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HomeMy WebLinkAboutSUP 06-11; ROBERTSON RANCH PA'S 12 & 13; TEMPORARY DESILTING BASIN CALCULATIONS; 2006-10-01TEMPORARY DESIL TING BASIN CALCULATIONS FOR ROBERTSON RANCH PA's 12 & 13 Job No. 061172 Prepared: OCTOBER 2006 Prepared by: O'DA Y CONSULTANTS, INC. 2710 Loker Avenue West Suite 100 Carlsbad, California 92010 Tel: (760) 931-7700 Fax: (760) 931-8680 ( l SECTION 1 2 3 4 5 DESILTING BASIN CALCULATIONS DESCRIPTION Surface Area Calculations Explanation Soil Loss Calculations Explanation Dewatering Calculation Explanation Basin Sizing, Soil Loss, & Outlet Works Calculation Spreadsheets Exhibits SECTION 1 ( - Surface Area Calculations According to the Fact Sheet for Water Quality Order 99-08-DWQ issued by the State Water Resources Control Board (SWRCB), sediment basins shall, at a minimum, be designed and maintained as follows: Option 1: Pursuant to local ordinance for sediment basin design and maintenance, provided that the design efficiency is as protective or more protective of water quality than Option 3. OR Option 2: Sediment basin(a), as measured from the bottom of the basin to the principal outlet, shall have at least a capacity equivalent to 3,600 cubic feet of storage per acre draining into the sediment basin. The length of tho basin shall be more than twice the width of the basin. The length is determined by measuring tho distance between tho inlot and the outlet; and the depth must not be less than tbrco feet nor greater than five feet for safoty reasons and for maximum efficiency. OR Option 3: Sediment basin(s) shall be designed using the standard equation: A.=-l.2QN, Where: A. is the minimum surface area for trapping soil particles of a certain size; V, is the settling velocity of the design particle size chosen; and Q=CxlxA where Q is the discharge rate measured in cubic feet per second; C is the runoff coefficient; I is the precipitation intensity for the 10-year, 6-hour rain event and A is tho area draining into the sediment basin in acres. The design particle size shall be the smallest soil grain size determined by wet sieve analysis, or tho fine silt sized (0.01 mm) particle, and the V, used shall be 100 percent of the calculated settling velocity. The length is detennined by measuring the distance between the inlet and the outlet; the length shall be more than twice the dimension as the width; the depth shall not be leaa than three feet nor greater than five feet for safety reasons and for maximum efficiency (two feet of storage, two feet of capacity). The basin(s) shall be located on the site where it can be maintained on a year- round basis and shall be maintained on a schedule to retain the two feet of capacity; OR Option 4: The use of an equivalent smface area design or equation, provided that the design efficiency is as protective or more protective of water quality than Option 3. Sediment basins for Carlsbad Oaks were designed to satisfy the requirements of Option !, using the following parameters: Appendix 11-A-4 of the San Diego County Hydrology Manual gives the precipitation for a 10-year, 6-hour stonn as 1.9 inches for this project. (See Exhibit "A'') P = 1.9 inches/6 hours I= 0.32 ava-lnclalhour (per