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Home My WebLink AboutHydrology ~ I il ' II II il il II il Iii II II il I 1. II il I I I IlliC,",ihb2zi,~;cCC8~"""~~~::""~;:i;c., . ~ 2:'54\1 HYDROLOGY AND HYDRAULICS REPORT PLANNING AREA 37 I S.P. 219 - PALOMA DEL SOL CAMPANULA WAY AND DE PORTOLA ROAD PARK SITE PREPARED FOR: rql? {JJ /J.lP' '<" J. _ MESA HOMES PREPARED By: ~B "l{.oberf CJJei11.. 'William "Fibst al.c511ssociates ~ 28765 SINGLE OAK DRIVE, SUITE 250 TEMECULA, CALIFORNIA 92590 (909) 676-8042 . FAX 676-7240 CONTACT PERSONS: DICK HEFFNER / JOHN LESAGE JANUARY 1993 IN 400488 \ m I I o n I D I o I . m o u I I I E . ,~ 1. INTRODUCTION IThis report includes the hydrologic and hydraulic calculations performed for the design of loffsite and onsite drainage facilities for the Paloma Del Sol Planning Area 37 - Specific Plan !219 Park Site improv,ements in the City of Temecula. IThe storm drain improvements included in this study area are two IS-inch storm drains in :Campanula Way and is part of an overall master plan for Paloma Del Sol, Tract 25417. The Iproject site is located southeast of the intersection of De Portola Road and Campanula Way, lin the City of Temecula. IThe offsite drainage :subareas for the Paloma Del Sol, West Master Plan hydrology are 'shown on Exhibit "D": These master plan design flows are estimated for the Q100 ultimate Icondition for the preljminary sizing of future infrastructure storm drains in Campanula Way land De Portola Road. IThe primary objectives of this report are as follows: 1. Delineate the offsite and onsite drainage areas tributary to the proposed improvements for Tract 25417 and the proposed park site. The recommended design (lows, per this detail study, shall be used to model the proposed storm drain il)1provements to the temporary outlet facilities. 2. Based on drainage patterns, ground slope, land uses, and soil types, and using the Riverside County Rational Method, perform a hydrologic analysis of onsite and offsite runoff to provide 100-year and 10-year design flows for the street a,nd catch basin capacity calculations. 1 ? --, o I o o D o I o o I I D D D D I m . I MORENO VALLEY CORONA tI!!!!!fj LAKE . PERRIS ~. ~ X9 ..: . " LAKE , MATHEWS HEMET LAKE SKINNER ~ VAIL RIVERSIDE COUNTY LAKE SAN DIEGO COUNTYL TEMECULA * ~ ................... ~. ............. L__________ _______ _____________ 15 Project Location FALLBROOK m PALOMA DEL SOL Regional Location Map GiflB 'CJt>bert <&itt, CWilliuJI"Hf>at 0~ ? IN 400133 FEBRUARY 1991 A o o I D D o D I o D D o o o D I D . . II. HYDROLOGY Hydrologic calculatiofls were performed using the Riverside County Rational Method from ,the RCFC&WCD Hydrology Manual dated April 1978. The 100-year and 10-year design :discharges at each storm drain inlet were computed by generating a hydrologic "link-node" model which divides the area into drainage subareas, each tributary to a concentration point :or hydrologic "node", point determined by the proposed street layout. The following assumptions/guidelines were applied for use of the Rational Method: 1. The Pe~hanga Quadrangle soils map from the Riverside County Hydrology Manual, indicates that the study area is primarily Group "B" and Group "C" soils. Spils ratings are based on a scale of A through D, where D is the least pervious, providing the greatest storm runoff. The soils map, excerpted from the Hydrology Manual, is included as Exhibit "B". A soil rating of Group "C" has been used for this study area. 2. The runoff coefficients specified are: a. Undeveloped - Landscape park subareas. b. Commercial - Proposed street improvement subareas. . 