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Home My WebLink AboutHydrology Study Pechanga Gaming Ctr.-; ;; ~-- _ ~ ~ .;~ HYDR~LOCY STUDY PECHANGA GAMING CENTER Prepared For: Pechanga Development Corp. P.O. Box 1449 Temecula, CA 92593 Prepared By: Markham and Associates 41750 Winchester Road Temecula, CA 92590 Ph: 909-676-6672 November 6, 1995 J.N. 691 ! ~~~~IVED ~ JUN 0 5 2003 CITY GF TE~•aECULA I ENGINEERING UEPARTMENT ' I ~ ~ ~ ~ ! i r' , i ~ I ~ i ~ ~ I ~ ~ i ~ i , I ~ ~ ~ I ; ~ r~ ~ ~ ~~ ~i ~~ ~ , ~' HYDROLOGY 6TIIDY 1. Hydrology study is based on unit hydrograph methods. 2- Soil Classification: Used Hydrologic Soils Grou~ Map for Pechanga (Plate C-1.61). 4. Rainfall Intensity - inches per hour: Used 24 Hour Isohyets, Murrieta Drainage Pla~ Study Provided by Riverside County Flood Control, Rainfall Depth versus Return Period for Partial Duration Series Chart(Plate E-5.7j 5. Frequency: Used 100 year storm, 6. Runoff Coefficient Curves: Used Undeveloped and Commercial Soil Group B. 7. Hydrology Map: 100 scale topographic map prepared by Pacific Photogrammetrists, Inc. 1996. 8- Precipitation: Used 24 Hour Point Rainfall from Murrieta Drainage Plan Study = 7,p~~, ALL PLATES USED ARE FROM R.C.F.C. & W.C.D. HYDROLOGy MANppI„ ~ ~ ' ~~ INTRODUCTION: ~ The purpose of this hydrology study is to determine the existing storm flows and the proposed development storm flows of 87 acre ~ drainage basin Eduardo. This to the southwesterly will indicate the corner of Pala Road and Via amount of storm flow to be retained by the detention basin with a limited outflow that will be equal to or less than the existing storm flow to the southwest ~ corner. ~ DISCUSSION: To determine the quantity of the flows approaching the southwesterly corner of Pala Road and Via Eduardo the synthetic ~ unit hydrograph method was used for the 87 acre drainage basin. The 3 hour, 6 hour and 24 hour storms will be examined to ' determine the maximum 10o year storm flow to the crossing on Pala Road. The maximum 100 year storm flow for the existing and proposed site conditions will be used to determine the amount of flow to be retained and the outflow device to the channel on the ~ northeast side of Pala Road. This channel enters a 5'x 14' Double Box Culvert under Wolf Valley Road and flows in a northwesterly direction. The 100 year storm flow for the box cUlvert is 1,518 , cfs as shown on sheet 20 of the as-built plans for Assessment District 159, Wolf Valley Loop South and Wolf Valley Road. , DATA AND CALCULATIONS: ~ The results of the synthetic maximum 100 year storm flow unit hydrograph used to are as follows: determine the 3 hour 6 hour 24 hour ~ Unimproved 141 cfs 140 cfs 49 cfs Improved 180 cfs 169 cfs 65 cfs ~ The 3 hour storm indicated the maximum flow for the 100 year storme , ~ .J ~ ~ ~ '~ ' The hydrograph of each 3 hour storm for the unimproved and improved conditions were plotted and the difference between them was used to approximate the amount of flow to be retained during the 100 year ~ storm event. This volume is approximately 4.5 acre feet (196,000 cu. ft.). The following is a table indicating the usable volume of the retention basin verses depth. ~ Depth Acre feet ~ 4.0 2.6 5.0 3.3 6.0 4.0 7.0 4.6 ~ 8.0 5.2 The maximum allowable depth of the retention basin is 8.0 feet. ~ A Flood Hydrograph Program by Civil Design, 1993 was used to determine the retention and outlet flow using several types and ~ sizes of outlet devices. Devi ce Inflow outflow Depth ~ 4'x 4' RCB 180 cfs 144 cfs 3.9' 4'x 3' RCB 180 cfs 135 cfs 4.2' 54" RCP 180 cfs 146 cfs 3.6' ' 48" RCP 180 cfs 108 cfs 5.3' The 48" RCP was selected f or the outflow culvert. It allows adequate flow at a retention basin depth below the maximum and will ~ keep the offsite flow to the channel on the northeasterly side of Pala Road below the existing offsite flow of 141 cfs. ~ ,!, i I~ ~ ~ ~ ~ MARI~HAM & ASSOCIATES ~ Development Consul~ants I ~ RCFC&WD Precipitation Values for the Temecula Area ,' 100 year 1,3, and 6 hour point rainfall values. ~ Again the isohyet maps varied substantially from recording station I ' data. Du and short e to the lengths limited amount of short duration data available of record it was decided to utilize ratios to determine , 1,3, and 6 hour values. ~ Six hour point rainfall map values were compared to 24 hour map values. These ratios did not compare favorably with map ratios or statistical ratios. Statistical ratios proved to correlate very , well with map ratios. The two stations with the longest lengths of record, (Elsinore SDF, and Winchester) were chosen as having the most representative ratios for the study area, including ratios ~ between the 1,3 and 6 hour ratios. The following 1,3, and 6 hour ratios to the 24 hour point rainfall value are: 1:24 .20 ~'i ! 3:24 .38 ~ 6:24 .57 NoTE: 0.6 X 1 0o yr. is approximately 10 yr. ~ 24 H P i t R i f ll f i our o n a n a rom Murr eta Drainage Plan Study: , -7.0 inches. 100 Year l0 Year , 1 Hour Storm: 0.2o x 7.0 = 1.4-" 0•84-~~ 3 Hour Storm: 0.38 x~•~ = 2,~" ~•(a~ ~ 6 Hour Storm: 0.57 x~•~ „ = 4•0 „ 2.4 , Project: PQC~1Gl~qit ~m,r1q CPh-~e~ , Project Number: ~D 9 ~ y Date: 2Gj S!p~ 9h ~ SCV~F a~ iurE~~si~/ iic.c~4i~a~~ c~t-iC ~~sr~0-aG~ '~65 ~ ' 4{750 wnchcs~er Road, Suite N• Temecula, Califomia 92590 •(714) b76-8572 •~FAX (714) 699-1848 5 _.__ ...-- - - -- - - 15 15 ~ T. _ . _...._.. _ . . _._ .. ~ 14 14 ---- ----- - _. ...-- • • --- ---- - - 13 13 _ -- - --.... 12 12 --- - ~--- _ II tI 10 10 ` cn - W ~-- -. ..... . . _ 9 = g U 2 8 Z g _ ~.o = 7 T F- a w ~ 6 5 J - J -- - a - 5 i 5 l Z - Q •- - ~ Z" 4 q 3 3 . 2•~ 2 2 I I 0 0 2 5 10 25 50 100 RETURN PERIOD IN YEARS NOTE: t. 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C_f C ~~~ ~ /': r~t S6' Ch r .i ~ 1 ,~. ~~,. .~ ~ ~, F~ ~ .~ + t ,~ ~J ~c ~ `.'i6s ~~ ~'/% ,a.a e .e ' R C F C a W CD ~~NETIC UNIT HYOROfiRAPH METHO~ Bosic Dota ColaWtlon Form HYDROLOGY ~ MAT~UAL I SICA ~ PHY [1] CONCENTRAiION POIN7 ' [j] AREA DESICNATION [~] AREA-SG INCMES (/7 AREA ADJU51YEN7 FAClOR , C57 ARE6-50 YILES ICS)~CI)I . C6] l-INCHES ~~ (77 ~ ADJI15tYENT fACTOX ~.. ' [87 l-YIlES IC6J~C771 C9] l[A-INLMES , CIO] lt~-YIlES lCl7~C9)1 ~~i , (II] ELEVATIOM OF MEAO~A7EX (t7] ELE~ATION OF CONCEN7A~TION POIN1 CI]] X-FEET IC11]-C12]l ' [11) S-FEET/YILE ICIJ7/CD71 CIS) 5~~.5 C16] L~LC~/S~~.S lC! LC10]/CI571 [17] AVERA6E YANNIN65 •N' ~ U!] U6 11YE-HOUNS IN~CI)bCl6]n.iB) IPIATE E-S) ~ ~ C197 L~6 TIYE-YINU7E5 160~C1!]1 C20] 25'L OF LA6-YINUTES 1.25~C19]1 , CYI7 ~0% OF LA6 YINUiES 1.~0~C19]1 C22] UH17 IIME-MINUlES 125-10% OF LA61 RA I NFAI ar - CMC4d ATA Sneet ~ ~ OS~/ ~ Sio/ N.~ndn/ cl] SOUftCE ~ 0 ~ (2) FREGUENCY-YEARS ~ C3J DUR~l10N: -HOURS Z~-HOUP.S 3-NOURS 6 CIOI CII] C12] Cli7 ~14~ , C47 [5J C6] FOINI APEA [~7 ^] AVERA6E [B7 POIN7 C9] [g] ANEA 50 IN fCQ7 AVERA6E POINT R~~N1 ~ C AREA ~~~1 50 'N S~S7 ~YFA• RAIN RAIN 50 IN IIST POINT RAIN RAIN INCMES IN NES INCXES INCXE INCNES INLHES ~ ~ D 2 ~ ~ 2 7 ,f ~F,~ . .I1 , •7 P(~G~ Z , , , , 4f5~- ECt ]- '1. ~J ILY]- , CI6] AREAI AOJ FAC70R tSEE PLATE E-5.61 Ci7] AGJ Av6 POINT RAIN IC~6)~,ELT),ETCI FC157- ECISJ- IC~I7- a,v . PLAT£ £-+2•~ ~~ °~'2~ n R C F C 8i W C O SYNTNETiC UIIfT HYDROGRAPH METH00 ~~i«~ anae~ ~ HYDftOLOGY ~K ~~ ~~~ulafwo Form y ~~~ MANUAL a~ °oti ' L OSS RA T E DA TA- 0 _~ ~_ ~ WW62~~ O U'Ft~O <NJ 1 ~+ Y Q~~W• O WILLf~"~ >GZ<n «-¢~+ ~ n 0 M 1 ~ y ~ hV \ N ~ W = u Q .--. o u z W ~ (~ .~ ~ <H ~~ ~ E ~ J I Z ~ ~C Z u 7 ~ ~ ~ ~ZU n r~ ~ ~ Y r C<~o ~ WC2 • t~-- 1 NJ I V V` ~ ~ ~~ /y ~-W_ O S II n <~ y ~ ~/~ V I i _c~'' ~ ~ ~ Y ' ~ w n ~ N 10 ~ ~ (L~ O o W p ~~~ 2W>W ~ • Q ~ ~WC6F V<Wt Q /1 J ~ Q WW{L3d T 1 = t Cd0 ` I ~ f . ~ ? ~ ^ ~ ~ N „ ~ ^ i g v i c ° ' "' V <N ~ u v J~ ~ W F Y O ~ ~ p O ~ a ~ w O N ~ 11 n v ~ G ~ ` U N i Q .n < ~ ~ cz n . n O o r-W O \ Y ~ y<JW< Q w u ~ Q V ~ WC2<6 ~' c LL ~ C d<~C~ W ' ` ~L Q ~ a ~ N I"1 4 O n o~ ,o + V~N ~~~ y QW N W ~ f Wr ~ ~ „ ~ ~i O n ~ a ~ ^ cz.. J ~ « 0 ~ ~ ~ c ~ - I"~ WW ...J ~ ~' I C E .~ oi m E ~ a ^ ~ . ~~ O Q c ~ N ~+ ~ ~ U E: ~ : - . ~~ ~~ ~~ ' - ~~ ~ o F' t Q l i ~. i U U 1"~ L > ~ W Y yf (`~ ` J'~' S -OJ OC6 %t•!~ `O ~ ~ - PU-T£ .E~2.1~2 ot 21 _ , U n i t H y d r o 9 r a p h . A n a I Y ~s i s~ I CopYright (c) CIVILCADD/CIVILDESIGN, 1992, Version 2.4 , Study date ]0/22/95 ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++~+++++++++++++ , Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 ~ i'I ~J ~ , ~ , , , ~ i~ , ~ , ~ -------------- ---------------------------- - Drainage Area = 87.G0 Acres = 0.136 Sq. Mi. Length along longest watercourse = 3810.00 Ft. Lenqth along lonaest watercourse measured to centroid = Lenath along lonoest watercourse = 0 J 22 Mi• Length along ]ongest watercourse measured to centroid = Difference in elevation = 53.00 Ft. Slope along watercourse = 73.4488 Ft./Mi. Avera9e Manning's 'N' = 0.030 Lag time = 0.187 Hr. ~ag time = 11.22 Min. 25% of lag time = 2.80 Min. 40% of lag time = 4.49 Min. Unit time = 5.00 Min. Duration of storm = 3 Hour(s) Area rainfall data~ Area(Acres)(1] Rainfall(In.)[2] Weighting[1*2) 87.00 2.70 234.90 Point rain (area averaged) = 2.700 (In.) Areal adjustment factor = 99. 96 % Adjus ted average Point rain = 2.699 (In.) RI Infil. rate Impervious Adi. Infil. ( In/Hr ) ( Dec.~ ) ( In/Hr ) 66.0 0.405 0.000 0.405 Area averaged mean soi 1 loss ( F)( In/Hr )_ Minimum soil loss rate (In/Hr) = 0.203 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.900 Rate Area% (Dec.) 1.000 Sum(F)= 0.405 1805.00 Ft_ 0.342 Mi. f ( I n/Hr ) 0.405 9.405 ~ \~ U n i t H y d r o g r a p h ~ Valiey S-Curve Unit Hydrograp h Data ------ ---------- ~ Unit ti ----------- me period Ti ------------------- me % of lag Distribution h % Unit Hydro9raph cfs-hrs/in (hr s) 6rap ----------------- ------------ ------- 1 -------------- 0.083 --------- 44.567 - 5.734 4•5 , 2 0.167 89.134 21.575 18.9 3 0.250 133.701 28.513 25.0 4 0.333 178.268 15.228 13.4 , 5 0.417 222.834 7.467 6.5 6 0.500 267.401 5.052 4•4 7 0.583 311.968 3.758 3.3 , 8 0.667 356.535 ?•8~~ 220 2 `'S 1.9 9 750 0 401.102 . ]0 . 633 0 445.669 1.680 1.5 11 . 0.917 490.236 1.390 1.2 , 12 1.000 534.803 1.229 1.1 13 1.083 579.370 0.950 fl•8 14 167 1 623.936 ~•787 ~'~ ~ 75 . 1.250 668.503 ~•6~8 7 Q:q 16 1.333 713.070 6 0.4 17 1.417 757.637 0.446 18 1.500 802.204 0.646 ~.6 , ----- --- -------- Sum = 100.00 ------------------ Sum= 87.7 ----- ---- ~ ---------- ----- ~ ~ ~ ~ ~ ~ ~ ~ ~ ~2 _..._~ _ ~nit TimeW"Pattern ~ Storm Ra~in~`LOSSVrate(In~./Hr) Effective (Hr.) Percent (in./hr.) Max ; Low (~n./hr.) ~ 1 0.08 1.30 0.421 0.405 ___ 0.02 0 02 2 U.17 1.30 0.421 0.405 . 3 0.25 1.10 0.356 0.405 0.321 0.04 4 0.33 1.50 0.486 0.405 ___ 0.08 ~ 5 0.42 1.50 0.486 0.405 0.08 6 0.50 1.80 0.563 0.405 --- 0.18 7 0.58 1.50 0.486 0.405 --- ~•08 r 8 0.67 1.80 0.583 0.405 ___ 0.16 9 0.75 1.80 0.583 0.405 0.18 ]0 0.83 1.50 0.486 0.405 --- 0.08 , 11 0.92 1.60 0.518 0.405 ___ ~•>> 12 1.00 1.80 0.583 0.405 0.18 13 1.08 2.20 0.713 0.405 --- 0.3] 14 1.17 2.20 0.713 0.405 0.31 , 15 1.25 2.20 0.713 0.405 --- 0.31 16 1.33 2.00 0.648 0.405 --- 0.24 17 1.42 2.60 0.842 0.405 --- 0.44 , 18 1.50 2.70 0.874 0.405 ___ 0.47 19 1.58 2.40 0.777 0.405 0.37 20 1.67 2.70 0.874 0.495 --- 0•47 '~ 21 1 JS 3.30 1.069 0.405 5 ___ 0.66 60 0 22 1.83 3.10 1.004 0.40 . 23 1.92 2.90 0.939 0.405 --- 0.53 24 2.00 3.00 0.972 0.4U5 0.57 I, 25 2.08 3.10 1.004 0.405 0.60 26 2.~7 4.20 1.360 0.405 -- - 0.96 27 2 25 5.00 1.619 0.405 --- 1•2~ , 28 . 2.33 3.50 1.134 0.405 ___ 0.73 7 80 29 2.42 6.80 2.202 0.405 • 30 2.50 7.30 2.364 0.405 --- 1.96 31 2.58 8.20 2_656 0.405 ___ 2•zs ~ 32 2.67 5.90 1.911 0.405 1.51 33 2.75 2.00 0.648 0.405 --- 0.24 34 2.83 1.80 0.583 0.405 ___ 0•18 ~ 35 2.92 1.80 0.583 0.405 ~•~$ 36 3.00 0.60 0.194 0.405 0.175 0.02 Sum = 100_0 Sum = 18.1 ~ Flood volume = Effective rainfal] 1.51 (in.) F et times aTea 87.0 (AC.)/12 = e ]0.9 Acre Total soi] loss = 1 .19 (In.) Total soi] los s = 8.623 Acre Feet ~ Tota] rainfall = 2.70(in.) Flood volume = Effective rainfal] 1.51 (in.) times area 87.0000 (AC.) times 43560/12 ~ 476750.4 Cubic Feet Total soii loss = 375612.1 Cubic -------- Feet ---------------- ------- ~ ----- ----- --------- --------- ---------- ---------- ----- ------------- ---------------- ------- ~ , `3 7+tttttt+++++++++t+++++++++++++++++++++i++++++++++++++++++++~ +7t+ ++~ 3- H 0 U R 5 T 0 R M R u n o f f H y d r o 9 r a P h - - -------- ~ Hydro --------- graph in 5 ---------- ------ Minute intervals (CFS) ~f ime(h+m) Volume(AF)___ --- 0(CFS)__0______ _50_0_____]00_0_____150_0__ _ _200.0 ----- 0+ 5 ---- 0.0005 0.07 0 ~ ~ ; ~ ; ~ fl+~0 0.0030 0.37 0 ~ ~ ; ; 0+15 0.0089 0.86 fl ~ ' ; ~ 0+20 0.0203 1.64 0 ~ ~ ; ~ 0+25 0.0416 3.09 0 ~ ~ ; , ~ 0+30 0.0759 4.99 0 ~ ~ ; ; 0+35 0.1253 7.17 VO ~ ; ; 0+40 0.1847 8.62 VO ~ ~ ' ~ ; ~ D~45 0.2510 9.62 VO ~ ; ; p+50 0.3280 11.18 ;VO ~ ~ ; ; 0+55 0.4020 10.74 ;V9 ~ ; ~ ; , ~+ 0 0.4700 9.88 ;0 ; ~ ' ; 1+ 5 0.5503 11.65 ; 0 ~ ~ ' ; ]+10 0.6596 15•88 i V~ ~ ' ; i 1+15 0.7976 20.03 ; V 0 ~ ~ ~ ; I, ~+20 0.9487 21.94 ; VO ~ ~ ' ; 1+25 1.1054 22.77 i B i ~ ' ' 1+30 1.2830 25.78 .