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Home My WebLink AboutCDP 03-29; LAUER RESIDENCE; HYDROLOGY AND HYDRAULIC REPORT; 2004-03-01HYDROLOGY AND HYDRAULIC REPORT VACANT LOT ON HIGHtAND DR. CARLSBAD, CA 92008 PREPAREDFOR: t'l',~,'o.+ ~oLfvOOtj BILL&PATTYLA(JER \e, 5\~'n+t.f c}<~rt~-t-° DATE: 1-13-2003 ~~ CUA~\fJ~ {)\~?· REVISED: 7-1-2003 v J · \ REVlsEn: 3-1-2004 r. r:r:: · \)tn"\, ~ 6-~er.-t.-c-:>~S PREPARED BY: PASCO ENGiNEERING, INC. 535 NORTH HWY. 101, SUITE A SOLANA BEACH, CA. 92075 WAYNE A. PASCO, RCE 29577 RECEIVED MAR 3·0 20!J,, ENGINEERING DEPARTMENT TABLE OF CONTENTS A. lNTRODUCTION ....................................................................................... 1 13. DISCUSSION .....•........................................................................................ 1 C. CONCLUSION ............................................................................................ 1 D. 100 YEAR HYDROLOGY CALCULATIONS .................................... 2-14 E. HYDRAULICS .................................................................................... 15-19 APPENDIX A ............................................................................. FOLDOUT A. INTRODUCTlON The subject property is geographically located at 33° 08' 45" N and 117° 19' 45" W. It is physically located on a vacant lot on Highland Drive in Carlsbad, California 92008. The purpose of this report is to analyze the impacts of 100 year storm flows on the proposed storm drain system. Also, to provide calculations for a detention/infiltration trench whose for storm water detentio:Q. and treatment. Based on data, calculations and recommendations contained within this report, a system can be constructed to adequately intercept, contain and convey Q100 to the appropriate discharge points. B. DISCUSSION The hydraulic soil group classification for the site is "D". Type D soil was chosen for a conservative analysis. The methodology used herein to determine Q100 is modified rational. The program utilized is by Advanced Engineering Software (AES). The attached site hydrology map (Appendix A) shows the hydraulic node location map for the HGL calculations herein. Hydrology Calculations can be found in Section D. Also, see Section E for hydraulic calculations. The site currently drains from east to west in sheet flow form .. The proposed drainage system will collect runoff in a series of area drains and convey the water to the western edge of the lot where it will be discharged into a small flow spreader that will return the concentrated flow to a sheet flow form before it leaves the property. See section E for flow spreader calculations. Currently drainage between the edge of Highland Drive and the property line flows across the property. This drainage will be picked up in the proposed drainage system and discharged into the flow spreader. Drainage within the street will remain in the street and will not be affected. C. CONCLUSION Based on the information and calculations contained in this report it is the professional opinion of Pasco Engineering that the storm drain system as proposed on the corresponding Site Plan will function to adequately intercept, contain and convey Q100 to the appropriate points of discharge. D. HYDROLOGY CALCULATIONS ** * * * **.:. * * ***** * ** * * ** ** * ****!* * *"' *"* * * *** * * **** * *****t ** * ***** * *** ** ** * * *** * * ' ' RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL· (c) Copyright 1982-92 Advanced Engineering Software (aes) Ver. 1. 3A Release Date.: 3/06/92 Licenl!le ID 1388 Analysis prepared by: Pasco Engineering, Inc. 535 North Highway 101 Suite A Solana Beach, CA 92075 (858)259-8212 ************************** DESCRIPTION OF STUDY *.************************* : Vertrees Hydro Study part 2 ,~op~)~y : * * * ~~...R. *~oRO-l.SY.ST'Pi!l** ~**** ** *** ***** * *** ****.*** * ** * * * * ** * * FILE NAME: PE980G2.DAT TIME/DATE OF STUDY: 15:16 1/13/2003 --. ---------------,_ -;------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ----------------------------------------------------¥-----------------------1985 SAN DIEGO MANUAL CRIT&RIA l'JP(IW,-(l) 7" ~ pp. eJ/1 t> f.