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Home My WebLink AboutCT 14-11; CARLSBAD BOAT CLUB & RESORT; DRAINAGE STUDY; 2006-12-31CARLSBAD BOAT CLUB DRAINAGE STUDY ~0~~ C-2-~-oG RcibertD.Dentino RCE #45629 Exp. 12/31/06 EXCEL ENGINEERING 440 State Place Escondido, CA 92029 (760) 745-8118 DEC 1 9 2014 ... ... .. ... ,... ... TABLE OF CONTENTS Summary ............................................................................................................................... . Vicinity Map ......................................................................................................................... . 1 2 1111 APPENDICES .. San Diego County Isopluvial Chart 100-Year, 6-Hour ................................................... A ,. 111 Tables and Charts for run-off coefficients and times of concentration ................................. B ... On-site Detention Calculations .............................................................................. C .. ... ,.. --.. -.. - - ,. -... ... --... .. ... ... Existing Condition Hydro logic Calculations for the 100-Year Storm Event ............................... D Developed Condition Hydro logic Calculations for the 100-Y ear Storm Event ........................... E Hydraulic Calculations .................................................................................................................. F 85th Percentile Calculations ........................................................................................................... G Hydrology Map .......................................................................................... Pocket ... .. .. ... -.. .. JIii ... ... ... ... ,.. ... ... .. -... -.. JIii .. .. .. ... HYDROLOGY Summary This 1.02-acre project (APN 206-200.06) is located on the south side of Adams Street, east of the intersection with Highland Drive in the City of Carlsbad. Topographically the site slopes to the south towards the Agua Hedionda Lagoon. Very little runoff enters the site from the adjacent property to the west. Existing Condition This project is adjacent and north of the Agua Hedionda Lagoon, which serves a final repository of an enormous drainage basin that serves parts San Diego North County, including Carlsbad and San Marcos. The final step after the Agua Hedionda Lagoon is the Pacific Ocean . The current site is approximately 57% impervious. Using table 3-1, in Appendix B, a prorated C value of 0.67 is obtained for soil type D and an impervious percentage of 57% . The current storm waters are partly absorbed onsite and the remainder flow southerly towards the Agua Hedionda Lagoon. There currently exists a large residential structure that serves as the Boat Club's meeting and administrative facilities. The parcel is lightly vegetated and a large portion of the site is paved with very weathered asphalt. There are no storm drain facilities on-site and the run-off from storm events sheet flows into the beach at the south end of the property and into the Lagoon. The current site generates approximately 3 .94 cfs in a 100-year storm event. Developed Condition The existing residence/boat dub structure is to be removed. fu its place will be a new 3 story boat club and time share with under ground parking for vehicles and small boats: Three floors will be visible from the Lagoon and only one floor will be visible from Adams Street. The site will be accessed from Adams Street via a driveway, which starts out at 5% and at its steepest point reaches 19%. The proposed site is approximately 63% impervious. Using table 3-1, in Appendix B, a prorated C value of0.70 is obtained for soil type D and an impervious percentage of 63%. The runoff generated by a 100-year storm event has been calculated to be approximately 4.25 cfs, an increase of .31 cfs. This runoff will be collected in an on-site storm drain system and allowed to infiltrate and to settle debris & hydrocarbons before discharging into the Agua Hedionda Lagoon. Additionally the project will be detaining the additional 0.31 cfs, generated by the new development, before treating it and discharging into the Agua Hedionda Lagoon Watershed • The watersheds were analyzed using the 2003 San Diego County Hydrology Manual. .. 1111111 - 111111 .. ... ... -,,,,. .. .. .. .. ... .. .. .. ,,,. ... ,,,. ... JIii .. ... .. .. .. ... ... .. 