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Home My WebLink AboutHydrologic/HydraulicAnalysis(Sept.14,1999) I I I I I I I I I I I I I I I I I I I "W. Z3!1J HYDROLOGIC/HYDRAULIC ANALYSIS FOR MEADOWS P ARKW A Y CITY OF TEMECULA COUNTY OF RIVERSIDE REC JOB NO. 13193V September 14, 1999 c~?~~~. R.C.E. 46804 Expires 6-30-99 Prepared for: RECFI\I~D SEP 15 1999 CITY 0F I tNIt:"U~ ENGINEERING DEPARTMEN" TEMEKU HILLS DEVELOPER PARTNER L.P. A CALIFORNIA LIMITED PARTNERSHIP 2727 Hoover Avenue National City, CA 91950 Prepared by: RICK ENGINEERING COMPANY 3050 Chicago Avenue, Suite 100 Riverside, CA 92507 (909) 782-0707 RECEIVED SEP 28 1999 CITY OF TEMECULA ENGINEERING DEPARTMENT \ I I I I I I I I I I I I I I I I I I I TABLE OF CONTENTS PURPOSE ...................................................................................... I PROJECT DESCRIPTION ......................................................................... I HYElROLOGY .................................................................................. I HYDRAULICS .................................................................................. CONCLUSION ...................................................... ............................ LIST OF APPENDICES A. HYDROLOGY STUDY (to-YEAR STORM EVENT) 1. LATERAL A-I................................................................... 2 2. LATERAL C-I .................................................................. II 3. LINE C . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 21 B. HYDROLOGY STUDY (toO-YEAR STORM EVENT) 1. LATERAL A-I .................................................................. 24 2. LATERAL C-I .................................................................. 30 3. LINE C . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 38 C. HYDRAULIC ANAL YSIS (SURFACE STREETS AND CATCH BASINS) 1. LATERAL A-I .................................................................. 41 2. LATERAL C-I .................................................................. 42 3. LINE C . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 43 4. NODE 130 (FLOW FROM PRELIMINARY MARGARITA VILLAGE HYDROLOGY MAP) .. 44 D. HYDRAULIC ANALYSIS (WSPGN - INPUT, EmT AND OUTPUT FILES) 1. LINE A ........................................................................ 45 2. LATERAL A-I ............ ...............................................49 3. LATERAL A-2 .................................................................. 52 4. LINEB . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 55 5. LINE C . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 58 ~ LINEGI..............................................~ 7. LINE D ........................................................................ 65 E. MARGARITA VILLAGE RETIREMENT VILLAGE HYDROLOGIC ANAL YSIS DEVELOPMENT. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ULTIMATE .................. 70 F. MARGARITA VILLAGE FLOW FROM EASEMENT I. LINE A-2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 79 RATIONAL METHOD HYDROLOGIC ANALYSIS SUB-BASIN MAP ........................ Pocket 1- '. I I I I I I I I I I I I I I I I I I PURPOSE This report represents the hydrology and hydraulic analysis of the 1 DO-year, 24-hour storm event for the Temeku Hills Development in the City of Temecula, County of Riverside, Califomia. This report was prepared following the guidelines and regulations within the Riverside County Flood Control and Water Conservation District's Hydrology Manual (1978). PROJECT DESCRIPTION Meadows Parkway is a street in the City of Temecula, County of Riverside. The portion of Meadows Parkway that pertains to this report begins most southerly at a high point just below Royal Oaks Drive, with La Serena Way to the north. Meadows Parkway is bordered by Temeku Hills development to the west and Chardonnay Hills to the east. The storm drain has been designed to drain portions of both development. Flow south of the high point flows into Royal Birkdale Drive and is accounted for in the drainage report for Tract 28482. Line "A" of the Meadows Parkway storm drain plans is an 84" pipe extending from a cul-de-sac in Tract 23371-11 of the Temeku development. Laterals "A-I" and "A-2" will carry flow from the street into the low point on Meadows Parkway. Line "B" extends storm drain line "P" on City ofTemecula DWG 84700 into the new pipe. Line "C" carries flow from Tract 28482. The lateral "C-l" is used to divert flow from both the street and th(, Temeku Hills golf course. Line "D" will carry flow from Chardonnay Hills and will be extended as a part of Tract 23100 improvements. The QIOO for the 84" storm drain was taken from the Margarita Village Retirement Village Hydrologic Analysis Ultimate Development revised January 20, 1989. Relevant portions of that report have been included in appendix "E." The flow into the sump catch basin on the northeast side of Meadows Parkway is based on information shown on the Preliminary Margarita Village Hydrology Map produced by The May Group and received by Rick Engineering Company on June 14, 1999. The flow into the inlet on lateral "A-2" is based on anticipated flow from the MWD easement crossed by line "B" only. Flow east of the MWD easement and nonth of Meadows Parkway is not a part of this hydrology study. HYDROLOGY The Riverside County Flood Control and Water Conservation District (RCFC) Rational Method (Advanced Engineering Software, Version 1.5A, copyright 1982-1996) is used to determine the onsite runoff for the I DO-year, 24-hour stonn event. HYDRAULICS Water surface profiles in the proposed storm drain pipes are calculated using WSPGN, Riverside County Flood Control District Program No. FO 515P, Water Surface Pressure Gradient Hydraulic Analysis Computer Program, Version 7. Calculations are labeled Appendix C. CONCLUSION These supporting hydrology and hydraulic calculations are provided to substantiate the design of the proposed storm drain facilities. Onsite hydrology map is included. F:\J3 193113 193VI002.WPD ~ I i I I I I I I I I I I I I I I I I I I APPENDIX A HYDROLOGY STUDY (10- YEAR STORM EVENT) '\ -l .'t'-"-~.'" -,yr- - " \ \ 1********~*;:;;~;:*:;~~~*~;~~;*.~~;~~*~:~=~:;;~~~::"~_~:*~,*,~! _.,*l . - .' .,_' .~, . ,_'.. '. ',", .-4"'.~ RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT '. '- -J" .';..,;-~' , (RCFC&WCD) 1978 HYDROLOG'Y'~,AL (cl Copyright 1982-96 Advanced Engineering-"Software (aes) Ver. 1.5A Release Date: 01/01/96 License ID 1261 I I I I I ************************** DESCRIPTION OF STUDY ************************** *P 13193 MEADOWS PARKWAY TEMEKU HILLS * *IbEVELOPED CONDITION, 10 YR, 1 HR * * MODELED BY EDL * i t * * * * * * * * * ** * * * * * *,* * * ** * * * * * * * * ** * * * * * * * * * * * * * * * * *** * * * * * * * * *** * * ***** *** . Analysis prepared by: 5620 RICK ENGINEERING COMPANY WATER RESOURCES DIVISION FRIARS ROAD, SAN DIEGO, CA (619) 291-0707 92110 ., FILE NAME: 193VA.DAT IbIME/DATE OF STUDY: 14:20 3/17/1999 ---------------------------------------------------------------------------- IPSER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --------------------,-------------------------------------------------------- IPSER SPECIFIED STORM EVENT(YEAR) = 10.00 ISPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE to-YEAR. STORM 10-MINUTE INTENSITY (INCH/HOUR) = 10-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) = ifOO-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) ~OO-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = ~LOPE OF 100-YEAR INTENSITY-DURATION CURVE = -tOMPUTED RAINFALL INTENSITY DATA: iFTORM EVENT = 10.00 l-HOUR INTENSITY (INCH/HOUR) = .8888 ~LOPE OF INTENSITY DURATION CURVE = .5506 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED IrOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES I FOR FRICTION 2.360 .880 = 3.480 = 1.300 .5505732 .5495536 SLOPE = .90 ****** '* **1* ** * * **** * ******* ************************* ***** ** * ** ****** ********* 5 !FLOW PROCESS FROM NODE 121. 00 TO NODE 121. 00 IS CODE = 7 I 4.70 -------------------,------------------------- - _._- - (>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<,.;.r"" --=======================================================~=~==~~~','~ USER-SPECIFIED VALUES ARE AS FOLLOWS: I TC (MIN) = 19.67 RAIN INTENSITY (INCH/HOUR) = 1. 64 TOTAL :AREA(ACRES) = 3.13 TOTAL RUNOFF(CFS) = - I ~*****~******************************************************************** .FLOW PROCESS FROM NODE 121.00 TO NODE 110.00 IS CODE = 6 --------.-------------------------------------------------------------------- J(>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< --==========================================================================. UPSTREAM ELEVATION = 1225.65 ISTREET LENGTH(FEET) = 250.00 STREET HALFWIDTH(FEET) = 32.00 IDISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = IINTERIOR STREET CROSS FALL (DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .065 DOWNSTREAM ELEVATION = CURB HEIGHT (INCHES) = 6. 1214.70 30.00 ISPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFT"OW MODEL, RESULTS: STREET FLOWDEPTH(FEET) = .33 'HALFSTREETFLOODWIDTH(FEET) = 9.03 AVERAGE FLOW VELOCITY(FEET/SEC.) = ,PRODUCT OFDEPTH&VELOCITY = 1.63 ISTREETFLO~l TRAVELTIME (MIN) = .84 TC (MIN) = I I 4.81 4.95 20.51 I 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.605 SOIL CLASSIFICATION IS "C" ISINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7777 SUBAREA AREA (ACRES) = .18 SUBAREA RUNOFF (CFS) = SUMMED 'AREA (ACRES) = 3.31 TOTAL RUNOFF(CFS) = lEND OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .33 HALFSTREET FLOODWIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 5.06 DEPTH*VELOCITY = I .22 4.92 9.03 1. 67 1*******,******************************************************************* FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 1 ~ ---------.------------------------------------------------------------------- I>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ~ f I, ,,';?: -~"i'i;i-,:,:;g'~i~'''~~:~'t~'t':,:__ ITOTAL NUMBER OF STREAMS = 2 .. CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION (MIN.) = 20.51 IRAINFALL INTENSITY (INCH/HR) = 1.60 TOTAL STREAM AREA{ACRES) = 3.31 IPEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM ',' 1 ~ ARE :'?",~,'>r.4~,,~~~:,.~:,~,~~.-~~,~2.::8::: ~~~'-,;~~~:~j'J:i1 ':' 'i..\;;.~,~~~A~-t;i::1;i~:~7"!t~.~:.,~'_~',~.; ~. ." ,." "'.c'" '""~,~",,,.,~ . -"::~"'::';;'~";u".';";~~~l~).F:'". ",:,:.- _ '::::',"li~~t~ ;:t~,,:~.,~i~},~~> . I 4.92 , -,:_':;;':*~': iI********************************************************************~***;~~'J~: FLOW PROCESS FROM NODE 109.00 TO NODE 115.00 IS CODE = 21 ' 1---..---------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =I=========;~~=;:;;;~=;~::;:=~;;~::==================================== DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER I ~C = K*[{LENGTH**3)/(ELEVATION CHANGE)] **.2 .INITIAL .SUBAREA FLOW-LENGTH = 483.00 UPSTREAM ELEVATION = 1275.00 IPOWNSTREAM ELEVATION = 1240.00 ELEVATION DIFFERENCE = 35.00 rc =, .709*[{ 483.00**3)/( 35,00)]**.2 = 14.205 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1. 965 SOIL CLASSIFICATION IS "C" ~EVELOPED WATERSHED RUNOFF COEFFICIENT = .6897 SUBAREA RUNOFF (CFS) = 2.33 rOTJI.L AREA (ACRES) ,= 1. 72 TOTAL RUNOFF{CFS) = 2.33 ...* * * * * * * * *., * * * * * * * *,* * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ~LOW PROCESS FROM NODE 115.00 TO NODE 110.00 IS CODE = 8 -r------------------------------------------------------------------------- >>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< -------------------_._------------------------------------------------------- ---------------------------------------------------------------------------- I 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.965 SOIL CnASSIFlCATION IS "C" IPNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6897 I:;UBAREA AREA (ACRES) = 1. 86 SUBAREA RUNOFF (CFS) = TOTAL AREA{ACRES} = 3.58 TOTAL RUNOFF(CFS) = IFC{MIN} = 14.21 2.52 4.85 ~************************************************************************* FLOW PROCESS FROM NODE 110.00 TO NODE 110,00 IS CODE = 1 1. -t------------------------------------------------------------------------- '" ~;;, ,"",-,,_; ~.+o::';;.