£ 0 USER SPECIFIED STORM EVENT(YEAR) = 100.00 6'-HOUR DURATION PRECIPITATION {"INCHES) = · S·PECIFIED. MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF.GRADIENTS(DECIMAL) TO SAN DI'E(;OHYDROLOGY MANUAL "C"-VALUES USED NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED (< 1J-c«,A.01tJC° ')v EN(..\_\) SIE 0 2. 610 j4yo·, /JO\')€ ttA (> -d' 1.-t\j\~ C USE :FOR!.FRICTION SLOPE = . 95 ~f~qpy, ; ********t******************************************************************* FLOW. PROCESS FROM NODE 6.10 TO NODE 6.00 IS CODE= 21 ---------------------------------------------------------------------------->>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------·-----------------------:------------;-----------------------SOIL CLASSIFICATION IS "D" 1 SINGLE .FAMILY DEVELOPMENT RUNOFF COEFFICIENT.= .55?0 INITIAL SUBAREA FLOW-LEN~TH = 104.00 UPSTREAM ELEVATION= 143.00 DOWNSTREAM ELEVATION= 135.90 ELEVATION DIFFERENCE= 7.10 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.605 SUBAREA. RUNOFF(CFS) = .34 5.322 TOTAL AREA(ACRES,) = .09 TOTAL RUNOFF(CFS) , .34 **************************************************************************** FLOW PROCESS FROM NODE :6. 00 TO NODE 5.00 IS CODE= 3 ·----------------------------------------------------------------· ----------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRO SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ----------------------------------------------------=----=-.--====-========= DEPTH OF FLOW IN 3.0 INCH PIPE IS PIPEFLOW VELOCITY(FEET/SEC.) = 14.6 UPSTREAM NODE ELEVATION= 135.90 DOWNSTREAM NODE ELEVATION= 125.60 1.4 INCHES FLOWLENGTH(FEET) = 29.00 MANNING'S N ESTIMATED PIPE DIAMETER(INCH) = 3.00 PIPEFLOW THRO SUBAREA(CFS) = .34 = .009 NUMBER OF PIPES= 1 1 *******~******************************~**********************~************** FLOW PROCESS FROM NODE 5.10 TO NODE 5.00 IS CODE= · 8 ---------------------------------------------------------------------------- >>>>>ADDITiON OF SUBAREA TO MAINLINE PEAK FLOW<<<<< -----==---==--------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INGH/HOUR) = 6.579 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500 SUBAREA. AREA(ACR~S) = .02 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = .11 TOTAL RUNOFF(CFS) = TC(MIN) = 5.36 .07 .41 * * * * * * * * * * * * *.* * * * *;, * * * * *'** * * * * * * * * * * * * * * * * *'* * * * * * * * * * * * ** ** * *"* * * * * * * ** * * * * * * FLOW PROCESS FROM NODE 5.00 TO NODE 4.00 IS CODE= 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBA:REA<<<<< . >>>>>USING COMPUTER-ESTIMAT$D PIPESiiE (NON-PRESSURE FLOW)<~<<< -----=-----------,-------------------------------------------=-----===-===== DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.5 .INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.3 UPSTREAM NODE ELEVATION= 125.60 DOWNSTREAM NODE ELEVATION= 124.70 FLOWLENGTH(FEET) = 43-.00 MANNING'S N = .009 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES=' 1 PIPEFLOW THRU SUBAREA(CFS) = .41 TRAVEL TIME(MIN.) = .13 TC(MIN.) = 5.49 l * * * * * * * * * * * * ** * ** * * * *·* * * *.* * * * * * * *·* :!< * ** ** * * * * * * * *·* * * * * ** * ** * * * ** * * ** * * * * * * * * * FLOW PROCESS FROM NODE 4 .• 10 TO NODE 4.00 IS CODE= 8 -------· --------------. '• .. -----------. ------------------------,-------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< • j ~============= -== --· .===-= -========== -================================ '====== 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.474 'SOIL. CLASSIFICATION IS "-O" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500 SUBAREA AREA(ACRES) = .01 SUBAREA RUNOFF{CFS) = .04 TOTAL AREA(ACRES) = .12 TOTAL RUNOFF(CFS) = .45 TC(MIN) = 5.49 i *******************************************************t******************** I FLOW PROCESS FRQM NODE 4.00 TO NODE · 3.00 IS CODE= i 3 -------.-----------------------------------------------------··------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ==========-================================================================= DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.5 UPSTREAM NODE ELEVATION= 124.70 DOWNSTREAM NODE ELEVATION= 124.20 FLOWLENGTH(FEET) = 23.00 MANNING'S N .009 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES -. 