1111111 Pre-Development Pre-development Condition, as described in the Hydrology Calculations, is 0.90 acres and contributes 3.94 cfs (100-year) in pre-development conditions. This runoff drains directly to the Agua Hedionda Lagoon Post-Development Area "A" (Hydrology Map, Pre-development Conditions), as described in the Hydrology Calculations, is 0.13 acres and contributes 0.58 cfs (100-year) in post-developed conditions. This runoff drains directly to the proposed curb inlet located on the west side of the driveway . Area "B", as described in the Hydrology Calculations, is .08 acres and contributes 0.38 cfs (100- year) in the post-developed condition. This runoff drains directly to the proposed curb inlet located on the east side of the driveway . Area "C" is .11 acres and contributes .35 cfs (100-year) in the post-developed condition. This runoff drains directly to the proposed curb inlet located at the end of the driveway. Area "D" is .18 acres and contributes 0.83 cfs (100-year) in the post-developed condition. This runoff is flow southerly along the east property line and onto and into the Agua Hedionda Lagoon. This runoff passes through pedestrian concrete walkways and boat ramp area. Subsequently no hydrocarbons or pollution is picked up in its flow. Area "E" is .11 acres and contributes 0.48 cfs (100-year) in the post-developed condition. This will across the club house patio area and onto the beach. More than 50% of the square footage of area "E" is the beach it's self. This area contributes the least to any possible poliution of the Agua Hedionda Lagoon. Area "F" is 0.29 acres and contributes 1.65 cfs (100-year) in the post-developed condition. This runoff will flow to roof drains and to the storm drain system located in the driveway on the west side of the project. Tiris water then confluences with the runoff from areas "A", "B" and "C" and will be processed through a detention facility before any discharge into the Agua Hedionda Lagoon . All runoff from this project will ultimately proceed southerly and into the Agua Hedionda Lagoon. According to the 1998 303d list published by the San Diego Regional Water Quality Control Board, the Agua Hedionda Lagoon is an "impaired water body". Pre-and post- construction BMPs are mentioned in the Water Quality Technical Report for this project and will be detailed in the project's future SWPPP . 2 VICINITY MAP Not to Scale 3 ... .. ,.. 11111" ... .. .. ,. .. .. ... -,,. ,... --.. .. ,... --.. ... .. ... .. .. APPENDIX A County of San Diego 2003 Isopluvials 100-Y ear Rainfall Event -6 Hour & 24 Hour r, ;: I'- V !'-""• ~ ,.. lb.I, "I\ i:: -..i-, ~ ... ti ,,..._ I, ~ ~ ~. -,... ~ ),,. if- ll Jr ·t.. " JC: n i.. Ii" ..... II, ,, I ' V N -1.,r,• .. ft) ~ I\ 1• ·:i, t,, \J -•·"'.•- ~ IS '.J'l.1.J ~ ~ 1 .J't "i: l' .!.·•""' LI r-, r, -~, County of San Diego Hydrology Manual Rainfall Isopluvia/s 100 Year Rainfall Event -6 Houn lsoplwlal ~nches) ] DPW -CCIS ~ S1tiGIS -----~W,.,o,,ia 0.,.,,.,.-Alurot""'-,-,_ We r ..n: Si., :Ji:w., < ~r:c! N Tt9...,.■l'fllOWlB)wmoJTWl,IIIIW,ff'f'ClfNff-.C>.SM!JllllPIWN ~ .. _........._.,,""'...,..,., ____ _ 3 0 ~ Clf ~-.mNIO l'fflCUJOII.A''••lllllCU.NI ~ CGflonllll....._,...,.,__.,_ n.,......,. ................. UNOA,8,_._. E ....,..,_.,..._.,..,..........,..,. _,....... .. ~ -................................ ,...... .. ...,........,_.,,__ ....... ...... 3 MIies ~ 15 fqflQt: ~ P. ;r; ,, f"'I !'Iii,; I~ ., \t-: •,v.~ f: t; 4 •1• j •• J;j ll u LI ~ 1 ... , .... .;, i.. IC m d'> ~ ~ ~ i,l y ~ l,,., ., •• i.;1·_•!.J~l'!I. ·1-, In . P'l'·I.I:, .. , -\.:: ..... •r·, ... ·i2 ·Ill. I" -~ I, r I, 'Gf.._.,. •t•.r• I, t, i;, -..J 1-. ' , •. r, l~l' ~ -·1; '•H·· : r, !1 •. f•. •1•.J\ ·P ]0--1, I t,,,t· I I :1 I•, ITT l T ,'lll f.l lYl 111' I I I I I -.I \I •J • A 1 "'-•, I h Il .W.·J 1!'l _H~ 1..l'J-1.1 HJ, l'iii -.. l't "~ l'tf • ' J j I . ' ... ' 1 i1'i'T·~ I ' • I '· n, :,, 7. 1':1 •. ,• ii 11 -. ,- .. •. , .. ' .-l.-:T, •I ~ llil l,'I .. -. Ill 1"1"1 .-T.;t1!rt--· :;--~~.• -. ..l',t= P:/:1 11..i• • ·r --· l!s!I·· ;p.r• .,l"" ._, J' ., ...... !-. I; • .. \ " I LJ,-1••· . ' .. ·' . .. '\ . : ~ l'f 1\1 I I I I 11 I, '• ... I ~11111 1 l!l \ .. '• ·. II I N l .. ~J'<'. illtf N"N -~~I"-'Ai• 1'1/-:i I 1(1 ',f ~-I l : , : . ' .· ' ,._.1 ~-I ',I I ;r_ . : I_ " ' .,, ,,-,. ' t l -f I I J I 1 I \l I I ',I J- County of San Diego Hydrology Manual Rainfa/l lsop/wials 100 Year Rainfall Event -24 Hours lsoplwlal (Inches) DPW -c:GIS _._..,Nat"._ __,.,,.. ... ,.,_..,~ ... ~ S1.fiGIS We t-::a.~~ :)i--\9-1{:.-. .. u:c.! ... ' I. ' -l I l·'I :t . I, • ' 'I i I I 1111 I I I -H ➔-H-H-H I I I "" 11 ltH 1111111 Iii I I I I II I I I I I I IJI I I I lllffllffliffffflR 11 I 11 IHIITl 11111111 Iii I I I I Ill I I I I I Iii I I I I ltttl+1H + ~~~~ ], 3 D 3 Miles e I ,.. ... ,.. .. ... .. .. .. ,.,. .. ,.,. .. ... ... ... - -.. ,,. .. .. .. .. ... -.. ... ... .. - APPENDIXB Tables and Charts for run-off coefficients and times of concentration 11 r1 fl 11 I 1 r I f 1 San Diego County Hydrology Manual Date: June 2003 ' 1 II fl fl 1111 Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS fl 11 fl fl fl fl Section: Page: 3 6 of26 Land Use I Runoff Coefficient "C" Soil T~e NRCS Elements Coun Elements ¾IMPER. A B C D Undisturbed Natural Terrain (Natural) Permanent Open Space 0* 0.20 0.25 0.30 0.35 Low Density Residential (LDR) Residential, 1.0 DU/A or less 10 0.27 0.32 0.36 0.41 Low Density Residential (I.DR) Residential, 2.0 DU/Aor less 20 0.34 0.38 0.42 0.46 Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 0.45 0.49 Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 0.48 0.52 Medium Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51 0.54 0.57 Medium Density Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 0.54 0.57 0.60 Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 o.58. 