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3371733`7 7 07 IE 33`7 7 r TENTATIVE TRACT MAP DRAINAGE CALCULATIONS For APN 764 -I80 -002 LA QUINTA, CALIFORNIA Prepared for: QUADRANT, INC. 7586 Woodrow Wilson Dr. Los Angeles, CA. 90046 Q Prepared by: '.= Warner engineering CIVIL ENGINEERING / PLANNING / LAND SURVEYING YUCCA VALLEY ♦ PALM DESERT Prepared u der the supervision of. O / J ..than D. Hoy, R.C. 526 9 April, 2005 W.O. 0504 -016C rcF! No. C 63526 Exp. 9-30-2006 CIVIL \\ OFcALtF- PURPOSE: The purpose of this study is to estimate the basin requirements to retain the discharge from a 100 -year storm and to prevent any increase in discharge as the result of developing the site as a residential subdivision. DESCRIPTION OF WATERSHED: The subject site is a 4.6 acre site south of Avenue 58, just west of Monroe Street in La Quinta, California (APN 764- 180 -002). The site existing site is an older date grove. The site is flat, although the existing Avenue 58 is above the site. METHODOLOGY: Criteria for this study were based on the Hydrology Manual of the Riverside County Flood Control and Water Conservation District (RCFC & WCD), and the Riverside County LMS Conditions of Approval. The unit hydrograph was used to .determine flood volumes for sizing retention basin. The flood hydrograph was used to route flows through the basins to account for infiltration. The calculations were performed using CIVILDESIGNICIVILCADD, a computer program developed by Joseph E. Bonadiman and Associates Incorporated, � which perform the calculations in accordance with RCFC & WCD criteria. SUMMARY AND CONCLUSIONS: The following table summarizes the results of the unit hydrograph analysis. The 100 -yr pre and post - development flood volumes are summarized in the table below. 100 -yr Storm Duration 1 -hour 3 -hour 6 -hour 24 -hour Pre - Development Flood Volume(c 23,109 20,007 18,882 12,871 Post - Development Flood Volume (� 25,095 20,643 19,371 14,092 In order to retain the flood volume generated from a 100 -yr storm 25,100 cubic feet of L 7� t� storage must be provided. The attached exhibit shows a proposed location for two basins. Each basin would be provide a maximum storage depth of 4', and provide 1' of freeboard. Overflow discharge would be via scuppers with a 4' opening to Avenue 58. r'' IN THE CITY OF LA QUINTA, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA LEGAL DESCRIPTION: W PORTION OF ME NORTHEAST ORTER OF THE NORTHEAST OUARTER OF SECTION 27 T.6S, R.7& SAN BERNARDINO BASE `- AND MERIDIAN, AS SHOWN BY UNITED STATES GOVERNMENT TENTATIVE TRACT MAP NO. 33717 B£C�NG ON NORTH LINE SAID NORTHEAST OWRTER, AT A POINT 841.8 FEET WEST OF THE NORTHEAST CORNER THEREOF, THENCE AT A RIGHT ANGLE SOUTHERLY 651 FEET,• A PORTION OF THE NORTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION 27, T. 6 S., R. 7 E THENCE AT A RIGHT ANGLE WESTERLY, 324 FEET,' SAN BERNARDINO MERIDIAN - _ THENCE AT A RIGHT ANGLE NORTHERLY, 651 FEET TO A POINT ON THE NORTH LIKE OF SAID NORTHEAST OLIARTER: 4p 0 4p BO 120 SEPTEMBER 2005 THENCE EASTERLY ALONG THE NORTH LINE OF SAID NORTHEAST OU4RTER, 324 FEET TO THE POINT OF BEGINNING. APN: 764 -01 -012 (T.T.M. 30092) Zoning /General Plon: RL/LDR OWNER: SCALE.' 1 " = 40' - _. _ _ _ Existinq. Use: 'Single- FDmilyResidentiol - _ JOB LOPEZ ..:w �:r,Z,,; :ab __._ -___ _ C/O OU4DRANT, INC. (FUTURE OWNER) 7586 WOODROW WILSON DR. LEGEND: LOS ANGELES CA 90046 tE�.< , 435.4 323 882 -8079 �:�� G'^ 44fiyl 4w � "_ --.. -. ..1. N 4. ^: 44�- _/ ( 34 INDICATES PROPOSED LOT NUMBER `' -- w x -_ -x __ 7 21 22 - VGNUE=� -� M89- 57.04-W 324.00' �$- 841.80' �2 23 DEVELOPER APPLICANT.• 4,128 80' FL INDICATES FLOW LINE re' ra' - _._ .. ..,,,.. ....., . - '<- OLIADRWf, INC. xiDUmE utTS (AC'aamw) '_ ;.- 28 27" ' " " � _ �� ,�1s` � � � � 27 26 BUILDERS CONTRACTORS TC INDICATES TOP OF CURB - 43EXISRNC li1VEYEM _ C1AS5 /I BICYCLE LANE T ' L -TR£ �l n�MfR. �'- OD EP INDICATES EDGE OF PA VE7/ENT - 9DO46 , - FACE !Y C44B I ,,- R50f......- ;.ao,a...il Sf...•.•..,•...- .�...�' ------- _s-- _�- - - - - -- - 79 CL INDICATES CENTERUNE a �.) --- ----- ---- -- ^ _ • __ `-^ r 82 80 LOS ANGELES. CA RW INDICATES RIGHT-OF-WAY M1� 1• 0 W:.. 2x..'..,. +,.,a.....,,.,,,�..•- ..,..i„�.- J MDLR ..... TRAIL ASSESSORS PARCEL N0: TB INDICATES GRADE BREAK a: „ uRD READER a a' (AS PER AGRARIUV IWGE CORRIDOR v,l2J' �. _ x4.;7.? �•� c -'7• ^~ _� APN 764 -1BD -002 W LZTT - -� LOT D • e \) ,- ' W HP INDICATES HIGH POINT a cul. �' C/IY OF U OUINTA GENOW PUN / '�i PR-O� POSED LANDSCA_ PING 8 28 4 RElE NRON AREA LP INDICATES LOW POINT OPEN SR.4CE v ^ x ACREAGE FC INDAES FINISHED GRADE GROSS: 4.84 ACRES PL INDICA TES PROPERTY LINE A 9 C OFFER FOR DEDICATION 0.25 ACRES I !.�- 1J2' -_ •• ?� -- X151 -'_ -- q� - %" -.• - -. - �' -'•- x . 'Q}; NET: 4.59 ACRES ,uk ,'.;! %_�•� )r -. '" : I ''� �jt : R INDICATES RADIUS �- L ti.' ''y` 1 - Ix =„E.5 1 ` n, �? 0800' yMy -< ! for 1 �Q i _r ry, :,3 <':,�+�.3I (FOR PUBLIC STREET WIDENING) yI'..; `)!' x ! ENTRP GIIE ( 175 j ` 'V D INDICATES DELTA B,p62SF >�V ,mac- `� -.`. r L INDICATES LENGTH ocsmADVE lAl�fA ED, v l • PE =40.6 LAND USE. ! v, It' I (.! 4 ?r4 0. - I ._ ; . Pf�4p.S:,.i -, ! I Y RAGED AffAeN mvm Q ` 1: i Jr. EXISTING: UNDEVELOPED T INDICATES TANGENT 1 1 i 141: ! 2 ,• 1�T 435.64, PROPOSED: RESlDEN741L SUBDIVISION WITH PRIVATE STREET (GATED)• PUE INDICATES PUBLIC UTILITY EASEMENT ,z11 : ^,o: +% 4r•` '1;'•' 17 RESIDENTIAL & 5 LETTERED LOTS ENTRY DRIVE DETAIL i v s ?' 'i ' E ! 436• MIN. LOT SIZE.' 7,810 S.F. PROPOSED (LOT 10) BIT INDICATES BEGIN VIItRCAL CURVE G`-i t47 _ i 43,,'`'4_' ', 4 I 438,. ;i) ;' cj! i T; I _x_ �r�ez•r d;,i. - >' ; I ; ! I ; ,.. MAX. LOT SIZE. 8,8J5 SF. PROPOSED (LOT 6) MIT INDICATES MIDDLE OF VERTICAL CURVE �T7 "'°°"' A• - :x -I ! 2k! OS I ! I 1'fj ' �, _ (eD sDAlq Q '1B' 51 1 1 4i''7 8,550; SF I r�i � ' AVERAGE LOT SIIf.• 8.363 S.F. PROPOSED x4 ?8.:i � u I ! B:JJSI SF.•3 :�'i I� 1O ; I ,b ,. { x:,36.5 w'-•`��i EVC INDICATES END VERTICAL CURVE LS. f. I LCi. PE =4D:J > t • I .. I ! P,<R'40.3,a STADWX LB47M IV RE APPROVED er V an. _ { `i/ I �! i� ,. ! : ` � ,..• -x'. .•'l PW INDICATES POINT OF WR77CAL INTERSECTION RAW - � 1d4 i �1 ?D6 N 143_,? , •; ; � 1 `,� ,,K „< GENERAL ZONING DATA: AWWIDI =TAN= s,D�R ARE 1D ACCOWUMTr .R 4- . I ! I x=' 5.4I I ocrrARCrc 1 ~10 AOVEADr/5 IDR EMMIM Arm Ex/7 14J' ! CENE7LU. PLAN: LOW DENSITY RESID£N714L J9.00 INDICATES PROPOSED SPOT ELEVA DON A v Mm L4mi6lalr@ ILAR RE 9UNV5. •; _,;18;i ; 1 I ! i ':j• �,' l S[ 43 %z4 ' =A J -^ ZONING: RL x 30.2 INDICATES EXISTING SPOT ELEVARON a ro• u7ES fo W EUA/FED MTM A ?ROr ar7P ! ,, r , C J' As PER Fff 004 AW REWRBIBRS p i v ! I •: -•.� ` +:; I ` 1j5` ' v j` o' f i 32 INDICATES PROPOSED CONTOUR aE,nofE (uROEESS) mvmeeovr ula® TaR i ;. i I ^' i ' I i' \�.��,,. �'_ s 3 ' ! k b ! ; ` ; ; ILi55d; -,' 4 �7� NOTES: c 2q! iI � > ", x. RESOMr MM. w u 7= B.JJS,TiF i m i ,R i ,y i P.f�40.0 !: I i! < ?Zu r m -3� INDICATES EXISTING CONTOUR xy,; ©_ �5A L4:; rt`-`, j I43, -i ="s PE-490 I !Lam= z �? c ! T i I - ±; E�i .r 1. NO AWE OR BELOW f,MMATO FLWM181E OR COJWSTMW L00S 04 W4M ORS ARE PRaPOSM OR AMW D ES Of Nf 9E INDICATES PROPOSED GRADIENT INDICATES PROPOSED DIRT SLOPE •a I 143' ! Vi \� .. 2 FEM1 RMO ZCW 4LWD Z01E t; 06GIED AS :IRF.AS OF MWAt FIDCYXVC: - n`rnOECORAITYf!LATI/rAPID'�4 /_. S J�t143Y i I .. _ 0602452J00 REl1SID 1NRfJl TL i98J . ... LUIDRABlY PANEL d ) _ -- RL - -- INDICATES RIDGE LINE [>; ! 7.%Rc ' ' ! I n t-' '� "t:. > 3 AL C ro COUKn• REL'OffiS THE 577E 5 NOT Wf�MN A Mar ARG (AS FAR 1HE TARMAC E o f yj i RAfSf4 MEDIW; I{LAND o 'Fi �© INDICATES CONSIRUCnQV NOTE CALL -OUT C Li O' 4 ` i ! I �x_.,°e ��."� Q aS ` d\ FAULT HAZARD ZIMVEJ. . O <,4{a 1°i'` 8,668.SF :=+':. ;GT(.3 ! 14 h 1 `' I 1 i e',i , . _.j j I Lfg.; , ;8,421 SFn� �Y •: "�. b ,:,r O- > >: x DSO O : _,_'"i"� �1 4. SOUFYE OF 1DPOGRAPIOCiL DATA• dAlEll d ASSOWTES, PALM DESERT, r.V/FORW f- INDICATES 0lRT SWALE tj O t x`�' W, 1 u +3E.8 '4Pf`+J9:6 iF� =J9.7 04[L,. ° S TIM 1EMA11YF WP OVLLWES THE ENRRf 01VR000115 OIO ffRSMP Of 11lF LAhO OVIDFR .,--5= INDICATES PROPOSED SEWER MAIN - I I x I x I! 14•t ` I! 1 ti �V- --W- INDICATES PROPOSED WATER MAIN RAr WY i 3 _` IN 46 I cf,+ i p0 D•C x `"+.+ -, - 6 EY6IGG 617E PAI16 ro B£ RfA57ld8fl/ED LW -SRE LGM�7EM MATH AM'S'Oil`- CRIRtIfUMD•ST51PE �• N L .:} I : ! 7J, , 23'i, ..,� j ! Q 4'b 4 RAhM Aakrr ro CRY REMEW AID AWROk L 1JB6,I f:; ; - ;.;aaL i h.� .� pt-x- F.r. 10 `_ _ =i. I.:y I -4 W .5. rfiQ': [ r?%r . INDICA7E5 £XIS7INC BLOCK WALL IS IX i e' t) I N y b r < =)I ' ! I ` � •� y ` 7 PRIOR ro ttWMENCE1p7Jr M7Dl DDS' PROJECT APPRO°RNTE FEDDPAL OEARIAL^ES ro BE a19/AIMD ® INDICATES PROPOSED BLOCK WALL ' ! ! 4 ,, h ;36.5 BY AFPUOWr AS ID INC 09 P097XV OF BLWAU OF REMAU470V FACILM ON SffE �1 INDICATES EXISTING PALM TREE -�- ^ a:Or f.0 ! 'O,j S� -o 0.I ! L>.i? ! P� =J9 IF r� O ✓^ C _. ---C_ _ _ _ ��,: <3K o b { ' j�'� : R : Za _ o.� UTILITIES.- :Z =C- rn O i j 8,743 S{ o: ® INDICATES PROPOSED D£CORA77W COLUMN tF/d . 0 k 2„ 431.7: .4.i:' :PfaJ9.J 'N: I " I 4r:6.? L,x -RiA f: . ¢¢ '-+c- '--y_� L2ECRB'G D/PBRU. L9P1C111CW D6710CT smaoE s L1lI1ER mp Q nl Lu _ I x ': ! ! ! i 143' ' Q 1 3 W ! 7EU]*vE• . mmm . rmrcaQn Ac Vii; I 4: =! 4.7:' ` „1 '�{:;; j jai j i `ulu hn , ; GAt THE GIS CO~ 1� -t:7 I 1.K., 4.X5:? I \ FA LLf `'^ ! r I' ' 14m k WATER caaIDLA VALLEY WATER DISTRICT INDIO Arc1° ' 1 nPKSU stnKaN I ! `! ' �i N i ; I' - j LZ A x lN1FR /OR 57REET (PRIVATE V ! �, I' o �� IV oui SEWER W Wv VALLEY WATER mrTeGT A 6?�! m I 18-;5,50 SF4 ilj'� I �� ; b. ! x;41.6.i' !e ry rAa E• RMf IMAId1FIP � A� '19 SDS SF fN t �7 [ °•'`i i I PE�iT9.7 �3,,* I --_,` s S.f !max I x SCIML 05MCk• DESUTF _WDS UNTIED SDA) 0 05TRlCT f/e sDIAq -x x ('O i PE=J9.0 4 t ).,<, •O I c :I,V:- i j i I ' j ! i �. it x 4338 f WASTE 06POSAL' WASTE ILINQGE]O7/T OF iHf DESET/f PROJECT SITE VICINITY MAP Ow WED TMYLS LADREI6' am 2Wj EMAP AW swY'LDO®um B! =P:?: I ! I ! I I Q) >,f) ,! � t 4361' <„_ < I i '/ 4iP..5 ! EASEMENT DETAILS: I,:- ! I ! ! ' -� I - _ 1 A NON- IXCLUSN£ EASEMENT OVER THE NORTHERLY JO FEET FOR R04D (P.E. =4J9fj i ! I I .ax.om i ? j i;.76.5i �II I ^' I I I B. 10 SF' +.r io < x -> ` `, - O g�. (( t3�.t PURPOSES, OVER ME SOUTHERLY 15 FEET FOR ROOD AND PIPE LINE -° Ix PURPOSES. AND AN EASEMENT FOR A 12 -INCH PIPE LINE OVER THE L ���.,I ;ST. `f iPf�':7B:B I x(�-•Ib 438.4 '7y� 1 - 'x 1 I NORTHERLY 6 FEET, AND INCIDENTAL PURPOSES, IN DEED - RECORDED 'JUNE -6, i x N I 8.821isF I i h 3E'L 436.4 it !t +:435.1 1957 IN BOOK 2099 PAGE 304 OF OFFICIAL RECORDS, AS RESERVED BY I j) PE =J6.7 I i I I i .. ! 4. I I ! ! 1 1 f j, x- RUELU S. SCHAFER. �\ ! 'I I i ,ry 1 I ® A RIGHT OF WAY 4 FEET IN WIDTH FOR A 12 -INCH PIPE LINE AS LOCATED 4Y AT AIflA£ 56 / ,1 _ 1: i i 739' _•ri I m ! ! j x 4A61I ! !--' - i ACROSS THE HERON DESCRIBED LAND. THE CENTER UNf THEREOF BEING MNIN ♦ - _ c 43c^.�•� / I " ' !e I I 7 1^ ! 437.> j I j 10 I ! ! `FW ---ii' Y ti LOCATED 32 FEET SOLTIFI OF AND PARALLEL INTH THE NORTH LINE OF THE MY Cxf= �5. I h r; 4 { 7,8(0 SF '`'I o ,,F- j i NORTHEAST QUARTER OF SAID SECTION. LV7ER.fO7.(LrDO17MW 8 I PE1d8.5' 1075 A• •s 7849 $F! I x I { I x I 1 AN EASEMENT FOR POWER UNE OR LINES AND INCIDENTAL PURPOSES IN ,1O• ,10• R ;d.s' I m -'� < ! C;pE�JB,4 I I I j „"a � ! 4 -`w ; ! ( I FAVOR or IMPERL4L IRRIGATION DISTRICT IN INSTRUMENT RECORDED MARCH MOI S1MIi 14' I f� I I ! IQ:r.'. 7I ! ! 111 •c n "` ,i w. ^ 1 4,.1724''• 28, 1989 AS INSTRUMENT N0. 89- 094 143 OF OFRCIAL RECORDS. SAID AW1iWY I �, .y, .0 I -x I ''s':I t.A i ILr I ty {(R• _!'rk 1 ` x�45L' EASEMENT IS DESCRIBED AS FOLLOWS: THE SOUTH 60 FEET OF THE NORTH i - ( > I I ( ' 90 FEET OF THE ABOVE DESCRIBED PROPERTY. lSRNC BUILDIN ! i i 1JJ'i 1 I ` ! I Iy . i LOT _ N 5 I Warner Lu 1ffANDERr'AC J 'ur JB. -- Ac. Vflt PAV£MA? U.. I d m 1 ....x -_-,x 3 4P _ en9in r�n9 LRAlFL6E TRV! 1 PAHWW Q AM BASE (O7YP.) '^ TENTATIVE TRACT MAP SUBMITTAL -. -_ _ -_ _ - - _ _ - _ Y ,,, TYPICAL SECWN 4�'•. � - «" .r".=--- -•- 3_.< e . -w�-,- ,fi•'.? :• 47:i 160:_. - J _y AVENUE 58 =: r 164' ,.I ., �x < ?