-;~>-;-" >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE~<<<<~.. I:::::~=~~::::=::~~~~=~~::~:~~:~=~~=:::~:::::;:===:====,=,===:.t=l~~~~-'i~:~:! TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF' CONCENTRATION (MIN.) = 14 . 21 IRAINFALL INTENSITY (INCH/HR) = 1.96 TOTAL STREAM AREA(ACRES) = 3.58 I PEAK FLOW RATE (CFS) AT CONFLUENCE = * * CONFLUENCE DATJ~ * * ISTREAM RUNOFF NUMBER (CFS) 1 4.92 2 4.85 I Tc I (MIN.) 20.51 14.21 ,;: -~_~~~~1r:~"{~\!~.~!> ---- --_._~---- _.-- 4.85 INTENSITY ( INCH/HOUR) 1. 605 1. 965 AREA (ACRE) 3.31 3.58 I********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ION THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **********1~*************************************************************** IRAINFALL INTENSITY AND TIME ICONFLUENCE FORMUIJl. USED FOR ** PEAK FI"OW RATE TABLE ** ISTREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 8.26 14.21 I 2 8.89 20.51 ICOMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOT~~ AREA(ACRES) - I OF CONCENTRATION RATIO 2 STREAMS. INTENSITY ( INCH/HOUR) 1.965 1. 605 ESTIMATES ARE = 8.89 6.89 20.51 AS FOLLOWS: Tc(MIN.) = )************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 6 ---------------------------------------------------------------------------- =,:::::~~:~~~=~~~~:~:~~:=~~~~~~~=~~=~~~:::::====================== IUPSTREAM ELEVATION = STREET 'LENGTH (FEET) = STREETHALFWIDTH(FEET) I 1240.00 130.00 = 32.00 DOWNSTREAM ELEVATION = 1212.85 CURB HEIGHT (INCHES) = 6. ~ it:; ;, I .. DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK ir=,-" 3,0: 00, " i IINTERIOR STREET CROSSFALL(DECIMAL) = .020 ..",,,,,,,j",. . 4,'.'" OUTSIDE 'STREET CROSSFALL (DECIMAL) = .065 Of C' ~".'."".~,:',.. 9.04 ~ .'~~)i15<!::_"r ISPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .33 HALFSTREET FLOODWIDTH(FEET) = 9.03 AVERAGE FLOW VELOCITY(FEET/SEC.) = I PRODUCT OF DEPTH&VELOCITY = 3.06 STREETFLOW TRAVELTIME(MIN) = .23 TC(MIN) = 9.29 20.75 I 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.595 SOIL CLASSIFICATION IS "C" ISINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7771 SUBAREA AREA(ACRES) = .25 SUBAREA RUNOFF(CFS) = ISUMMED AREA(ACRES) = 7.14 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETF'LOW HYDRAULICS: DEPTH (FEET) = .33 HALFSTREET FLOODWIDTH(FEET) = IFLOW VELOCITY(FEET/SEC.) = 9.45 DEPTH*VELOCITY = .31 9.20 9.03 3.11 iI************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE = 1 1---------.----------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ ITOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ITIME OF CONCENTRATION(MIN.) = 20.75 RAINFALL INTENSITY (INCH/HR) = 1.59 TOTAL STRF~ AREA(ACRES) = 7.14 IpEAK FLOW RATE(CFS) AT CONFLUENCE = 9.20 .1************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 113.00 IS CODE = 6 1-------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< . 11========================================================================== !lUPSTREAM ELEVATION = 1234.50 DOWNSTREAM ELEVATION = 1226.50 d STREET LENGTH(FEET) = 515.00 CURB HEIGHT(INCHES) = 6. \ tTREET HAI.FWIDTH (FEET) = 32. 00 6 IDISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = INTERIOR STREET CROSSFALL(DECIMAL) = .020 lOUTS IDE STREET CROSSFALL(DECIMAL) = .065 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 30.00 I 1. "c"';:c "C ,,-,_.,._..........'t;, . _"_",' ..~J"" , . _. . "',. ," '....,. ", ". I ";~I **TRAVELTlME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .46 HALFSTREET FLOODWIDTH(FEET) = 1.5.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1..70 STREETFLOW TRAVELTIME(MIN) = 2.32 TC(MIN) = 23.07 I . 1.0 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1..504 FOIL CLASSIFICATION IS "C" IS INGLE-FAMILY (1./4 ACRE LOT) RUNOFF COEFFICIENT = .771.8 SUBARE1~ AREA(ACRES) = .65 SUBAREA RUNOFF (CFS) = tUMMED,AREA(ACRES) = 7.79 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: IPEPTH(FEET) = .46 HALFSTREET FLOODWIDTH(FEET) = 1.5.59 "LOW VELOCITY (FEE'I'/SEC.) = 3.84 DEPTH*VELOCITY = 1.. 77 I I I :. ,;i,.--..-- .""''''~'v,',. - ,.....,.,..""',.."". _ _~-'"~~1f..r.. 9.57 ;;~;":t:S'" ..." /...~,~i> '-~ .',..."..-.., .'--.... .. , - . ',.-',.._.,~$ 3.70 .75 9.95 I ***********~~**************************************************************** -r~~~-~~~~~~~-~~~~-~~~~---~~~~~~-~~-~~~~---~~~~~~-~~_~~~~_:___~____________ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< 1IG;;;:;;;;~;~;;=;~~;=~;=~=;;~~;;;~===================================== ~C(MIN) = 5.00 RAIN INTENSITY (INCH/HOUR) = 3.49 IrOTAL AREA (ACRES) = .65 TOTAL RUNOFF (CFS) = .75 *'* * * * * * * * * * * * * * * * * *,* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * fLOW PROCESS FROM NODE 11.3.00 TO NODE 114.00 IS CODE = 6 - -----------------_._------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ~========================================================================= -oPSTREAM ELEVATION = 1226.50 DOWNSTREAM ELEVATION = 1219.60 ~TREETLENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 6. ~TREET HALFWIDTH(FEET) = 32.00 \0 IF I STANCE FROM CROWN TO CROSSFALL GRADEBREAK = 30.00 I INTERIOR STREET CROSSFALL{DECIMAL) =:020 IOUTSIDES~I'REET CROSSFALL (DECIMAL) = .065 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = I I I ,..,._~. l' **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .33 HALFSTREET FLOODWIDTH(FEET) = 9.03 .AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OFDEP1~&VELOCITY = .86 ISTREETFLOW TRAVELTIME (MIN) = 2.86 TC (MIN) = 10 YEAR RAINFALL. INTENSITY (INCH/HOUR) = 2.721 ISOIl. CLASSIFICATION IS "C" COMMERCIAL DEVELOPMEN1' RUNOFF COEFFICIENT = .8838 ISUBAREA AREA(ACRES) = 1. 52 SUBAREA RUNOFF (CFS) = SUMMED AREA(ACRES) = 2.17 TOTAL RUNOFF(CFS) = END OF. SUBAREA STREETFLOW HYDRAULICS: IDEP1~(FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 3.27 DEPTH*VELOCITY = _'<C,.,',.,- 2'.55 ?<;;~~:;~{t~~?~j':~_~'~ ~ ,-,,'-, '.&"':"K'S!~ . '0.~~' 2.62 7.86 3.66 4.41 10.91 1.20 I **************************************************************************** !fLOW PROCESS FROM NODE 114.00 TO NODE 111.00 IS CODE = 6 J>>>>>COMPl~E STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ========================================================================== UPSTREAM ELEVATION = 1219.60 DOWNSTREAM ELEVATION = 1212.85 ISTREETiLENGTH(FEET) = 280.00 CURB HEIGHT(INCHES) = 6. STREET HAl.FWIDTH (FEET) = 32.00 IbISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = INTERIOR STREET CROSSFALL(DECIMAL) = .020 tUTSIDE STREET CROSSFALL (DECIMAL) = .065 30.00 IIPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = '**TRAVELTIME COMPUTED USING MEAN FLOW(CFS} = I STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET} = .37 HAL,FSTREET FLOODWIDTH (FEET) = 10.91 I 'AVERAGE FLOW VELOCITY(FEET/SEC.) = iPRODUCT OF DEPTH&VELOCITY = 1. 36 fTREETFLOW TRAVELTIME (MIN) = 1.26 TC (MIN) = 1 4.99 3.70 \\ 9.12 n L 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.507 OIL CLASSIFICATION IS "C" SINGLE-FAMILY(1/4 .ACRE LOT) RUNOFF COEFFICIENT = .8132 IEUBAREA AREA(ACRES) = .57 SUBAREA RUNOFF (CFS) = 1.16 SUMMED AREA(ACRES) = 2.74 TOTAL RUNOFF(CFS) = 5.57 r:m' OF SUBAREA STREETFLOW HYDRAULICS: IDEPTH(FEET) = .39' HALFSTREET FLOODWIDTH(FEET) = 11.84 FLOW VELOCITY(FEET/SEC.) = 3.57 DEPTH*VELOCITY = 1.38 I I ~J 3~:-"i'~;~f~:~_~~~~~--1 " .- L"""'~'" , '-'~-~- '..:":-'~~'~._lr t ~'"". ",...} - . ....- -.. ,'- - ., .._.,.li"."'~__" '>::.-,.#~fr~" ,. :;<j;.. *a************************************************************************** ~LOW PROCESS FROM .NODE 111.00 TO NODE 111.00 IS CODE = 1 --------------------.-------------------------------------------------------- IF>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< =~~;~=~;:=~;=;;;;::;=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: IrlME OF CONCENTRATION(MIN.) = 9.12 ~INFALL INTENSITY (INCH/HR) = 2.51 ifOTAL STREAM AREA(ACRES) = 2.74 IfEAK FLOW RATE (CFS) AT CONFLUENCE = 5.57 ~* CONFLUENCE DATA ** ~TREAM RUNOFF ~BER (CFS) I 1 9.20 2 5.57 Tc (MIN. ) 20.75 9.12 INTENSITY (INCH/HOUR) 1. 595 2.507 AREA (ACRE) 7.14 2.74 IL******;*************************WARNING********************************** IfN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED IPN THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. r************************************************************************ IfAINFALL INTENSITY AND TIME OF IPONFLUENCE FORMULA USED FOR 2 ..* PEAK I13TREAM JWMBER . 1 :2 FLOW RATE RUNOFF (CFS) 9.61 12.74 TABLE ** Tc (MIN.) 9.12 20.75 I CONCENTRATION RATIO STREAMS. INTENSITY ( INCH/HOUR) 2.507 1. 595 \"2-- Q I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: IPEAK FLOW RATE(CFS) = 12.74 Tc(MIN.) = TOTAL AREA(ACRES) = 9.88 1f~=~;=;:::;=;~;~===================================================== P~C FLOW RATE(CFS) = 12.74 Tc(MIN.) = 20.75 JlTOTAL AREA(ACRES) = 9.88 --========================================================================== 20.75 lEND OF RATIONAL METHOD ANALYSIS I I I I I I I I I I I I I I I \<:? 10 I // -~r. -' (/-c.-i .. ~ L -/" 1******,******************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON I I I I I * * * *,' ** ** *** * * * **** * * ** * ** DESCRIPTION OF IJN 13193V MEADOWS PARKWAY TEMEKU HILLS DEVELOPED CONDITION 10 YR, 1 HR RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982~96 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/96 License ID 1261 Analysis prepared by: 5620 RICK ENGINEERING COMPANY WATER RESOURCES DIVISION FRIARS ROAD, SAN DIEGO, CA (619) 291~0707 92110 STUDY ************************** * * * MODELED BY EDL * 1************************************************************************* IFILE NAME: 193VC.DAT TIME/DATE OF STUDY: 10:52 3/17/1999 ---------------------------------------------------------------------------- IUSER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- IUSER SPECIFIED STORM EVENT (YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE (INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE 110-YEAR STORM 10~MINUTE INTENSITY (INCH/HOUR) = 10-YEAR STORM 50-MINUTE INTENSITY (INCH/HOUR) = 1100-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) 100-YEAR STORM 60-MINUTE IN~ENSITY(INCH/HOUR) SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = ISLOPE OF 100-YEAR INTENSITY-DURATION CURVE = COMPUTED RAINFALL INTENSITY DATA: ISTORM EVENT = 10.00 1-HOUR INTENSITY (INCH/HOUR) = .8888 SLOPE OF INTENSITY DURATION CURVE = .5506 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED INOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES I FOR FRICTION 2.360 .880 3.480 = 1.300 .5505732 .5495536 SLOPE = .90 \~ ********************,******************************************************** IFLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 21 .1.1. I ------------------------------------------------- JI:::::~~~~:~=:~~~~~=~:~~~~=~~~~~=::~~~~~:::::======================== ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC - K* [(LENGTH**3) / (ELEVATION CHANGE)] **.2 IINITIAL StffiAREA FLOW-LENGTH = 647.00 UPSTREAM ELEVATION = 1296.70 IDOWNSTREAM ELEVATION = 1289.10 ELEVATION DIFFERENCE = 7.60 TC = .393*[( 647.00**3)/( 7.60)]**.2 = 12.715 I 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.088 SOIL CLASSIFICATION IS "C" ISINGLE-+FANILY(1/4ACRE LOT} RUNOFF COEFFICIENT = .7997 SUB~~EA RUNOFF (CFS) = 5.21 TOT~~ AREA(ACRES} = 3.12 I TOTAL RUNOFF(CFS} = 5.21 I ********************,******************************************************** IFLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 6 J>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< --========================================================================== .~PSTREAM ELEVATION = 1289.10 ~TREET LENGTH(FEET) = 560.00 STREETHALFWIDTH(FEET) = 18.00 IbISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = .:NTERIOR STREET CROSSFALL(DEClMAL} = .020 ~UTSIDE STREET CROSSFALL(DEClMAL) = .065 DOWNSTREAM ELEVATION = CURB HEIGHT (INCHES) = 6. 1283.10 16.00 ISPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 '**TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 11.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = .99 ISTREETFLOW TRAVELTIME(MIN) = 3.59 TC(MIN) = I I 7.70 2.60 16.30 I 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.821 SOIL CLASSIFICATION IS "C" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7886 ISUBAREA AREA (ACRES) = 3.45 SUBAREA RUNOFF (CFS) = \5 4.96 11- I SUMMED AREA (ACRES) = 6.57 TOTAL RUNOFF(CFS) = 10.17 ~ND OF SUBAREA STREETFLOW HYDRAULICS: IoEPTH(FEET) = .42 HALFSTREET FLOODWIDTH(FEET) = 13.50 FLOW VELOCITY(FEET/SEC.) = 2.57 DEPTH*VELOCITY = 1.07 I 11********.