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Home My WebLink AboutHydrology(Mar.2002) I I I I I I I I I I I I I I I I I I I I CONSULTING HYDROLOGY/HYDRAULIC STUDY FOR PARK SITE "A" CHANNEL LOT 104 TRACT 23143 15-100245.001 - March 2002 PLANNING . DESIGN . CONSTRUCTION 27555 Ynez Road. Suite 400, Temecula, CA 92591-4679 . 909.676.8042 . Fax 909.676.7240 Offices located throughout California. Arizona & Nevada _ www.RBF.com prin!Mon~papet ~ cJ3/'f3 - F \ I I I I I I I I I I I I I I I I I I I PARK SITE "A" HYDROLOGY/HYDRAULIC SUMMARY According to the Tentative Tract Map, the two existing culverts under Pauba Road discharge 35.1 cfs and 3.4 cfs into the channel aligned along the northeast property line. These values were conservatively added to the 1 OO-year onsite channel flow of 6.4 cfs, determined using the AES Rational program, resulting in a total100-year channel flow of approximately 45 cfs. The above-mentioned trapezoidal channel will consist of a a five-foot earth bottom and (2: 1) side slopes with riprap (dso=1 0"). The channel depth and corresponding velocity at the steepest reach, determined using the FlowMaster computer program are 0.83 feet and 8.15 feet per second, respectively. All supporting calculations are enclosed. z... I I I I I I I I I I I I I CROWNE HILL - NORTHEAST PARK SITE Worksheet for Irregular Channel Project Description Worksheet Flow Element Method Solve For CROWNE HILL - p, Irregular Channel Manning's Fonnula Channel Depth Input Data Slope 062000 Wit Discharg' 45.00 cfs Options Current Roughness Methc )ved Lotter's Method Open Channel Weighting )ved lotter's Method Closed Channel Weightin! Horton's Method Results Mannings Coefficiel 0.034 Water Surface Elev 99.83 It Elevation Range .00 to 100.00 Flow Area 5.5 It' Wetted Perimeter 8.71 ft Top Width 8.32 It Actual Depth 0.83 It Critical Elevation 100.14. ft Critical Slope 0.018752 Wit VelocUy 8.15 Ws Velocity Head 1.03 It Specific Energy 100.86 It Froude Number 1.76 Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+02 0+07 0.038 0.030 0.038 0+02 0+07 0+09 I Natural Channel Points Station Elevation (It) (It) I I I I I 0+00 0+02 0+07 0+09 100.00 99.00 99.00 100.00 d II )0- I D [ ] O,/~ d'e(,",dtt,~), Lv-i, ~/.O = 3 5.3'71\~t~1 h'" 0,038 C) ,(}3 D ~~~/(~ C LI.""">.fLJ Project Engineer: RBF Consulting h:\...\franks-files\f1owmaster\streets.fm2 RBF Consulting FlowMaster v6.1 (614k] 03/20/02 04:42:43 PM @ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 J:> I **************************************************************************** I I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 197B HYDROLOGY MANUAL (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2000 License 10 1264 1 Analysis prepared by: I RBF & Associ ates 14725 Alton Parkway Irvine, CA 92618 *************.************ DESCRIPTION OF STUDY ************************** I" PARK SITE NORTHEAST " * NODES 1 - 4 DRAIN TO CHANNEL * " NODES.5 -6 DRAIN LOT 4 II ************************************************************************** " FILE NAME: PARK.DAT I TIME/DATE OF STUDY: 15:16 03/21/2002 -------_.-----------------------------------------------------------_..--.-- USER SPECIFIED HYDROLDGY AND HYDRAULIC MODEL INFORMATION: 1 INO. USER SPECIFIEO STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SI2E(INCH) = 18.00 SPECIFIEO PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480 100-YEAR STDRM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.300 SLOPE OF INTENSITY DURATION CURVE = 0.5496 RCFC&WCD HYDROLOGY MANUAL "CO-VALUES USED FOR RATIDNAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCOROING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE ,COMBINATIONS FOR DOWNSTREAM ANALYSES "USER-DEFINEO STREET-SECTIONS FOR COUPLED PIPE FLOW AND STREET FLOW MODEL" HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- I OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) I I 1 I --------- ----------------- --------- ----------------- ----- ------ ----- ------- ----- ------ ----- ------- I GLOBAL STREET FLOW-OEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) ~ (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 0.0 (FT*FT/S) "SI2E PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE." I **************************************************************************** I FLOW PROCESS FROM NODE 1.00 TO NOOE 2.00 IS CODE = 21 1 ---------------------------------------------------------------------------- (((((RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM l\ I I . DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 400.00 UPSTREAM ELEVATION = 105.00 DOWNSTREAM ELEVATION = B7.75 ELEVATION DIFFERENCE = 17.25 