<n 455. - - -- - - -- -- -- - - - -- - NO. DATE EXHIBIT REV /SIGN ---- - - - - -- ___7 =. �T - . x° 7� x • n Ias IaGIl1U o 724s .naflnM Inr¢ r- � +r �'P � DESERT, a. u �BVAUEr u Q SECONDARY ARTERML �I .._u� [; L �. -q� == LN89'S7 04 - -- • �eaoa Ar a m�PEC or <' .:, \ \ ' � � a -� > i a1 oa�Af I/ � � / � F I N AV SCAQ __j, ; i ` * N .�. __ .r.^^^"`._•��,� --� ( r\ q lw- wl /v!/i.. `1 F F)ao) .l+r nor Tao) .7as- 11 • , II! 4x'; P.E. =aJBt�[ .r';r j ''. �4 �< j -.FF- •'.'_ ^` % .., lI V ✓v ...s w -or-as W APN: 764 -190 ;OOIj� III I: 2 _ jY APN: 764, -i0 -0 j i ` S, nw,AR. wARNLR RAGE zuse a7E Zonin General -R.onu RL _LQ(? ! ''' I / x 436.. '' Zonin Genera/ P/ n: RL L'DRi' IF r ! X.7 I EYHRA710.N LM1E I3/Jirns x ' ' ' F'.N. 0504 -016C 5KictiI ii (41n8eveloped) Existing Use: niy�Re i•r r;. I { 1 r ' � — 'Pa5 t - 10ETeUv4f_0 V 14VT Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4. Rational Hydrology Study Date: _ -04 /19/05 File: LaQuintaGrove. out ------------------------------ -- - - - - -- Project: Tentative Tract Map for Desert Pacific Partners. APN 764 - 180 -002 -------- - - - - -- * * * * * * * * * - -- * * * * * * * * ** Hydrology Study Control. Information English (in -lb) Units used in input data file ------------------------------------------- Warner Engineering, Yucca Valley, CA - SIN 598 =------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00.Antecedent Moisture Condition = 2 Standard intensity - duration. curves data (Plate D -4.1) For the [ Cathedral City, ] area used. 10 year storm 10 minute intensity = 2.770(In /Hr) 10 year storm 60 minute intensity = 0.980(In /Hr) 100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600(In /Hr) Slope of intensity duration curve = 0.5800 ++++++++++++......+++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.000 to Point /Station 2.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 200.000(Ft.) Top (of-initial area) elevation = 443.000(Ft.) _Bottom (of initial area) elevation = 442.000(Ft.) Difference in elevation = 1.000(Ft.) Slope = 0.00500 s(percent)= 0.50 TC = k(0.390) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 9.369 min. Rainfall intensity = 4.698(In /Hr) for a 100.0 year.storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.818 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000. Decimal fraction soil group D = 0.000 -- ..— .__Rl -- index_ - -f or soil -(AMC ..2 ) -- - =- - - -5.6 .- 00 - - -- -------- ----------------- - - --- - - - - : - - -- - Pervious area fraction = 0.500; Impervious.fraction = 0.500 Initial subarea runoff = 0.999(CFS) Total initial stream area = 0.260(Ac.) Pervious area fraction = 0.500 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.000 to Point/Station * 3.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 442.000(Ft.) End of street segment elevation = 339.000(Ft.) Length of street segment = 600.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.500(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v /hz) = 0.114 Slope from grade break to crown (v /hz) = 0.027 Street flow is on [1) side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.375(Ft.) Gutter hike from flowline = 1.375(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 9.798(CFS) Depth of flow = 0.283(Ft.), Average velocity = 9.833(Ft/s) Streetflow hydraulics at midpoint of street travel:' Halfstreet flow width = 8.210(Ft.) Flow velocity = 9.83(Ft /s) Travel time = 1.02 min. TC = 10.39 min. �-- Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.814 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) _. 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 4.425(In /Hr) for a 100.0 year storm Subarea runoff = 16.494(CFS) for Total area0(Ac.) 9 840(Ac Total runoff = 17.493(CFS) Street flow at end of street = 17.493(CFS) Half street flow at end of street = 17.493(CFS) Depth of flow = 0.343(Ft.), Average velocity = 11.280(Ft /s) Flow width (from curb towards crown)= 10.415(Ft.) 4 84 (Ac.) End of computations, total study area = The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = '.56.0 f 4�. ?w -r ' NWrT N`�PR.tSG� -API�I S'iDQim U n i t H y d r o g r a p h A n a l y i s Copyright (c)•CIVILCADD /CIVILDESIGN, 1989 - 1999, Version 6.0 Study date 04/20/05 File: LaQuintaGrovePreUH1100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------- - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Warner Engineering, Yucca Valley, CA - SIN 598 ------------------------------------------------------ English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format ----------------------------------------------------- --------------------------------------------------- Drainage Area = 4.84(Ac.) = 0.008 Sq. Mi. USER Entry of lag time in hours Lag time = 0.350 Hr. Lag time = 21.00 Min. 25% of lag time = 5.25 Min. 40% of lag time = 8.40 Min. Unit time = 5.00 Min. Duration of storm = 1 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 4.84 0.50 2.42 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 4.84 1.60. 7.74 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.500(In) Area Averaged 100 -Year Rainfall = 1.600(In) Point rain (area averaged) = 1.600(In) Areal adjustment factor = 100.00 % ---..._...__........-. .Adjus.ted._.average....point.. rain.... = --------- 1.._6.0.0- .(..In) -- - .........- Sub -Area Data: Area(Ac.) Runoff Index Impervious % 4.840 86.00 0.025 Total Area Entered = 4.84(Ac.) RI RI Infil. Rate Impervious AMC2 AMC -2 (In /Hr) (Dec. %) 86.0 86.0 0.176 0.025 Adj. Infil. Rate Area% F (In /Hr) (Dec.) (In /Hr) 0.172 1.000 0.172 Sum (F) = 0.172 Area averaged mean soil loss (F) (In /Hr) = 0.172 Minimum soil loss rate ((In /Hr)) = 0.086 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.880 Slope of intensity- duration curve for a 1 hour storm = 0.5800 ------------------------------------------------------ - - - - -- U n i t H y d r o g r a p h DESERT S -Curve ---------------------------------------------------------,----------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 23..810 1.263 0.062 2 0.167 47.619 4.786 0.233 3 0.250 71.429 11.226 0.548 4 0.333 95.238 20.842 1.017 5 0.417 119.048 15.418 0.752 6 0.500 142.857 9.540 0.465 7 0.583 166.667 6.528 0.318 8 0.667 190.476 4.990 0.243 9 0.750 214.286 3.954 0.193 10 0.833 238.095 3.125 0.152 11 0.917 261.905 2.594 0.127 12 1.000 285.714 2.283 0.111 13 1.083 309.524 1.924 0.094 14 1.167 333.333 1.508 0.074 15 1.250 357.143 1.345 0.066 16 1.333 380.952 1.187 0.058 . 17 1.417 404.762 1.070 0.052 18 1.500 428.571 0.886 0.043 19 1.583 452.381 0.809 0.039 20 1.667 476.190 0.696 0.034 21 1.750 500.000 0.619 0.030 22 1.833 523.810 0.524 0.026 23 1.917 547.619 0.429 0.021 24 2..000 571.429 0.351 0.017 25 2.083 595.238 0.239 0.012 26 2.167 619.048 0.253 0.012 27 2.250 642.857 0.285 0.014 28 2.333 666.667 0.286 0.014 29 2.417 690.476 0.286 0.014 30 2.500 714.286 0.261 0.013 31 2.583 738.095 0.160. 0.008 -......... _. .7 - .33 2.750 785.714 0.187 0.009 ------------------------------------------------------ Sum = 100.000 Sum= - - - - -- 4.878 { Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.08 3.60 0.691 0.172 - -- 0.52 2 0.17 4.20 0.806 0.172 - -- 0.63 3 0.25 4.40 0.845 .0.172 - -- 0.67 4 0.33 4.60 0.883 0.172 - -- 0.71 5 0.42 5.00 0.960 0.172 - -- 0.79 6 0.50 5.60 1.075 0.172 - -- 0.90 7 0.58 6.40 1.229 0.172 - -- 1.06 8. 0.67 8.10 1.555 0.172 - -- 1.38 9 0.75 13.10 2.515 0.172 - -- 2.34 10 0.83 34.50 6.624 0.172- - -- 6.45 11 0.92 6.70 1.286 0.172 - -- 1.11 12 1.00 3.80 0.730 0.172 - -- 0.56 Sum = 100.0 Sum_= 17.1 Flood volume = Effective rainfall 1.43(In) times area 4.8(Ac.) /[(In) /(Ft.)) = 0.6(Ac.Ft) Total soil loss = 0.17(In) Total soil loss = 0.069(Ac.Ft) Total rainfall = 1.60(In) Flood volume = 25093.8 Cubic Feet Total soil loss = 3015.7 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 10.733(CFS) ----=--------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 1 - H O U R S T 0 R M R u n o f f H y d r o g r a p h --------7 ------------------------------------------------------------ Hydrograph in 5 Minute intervals ((CFS)) Time(h+m) -------------------------------------------------------------------- Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0 ----------------------------------------------------------------------- 0+ 5 0.0002 0.03 Q I I I I 0 +10 0.0013 0.16 Q I I I I 0 +15 0.0046 0.47 Q I I I I 0 +20 0.0120 1.08 V Q I I I I 0 +25 0.0232 1.62 IV Q I I I I 0 +30 0.0372 2.03 I V Q I I I I 0 +35 0.0537 2.40 I VQ I I I I 0 +40 0:0730 2.81 I Q I I I I 0 +45 0.0962 3.36 I Q I I I I 0 +50 0.1266 4.42 I Q I I I I 0 +55 0..1693 6.20' I IVQ I 1+ 0 0.2285 8.60 I I V Q I I I 1+ 5 0.3025 10.73 I I IQ I I 1 +10 0.3620 8.64 1 I Q I V I I 1 +15 0.4044 6.16 1 1 Q I V I I 1 +20 0.4346 4.38 I Q I V I 1 +25 0:4574 3.32 1 Q I I IV. I 1 +30 0.4755 2.63 1 Q I I. I V I 1 +35 0.4902 2.13 1 Q I I I V I _........_ ..._..__.._.._._1 +.40 -------------- 0.._5.02.4. - -- -1 78 - I- ._...Q -- - - - -I- ----- --- ---- I ------ ._.-------------- 1 +45 0.5129 1.52 1 Q I I I V I 1 +50 0.5218 1.29 1 Q I I I V I 1 +55 0.5292 1.07 1 Q I I I V 1 2+ 0 0.5356 0.93 IQ I I I V 1 2+ 5 0.54.12 0.82 IQ I I I I V I r r• ? 2 +10 2 +15 2 +20 2 +25 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 0.5462 0.72 IQ I I I V I 0.5504 0.62 IQ I I I V I 0.5542 0.55 IQ I I I V I 0.5575 0.47 Q I I I V I 0.5603 0.42 Q I I I V I 0.5628 0.36 Q I I I VI 0.5648 0.30 Q I I I VI 0.5666 0.25 Q I I I VI 0.5680 0.21 Q I I I VI 0.5694 0.20 Q I I I VI 0.5707 0.19 Q I I I VI 0.5720 0.18 Q I I I V1 0.5732 0.17 Q I I I VI 0.5742 0.14 Q I I I VI 0.5749 0.10 Q I I I VI 0.5754 0.08 Q I I I VI 0.5759 0.07 Q I I I VI 0.5760 0.01 Q I I I VI 0.5761 ----------------------------------------------------- 0.01 Q I I I V - - - - -- ^ 3 250 '15 Fr COST - P�_-v�-_LvPrner't VNI-T ti�%-( pRo "NPIA 10-0- �k S-Ag. 5-Toe n -' U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 1999, Version 6.0 Study date 04/19/05 File: laquintagroveuh3100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------------ Post Development Unit Hydrograph APN 764 - 180 -002 Desert Pacific Partners 100 -yr 3 -hr storm --------------------------------------------------------------7---------- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Warner Engineering, Yucca Valley, CA - S/N 598 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- -------------------------------------------------------------------- Drainage Area = 4.84(Ac.) = 0.008 Sq. Mi. USER Entry of lag time in hours Lag time = 0.140 Hr. Lag time = 8.40 Min. 250 of lag time = 2.10 Min. 40% of lag time = 3.36 Min. Unit time = 5.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 4.84 0.70 3.39 100 YEAR Area rainfall data:. Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 4.84 2.00 9.68 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.700(In) Area Averaged 100 -Year Rainfall = 2.000(In) Point. -rain Areal adjustment factor.= 100.00 % Adjusted average point rain = 2.000(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % Y � 4.840 56.00 0.500 Total Area Entered = .4.84(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec.%) (In /Hr) (Dec.) (In /Hr) 56.0 56.0 0.511 0.500 0.281 1.000 0.281 Sum (F) = 0.281 Area averaged mean soil loss (F) (In /Hr) = 0.281 Minimum soil loss rate ((In /Hr)) = 0.140 (for 24 hour storm duration) Soil low --------------------------------------------------------------------- loss rate (decimal) = 0.850 U n i t H y d r o g r a p h DESERT S -Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph% (CFS) --------------------------------------------------------------------- 1 0.083 59.524 5.496 0.268 2 0.167 119.048 35.503 1.732 3 0.250 178.571 26.774 1.306 4 0.333 238.095 11.448 0.558 5 0.417 297.619 6.710 0.327 6 0.500 357.143 4.373 0.213 7 0.583 416.667 2.986 0.146 8 0.667 476.190 2.143 0.105 9 0.750 535.714 1.537 0.075 10 0.833 595.238 0.972 0.047 11 0.917 654.762 0.659 0.032 12 1.000 714.286 0.704 0.034 13 1.083 773.810 0.471 0.023 14. 