0.60 0.63 High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 0.69 0.71 High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 0.78 0.79 CommerciaVIndustrial (N. Com) Neighborhood Commercial 80 0.76 0.77 0.78 0.79 CommerciaVIndustrial (G. Com) General Commercial 85 0.80 0.80 0.81 0.82 · CommerciaVIndustrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84 0.84 0.85 CommerciaVIndustrial (Limited I.) Limited Industrial 90 0.83 0.84 0.84 0.85 CommerciaVIndustrial (General I.) General Industrial 95 0.87 0.87 0.87 0.87 *The values associated with 0% impervious may be used.fqr direct calculation of the runoff coefficient as described in Section 3.1.2 (representing the pervious runoff coefficient, Cp, for the soil type}, or for areas that will remain undisturbed in perpetuity. Justificatioq must be given that the area will remain natural forever (e.g., the area is located in Cleveland National Forest). · DU/A= dwelling units per acre NRCS = National Resources Conservation Service 3-6 ... ... ,.. ... ... ... .. ,,. -.. -.. .. ,.. ,,,. ... ,.. .. ... ... ... ... .. .. .. ... -.. ... ... .. .. San Diego County Hydrology Manual Date: June 2003 Section: Page: 3 12 of26 Note that the Initial Time of Concentration should be reflective of the general land-use at the upstream end of a drainage basin. A single lot with an area of two or less acres does not have a significant effect where the drainage basin area is 20 to 600 acres . Table 3-2 provides limits of the length (Maximum Length (LM)) of sheet flow to be used in hydrology studies. Initial Ti values based on average C values for the Land Use Element are also included. These values can be used in planning and design applications as described below. Exceptions may be approved by the "Regulating Agency" when submitted with a detailed study . Table 3-2 MAXIMUM OVERLAND FLOW LENGTH (LM) & INITIAL TIME OF CONCENTRATION (T1) Element* DU/ .5% 1% 2% 3% 5% 10% Acre LM Ti LM Ti LM Ti LM Ti LM Ti LM Ti Natural 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 100 6.9 LDR 1 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 100 6.4 LDR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8 LDR 2.9 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 100 5.6 MOR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3 MDR 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 100 4.8 MOR 10.9 50 8.7 65 7.9 80 6.9 90 6.4 100 5.7 100 4.5 MOR 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 5.4 100 4.3 HDR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 4.3 100 3.5 HOR 43 50 5.3 65 4.7 75 4.0 85 3.8 95 3.4 100 2.7 N.Com 50 5.3 60 4.5 75 4.0 85 3.8 95 3.4 100 2.7 G.Com 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 100 2.4 O.P./Com 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 Limited I. 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 General I. 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 100 1.9 *See Table 3-1 for more detailed description 3-12 11 fl fl fl I I f 1 f I f 1 I I f 1 r 1 I 1 I 1 fl fl fl fl fl ~'I I _1r~ 1'J,H_tult ~:·"'~ £"' f ~J ;,l\ -ll'N<t, ·'•,1• ITTTFlili' 1: lllHt-.ftl -~I.I:"" ,·•1,t!ldi•·•·· i11mtx1, , .. 1 =r!~i~:J~ = Jl'.\~J'ISi~{~~r) _;:; :ifl~~~{•~l 11111~ .......... ~;1:':r,srrnslJt"· .i'.~: ''r,l:i,,',, ,. ms-. t ... v i:. ·.,. ::-~,{ ~: L ~~--·-t': ::! 1!: 1· :[Ult 111111 i.; ~ i, .. ,:;: g .·-, ai , ;iis':~ ··: ti v.:e:l-::. :;.1· ;.;;;J;;;;.;&;,;;.f,-1--; : t .. . , i) ,::f:::::' M ;; 1 . : '~ti ~ ~;o ~-., •H•.-1··.,..f-X-:ia;:r:t.. 1-1 ,1.-;a ••. -., tt2•··· f±E . . . l··l·l .. ·l+ .. t°-L"1··"'")1"1i~1 '"', ·. $ W\1: .. e. t' :,;g,iJ!· '· -.2¢ ,~. 1"1.Jl-:f.ill;l;Htl-1' Ufilli• I• . ..if Jo: -t: ,i~ ·iM ··::1:rw,,1::::1q-'"""' 1:.0 ···•~,c•·•::::-1,,,., .. ,.pr;,1::,rr><="" .:LR ·•i l, .,J,J .. ,L :2' .~~ •s. ::j, ~~µ~!~a~:-·:~~ ·.i>,~~:ttApp~Qc>n:. :~!:!~ th~--~·of4ij~••-to,'65J'Ji.OfttwJ.·24''hr·pi'$cipl~on,,(riot applicapl~tto;;~~rtJ; (~).;Ple>(:e::hr:~pi~l!bri,<>n lhe: ngtit,si~& c,f'ql~ ch~ut; (4f Dravla lloe tbrti\,iijhlm l>i:)ititI>ar:alleHiftf:k( plotted lines. ·@,;T~l~':~;~Jr:i'~1J$itY~u~~n·•~!Jtv~·:f◊rth~,k>®®o i:,e~a~l~~; ~-~~,f'.~· '(~::§~~.ffl'lq~l'lqyt ,50 . l'®t . =~&:::·~-·:~-~.= ~~ ·(~l~-# . ,®:: .min• ,te-lf~ . . u . :iit).jjr, filp~; ~tal!it\~0$1ty"Q.~~~~F1Jlq~!lqy ·,--, r ,, S .. .