Loading...
HomeMy WebLinkAbout; Widening of Olivenhain Rd Rancho Santa Fe Rd; Widening of Olivenhain Rd Rancho Santa Fe Rd; 2005-02-01Boyle Engineering Corporation 7807 Convoy Court, Suite 200 San Diego, California 92111 Phone 858/268-8080 Fax 858/292-7432 www.boyleengineering.com WIDENING OF OLIVENHAIN ROAD & RANCHO SANTA FE ROAD DRAINAGE BACKUP CALCULATIONS CITY OF CARLSBAD Boyle Engineering Corporation Project Manager MICHAEL CRULL Project Engineer RYAN CHANCE SD-O01-021-00 February 2005 V J TABLE OF CONTENTS Q CALCULATIONS 1 INLET ANALYSIS 2 HYDRAULIC ANALYSIS 1 • YEAR 5c 1 •• YEAR PLAN SHEETS PROFILE SHEETS 5 HYDROLOGY MANUAL FIGURES DRAINAGE BASIN MAP BACKUP CALCULATIONS GENERAL DATA: IBASIN NUMBER 1 ~ HYDROLOGIC PARAMETERS TOTAmREA, ACRES 0.86 \WEIGHTED C VALUE 0.55 TOr CONC TIME T^. min 20.0 lEST ORIGINAL 1 2 3 4 AREAMUMBER . -1 m^^CRES^^m^^^W 0 0 0,86 0 RUN0FF€COEFFICIENn^-^^ - -0,90 0.85 0.55 0.50 DESCRIPTION^ • • ' paved areas comm./resident. cut/fill slopes undeveloped 10 YEAR, Pa \lOOYEAR;'Pt^-z " - ' 2.7 Determined from Figure 3-5 & 3-6 incties inches iRAINFALmNTENSITYA^- l=7.44-P6-TC'^(-0.645) IQjYEARm^HOUR INTENSITY 1.94 inches/hour 1100 YEAR. 6 HOUR INTENSITY 2,91 incties/hiour RATIONAL METHOD CALCULATION 10 YEAR PEAK DISCHARG^m} 0.92 ft^/s 1 100 YEAR PEAK DISCHARGE ? 1.38 ft=/s 1 GENERAL DATA: BASIN NUMBER HYDROLOGIC PARAMETERS: 1 2 3 4 AREAiNUMBEI^m^^m^M^ 2 ^ARBfmsBEsmmmUg^m 0,98 0 0 0 RUNOmWEFPICIENwSmlS^ 0.90 0,85 0.55 0.50 DESCRIPTlDf^^^^^^^ paved areas comm,/resident. cut/fill slopes undeveloped TOTALfAREA^^ACRES 0,98 WEIGHTED C VALUE 0.90 TOTCONC TIME Tc, min 12.0 10 YEAR, p^^^-mm^^i^ I \100:YEAR,'Pa''i^''^'y^i^^'^ "' ' ! 2.7 Determined from Figure 3-5 & 3-6 inches inches \RAINFALL INTENSITY '^^ I l=7,44'P6'TC^(-0,645) 10 YEAR, e HOUR INTENSITY 2.70 inches/hour 100 YEAR. 6 HOUR INTENSITY 4.04 inches/hour RATIONAL METHOD CALCULATION 10 YEAR PEAK DISCHARGE m^ 2.38 ft^/s 1 100 YEAR PEAK DISCHARGE 3.57 GENERAL DATA: BASIN NUMBER HYDROLOGIC PARAMETERS: 1 2 3 4 AREA NUMBER isi^t^Sji/^Jt or. 3 mEAitACREsm$9miBm^^ 1.10 0 0 0 RUNOFF COEFFICIENTi^'^W^ 0.90 0.85 0,55 0.50 DESCRIPTION''^'-'^"^v'i'^. paved areas comm./resident. cut/fill slopes undeveloped TOTAL AREA. ACRES ^-s'' 1.10 IWEIGHTED C VALUE 0.90 TOTCONC-TIMETi, m/n"-* 12.0 1QYEAR,Pt'^"'i!^^"P I 100 YEAR, Pa-^'Ssi^^s^sr-. . 2.7 Determined from Figure 3-5 & 3-6 inches inches RAINFALLINTENSmr^^^ml l=7,44-P6'TC^(-0.645) 10 YEAR: 0 HOUR iNTENsrrm 2.70 inches/hour \100 YEAR, $ HOUR INTENSITY: 4.04 inches/hour RATIONAL METHOD CALCULATION 10 YEAR PEAK DISCHARGE D 2.67 ft^/s 1 100 YEAR PEAK DISCHARGEf^' 4.00 ft^/s 1 GENERAL DATA: BASIN NUMBER HYDROLOGIC PARAMETERS: 1 2 3 4 AREA.fiUMBEl^mm^& 4 'mE/mcREsmttSefl^^ 0 0 0.27 0 RUNOFmOEFFICIENWmi^S^ 0.90 0.85 0.55 0.50 DESCRIPT10N^^^^^^~^^^ paved areas comm./resident. cut/fill slopes undeveloped TOTAtmRE/mCRES *-0.27 WEIGHTED^ VALUE 0,55 TOTCONC VMEJTc. min ~-20.0 10YEAR,Pt '"" -^ 1,8 100 YEAR, Pt^-rs^ 2.7 Determined from Figure 3-5 & 3-6 inches inches RAINFALL INTENSITY |=7,44'P6'TC'-(-0.645) 10 YEAR. 6 H0UR iNTENSITY4 1.94 inches/hour \100 YEAR, 6 HOUR INTENSITY 2.91 inches/hour RATIONAL METHOD CALCULATION 10 YEAR PEAK DISCHARGEm^ 0.29 fl^/s 1 100 YEAR PEAK DISCHARGE^^" 0.44 eis 1 GENERAL DATA: BASIN NUMBER HYDROLOGIC PARAMETERS: 1 2 3 4 AREAiNUMBEI^^^^^^t 5 mRBAmwEsimmi#^^ 0,30 0 0 0 RUNOFF: COEFPCIENTmSSltl&f^^-0,90 0,85 0.55 0.50 DESCRIPTION'^'^''- ""'^ • paved areas comm./resident. cut/fill slopes undeveloped TOTAL AREA, ACRES . 0.30 WEIGHTED C VALUE 0,90 TOT CONC TIME^e-^ mitt 8.0 10 YEAR, Pt'P^^^P ' 1.8 Determined from Figure 3-5 inches inches RAINFALL INTENSrm l=7.44*P6'TC^-0.645) 110 YEAR. 6 HOUR INTENSITY^ 3,50 inches/hour 100 YEAR:6 HOUR INTENSITY^ 5,25 inches/hour RATIONAL METHOD CALCULATION 10 YEAR PEAK DISCHARGE0i^ 0.96 ft*/s 1 100 YEAR PEAK DISCHARGE ^-1.44 ft^/s GENERAL DATA: BASIN NUMBER HYDROLOGIC PARAMETERS: 1 2 3 4 AREAiNUMBEl^^^^^^^-6 lAREA^cRE&mmmm^ 0,33 0 0 0 RUNOFFCOEFFICIENTmiSsm* 0,90 0,85 0.55 0.50 DESCRIPTION T^m^'C'-H' paved areas comm./resident. cut/fill slopes undeveloped TOTAL AREA, ACRES - • 0.33 WEIGHTED C VALUm 0 90 TOTCONCJIME T^ min il 8.0 IQ YEAR, Pa'' 100 YEAR, Pt 2.7 Determined from Figure 3-5 inches inches IRAINFALL INTENSITY |=7,44'P6'TC"(-0,645) 10 YEAR, 6 HOUR INTENSITY 3.50 inches/hour 100 YEAR. 6 HOUR INTENSITY 5.25 inches/hour RATIONAL METHOD CALCULATION 10 YEAR PEAK DISCHARGEm' 1.04 ft^/s 1 100 YEAR PEAK DISCHARGED 156 ft^/s 1 GENERAL DATA: \BASIN NUMBER HYDROLOGIC PARAMETERS: 1 2 3 4 AREMNUMBEH^^iSl^^m^'-7 0,08 0 0 0 RUNOpmoEFmm iJiiiKi 0.90 0,85 0.55 0,50 DESCRipndH^^^^^^ paved areas comm./resident. cut/fill slopes undeveloped TOTAt^AREAiiACRES • WEIGHTED C VALUE 0,90 TOmCON<mM^i, min 5.0 1QYEAR.iPW. 110QyEAR,m^^ ^i'^^^ \ 2.7 Determined from Figure 3-5 inches inches RAINFAU:INTENSITY" ^'-j^/.-l l=7,44'P6'TC'^(-0,645) 10 YEAR. 6 HOUR INTENSITY 4.74 inches/hour 100 YEAR. 6 HOUR INTENSITY 7.11 inches/hour RATIONAL METHOD CALCULATION 10 YEAR PEAK DISCHARGE ' 0.34 ft^/s 1 100 YEAR PEAK DISCHARGE 0.51 ft^/s ! GENERAL DATA; iBASIN NUMBER HYDROLOGIC PARAMETERS: 1 2 3 4 AREANUMBER.t.-ii>-^>->^^. .^i ^ 8 "^AREAfACRE^mmmmm^^ 0 0 1,06 0 RUNOFF COEFHCIEN-mfS^' 0.90 0.85 0,55 0.50 DESCRIPTION''^'i'''-•^^^l^^ paved areas comm,/resident, cut/fill slopes undeveloped TOTAL AREA, ACRES 1.06 WEIGHTED C VALUE^m 0.55 TOT CONC TIME Te, min 30.0 10 YEAR, Pa 1.8 100YEAR.Pt' 2.7 Determined from Figure 3-5 & 3-6 inches inches IRAINFALL INTENSITY ] |=7.44*P6'TC^(-0.645)" 10 YEAR; 6 HOUR INTENSITY 1.49 inches/hour \100 YEAR, 6 HOUR INTENSITY | 2.24 inches/hour RATIONAL METHOD CALCULATION 10 YEAR PEAK DISCHARGE 0.87 ft^/s 1 100 YEAR PEAK DISCHARGE 1.31 ft^/s 1 GENERAL DATA: IBASIN NUMBER HYDROLOGIC PARAMETERS: 1 2 3 4 AREANUMBERm^^^^^ 9 rAREmcREmim^Mmmvi 1.43 0 0 0 RUNOFmCOEFFICIENTS^^fSm^' 0,90 0,85 0,55 0,50 DESCRIPJION'-^'^^-^'i^!^'^^'' paved areas comm,/resident. cut/fill slopes undeveloped TOTAL!AREA, ACRES ' 1.43 WEIGHTED C VALUE 0.90 TOnCONC TIMBT^vmin^ 14.0 lOYEARiPt' 1,8 100 YEAR, Pa ' 2.7 Determined from Figure 3-5 S. 3-6 inches inches RAINFALL INTENSITY^ |=7,44*P6*TC^(-0.645) 10 YEAR.^ HOUR INTENSITY ' 2,44 inches/hour 100 YEAR, 6 HOUR INTENSITY 3,66 inches/hour RATIONAL METHOD CALCULATION 10 YEAR PEAK DISCHARGSmr 3.14 ff^/s 1 100 YEAR PEAK DISCHARGEm 4.71 ft^/s 1 GENERAL DATA: IBASIN NUMBER 10 HYDROLOGIC PARAMETERS: 1 2 3 4 AREANUMBER^'^JitiSi^,^-^-* . 