1 PIPEFLOW THRU SUBAREA(CFS) = .45 TRAVEL TIME (MIN.) = . 07 TC (MIN_.) = 5. 56 *************************************************************;************** FLOW PROCESS FROM NOD~ 3.10 TO NODE 3.00 IS CODE= . 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEA~ FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY{INCH/HOUR) = 6.422 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500 SUBAREA AREA(ACRE$) = .00 SUBAREA RUNOFF(CFS) = .02 TOTAL AREA(ACRES) = .13 TOTAL RUNOFF(CFS) = .47 3 ****~***k***************************************!***:*******************~**** FLOW PROCESS FROM NODE 3.00 TO NODE 2.po rs CODE= 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< =--=-=-==--=---------------==------=------------=---==--===-==--===-======== DEPTH OF FLOW IN 6.0 INCH PIPE IS 1,7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.6 UPSTREAM NODE ELEVATION= 124.20 DOWNSTREAM NODE ELEVATION= 116.50 FLOWLENGTH(FEET) = 60.00 MANNING'S N = .009 ESTIMATED PIPE DIAMETER(INCH) = 6.00 . NUMBER OF PIPES= 1 PIPEFLOW THRU SUBAREA(CFS) = .47 TRAVEL TIME (MIN.) = . 0·9 TC (MIN.) = 5. 65 ===== ~===='·===============·================================================ END OF STUDY SUMMARY: PEAK FLow··RATE (CFS) = TOTAL AREA(ACRES) = .47 .13 Tc (MIN.) = 5. 6'5 ============·=============================================================== END OF RATIONAL METHOD ANALYSIS *j+.~**~************************************************~*****~************** . . ' RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-92 Advanced Engineering Software (aes) Ver. 1.3A Release Date: 3/06/92 License ID 1388 Analysis prepared by: Pasco Engineering, Inc. 535 North Highway 101 Suite A Solana Beach, CA 92075 (858)259-8212 ** * ** **'* * * * ** **** **** ** * ** ·DESCRIPTION OF STUDY *** * *** **** *** *** ** * * * * * * * : Vertrees Hydro Study p t,yp., 5 f p : ****fWf9JJJ:?**~d*SX~f,n.******************************************** FILE NAME: PE980G.DAT TIME/DATE OF STUDY: 11:29 1/13/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ----------------------------------------------------------------------------1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED .STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES)= 2.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 .SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= .95 ·sAN DIEGO -HYDROLOGY MANUAL "C"-VALUES USED NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED * * * *'*'* * * * * * * * * * * * * * * * * * * * *"* * * * * * *·* * * * * * * * * * * * * * * * *'* * * * * * * * * ** * * * * * * * * * * * * * * * FLOW-'PROCESS FROM NODE 8.10 TO NODE 8.00 IS CODE= 21 -·----------~--------------------------------------· ------------------------->>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =======-=================· ================================================== SOIL CLASSIFICATION IS "D" . SINGLE FAMILY DEVELOPMEN~ RUNOFF COEFFICIENT= .5500 INITIAL SUBAREA FLOW-LENGTH= 59.00 UPSTREAM ELEVATION= 143.00 DOWNSTREAM ELEVATION= 137.00 ELEVATION DIFFERENCE= 6.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 3.510 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 5-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 SUBAREA RUNOFF(CFS) -.06 TOTAL AREA(ACRES) = .02 TOTAL RUNOFF(CFS) = .06 **********************************************************~***************** FLOW PROCESS FROM NODE 8.00 TO NODE 7.00 IS CODE= 3 _______________ , ------------------------------------------------------------ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< =============================================== ·============================ DEPTH OF FLOW IN 3.0 INCH PIPE IS PIPEFLOW VELOCITY(FEET/SEC.) = 8.7 UPSTREAM NODE ELEVATION= 137.00 DOWNSTREAM NODE ELEVATION= 132.60 .6 INCHES FLOWLENGTH(FEET) = 14.00 .MANNING'S N = .009 ESTIMATED PIPE DIAMET$R(INCH) --3.00 NUMBER OF PIPES= 1 ********************************************************************~******* FLOW PROCESS FROM NODE 7.10 TO NODE 7.00 IS CODE= 8 ------------------------: -------------------------·------------------------->~>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---iOO-YE;R RAINFALL INTENSITY (INCH/HOUR) = 6 ;82.7 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500 SUBAREA AREA (ACRES) = . 