~ VO ~ ~ ; ; , 1+35 1.4936 30.58 ; V8 ~ ~ ' ~ ~ 0 ~ ~ ' ; ' 1+40 1.7183 32.63 ; ~ ~ ~ 1+45 1.9572 34.69 ; 9V ~ ~ ' ; I+SO 2.2351 40.34 ; ~ ~ ~ ' ; ~ 1+55 2.5464 45.21 ~ 0; ' ' ~ ?+ 0 2.8627 45.92 ~ ~~ ~ ; ~ 2+ 5 3.1804 46.13 ; ~~~ ' ' ~ ~ 2+10 3.5190 49.17 ; ~~ ~ ~ ; ~ 2+15 3.9224 58.57 ; ;0 V , ~ ~ 2~20 4.4125 71.16 i ~ 0 V ~ ' i ~ 2+25 4.9541 78.64 ; ~ ~ ~~ ' ' Z+30 5.5994 93.69 ; ~ ~ ~ ' Va ~ 2+35 6.4389 121•91 i ' ; Vp ~ i 2+40 7.4155 141.79 i ~ ~ ~ V ~ ~ z+45 8.3675 138.23 ~ ~ ' ' i0 i ~ V i 2+50 9.0912 105.08 ~ ~ , ~ ~ z+55 9.5623 68.41 ; ~ ~ ' ' ~ ~ ~ 3+ 0 9.8978 48.72 ~ ~~ ; ; V ; 3+ 5 10.1508 36.74 ; 0~ ' ' ; V ; 3+10 10.3343 26.63 ; 0 i i , ~ ~ ~ ~ 3+15 10.4704 19.76 ; 8 42 ; 0 5 ~ ~ ; V ~ 3+z0 10.5765 . 1 ~ ~ , ~ 3+25 10.66]1 12.28 ; 0 ~ ~ ; ; ~ 3+30 10.7297 9.96 ;0 ~ ' ' ~ ; ; V ~ 3+35 10 J855 8.11 ; B ~ ~ ; , , V 3+40 10.8295 6.39 ;0 ~ , , ~ ~ 3+45 3+50 10.8629 10.8910 4.85 0 4.08 0 ~ ' ; ~ ~ ~ ; V~ ~ 3+55 10.9120 3.04 B ~ ~ ; ~~ 4+ 0 10.9272 2.20 B ~ ; ; V~ 4+ 5 10.9350 1•13 0 ' ' ' , 4+10 10.9370 0.29 fl ~ ; ; ~~ 4+~5 10.9382 0.18 0 ; f ~ V1 4+20 1d.9390 4•11 0 ~ ' ~ ~~ ~Q( , 4+25 -------- 10.9390 ------------- 0:01 9 --------------- ' ~ ----- ---°------------- ------- ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ U n i t H y d r o g r a p h A n a 1 y s i s Copyright (c) CIVILCADD/CIVILDESIf3N, 1992, Version 2.4 Study date 10/22/95 ++++++++++++++++++++++~+++++++++++t+++++++++++++++++++++++++++++++++++++ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 -------------------------- ------------------------------------ ------------- ------------------- ------------------------------ Drainage Area = 87.00 Acres = 0.136 Sq. Mi. Len9th along longest watercourse = 3810.00 Ft. Length along longest watercourse measured to centroid = 1805.00 Ft. Length along longest watercourse = 0.722 Mi. Length along.longest watercourse measured to centroid = 0.342 Mi. Difference in elevation = 53.00 Ft. Slope along watercourse = 73.4488 Ft./Mi. Average Manning's 'N' = 0.030 lag time = 0.187 Hr. Lag time = 11.22 Min. 25% of lag time = 2.80 Min. 40% of lag time = 4.49 Min. Unit time = 5.00 Min. Duration of storm = 6 Hour(s) Area rainfall data~ Area(ACres)[1] Rainfall(In.)[2) Weighting[1~2] 87.00 4.00 348.00 Point rain (area averaged) = 4.000 (In.) Areal adjustment factor = 99.97 X Adjusted avera9e Point rain = 3.999 (In.) RI Infil. rate Impervious Adj. Infil. Rate Area% F (In/Hr) (Dec.%) (]n/Hr) (Dec.) (In/Hr) 66.0 0.405 0.000 0.405 1.000 0.405 Sum ( F ) = 0.405 Area averaged mean soil loss (F) (In/Hr) = 0.405 Minimum soil loss rate (]n/Hr) = 0.203 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.900 -------------------------------------------------------------------- ~ ~5 ....~~ ~.. _________ _____ . . . . . . .:rNY:)y~: .. . s.-:. ~.i~vi.:~.:u.(ac-~'w I '-M_ ..~.::>•~..~:.: i ~. ' ~ ~ i ~ ' ~ ~ ~ ,~ ~ ~ ~' ~ ~ ~ ~ U n i t H y d r o 9 r a p h Valley 5-Cu rve Unit Hydrograph Oat a ----- -------------------- ------- Unit ti --------- me period ----------------- Time % of lag ---- Distribution Unit Hydrograph (hr s) --------- Graph % ------ cfs-hrs/in -- --- 1 ----- -- -- 0.083 ------ 44.567 5.134 4.5 2 0.167 89.134 21.575 18.9 3 0.250 133.701 26.513 25.0 4 0.333 178.268 15.2~8 13.4 5 0.417 222.834 7.467 6-5 6 0.50 0 267.401 5.05= 4•4 ~ f~ C.JOJ 311.966 ( 3.7JO J•'~ 8 0.667 356.535 2.820 ?.5 9 0.750 401.102 ?•?2~ ~•9 10 0.833 445.669 1.680 1.5 1] 0.917 490.236 1.390 1•Z 12 1.000 534.803 1•229 1•1 13 1.063 579.370 0.950 0.8 14 1.167 623.936 ~•~8~ ~•~ 15 1.250 668.503 0.628 0.6 16 1.333 713.070 0.476 0.4 17 1.417 757.637 0.446 ~•4 18 1.500 802.204 0.646 0.6 Sum = ]00.00 Sum= 87.7 ~ _ . ~ ~ Unit Time Pattern Storm Rain Loss rate(]n./Hr) Effective ' (Hr.) Percent (in./hr.) ilax ; Low (in./hr.) 1 p,pg 0.50 0.240 D.405 0.216 O_02 2 0.17 0.60 0.288 O.d05 0.259 0.03 ~ 3 0.25 0.60 0.288 0.405 0.259 0.03 4 0.33 0.60 0.288 0.405 0.259 0.03 5 0.42 0.60 0.288 0.405 0.259 0.03 ~ 6 0.50 0.70 0.336 0.405 0.302 0.03 7 0.58 0.70 0.336 0.405 0.302 0.03 8 0.67 0.70 0.336 0.405 0.302 0.03 9 0.75 0.70 0.336 0.405 0.302 0.03 ~ 10 0.83 0.70 0.336 0.405 0.302 0.03 I1 0.92 0.70 0.336 0.405 0.302 0.03 l2 1.00 0.80 0.384 0.405 0.345 0.04 ~ 13 1.08 0.80 0.384 0.405 0.345 0.04 14 1.17 0.80 0.384 0.405 0.345 0.04 15 1.25 0.80 0.384 0.4J5 0.345 fl•fl4 ~ 16 1.33 0.80 0.394 0.405 0.345 0.04 17 1.42 0.80 0.384 0.405 0.345 0.04 18 1.50 0.80 0.384 9.405 0.345 a.04 19 1.58 0.80 0.384 0.405 0.345 0.04 ~ ' 20 1.67 0.80 0.384 0.405 0.345 0.04 2l 1.75 0.80 0.384 0.405 0.345 0.04 ~~ 22 23 1.83 l_92 0.80 0.90 0.384 0.384 0.405 0.405 0.345 345 0 0.04 0.04 24 2.00 0.90 0.432 0.405 _ 0.03 25 2.08 0.80 0.384 0.4a5 0.345 0.04 ~ 26 27 2.17 2.25 0.90 0.90 0.432 0.432 0.405 0.405 --- --- 0.03 D.03 28 2.33 0.90 0.432 0.405 --- 0.03 29 2.42 0.90 0.432 0.405 --- O.U3 ~~ 30 2.50 0.90 0.432 0.405 ___ 0.03 31 2.58 0.90 0.432 0.405 0.03 32 2.67 0.90 0.432 0.405 0.03 ~ 33 2.75 1.00 0.480 0.405 5 =_= 0.07 07 0 34 2.83 1.00 0.480 0.40 . 35 2.92 1.00 0.480 0.405 --- 0.07 36 3.00 1.00 0.480 0.405 a-a~ ~ 37 3.08 1.00 0.480 0.405 =_= fl•~~ 38 3.17 1.10 0.528 0.405 0.12 39 3_25 1.10 0.528 0.405 --- ~•72 ~; 40 3.33 1.10 0.528 0.405 ___ 0.12 4l 3.42 1.20 0.576 0.405 ~• » 42 3.50 1.30 0.624 0.405 -- ~-22 ~ 43 3.56 1.40 0.672 0.405 ___ ~•27 ~ 44 3.67 1.40 0.672 0.405 9-~~ 45 3.75 1.50 0.720 0.405 --- 0.31 46 3.83 1.50 0.720 0.405 ___ 0.31 ~ ` 47 3.92 1.60 0.768 0.405 0.36 48 4.00 7.60 0.768 0.495 --- 0.36 ~ 49 50 4.08 4 17 1.70 80 1 0.816 0.864 0.405 0.405 =_= 0.41 0.46 51 . 4.25 . 1.90 0.912 0.405 d-51 52 4.33 2.00 0.960 0.405 --- 0.55 ~; 53 54 4.42 4.50 2.10 2.10 1.008 1.008 0.405 0.405 ___ 0.50 ~•~ 55 4.58 2.20 ].OS6 0.4a5 --- O.bS 56 4.67 2.30 1.104 0.405 --- 0.70 ~, 57 4.75 2.40 1.752 ~.405 0.75 58 4.83 2.40 1.152 0.405 --- 0.75 59 4.92 2.50 1.200 D.4O5 --- 9.79 ~'~ ~ 6U 5.00 2.60 1.248 O.d05 405 0 --- 0.84 ~ ~ 61 5.08 3_10 1.486 . • 62 5.97 3.5D 1.727 0.405 --- 3.32 19 : .1-:58 u.gu <.~ u:eaa u_a~~ ~.~v~ .....~ , 20 ].67 0:80 0.384 0.405 0.345 U..04 21 ].75 0.80 0.384 0.4d5 0.345 0.04 22 1_83 0.80 0.384 0.405 0.345 0.04 I 23 7.92 0.80 0.384 0.405 0.345 0.04 ~ 24 2.00 0.90 0.432 0.405 --- 0.03 25 2_08 0.80 0.384 0.405 0.345 0.04 26 2.17 0.90 0.432 0.405 0.03 ~ 27 2.25 0.90 0.432 0.405 =- 0.03 28 2.33 0.90 0.432 0.405 O.D3 29 2.42 0.90 0.432 0.405 --- 0.03 ~ 30 2.50 0.90 0.432 432 0.405 405 0 ___ 0.03 0.03 31 2.56 0.90 0. . 32 2.67 0.90 0.432 0.405 --- 0.03 33 2.75 1.00 0.480 0.405 0.07 ~ 34 2.83 1.00 0.480 0.405 =_= 0.07 35 2.92 1.00 0.460 0.405 0.97 36 00 3 1.00 0.480 0.405 0.07 ~ 37 . 3.08 1.00 0.480 0.405 =_= 0.07 12 0 39 3.17 1.10 0.528 0.405 . ' 39 3.25 1.10 0.528 0.405 --- fl•12 I 49 3.33 1.10 0.52E3 0.405 ___ 0.12 ~ 4l 3.42 1.20 0.576 0.405 0• » 42 3.50 1.30 0.624 0.405 --- ~-22 43 3.58 1.40 0.672 0.405 --- fl•Z~ ~ 44 3.67 1.40 0.672 0.405 ___ ~•27 45 3.75 1.50 0.720 0.405 0.31 46 3.83 I.50 0.720 0.405 --- 0.31 ~~~ 47 3.92 1.60 0.768 0.405 ___ 0.36 48 4.00 1.60 0.768 0.405 0.36 49 4.08 1.70 0.876 0_405 --- 0.41 ~i 50 4.17 5 1.80 90 1 0.864 912 0 0.405 405 0 =_= 0.46 0.51 51 4.2 . . . 52 4.33 2.00 0.960 0_405 0.55 53 4.42 2.10 1.008 0.405 0.60 ~ 54 4.50 2.10 1.008 0.405 =_= 0.60 ~ 55 4.58 2.20 1.056 0.405 0.65 56 4.67 2.30 1.104 0.405 --- 0.70 ' S7 4.75 2.40 1.152 0.405 ___ 0.75 ~ 58 4.83 2.40 1.152 0.405 0.75 59 4.92 2.50 }.200 0.405 --- ~•79 6b 5.00 2.60 1.248 0.405 0.84 ~ 61 5.08 3.10 1.488 0.405 =_= ~•~a 62 5.17 3.60 1.727 0.405 1.32 fi3 5.25 3.90 1.871 0.405 --- 1_47 '~ 64 5.33 4.20 2.015 0.405 5 ___ 1.61 85 1 65 5.42 4.70 2.255 0.40 . bb 5.50 5.60 2.687 0.405 --- 2~~e 67 5.58 1.90 0.912 0.405 --- 0.5] 68 5.67 0.90 0.432 0.405 --- 0.03 b9 5.75 0.60 0.288 0.405 0.259 0.03 70 5.63 0.50 0.240 0.405 0.216 0.02 ~ 71 5.92 0.30 0_144 0.405 0.130 0.01 72 6.00 0.20 0.096 0.405 0.086 0.01 ~ Sum = Flood 100.0 volume = Effective rainfall Sum = 1.83 (in.) 21.9 times area 87.0 (AC .)/12 = 13.2 Acre Feet Total soil loss = 2. 17 (1n•) Total soil ]oss = 15.755 Acre Feet ~ Total rainfall = 4.d0(In.) Flood volume = Effective rainfall 1.83 (in.) times area 87.D000 (Ac.) times 4356U/12 ~ 57b566.8 Cubic feet Total ----- soii ~oss ---------- = 686295.5 Cubic ---------------------- feet ----------- --- ------- ~~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ~ 6- H 0 U R S T 0 R M R u n o f f H y d r o g r a p h ---- -------- ~ Hydro -- graph in ------ 5 ------- Minute --------- intervals ------ (CFS) ' ~ --- T i me( h+m ) -------------- Vo ] ume( AF ) -------- 0( CFS ) ------- 0 ---- ------ 50.0 ----- --------- 100 .0 --------- ---------- 150 .0 ---------- -------- 200 .0 ---- , 0+ 5 0.0007 - 0.11 -- ~ , , ~ ~ ~ ~ ~ ~ ~ 0+10 0.0048 0.58 0 ' ~ ~ ~ ~ ' ~ 0+15 0.0135 1.27 a ~ ' ~ ~ ~ ~ ~ ~ 0+20 0.0253 1.71 0 , ~ ~ ~ ~ ~ ~ ~ ; 0+?5 0.0387 1.94 0 ' ' ~ ~ ~ ~ ~ ~ 0+30 0.0531 2.09 f~ ~ ~ ~ ~ d+35 0.0688 2.29 0 ~ ~ ~ ~ ~ ~ 0+40 0.0859 2.48 0 ; ~ ~ ~ ~ ~ p+45 0.1039 2.60 0 ; ' , ~ , ~ ~ ~ 0+50 0.1223 2.68 0 ~ ~ ~ ~ ~ fl+55 0.1412 2.74 0 ~ ~ ~ ~ ~ ' 1+ 0 0.1605 2.81 0 ~ ~ ~ ' ~ 1+ S 0.1807 2.93 0 ~ ~ ~ ~ ~ ~ I+10 0.2019 3.08 0 , ' ~ ~ ~ ~ 1+15 0.2238 3.17 0 ~ ~ ~ ~ ~ 1+Z0 0.2460 3.22 0 ~ ~ ~ ' ' ~+z5 0.2684. 3.26 0 ' ~ ~ ~ ~ ~ ~ ' 1+30 0.2917 3.29 0 ~ ~ ~ ~ ~+35 0.3139 3.31 0 ' ~ ~ ~ ~ ~ ~ ~ ~ 1+40 0.3368 3.32 OV ' ~ ~ ~ ~ ~ ~ ~ 1+45 0.3598 3_33 OV ~ ~ ~ ~ 1+50 0.3828 3.34 OV ; ~ ~ ~ ~~ 1+55 0.4059 3.35 OV ~ ~ ~ ~ , 2+ 0 0.4286 3.30 flV ~ ~ ~ ~ 2+ 5 0.4502 3.13 OV ~ ~ ~ ~ ~' 2+10 2+15 0.4709 0.4911 3.01 2.93 OV 9V ' ~ ; ~ ~ ~ ~ ~ ~ ~ ~ ~ ?+z0 0.5099 2.72 OV ~ ~ ~ ~ 2+z5 0.5277 2.59 OV , ' ~ ~ ~ ~ ~ ~ ~ ~+30 0.5451 2.53 DV ; ~ ~ ~ ~+35 0.5622 2.48 OV ~ ~ ~ ~ I 2+40 0.5791 2.45 OV ~ ~ ~ ~ ' ~ 2+45 0.5973 2.64 OV ; ~ ~ ~ I Z+50 0.6216 3.53 OV ; 1 ~ ~ 2+55 0.6541 4.72 OV ; ~ ~ ~ 3+ 0 0.6909 5.35 ;OV ; ~ ~ ~ ,~ 3+ 5 0 J298 5.65 ;OV ; ~ i ~ ~ 3+10 0.7716 6.07 ;OV ; ~ ~ ~ 3+~5 0.8207 7.13 ;OV ~ ~ ~ ~ ~ 3+20 0.8789 8.44 ;OV ; ~ ~ ~ 3+25 0.9435 9.38 ;OV ; ~ ~ ' 3+30 1.0185 f0.89 ; OV ~ ~ ~ ~ ~ 3+35 1.1114 13.48 ; 9V ~ ~ ~ ~ ~ ~ 3+40 1.2246 16.44 ; 0 i ' 3+45 1.3553 18.97 ; 9V ~ ~ ~ ' 3~50 1.5011 21.17 ; ~ ~ ~ ~ ' ~ 3+55 1.6620 23.37 ; OV ; ~ ~ ~ 4+ 0 1.8375 25.49 i fl ~ ~ ~ ~ q+ 5 2.0280 27.66 ; OV ; i ~ ~ ~ 4+10 2345 2 29.98 ; OV ; ~ ~ ' 4+15 . 2.4620 33.03 ; OV ~ ~ ~ ' 4+~0 2.7136 36.54 ; flV ; ~ ~ ~ ~ 4+25 2.990B 40.24 ~ -0V~ tt}V ~ i ~ i ~ ~ ' 4+30 3 .2927 43 .8d ; ' 4+35 3.b155 46:86 i ~ ~ ' ' _._ _ , i ~ `0. r I ~ I~ ~ ~' ~ ~ ~ ~ ~ -- ~ ~ ~ ~. (. I 'HTYJ.~ .. . '"'y.• ~ ' • 1 . 4+50 4.7120 5b.57 ; 4+55 5.1222 59.55 ; 5+ 0 5.5514 62.32 ; 5+ 5 6.0097 66.55 ; 5+10 6.5248 74.80 ; 5+15 7.1277 87.54 ; 5+2p 7.8241 101.12 ; 5+?5 8.6094 114.03 ; 5+30 5.4996 129.25 ; 5+35 10.4678 140.59 ; 5+40 11.3092 122.17 ; 5+45 11.8498 78.50 ; 5+50 12.1843 48.57 ; 5+55 ]2.422b 34.60 ; 0 6i 0 12.6051 26.50 ; 0 G~ 5 12.7469 20.58 ; 0 6+~p 12.8579 16.13 ; 0 6+15 12.9450 12.64 ; 0 6+?0 ]3.0150 10.16 ; 0 6+?~ 13.0717 8.23 ;0 (,+30 13.1167 6.54 ;0 6i35 13.1523 5.16 ;B 6+40 13.1795 3.96 0 6+q5 13.2000 2.97 0 6+50 13.2154 2.23 0 6+55 13.2261 1.56 9 7+ 0 13.2284 0.34 0 7+ 5 13.2288 0.05 0 7+10 13.2290 0.04 0 7+15 73.2292 0.02 0 7+z0 13.2293 0.01 0 7+25 13.2293 0.01 0 V v ' " ;o ;fl V ~ ~ V ~ ; 0 ~ ~ i ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ 0' ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ --~----- ~ ~ i V ; V' i p ;V p V ; 0 V ' p V ~ ~ a ~ ~ ~ ~ ~ ~ ~ i ~ ~ i ~ ~ ~ ~ i V ; V ' ~ V ' ~ V ; V ' ~ V , V ' ~ V' ~ V' ~ V; V; V' ~ V; V; V; V; V' ~ V; V' ~ V; V; V 20 M U n i t H y d r o g r a p h A n a 1 y s i s Copyright (c) CIVILCADD/CIVIL{IESIGN, 1992, Version 2.4 Study date ]0/22/95 ~++++++++++++++++++++i+++++i++~++++++++~++++++++++++++++++++++++++++++++ --------------- -------------------------------- ------------------- Riverside Countr Synthetic Unit HydrologY Method RCFC & WCD Manual date - April 1978 ME1. Ltd., 28936 Front St;, Temecula, CA - S/N 546 -------------- --------------------------- ------------------------ Drainage Area = 87.00 Acres = 0.136 Sq. Mi. Length along ]ongest watercourse = 3810.00 Ft. Length along longest watercourse measured to centroid = 1805.00 Ft. Length alon9 longest watercourse = 0.722 Mi. Len9th along longest watercourse measured to centroid = 0.342 Mi. Difference in elevatio~ = 53.00 Ft. Slope along watercourse = 73.4488 Ft./Mi. Average Mannin9's 'N' = 0.030 Lag time = 0.187 Hr. Lag time = 11.22 Min. 25% of lag time = 2.80 Min. 40% of lag time = 4.49 Min. Unit time = 15.00 Min. Duration of storm = 24 Hour(s) T Area rainfall data: ~' Area(Acres)(1] Rainfal](In .)(2] Weighting[1*2) 87.00 7.00 609.00 ~ Point rain (area averaged) = 7.000 (In.) Areal adjustment factor = 99.98 % Adjusted average point rain = 6.999 (In.) ~ RI ]nfil. rate Impervious Adj. infil. Rate Area% F ( In/Hr ) ( Dec.%) ( In/Hr ) ( Dec. ) ( In/Hr ) 66.0 0.405 0.000 0.405 1.000 0.405 '~ Sum ( F ) = 0 .4U5 Area averaged mean soil loss (F) (In/Hr) = 0.405 Minimum soil loss rate (In/Hr) = 0.203 (for 24 hour storm duration) ~, Soil low loss rate (decimal )= ------------------------------- 0.900 ------------ ------ ----- ~ ~. . . . ~ ~ ~ ~ , .... . . _. ..