10 ^AREAT'ACRE&msmsssmm' 1.09 0 0 0 RUNOFFiCOEFHCIENim^f'^ C.90 0,85 0.55 0.50 DESCRIPTION'^'^^^ ' paved areas comm,/resident. cut/fill slopes undeveloped TOTAL AREA, ACRES 1.09 WEIGHTED C VALUE 0.90 TOT CONC TIME T j, min * - | 14.0 10 YEAR. Pt ' 100 YEAR, Pa 2,7 Determined from Figure 3-5 & 3-5 inches inches RAINFALL INTENSITY l=7.44*P6*TC^(-0.645) 10 YEAR. 6 HOUR INTENSITY 2.44 inches/hour 100 YEAR, 6 HOUR INTENSITY 3,66 inches/hour RATIONAL METHOD CALCULATION 10 YEAR PEAK DISCHARGE 2.39 ft^/s 1 100 YEAR PEAK DISCHARGE 3.59 ft^/s 1 GENERAL DATA: [BASIN NUMBER 11 HYDROLOGIC PARAMETERS: 1 2 3 4 AREANUMBER^^^^^^. 11 -afia^cgMiiiiiiifiilr'' i'iii'i 0 2.22 0 0 RUNOFmCOEFFICIENrm^H^ 0,90 0,85 0.55 0.50 paved areas comm./resident. cut/fill slopes undeveloped TOTALAREApACRES . 2.22 IWEIGHTEDC VALUE 0 85 TOTMON(kTIME Te, min 30.0 lOYEARmH 1OOYEAR.P0^ 2,7 Determined from Figure 3-5 & 3-6 inches inches RAINFALL^^INTENSITY • \ l=7,44'P6'TC^(-0,645)" 110 YEAR.IS H0UR INTENSITY^' \ 1,49 inches/hour IIOOYEAR. 6 HOUR INTENSITY 2,24 inches/hour RATIONAL METHOD CALCULATION 10 YEAR PEAK DISCHARGE 2.82 ft-'/s 100 YEAR PEAK DISCHARGE 4.23 r/s GENERAL DATA: BASIN NUMBER^ 12 HYDROLOGIC PARAMETERS: 1 2 3 4 AREANUMBERUJH^ 12 •AREJi^AeRE^mmm^^ 0,89 0 0 0 RUNOFf^COEFFICIENT^^m^r 0,90 0,85 0,55 0,50 DESCRIPVON' '" - ' " paved areas comm./resident. cut/fill slopes undeveloped TOTAmREA. ACRES -0.89 WEIGHTED C VALUE 0,90 TOWONC TIME Tcr min-12.0 lO.YEAR.'Pa'^^^^^^^^m lOOyEARi^f^ 2.1 Determined from Figure 3-5 & 3-6 inches inches RAINFALL INTENSITY-l=7.44*P6*TC'^(-0,645) 10 YEAR,i6H0UR INTENSITY 2.70 inches/hour 100 YEAR, 6 HOUR INTENSITY 4.04 inches/hour RATIONAL METHOD CALCULATION 10 YEARPEAK DISCHARGE 2.16 ft^/s 1 100 YEAR PEAK DISCHARGE^'i 3.24 ft^/s 1 GENERAL DATA: IBASIN NUMBER 14 HYDROLOGIC PARAMETERS: 1 2 3 4 AREA NUMBER It.: ^> '-f > 14 •AREAj^CRESmH^^^^^i^^-0.53 0 0 0 RUNOFFCOEFFICIENT^mSv' 0.90 0,85 0,55 0,50 DESCRIPTION ' ' " " • paved areas comm./resident. cut/fill slopes undeveloped TOTAL AREA; ACRES 0,53 IWEIGHTEDC VALUE 0 90 TOTCONC TIME Tc. min 8.0 10 YEAR, Pt \100 YEAR,Pa " " 2,7 Determined from Figure 3-5 inches inches IRAINFALL INTENSITY. |=7,44-P6*TC''(-0,645) 10 YEAR16 HOUR INTENSITY 3.50 inches/hour 100 YEAR. 6 HOUR INTENSITY 5.25 inches/hour RATIONAL METHOD CALCULATION 10 YEAR PEAK DISCHARGE ^ ^ v 1.67 eis 1 100 YEAR PEAK DISCHARGE"^ 2.51 ft^/s 1 GENERAL DATA: BASIN NUMBER 15 HYDROLOGIC PARAMETERS: 1 2 3 4 AREANUMBER.^f^< . 15 -AREmcR^mmm^^ 0,08 0 0 0 RUNOFFCOEFFICIENT^li^«Sf^^r 0,90 0.85 0.55 0.50 DESCRIPVON paved areas comm./resident. cut/fill slopes undeveloped TOTAL AREA, ACRES 0.08 WEIGHTED C VALUE 0,90 ITOTCONC TIMETeVmIn 5.0 10 YEAR. Pt 1,8 100 YEAR. Pf 2,7 Determined from Figure 3-5 inches inches RAINFAU INTENSITY I l=7,44'P6'TC^(-0,645) 10 YEAR. 6 HOUR INTENSITY 4,74 inches/hour 100 YEAR, 6 HOUR INTENSITY 7,11 inches/hour RATIONAL METHOD CALCULATION 10 YEAR PEAK DISCHARGE 0.34 ft'/s 1 100 YEAR PEAK DISCHARGE 0.51 ft=/s 1 GENERAL DATA: IBASIN NUMBER 16 HYDROLOGIC PARAMETERS: 1 2 3 4 AREA WyMBe/?3t**«s5S^ 16 -AREmcR^ammmmm 0,09 0 0 0 RUNOFF COEFFICIENimim^' 0.90 0,85 0.55 0,50 DESCRIPVON^'^^'"'''^^^^^ ' paved areas comm./resident. cut/fill slopes undeveloped TOTAL AREA, ACRES 0,09 WEIGHTED C VALUE 0.90 TOT CONC VME Tc. min 5.0 10 YEAR. Pt 100 YEAR, Pt 2.7 Determined from Figure 3-5 inches inches RAINFALL INTENSITY l=7.44*P6*TC"(-0,645) 10 YEAR. 6 HOUR INTENSITY 4.74 inches/hour 100 YEAR. 6 HOUR INTENSITY 7,11 inches/hour RATIONAL METHOD CALCULATION 10 YEAR PEAK DISCHARGE ^^^ 0.38 ft% 1 100 YEAR PEAK DISCHARGE^ 0.58 ft^/s 1 GENERAL DATA: BASIN NUMBER 17 HYDROLOGIC PARAMETERS: 1 2 3 4 AREANUMBER^Sip^ -j j'i^Lv. 17 AREAmcREmmmmmm 0 0 0 0.14 0,90 0,85 0.55 0,50 DESCRIPTION^^WW^^' paved areas comm,/resident. cut/fill slopes undeveloped TOTAL AREA, ACRES 0.14 \WEIGHTEDC VALUE 0.50 TOTiCONC TIMETctmin 5.0 10 YEARiPr-. mOYEAR.Pg^m^-'^^ 2.7 Determined from Figure 3-5 inches inches RAINFALL INTENSITY - ' l=7,44'P6'TC^(-0,645) 10 YEAR. 6 HOUR INTENSITY A.74 inches/hour 100 YEAR, 6 HOURINTENSITY 7,11 inches/hour RATIONAL METHOD CALCULATION 10 YEAR PEAK DISCHARGE -0.33 ft^/s 1 100 YEAR PEAK DISCHARGE 0.50 ft^/s 1 GENERAL DATA: \BASIN NUMBER HYDROLOGIC PARAMETERS: 1 2 3 4 AREA NUMBER^^mSa^in ' '-? 18 mREWACRES^Immimm^, 0 0 0,57 0 RUNOFFCOEFFICIENTXimfm^ 0.90 0,85 0,55 0,50 DESCRIPTION '-^^j^-f^y- '> paved areas comm,/resident, cuffill slopes undeveloped TOTAL AREA, ACRES 0.57 WBGHTED C VALUE 0 55 TOTCONC TIME Ti. min.--20.0 10 YEAR, Pa - • 1,8 \l00YEAR,Pa • 2,7 Determined from Figure 3-5 & 3-6 inches inches RAINFALL INTENSITY l=7,44'P6'TC''(-0.645) | 110 YEAR. 6 HOUR INTENSITY ' 1.94 inches/hour 100 YEAR. 6HOURINTENSITY 2.91 inches/hour RATIONAL METHOD CALCULATION 10 YEAR PEAK DISCHARGE fm 0.61 ft'/s 1 100 YEAR PEAK DISCHARG&^ 0.91 ft^/s 1 GENERAL DATA: BASIN NUMBER 19 HYDROLOGIC PARAMETERS: 1 2 3 4 AREA NUMBER a^ . ' , 19 AREA,"ACRE^mmi^>^^> 0,78 0 0 0 RUNOFF COEFFICIENTWH^^f' • 0.90 0.85 0.55 0.50 DESCRIPTION '^>**i^r-paved areas comm./resident. cut/fill slopes undeveloped TOTAL AREA, ACRES 0.78 WEIGHTED C VALUE 0.90 TOT CONC TIME Tc, min 8.0 10 YEAR, Pt 1.8 100 YEAR, P^ ' -'.-^-- ' " 2.7 Determined from Figure 3-5 inches inches RAINFALL INTENSITY |=7.44*P6*TC'^(-0,645) 10 YEAR. 6 HOUR INTENSITY | 3,50 inches/hour 100 YEAR. 6 HOUR INTENSITY 5,25 inches/hour RATIONAL METHOD CALCULATION 10 YEAR PEAK DISCHARGE 2.46 ft^/s 100 YEAR PEAKDISCHARGE 3.69 ft7s GENERAL DATA: BASIN NUMBER 20 HYDROLOGIC PARAMETERS: 1 2 3 4 AREA NUMBERmifi^r^^^ -20 mREm^t^sMltU^mm 0.24 0 0 0 RUNOFFCOEFFICIENmm'!^'* 0,90 0.85 0.55 0.50 DESCRIPTION^^^^f^^''^^-** paved areas comm./resident cut/fill slopes undeveloped TOTAL AREA; ACRES 0 24 IWBGHTED C VALUE 0,90 TOnCONC TIME Te. min 10.0 10 YEAR, Pa ' "'-^'--^ > 1,8 100 YEAR, Pi «t" 2,7 Determined from Figure 3-5 inches inches IRAINFALL INTENSITY^ |=7,44'P6'TC''(-0.645) 10 YEAR. 6 HOUR INTENSITY^ 3.03 inches/hour 100 YEAR. 6 HOUR INTENSITY 4.55 inches/hour RATIONAL METHOD CALCULATION 10 YEAR PEAK DISCHARGE^^^' 0.66 ft^/S 1 100 YEAR PEAK DISCHARGE • -0.98 ft^/s 1 GENERAL DATA: IBASIN NUMBER 21 HYDROLOGIC PARAMETERS: 1 2 3 4 AREA Wt/MS£R^^#^^-.