0 0 SUBAREA RUNOFF (CFS) = TOTAL AREA(ACRES} = .02 TOTAL RUNOFF(CFS} = T~(MIN} = 5.03 .03 .09 * * * *'* * * * * * * * * * * *** *·*·* *** * *·* * * * * * * * * * * * * * * * * * **·* * ** * *·* * * * * ** * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 7.00 TO· NODE 6.00 IS CODE= 3 ----------------. -'-------------------------', -------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >?>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ------------------------------------=--=-=-------.------------------------.-DEPTH OF FLOW IN 3.0 INCH PIPE IS .9 INCHES PtPEFLOW VELOGITY(FEET/SEC.) = 7.7 UPSTREAM NODE ELEVATI9N = 132.60 DOWNSTREAM NODE ELEVATION= 129.70 FiOWLENGTH(FEET) = 19.00 MANNING'S N = .009 E$TIMATED P:j:PE DIAMETER(INCH} = 3.00 NUMBER OF PIPES= 1 PIPEFLOW THRU SUBAREA(CFS} = .09 T~VEL TIME(MIN.} = .04 TC(MIN.) = 5.07 **************************************************************************** . F:j:.OW. PROCESS FROM NODE 6.10 TO NODE 6.00 IS CODE= 8 --------·------------------------. -----------·----------------------------->:;>>>>ADDITION ·oF SUBAREA TO MAINLINE. PEAK FLOW<<<<< . ===,============================:.'-========================================= i.oo, YEAR RAINFALL INTENSITY(INCH/HOUR) = 6. 791 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500 SUBAREA AREA(ACRES} = · .00 SUBAREA RUNOFF(CFS} = .01 TOTAL AREA(ACRES) .O~ TOTAL RUNOFF(CFS} = .10 T~(MIN) = 5.07 ! ! **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 5.00 IS CODE= 3 ---------------------------------------------------------------------------->>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >~>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< =-=.-----=------=--==--=====-==--====-==~====·==,========================== DEPTH OF FLOW IN 3.0 INCH PIPE IS PIPEFLOW VELOCITY(FEET/SEC.} = 5.4 UPSTREAM NODE ELEVATION= 129.70 D9WNSTREAM NODE ELEVATION= 128.70 1.2 INCHES FLOWLENGTH(FEET} = 18.00 MANNING'S N = . 009 ESTIMATED PIPE DIAMETER(INCH) = 3.00 NUMBER OF PIPES= PIPEFLOW THRU SUBAREA(CFS) = .10 TRAVEL TIME(MIN.) = .Q6 TC(MIN.} = 5.12 1 **************************************************************************** FLOW PROCESS FROM NODE 5.30 TO NODE 5.00 IS CODE= >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INT~NSITY(INCH/HOUR} = 6.743 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .9000 SUBAREA AREA(ACRES} = .06 SUBAREA RUNOFF(CFS} = .35 0 8 **********i***************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5.00 IS CODE= 8 ---------· ------------------------------------.----------------------------->>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ======.======·=============-===-==·-===-=---==--======--==--=---==--===-==== 100 YEAR ~INFALL INTENSITY(INCH/HOUR) = 6.743 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .9000 SUBAREA AREA(ACRES) = .04 SUBAREA RUNOFF(CFS) = .25 TOTAL AREA (iCRES) = .13 TOTAL RUNOFF (CFS) = • 7 0 TC(MIN) = 5.12 **************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 5~00 IS CODE= 8 -------------·-------------------------------------------------------------->>>>>ADDITI9N OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ========================================'=================================== 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.743 *USER SPECIFIED(SUBAREA): SINGLE FAMitY _DEVELOPMENT RUNOFF COEFFICIENT= .9000 SUBAREA ARE~ (ACRES) = . 01 SUBAREA RUNOFF (CFS) = • 0 6 TOTAL AREA(~CRES) = .14 TOTAL RUNOFF°(CFS) = .77 TC(MIN) = • 5.12 ****** * * * * * * *1<* * * * *** * ** * ******'* ****·*'* ******'******* *"**** *** *** * * * * ******** ** FLOW PROCESp FROM NODE 5.00 TO NODE 4.00 IS CODE= 3 . . ---------------------------------------------------------------------------. . >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING ~OMPUTER-ESTIMATED PIPESIZE' ('NON-PRESSURE FLOW)<<<<< ===·=======· =i= =========================================================== DEPTH OF. FLOW IN 6. 0 INCH PIPE IS 2 .. 