3. Standard intensity-duration curve data was taken from the County Hydrology Manual and as recommended by Riverside County Flood Control (values apply for Murrieta-Temecula and Rancho California areas). For the 100-year analysis, the data specifies a 100-year lO-minute rainfall intensity of 3.48 inchesjjIour and a 100-year 60-minute rainfall intensity of 1.30 inches/hour. For the 10-year analysis, the data specifies a lO-year lO-minute rainfall intensity of 2.36 inches/hour and a lO-year 6O-minute rainfall intensity of 0.8S inches/hour. The resulting 100-year and lO-year discharges at proposed node locations are flagged on the iRational Method computer summary and on the Hydrology Map Exhibit "C". Normal flow :depths for street sections were estimated using Mannings Equation calculations, see hydraulic calculations in this report. 2 t; 1-.- m D D D I D D I D I I m D m m . . I I III. HYDRAULICS IThe results from the, Rational Method hydrology and catch basin design were used to prepare a steady-state hydraulic analysis of the storm drain system for the predicted 100-year :now condition. The computer program "Water Surface Pressure Gradient (WSPG)", published by the Los Angeles County Flood Control District (LACFCO), capable of :analyzing systems of, pipes under partial, full or pressure flow conditions, was used for :design. The WSPG output listings are contained in Exhibit "F". 'Proposed storm drain culverts shown on the Hydrology Map have been designed to collect ifUnoff from onsite and offsite drainage areas. :eurb sizes were checj(ed for capacity, per Riverside County Guidelines, to handle the 10- year design flow below the top of curb, and the 100-year capacity within the street right-of- ,ways. Catch basins have been designed for 100-year capacity. 3 1 I J : W. : CJ?eberf "/kil/., 'William "Fibst c&c'YIsSQciates PROFESSIONAL ENGINEERS, PLANNERS & SURVEYORS 11. 28765 SINGLE OAK DRIVE' SUlTE 250 . rEMECULA, CA 92590 (714'876-8042. ,FAX 1714'87"7240 D .1, 1 I 1"1 I I . . I' . ' ". J D . . I I JOB 'MoM" fi<'.\; s.l,.. 1 f",~'I- S11'" .:;. SHEET NO OF CALCULATED BY R 1-I-e:F' AJ eJV DATE Pee.. <f1.. CHECKED BY DATE SCALE _ ;/'rP,tA(,A.ttv:~ : ..r:: C.Arc.H ~~r"/ nw~q~ ~ 1/ t1~ e>, :.f[. 1f.'"1 e;t- c",tc.w../ ~~ - A. ~I"'(; u.,- INUr (IVO~t. I~) - trloo .. ~OO "" GPS (fA.i.-r) CO....S (urf.) e>.c> ?(p ~ C"'-'Lb J, G4~ tlep#.. (A." J ' i - &;.//00 = a '!>4 <:: o'~ <II:r. OJ::., 1i-h~ IJ>~/# O~Rre$. ttu A ~4AAf? lA4'Si.J /l.h-n/ A 10/1: C-tA.tZtfo~. PCAf' c: ?c:::> A 'tJ O.I~ P 0.(,.0 W'O 4' ~". cD' A~ve /'IO&.MIM.. Pol.. = T- f of' cw..e. n ."... ...\00 ~"'~X(4-1(.7/))(4 )(.~ -=-C?,7Cf"i> ~. "" 1-7 ~"" IOf oF- c; (W~ 4' ,~e) ,/ ?t. 7---1' CArcH ~/N (/vQpe; /1 ? ~ c..P'i>. (I,n". .... os; 0 c: PS, C....L-r. ~ A' ,4Ai4t,. '1"Steo I1e>>Je ~t:: ~ (~~q.1 '714"") '''(.2..,- c,..,(..CM LA-1iON'? - per~.o.j.e. f~w c.+f~'7Y A~ 1/ W,e:.Jt-- F,e"'A-I'lc.U2:. Wll'!-\- ,....- .. r->\' ,~6e:r lolL l'<> 1I1/1t>1J~ fl.,~~ D F CA-,'-rl P",N{),NC- eo 0)(. , ~"" OfC-N.IIJt. (..c;...s nt+N ON~ 4/,..: /?, 4- c..