^ 21 AREm^CR^m^^^^ 0.37 0 0 0 RUNOFmOEFFICIENT^^^-^ •' 0,90 0.85 0.55 0,50 DESCRIPTIOI^^^^^^ paved areas comm,/resident. cut/fill slopes undeveloped TOTAL AREA^ACRES 0,37 WEIGHTED C VALUE 0.90 TOncONC TIME Tc. min . 8.0 10 YEAR, Pt ^ • 100 YEAR,Pa ''^ ' ' 2,7 Determined from Figure 3-5 inches inches RAINFALL INTENSITY I l=7,44'P6'TC^(-0,645)" 10 YEAR. 6HOURINTENSITY 3,50 inches/hour 100 YEAR. 6 HOUR INTENSITY 5.25 inches/hour RATIONAL METHOD CALCULATION 10 YEAR PEAK DISCHARGE I 1.17 ft^/s 1 100 YiEAR PEAKDISCHARGEm\ 1.75 ft^/s 1 GENERAL DATA: BASIN NUMBER 22 HYDROLOGIC PARAMETERS: 1 2 3 4 AREA NUMBER . . T.-22 0.59 0 0 0 RUNOFFCOEFFICIENT-i«arM^Wi^ 0.90 0.85 0.55 0.50 DESCRIPTION^''*'"^''.' ' ^ paved areas comm./resident. cuffill slopes undeveloped TOTAL AREA7ACRESr 0.59 WEIGHTED C VALUE 0,90 TOTCONCJIME Ti, min 8.0 10 YEAR. Pa \100YEAR,Pt 2.7 Determined from Figure 3-5 inches inches [RAINFALL INTENSITY I |=7.44'P6'TC^(-0,645) 110 YEAR. 6 HOUR INTENSITY 3,50 inches/hour 100 YEAR. 6 HOUR INTENSITY 5,25 inches/hour RATIONAL METHOD CALCULATION 10 YEAR PEAK DISCHARGE n ^ 1.86 ft^/s 100 YEAR PEAKDISCHARGE^^ 2.79 ft^/s 1 GENERAL DATA: BASIN NUMBER 23 HYDROLOGIC PARAMETERS: 1 2 3 4 AREA «t/«S£R41frf!^-j^,.. 23 lAREArACREsmmm^^^-' 0,09 0 0 0 RUNOFF COEFFICIENTll^'^<''^'^ 0,90 0,85 0,55 0.50 DESCRIPTION paved areas CO mm,/resident. cut/fill slopes undeveloped TOTALAREA, ACRES 0.09 WEIGHTED C VALUE 0.90 TOTiCONC TIME Tc, min 5.0 10 YEAR^Pt^^i^m 1.8 100 YEAR P^-^" 2.7 Determined from Figure 3-5 inches inches RAINFALL INTENSITY |=7,44*P6*TC^(-0,645} \10 YEAR. 6 HOUR INTENSITY \ 4,74 inches/hour 100 YEAR, 6 HOURINTENSITY 7,11 inches/hour RATIONAL METHOD CALCULATION 10 YEAR PEAK DISCHARGE* 0.38 ft-'/s 100 YEAR PEAK DISCHARGE. 0.58 n'/s Sag Inlet Analvsis Sag inlets were sized based on the City of Carlsbad design criteria for Sag Inlets. 2cfs per linear foot of curb opening On Grade Inlet Analvsis On Grade Inlets were analyzed using Flowmaster, a hydraulic analysis program. The results of this analysis are presented in this section. Worksheet for Inlet 01 Project Description Flow Element: Curb Inlet On Grade Solve For: Efficiency Input Data Discharge: 4,95 ft'/s Slope: 0-01000 ft/ft Gutter Width: 1.33 ft Gutter Cross Slope: 0.09 ft/ft Road Cross Slope. 0,04 ft/ft Manning Coefficient: 0.012 Curb Opening Length: 10,00 ft Local Depression: 4.00 in Local Depression Width: 1,33 ft Results Efficiency: 96,58 % Intercepted Flow: 4.78 ft^/s Bypass Flow: 0.17 ft'/s Spread: 7.41 ft Depth: 0.36 ft Flow Area: 1.14 ft^ Gutter Depression; 0.07 ft Total Depression: 0.40 ft Velocity: 4.33 ft/s Equivalent Cross Slope: 0 17793 ft/ft Length Factor: 0.85 Total Interception Length: 11.81 ft Worksheet for Inlet 03 Project Description Flow Element: Solve For: input Data Discharge: Slope: Gutter Width: Gutter Cross Slope: Road Cross Slope Manning Coefficient: Curb Opening Length: Local Depression: Local Depression Width: Results Efficiency: Intercepted Flow: Bypass Flow: Spread: Depth: Flow Area: Gutter Depression: Total Depression: Velocity: Equivalent Cross Slope: Length Factor: Total Interception Length: Curb Inlet On Grade Efficiency 1.88 0,00420 1.33 0,09 0.02 0.012 9.00 4.00 1,33 100,00 1.88 0,00 9,09 0.27 0.89 0,09 0.43 2,12 0.16241 1.41 6,40 ft^/s ft/ft ft ft/ft ft/ft ft in ft % ft=/s ft*/s ft ft ft^ ft ft ft/s ft/ft Worksheet for Inlet 04 Project Description Flow Element: Solve For: Input Data Discharge: Slope: Gutter Width: Gutter Cross Slope: Road Cross Slope: Manning Coefficient: Curb Opening Length: Local Depression: Local Depression Width: Results Efficiency: Intercepted Flow: Bypass Flow: Spread: Depth: Flow Area: Gutter Depression: Total Depression: Velocity: Equivalent Cross Slope: Length Factor: Total Interception Length: Curb Inlet On Grade Efficiency 0,51 0.00420 1,17 0,01 0,01 0,012 5,00 4.00 1.33 99,11 0.51 0.00 9.12 0 09 0,42 0.00 0,33 1.23 0 08682 0,93 5,39 ftVs ft/ft ft ft/ft ft/ft ft in ft % ft=/s ftVs ft ft ft= ft ft ft/s ft/ft Worksheet for Inlet 05 Project Description Flow Element: Curb Inlet On Grade Solve For; Efficiency Input Data Discharge: 6,02 ft^/s Slope: 0,01500 fti/ft Gutter Width: 1,33 ft Gutter Cross Slope: 0,09 ft/ft Road Cross Slope: 0,02 ft/ft Manning Coefficient: 0,012 Curb Opening Length: 13,00 ft Local Depression: 4,00 in Local Depression Width: 133 ft Results Efficiency: 92.29 % Intercepted Flow; 5,56 ft=/s Bypass Flow; 0,46 ftVs Spread: 11,31 ft Depth: 0,32 ft Flow Area: 1,34 ft' Gutter Depression: 0,09 ft Total Depression: 0,43 ft Velocity: 4.49 ft/s Equivalent Cross Slope: 0,13453 ft/ft Length Factor; 0.76 Total Interception Length: 17.12 ft Worksheet for Inlet 06 Project Description Flow Element: Solve For: Input Data Discharge: Slope: Gutter Width: Gutter Cross Slope: Road Cross Slope: Manning Coefficient: Curb Opening Length; Local Depression; Local Depression Width: Results Efficiency: Intercepted Flow; Bypass Flow: Spread: Depth: Flow Area; Gufter Depression; Total Depression: Velocity: Equivalent Cross Slope; Length Factor; Total Interception Length: Curb Inlet On Grade Efficiency 3.59 0.01200 1.17 0.02 0,02 0.012 8,00 4,00 0.30 100,00 3.59 0,00 10,10 0,20 1.02 0.00 0,33 3,52 0,33098 1,07 7,51 ft^/s ft/ft ft ft/ft ft/ft ft in ft % ftVs ftVs ft ft ft^ ft ft ft/s ft/ft Worksheet for Inlet 07 Project Description Flow Element: Solve For: Input Data Discharge: Slope: Gutter Width: Gufter Cross Slope: Road Cross Slope: Manning Coefficient: Curb Opening Length: Local Depression: Local Depression Width; Results Efficiency: Intercepted Flow: Bypass Flow: Spread: Depth; Flow Area: Gutter Depression: Total Depression: Velocity; Equivalent Cross Slope: Length Factor: Total Interception Length; Curb Inlet On Grade Efficiency 0,58 0,01000 1,17 0,11 0,01 0.012 4.00 4.00 1.17 100.00 0.58 0.00 6,24 0.18 0.26 0.12 0,45 2,20 0,28649 1,11 3,61 ftVs ft/ft ft ft/ft ft/ft ft in ft % ft^/s ft^/s ft ft ft' ft ft ft/s ft/ft Worksheet for inlet 10 Project Description Fiow Element: Solve For: Input Data Discharge: Slope: Gutter Width: Gutter Cross Slope: Road Cross Slope: Manning Coefficient: Curb Opening Length: Local Depression: Local Depression Width: Results Efficiency: Intercepted Flow: Bypass Flow; Spread: Depth: Flow Area: Gutter Depression: Total Depression: Velocity: Equivalent Cross Slope: Length Factor: Total Interception Length: Curb Inlet On Grade Efficiency 0,51 0,05000 1,17 0,11 0,03 0,012 4,00 4,00 1,17 97.57 0,50 0,01 1,58 0,14 0.09 0,09 0,43 5.53 0.39289 0,87 4,58 ft^/s ft/ft ft ft/ft ft/ft ft in ft % ft^/s ftVs ft ft ft' ft ft ft/s ft/ft Worksheet for Inlet 12 Project Description Flow Element: Solve For: Input Data Discharge; Slope: Gutter Width; Gutter Cross Slope: Road Cross Slope: Manning Coefficient: Curb Opening Length: Local Depression: Local Depression Width: Results Efficiency: Intercepted Flow: Bypass Flow: Spread: Depth: Flow Area: Gufter Depression; Total Depression: Velocity: Equivalent Cross Slope: Length Factor: Total Interception Length; Curb Inlet On Grade Efficiency 7,47 0,00800 1.33 0.09 0,02 0,012 12,00 4,00 1,33 88.00 6.57 0.90 13.99 0,37 2,02 0,09 0.43 3.70 0.11192 0.69 17.34 ft/ft ft ft/ft ft/ft ft in ft % ftVs fiVs ft ft ft' ft ft ft/s ft/ft Worksheet for Inlet 13 Project Description Flow Element: Curb Inlet On Grade Solve For: Efficiency Input Data Discharge: 2.51 ft'/s Slope; 0.00800 ft/ft Gutter Width: 1.33 ft Gutter Cross Slope: 0.09 ft^ft Road Cross Slope: 0.02 ft/ft Manning Coefficient: 0.012 Curb Opening Length: 5.00 ft Local Depression: 4.00 in Local Depression Width; 1.33 ft Results Efficiency: 78.49 % Intercepted Flow: 1.97 ftVs Bypass Flow: 0.54 ft^/s Spread: 8,96 ft Depth: 0,27 ft Flow Area: 0,86 ft' Gutter Depression: 0,09 ft Total Depression: 0,43 ft Velocity: 2,90 ft/s Equivalent Cross Slope: 0,16436 ft/ft Length Factor: 0,57 Total Interception Length: 8,71 ft Worksheet for Inlet 14 Project Description Flow Element: Curb Inlet On Grade Solve For: Efficiency input Data Discharge: 0.58 ftVs Slope: 0.01200 ft/ft Gutter Width: 1,33 ft Gutter Cross Slope: 0,09 ft/ft Road Cross Slope: 0,02 ft/ft Manning Coefficient; 0.012 Curb Opening Length: 4,00 ft Local Depression; 4,00 in Local Depression Width: 1.33 ft Results Efficiency; 100,00 % Intercepted Flow: 0.58 ftVs Bypass Flow; 0.00 ftVs Spread; 3,89 ft Depth; 0,17 ft Flow Area: 0.21 ft' Gutter Depression: 0,09 ft Total Depression: 0,43 ft Velocity: 2,72 ft/s Equivalent Cross Slope; 0.28966 ft/ft Length Factor: 1.06 Total Interception Length: 3.78 ft 10 YEAR STORM ANALYSIS Scenario: Base Pipe Report Label Upstream Downstream Total Upstream Downstream Length Constructec Section Mannings Full Velocity Hydraulic Hydraulic Description Node Node System Invert Invert (ft) Slope Size n Capacity Out Grade Grade Description Flow Elevation Elevation (ft/ft) (cfs) (ft/s) Line In Line Out (cfs) (fl) (ft) (ft) (ft) P-1 PIPE COLLAR 1 OUTLET 72,01 110,55 109.00 52,00 0,029808 36 inch 0.013 115.15 14,44 113,23 110.99 P-10 INLET 4 INLET 3 (EXIST) 0.34 129,86 129.50 71.00 0.005070 18 inch 0.013 7.48 0,19 130.95 130,95 P-9 (EXIST) INLET 3 (EXIST) EXIST JUNCTION 17.52 129.50 124,00 129.00 0.042636 18 inch 0,013 21,69 9,91 130.95 125,51 P-8 EXIST JUNCTION JUNCTION 2 17.52 124,00 122.33 59,00 0,028305 24 inch 0,013 38,06 10.99 125.51 123.34 P-7 JUNCTION 2 JUNCTION 1 17,52 122,16 120.24 164,00 0,011707 24 inch 0,013 24,48 5,58 123,67 122,72 P-6 INLET 2 JUNCTION 1 3,71 126,95 126.79 8.00 0,020000 18 inch 0.013 14,85 5.78 127.69 127.38 P-9 J-2 INLET 1 (EXIST) 0,00 0,00 0.00 319.00 0,000000 12 inch 0.010 0.00 0.00 124,31 124.31 P-5 (EXIST) INLET 1 (EXIST) PIPE COLLARS 50.78 122,00 121,00 30.00 0.033333 30 inch 0.013 74.88 10.59 124.31 123,36 P-4 PIPE COLLAR 3 JUNCTION 1 50.78 121,00 120,46 41.00 0.013171 30 inch 0.013 47.07 10,72 123.36 122,77 P-3 JUNCTION 1 PIPE COLLAR 2 72.01 120.04 111,32 48,50 0.179794 36 inch 0,013 282.80 24,89 122.72 112.61 P-2 PIPE COLLAR 2 PIPE COLLAR 1 72.01 111.32 110,55 25,80 0.029845 36 inch 0,013 115.22 13,37 114,00 112.69 Title; Olivenhain Road Widening h;\o01\omwdwp\021-00\calcs\drainage\system 1 .stm 02/22/05 03:07:58 PIVl © Haestad Methods, inc. Boyle Engineering Corporation 37 Brookside Road Waterbury, CT 06708 USA +1 -203-755-1666 Project Engineer: Ryan Chance StormCAD v5.5 [5.5003] Page 1 of 1 !! ki w 1 I 2 Scenario: Base I k J-2 P-9 INLET 1 (EXIST) 7 ! 01 I X I PIPE COLLAR 3 If CO d. f d. • JUNCTION 1 INLET 2 P-7 EXIST JUNCTION CO JUNCTION 2 INLET 3 (EXIST) A, INLET 4 I PIPE COLLAR 2 d r it- PIPE COLLAR 1 OUTLET Title: Olivenhain Road Widening h:\o01\omwdwp\021-00\calcs\drarnage\system1.stm 02/22/05 03:04:33 PM La Boyle Engineering Corporation © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: Ryan Chance StormCAD v5.5 [5.5003] Page 1 of 1 n Profile Scenario: Base I ^ « > > > >.| I I p-1 0 71,00 ft 18 inch Concrete © S = 0.005070 mt 130.00 125,00 120,00 Elevation (ft) 0+00 1+00 S=0o,„ •^O'lcrete 52,oo ft , 110,00 105,00 &+00 Station (ft) Title: Olivenhain Road Widening h:\o01\omwdwp\021-00\calcs\drainage\system 1 .stm 02/22/05 02:55:00 PM Boyle Engineering Corporation • Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: Ryan Chance StormCAD v5.5 [5.5003] Page 1 of 1 Profile Scenario: Base I ks I I P O *^ LU O CVI o CNJ -J CO > > £ ^ 5 o9ro iij°£0 CLto > > CO ;c\l CM a £ U. (0 > > c 5 Q.«£££r CO 30.00 @ s 30 'nch Z**" od cD^ ^ d or CM 04*^ ^ CM •is >>>>!§ 135.00 130.00 4r C\J OJ ^*=CM CM CC IiS^^"^^ o luT^so ..g-9: iS > > .i 5 Q.(o££X(f) ^•03333- ^ncr^^.OO ft o +""5;:^ iij^£0..g- 9:5 > > .i D Q-^££irco o*=o ^9o9 => iS > .i D Oco^cnco 125.00 120.00 Elevation (ft) 115.00 Con 02980 110.00 Crete 8 ft/ft 11 0-1-00 I-HOO 105.00 2+00 Li U Title: Olivenhain Road Widening h:\o01\omwdwp\021 -00\calcs\drainage\system 1 .stm 02/22/05 03:13:15 PM Station (ft) Boyle Engineering Corporation I Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: Ryan Chance StormCAD v5.5 [5.5003] Page 1 of 1 Scenario: Base Pipe Report Label Upstream Downstream Total Upstream Downstream Length Constnjctet Section Mannings Full Velocity Hydraulic Hydraulic Description Node Node System Invert Invert (ft) Slope Size n Capacity Out Grade Grade Description Flow Elevation Elevation (ftm) (cfs) (ft/s) Line In Line Out (cfs) (ft) (ft) (ft/s) (ft) (ft) P-2 (EXIST) INLET 12 (EXIST) JUNCTION (EXIST) 4.98 108.30 107.39 67.26 0.013530 24 inch 0.013 26.31 6.44 109.09 107.98 P-3 (EXIST) INLET 13 (EXIST) JUNCTION (EXIST) 1.67 108.22 107.89 41.01 0.008047 24 inch 0.013 20.29 3.90 108.67 108.28 P-1 (EXIST) JUNCTION (EXIST) EXIST OUTLET 10.14 106.89 106.00 147.64 0.006028 30 