8 INCHES PIPEFLOW'VELOCITY(FEET/SEC.) = 8.6 UPSTREAM NODE ELEVATION= 128.70 DOWNSTREAM NODE ELEVATION= 126.70 FLOWLENGTH(FEET) = 41.00 ~NNING'S N = .009 -ESTIMATED P~PE DIAMETER(INCH) = 6.00 NUMBER OF PIPES= 1 PIPEFLOW THRU SUBAREA{CFS) = .77 TRAVEL TIME;(MIN.) = .08 TC(MIN.) = 5.20 i ' *************k************************************************************** FLOW PROCESS FROM NODE 4.10 TO NODE 4.00 IS CODE= 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ===-================================================ .'====================== 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.677 SOIL CLASSIFICATION rs "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500 SUBAREA AREA(ACRES) = .01 SUBAREA RUNOFF(CFS) = .05 TOTAL AREA(~CRES) = .15 TOTAL RUNOFF(CFS) = .82 TC(MIN) = : 5.20 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 3.00IS CODE= 3 ---------------------------------------------------------------------------->>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< == ·==--------------------~-----------------------=-----------=---===-======. DEPTH OF FLOW IN 6.0 INCH PIPE IS PIPEFLOW VELOCITY(FEET/SEC.) = 6.4. UPSTREAM NODE ELEVATION= 126.70 DOWNSTREAM NODE ELEVATION= 126.20 3.7 INCHES FLOWLENGTH(FEET) = 23.00 MANNING'S N = • 009 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES= , 1 ~********************************************************~****************** FLOW PROCESS FROM NODE 3.10 TO NODE 3.00 IS CODE = 8 ---------·------------------------------------------------------------------>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ====·=================='==========================-========================= 100 YEAR RAINFALL IN+ENSITY(INCH/HOUR) = 6.628 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500 SUBAREA AREA(ACRES) =· .00 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = .16 TOTAL RUNOFF (CFS) = TC(MIN) = 5.26 .03 .84 **************************************************~************************* FLOW PROCESS FROM NODE 3.00 TO NODE 2.00 IS CODE= 3 --'------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRO SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ====-.==--=----=====-==~--=----=----==============;======================== 2.2 INCHES DEPTH -OF FLOW IN 6.0 INCH PIPE IS PIPEFLOW VELOCITY(FEE+/SEC.)" = 13.3 UPSTREAM NODE ELEVATION= 126.20 DOWNSTREAM NODE ELEVA+ION = 116.50 FLOWLENGTH(FEET) = i65.00 MANNING'S N ESTIMATED PIPE DIAMETER(INCH) = 6. 00 = .009 NUMBER OF PIPES= PIPEFLOW THRU SUBAREA (CFS) ·= . 84 TRAVEL TIME(MIN.) = , .08 TC(MIN.) = 5.34 -. - 1 -----------------------:----------------------------,------------==----==---END OF STUDY SUMMARY:: PEAK FLOW RATE(CFS) = TOTAL AREA.( ACRES) = ! .84 .16 Tc(MIN.) = 5.34 ===--==----=----=====·=;==================================================== END OF RATIONAL METHOD ANALYSIS 8 **********~**~*******************;****************************************** RATIONAL METHOD HYDROLOGY COMPUT.ER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-92 Advanced Engineering Software (aes) Ver. 1.3A Release D~te: 3/06/92 License ID 1388 Analysis prepared py: Pasco E~gineering, Inc. 535 North ~ighway 101 Suite A Solana·Beach, CA 92075 (858)259-8212 *********'***.************** DESCRIPTION OF STUDY *******·*·****************** * Vertrees Hydro Study -Existing. * * * ***£lJ.;J.J~t,i***~*****************~****************************************** FILE NAME: PE980G3.DAT TIME/DATE OF STUDY: 15:34 l/1~/2003 ---------------------------------~------------------------------------------USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA . USER SPECIFIE:D STORM EVENT(YEAR)i = 100.00 / 6-HOUR DURATION.PRECIPITATION (1NCHES) = 2.610 SPECIFIED. MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED.PERCENT OF GRADIENTS(QECIMAL) TO USE.FOR FRICTION SLOPE= .95 SAN DIEGO HYDROLOGY MANUAL "C;'-V'ALUES USED NOTE: ONLY PEAK CONFLUENCE.VALUES CONSIDERED * ** * * * ** * * * * * * * **'* * * * * * * * * * * * * * * * * * * * ** * * *·** * * * * * *'* * * * *'* * * *'* * * * * * * * * * * * * *** * FLOW PROCESS FROM NODE 2.00 TO NODE 1.00 IS CODE= 21 ---------------------------------------------------------------------------->>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< -===--==-----------·------------.