****************************************************************** !FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 1 I>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ----------,------------------------------------------------------------------ 10TAL NUMBER OF STREAMS = 2 ONF'LUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 16.30 ~INFALL INTENSITY (INCH/HR) = 1. 82 TOTAL STREAM AREA(ACRES) = 6.57 IfEAK FLOW RATE (CFS) AT CONFLUENCE = STREAM 1 ARE: 10.17 *~********~~**************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 103.00 IS CODE = 21 -1------------------------------------------------------------------------- >>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ----------------------------------------------------------------------------- ------------.---------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) Ic = K*[ (LENGTH**3) / (ELEVATION CHANGE)] **.2 NITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 1301.10 I:JOWNSTREAM ELEVATION = 1283.10 -kLEVATION DIFFERENCE = 18.00 I~C = .393*[( 500.00**3)/( 18.00)]**.2 = 9.168 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.500 SOIL CLASSIFICATION IS "C" ~INGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8130 ~UB~~EA RUNOFF (CFS) = 1.46 ITOT~.L AREA (ACRES) = .72 TOTAL RUNOFF (CFS) = 1. 46 *I;********~~**************************************************************** LOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 1 -~::::~;~~;~~;;-~~~;;;~~;~;-~;~;~-;~~-;~~;~~;~;;:::::--------------------- >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< \~ =11========================================================================= 1:11 I TOTAL NUMBER OF STREAMS = 2 ICONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 9.17 RAINFALL INTENSITY (INCH/HR) = 2.50 ITOTAL STREAM AREA(ACRES) = .72 PEAK FLOW RATE (CFS) AT CONFLUENCE = 1** CONFLUENCE DATl, * * STREAM RUNOFF INUMBER (CFS) 1 10.17 2 1. 46 Tc I (MIN. ) 16.30 9.17 STREAM 2 ARE: 1.46 INTENSITY ( INCH/HOUR) 1.821 2.500 AREA (ACRE) 6.57 .72 *********************************WARNING********************************** IIN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA IWILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************* IRAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA, USED FOR 2 STREAMS. 1* * PEAK STREAM INUMBER 1 2 FLOW RATE RUNOFF (CFS) 7.18 11.23 (MIN. ) 9.17 16.30 TABLE ** Tc I COMPUTED CONFLUENCE IPEAK FLOW RATE (CFS) TOTJ.I..L AREA (ACRES) = INTENSITY (INCH/HOUR) 2.500 1.821 ESTIMATES ARE = 11.23 7.29 16.30 I AS FOLLOWS: Tc(MIN.) = ********************,******************************************************** _I~~~~_~~~~~~~-~~~~-~~~~---~~~~~~-=~-~~~~---~~~~~~-=~-~~~~_:___~____________ .>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ~==================:======================================================== UPSTREAM ELEVATION = 1283.10 DOWNSTREAM ELEVATION = 1281.78 ISTREET LENGTH (FEET) = 180.00 CURB HEIGHT (INCHES) = 6. STREET HAI,FWIDTH (FEET) = 18.00 IDISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 IOUTSIDE STREET CROSSFALL(DECIMAL) = .065 \1 1,1. I ISPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .44 HALF STREET FLOODWIDTH(FEET) = 14.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OFDEPTH&VELOCITY = 1.10 ISTREETFLOW TRAVELTIME(MIN) = 1.20 TC(MIN) = I I 11.34 2.51 17.50 110 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.752 SOIL CLASSIFICATION IS "C" ISINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7853 SUBAREA AREA(ACRES) = .15 SUBAREA RUNOFF(CFS) = .21 SUMMED AREA(ACRES) = 7.44 TOTAL RUNOFF(CFS) = 11.44 lEND OF SUBAREA STREETFLOW HYDRAULICS: IInEPTH(FEET) = .44 HALFSTREET FLOODWIDTH(FEET) = 14.50 IFLOW VELOCITY(FEET/SEC.) = 2.53 DEPTH*VELOCITY = 1.11 1* * * * * * * * * * * * * * * * * *,* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 1 I>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ----------------------------------------------------------------------------- ITOTAL }mMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 17.50 IRAINFALL INTENSITY (INCH/HR) = 1.75 TOTAL STREAM AREA(ACRES) = 7.44 IPEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 1 ARE: 11. 44 11******************'******************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 108.00 IS CODE = 21 1-------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ;;==================:======================================================== I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) ITC = K* [ (l,ENGTH**3) / (ELEVATION CHANGE)] **.2 INITIAL, SUBAREA FLOW-LENGTH = 400.00 UPSTREAM ELEVATION = 1285.80 IDOWNSTREAM ELEVATION = 1281.78 \'0 tt;; 1 ELEVATION DIFFERENCE = 4.02 ITC - .393*[( 400.00**3)/( 4.02)]**.2 10 YEAR RAINFALL, INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "C" ISINGLE-FN~ILY(1/4 ACRE LOT) SUBAREA RUNOFF(CFS) = ITOTAL AREA (ACRES) = = 10.823 2.282 RUNOFF .86 .47 COEFFICIENT = .8064 TOTAL RUNOFF(CFS) = .86 11************************************************************************** FLO~1 PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 1 1I:::::~~~~~~~~~-~~~~~~~~~~~-~~~~~-;~~-~~~;~~~~~~:::::--------------------- >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 11========================================================================== TOTAL NUMBER OF STREAMS = 2 ~ONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ~IME OF CONCENTRATION(MIN.) = 10.82 RAINFALL INTENSITY (INCH/HR) = 2.28 IFOTAL STREAM AREA (ACRES) = .47 PEAK FLOW RATE (CFS) AT CONFLUENCE = .86 1** CONFLUENCE DATA, ** STREAM RUNOFF ~BER (CFS) 1 11. 44 2 .86 Tc (MIN. ) 17.50 10.82 I INTENSITY ( INCH/HOUR) 1.752 2.282 AREA (ACRE) 7.44 .47 *********************************WARNING********************************** .IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ~N 'I'HE.RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA ~ILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. 1************************************************************************* ~INFALL INTENSITY AND TIME CONFLUENCE FORMULA, USED FOR 1* * PEAK STREAM rB~R 2 FLOW RATE RUNOFF (CFS) 7.94 12.10 TABLE ** Tc (MIN. ) 10.82 17.50 1 OF CONCENTRATION RATIO 2 STREAMS. INTENSITY (INCH/HOUR) 2.282 1.752 \C\ COMPUTED CONFLUENCE IFEAK FLOW RATE(CFS) ESTIMATES ARE AS FOLLOWS: 12.10 Tc(MIN.) = 17.50 Ib I I TOTAL AREJ~ (ACRES) = 7.91 **********.****************************************************************** IrLOW PROCESS FROM NODE 108.00 TO NODE 120.00 IS CODE = 6 .>>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< JIb========================================================================= UPSTREAM ELEVATION = 1281.78 JTREET LENGTH(FEET) = 404.00 STREETHALFWIDTH(FEET) = 38.00 I6ISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = .rNTERIOR STREET CROSS FALL (DECIMAL) = .020 IPUTSIDE STREET CROSS FALL (DECIMAL) = .065 DOWNSTREAM ELEVATION = CURB HEIGHT (INCHES) = 6. 1260.60 36.00 IfPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = I **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = STREETFLOW MODEL RESULTS, STREET FLOWDEPTH(FEET) = .42 I HALFSTREET FLOODWIDTH (FEET) = 13.53 .AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.29 PRODUCT OF DEPTH&VELOCITY = 2.64 J;TREETFLOVV TRAVELTIME (MIN) = 1.07 TC(MIN) = 18.57 1 12.51 L 10 YEAR RAINFALL, INTENSITY (INCH/HOUR) = 1.695 OIL, CLASSIFICATION IS "C" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7825 IfUBAREA AREA(ACRES) = .61 SUBAREA RUNOFF(CFS) = .81 SUMMED AREA(ACRES) = 8.52 TOTAL RUNOFF(CFS) = 12.92 FND OF SUBAREA STREETF'LOW HYDRAULICS: IbEPTH(FEET) = .43 PJiLFSTREET FLOODWIDTH(FEET) = 14.09 FLOI-I VELOCITY(FEET/SEC.) = 6.02 DEPTH*VELOCITY = 2.59 I *1************************************************************************** IrLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 6 ---------------------------------------------------------------------------- =It::::~~:~~~~=~~~~~~~~~:=~~~~~~~:~=~~~~=~~~~~:::::====================== ~PSTREAM ELEVATION = a>TREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1 1260.00 480.00 = 38.00 DOWNSTREAM ELEVATION = 1225.65 CURB HEIGHT(INCHES) = 6. 1P 1'7 I DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = 36.00 .INTERIOR STREET CROSS FALL (DECIMAL) = .020 IIoUTSIDE STREET CROSSFALL(DEClMAL) = .065 ~PECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I I '**TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = STREETFLOW MODEL RESULTS: .sTREET FLOWDEPTH(FEET) = .41 HALFSTREET FLOODWIDTH(FEET) = 12.97 AVERAGE FLOW VELOCITY(FEET/SEC.) = I PRODUCT OF DEPTH&VELOCITY = 2.96 TREETFLOW TRAVELTIME(MIN) = 1.10 TC(MIN) = 13 .36 7.26 19.67 I 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.642 SOIL CLASSIFICATION IS "C" 13INGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7797 ~UBAREA AREA (ACRES) = .69 SUBAREA RUNOFF (CFS) = JUMMEDAREA(ACRES) = 9.21 TOTAL RUNOFF (CFS) = ~ND OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .42 HALFSTREET FLOODWIDTH(FEET) = 13.53 !FLOW VELOCITY(FEET/SEC.) = 6.94 DEPTH*VELOCITY = 2.91 .88 13.80 *~************************************************************************* FLOW PROCESS FROM NODE 121.00 TO NODE 121.00 IS CODE = 1 -1------------------------------------------------------------------------- >>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- IFOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ~IME OF CONCENTRATION(MIN.) = 19.67 IRAINFALLINTENSITY(INCH/HR) = 1.64 TOTAL STREAM AREA (ACRES) = 9.21 tEAK FLOW RATE (CFS) AT CONFLUENCE = 13.80 *~************************************************************************* FLOW PROCESS FROM NODE 107.00 TO NODE 116.00 IS CODE = 21 -1-------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =r========================================================================= ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER !FC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 ~\ /0. I INITIAL SUBAREA FLOW-LENGTH = 464.00 IUPSTREAM ELEVATION = 1261.00 DOWNSTREAM ELEVATION = 1252.00 ELEVATION DIFFERENCE"' 9.00 ITC = .709*[( 464.00**3)/( 9.00)]**.2 HI YEAR RAINFALL INTENSITY (INCH/HOUR) = Ison, CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = SUBAREA RlmOFF(CFS) = 3.01 ITOTAL AREA (ACRES) = 2.63 = 18.195 1. 714 .6670 TOTAL RUNOFF (CFS) = 3.01 JI************************************************************************** FLOW PROCESS FROM NODE 116.00 TO NODE 121.00 IS CODE = 8 11----------.---------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 1I==~~=~;;;=;:;:;~~=;:;;:;;;~~;:~:;:~;:~=:==~~~~:========================== SOIL CLASSIFICATION IS "C" ~DEVELOPED WATERSHED RUNOFF COEFFICIENT = .6670 SUBAREA AREA(ACRES) = 1.47 SUBAREA RUNOFF(CFS) = .TOTAL AREA(ACRES) = 4.10 TOTAL RUNOFF(CFS) = IIrc (MIN) = 18.20 1. 68 4.69 *'************************************************************************** .FLOW PROCESS FROM NODE 121.00 TO NODE 121.00 IS CODE = 1 ~-------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< =,:::::~~=~~::~::=:::~~~:=~~::~~::~:~=::::::=:~~~:::::::=================== ITOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) 18.20 ~INFALL INTENSITY (INCH/HR) = 1.71 ~OTAL STREAM AREA (ACRES) = 4.10 IPEAK FLOW RATE (CFSI AT CONFLUENCE = ** CONFLUENCE DATA ** ~TREAM RUNOFF ~BER (CFS) 1 13.80 :2 4.69 STREAM 2 ARE: 4.69 I Tc (MIN. ) 19.67 18.20 INTENSITY ( INCH/HOUR) 1.642 1.714 AREA (ACRE) 9.21 4.10 I********************************WARNING********************************** J,.'V In I IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED IPN THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA -WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. i************************************************************************* RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO ICONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** ISTREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) ( INCH/HOUR) I 1 17.45 19 .20 1.714 2 18.29 19.67 1. 