~, 't> D, I D I D o o I D o D D D D m D m I I "Rebert "&i1/.. <William Cflbst ~c54ssociates PROFESSIONAL ENGINEERS, PLANNERS & SURVEYORS 26765 SINGLE OAK DRIVE. S.UlTE 250 . TEMECULA, CA 92590 (714) 871-8042' ,FAll (714187607240 JOB SHEET NO z OF CALCULATED BY DATE CHECKED BY DATE SCALE A l?ec.-r"''''~tA'-V'II-- LJ<:;/t. ~/l,..Mu.I;q. - 9= cL# ~z. c. ,." ~ c> c..a.. .,,-r.w.l T L os ~"'nt op Df';'''' (;, H. ~" .... f.o f"t: TILT 1..~4' /0' I 7"z. "'T -== I?)( 4 l< 1.0 - /2 c.~6 (IHc..c..eltY~ I.. I-- "'" ') r e.-1' , /,;....S; . I ~.. Q , I~~ Ii? )I. /.0 os lip c..F<? ? t"/? 4- ~$ " l'io {,co - fJ.r. 70. '" ~ I - TOr o/" ~.... ...~.s " ~ C.& ~o.1 ~ ~ ~ - ~ 11 I I - Sl"JIJ 10,0 90 80 70 ~O SO 40] 3.0 ::: 2.0 040 O~ 020~ 0.10 0,09 008 007 , 0.06 005. . . . I' .. ~.'" '2 : , , , . ~ t'. . '0 111 . :~ -- ~ 2.00 ---- -- EXAIlIPl.E (St. pal'led l..ll'lel Gfwen Q. 82 d's S.lp.o% Fil'Ml a-a.50ft. j,- ~.7 ft.' -----=..::. --,.:::.-.t"'~K. i:;" ~ C&, "/W L"_l' I f I I I I I -~Q~ i ~_. :;.--1..0 ~ , t Q(c:!.1 300 100 90 80 70 50 5.0 40 30 2.0 10 0.8110:C.83 ~age 3-21 "Sf/ee, ~ Q(cfal A Ifti!lf! ) i:"' 2.00 300..". - =- 12.9 063 !: 2.01 12'~oe2 · jt:a:&:g~~ ! 9 9-&.0 ,.~ __ -100 100- e....."" ----... ~ 83-'-0:'0 -==- ,. "'-0.67 - -- -=- e'1-0,65 f: 5.0~ -___ i ;;5.0 40_ ~"~50 !=-40 30-=1 i [30 2.0-:::. 4 '-!-O~5 !:' j ~ r--2.0 10 I 36-!"~,5C 06nc;tJ al . i i- i ~- 10 2'1-0.45. ! . ~ 20-!-0.40 ~ - S IE _. c " -4 "" Co /: ~~) Il~O.35 II: ~d' != _ j.o~ o.!J+ !:" 2. ; L - !- 0 .,l.030" !" i !-to j ;: Oleh) ; .. .~2.,O -. _;- :e. 04'...-0,25 . ,E _ t irO i ! 1 ! t .1 0.10 02'1'02C . . ! 010;0.017 i ~OIO OI1-ioI=.17 O.l110tO.67 :--"" c OJ3l~:--"J... O,C99la- /1- OO~9~OIO NOTE, T'HE Q ~TE",""EO '''0'' THIS CH",.T IS'OIt OHE HAL' 0J1 $T~ET. ,LOS; ANGELES COUNTY ROAD DEPARTMENT STREET FLOW 1tIA.Xlfl !'iWY. - Olar! 5. of S REFERENCE SHEET Q-08 \0 I U I I I I U D U I I B I I I m I I . " EXHIBIT ;'E" ,.. .-.....",. '^ m .~WW~~XX~XWX~XWXKXX****~XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXxwxxwxxxxxw RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON . RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT , (RCFC&WCD) 1978 HYDRQLOGY MANUAL (c) Copyr1ght,1982-91 Advanced Eng1neering Software (aes) Ver. 5.9D Release Date: 5/09/91 Ser1al #9628 m Analysis prepared by: . Robert Bein, William Frost & Associates ~~725 Alton PQrkwav Irv1ne, Cal1forn1a 92718 D (714) 472-3505 ***'/<**,******************** DESCRIPTION OF STUDY ************************** * PALOMA: DEL SOL SPECIFIC PLAN 219 * * CAMPANULA WAY AND DEIPORTOLA ROAD PARK SITE * r 100 YR. HYDROLOGY INTERIM CONDITION FOR DITCH CAPACITY FLOW * w************************************************************************* . I FILE NAME: INT100.DAT TI~E/DATE OF STUDY: 10:34 1/12/1993 ,It=~~~~=~~~~!~!~~=~~~~~~~~=~~=~~~~~~!~=~~~~~=!~~~~~!~~~================= USER SPECIFIED STORMIEVENT(YEARl = 100.00 - : SPECIFIED MINIMUM PIPE SIZE(INCHl = 18.00 _. SP~CIFIED PERCENT OF:GRADIENTSfDEClMAL) TO USE FOR FRICTION SLOPE = .90 I' rg~Q~~~ ~~g~ ~g:~i~g~~ i~~~~~I~Q{i~~~~~gg~l ~ 2:~~g m ' rgg:Q~~~ ~tg~ ~g:~i~gt~ i~~~~~ity(I~~H~~ggRl ~ i:~gg SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = .5505732 ,SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = .5271139 _ ,COMPUTED RAINFALL INTENSITY DATA: ;~tg~, ~~E~~TENSf~~.g8RATfo~ogBR~~T~NS:51~INCH/HOUR) = 1.4000 m : RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED 'NOrE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL , I AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES r***~**.