---------------------------------=----==== SOIL CLASSIFICATION IS "O" i SINGLE FAMILY DEVELOPMENT-RUNOF~ COEFFICIENT= .5500 INITIAL SUBAREA FLOW-LENGTH= ;162.00 UPSTREAM ELEVATION= 141.00 ·- DOWNSTREAM ELEVATION= 123.00 ELEVATION DIFFERENCE= 18.00 URBAN SUBAR}i;A OVERLAND TIME OF FLOW(MIN.UTES) = *CAUTION: SUBAREA SLOPE EXCEEDS:COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.357 SUBAREA RUNOFF(CFS) = 1.00. 5.647 TOTAL AREA(AC~ES) = .29 ;TOTAL RUNOFF(CFS) = . . . 1.00 -----=---------------------------------------------------.. -----------------END OF STUDY SUMMARY: PEAK FLO~ RATE(CF.S) = TOTAL AREA(ACRES) = /1.00: Tc(MIN.) = .29 END OF RATIONAL METHOD ANALYSIS 5.65 q 0 (._ COUNTY OF SAN DIEGO DEPARTMENT OF SANITATION & FLOOD CONTROL .. , 45 I I \'!!t"''l?-,<,l ,,;:r" ..... ~ I ()' 1'5 I I &.ly > ,, ~ ·+-----+-----··· < > i 33° .. . I . . €•~-""cl·-b -'- 4 ' I -· SI I I I --A l.r, rn, t.ll , :>1 ------··. --· ····-· ·---. p,.,pnf,d br U.S. DEPARTi\tENJl' OF COMMERCE NATIONAL OCEANIC AND I\T~OSP11£KJC ADf>llNISTRATION SP!CIAL STUDIES BRANCH, OFFICE Of' ll'f f>ROLOGY, NATIONAL WEATHER SERVICE 30• -I I t I H I 11 a• 45 1 30 1 15 1 · 117° ( l15 I 30 1 15 1 I • I ,•o JJ6° . ! ' I ! I ( COUNTY OF SAN DIEGO DEPARTMENT Of' SANITATIOt-l 6- FLOOO CONTROL 45 1 30' 15 I ( ,; '' 100-YEl\ll 24-HOlf'~ PllECIPIT ATIOti ,...20../ ISOPLUVIALS 0.f 100 -YEAR 24-HOUR .330 ~-----+-----~----_.l~~ ·-·- tis I _,_ ________ , Prcrof•d hr U.S. DEPARTMENfr OF COMMERCE NATIONAL oci::...:-ac MID ... ,·:,IO!il'IIEJUC ADMINIS'fRATJON SPECIAL STUDIES U~A:-lCII, OfflCE Of' 11.,0l~OLOGY, NATl~NAL WEATHER S~RVlCE H ,I· .... I )• • -w ·! i 30 1 -t I HI" /1 !i I )O' 15 • 117° lt!i I JOI '''F. . ( ' '' I !i' I Ir,• -r--> 6.0 J"H-ll llllllllllll I I I I I I I I I IIIIIII I = 5.0 I = 4.0 P5 = D = 3.0 2.0 rt{l r-r =~I rm EQU;\ TION' , 7.44 P5 D-0.645 Intensity (in/hr) '(}-Hour Precipitation (in) Duratiqn (min), 1 II I ~ 1 .. ! !I llilii 111ill111/1111: llllllllllll]: .,,_U.\JI I I I I I I I I I I ~ o· u.o -~: 0:5'1-1--!-+-l-+-+-+-!---hl-l--1-H4+++-l+H-+l+H-lttH#fl+Hl+H+H-~~H-lttHit+-+-;,,,.,;:-+,-+t--H'"C'--+r.-i-+tt-+r+t-3.0 0.4 I · · : ~ -: .. : l , , -r-l_l" """":J,-.''(!r·1···11 II l:H!rr. . *' 0.3r-: ~:~-r,·~\l:\ =r~-~= ~f ~ =-=~: ~.~:c; = x -. -•. ---, . -, -~ -c;;s; : ~ -·-·-=:~---·-·1=1· _ -----. t " . . ; · · =~·--1.0 ,.. ··-. •• · .•. -·'-: 1-1-·· " · ,; . • : ·, Lil., ~ I ·· 1--, H . . ., -l 0.2 = ~~ :~ :j_ .-_ ·f-:= ~.tt = J[,-~~:ti -: ... ; ; : :; :i;I ~i. Jn-H:_U,_ 11:t+U I --+-•~1=t~: :j.:p:=l:1$1-:!:l:t~t 1-tt-•·t· 1.5 ' l--1-l-...... ---' ' -'---H . . . ' -' I ' -1--1--l-l-l ----·· -· · u J:t;: I,· 'f · · ':jJj H}~:1~~lfi:J:l _ :1 II II II; I IT 11 _ b::, , .L.Li.±:,12= j. ' , 0.1, 4 . 5 6 7 8 9 10' 15 20 30 Minutes 40 50 2 Duration 3 Hours 4 5 6 <p ::r: 0 C -, "U al Intensity-Duration Design Chart -Template HazMaVCountv Hvdr0<wolOQV Mnnualllnt Dur Oesion Chart.FH8 Directions for Application: (1) From precipitation maps determine G hr and 24 hr amounts for the selected frequency. These maps are included in the County Hydrology Manual (10, 50, and 100 yr maps,inclucled . in the Design and Procedure Manual). (2) Adjust 6 hr precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr precipitation (not applicaple to Desert). (3) Plot 6 hr precipitation on the right side of the chart. (4) Draw a line through the point parallel to the plotted lines. (5) This line is the intensity-duration curve for the location being analyzed. 5 i %(2) ---·~-- Note: This chart replaces the Intensity-Duration-Frequency curves used since 1965. P6 I 1 j 1,5 Duration ! I . I 51 i\L'O . i ' 2 , 2.5 3 I i I . I ' 3.5, 4 4.5 I ; I I 5 I 5.5 6 I I 7 10 15 20 25 30 40 50 60 90 120 150 180 240 300 360 .C.OJ :t!l5;5,27 6.59 7.90 9.22: I0.!..4_ 11.86 13.11, 14.-l!Ji l!JUI 2, 12 3.18 4.24 5.30 6.36 7.42. 8 48 9.54 10.60 I L66; 12.72 1.68 2.5313.37 4.21. 5.0!, 5.90' 6.74. 7.58. 8.42. 9.2, 0 10.11 1.30 1.95: 2.59 3.24: 3.89 4.54 I 5.19. 5.84 . 6.49 7.1:l; 7.7fl 1.08 1.62°2,15 2.69:3.23 3.77° 4.31. 4.85. 5.39. 5.93: 646 o.93 1.40; 1.87 2.33: 2.nol 327; 3 73 : 4.20 4.67 • 5.1:i ; 5.co 0.B3 1.24j 1.66 2.07;2.49;2.90: 3.32: 3.73: 4.15. 