Goldman et al., p. 8.16) Appendix IX of the San Diego County Hydrology Manual gives the runoff coefficients for this project aa C=0.35 to C=0.45. (See Bxhibit "B") Table 8.1 of the Erosion and Sediment Control Handbook (See Exhibit "C") gives the settling velocity for a 0.0 I mm sized particle aa V 1 = 0.00024 feet/second. The San Diego County Soils Interpretation Study gives the soil classification for this project as "B", "C", and "D". (See Exhibit "D") FOR BASIN CALCULATION SUMMARY SPREADSHEET SEE SECTION 4 SECTION2 SOIL LOSS CALCULATIONS CHAPTER 5 OF THE EROSION AND SEDIMENT CONTROL HANDBOOK DISCUSSES CALCULATING SOIL LOSS WITH THE UNIVERSAL SOIL LOSS EQUATION 5.2a ......... tloa ,,. ......... ., ....... , 11:i .............. .t••x«xtaxcxP wllare.t• .. -~er-,t ................... IGlll·INl/aa9>Clalbr ,c ............. ,........., ........ ., • ...................... -.......►-blm: C • nu I rt a_. ..... o r t 1 ,, ......................... ,.db RATNfAI 1, INDEX "R" RAINFALL EROSION INDEX .. R,. IS BASED ON THE GEOGRAPl-DCAL CTvpalA IITypai aTy119U 1.1• .................. C.......-cA., .. ! u 1! a: 1 ~ < ,oo ADO 500 400 JOO 200 -·---+----- I -r - ··---··--· ·-+·-. -------1-·- 25 so o -8 '1··1e1,. 6·"' rain, u, 75 o -2 ,,ur 0,h, tJtrt, • ..,m ....,__, 10IJ [•:ig: !'>.i'i ._ 11.~latinn"' h,t,·,~en n•~r.,~~ ,10"1101 rrr,:111,n il\111,x :inii 'l -• , fi-h f II Lahforn,11 11 .11 year, r ,,.,n o ,n -.,,. dUhrelM:es la peak lnlansl\y are r.tftectad bl tlN coeJllal•ta oltlie equa,. tlolll far the rah'llal factor.,._. U 11 • lfapblcal repneeataliclQ ol the eqm. tlom. 'l'1le aquatlooa, alao lhowa OIi die cune1 rm oac1a lnclivldual 1tona type. R • ff/P t.ype U .I • lUSr' t,ype I I • lU,,U type IA "P'' FOR THIS EQUATION IS THE PRECIPITATION FORA 2-YEAR, 6-HOUR STORM EVENT. APPENDIX 11-A-2 FROM THE SAN DIEGO COUNTY HYDROLOGY MANUAL GIVES P = 1.4 (SEE EXHIBIT "E") R = l 6.55*PA2.2 = 16.55* 1.4"2.2 = 34.7 SOIL FACTOR "K'' FROM THE SOILS REPORT, THE SITE CONSISTS OF 50% SAND AND 50% CLAY AND SILT. ASSUMING HALF OF THE 50% IS CLAY, THE OTHER HALF SILT K = 0.24 (SEE TABLE BELOW) r' LENGTH SLOPE AND STEEPNESS FACTOR "LS" SLOPE LENGTH AND STEEPNESS FACTOR "LS" IS CALCULATED USING TABLE S.S OF THE EROSION AN SEDIMENT CONTROL HANDBOOK, (SEE EXHIBIT "F") FOR BASIN CALCULATION SUMMARY SEE SECTION 4 VEGETATION COVER FACTOR "C" THE COVER FACTOR TABLE LISTED BELOW IS USED FOR AREA UNDER CONSTRUCTION OR CULTIVATION. TO BE CONSERVATIVE TIIB HIGHEST VALUE IS ASSUMED. C= 1.0 l'AaLIIU CV..._ ..... ._,.,,Ms•~ .. ..,.... useel Shn t ft>s ._. .... , ., ....... ......... _,. ............. ____ .....,._,__, .. .,tAia>. ......... ........... Jisl9t .......... , .. ....,_(UtAIO,, ..... .... .......... .,.. ...... .... -~ ....... , ........ tw. ........ L EROSION CONTROL PRACTICE FACTOR "P" ....... C,.._ r ts I a.• u .. a.& .. ... ... .. • • • • ,. • • THE P VALUES LISTED BELOW ARE GIVEN FOR AREAS UNDER CONSTRUCTION OR CULTIVATION. TO BE CONSERVATIVE, THE HIGHEST VALUE WAS ASSUMED. P= 1.3 BudMe condld.a C,,~Qa,d._tli ~ .... -cau-~ ~ BIid d-tlcp,et i.:>i_......,.., :~l,npl,arw\ SECTION 5.31, PAGES 5.27 TO 5.28 LISTS A STEP BY STEP PROCEDURE FOR USING THE UNIVERSAL SOIL LOSS EQUATION (SEE EXIIlBIT "G") FOR SOIL LOSS CALCULATION SUMMARY SPREADSHEET SEE SECTION 4 SECTION3 II ~--:,,.. ·--J, ·ttt-----------------------•---.