__~_~.W_ _ U n i t H y d r o g r a p h ~ __ ____Valley S-Cu rve Unit Hydro9raph Data -------------------- ----- Unit ----- - time period --------------- Time % of lag ------------ Distribution -------------------- Unit Hydrograph I ( hrs) Graph % cfs-hrs/in '~ ---- 7 --------- 0.250 ----------------- 133.701 ------------ 29.022 ------------------- 25.4 2 0.500 267.401 48.090 42.2 ~ 3 4 0.750 1.000 401.102 53a.803 ]2.235 S.a37 1D.7 4.8 5 1.250 668.503 2.967 2.6 6 1.500 802.204 2.245 2.0 r____ _______ ____________ _ Sum _________ __ = 100.00 __.__________ Sum= 87.7 _______________ ~ i~~ ~ ~ ~ i ~ ~ ~ . ~ ~: ~ ~ . : ~ ~ ~ 22 . . . . - ----. ... ... f Unit Time ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ 1 2 3 4 5 6 7 8 9 10 11 12 13 14 ~5 16 ll i8 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 3b 37 38 39 40 41 42 43 44 45 46 47 48 49 SO 51 52 53 54 55 Sb 57 58 59 60 61 (Hr.) 0.25 0.50 0 JS 1 .00 1 .25 ].50 1.75 2 .00 2.25 2.50 2.75 3.00 3.25 3.50 3.75 4.00 4.25 4.50 4.75 S .00 5.25 5.50 5.75 6.00 6.25 6.50 6.75 7.00 7.25 7 .50 7.75 8.00 8.25 8.50 8.75 9.00 9.25 9 . SO 9.75 10 .00 10_25 10.50 10.75 11.00 11.25 11.50 11.75 12.00 12.25 12.50 12.75 13.00 13.25 13.50 13.75 14.00 14 .25 14.50 14.75 ] 5 .a0 15.25 Pattern Storm Rain Loss rate(In./Hr) Effective Percent (in./hr.) Max ; Low (in./hr.) 0.20 0.056 0.716 0.050 0.01 0.30 0.084 0.7a7 0.076 0.01 0.30 0.084 0.699 0.076 O.OI 0.40 0.112 0.691 0.101 0.01 0.30 0.064 0.683 0.076 0.0] 0.30 0.084 0.675 0.076 0.01 0.30 0.084 0.666 0.076 0.01 0.40 0.112 0.658 0.101 0.01 0.40 0.112 0.650 0.101 0.01 0.40 0.112 0.643 0.101 0.01 0.50 0.140 0.635 0.126 0.01 0.50 0.140 0.627 0.126 0.01 0.50 0.14fl 0.619 0.125 0.01 0.50 0.140 0.611 0.126 0.01 0.50 0.140 0.604 0.126 0.01 0.60 0.166 0.596 0.151 0.02 0.60 0.166 0.589 0.151 0.02 0.70 0.196 0.581 0.176 0.02 0.70 0.196 0.574 0_176 0.02 0.80 0.224 0.566 0.202 0.02 0.60 0.168 0.559 0.751 fl.02 0.70 0.196 0.552 0.176 0.02 0.80 0.224 0.544 0.202 0.02 0.80 0.224 0.537 0.202 fl.02 0.90 0.252 0.530 0.227 0.03 0.90 0.252 0.523 0.227 0.03 1.00 0.280 0.516 0.252 0.03 1.00 0.280 fl.509 0.252 0.03 1.00 0.280 0.502 0.252 0.03 1.10 0.308 0.495 0.277 0.03 1.20 0.336 0.489 0.302 0.03 1.30 0.364 0.482 0.328 0.04 1.50 0.420 0.475 0.378 0.04 I.50 0.420 0.468 0.378 0.04 1.60 0.448 0.462 0.403 0.04 1.70 0.476 0.455 --- 0.02 1.90 0.532 0.449 --- 0.08 2.00 0.560 0.443 --- 0.12 2.10 0.588 0.436 --- 0.15 2.20 0.616 0.430 --- 0.19 1.50 0.420 0.424 0.378 0.04 1.50 0.420 0.418 --- O.W 2.00 0.560 0.412 --- 0.15 2.00 0.560 0.406 --- 0.15 1.90 0.532 0.400 --- 0.13 1.90 0.532 0.394 --- 0.14 1.70 0.476 0.388 --- 0.09 1.80 0.504 0.382 --- 0.12 2.50 0.700 0.376 --- U.32 2.60 0.728 0.371 --- 0.36 2.80 0.784 0.365 --- 0.42 2.90 0.812 0.360 --- 0.45 3.40 0.952 0.354 --- O.bO 3.40 0.952 0.349 --- 0.60 2.30 0.644 0.344 --- 0.30 2.30 0.644 0.338 --- 0.31 2.70 0.756 0.333 --- 0.42 2.60 0 J28 0.328 --- 0.40 2.60 0.728 0.323 --- 0.40 ~.SO 0.700 0.319 --- ~0.38 ,2.4D ~0.672 0.3]3 --- 0.3b Z~ , 45 46 11.25 11.50 I.YU 7.90 U.J~[ D.532 u.nuu U.394 =__ 47 11.75 1.70 0.476 0.388 48 12.90 1_80 0.504 0.382 --- 49 12.25 2.50 0.700 0.376 ___ ~ SO ]2.50 2.60 0.728 0.371 51 12.75 2.80 0.784 0.365 --- , 52 13.00 2.90 0.812 0.360 ___ ~ 53 13.25 3.40 0.952 0.354 54 13.50 3.40 0.952 0.349 --- ~ 55 56 13.75 14.00 2.30 2.30 0.644 0.644 0.344 0.338 =__ 57 ]4.25 2.70 0.756 0.333 58 14.50 2.60 0.728 0.328 --- 59 14.75 2.60 0.728 0.323 ___ ~ 60 ]5.00 2.50 0.700 0.318 bl 15.25 2.40 0.672 0.313 -- 62 15.50 2.30 0.644 0.308 ~ 63 15.75 1.90 0.532 0.304 --_ b4 16.00 1.90 0.532 0.299 65 16.25 0.40 0.112 0.295 0.101 '~ 66 16.50 0.40 0.112 0.290 0.101 67 16.75 0.30 0.084 0.286 0.076 68 17.00 0.30 0.084 0.281 0.076 69 17.25 0.50 0.140 0.277 0.126 ~ 70 17.50 0.50 0.140 0.273 0.126 71 17.75 0.50 0_740 0.269 0.126 ,. 72 73 18.00 18.25 0.40 0.40 0.112 0.112 0.265 0.261 0.101 0.101 74 18.50 0.40 0.112 0.257 0.101 75 18.75 0.30 0.084 0.253 0.076 76 19.00 0.20 0.056 0.250 0.050 , 77 19.25 0.30 0.084 0.246 0.076 78 19.50 0.40 0.112 0.243 0.101 i 79 19.75 0.30 0.084 0.240 0.076 ' 80 20.00 0.20 0.056 0.236 O.a50 81 20.25 0.30 0.084 0.233 0.076 82 20.50 0.30 0.084 0.230 O.U76 ~ $3 20.75 0.30 0.084 0.227 0.076 84 21.00 0_20 0.056 0.225 0.050 85 21.25 0.30 0.084 0.222 0.076 86 21.50 0.20 0.056 0.219 0.050 ~ 87 21.75 0.30 0.084 0.217 0.076 88 22.00 0.20 0.056 0.215 0.050 ~ 89 90 22.25 22.50 0.30 0.20 0.084 0.056 0.213 0.211 0.076 0.050 9] 22.75 0.20 0.056 0.209 0.050 92 23.00 0.20 0.056 0.207 0.050 ~ 93 23.25 0.20 0.056 0.206 0.050 94 23.50 0.20 0.056 0.204 0.050 95 23.75 0.20 0.056 0.203 0.050 96 24.00 0.20 0.056 0.203 0.050 1 Sum = 100.0 Sum = Flood volume = Effective rainfa ll 2.12 (in.) times area 87.0 (AC.)/12 = 15.4 Acre Feet ~ Total soil loss = 4.88 (In .) Tota] soi] loss = 35_371 Acr e Feet Total rainfall = 7.00(In.) Flood volume = Effective rainfa ll 2.12 (in.) ~ times area 87.0000 (AC.) times 43560/12 = 6695 12 J Cubic Feet ~ Total ------ soil loss --------- =__ _1540781.6 -- -- Cubic ------- Feet ---------------- V.1J 0.14 0.09 o.1z 0.32 0.36 O.d2 0.45 0.60 0.60 0.30 0.31 a.42 0.40 0.40 0.38 0.36 0.34 0.23 0.23 0 .U 1 0.01 0 .01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.91 0.0] 0 .01 0 .-01 0.07 0 .Ol 0.01 0 .U 1 0.01 0 .d 1 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 O.fll 0.01 8 .5 Z~ ++++i~}}+}++++}+i+}i+++i++++++++++++++}i++++4}ii+}++++i+++++{++{{+++ , 24 - H 0 U R S T 0 R M -- R u n o f f H y d r o g r a p h ~ -- -------------------- Hydrograph i -------- n 15 ------ Minute ---------- intervals -------------- (CFS) ------ ~ ---- T i me( h+m ) -------- - Vol ume( AF ) ------ 0( CFS ) - ------- 0 ----- 12_5 --------- 25.0 --------- --- -- 37.5 ------ 50.0 0+15 0.0029 0.14 ____ 0 ; _ - - ; ---------- ; --- ; 0+30 0.0122 0.45 0 ; ; ; ' ~ 0+45 0.0252 0.63 0 ; ; ; ; ~+ 0 0.040F3 0.76 0 ' ~ ' ~ ' ~ ' ~ ~+15 0.0560 0.83 0 ' ' ' ' 1+30 0.0737 0.76 p ~ ; ~ ; ~ ; ~ ; , 1+45 0.0892 0.75 0 ; ; ; ; 2+ 0 0.1060 0.81 0 ' ~ ' ~ ' ~ ' ~ 2+15 0.1253 0.93 0 ; ; ; ~ ~ ?+30 0.1450 0.96 0 ' ~ ' ~ ' ~ ~ ?+45 0.1665 ].04 0 ; ; ; ; 3+ 0 3+15 0.1906 2154 0 1.17 1 20 ~ 0 ; ; ; ; ; ; ; ; ~ . . 3+30 0.2405 1,21 p ' ' ' ' 3+45 0.2658 1.22 0 ~ ; ~ ; ~ ; ~ ; ,~ 4+ 0 0.2926 1.30 VO ' ~ ' ~ ' ~ ' ~ 4+15 0.3218 1.42 VO ' ' ' ' 4+30 0.3532 1.52 VO ~ ; ~ ; ~ ; ~ ; 4+45 0.3873 7.65 0 ' ~ ' ~ ' ~ ' ~ ~ 5+ 0 0.4236 1.76 ;0 ; i ~ ~ 5+15 0.4598 1.75 ;B ; ; ; ; 5+30 0.4934 1.62 ;0 ; ; ; ; ~ 5+45 0.5300 1.77 ;{a ; ; ; ; {~+ 0 0 .5693 1 .90 ; 0 ; ; ; ; 6+15 0.6108 2.01 ;0 ; ; ; ; 6+30 0.6549 2.13 ;0 i ~ ~ ~ , 6+45 0.7013 2.25 ;0 ; ; ; ; 7+ 0 0.750b 2.39 ;0 ; ; ; ; ~ 7+15 7+30 0.8007 0.8526 2.42 2.51 ;BV ; 0 ; ; ; ; ; ; ; ; 7+45 0.9086 2.71 ; 0 ; i i i 8+ 0 0.9692 2.93 ; 0 ; ; ; ; ~ 8+15 1.036] 3.24 ; B ; ; ; ; 8+30 1.1089 3.53 ; p ; ; ; ; 8+45 ].1850 3 68 ; ~V ; ; ; ; 9+ 0 ].2516 . 3.22 ; OV ; ; ; ; ~ 9+15 1.3309 3.84 ; 0 ; ; ; ; 9+30 ].4778 7 11 ; V 0 ; ; ; ; . ~ 9+45 10+ 0 ].6843 1.9513 9.99 12.92 ; V ; V B ; fl ; ; ; ; ; ; ]0+15 2.1858 11.35 ; V 9; ; ; ; 10+30 2.2894 5_02 ; OV ; ; ; ; 10+45 2.4100 5.84 ; 8 V ; ; ; ; ~ ~~+ 0 2.6413 11.19 ; V 0; ; ; ; 11+15 2.8683 11.96 ; V 9; ; ; ; 11+30 3.1270 11.55 ; V0; ; ; ; ~ ~~+45 3.3464 10.62 i 0 i i ~ i - ~z+ 0 3.5452 9.62 ; 0 V; ; ; ; 12+15 3.8680 15.62 ; V fl ; ; ; ~ 1a+30 4.3862 25.08 ; V 0 ; ; 12+45 5.0115 30.27 ; ; V ; 9 ; ; 13+ 0 5.7353 35.a3 ; ; V ; 0; ; / 13i15 6_5938 41.55 ; ; V; ; D ; Z~ ~ 13+30 7.6053 48.96 ; ; V; ; ~0; 13+45 8.5026 43.43 ; ; V ; -fl ; i ~~ n o.coo n. ~. i ~ ~ ~ ~ ~ i i , y+~y 9+30 1:d~uy 1.4778 a.aa 7.11 ; ; 9+45 1.6843 9.99 ; i0+ 0 1.9513 12.92 ; 1D+15 2.1658 11.35 ; ~ 10+30 2.2894 5.02 ; ]0+45 2.4100 5.84 ; ~ 11+ 0 11+15 2.6413 2.8883 11.19 11.96 ; ; 11+30 3.1270 11.55 ; ~~+45 3.3464 10.62 ; ~ 12+ 0 3.5452 9.62 ; ~Z+IS 3.8680 15.62 ; 12+30 4.3862 25.08 ; 12+45 5.0115 30.27 ; ~ 13+ 0 5.7353 35.03 ; 13+15 6.5938 41.55 ; ~ 13+30 13+45 7.6053 8.5026 48.96 43.43 ; ; 14+ 0 9.1588 31.76 ; 14+15 9.8238 32.18 ; , 14+30 10.5563 35.46 ; 14+45 11_2820 35.12 ; 15+ 0 11.9943 34.48 ; i 15+15 12.6797 33.17 ; ~ 15+30 13.3317 31.56 ; l 15+45 13.899~ 27.46 ; Ib+ 0 14.3669 22.65 ; ~ 16+15 14.6941 15.83 ; 16+30 14.8165 5.92 ; ]6+45 14.8820 3.17 i 0 17+ 0 14_9191 1.80 ;0 ~ 17i15 14.9A68 1.34 ;0 17+30 14.9701 1.13 0 17+45 14.9945 1.18 ~ ~ 18+ 0 15.0179 1.13 fl ~g+15 15.0391 1.03 0 18+30 15.0599 1.01 D ~ ~g+45 15.0790 0_92 0 19+ 0 1 S.0940 0 J3 0 ]9+15 15.1073 0.64 0 19+30 15.1237 0.79 0 ~ 19+45 I5.1412 0.85 9 20+ 0 15.1554 0.69 0 20+~5 15.1683 0.63 0 ' 20+30 15.1831 0.71 0 ~0+45 15.1981 0.73 ~ 21+ 0 15.2117 0.66 0 ~ 2~+15 15.2244 0.61 0 21+30 15.2375 0.64 0 21+45 15.2500 0.60 0 22+ 0 15.2630 0.63 0 ~ 22+15 15.2753 0.60 0 22+30 15.2883 0.63 0 zZ+45 15.2992 0.53 B , 23+ 0 15_3098 0.51 0 23+15 15.3201 0.50 0 23+30 15.3303 0.50 0 23+45 75.3405 0.49 0 ~ 24~ 0 15.3506 0.49 0 24+15 15.3578 0.35 0 ~ 24+30 24+45 15.3601 15.3512 U.11 ~ .~S 0 9 25+ U 15 .3617 U A3 t] 25+i5 ]5.3b20 n_M A ~ ~ V 0 ' ~ V 0 ' V fl V 0; OV ' ~ 0 V ' V 0 ; V 0; Q0~ 0 V; V ~ V 0 V V 0 ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ 0 ~ V ; V; 0 i ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ 0 ~ ; 0 ' ~ i ~ 0 V ; 0 V 0 ; 0 ; VO ; OV; 0 V 0 ' ~ 0 ; V V ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ i ~ ~ ~ ~ 0; ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ V ' ~ V ; V ' ~ V ; V ; V ' ~ V ; V ; V; V' ~ V; V; V' ~ V; V' V; V' ~ V' ~ v; V; V; V; V' ~ V; V; V~ V' ~ V; Vi V' i V; V; V; V' ~ V; V; V' ~ V;~ V~ ~ ~ ~J ~ ~ ~ ~ ~ ~ r ~ ~ ~" ~ ~ ~ ~ ~ ~ R C F C a W C D ~NTHETIC UNR MY~ROGRAPH METHOD i F P'oi•~~,Q '`~G~ " ~' q snec~ HYDR~JLOGY MATJ.UAL orm Baslc Dato Colwlot on ~ cn.~wa oaf. PHYSICAL DATA [17 CONCENTftATION POINT 2 [27 AflEA DESIGHAlION ~ ~Q ~~j C37 AREA-50 INCHES U ] AREe eDJUSTYENT FAC10R [5] ~RE~-50 Y RES 1CJJ~C~]) ~ L [6] L-INCMES [77 L ADJUS7YENT FACiOR Ce7 L-YIlES IC6LC771 ~G~,' C9] lCA-INCHES [10] lCA-YRES 1 C7]~C971 I~~J CII] EIEVATIOH OF NEAD~AlER ~~~~ Cli~ EIEVATION OF CONCEN7RATION POINl O(p 3 C17] H-FEET ICII7-C17J1 lj~j CI~I S-FEET/YILE 1C13]/CEII ~ CIS7 5~..5 [16J L•lC~/Su.S ICELCIO]/CIS]l C17) AVEPAGE Y~NNIN6S 'N• Q.D~~ CIB7 l~6 71YE-HOURS 1 N~CI7~~C167~~.7l1 IPLATE E-31 [i9] lA6 TIYE-YINUTES 160~CIL~1 C20] t5'L OF lA6-YINUlES I.ZS~CIY7l C21J 10% OF lAG YINU7E5 I.~O~Ci971 C2dJ UNIT TIYE-YINU7E5 RS-~OL Of IAGI RAINFALL DATA CI ] SOUNtE '/ N` eYO~Lr'i LIIIUA~ (27 FREOUENCY-YEFRS IDO~Pq~ Ci] DURA710N; 3-HOURS 6-MOURS 2~-HOUftS U7 AAIN~ INCNES CS] SOEIN C6] SI3T CT7 fOINi~E RAIN INCHES CB) RAIN~ INCHES Ci] SOEIN [107 F{O7 C11] POINi6E AAIN INCMES U27 RAINT INCHES CI]] SOEIN CI~~ 1LT37~ U:] POINT- RAIN INCME: 2.~ 2.? •O 9.0 7.0 '7. D 4 PGC FCS]- FO]' Z.7 I!9)- ICII]- l~,fJ £CIS)- ECIS7-"~.v C167 ~RE~I ADJ FAC70R (SEE PLAiE E-S.EI C17) ADJ AV6 POINi RAIN 1C~6 Ljt7],E7C1 PLA7£ £-2.1 Uof2) ~ R C F C a W C D SYNTHETIC UNIT HYDROGRAPH METNOO ~~~K~ snaat l t F ~K ~ ~~ ~ HYDROLOGY o wn orm ~u ~ ~~~ MANUAL a«ua oo,. ~ L OSS RAT E DATA~ 0 _ ~ o~. ~ WW6'2~"~ ,~ O tltF~p, Q <N.i 1 ~+ . u C7_W~ W~LLF~ inZ<~.' c<-cu ~ e ~ u ~ ~ ~ e y ~ ~ 0 N ~. '"~ Y o Z O ~ u <- W ~ ~ r Y W co `~ E --~ _ ~ ~ z ~ _ u ~ 2 Q ~ o ., ~6O W ~ Y ~ G<\p~ ~ ~ t ~ WT.Z FH~~ tiJ 1 ~-. O O ~ ~' (n °-W- .-., ~. O ~ ~~ ~ ~ ~z« c., - r ~ 1- O (n Z Y J A =~° w ~ - oy'~ ~' v J~-~- ~ O ~ <ZW~W O ~ •~ Q S WQCF V<Wt O Y w Y6 dJ WW1L~L C60~ '= ~ ~ r {~ _ ~ ~ ~ ~ E : (f~ ~ ~ Z + ^ g ~ ~ N o c _ -~ ^ ~ g ` _- ' o u ~ Q J'J `~G ~p V w {O V ~ \ ~ Y ~ p ..0- w W ^ _ N c~ ~ q v Y Y 11 ~ C , ~ a<~ () N ~f o~ Q I~ u p fZ~y ' ' > ~ ~ 0 ~ /"~ \ V ~ ~ W ~ _ ~. , s~..~~~ ' w 4~ Q E u WL 2~6 ~ W C<~C.. O ~ ~ Q 11 ~ Q b ~ 0 ` ~ „ O 7 {~ W L u ~ 2II N n cW •' uu' N + O d v II iJ ~ O „ ~ F zi° 0 ~ q - ~ v J o a p ~ o `^ o J h ~ c ~' ~ h Y w E ~ E ~ .+ WW J E a c E E ~ e: ~ m 4. ' • ~~ 4 ~ Q ~ v N E a - ~ U . u u ~C _ n ~ " n r ~ ~ Q ~ v ~ ~ ^ V L ~ W ~ V 6F~ J'J< ~OJ O¢d Ni•!~. l~ PLAT£ E-2.1 {2 of 2 ) ~ ~ U n i t H y d r o g r a p h A n a 1 Y s i s ~ Copyright (c) CIVILCADD/CIVILDESIGN, 1992, Version 2.4 Study date 10/22/95 ~ +++++++++++++++++++++++++++++++++++++++++ ++++++++++++++ +++++++++++++++++ ---------------------- -------------- j~ ---------------------------- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 ~ MEI, Ltd., 28936 Front St.. Temecula, CA - S/N 546 ~ ------------------------------------- ----- ------- ----------------------------------------------------- ---------- --------- Drainage Area = 87.00 Acres 0.136 Sq. Mi. Len9th along longest watercourse = 3810.00 Ft. Length along longest watercourse measured to centroid = 1805.00 Ft. ~ Length along longest watercourse = 0.722 Mi. Length along longest watercourse measured to centroid = 0.342 Mi. Difference in elevation = 53.00 Ft. ~ Slope along waterCOUrSe = 73.4488 Ft./Mi. Average Manning's 'N' = 0.015 Lag time = 0.093 Hr. ~ Lag time = 5.61 Min. 25% of lag time = 7.40 Mi~. 40% of lag time = 2.24 Min. Unit time = 5.00 Min. ~ Duration of storm = 3 Hour(s) ~ Area rainfall data= Area(Acres)[1] Rainfall(In.)[2] Weighting[1~2] ~ 87.00 2.70 234.90 Point rain (area averaged) = 2.700 (]n.) Areal adjustment factor = 99.96 % ~ Adjusted average point rain = 2.699 (]n.) RI Infil. rate Impervious Adj. Infil. Rate Area% F ( In/Hr ) ( Dec.