********************************************************************* FL~W PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 B ~--I---------------------------_______________________--------------------- ==;;~;;~~~~~~~=~~~~~~~~~~~~~~=~~~~~~~=~~~~;~~~~~~~~======================== I I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[~LENGTH**36~(ELEVATION CHANGEbJ**.2 ,fi~gt~~kM ~f~~~~Ibk =,LE~rJg.oo .800'0@AA I : DOWNSTREAM ELEVATION,= 1075.00 ,ELEVATION DIFFERENCE = 45.00 ITC1= .533*r( 800.00**3)/( 45.00)1**.2 = 13.728 100.00 YEAR RAINFALL INTENSITY(INCH1HOUR) = 3.046 ,SOIL CLASSIFICATION IS "C" IDUNIDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7521 m ,SUBAREA RUNOFF(CFS) = 14.66 iTOrAL, AREA (ACRES) = 6.40 TOTAL RUNOFF(CFS) = 14.66 ====T======================================================================= ENID OF STUDY SUMMARY: ll=f~I~~r~g~~~S!~~r~~=:====~:~~~~===:~~::::~=:===~~::~====================== :EN' OF RATIONAL METHOD ANALYSIS - I . I I \V- - E m I IRIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (C) Copyright ,1982-91 Advanced Engineering Software (aes) Ver. 5.9D; Release Date: 5/09/91 Serial #9628 Analysis prepared by: Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, California 92718 (714) 472-3505 I ***~******************,**** DESCRIPTION OF STUDY ************************** ;PA~MA DEL SOL SPECIFIC PLAN 219 * *'CAMPANULA WAY AND DE 'PORTOLA ROAD PARK SITE * -, I . . It 100 YR. HYDROLOGY DEC. 1992 * ~**1********************************************************************** I ,FII!.E NAME: PLOMA100. DAT 'TI~E/DATE OF STUDY: 1,0: 15 12/22/1992 ~---1-----------------~----------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: It~~~~;-~;;~~;~;~-~;~~~;~;;;(~;~)-:--~~~~~~---------------------~---------- , I : ' :~P~CIFIED MINIMUM PIPE SIZE(INCH) = 18.00 IISPf(CIFIED PERCENT OF ,GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = .90 . :101YEAR STORM 10~MIN~TE INTENSITY (INCH/HOUR) = 2.360 ,10jYEAR STORM 60~MIN~TE INTENSITY(INCH/HOUR) = .880 'I 10q-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.600 ;10q-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) = 1.400 ISLqPEIOF 10-YEAR .INTENSITY-DURATION CURVE = .5505732 SLqPEIOF 100-YEAR INTENSITY-DURATION CURVE = .5271139 1\ COMPUTED RAINFALL INTENSITY DATA: ~ :STqRMIEVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.4000 ;SLqPEIOF INTENSITY D~RATION CURVE = .5271 1\ iRCIi'C&WCD HYDROLOGY MANUAL "C"-VALUES USED 1\ ;NOTE: I COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL iAND IGNORE :OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES ~~**~*********************************************************************** ,FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 It~--J-----------------~----------------------------------------------------- 'L~~~~~~~:~~~~=~~~~~~~:~:~:~~=:~~~~~=~~~:::::::::======================== ASSUMED INITIAL SUBAREA UNIFORM I DEVELOPMENT IS COMMERCIAL TC = K* [ (LENGTH**,3) / (IELEVATION CHANGE)] **.2 :INITIAL SUBAREA ELOW,LENGTH = 640.00 , , 1 UPSTREAM ELEVATION = 1078.70 . ,DOWNSTREAM ELEVATION = 1068.60 , ELEVATION DIFFERENCE = 10.10 . :Tcl= .303*[( 640.00**3)/( 10.10)]**.2 = 9.214 1\ 1QO.