---------- ------·---·· ____ A!a (o. OXX?oY:•J =--€1-.~-------····· .... ··- -. -·. + .. --· ·-----------. --. -----------X I '+Lt --·---··· .. --------· ---.. ... '-·. \ :~---·-·-·-·--·--··-·----_:-_, __ _A~_(_Q___ 0~ 5 f74j ---·=-----'ti..~.---··-··.·-········_ .. ····•· ·+-,,,-..... ,--·-·--·---• -·--·-··-----·----· -··------·· ----·----·--·-. . . ... . .. . .. -. "'" .. ·-·· -· ....... ·-.......... -·-··-••' ··--·-··--·········-----·----· -·•··· ............. ..-- .. /!.2'~ - - : ' ., .... IL. -W" -~ ···-i ~f;•k _$; ll/1'11t1Alt)f \- 1711 ,-.. .mi>J ' I .,,,.,,,,..,.,~/~ ~ rrr -----.,, . - , ' ....... ,,,,, ..,,. ~ ..,,, .......... ,, ' ---- --l/ I~ @VEM. S~e,~1,v µ ~ k/NE-.ll ----• . .,j, ...... ,,.._ .. ~ . ; ' ,F/11 €..f<. Ge -·~f Xe_,-~PJLL l,v tl '( I -----··- --------·-------··--·----·---··-- , ___ ··--·--····--·,------·· ----··-·----··----· .. ----. ----.---------··----- :i -·~-·-·--. --·----·---·-·---·--·-------------··---·····--·-··· ······--·-·-··-·····-----·----....... ···--···· ......... -----.... " ....... . ····4 .. ., ......... ·-·--··--·.•· I C SECTION 4 I I -1.L Desi/talion Basin Calculations Oavg = C X ievg X A C= 0.45 iavg = Paf6 hr. Pa= 1.7 in. (per 10 yr.-6 hr. lsopluvial) iavg = 0.28 in./hr Pad A= 13.44 ac. Slope A= 0.00 ac. Total A= 13.44 ac. Oavu =. 1.6~~,, cfs A.= 1.2QN. V, = 0.00024 ft/sec min. A,= actual A.= 8467 sf 9260 sf ( Loss Calculations ( ~ R x K x LS X C X P R =16.55(p)2-2 p = 1.3 in. (per 2yr.-6 hr. lsopluvial) R = 29.48 K = 0.24 C= 1.0 P = 1.0 Area Use %Area LenQth** Slooe/ Grade Slope 0.0% 0 2:1 Pad 100.0% 800 2 .. •• = See Deslltlng Basin Tributary Area Exh1b1t ••• = Per Figure 5-5 Avg. LS= 0.37 A= 2.62 tn/yr/ac (~ tSS = 35.2 tn/yr = 640 cf LS*** 0 0.37 Standpipe Calculations Q=CxlxA Tc= 10 min. (see Desiltir,ig Basin Tributary Area Exhibit) I = 4.38 in./hr. Q = :. : ' ~~:,~r;ib. cfs h = 1 ft. Case 1 Case2 Q =CPh312 Q = CA(2gh) 112 C= 3.0 C= 0.67 P= 8.833333 ft A= 4.93 ft2 d= 2.81 ft d= 2.50 ft 36" pipe Basin Dewatering Calculations Ao = A.(2H) 112 3600(T)Cd(9) 112 H= 2 ft T= 40 hr Cd= 0.6 g= 32 .2 ft/sec Ao = 0.037775 ft" = 5.44 in2 Desiltation Basin Calculations Oavg = C X iavg X A C= 0.45 iavg = Pal6 hr. Pe= 1.7 in. (per 10 yr.-6 hr. lsopluvial) iavg = 0.28 in./hr Pad A= 6.92 ac. Slope A= 0.00 ac. Total A= 6.92 ac. A.= 1.2QN. V, = 0.00024 ft/sec min. A. = 4360 sf act •al A. = 4800 sf i ( . Loss Calculations A = R X K x LS X C X P R =16.55(p)2•2 p = 1.3 in. (per 2yr.-6 hr. lsopluvial) R = 29.48 K = 0.24 C= 1.0 P = 1.0 Area Use %Area Length** Slope/ Grade Slope 0.0% 0 2:1 Pad 100.0% 550 2 ** = See Desilting Basin Tributary Area Exhibit ••• = Per Figure 5-5 Avg. LS= 0.34 A= 2.41 tn/yr/ac \ ~ -OSS = 16.6 tn/yr = 30~ cf LS*** 0 0.34 Tc= I= Q= h= C= P= d= Standpipe Calculations Q=CxlxA 10 min . (see Desilting Basin Tributary Area Exhibit) 4.38 in./hr. 13.G·· cfs ft. Case 1 Case2 Q = CPh312 Q = CA(2gh) 112 3.0 C= 0.67 4.533333 ft A= 2.53 ft2 1.44 ft d= 1.79 ft 24" pipe Basin Dewatering Calculations Ao = A,(2H) 112 3600(T)Cd(g) 112 H= 2 ft T= 40 hr Cd= 0.6 g= 32.2 ft/sec Ao = 0.019581 ft'' = 2.82 in2 Ii SECTIONS ·-Q \ Tl --1-1!""".