642 IFOMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) = 18.29 Tc(MIN.) = 19.67 II'OTAL AREA (ACRES) = 13 .31 dIL========================================================================= ..ND OF STUDY SUMMARY: IPEAK FLOW RATE(CFS) = 18.29 Tc(MIN.) = 19.67 TOTAL AREA (ACRES) = 13.31 1It:~=~;=::;;~::~=:;;:~~=;;~;;;;=========================================== 1 I I I I I I I I ~ 'n I ~In-e 0 *********~******************************************************************* I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/96 License ID 1261 RICK ENGINEERING COMPANY WATER RESOURCES DIVISION 5620 FRIARS ROAD, SAN DIEGO, CA 92110 (619) 291-0707 JI************************ DESCRIPTION OF STUDY ************************** I I I I Analysis prepared by: * IIiN 13194 TEMEKU HILLS PHASE THREE * IRELIMINARY HYDROLOGY FOR FUTURE DEVELOPEMENT * MODELED BY E.D.L. DEC. 31, 1998 11************************************************************************ * * * IILE NAME: 13194.DAT IME/DATE OF STUDY: 10:58 4/13/1999 ---------------------.------------------------------------------------------- __I~~~_~~~~~~~~~-~~~~~~~~~-~~-~~~~~~~-~~~~~-~~~~~~~~~~_________________ ISER SPECIFIED STORM EVENT(YEAR); 10.00 PECIFIED !<IINIMUM PIPE SIZE (INCH) ; 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE lO-YEAR STORM 10-MlNUTE INTENSITY (INCH/HOUR) ; O-YEAR STORM 60-MlNUTE INTENSITY (INCH/HOUR) ; , OO-YEAR. STORM 10-MINUTE INTENSITY (INCH/HOUR) 100-YEAR STORM 60-MlNUTE INTENSITY (INCH/HOUR) SLOPE OF' 10-YEAR INTENSITY-DURATION CURVE ; 'LOPE OF 100-YEAR INTENSITY-DURATION CURVE ; OMPUTED RAINFALL INTENSITY DATA: jTORM EVENT; 10.00 1-HOUR INTENSITY (INCH/HOUR) ; .8888 .LOPE OF INTENSITY DURATION CURVE; .5506 RCFC&'tlCD HYDROLOGY MANUAL "C" - VALUES USED rTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FOR F,RICTION 2.360 .880 ; 3.480 ; 1.300 .5505732 .5495536 SLOPE ; .90 1 . * * * * * * ~~ * *,* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * *** * * * * * * * * * * * 2,.1\.. I10W PROCESS FROM NODE 10.00 TO NODE 13.00 IS CODE; 21 _I ---..--------------------------------------------------------------------- 1f>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =tI========================================================================= ASSTJMED INITIAL SUBAREA UNIFORM l DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) C = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 IifNITIAL SUBAREA FLOW-LENGTH = 730.00 ItPSTREN4ELEVATION = 92.00 DOWNSTREAM ELEVATION = 75.00 IILEVATION DIFFERENCE = 17.00 ~C = .393*[( 730.00**3)/( 17.00)]**.2 = 11.637 1 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.193 OIL CLASSIFICATION IS "C" SINGI,E-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8034 IUBAREA . RUNOFF (CFS) = 6 . 38 IJOTAL AREA (ACRES) ;, 3.62 TOTAL RUNOFF (CFS) = 6.38 I **************************************************************************** __I~~~_~~~~~~~-~~~~-~~~~----~~~~~-~~-~~~~----~~~~~-~~-~~~~_:___~____________ ,>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< = ========================================================================= 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.193 lOLL CLASSIFICATION IS "C" 'INGLE-FAMILY(l/4 ACRE LOT) RUNOFF COEFFICIENT = .8034 jUBAREA AREA (ACRES) = 1.72 SUBAREA RUNOFF(CFS) = 3.03 IOTAL AREA(ACRES) = 5.34 TOTAL RUNOFF(CFS) = 9.41 TC (MIN) = 11.64 I **************************************************************************** ILOW PROCESS FROM NODE 13.00 TO NODE 15.00 IS CODE = 6 ---------------------------------------------------------------------------- )>>>>COi'IPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< =--========================================================================= ~PSTREAM ELEVATION = 75.00 DOWNSTREAM ELEVATION = 67.30 ITREET LENGTH (FEET) = 200.00 CURB HEIGHT (INCHES) = 6. STREET HALF'WIDTH(FEET) = 18.00 IISTANCE FROM CROWN TO CROSSFALL GRADEBREAK INTERIOR. STREET CROSS FALL (DECIMAL) = .020 IUTSIDE STR.EET CROSSFAL.L(DECIMAL) = .063 16.00 z.{ IPECIFIED ~UMBER OF HALFSTREETS CARRYING RUNOFF = 1 I **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = ISTREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .41 HALFSTREET FLOODWIDTH(FEET) = 13.25 AVE.RAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 2.15 ~REETFLOW TRAVELTIME (MIN) = .64 TC(MIN) = 9.96 I 5.21 12.28 .10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.129 ~IL CLASSIFICATION IS "C" litNGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8012 :JPBAREA AREA (ACRES) = .65 SUBAREA RUNOFF(CFS) = 1.11 SUMMED .~EA(ACRES} = 5.99 TOTAL RUNOFF(CFS) = 10.52 ,~ OF SUB.~EA STREETFLOW HYDRAULICS: ~PTH(FEET) = .42 HALFSTREET FLOODWIDTH(FEET) = 13.75 rOW VELOCITY(FEET/SEC.) = 5.14 DEPTH*VELOCITY = 2.17 *1*****'******************************************************************* OW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 8 --IJ:::~~~~~~~-~;-~~~~~-~~-~~~~~~~-;~~-;~~~:::::----------------------- ---------------------------------------------------------------------------- ------------.---------------------------------------------------------------- 110 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.129 IL CLASSIFICATION IS "C" itNGLE-F~~ILY(1/4 ACRE LOT} RUNOFF COEFFICIENT = .8012 JPBAREA AREA (ACRES) = 1.71 SUBAREA RUNOFF(CFS) = 2.92 TOTAL AREA (ACRES);, 7.70 TOTAL RUNOFF (CFS) = 13.43 I(MIN) = 12.28 == ======================================================================== I , "'I' D OF STUDY SUMMAP.Y: AK FLOW RATE(CFS) = 13.43 Tc(MIN.) = 12.28 TOTAL AREA (ACRES) ;, 7.70 ;=It~=~;=;;;~~:~=:;;:~~=::~~;;;=========================================== I I I I ~ I ************~~*************************************************************** I I I I Lqt A-l I~TIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/96 License ID 1261 Analysis prepared by: 5620 RICK ENGINEERING COMPANY WATER RESOURCES DIVISION FRIARS ROAD, SAN DIEGO, CA (619) 291-0707 92110 11************************ DESCRIPTION OF STUDY ************************** *1fN 13193V TEMEKU HILLS - MEADOWS PARKWAY * * DEVELOPED CONDITION 100 YR, 1 HR * *f~ * ************************************************************************ jILE NAME: 193V.DAT IME/DATE OF STUDY: 12, 3 9/14/1999 - -------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -11~~~-~~~~~~~~~-~;~~~-~;~~;(~~~~)-:--~~~~~~-------------------------------- SPECIFIED mNIMUM PIPE SIZE(INCH) = 18.00 'PECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = .90 O-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) = 2.360 O-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) = .880 100-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) = 3.480 OO-YEAP. STORM 60-MINUTE INTENSITY (INCH/HOUR) = 1.300 LOPE OF 10-YEAR INTENSITY-DURATION CURVE = .5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = .5495536 IOMPUTED RAINFALL INTENSITY DATA: TORM EVENT = 100.00 1-HOUR INTENSITY (INCH/HOUR) = 1.3000 SLOPE OF INTENSITY DURATION CURVE = .5496 jCFC&WCD HYDROLOGY MANUAL "C" -VALUES USED IOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *JI******.**.*************************************************************** FLOW PROCESS FROM NODE 121.00 TO NODE 121.00 IS CODE = 7 -1------------------------------------------------------------------------- >>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 'SER-SPECIFIED VALUES ARE AS FOLLOWS: C(MIN) = 19.05 RAIN INTENSITY (INCH/HOUR) = 2.44 OTAL AREA(ACRES) = 3.97 TOTAL RUNOFF (CFS) = 19.89 ~JI******~****************************************************************** FLOW PROCESS FROM NODE 121.00 TO NODE 110.00 IS CODE = 6 -1I::::~~~~;~~-~~~~~;~~;~-~~~~;~~~-~~~;-~~~~~:::::---------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- z.1 jPSTREAM ELEVATION = 1225.65 ITREET LENGTH (FEET) = 250.00 DOWNSTREAM ELEVATION = 1214.70 CURB HEIGHT(INCHES) = 8. IlTREET ~~FWIDTH(FEET) = 32.00 IISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = NTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .065 IlPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 30.00 1 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .51 1 HALFSTREETFLOODWIDTH (FEET) = 17.47 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.19 PRODUCT OFDEPTH&VELOCITY = 3.14 STREETFLml TRAVELTIME (MIN) = .67 TC (MIN) = 19.72 1100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.396 SOIL CLASSIFICATION IS "C" ~INGLE-FAMILY(l/4 ACRE LOT) RUNOFF COEFFICIENT = .8100 UBP~EA AREA(ACRES) = .18 SUBAREA RUNOFF (CFS) = .35 UMMED AREA(ACRES) = 4.15 TOTAL RUNOFF(CFS) = 20.24 eND OF SUBAREA STREETFLOW HYDRAULICS: EPTH(FEET) = .51 HALFSTREET FLOODWIDTH(FEET) = 17.47 LOW VELOCITY(FEET/SEC.) = 6.24 DEPTH*VELOCITY = 3.17 20.06 :*11************************************************************************* FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 1 -1------------------------------------------------------------------------- >>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- jOTAL NUMBER OF STREAMS = 2 ONFLUENCE VALUES USED FOR INDEPENDENT IME OF CONCENTRATION(MIN.) = 19.72 RAINFALL INTENSITY (INCH/HR) = 2.40 10TAL STREAM AREA(ACRES) = 4.15 EAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 1 ARE: 20.24 *11************************************************************************* ~LOW PROCESS FROM NODE 109.00 TO NODE 115.00 IS CODE = 21 ---------------------------------------------------------------------------- I>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< = ========================================================================= ASSUMED INITIAL SUBAREA UNIFORM I DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER C = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 483.00 'PSTREAM ELEVATION = 1275.00 OWNSTREAM ELEVATION = 1240.00 LEVATION DIFFERENCE = 35.00 TC = .709*[( 483.00**3)/( 35.00)]**.2 14.205 1100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.869 OIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7446 IUBAREA RUNOFF(CFS) = 3.67 OTAL AREA(ACRES) ~, 1.72 TOTAL RUNOFF(CFS) = 3.67 ~ *iI************************************************************************* ,--- 'LOW PROCESS FROM NODE 115.00 TO NODE 110.00 IS CODE = 8 1---------------_____________________________________________________________ I>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< = ========================================================================= 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.869 .OIL CLASSIFICATION IS "C" IIJNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7446 SUBAREA AREA(ACRES) = 1.86 SUBAREA RUNOFF (CFS) = fOTAL AREA (ACRES);, 3 . 58 TOTAL RUNOFF (CFS) = C(MIN) = 14.21 3.97 7.65 *I*********~~*************************************************************** LOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 1 I>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>ANDCOMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 'OTAL NUMBER OF STREAMS = 2 ONFLUENCE VALUES USED FOR INDEPENDENT IME OF CONCENTRATION(MIN.) = 14.21 ~INFALL INTENSITY (INCH/HR) = 2.87 OTAL STREAM AREA(ACRES) = 3.58 EAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 2 ARE: 7.65 1* CONFLUENCE DATA ** TREAM RUNOFF NUMBER (CFS) I 1 20.24 2 7.65 Tc (MIN. ) 19.72 14.21 INTENSITY ( INCH/HOUR) 2.396 2.869 AREA (ACRE) 4.15 3.58 *****~,***************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED N THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. 1I*********~~************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO IiONFLUENCE FORMULA USED FOR 2 STREAMS. '* PEAK FLOW RATE TABLE ** STRE~~ RUNOFF Tc INTENSITY bBER (CFS) (MIN.) (INCH/HOUR) . 1 22.23 14.21 2.869 2 26.63 19.72 2.396 10M PUT ED CONFLUENCE ESTIMATES ARE AS FOLLOWS, PEAK FLOW RATE(CFS) = 26.63 Tc(MIN.) = 19.72 IOTAL AREA(ACRES) = 7.73 *********************.