1.167 833.333 0.225 0.011 ----------------------------------------------------------------------- Sum = 100.000 Sum= 4.878 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.08 1.30 0.312 0.281 - -- 0.03 2 0.17 1.30 0.312 0.281 - -- 0.03 3 0.25 1.10 0.264 0.281 0.224 0.04 4 0.33 1.50 0.360 0.281 - -- 0.08 5 0.42 1.50 0.360 0.281 - -- 0.08 6 0.50 1.80 0.432 0.281 - -- 0.15 7 0.58 1.50 0.360 0.281 - -- 0.08 8 0.67 1.80 0.432 0.281 - -- 0.15 9 0.75 1.80 0.432 0.281 - -- 0.15 10 0.83 1.50 0.360 0.281 - -- 0.08 11 0.92 1.60 0.384 0.281 - -- 0.10 13 1.08 2.20 0.528 0.281 - -- 0.25 14 1.17 2.20 0.528 0.281 - -- 0.25 15 1.25 2.20 0.528 0.281 - -- 0.25 16 1.33 2.00 0.480 0.281 - -- 0.20 17 1.42 2.60 0.624 0.281 - -- 0.34 18 1.50 2.70 0.648 0.281 - -- 0.37 19 1.58 2.40 0.576 0.281 - -- 0.30 20 1.67 2.70 0.648 0.281 - -- 0.37 21 1.75 3.30 0.792 0.281 - -- 0.51 22 1.83 3.10 0.744 0.281 - -- 0.46 23 1.92 2.90 0.696 0.281 - -- 0.42 24 2.00 3.00 0.720 0.281 - -- 0.44 25 2.08 3.10 0.744 0.281 - -- 0.46 26 2.17 4.20 1.008 0.281 - -- 0.73 27 2.25 5.00 1.200 0.281 - -- 0.92 28 2.33 3.50 0.840 0.281 - -- 0.56 29 2.42 6.80 1.632 0.281 - -- 1.35 30 2.50 7.30 1.752 0.281 - -- 1.47 31 2.58 8.20 1.968 0.281 - -- 1.69 32 2.67 5.90 1.416 0.281 - -- 1.14 33 2.75 2.00 0.480 0.281 - -- 0.20 34 2.83 1.80 0.432 0.281 - -- 0.15 35 2.92 1.80 0.432 0.281 - -- 0.15 36 3.00 .0.60 0.144 0.281 0.122 0.02 Sum = 100.0 Sum = 14.1 Flood volume = Effective rainfall 1.18•(In) times area 4.8(Ac.) /[(In) /(Ft.)] = 0.5(Ac.Ft) Total soil loss = 0.82(In) Total soil loss = 0.333(Ac.Ft) Total rainfall = 2.00(In) Flood volume = 20644.9 Cubic Feet Total soil loss = 14492.8 Cubic Feet Peak flow rate of this hydrograph = 6.535(CFS) --------------------------------------=----------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + ± + + + + + + + + + + + + + + + ++ 3 - H O 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 intervals ((CFS)) Time(h -------------- +m) ------------------------------------------------------ Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ---------------------------------------------------------------------- 0+ 5 0.0001 0.01 Q I I I I 0 +10 0.0005 0.06 Q I I I 0 +15 0.0012 0.11 Q I I I I 0 +20 0.0022 0.15 Q I I I I 0 +25 0.0039 0.24 Q I I I I 0 +30 0.0061 0.32 VQ I I I I 0 +35 0.0092 0.45 VQ I I I I 0 +40 0.0124 0.46 IQ I I I I 0 +45 0.0161 0.54 IVQ I I I I 0 +50 0.0203 0.61 IVQ I I I I 0 +55 0.0240 0.53 I Q I I I I 1+ 0 0.0275 0.51 I Q I I I I 1+ 5 0.0318 0.63 1 Q I I 1 1 1 +10 0. -0377 0.'86 1 Q I I I I ............. - 0- ...0.4.4 Z._. -- - - -1 - 0.1_._.... I -_.. VQ- - - - - -- - I- - - - -I -- - - - - -- - I -- - - - -I- - - -- 1+20 0.0520 1.07 1 Q I I I I 1 +25 0.05.94 1.06 1 QV I I I I 1 +30 0.0682 1.28 1 Q I I I I 1 +35 0.0784 1.48 1 QV I I I I 1 +40 0.0887 1.49 1 Q V I I I I 1 +45 0.0998 1.62 I Q V I I 1 1 1 +50 0.1132. 1.94 1 Q VI I I I 1 +55 0.1275 2.08 I Q V I I I 2+ 0 0.1416 2.05 I Q IV I I I 2+ 5 0.1559 2.07 I Q I V I I I 2 +10 0.1711 2.21 I Q I V I I I 2 +15 0.1902 2.77 I IQ V I I I 2 +20 0.2135 3.38 1 1 Q V I I I 2 +25 0.2368 3.38 1 1 Q VI, I I 2 +30 0.2679 4.52 I I Q I V I I 2 +35 0.3074 5.74 I I 1 Q V I I 2 +40 0.3524 6:53 I I I Q VI I 2 +45 0.3932 5.92 I I 1 Q I V I 2 +50 0.4199 3.88 I I Q I I V I 2 +55 0.4369 2.47 I QI I I V I 3+ 0 0.4493 1.80 I Q I I I V I 3+ 5 0.4577 1.22 1 Q I I I V I 3 +10 0.4632 0.79 1 Q I I I VI 3 +15 0.4668 0.53 1 Q I I I VI 3 +20 0.4693 .0.36 IQ I I I VI 3 +25 0.4711 0.25 IQ I I I VI 3 +30 0.4723 0.18 Q I I I VI 3 +35 0.4732 0.12 Q I I I VI 3 +40 0.4736 0.07 Q I I 1 VI 3 +45 0.4738 0.03 Q I I I VI 3 +50 0.4739 0.01 Q I- I I V1 3 +55 0.4739 0.01 Q I I I VI 4+ 0 0.4739 0.00 Q I I I VI 4+ 5 ----------------------------------------------------------------- 0.4739 0.00 Q I I I V - - - - -- V ��� Kll. � -tLJL sz�cZm U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 1999, Version 6.0 Study date 04/19/05 File: laquintagroveuh6100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + +_ + ++ Post Development Unit Hydrograph - Desert Pacific Partners APN 764 - 180 -002 100 -yr 6 hr storm -------------------------------------------------------------- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Warner Engineering, Yucca Valley, CA - S/N 598 ------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format ------------------------------------------------------------ ------------------------------------------------------------ Drainage Area = 4.84(Ac.) = 0.008 Sq. Mi. USER Entry of lag time in hours Lag time = 0.140 Hr. Lag time = 8.40 Min. 25% of lag time = 2.10 Min. 40% of lag time = 3.36 Min. Unit time = 5.00 Min.' Duration of storm = 6 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 4.84 0.80 3.87 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 4.84 2.50 12.10 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.800(In) Area Averaged 100 -Year Rainfall = 2.500(In) Point rain (area averaged) = 2.500(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.500(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 4.840 56.00 0.500 Total Area Entered = 4.84(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec.%) (In /Hr) (Dec.) (In /Hr) 56.0 56.0 0.511 0.500 0.281 1.000 0.281 Sum (F) = 0.281 Area averaged mean soil loss (F) (In /Hr) = 0.281 Minimum soil loss rate ((In /Hr)) = 0.140 (for 24 hour storm duration) Soil low --------------------------------------------------------------------- loss rate (decimal) = 0.850 U n i t H y d r o g r a p h DESERT S -Curve -------------------------------------------------------------------- Unit Hydrograph Data - - - - -- - --------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 59.524 5.496 0.268 2 0.167 119.048 35.503 1.732 3 0.250 178.571 26.774 1.306 4 0.333 238.095 11.448 0.558 5 0.417 297.619 6.710 0.327 6 0.500 357.143 4.373 0.213 7 0.583 416.667 2.986 0.146 8 0.667 476.190 2.143 0.105 9 0.750 535.714 1.537 0.075 10 0.833 595.238 0.972 0.047 11 0.917 654.762 0.659 0.032 12 1.000 714.286 0.704 0.034 13 1.083 773.810 0.471 0.023 14. 1.167 833.333 0.225 0.011 ----------------------------------------------------------------------- Sum = 100.000 Sum= 4.878 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.08 0.50 0.150 0.281 0.127 0.02 2 0.17 0.60 0.180 0.281 0.153, 0.03 3 0.25 0.60 0.180 0.281 0.153 0.03 4 0.33 0.60 0.180 0.281 0.153. 0.03 5 0.42 0.60 0.180 0.281 0.153 0.03 6 0.50 0.70 0.210 0.281 0.178 0.03 7 0..58 0.70 0.210. 0.281 0.178 0.03 8 0.67 0.70 0.210 0.281 0.178 0.03 9 0.75 0.70 0.210 0.281 0.178 0.03 10 0.83 0•.70 0.210 0.281 0.178 0.03 ..0_..7.0.... - - - - - -- 0_._2.1.0 12 1.00 0.80 0.24.0 0.281 0.204 0.04 13 1.08 0.80 0.240 0.281 0.204 0.04 14 1.17 0.80 0.240 0.281 0.204 0.04 15 1.25 0.80 0.240 0.281 0.204 0.04 16 1.33 0.80 0.240 0.281 0.204 0.04 17 1.42 0.80 0.240 0.281 0.204 0.04 18 1.50 0.80 0.240 0.281 0.204 0.04 19 1.58 0.80 0.240 0.281 0.204 0.04 20 1.67 0.80 0.240 0.281 0.204 0.04 21 1.75 0.80 0.240 0.281 0.204 0.04 22 1.83 0.80 0.240 0.281 0.204 0.04 23 1.92 0.80 0.240 0.281 0.204 0.04 24 2.00 0.90 0.270 0.281 0.229 0.04 25 2.08. 0.80 0.240 0.281 0.204 0.04 26 2.17 0.90 0.270 0.281 0.229 0.04 27 2.25 0.90 0.270 0.281 0.229 0.04 28 2.33 0.90 0.270 0.281 0.229 0.04 29 2.42 0.90 0.270 0.281 0.229 0.04 30 2.50 0.90 0.270 0.281 0.229 0.04 31 2.58 0.90 0.270 0.281 0.229 0.04 32 2.67 0.90 0.270 0.281 0.229 0.04 33 2.75 1.00 0.300 0.281 - -- 0.02 34 2.83 1.00 0.300 0.281 - -- 0.02 35 2.92 1.00 0.300 0.281 - -- 0.02 36 3.00 1.00 0.300 0.281 - -- 0.02 37 3.08 1.00 0.300 0.281 - -- 0.02 38 3.17 1.10 0.330 0.281 - -- 0.05 39 3.25 1.10 0.330 0.281 - -- 0.05 40 3.33 1.10 0.330 0.281 - -- 0.05 41 3.42 1.20 0.360 0.281 - -- 0.08 42 3.50 1.30 0.390 0.281 - -- 0.11 43 3.58 1.40 0.420 0.281 - -- 0.14 44 3.67 1.40 0.420 0.281 - -- 0.14 45 3.75 1.50 0.450 0.281 - -- 0.17 46 3.83 1.50 0.450 0.281 - -- 0.17 47 3.92 1.60 0.480 0.281 - -- 0.20 48 4.00 1.60 0.480 0.281 - -- 0.20 49 4.08 1.70 0.510 0.281 - -- 0.23 50 4.17 1.80 0.540 0.281 - -- 0.26 51 4.25 1.90 0.570 0.281 - -- 0.29 52 4.33 2.00 0.600 0.281 - -- 0.32 53 4.42 2.10 0.630 0.281 - -- 0.35 54 4.50 2.10 0.630 0.281 - -- 0.35 55 4.58 2.20 0.660 0.281 - -- 0.38 56 4.67 2.30 0.690 0.281 - -- 0:41 57 4.75 2.40 0.720 0.281 - -- 0.44 58 4.83 2.40 0.720 0.281 - -- 0.44 59 4.92 2.50 0.750 0.281 - -- 0.47 60 5.00 2.60 0.780 0.281 - -- 0.50 61 5.08 3.10 0.930 0.281 - -- 0.65 62 5.17 3.60 1.080 0.281 - -- 0.80 63 5.25 3.90 1.170 0.281 - -- 0.89 64 5.33 4.20 1.260 0.281 - -- 0.98 65 5.42 4.70 1.410 0.281 - -- 1.13 66 5.50 5.60 1.680 0.281 - -- 1.40 67 5.58 1.90 0.570 0.281 - -- 0.29 68 5.67 0.90 0.270 0.281 0.229 0.04. 69 .5.75 0.60 0.180 0.281 0.153 0.03 2 - -.... - -- - ...- _._.._.._._..._ ..._..._ 71 5.92 0.30 0.090 0.281 0.076. 72 6.00 0.20 0.060 0.281 0.051 0.01 Sum = 100.0 Sum 13.2 Flood volume = Effective rainfall 1.10(In) times area 4.8(Ac.) /[(In) /(Ft.)] = 0.4(Ac.Ft) Total soil loss = 1.40(In) Total soil loss = 0.564(Ac.Ft) Total rainfall = 2.50(In) Flood volume =. 19371.1 Cubic Feet Total soil loss = 24551.2 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 5.229(CFS) -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 6 - H O U R S T O 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 Q(CFS) 0 -------------7---------------------- 0+ 5 0.0000 0.01 Q 0 +10 0.0004 0.05 Q 0 +15 0.0009. 0.08 Q 0 +20 0.0016 0.10 Q 0 +25 0.0024 0.11 Q 0 +30 0.0032 0.12 Q 0 +35 0.0041 0.13 Q 0 +40 0.0051 0.14 Q 0 +45 0.0061 0.14 Q 0 +50 0.0071 0.15 Q 0 +55 0.0081 0.15 Q 1+ 0 0.0092 0.15 Q 1+ 5 0.0103 0.16 Q 1 +10 0.0115 0.17 QV 1 +15 0.0126 0.17 QV 1 +20 0.0138 0.17 QV 1 +25 0.0150 0.17 QV 1 +30 0.0162 0.17 QV 1 +35 0.0174 0.17 QV 1 +40 0.0186 0.18 QV 1 +45 0.0198 0.18 QV 1 +50 0.0210 0.18 QV .1 +55 0.0222 0.18 Q V 2+ 0 0.0235 0.18 Q V 2+ 5 0.0247 0.18 Q V 2 +10 0.0260 0.18 Q V 2 +15 0.0273 0.19 Q V 2 +20 0.0286 0.19 Q V 2 +25 0.0299 0.19 Q V 2 +30 0.0313 0.20 Q V 2 +35 0.0326 0.20 Q V 2 +40 0.0340 0.20 Q V 2 +45 0.0353 0.19 Q V 2 +50 0.0364 0.15 Q V 2 +55 0.0372 0.13 Q V 3+ 0 0.0380 0.11 Q V -- - - - -3+ 5 -- - - ._0....0.3.8.8_ ........... --o-.1 1' ....Q ... V 3 +10 0.0395 0,11 Q V 3 +15 0.0406 0.16 Q V 3 +20 0.0420 0.20 Q V 3 +25 0.0435 0.22 Q V 3 +30 0.0455 0.29 IQ. ------------------------------------ 2.5 5.0 7.5 10.0 ----------------------------------- I I I I I I I I I I I t I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i F I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I V I I I 3 +35 0.0482 0.39 IQ V I I I I 3 +40 0.0517 0.51 I Q V I I I I 3 +45 0.0557 0.58 1 Q V I I I I 3 +50 0.0603 0.67 1 Q V I I I I 3 +55 0.0654 0.74 1 Q V I I I I 4+ 0 0.0710 0.82 1 Q V I I I I 4+ 5 0.0772 0.89 1 Q V I I I I 4 +10 0.0839 0.98 1 Q V I I I I 4 +15 0.0915 1..10 I Q V I I I I 4 +20 0.1000 1.23 1 Q V I I I I 4 +25 0.1093 1.36 1 Q VI I I I 4 +30 0.1196 1.49 1 Q V I I I 4 +35 0.1305 1.58 1 Q IV I I I 4 +40 0.1421 1.69 1 Q I V I I I 4 +45 0.1546 1.81 I Q I V I I I 4 +50 0.1680 1.94 I Q I V I I I 4 +55 0.1819 2.03 I Q I V I I I 5+ 0 0.1966 2.13 I Q I V I I I 5+ 5 0.2123 2.29 1 QI VI I I 5 +10 0.2307 2.66 I Q V I I 5 +15 0.2526 3.18 1 1 Q I V I I 5 +20 0.2778 3.67 I 1 Q I V I I 5 +25 0.3062 4.13 I 1 Q I V I I 5 +30 0.3388 4.72 i I Q I V I 5 +35 0.3748 5.23 I I Q I V I 5 +40 0.4007 3.77 I I Q I I V I 5 +45 0.4155 2.15 I Q I I I V I 5 +50 0.4247 1.34 I Q I I I V 5 +55 0.4311 0.92 1 Q I I I V 6+ 0 0.4355 0.65 1 Q I I I VI 6+ 5 0.4387 0.46 IQ I I I VI 6 +10 0.4408 0.31 IQ I I I VI 6 +15 0.4423 0.21 Q I I I VI 6 +20 0.4433 0.14 Q I I I VI 6 +25 0.4440 0.10 Q I I I VI 6 +30 0.4444 0.06 Q I I I VI 6 +35 0.4446 0.03 Q I I I VI 6 +40 0.4447 0.01 Q I I I VI 6 +45 0.4447 0.00 Q I I I VI 6 +50 0.4447 0.00 Q I I I VI 6 +55 0.4447 0.00 Q I I I VI 7+ 0 0.4447 0.00 Q I I I VI 7+ 5 ----------------------------------------------------------------- 0.4447 0.00 Q I I I V - - - - -- U n i t H y d r o g r a p h VNvZ IQKpR6GRAPA sz on.M A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 1999, Version 6.0 Study date 04/19/05 File: laquintagroveuh6100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Post Development Unit Hydrograph - Desert Pacific Partners APN 764 - 180 -002 100 -yr 6 hr storm --------------------------------7----------7---------------------------- Riverside County Synthetic Unit Hydrology. Method RCFC & WCD Manual date - April 1978 Warner Engineering, Yucca Valley, CA - SIN 598 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format ------------------------------------------------ ------------------------------------------------ Drainage Area = 4.84(Ac.) = 0.008 Sq USER Entry of lag time in hours Lag time = 0.140 Hr. Lag time = 8.40 Min. 25% of lag time = 2.10 Min. 40% of lag time = 3.36 Min. Unit time = 5.00 Mina Duration of storm = 6 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: ------------------- ------------------ Mi. Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 4.84 0.80 3.87 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 4.84 2.50 12.10 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.800(In) Area Averaged 100 -Year Rainfall = 2.500(In) Point rain (area averaged) = 2.500(In) Areal adjustment factor = 100.00 % Adjusted average-point rain = 2.500(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 4.840 56.00 0.500 Total Area Entered = 4.84(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 56.0 56.0 0.511 0.500 0.281 1.000 0.281 Sum (F) = 0.281 Area averaged mean soil loss (F) (In /Hr) = 0.281 Minimum soil loss rate ((In /Hr)) = 0.140 (for 24 hour storm duration) Soil low ------------------------------------------------------------ loss rate (decimal) = 0.850 U n i t H y d r o g r a p h DESERT S -Curve ---------------------------------------------------------------- Unit Hydrograph Data -------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) -- ----------------------------------------------------------- 1 0.083 59.524 5.496 0.268 2 0.167 119.048 35.503 1.732 3 0.250 178.571 26.774 1.306 4 0.333 238.095 11.448 0.558 5 0.417 297.619 6.710 0.327 6 0.500 357.143 4.373 0.213 7 0.583 416.667 2.986 0.146 8 0.667 476.190 2.143 0.105 9 0.750 535.714 1.537 0.075 10 0.833 595.238 0.972 0.047 11 0.917 654.762 0.659 0.032 12 1.000 714.286 0.704 0.034 13 1.083 773.810 0.471 0.023 14 1.167 833.333 0.225 0.011 ----------------------------------------------------------- Sum = 100.000 Sum= 4.878 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.08 0.50 0.150 0.281 0.127 0.02 2 0.17 0.60 0.180 0.281 - 0.153 0.03 3 0.25 0.60 0.180 0.281 0.153 0.03 4 0.33 0.60 0.180 0.281 0.153 0.03 5 0.42 0.60 0.180 0.281 0.153 0.03 6 0.50 0.70 0.210 0.281 0.178 0.03 7 0.58 0.70 0.210 0.281 0.178 0.03 8 0.67 0.70 0.210 0.281 0.178 0.03 9 0.75 0.70 0.210 0.281 0.178 0.03 10 0.83 0.70 0.210 0.281 0.178 0.03 _...0_.. -9 2 - -- 0 -. -7-.0 - - - .._....0..2.10. ....... -- -- - 0_. -2 8.1 - -- - -- 0 -..1.7 8- -- ...... -. _0.....0 3 _....._ _._.. - _11--- 12 1.00 0.80 0.240 0.281 0.204 0.04 13 1.08 0.80 0.240 0.281 0.204 0.04 14 1.17 0.80 0.240 0.281 0.204 0.04 15 1.25 0.80 0.240 0.281 0.204 0.04 16 1.33 0.80 0.240 0.281 0.204 0.04 17 1.42 0.80 0.240 0.281 0.204 0.04 18 1.50 0.80 0.240 0.281 0.204 0.04 19 1.58 0.80 0.240 0.281 0.204 0.04 20 1.67 0.80 0.240 0.281 0.204 0.04 21 1.75 0.80 0.240 0.281 0.204 0.04 22 1.83 0.80 0.240 0.281 0.204 0.04 23 1.92 0.80 0.240 0.281 0.204 0.04 24 2.00 0.90 0.270 0.281 0.229 0.04 25 2.08 0.80 0.240 0.281 0.204 0.04 26 2.17 0.90 0.270 0.281 0.229 0.04 27 2.25 0.90 0.270 0.281 0.229 0.04 28 2.33 0.90 0.270 0.281 0.229 0.04 29 2.42 0.90 0.270 0.281 0.229 0.04 30 2.50 0.90 0.270 0.281 0.229 0.04 31 2.58 0.90 0.270 0.281 0.229 0.04 32 2.67 0.90 0.270 0.281 0.229 0.04 33 2.75 1.00 0.300 0.281 - -- 0.02 34 2.83 1.00 0.300 0.281 - -- 0.02 35 2.92 1.00 0.300 0.281 - -- 0.02 36 3.00 1.0.0 0.300 0.281 - -- 0.02 37 3'.08 1.00 0.300 0.281 - -- 0.02 38' 3.17 1.10 0.330 0.281 - -- 0.05 39 3.25 1.10 0.330 0.281 - -- 0.05 40 3.33 1.10 0.330 0.281 - -- 0.05 41 3.42 1.20 0.360 0.281 - -- 0.08 42 3.50 1.30 0.390 0.281 - -- 0.11 43 3.58 1.40 0.420 0.281 - -- 0.14 44 3.67 1.40 0.420 0.281 - -- 0.14 45 3.75 1.50 0.450 0.281 - -- 0.17 46 3.83 1.50 0.450 0.281 - -- 0.17 47 3.92 1.60 0.480 0.281 - -- 0.20 48 4.00 1.60 0.480 0.281 - -- 0.20 49 4.08 1.70 0.510. 0.281 - -- 0.23 50 4.17 1.80 0.540 0.281 - -- 0.26 51 4.25 1.90 0.570 0.281 - -- 0.29 52 4.33 2.00 0.600 0.281 - -- 0.32 53 4.42 2.10 0.630 0.281 - -- 0.35 54 4.50 2.10 0.630 0.281 - -- 0.35 55 4.58 2.20 0.660 .0.281 - -- 0.38 56 4.67 2.30 0.690 0.281 - -- 0.41 57 4.75 2.40 0.720 0.281 - -- 0.44 58 4.83 2.40 0.720 0.281 - -- 0.44 59 4.92 2.50 0.750 0.281 - -- 0.47 60 5.00 2.60 0.780 0.281 - -- 0.50 61 5.08 3.10 0.930 0.281 - -- 0.65 62 5.17 3.60 1.080 0.281 - -- 0.80 63 5.25 3.90 1.170 0.281 - -- 0.89 64 5.33 4.20 1.260 0.281 - -- 0.98 65 5.42 4.70 1.410 0.281 - -- 1.13 66 5.50 5.60 1.680 0.281 - -- 1.40 67 5.58 1.90 0.570 0.281 - -- 0.29 68 5.67 0.90 0.270 0.281 0.229 0.04 69 5.75 0.60 0.180 0.281 0.153 0.03 71 5.92 0.30 0.090 0.281 0.076 0.01 72 6.00 0.20 0.060 i 0.281 0.051 0.01 Sum = 100.0 Sum = 13.2 Flood volume = Effective rainfall 1.10(In) times area 4.8(Ac.) /[(In) /(Ft.)] = 0.4(Ac.Ft) Total soil loss = 1.40(In) Total soil loss = 0.564(Ac.Ft) Total rainfall = 2.50(In) Flood volume = 19371.1 Cubic Feet Total soil loss = 24551.2 Cubic Feet ---------------------------------------------------------------- Peak flow rate of this hydrograph = .5.229(CFS) ------------- -------------------------------- ------------------ +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 6 - H O 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 intervals ((CFS)) -------------------------------------------------------- Time(h +m) V Volume Ac.Ft Q Q(CFS) 0 0 2 ----- ------------------=------------------------------------------ 0+ 5 0 0.0000 0 0.01 Q Q I I I I I 0 +10 0 0.0004 0 0.05 Q Q I I I I I 0 +15 0 0.0009 0 0.08 Q Q I I I I I 0 +20 0 0.0016 0 0.10 Q Q I I I I I 0 +25 0 0.0024 0 0.11 Q Q I I I I I 0 +30 0 0.0032 0 0.12 Q Q I I I I I 0 +35 0 0.0041 0 0.13 Q Q I I I I I 0 +40 0 0.0051 0 0.14 Q Q I I I 0 +45 0 0.0061 0 0.14 Q Q 0 +50 0 0.0071 0 0.15 Q Q I I I I I 0 +55 0 0.0081 0 0.15 Q Q I I I I I 1+ 0 0 0.0092 0 0.15 Q Q I I I I I 1+ 5 0 0.0103 0 0.16 Q Q I I I I I 1 +10 0 0.0115 0 0.17 Q QV I I I I I 1 +15 0 0.0126 0 0.17 Q QV I I I I I 1 +20 0 0.0138 0 0.17 Q QV I I I I I 1 +25 0 0.0150 0 0.17 Q QV I I I I I 1 ±30 0 0.0162 0 0.17 Q QV I I I I I 1 +35 0 0.0174 0 0.17 Q QV I I I I I 1 +40 0 0.0186 0 0.18 Q QV I I I I I 1 +45 0 0.0198 0 0.18 Q QV I I I 1 +50 0 0.0210 0 0.18 Q QV I I I I I ,1 +55 0 0.0222 0 0.18 Q Q V I I I I I 2+ 0 0 0.0235 0 0.18 Q Q V I I I I I 2+ 5 0 0.0247 0 0.18 Q Q V I I I I I 2 +10 0 0.0260 0 0.18 Q Q V I I I I I 2 +15 0 0.0273 0 0.19 Q Q V I I I I t 2 +20 0 0.0286 0 0.19 Q Q V I I I I I 2 +25 0 0.0299 0 0.19 Q Q V I I I I I 2 +30 0 0.0313 0 0.20 Q Q V I I I I I 2 +35 0 0.0326 0 0.20 Q Q V I I I 2 +40 0 0.0340 0 0.20 Q Q V V I I I 2 +45 0 0.0353 0 0.19 Q Q V V I I I I 2 +50 0 0.0364 0 0.15 Q Q V V I I I I 2 +55 0 0.0372 0 0.13 Q Q V V I I I I 3+ 0 0 0.0380 0 0.11 Q Q V V I I I I V-------- ._..__... -- -- I- - - -- L... _ _......... _ ...- - I.._.. 3 +35 0.0482 0.39 IQ V I I I I 3 +40 0.0517 0.5,1 1 Q V I I I I 3 +45 0.0557 0.58 1 Q V I I I I 3 +50 0.0603 0.67 1 Q V I I I I 3 +55 0.0654 0.74 1 Q V I I I I 4+ 0 0.0710 0.82 1 Q V I I I I 4+ 5 0.0772 0.89 1 Q V I I I I 4 +10 0.0839 0.98 1 Q V I I I I 4 +15 0.0915 1.10 1 Q V I I I I 4 +20 0.1000 1.23 1 Q V I I I I 4 +25 0.1093 1.36 1 Q VI 4 +30 0.1196 1.49 1 Q V I I I 4 +35 0.1305 1.58 1 Q IV I I I 4 +40 0.1421 1.69 1 Q I V 4 +45 0.1546 1.81 1 Q I V I I I 4 +50 0.1680 1.94 1 Q I V. I I I 4 +55 0.1819 2.03 1 Q I V I I I 5+ 0 0.1966 2.13 1 Q I V I I I 5+ 5 0.2123 2.29 I QI VI I I 5 +10 0.2307 2.66 1 Q V I I 5 +15 0.2526 3.18 1 1 Q I V I I 5 +20 0.2778 3.67 1 I Q 1 V I I 5 +25 0.3062 4.. 13 I I Q I V I I 5 +30 0.3388 4.72 1 I Q I V 1 5 +35. 0.3748 5.23 1 I Q I V 5 +40 0.4007 3.77 I' I Q I I V I 5 +45 0.4155 2.15 I Q I I I V 1 5 +50 0.4247 1.34 1 Q I i I V 5 +55 0.4311 0.92 1 Q I I I V I 6+ 0 0.4355 0.65 1 Q I I I VI 6+ 5 0.4387 0.46 IQ I I I VI 6 +10 0.4408 0.31 IQ I I I VI 6 +15 0.4423 0.21 Q I I I VI 6 +20 0.4433 0.14 Q I i I VI 6 +25 0.4440 0.10 Q I I I VI 6 +30 0.4444 0.06 Q I I I VI 6 +35 0.4446 0.03 Q I I I VI 6 +40 0.4447 0.01 Q I I I VI 6 +45 0.4447 0.00 Q I I I VI 6 +50 0.4447 0.00 Q I I I VI 6 +55 0.4447 0.00 Q I I I VI 7+ 0 0.4447 0.00 Q I I I VI 7+ 5 ----------------------------------------------------------------- 0.4447 0.00 Q I I I V - - - - -- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 1999, Version 6.0 Study date 04/19/05 File: laquintagroveuh24100.out ++++++++++++++++++++++++++++++++++++++±++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ APN 764 - 180 -002 Desert Pacific Partners Post Development Unit Hydrograph 100 -yr 24 hour storm ---------------------------------------------------------------------- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Warner Engineering, Yucca Valley, CA - SIN 598 ------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format ----------7-------------------------------------------------------- ----------------------------------------------------------------- Drainage Area = 4.84(Ac.) = 0.008 Sq. Mi. USER Entry of lag time in hours Lag time = 0.140 Hr. Lag time = 8:40 Min. 25% of lag time = 2.10 Min. 40% of lag time = 3.36 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 4.84 1.10 5.32 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 4.84 3.50 16.94 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.100(In) Area Averaged 100 -Year Rainfall = 3.500(In) Point rain (area averaged) = 3.500(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 3.500(In) Sub -Area Data: 1 1 ' Area (Ac. Runoff Index Impervious % 4.840 56.00 0.500 Total Area Entered = 4.84(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 56.0 56.0 0.511 0.500 0.281 1.000 0.281 Sum (F) = 0.281 Area averaged mean soil loss (F) (In /Hr) = 0.281 Minimum soil loss rate ((In /Hr)) = 0.140 (for 24 hour storm duration) Soil low --------------------=------------------------------------- loss rate (decimal) = 0.850 U n i t H y d r o g r a p h DESERT S -Curve --------------------------------------------------------- Unit Hydrograph Data ---------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) ------------------------------------------------------- 1 0.083 59.524 5.496 0.268 2 0.167 119.048 35.503 1.732 3 0.250 178.571 26.774 1.306 4 0.333 238.095 11.448 0.558 5 0.417 297.619 6.710 0.327 6 0.500 357.143 4.373 0.213. 7 0.583 416.667 2.986 0.146 8 0.667 476.190 2.143 0.105 9 0.750 535.714 1.537 0.075 10 0.833 595.238 0.972 0.047 11 0.917 654.762 0.659 0.032 12 1.000 714.286 0.704 0.034 13 1.083 773.810 0.471 0.023 14 1.167 833.333 0.225 0.011 ------------------------------------------------------ Sum = 100.000 Sum= 4.878 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.08 0.07 0.028 0.498 0.024 0.00 2 0.17 0.07 0.028 0.496 0.024 0.00 3 0.25 0.07 0.028 0.494 0.024 0.00 4 0.33 0.10 0.042 0.492 0.036 0.01 5 0.42 0.10 0.042 0.490 0.036 0.01 6 0.50 0.10 0..042 0.488 0.036 0.01 7 0.58 0.10 0.042 0.487 0.036 0.01 8 0.67 0.10 0.042 0.485 0.036 0.01 9 0.75 0.10 0.042 0.483 0.036 0.01 10 0.83 0.13 0.056 0.481 0.048 0.01' 0...1.3_..------- ....0- ._0.56..._ _.._......---- 0_.. 4. 7. 9------- .._._0....OA.8 ............... .- -•-- ..__0...0.1- ---- - - - - -- ----- ._.....- -- - -11- 12 ...._.._...0.._92...... 