+~-1"""'• l-i-:4..,., """';--1-~1-j' L:. ! I! ... u. fl : l-+-P-1-i-!...i'JJ '. li ... 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' . -. ; ; • : --t. ;....,. -I I r -:-: • . : '-, • -. i. . •··-· . • I I • .:.... ;p ' ,: ~, • I. .ii ' ~t.J, ' ' [ft:: ' l 1 • lBllif rc f :hl -Btl1tfl ttlfil t~:' ! )''; ~ ; '111.•:,/ :)iiJ: 1 1.,1 •• ,:u 17 l-;.J;+14 ~; T :, :: ··• ; ' • ,II ; l County of San Diego Hydrology Manual •. ·j·t . ! ; • ,; --, !-<6-~-.i -r-,--I • • i • :-• TV .,, • ,0-' · ' · I l · ..,. ,~ ·; ·=· [' i I ,7 -\~ ~ .I/; /t,., t --T • . -· r•,-·f..:•'.~ ~;.-! LP ' i ' : i1··~J.):.~~l' -t -:·'' i , • -.. v I:+ i L: j -/ :: ,+ : -~l-·1lr:➔~1t· '-w • i 1 •. , , . '.i'r--·,J t1I = 11...,·:. ~:--·~11:-;1·,-: / • l ! Ii ! i '_f; l. ·'-- : .i 1· 1-r· · I ' i} ~ 17 ! ""!"j f -!--·! I 1-: I ' .I I l rf- i 'i i ! .. i ____ . r·· --- 1 1 I ! , . . r:: i' ! ·- -~l ·: 'i ;_(_!-, ;-t· ! ! 10i t.1 I : i: ··l; l· .,-.j.J "Q . : I' -1-~,: i -ci, ! • _; __ ~Ji : 1·,·; ... L -,.. ... !,,( !I' • !_....;-! ii: ! l 0 i • ! I • .L ,ct --·r --i-l i-t- 1 '. 1-+-: l '('.) (\)• ·-:i:l . J ? I 1·}!' 1-1.i .l. ,. : -· !. _, ·•n : "l" I :-~ i ; i . ~! ·I ·· I •. i : ,-~-! > ~ : ! 'Ii I I j ri I' l l i i. ! i-f '.J I i ! Ii 11.: • Rainfall Jsopluvia/s 10 Year Rainfall Event-6 Hours lsopluvial (Inches) P== 1, 7 DPW *GIS "-"',,,_ __ ..... ~ ....... -~----GIS ~--J"i·n 1..·,,~~ .i. W..: Ho..-: S.n l'nqv:, Ct"n-c.!! N n.l~ISl"NMQE.Dwtll«ll,lfW#INIIIMf'(O,:Nff...,_IITl«lllUll"MIO • ' • • "'., • • ,,., ,....,.....,_......,.._,__,.......__,._ I : i l-++~--l-1 L -, --•-- 4 ,_ ____ "",...,....._,.. __ ·;· s ·r.ffl, i • a,J-'~1 ', •• ,.,~,. ,, •• ~1-·r:-"-'Ff-i 1 l T -t· -·r· •·-t··--' _....,. ..----•-- 1 : .. -.• :\CL ;---.. I I_; •• • ±LI..'.. L _1 r-L1J-rrt-I .., T ·rrr --·1 I : -!----==-----....J r : ~H -:· . I 1 = , • ; 1 r ,--·J I\.JI ; w i A , --·--. E :-",-:".,.,..., -------- . , • J. I ;~i -· 'l f-t :· r -.. ';' r·-+-·1 . . . ; ' i , • ,_.,..._ ..... ..,__, __ .,_..,_.., I! • I . t "·]-1 ! I'., 1-J -,· :4 • -, r t J_i...,Tll .j.,.' ~-,-l-1, 1...1. 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L .. ...l. , 1 , , , . , -~-• I I \)K··r·,-···3,' 1···' ,• .. I'-··' •• , '•' -~ ! ,' rr:r.;:, -,~-·t ' "'' •• L'.:· D-~r ii. I 1 1 IL 1'•r• • ,· I. .; , ... • 1 i ; • i'S-.: ___ l,f. l ' . .-··., -··.-• .-.-•. !· t. 1 •·•\ _._J_f-:. 1'lf,._1,,; i--, •• '=i.LlJ•.!·-:i ···r·i t ·I:., .. t • '\,;...;;-1\ , . , l • -, • • l . : : ,.(i~ 1.'f'fJ .1-o •. ~ .+1-f -. • i-" ---:; 4:-,:-_'..:t: ~-':u,_;. , • .. ➔--i -Jt ~ ·1i1-i l):-:--1-.rr-""1·;,. ' • , :·: r i 1· i.-; .. l--,, •• , : .•. :,· __ _. .. •_;.~·-.-·i'-'_'••:, ... 1·_.-1;; 1--.-:-tJ-t"; .. ]··t· .. ,•;_j'; IT ~:!.. T(:Ji~ : .. •1 \. ,., ·· · -,: .. l.; ., ... ! l , i I • ,..T -1 I : •. 1 • ' I •• ,. •. , .• ~-•• •• t -.~,. : .... ~-.. L • , • • 1 L L ·' :. • .h• ......... . .. . 1-1.; -· .. 0 County of San Diego Hydrology Manual • '. I j J/ •I ' ! 'r,• .•:• !/ _., >·• •• i m •• • .• ••-·._1 : _,' r·r•. I 1.1:-1 •'-:.I; '!I,,. ! C ~'.---1--·f j,..• • ,.'.,,. -• tt t_lr -j~ •~-r,' :I\ lr,-f-1 j .. , .... • .. 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".,. r • • ., ~ . ~ ~ . • ,_ ___ ...1. ---· • • 1 • •• [ './1 1 r~j~·-· ·rt.• f !t •. l,1·1 lit,._. .... ~.-t:~: .. 