%) ( In/Hr ) (Dec. ) ( In/Hr ) ~ 66.0 0.405 0.000 0.405 0.437 0.177 56.0 0.511 0.900 0.097 a.563 0.055 Sum ( F ) = 0.232 Area averaged mean soil loss (F) (ln/Hr) = 0.232 ~ Minimum soil loss rate (In/Hr) = 0.116 (for 24 hour sto~m duration) ~ Soi 1 low loss rate ( decimal )= 0.900 ~ ~ ~ ~ ~ U n i t H y d r o g r a p h Valley S-Curve --------- -------------------- II ~ ------- --------------- ---------------- Unit Hydrograph Data -- ------ _ Unit ti me period --- ----------- Time % of lag ---------- Distribution Unit Hydrograph I ~ ----(hrs~-------- --------------- -GraPh-%----- -----cfs-hrs/in 1 0.083 89.134 15.922 14.0 , 2 0.167 178.268 46.915 41.1 ~ 3 0.250 267.401 17.607 15•4 4 0.333 356.535 7.694 6.7 5 0.417 4d5.669 4.471 3.° 6 0.500 534.803 2.844 2.5 ~ 7 0.583 623.936 1.958 1•7 8 0.667 713.070 1.259 1.t 9 0.750 802.204 1.330 1.2 ~ ---- ---------- ------- Sum --------------- = 100.00 ---------- Sum= 87.7 ----------- -- ~ ~ , ~ ~ ~ , ~ ~ '. , . .. . , ' , ~ r ~ ~ Unit Time Pattarn Storm Rain Loss rate(In./Hr) Effective I (Hr.) Percent (in./hr.) Max ; Low (in./hr.) 1 0.08 1.30 0.421 0.232 --- 0.19 2 0.17 1.30 0.421 0.232 0.19 ~ 3 0.25 7.10 0.356 0.232 ___ 0.12 4 0.33 1.50 0.486 0.232 --- 0.25 , 5 6 0.42 0.50 1.50 1.80 0.486 0.583 0.232 0.232 ___ 0.25 0.35 7 0.58 1.50 0.466 0.232 --- 0.25 8 0.67 1.80 0.583 D.232 --- 0.35 , 9 0.75 1.80 0.583 0.232 fl.35 10 0.83 1.50 0.486 0.232 ___ 0.25 il 0.92 1.60 0.518 0.232 --- 0.29 12 1.00 1.80 0.583 0.232 0.35 ~ 13 7.08 2.20 0 J13 0.23~ ___ 0.48 14 1.17 2.20 0.713 0.232 --- fl.48 , 15 15 1.25 1.33 2.20 2.00 0.773 0.648 0.232 G.232 =__ 0.48 0.42 17 1.42 2.60 0.842 0.232 - 0.61 1£3 1.50 2.70 0.874 0.232 --- 0.64 19 1.58 2.40 0.777 0.232 --- 0.55 ~ 20 1.67 2.70 0.874 0.232 --- 0.64 21 1.75 3.30 1.069 0.232 --- 0.84 ~ 22 23 1.83 I.92 3.10 2.90 1.004 0.939 0.232 0.232 ___ fl.77 0.7] 24 2.00 3.00 d.972 0.232 --- 0.74 25 2.08 3.10 1.004 0.232 --- 0.77 ~ 26 2.17 4.20 1.360 0.232 1.13 27 2.25 5.00 1.619 0.232 ___ 1.39 28 2.33 3.50 1.134 0.232 --- 0.90 29 2.42 6.80 2.202 0.232 1_97 ~ 30 2.50 7.30 2.364 0.232 ___ 2.73 31 2.58 8.20 2.656 0.232 --- 2.42 ~ 32 33 2.67 2.75 5.90 2.00 1.911 0.648 0.232 0.232 ___ 1.68 0.42 34 2.83 1.80 0.583 0.232 --- 0.35 35 2.92 1.80 0.583 0.232 --- 0.35 ~ 36 3.00 0.60 0.194 0.232 0.175 O_02 Sum = 100.0 Sum = 24.1 Flood volume = Effective rainfa l] 2.01 (in.) times area 87.0 (AC.)/12 = 14.6 Acre Feet ~ Total soil loss = 0.69 (In .) Total soil loss = 5.004 Acre Feet Total rainfall = 2.70(In.) , Flood volume = Effective rainfa il 2.01 (in.) times area 87.0000 (AC.) times 43560/12 = 6343B8.2 Cubic Feet ~ Total ------ soil loss --------- = 217974.2 ---------------- Cubic ------- Feet --------------- ---------- ~ . -, . . ' - , ~J~ ~ ~ ~ ~ i ~ r ~ ~ ~ ~! ~ ~ ~ ~ ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 3- H 0 U R S T 0 R M R u n o f f H y d r o g r a p h ---------------- - ---------------------- Hydrograph in S Minute intervals (CFS) ----------------------- T i me( h+m ) Vo 1 ume( AF ) 0( CFS ) p+ 5 0.0182 2.64 0+~0 0.090] ]0.43 0+15 0.1758 12.45 0+?0 0.2645 12.88 0+?5 0.3861 17.95 0+3G 0.5351 27.34 p+35 0.7067 24.92 0+40 0.8744 24.34 0+45 1.0667 27,92 0+50 7.2592 27.94 0+55 1.4312 24.98 ~+ 0 1.6115 26.18 1+ 5 1.8228 30.68 ~+10 2.0777 37.02 1+15 2.3486 39.33 I{20 2.6212 39.58 1+25 2.8984 40.25 1i30 3.2294 48.05 1+35 3.5801 50.92 1+40 3.9248 50.06 1+45 4.3121 56.24 ~+50 4.7575 64.67 ~+55 5.2033 64.72 Zt 0 5.6382 63.15 2+ S 6.0831 64.60 Z+19 6.5741 71.30 2i15 7.1953 90.20 ?+ZO 7.8838 99.97 2+25 8.5833 101.57 z+30 9.5771 143.43 2+35 ]0.7371 169.30 2~40 1].9769 ]8a.03 2+45 12.9494 141.20 ?+50 13.5139 87.97 2+55 13.9128 57.93 3+ 0 14.2053 42.47 3+ 5 14.3653 23.23 3+10 14.4557 13.13 3+15 14.5093 7.78 3+20 14.5367 3.97 3+25 14.5472 1.52 3+30 14.5529 0.83 3+35 14.5559 0.43 3+40 14.5560 0.02 ---------- ~ , ~ -------------------------------------- 0 50.0 100.0 I50.0 200.0 0 ' ' ' ~ ~ ~ V p ' ' ~ ~ ~ V ~ ' ' ~ ~ ~ V 0 ; ; ; ;V 0 ; , ' ,~ o . ; ~ ~ ~ ~ ~ ~ ~ ;V 0 , , , ~ ~ ~ ~ ~ ~ ~ ~ ~ ; V 0 ; ; ; ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ , VO ; , ; i VO i i i ;• VO ; ; ; ~ ~ ~ ~ . ~ ~ ~ ~ ~ ~ ~ ~~ ~ , ~ ~ ~ ~ ~ ~ 0 ~ ~ ~ ~ ~~ ~ ~ ~ ~ ~ ~ ~ i V0i i i ' VO ' ' ~ ~ ~ ~ ~ ~ ~ 9 , , i i0 ' ' i i i BV ; ; ; ; 0 V ; ; i i 0 V ; i i i 0 V ; ; i i 0 V ; ; i i OV; ; i i O;V ~ ~ ; 0 V ; ~ ; ~ V 0 ; ' ' V' ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ , ~ 0 , i i 0 ~ ~ ~ ~ ~ , ,0 , ~ i ~ i ~ 0 ~ ~ ~ ~ ~ ~ ~ 0 i i ~ i 0 i ~ ~ ~ ~ ~ iA i i i a ; ; ; ~ ~ ~ ~ i ~ i B ' ' ' ~ ~ i ~ ~ i ~ ~ ~ ~ 0 ' ' ' --- ------~---------i---------- ; ~ i ~ ~ ~ ~ i ~ ~ ~ i i i ~ ~ ~ ~ i i ~ ~ ~ ~ 0 ; V 0 ; V ' ~ V ' ~ V ; V' ~ V; V; V; v' ~ V' ~ V; V; V ~v U n i t H y d r o g r a p h A n a 1 y s i s Copyright (c) CIVILCAOD/CIVILDESIGN, ]992, Version 2.4 Study date 10/22/95 i++++++++++++++++++++++++++++++++++i++++++++++++++++++++++++++++++++++++ ---------------------- - ------------------------ - ------------------- Riverside County Synthetic Unit HydrologY Method RCFC & WCO Mdnudl ddte - Aprll 1978 MEI, Ltd., 28936 Front St., Temecula, CA - 5/N 546 ------------------ --------------------------------------------- ---------------------- ----------------------------------------- Drainage Area = a;.00 Acres = 0.136 Sq. Mi. Length along ]ongest watercourse = 3810.00 Ft. Length along longest watercuurse measured to centroid = 1805.00 F[. Length along longest watercourse = 0.722 Mi. Length along ]ongest watercourse measured to centroid = 0.342 Mi. Difference in elevation = 53.00 Ft. Slope along watercourse = 73.4488 Ft./Mi. Average Manning's 'N' = 0.015 Lag t_i,me = 0.093 Hr. Lag time = 5.61 Min. 25% of lag time = 1.40 Min. 40% of lag time = 2.24 Min. Unit time = 5.00 Min. Duration of storm = 6 Hour(s) '~ Area rainfall data: ~ Area( ACres)[1] Rainfail(In .){?] Weighting[1*2] 87.00 4.00 348.00 ~ Point rain (area averaged) = 4.000 (In.) Areal adjustment factor = 99.9 7 % ~ Adjusted average RI Infil. rate point rain = Impervious 3.999 (]n.) Adj. Infil. Rate Area% F ( In/Hr ) ( Dec.%) ( In/Hr ) (Oec. ) ( In/Hr ) 66.0 0.405 0.000 0.405 0.437 0.177 ~ 56.0 0.511 0.900 0.097 0.563 0.055 Sum ( F ) = 0.232 Area averaged mea n soil loss (F) (In/Hr) = 0.232 Minimum soil ]oss rate (In/Hr) = 0.176 ~ (for 24 hour stor m duration) Soil low loss rat e (decimal) = 0.900 ~ .. ` . . .. - ------------- ----------- ~ '/~ ,~ U n i t H y d r o g r a p h -- Valley 5-C urve ~ --- ----------- _ ------------------------------- Unit HydrogrdPh Data --------------------- Unit time period ----------- Time % of lag -------------- Distribution --------------------- Unit Hydrograph ~ ( hrs) - ----- Graph % cfs_hrs/in 1 0.083 ---------- 89.134 15.922 ---- 14.0 ,, 2 3 0.167 0.250 178,268 267.401 46.915 17.607 41.1 15.4 4 0.333 356.535 7.694 6.7 5 0.417 445.669 4.471 3 9 ~ 6 0.500 534.803 2.fl44 . 2.5 .' C.583 623.936 1.°58 ].7 3 0.667 713.070 1.259 1.1 ° 0.750 802.204 1.330 ].2 ~ Sum = 100.00 Sum= 87 J J ,, Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (in./hr.) Max ; Low (in./hr ) 1 0.08 0.50 0.240 0.232 --- . 0.01 2 0.17 0.60 0.288 0.232 0.06 ~ 3 0.25 0.60 0.288 ___ 0.232 0.06 4 0.33 0.60 0.288 0.232 --- 0.06 ' S 6 0.42 0.50 0.60 0.70 0.288 0.336 0.232 ___ 0 232 0.06 0 10 7 0.58 0.70 0.336 . 0.232 --- . 0.10 8 0.67 0.70 0.336 0.232 --- 0.10 9 0.75 0.70 0.336 0.232 0.10 90 0.83 0 JO 0.336 0.232 --- 0.10 11 0.92 0.70 0.336 0.232 --- 0.10 12 1.00 0_80 0.384 0.232 0.15 , 13 1.08 0.80 0.384 ___ 0.232 0.15 14 1.17 0.60 0.384 0.232 -- 0.15 '~ IS 16 1.25 1.33 0.80 0.80 0.384 0.384 0.232 ___ 0 232 0.1g 0 15 17 1.42 0.80 0.384 . 0.232 --- . 0.15 18 1.50 0.80 0.384 0.232 --- 0.15 , ~9 1.58 0.80 0.384 0.232 0.15 20 1.67 0.80 0.384 =__ 0.232 0.15 21 1.75 0.80 0.384 0.232 --- 0.15 22 1.83 O.BO 0.384 0.232 0.15 , 23 1.92 0.80 0.384 ___ 0.232 0.15 24 -2.00 0.90 0.432 0.232 =-- U.20 , 25 26 2.08 2.17 0.80 0.90 0.384 0.432 0.232 --- 0 232 --- 0.15 0 20 27 2.25 0.90 0.432 . 0.232 --- . 0.20 28 2.33 0.90 0.432 0.232 --- 0.20 29 2.42 0.90 0.432 0.232 0.20 , 30 2.50 0.90 0.432 ___ 0.232 0.20 31 2.58 0.90 0.432 0_232 --- 0.2i1 , 32 33 2.67 2.75 0.90 1.00 0.432 0.480 0.232 ___ 0.232 fl.20 0.25 34 2.83 1.00 0.480 0.232 --- 0.25 35 2.92 1.00 0.4B0 0.232 --- 0.25 , 36 3.00 1.00 0.480 0.232 0.25 37 3.08 1.00 0.480 ___ 0.232 0.25 38 3.17 ].10 0.528 0.232 --- 0.30 39 3.25 I.10 0.528 0.232 0.30 ~ d0 3.33 1.10 0.528 ___ 0.232 0.30 41 3.42 1.20 0.576 0.232 --- 0.34 , 42 43 3.50 3.58 1.30 ].40 0.624 0.672 0.232 =__ 0.232 0.39 0.44 44 3.67 1.40 0.672 0.232 --- 0.44 45 3.75 1.50 0.720 0.232 --- 0.49 , 46 3.83 1.50 0.720 0.232 0.49 47 3.92 1.60 0.768 ___ 0.232 0.54 48 4.00 1.60 0.768 0_232 --- 0.54 49 4.08 1.70 0.816 0_232 0.58 ~ 50 4.17 ].80 0.864 ___ 0.232 0.63 SI 4.25 1.90 0.912 0.232 --- 0.68 52 4.33 2.00 0.960 0.232 --- 0 73 , 53 4.42 2.10 1.008 0.232 . 0.78 54 4.50 2.10 1.008 ___ 0.232 0.78 55 4.58 2.20 1.056 0.232 --- 0.82 56 4.67 2.30 1.104 0.232 0.$7 , 57 4.75 2.40 1.152 =_- 0.232 0.92 58 4.83 2.40 1.152 0.232 --- 0.92 59 4.92 2.50 1.200 0.232 0.97 , 60 5.00 2.60 1.248 =_= 0.232 1002 61 S:a8 3.10 1.~488 a.232 1.26 62 5.17 3.60 1.727 0.232 --- 1_Sn /~ ' i~ 79 t.5u 1.58 u.cu 0.80 u.~an 0.384 u.~d~ 0_232 ___ ~.,~ 0.15 20 1.67 0.80 0.38d 0.232 --- 0.15 21 ].75 0.80 0.384 0.232 --- 0.15 ' 22 1.83 0.80 0.384 0.232 0.75 23 1.92 0.80 0.384 0.23~ ___ 0.15 24 2.00 0.90 0.432 0.232 --- 0.20 25 2.08 0.80 0.384 0.232 0.15 ' 26 2.77 0.90 0.432 0.232 ___ 0.20 27 2.25 0.90 0.432 0.232 --- 0.20 ~, 28 2.33 0.90 0.432 0.232 0 20 ' 29 2.42 0.90 0.432 0.232 =-- . 0.20 3C 2.50 0.90 0.432 0.232 0.20 ~ 31 2.58 0.90 0.432 0.232 --- 0.20 , 32 2.67 0.90 0.432 D.232 0.20 ' 33 2.75 1.00 0.480 0.232 ___ 0.25 34 2.83 1.00 0.480 0.232 --- 0.25 ~ 35 36 2.92 3.00 1.00 1.00 0.480 0.480 0.23: 0.232 _-_ 0.25 0.25 37 3.OB 1.00 0.480 0.232 --- 0.25 38 3.77 1.10 0.528 0.232 --- 0.30 ~ 39 3.25 1.10 0.528 0.232 0.30 d0 3.33 1.10 0.528 0.^32 ___ 0.30 41 3.42 1.20 0.576 0.232 --- 0.34 42 3.50 1.30 0.624 0.232 0.39 ~ 43 3.58 ].40 0.672 0.232 ___ 0.44 44 3.67 1.40 0.672 0.232 --- 0.44- ~ 45 46 3.75 3.83 1.50 1.50 0.720 0.720 0_232 0.232 ___ 0.49 0.49 47 3.92 1.60 0.768 0.232 --- 0.54 48 4.00 7.60 0.768 0.232 --- 0.54 , 49 4.08 ].70 0.816 0.232 0.58 SO 4.17 1.80 0.864 0.232 ___ 0.63 51 4.?5 1.90 0.912 0.232 --- 0.68 S2 4.33 2.00 0.960 0.232 0.73 ' 53 4.42 2.10 1.008 0.232 ___ 0_78 54 4.50 2.10 1.008 0.232 --- 0.78 S5 4.58 2.20 1.056 0.232 0.62 ' 56 4.67 2.30 1.104 0.232 =_= 0.87 57 4.75 2.40 1.152 0.232 0.92 58 4.83 2.40 1.152 0.232 --- 0.92 59 4.92 2.50 1.200 0.232 -0.97 ~ 60 5.00 2.60 1.248 0.232 ___ 1.02 61 5.08 3.10 1.488 0.232 --- 1.~6 ' 62 63 5.17 5.25 3.60 3.90 1.727 1.87] 0:232 0.232 __= 1.50 1.64 64 5.33 4.20 2.015 0.232 --- 1.78 65 5:42 4.70 2.255 0.232 --- 2.02 ' 66 5.50 5.60 2,687 0.232 2.46 67 5.58 1.90 0.912 0.232 ___ 9.68 b8 5.67 0.90 0.432 0.232 --- 0.20 b9 5.75 0.60 0.288 0.232 0.06 ' 70 5.83 0.50 0.240 0.232 ___ 0.91 71 5.92 0.30 0.144 0.232 0.130 0.01 ' 72 6.00 Sum = 0.20 100.0 0.096 0.232 0.066 Sum = 0.01 31.6 Flood volume = Effective rainfall 2.63 (in.) times area 87.0 (AC.)/12 = 19.1 Acre Feet Total soi] ]oss = 1.37 (In .) ~ Total soil loss = 9.927 Acre Feet Tota] rainfall = 4.00(]n.) Flood volume = Effective rainfall 2.63 (in.) ~ times area 87.400A (fjc.) times 43560/12 = E304 36.4 Cubic Fsei Tnta7 cni7 l~c~ - ~7~~~c a n..l.:... r.....~ ~ ++++++++++++++++++++++++++++++++++++++.++++++++++++++++++++++++++++++ , 6- H 0 U R S T 0 R M R u n o f f H y d r o g r a p h ~ ------- Hydrograph --------- in 5 ---------- Minute int ------- ervals ----------- (CFS) -------- , ---- Time( h+m ) --------- ------------ Volume( AF ) -------- - ------- 0( CFS ) - --------- _ 0 --------- 50_0 ------ 100_0 ---- ----- 15a.0 ------- ~00.0 0+ 5 0.0008 0.12 __ p _ ___ _ ; - -- ~ ---------- ~ ----- ~ 0+10 0.0086 1.13 9 ' ~ ' ~ ; ' , , 0+15 0.0308 3.23 0 ' ' ' ' 0+20 0.0585 4.02 0 ~ ' ~ ~ ' ~ ~ ~ ' ~ ~ , 0+25 0+30 0.0887 0.1249 4.38 5.26 0 VO ' ~ ; ' ~ ; ' ~ ; ' ~ ; 0+35 0.1756 7.37 VO ; ; ; ; 0+40 0.232] 8.20 VO ; ; ; ; b+45 0.2912 8.59 VO i ~ i ~ ~ 0+50 0.3520 8.83 VO ; ; ; ; p+55 0.4137 8.95 VO ; ; ; ; 1+ 0 0.4805 9.70 ;0 ; ; ; , ~+ 5 0.5613 11.73 ;VO ; ; ; , ; 1+10 0.6475 ]2.53 ;V9 ; ; ; ; ~+15 0.7360 12.85 ;VO ; ; ; ; , 1+20 0.8258 13.04 ;V9 ; ; ; ; 1+Z5 0.9164 13.16 ;VO ; ; ; ; ]+30 1.0076 13.24 ; B ; ; ; ; 1+35 1.0992 13.29 ; 0 ; ; ; ; , 1+40 1.19]1 13.35 ; 9 ; ; ; ; 7+45 1.2830 13.35 ; 0 ; ; ; ; ~ ~+50 ~+55 1.3750 1 4669 13.35 13 35 ; 9 ; ~V ; ; ; ; ; ; ; . . ; z+ 0 1.5634 14.02 i BV ; ~ ~ ; Z+ 5 1.6690 15.32 ; 0 ; ; ~ ; 2+10 ].7706 14.76 ~ OV ; i i i , 2+15 1.8830 16.32 ; 0 ; ; ' ; 2+20 1.9995 16.92 ; 9V ; ; ; ; 2+25 2.1178 17.18 ; OV ; ; ; ; , 2+30 2.2371 17.33 ; 9V ; ; ; ; 2+35 2.3571 17.42 ; 9V ; ; ; ; ~ 2+40 2+45 2.4776 2.6028 17.50 18.17 ; 9 V ; 0 V ; ; ; ; ; ; ; ; 2+50 2.7419 20.20 ~ 9V i i i ; 2+55 2.8861 20.94 ; 0 V ; ; ; ; 3+ 0 3.0325 21.26 ; B V ; ; ; ; , 3+ 5 3.1803 21.45 ; 9 V ; ; ; ; 3+I0 3.3335 22.24 ; 0 V ; ; ; ; 3+15 3.5008 24.30 ; 0 V; ; ; ; , 3+20 3.6736 25.09 ; 9 V ; ; ; ; 3+z5 3.8536 26.14 ; 9 V; ; ; ; 3+30 4.0532 28 97 ; 0 V; ; ; ; , 3+35 4.2769 . 