******************************************************* -Jl~~~-~~~:~~~-~~~~-~~~~---==~~~~-:~-~~~~---===~~~-~~-:~~~-:---~------------ >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ;lI~~~~~~:~~~~~~~~~~::==~~~~~~~===gg~~~~~:~~~~~~~~~:::~=~;~;~~~========= ~ ITREET HALFWIDTH(FEET) = 32.00 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .43 HALFSTREET FLOODWIDTH (FEET) = 13.72 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 5.61 ITREETFLOW TRAVELTIME (MIN) = .17 TC(MIN) = 19.89 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.385 lOlL CLASSIFICATION IS "C" I INGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8097 SUBAREA AREA (ACRES) = .25 SUBAREA RUNOFF(CFS) = tUMMEDAREA(ACRES) = 7.98 TOTAL RUNOFF(CFS) = ND OF SUBAREA STREETFLOW HYDRAULICS: EPTH(FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 13.72 I ILOW VELOCITY (FEET/SEC.) = 13.09 DEPTH*VELOCITY = 5.66 IlISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = ..NTERIGR STREET CROSSFALL(DEClMAL) = .020 IUTSIDE STREET CROSSFALL (DECIMAL) = .065 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = I I 30.00 1 26.87 12.97 .48 27.11 ,******"k********************************************************************* i_I~~~_ ~~~::~~~ _ ~~~~ _ ~~~~ _ _ _ === ~ ~~ _ =~ _ ~~~~ _ _ _ === ~ ~~ _ =~ _ ::~~~ _: _ _ _ = _ _ _ _ _ _ _ _ un >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< =1I~;~:=~~~;=~;=~;;~~=:==;============================================== 'ONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: tME OF CONCENTRATION(MIN.) = 19.89 INFALLINTENSITY(INCH/HR) = 2.38 OTAL STREAM AREA(ACRES) = 7.98 PEAK FLOW RATE (CFS) AT CONFLUENCE = 27.11 I **************************************************************************** fLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 7 - ---------.---------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ----------------------------------------------------------------------------- -lI~~~~~fE~IFI~~:~ALU~:~~:*~:~~~~~~~~:~::::~-:--:~::---------------------- TOTAL AREA (ACRES) = .00 TOTAL RUNOFF (CFS) = .00 I ************~~*************************************************************** BLOW PROCESS FROM NODE 112.00 TO NODE 113.00 IS CODE = 7 -11------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ISER-SPECIF'IED VALUES ARE AS FOLLOWS: C(MIN) = 5.00 RAIN INTENSITY (INCH/HOUR) = 5.09 TOTAL AREA(ACRES) = .65 TOTAL RUNOFF(CFS) = 1.18 I k*************************************************************************** ?P .LOW PROCESS FROM NODE 113.00 TO NODE 114.00 IS CODE = 6 -~------------------------------------------------------------------------- 1l>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< =1t~~~~~~~:~~~~~~~~~~::==~~~~~~~===g~~~~~~~:~~~~~~~f~:::~=~;~;~~~========= STREET HALFWIDTH(FEET) = 32.00 IISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 30.00 INTERIOR STREET CROSSFALL(DEClMAL) = .020 IiUTSIDE STREET CROSSFALL(DEClMAL) = .065 I!PECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .38 I HALFSTREET FLOODWIDTH (FEET) = 10.91 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.79 PRODUCT OF DEPTH&VELOCITY = 1.05 ITREETFLOW TRAVELTIME(MIN) = 2.69 TC(MIN) = 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.021 lOlL CLASSIFICATION IS "C" OMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8883 UBAREA AREA (ACRES) = 1.52 SUBAREA RUNOFF (CFS) = 5.43 SUMMED AREA(ACRES) = 2.17 TOTAL RUNOFF(CFS) = 6.61 INTI OF SUBAREA STREETFLOW HYDRAULICS: EPTH(FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 13.72 FLOW VELOCITY(FEET/SEC.) = 3.19 DEPTH*VELOCITY = 1.38 3.85 7.69 **,*********,.*************************************************************** JLOW PROCESS FROM NODE 114.00 TO NODE 111.00 IS CODE = 6 - ::::~~~~~~~-~~~~~~;~~~-~~;~~~~~~-~~~~-~~~~~~~:::::---------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- IPSTREAM EI,EVATION= 1219.60 TREET LENGTH (FEET) = 280.00 STREET HALFWIDTH(FEET) = 32.00 IIST}\..NCE FROM CROWN TO CROSSFALL GRADE BREAK = ~NTERIOR STREET CROSSFALL(DEClMAL) = .020 IiUTSIDE STREET CROSSFALL(DECIMAL) = .065 IPECIFIED ~ruMBER OF HALFSTREETS CARRYING RUNOFF = DOWNSTREAM ELEVATION = CURB HEIGHT(INCHES) = 8. 1212.85 30.00 1 I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .41 I HALFSTREET FLOODWIDTH(FEET) = 12.78 AVEPAGE FLOW VELOCITY(FEET/SEC.) = 4.11 PRODUCT OF DEPTH&VELOCITY = 1.70 STREETFLOW TRAVELTIME (MIN) = 1.13 TC(MIN) = 1100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.728 SOIL CLASSIFICATION IS "C" IINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8377 UBAREAAREA(ACRES) = .57 SUBAREA RUNOFF(CFS) = 1.78 SUMMED AREA(ACRES) = 2.74 TOTAL RUNOFF(CFS) = 8.39 ~D OF SUBAREA STREETFLOW HYDRAULICS: IEPTH(FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 13.72 7.50 8.82 ?;\ 'LOW VELOCITY(FEET/SEC.) = 4.05 DEPTH*VELOCITY = 1. 75 *Il************************************************************************* FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE = 1 -Il::::~~~~;~~~~-~~~;~~~~~-~~~~-;;~-~;~;~~~~~:::::--------------------- >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< =~;;~Z=~;~;=;;=~;~i~~=:==;============================================== ~ONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.82 IRAINFALL INTENSITY (INCH/HR) = 3.73 ~OTAL STREAM AREA(ACRES) = 2.74 PEAK FLml RATE (CFS) AT CONFLUENCE = 1* CONFLUENCE DATA ** STREAM RUNOFF pBER (CFS) . 1 27.11 2 8.39 Tc (MIN.) 19.89 8.82 8.39 INTENS ITY ( INCH/HOUR) 2.385 3.728 AREA (ACRE) 7.98 2.74 I*******************************WARNING********************************** N THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA 'ILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************ ~INFALL INTENSITY AND TIME IFONFLUENCE FORMULA USED FOR ** PEAK FLOW RATE TABLE ** .TREAM RUNOFF Tc ImMBER (CFS) (MIN.) 1 20.42 8.82 2 32.48 19.89 OF CONCENTRATION RATIO 2 STREAMS. INTENSITY (INCH/HOUR) 3.728 2.385 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS, =Jf~~;::~~~1;~;~~[:~=:===~~::~::===::~:::~:=:===::~::====================== END OF STUDY SUMMARY: lEAK FLOW RATE(CFS) = OTAL AREA(ACRES) = 32.48 10.72 Tc (MIN.) = 19.89 IND I I I I OF RATIONAL METHOD ANALYSIS ----------------------------------------------------------------------------- ---------------------------------------------------------------------------- !>'l-" I i*I***-*::::~ii~~~~~i:~~:~i~~g~~ii:~i~~~~~*~~~i=:~~i~~:~~:::::******** (RCFC&WCD) 1978 HYDROLOGY MANUAL I (c) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/96 License ID 1261 I I lAt. C-l. Analysis prepared by: RICK ENGINEERING COMPANY WATER RESOURCES DIVISION FRIARS ROAD, SAN DIEGO, CA (619) 291-0707 92110 5620 .******'***********~Ir****** DESCRIPTION OF STUDY ************************** ,*~ 1319,3V MEADOWS PARKWAY TEMEKU HILLS * * DEVELOPED CONDITION 100YR, 1 HR * *IEVISED BY EIH * ************************************************************************ fILE NAME: 193VC.DAT IME/DATE OF STUDY: 11:55 9/14/1999 - ------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -Il~~~-~~~;~;~~~-~;~~-~~~~;(~~~)-:--~~~~~~-------------------------------- SPECIFIED MINIMUM PIPE SIZE (INCH) = 18.00 ,PECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = .90 O-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) = 2.360 10-YEAR STORM 60-MlNUTE INTENSITY (INCH/HOUR) = .880 lOO-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) = 3.480 OO-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) = 1.300 LOPE OF 10-YEAR INTENSITY-DURATION CURVE = .5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = .5495536 10MPUTEDRAINFALL INTENSITY DATA: TORM EVENT = 100.00 1-HOUR INTENSITY (INCH/HOUR) = 1.3000 SLOPE OF INTENSITY DURATION CURVE = .5496 ICFC&WCD HYDROLOGY MANUAL "Cn-VALUES USED OTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *11_**_********************************************************************* FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 21 -1------------------------------------------------------------------------- >>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 'ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) C = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 647.00 PSTREAMELEVATION ~ 1296.70 OWNSTREAM ELEVATION = 1289.10 ELEVATION DIFFERENCE 7.60 Ic = .393*[( 647.00**3)/( 7.60)]**.2 = 12.715 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.050 SOIL CLASSIFICATION IS "C" .INGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8261 IUBAREA RUNOFF(CFS) = 8.72 '?~ 1l0TAL AREA (ACRES) = 3.46 TOTAL RUNOFF(CFS) = 8.72 *Il************************************************************************* FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 6 -1---------.---------------------------------------------------------------- >>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< :::::::::::::::::::;:::':::::;; = =:=:;:::::::;;::::::::::;::::::::::==::::::::::::::;::::::::::;:;:::::::::: ==::::::::;;:::::::::::::;;:::::::::::::::::::::::::::::::::::::::::::::::::::: ==:::::::::::: ==:::::::::::::::: ==::::::::::::::::::::;::::::::: ==:::::::::::::::: ~PSTREAM ELEVATION = 1289.10 TREET LENGTH (FEET) = 560.00 TREET HALFWIDTH(FEET) = 18.00 i IbISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = IfNTERIOR STREET CROSSFALL(DEClMAL) = .020 OUTSIDE STREET CROSSFALL(DEClMAL) = .065 IlPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = DOWNSTREAM ELEVATION = CURB HEIGHT (INCHES) = 6. 1283.10 16.00 2 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .44 1 HALFSTREET FLOODWIDTH(FEET) = 14.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.77 PRODUCT OF DEPTH&VELOCITY = 1.22 STREETFLOW TRAVELTIME(MIN) = 3.37 TC(MIN) = 16.09 1100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.680 SOIL CLASSIFICATION IS "cn IINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8178 UBAREA AREA(ACRES) = 3.45 SUBAREA RUNOFF(CFS) = 7.56 SUMMED AREA(ACRES) = 6.91 TOTAL RUNOFF(CFS) = 16.28 ,ND OF SUBAREA STREETFLOW HYDRAULICS: EPTH(FEET) = .46 HALFSTREET FLOODWIDTH(FEET) = 15.50 LOW VELOCITY(FEET/SEC.) = 3.18 DEPTH*VELOCITY = 1.46 12.52 *11************************************************************************* FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 1 -1------------------------------------------------------------------------- >>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ------------.---------------------------------------------------------------- ~OTAL NUMBER OF STREAMS = 2 10NFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: IME OF CONCENTRATION (MIN.) = 16.09 RAINFALL INTENSITY (INCH/HR) = 2.68 10TAL STREAM AREA(ACRES) = 6.91 EAK FLOW RATE(CFS) AT CONFLUENCE = 16.28 *JI*********~~*************************************************************** ~LOW PROCESS FROM NODE 104.00 TO NODE 103.00 IS CODE = 21 ---------------------------------------------------------------------------- I>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< :::: =========~=============================================================== ASSl~ED INITIAL SUBAREA UNIFORM I DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) C = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 500.00 ?f\ fPSTREAM ELEVATION = 1301.10 OWNSTREAM ELEVATION = 1283.10 IlLEVATION DIFFERENCE = 18.00 TC - .393*[( 500.00**3)/( 18.00)]**.2 = 9.168 1100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.650 OIL CLASSIFICATION IS "C" SINGLE-FAMILY (1/4 ACRE LOT) RUNOFF COEFFICIENT = .8366 IUBAREARUNOFF (CFS) = 2 . 20 OTAL ARE], (ACRES) = .72 TOTAL RUNOFF (CFS) = 2.20 ;*11*****************,******************************************************** . IJLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 1 --------------------.-------------------------------------------------------- 'I I>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>~ID COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< --------------------.-------------------------------------------------------- --------------------.-------------------------------------------------------- 10TAL NUMBER OF STREAMS = 2 ONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.17 EINFALL INTENSITY (INCH/HR) = 3.65 OTAL STREAM AREA(ACRES) = .72 EAK FLOW RATE(CFS) AT CONFLUENCE = 2.20 1* CONFLUENCE DATA ** TREAM RUNOFF NUMBER (CFS) I 1 16.28 2 2.20 Tc (MIN. ) 15.09 9.17 INTENSITY ( INCH/HOUR) 2.680 3.650 AREA (ACRE) 6.91 .72 '*****~*************************WARNING********************************** N THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED N THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA 'ILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******,****************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO IONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** IL~REAM RUNOFF Tc INTENSITY .UMBER (CFS) (MIN.) (INCH/HOUR) 1 11.48 9.17 3.650 2 17.89 16.09 2.680 IOMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.89 Tc(MIN.) = 16.09 IOTAL AREA(ACRES) = 7.63 *)************************************************************************* LOW PROCESS FROM NODE 103.00 TO NODE 108.