1it.N '\>.. •· !;"-\" :~· ••.t -·~1 ll • 1 ·..,. ! · -t~- ., t . i--, , 1 1:--•• / -~ • l.--1 i-.-'-. i 1•'-;;..i-1-, 1• •• 't• • , 1,: .~.-• ,-11--: ., , •1 ·r .I 1 • 1•-----------------•1 1 1 1 .. -1 :· 1 j /.} 1 I 1 :, i ·: • \ ~ : _ 11· -h~ .. + _: .... ~~''·. • r' -l • -n~-1~ ~+-i ;: 1• , • ·l • ·r-r-· .JI I '. :.j ;, 0 ~ •~·,' •• ._._,: '• ' ; 1: • • '., •: " • • '• ~ ·3:il,5't ; ~~ : \ f 1 \. -., i,•i • "t • r , ! ! . ; . ! 1 I I .1: ~ • : ~ t• '\ 1 • ;j } 1a/ -"• ~+ .. • L Rainfall lsopluvials l ·'·: •• , •-.· ·j·r:'~if ~,. ,~ .:* ·-• --~,•~-~·. -.1..h ; -1---~ ,· . ~ .... t ,..Lu, ..Lt .. +.~ i l-r, i: • • ·, • ·1 :r •• • 1 : • : I ' • , I/.~ ::a ,. !!i) , ! • . • 1 ! • j-.,;,, ' ~-t:!•j. J 1C.: _l~r 1 • • , ,... I .. • • I· .. ,. : , • -f' iT' • • • -• b.--1-.---l ··, ··r-·U= I • K !r --H~::-R"id • , , '-·-, ! I ; i • ' :~~~. ',; : .. .:, .. + . 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I_\ I I I I I I:'!· I I I 7 ti •, _:_ I, I• I i I I I (f -~----=--... ---·; 1; ,,1,, J: I Lll__:__,___1_1111 11. ,1 1 , !tr ..Lu ~ 1 111 •1 :1,: 1 1 · ----- 100 Year Rainfall Event• 6 Hours laopluvial (inches) --p=·z.eo .,._1 1n ~~1t r: 1+• • :.; i H+-:. ,, r! i-~TU-~flU±rn -HJ.~t11+i-1-i -............................ -.................... +--+--+ ............. --+-........... 3 o 3 Mile& =q . t-t+-r·i j~ ;· •. i.; ~~~_Tl ~-· -H~;_{ill: ~J~ftH±rrr-i [ilt.ll;_· ~l~+Hfftl, +-+;;;;.;.:-:::::::::~1-+t-++-➔+-t+-,::~,-;-t-++ e I r( \ RU~OFF COEFFICIENTS (RATIONAL METHOD) UNO USE Undeveloped Residential: ~ural Single Family Multi-Units Mobile Homes (2) Commercial (2) 80\ Impervious Industrial (2) 90\ Impervious Coefficient, C Soil Group (1) A B C D . 30 . JS . 40 . ~s . :;o -,.. . .l3 . 4-0 . ..!j . 40 .4S .so .5S .45 .so . 60 . ;o . 45 .so . ss. .6i . 70 . 7S . 80 .35 .. so .8S .90 .93 (1) Obtain soil group from maps 011 fll_e wit!\ the Department of Sanitat:.lln and Flood Control. (2) Where actual conditions deviate si1nificantly from the tabulat~d imperviousness values of 80\ or 90\, the values given for coefficien~ C, may be revised by multiplying 80\ or 90\ by the ratio of ac~ual imperviousness to the tabulated imperviousness. However, in no cas~ sha 11 the final coefficient be less tha.n O. SO. For example: Cons .:..Jer ccmmercial property on D soil group. Actual imperviousness = SO\ Tabulated imperviousness= 80~ Revised C = ~ X 0.35 = 0.53 Lte Bro■l•• ••• S■dtm■al Cantrel Baadbook TABU 8.1 Surf-■ Area Requlnmenta ol Sedimea& Trapa ADIi Buiaa 8uifMeUMnq,dreauata_ Putlcle--.bua 0.11 (c:oaneNIUI) O.I (mecffwa __., 0.1 (aa.und) O.OI (coaneult) o.~ (llledlu• lilt) 0.01 ca. .. n,, .a(day) Bettllns yelc,city. ~pa~-(m1 ... •'/He ft/NG (m/Nc) ~ dllcllup) 0.11 (O.OU) o.orr (o.020) o.ou (0.00'10) o.ooa co.0011> .o.GIMa(o.~,- o.OOOM (0.0000'11) O.OOCIOI (0.000018) I.I 17.1 51.I 191.1 1,2&0.0 s.ooo.o 20,000.0 (ID.'7) (A.'7) (171.0) (8311.0) (4,101.0) (18,4CM.O) (81,817.0) .1ipt ccepoud of putic:l• in th■ 0.01-to O.Ol-111111 ranp. A ■urface uea 4 imea w1• would be needed to captun 6 percent mon of thla IIOiL A balance betwe■n th■ coat-etr■ctiv■n ... of • certain buln •• ud tba d-.lre , captura ~ puticJea mud be acblevecl. It la dNirable to captun t:be nry maaJI aoU particl• (claya and lu ■llt■) became they