 .050 li 19.667 .000 1.2 .24 1.2 .049 19.750 .000 1.2 .24 1.2 .049 19.833 .000 1.1 .23 1.2 .048 19.917 .000 1.1 .23 1.2 .048 20.000 .000 1.1 .23 1.2 .047 20.083 .000 1.1 .23 1.2 .047 20.167 .000 1.1 .22 1.2 .046 20.250 .000 1.1 .22 1.2 .046 20.333 .000 1.1 .22 1.1 .045 20.417 .000 1.1 .22 1.1 .045 20.500 .000 1.1 .22 1.1 .044 20.583 .000 1.1 .21 1.1 .044 20.667 .000 1.0 .21 1.1 .044 20.750 .000 1.0 .21 1.1 .043 20.833 .000 1.0 .21 1.1 .043 IP 20.917 .000 1.0 .21 1.1 .042 21.000 .000 1.0 .20 1.1 .042 21.083 .000 1.0 .20 1.1 .042 21.167 .000 1.0 .20 1.0 .041 21.250 .000 1.0 .20 1.0 .041 II 21.333 .000 1.0 .20 1.0 .041 21.417 .000 1.0 .20 1.0 .041 21.500 .000 1.0 .20 1.0 .040 21.583 .000 1.0 .19 1.0 .040 II 21.667 .000 1.0 .19 1.0 .040 21.750 .000 1.0 .19 1.0 .039 21.833 .000 .9 .19 1.0 .039 II 21,917 .000 .9 .19 1.0 .039 22.000 .000 .9 .19 1.0 .039 22.083 .000 .9 .19 1.0 .038 II 22.167 .000 .9 .19 1.0 .038 22.250 .000 .9 .18 1.0 .038 22.333 .000 .9 .18 1.0 .038 22.417 .000 .9 .18 .9 .037 44 22.500 .000 .9 .18 .9 .037 iiii 22.583 .000 .9 .18 .9 .037 3 22.667 .000 .9 .18 .9 .037 22.750 .000 .9 .18 .9 .037 22.833 .000 .9 .18 .9 .036 22.917 .000 .9 .18 .9 .036 il 23.000 .000 .9 .17 .9 .036 23.083 .000 .9 .17 .9 .036 23.167 .000 .9 .17 .9 .036 44 L 23.250 23.250 .000 .9 .17 .9 .035 23.333 .000 .9 .17 .9 .035 23.417 .000 .9 .17 .9 .035 23.500 .000 .9 .17 .9 .035 23.583 .000 .9 .17 .9 .035 23.667 .000 .8 .17 .9 .035 23.750 .000 .8 .17 .9 .034 23.833 .000 .8 .17 .9 .034 23.917 .000 .8 .17 .9 .034 PISS SUP 4ARY OF SP RAGE: INFLOW VOLUME = 2.572 AF BASIN S'IORAGE = .000 AF (WITH 7.031 AF INITIALLY FILLED) OUTFLOW VOLUME = 9.603 AF ,- LOSS VOLUME = .000 AF ii Pm END OF FLOOD ROUTING ANALYSIS 6 i 3 1 3 3 € r, .. II 11 Storane / Depth / Outf]ow Relationship II (Elie: 1CHICKIN1 01/04/ HP : FILM ACTITAF ORTF /WEIR gDORAGE OUTTICV (CFS) II NO DEPTH (ft) h (ft) (ft) (AC FT) Li = WIDTH OF 2.5 OPENING 11 II it .= 81 1 0 0.0 74 83.83 2 0.83 0.83 0.170q C4.3> 14 /7 7 p °44/ 1 84 3 1 0.585 0.275 CO 1 hilt/f/4: P 44/4/ • 84.5 4 1.5 1.085 0.9371 14.0 i 85 5 2 1.58r. 2 .1907 16.9 II 85.5 6 2.5 2.085 4.156 19.4 86 7 1 2.585 6.7348 21.6 R6.5 R 1.5 3.085 9 5071 23.6 8 9 4 3.58 12.4854 11 AR 10 5 4.585 18.3952 28.8 II 89 11 F. 5.58 71.4916 11.2 90 1" 7 6.585 30.7836 34.5 NO 91 13 8 7.585 3 17.0 92 14 9 8.585 4 3. 