-•:,••;-... ···•-,, :a;-.: ··;; . ·:• •• ...... :•- f I ... ... ,,. ... ,,. ... .. .. -.. ... .. ,,. ... ,,. .. .. .. ... ... .. .. .. .. ... ... ... ... -.. ... -,,. ... .. .. APPENDIXC Detention Facilities Calculations ,,,,. ... ,,,. ... ,,,,. ... ... .. ... .. ... ... ,,. ... ,,,,. ... ,.. ... ... Required Detention: The required retention for the site was determined from the San Diego County Hydrology manual formula for volume as follows: Where: Volume = C*P6* A Volume= volume of runoff (acre-inches) P6 = 6-hour precipitation (inches) C = delta of runoff coefficient A = area of watershed Volume= 0.03(2.8)(0.90) = 0.0756 acre-inches Volume= 276 cubic feet of required detention . Check of 85th Percentile rainfall volume: =2.8 =0.03 =0.90 The 85th percentile volume (see 85th percentile calculations) has been calculated as follows: Q=0.64 cfs Duration of 10 minutes Volume=Q*D Volume=(0.64cfs)*(10 min)(60 sec) V=384 cubic feet Volume = 384 cubic feet of required detention . ,,,,. Using four 20-foot long, 30-inch CMP for storage. -Area of30-inch CMP = 4.91 square feet ... ..., A 20-foot section will yield 98 cubic feet .., Four 20 foot sections will provide 392 cubic feet, which is more than what is required. We will • have 1.02% storage capacity for detention . .. .. ... .. .. ... ... ,,,,. ... .... ... ... .. .. ... ... .. 111111 .. .. .. ,.. ... .... -... .. ... .. .... ... ... .. .. 11111 .. - -.. APPENDIXD Pre-developed Hydro logic Calculations for the 100-Y ear Storm Event Onsite ,.. ... ,,,.. ... - ... .. ... .. .. .. .. .. .. ... ,.. ... ,... ... - .... ... .... .. ,... .... ... ,.. - - .. .. **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/04 License ID 1462 FILE NAME: CBC.DAT TIME/DATE OF STUDY: 16:22 5/18/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 10.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED . 95 **************************************************************************** FLOW PROCESS FROM NODE 1. 00 TO NODE 2.00 IS CODE= 22 . . ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =================================================================----======= SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT= .6700 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) 3.230 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION .. EXTRAPOLATION OF NOMOGRAPH USED . TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 4.90 TOTAL AREA(ACRES) = 1.12 TOTAL RUNOFF(CFS) 4.90 ------------~--------------------------------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = TOTAL AREA(ACRES) = 4.90 1. 12· Tc (MIN.) = 6. 40 =============================================================-----==----=--- END OF RATIONAL METHOD ANALYSIS (0.22 ACRES OF THIS RUN-OFF IS COMIMG FROM OFF-SITE, WHICH AMOUNTS TO A TOTAL OF 0.96 CFS . THEREFORE THE TOTAL RUN-OFF GENERATED FROM 0.90 ACRES IS 3.94 CFS. ... ... ... .. ... 1111 ... 1111 1111111 1111 .. 1111 ... -... ... -.. ... ... ... .. ... -- 1111 ... ... ... ... -.. .. -.. .. APPENDIXE Developed Hydrologic Calculations for the 100-Year Storm Event ,.. ,.. .. .. .. -... .. .. JIii ... -.. -.. 111111 .. ... ... -... ,.. ... ---.. -.. - 11111 - .. -.. **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/04 License ID 1462 FILE NAME: CBCF.DAT TIME/DATE OF STUDY: 16:36 5/18/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 10.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED . 95 *****'*********************************************************************** FLOW PROCESS FROM NODE AREA "A" 1.00 TO NODE 2.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT= .7000 INITIAL SUBAREA FLOW-LENGTH= 170.00 UPSTREAM ELEVATION= 55.00 DOWNSTREAM ELEVATION= 19.50 ELEVATION DIFFERENCE= 35.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) 2.131 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED . TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) .58 TOTAL AREA(ACRES) = .13 TOTAL RUNOFF(CFS) .58 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 4.00 IS CODE= >>>>>COMPUTE PIPEFLOW TRAVELTIME THRO SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< 4 ============================================================----------===--- DEPTH OF FLOW IN 12.0 INCH PIPE IS 1.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) 4.8 UPSTREAM NODE ELEVATION= 16.00 DOWNSTREAM NODE ELEVATION= 15.50 FLOWLENGTH(FEET) = 18.00 MANNING'S N = .011 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) .58 TRAVEL TIME(MIN.) = .06 TC(MIN.) = 6.06 -... -.. -- ... -... ... ,,,,,,. - - ,.. ... ... ... ,.. ... ... ... -.. .. ,. ,. ... **************************************************************************** FLOW PROCESS FROM NODE FLOW IN PIPE 4.00 TO NODE 4. 00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS= 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 6.06 RAINFALL INTENSITY(INCH/HR) = 6.51 TOTAL STREAM AREA(ACRES) = .13 PEAK FLOW RATE (CFS) AT CONFLUENCE = . 58 1 **************************************************************************** FLOW PROCESS FROM NODE AREA "B" 3.00 TO NODE 4.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< --------------------.