32.48 ; 0 V i i i i 3+40 4.5220 35.60 ; 0 V; ; ; ; 3+45 4.7808 37.57 ; p V - ; ; ; 3+50 5.0579 40.23 ; 9 V ; ; ; , 3+55 5.3474 42.04 ; 0 ;V ; ; ; 4+ 0 5.6545 44.59 ~ ~ iV i i i 4+ 5 5.9739 46.38 ; 0; V ; ; ; ~ 4+10 6.3153 49.57 ; B; V ; ; ; 4+15 6.6823 53.29 ; a V ; ; ; 4+2p 7.0760 57.17 ; ;fl V ; ; ; d+25 7.4975 61.,20 ; i~ V ; ; ; , 4+3p 7.9424 b4.b0 ~ ; fl V ; ; ; 4+35 8.4fl23 t,6.78 ; ; 13 ~ ; ~ ~ 3~ IYLU U.GLJtl 1J.U9 jVd i i , 1+25 0.9164 13.16 ;Va ; ; 1+30 1.0076 13.24 ; d ' ' 1+35 1.0992 13.29 ; p ' ' ]+40 1.1911 13.35 ; 0 ; ; , 1+45 1.2830 13.35 ; 0 ; ; 1+50 1.3750 13.35 ; 0 ; ; 1t55 1.4669 13.35 ; OV ; ; , 2+ 0 1.5634 14.02 ; OV ; ; 2+ S 1.6690 15.32 ; p ; ; 2+10 1.7706 14.76 ; 8V ; ; 'i ~ 2+15 1.8830 16.32 ; 0 ; ; l z+20 1.9995 16.92 ; OV ; ; 2+?5 2.1178 17.1a ; OV ; ; 2+30 2.2371 17.33 ; OV ; i , 2+35 2.3571 17.42 ; OV ; , 2+40 2.4776 17.SC ; 0 V ; ; 2+45 2.6028 18.1' ; 0 V ; ; ', 2+50 2 J4~9 20.20 ; OV ; ; ?+55 2.8861 20.94 ; 0 V ; ; 3+ 0 3.0325 21.26 ; p V ; ; 3+ 5 3.1803 21.45 ; 0 V ; ; , 3+10 3.3335 22.24 ; 0 v ; ; 3+15 3.5008 24.30 ; p V ; ; 3+20 3.6736 25.09 ; 0 V ; ; , 3+25 3.8536 26.14 ; 0 V; ; 3+30 4.0532 28.97 ; 0 V; ; 3+35 4.2769 32.48 ; 0 V; ; ~ 3+40 4.5220 35.60 ; 0 V; ; 3+45 4.7808 37.57 ; 0 V ; 3+50 5.0579 40.23 ; 8 V ; 3+55 5.3474 42.04 ; 0 ;V ; , 4+ 0 5.6545 44.59 ; p;V ; 4+ 5 5.9739 46.38 ; p; V ; , 4+10 4+15 6.3153 6.6823 49.57 53.29 ; ; 0; V 0 V ; ; 4+20 7.0760 57.17 ; ;p V ; a+25 7.4975 61.20 ; ; 0 V ; 4+30 7.9424 64.60 i ; 0 V ~ , 4+35 8.4023 66.78 ; ; 0 V ; 4+40 8.8857 70.19 ; ; p V; 4+45 9.3959 74.08 ; ; p V; ~ 4+50 9.9291 77.42 ; ; B V 4+55 10.4769 79.54 ; ; p ;V 5+ 0 11.0480 82.92 ; ; 9 ; ~ 5+ 5 11.6639 89.43 ; ; p ; 5+10 ~2.3800 103.97 ; ; p 5+15 13.2082 120.26 ; ; ; 5+20 14.1306 133 93 ; ; ; , . 5+25 15.1515 148.24 ~ i i 5+30 16.3154 169.00 ; ; ; 5+35 17.4748 168.34 i i i , 5+40 ]8.1535 98.55 ; ; 9; 5+45 ]8.5282 54.40 ; fl ; 5+50 16.7444 31.40 ; p ; ; 5+55 I8.8746 18.91 ; 0 ; ; , 6+ 0 18.9590 12.25 i ~ i i b+ 5 19.0115 7.63 ;~ ; ; b+10 19.0417 4.38 -fl ; ; , 6+15 19.0503 1.25 0 ; ; b+20 19_0529 0.38 (~ ; ; 6+z5 19.0538 0.12 -0 ; ; , S+3p 19.d541 04 9 -9 ; ; . 6+35 19.0543 0:03 9 ; ; b+40 19.0543 U_D1 ~3 ; : ~ V ' i V ' ~ V ; 0 V ; 0 V; O~V ~ ~ ~ i ~ ~ ~ ~ ~ ~ ~ ~ i ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ i ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ 9V ; 0 V ; V ~ V ; V' ~ V; V; V' ~ V; V' ~ V; V; V' ~ V' ~ U ~./" ~ U n i t H y d r o g r a p h A n a 1 y s i s Copyright (c) CIV3LCADD/CIVILDESIGN, 1992, Version 2.4 , Study date 10/22/95 , +++++++++++++++++++++++++++++++++i++++++++++++++++++++++++++++++++++++++ ' Riverside County Synthetic Unit Hydrology Method RCFC & IJCD Manual date - April 1978 MEI. Ltd., 28936 Front St., Temecula, CA - S/N 546 ~ -------- ------------------------------------------- - ----------- ---------------- - ----------------------------------- Drainage Area = 87.00 Acres = 0.136 Sq. Mi. ----------- ' Length along lonoest watercourse = 3810.00 Ft. Length along longest watercourse measured to centroid = IQO5.00 Ft. I, Length along longest watercourse = 0 J22 Mi. Length along longest watercourse measured to centroid = 0 342 Mi Difference in elevation = 53.00 Ft. . . Slope along watercourse = 73_4488 Ft./Mi. Average Manning's 'N' = 0.015 , Lag time = 0.093 Hr. Lag time = 5.61 Min_ 25% ot lag time = 1.40 Min. ' 40% of ]ag time = 2.24 Min. Unit time = I5.00 Min. Duration of storm = 24 Hour(s) ' A f rea rain all data= , Area(ACres)[1] Rainfall(In.){z] Weighting[~*2] 87.00 7.00 609.00 , Point rain (area averaged) = 7.000 (In.j Areal adjustment factor = 99.98 % Adjusted average point rain = 6.999 (In.) ~ RI Infil. rate Impervious Adj. Infil. Rate Area% F ( In/Hr ) ( Dec.%) ( In/Hr ) ( Dec. ) ( In/Hr ) 66.0 0.405 0.000 0.405 0.43J 0.177 56.0 0.511 0.900 0.097 0.563 0.055 ~ Sum ( F ) = 0.232 Area averaged mean soil loss (F) (In/Hr) = 0.232 Minimum soil loss rate (In/Hr) = 0.116 , (for 24 hour storm duration) Soil low loss rate (decimal) = 0.900 . . , ------------------- . .. , . , , ~~ ~ :. ,.;; . ~ U n i t H y d r o g r a p h Valley S-Curve ~ HydrograPh Data ----------------Unit Unit time period _ _ -- ------- Time % of lag Distribution ---------------------- Unit Hydrograph ~ ---~hrs~------- -----------------GraPh-~----- -----cfs_hrs/in ------------ ] 0.250 267.401 53.068 46.5 2 0.500 534.803 38.998 34.2 ~ 3 0.750 B02.204 7.934 7.0 Sum = 100.00 Sum= 87 J I ~ - -°----- --------------- ___ r ~ i r ~ ~ ~ ~ ~ ~ - r : .: ~ . _ . . ~ .. ~ . ~ ~° ~ Unit Time Pattern Storm Rain Loss rate(In./Hr) EffECtive (Hr.) Perc,ent (in./hr.) Maz ; Low (in./hr.) I 1 0.25 0.20 0.056 0.409 0.050 0.01 ~ 2 0.50 0.30 0.084 0.404 0.076 0.01 3 0.75 0.30 0.084 0.400 0.076 0.01 ~, ~ d 5 1.00 1.25 0.40 0.30 0.112 0.084 0.395 0.390 0.101 0.076 0.07 0.01 6 1.50 0.30 0.084 0.386 0.076 0.01 7 1.75 0.30 0.084 0.381 0.076 0.01 ~ 8 2.00 0.40 0.112 0.376 0.101 0.01 9 2.25 0.40 0.112 0.372 0.101 0.01 10 2.50 0.40 -0.112 0.367 0.10] 0.01 I1 2.75 0.50 0.140 0.363 0.126 0.01 ~ 12 ~.00 0.50 0.140 0.358 0.126 0.01 13 3.25 0.50 0.140 0.354 0.126 0.01 ~ 14 15 3.50 3.75 0.50 0.50 0.140 0.140 0.350 0.345 0.126 0.126 0.01 0.01 ]6 4.00 0.60 0.168 0.341 0.151 0.02 17 4.25 0.60 0.168 0.337 0.151 0.02 18 4.50 0.70 0.196 0.332 0.176 0.02 ~ 19 4.75 0.70 0.196 0.328 0.176 0.02 20 5.00 0.60 0.224 0.324 0.202 0.02 2.1 5.25 0.60 0.168 0.320 0.151 0.02 ~ 22 5.50 0.70 0.196 0.315 0.176 0.02 23 5.75 0.80 0.224 - 0.311 0.202 0.02 24 6.00 0.80 0.224 0.307 0.202 0.02 ~ 25 6.25 0.90 0.252 0.303 0.227 0.03 26 6_50 0.90 0.252 0.299 0.227 0.03 27 6.75 1.00 0.280 0.295 0.252 0.03 26 7.00 1.00 0.280 0.291 0.252 0.03 ~ 29 7.25 1.00 0.280 0.267 0.252 0.03 30 7.50 ].10 0.308 0.283 --- 0.02 31 7.75 1.20 0.336 0.279 0.06 ~ 32 8.00 1.30 0.364 0.275 =_= 0.09 33 8.25 1.50 0.420 0.272 0.15 34 8.50 1.50 0.420 0.268 --- 0_IS ~ 35 8.75 1.60 0.448 0.264 ___ 0.18 36 9_00 1.70 0.476 0.260 0.22 37 9.25 1.90 0.532 0.257 --- 0.28 38 9.50 2.00 0.560 0.253 ___ 0.31 ~ 39 9.75 2.10 0.588 0.249 0.34 40 10.00 2.20 0.616 0.246 --- 9.37 ~ 41 42 10.25 10.50 1.50 1.50 0.420 0.420 0.242 0.239 =_= 0.18 0.18 43 10.75 2.00 0.560 0.235 0.32 44 11.00 2.00 0.560 0_232 --- 0.33 45 11.25 1.90 0.532 0.228 ___ 0.30 ' 46 11.50 1.90 0.532 0.225 0.31 47 11.75 1.70 0.476 0.222 --- 0.25 48 12.00 1.80 0.504 0.218 ___ 0.29 ~ 49 12.25 2.50 0.700 0.215 0.48 50 12.50 2.60 0.728 0.212 --- 0.52 51 12.75 2.80 0.784 0.209 0.58 ~ 52 13.00 2.90 0.612 0.2{l6 =_= 9.67 53 13.25 3.40 0.952 0.202 0_75 54 13.50 3.40 0.952 0.199 --- ~.75 55 13.75 2.30 0.644 0.196 ___ 0.45 ~ 56 14.00 2.30 0.644 0.193 0.45 57 14.25 2.70 0.756 0.190 --- 0.57 ~ 58 59 14.50 14.75 2.d0 2.50 0.726 0.728 U.188 0.185 --= 0.54 ~0.54 60 15.00 2.50 U.700 0.182 0.52 L7 1S 9G 9 A!1 ./l I']O .I1 170 __' Yl AO ac~ 43 ]0.75 2.00 9.560 0.235 ___ d•3z ~ 44 11.00 2.00 0.560 0.232 0.33 45 ]1.25 1.90 D.532 0.228 --- 0.30 ~ 46 47 11.50 75 11 1.90 70 1 0.532 0.476 0.225 0.222 =_= 0.31 0.25 48 . 12.00 . 1.80 0.504 0_218 0.29 49 12.25 2.50 0.700 0.215 --- 0.48 SO 12.50 2.60 0.778 0.212 0.52 ~ 51 12.75 2.80 0.784 0.209 --- 0.58 52 13.00 2.90 0.812 0.206 --- 0.6] 53 13.25 3.40 0.952 0.202 ___ 0.75 ~ 54 13.50 3.40 0.952 0.199 0.75 55 13.75 2.30 0.644 0.196 --- 0.45 ~ 56 57 ]4.00 14.25 2.30 2.70 0.644 0.756 0.193 0.190 =_= 0.45 9.57 58 14.50 2.60 0.728 0.188 0.54 59 14.75 2.60 0.?28 0.1$5 --- 0.54 60 15.00 2.50 0.700 0.182 ___ 0.52 ~ 61 15.25 2.40 0.672 0.179 0.49 62 15.50 2.30 0.644 0.176 --- 0.47 63 15.75 1.90 0.532 0.174 ___ 0.36 ~ 64 16.00 1.90 0.532 0.171 0.36 65 16.25 0.40 0.112 0.168 0.101 0.01 b6 16.50 0.40 0.112 0.166 O.101 0.01 ~ 67 16.75 0.30 0.084 0.163 0.076 0.01 b8 17.00 0.30 0.084 0.161 0.076 0.01 69 17.25 0.50 0.140 0.158 0.126 0.01 70 17.50 0.50 0.140 0.156 0.126 0.01 ~ 71 17.75 0.50 0.140 0.154 0.72b 0.01 72 18.00 0.40 0.112 O.151 0.101 0.01 ~ 73 74 18.25 IB.50 0.40 0.40 0.112 0.112 0.149 0.147 0.101 0.101 O.UI O.fll 75 18.75 0.30 0.084 0.145 0.076 0.01 76 79.00 0.20 0.056 0.143 U.O50 0.91 ~ 77 19.25 0.30 0.084 0.741 O.U76 0.01 78 19.50 0.40 0.112 0.139 O.IOI 0.01 79 19.75 0.30 0.084 0.137 0.076 O.al 80 20.00 U.20 0.056 0.135 0.050 0.01 ~ 81 20.25 0.30 0.084 0.133 U.076 0.01 82 20.50 0.30 0.084 0.132 0.076 0.01 83 75 20 0 30 0.084 0.130 0.076 0_O1 ~ 84 _ 21.00 . 0.20 0.056 0.12B 0.050 0.01 85 21.25 0.30 0.084 0.127 0.976 0.01 86 21.50 0.20 0.056 0.125 0.050 0.01 87 21.75 0.30 0.084 0.124 0.076 0.01 ~ 88 22.00 0.20 0.056 0.123 0.050 U.U1 89 22.25 0.30 0.084 0.122 0.076 0.01 90 22.50 0.20 0.056 0.120 U.O50 0.01 ~ 91 22.75 0.20 0.056 0.119 0.050 fl.01 92 23.00 0.20 0.056 0.118 0.050 0_01 93 23.25 0.20 0.056 0.118 0.050 O.OI ~ 94 23.50 0.20 0.056 0.117 0.050 0.01 95 23.75 0.20 0.056 0.116 0.950 0.01 96 24.00 0.20 0.056 0.116 0.050 O.U1 Sum = 100.0 Sum = 13.5 ~ Flood volume = Effective rainfall 3.37 (in.) times area 87.0 (AC .)/12 = 24.5 Acre Feet ~ Tota] T9ta1 soi] loss soil loss = 3.63 (In.) = 26.286 Acre Feet Total rainfall = 7.OD(In.) Flood volume = EffECtive rainfall 3.37 (in.) ~ times area 87.0000 (Ac.) Limes 43560/12 1~065255.2 Cubic 'feet 7ota1 soil loss = 1]d 5929.9 Cubic Faet ~y .~.~ . . ~, ~ +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++f 24 - H 0 U R S T 0 R M R u n o f f H y d r o g r a p h --------------------------------------------- ~ Hydrograph in 15 Minute intervals (CFS) ------------------------------------- ------------------ ~ T i me( h+m ) Vo 1 ume( AF ) 0( CFS ) 0 17 .5 35 .0 52 .5 0+15 0.0054 0.26 0 ; 0+30 0.0174 0.58 0 ; ~; 0+45 0.0322 0.72 0 ; 1+ 0 0.0501 0.87 0 ; ' 1+15 0.0673 0.83 0 ; ~ ~+30 0.0829 0.76 0 ; 1+45 0.0982 0.74 0 ; 2+ 0 0.1161 0.87 0 ' <+15 0.1359 0.9G 0 ; ~ 2+30 0.1562 0.98 fl ' ?+45 0.1792 1.11 0 ' 3+ 0 0.2042 1.21 p ; ~ 3+15 0.2295 1.23 p ; 3+30 0.2549 1.23 0 ; 3+45 0.2802 1.23 0 ; ~ 4+ 0 0.3083 ].36 0 ; 4+15 0.3383 1.45 0 ; 4+30 0.3714 1.60 _ 0 ; 4+45 0.4065 1.70 p ; ~ 5+ 0 0.4447 1.B5 V0 ; 5+15 0.4795 1.68 0 ; ~ 5+30 5+45 0.5134 0 5512 1.64 1 83 0 Vfl ; ; 6+ 0 . 0.5914 . 7.94 VO ; 6+15 0.6347 2,p9 p ; '~ 6+30 0.6799 2.19 ;p ; 6+45 0.7282 2.34 ;0 i 7+ 0 0.7785 2.44 ;B ; 7+15 0.8293 2.45 ;0 ; ~ 7+30 0.8769 2.3] ;8 ; 7+45 0.9529 3.68 ;VO ; ~ B+ 0 6+15 1.0816 1.2949 6.23 10.32 ;V 0 ; V 9 ; ; 8+30 1.5586 12.77 ; V 9; 8+45 1.8642 14.79 ; V 0; 9+ 0 2.2232 17.38 ; V 0; 9+15 2.6665 21.46 ; V ; 0 9+30 3.1870 25.19 ; V ; 0 9+45 3.7688 28.16 ; V ; ~ 70+ 0 4.4079 30.93 ; V; 10+15 4.8888 23.28 ; V; p 10+30 5.2417 17.08 ; V0; ~ 10+45 5.7073 22.54 ; V; 0 11+ 0 6.2781 27.63 ; V 0 11+15 6.8483 27.60 ; V 0 11+30 7.4049 26.94 ; ; V 0 ~ 11+45 7,9097 24.43 ; ; Vp 12+ 0 8.4079 24.11 ; ; p ~ 12+15 12+30 9_1121 9.9916 34.08 42.57 ; ; ; ; V ]2+45 10.9787 47.77 ; ; 13+ d . j2,a420 51.46 ; ; 13+15 13.2733 59 b0 ; ; ' 13+30 14.b132 . b4.$5 ~ i T3+d5 i5:vb827 51 Jb ; ; 70.0 ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ 0 0 V ; 0 ' ~ ' ~ ~ ~ ~ ~ ~ ~ ~ V; 8; ' ~ V ; p ; ~ , V ~ , , 8 ~ ~ ~4 0 ~ : v(l V~JV .. g+45 •.~~~~ 1.$642 •~.i• 14.79 ~ ~ ; V ~ • ~-.- . . . fl; i ~ ~ 9+ 0 2.2232 17.38 i V 9i ~ ~ i 9+15 2.6665 21.46 ~ V ; 0 ; i ~ 9+3p 3.1fl70 25.19 ; V ; fl ; ~ ~ 9+45 3.7688 28.16 ; V i ~ ~ ~ ' 10+ 0 4.4079 30.93 ; V i B; i ~ 10+15 4.8888 23.2g ; V; 0 ~ ~ ~ 19+30 5.2417 1J.08 ; V0; ~ ~ ~ 10+45 5.7073 22.54 ; V; 0 ~ ~ ~ 11+ 0 6.2781 27.63 ; V 8 ; ~ ~ ~~+15 6.8483 27.60 i V 0 ; i ~ 11+30 7.4049 26.94 ; ; V 0 ~ ~ ~ ]~+45 7.909' 24.43 ; i V~ ~ ~ ~ 12+ 0 8.4079 24.1] i i ~ i ~ ~ ~2+15 9.1121 34.OE3 ; ; V 0; ~ ~ 1~+30 9.991G 42.57 ; ; V ; 0 ~ ~ 12+45 10.9787 47.77 ; ; V; 0~ ~ 13+ 0 12.0420 51.46 ; ~ ~~ 0~ ~ 13+15 13.2733 59.60 ; ; V ; 0 ~ 13+30 14.6132 64.85 ; ~ ~ ~ ~ ~~ 13+45 15.6827 51.76 i ~ ; V 0; i 14+ 0 16.5401 41.50 ; ; i 0 V; ~ 14+15 77.4662 44.83 i i ~ ~ V~ ' ~4+30 18.4498 47.61 ; ~ ~ ~ ~ ~ 14+45 19.4350 47.68 ; ; ; 0 V ; 15+ 0 20.3945 46.44 ; ; ; 0 ; V ; 15+15 21.3123 44.42 ; ; ; 0 ; V ; 15+30 22.1844 42.21 ~ ~ ~ 0 ~ ~ ~ 15+45 22.9300 36.09 ; ; 0 ~ V; 16+ 0 23.5973 32.30 ; ; 0 ~ ~ ~~ 16+15 23.9145 15.35 ; 0~ i ~ ~~ 16+30 23.9851 3.41 ;8 ; 1 ~ ~~ 16+45 24.0027 0.85 0 i i ~ V~ 17+ 0 24.O183 0.76 0 ~ ~ ~ ' ' ~ ~~ 17+15 24.0389 1.00 0 i i ~ V~ 17+30 24.0634 ].19 0 ~ ~ ~ ' ~ ~ ~~ 17+45 24.0888 1.23 0 i i i Vi 18+ 0 24.1115 1.10 0 i i ~ V~ I8+15 24.1321 1.00 0 ~ ~ ~ ~~ 18+30 24.1524 0.98 9 i i i V~ 18+45 24.1700 0.85 0 i i ~ V~ 19+ 0 24.1829 0.63 9 ; ; ~ V; 19+15 24.1962 0.64 0 ; i ~ V~ ]9+30 24.2137 0.85 9 ' ~ ~ ~ ~ ~ ~~ 19+45 24.2309 0.83 0 ; ~ ~ ~~ 20+ 0 24.2438 0_63 0 i i ~ V~ 20+15 24.2570 0.64 0 i i ~ V~ 20+30 24.2719 0.72 0 i ~ ~ V~ 20+45 24.2871 0.74 0 i i ~ V~ 21+ 0 24.2996 0.61 0 i i ~ V~ 2~+15 24.3128 0.64 0 ; ~ ~ ~~ 2]+30 24.3250 0.59 0 ; ~ ~ ~~ 21+45 24.3382 0.64 0 ; ~ ~ ~~ 22+ 0 24.3503 0.59 0 ~ ~ ~ ~~ 22+15 24.3635 0.64 ~ i i ~ V~ 2z+30 24.3757 0.59 0 i i ~ V~ 22+45 24.3862 0.51 0 i i ~ V~ 23+ 0 24.3964 0.49 0 ; ~ ~ ~~ 23+15 24.4065 0.49 0 ~ ~ ~ ~~ 23+30 24.4166 0.49 fl ~ ~ ~ ~~ 23+45 24.4258 0.49 0 i i i Vi 24+ 0 24.4369 0.49 9 ; ~ ~ ~~ 2d+15 24.4d17 0.23 GI i i i V~ 24+30 24 .4*J25 U:O4 9 i i ~ V ~ ~ ~' ~ ~ ~ ~ ~, ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ . . - :., ,_ ....- .i:.<~n"i~`1 r~-::..-. ..,... .._.: . :..--sc.-. -_J~,~a _.~.....,...~$,;':..