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HomeMy WebLinkAboutParcel 7 Drainage Study _.i By: Hector PARCEL 7 PM 28473 DRAINAGE STUDY }/overnber20,2002 Prepared For: TR PROPERTIES Prepared By: HLC 43533 Ri11ge Park Dr., Suite D Ternecula, CA 92590 (909) 506-4869 ~t(~ ~ ~~ \\It,~'l.. \ . DRAINAGE STUDY , STUDY AREA The subject property consists of approximately 1.0 I acres, located on the southwesterly comer of , Winchester Road and Bostik Court. The site is protected from otI-site storm runotI by the master ,drainage system constructed for Parcel Map 28471-1 development. EXISTING DRAINAGE IMPROVEMENTS The developments will not change existing drainage patterns and will discharge onsite flows to Bostik , Court. PROPOSED DRAINAGE IMPROVEMENTS . The developed storm runotIwill be discharged to Bostik Court via 2-8" PVC pipes and outlet through a proposed curb outlet drain. See Calculations on next page I 1-- I HYDRAULIC CALCUA nONS !81INCH PVC AT S=0.015 .------------------.---------------------------------------------------------- .----------------------------------------------------------------------------- HYDRAULIC ELEMENTS - I PROGRAM PACKAGE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- <<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> (C) Copyright 1982,1986 Advanced Engineering Software [AES] <<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> Advanced Engineering Software [AES] SERIAL No. 106121 VER. 2.3C RELEASE DATE: 2/20/86 <<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> **-k*******DESCRIPTION OF RESULTS******************************************** * 8" PVC AT S=0.0150 * * * * * **************************************************************************** **************************************************************************** >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<< PIPE DIAMETER (FEET) = .670 FLOWDEPTH(FEET) = .670 PIPE SLOPE (FEET/FEET) = .0150 MANNINGS FRICTION FACTOR = .012000 >>>>> NORMAL DEPTH FLOW(CFS) = 1.62 ----------------------------------------------------------------------------- ---------------------------------------------------------------------------- I FOR ONE 8" PVC AT S=O.0150 Q MAX IS 1.62 CFS THEREFORE 2-8" PVC WILL CONVEY ; 2Xl.62=3.24 CFS. I USE 2-8" PVC TO CONVEY mE QI00 OF 3.00 CFS 1 ;;. 100 YEAR DEVELOPED CONDITION RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCDJ 1978 HYDROLOGY MANUAL <<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> (Cl Copyright 1982,1986 Advanced Engineering Software [AES) <<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> **********DESCRIPTION OF RESULTS******************************************** PARCEL 7 PM23471-1 * * 100 YEAR STO~ * * BY HLC 11/20/02 * **************************************************************************** USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFI2D STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE .90 10-YEAR STO~~ lO-MINUTE INTENSITY (INCH/HOURl = 2.360 10-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) = .880 100-YE~~ STORM 10-MINUTE INTENSITY (INCH/HOURJ 3.480 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOURj 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = _5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = .5495536 COMPUTED RAINFALL INTENSITY DATA: STORl'l EVEHT = 100.00 I-HOUR INTENSITY (INCH/HOUR) = L 3000 SLOPE Of INTENSITY DURATION CURVE = .5496 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED <<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> Advanced Engineering Software [AES] SERIAL No. r00971 VER. 3.3C RELEASE DATE: 2/20/86 <<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> **************************************************************************** FLOW PROCESS FROM NODE 1. 00 TO NODE 2.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUB~~EA FLOW-LENGTH = 410.00 UPSTRE~4 ELEVATION = 1089.15 DOWNSTR2~4 ELEVATION = 1083.43 ELEVATION DIFFERENCE = 5.72 TC = .303*[( 410.00**3)/( 5.72)]**.2 100.00 YEAR RAINFALL INTENSITY (INCH/HOURl SOIL CLASSIFICATION IS "B" COMMERCIAL DZVELOPMENT RUNOFF COEFFICIENT = .8812 SUBAREA RUNOFF(CFS) = 3.00 TOTAL AREA(ACRES) = .86 7.903 3.961 TOTAL RUNOFF{CFSj 3.00 END OF RATIO:-JAL METHOD ANALYSIS - 2- \ 10 YEAR DEVELOPED CONDITION ============================================================================ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL <<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> iC) Copyright 1982,1986 Advanced Engineering Software [AES] <<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> **********DESCRIPTION 10 YEAR STORM ... PAR. 7 ... BY: HLC **************************************************************************** OF RESULTS*****k************************************** * * USER SPECIFI~D HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PE~CENT OF GRADIENTS(DECIMAL} TO USE FOR FRICTION SLOPE .90 lO-YEAR STORM la-MINUTE INTENSITY(INCH/H~JR} = 2.360 10-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) = .880 100-YEAR STORM la-MINUTE INTENSITY {INCH/HOURl 3.480 100-YE~q STORM 60-MINUTE INTENSITY(INCH/HOURl 1.300 SLOPE Of IO-YEAR INTENSITY-DURATION CURVE = .5505732 SLOPE OF lOO-YEAR INTENSITY-DURATION CURVE = .5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT "" 10.00 I-HOUR INTENSITY (INCH/HOUR) .8888 SLOPE Of INTENSITY DURATION CURVE = .5506 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED <<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> Advanced Engineering Software [AES] SERIAL No. 100971 VER. 3.3C RELEASE DATE: 2/20/86 <<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3l/(ELEVATION CHANGEj]**.2 INITIAL SUBAREA FLOW-LENGTH = 410.00 UPSTREk~ ELEVATION = 1089.15 DOWNSTREAM ELEVATION = 1083.43 ELEVATION DIFFERENCE = 5.72 TC = .303*[( 410.00**31/( 5.72)J**.2 10.00 YEAR RAINFALL INTENSITY(INCH/HOURJ SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8749 SUBAREA RUNOFF(CFS) = 2.04 TOTAL AREA{ACRES) = .86 7.903 2.713 TOTAL RUNOFF(CFS) 2.04 END OF RATIONAL METHOD ANALYSIS ;'" ? - 3 -