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< =11;~;~~~=~~~~~;~;~=:===~;~;~~~===;;~~;;~~=~~~~~;~;~=:===~;~~~;~========= STREET LENGTH(FEET) = 180.00 CURB HEIGHT (INCHES) = 6. ITREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.00 11> ITNTERIOR STREET CROSSFA.LL (DECIMAL) = .020 UTSIDE STREET CROSSFALL(DEClMAL) = .065 I I iPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .50 HALF STREET FLOODWIDTH(FEET) = 17.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = I PRODUCT OF DEPTH&VELOCITY = 1.40 TREETFLOW TRAVELTIME(MIN) = 1.07 TC(MIN) = 2 18.05 2.80 17.16 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.587 .OIL CLASSIFICATION IS "C" ~INGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8154 SUBAREA AREA (ACRES) = .15 SUBAREA RUNOFF (CFS) = IUMMED AREA(ACRES) = 7.78 TOTAL RUNOFF(CFS) = ND OF SUBAREA STREETFLOW HYDRAULICS, DEPTH (FEET) = .50 HALFSTREET FLOODWIDTH(FEET) = 17.50 IILOW VELOCITY(FEET/SEC.) = 2.83 DEPTH*VELOCITY = 1.41 .32 18.21 **************************************************************************** ItLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 1 - -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< =1========================================================================= OTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT I(IME OF CONCENTRATION(MIN.) = 17.16 IfAINFALL INTENSITY (INCH/HR) = 2.59 TOTAL, STREAM AREA (ACRES) = 7 . 78 IfEAK FLOW RATE (CFS) AT CONFLUENCE = STREAM 1 ARE: 18.21 **************************************************************************** -Jl~~~-~~~:~~~-~~~~-~~~~---=~~~~~-=~-~~~~---=~~~~~_:~_:~~~_:_-~=------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =lI======;~~~;;=~~~;~;Z=~~;;;;=~~;~~==================================== DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) Ic = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 NITIAL SUBAREA FLOW-LENGTH = 400.00 PSTREAM ELEVATION = 1285.80 DOWNSTREAM ELEVATION = 1281.78 ILEVATION DIFFERENCE = 4.02 C = .393*[( 400.00**3)/( 4.02)J**.2 = 10.823 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.332 'OIL CLASSIFICATION IS "C" INGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8314 UBAREA RUNOFF (CFS) = 1.30 JOTAL AREA (ACRES) = . 47 TOTAL RUNOFF(CFS) = 1. 30 *********************,******************************************************* -~~~~-~~~:~~~-~~~~-~~~~---=~~~~~-=~-~~~~---=~~~~~_:~_:~~~_:_--=------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ?fl> =I>>>>ANL) COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ::;; ::;::;;::;:;::::;:;:;:;:;;: ==:;;:;;: ==;:::;:::;:::;:::;: :;:;:=::;:::::;::;::;;:::;:::;::;;: ==::;:::;:::;:::;:::;:::;::::::;:::;:::;:::;:::;:::;:::;:::;:::;:::;::;;:;;::::::;:;:;:::;:::;:::;:::;:::;:::;::;::::;::::::;:::;:::;:::;:::;:::;:::;:::;: ==::;:::;:::;:::;:::;: ~OTAL ~'UMBER OF STREAMS = 2 ttCONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: IME OF CONCENTRATION(MIN.) = 10.82 . INFALL INTENSITY (INCH/HR) = 3.33 TOTAL STREAM AREA (ACRES) = .47 IfEAK FLOW RATE (CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** .,TREAM RUNOFF Tc INTENSITY AREA IfUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 18.21 17.16 2.587 7.78 I 2 1.30 10.82 3.332 .47 *******************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ~N THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA ~ILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ********,****************************************************************** 1. 30 ~INFALL INTENSITY AND TIME OF CONCENTRATION RATIO ~ONFLUENCE FORMULA USED FOR 2 STREAMS. 1* PEAK TREAM NUMBER I 1 :2 FLOW RATE RUNOFF (CFS) 12.79 19.22 TABLE ** Tc (MIN. ) 10.82 17.16 INTENSITY ( INCH/HOUR) 3.332 2.587 _OMPUTED CONFLUENCE EAK FLOW RATE(CFS) OTAL A.~EA(ACRES) =, ESTIMATES ARE = 19.22 8.25 AS FOLLOWS: Tc(MIN.) = 17.16 *~************************************************************************* FLOW PROCESS FROM NODE 108.00 TO NODE 120.00 IS CODE = 6 -1------------------------------------------------------------------------- >>>>COloJPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ,PSTREAN ELEVATION = TREET LENGTH (FEET) = ~TREET HALFWIDTH(FEET) 1281.78 404.00 = 38.00 DOWNSTREAM ELEVATION = 1260.60 CURB HEIGHT(INCHES) = 8. IISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = NTERIOR STREET CROSSFALL(DEClMAL) = .020 OUTSIDE STREET CROSSFALL(DEClMAL) = .065 IlPECIFIED ~ruMBER OF HALFSTREETS CARRYING RUNOFF = 36.00 1 I **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .49 HALFSTREET FLOODWIDTH(FEET) = 16.34 I AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 3.37 STREETFLOW TRAVELTIME(MIN) = .97 TC(MIN) = 18.13 1100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.510 SOIL CLASSIFICATION IS "C" iINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8133 IUBAREAARE~(ACRES) = .61 SUBAREA RUNOFF(CFS) = 19.85 6.94 1:>*'- 1. 25 ItUMMEDAREA(ACRES); 8.86 TOTAL RUNOFF(CFS); 20.47 END OF SUBAREA STREETFLOW HYDRAULICS: tEPTH(FEET); .49 HALFSTREET FLOODWIDTH(FEET) ; 16.34 LOW VELOCITY(FEET/SEC.) ; 7.16 DEPTH*VELOCITY; 3.47 *~******'******************************************************************* FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE; 6 -1------------------------------------------------------------------------- >>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ;;========================================================================== IPSTREAM ELEVATION ; TREET LENGTH(FEET) ; TREET HALFWIDTH(FEET) 1260.60 480.00 ; 38.00 DOWNSTREAM ELEVATION; 1225.65 CURB HEIGHT (INCHES) ; 8. II STANCE FROM CROWN TO CROSSFALL GRADE BREAK ; 36.00 NTERIOR STREET CROSSFALL(DECIMAL); .020 OUTSIDE STREET CROSSFALL(DECIMAL) ; .065 IPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF; 1 I. **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) ; STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET); .47 HALFSTREET FLOODWIDTH(FEET); 15.78 I AVERAGE FLOW VELOCITY(FEET/SEC.) ; PRODUCT OF DEPTH&VELOCITY ; 3.74 STREETFLOW TRAVELTIME (MIN) ; 1.01 TC(MIN); 19.14 1100 YEAR RAINFALL INTENSITY (INCH/HOUR) ; 2.436 ~OIL CL.Zl.SSIFICATION IS "C" IINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT; .8112 UBAREA AREA(ACRES); .69 SUBAREA RUNOFF(CFS); 1.36 UMMED AREA(ACRES); 9.55 TOTAL RUNOFF(CFS); 21.83 END OF SUBAREA STREET FLOW HYDRAULICS: IEPTH(FEETI; .47 HALFSTREET FLOODWIDTH(FEET) ; 15.78 LOW VELOC1TY(FEET/SEC.) ; 8.15 DEPTH*VELOCITY; 3.86 21.15 7.89 *II******.~****************************************************************** "'LOW PROCESS FROM NODE 121. 00 TO NODE 121. 00 IS CODE; 1 I>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< :;;; . ========================================================================= TOTAL NUMBER OF STREAMS; 2 IONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 1ME OF CONCENTRATION(MIN.) ; 19.14 RAINFALL INTENSITY (INCH/HR) ; 2.44 IiOTAL STREAM AREA (ACRES) ; 9.55 IfEAK FLOW RATE(CFS) AT CONFLUENCE; 21.83 *1************************************************************************* LOW PROCESS FROM NODE 107.00 TO NODE 116.00 IS CODE; 21 I>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< :;;; :;;;:;;; ===:;;; :;;;:;;;:= ==:;;;:;;;:;;;:;;;:;;;:;;; ==:;;;:;;; ==========::::;:;;;:;;; :::;::;::;:===== = = = = = ====== =========== ====== === ASSUMED INITIAL SUBAREA UNIFORM I DEVELOPMENT .18: UNDEVELOPED WITH FAIR COVER C ; K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 11> 'NITIAL SUBAREA FLOW-LENGTH = 464.00 UPSTREAM ELEVATION = 1261.00 IOWNSTREAM ELEVATION = 1252.00 LEVATION DIFFERENCE = 9.00 TC = .709*[( 464.00**3)/( 9.00)]**.2 = 18.195 1100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.504 OIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7263 fUBAREA RUNOFF (CFS) = 4.78 OTAL AH.EA(ACRES) = 2.63 TOTAL RUNOFF(CFS) = 4.78 * 1* * * ir * *.tr * * 'II' * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * LOW PROCESS FROM NODE 116.00 TO NODE 121.00 IS CODE = 8 ----------------------------------------------------------------------------- I>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< = ========================================================================= 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.504 elL CLASSIFICATION IS "C" EVELOPED WATERSHED RUNOFF COEFFICIENT = .7263 UBAREA AREA(ACRES) = 1.47 SUBAREA RUNOFF(CFS) = 2.67 TOTAL AREA (ACRES)~, 4.10 TOTAL RUNOFF (CFS) = 7.46 IC (MIN) = 18.20 *1*********1~*************************************************************** LOW PROCESS FROM NODE 121.00 TO NODE 121.00 IS CODE = 1 ---------------------------------------------------------------------------- I>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>Am) COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 IONFLUENCE VALUES USED FOR INDEPENDENT IME OF CONCENTRATION(MIN.) = 18.20 RAINFALL INTENSITY (INCH/HR) = 2.50 tOTAL STREAM AREA(ACRES) = 4.10 EAK FLOW P~TE(CFS) AT CONFLUENCE = STREAM 2 ARE: 7.46 ~CONFLUENCE DATA ** TREl>..M RUNOFF BER (CFS) 1 21.83 2 7.46 Tc (MIN. ) 19.14 18.20 INTENSITY ( INCH/HOUR) 2.436 2.504 AREA (ACRE) 9.55 4.10 I * * * * * * * * * * *~. * * * * * * * *.* * * * * * * * * * * * *WARNING * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED N THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ********************,****************************************************** lINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. 1* PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc rBE1R (CFS) (MIN. ) 28.21 18.20 2 29.09 19.14 INTENSITY ( INCH/HOUR) 2.504 2.436 ~o.. IFMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: I 'EAK FLOW RATE(CFS) = 29.09 Tc(MIN.) = 19.14 tOTAL AREA (ACRES) = 13 . 65 '= ========================================================================= ND OF STUDY SUMMARY: , PEAK FLOW RATE(CFS) = 29.09 Tc(MIN.) = 19.14 i IOTAL AREA (ACRES) = 13 . 65 = ========================================================================= END OF RATIONAL METHOD ANALYSIS I '. I I I I I I I I I I I I I I AP I v) . 'CiJ ./ I~t ) .-...c. I I il I *--***'~******************************************************************** . RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (el Copyright 1982-96 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/96 License ID 1261 Analysis prepared by: RICK ENGINEERING COMPANY WATER RESOURCES DIVISION 5620 FRIARS ROAD, SAN DIEGO, CA 92110 (619) 291-0707 **'*********************** DESCRIPTION OF STUDY ************************** 113 :'94 TEMEKU HILLS PHASE THREE * LIMINARY HYDROLOGY FOR FUTURE DEVELOPEMENT * MODELED BY E.D.L. DEC. 31, 1998 * **Ir****************"***************************************************** F~E NAME: 13194.DAT ~E/DATE OF STUDY: 10:27 3/17/1999 i u1tR SPECIFIED HYDROLOGY AND HYD~~ULIC MODEL INFOR~ATION: I UIR SPECIFIED STORM EVENT(YE~R) = 100.00 S CIFIED MINIMu~ P:PE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE l~YEAR STORM 10-MItWTE INTENSITY (INCH/HOUR) = l~-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) = II-YEAR STORM 10-M:NUTE INTENSITY (INCH/HOUR) 1 -YEAR STORM GO-MINUTE INTENSITY (INCH/HOUR) SLOPE OF 10-YEAR INTENSITY-DURATION Cu~VE = SIbPE OF 100-YEAR INTENSITY-DDKATION CURVE = C~PUTED RAINFALL INTENSITY DATA: SjpRM EVE~T = 100.00 I-HOUR INTENSITY (INCH/HOUR) = 1.3000 S~PE OF INTENSITY DU~~TION CURVE = .5496 RCFC&vICD HYDROLOGY t'l.ANUAL "C" -VALUES USED NitS: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL &"D IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES I FOR FRICTION 2.360 .880 = 3.480 = 1.300 .5505732 .5495536 SLOPE = .90 ************************************************************************** A\ FIW PROCESS FROM NODE 10.00 TO NODE 13.00 IS CODE = 21 ~c:>. _IL---------.-------------------------------------------------------------- >if> > RAT I ONAJ_ METHOD INITIAL SUBAREA ANALYSIS<<<<< =It======================================================================= ASSUMED INITIAL SUBAREA UNIFORM 'DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) T = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 IJTIAL SUBAl'tEA FLOW-LENGTH = 730.00 U TREfu~ ELEVATION = 92.00 DOWNSTREAM ELEVATION = 75.00 E~VATION DIFFERENCE = 17.00 T~ = .393*[( 730.00**3)/( 17.00)]**.2 = 11.637 1i0 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.202 S.L CLASSIFICATION IS "e" SINGLE-FAMILY (1/4 ACRE LOT) RUNOFF COEFFICIENT = .8291 SIAREA RUNOFF (CFS) = 9.61 T AL AREA (ACRES) = 3.62 TOTAL RUNOFF (CFS) = 9.61 r*********'***********'****************************************************** I ----------.