------------------------------------------------------- SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT= .7000 INITIAL SUBAREA FLOW-LENGTH= 235.00 UPSTREAM ELEVATION= 50.00 DOWNSTREAM ELEVATION= 19.50 ELEVATION DIFFERENCE= 30.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) 2.936 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 6.559 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = .38 .08 TOTAL RUNOFF(CFS) .38 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE= 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< =============================================================--------------- TOTAL NUMBER OF STREAMS= 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 6.00 RAINFALL INTENSITY(INCH/HR) = 6.56 TOTAL STREAM AREA(ACRES) = .08 PEAK FLOW RATE(CFS) AT CONFLUENCE= .96 **************************************************************************** FLOW PROCESS FROM NODE AREA "F" ROOF AREA 5.00 TO NODE 6.00 IS CODE= 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ================================================-=======-------------------- SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT= .8700 (DUE TO ROOF) INITIAL SUBAREA FLOW-LENGTH= 140.00 ,... - ... Ill ... 1111 -.. ,.. -,,.. .. ... ,,,. .. .. .. -,.. -... ---... ,.. ,.. .. ... 11111 UPSTREAM ELEVATION= 50.00 DOWNSTREAM ELEVATION 49.00 ELEVATION DIFFERENCE 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) 3.574 TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) 1.65 TOTAL AREA(ACRES) = .29 TOTAL RUNOFF(CFS) 1.65 **************************************************************************** FLOW PROCESS FROM NODE PIPE FLOW 6.00 TO NODE 4.00 IS CODE= >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< 3 >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 10.000 DEPTH OF FLOW IN 10.0 INCH PIPE IS 1.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) 9.2 UPSTREAM NODE ELEVATION= 16.00· DOWNSTREAM NODE ELEVATION= 15.50 FLOWLENGTH(FEET) = 10.00 MANNING'S N .011 ESTIMATED PIPE DIAMETER(INCH) 10.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) 1.65 TMVEL TIME(MIN.) = .02 TC(MIN.) 6.02 1 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE= >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 1 ============================================================------===------- TOTAL NUMBER OF STREAMS= 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) 6.02 RAINFALL INTENSITY(INCH/HR) = 6.55 TOTAL STREAM AREA(ACRES) = . 29 PEAK FLOW RATE(CFS) AT CONFLUENCE= 1.81 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 .58 6.06 6.515 2 .38 6.00 6.559 3 1. 65 6.02 6.546 RAINFALL INTENSITY AND TIME OF CONCENTRATION CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) ( INCH/HOUR) 1 2.56 6.00 6.559 2 2.60 6.02 6.546 3 2.56 6.06 6.515 AREA (ACRE) .13 .08 .29 RATIO ,.. ,.. ... ,. 111111 ,,. ,,. .. --,,,. ... ... .... ,.. ,.. .. ,,. ,,,. -.,. -... .. ,.. ,,,. ... COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 2.60 Tc(MIN.) = 6.02 TOTAL AREA(ACRES) = .50 **************************************************************************** FLOW PROCESS FROM NODE PIPE FLOW 4.00 TO NODE 8.00 IS CODE= >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< 3 >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ------------------==--------================================================ ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) 11.2 UPSTREAM NODE ELEVATION= 15.50 DOWNSTREAM NODE ELEVATION= 8.00 FLOWLENGTH(FEET) = 90.00 MANNING'S N .011 ESTIMATED PIPE DIAMETER(INCH) 10.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) 2.60 TRAVEL TIME(MIN.) = .13 TC(MIN.) 6.15 1 **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE= 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ------------------=-=--.--------------==========-=========-================= TOTAL NUMBER OF STREAMS= 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 6.15 RAINFALL INTENSITY(INCH/HR) = 6.45 TOTAL STREAM AREA(ACRES) = .50 PEAK FLOW RATE(CFS) AT CONFLUENCE= 2.60 **************************************************************************** FLOW PROCESS FROM NODE AREA "C" 7.00 TO NODE 8.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF INITIAL SUBAREA FLOW-LENGTH= UPSTREAM ELEVATION= 38.00 COEFFICIENT 195.00 DOWNSTREAM ELEVATION= 10.25 ELEVATION DIFFERENCE= 27.75 .7000 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) 2.593 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) .35 TOTAL AREA(ACRES) = .11 TOTAL RUNOFF(CFS) .35 **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE= 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ... ... ,,. ,.. ,,. .. .. ,,. ... ,,,.. ,,. ,,. -,,. ,,. ,,. ,.. ,.. .. ... ,,. ... ,. .. ,. .. >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ------------------==-=-=-==--=-----=-======================================= TOTAL NUMBER OF STREAMS= 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 