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.759 ,SO~L CLASSIFICATION IS "c" :CO~ERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8876 II ,SUE/AREA RUNOFF (CFS) = 3 . 34 1\ ,TOTAL,AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = E o 3.34 \'? I *******************;****~**************************************************** I I FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 , ___J_______________________________________________________________________ ,>>~>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< =~==I==================~==================================================== m TOTAL I NUMBER OF STREAMS = 2 . :CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION!(MIN.) = 9.21 , m RA~NFALL INTENSITY(INCH/HR) = 3.76 . TOTAL I STREAM AREA(ACRES) = 1.00 ,PE~K FLOW RATE(CFS) AT CONFLUENCE = 3.34 -- I U*************************************************************************** I ,FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 21 .___J____________________________________________~__________________________ ~~jl~~~~Ji.~~~~~~~~::~:~~~~~~====~========== -TC = K*[(LENGTH**3)/(~LEVATION CHANGE)]**.2 INrTIAL SUBAREA FLOW-LENGTH = 720.00 m ,UP~TREAM ELEVATION =, 1081.50 ~ m ,DOw,NSTREAM ELEVATION = 1070.50 ~ ELEVATION DIFFERENCE = 11.00 IITC 1= 1.303*[( 720.00**3)/( 11.00)]**.2 = 9.721 . 1~0.00 YEAR RAINFALLI INTENSITY(INCH/HOUR) = 3.654 SOI:L CLASSIFICATION IS "c" . CO~ERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8873 m :SU~EA RUNOFF(CFS) = 3.57 TOTALIAREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 3.57 1*************************************************************************** FLOr PROCESS FROM NODE 13.00 TO NODE 11.00 IS CODE = 3 E-~~~~~~~;;;;~-;~;~;~~;~;~;~~;~;~-;~;;-~;;~~~~~~~~------------------------ --~~>~~~::~~-=~~:~~~~=~:~:~~~~_:::~::~~-~~~~=:~~::~~~-~~~~~~~~~----------- ~---II-----------------~---------------------------------------------------- . ~S~IMATED PIPE DIAMETER (INCH) INCREASED TO 18.000 . pEPiI'H :OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES PIP~FTIOW VELOCITY(FEET/SEC.) = 5.6 I UPS~REAM NODE ELEVATION = 1066.00 . OOwrSTREAM NODE ELEVArION = 1065.00 FLO~LENGTH(FEET) = i 80.00 MANNING'S N = .013 m ~S~IMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = ,PIPEFroW THRU SUBAREA(CFS) = 3.57 , , ~~VEL TIME(MIN.) = .24 TC(MIN.) = 9.96 1 1-************************************************************************** FLOF PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 .-~~~~~~~~~~~~;~-~~~~;~~~~~;-~;;~~-;~;-~~~;~;~~~~~~~~~~-------------------- I >>>~>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I . , ==F==F=================~==================================================== I TOTfl.L 'NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: , I TIT OF CONCENTRATION (MIN .) = 9.96 \A. 3.61 3.57 20.345 1 o " p . 1qO.00 YEAR RAINFALL: INTENSITY(INCHjHOUR) = 2.476 ,SOl1L CLASSIFICATION IS "C" m :UNqEVELOPED WATERSHED, RUNOFF COEFFICIENT = .7247 II,SU~EA RUNOFF(CFS) = 5.56 TOTALIAREA(ACRES) = 3.10 TOTAL RUNOFF(CFS) = 5.56 ~***J*********************************************************************** I I-:~~-~~~::~~_:~~~-~~~:_---=~:~~_:~-~~~:_---=~:~~_:~-:~~:-:--~=------------ >>~>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< I~;;~;;;~~~~~~~~~;~~;~~;~~~~~~;;~;~======================================= DOWNSTREAM NODE ELEVATION = 1069.00 . :CHMNNEL LENGTH THRU SPBAREA(FEET) = U 'C~NEL SLOPE = .0133 ICHJIINNEL BASE(FEET) = 2.00 "Z" FACTOR = 4.