inch 0.013 31.84 5.76 107.95 106.97 P-11 INLET 6 PIPE COLLAR 2 2.39 118.50 117.17 106.63 0.012473 18 inch 0.013 11.73 5.21 119.08 117.63 P-10 PIPE COLLAR 2 INLET 14 2.39 117.17 115.00 78.74 0.027559 18 inch 0.013 17.44 1.67 117.75 116.13 P-9 INLET 14 INLET 10 2.77 115.00 112.50 68.90 0.036286 18 inch 0.013 20.01 2.16 115.63 113.52 P-8 INLET 7 INLET 10 0.38 117.36 112.20 188.00 0.027447 18 inch 0.013 17.40 0.23 117.59 113.52 P-7 (NLET10 PIPE COLLAR 1 3.49 112.21 112.00 9.84 0.021336 18 inch 0.013 15.34 5.93 112.92 112.55 P-12 PIPE COLLAR 1 JUNCTION (EXIST) 3.49 112.00 106.89 385.50 0.013256 18 inch 0.013 12.09 2.60 112.71 107.95 Title: Olivenhain Road Widening h:\o01\omwdwp\021-00\calcs\drainage\system 2.stm Boyle Engineering Corporation 02/22/05 04:59:11 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA -1-203-755-1666 Project Engineer: Ryan Chance StormCAD v5.5 [5.5003] Page 1 of 1 Scenario: Base INLET 7 INLET 6 -0 CP PIPE COLLAR 2 >0 INLET 10 4 \A PIPE COLLAR 1 INLET 14 -0 g JNLET 13 (EXIST) / CO INLET 12 (EXIST) fSX/ST)^'%uNOTION (EXIST) p-2 Title: Otivenhain Road Widening h:\oOl\omwdwp\021-00\Calcs\drainage\system 2.stm Boyle Engineering Corporation 02/23/05 08:25:17 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 EXIST OUTLET Project Engineer: Ryan Chance StormCAD v5.5 [5.5003] Page 1 of 1 n Profile Scenario: Base n ft I I 4 ^ 106.63 ft P-n 18 inch Concrete = 0.012473 ft/ft ''"•o^'sss,,, ,s,„,, ^ 9.84 ft P-7 18 inch Concrete 0+00 1+0 0 2+0 0 S = 0.021 336 ft/ft 3+0 0 P-12 '''•'Ot 18 inch concrete ^ S = 0,013256 ft/ft 130.00 125.00 120.00 115.00 11 0 .00 Elevation (ft) 4+00 Station (ft) 5+0 0 6+0 0 P-1 (EXIST) ,05.00 7+00,47.64 ft 30 inch Concre.e'^°° e S = 0-006028 ft/ft ki . , Title: Olivenhain Road Widening h:\o01\omwdwp\021 -00\calcs\drainage\system 2.stm ii 02/22/05 04:57:37 PM Boyle Engineering Corporation Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06708 USA +1-203-755-1666 Pnaject Engineer: Ryan Chance StormCAD v5.5 [5.5003] Page 1 of 1 r Profile Scenario: Base I I I k i CO = • CO n N. ±« .See cn pj OCJ ==0..^ -'S >> >-i I 5w = = =ccto IT o 9— o <„o w ^ o -I cvj (vj —' CO - o ^ o + .. .. Q. « > > .i = X — —— o) — uu oiOiOi oos: 01 C^ 00 00 CO o CO I- + T! 7! 7; 3.. ^ « > > > >.i i -5M.S .££E CO UJ o d-Oo9 ^ COO <D m co.E(E CO 125.00 120.00 'fls.oo f, 0+00 Concrete 1+00 •'336/,/,, 2+00 3+0 0 P-12 '''•'Oft 18 inch Concrete ®^=0.0l3256 ft/f( 115.00 Eievation (ft) 110.00 4+0 0 Station (ft) 5+0 0 P-1 (EXIST) 6+00 147.64 ft 30 inch Concret^+°0 © S = 0,006028 ft/ft 105.00 8+0 0 ^ , Title: Olivenhain Road Widening h:\o01\omwdwp\021-00\calcs\drainage\system 2.stm 02/22/05 04:58:14 PM Boyle Engirteering Corporation I Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06708 USA +1-203-755-1666 Project Engineer: Ryan Chance StormCAD v5.5 [5.5003] Page 1 of 1 II il II II il fe^J ftj m.M il tl II ftl fti II II li II Ei II Profile Scenario: Base P r C/3 O ^ ,4: LU -1 to > E§ I- liJ oioa'Oro) ^ CO 00 CO CD Q CO O^ooo-cvjo I- +T^T^T^H^.. 00 c c£0 7. a §is>>>>.ii 67.26 ft 0-1-00 P-2 (EXIST) 24 inch Concrete S = 0.013530 ft/ft i_ ±^ 3 CO > E § P-1 (EXIST) 1-0^47.64 ft 30 inch Concrete @ S = 0.006028 ft/ft Station (ft) 115.00 110.00 Eievation (ft) 105.00 3-fOO Title: Olivenhain Road Widening h:\o01\omwdwp\021-00\calcs\drainage\system 2.stm Boyle Engineering Ck}rporation 02/22/05 04:58:39 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA -1-203-755-1666 Project Engineer: Ryan Chance StonmCAD v5.5 [5.5003] Page 1 of 1 il il li II fti ftl il II 11 ii II II ii il li li II II Profile Scenario: Base i 1 X 2o CO CM (M 00 CM ; OOJ OO .co; -I CO > E =; I a E 3 H CO CO CO 00 CO Q 00 Z**~ N CO N O o CO ^io > > > > E I H 5= LU o4^0 115.00 110.00 Elevation (ft) P-3 (EXIST) 41.01ft 24 inch Concrete <^'"^= 0.008047 ft/ft P-1 (EXIST) 105.00 1+00147.64 ft 30 Inch Concrete^-^°° @ S = 0.006028 ft/ft Station (ft) Title: Olivenhain Road Widening h:\o01\omwdwp\021-00\calcs\drainage\system 2.stm Boyle Engineering Corporation 02/22/05 04:58:58 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06708 USA +1-203-755-1666 Project Engineer: Ryan Chance StormCAD v5.5 [5.5003] Page 1 of 1 100 YEAR STORM ANALYSIS fti fti fti fti fti fti fti fti fti fti fti fti Scenario: Base llllilliliiiil Pipe Report Label Upstream Downstream Total Upstream Downstream Length iJonstructec Section Mannings Full Velocity Hydraulic Hydraulic Description Node Node System Invert Invert (ft) Slope Size n Capacity Out Grade Grade Flow Elevation Elevation (ftm) (cfs) (ft/s) Line In Line Out (cfs) (ft) (ft) (ft) (ft) P-1 PIPE COLLAR 1 OUTLET 76.31 110.55 109.00 52.00 0.029808 36 inch 0.013 115.15 14.70 113.28 111.07 P-10 INLET 4 INLET 3 (EXIST) 0.51 129.86 129.50 71.00 0.005070 18 inch 0.013 7.48 0.29 130.96 130.95 P-9 (EXIST) INLET 3 (EXIST) EXIST JUNCTION 18.32 129.50 124.00 129.00 0.042636 18 inch 0.013 21.69 10.37 130.95 125.54 P-8 EXIST JUNCTION JUNCTION 2 18.32 124.00 122.33 59.00 0.028305 24 inch 0.013 38.06 11.09 125.54 123.37 P-7 JUNCTION 2 JUNCTION 1 18.32 122.16 120.24 164.00 0.011707 24 inch 0.013 24.48 5.83 123.70 122.77 P-6 INLET 2 JUNCTION 1 5.56 126.95 126.79 8.00 0.020000 18 inch 0.013 14.85 6.39 127.86 127.53 P-9 J-2 INLET 1 (EXIST) 0.00 0.00 0.00 319.00 0.000000 12 inch 0.010 0.00 0.00 124.33 124.33 P-5 (EXIST) INLET 1 (EXIST) PIPE COLLAR 3 52.43 122.00 121.00 30.00 0.033333 30 inch 0.013 74.88 10.68 124.33 123.51 P-4 PIPE COLLAR 3 JUNCTION 1 52.43 121.00 120.46 41.00 0.013171 30 inch 0.013 47.07 11.01 123.51 122.79 P-3 JUNCTION 1 PIPE COLLAR 2 76.31 120.04 111.32 48.50 0.179794 36 Inch 0.013 282.80 25.13 122.77 112.65 P-2 PIPE COLLAR 2 PIPE COLLAR 1 76.31 111.32 110.55 25.80 0.029845 36 inch 0.013 115.22 13.68 114.05 112.76 Title: Olivenhain Road Widening h:\...\calcs\drainage\system 1 - lOOyear.stm 02/23/05 08:47:06 AM Boyle Engineering Corporation © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA -1-203-755-1666 Project Engineer: Ryan Chance StonnCAD v5.5 [5.5003] Page 1 of 1 Scenario: Base I J-2 P-9 INLET 1 (EXIST) CJl ] - I H 'r PIPE COLLAR 3 JUNCTION 1 CO d. CO . t\ INLET 2 / RPE COLLAR 2 'V PIPE COLLAR 1 P-7 EXIST JUNCTION 00 d. ^' P-9 i-: INLET 3 (EXIST) JUNCTION 2 INLET 4 OUTLET Title: Olivenhain Road Widening h:\o01\omwdwp\021-00\calcs\drainage\system 1 .stm 02/23/05 08:38:24 AM Boyle Engineering Corporation I Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 USA -(-1-203-755-1666 Project Engineer: Ryan Chance StormCAD v5.5 [5.5003] Page 1 of 1 Profile Scenario: Base I 5 2 > > .i i ^ S > > > > I I P k M 130.00 P-10 71.00ft 18 inch Concrete ® S = 0.005070 fVft 1SO.O0 Eievation (ft) 115.00 3+00 4-1-00 Inch p p, ° °^3845,^.