1.00 0.13 0.056 0.477 0.048 0.01 13 1.08 0.10 0.042 0.475 0.036 0.01 14 1.17 0.10 0.042 0.473 0.036 0.01 15 1.25 0.10 0.042 0.471 0.036 0.01 16 1.33 0.10 0.042 0.470 0.036 0.01 17 1.42 0.10 0.042 0.468 0.036 0.01 18 1.50 0.10 0.042 0.466 0.036 0.01 19 1.58 0.10 0.042 0.464 0.036 0.01 20 1.67 0.10 0.042 0.462 0.036 0.01 21 1.75 0.10 0.042 0.460 0.036 0.01 22 1.83 0.13 0.056 0.458 0.048 0.01 23 1.92 0.13 0.056 0.457 0.048 0.01 24 2.00 0.13 0.056 0.455 0.048 0.01 25 2.08 0.13 0.056 0.453 0.048 0.01 26 2.17 0.13 0.056 0.451 0.048 0.01 27 2.25 0.13 0.056 0.449 0.048 0.01 28 2.33 0.13 0.056 0.447 0.048 0.01 29 2.42 0.13 0.056 0.446 0.048 0.01 30 2.50 0.13 0.056 0.444 0.048 0.01 31 2.58 0.17 0.070 0.442 0.059 0.01 32 2.67 0.17 0.070 0.440 0.059 0.01 33 2.75 0.17 0.070 0.438 0.059 0.01 34 2.83 0.17 0.070 0.436 0.059 0.01 35 2.92 0.17 0.070 0.435 0.059 0.01 36 3.00 0.17 0.070 0.433 0.059 0.01 37 3.08 0.17 0.070 0.431 0.059 0.01 38 3.17 0.17 0.070 0.429 0.059 0.01 39 3.25 0.17 0.070 0.427 0.059 0.01 40 3.33 0.17 0.070 0.426 0.059 0.01 41 3.42 0.17 0.070 0.424 0.059 0.01 42 3.50 0.17 0.070 0.422 0.059 0.01 43 3.58 0.17 0.070 0.420 0.059 0.01 44 3.67 0.17 0.070 0.419 0.059 0.01 45 3.75 0.17 0.070 0.417 0.059 0.01 46 3.83 0.20 0.084 0.415 0.071 0.01 47 3.92 '0.20 0.084 0.413 0.071 0.01 48 4.00 0.20 0.084 0.412 0.071 0.01 49 4.08 0.20 0.084 0.410 0.071 0.01 50 4.17 0.20 0.084 0.408 0.071 0.01 51 4.25 0.20 0.084 0.406 0.071 0.01 52 4.33 0.23 0.098 0.405 0.083 0.01 53 4.42 0.23 0.098 0.403 0.083 0.01 54 4.50 0.23 0.098 0.401 0.083 0.01 55 4.58 0.23 0.098 0.399 0.083 0.01 56 4.67 0.23 0.098 0.398 0.083 0.01 57 4.75 0.23 0.098 0.396 0.083 0.01 58 4.83 0.27 0.112 0.394 0.095 0.02 59 4.92 0.27 0.112 0.393 0.095 0.02 60 5.00 0.27 0.112 0.391 0.095 0.02 61 5.08 0.20 0.084 0.389 0.071 0.01 62 5.17 0.20 0.084 0.388 0.071 0.01 63 5.25 0.20 0.084 0.386 0.071 0.01 64 5.33 0.23 0.098 0.384 0.083 0.01 65 5.42 0.23 0.098 0.382 0.083 0.01 66 5.50 0.23 0.098 0.381 0.083 0.01 67 5.58 0.27 0.112 0.379 0.095 0.02 68 5.67 0.27 0.112 0.377 0.095 0.02 69 5.75 0.27 0.112 0.376 0.095 0.02 8 3._.. ..._.__.._0_..2.7. - ...- -... _ . 0 ..1.1.2 -- - - - ..__._.0__.37.4 - - ._ 0_..0.9.5... _.._7.0.:__....5.. 71 5.92 0.27 0.112 0.372 0.095 0.02 72 6.00 0.27 0.112 0.371 0.095 0.02 73 6.08 0.30 0.126 0.369 0.107 .0.02 74 6.17 0.30 0.126 0.368 0.107 0.02 75 6.25 0.30 0.126 0.366 0.107 0.02 o,. 76 6.33 0.30 0.126 77 6.42 0.30 0.126 78 6.50 0.30 0.126 79 6.58 0.33 0.140 80 6.67 0.33 0.140 81 6.75 0.33 0.140 82 6.83 0.33 0.140 83 6.92 0.33 0.140 84 7.00 0.33 0.140 85 7.08 0.33 0.140 86 7.17 0.33 0.140 87 7.25 0.33 0.140 88 7.33 0.37 0.154 89 7.42 0.37 0.154 90 7.50 0.37 0.154 91 7.58 0.40 0.168 92 7.67 0.40 0.168 93 7.75• 0.40 0.168 94 7.83 0.43 0.182 95 7.92 0.43 0.182 96 8.00 0.43 0.182 97 8.08 0.50 0.210 98 8.17 0.50 0.210 99 8.25 0.50 0.210 100 8.33 0.50 0.210 101 8.42 0.50 0.210 102 8.50 0.50 0.210 103 8.58 0.53 0.224 104 8.67 0.53 0.224 105 8.75 0.53 0.224 106 8.83 0.57, 0.238 107 8.92 0.57 0.238 108 9.00 0.57 0.238 109 9.08 0.63 0.266 110 9.17 0.63 0.266 111 9.25 0.63 0.266 112 9.33 0.67 0.280 113 9.42 0.67 0.280 114 9.50 0.67 0.280 115 9.58 0.70 0.294 116 9.67 0.70 0.294 117 9.75 0.70 0.294 118 9.83 0.73 0.308 119 9.92 0.73 0.308 120 10.00 0.73 0.308 121 10.08 0.50 0.210 122 10.17 0.50 .0.210 123 10.25 0.50 0.210 124 10.33 0.50 0.210 125 10.42 0.50 0.210 126 10.50 0.50 0.210 127 10.58 0.67 0.280 128 10.67 0.67 0.280 - -- .....1.2.9...._1.0 - 75 - - - - -- 00. 130 10.83 0.67 0.280 131 10.92 0.67 0.280 132 11.00 0.67 0.280 133 11.08 0.63 0.266 134 11.17 0.63 0.266 0.364 0 0.107 0 0.02 0.363 0 0.107 0 0.02 0.361 0 0.107 0 0.02• 0.359 0 0.119 0 0.02 0.358 0 0.119 0 0.02 0.356 0 0.119 0 0.02 0.355 0 0.119 0 0.02 0.353 0 0.119 0 0.02 0.351 0 0.119 0 0.02 0.350 0 0.119 0 0.02 0.348 0 0.119 0 0.02 0.347 0 0.119 0 0.02 0.345 0 0.131 0 0.02 0.343 0 0.131 0 0.02 0.342 0 0.131 0 0.02 0.340 0 0.143 0 0.03 0.339 0 0.143 0 0.03 0.337 0 0.143 0 0.03 0.336 0 0.155 0 0.03 0.334 0 0.155 0 0.03 0.332 0 0.155 0 0.03 0.331 0 0.178 0 0.03 0.329 0 0.178 0 0.03 0.328 0 0.178 0 0.03 0.326 0 0.178 0 0.03 0.325 0 0.178 0 0.03 0.323 0 0.178 0 0.03 0.322 0 0.190 0 0.03 0.320 0 0.190 0 0.03 0.319 0 0.190 0 0.03 0.317 0 0.202 0 0.04 0.316 0 0.202 0 0.04 0.314 0 0.202 0 0.04 0.313 0 0.226 0 0.04 0.311 0 0.226 0 0.04 0.310 0 0.226 0 0.04 0.308 0 0.238 0 0.04 0.307 0 0.238 0 0.04 0.305 0 0.238 0 0.04 0.304 0 0.250 0 0.04 0.302 0 0.250 0 0.04 0.301 0 0.250 0 0.04 0.300 - - -- 0 0.01 0.298 - - -- 0 0.01 0.297 - - -- 0 0.01 0.295 0 0.178 0 0.03 0.294 0 0.178 0 0.03 0.292 0 0.178 0 0.03 0.291 0 0.178 0 0.03 0.290 0 0.178 0 0.03 0.288 0 0.178 0 0.03 0.287 0 0.238 0 0.04 0.285 0 0.238 0 0.04 ...... 0.._2.8 4--.- 135 11.25 0.63 0.266 0.276 0.226 0.04 136 11.33 0.63 0.266 0.274 0.226 0.04 137 11.42 0.63 0.266 0.273 0.226 0.04 138 11.50 0.63 0.266 0.272 0.226 0.04 139 11.58 0.57 0.238 0.270 0.202 0.04 140 11.67 0.57 0.238 0.269 0.202 0.04 141 11.75' 0.57 0.238 0.268 0.202 0.04 142 11.83 0.60 0.252 0.266 0.214 0.04 143 11.92 0.60 0.252 0.265 0.214 0.04 144 12.00 0.60 0.252 0.264 0.214 0.04 145 12.08 0.83 0.350 •0.262 - -- 0.09 146 12.17 0.83 0.350 0.261 - -- 0.09 147 12.25 0.83 0.350 0.260 - -- 0.09 148 12.33 0.87 0.364 0.258 - -- 0.11 149 12.42 0.87 0.364 0.257 - -- 0.11 150 12.50 0.87 0.364 0.256 - -- 0.11 151 12.58 0.93 0.392 0.254 - -- 0.14 152 12.67 0.93 0.392 0.253 - -- 0.14 153 12.75 0.93 0.392 0.252 - -- 0.14. 154 12.83 0.97 0.406 0.251 - -- 0.16 155 12.92 0.97 0.406 0.249 - -- 0.16 156 13.00 0.97 0.406 0.248 - -- 0.16 157 13.08 1.13 0.476 0.247 - -- 0.23 158 13.17 1.13 0.476 0.246 - -- 0.23 159 13.25 1.13 0.476 0.244 - -- 0.23 160 13.33 1.13 0.476 0.243 - -- 0.23 161 13.42 1.13 0.476 0.242 - -- 0.23 162 13.50 1.13 0.476 0.241 - -- 0.24 163 13.58 0.77 0.322 0.239 - -- 0.08 164 13.67 0.77 0.322 0.238 - -- 0.08 165 13.75 0.77 0.322 0.237 - -- 0.09 166 13.83 0.77 0.322 0.236 - -- 0.09 167 13.92 0.77 0.322 0.235 - -- 0.09 168 14.00 0.77 0.322 0.233 - -- 0.09 169 14.08 0.90 0.378 0.232 - -- 0.15 170 14.17 0.90 0.378 0.231 - -- 0.15 171 14.25 0.90 0'.378 0.230 - -- 0.15 172 14.33 0.87 0.364 0.229 - -- 0.14 173 14.42 0.87 0.364 0.227 - -- 0.14 174 14.50 0.87 0.364 0.226 - -- 0.14 175 14.58 0.87 0.364 0.225 - -- 0.14 176 14.67 0.87 0.364 0.224 - -- 0.14 177 14.75 0.87 0.364 0.223 - -- 0.14 178 14.83 0.83 0.350 0.222 - -- 0.13 179 14.92 0.83 0.350 0.221 - -- 0.13 180. 15.00 0.83 0.350 0.219 - -- 0.13 181 15.08 0.80 0.336 0.218 - -- 0.12 182 15.17 0.80 0.336 0.217 - -- 0.12 183 15.25 0.80 0.336 0.216 - -- 0.12 184 15.33 0.77 .0.322 0.215 - -- 0.11 185 15.42 0.77 0.322 0.214 - -- 0.11 186 15.50 0.77 0.322 0.213 - -- 0.11 187 15.58 0.63 0.266 0.212 - -- 0.05 _ ...... 1.8.8_ ------ 1.5....6._7_.. - - - -0 -63.. - - ....._.. -0_._2 6.6 ...- ... - - -- - 0_...21.1 .0.6. 189 15.75 0.63 0.266 0.210 - -- 0.06 190 15.83 0.63 0.266 0.208 - -- 0.06 191 15.92 0.63 0.266 0.207 - -- 0.06 192 16.00 0.63 0.266 0.206 - -- 0.06 193 16.08 0.13 0.056 0.205 0.048 0.01 194 16.17 0.13 0.056 195 16.25 0.13 0.056 196 16.33 0.13 0.056 197 16.42 0.13 0.056 198 16.50 0.13 0.056 199 16.58 0.10 0.042 200 16.67 0.10 0.042 201 16.75 0.10 _0.042 202 16.83 0.10 0.042 203 16.92 0.10 0.042 204 17.00 0.10 0.042 205 17.08 0.17 0.070 206 17.17 0.17 0.070 . 207 17.25 0.17 0.070 208 17.33 0.17 0.070 209 17.42 0.17 0.070 210 17.50 0.17 0.070 211 17.58 0.17 0.070 212 17.67 0.17 0.070 213 17.75 0.17' 0.070 214 17.83 0.13 0.056 215 17.92 0.13 0.056 216 18.00 0.13 0.056 217 18.08 0.13 0.056 218 18.17 0.13 0.056 219 18.•25 0.13 0.056 220 18.33 0.13 0.056 221 18.42 0.13 0.056 222 18.50 0.13 0.056 223 18.58 0.10 0.042 224 18.67 0.10 0.042 225 18.75 0.10 0.042 226 18.83 0.07 0.028 227 18.92 0.07 0.028 228 19.00 0.07 0.028 229 19.08 0.10 0.042 230 19.17 0.10 0.042 231 19.25 0.10 0.042 232 19.33 0.13 0.056 233 19.42 0.13 0.056 234 19.50 0.13 0.056 235 19.58 0.10 0.042 236 19.67 0.10 0.042 237 19.75 0.10 0.042 238 19.83 0.07 0.028 239 19.92 0.07 0.028 240 20.00 0.07 0.028 241 20.08 0.10 0.042 242 20.17 0.10 0.042 243 20.25 0.10 0.042 244 20.33 0.10 0.042 245 20.42 0.10 0.042 246 20.50 0.10 0.042 _- .-- .......- ....2.A 7._- __.2.0_.5.8-- .- •--- -0_..l 0_.._.._....__..._.0_. 0.4 -2 ..._. 248 20.67 0.10 0.042 249 20.75 0.10 0.042 250 20.83 0.07 0.028 251 20.92 0.07 0.028 252 21.00 0.07 0.028 0.204 0.048 0.01 0.203 0.048 0.01 0.202 0.048 0.01 0.201 0.048 0.01 0.200 0.048 0.01 0.199 0.036 0.01 0.198 0.036 0.01 0.197 0.036 0.01 0.196 0.036 0.01 0.195 0.036 0.01 0.194 0.036 0.01 0.193 0.059 0.01 0.192 0.059 0.01 0.191 0.059 0.01 0.190 0.059 0.01 0.189 0.059 0.01 0.188 0.059 0.01 0.187 0.059 0.01 0.186 0.059 0.01 0.185 0.059 0.01 0.185 0.048 0.01 0.184 0.048 0.01 0.183 0.048 0.01 0.182 0.048 0.01 0.181 0.048 0.01 0.180 0.048 0.01 0.179 0.048 0.01 0.178 0.048 0.01 0.177 0.048 0.01 0.177 0.036 0.01 0.176 0.036 0.01 0.175 0.036 0.01 0.174 0.024 0.00 0.173 0.024 0.00 0.172 0.024 0.00 0.172 0.036 0.01 0.171 0.036 0.01 0.170 0.036 0.01 0.169 0.048 0.01 0.168 0.048 0.01 0.168 0.048 0.01 0.167 0.036 0.01 0.166 0.036 0.01 0.165 0.036 0.01 0.165 0.024 0.00 0.164 0.024 0.00 0.163 0.024 0.00 0.162 0.036 0.01 0.162 0.036 0.01 0.161 0.036 0.01 0.160 0.036 0.01 0.160 0.036 0.01 0.159 0.036 0.01 ---- .- 0... -03 -6 - - -- - __- ._.- 0- 0.1_.._.. - - 0.158 0.036 0.01 0.157 0.036 0.01 0.156 0.024 0.00 0.156 0.024 0.00 0.155 0.024 0.00 253 254 255 256 257 258 259 260 261 262 263 264 265 266 267 268 269 270 271 272 273 274 275 276 277 278 279 280 281 282 283 284 285 286 287 288 21.08 0.10 0.042 0.154 0.036 0.01 21.17 0.10 0.042 0.154 0.036 0.01 21.25 0.10 0.042 0.153 0.036 0.01 21.33 0.07 0.028 0.153 0.024 0.00 21.42 0.07 0.028 0.152 0.024 0.00 21.50 0.07 0.028 0.152 0.024 0.00 21.58 0.10 0.042 0.151 0.036 0.01 21.67 0.10 0.042 0.150 0.036 0.01 21.75 0.10 0.042 0.150 0.036 0.01 21.83 0.07 0.028 0.149 0.024 0.00 21.92 0.07 0.028 0.149 0.024 0.00 22.00 0.07 0.028 0.148 0.024 0.00 22.08 0.10 0.042 0.148 0.036 0.01 22.17 0.10 0.042 0.147 0.036 0.01 22.25 0.10 0.042 0.147 0.036 0.01 22.33 0.07 0.028 0.146 0.024 0.00 22.42 0.07 0.028 0.146 0.024 0.00 22.50 0.07 0.028 0.146 0.024 0.00 22.58 0.07 0.028 0.145 0.024 0.00 22.67 0.07 0.028 0.145 0.024 0.00 22.75 0.07 0.028 0.144 0.024 0.00 22.83 0.07 0.028 0.144 0.024 0.00 22.92 0.07 0.028 0.144 0.024 0.00 23.00 0.07 0.028 0.143 0.024 0.00 23.08 0.07 0.028 0.143 0.024 0.00 23.17 0.07 0.028 0.143 0.024 0.00 23.25 0.07 0.028 0.142 0.024 0.00 23:33 0.07 0.028 0.142 0.024 0.00 23.42 0.07 0.028 0.142 0.024 0.00 23.50 0.07 0.028 0.141 0.024 0.00 23.58 0.07 0.028 0.141 0.024 0.00 23.67 0.07 0.028 0.141 0.024 0.00 23.75 0.07 0.028 0.141 0.024 0.00 23.83 0.07 0.028 0.141 0.024 0.00 23.92 0.07 0.028 0.141 0.024 0.00 24.00 0.07 0.028 0.140 0.024 0.00 Sum = 100.0 Sum = 9.6 Flood volume = Effective rainfall 0.80(In) times area 4.8(Ac.) /[(In) /(Ft.)) = 0.3(Ac.Ft) Total soil loss = 2.70(In) Total soil loss = 1.088(Ac.Ft) Total rainfall = 3.50(In) Flood volume = 14090.1 Cubic Feet Total soil loss = 47401.5 Cubic Feet ---------------------------------------------- Peak flow rate of this hydrograph = 1.097(CFS) ---------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O 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 intervals ((CFS)) ... Time(h +m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 __ _ ------------------ 0+ 5 0.0000 0.00 Q I I I I 0 +10 0.0001 0.01 Q I I I 0 +15 0.0002 0.01 Q I 0 +20 0.0003 0.02 Q I I 0 +25 0.0004 0.02 Q I I 0 +30 0.0006 0.03 Q I I 0 +35 0.0008 0.03 Q I I 0 +40 0.0010 0.03 Q I 0 +45 0.0012 0.03 Q I I 0 +50 0.0014 0.03 Q I I 0 +55 0.0016 0.03 Q I 1+ 0 0.0019 0.04 Q I 1+ 5 0.0021 0.04 Q I I 1 +10 0.0024 0.04 Q I 1 +15 0.0026 0.03 Q I I 1 +20 0.0028 0.03 Q I I 1 +25 0.0031 0.03 Q I I 1 +30 0.0033 0.03 Q I I 1 +35 0.0035 0.03 Q I I 1 +40 0.0037 0.03 Q I I 1 +45 0.0039 0.03 Q I I 1 +50 0.0041 0.03 Q I I 1 +55 0.0044 0.04 Q I 2+ 0 0.0046 0.04 Q I 2+ 5 0.0049 0.04 Q I I 2 +10 0.0052 0.04 Q I I 2 +15 0.0055 0.04 Q I I 2 +20 0.0057 0.04 Q I 2 +25 0.0060 0.04 Q I 2 +30 0.0063 0.04 Q I I 2 +35 0.0066 0.04 Q I I 2 +40 0.0069 0.05 Q I I 2 +45 0.0072 0.05 Q I I 2 +50 0.0076 .0.05 Q I I 2 +55 0.0079 .0.05 Q I 3+ 0 0.0082 0.05 QV I I 3+ 5 0.0086 0.05 QV I I 3 +10 0.0089 0.05 QV I. I 3 +15 0.0093 0.05 QV I I 3 +20 0.0096 0.05 QV I 3 +25 0.0100 0.05 QV I I 3 +30 0.0103 0.05 QV I I 3 +35 0.0107 0.05 QV I 3 +40 0.0110 0.05 QV I 3 +45 0.0114 0.05 QV I I 3 +50 0.0118 0.05 QV I 3 +55 0.0121 0.06 QV I 4+ 0 0.0125 0.06 QV I I 4+ 5 0.0130 0.06 QV I 4 +10 0.0134 0.06 QV I I 4 +15 0.0138 0.06 QV I I 4 +20 0.0142 0.06 QV I I 4 +25 0.0147 0.07 QV I 4 +30 0.0151 0.07 QV I I 4 +35 0.0156 0.07 QV I 4 +40 0.0161 0.07 QV I - -4 +.4- 5.. -_.... ...._ ._.0... -0. 