9 3 0 0 19,1 11 91 15 10 9.585 5(1.7 41 I. II 94 16 11 10.585 57.8345 43.7 Orifice Weir 11 ("-C7k(2q11) C = 0.67 0 1 414 H 10 ----- - ' TR I2314 MORgGF\O[2ME CIIE:CRICRENI1 7Z) 6 e' ^ 17 -' 4 DM BASF. AT " [HI{REN RANCH " E]p"� Are? � Area �� Area b V CmmI' V i (Ff) (Ac) (Ar) (AM (Ft) (Ac Ft) (Pic Ft) 83 A mv)0 Bottom of Detention Bain 0'0000 0.4118 0.2059 0.83 0'1709 83.83 0.4118 0'I709 1'2275 0'6138 0.17 0.1043 84 0.8157 2.6486 0'275" .6486 l.324] 0.50 0.6622 �� - 84'5 1.8329 0'9 5.0134 2.5067 0.50 1.2534 �� 85 3.1805 �.I907 �� °~ 7.8620 3'9310 0.50 1.9655 85.5 4.6815 4.156" 10.3142 5.1571 0.50 �.578� 86 5.6327 6.73 11.4100 5.7050 0'50 2.8525 86.5 5.7771 4.5873 11.5924 5.7962 0.50 2.8981 � 87 5'8151 12.4854 11,8197 5.909 1.00 5,9099 88 6.0046 38'195'1 12.1488 6.0994 1.00 6.0994 89 0.1942 24.4946 /� 12'5779 6.2890 1.00 6.2890 �� 90 6.]8l7 �O.7V10.78Y 12.9569 6.4785 1.00 6.4785 91 6,57r 37.2620 11.135 6.6688 1'00 6.6680 |� 9? 6'76?7 43.9100 13.7150 6.8575 1.00 6.8575 93 6'9523 50'7875 I4.0941 7'0471 1.00 7.047] 94 7.1418 57.8145 1 �� 1 1 *************************x**************** * * * * * * *** * * * *** * * * *** * * * * * * * * * * * ** NON-HOMOGENBDUS WATERSHED AREA-AVERAGED IDSS RATE (Rn) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -94 Advanced Engineering Software (aes) Ver. 2.1A Release Date: 6/01/94 License ID Analysis prepared by: Madole and Associates, Inc. 1820 E. 16th Street Santa Ana, Ca 92701 Phone(714)835 -2548 Fax * ** htN-BOMOGENEOUS WATERSHED AREA - AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESFDNTICt S FOR AMC III: ROAD 24 -HOUR DURATION WEALD DEPTH = 9.40 (inches) 1: SOIL -DOVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE ( Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 167.40 60.00 52.( 32.) .742 .607 2 7.10 80.00 52.( 32.) .742 .484 3 5.40 85.00 53.( 33.) .728 .465 4 22.10 100.00 70.( 50.) .495 .605 TOTAL AREA (Acres) = 202.00 AREA-AVERAGED LOSS RATE, Rn (in./hr.) = .461 AREA AVERAGED LOW LOSS FRACTION, c .402 1 1 NON-HCMOGENECUS WATERSHED AREA AVERAGED LOSS RATE (Hn) AND IOW IDES FRACTION ESTIMATIONS (C) Copyright 1989 -94 Advanced Engineering Software (aes) Ver. 2.1A Release Date: 6/01/94 License ID 1251 Analysis prepared by: • Madole and Associates, Inc. 1820 E. 16th Street Santa Ana, Ca 92701 Phone (714)835 - 2548 Fax(714)835 -0612 * ** NCN -HUS WATT AREA -AVERAGED LOSS RATE (Fbn) AND LOW LOSS FRACIZON ESTDITIQNS FOR AMC III: I; TOTAL 24 -HOUR DURATION RAINFALL DEPTH = 3.38 (inches) SOIL -CDVE R AREA PERCENT OF SCS CURVE LOSS RATE TYPE ( Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 167.40 60.00 52.( 32.) .742 .411 1: 2 7.10 80.00 52.( 32.) .742 .238 3 5.40 85.00 53.( 33.) .728 .202 4 22.10 100.00 70.