„ 36 in,^ 5+00 105.00 6+00 Station (tt) ki Title: Olivenhain Road Widening h:\...\calcs\drainage\system 1 - lOOyear.stm ^ 02/23/05 08:43:30 AM Boyle Engineering Corporation Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA -<-1-203-755-1666 Project Engineer: Ryan Chance StormCAD v5.5 [5.5003] Page 1 of 1 Profile Scenario: Base 9\ *-> _1. M— M— *4— *^ CO^CDP*^'^ • -^cxir^ o^o ddcD '^'td O j!;; w c\j CVJ + 0J I- + =^ '.. 55 > > > >.i 3 I P o UJ*=OC\JO(N 135.00 30.00 li I f' k t 130.00 ^ ^ 125.00 120.00 Elevation (ft) 115.00 110.00 36 inch ki 0+00 1-HOO p-7 ''^^^S ft/ft @ " Concrete ^-0 029608 ft/ft 105.00 2-hOO ki Title: Olivenhain Road Widening h:\...\calcs\drainage\system 1 - lOOyear.stm 4J 02/23/05 08:44:41 AM Station (ft) Boyle Engineering Corporation Haestad Methods, inc. 37 Brookside Road Waterbury, CT 06708 USA -t-1-203-755-1666 Project Engineer: Ryan Chance StomiCAD v5.5 [5.5003] Page 1 of 1 n n n in ^ •^CM^CO =! ^ > .E D E Zd)£xS Profile Scenario: Base M— ^ cD-*c3>9i:s •^^^oji^o ^9 Z'^ddcd^ oo c c CO Q- 3« (0 > > > > U)EEE£X(n iki I 135.00 P-6 8.00 ft 18 inch Concrete S = 0.020000 ft/ft I n k J 130.00 125.00 120.00 Elevation (ft) 115.00 ki 110.00 O-HOO IH-OO 105.00 2-»-00 ki Title: Olivenhain Road Widening h:V..\calcs\drainage\system 1 - lOOyear.stm 02/23/05 08:45:16 AM Station (ft) Boyle Engineering O>rporation Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203-755-1666 Project Engineer: Ryan Chance StormCAD v5.5 [5.5003] Page 1 of 1 Scenario: Base Pipe Report Label Upstream NcKle Downstream Total Upstream Dovifhstream Length Donstructec Section Manning! Full Velocity Hydraulic Hydraulic Description Label Upstream NcKle Node System Invert Invert (ft) Slope Size n Capacity Out Grade Grade Upstream NcKle Node Flow (cfs) Elevation (ft) Elevation (ft) (ftm) (cfs) (ft/s) Line In (ft) Line Out (ft) P-2 (EXIST) INLET 12 (EXIST) JUNCTION (EXIST) 7.47 108.30 107.39 67.26 0.013530 24 inch 0.013 26.31 7.15 109.27 108.12 P-3 (EXIST) INLET 13 (EXIST) JUNCTION (EXIST) 2.51 108.22 107.89 41.01 0.008047 24 inch 0.013 20.29 4.39 108.77 108.36 P-1 (EXIST) JUNCTION (EXIST) EXIST OUTLET 15.24 106.89 106.00 147.64 0.006028 30 inch 0.013 31.84 6.42 108.21 107.22 P-11 INLET 6 PIPE COLLAR 2 3.59 118.50 117.17 106.63 0.012473 18 inch 0.013 11.73 5.83 119.22 117.74 P-10 PIPE COLLAR 2 INLET 14 3.59 117.17 115.00 78.74 0.027559 18 inch 0.013 17.44 2.23 117.89 116.28 P-9 INLET 14 INLET 10 4.17 115.00 112.50 68.90 0.036286 18 inch 0.013 20.01 2.77 115.78 113.69 P-8 INLET 7 INLET 10 0.58 117.36 112.20 188.00 0.027447 18 inch 0.013 17.40 0.33 117.64 113.69 P-7 INLET 10 PIPE COLLAR 1 5.26 112.21 112.00 9.84 0.021336 18 inch 0.013 15.34 6.52 113.09 112.70 P-12 PIPE COLLAR 1 JUNCTION (EXIST) 5.26 112.00 106.89 385.50 0.013256 18 inch 0.013 12.09 3.20 112.88 108.21 Title: Olivenhain Road Widening h:\...\calcs\drainage\system 2 - lOOyear.stm 02/22/05 04:52:45 PM Boyle Engineering Corporation © Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: Ryan Chance StormCAD v5.5 [5.5003] Page 1 of 1 • 1 B3 1 r'*3 :3 Scenario: Base INLET 7 INLET 6 CO PIPE COLLAR 2 ^4 INLET 10 PIPE COLLAR 1 INLET 14 INLI P-2 / ^ INLET 13 (EXIST) ; CO ET 12 (EXIST) -2 (EXIST) ^^^^^ JUNCTION (EXIST) Title: Olivenhain Road Widening h:\o01\omwdwp\021 -00\calcs\drainage\system 2.stm 02/22/05 04:39:03 PM ® Haestad Methods, Inc. Boyle Engineering Corporation 37 Brookside Road Waterbury, CT 06708 USA -»-1 -203-755-1666 i: EXIST OUTLET Project Engineer: Ryan Chance StormCAD v5.5 [5.5003] Page 1 of 1 rt Profile Scenario: Base r I I k i 130.00 P-n 18 inch Concrete S = 0.012473 ft/ft Elevation (ft) ^8 74 ft P-IO "'"^^ Concede""" 0 Ao-i .-_ P-9 S = 0 A, ^°"crete •°^^28s^t//, ' 9.84 ft • P-7 18 incti Concrete 0-fOO 1-HOO 2-t-OO e S = 0.021 336 ft/ft 3-HOO 4-HOO P-12 385.50 ft isinch Concrete e S == 0.-0-13256 ft/ft 5+00 6-fOO 110.00 p-1 (EXIST) 105.00 7-t-OO DA f, on , ^ 8-FOO 147.64 ft 30 incti Concrete © S = 0.006028 ft/ft Station (ft) ta ki u Title: Olivenhain Road Widening h:\...\cak:s\drainage\system 2 - lOOyear.stm 02/22/05 04:47:50 PM © Haestad Methods. Inc. Boyle Engineering Corporation 37 Brookside Road Waterbury. CT 06708 USA +1-203-755-1666 Project Engineer: Ryan Chance StormCAD v5.5 [5.5003] Page 1 of 1 I i n i . k i Profile Scenario: Base I I I Profile: Profile - 2 Scenario: Base to r lU O) 0)0) "O— O) m coco (D Q CO (Dh^ ^ o <o I- + T.Z'7. "S"" I- — — LU co£ir CO 125.00 120.00 '88.00 ft . '"""^ Con Crete 115.00 Elevation (ft) 110.00 9,84 ft O-t-OO 1-fOO 2-t-OO P-7 18 inch Concrete e S = 0.021 336 ft/ft 3+00 P-12 '"•'Of^ 18ir,ch Concrete « S = 0.013256 ft/ft ,,00 5+0 0 P-1_(EXIST). 30 inch © S = 0.006028 ft/ft 6+00 147.64 tt 30 inch ConcretV*'^ 105.00 8+00 Station (ft) ki ki ii Title: Olivenhain Road Widening ! h:\...\catcs\drainage\system 2 - lOOyear.stm 02/22/05 04:48:43 PM U Boyle Engineering Corporation Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA -H-203-755-1666 Project Engineer: Ryan Chance StormCAD v5.5 [5.5003] Page 1 of 1 II il II II Wi M il II il i i K i Profile Scenario: Base ililtllllllit P w X CMg -I (c > E § o ^ 6 mod w2 ^ coco CO CD o °^ Z*^NCDNOO CO QNOOO^CMO 3is>>>>.ii p-2 (EXIST) @ 3 = 0.013530 fVft I- ^ V (0 > E g p-1 (EXIST) 1-1-00 147.64 ft 30 Inch ConcretS"^°° @ S =r 0.006028 ft/ft Station (ft) 115.00 110.00 Elevation (ft) 105.00 3-t-OO Title: Olivenhain Road Widening h:\...\calcs\drainage\system 2 - lOOyear.stm 02/22/05 04:49:19 PM Boyle Engineering Corporation © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA -t-1-203-755-1666 Project Engineer: Ryan Chance StormCAD v5.5 [5.5003] Page 1 of 1 ii il il II il IJ li il il i J 11 Profile Scenario: Base i I i I I 1 I 1 I i I I i X ^. III*-CO (N . CM co2 CO > E § P (0 X LU ,cocc)oqcDo^ N CO O to g^ooo CM H + 3^ .. QO c c cn 9-^ • • c E nS>>>>.i§ p-3 (EXIST) 41.01 ft 24 Inch Concrete =^.008047 ft/ft H 111 o o XiS>|3 LUCO^DCCO 115.00 110.00 Elevation (ft) P-l (EXIST) 00 1 +00147.64 ft 30 inch Concrete^''^^ @ S = 0.006028 fVft Station (ft) Title: Olivenhain Road Widening h:\...