4.56: 4.98 0.69 1.03J1.38 1,72:207:2.41; 2.76. 3.10. 3.45 3.79, 4.13 0.60 0,90! 1.19 149 1.79 2.09; 2.39' 2.69 2.98 328 3.58 0,53 0.80: 1.06 1.33 i 1.59: 1 .861 2.12 : 2.39 : 2 65: 2.92 . 3.18 0.41 .0.61 0.82 1.02 1.23, 1.43, 1.63. 1.84 2.04 2.25 2.45 0 3410.51 0.68 0.85: 1.02: 1. 19! 1.36: 1.53 . 1.70. 1 fl7' ;1 04 0.29 0.44 o.so o.73·0.aoi1.03' 110· 1,32 1.41' 152· 115 0.20 :o.39 os2 o.u5!0,10;091 1.04: 1.10. 1 :i, · 144 · 1.!il 0.22 ! 0.33, 0.43 0.54 , 0.65, 0. 76 0.87 . 0.98 . 1.08 . 1.19 . 1.30 0.19 ;0,28 0.38 0 47, 0.56 0.66 0.75. 0.85 0.94 1.03 1.13 0.11 i 0.25 o.33 0.42: o.5o · o.58 ,_<>.uZ__· o. 15 o.84 • o.92 · 1 oo [ F I G lL.lLIJ•;_ 3-1 · I f TABLE 2 RUNOFF COEFFICI~NTS .(RATIONAL METHOD)· -DEVELOPED AREAS {URBAN) Coe ff i ~ ~ ..f. Soi i _ Grpup · q) Land U.se A ! C Residential: --D Single Family .40 .45 .so Multi-Units .45 .so .60 Mobile homes .• 45 .50 .ss Rural (lots greater than 1/2 acre) .30 • 35 .40 Conme.rc i al (2) I .Bo .70 • 75 I \ 80% Impervious Industrial (2) .80 .as .90 90°/4 lmpervi ous NOTES: ( .(l)So~l Group-m~s are available at the:offices Qf the Department of Publ~c Works. (2)wh~re actual cc;,nditi'ons deviate-significantly from the.tabulated· impervi-ous- ness values of 80% or 90°/4, the values given for ~oefficient C, may be revised 'by multiplying 80% or 90% by the ratio of actua·l imperviousness to the tabulated imperviousnesJ. However, in no case shall the final coefficient Qe less than 0.5.0-For example: C(?nsidet-comme,rci al property on D soi I ,-group. Actual impetvi ousness -0 50% · Tabulated. imperviousness = 80% Rev'i sed C = SO x 0.8S ;= 0.53 80 l3 IV-A-9 APPENDIX IX-8 Rev_. '-S/81 / . w. 1 ¾ f R §::tj "I 000 / .. , (Jo, ~, 2000 1000 0 Soil Type Classification (From uses Soil Maps) CbD-+ MlE-+ Type "C" Type "A" LvF3 -+ Type "D" • Approximate Boundary of Drainage Ar~ -\ .. :-~ . ·--~ E. HYDRAULIC CALCULATIONS HYDRAULICS SECTION TABLE OF CONTENTS • DETENT!ON/INFILTRATION CALCULATIONS • RIP-RAP CALCULATIONS • AREA DRAIN CALCULATIONS • PIPE CAPACITY CALCULATIONS PASCO ENGINEERING, INC. PE --- DATE ---- PASCO ENGLVEERING, INC. -535 NOR1'H HWY. 101, SUITE A. -SOLANA BE4 CH, C.4.LIFORN1.t1 92075·-858.259.8212 15 f\T Nt>'t>t z.o ~ o.il\ *-Ve: \1.~ ~ ~ea.. ~!:::(l.OL.cUr l'lo)>f MI\P B6Clrv.sf ~lk1 is lo~) Jt2 f>tJc.l(.'1"1t-i A-r -rH1~ v £1..a:,rr WILL BE ADtOJA-,E,. ~ 3 7-6 The Contractor's Representatlv. Add tbt followlng paragraphs •The Contractor a11d Engineer shall provide each otlier 111th a local phono 111•ber at which ilaey or their representative IYY,~ contacted 24 hours a day.• : ·:.-,, PART 2 . . 200-1.t CONSTRUCTlaf MATERIALS SEqflaf 200 .. ftOCK MATERIALS General Adds •Alt.rn•fe Rock Materlal• -Type •s• es cte-1crlbed 111 Section 400 •Y be u1ed, uelass speclfl- cal ly prohibited In Speclel Provisions•. 200-1 .6 Stone for Rlprep Adds Nlhe hutlvtdUel clHMI of roclts used In slope protection shall confor• to tti. follot1lng, PERCENTAGE LARGER 1lfAN* CLASSES Rock 1/2 1/4 tb. 2 Ho., Shes 2 Ten I Ton Ton Ton Backing Backing 4 Ton 0-5 . 2 Ton ,0-100 o-, 1 Ton 9,-100 ,0-100 o-, 112 Ton -,0-100 . o-, 1/il Ton 95-100 -,0-100 200 lb 9'-100 .. -75 lb 9,-100 o-, 2, lb 2,-1, o-, , lb 9.0-100 2,-7' · .. 1 lb . ,· ..... -· . , .. ' 90-100 .. . . •Th• 1110unt of 11aterhtl ... 11.-than the 111111 lest site 11,,._d In tho tabl• for any class of rock slope protectlan shell flOf •xeffd the percentage l l•Jt._. . .._.. ... ........._ ..... I lsted fn tho table determined on • weight bash. Cot11pll1nce vi tll the percentage ll111lt shown In the table for all other sizes of 11e lndlvldua-1 piece! o_f eny class of rock slopo pro1octlon sliall be dt· teralned by tho ratio of the nuaiber" of lndh1dual, pieces lara,r lhan tho smallest size lhted,ln trit table for 11tat class. · · · ,.200-1.6, 1 Seloctton of {llprap· and Filter Dllnkot M11dMIII Fl lier Dlanket C3) Upper Layer(s_) . Opti 1 Opt. 2 ,.,. Rock "'rrnp Sec.· Soi;. Ft/Sec Class rh ck-.200 400-Opt. ,. C 1> (2) ness "T" -(,t) (4) C,) --tlo,, Dack• I 6-1 Ing .Ci l/lG" C2 o.o. Ho. 2 I Bae~-7-8 Ing 1.0 11-1• OJ D.G. -Fae- 8-9., Ing I. 4 3/0" ,--D.G. -314", 1 1/2" ,.,-11 Light 2.0 111" --P.B. -· -J/4•, 1/.t 1 1/2" 11-13 Ton 2.1 J/,111 --P.B. !