cauN tmbkllty UICI other ,ate quality ptoblema. HOWfl8r1 Table 8.1 ■bewa that a bum would haft to be ary larp to capture particlN ■mall• than 0.02 mm. putu:ularly clay puticl■a .005 111111 and emaller. Becauee-of the hfsh coat of trapplna v■q ■mall putlcle■• te au~n recommend 0.02 u the d•ip particle alu for sediment bulna 1cept In areu with coarN aoila. where a laqer deaipa particle may be uaed. The .02-mm particle ia clanified u a medium ■ilt by the AASHTO aoil cluaification ratem. .2d Basin Dlachar•e Rate he peak diachar1e, calculated by the rational or another approved method. ia 1ed to ■is• th■ buin riser. Durin1 any major ■tona. a ■ediment baain should 6ll it.II water te the top of it■ riser and then diachars• at the rate of in.Bow to the uin. A sediment baain ia not deai1ned with a lars• water ■torqe volume a■ ie reeervoir. Ir the inflow eueeda th■ deei1n peak flow u■ed to aiu the riaer. the ,erftow should diacharge down an emerseney spillway. \lesip Runoif Rate equation for surface area or a sediment baairi, the diacbarge rate Q is a .able to ba chosen by the designer. The above discusaion or baain discharge ,e ahowa that the discharge rate ia, to a large extent, equal to the inllow. The 1er ia sized to handle the peak inflow to the basin. The authors 11uggest deter- ining lhe surface area by the au erage run.off of a JO-year, 6-hr storm instead ' .. .. : ' • I ·1 I Sedbaeal Reteatloa Struet1 of the peak flow. A aubatu and hula ellldemcy ia not • Coaaldaa hula d__.. off rate. The avuaae ralnfal storm (Sec. ,.tf). On-a lite, ideal aeWlns c:andltlone thi soil (LL. 82 perc:ent of the putlclae). . If tbe audue area al tb would be rouply 3 tlmea Recl•ma•Joa (10). 25 percel perlocl (Pia-4.2). Slnc9 tha limeten) per hour. tha pea percent al the 8-br total. SI dlacharp rate (A -l.2Q/1 • timN the • ._. .. rate (&CH flow would be about 3 tlmee aisecl for the pnk Bow woul particl• witla approdmate clL Since the 0.02-mm part with a aeWlq wlocity of turecl. Theee are appro:dnu Suppose a basin on • alb rate. ll'm the pwpo .. of iU of the San Freaciaco Bay J ticl•• by welpt, snater ti 0.02 mm). A. bMia with a b tun the 0.01-to 0.02-llllll I 67 percent of the eroclecl m; cant (6/82) by trlpllns the ~ffecti~ ~-!Ji~--~-b-~in ~ buin effl.ci,~9 ~µ_ !'-~~-~-•- 8.21 Settlinl Depth Ir a basin ia too shallow. w settled particlee and decre grit-settlin1 chamber■ at 1 trolled to prevent puticle grit chamber (2) ia: ~\ .. '.36 . . . D E ·O '\ ,.L. / ). -.. ,,. .. . . . . . . ,, . ( ---:>-.. --, u ........ ....., .... lqibl l, ft (ml .,---._, r 1so 10 20 ... ~ 40 liO &O '70 IO 90 100 ·I -2iD aoo IIO 400 ~ 600 IOO. 700 800 1;,\., J 1000 's, 'Ii, (3.0) (S.1) (U) (lli) (IU) (lU) (11.1) ("-') (2'1-') (al) ' (41) (11) tN, • (ti) (IO'I) (111) (U7) (161) (UII) WJ) (244) (274) (305} i ,~ 0.06 O..o7 O..o7 D.08 D.08 OJI& OJI& Q.QI 'Q.08 0.10 ;) cuo G.11 G.11 o.u o.u o.ia cua cua 0.1, 0.1' 0.14 0.15 0.15 0.08 o.oe 0.10 0.10 0.11 0.11 0.12 o.a Q.12 0.12 i G.U G.U G.li .CUI CUI Q.11 O.U 0.1'7 0.18 0.18 0.19 0.19 0.20 2---0.10 0.12 0.1' 0.15 Q.16 0.1'7 CUI CUI (1.19 U) I US U& UI UI UI o.ao Ga o.aa O.M OJl6 OZ1 o.a9 0-40 0.18 0.20 Q.22 u., 0.2li Q.21 QJ7 Q.21 G.28 ,. .Cl.JI Q.11 UI GAO CUI llAI OM OM DAB 0.51 0.6,i o.55 o.57 3 0.14 ' 0.16 0.21 o.26 038 Q.30 Q.Jll o.Ji QJ7 o.aa 0.40 . U7 o.a G.11 Cl.II Q.11 O.'IO 0. '11 0.'11 0.112 0.87 Q.92 0.96 1.00 ~ 5 0.17 o..u ·o.29 OM Q.88 Q.41 0.46 Ml cw cw ! US O.'M 0.81 Q.81 UIO l.07 LU UQ Ull L'2 Ul 1.60 La& 6~ o.ao O.a? 0."8 0.48 o.u °"' uo °"" G:.8'7 " a.a U& 1.a1 ua LIi LM ua uo 1.86 L78 uo· 2.02 . 