TC = 0.303*[( 400.00**3)/( 17.25)]**.2 = 6.244 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.508 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8919 SOIL CLASSIFICATION IS "0" SU8AREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 1.21 . I 1.21 0.30 TOTAL RUNOFF(CFS) = II **************************************************************************** FLOW PROCESS FROM NOOE 2.00 TO NOOE 3.00 IS COOE = 41 . (((((COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: (((((USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)====: ============================================================================ I ELEVATION DATA: UPSTREAM(FEET) = 87.75 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = BO.DD MANNING'S N = 0.013 DEPTH OF FLOW IN 8.0 INCH PIPE IS 2.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.08 GIVEN PIPE OIAMETER(INCH) = 8.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 1.21 PIPE TRAVEL TIME(MIN.) = 0.11 LONGEST FLOWPATH FROM NOOE 72.20 1 1 Te(MIN.) = 1. 00 TO NOOE 6.35 3.00 = 480.00 FEET. ****************...**.***********..***************************************** . FLOW PROCESS FROM NOOE 3.00 TO NOOE 3.00 IS COOE = Bl ----------.----------------------------------------------------------------- (((((AODITION OF SUBAREA TO MAINLINE PEAK FLOW====: . ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.465 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8919 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 0.40 TOTAL AREA(ACRES) = 0.70 TC(MIN) = 6.35 . SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 1.59 2.BO II **************************************************************************** FLOY PROCESS FROM NOOE 3.00 TO NOOE 4.00 IS COOE = 51 . (eeeeCOMPUTE TRAPEZOIDAL CHANNEL FLOW===== (((((TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ELEVATION DATA: UPSTREAM(FEET) = 72.20 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 CHANNEL SLOPE CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.034 MAXIMUM DEP EET) = 5.00 CHANNEL FLOY THRU SUBAREA(C~= 2.80 FLOY VELOCITY(FEET/SEC) = 2.38 FLOW E TH(FEET) = 0.22 TRAVEL TIME(MIN.) = 4.20 Te(M!N.) = 10.56 LONGEST FLOWPATH FROM NODE 1.00 TO NOOE 56.00 = 0.0270 . I 4.00 = 1080.00 FEET. *****************************************************************.********** . FLOY PROCESS FROM NOOE 4.00 TO NODE 4.00 IS COOE = Bl ------------------------------------------------------------------- o((((ADDITION OF SUBAREA TO MAINLINE PEAK FLOY====: II ============================================================================ 7 , "0'\/ /0 r \g 1- ~dO ~? 5-< ,,0 '(!-'P -<' / 9~ ?J:7' iJ? t1' I r1~ # ~I/J /~~~ ~ I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.378 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8895 SOIL CLASSIFICATiON IS non SUBAREA AREA(ACRES) = 1.20 TOTAL AREA(ACRES) 1.90 TC(MIN) = 10.56 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 3.61 6.40 1 I +--------------------------------------------------------------------------+ , FLOWS FROM LOT 4 I~ , , , +-------------.------------------------------------------------------------+ II *.***************************************************.********************** FLOW PROCESS FROM NODE 5.00 10 NODE 6.00 IS CODE = 21 I ---------------------------------------------------------------------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1-ACRE LOTS) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 450.00 UPSTREAM ELEVATION = 90.70 DOWNSTREAM ELEVATION = 70.17 ELEVATION DIFFERENCE = 20.53 TC = 0.469*[( 450.00**3)/( 20.53)]**.2 = 10.021 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.476 SINGLE-FAMILY(1-ACRE LOT) RUNOFF COEFFICIENT = .8184 SOIL CLASSIFICATION IS "OR SUBAREA RUNOFF(CFS) = 7.68 TOTAL AREA(ACRES) = 2.70 TOTAL RUNOFF(CFS) 7.68 I I I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1 END OF STUOY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) 2.70 TC(MIN.) = 7.68 10.02 1 :::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: END OF RATIONAL METHOD ANALYSIS 11 1 I I I 1 I ~ - - - -~- - - ~@@@ @ @ @@@19@19G 19 @ e e e e e ~r - - - !-I- "I a u n 1 Ii- ~I ~I ~I ~I w~ a~! ~'\~ p ~ ~~ p ~ ~ ! !! ~~ E E ; E J~ I~ of Ii~. .' . o~ . ~ ~ Z 0 .. ~... . - _0 ~ . . . . ~ _ ~ ~ _ _ a a!~ ~ ~~ ~. ~~i ~ ~ ~ ~i ~ ~~ El ~ ~ 6 ; ~ ~~ ~~ ~~ ~~ ~~ ~g ~~ ~~. ~ i ~;~ I ~I ~ h ~ ~pw ~. tij~; @hi =: n i ~ ~ ~i h ! ~ g~ ~ ~ ~ ~ i ~ !lI~ ~ ~!l ~ ~ < n a ~ -~ e Ii !iI ~ S~ Ii ~ Z ~ '- ~ m~ ~ ~ - !lI ~~ -. a - a ~ a ~g~Jiliz ~. 1 ~~ a~ , Ii !! ft~ !! ~ ~I ~ ~ 'l ~- l,.I o \I- ~ ~I ~:;IIM rtn ~ , , r ) tJ - - - @@ q ~ ~ .. ii H ~ ~ ~ J a ~ S a i ! . 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