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 D ~C~NEL FLOW THRU SUB~REA(CFS) = 5.56 FLO~ VELOCITY(FEETjSE~) = 2.73 FLOW DEPTH(FEET) = T1VEL TIME(MIN.) = i 2.38 TC(MIN.) = 22.73 -***~*********************************************************************** .FLO~ PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 8 .-~~~~~~~~~;~~;-~;-;~;~;;~-;~-~~~~~;;-;;~~-;~~;;;;;;----------------------- i1;~~~~~~~~~:~~~~~::~~~~~~;:~;~~~~~~-~----:-::===~~.. . TOTf.L IAREA(ACRES) = 7.80 TOTAL RUNOFF(CFS) = 13.42 /.../rJE. 'e:: TC(MIN) = 22.73 ~===~==================~==================================================== . :END OF RATIONAL METHOD ANALYSIS m . E E I I 390.00 .51 \Cp . . . D . . ****~*********************************************************************** Jt'FD9W PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 -~~~~~~;~~;~~-;~;~~~~~;~;~~~-~~~~;~~-~;~~~~~~~~~~~------------------------ If~==l====~~~~~~:~:~;~~~:~~~~~~:~~~;~;;==================================== E. :i~~;I~~[~~~~~~~*;ib'~~i~~~~I~N C~~~~~b]**.2 CD UPSTREAM ELEVATION = 1078.70 , , :DO~STREAM ELEVATION = 1068.60 :ELEVATION DIFFERENCE = 10.10 I ~TCI=.303*[( 640.00**3)/( 10.10)]**.2 = 9.214 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.494 , SOIL CLASSIFICATION IS "C" I' Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, California 92718 (714) 472-3505 D~**f********************** DESCRIPTION OF STUDY ************************** *,PALOMADEL SOL SPECIFIC PLAN 219 * , . , It, CAMPANU. LA WAY AND DE ,PORTLA ROAD PARK SITE * If'lOIYEAR HYDROLOGY DEC 1992 * ************************************************************************** , I U ,FIt-E NAME: PLOMA10.DAT TI~E/DATE OF STUDY: 10:56 12/22/1992 ----T-----------------~----------------------------------------------------- I US~R SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---T-----------------~----------------------------------------------------- USER SPECIFIED STORM :EVENT(YEAR) = 10.00 ,SP*CIFIED MINIMUM PI~E SIZE(INCH) = 18.00 SPECIFIED PERCEN'I' OF IGRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = .90 ,10tYEAR STORM 10-MINUTE INTENSITY (INCHjHOUR) = 2.360 10jYEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) = .880 ,10q-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) = 3.600 ,IOq-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) = 1.400 :SL9PEIOF 10-YEAR INTENSITY-DURATION CURVE = .5505732 SL9PEIOF 100-YEAR IN~ENSITY-DURATION CURVE = .5271139 'COMPUTED RAINFALL INTENSITY DATA: , I . , ;ST9RM:EVENT = 10.00 I-HOUR INTENSITY(INCH/HOUR) = .8888 ,SLOPEIOF INTENSITY DURATION CURVE = .5506 , ' ,RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED iNOTE: I COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL ,AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES D I I ~** *********************************************************************** RATIONAL M~THOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright ,1982-91 Advanced Engineering Software (aes) Ver. 5.9D, Release Date: 5/09/91 Serial #9628 