2.18 Q.21 I OM OJi8 0.1, 0.'71 U2 . 1.01 U7 UO UI LN 1.16 L75 1M 2.02 ill 2.33 2.47 2.61 7 iJ.2o Q.3'1 0.46 Q.62 Q.i8 8 0.31 O.+t O.M 0.0., 0.70 0.7'7 o.aa 0,8' OM OJII j,' 1.21 1.40 U'1 L'D LIi U8 2.10 2.21 l.'3 2.112 2.80 2.97 3.13 ~ 0.37 0.52 OM 0.1, o.aa O.Sl 0.88 Ul6 1.11 Ll'l 1. 1M 1.11 1.16 I.OIi I.JI JJl6 UI 1.12 2.87· 8.10 8.32 3.62 s.n 10 0.43 0.61 0.75 0.87 0.97 L06 1.15 UI UIO 1.3'7 t .. l.18 LN 1.18 U'1 US l.'14 2.1N) 8.06 U6 3.82 8.87 4..11 us ll u.50 0.71 0.86 1.00 1.12 us 1.32 U1 1.50 LS8 .. LIi UI UO t.7' 1.16 1.11 U6 I.ii 8.87 '-11 4.47 4.7. U9 l.2.li 0.61 0.86 1.05 1.22 U6 U8 µi L72 Lit 1.12 i Ui 1,72· I.N I.II UI 1M '-08 UO '-'11 6.08 5.43 5.76 6.08 0.81 1.14 uo 1.62 1.81 1.81 u, 2.28 ua 2Ji8 ., . ua ua 4.11 4.G ""' 6.12 Ma &.12 U'1 &.'1'1 7.24 7.68 8.09 16 .. 16.'1 o.96 1.36 l.67 1.92 2.15 U6 1.54 . I.ft ua · aM l 1.72 ... U1 U'I u, 8.08 M6 8.80 7.46 I.CH a.ea IU2 9.62 20 1~ U2 2.23 2.58 Ui 1.16 Ul U6 U'I 4.0II UO . L7'1 Mi 7.GI '1.11 ·8.11 I.Si 9.12 9JN) 10.79 11.54 12.24 12.90 UI "' ""' i 6M 8.71 7.14 LIi US Ui" 10.U 1U7 22 1.51 2.13 2.61 a.oa U'1 us 3.88 , . 11.68 12.U 13.48 14.31 15.00 26 1.86 2.68 8.23 a.?3 4.16 '-56 us U7 U8 6.88 . , 7.21 I.II Ul lo.ID 1LDI 1L71 12.48 li.1'1 1"'3 lo.58 16.66 17.67 18.63 30 2.51 ~ "36 6.03 U1 &.1& U6 7.11 7M 7.16 1.7' 11.15 11.11 11.7'1 u.11 IUl 11.8'1 17.11 1MB 21.CN 21.AB 2S.86 25.15 w 2.98 4.22 6.1'1 6.9& U7 7.30 7.88 8.48 U6 MS ll.ii 11.M Wl 1UI 17.M lUI ID.GO l1Jl8 21.lO M.ii 26.6'7 28..2lt 28.82 i 85 8.23 '-67 5.60 6M ua 7.12 U6 1.14 9.70 10.2a t lUI 1"41 11.11 17.11 U.U 111M JUI JUI 26M 27JM 28.91 3Q.B1 32.32 40 .. oo U6 6.93 8.00 U6 UO lGa UD 12.00 1U5 IUD 17.11 a.m IUl IU'I II.IO 11.16 18.21 80.88 13.48 36.79 87.96 ~1 ,'6 "'81 6.80 a.aa 9.Jil 10.7& 1LT1 U. 'Ill 1UO 1'-'I 1UO JUI II.II KIi all 11M ID.40 UJN IU8 87.» 40.22 498 '6.60 '8.07 50 5JW 7.'TI 9.'16 1L27 1UO 11.11 1'.11 ~ lUl 17.82 r 21.11 &11 11.11 IU7 11.M It.Ii IT.al 11.16 '8..11 -&7.16 60.4,1 68.47 56.36 o6 li."8 i.16 11.JI u.N 14.41 11.1'1 17.U JUI 11.41 IMi I IUI 11.17 .. IUI ... 40.IT 48M 46.80 IO.lB 64.30 67.IN 6L46 &US • I 57 6.B2 9.6' 11.IO 13.63 16.M lU8 11.0S 1IJI IQ.Ali 2Li6 i IMO IMI Kai 17.11 C.lll G..10 '6.72 41.11 U.'19 67.02 60JNi 6'.66 68.15 60 7.32 lo.16 12.11 1U4 1s.a7 17.11 11.17 IO.n IUS 11,16 ; aM 11.7' IUD &JO &II 4&.IO 48.11 11.'17 &6.'71 8L2i 8U8 6fUS '18.21 66.'1 8.44 1U3 lUl lU8 1&.87 iD.17 a.al _,., tul J&..11 I II.II tl.7' 41.11 &II 41.11 IU7 IUO &UI l6.3i 7o.&0 76.47 iO.Oo M.31,; 70 8.98 l.2.'10 15.66 17.91 IQ.OIi 11.18 11.71 ... ... 1&11 I ~n &11 4'11 &11 au a11 lo.JI UM 11M 1&.12 80.30 86.17 89.7S 75 9.78 13.13 16.M 1U1 21Jl7 a116 Ji.17 17.11 11M IILII f'III &71 &II Ail ft.II 81.li IUD 18.11 76.'16 IILIZ 17M 92.77 97.79 • 80 10.56 1'-93 18.28 2Lll tuO 2U6 17.11 al6 11.