\calcs\drainage\system 2 - lOOyear.stm 02/22/05 04:49:42 PM Boyle Engineering Corporation © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA -f1-203-755-1666 Project Engineer: Ryan Chance StormCAD v5.5 [5.5003] Page 1 of 1 n n ki I I r 1 1 +A% +2% :XIST1NG 0 -2% -4% 131,51' 100.00' RIGHT PAVEMENT SUPERELEVATION DIAGRAM (FOR INFORMATION ONLY) +4% +2X 0 -2% -4X o + -137- -133- o CENTERIINE DATA NQ, I OR BEARING RAOPUS LENGTH REMARKS 1 N 87-29'55' E -633,83' ------ LOS PINOS aRCX£ • CURB DATA 33+00 OLIVENHAIN ROAD 34400 NO, A OR SEARING RADIUS LENGTH REMARKS 33+00 OLIVENHAIN ROAD 34400 1 N e7-29'55" E -33o.ar 6" TYPE "G" C 4 G • 33+00 OLIVENHAIN ROAD 34400 1 N e7-29'55" E -33o.ar 6" TYPE "G" C 4 G • — j — —^ \ — 1— — 1 — 1— ----- — j — —^ ' IF CROSS SLOPE OF ROAD IS GREATER THAN O.OS SLOPE OF CUTTER SHALL MATCH CROSS SLOPE OF ROAD (SEE PLANS FDR LOCATION OF GUTTER SLOPE TRANSITION), DISPOSITION NOTES: PROTECT IN PLACE A ADJUST TO GfiADE Br OTHERS A RELOCATE BY OTHERS A ADJUST TO GRADE A TO BE mnOVED A RELOCATE 7807 CONVOY COURT. SUITE 200 SAN DIEGO, CA 92111 (85B)268-8D80 DHG H \aat\m>dwp\a21-l»\Cacl\F>Ianicl\«l (H - olm rd p A p dog JSOi' rnrocco DAlE Feb 2i. 2005 i blpm >R£rs Wsliood OllwinGin Rood SE OLW Profl« Curb i CL OCm Prolln Curb i a. buiiopo bordo Bofdcrjogo O CENTERLINE DATA NO, & OR SEARING RADIUS LENGTH REMARKS t N 67-29'55" E -79.45' - 2 fl = 38'41'54' 1200.00" 810.49' - ----- • CURB DATA NO, OR BEARING RADIUS LENGTH REMARKS 1 N a7'29'55' E -4,82' 6" rypE "G" C ft G • 2 b ' 33'46'23' 1246.00' 734.45' 6" TYPE "G" C ft G • 3 N 52'36'10" E -B.09" 6" TYPE "G" C ft G • 4 fi - 09Wie" 1480,00" 23Z.61 6" TYPE ""G" C ft G • IF CROSS SLOPE OF OUVENHAIN ROAD IS GREATER THAN O.OX SLOPE OF GUTTER TO MATCH CROSS SLOPE OF OLIVENHAIN ROAD. (SEE PLANS FOR LOCATION OF GUTTER SLOPE TRANSITION). DISPOSITION NOTES: A PROTECT IN PLACE A ADJUST TO GRADE 8Y OTHERS A RELOCATE BY OTHERS A ADJUST TO GRADE A TO « REMOVED ALLOCATE CITY OF CARLSBAD ENGINEERING DEPARTMENT SHEETS 53 ROADWAY IMPROVEMENT PLAN AND PROOLE FOR THE: WIDENING OF OLIVENHAIN ROAD & RANCHO SANTA FE ROAD STA 40+10.06 to 49+50.00 APPROVED: WILLIAM E. PLUMMER 7307 CONVOY COURT. SUITE 200 SAN DIEGO, CA 92111 (858)266-8080 28176 EXP' 03/31/06 DEPUTY CITY ENGINEER DATE WAD -MH— PROJECT NO. 3860-1 DRAWING NO. 399-1 • DM: H \0ai\»nwdi<p\02l-Da\Cail\fl<in»l\iht 05 - alvn rd p A p d>« USER rrrocco DAIE Feb 23, 2005 3 5lpiTi XRETS tKBlrood Oliwnnan Road S aw ProMes Curb i CL OLW PrgUn Curb & a bosllwo b<")" buntvJOQO ! n \ ii n I n y 50.00" 100.00" 150.00" y I 1^ +2X 0 -2X -126- ^-^^^ I —122— in <7> -128- -124- -128- TC RT -124- RIGHT PAVEMENT +2.0% AXIS OF ROTATION « ( RANCHO SANTA FE ROAO 115.10" TRANS SE TO MATCH EXISTING RIGHT PAVEMENT -2.0X +2% 0 -2% SUPER ELEVATION DIAGRAM (FOR INFORMATION ONLY) -126- TC LT -122- -126- -122- • CURB DATA • CURB DATA NO, A OR BEARING RADIUS LENGTH REMARKS NO. A OR BEARING RADIUS LENGTH REMARKS 1 fi . 04"22'23" 1480.00" 112,96' S" TYPE 'G" C ft G • 5 A • 04-01'42" 1770.00" 124.44" 6" TYPE "G" C * G 2 N 38'23'OB' E -72.98' 8" MOD. MED. CURB W/GUTTER* 6 fi - 08-5r28" 1545.00" 238.85 6" TYPE "G" C 4 G 3 N 38-23'08' E -218,35' 6' TYPE "G" C ft G 7 H 3B'23'0e" E -593,70' 6" TYPE "G" C 4 G 4 h = 04-03'08' 1840.83' 130-19' 6' TYPE 'G" C ft G 8 fl - B3'24'2t' 30.00' 4367' 6" Tn>E "G" C ft G O CENTERLINE DATA NO, d OR BEARING RADIUS LENGTH REMARKS 1 fi = 08T)r40-1200.00' 168.13" -2 N 38-23'OB' E -684.73' -3 fl = O9MO'O0" 1500.00' 239.98' - 7807 CONVOY COURT, SUITE 200 SAN DIEGO, CA 921 1 1 (858)268-8080 DISPOSITION NOTES: A PROTECT IN PLACE A ADJUST TO GRADE BY OTHERS A RELOCATE BY OTHERS A ADJUST TO GRADE A TO BE REMO«£D A RELOCATE IF CROSS SLOPE OF ROAO IS GREATER THAN 0,0X SLOPE OF GUTTER SHAU MATCH CROSS SLOPE OF ROAO (SEE PLANS FOR LOCATION OF GUTTER SLOPE TRANSITION). A BACK OF SIDEWALK DATA RADIUS 800.00" 87.81' ENGiNEEH or »rafiK REVISION DESCRIPTION OTHER APPROVAL OTY APPROVAL CITY OF CARLSBAD ENGINEERING DEPARTMENT SHEETS S3 ROADWAY IMPROVEHE>IT PLAN AND PROHLE FOR THE: WIDENING OF OLIVENHAIN ROAD & RANCHO SATfTAFE ROAD STA 49+50.00 to 60+17.78 APPROVED; WLLIAM E. PLUMMER PE: 28176 EXP: 03/31/06 DEPUTY CITY ENGINEER DATF DWN BY: CHKO BV: MJW RVWD BY: - PROJECT NO. 3860-1 DRAWING NO. 399-1 0«C- H \O0l\Qm«l.p\02l-00\Cod\Plo"5(l\Wi( 06 - Wyn rd 0 * (. d-9 USER: mrocco OATE Ffb 2J. 2005 3:5lprr XREFS btslrood aimhon Rood SE OLW Profiln Curb » Cl Oim Prolin Clirb iL a bdiltopo RSF Prol4l« Curb * CL RSf Proti« C«B & O. bordef bofdHjo^o i i n ki I I 1 -124- i -122-< -120—' S + 170,00' VC PV1 STA = 6+68.90 PV1 ELEV - 120.64 G1 - -0.17!S 5-hOO 6-hOO 7+00 ^16- NORTHEAST CURB RETURN (OUTSIDE CURB) <4> H0«2: r - 40' VERT: r » 4' -124- -122- -120- -124- -120- 6-1-00 7-f-OO -120- -118- -116- NORTMEAST CURB RETURN (INSIDE CURB) <3> HORIZ: r - 40' VERT: r - 4' O CENTERLINE DATA ND, fl OR BEARING RADIUS tENGTH REMARKS 1 A- 04'27'09" 300.00" 23.31' - 2 N 5I"36'52" W -23.6V - 3 fi= ai-st'ir 675,00" 375.26' - 4 N 19'44'i5' W -313-82' - SOUTHEAST CURB RETURN <D HORIZ: r - 20' VDTT: r - 2" 0-1-30 0-1-60 PRORLE SCALES HORIZ: r - 40' raiT: I" - 4' NORTHEAST CURB RETURN<2> HORIZ: r - 20" VERT: r - 2* • CURB DATA NO. fi OR BEARING RADIUS LENGTH REMARKS 1 A * 96n9'05' 45.00' 75.65" 6' TYPE 'G- C * G 2 A = 2ff20'2B' 641.00" 227,57' 6" TYPE "G" C 4 G 3 H l9-44"35" W -52,74' 6" TYPE "G" C 4 G 4 A • t0714'2B" 35-00" 65,51' 6" TYPE 'G' C 4 G 5 A = 72'45'32' 35-00" 44 45" 6" TYPE "G" C 4 G 6 M 19-09"25" W -52.24" 6" TYPE "G" C 4 G 7 A " 02"24'3t' 800.00" 33,63" 6" TYPE "G" C * G 8 N 21"33'56' W -219,32' 6' TYPE -G' C 4 G 9 N 22'42"51" W -72 70' 6- TYPE -G" C A G 10 A - 61W59" 203.00" 216,48 6" TYPE "C" C 4 G 11 A = 11 WIS' 667.00' 128,69" MOD MEDIAN CURB W/GUTIER 13 A = ss'ao'ao-25.00' 36,44' MOD MEDIAN CURB W/GUTIER 13 A - 32*49"53" 221-Off 126.64' MEDIAN CURB 14 A - N22'42"5rw -6258" MEDIAN CURB 15 A - 16a-38"43" 4.00' 11.77" MEDIAN CURB 16 A = 15r43'55-4.0C' 10.54' MEDIAN CURB CAUTION - 4' HIGH PRESSURE GAS SDGE STANDBY REO'D CALL 1-800-227-2600 4B HRS BEFORE EXCAVATING eniarwgwrio cowffflww'Tiion 7807 COWOY COURT, SUITE 200 SAN DIEGO. CA 9211 1 (858)268--8080 RANCHO SANTA FE ROAD 16+00 DISPOSITION NOTES: JA PROTECT IN