>1/2 )/-1'', ,_·,~ I l/211 .Ton , ... I" -P.B. E~· ,,4 .:, '. 1/2~ I~-' Type 8 2 Tet11 , ... 2" -Type B -- I',.. . .,,.,. '" .. . . .......... . .f>'. ..... . • l.ov• l~ Ley, .' (6 - - ·-. ! - - Se .. - Sa Sa Sa .., I . .l 1 : kt' tJC't>~ I.\ Ii) Q,ol)t. 013\:.) t.f~ \/e q. \o .t-,J ~~ W<~~1 N~b€ Mf\-r Br C f!\~ O,oo ,~ lJ:>\,.). h:-z 3""<,~,~ ~«:' i\\~ Y~()t..,"i, VI\.,\.. ~~ ~-a\l•Ti -l 3 7-6 Tho Contractor's Ropresentath• Add ttw fol lowing paragraphs •The Contrectcr and Engineer shall provide e~ch other vfth • locel phono J11M1ber It wlttch ih•r or their .representative ••Y .t>e contacted 2~ hours a daY•" :·~:-; ~ 200-1.1 PART 2 C<*SlRUCTIClf MATERIALS SEql'IClf 200 ... ROCK MATERIM.S General Adda •Attern•te Rock Heterl•I• -Type •s• as de-acrlbed la Section 400 •Y be u10d, unless spoclfl- cally prohlbl-nd .In Spec:l•I Provtstons•. 2oc>-1 .6 Stone for RtprtP Addi -the lndlYtdual etas•• of rock• uHd In slope protection shall confar• to ttie following, PERCENTAGE LARGER THAN* CLASSES Rock 2 Ton 1/2 1/4 No. 2 No. 3 Sizes J Ton · Ton Ton Bicking Backing ' -4 Ton o-, . 2 Ton ,0-100 o-, 1 Ton 9,-100 ,0-100 o-, 1/2 Ton -,0-100 o-, 1/4 Ton 95-100 -,0-100 200 lb 9,-100 .. -1, lb 9,-100 o-, 25 lb 2,-1, o-, ' lb 90-100 2,-75 1 lb 90-100 *The 1110unt of .. tertal ... 11.-then the smallest 11:r• listed In the tebl• for any class of rock slope protection shall not ttxceecf the percentage I l•lt. . ··"" -·--- llsted In thlt iable deter•ltiod ~•weight basis~ eo.,,t Ienco wt th the percentage llll!l·t shown In the table for 111 other sizes of 1h, lndlvlduaf pleo,i of eny cf ass of rock slope pro1oc ti on ·sha 11 be d9• tet111fned by tm re·tlo of the num~ of lndlvldual. pieces larger than tho S111allo•t size listed .In tfN table for 1hat class. · · · 41200-t.G.I Seloct,on of (l·tprap· and FIiter 01anKot Midf".J at ,.,. Rock Ft/Sec Class (1) (2) -llo. l Dacie-. 6-7 ,Ing No. 2 7-8 Bae~-Ing Fae-a-,., Ing - ,., .. n light 1/4 11-tJ Ton ·.··~ ~1/2 .Toti 1 ,,_, C I r • ., it;, -- FIii..-Olenket (3) Upper Layer(s_) . Opti 1 Op·t. 2 . Rlprnp Sec.· fhfck-. 200 ness •r11 ~ (4) - .6 J/IG" - I 1.0 1/.t" - I• 4 3/R" - 2.0 1/2" -· 2.7 l/4" l.4 , .. .4.3 1 1/2" , ... 2" ,_,, .. Sec;. 400-Opt. ,. (,O I C2 03 - -- -- - --- .fl'. ~-.... . (5) O.G. o.o. D.G. 314", I 112" P.a. 3/.t", 1 1/2" P.O. ,, ..... I 1/2" P.a. Type B Type B • Lc,v, !: Lay, .' C6 - - ! - - ·- Sa ·-- Sa Sa s. . .. . :, .; I,,.-...-;, 144#111JIIIW#MJJl#,'1111ijjl'Ar.lWI'"'!,.,. ' ot •••• , .......... . I ... :.. NODE 3 4 5.3 5.2 5 6 7 8 NODE 3 4 5 6 Sheet5 Vertrees Residence Hydraulic Calculations Area Drai,:i Inlet Calculations CALCULATE CAPACllY,OF AREA DRAINS. FORMULA: Qcap = 3.0(P}(D"1.5} / 3. DMSION BY 3 ACCOUNTS FOR GRATE & REASONABLE BLOCKAGE. SOUTH SYSTEM .PERIMETER AVAJLHW GRATE FACTOR Q100(CFSl P(FTJ D(FTJ 2* CAPACITY (CFSl INLET TYPE 0.03 4.00 0.20 3.00 0.36 12" X 12" YARD DRAIN 0.05 4.00 0.20 3.00 0.36 12" x 12" YARD DRAIN 0.35 4.00 0.20 3.00 0.36 12" x 12" YARD DRAIN 0.25 4.00 0.20 3.00 0.36 12" x 12" YARD DRAIN 0:06 '4.00 0.20 3.00 0.36 12" x 12" YARD DRAIN 0.01 4.00 0.20 3.00 0.36 12" x 12" YARD DRAIN 0.03 4.00 0.20 3.00 0.36 12" x 12" YARD DRAIN 0.06 4.00 0.20 3.00 0.36 12" x 12" YARD DRAIN NORTH SYSTEM PERIMETER AVAJLHW GRATE FACTOR Q100(CFSl P(EIJ. D(FTJ 2* CAPACITY (CFSl INLET TYPE 0.02 4.00 0.20 3.00 0.36 12" x 12" YARD DRAIN 0.04 4.00 0.20 3.00 0.36 12'! x 12" YARD DRAIN 0.07 4.00 0.20 3.00 0.36 12" x 12" YARD DRAIN 0.34 4.00 0.20 3.00 · 0.36 12" x 12" YARD DRAIN Page1 16 •t. Project Description Proj~File Worksheet Flow ~lement Method Solve For Section Data 6" PVC CAPACITY Cross Section for Circular Channel c:\haestad\academic\fmw\980.fm2 . 6" PVC Capacity Circular Channel Manning's Formula . Channel Depth Mannings Coefficient 0.009 Chann~I Slope 0,010000 ft/ft Depth , 0.43 ft Diameter 6.00 in ---=D=isch=a __ rg .... e ____ o=.84.;...;..._c .... fs;...__~-MAX DISCJ/Nl.Gte ~ ~ Y Pf)/,Jf IN ~ '15~.J 1Jl£U~ lo" P /ff OK Foll Plfflte.£ S YSTe!'f. 02/11/03 02:41:22 PM 0.43 ft Academic Edition 1 v~ H 1 NTS 6.00 in Haestad Methods, lhc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 l9 FlowMaster "5.17 Page 1 of 1 APPENDIX A