&6 SUI .. &II.., .. U."1'16"1.1111M &71 7UO. 74,,,U 8L76 8&31 HAl 100.13 106.:i5 l 8.5 11.30 l5.98 18.58 22.61 2U'1 17Jill &IO 11.1'1 31.11 86.7' r &71 ii.ii iUl IU1.., TUI 76.111 7Ul 8'1Jii IM.67 101.09 107.23 lla.08 90 12.02 17.00 I0.81 3'.04 .... &+& 31.IO M.00 ll,OI IIL01 I 41.66 11.11 1D.U 11M nu 7&.0I 1CL11 NM tta.11 1oo.a1 101.s1 114,,03 120.20 96 12. 11 17.91 22.01 26.'1 28.41 11.12 1a.a2 16.N au 40.18 . ·, &11 aa Ail -.. 'IL17 ID.II aua &M N.a 10&.a0 113M 120.54 127.oe I 00 1.3..36 18.88 2a.1, a&. 72 2:9.17 12.72 liM 1'1.71 &08 GM i il.74 11.7' a71 71.17 7UI M.41 IUl NM 1oaA8 111.'1'7 119 . .a 126. 73 iaa.59 lfrum I I U X $z + <li.:.o >: s + O.o&6) (-'-)• • LS • topapspbie..., '. ·ll>,000 #+1~ '1U l•lllpe ..... A(IIXUIMI) , .... 2 I ••----tr d ·-.-..-......... (0.U• ... < lS, U ..... 1 to II, I c><H/6/T :e \ M,_.,_u .. us,_. I G.ilar ... >IS) / (' ·-. SamJJI• Soll Lou Caloulollon: Ste~f,y-SteJJ Proeedun 1. Determine the R factor. S. Butd on aoll umpl• putlcle aln analy1~ detarmlne the K value Irma the nomopapla (111-1.8). Repea\ If yaa have more thaa one IOU sample. 3. DMd• th• alte Into sectlona of uniform ■lope sradlent and len1tb. 'Aaalp an LS value to eacla uctiola (Table I.I). -'• ChoaN the C value(a) to repreHDt a aeuonal averqe of th• effect ol mulch and vesetatlon (Table 1.8). I. Sal the P factor buad on th• ftnal p.tln1 practlca 1ppllecl to the alopea (Table 1. 7). e. Multiply the ftn faclon tosetha ta olllal■ per acre ■oil lo& 7. Multiply IOII loaa per ac:re by the unap ta Ind the total valu~ of aedlment. Ir the aoU -pndlotlon aowa IJlCNeM Yolwae ... from the alte, conalder '. (a) worldn1 only a portloa of the ■lte al on• t1..._ (I>) altedn, the ■lope len1th • and 1radlent. or (c) lncreuln1 mulch appUcation rate or 1eedln1, ©2006 ,0 Consultants, O ay Inc. -~ \\ • ' o· 25• 100' 50 200' SCALE: 1" = 100· DES/LT/NG T:iN RANCH ROBER o. 13 PA 12 °' SIN EXHIBIT DATE: APRIL 2006 'BER 3'l 2006 BY· S.K. SCALE: AS SHOWN 'AREO· ocm · DESIGNED • B C.F 0.: 01-1014 OAHr<, • 7) DRAWN BY: B. ., JOB N MGR • K.H. ~ U ~TS PROJECT · F WORK ENGINEER O C O N S CMI Eng;neenng DATE: 60223 r Avenue W. Planning RCE: 2710 Loke Suite 100 Processing l"fomio 92010 Surveying KEITH W. HANSEN Carlsbad, c;~o 93, 7700 760 931 8680 "6~:yconsultonts,com Odey 2007 12: 02P'.° 14MAP; YD03 dwg Apr 11, . 0114QGRD, D1 G· \011014\01iiQH0114BU1L; 01147UTL; X;els: 0114BS • 0114fEMA; 0114BMAP; 01141P G: 01147str. 0114bgrd: 0114SGRD; • 0114QHYD02 0114QHYD, • ------------ 1 '( -------1r· .,_-.,,➔ u\ . \ _,-- \ ' / • "' • """''"/ - ©2006 O'Day Consultants, Inc. -- -~:f~ 25' 50 SHEET 1 OF 1 SHEETS H.D.P. S. U.P. 06-~"J 06-11 PROPOSEJJ CONJJITION HYJJROLOGY MAP FOR ROBERTSON RANCH PLANNING AREA 12 /Jc 13 100' CITY ·~or OCEANSIOE- NOT TO SCALE PACIFIC OCEAN 78 SITE : CITY OF WSTA tr·· CA SBAD cosr AVE CITY OF ENCINITAS VICINITY MAP NO SCAL£ SCALE: 1• ~ 100' EXHIBIT , C~~T DESIGNED BY: S.I<. DATE: APRIL 2006 B.B., C.F AS SHOWN DRAWN BY: SCALE: PROJECT MGR.· K.H. JOB NO.: 01-1014 s 2710 Loker Avenue W. Civil Engineering ENGINEER OF WORK Suit~ 100 Planning Carlsbad, California 9201 O Processing 760-931-7700 Surveying Fox: 760-931-8680 DATE: Odoy@Odoyconsu!tants.com KBIH W. HANSEN RCE: 60223 G: \011014\0114QHYD02.dwg Apr 11, 2007 11:44am Xrefs: 0114QGRD; 0114BSTR: 01148U1L; D1147U1L; 0114GU1L; 01148MAP; 0114GSTR; 0114MAP; 01141P-Q; 0114qhyd; 0114femo: 0114bgrd