6.00 RAINFALL INTENSITY(INCH/HR) = 6.56 TOTAL STREAM AREA(ACRES) = .11 PEAK FLOW RATE(CFS) AT CONFLUENCE= .59 ** CONFLUENCE DATA** STREAM RUNOFF NUMBER (CFS) 1 2.60 2 .35 Tc (MIN.) 6.15 6.00 RAINFALL INTENSITY AND TIME CONFLUENCE FORMULA USED FOR ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 2.91 6.00 2 2.94 6.15 OF 2 INTENSITY (INCH/HOUR) 6.454 6.559 CONCENTRATION STREAMS. INTENSITY (INCH/HOUR) 6.559 6.454 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 2.94 Tc(MIN.) = TOTAL AREA(ACRES) = .61 AREA (ACRE) .50 .11 RATIO 6.15 **************************************************************************** FLOW PROCESS FROM NODE PIPE FLOW 8.00 TO NODE 9.00 IS CODE= >>>>>COMPUTE PIPEFLOW TRAVELTIME THRO SUBAREA<<<<< 3 >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< =============================-=-==================-==================--=-==- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) 27.4 UPSTREAM NODE ELEVATION= 7.50 DOWNSTREAM NODE ELEVATION= 7.00 FLOWLENGTH(FEET) = 5.00 MANNING'S N .011 ESTIMATED PIPE DIAMETER(INCH) 10.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) = 2.94 TRAVEL TIME(MIN.) = .00 TC(MIN.) 6.15 =============================-=-==-=-=-==-=-=-==---------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = TOTAL AREA(ACRES) = 2.94 . 61 Tc(MIN.) = 6.15 =================================================--=-=-==-=-=-=-=----------- END OF RATIONAL METHOD ANALYSIS ... ... ... ,,. .. ,,. -,,,, .. .. - ,,. ,,. .. ,,,. ,,. -,,,. .. ,,. ,,. .. ,.. ... ,... .. ,,,. **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/04 License ID 1462 AREA "D" FILE NAME: CBCF2.DAT TIME/DATE OF STUDY: 16:38 5/18/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES)= 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 10.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED .95 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ===================---------==--==========-=-----======-==--------------=--- SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT= .7000 INITIAL SUBAREA FLOW-LENGTH= 290.00 UPSTREAM ELEVATION= 50.00 DOWNSTREAM ELEVATION= 6.00 ELEVATION DIFFERENCE= 44.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) 3.096 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.83 TOTAL AREA(ACRES) = .18 TOTAL RUNOFF(CFS) 0.83 ========-======----------====----==---========----=====--------------------- END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = TOTAL AREA(ACRES) = 0.83 .18 Tc(MIN.) = 6.00 ============================-=======---------------------------------------- END OF RATIONAL METHOD ANALYSIS .,. ,,,. ,,. ,,. ,,. ~ --,.. ... ,.. .,. ,,.. .. ,.. ,,,. -,.. .... ,,. . .. .. , **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/04 License ID 1462 AREA "E" FILE NAME: CBCF2.DAT TIME/DATE OF STUDY: 16:38 5/18/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPJTATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 10.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED . 95 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT= .6700 (50% OF AREA IS SAND) INITIAL SUBAREA FLOW-LENGTH= 260.00 UPSTREAM ELEVATION= 11.00 DOWNSTREAM ELEVATION= 6.00 ELEVATION DIFFERENCE= 44.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) 3.096 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.48 TOTAL AREA(ACRES) = .11 TOTAL RUNOFF(CFS) 0.48 -==-=-==========================================---------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = TOTAL AREA(ACRES) = 0.51 .11 Tc(MIN.) = 6.00 =================================--==-=-------------------.----------------- END OF RATIONAL METHOD ANALYSIS ,,,. '-,,. ... ,,. .. ,. .. ,,. -,,. ., ,,. .. ,,. .. ,.. ..., ,,. .. ,,. .. ... .. ,.. .. ,,. .. APPENDIXF Hydraulic Calculations ,,,,. ,,. ... ,,. ... .. ... ,.. .. ,,,.. ,,. .. .. JIil 1111, .. ,. ,,. ,.,,. .... .. ,,. ... . Carlsbad Boat Club Onsite Drainage Calculations The purpose of these calculations is to show that the two curb inlets along the westerly driveway are adequately sized and will intercept the run off generated by a 100-year storm event. Below are the calculations for the curb inlets . The site is drained from the curb inlets via 12-inch and 10" SCH-40 PVC at slope that varies between 2%and 2.6%. The pipe flow table below verifies that the proposed pipes carrying the runoff can convey the flow generated by a 100-year event in open channel flow . CURB INLET CALCULATIONS: CHECK INLET LENGTH SEE TABLE ON THE FOLLOWING PAGE FOR CURB INLET LENGTH CALCULATIONS Per figure 7-832.9A (following page) and using a flow of 0.58 cfs & a slope of 19% the required inlet length is 3.5 feet. Use a standard curb inlet with an opening of 4.0 feet PIPE FLOW CALCULATIONS: CHECK PIPE FLOW CIRCULAR PIPE CAP A CITY CHECK DIAMETER No.OF MANNING FLOW DEPTH SLOPE VELOCITY (ID PIPE U!l (cfs) (FT) (%) {FT/SEC) 1.0 1 0.011 0.58 0.21 2.00 4.83 l.0 1 0.011 2.60 0.46 2.00 7.33 0.83 1 0.011 l.65 0.32 2.60 7.22 RIP-RAP SIZING CALCULATIONS: Per figure 19.7 (following pages) and using exit velocity of 7.33 fps the required rip-rap sizing should be No. 2 backing rock approximately 1.0 feet thick with a l" aggregate base and filter fabric I ,,,.. .. } Using a gutter depression and intercepting the entire flow Figure 7-832.9A August. 