1.66 -- -- 4 +50 0.0171 0.07 Q V I 4 +55 .0.0176 0.08 Q V I I 5+ 0 0.0181 0.08 Q V I I 5+ 5 0.0187 0.08 Q V I 5 +10 0.0192 O.Q7 Q V I 5 +15 0.0196 0.07 Q V I I 5 +20 0.0201 0.07 Q V I I 5 +25 0.0205 0.07 Q V I I 5 +30 0.0210 0.07 Q V I I 5 +35 0.0215 0.07 Q V I I 5 +40 0.0220 0.08 Q V I I 5 +45 0.0226 0.08 Q V I I 5 +50 0.0231 0.08 Q V I I 5 +55 0.0237 0.08 Q V I I 6+ 0 0.0242 0.08 Q V I I 6+ 5 0.0248 0.08 Q V I I 6 +10 0.0254 0.09 Q V I I 6 +15 0.0260 0.09 Q V I I 6 +20 0.0266 0.09 Q V I I 6 +25 0.0272 0.09 Q V I I 6 +30 0.0279 0.09 Q V I I 6 +35 0.0285 0.09 Q V I I 6 +40 0.0292 0.10 Q V I I 6 +4'5 0.0298 0.10 Q V I I 6 +50 0.0305 0.10 Q V I I 6 +55 0.0312 0.10 Q V I I 7+ 0 0.0319 0.10 Q V I I 7+ 5 0.0326 0.10 Q V I 7 +10 0.0333 0.10 Q V I 7 +15 0.0340 0.10 Q V I 7 +20 0.0347 0.10 Q V I 7 +25 0.0355 0.11 Q V I 7 +30 0.0362 0.11 Q V I 7 +35 0:0370 0.11 Q V I 7 +40 0.037.8 0.12 Q V I 7 +45 0.0386 0.12 Q V I 7 +50 0.0394 0.12 Q V I 7 +55 0.0403 0.13 Q V I 8+ 0 0.0412 0.13 Q V I 8+ 5 0.0421 0.13 Q V I 8 +10 0.0431 0.14 Q V I 8 +15 0.0441 0.15 Q V I 8 +20 0.,0451 0.15 Q V I 8 +25 0.0461 0.15 Q V I 8 +30 0.0472 0.15 Q V I 8 +35 0.0482 0.15 Q V I 8 +40 0.0493 0.16 Q V I 8 +45 0.0504 0.16 Q V I 8 +50 0.0515 0.16 Q V I 8 +55 0.0526 0.17 Q V I 9+ 0 0.0538 0.17 Q V I 9+ 5 0.0550 0.17 Q V I 9 +10 0.0563 0.18 Q V I 9 +15 0.0575 0.19 Q V I 9 +20 0.0588 0.19 Q V I 9 +25 0.0602 0.20 Q V I 9 +30 0.0616 0.20 Q V I 9 +35 0.0630 0.20 Q V• I 9+45 0.0658 0.21 Q V I 9 +50 0.0672 0'.20 Q V I 9 +55 0.0682 0.14 Q V I 10+ 0 0.0689 0.10 Q V I 10+ 5 0.0695 0.09 Q V I 10 +10 0.0703 0.12 Q V I I I 10 +15 0.0712 0.14 Q V I I I 10 +20 0.0722 0.14 Q V I I I 10 +25 0.0732 0.15 Q VI I I 10 +30 0.0743 0.15 Q VI I I 10 +35 0.0753 0.15 Q VI I I 10 +40 0.0765 0.17 Q VI I I 10 +45 0.0778 0.19 Q VI I I 10 +50 0.0791 0.19 Q VI I I 10 +55 0.0805 0.20 Q VI I I 11+ 0 0.0817 0.19 Q V I I 11+ 5 0.0826 0.13 Q V I I 11 +10 0.0836 0.14 Q V I I 11 +15 0.0848 0.17 Q V I l 11 +20 0.0861 0.18 Q V I I 11 +25 0.0874 0.19 Q V I I 11 +30 0.0887 0.19 Q V I I 11 +35 0.0900 0.19 Q IV I I 11 +40 0.0912 0.18 Q IV I I 11 +45 0.0925 0.18 Q IV I I 11 +50 0.0937 0.18 Q IV I I 11 +55 0.0949 0.18 Q IV I I 12+ 0 0.0962 0.18 Q IV I I 12+ 5 0.0975 0.20 Q I V I I 12 +10 0.0995 0.28 IQ I V I I 12 +15 0.1019 0.35 IQ I V I I 12 +20 0.1046 0.39 IQ I V I I. 12 +25 0.1076 0.43 IQ I V I I 12 +30 0.1108 0.47 IQ I V I I 12 +35 0.1142 0.50 IQ I V I I 12 +40 0.1181 0.56 I Q I V I I 12 +45 0.1223 0.61 I Q I V I I 12 +50 0.1267 0.64 I Q I V I I 12 +55 0.1314 0.68 1 Q I V I I 13+ 0 0.1364 0.72 I Q I V I I 13+ 5 0.1416 0.75 I Q I V I I 13 +10 0.1477 0.89 1 Q I V I I 13 +15 0.1545 0.99 I Q I VI I 13 +20 0.1617 1.04 1 Q I VI. I 13 +25 0.1691 1.07 I Q I V I 13 +30 0.1767 1.10 1 Q I IV I 13 +35 0.1841 1.07 1- Q I I V I 13 +40 0.1897 0.82 1 Q I I V I 13 +45 0.1941 0.63 1 Q I I V I 13 +50 0.1979 0.56 .I Q I I V I 13 +55 0.2014 0.51 I Q I I V I 14+ 0 0.2048 0.49 IQ I I V I 14 +'5 0.2082 0.49 IQ I I V I 14 +10 0.2121 0.58 I Q l I V I 14 +15 0.2166 0.64 1 Q I I V I 14 +20 0.2212 0.67 1 Q I I V I 14 +25 0.2257 0.66 I Q I I V I 14 +30 0.2303 0.66 1 Q I I V I - -- ----- ...__..14 + 3 5--- - - - - -- - - -- 0...2.3 4.8 - - -- - 0_..6..6 - - -- I -- -Q- - - - - -- - - - - - -I ----- - - - - - -- I - - - - - - - -- V 1 - - -- 14+40 0.2394 0.67 1 Q 1 I VI 14 +45 0.2441 0.67 I Q I I V 14 +50 0.2487 0.68 1 Q I I V 14 +55 0.2532 0.66 1 Q I I IV 15+ 0 0.2577 0.65 1 Q I I IV J 15+ 5 0.2621 0. 64 1 Q I I I V I 15 +10 0.2663 0.62 1 Q I I I V I 15 +15 0.2705 0.60 1 Q I I I V I 15 +20 0.2746 0.59 1 Q I I I V I 15 +25 0.2785 0.57 1 Q I I I V I 15 +30. 0.2823 0.55 1 Q I ( I V I 15 +35 0.2859 0.53 1 Q I I I V I 15 +40 0.2889 0.43 IQ I I I V I 15 +45 0.2914 0.36 IQ I I I V I 15 +50 0.2936 0.33 IQ I I I V I 15 +55 0.2958 0.32 IQ I I 1 V 1 16+ 0 0.2979 0.31 IQ I I I V 16+ 5 0.2999 0.29 IQ I I I V I 16 +10 0.3013 0.20 Q I I I V I 16 +15 0.3021 0.13 Q I I I V I 16 +20 0.3028 0.10 Q I I I V I 16 +25 0.3034 0.08 Q I I I V I 16 +30 0.3038 0.07 Q I 1 1 V 16 +35 0.3042 0.06 Q I I I V I 16 +40 0.3045 0.05. Q I I 1 V 1 16 +45 0.3048 0.04 Q I I I V I 16 +50 0.3051 0.04 Q I I I V I 16 +55 0.3053 0.04 Q I I I V I 17+ 0 0.3056 0.03 Q I I I V I 17+ 5 0.3058 0.03 Q I I I V I 17 +10 0.3061 0.04 Q I I I V I 17 +15 0.3064 0.04 Q I I I V I 17 +20 0.3067 0.05 Q I I I V I 17 +25 0.3070 0.05 Q I I I V I 17 +30 0.3074 0.05 Q I I I V 17 +35 0.3077 0.05 Q I 1 1 V 17 +40 0.3081 0.05 Q I I I V I 17 +45 0.3084 0.05 Q I I I V I 17 +50 0.3088 0.05 Q I I I V I 17 +55 0.3091 0.05 Q I 1 1 V 1 18+ 0 0.3094 0.04 Q I I I V 18+ 5 0.3097 0.04 Q I I I V I 18 +10 0.3100 0.04 Q I I 1 V 1 18 +15 0.3103 0.04 Q I I I V 18 +20 0.3105 0.04 Q I 1 1 V 1 18 +25 0.3108 0.04 Q I I I V I 18 +30 0.3111 0.04 Q I I I V I 18 +35 0.3114 0.04 Q I I I V I 18 +40 0.3116 0.04 Q I I I V I 18 +45 0.3119 0.03 Q I I I V I 18 +50 0.3121 0.03 Q I I I V I 18 +55 0.3123 0.03 Q I I I V 1 19+ 0 0.3125 0.02 Q I I I V I 19+ 5 0.3126 0.02 Q I 1 1 V 19 +10 0.3128 0.03 Q I I I V I 19 +15 0.3130 0.03 Q I I I V I 19 +20 0.3132 0.03 Q I I I V 19 +25 0.3135 0.03 Q I I 1 V - -- .... ........ - - -.. _..._1.9. +3.0._. - - - -0 3 7 -- - - 0.....0.4 - Q-- ._.... - - - -- I V I 19 +35 0.3140 0.04 Q I I I V I 19 +40 0.3142 0.04 Q I I I V I 19 +.45 0.3144 0.03 Q I I I V I 19 +50 0.3147 0.03 Q I I I V I 19 +55 0.3148 0.03 Q I I 20+ 0 0.3150 0.02 Q I I I V I 20+ 5 0.3152 0.02 Q ( I I V I 20 +10 0.3154 0.03 Q I I I I V I I VI 20 +15 0.3156 0.03 Q I 20t20 0.3158 0.03 Q I I I VI 20 +25 0.3160 0.03 Q I I I VI 20 +30 0.3162 0.03 Q I I I VI 20 +35 0.3164 0.03 Q I I I VI 20 +40 0.3166 0.03 Q I I I VI 20 +45 0.3168 0.03 Q I I I VI 20 +50 0.3170 0.03 Q I I I VI 20 +55 0.3172 0.03 Q I I I VI 21+ 0' 0.3174 0.02 Q I I I VI 21+ 5 0.3175 0.02 Q I I I VI 21 +10 0.3177 0.03 Q I I I VI 21 +15 0.3179 0.03 Q I I I VI 21 +20 0.3181 0.03 Q I I I VI 21 +25 0.3183 0.03 Q I I I VI 21 +30 0.3184 0.02 Q I I I VI 21 +35 0.3186 0.02 Q I I I VI 21 +40 0.3188 0.03 Q I I I VI 21 +45 0.3189 0.03 Q I I I VI 21 +50 0.3191 0.03 Q I I I VI 21 +55 0.3193 0.03 Q I I I VI 22+ 0 0.3195 0.02 Q I I I VI 22+ 5 0.3196 0.02 Q I ( I VI 22 +10 0.3198 0.03 Q I I I VI 22 +15 0.3200 0.03 Q I I I VI 22 +20 0.3202 0.03 Q I I I VI 22 +25 0.3204 0.03 Q I I I VI 22 +30 0.3205 0.02 Q I I I VI 22 +35 0.3207 0.02 Q I I I VI I VI 22 +40 0.3208 0.02 Q I I I VI 22 +45 0.3210 0.02 Q I I I I VI 22 +50 0.3211 0.02 Q I I I VI .•22 +55 0.3213 0.02 Q I I I VI 23+ 0 0.3214 -0.02 Q I I I VI 23+ 5 0.3216 0.02 Q I 23 +10 0.3217 0.02 Q I I I VI I I VI 23 +15 0.3218 0.02 Q I I I VI 23 +20 0.3220 0.02 Q I I VI 23 +25 0.3221 0.02 Q I I I VI 23 +30 0.3223 0.02 Q I I I I VI 23 +35 0.3224 0.02 Q I I I VI 23 +40 0.3225 0.02 Q I I I VI 23 +45 0.3227 0.02 Q I I I VI 23 +50 0.3228 0.02 Q I I I VI 23 +55 0.3230 0.02 Q I I I VI 24+ 0 0.3231 0.02 Q I I I VI 24+ 5 0.3232 0.02 Q I I I VI 24 +10 0.3233 0.01 Q I I I VI 24 +15 0.3234 0.01 Q I I I VI 24 +20 0.3234 0.00 Q I - ---- 2.9 +2.5 ------- ----- ..0 -..- 323. 4--- .._.... -...- 0..00._.... -Q ------=-- I--- - - - - -I -- - - - -I -- - .......__..._v.l- I I VI 24+30 0.3234 0.00 Q I I I VI 24 +35 0.3234 0.00 Q I I I VI 24 +40 0.3235. 0.00 Q I I VI 24 +45 0.3235 0.00 Q I I I I 24 +50 0.3235 0.00 Q I VI 24 +55 0.3235 0.00 Q I I I UI 25+ 0 0.3235 0.00 Q I I I VI 25+ 5 0.3235 0.00 Q I I I V ------------------------------------------------ - - - - -- \P i. J. C. Green & Associates 116 Cascada Court Palm Desert, CA 92211 (760) 4694297 Quadrant Inc., Subdivision Hydrology and Hydraulic Calculations i • City of La Quinta Riverside County Calidomia JO x:GAzs December 2005 Revised February 200E .07 La Quin a Project No. 05319 i i of 2 A Background The .proposed Quadrant Subdivision is located along Avenue 58 between Monroe and Madison Streets in the City of La Quinta. Most of the subdivision drains to the south of the property to a large retention basin. On completion the subdivision will contain 17 lots. The historical drainage is from north to south. This parcel, as well as the parcels on the east,. west and south sides are, or were, date palm orchards. These parcels. have been cultivated in rows. The rows can be seen on the project plans. No tributary flows were considered in these. calculations. .II. Purpose The.purpose of these calculations is to make an estimate of the size of the retention .ponds needed to serve the subdivision. 01. Calculations The calculations which follow are in the form of Excel spreadsheets based upon the Riverside .County Flood Control and Water Conservation District, Hydrology Manual, April 1978 (RCHM). The ROHM. provides for at least three methods -for-estimating :retention volumes. These are: Synthetic Hydrograph Method (Snyder Unit Hydrograph ) for 300 Ac. to 500 Ac. Basins (Page E -1). This method is not applicable to this small site. A Modified Rational Method for small basins, usually less than 20 Ac. ( Chapter D ). This method is not accepted by the City. Shortcut Unit Hydrograph for Basins smaller than 200 Ac. ( Page E -12). This method is accepted by the City and was used for these calculations Retention Calculation Summary Hydrology Plate Grading Plan RCFC & WCD Plate D -5.2 Synthetic Unit Hydrographs. 3, 6 & 24 Hr. Hydrographs, 3, 6 & 24 Hr. Precipitation Data (NOAH) http: //www.nws.noaa.govlohlhdsc 2of2 .. ! 1 • r ! quad..xls Date: 12 -14 -05 Design: Project: Quadrant, Inc. Subdivision Check: Location: La Quinta, CA Job No. JCGA0525 Client: J.C. Green 8 Associates Revised 2 -11 -06 Grading Plan Attached Revised 10 -21 -06 RETENTION CALCULATIONS - SUMMARY To North Basin To South Basin Site Data: Pervious Area 0.32 Ac 2.42 Ac 50.00% Imperv. Area 0.32 2.42 50.00% Totals 0.63 Ac 4.84 Ac 100.00% City of La Quinta Retention Criteria Whitewater River watershed Design for 1% Annual Exceedance Probability (AEP) stone Lat. N 330 37' 37 "' Long. W 1160 14'24" Soil Type Hyd. Group B, AMC 11 Indio ( It) CN = 75 Duration - hours Rainfall - inches Undev. Peak Q - cfs Dev. Peak Q -cfs Undevel. Volume -cf Developed Volume -cf Vol. Difference - cf Conclusions: Hvdmnranh Cmmnariann Syn. Unit H dro ra h 3 6 24 2.2 2.75 4.5 8.00 4.50 0.5 9.10 6.40 1.80 14030 5414 5457 23801 15418 18709 9771 10004 13252 1 Required retention Volume is 23,800 cubic feet 2 Approx. time to drain South Pond is between 9 and 10 hours 3 North retention pond may be 3,100 cf. 4 One Maxwell Plus Drainage System Required in South Basin South Pond Data: As shown on Grading Plan Overflow El. _ Bottom El. = Water Depth = Bottom Area = Area at 4.5' depth = Volume = Freeboard = 35.67 ft 30.17 ft 4.50 ft 2585 sf 8000 sf 23816 cf OK > 23800 1.00 ft South CB Data Tc = 10 min. 1100= 5.34 in/hr C= 0.82 0100 = CIA= 21.2 Required Opening(s) Broad Crested Weir - 0 = 3.087•H"01.5•(B-0.2H) H=O.S 20 Q= 21.7 ds V-- 2.1 ft/sec Time to empty @ 3.5 gal/hr /sq ft: Volume = 23816 cf = 178,144 gal Avg Area = 5293 sq ft Rate = 18525.5 gal/hr Time = 9.6 hours C-'" U c. t ., L'r \I ^L:r<9iS7 fir: aicon 01 i:.a ? f.�v.,.'�� a- .ac' - :,jc' n, ib of error 00i C ;)roq ncY�rr�Y ri,�o ".�I UoA NE m r r ' N N 11� -i -F u i N r tl 4 � A mmo -n 01 (j - - m r i Z U5 m Y N N z - � 0 cn N i N N Ln Im H mm uj i Ilk) u p �JZ z - p p LO rn pp m�'' O p Cl -� N (PP I> AVENUE E�5 w Riverside Countv Hvdroloav Manual Plate D -5.2 Bcvsl.xls 1 Rational C in /hr Undev SFR 1 Ac SFR .5 Ac SFR .25 Ac Condo MHP APT Comm /Ind Pct. Im .> 0 20 40 50 65 75 80 90 0 0.000 0.180 0.360 0.450 0.580 0.670 0.720 0.810 1 0.430 0.530 0.620 0.670 0.740 0.780 0.810 0.850 2 0.590 0.650 0.710 0.750 0.790 0.820 0.840 0.870 3 0.660 0110 0.760 0.780 0.820 0.840 0.850 0.880 4 0.710 0.750 0.790 0.810 0.830 0.850 0.860 0.885 5 0.745 0.780 0.810 0.820 0.845 0.860 0.865 0.890 6 0.770 0.790 0.820 0.830 0.850 0.870 0.880 0.895 RCFC&WCD Plate D-5.2 Hyd. Group B Soil -AMC II 1.00 0.90 0.80 rI 0.60 U i i c 0.50 - - - -- - 0.40 0.30 0.20 0.10 0.00 0 1 2 3 4 5 6 Intensity - in /hr Comm. / Industrial MHP Apartments Condos SFR 0.25 Acre SFR 0.5 Acre SFR - 1 Acre Undeveloped C, =.0008j3 - 0.10612 +.0477i+.8106 IC, = 0A037i3 - 0.050212 +0.22771 +0.467 C = 0.009313 - 0.1158i2 +0.4875i +.014 Quadrant rc1003h Rainfall = 2.20" Prepared by {enter your company name here) HydroCAD®8 00 s/n 004237 0 2006 Hydro CAD Software Solutions LLC 10/24/2006 Subcatchment 1S: (new Subcat) Hydregraph Runoff =6.18 cfs ----- rc1.003h ......