Analysis prepared by: \\ T I I I **************************************************************************** I FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 ____l______________________________________________________________________ >>>~>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<>>~>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< \~ II COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8826 :SUBAREA RUNOFF(CFS) = 2.20 I,TOiAL,AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 2.20 n~**'****'******************************************************************* ,FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 I ----1-----------------~----------------------------------------------------- 1t~;~~~~7~;~;:~;:;;;;~;:::=;:~:~=:~~=:~~:~~:~:::::::===================== , , . ,CONFLNENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: , , I TIME 0F CONCENTRATION (MIN.) = 9.21 :RA~NFALL INTENSITY(I~CH/HR) = 2.49 iT04ALISTREAM AREA(ACRES) = 1.00 I ,PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.20 ****J******************,***************************************************** I . I ,FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 21 ---~------------------~---------------------------------------------------- ,>>~>>RATIONAL METHOD !INITIAL SUBAREA ANALYSIS<<<<< Ir=::l~=::~;~~~~;~~~~~;~;~~~~~~:~::::~~::~:=============================== I IN~TIAL SUBAREA FLOW-:LENGTH = 720.00 0 UPSTREAM ELEVATION = 1081.50 V :DO~STREAM ELEVATION = 1070.50 " ELEVATION DIFFERENCE = 11.00 II TCI= ,.303*[( 72:0.00,**3)/( 11.00)]**.2 = 9.721 ljO.OO YEAR RAIN'FALL, INTENSITY (INCH/HOUR) = 2.421 SO]L (!LASSIFICATION IS "C" I ICO~ERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8821 !SU~AREA RUNOFF (CFS) = 2 . 35 !TOTALIAREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 2.35 ~***~**************~***~**************************************************** I :FLOW PROCESS FROM NODE 13.00 TO NODE 11.00 IS CODE = 3 ___J_______________________________________________________________________ >>)>>COMPUTE PIPEFLOW; TRAVELTIME THRU SUBAREA<<<<< >>1>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ~===~==================~==========================~========================= II ;ES~IMATED PIPE DIAMETER (INCH) INCREASED TO 18.000 :DE~TH:OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES ,PI~EFLOW VELOCITY (FEET/SEC.) = 5.0 UPSTREAM NODE ELEVATION = 1066.00 , ! DOWNSTREAM NODE ELEVATION = 1065.00 , I . . FLqWLENGTH(FEET) = 180.00 MANNING'S N = .013 ES~IMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = PII1EFLOW THRU SUBAREA:(CFS) = 2.35 T~VEL TIME(MIN.) = .27 TC(MIN.) = 1 9.99 11=========================================================================== , TOTALINUMBER OF STREAMS = 2 , , U :.CO~FLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: II TIME OF CONCENTRATIONI(MIN.) = 9.99 ,RA]NFALL INTENSITY(INCH/HR) = 2.39 U iTOTALISTREAM AREA(ACRES) = 1.10 U ,PEAK FLOW RATE(CFS) AT CONFLUENCE = ** ICONFLUENCE DATA ** UST~EAJl RUNOFF Tc INTENSITY AREA U ,NUMBER (CFS) ,(MIN.) (INCH/HOUR) (ACRE) 1 2.20 9.21 2.494 1.00 D 2 2.35,9.99 2.385 1.10 ~ ** 1*** ** *. * * ** * * * ** * * *,* * * * * * * * * * *WARNING* * * * * * * *.