----------------------------------------------------------------- F'W PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 8 i>I>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ~= =================:====================================================== 100 YEAR Rl'.INFALL INTENSITY (INCH/HOUR) = 3.202 'SIL CLA::SIFICATION IS "C" S GLE-F~~ILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8291 ,S'IAREA AREA (ACRES) = 1.72 SUBAREA RUNOFF (CFS) = 4.57 T AI, AREA (ACRES) = 5.34 TOTAL RUNOFF (CFS) = 14.18 TC(MIN) 11.64 I ~*I*********************************************************************** F W PROCESS FROM NODE 13.00 TO NODE 15.00 IS CODE = 6 , -------------------------------------------------------------------------- >I>>COMPUTE STREETFLOW T~~VELTIME THRU SUBAREA<<<<< :=~======================================================================== UID<:;TREfu~ ELEVATION ~, 75.00 S EST LENGTH (FEET) = 200.00 , ISTREET i-L"'-LF\'IIDTH (FEET) = 18.00 DITANCE FROM CROw-N TO CROSS FALL GRADEBREAK = I1iERIOR STREET CROSS FALL (DECIMAL) = .020 Oq.SIDE STREET CROSSFALL(DECIMAL) = .063 DOWNSTREAM ELEVATION = CURS HEIGHT (INCHES) = 6. 67.30 16.00 A,z" ISIICIFIEDNUMBER OF P.ALFSTREETS CARRYING RUNOFF = 1 J9 I I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .46 HALFSTREET FLOODWIDTH(FEET) = 15.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 2.69 IlREETFLOW TRAVELTIME(MIN) = .57 TC(MIN) = 15.01 I 5.87 12.21 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.119 IL CLASSIFICATION IS "C" iiNGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8275 ~AREA AREA (ACRES) = .65 SUBAREA RUNOFF(CFS) = 1.68 SUMMED AREA (ACRES) = 5.99 TOTAL RUNOFF (CFS) = 15.85 .D OF SUBAREA STREETFLOW HYDRAULICS: r!PTH(FEET) = .48 HALFSTREET FLOODWIDTH(FEET) = 16.50 1IOW VELOCITY(FEET/SEC.) = 5.51 DEPTH*VELOCITY = 2.63 *~************************************************************************ F!ow PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 8 -]------------------------------------------------------------------------ >>>ADDITION OF SU3AREA TO MAINLINE PEAK FLOW<<<<< ---------,------------------------------------------------------------------ --------------------------------------------------------------------------- JOO YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.119 IL CLASSIFICATION IS "C" INGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8275 AREA AREA (ACRES) = 1.71 SUBAREA RUNOFF (CFS) = 4.41 TOTAL AREA (ACRES) = 7.70 TOTAL RUNOFF (CFS) = 20.27 =jI~:~::=:==~~~~~========================================================== 9IP OF STUDY SUMMARY: ~K FLOW RATE (CFS) = 20.27 Tc(MIN.) = 12.21 TOTAL .~EA(ACRES) = 7.70 ;It=~;=~~;;~::~=~;;~~;=::~~;;;=========================================== I I I I A?/ <r' \..elk, A-I I *********************,******************************************************* I HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1261 I I (619) 291-0707 _1____________________________________________________---------------------- Analysis prepared by: RICK ENGINEERING COMPANY WATER RESOURCES DIVISION FRIARS ROAD, SAN DIEGO, 92110 5620 TIME/DATE OF STUDY: 12: 5 9/14/1999 =It========================================================================= If************************ DESCRIPTION OF STUDY ************************** *1fN 13193V - MEADOWS PARKWAY - TEMEKU HILLS * * SUMP CATCH BASIN AT NODE 111 * *fIH * ***-k******************************************************************** **************************************************************************** >I>SUMP TYPE BASIN INPUT INFORMATION<<<< - ------------------------------------------------------------------------- I Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. I I BASIN BASIN DEPTH INFLOW (CFS) = OPENING (FEET) = OF WATER(FEET) = 32.48 .83 .83 >>>>CALCULATED ESTI~~TED SUMP BASIN WIDTH(FEET) = 13.91 = I = = = = = = = = =, = = = = = = = == = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = I I I il il ill A,A \,at G-l I *~*********.**************************************************************** I 1 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyr~ght 1982-96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1261 RICK ENGINEERING COMPANY WATER RESOURCES DIVISION 5620 FRIARS ROAD, SAN DIEGO, 92110 (619) 291-0707 _IL_________.________________________________________________________________ TIME/DATE OF STUDY: 12: 0 9/14/1999 =It========================================================================= I I Analysis prepared by: ~*******'.*************** DESCRIPTION OF * 13193V MEADOWS PARKWAY - TEMEKU HILLS * LOWBY CATCH BASIN AT NODE 121 STUDY ************************** * * *IfIH * Ir********~t*************************************************************** ********************,******************************************************** ~It~~~~~~=-~~=~~-~~~=~-=~~~=-~~~~~===-=~~~=-=~~~~==~~~~~~----------------- 1 Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. I 1 STREETFI,OW (CFS) = 29.09 GUTTER FLOWDEPTH(FEET) = .46 BASIN LOCAL DEPRESSION (FEET) = .33 FLOWBY BASIN WIDTH(FEET) = 14.00 1 >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 65.6 >>>>CALCULATED ESTIMATED INTERCEPTION (CFS) = 9.2 1 ************************** :1 DESCRIPTION OF STUDY ************************** * * * * (***'********************************************************************* * ************************************************************************* >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< -11---------.---------------------------------------------------------------- 1 Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. 1 STREETFLOW (CFS) = 29 . 09 At5 I Lin60 * * * * * * * * * * * * 'iI,. * * * * * * * *,* ** * * * * * * ** * * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * *** ** I I I (619) 291-0707 _Il____________________________________________________--------------------- TIME/DATE OF STUDY, 14: 33 8/30/1999 =It========================================================================= (C) HYDRAULIC ELEMENTS - I PROGRAM PACKAGE Copyright 1982-96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1261 Analysis prepared by: 5620 RICK ENGINEERING COMPANY WATER RESOURCES DIVISION FRIARS ROAD, SAN DIEGO, 92110 1I*********-J~********'****** DESCRIPTION OF STUDY ************************** *1fN 13193V - MEADOWS PARKWAY - TEMEKU HILLS * * SUMP CATCH BASIN AT NODE 15 * *fIH * ***~.******************************************************************** **************************************************************************** ~It~~~~-==~~-~~~=~-=~~~=-=~~~~~==~~~~~~----------------------------------- I Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. I I BASIN BASIN DEPTH INFLOW (CFS) = OPENING (FEET) = OF WATER(FEET) = 20.27 .83 .83 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH (FEET) = 8.68 =11========================================================================= I I I I I I 4~ I ********************,******************************************************** I HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 6..1 Release Date: 01/01/96 License ID 1261 I I (619) 291-0707 _11_________________________________________________________________________ TIME/DATE OF STUDY: 14:34 8/30/1999 ~11~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ Analysis prepared by: RICK ENGINEERING COMPANY WATER RESOURCES DIVISION FRIARS ROAD, SAN DIEGO, 92110 5620 11************************ DESCRIPTION OF STUDY ************************** *I[N 13193V - MEADOWS PARKWAY - TEMEKU HILLS * * SUMP CATCH BASIN AT NODE 130 * *liIH * 11************************************************************************ **************************************************************************** ~tI~~~~~-==~~-~~~=~-=~~~=-=~~~~==~~~~~~----------------------------------- I Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. I I BASIN BASIN DEPTH INFLOW (CFS) ~ OPENING (FEET) OF WATER(FEET) ~ 25.60 .83 .83 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) ~ 10.97 ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ I I I I I I 4,1. I I I I I I I I I I I I I I I I I I I Tt IN t3t93V TEMEKU HILLS - MEADOWS PARt<:WAY T2 STORM DRAIN CALCS FOR LINE 'A" T3 EDL 5/11/99 SO 3178.39195.07 '1 'R 3500.23196.78 1 JX 3659.03198.17 1 JX 3712.96 198.62 1 JX 3769.71199.14 1 'R 3610.79199.50 1 JX 3955.07 204.38 1 R 3964.86 204.71 1 WE 3964.86 204.71 6 R 3984.86205.11 6 SH 3984.86205.11 6 CD 1 4 0 .00 7.00 CD 2 4 1 .00 3.00 ,CD 34 1 .00 2.00 CD 4 4 1 .00 2.50 CD .5 4 1 .00 2.50 ,CD 6 1 0 .00 10.00 Q 562.00.0 .013 2 .013 3 .013 3 .013 .013 5 .013 .013 .500 .013 23.51 32.48 32.30 46.50 203.00 .000 .0000 200.26 72.0 .000 201.67 64.0 .000 202.89 90.0 -4.300 .000 .000 1 206.48 75.0 .000 .000 .000 0 .000 205.11 .00 .00 .00 .0 .00 .00 .00 .0 .00 .00 .00 .0 .00 .00 .00 .0 .00 .00 .00 .0 5.00 2.00 2.00 .0 o A~ I I I I I I I I I I I I CARD SECT CHN Y(e) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH W S P G N - EDIT LISTING - Version 7.0 Date: 9-14-1999 Time: 1:55:14 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) DIAMETER WIDTH DROP CD 1 4 0 7.00 CD 2 4 1 3.00 CD 3 4 1 2.00 . CD 4 4 1 2.50 CD 5 4 1 2.50 CD 6 1 0 .00 10.00 5.00 2.00 2.00 .00 o W S P G N PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING .HEADING LINE NO 1 IS- JN 13193V TEMEKU HILLS - MEADOWS PARKWAY HEADING LINE NO 2 IS - STORM DRAIN CALCS FOR LINE "A" 'HEADING LINE NO 3 IS- EDL 5/11/99 J W S P G N PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING . El.EMENT NO 1 IS A SYSTEM OUTLET . U/S DATA STATION INVERT SECT W S ELEV 3178.39 195.07 1 203.00 El.EMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3500.23 196.78 1 .013 .000 .000 .000 0 . ELEMENT NO 3 IS A JUNCTION U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3INVERT-4 PHI3 PHI4 3659.03 198.17 1 2 0 .013 23.51 .00 200.26 .00 72.00 .00 RADIUS ANGLE .000 .000 ELEMENT NO 4 IS A JUNCTION . . U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT -4 PHI 3 PHI4 3712.96 198.62 1 3 0 .013 32.48 .00 201.67 .00 64.00 .00 RADIUS ANGLE .000 .000 ELEMENT NO 5 IS A JUNCTION U/S DI\TA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3 INVERT -4 PHI3 PHI4 3769.71 199.14 1 3 0 .013 32.30 .00 202.89 .00 90.00 .00 RADIUS ANGLE 756.171 -4.300 I I I I I I I ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3810.79 199.50 1 .013 .000 .000 .000 ELEMENT NO 7 IS A JUNCTION U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3INVERT-4 PHI3 PHI 4 3955.07 204.38 1 5 0 .013 46.50 .00 206.48 .00 75.00 .00 RADIUS ANGLE .000 .000 o WSPGN WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N PAGE NO 3 RADIUS ANGLE ANG PT MAN H 3964.86 204.71 1 .013 ELEMENT NO 91S A WALL ENTRANCE U/S DATA STATION INVERT SECT 3964.86 204.71 6 .500 ELEMENT NO 10 IS A REACH UtS DATA STATION INVERT SECT .000 .000 .000 0 FP N RADIUS ANGLE ANG PT MAN .000 .000 .000 0 H 3964.86 205.11 6 .013 ELEMENT NO 11 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV ~~ I I I I I I I I I I I I , I I I I I I 1,1 3984.86 205.11 6 205.11 9> H. 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EDIT LISTING - Version 7.0 Date: 9-14-1999 Time: 2:19: 6 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) DROP I . CD 1 4 2.00 o W S P G N PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- IN 13193F TEMEKU HILLS - MEADOWS PARKWAY .HEADING LINE NO 2 IS- STORM DRAIN CALCULATIONS FOR LATERAL "A-1" HEADING LINE NO 3 IS - MODELED BY EDL ON JAN 15, 1999, REVISED 9/14/99 ] W S P G N PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET' .. UIS DATA STATION INVERT SECT W S ELEV 1000.00 201.37 1 210.25 ELEMENT NO 2 IS A REACH . UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN I I I I I I H 1046.93 205.00 1 .013 ELEMENT NO 3 IS A SYSTEM HEADWORKS UIS DATA STATION INVERT SECT 1046.93 205.00 1 .000 .000 .000 0 W S ELEV 205.00 I I I I I I I '5~ I . I I ~ . 0. .a. 0 0 '" . .c.... u. . uo. . 0 . :;:......... . . Ol N . . g:: 0. Ol . 