_ Rainfall= 2.20" _ Runoff: Area --4.840 -ac Runoff Volume =0.429 of .............. .... .. - _ _ Runoff Depth = 1.06" -- Tc - =- -10,0 _min.- CN =87 ,f -- --- - - - - -- . _ - -- . Tin (boos) Quadrant RC9006h Rainfall = 2.75" Prepared by {enter your company name herel HydroCAD® 8.00 s/n 004237 © 2006 HydroCAD Software Solutions LLC 10/24/2006 s Subcatchment 1S: (new Subcat) Runoff - Area =4.840 aC --- - - - - -- -- - - Runoff Volumee= 0.614: of - - - -- --- ----- -- - -- - -- - - - RunofF Depth.52" t Tc =100 -min - -- - - -- C N =87 ------------ - --------- . - _.. = - - -- - _ - - - ----- - - - - -- 0 1 2 3 4 S Quadrant RC10024 Rainfall = 4.50" Prepared by (enter your company name here) HydroCAD® 8.00 s/n 004237 0 2006 HydroCAD Software Solutions LLC 10/24/2006 Subcatchment 1S: (new Subcat) 3 _- —.T: z a a s s v e e 10 fl iz u x is �s ti I$ tB zo it a D N Z Tk.. fl—1 POINT PRECIPITATION FREQUENCY ESTIMATES -1 FROM NOAA ATLAS 14 California 33.626 N 116.24 W 36 feet from "Precipitation-Frequency Atlas of the United States" NOAA Aties 14, Volume 1, Version 3 G.M. Bonnin, D. Todd, B. Lin, T. Parzybok, M.Yekta, and D. Riley NOAH, National Weather Servioe, Silver Spring, Maryland 2003 Extracted: Sat Feb 112006 Confidence Limits j Seasonality Location Maps y Other Info. I GIS data , Maps Help I D Precipitation Frequenc Estimates (inches) Text version of table I These p� frequency mates ere b� on a parfml duration series. ARI is the Average Recrurence Interval. Please reW to the documentation for more W matlom NOTE: Formatting forces esftmates near zero to appear as zero. A 2/11/2006 --j ARI 5 10 15 30 60 6 Phr 2 24 48 4 7 10 20 30 45 (ears min min min min min Z20F3 r hr hr hr day day da LijayjL!ELayjLqayj Text version of table I These p� frequency mates ere b� on a parfml duration series. ARI is the Average Recrurence Interval. Please reW to the documentation for more W matlom NOTE: Formatting forces esftmates near zero to appear as zero. A 2/11/2006 41 0 4' L (L Partial duration based Point Precipitation Frequency Estimates Version: 3 33.626 N 116.24 W 36 ft 11 9 ------- "-<5 7 Page 2 of 5 4 W, 2 3 4 5 6 7 $910 20 30 40 58 80 100 140 200 300 Average Recurrence Interval (years) Sat Feb 11 18t05:15 2006 Duration 5-min 60-m i n 500 700 1000 2/11/2006 u Partial duration based Point Precipitation Frequency Estimates Version: 3 33.626 H 116.24 W 36 ft it 1g 9 t ... 8 Q. 7 d FI 6 s 0 N 5 ro 4 a 3 L fl. 2 % R Page 3 of 5 Average Reourr•erice Interval (clears) Confidence Limits - * Upper bound of the 90% confidence interval Precipitation Frequency Estimates (inches) ARIA 5 10 15 F3!1 60 120 3 6 12 24 48 4 7 10 2200 �30�F45� 6�0 (years) min min min n min min hr hr hr hr hr day day I day II day II day II day II day I 2 I10 15110 23 0 29110 .39 0 48110 6 0.24 0.37 0.46 0.62 0.76 0.91 10 0.32 0.49 0.61 0.82 1.01 1.21 25 0.45 0.69 0.85 1.15 1.42 1.7; 50 0.57 0.86 1.07 1.44 1.7 ] 2.1: 100 0.71 1.08 1.34 1.80 2.2� 2.6: 200 0.88 1.33 1.65 2.22 2.75 3.11 500 1.15 1.75 2.16 F29- .91 3.6C1 4.01 1000 1.41 2.14 2.65 3.57 4.4� 4.81 The upper bound of the confidence interval at 90 %corlidence 0 72110 .96111 17 1.23 1.33 1.46 1.59 1.67 1.81 1.94 2.18 12.35 1.10 1.46 1.74 1.87 2.04 2.25 2.44 2.57 2.80 2.99 3.34 3.65 1.43 1.85 2.19 2.36 2.63 2.88 3.11 3.29 3.56 3.80 4.22 ;4.62 1.91 2.42 2.82 3.08 3.50 3.83 4.09 4.33 4.65 4.94 5.45 5.98 2.32 2.89 3.34 3.67 4.25 4.63 4.91 5.20 5.55 5.87 6.43 7.09 2.81 3.43 3.90 4.32 5.10 5.55 5.84 6.16 6.54 6.90 7.48 8.27 3.39 4.01 4.51 5.03 6.05 6.57 6.85 7.23 7.63 8.01 8.61 9.52 4.27 4.91 5.39 6.09 7.52 F81-31F-41 . 8.81 9.22 9.62 10.21 11.33 5.05 5.68 6.16 6.96 8.77 9.47 9.75 10.18 10.58 10.95 11.49 12.78 el is the value which 5 0.6 of the simulated quantile values for a given frequency are greater than - 1 rwse precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval. Please refer to the documentation for more information. NOTE: Formatting prevents estimates near zero to appear as zero. * Lower bound of the 90% confidence interval 2/11/2006 i C L C L L L L L L L L L L 31 ul T OW 3/ T M 31 3+ •s -• I s s s s s s M r m et ro M M M m M m rc r � � � s � r I I I I I I I I 'ts 't) YS u N W Ili m 0 @ «. ... N M V M 1 1 V In 1 N I m I N f @ 1 14 1 in 1 6 M iD 0 Duration to M V et Sat Feb It 18t05t15 2006 Average Reourr•erice Interval (clears) Confidence Limits - * Upper bound of the 90% confidence interval Precipitation Frequency Estimates (inches) ARIA 5 10 15 F3!1 60 120 3 6 12 24 48 4 7 10 2200 �30�F45� 6�0 (years) min min min n min min hr hr hr hr hr day day I day II day II day II day II day I 2 I10 15110 23 0 29110 .39 0 48110 6 0.24 0.37 0.46 0.62 0.76 0.91 10 0.32 0.49 0.61 0.82 1.01 1.21 25 0.45 0.69 0.85 1.15 1.42 1.7; 50 0.57 0.86 1.07 1.44 1.7 ] 2.1: 100 0.71 1.08 1.34 1.80 2.2� 2.6: 200 0.88 1.33 1.65 2.22 2.75 3.11 500 1.15 1.75 2.16 F29- .91 3.6C1 4.01 1000 1.41 2.14 2.65 3.57 4.4� 4.81 The upper bound of the confidence interval at 90 %corlidence 0 72110 .96111 17 1.23 1.33 1.46 1.59 1.67 1.81 1.94 2.18 12.35 1.10 1.46 1.74 1.87 2.04 2.25 2.44 2.57 2.80 2.99 3.34 3.65 1.43 1.85 2.19 2.36 2.63 2.88 3.11 3.29 3.56 3.80 4.22 ;4.62 1.91 2.42 2.82 3.08 3.50 3.83 4.09 4.33 4.65 4.94 5.45 5.98 2.32 2.89 3.34 3.67 4.25 4.63 4.91 5.20 5.55 5.87 6.43 7.09 2.81 3.43 3.90 4.32 5.10 5.55 5.84 6.16 6.54 6.90 7.48 8.27 3.39 4.01 4.51 5.03 6.05 6.57 6.85 7.23 7.63 8.01 8.61 9.52 4.27 4.91 5.39 6.09 7.52 F81-31F-41 . 8.81 9.22 9.62 10.21 11.33 5.05 5.68 6.16 6.96 8.77 9.47 9.75 10.18 10.58 10.95 11.49 12.78 el is the value which 5 0.6 of the simulated quantile values for a given frequency are greater than - 1 rwse precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval. Please refer to the documentation for more information. NOTE: Formatting prevents estimates near zero to appear as zero. * Lower bound of the 90% confidence interval 2/11/2006 Page 4 of 5 Precipitation Frequency Estimates (inches) • The lower bound of the confidence interval at 90% confidence level is the value which 50/6 of the simulated quantile values for a given frequency are less than. " These precipitation frequency estimates are based on a partial duration maxima series. ARI is the Average Recurrence Interval. Please refer to the documentation for more information. NOTE: Formatting prevents estimates near zero to appear as zero. Maps - I 194-W a� 11 A'id 1 OAid 4A"'dl ti0�"'iJ 7" z d These maps were produced using a direct map request from the U.S. Census Bureau Mappina and Cartographic Resources Tiger Map Server. Please read disclaimer for more information LEGEND State Connector County Stream Indian Resv Military Area Lake /Pond /Ocean National Park - -- Street Other Park Expressway City Highway County Scale 1 : 228583 7 8 rai *avera5e- -true scale deuends on u-ioniior8resolution min min min min m n min h(years) hr hr hl Idaylldaylidaylldaylidayl • The lower bound of the confidence interval at 90% confidence level is the value which 50/6 of the simulated quantile values for a given frequency are less than. " These precipitation frequency estimates are based on a partial duration maxima series. ARI is the Average Recurrence Interval. Please refer to the documentation for more information. NOTE: Formatting prevents estimates near zero to appear as zero. Maps - I 194-W a� 11 A'id 1 OAid 4A"'dl ti0�"'iJ 7" z d These maps were produced using a direct map request from the U.S. Census Bureau Mappina and Cartographic Resources Tiger Map Server. Please read disclaimer for more information LEGEND State Connector County Stream Indian Resv Military Area Lake /Pond /Ocean National Park - -- Street Other Park Expressway City Highway County Scale 1 : 228583 7 8 rai *avera5e- -true scale deuends on u-ioniior8resolution 2/11/2006 I4 L 11C,.^v"'W 11f.7"'�l 11f. Other Maps /Photographs - Page 5 of 5 V snr ItSGS digital ortho hp oto quadrangle ®�j covering this location from TerraServer, USGS Aerial Photograph may also be available from this site. A DDQ is a computer- ger:erated image of an aerial photograph in which image displacemen: caused by terrain relief and camera tilts has been removed. It combines the image characteristics of a pho:ograph with the geometric- qualities of a map. Visit the y #lr r i is 1 i° eiC "c aIL ra ,, �NQ P) for more information. Watershed /Stream Flow Information - Find the Watershed for this location using the U.S. Environmental Protection Agency's site. Climate Data Sources - Precipitation frequency results are based on data from a variety of sources, but largely NCDC. The following links provide general information about observing saes in the area, regardless of if their data was used in this study. For detailed informatior about the stations used ,n this study, please refer to oui- documentation. Using the National Climatic Data Center's (NCDC) station search engine, locate other climate stations wthin: +/ -30 minutes I .. OR... + /-t degree of this location (33.626/- 116.24). Digital ASCII data can be obtained directly from NCDC. Find Natural Resources Conservation Service (NRCS). SNOTEL (SNOwpack TELemetry) stations by visiting the Western Regional _Climate Center's state- specific SNOTEL station mates. Hydrometeorological Design Studies Center DOClNOAXNational Weather Service 1325 East -West Highway Silver Spring, MD 209 "0 (301) 713 -1669 Questions ?: HDSC.Questions noaa.gov Disclaimer 2/11/2006 r Hydrology Manual tAPH METHOD 00-2W acres 81 La Tie < 7-8 min) ed is caked) South Basin ISO Quadrant Subdiv. PA 4.84 0.01 sgmi 0.098485 0.049242 Ru 39.3 F AW 0.40 0.43 Unit Time Period (min} Pattern Percent Storm Rain Loss Rates -Max Used Rate (% in(hr) 55 933 1.6 0.42 028 If pp 78) 60 5 1.3 0.34 0.28 0.28 65 10 1.3 0.34 028 028 70 15 1.1 029 028 028 75 20 15 CIAO 028 028 80 25 15 0.40 028 028 85 30 35 11 1.5 0.48 0.40 028 028 028 028 90 40 45 1.8 1.8 0.48 0.48 028 02-8-7 028 028 0.40 0.43 50 of 0.023 1.5 0.40 028 025 55 933 1.6 0.42 028 If pp 78) 60 B 1.8 0.48 028 22 65 i.8 ( %)) [al Adjuster) Storm = 22 0.58 028 56 2 70 1.8 22 0.58 0.28 0.19 75 0.9 22 OSS 028 028 80 0.6 2.0 0.53 028 0.00 85 0_Q 2.6 0.69 028 028 90 OA 2.7 0.71 028 0.00 95 0.0 2.4 0.63 028 0AO 100 0.0 2.7 0.71 028 0.00 105 0.0 3.3 0.87 028 91 110 0.0 3.1 0112 028 0.00 115 0.0 2.9 0.77 028 0.0 120 0.0 3.0 0.79 028 ODD 125 0.0 3.1 0.82 028 0 130 0.0 42 1.11 028 0.00 135 0.0 5.0 1.32 028 23801 140 oa 3.5 0.92 0.28 0.00 145 0.0 6.8 1 028 150 0.0 7.3 193 028 0.40 0.43 1.04 Calculation Lag (hr) = of 0.023 1.4 min 12772 0.64 025 3.1 933 137% 151 0 If pp 78) 2198 B 165 11 E5.1 -5.6) 8A 22 18293 i.8 ( %)) [al Adjuster) Storm = 100.00 2.20 - 1) 1 or III (Sheet E-8)) 56 2 128 1.04 165 u0im , 1508 12772 0.64 025 3.1 933 137% 151 0 7.3 2198 15903 165 0.28 8A 2390 18293 188 281 9A 2735 21027 128 1.8 62 1853 228$0 0.19 23 1 0.9 281 23801 0.00 028 180 0.6 D.16 0.2$ 028 0.00 0.57 0_Q 0 23$01 028 028 0 OA 0.00 028 028 0.00 0 0.0 0 23$01 028 0AO 0 0.0 0.00 028 028 0.00 0.0 0.0 0 23801 0.00 91 0 0.0 0.00 028 028 0.00 ODD 0.0 0 23801 0.0 0 0.0 D.00 628 1.04 165 5.0 1508 12772 0.64 025 3.1 933 137% 151 0 7.3 2198 15903 165 0.28 8A 2390 18293 188 281 9A 2735 21027 128 1.8 62 1853 228$0 0 165 2.0 0.53 0_28 028 025 0.0 1.2 358 23'238 0 0.0 170 1.8 0.48 0.28 028 x.19 0 62 281 23520 0.0 0.00 175 1.8 0.4$ 028 028 0.19 23 1 0.9 281 23801 0.00 028 180 0.6 D.16 0.2$ 028 0.00 0.57 0_Q 0 23$01 028 028 0 OA 0.00 028 028 0.00 0 0.0 0 23$01 028 0AO 0 0.0 0.00 028 028 0.00 0.0 0.0 0 23801 0.00 91 0 0.0 0.00 028 028 0.00 ODD 0.0 0 23801 0.0 0 0.0 D.00 628 028 ODD 028 0.0 0 23801 OA 0 0 0.0 0.00 028 028 0.00 028 0.0 0 23801 0 23801 0 oa 0_00 028 028 0.00 0.00 0.0 0 23801 23801 0 0.0 O.00 628 0.28 0.00 0.44 0.0 0 23801 SO 4 0 0.0 DAD 028 028 0.00 O.fl 0.0 0 23801 0 0.0 D 0.0 0.00 028 028 0.00 0 0.0 0 23801 O.0 0.00 D 0.fl OAO 028 028 0.00 23801 OA 0 23801 U. 028 0 0.0 0.00 028 028 