( 50.) .495 .277 'TOTAL AREA (Acres) = 202.00 AREA- AVERAGED LOSS RATE, Fm (in./hr.) = .461 AREA- AVERAGEI) IOW LOSS FRACTION. V= .615 ;: 1 1 1 1 1 MONAMOGENEOUS WATERSHED AREA - AVERAGED LASS RATE RI) AND LOW LASS FRACTION ESTIMATIONS (C) Copyright 1989 -94 Advanced Eia neerinq Software (aes) Ver. 2.1A Release Date: 6/01/94 License ID 1251 Analysis prepared by• Madole and Associates, Inc. 1820 E. 16th Street Santa Ana, Ca 92701 Phone(714)835 -2548 Fax(714)835 -0612 arc/ y * ** NON- HCMOGEIJS WATERSHED AREA AVERAGED LOSS RATE (Ftn) AND IDW I CSS FRACTION ESTIMATIONS FOR AMC III: TUFAL 24 -HOUR DURATION RAINFALL DEPTH = .64 (inches) SOIL -COVER AREA PERCENT OF SC5 CURVE LOSS RATE 1: TYPE ( Acres) PERVICIIS AREA NUMBER Fp(in./hr.) YIELD 1 167.40 60.00 52.( 32.) .742 .279 2 7.10 80.00 52.( 32.) .742 .140 3 5.40 85.00 53.( 33.) .728 .105 4 22.10 100.00 70.( 50.) .495 .000 TOTAL AREA (Acres) = 202.00 1 AREA - AVERAGED LOSS RATE. Fin (in./hr.) _ .461 AREA- AVERAGED IOW LOSS FRACTION, V= .761 1 1 1 1 d� I CIVIL ENGINEERS AND PLANNERS BY DATE CLIENT SHEET NO. OF 1 CHECKED DATE . JOB JOB NO. • i i i i j Qap - , ;i ,41- /A/p L ' t • ' ; 1 . -- -- -- - ; 1T1os/. — - - -` -. 44p. ti • *me. ate` ' fag: Ind D4l I : .2d • ¢6 77. - i n / h 6-4' N --- 0.55¢¢ — - --- 140 6 , /o613 3 ,r/� 2.80 4 , <, h OD 8 ill\ lb Q'; /9 /$' ; - Hew 9.40 3084- o- 442,1 3 i , ! , : ; 1 . • _ .. : . • : . . : ; : 1 . , . . • _ ; . • 1 .1 • . • i • • • ; ' : : ; : : .. E i 1 several nested intervals to fit local recorded rainfall data. Additionally, the r SCS storm pattern is further modified to include the necessary adjustments al (reduction in shorter duration point precipitation values) due to watershed area effects. The procedures used to construct the 24 -hour storm pattern and determine the associated rainfall depths adjusted for depth -area follow the U.S. Army Corps of Engineers methods as published in the HEC Training Document No. 15 (ref. 10). Details of the 24 -hour storm pattern and the necessary adjustments for depth -area effects are contained in Section E. B.10. LONGER DURATION RAINFALL DATA : ,. The Agency's design storm criteria extends to a multiday design storm 1 when needed to evaluate detention basin characteristics (sections F and G). The following tabulation provides a ratio of daily rainfalls to the peak 24- hour mass rainfall, and shall be used whenever rainfall data is inadequate to 1 provide the quantities directly. (Table B.1 is an average relationship developed from the Claremont Pomona College and Lytle Creek PH rain gauges). TABLE B.1. MULTIDAY RAINFALL MASS RATIOS RAINFALL DURATION RATIO TO PEAK 24 -HOURS PEAK 24 -HOURS 1 (PEAK 48- HOURS) -(PEAK 24- HOURS) 0.36 1 (PEAK 72- HOURS) -(PEAK 48- HOURS) 0.19 (PEAK 96- HOURS) -(PEAK 72- HOURS) - 0.15 1 (PEAK 120 - HOURS) -(PEAK 96- HOURS) 0.10 i • : . . , t 3 _ . 3 E B -8