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Version 7.0 Date: 6-Z8-1999 Time: 4:58:10 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT 'CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(Z) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYFE PIERlPIP WIDTH DIAMETER WIDTH DROP I CD I CD CD Q 1 4 3 Z 4 4 1 o 1 .00 Z.OO 6.70 14.00 Z.OO .00 WSPGN WATER SURFACE PROFILE - TITLE CARD LISTING I HEADING LINE NO 1 IS- JN 13193V TEMEKU HILLS MEADOWS PARKWAY HEADING LINE NO 2 IS- STORM DRAIN CALCS LATERAL "A-Z" I HEADING LINE NO 3 IS - EDL REV 6-28-99 D WSPGN WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 11S A SYSTEM OUTLET . U/S DATA STATION INVERT SECT 1000.00 201.52 1 ELEMENT NO 2 IS A REACH U/S DATA STATIOi'> INVERT SECT 1019.54 206,95 1 .013 ELEMENT NO 3 IS A WALL EXIT U/S DATA STATIO~I INVERT SECT 1019.54 206.95 3 ELEMENT NO 4 IS A JUNCTION I U/S DATA STATION INVERT SECT LAT-1 LAT-Z N 1022.70 207.45 3 3 0 .013 25.60 .00 RADIUS .000 PAGE NO 1 PAGE NO 2 I W S ELEV 211.51 I .000 RADIUS ANGLE .000 .000 0 ANG PT MAN H N Q3 Z07.50 ANGLE .000 Q4 INVERT-3 INVERT -4 PHI 3 PHI 4 .00 .00 .00 I ELEMENT NO 5 IS A WALL EXIT U/S DATA STATION INVERT SECT 1022.70 207.45 4 ELEMENT NO '3 IS A REACH I U/S DATA STATION INVERT SECT 1042.41 Z07.65 4 .013 ELEMENT NO 7 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 1042.41 207.65 4 N RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 W S ELEV 207.65 I I I I I I I Page 1 9t> I 'i3 I I I I ~ N m ~ , - 'l ;; I ~ o E ., ... m m m ~ m N , '" o ~ . o <n I ;:: I '" ., '" J M M " Z M ... <n ~ I ~ o ICk:G~:;>. u<: . : ~ ~~ >-<........ e::: 0: UJ>cn::l.<J; <nl~' ::= >OW;3:N :'l~8';' a. 3:,q; = Z t-':E lil I'" 8 "~ l' :3w Z .,... ~ ;c:s ~ '" ... 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REVISED 5/13199 SO 1000.00200.14 1 209.09 R 1074.46202.63 1 .013 71.000 .0000 R 111'.15206.54 1 .013 .000 .0000 SH 1111.15206.54 1 209.40 CD I 4 1 .00 3.00 .00 .00 .00 .0 a 23.15 .0 I I I I I I I I I I I I I 193mb.wsn Page 1 o ~ 17'? I II 1 93mb.edt W S P G N - EDIT LISTING - VelSian 7.0 Date: 5-13-1999 Time: 9:55: 2 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD .SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INY Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7J Y(8) Y(9) Y(lO) CODE' NO TYPE PIERlPIP WIDTH DIAMETER WIDTH DROP I CO I 4 3.00 I I W S P G N PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - IN 13193F TEMEKU HILLS, MEADOWS PARKWAY HEADING LINE NO 2 IS - STORM DRAIN CALCULATIONS FOR LINE "S" HEADING LINE NO 3 IS ' MODELEDSY EDL ON JAN 15. 1999, REVISED 5113/99 W S P G N PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET LJ/S DATA STATION INVERT SECT W S ELEV 1000.00 200.14 1 209.09 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1074.48 202.63 1 .013 60.104 71.000 .000 a ELEMENT NO 3 IS A REACH lIIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1111.15206.54 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1111.15206.54 1 209.40 I ,I I ,I I ,I I I I I I I I Page 1 ':f\ I 5b I I I I ~ ~ I f- I M , I . 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REVISED 5/13/99 SO 1000.00206.23 1 214.33 R 1030.00 207.46 1 .013 R 1163.63212.401 .013 JX 1238.23215.15 1 2 .013 9.10 JX 1610.92237.35 1 2 .013 12.40 TS 1615:75238.102 .013 R 1660.67240.08 2 .013 R 1688.50241.30 2 .013 R 1720.67241.46 2 .024 SH 1720.67241.46 2 CD 1.4 0 .00 2.50 CD 2.4 1 .00 2.00 CD 3,4 1 .00 2.00 Q 25.00 .0 I I I I I I I I I I I II I I I I I I I 193mpc.wsn 42.740 .0000 53.000 .000 1 236.65 45.0 90.000 236.80 .00 .00 .00 .0 .00 .00 .00 .0 .00 .00 .00 .0 .000 .000 .000 .0000 .0001 .0000 Page 1 o <;'\ I I I I I I I I I I I I I I I I I I I 193mpc.edt W S P G N - EDIT LISTING - Version 7.0 Date: 8-30-1999 Time: 1:59:41 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 0 2.50 CD 2 4 1 2.00 CD 3 4 1 2.00 C W S P G N PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - JN 13193VTEMEKU HILLS - MEADOWS PARKWAY HEADING LINE NO 2 IS - STORM DRAIN CALULATIONS FOR LINE "C. HEADING LINE NO 3 IS- REVISED FEB. 16. 1999. REVISED 5/13/99 G W S P G N PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1000.00 206.23 1 214.33 ~LEMENT NO 2 IS A REACH U1S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1030.00 207.46 1 .013 .000 .000 .000 0 ~LEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1163.63212.40 1 .013 179.140 42.740 .000 0 ~LEMENT NO 4 IS A JUNCTION U/SDATA STATION INVERT SECTLAT-l LAT-2 N 03 04 INVERT-3INVERT-4 PHI3 PHI4 1238.23 215.15 1 2 0 .013 9.10 .00 .00 .00 53.00 .00 RADIUS ANGLE .000 .000 ELEMENT NO 5 IS A JUNCTION UIS DATA STATION INVERT SECT LAT-l LAT-2 N 03 04 INVERT-3INVERT -4 PHI3 PHI4 1610.92 237.35 1 2 0 .013 12.40 .00 236.65 .00 45.00 .00 RADIUS ANGLE 237.262 90.000 ELEMENT NO 6 IS A TRANSITION UIS DATA STATION INVERT SECT N 1615.75 238.10 2 .013 .000 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N 1660.67 240.08 2 .013 .000 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N 1688.50 241.30 2 .013 .000 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N 1720.67 241.46 2 .024 .000 ELEMENT NO 10 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1720.67 241.46 2 236.80 G W S P G N PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING RADIUS ANGLE .000 RADIUS ANGLE ANG PT MANH .000 .000 0 RADIUS ANGLE ANG PT MANH .000 .000 1 RADIUS ANGLE ANG PT MANH .000 .000 0 Page 1 Coz, ~f1 I I I D ~ ~ '" ~ 4 . 1; :. > '" " :. !. 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FILE NA.t'1E: ~IME/DATE OF STUDY: 14:11 11/ 4/1988 11************************************************************************** WATERCOURSE LENGTH = 8880.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID ELEVATION VARIATION ALONG WATERCOURSE = MANNING'S FRICTION FACTOR ALONG WATERCOURSE WATERSHED AREA = 385.000 ACRES UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES FOOTHILL S-GRAPH SELECTED UNIFOR;"1 11EAN SOIL-LOSS (INCH/HOUR) = LO.' SOIL-LOSS RATE PERCENT (DECIMAL) = BASEFLOW = .000 CFS/SQUARE-MILE USER-ENTERED RAINFALL = 2.27 INCHES RCFC&WCD 3-Hour Storm (5-Minute period) SELECTED I I I B I = 3620.000 225.000 FEET == .040 FEET .340 .900 Wi".TERCOURSE "L\G" TIME = eN!? INTERVAL PERCENTAGE HYDROGRAPE BASEFLo\" = RCFC&WCD AREA ADJUSTMENT .400 HOURS OF LAG-TIME = 20.848 .000 CFS fACTOR(PLATE E-5.8) = .9985 *~************************************************************************* CrnT HYDROGRAPH DETERMINATION I- INTER';';L "s" GP_^,PH -Urn; HY;~OG~;~-------------------- nCr'IBE? ;"!:::.';.:f 'iALUES ORDINATES (CFS) -It-----~-----------------~~;~;-----------------~;~;~~---------------------- 2 5.264 181.194 ] 11.244 278.454 ;.;, 21.022 455.279 5 ~O.717 916.994 6 58.862 844.843 7 67.396 397.352 8 73.379 278.591 9 78.122 220.818 10 81.973 179.313 I I I 4,1 ~. I I I I I **************************************************************************** I i I I I I I I I I I I I I I , 11 12 13 14 15 16 17 18 19 2.0 2.1 22 23 24 25 85.111 87.770 90.017 91.910 93.521 94.853 95.908 96.793 97.499 97.999 98.499 98.999 99.499 99.999 100.000 146.114 123.798 104.641 88.103 75.049 61. 994 49.117 41. 239 32.859 23.280 23.280 23.280 23.280 23.280 .040 1~ -u:; :'-"," 1* ** * *... *,*... * * * *** * ** * ** * * * * * * * * * ** * * * * * * * * * * * * ** * ************ *** * * * * *****~** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL-LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) I ---------------------------------------------------------------------------- I I I I !I I I I I I I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 .19 20 21 22 23 24 25 26 27 28 29 30 31 3') " .0295 .0295 .0249 .0340 .0340 .0408 .0340 .0408 .0408 .0340 .0363 .0408 .0499 .0499 .0499 .0453 .0589 .0612 .0544 .0612 .0748 .0703 .0657 .0680 .0703 .0952 .1133 .0793 .1541 .1655 .1859 .1337 .0265 .0265 .0224 .0283 .0283 .0283 .0283 .0283 .0283 .0283 .0283 .0283 .0283 .0283 .0283 .0283 .0283 .0283 .0283 .0283 .0283 .0283 .0283 .0283 .0283 .0283 .0283 .0283 .0283 .0283 .0283 .0283 .0283 .0283 .0283 .0122 .0029 .0029 .0025 .0057 .0057 .0125 .0057 .0125 .0125 .0057 .0079 .0125 .0215 .0215 .0215 .0170 .0306 .0329 .0261 .0329 .0465 .0419 .0374 .0397 .0419 .0669 .0850 .0510 .1258 .1371 .1575 .1054 .0170 .0125 .0125 .0014 33 .0453 34 35 36 .0408 .0408 .0136 TOTAL STORN RAnlFALL (INCHES) = 2.27 TOTAL SOIL-LOSS (INCHES) = .99 TOTAL EFFECTIVE RAI:IF ALL (INCHES) = 1. 27 -~------------------------------------------------------------------------- TOTAL SOIL-LOSS VOLUME (ACRE-FEET) = 31.9031 -~-~~~~~-~~~~~-~~~~~~-~~~~~~~~~~~=~~~~~_:_-----~~:=~~~--------------------- I I I 1<\ -y&, '. ~"'",: ;", .f',' I **************************************************************************** I RCFC&WCD 3-HOUR STORM RUNOFF HYDROGRAPH *Ir************************************************************************* HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) -1------------------------------------------------------------------------- I ERVAL# VOLUME (AF) Q(CFS) O. 125.0 250.0 375.0 500.0 ---------------------------------------------------------------------------- I 1 .0013 .19 2 .0063 .72 3 .0167 1. 51 I 4 .0372 2.98 5 .0794 6.13 6 .1464 9.73 I 7 .2340 12.72 8 .3522 17.17 9 .5089 22.75 10 .7087 29.01 I 11 .9273 31. 74 12 1. 1665 34.73 13 1. 4379 39.41 I 14 1. 7140 40.09 1 - 2.0114 43.19 -~ 16 2.3706 52.15 I 17 2.8169 64.80 18 3.3398 75.93 19 3.9100 82.78 20 4.5189 88.42 I 21 5.2165 101. 30 22 6.0187 116.48 23 6.8733 124.09 I 24 7.7977 134.22 25 8.8387 151.16 26 9.9639 163.38 I 27 11.144] 171.38 28 12.4070 183.34 29 13.8156 204.53 30 15.5037 245.11 I Jl 17.5336 294.74 32 19.7982 323.82 J] 22.4195 380.61 I 3 ~1 25.3919 431.59 -n' 28.4292 4':;'1.02 ~ _' 36 31.1436 394.1] 37 33.1621 293.09 I 1 " 34.6252 2l2.4~ .0 39 35.8063 171.";9 40 36.7556 137.84 I 41 37.5093 109.52 ..; 2. 38.1237 89.86 , 1 38.6452 74.99 ~~ I 44 39.0756 62.49 45 39.4294 5.1. 37 "';6 39.7195 42.12 47 39.9573 34.53 I 48 40.1504 28_04 Q Q Q Q Q Q VQ VQ VQ V Q V Q .VQ .V Q .V Q .V Q V Q V Q V Q V Q V Q V Q V Q. V Q. V Q V . V. V Q Q Q Q Q Q Q Q .' Q Q Q V Q V Q V Q. Q V. Q .V '" , V Q V Q Q .Q Q Q Q VQ v V V V V V V V V V V. V. %> I I I I 49 40.3090 23.03.Q V. 50 40.4372 18.61.Q V. 51 40.5419 15.20.Q V. 52 40.6357 13.63.Q V. 53 40.7078 10.47 Q V. 54 40.7571 7.15 Q V. 55 40.7809 3.47 Q V. 56 40.7879 1.01 Q V. 57 40.7921 .61 Q V. 58 40.7943 .32 Q V. 59 40.7946 .03 Q V 60 40.7946 .00 Q V 11******'******************************************************************** I I I I I I I I I I I I I I ~ w I * * * * * * '* * *,* * * * * * *' * * * * *' * * * * * * * * * *' * * * * * * * * *' * * * * *' * * * * * * *' * * * * * * * * * *' *' *' * * * * *' *' * * *' *' *' . I I I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/96 License ID 1261 Analysis prepared by: 5620 RICK ENGINEERING COMPANY WATER RESOURCES DIVISION FRIARS ROAD, SAN DIEGO, CA (619) 291-0707 92110 -~~-~~~~---------------------------------------------------------------- TIME/DATE OF STUDY: 15: 10 6/29/1999 ~~~~~~~~~~~~~~~~~~?~~~~~~~~~~~~~~~~~0~~~~~~~~~~~i~~~~~~~~~~~~~~~~~~~~~ USER SPECIFIED STORM EVENT (YEAR) = 100.00 ~CIFIED MINIMUM PIPE SIZE(INCH) = 18.00 9lECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = .90 10-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) = 2.360 ~-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) = .880 ~O-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) = 3.480 100-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) = 1.330 IPE OF 10-YEAR INTENSITY-DURATION CURVE = .5505732 PE OF 100-YEAR INTENSITY-DURATION CURVE = .5368204 PUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY (INCH/HOUR) = 1.3300 SlbPE OF INTENSITY DURATION CURVE = .5368 RlFC&WCD HYDROLOGY MANUAL "C"-VALUES USED 'I NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL ,I AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *Ji:*********************************************************************** "IrW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 --------------------------------------------------------------------------- >>>>>PATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =t======================================================================== ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) 111 = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 I.ITIAL SUBAREA FLOW-LENGTH = 800.00 UPSTREfu~ ELEVATION = 1290.00 JWNSTREAM ELEVATIOK = 1211.00 VATION D:FFERENCE = 79.00 _ = .393*[( 800.00**3)/( 79.00)]**.2 = 9.042 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.673 SarL CL..Z\.SSIFICATION IS "C" SlNGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8369 SUBAREA RUNOFF(CFS) = 7.69 IAL AREA(ACRES) = 2.50 TOTAL RUNOFF(CFS) = 7.69 =~ ~=======;============================================================== E OF STUDY SUMMARY: ,. K FLOI'I RATE (CFS)= 7.69 Tc(MIN.) = 9.04 _ AL AREA(ACRES) = 2.50 s'Z- 19 .~ .' , , ~\ . . . \ e,.,;.~ \J~~v' ',i' ;, ...,...-