PLACE A ADJUST TO GRADE BY OTHERS A RELOCATE BY OTHERS A ADJUST TO GRADE A TO BE REMOVED A RELOCATE • ~R ft/VF ' -FUTURE RECYCLED WATER -TRAFnC-SIGNAL MAINTENANCE EASEMENT ENGINEER OF HOAK REVISION DESCRIPTION OTHER APPROWL SHEET 7 CITY OF CARLSBAD ENGINEERING DEPARTMENT SHEETS 53 ROADWAY IMPROVEMENT PLAN AND PROFILE FOR TWE: WIDENING OF OLIVENHAIN ROAD & RANCHO SANTA FE ROAD STA 9+65-31 lo 14+87,17 APPROVED WILLIAM E. PLUMMER PE: 28176 EXP 03/31/06 DEPUTY OTr ENGINEER OATE OWN BY: CHKD BY: RVWD BY "WAIT PROJECT NO. 3860-1 DRAWING NO. 399-1 H:\001 \ij<ni«Jwp\02l-M)\C(K(yi<irutl\iiil 07 - ril rd p * pihg USER, nwc OATE. F<b 23. !0OS 3 Slpir XREFS: iMslromJ RSF Protles Curl ft a Soirth RST Prodts Curt * a Smlh RST fTotitej Cutt CL SouOi O-VK Cult Relim Protdts bmllopo RSF ProHt! Cu* Rtlixn South RSf PiaUts Curt Reljm South OLVN Curb Return Proliits ijotijtr tor*rjogo * RECYCI.EO "»IER n i i I I -120- M15- -105- CAUTION - - 4" HIGH PRESSURE GAS SKE STANOB'f REO'D -CALL-1-800-227-2600- --48 HRS BEFORE EXCAVATING STA 40+45 STA 54+74 7807 CONVOY COURT, SUITE 200 SAN DIEGO. CA 92111 (558)268-8080 PROFILE SCALES HORE: r - 20* VERT: r - 4' "AS BUILf EXP. REVIEWED BY: EHCINEEH Of WORK REVISION DESCRIPTION OTHER APPROVAL Cirr APMtOVAL SHEET CITY OF CARLSBAD ENGINEERING DEPARTMENT SHEETS S3 STORM DRAIN PROFILES FOR TWE: WIDENING OF aiVENHAIN ROAD & RANCHO SANTA FE ROAD APPROVED: WILLIAM E. PLUMMER PE: 2BI76 EXP: 03/31/06 DEPUTY QTY ENGINEER DATE nwu RV- HATT CHKD BY ti-IW RVW) BT: - PROJECT NO, 3860-1 DRAWING NO. 399-1 DWG M \001\om«ie»p\021-llO\C<Hl\fllinset\llll 14 - siB.irq USOI mrgcco DATE Fet 22. 2005 ^.Slptn IRETS botiler prsl t<inMrJc^ Onwioge ProfilH CAUTION - 4" HIGH PRESSURE GAS SDGE STANDBY REO'D CALL 1-800-227-2600 46 HRS BEFORE EXCAVATING -125- -120- -115- -125- -120- EXISTING 18" RCP —•^15_ -110- -120- -110- 7807 CONVOY COURT, SUITE 200 SAN DIEGO, CA 92111 (858)268-8080 smm+ei PRORLE SCALES HORIZ: r - 20" VERT: r = 4' •'AS BUILT' ENGINEER Of WORK REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL SHEET 15 CITY OF CARLSBAD ENGINEERING DEPARTMENT SHEETS 53 STORM DRAIN PROFILES FOR THE: WIDENING OF OLIVENHAIN ROAD & RANCHO SANTA FE ROAD APPROVED: WLLIAM E, PLUMMER PE 2S176 EXP: 03/31/06 DEPUTY CITY ENGINEER OATE nwH BY- CHKD BY: MJW RWff) BY: ^ PROJECT NO. 3860-1 DRAWING NO. 399-1 0«e H \001\om«*ip\02l-00\Cod\PlonMt\WI 15 - sdpd.9 USER mrocco OATE: Fet 2J. 2005 3 Slpni XREFS tjorifcr ofof lrail«_to9o Dnwogt Profiles II I i II ftlllilillliillllii i I I I I I i i I i 5 6 7 8 9 10 15 20 30 40 SO 1 Minutes Duration 3 4 5 6 Hours Directions for Appiication: (1) From precipitation maps determine 6 hr and 24 hr amounts for the selected frequency. These maps are included in the County Hydrology Manual (10.50, and 100 yr maps included 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. Application Form: (a) Selected frequency year (b) P6= in.,P24 = (c) Adjusted Pgt^) = (d) tjj = min. (e) I = in./hr. Note: This chart replaces the Intensity-Duration-Frequency curves used since 1965. 'P 24 in. P6 1 1.5 2 2S 3 3.5 4 4.5 5 5.5 6 Ouraticm 1 1 1 1 1 1 1 1 1 I 1 5 2.63 3.95 557 6.59 7.90 9.22 10.54 11.86 13.17 14.49 15.61 7 2.12 3.18 4.24 5.30 6.36 7.42 8.46 9.54 10.60 11.66 12.72 10 1.68 2.53 3.37 4.21 5.05 5.90 6.74 7.58 8.42 9.27 10,11 15 1.30 1.95 2.69 3.24 aso 4.S4 5.19 5.84 6.49 7.13 7.78 20 1.08 1.62 2.15 2.69 3.23 3.77 4.31 4.86 5.30 5.93 6.46 25 0.93 1.40 1.87 2.33 2.80 3.27 3.73 4.20 4.67 5.13 5.60 30 0.83 1.24 1.66 2.07 2J49 2.90 3.32 3.73 4.15 4.56 4.98 40 0.69 1.03 1.38 1.72 2.07 2.41 2.76 3.10 3.45 3.79 4.13 50 0.60 aoo 1.19 1.« 1.79 2.09 2.39 2.69 2.98 3.28 3.58 60 0.53 0.80 1.06 1.33 1.59 1.66 2.12 ^39 2.65 2.92 3.16 9G 0.41 0.61 0.82 1.02 1.23 1.43 1.63 1.84 2.04 2.25 2.45 120 0.34 0.51 0.66 0.85 1.02 1.19 1.36 1.53 1.70 1.87 2.04 ISO 0.29 0.44 0.^ 0.73 0.88 1.03 1.18 1.32 1.47 1.62 1.76 180 0.26 0.39 0.52 0.65 0.7S 0.S1 1.04 1.1B 1.31 1.44 1.57 240 0.22 0.33 0.43 0.54 0.65 0.76 0.87 0.96 1.08 1.19 1.30 300 0.19 0.^ 0.3S 0.47 0.56 0.66 0,75 0.85 0.94 1.03 1.13 360 0.17 0.25 0.33 0.42 0.S0 0.58 0.67 0.75 0.84 0.92 1.00 FIGURE Intensity-Duration Design Ciiart - Template HazMat/County Hydrogeology ManuaI/lnt_Dur oisign Chart.FH8 EXAMPLE: Given: Watercourse Distance (D) = 250 Feet Slope (s) = 0.5% Runoff Coeffident (0) = 0.70 Overland Flow Time (T) = 14.3 Minutes SOURCE: Airport Drainage, Federal Awation Administration, 1965 J 1.6 (I.I-C)VD" FIGURE Rational Formula - Overland Time of Flow Nomograph HazMat/County Hydrogeology Manual/Overland Flow.FHS 2% Concrete Gutter RESIDENTIAL STREET ONE SIDE ONLY 1 2 3 456789 10 Discharge (C.F.S.) EXAMPLE: Given: Q = 10 S = 2.S% Chart gives: Depth = 0.4, Velocity " 4.4 f.p.s. SOURCE: San Diego County Department of Special District Sen/Ices Design Manual FIGURE Gutter and Roadway Discharge - Velocity Chart HazMat/County Hydrogeology Manual/Gutter Dlscharga^Velocity.FHB i 11 II II 11 ftJ tJ il II II il ii II II li tl il 33.3^ Orange 32*45" 32'30' County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event - 6 Hours Isopluvial (inches) DPW c^^To ^GIS SanGIS Wi: Hav.^ Sjn D\i^. ( j,vtn.-J! 0|M*Tm DfJUfcLlb-i THUUV q PROMDSl WmiOUT WAHbVfTY OF AtfV lOND. f ITHER EKPWO OR uiei, iHCLUDHa r^rr HOT EjiiTCd 19,'TIC uvei WW^^ 3 0 3 Miles till iiiiiiiiiiiiiiiiiiitii I I I I 1 I j i .^n. Orange 33°30 33'1S 33-00' 32°A5 32*30' 32*30' County of San Diego Hydrology Manual Rainfall Isopluvials 10 Year RainfaU Event - 6 Hours Isopluvial (inches) DPW GIS SanGIS :fi^v4>*-£jD^,iu^ain^ Have Sar V}ii:^o C]<tvCTt<l! at truoi. Kumo, n/rHor LB<TH)TO.THE ims MjunHiriEa OF HCROWirwnV MB FTTHEM FOA A MTICUM IVrOU. TIM piflAM ifi^F w«|n MijnW** hn III VMM ••'•tnHiPi efflM. Th*pfBMIW*|iiMMtMniw<|^nW4iWfiMB«».wp.naiK^a«i MniiiMHJnr«n>MbTT>iMfcJ^il^ 3 0 3 Miles 8 EneinEERine canpoRfiTian (PFN). Job No r/y^^y i^x/^r: F//'^^ By xfe_Da(ei5i^/^ Chk By. .Date. UA/E 11- <f O'^E ^ LI N E 1. — P PE W FT 2 R( If ) P r 2. o '/. / TTf --2--If 1i; 3 < ? r — /-/ zs ) — 7. 7 ? K -/) ff •p. 5 }^ M \ \^ Fy*\ HI r 3. >) ( ) w 1-\— V / Q 1 ' c r V BOB L 1^ z f 'ip -Ph f 7 A Aid SL £ 2 .o 7. -> / ) = r 'I. =-TT /) — 7i 2 2 'a ) = L 71 •f ( -tL K -/4 /-I -— 0. 1 7 -p-/) f \ 7 1 1 — ' \ .1 ){ Tl ) ,/. o 2. c 2 - : /5 • < I B II D B n D B fl it ki B B n L y Li L y B / Z7' Kcf-