1964 ,,. ... NOTES ,,,. ,,. ... ,,. .... ,.. ... .., ,,. .. ,.. ... ... ... ... ,.. ... ,,. ... 0.060 0.050 0.040 0.030 o.ozs ...,: ' LL 0.020 ' -LL I . o.o,s Q) -0 0 ,,_ (!) 0.010 ,,_ 0.009 Q) -0.001 -:::J 0.007 (!) 0.001 0.005 0.004 0.003 0.002 0.3 .,,. -----··········--·-··- ' .. . m LEGEND Solid Lines -• 0.10' gutter depression Dash Lines --•0.251 gutter depression L • Len(Jth of OpeninlJ I \ i \ \ l 1 \ , \ \\ I\ \ \\ \ \ I\ \ \, \ _I I . \ \ 1----,\ ~ \' \ \ 'I ·\ ' \ ' \ \ \ i ~ ~· . a. ~ \\ \ .-\\ \ . \\ ~' \ ., \' "· ' \ \ \ ' \ ' \ \ \ \ \ \ \ ' \ . . \ I' \ \ \ I \ CAUTION This chart applies anly lo side apenings · .. paralleling the direction of th• intercepted flow It is based on 1.s· percent pavement cross slope and th~ gutter dtpressian cross slope as shown in (Fig.7-832.IOA). ~ \ . ' I ., \ \ . . \ ' \ ' . \ . \ ' .\ \ \ I \ 1 ' 1 \ ~ \· \ \ . \ \\ ' \ .\ \ \ \ I ' -. ,, ' I .-. \ ~· \ \ { \ ~ ' l \ \ \ . ' \ , .. \ . \ \ ,\ \ . \ \ r\ I""\ I"° I \ I"" -. • .. ' .\ -1 \ ~, q_\ -"! \ 1') -: -~ ~\ . \J ' \ \,\ \ I f \ I ~ \ ' \ \ \ \ -~ \ \ . \ \ \ 1 I \ \ \ l \ \ \ [ \ • , 1, I !\ \ \ I ' \ \ . . . ' \ ' I \ \ \ ~ \ I . . . \ I \ \ \ \ ' , \ \ . ' \ \ 0.4 0.5 O.& 0.7 O.B 0.9 1.0 '·' 2.0 Z.5 3.0 4.0 5.0 6.0 8.0 10.0 Capacity -Cubic Feet per Second ,,. -,,,.. _, ,,. -,,. -,,,. -,,. ... .. ,,. .... ,.. ... .. ,,,. ... ,,,. ... - ,,. .... ,,. ,,. .. ,- r -------------.. ·-. ,-~FROM: 5PE'ClA.L PROV /51 ON.S ·~ l<EG,loMAL STD. SPECS. ( 1902) 200-1 .6 S-tone for Rtorap (p. 69) Add: "The lndlvldual classes of rocks used In s)ope protection shall conform to the followlng: PERCENTAGE LARG::R n-lAN* CI.AS~ES Rock 1/2 1/4 No. 2 No. 3 Sl;zes 2 Ton 1 Ton Ton Ton Backing Backing , 4 Ton 0-5 2 Ton 50-100 o-s .. 1 Ton 95-100 50-100 0-5 , 1 /2 Ton --50-100 0-5 1/4 Ton 95-100 --50-100 200 lb 95-100 -· 75 lb 95-100 0-5 25 lb 25-75 o-5 5 lb 90-100 25-7~f 1 lb 90-100 *The amount of material smaller than the smallest s1:ze-lls-ted In the table for any class of rock slope protec-tlon shall not exceed the percentage llmlt 1 ls-ted In the table determined on a weight basis. Compl lance with the percentage I lmlt shown In the +able tor all other sizes of the lndlvtdual pieces of any class of rock slope protec-tlon shall be de- termined by the ratio of the number of lndlvldual pieces larger than the smalles-t size lls-ted In the table for that class. •200-1.6.t Selectlon of Rlprao and FIiter Blanket Material Fl lter Blanket (3) Upper Layer(s) Opt. 1 Opt. 2 Vel. Rock Rlprap Sec. Sec. Ft/Sec Class Thick-200 400 Opt. 3 ( I) (2) ness "T" {4) (4) (5) No. 3 Back- 6-7 Ing .6 3/16" C2 D.G. No. 2 Back- 7-8 Ing: 1.0 1/4" BJ D.G. Fae- 8-9.5 Ing 1 .4 3/8" --O.G. - 3/4", 1 1/2" 9.5-11 Light 2.0 1/2" -P.a. 3/4", 1/4 1 1/.2" 11-t.3 Ton 2.7 3/4" -P.a. ·, ,. 3/4", 1/2 1 1/2" 13-15 Ton J.4 1" -P.B. 15-17 1 Ton 4.3 1 1/2" -Type B 17-20 2 Ton ~ 5. 4 2" Type B - Lower Layer (6) - - - - Sand Sand Sand Sand Practical use of this table Is limited to sltua-tlons 'tlhere "T" Is less than O. Cl) Average velocity In pipe or bottom velocity In energy dissipater, .'tlhlc:hever ls greater •. (2) if d:tslre-d ,:lprap and filter blanket class ls not avallable, use next larger class. --. --.... -. - ' t. (3) FIiter-blanket thickness" I Foat er "T", which-. ever Is less. (4) ~tandard Specifications for.Public Works Con- struction • (5.) . O.G. =-.Dlsl-n-tegrated Granite, 1 M-1 to 10 M-1 P.a.= Processed"Mlscellaneous Base- Type B ,. Type. B be-dd Ing mater I a I , <m In llnum 75%, crushed particles, 100% passing 2 1/2" sieve, 10% passing t" sieve) (6) Sand 75% retained on 1200 sieve • FIGURE _J.-9.7 III.304 ,,. ... ,,.. 20 or 'l-H (min.) "-· End-Mil (typ.) ,,..-.. --ti. ,,,. ... ,.. ... ,,. ... -... ,.. .... ,,. --.. --,,. -,,,. -,,,. ... .,.. .... ,,. ... ··= ·e = .. Cl Q N fa B 6' .. widl slot PLAN . . . ~ . . . . . . .. : .. Concntl Chann•IJ . □ or W "' ,:," ½ l ~. 2D ar '1W SECTION B-8 1 minJ a • Pipt Oiamtttr W • Bonam Width at Channel .ST (min.) Flow · Filter Blank.at Sill, Class 420-C-2000 Concnta SECTION A-A ;NOTES:: '1. Plans shall specify: A) Reick class and thickness m. Bl Filter mat1ri1I. number of layers and thickness. 2. Rip ,:ap shall be either quarry stone or broken concn,u (if shown on th11 plans.) Cobbles are not. acaptable. · 3. Rip r1p shall be •placed over a_ filter blanket which mav be tither-gr1nular maurial or plasti_c filt1r cloth. 4. SN standard spacial provisions for salection of rip r.ap l!ld filtar blanket. . 