~:. . _. . . . . ' 3-HOUR 5T~0RM . :~ _____________ R u n o f f H y d r o g r e p h --------------------------------------~~--------- Hydrograph in 5 Minute intervals (CFS) -----------------------------------------------~E _oe~ -- i N1Pe::v-~ ~,1 F- ~:,*~ =, T i me( h+m ) Vol ume( AF ) 0( CFS ) 0 50.0 100.0 150.0 200.0 ----------------------------------------------------------------------- 0+ 5 0.0005 0.07 9+10 0.0030 0.37 0+15 0.0089 0.66 0+20 0.0203 1.64 0+25 0.0416 3.09 0+30 0.0759 4.99 0+35 0.1253 7.17 0+40 0.1847 8.62 0+45 0.2510 9.62 0+50 0.3280 I1.18 0+55 0.4020 10.74 1+ 0 0.4700 9.88 7+ 5 0.5503 11.65 1+10 0.6596 15.88 1+15 0.7976 20.03 1+20 0.9487 21.94 1+25 1.1054 22.77 1+30 _ 1.2830 25.78 1+35 1.4936 30.58 1+40 1.7183 32.53 ~+45 1.9572 34.69 1+50 2.2351 40.34 ~+55 2.5464 45.21 ?+ 0 2.8627 45.92 2+ 5 3.1804 46.73 2+10 3.5190 49.17 2+15 3.9224 58.57 2+20 4.4125 71.16 2+25 4.9541 78.64 Z+30 5.5994 93.69 2+35 6.4389 121.91 2+40 7.4155 -141.79 2+45 8.3675 138.23 2+50 9.0912 105.08 2+55 9.5623 68.41 3+ 0 9.8978 48.72 3+ 5 10.1508 36.74 3+10 10.3343 26.63 3+15 10.4704 19.76 3+20 10.5765 15.42 3+25 10.6611 12.26 3+30 10.7297 9.96 3+35 10_7855 8.11 3+40 10.8295 6.39 3+45 10.8629 4.85 3+50 10.8910 4.08 3+55 10.9720 3.04 4+ 0 10.9272 2.20 4+ 5 10.9350 1.13 4+10 10.9370 0.29 4+15 10.9362 0.18 4+20 10.9390 0.11 4+25 10.9390 0.01 ~ -- V 0 0 9 fl 9 ;V ' V , V ' V ~ ~ i ~ ~ ~ V ~ ~ ~ ~ ~ ~ ~ i ~ ~ ~ ~ i ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ V ; V ; V ; V ' ~ V ; V ; V ; V ; V; V; V; V; V; V; V' ~ V; V; V' ~ V; V; ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ~ 3- H 0 U R S T 0 R M R u n o f f - - H ------- y d r ------ o g r a P ----------- h A~-r~e ---------- _ini~?~iv~-,~,~-r5 . ~' ---- ------------------ - Hydrograph in S Minute intervals (CFS) - ~ ---- T i me( h+m ) ------------ Vo l ume( AF ) --------- 0( Cf S) ------- 0 ------ 50 .0 ---------- 100 .0 ------------ 150 .0 -------- 200 .0 ------ --- ---------- ---------- ------- ------ ---------- ------------ ----- ~ 0+ 5 0.0182 2.64 0 ' ~ ~ O+iG 0.0901 ]0.43 V ; ~ ~ ~ ~ ~ ~ 0+15 0.1758 12.45 V ' ~ ' ~ ~ ~ 0+?0 0.2645 12.88 V ~ ~ ~ ~ 0+?5 0.3881 17.95 ;V ; 1 ~ ' 0+3G 0.5351 21.34 ;V , ; ~ ~ ~ ~ 0+35 0.7067 24.92 ;V ; ~ i 9+40 0.8744 24.34 ; V ~ ~ ~ ~ 0+45 1.0667 27.92 ; V ; ~ I ~ ~ 0+50 1.2592 27.94 ; V ; ; ~ ~ 0+55 1.4312 24.98 i VO i i ~ ~ ~ 1+ 0 1.6115 26.18 ; V ; ~ ~ ~ ~ ~+ 5 1.8228 30.68 ;~ V ; ; ~ ~ 1+10 2.0777 37.02 i V ~ ~ i i 1+15 2.3486 39.33 V ; ; ~ ~ ~ ~ ~+z0 2.6212 39.58 . ; ; ~ ~ ~ 1+25 2.8984 40.25 ; V; ; i i 1+30 3.2294 48.05 ; ; i i i 1+35 3.5801 50.92 ; V ; i i I~ 1+40 3.9248 50.06 ; i i ~ ~+45 4.3121 56.24 i i i i ~ 1+50 4.7575 64.67 i ; V ; i i ~ 1+55 5.2033 64.72 ; ; V ~ ~ ~ 2i 0 5.6382 63.15 ; ; V ; ~ ~ ?+ S 6.0831 64.60 ; ; V ; ~ ~ 2+10 6.5741 71.30 i ~ V i ~ ~ ~ 2+15 7.1953 90.20 ; ; V; ~ 1 ?+20 7.8838 99.97 ; ; ~~ ~ ~ 2+25 8.5833 101.57 ; ; ~ ~ ~ 2+30 9.5711 143.43 ; ; ~ ~ ~ ~+35 10.7371 169.30 ; ; ~ ~~ ~ 2+40 31.9769 180.03 ; ; ~ ~ ~ ~ ~ 2+45 12.9494 141.20 ; ~ ' ~ ~ ~ 2+50 13.5139 81.97 ; ; ~ ; V ; 2+55 13.9126 57.93 ; ' ~ i V i 3+ 0 14.2053 42.47 ; ; ~ ~ ;. ~ V; ~~ 3+ S 14.3653 23.23 ; ~ 3+10 14.4557 13.13 ; ; l ~ ~~ 3+15 14.5093 7.78 ~ ~ ~ ~ ~~ ~ 3+z0 14.5367 3.97 ; ~ ~ ~~ 3+25 14.5472 1.52 i ~ i Vi 3+30 14.5529 0.83 ' ' ' ~ ~ ~ ~~ ~ 3+35 14.5559 0_43 ' ~ ~ ' ~ ~ ~ ~~ V 3+40 14.5560 0.02 i ~ ----- ---- ~ ---------- ------------ ---------- ------- ------ ---------- ------- ~ ~ ~. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ~, 3- H 0 U R S T 0 R M R u n o f f H y d r o g r a p h A~TEZ I~~P~i=t1~ J'rj . ._ ~Lr,_~ t ~ ------------------------------------------- HydrO9raph in 5 Minute intervals (CFS) ~ ---- Time( h+m ) ------------ Volume( AF ) -------------------------- 0( CFS ) 0 SO_0 --------- 0+ 5 ------------- O.O1B2 __ __ ------- 2.64 ~ 0+]0 0.0401 ]0.43 ~ ~ 0+15 0.1758 12.45 ; p+20 0.2645 12.88 ; ~ ~ ~ ~ ~ ~ ,~ ~ ~' ~ ~~ ~ 100.0 I50.0 200.0 ----------------------- O+ZS 0.3881 17.95 !V ; l p+30 0.5351 2;.34 (V ; ~ 0+35 0.7067 24.92 ;v ; ~ p+40 0.8744 24.34 ;IV ; ~ 0+45 1 .0667 27.92 ; ~V ; ~ 0+50 1.2592 27.94 ; \V ; ~ 0+55 1.4312 24.98 i ~VO ; i 1+ 0 1_6115 26.18 ; f i i ]+ 5 1.8228 30.68 ;~, ; ~ 1+10 2.0777 37.02 ; ~~ V ; ; 1+15 ` 2.3486 39.33 ; ~ V ; ~ ~+20 2.6212 39.58 ; ~ ; ~ 1+25 2.8984 40.25 ; ~ ; ~ ~+30 3.2294 d8.05 ;. ~ ; ~ 1+35 3.5801 50.92 ; ~ ; ~+40 3.9248 50.06 ; ~ ~ ]+45 4.3121 56.24 i \ ; i 1+50 4.7575 64.67 ; ~ ; V i ~+5 5 5.2033 64.72 ~ ~; V ; 1 l G~ V J.CIJBL GJ.iJ ~ 1~ V 1 z+ S 6.0831 64.60 ; (; V ; ?+10 6.5741 71.30 ; ~; V i 2+15 7.1953 90.20 ; ;~ V; 2+20 7.8838 99.97 ; ; ~ \ ;V 2+z5 8.5833 191.57 ; ; \ ~ 2+30 9.5711 143.43 ; ; ~ ~ ~ 2+35 10.7371 169.30 ; ; ? ~ ~ ~ 2+40 11.9769 9fl0.C3 ; ; ~ ~ z+45 12.9494 141.20 ~ ~ ~ 2+50 13.5139 E31.97 ; ; ~ ~ I 2+55 13.9128 57.93 ; ' ` ~ ~ 3+ 0 14 .2053 42.47 ; ~' i i 3+ 5 14.3653 23.23 ; ~ ~ ; ~ 3+10 14.4557 13.13 ; / ; ~ 3+15 14.5093 7.76 ; ~~ ; ~ 3+~0 14.5367 3.97 ~ ; ~ 3+25 14.5472 1.52 ~ ; ~ 3+30 14.5529 0.83 ~ ~ ~ 3+35 14.5559 0.43 ~ ; i 3+40 14.5560 0.02 ~ ~ ~ l't°, ~ ~ tt~ ~ ~ s ? z, a u;~ ; V ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ; ~ ~ ~ ~ V ; V ; V; V' ~ V; V' ~ V' ~ V; V; V; V ~,1 ._ ,. .:.. ;,~.. _,..:: ,..,~..:., . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 3- H 0 U R S T 0 R M R u n o f f H y d r o g r a p h AF~~~ ~MPQ~ ------------------------------------------------------------------- vEMe-JTS Hydrograph in 5 Minute intervals (CFS) T i me( h+m ) vo 1 ume( AF Volume( AF ) ------------- --------- 0+ S ----- - 0.0182 0.0005 0+10 0.0401 0.0030 0+15 0.1758 0.0089 0+20 0.2645 0.0203 0+?5 0.3881 0.0416 -0+30 0.5351 0.0759 0+35 0.7067 0.1253 p+40 0.87d4 0.1847 0+45 1.0667 0.2510 0+50 1.2592 0.3280 0+55 1.4312 0.4020 ]+ 0 1.6115 0.4700 1+ 5 1_8228 0.5503 1+10 2.0777 0.6596 ~+15 2.3486 0.7976 1+20 2.6212 0.9487 1+25 2.8984 1.1054. ~+30 3.2294 1.2830 1+35 3.5801 1.4936 7+40 3.9248 1.7183 1+45 4.3121 1:9572 1+50 4.7575 2.2351 1+55 5.2033 2,$464 2+ 0 5.6382 2.8627 z+ 5 6.0831 3_1804 ?+10 6.5741 3.5190 2+15 7.1953 3.9224 Z+zO 7.8838 4.4125 2+25 8.5833 4.9541 2+30 9.5711 5.5994 2+35 10.7371 6.4389 2+40 11.9769 7.4155 2+45 12.9494 8.3675 2+50 13.5139 9.0912 z+55 13.9128 9.5623 3+ 0 14.2053 9.8978 3+ 5 14.3653 10.1508 3+10 14.4557 10.3343 3+15 14.5093 ~0.4704 3+20 fd:5367 10.5765 3+25 14.5472 j0.6611 3+30 14.5529 1p.72g7 3+35 14.5559 ~0.7855 3+40 14.5~60 10.8295 0 50.0 --------------- ~Y ;Iv ; ~V ' \V ~ ; ~ ~ ~ ~ ~ / _ ~ ` V i i ~ ~ ~ ~ ~~ V ~ i V ' ' ~ ~ ~ f ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ V ; ~ ~ ' \ ~ ~ \ ~ V ~ ~' V ; ~ ~~ V ~ ~' V ' (~ ~ ' V ' ~~ ~ ~ ;~ V , ' ~ 'V ~ \ ~ ; \ V ~ ~ ~ ~ ~ ~ ~ ~~ ~ ~ ~~ ; I <2 :.:.c, ~ ~ ~ ~ ~ ~ ~ ~ ~ i ~ ~- 100.0 150.0 200.0 d AF ----------------------- •, - , ~ ~ , , ~ , ~ ~ , ~ ~ ~ ~ , ~ ~ ~ ~ , ~ ~ ~ ~ ~ ~ ~ ; V ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ I t1~ cC ; ~ ~ V ' ~ V ; V; V; V; V; V; V; V; V; V 3.4'113 3•10242 3.q11'I 4.2982 4f~~4 .4 y814 4.4zz~ ~ , ~ FL000 HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1993 Study date: li/07/95 ~ -------------------------------------------------------------------=- ~ ~ *~*K******~*****~*M** HYDROGRAPH INFORMATION ****M~*********~****** From study/file name: pgc4.rte ~ *M**M~~**K~*********~**~M*M*HYDROGRAPH DATA*~****~*~~*******M*~******** Number of intervals = 44 7ime i~terval = 5.0 (Min.) ~ Maximum/Peak flow rate = 180.0 (CFS) 7otal volume = 14.56 (Ac.Ft) Status of hydrographs being held in storage ~ Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (AC.Ft) 0.000 0.000 0.000 0.000 0.000 ***MM***k******M*MM*M~**MMM*~*~**M*M**MM******M*M*NM*~*~~M*M~M**N**kN** ,~ ~ LJ ~ ~ i~ ~ ~ ~ ~ Hydrograph Detention Hasin Routing Graph values~ 'I'= unit inflow; 'D ----- - '=outflow --------- at time -------- shown ------- ------ ----- - Time -------- Inflow --------- Outflow --------- Storage - Depth ( Hours ) ( CFS ) ( CFS ) ( Ac .Ft ) .0 45 .0 90 .0 135.0 180.0 ( Ft . ) 0.083 2.6 0.4 0.008 0 ; ; ; ~ 0.0 0.167 10.4 2.4 0.043 OI ; ~ i i 0.1 0.250 12_5 5.4 0.095 0 I ; i • i i ~-1 0.333 12.9 7.8 0.136 ;OI ; i i i ~-2 0.417 17.9 f0.3 0.180 ;0 I i i i i 0.3 0.500 21.3 13.4 0.234 ; 01 ~ ~ ~ ; 0.4 0.583 24.9 16.6 0.290 ; 0 I ; ; ; ; 0.4 0.667 24.3 19.2 0.337 ; OI ; ~ ~ ~ 0.5 0.750 27.9 21.5 0.377 ; 01 ; ; ; ~ 0.6 0.833 27.9 23.6 0.414 ; 0 ; ; ; ; 0.6 0.917 25.0 24.5 0.430 ; 0 ; ~ ~ ~ ~•~ 1.000 26.2 24.9 0.436 ; 0 ; ~ ~ ~ ~•~ 1.U83 30 J 26.0 0.457 ; OI ~ ~ ~ ~ ~•~ 1.167 37.0 28.6 0.501 ; O I ; ; ; ; 0.8 1.250 39.3 31.6 0.557 ; OI ~ ~ ~ ~ 0.9 1.333 39.6 34.3 0.601 ; OI; ~ ~ ; 0.9 1.417 40.2 36.1 0.633 ; 01; ; ; ~ 1.0 1.500 48.1 38.8 0.679 ; 0 I ; ~ ~ 1.0 1.583 50.9 42.3 0.741 ; O;I ; ~ ~ 1.1 1.667 50.1 45.0 0.788 ; OI ; ~ ~ 1•2 1.750 56.2 47.7 0.835 ; OI ~ ~ ~ 1.3 1.633 64.7 51.9 0.909 ; ;0 I ; ; ; 1.4 1.917 64.7 Sb.1 0.983 ; ;0 I ; ; ~ 1.5 2.000 63.2 58.7 1.028 ; ; OI ; ; ; 1.6 2.083 64.6 60.4 1.058 ; ; OI i i ~ 1•6 2.167 71.3 62.9 1.102 ; ; OI ; ; ; 1.7 2.250 90.2 68.7 1.205 ; ; 0 I ; ; 1.9 2.333 100.0 77.4 1.356 ; ; 0 ;I ; ; 2.1 2.417 101.6 SS.1 1.491 ; ; 0; I ; ; 2.3 2.500 143.4 97.4 1.706 ; ; ;0 ;I ; 2.6 2.583 169.3 116.7 2.046 ; ; ; 0 ; I; 3.1 2.667 180.0 135.8 2.379 ; ; ; 0 I 3.7 2.750 141.2 143.9 2.523 ; ; ; ;0 ; 3.9 2.833 82.0 t33.3 2.336 ; ; I; 0; ; 3.6 2.917 57.9 112.5 1.972 ; ; I ; 0 ; ; 3.0 3.000 42.5 92.0 1.613 ; I; 0 ; ~ 2•5 3.083 23.2 72.6 1.272 ; I ; 0 ; i i 2•~ 3.167 13.1 54.7 0.959 ;( i0 i i i 1.5 3.250 7.8 40.2 0.704 ;I 0; ; ~ ; 1.1 3.333 4.0 28.9 0.507 I 0; ; ; ; 0.8 3.~17 1.5 20.3 0.356 I 0 ; ~ ~ ; 0.5 3.500 0.8 14.0 0.246 I 0 ; ; ; i 0.4 3.583 0.4 9.6 0.169 IO ; ; ; ; 0.3 3.667 0.0 6.5 0.115 IO ; ; ~ ~ ~•2 3.750 0.0 4.4 0.077 0 ; ; ; ; 0.1 3.833 0.0 3.0 0.052 0 ; ; ~ ~ 0.1 3.917 0.0 2.0 0.035 0 ~ ~ ~ ~ ~•~ 4.000 0.0 1.3 0.023 0 ; ; ; ; 0.0 4.083 0.0 0.9 0.016 0 ; ; ; ; 0.0 4.167 0.0 0.6 0.011 0 ; ~ ~ ~ ~•~ 4.250 0.0 0.4 0.007 0 ; ; ; ; ~.0 4.333 0.0 0.3 0.005 0 ; ; ~ ~ 0.0 it3E1E3E~E3Eif3E3ElEIEIF3EM3E~f3E~E~E3E~E~f~E~E~EiE~f~EHYDFZOGRAPH DATA~IElEiEiEiE~ElflEiE~fiE~E~E~E~E~EiE~fiE~ElE~f~E~f~E3E~f ~ Number of intervais = 52 ~ Time interval = 5.0 (Min.) Maximum/P-eak flow rate = 143.9 (CFS) x,..~, ...,,..~ _ .. cc r.~.. ,c~ 1 +iii+++++++i~~++i+++++++++~~++i+++i+++++++++i+iiiiii+++++ti~+i+ii+++i4 Process from Point/Station 1.000 to Point/Station 2.000 ~**~ PRINT CURRENT HYDROGRAPH ~*~* ---------------------------------------------------------------------- ++++++++++~++++++++++++~+++++++++++++++++++++++++++++++~++++++++++++ P R I N T 0 F S T 0 R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals (CFS) Time(h+m) Volume(AC.Ft) 0+ 5 0+10 0+15 0+20 0+25 0+30 0+35 0~40 0+45 0+50 0+55 1+ ~ ~+ 5 1+10 1+15 1+20 1+25 1+30 I+35 1+40 1+45 jis~ 1+55 2+ 0 2+ S 2+10 2+15 242~ 2+2s 2+30 2+35 2+40 2+45 2+50 2+55 3+ 0 3+ 5 3+10 3+15 3+20 3+25 3+30 3+35 3+40 3+45 3+5U 3+55 4+ Q di S 0.0030 0.0198 0.0570 0.1106 0.1814 0.2734 0.3676 0.5199 0.6679 0.8305 0.9995 1.1709 1.3503 1.5473 1.7660 2.0021 2.2509 2.5179 2.8092 3.1190 3.4472 3.8044 4.1906 4.594G 5.0104 5.4433 5.9167 6.4497 7.0355 7.7060 8.5100 9.4450 10.4362 11.3543 12.1290 12.7629 13.2629 13.6398 13.9165 14.1157 14.2557 14.3524 14.4187 14.4638 14.4941 14.5144 14.5281 14.5373 ~e tioe ------------------------------ 0( CFS ) 0 36.0 72.0 -------------------------- 0_43 0 ; 2.44 0 ; 5.40 V9 ; 7.78 V 0 ; 10.29 V 9 ; 13.36 V 0 ; 16.57 V 8 ; 19.22 ;V ~ ; 21.49 ;V 8 ~ 23.61 ; V 0 ; 24.54 ; V 9 ; za.se ; ~ a ; 26.05 ; V 0 ; 28.61 ; V 9 ; 31 .75 ; V 0 ; 34.28 ; V B; 36.13 ; V 9 38.77 ; V 8 42.29 ; V ;9 44.98 ; V ; 0 47.66 ; V; 8 S1 .86 ; V 0 56.08 ; V 9 58.66 ; ; V 0 60.37 ; ; V 8 62.86 ; ; V 9 68.73 ; ; V 77.39 ; ; V 85.07 ; ; 97.36 ; ; 116.74 ; ~ 135.76 ; ; 143.92 ; ; 133.30 ; ; 112.50 ; ; 92.04 ; ; 72.60 ; ; 54.73 ; ; 0 40.19 ; ;A 28.92 ; 0 ; 20.32 ; 0 ; 14.04 ; p ; 9.63 ; A ; 6.54 ;0 ; 4.40 ;9 ; 2.95 Ll ' ~ 1.98 A ~ 1 .33 9 ; n A~ n 1 ~ ~ ~ ~ i ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ i ~ ~ ~ ~ i ~ ~ ~ ~ i ~ ~ ~ ~ i ~ ~ 9' ~ ;a V~ V i ~ ~ ~ ~ ~ i 9 ~ ~ ~ ~ ~ ~ ~ ~ 107.9 143.9 9 ~ 0 ; V ; 0 V ; V ; 9 V ;9 V i ~ ~ ~ ~ i ~ ~ ~ i ~ ~ ~ ~ ~ ~ ~ i ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ i ~ ~ ~ ~ ~ i ~ ~ ~ ~ ~ i ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ i ~ ~ ~ , ~ ~ ~ i ~ r ~ ~ ~ ~ 0 ; 6; 9 ' ~ ~ ~ V ; V ; V ; V ' i V ; V; V; V' ~ V; V; V' ~ V' ~ V~ ~~ ~ ~ +++++++++++++++++++t++~++++++++++++++++++++~++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2•U00 ~t~t~if RETARDING BASIN ROUTING *M*~ ~ ~~ ~~2 ----- Program computation of outflow v. depth ~ ~ CALCULATED OUTfLOW DATA AT DEPTH = 4.00(Ft.)) Channel length = 124.00(Ft.) Elevation difference = 0.74(Ft.) .r Covered channel Channel base width = 4.000(Ft.) Slope or 'Z' of left channel bank = 0.000 Slope or 'Z' of right channel bank = 0.000 Manning's 'N' = 0.015 Maximum depth of channel = 3.000(Ft.) NOTE~ Assuming outlet depth at soffit of outlet. Pressure flow condition in covered channel= Wetted perimeter = 14.00(Ft.) Flow area = 12.00(Sq.Ft) Total head loss through channel = 4.741(Ft.) Friction loss = 1.896(Ft.), Minor loss = 2.845(Ft.) Totai number of channels (same dimensions) = 1 Flow Velocity = 11.05(Ft/s) Travel time = 0.19 min. Individual channel flow = 132.632(CFS) 7ota1 capacity of improved cha~nels = 132.6~2(CFS) Total outflow at this depth = 132.63(CFS) CALCULATED OUTFLOW OATA AT DEPTH = 5.00(Ft.)) Channel length = 124.00(Ft.) Elevation difference = 0.74(Ft.) Covered chan~el Channel base width = 4.000(Ft.) Slope or 'Z' of left channel bank = 0.000 Slope or 'Z' of right channel bank = 0.000 Manning's 'N' = 0.015 Maximum depth of channel = 3.000(Ft.) NOTE: Assuming outlet depth at soffit of outlet. Pressure flow condition in covered channel~ Wetted perimeter = 14.00(Ft.) Flow area = 12.OD(Sq.Ft) Total head loss through channel = 5.741(Ft.) Friction loss = 2.295(Ft.), Minor loss = 3.445(Ft.) Total number of channels (same dimensions) = 1 Flow Velocity = 12.16(Ft/s) Travel time = 0.17 min. Individual channel flow = 145.953(CFS) Total capacity of improved channels = 145.953(CFS) Total outflow at this depth = 145.95(CFS) ~v /I y~~ ~f.ii CALCULA7E0 OUiFLUW DATA AT DEPTH = d.00(ft.)) Ghannel length = 124.oo(Ft.) Elevation difference = 0.74(Ft.) Covered channel Channel base width = 4.D00(ft.) Slope or 'Z' of left channel bank = 0.000 Slope or 'Z' of right channel bank = 0.000 Manning's 'N' = 0.015 Maximum depth of channel = 3.000(Ft.) NOTE: Assuming outlet depth at soffit of outlet. Pressure flow condition in covered channel~ Wetted perimeter = 14.00(Ft.) Flow area = 12.00(Sq.Ft) Total head loss through channel = 6.741(Ft.) Friction loss = 2.695(Ft.). Minor loss = 4.046(Ft.) Total number of channels (same dimensions) = 1 Flow Velocity = 13.16(Ft/s) Travel time = 0.16 min. I~dividual channel flow = 158.157(CFS) Total capacity of improved channels = 158.157(CFS) Total outflow at this depth = 158.16(CFS) ~ CALCULATED OUTFLOW DATA AT OEPTH = 7.00(Ft.)) Channel len9th = 124.00(Ft.) Elevation difference = 0.74(Ft.) ~ Covered channel Chan~el base width = 4.000(Ft.) Slope or 'Z' of left channei bank = 0.000 ~ Slope or •Z' of right channel bank = 0.000 Manning's 'N' = 0.015 Maximum depth of channel = 3.000(Ft.) ~ NOTE: Assumi~g outlet depth at soffit of outlet. Pressure flow condition in covered channel: Wetted perimeter = 14.00(Ft.) Flow area = 12.00(Sq.Ft) Total head loss through channel = 7.741(Ft.) ~ Friction loss = 3.095(Ft.), Minor loss = 4.646(FL.) Total number of channels (same dimensions) = 1 Flow Velocity = 14.12(Ft/s) ~ Travel time = 0.15 min. Individual channel flow = 169.484(CFS) Total capacity of improved channeis = 169.484(Cf5) ~ Total outflow at this depth = 169.48(CFS) ~ ~ ~ -J~ r ~RL~ULRItU UUIfLUW DATA AT DEP1H = H.UU(ht.)) Channei lenyth = 124.n0(Ft.) Elevation difference = 0.74{Ft.) Covered channel Channel base width = 4.000(Ft.) Slope or 'Z' of left channel bank = 0.000 Slope or 'Z' of right channel bank = 0.000 Manning's 'N' = 0.015 Maximum depth of channel = 3.o00(Ft.) NO7E~ Assuming outlet depth at soffit of outlet. Pressure flow condition in covered channel~ Wetted perimeter = 14.00(Ft.) Flow arEa = 12.00(Sq.Ft) Total head loss through channel = 8.741(Ft.) Friction loss = 3.495(Ft.), Minor loss = 5.246(Ft.) 7ota1 number of channels (same dimensions) = i Flow Velocity = 15.01(Ft/s) Travel time = 0.14 min. Individual channel flow = 180.100(CFS) Total capacity of improved channels = 180.100(CFS) Total outflow at this depth = 180.10(CFS) ---------------------- Total number of inflow Hydrograph time unit = Initial depth in stora~ ---------------------- ---------------------- Initial basin depth = Initial basin storage Initial basin outfiow -------------------------- hydrograph intervals = 44 5.000 (Min.) 3e basin = 0.00(Ft.) -------------------------- -------------------------- 0.00 (Ft.) = 0.00 (AC.Ft ) = 0 .00 ( CFS ) Depth vs. Storage and Depth vs. Discharge data~ Basin Depth Storage Outflow (S-oxdt/2) (S+O~dt/2) (Ft.) ----- (Ac.Ft) -------- (CFS) ----------- (Ac.Ft) ------------- (AC.Ft) ------------- -------- 0.000 0.000 0.000 0.000 0.000 4.000 2.600 132.632 2.143 3.057 5.000 3.300 145.953 2.797 3.803 6.000 4.000 158.157 3.455 4.545 7.000 4.600 169.484 4.016 5.184 8.000 5.200 -- 180.100 ----------- 4.580 ------------- 5.620 ------------- ~~ i.....~~ ..r.. .......~..... .. ......... ..........y Graph values: 'I '= unit inflow: '0 '=outflow at time shown ------ ------ ----- - Time -------- [nflow ------- Outflow ----------- Storage ------- ---------- ------- - Depth (HOUrs) (CFS) (CFS) (Ac.Ft) .0 45.0 90.0 135.0 180.0 (Ft.) 0.083 2.6 0.4 0.008 0 ; ; ~ ~ 0.0 0.167 10.4 2.2 0.044 OI ; i i i 0•1 0.250 12.5 S.0 0.098 0 I ; ; i i ~•2 0.333 12.9 7.3 0.143 ;OI ; ; ~ ~ 0.2 0.417 17.9 9.7 0.190 ;0 I ; ; ; ~ 0.3 0.500 21.3 12.7 0.249 ; OI ; ; ; ~ 0.4 0.583 24.9 15.8 0.310 ; 0 I ; ; ; ; 0.3 0.667 24.3 18.4 0.361 ; OI ; ; ~ ~ fl•6 0.750 27.9 20.7 0.407 ; OI ; ~ ~ ~ 0.6 0.833 27.9 22.9 0.449 ; 0 ; ; ~ ~ 0-7 0.917 25.0 24.0 0.470 ; 0 ; ; ~ ~ ~•7 1.000 26.2 24.4 0.479 ; 0 ; ; ~ ~ 0.7 1.083 30.7 25.6 0.502 ; OI ; ; ~ ~ 0•8 1.167 37.0 28.1 0.551 ; 0 I; ; ~ ~ 0.8 1.250 39.3 31.1 0.610 ; OI ; ~ ~ ~ ~•9 1.333 39.6 33.6 0.659 ; 0 I; ; ; ; 1.0 1.417 40.2 35.5 0.696 ; OI; ; ; ; 1.1 1.500 4B.1 38.1 0.746 ; 0 I ; i i 1•7 1.563 50.9 41.5 0.813 ; O;I ; ; ; 1.3 1.b67 50.1 44.2 0.866 ; OI ; ; ; 1.3 I.750 56.2 46.9 0.919 ; OI ; ; ; 1.4 1.833 64.7 50.9 0.998 ; ;0 1 ; ; ; 1.5 1.917 64.7 55.0 1.079 ; ;0 I ; ; ; 1.7 2.000 63.2 57.7 1.131 ; ; OI ; ; ~ 1•7 2.083 64.6 59.5 1.167 ; ; OI ; ; ; 1.8 2.167 71.3 62.1 1.216 ; ; OI ; ; ; 1.9 2.250 90.2 67.6 1.326 ; ; 0 I ; ; 2.0 2.333 100.0 75.8 1.487 ; ; 0 ;I ; ~ 2.3 2.417 101.6 83.3 1.633 ; ; 0 ; I { ~ 2.5 2.500 143.4 95.0 1_862 ; ; 0 ;I ~ 2.9 2.583 169.3 113.3 2.222 ; ; ; 0 ; I; 3.4 2.667 180.0 131.7 2.581 ; ; ; 0; I 4.0 2.750 141.2 135.8 2.766 ; ; ; OI ; 4.2 2.833 82.0 132.8 2.610 ; ; 1 ; 0; ; 4.0 2.917 57.9 114.3 2.241 ; ; I ; 0 ; ; 3.4 3.000 42.5 95.1 1.865 ; I; 0 ; ~ 2.9 3.083 23.2 76.5 1.500 i I ; 0 i i i 2•3 3.167 13.1 59.1 1.158 ~ I ; 0 ; ; i 1•B 3.250 7.8 44.6 0.873 ;I 0; ; ; ~ 1.3 3.333 4.0 33.0 0.647 I 0; ; ; ; 1•0 3.417 1.5 24.0 0.470 I 0 ; ; ; ~ ~.7 3.500 0.8 17.2 0.336 I 0 ; ; ; ; 0.5 3.583 0.4 12.2 0.239 I 0 ; ; ; ; 0.4 3.667 0.0 8.6 0.169 IO ; ; ; ; 0.3 3.750 0.0 6.1 0.119 IO ; ; ; ; 0.2 3.833 0.0 4.2 0.083 0 ; ~ ~ ~ 0.1 3.917 0.0 3.0 0.058 0 ; ; ~ ~ a•1 4.000 0.0 2.1 0.041 0 ; ; ; ; 0.1 4.063 0.0 1.5 0.029 0 i i i i 0.0 4.167 0.0 1.0 0.020 0 ; ; ; ; 0.0 4.250 0.0 0 J 0.014 0 ; ; ; ; O.D 4.333 0.0 0.5 0.010 0 ; ; ; ; 0.~0 4.417 0.0 0.4 0.007 0 ~ i i i fl•D 4.~.~00 0.0 0.2 0.005 0 ~ ~ i i A.4 ~EiE1E1E3E1EltiflE~EMltltiElElEif3fMiE3t~flt~EiE~EfEItHYUROGRAPH DAiA It3EIE1ElE1EiElEiEIElExlt* ~EN~fIflE1E 1E*ltltiElExif Number of interva ls = 54 Time inGerval = 5.0 (Min .) ~~ ~ +++++++++++++++++++++++++++++++++++++++++~++++++++++++++++++++++++++++ Proc ess from Poin t/Stati on 1.000 to Point/Station 2.000 ~ ~x~k PRINT CURREN T HYDR06RAPH M**~ ++++ +++++++++++++ +++++++ +++++t ++++++++++ ++++++++++++++++++++++ ++++++ P R I N T 0 F S T 0 R M ~ ____ _ ___________R u_n_o_f _f____ __H_y d r ----- o g r a p h ----------- - -- Hydrograph i n S Minute i - -- ntervals (CFS) ----- ------ , ---- ------------- ------- ------ ---------- --------------- ------- ------ Time( h+m ) Volume( Ac.Ft ) 0( CF S ) 0 33.9 67.9 lUl .8 135.8 , ---------- 0+ 5 ------------ 0.0027 ------- 0.40 ------ 0 ---------- ; --------------- ; ------- ; --- ; 0+10 0.0181 2.23 0 ; ; ; ; 0+15 0.0524 4.98 VO ' ~ ' ~ ' ~ ' ~ ~ 0+20 0.1025 7.28 V 9 ' ~ ' ~ ' ~ ' ~ 0+25 0.1694 9.71 V 0 ; ; ; ; 0+30 0.2567 12.68 V 0 ; ; ; ; ; 0+35 0.3656 15.80 V 0 ; ; ; ; ~ 0+40 0.4926 18.44 ;V 0 ; ; ; ; 0+45 0.6354 20.74 ;V ~ ; ; ; ; ~ 0+50 0+55 0.7930 0.9560 22.Q9 23.96 ; V ; V 9 ; 0; ; ; ; ; ; ; 1+ 0 1.1264 24.44 ; V 9; ; ; ; 1+ S 1.3029 25.63 ; V 9; ; ; ; 'i ~ 1+~0 1.4964 28.09 ; V 9 ; ; ; ; 1+35 1.7106 31.10 ; V 0; ; ; ; 1+20 1.9420 33.60 ; V 9; ; ; ; 1+25 2.1864 35.49 ; V 0 ; ; ; ~ 1+30 2.4486 38.OB ; V ;8 ; ; ; 1+35 2.7343 41.49 ; V; ~ ; ; ; ~ 1+40 1+45 3.0386 3.3613 44.18 46.86 ; ; V; B V; 0 ; ; ; ; ; ; 1+50 3.7120 50.92 ; V 9 ; ; ; 1+55 4.0910 55.04 ; V 0 ; ; ; ~ 2+ 0 4.4684 57.70 ; ; V 9 ; ; ; 2+ 5 4.B984 59.54 ; ; V 0; ; ; 2t10 5.325B 62.05 ; ; V 0; ; ; 2+15 5.7917 67.64 ; ; V 0; ; ; ~ 2+20 6.3140 75.84 ; ; V; 0 ; ; 2+25 6.887G 83.29 ; ; V; 0 ; ; 2+30 7.5419 95.01 ; ; V B ; ; ~ 2+35 8.3225 113.34 ; ; ; V ; 0 ; 2+40 9.2293 131.67 ; ; ; V ; 9; 2+45 10.1645 135.79 ; ; ; V ; 0 2+50 11.0793 132.82 ; ; ; V 9; ~ z+55 11.8664 114.29 ; ; ; VO ; 3+ 0 12.5216 95.14 ; ; ~ B ; V ; ~ 3+ S 3+10 13.0487 13.4556 76.53 59.09 ; ; ; ; ; 0 9; ; V ; V ; ; 3+15 13.7625 44.56 ; ; 0 ; ; V; 3+20 13.9898 33.00 ; 0; ; ; V; ~ 3+25 14.1548 23.96 ; 0; ; ; V; 3+30 14.2729 17.15 ; 9 ; ; ; V; 3+35 14.3570 12.21 ; 0 ; ; ; V; 3+40 14.4165 8.63 ; 9 ; ~ ~ V~ ~ 3+45 14.4582 6.06 ;0 ; ; ; V; 3+50 14.4874 4.25 ;0 ; ; ; V; ~ 3+55 ~+ 0 14.5079 14.5223 2.98 2.09 0 9 ; ; ; ; ; ; V; V; 4+ 5 14.5324 1.45 9 ; ; ; V; 4+70 14.5394 t ..na a ! ! ! ~~~ 'J~P ~ ~ , ++++++++++++++++++++++++~+++++++++++++++++++++++++++++++++++++++++++++ Process from Poi~t/Station 1.000 to Point/Station 2.000 ***M RETARDING BASIN ROUTING ~MM~ P~jC ~fj ~j ---------------------------------------------------------------------- Program computation of outflow v. depth CALCULATED OUTFLOW DATA AT DEPTH = 4.00(Ft.)) Pipe length = 124.00(Ft.) Elevation differe~ce = Manning's N= 0.013 No. of pipes = 1 Given pipe size = 54.00(In.) Calculated individual pipe flow = 161.900(CFS) Normal flow depth in pipe = 48.00(In.) Flow top width inside pipe = 33.94(In.) Critical Depth = 44.51(In.) Calculated flow rate through pipe(s) = 161.000(CFS) Pipe flow velocity = 10.78(Ft/s) Travel time through pipe = 0.19 min. Total outflow at this depth = I61.00(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 5.00(Ft.)) Pipe length = 124.00(Ft.) Elevation difference = Manning's N= 0.013 No. of pipes = 1 6iven pipe size = 54.00(In.) NOTE~ Assuming outlet depth at soffit of outlet. NOTE= Normal flow is pressure flow. 0.74(Ft.) 0.74(Ft.) The total friction loss through the pipe is 1.240(ft.) Pipe friction loss = 0.320(Ft.) Minor friction loss = 0.920(Ft.) K-factor = 1.50 Calculated flow rate through pipe(s) = 99.944(CFS) Pipe flow velocity = 6.28(Ft/s) Travel time through pipe = 0.33 min. Total outflow at this depth = 99.94(CFS) CALCULATED OUTFIOW DATA AT DEPTH = 6.00(Ft.)) Pipe length = 124.00(Ft.) Elevation difference = 0.74(Ft.) Manning's N= 0.013 No. of pipes = 1 Given pipe size = SA.00(In.) NOTE: Assuming outlet depth at soffit of outlet. NOTE: Normal flow is pressure flow. The total friction loss through Lhe pipe is 2.240(ft.) Pipe friction loss = 0.579(Ft.) Mi~or friction loss = 1.662(Ft.) K-factor = t.SU Calculated flow rate through pipe(s) = 134.328(CFS) Pipe flow velocity = 8.a5(Ft/s) Travel time through pipe = 0.24 min. Total outflow at this depth = 134.33(•CFS) ,~,., .,,~ 71 Pipe length = I24.00(Ft.) Elevation difference = 0.74(Ft.) Manning's N= U.013 No. of pipes = 1 Given pipe size = 54.00(In.) NOTE: Assuming outlet depth at soffit of outlet. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 3.240(Ft.) Pipe friction loss = 0.837(Ft.) Minor friction loss = 2.403(Ft.) K-factor = 1.50 Calculated flow rate through pipe(s) = 161.554(CFS) Pipe flow velocity = 10.16(Ft/s) Travel time through pipe = 0.20 min. Total outflow at this depth = 161.55(CFS) CALCULATED OUTFLOW DATA AT OEPTH = 8.00(Ft.)) Pipe length = 124.00(Ft.) Elevation difference = 0.74(Ft.) Manning's N= 0.013 No. of pipes = 1 Given pipe size = 54.00(In.) NOTE: Assuming outlet depth at soffit of outlet. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 4.240(Ft.) Pipe friction loss = 1.095(Ft.) Minor friction loss = 3.145(Ft.) K-factor = 1.50 Calculated flow rate through pipe(s) = 184.811(CFS) Pipe flow velocity = 11.62(Ft/s) Travel time through pipe = 0.18 min. ~ Total outflow at this depth = 164.81(CFS) ~ Total number of inflow hydrograph intervals = 44 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) , Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) ~ initial basin outflow ---------------------- = 0.00 (CFS) ------------------------ ------------ ---------------------- Oepth vs. Storage and ------------------------------------ Depth vs. Discharge data:' ~ Basin Depth Storage Outflow (S-0*dt/2) (S+O~dt/2) (Ft.) (Ac.Ft) (CFS) (AC.Ft) (AC.ft) ~ ---------------------- 0.000 0.000 ------------------------ 0.000 0.000 ------------ 0.000 4.000 2.600 161.000 2.046 3.154 5.000 3.300 99.944 2.956 3.644 ~ 6.000 4.000 134.328 3.537 4.463 7.000 4.600 161.554 4.044 5.156 8.000 5.200 184.811 4.564 5.836 ~ ---------------------- ------------------------ ------------ 5g ' L~ L~ ~ ~ ~ ' ~ ~ 1 ' ' t , ~ ~ ~ Time ( Hours ) 0.083 0.167 0.250 0.333 0.417 0.500 0.583 0.667 0.750 0.833 0.917 1 .000 1 .U83 1.167 1.250 1.333 1.417 1.500 1.583 1.667 1.750 1.B33 1.917 2.000 2.083 2.167 2.250 2.333 2.417 2.500 2.583 2.667 2.750 2.833 2.917 3.000 3.083 3.167 3.250 3.333 3.417 3.500 3.583 3.667 3.750 3.833 3.917 4.000 4.083 4.167 Graph val Inflow (CFS) 2_b 10.4 12_5 12.9 17.9 21.3 24.9 24.3 27.9 27.9 25.0 26 .2 30.7 37.0 39.3 39.6 40.2 48.1 50.9 50.1 56.2 64.7 64.7 63.2 64.6 71.3 90.2 100.0 101.6 143.4 169.3 180.0 141.2 82.0 57.9 42.5 23.2 13.1 7.8 4.0 1.5 0.6 0.