** * * * * * * * * ** ** * ******** *** IN THIS COMPUTER 'PROGRAM, THE CONFLUENCE VALUE USED IS BASED UON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA U :WIEL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. . ***~*****************~**************************************************** D 'RAJNFALL INTENSITY AND TIME OF CONCENTRATION RATIO ,C01FLUENCE FORMULA USED FOR 2 STREAMS. U ** PEAK FLOW RATE TABLE ** I STREAM RUNOFF Tc ,NUMBER (CFS) ,(MIN.) 1 4.37 19.21 2 4.45,9.99 2.35 D U COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: U :PE~K FLOW RATE(CFS) = 4.45 Tc(MIN.) = TOTAL I AREA (ACRES) = 2.10 II * * * J * * * * * * * * * * * * * *,* * * *1* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ., , ,FLOW PROCESS FROM NODE 11.00 TO NODE 14.00 IS CODE = 3 , ' 1r~~~J~~c~;;~;;-;~;;;~~;-;~;;~;~;;-;~;~-~~;~;;~;;;;;------------------------ :>>1>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ====1======================================================================= mES~IMATED PIPE DIAMETER (INCH) INCREASED TO 18.000 DE~TH:OF FLOW IN 18.0 INCH PIPE IS 4.6 INCHES iPI~EFLOW VELOCITY(FEET/SEC.) = 12.5 D UPSTREAM NODE ELEVATION = 1065.00 ,DOWNSTREAM NODE ELEVATION = 1058.70 , . . rFLqWLENGTH(FEET) = 165.00 MANNING'S N = .013 II :ES~IMATED PIPE DliAMETER(INCH) = 18.00 NUMBER OF PIPES = II ,PI~EFLOW THRU SUBARE~(CFS) = 4.45 ,TRAVEL TIME(MIN.) = .09 TC(MIN.) = 10.07 1* * * J * * * * * * * * * * * * * *,* * * *,* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * , . ,FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 21 I ,INiTIAL SUBAREA FLOW-LENGTH = 480.00 I INTENSITY (INCH/HOUR) 2.494 2.385 9.99 L 'I 1/'1 E. A 0.... -n..6j' 1 \C\. . UP~TREAM ELEVATION = 1079.90 DOWNSTREAM ELEVATION = 1074.20 D ELjVATION DIFFERENCE = 5.70 TC = ,.709*[( 480.00**3)/( 5.70)]**.2 = 20.345' . ,0.00 YEAR RAINFALL: INTENSITY(INCH/HOUR) = 1.612 I SOIIL CLASSIFICATION IS "c" :UNqEVELOPED WATERSHEDI RUNOFF COEFFICIENT = .6562 SUE\AREA RUNOFF(CFS) = 3.28 o ITO~ALIAREA(ACRES) = 3.10 TOTAL RUNOFF(CFS) = 3.28 ****J**************~******************************************************** I ' D FL9W PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 51 ~~~~~~~~;;;~~-~~;~~~~p~~-~~~~~~~-;~~;~~~~~-------------------------------- H=::~::~~~~~~:~~=~~~~=:~~~~~~:::::========================================= UP~TREAM NODE ELEVATION = 1074.20 ,DOWNSTREAM NODE ELEVATION = 1069,00 I,.CHRNNEL LENGTH THRU SPBAREA(FEET) = 390.00 CHRNNEL SLOPE = .0133 'CHRNNEL BASE(FEET) = 2.00 "Z" FACTOR = 4.000 , I :MANNING'S FACTOR = .p30 MAXIMUM DEPTH(FEET) = 2.00 ,CH$NEL FLOW THRU SUBAREA (CFS) = 3 .28 FLqW VELOCITY(FEET/SEC) = 2.34 FLOW DEPTH(FEET) = .39 I TRAVEL TIME(MIN.) = ,2.77 TC(MIN.) = 23.12 ****~**************~******************************************************** ~~~~~~~~~~~~~~~~~=~~~~~~~=~~=~~~~~~~~~~~~=~~~~~~~~~==~==================== I-::~~~g~~~~:~~~~~~~:~~~~~~~;~(~~~~/~~~~)-:--~~;;;--------------0--------- UN~EVELOPED WATERSHED, RUNOFF COEFFICIENT = .6435 ~ U ,SUE\AREA AREA(ACRES) = 4.70 SUBAREA RUNOFF(CFS) = 4.54 ,TO'I1AL I AREA (ACRES) = 7.80 TOTAL RUNOFF(CFS) = 7.82 1..111"" 'eo' TC(fMIl'I) = 23.12 U~~~~-~;=;;;~~=;;~;~7===================================================== ,PEAiK F;LOW RATE (CFS) = 7.82 Tc (MIN.) = 23.12 ,TOTAL I AREA (ACRES) = 7.80 I=~~j=~;=~;~~~~~=;~;~~;=~~~~~;~;=========================================== I I D I . 1-0 . 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