5. Rip rap energy dissipaters shall be designated as either Tvllt 1 or Type 2. Type 1 shall be with concma sill: Type 2 shall bl without sill. ,. r---~--r--____ F_l_G_U_R_E_~I 9_._G _____ ., _ __...----' ' Revision By . Approved Data Ila, MCO-IIID(D IY TN( SAIi DIEGO I' HGIOIIAL ST ~OAIIDS CDl&IIITTH ae../t7 .IS-fJ "'1.c. m~ : 1---t_-_ ....... _,._Mr_r_,,._, __ o-_~ RIP RAP ~~~~~is D-40.1 ENERGY DISSJPATOR ,,.------------'-------'--III.303 SAN DIEGO REGIONAL STANDARD DRAWING Sill, ·mtar 1'(,d. ,,. - ,,. - ,.. ... ,.. -,,. .... ,.. .. ,,. .. ,,.. .... ,,.. -,,,,. .... .. ,,,. .. APPENDIXG ssth Percentile Calculations ,,. ,. ,.. ,,... ,.. -,. -,. ,. -... ... ,,.. ... ,,.. .. ... ,,,. San Diego County Hydrology Manual Date: June 2003 3.1.3 Rainfall Intensity Section: Page: 3 7 of26 The rainfall intensity (I) is the rainfall in inches per hour (in/hr) for a duration equal to the Tc for a selected storm frequency. Once a particular storm frequency has been selected for design and a Tc calculated for the drainage area, the rainfall intensity can be determined from the Intensity-Duration Design Chart (Figure 3-1). The 6-hour storm rainfall amount (P6) and the 24-hour storm rainfall amount (P24) for the selected storm frequency are also needed for calculation of I. P6 and P24 can be read from the isopluvial maps provided in Appendix B. An Intensity-Duration Design Chart applicable to all areas within San Diego County is provided as Figure 3-1. Figure 3-2 provides an example of use of the Intensity-Duration Design Chart. Intensity can also be calculated using the following equation: I = 7.44 p 6 ffo.645 Where: P6 = adjusted 6-hour storm rainfall amount (see discussion below) D = duration in minutes (use Tc) Note: This equation applies only to the 6-hour storm rainfall amount (i.e., P6 cannot be changed to P24 to calculate a 24-hour intensity using this equation) . The Intensity-Duration Design Chart and the equation are for the 6-hour storm rainfall amount. In general, P6 for the selected frequency should be between 45% and 65% of P24 for the selected frequency. If P6 is not within 45% to 65% of P24, P6 should be increased or decreased as necessary to meet this criteria. The isopluvial lines are based on precipitation gauge data. At the time that the isopluvial lines were created, the majority of precipitation gauges in San Diego County were read daily, and these. readings yielded 24-hour precipitation data. Some 6-hour data were available from the few recording gauges distributed throughout the County at that time; however, some 6-hour data were extrapolated. Therefore, the 24-hour precipitation data for San Diego County are considered to be more reliable . 3-7 ,,. ,,,. .. ,,,. ... ,.. ,,. ,,. ,. ..., ... ,.. ... ,.. --,,.. ... .. ... ... ... 85th PERTENTILE FLOWS The chart is included in this report, immediately following this page. The isopluvial for the site has a "P" value of 0.60 inches per hour (in/hr) for a storm. Flow for the 85th percentile storm would amount to: 1=7 .44(P)(D )"-0645 Where: !=Intensity P=0.60 D= 10 minutes 1=7.44(06.0)(10)"-0.645 I=l.01 in/hr Q=C*I*A Where: C=0.70 I=l.01 A=0.90 Q=(0. 70)*(1.0l )*(0.90) Q=0.64 cfs The run-off generated from the 85th percentile storm will be treated by three mechanical methods: 1) Roof drains will be passed through a mechanical cleaning device to remove organics and hydrocarbons . 2) The run-off generated on the paved surfaces and landscape areas will pass through a gravel and sand filter before entering the curb inlet. 3) Run-off that has been filtered will then proceed through the storm drain system and be allowed to settle and have additional filtration before discharging into the lagoon . '. ----:----------1----,.. ,_ __ --,----;,--__ _ f -----i-----=----~ .. -- ---~ -----~---f -------- I I I . I I I I I I I I I I I 55 50 . =------=35 I I I ' ' I I ' I I I 1 --7 ~ \ ~2s--..........___----_t1t;-__ 1r -___ t-t--1i;-~.J}fr.___J1J' I I I 0 I s:, \ I I I JOO= 0. I I I I -· ---. -__ -___ -_ ------=--"'··-,,__··--····'-l·· 11..---_-___ -___ -___ -r_•1·· r ····-· -..... ·1 I ' 1 . l I ••-~r--~-I i '°-------1 0 \ . ' AREA 'c'' o O 0 AREA . "F" i I I I I ----1 ----~ AREA 't" I . I i I L ---- · O,oo-0.35 CFS ® --------- --------- \ \ \ 35 I I I 1 ! I I 1 f \ 25 r ------------_· _Jr . --------- ' - ' - ' ' ., I ' I I I I J I J ., I I I I 0 JO --------0 ---- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0 · · -AREJl ·-';zJ'' .HICH POINT-· 55 . LOW POINT -19.5 ACRES -0./3 0 100 = 0.58 CFS AREA "B" HIGH POINT -50 L0/11 POINT -19.6. ACRES -0.08 -------- 0100 = 0.38 CFS AREA 'c" HICH POINT -38 L0/11 POINT -10.25 ACRES -0./1 0 100 = 0.35 CFS AREA "!J" HICH POINT -. 50 l0/11 POINT -6 . ACRES -0. 18 .· 0 100 = 0.83 CFS AREA-'t" ·HiCH POINT-!! . LO/II POINT -6 ACRES-. 0. 11 ···. o 100 --0.-43-ers --··· · ····--···-···· ··· AREA 't" HICH POINT -50 . L0/11 POINT-· 49 ACRES -0.29 0 1oo = 1.65 CFS (jJ NOOE NUMBER · POS T-OEV£L OPM£N T ORA/NAG£ AREA MAP 20 40 . 60 80