O.OD 0.0 0 23801 028 028 0 OA MOW 028 028 MOD 0 0.0 0 23801 028 0.00 0 0.0 090 028 028 0.00 0.0 0.0 0 23801 OAO 0 0.0 0.00 028 028 QAO 0.00 0.0 0 23$01 0.0 0 0.0 0.40 028 028 O.00 028 0.0 0 23801 0.0 0 0 0.0 0.00 028 028 090 028 OA 0 23801 0 23801 0 OA O.t10 028 028 0.00 0.00 0.0 0 23801 23801 0 0.0 0.00 0.28 02$ 0.00 0.0 0 23801 0 0 0.0 0.00 028 028 Ow 0.0 OA 0 23801 0 OA 0 0.0 000 028 028 OAD 0 0.0 0 238M nn nm 0 0.0 0.00 028 028 O.W CIA 0 23801 0 0.0 O.oD 028 028 1 OAO A 0 23501 0 0:0 ODO !028 0.28 r 0.00. �, OA 0 238D1 0 0.0 D.00 0.28 028 -0-- 0.00 "0A 0 238x1 0 0.0 0.00 028 28 0.00 0.0 0 238D1 0 0:0 DAO 028 0.28 0.00 0.0 0 23801 0 oA 0.00 028 0.2$ 0.00 0.0 0 23801 D 0:0 fl ti0 a2$ 0 2$ 000 0.0 0 238D4 EZ nn nnn n•f4 -- 0 OA 090 028 028 0.00 40, 02 45 0.9 0.0 0 23801 0.41 0 0.0 090 028 028 0.00 039 OA 0 23801 0 0.0 0.00 0.28 028 O.w 0.21 0.0 0 23 1 0.19 0 0.0 0.00 028 028 0.00 0.18 0.0 D 23801 0.57 0 0.0 oAD 028 028 0.00 0.0 0 23801 0.07 0 0.0 0.00 028 028 0AO 0.36 0.0 0 23801 9D 0 0.0 OAO 028 028 0.00 91 0.0 0 23801 71 0 0.0 ODD 028 0.28 0.00 0.0 0 23801 020 0 OA 0.00 028 028 000 0.54 OA 0 23801 0 OA 0A0 028 028 OAO ,; 0.05 oA 0 23801 0 OA 0.00 028 028 0.00 74 75 76 77 0.0 0 23801 0 0.0 0.00 028 028 0.00 0.44 0.0 0 23801 SO 4 0.0 0.00 028 0.28 0.00 O.fl 0 23S01 0 0.0 0.00 028 028 0.00 0.0 0 23801 0 O.0 0.00 028 028 O.OD 0:0 0 23801 0 0.0 U. 028 028 0.00 0.0 0 23801 0 0.0 0.00 028 028 0.00 0.0 0 23801 0 0.0 0.00 0.28 028 0.00 0.0 0 23801 0 0.0 0.00 028 028 OAO 0.0 0 23801 0 OA) 0.00 028 028 0.00 0.0 0 23801 0 0.0 OAO 028 028 0.00 0.0 0 23801 0 0.0 0.00 028 028 0.00 0.0 0 23801 0 OA 0.00 028 028 0.00 0.0 0 23801 0 0.0 0.00 028 028 ad 0.0 0 23gp1 0 OA 0:00 028 028 0.00 0.0 0 23801 0 OA 0.00 0.28 028 0--w- 0.0 0 23801 0 nn nm n•sa nwn 109 9A 8.0 7.0 6.0 3 5.0 4.0 3.0 2.0 1.0 0.0 81 0.42 024 0.11 40, 02 45 0.9 50 0.6 55 0.7 82 0.41 0.23 tO 67 0 bti ob9 0.40 0.39 022 021 83 039 021 0.10 84 0.37 68 OSS 038 0.21 85 0.36 0.19 0.09 86 0.34 0.18 0.08 69 0.57 0.37 020 0.16 0.07 88 0131 0.15 0.07 70 0.56 0.36 0.19 Y 9D 027 1 0.13 0.06 Ir 91 0.25 0.11 0.05 71 I� VIV v i 0.35 6.18 022 0.10 0.04 93 020 0.09 0.04 109 9A 8.0 7.0 6.0 3 5.0 4.0 3.0 2.0 1.0 0.0 81 0.42 024 0.11 40, 02 45 0.9 50 0.6 55 0.7 82 0.41 0.23 tO 67 0 bti ob9 0.40 0.39 022 021 83 039 021 0.10 84 0.37 68 OSS 038 0.21 85 0.36 0.19 0.09 86 0.34 0.18 0.08 69 0.57 0.37 020 0.16 0.07 88 0131 0.15 0.07 70 0.56 0.36 0.19 9D 027 1 0.13 0.06 91 0.25 0.11 0.05 71 0.55 0.35 6.18 022 0.10 0.04 93 020 0.09 0.04 72 0.54 0.08 8 95 Q,14 0.12 0.06 6.03 ,; 0.05 0.02 73 0.52 7 Hydrograph 74 75 76 77 0.51 0.50 0.48 0.47 t0270.13 6 5 5 4 78 0.45 79 0.44 026 0.12 SO 0.44 0.25 0.12 109 9A 8.0 7.0 6.0 3 5.0 4.0 3.0 2.0 1.0 0.0 0 20 40 6D 80 100 12D 140 160 180 200 97 t 0.09 0.04 0.01 98 QA6 0.03 0.01 rum (m�) s9 tQ4 fl.01 100 OA0 0.00 0.00 Vokmw vs Tkm 25000 20000 = 16000 m E 10000 5000 0 -44" =A H 't r - - - - - - 0 20 40 6D 80 100 120 140 16D 180 2DO Time (min) i P Page 1 in Data 5 0.3 10 0.3 81 0.42 024 0.11 40, 02 45 0.9 50 0.6 55 0.7 82 0.41 0.23 0.10 . 95 1 -7 100 2.1 105 2.9 83 039 021 0.10 84 0.37 020 0.09 85 0.36 0.19 0.09 86 0.34 0.18 0.08 87 0.32 0.16 0.07 88 0131 0.15 0.07 029 1 0.14 0.06 9D 027 1 0.13 0.06 91 0.25 0.11 0.05 92 022 0.10 0.04 93 020 0.09 0.04 94 0.17 0.08 0.03 95 Q,14 0.12 0.06 6.03 ,; 0.05 0.02 0 20 40 6D 80 100 12D 140 160 180 200 97 t 0.09 0.04 0.01 98 QA6 0.03 0.01 rum (m�) s9 tQ4 fl.01 100 OA0 0.00 0.00 Vokmw vs Tkm 25000 20000 = 16000 m E 10000 5000 0 -44" =A H 't r - - - - - - 0 20 40 6D 80 100 120 140 16D 180 2DO Time (min) i P Page 1 in Data 5 0.3 10 0.3 15 OA 20 0.6 25 0.6 30 02 35 0.6 40, 02 45 0.9 50 0.6 55 0.7 R . 95 1 -7 100 2.1 105 2.9 110 2.6 115 2.3 T40 3.1 145 7.3 I 150 $.0 155 9.1 V 0.0 0 OA 0 0.0 0 0.0 0 a.D 0 0.0 0 0.0 21 0A 0 a.0 0 OA 0 0.0 0 0.0 0 0.0 0 0.0 0 0.0 io OD EO.00 0 0.4 0 0.0 0 0.0 0 0.0 0 OA 0 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 0.0 01 0- 0 6 0.0 0 0.0 0 0.0 0 0.0 fl 0.0 0 0.0 0 0.0 0 0.0 0 OA 0 OA 0 OA 0 0.0 0 0.0 0 0.0 0 0.0 0 0.0 a O.0 0 0.0 D 0.0 D 0O D DA D 0.0 D 0.0 D 4A D 0.0 11 � UPS VE WIN g '. 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In NONNI MEMINE ME MMINIM In -f N m I Riverside County Hydrology Manual 2.1 0.38 0.30 0.30 0.08 6hr 0.4 342 SYNTHETIC UNIT HYDiAPH METHOD 026 600 22 0.40 SHORTCUT METHOD Less than 100 -240 acres 8 True < 7.8 mks) 030 0.10 Data Input boated is caked) 0.5 438 1175 R1 Conte Pain South Basin 427 Son Gro4p (St 029 Area DeskpwAion Quadrant Subdiv. 0.0 PreGpitabon F 1175 Area (acres) 630 4.84 0.01 s mi 0.29 Area Precip G 0.00 L (miles) 0.0 0.098486 1175 1 645 2.0 Lea (mites) 028 0.049242 0.08 0.67 Runoff Index 0 333 Elev @ Headwater 024 39.3 211 036 IAIVIC Co Kid" 028 Elev @ Concentration Point 35.17 0.4 350 llrtfdtr Rate for 6 H = 4.13 034 028 Devel Area Co 0.07 99.61 S (ftlmile )= 419 2146 ,.. Con n (Ave Mann, Plate E3) 0.015 027 0.07 Low Loss Rak 03 (met) 1 1 4.333333 0.92 705 1.7 031 027 Storm Frequency (10, 25,100) 100 0.10 02 164 2615 99.37 ration 3, 6.24) 1.8 24 026 026 0.06 1.75 03 259 2874 98.03 735 750 2.5 2.6 0.45 0.47 0 :2s 026 426 026 0.19 021 Unit rmw Pattern Stone Loss Rates Effective 765 Flood h Period Percent Rain Max Used Rate Rahn 4616 5707 Hydrogra . (fnin ) (%) (M/hr) 98.33 99.01 Cam) 091 cfs) 0.59 0.04 0:01 0.03 0.01 9 10 97.13 96.82 98.13 96.00 98.89 98.62 15 02 0.04 OAS 0.48 0.00 0.0 1 30 0.3 0.05 OA7 0.47 0.40 0.75 0.0 45 0.3 0.05 0.47 0.47 0.00 .52 0.0 32 60 O.4 0.07 0.46 0.46 0.00 0.0 ZS 75 03 0.45 0.46 0.46 0.00 0.54 0.0 90 0.3 0.05 0.45 0.45 0.04 96.85 O:o 0.$7 105 0.3 0.05 0.45 0.45 0.00 4.4 92.43 120 0.4 0.07 0.44 0.44 4.00 OA 135 0.4 0.07 0.44 0.44 0.00 36 4.O 0.71 150 0.4 0.07 0.43 0.43 0.00 45 0.0 93.46 165 0.5 0.09 0.43 0.43 4A0 OA 180 0.5 0.09 0.42 4.42 0.00 0.84 0.4 0.48 195 OS 0.03 1 0.42 0.42 0.00 88.59 0.0 94.67 210 0.5 0.09 0.41 0.41 0.00 0.0 225 0.5 4.09 0.41 0.41 1 4.00 0.67 OA 240 0.6 0.11 0.40 0.40 O.00 90.$3 4.0 41 255 0.6 0.11 0.44 0.40 0.00 0.4 90 270 285 0.7 0.7 0.13 013 0.39 0.39 0.39 039 0.00 0.00 0.44 0.4 QA 300 0.8 0.14 0.38 438 0.00 93.43 0.0 0.81 315 0.6 0.11 03$ O3B O.00 4.0 84.44 330 0.7 0.13 037 037 0.00 0.0 345 0.8 0.14 037 037 0.00 45 oA 0.62 360 0.8 0.14 0.36 0:36 0.40 130 OA 87.58 375 09 0.16 636 0.36 0.00 0.0 390 09 4.16 0.36 036 OAO 0.78 0.0 0.39 405 1.0 0.18 035 0.3.5 0.00 81.50 0.0 92.10 420 1.0 0.18 0.35 035 0.00 0.(0) 435 1.0 0.18 0.34 034 0.00 0.58 0.0 450 1.1 0201 1 0.34 034 0.06 8629 0.0 465 12 022 033 0.33 0.00 0.0 225 480 13 0.23 0.33 0.33 0.00 0.35 OA 495 1.5 027 0.32 0.32 0.00 91.40 0.0 0.74 510 1.5 027 032 0.32 0.00 0.0 79.10 525 1.6 0.29 0.32 032 0.00 0.0 540 1.7 031 031 031 0.00 6.0 0.53 555 19 0.34 031 0.31 0.03 325 02 83.96 570 585 2A 0.36 0.30 8.30 0.06 0.3 11f Storm - 4.5 6. E4}) 2 Ez:t 0� 0� 0� 0' 0' 0� 0` 0� 0� 0� 0' 0' 0� 0� 0®' 0� 0� 0� 0' 0� symuh24[2]As Precipitation Data (La Quinta Only) % Point Rainfall (E-5.8 Infiltration Rates Pery Soil Frequency Duration 2.1 0.38 0.30 0.30 0.08 6hr 0.4 342 737 026 600 22 0.40 030 030 0.10 (sq-) 0.5 438 1175 R1 615 1 427 029 029 0.00 0.80 0.0 0 1175 100.00 630 15 5 0.27 0.29 029 0.00 24 0.0 0 1175 1 645 2.0 0.36 028 028 0.08 0.67 0.4 333 1508 024 660 211 036 028 028 OA$ 093 0.4 350 1858 6 675 1.9 034 028 028 0.07 99.61 0.3 288 2146 ,.. 690 1.9 0.34 027 027 0.07 1 98.63 03 305 2451 0.92 705 1.7 031 027 027 OA4 0.10 02 164 2615 99.37 724 1.8 0.32 026 026 0.06 1.75 03 259 2874 98.03 735 750 2.5 2.6 0.45 0.47 0 :2s 026 426 026 0.19 021 10 09 824 3�J8 029 765 2.8 0.50 025 025 025 0.78 1.0 12 918 1091 4616 5707 symuh24[2]As Precipitation Data (La Quinta Only) % Point Rainfall (E-5.8 Infiltration Rates Pery Soil Frequency Duration Precipitation 0.52 0.61 0.25 025 Area 3hr 6hr 24hr 1184 1592 6891 8483 026 62 100 3 22 63 0.63 (sq-) (1'6) M ( %) R1 AMC 1 AMC 2 AW 3 100 6 2.75 0.80 0.40 0 100.00 100.00 100.00 20 0.94 0.84 0.68 100 24 4$ 0.8 753 1 99.53 99.73 99.855 21 0.94 0.83 0.67 25 3 1.75 024 0.18 2 99.23 93.53 99.73 22 093 0.82 0.66 25 6 2.1 025 1 3 9893 99.33 99.61 23 093 0.82 0.65 25 24 3.3 1 1 4 1 98.63 99.13 99.49 24 0.92 0.81 0.64 10 3 1,4 0.23 0.10 5 98.33 9893 99.37 25 0.92 0.811 0.63 10 6 1.75 0.09 86 6 98.03 98.73 99.2 26 092 0.79 0.61 10 24 2.7 89 029 7 97.73 98.53 99.13 27 091 0.78 0.60 0.10 0.04 93 0.20 0.09 $ 57.43 98.33 99.01 28 091 0.77 0.59 0.04 0:01 0.03 0.01 9 10 97.13 96.82 98.13 96.00 98.89 98.62 29 30 0.90 090 0.77 0.76 0.58 0.57 15 95.94 .13 98.18 31 090 0.75 0.56 20 95.06 .52 97.73 32 089 0.74 0.55 ZS 94.19 91 9729 33 088 0.73 0.54 30 93.31 30 !q5 96.85 34 0.$7 0.72 0.53 35 92.43 .68 96.41 35 0.87 0.71 0.52 40 91.55 .07 95.97 36 0.86 0.71 0.50 45 90.67 93.46 95.53 37 0.85 0.70 0.49 50 89.79 9225 95.09 38 0.84 0.69 0.48 60 88.59 92.09 94.67 39 0.84 0.68 0.47 70 87.76 91.46 94.36 40 0.83 0.67 0.46 80 86.93 90.$3 1 94.05 41 0.82 0.66 0.45 90 86.10 9020 93.74 42 0.82 0.65 0.44 100 8527 89.57 93.43 43 0.81 0.64 0.43 110 84.44 88.94 93.12 44 0.80 0.63 0.42 120 83.61 88.31 92.81 45 0.79 0.62 0.41 130 82.78 87.58 92.50 46 039 0.61 0.40 144 81.95 87.05 92.19 47 0.78 0.60 0.39 150 81.50 86.70 92.10 48 0.77 6b9 0.36 175 81.00 86.75 91.81 419 0.77 0.58 037 200 80.31 8629 91 AB 0.76 0,57 0.36 225 79.87 85.83 91.54 0.75 0.56 0.35 250 79.30 8536 91.40 0.74 0.55 0.34 275 79.10 84.90 9126 L53 0.73 4.54 0.33 300 78.70 84.44 91.13 0.72 0.53 033 325 78.40 83.96 90.99 0.71 0.52 0.32 350 78.00 83.51 90.85 56 0.70 0.51 0.31 375 78.00 83A5 90.71 1 57 OAg 0.50 030 58 0.68 0.49 429 Thine V$ Fkw 2.0 1.8 1.6 1.4 1.2 a u 1.0 0 0-8 IL a.s OA 0.2 0.01 1 -0.2 Time (r") Vatume Vs Tune 59 780 795 2.9 3.4 0.52 0.61 0.25 025 025 0.25 027 0.37 027 13 1.$ 1184 1592 6891 8483 026 62 0.64 OAS 025 63 0.63 810 3.4 0.61 024 024 037 65 1.8 1607 10089 ss 0.80 0.40 0.22 67 0.59 ' 825 2.3 0.41 024 0.24 0.17 0.57 0.8 753 10843 0156 0.36 0.19 71 0.55 0.35 840 23 0.41 024 024 0.18 0.52 09 774 11622 0.51 - 855 2.7 0.49 023 023 025 1 12 1 1102 12724 0.47 870 2.6 0.47 023 023 024 79 12 1038 0.12 80 886 900 2.6 0.47 023 1 22 023 22 024 " 0.11 82 1 1052 0.23 0.10 Time (r") Vatume Vs Tune 59 0.67 0.48 028 60 0.66 0.47 027 61 0.65 0.46 026 62 0.64 OAS 025 63 0.63 0.44 024 64 0.62 0.43 024 65 6161 0.42 023 ss 0.80 0.40 0.22 67 0.59 0.39 021 68 0.58 0.38 0.21 69 0.57 037 0.20 70 0156 0.36 0.19 71 0.55 0.35 0.18 72 0S4 034 0.18 73 0.52 033 0.17 74 0.51 0.32 0.16 75 0.50 031 0.15 76 0.48 029 0.15 77 0.47 028 0.14 78 0.45 027 0.13 79 0.44 0.26 0.12 80 0.44 0.25 0.12 $1 0 :42 0.24 0.11 82 0.41 0.23 0.10 83 0.39 0.21 0.10 84 0.37 0.20 0.09 85 036 0.19 0.09 86 0.34 0.18 0.08 87 032 0.16 0.07 88 031 0.15 0.07 89 029 0.14 0.06 90 91 027 025 0.13 0.11 0.06 0.05 92 022 0.10 0.04 93 0.20 0.09 0.04 0.08 0.03 0.06 0.03 0.05 0.02 0.04 0:01 0.03 0.01 err t t r 1320 02 0.04 0.16 0.16 OAO 1335 03 0.05 0.16 0.16 0AO 1350 02 0.04 0.15 0.15 0.00 13655 02 6A4 0.15 0.15 0.00 1380 02 0.04 4,15 0.15 0.00 1395 02 0.04 1 15 0.15 0.00 1410 1 02 1 OA4 0.15 0.15 0.00 1425 1 02 1 0.04 1 0.15 1 0.15 1 O.OD _ 1440 1 02 1 0.04 1 0.15 1 0.15 1 ODD 4< mom MKIM ®� Elam 1320 02 0.04 0.16 0.16 OAO 1335 03 0.05 0.16 0.16 0AO 1350 02 0.04 0.15 0.15 0.00 13655 02 6A4 0.15 0.15 0.00 1380 02 0.04 4,15 0.15 0.00 1395 02 0.04 1 15 0.15 0.00 1410 1 02 1 OA4 0.15 0.15 0.00 1425 1 02 1 0.04 1 0.15 1 0.15 1 O.OD _ 1440 1 02 1 0.04 1 0.15 1 0.15 1 ODD } 4 .. Tf� FANNIN I G •� T t Data 15 0.0 30 OA 45 0.0 60 0.0 150 0.0 165 0.0 180 0.0 195 0.0 210 0.0 225 0.0 2401 0.0 2551 0.0 270 OA 510 OA 525 011 540 0.0 555 02 570 03 585 0.4 870 12 885 1.2 900 1.1 915 1.0 930 1.0 945 4A 960 0.6 975 0.0 990 0.0 1005 0.0 1020 0.0 1035 0.0 1050 OA 1065 O.o 10180 0.0 1095 4.0 1110 0.0 4.0 OA 0.0 C.0 0.0 4.0 - 00 0 0.0 0.0 OA) 0.0 a -a 0.0 o.o 0.0 0.4 a -a 0.0 M 4< G •� T t Data 15 0.0 30 OA 45 0.0 60 0.0 150 0.0 165 0.0 180 0.0 195 0.0 210 0.0 225 0.0 2401 0.0 2551 0.0 270 OA 510 OA 525 011 540 0.0 555 02 570 03 585 0.4 870 12 885 1.2 900 1.1 915 1.0 930 1.0 945 4A 960 0.6 975 0.0 990 0.0 1005 0.0 1020 0.0 1035 0.0 1050 OA 1065 O.o 10180 0.0 1095 4.0 1110 0.0 4.0 OA 0.0 C.0 0.0 4.0 - 00 0 0.0 0.0 OA) 0.0 a -a 0.0 o.o 0.0 0.4 a -a 0.0