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ues~ 'I'= unit -------------- flutflow St (CFS) (A 0.5 0. 2.6 0. 5.7 0. 8.2 0. 10.7 0. 13.8 0. 17.1 0. 19.8 0. 22.0 0. 24.1 0. 24.9 0. 25.2 0. 26.3 0. 29.0 0. 32.2 0. 34.7 0. 36.6 0. 39.2 0. 42.8 0. 45.5 0. 48.2 0. 52.5 0. 56.8 0. 59.3 0. 60.9 0. 63.4 1. 69.5 1. 78.5 1. 86.3 1. 99.0 1. 119.2 1. f38.7 2, 146.4 2. 134.2 2: 111.6 1. 90.0 1. 69.9 1. 51.7 0. 37.2 0. 26.2 0. 18.0 0. 12.1 0. B.0 0. 5.3 0. 3.4 0. 2.2 0. 1.4 0. 0.9 0. 0.6 0. 0.4 0. inflow: '0'=outflow at time shown orage c.Ft) .0 45.0 008 0 ; 042 OI ; 092 ;DI ; 132 ;01 ; 173 ;0 I ; 224 ; 01 ; 276 ; OI ; 319 ; OI ; 355 ; OI ; 3B9 ; 0 ; 402 ; D ; 406 ; 0 ; 425 ; 01 ; 468 ; OI ; 520 ; 01 ; 561 ; 01; 590 ; OI; 634 ; 0 I 692 ; O;I 735 ; 0 778 ; 01 848 ; ;0 I 917 ~ ; OI 958 ; ; OI 984 ; ; 01 024 ; ; OI 122 ; ; 0 267 ; ; 0 394 ; ; 599 ; ; 925 ; ; 240 ; ; 364 ; ; 167 ; ; 802 ; ; I 454 ; I; 129 i I ~ 0 835 ; I ;0 601 ;I 0 ; 423 I 0 ; 290 I 0 ; 195 I 0 ; 130 IO ; 086 0 ; 056 0 ; 036 0 ; 023 0 ; 015 0 ; 010 0 ; 006 0 ; ------------------------- Depth 90.0 135.0 180.0 (Ft.) ; ; ; 0.0 ; ; ; 0.1 ' ~ ' ~ ' ~ 0.1 i i i 0.2 ; ; ; 0.3 ; ; ; 0.3 ' ~ ' ~ ' ~ 0.4 i i ; 0.5 ; ; ; 0.5 ; ; ; 0.6 i i i 0.6 ; ; ; 0.6 i i i 0.7 ' ~ ' ~ ' ~ 0.7 ~ ~ ~ 9.8 ; ; ; 0.9 ; ; ; 0.9 ~ ~ ; 1 .0 i i i 1.1 ~ ~ ; 1.1 ~ ~ ~ 1.2 i i i 1.3 i i i 1.4 ~ ~ ; 1 .5 i i ; 1 .5 i i i 1.6 1 i i 1.7 ;I ; ; 1.9 0; I ; ; 2.1 ;0 ;I ; 2.5 ; 0 ; I ; 3.0 ; 0 I 3.4 ; ;IO ; 3_6 ; 0; ; 3.3 ; 0 ; ; 2.8 ~i i i 2.2 ' ~ ' ~ ' ~ 1.7 ~ ; ; 1.3 i i i 0.9 ' ~ ' ~ ' ~ 0.7 i i ; 0.4 ; ; ; 0.3 i i i 0.2 i i i 0.1 i i i 0.1 ~ ~ ; 0.1 ' ~ ' ~ ' ~ 0.0 ; ; ; 0.0 ; i i 0.0 ; ; ; 0.0 iE~EiE~f3E3E3f~f~fiEif~E~f~f~f~fiEN~EiE~EK~E~f~EiE~f~fHYDROGRAPH DATAIE~E~E3E3E~fif~E~E~f*3E~fif~E3f~Elf~fiE~E1EIE~E~E~E~f3E ~ Number of intervals = 50 Time intarval = S.0 (Min.) Maximum/Peak flow rate = 146.4 (CFS) ' Total volume = 14.55 (Ac.ft) Status of hydrographs being held in storage Stream 1 Str,eam 2 Str.eam 3 Stream 4 Str,eam 5 f•ea k t i~5 ) U 400 0.000 U:UOO d om m m~ ~~ , +~+f+4i+t++i++++1+i+i{f+++t++++i++++++++ii++++++++i++i+~ii++i++4+iii+i Process from Point/Station 1.000 to Point/Station 2.000 M*~* PRINT CURRENT HYDROGRAPH ~ *~* , , ---- ++++ ------------- ----- +++++++++++++++++++++ ------ ++++++ ---------------°---------------------- +++++++++++++++++++++++++++++++++++++ P R I N T 0 F S T 0 R M ' R u n o f f H y d r o g r a p h ~ ---- --------------------- Hydrograph in ------ 5 -------- Minute --------------- intervals (CFS) ------ -------- ' , ---- Time(h+m) ------------- Volume(Ac.Ft) -------------- 9(CFS) 0 -------- 36. --------------- 6 73.2 ------ ]09.8 -------- 146.4 --- ---------- 0+ 5 ------------- 0.0032 -------- 0.46 ------ 0 -------- ; --------------- i ------ i -- i i~ 0+10 0.0211 2.60 0 ; i ~ i 0+15 0.0604 5.71 VO ; ~ ~ ~ p+20 0.1166 8.15 V 0 ; ~ 1 1 0+25 0.1903 10.71 V 0 ; ~ ~ ~ ~ 0+30 0.2857 13.85 V 0 ; ~ ~ ~ I , 0+35 0.4035 17.11 V 9 ; i i i 0+40 0.5396 19.75 ;V 0 ; ~ ~ ~ , 0+45 0.6911 22.00 ~V B ; ; i i 0+50 0.8569 24.08 ; V 0 ; ; ; ; ' 0+55 1.0286 24.92 ; V 9 ; ; ; ; 1+ 0 1.2018 25.15 ; V 0 ; ; ; ; I~ 1+ 5 1.3829 26.30 ; V 9; ; ; ; 1+10 1.5824 28.96 ; V 0; ; ; ; ~+IS 1.8041 32.20 ; V B; ; ~ ~ ~ 1+20 2.0434 34.75 ; V 0; ; ; ; 1+25 2.2952 36.57 ; V 9; ; i i 1+30 2.5654 39.23 ; V 9 ; ; ; , I+35 2.8605 42.84 ; V ;9 ; ; ; 1+40 3.1740 45.53 ; V; 9 ; ; ; 1+45 3.5060 48.21 ; V; 9 ; ; ; ~ 1+50 3.8676 52.51 ; V 0 ; ; ; , 1+55 4.2588 56.79 ; V 0 ; ~ ; 2+ 0 4.6672 59.30 ; ; V 0 ; i i 2+ 5 5.0867 60.91 ; ; V 9 ; ; ; ~ 2+10 5.5233 63.38 ; ; V 9 ; ; ; 2t15 6.0018 69.49 ; ; V 0; ; ; 2+20 6.5424 78.49 ; ; V ;9 ; ; , 2+25 7.1368 86.32 ; ; V; 9 ; ; 2+30 7.8189 99.04 ; ; V 0 ; ; 2+35 8.6396 119.19 ; ; ; V ; 0 ; 2+40 9.5949 138.69 ; ; ; V ; 9; , 2+45 10.6031 146.39 ; ; ; V; 9 2+50 11.5271 134.16 ; ; ; V 0 ; 2+55 12.2956 111.59 ; ~ ; 9 V ; ~ 3+ 0 12.9155 90.01 ; ; ; 0 i V ; 3+ 5 13.3970 69.92 ; ; 9; ; V ; 3+t0 13.7533 51.73 ; ; 9 ; ; V; ~ 3+15 14.0096 37.22 ; 0 ; ; V; 3+20 14.1901 26.20 ; 0; ; ; V; 3+25 14.3137 17.96 ; 0 ; i i V; 3+30 14.3968 12.06 ; 0 ; ; ; V; ~ 3+35 14.4522 8.04 ; 9 ; ; ; V; 3+40 14.4887 5.30 ~0 ; i ; V~ 3+45 14.5123 3.44 0 ; ; ; V; ~ 3+50 14.5277 2.23 0 ; ~ ; V; 3+55 14.5377 1.45 9 ; i ; V; 4+ 0 14.5441 a.94 9 ~ ~ ; V~ 4+ 5 14.5483 0.61 0 ~ ; ; V; M 4+r0 14.SSIV 0.39 9 ; ; ; V lG~' ~ ~, ~ , ++++++++++++++++++++~+++++++++++++++++++++++++++++++++++++++++++++++++ , Process from Point/Station ~.000 to Point/Station 2.000 iE~E3E~E RETARDING BASIN ROUTING 3EiElE1E PL~C RS¢ ---------------------------------------------------------------------- , Program computation of outflow v. depth , , ~ ~ , ~ , , , , , , ~ ~ CALCULATED OUTFLOW DATA AT DEPTH = 4.00(Ft.)) Pipe length = 124.00(Ft.) Elevation difference = Manning's N= 0.013 No. of pipes =] Given pipe size = 48.00(In.) Calculated individual pipe flow = 110.966(CfS) Normal flow depth in pipe = 48.00(In.) Flow top width inside pipe = 0.00(In.) Critical Depth = 38.21(In.) Calculated flow rate through pipe(s) = 110.966(CFS) Pipe flow velocity = 8.83(Ft/s) Travel time through pipe = 0.23 min. Total outflow at this depth = 1f0.97(CFS) CALCULATED OUTFIOW DATA AT DEPTH = 5.00(Ft.)) Pipe length = 124.00(Ft.) Elevation differe~ce = Manning's N= 0.013 No. of pipes = 1 Given pipe size = 48.00(In.) NOTE= Assuming outlet depth at soffit of outlet. NOTE: Normal flow is pressure flow. r a C,\ 7~ ~ ~ . V ` \ \ a ~ 0.74(Ft.) . Q 3 . ~ 1~ ~ ~ ~ u ~ ~ ~ ~ +J ~; .., \ ~ S ~ ~ ~~ ~ x O 'V d ~ ~ D 0.74(Ft.) ~~ The total friction loss through the pipe is 1.7ao(Ft Pipe friction loss = 0.504(Ft.) Minor friction loss = 1.237(Ft.) K-factor = Calculated flow rate through pipe(s) = 91.561(CF Pipe flow velocity = 7.29(Ft/s) Travel time through pipe = 0.28 min. Total outflow at this depth = 91.56(CFS) 1.50 ~ \ ~ ~ ~` i CALCULATEO OUTFLOW OATA AT DEPTH = 6.00(Ft.)) Pipe length = 124.00(FL.) Elevation difference Manning's N= 0.013 No. of pipes = 1 6iven pipe size = 48.00(In.) NOTE: Assuming outlet depth at soffit of outlet. NOTE~ Normal flow is pressure flow. The total friction loss through the pipe is 2.7 Pipe friction loss = 0.793(ft.) Minor friction loss = 1.947(Ft.) K-factor = ..,,., Calculated flow rate through pipe(s) = 114.898(CFS) Pipe flow velocity = 9.14(Ft/s) Travel time through pipe = 0.23 min. , Totai outflow at this depth = 114.90(CFS) C i ,L~ I/ 1~ rf n '~ +~ ~~~ ~{pss~ M,~L` 1~~,' oNk~ , ~S o~" ~ ~ ~ a '~. ~ ~ •s ~ ~. ~ ~ t ~ 3 t ~ °~ \ ~ ~~ 4t3" er~ , CALCULATED OUTFLOW DATA AT DEPiH = 7.OD(Ft.)) Pipe length = 124.00(Ft.) Elevation difference = 0.74(Ft.) Manning's N= 0.013 No. of pipes = 1 Give~ pipe size = 46.00(In.) I, NOTE~ Assuming outlet depth at soffit of nutlet. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 3.740(Ft.) Pipe friction loss = 1.083(Ft.) Minor friction loss = 2.658(Ft.) K-factor = 1.50 Calculated flow rate through pipe(s) = 134.237(CFS) Pipe flow velocity = 10.68(Ft/s) 7ravel time through pipe = 0.19 min. Total outflow at this depth = 134.24(CFS) CALCULATED OUTfLOW DATA AT DEPTH = 8.00(Ft.)) Pipe length = 124.00(Ft.) Elevation difference = 0.74(Ft.) Ma~ning's N= 0.013 No. of pipes = 1 Given pipe size = 48.00(In.) NOTE: Assuming outlet depth at soffit of outlet. NOTE~ Normal flow is pressure flow. The total friction loss through the pipe is 4.740(Ft.) Pipe friction loss = 1.372(Ft.) Minor friction loss = 3.369(Ft.) K-factor = 1.50 Calculated flow rate through pipe(s) = IS1.]21(CFS) Pipe flow velocity = 12.03(Ft/s) 7ravel time through pipe = 0.17 min. Total outflow at this depth = 151.12(CFS) Total number of inflow hydrograph intervals = 44 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (AC.Ft) Initial basin outflow = 0.00 (CFS) Depth vs. Storage and Depth vs. Oischarge data: Basin Depth Storage Outflow (S-0*dt/2) (S+D*dt/2) (Ft.) (AC.Ft) (CFS) (AC.Ft) (Ac.ft) 0.000 0.000 0.000 0.000 0.000 4.000 2.600 110.966 2.218 2.982 5.000 3.300 91.561 2.985 3.615 6.000 4.000 114.898 3.604 4.396 7.000 4.600 134.~37 4.138 5.062 8.000 5.200 151.121 4.680 5.720 (D2 !~a' ~ P nrutUy~aF+n vc~cn~iun oa~a~ii nuu~iuy , ________ __________ _________ ____ ___________ _________ _______ ______ _____ Graph va lues: 'i'= unit inf low: '0'=outflow at time shown i ~ , Time -------- Inflow ---------- Outflow --------- Storage ---- ----------- --------- ------- ------ ----- Depth ( Hours ) ( CFS ) ( CFS ) ( Ac.Ft ) .0 45.0 90.0 135.0 t80.0 ( Ft . ) 0.083 2.6 0.3 0.008 0 ; ; ; ; 0.0 ~ 0.167 10.4 1.9 0.045 OI ; ; ; i 0.1 I 0.250 12.5 4.4 0.102 0 I ; ; ; ; 0.2 I 0.333 12.9 6.5 0.152 ;0I ; ; ; ; 0.2 I 0.417 17.9 8.6 0.206 ;0 I ; ; ; ; 0 3 ~ 0.500 21.3 I1.6 0.271 ; O I ; ; ; ; . 0 4 0.583 24.9 14_5 0.3.40 ; 0 I ; ; ; ; . 0 5 ' 0.667 d.750 24.3 27.9 17.1 19.4 0.401 0.455 ; ; OI ; OI ; ; ; ; ; ; ; . 0.6 0 7 0.833 27.9 21.6 0.506 ; OI ; ; ; ; . 0 8 0.917 25.0 22.9 0.535 ; 9 ; ; ; ; . 0 8 , 1.000 26.2 23.6 0.552 ; 0 ; ; ; ; . 0.8 1.083 30.7 24.8 0.581 ; OI ; ; ; ~ 0.9 1.167 37.0 27.1 0.635 ; 0[; ; ; ; 1.0 I 1.250 39.3 30.0 0 J02 ; OI ; ; ; ; 1 1 , 1.333 39.6 32.4 0.759 ; 0 I; ; ; ; . 1.2 1.417 40.2 34.3 0.804 ; 01; ; ; ; 1.2 ~ 1.500 1.583 48.1 50.9 36.8 40.1 0.863 0.939 ; ; 0! O;I ; ; ; ; ; ; 1.3 1.4 1.667 50.1 42.7 1.002 ; 01 ; ; ; 1 5 1.750 56.2 45.4 1.064 ; OI ; ; ; . 1.6 1.833 64.7 49.3 1.154 ; 0 I ; ; ; 1 8 ' 1.917 64.7 53.2 1.247 ; ;0 I ; . ; ; . 1.9 2.000 63.2 56.0 1.311 ; ;0 I ; ; ; 2 0 2.083 64.6 58.0 f.359 ; ; OI ; ; ; . 2.1 , 2.167 71.3 60.5 1.419 ; ; 0 I ; ; ; 2.2 2.250 90.2 65.7 1.540 i ; 0 I ; ; 2.4 2.333 100.0 73.2 1.716 ; ; 0 ;I ; ; 2 6 , 2.417 101.6 80.3 1.881 ~ ; 0; I ; ; . 2.9 2.SU0 143.4 91.1 2.135 ; ; 0 ;I ; 3 3 2.583 169.3 107.8 Z,SZ7 ~ UP~U,(pAVUEI~ F~v ~ ~ . 3 9 2.567 780_0 99.4 3.016 ; ~RF~CE . ~0 i ! . 4.6 , 2.750 141.2 96.5 3.447 ; ; ;0 ;I ; 5.2 2.833 82.0 99.6 3.541 ~ ; I;0 ; ; S_3 MAX De~ , 2.917 3.000 57.9 42.5 93.5 98.7 3.358 3.041 ; ; ; I ~ 0 ' 0 ; ; ; ; 5.1 ~ P~~ iuveR' 4 6 3.083 23.2 108.9 2.553 ; ~ ~ ~ ~ , -~ S~R E ~~ - i- . 3.9 3.167 13.1 85.7 2.008 ;( P~ O; ; ; 3.1 3.250 7.8 66.4 1.556 ;I ; 0 ; ; ; 2 4 , . 3.333 4.0 50.9 1.192 I ;0 ; ; ; 1.8 3.417 1.5 38.6 0.903 I 0; ; ; ; 1 4 3.500 0.8 29.0 0.679 I 0; ; ; ; . 1.9 , 3.583 0.4 21.7 0.509 I 0 ; ; ; ; 0.8 3.667 0.0 16.2 0.380 I 0 ; ; ; ; 0.6 , 3.750 3.833 0.0 0.0 12.1 9.0 0.282 0.210 I 0 IO ~ ; ; ; ; ; ; ; 0.4 0 3 3.917 0.0 6.7 0.156 IO ; ; ; ; . 0.2 4.000 0.0 5.0 0.116 0 ; ; ; ; 0:2 4.083 0.0 3.7 0.086 0 ; ; ; ; 0 1 ~ 4.167 0.0 2.7 0.064 0 ; ; ; ; . 0.1 4.250 0.0 2.0 0.048 0 ; ; ; ; 0.] 4.333 0.0 1.5 0.036 0 ; ; ; ; 0.1 ~ 4.417 0.0 1.1 0 d126 0 ; ; ; ; 0.0 4.500 0.0 O.B 0.020 0 ; ; ; ; 0 O a.ssa .o.o o.a o.ois o ; ; ; ; ~ ~ ~3 , a.~,~ o.o .o.s o~ii o ; ; ; ; a.o 4.750 U.9 0.3 0.+008 11 i i i i "0 .0 4 .833 U .0 O .3 U :006 ~ ; ; ; ; ~0 .0 ~ +++++++++++++++++++++++++++++++++++++~++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 , *~~* PRINT CURRENT H~DROGRAPH ***~ ~ ~ ----------------------------------------- +++++++++++++++++++++++++++++++++++++++i+++++++++++'+++++++++++++++++ P R I N T 0 F S T 0 R M ~~ R u n o f f H y d r o g r a p h ------------------------------------- --------------- Hydrograph in S Minute intervals (CFS) , ---- Tim ( h+ ) ----------- l ------- - - - - - ---- ----------- ---------- ---- ------------ e m ---------- Vo ume( Ac.Ft ) 9( CFS ) 0 ------------------------ 27.2 54.5 81 .7 106.9 0+ 5 0.0023 0.34 --- 9 ----------- ' ----------- ~ --- ~ --------- ~ , U+10 0.0156 1.93 p ~ ' ~ ~ ~ ~ ~ ~ 0+15 0.0457 4.37 VO ~ ; ~ ; ~ ~ ~ , 0+z0 0+25 0.0904 0 1509 6.49 8 78 V p V ' ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ . . 9 ~ 0+30 0.2305 11.56 V 0 ; ~ ; ~ ~ ~ 0+35 0.3306 14.53 V 0 ' ' ~ ~ ~ , 0+40 0.4484 t7.12 V ' p ; ~ ~ , ~ , ~ 0+45 0.5822 19.43 ;V p ; ; ~ ~ 0+50 0.7311 21.61 ; V 0' ~ ~ ~ 0+55 0.8884 22.Q5 ; V 9; ; ~ ~ ~ 1+ 0 1.0506 23.55 ; V 9 ; ; ~ ~ ~ 1+ 5 1.2214 24.80 ' , V ~ 8 ~ ~ ~ ~ ~ , 1+10 1+15 1.4082 ].6145 27,ip 29 95 ; V ; V , 0; 0 , ; , ; ' ~ 1+20 1.8376 , 32.39 ; V ;0 ; ; ; ; ~ ~ 1+Z5 2.0739 34.32 ; V ; 9 ; ; ~ 1+30 2.3276 36.84 ; V ; 0 ; ~ . , ~ , 1+35 2.6036 40.08 ~ V ; ~ ~ , ~ ~ ~ 1+40 2.8981 42,75 ; V; 0 , ; ' ~ 1+45 3.2108 45.41 V a ~ ~ , 1+50 3.5501 49.27 ; ~; p~ ~ ; 1+55 3.9167 53.22 ~ V o~ ~ 2+ 0 4.3021 55.97 i V 0 ~ ; ~ ~ 2+ 5 4.7015 57.99 ; ; V ;0 ; ~ ~ 2+10 5.1185 60.54 ; ; V ; g ; ~ 2+15 5.5711 b5.72 i ~ V ~ e i ~ ; z+2o 6.0756 ~a.zs ; ; ~ ; a ; ; ~ 2+25 6.6286 80.30 ; ; V; Qi i 2+30 7.2561 91.11 ; ; V; ; a ' ~ 2+35 2+40 7.9988 8 6836 107.84 99 44 ' ; i V ; ~ g; . . ; ~ ~ ~ ~ ~ 2+45 9.3480 96.47 ~ ~ V ; 0 ; 2+50 10.0339 99.58 ; ; ~ , V ; A ' , 2+55 10.6777 93.48 ; ; ; V; A ; 3+ p 11.3576 98.73 ; ; ; V A ; 3+ 5 12.1079 108.94 ; ; ; ; V A 3+10 t2.6980 85.68 ; ; ~ ~fl ~ ~ , 3+]5 13.1553 66.40 ; ; ~ g ~ ~ ~ 3+20 13.5058 50.89 ; ; p~ ~ V i ~ 3+25 3+30 13.7713 13 9709 38.55 28 98 ; ~ ; g ~ ~ ~ V ~ . . 0 ~ ~ V ; 3+35 14.1204 21.71 ; g~ ~ 3+40 14.2320 16.21 ; g ; ; ~ ; ~~ V; ~ 3+45 14.3151 12.06 ; 9 ; ~ ~ ~~ 3+50 14.3768 8.97 ; A ; ; ; V; 3+55 14.4227 6.67 ~ p ~ ; ~ ~~ , 4+ 0 4+ S 14.4569 14 4623 4.96 3 69 ~A U ' ~ ~ ~~ . . ; 4+10 14.5012 2.7d ;9 ~ ~ ; V~ ~`