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HomeMy WebLinkAboutCDP 04-16; La Suvera; Drainage Study; 2002-11-22DRAINAGE STUDY FOR REDEEMER BY THE SEA CONSTRUCTION DRAWINGS APN: 215-080-22 PREPARED BY: SOWARDS AND BROWN ENGINEERING, INC. CONSULTING ENGINEERS 2187 NEWCASTLE AVENUE, STE 103, CARDIFF, CA 92007 (760) 436-8500 0 02-011 V 11/22/02 RB SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 103 • CARDIFF BY THE SEA, CALIFORNIA 92'007 SHEET NO.-OF f n (e>. CALCULATED BY. CHECKED BY SCALE OATE. DATE. 'y>S?::..h..S.^-h^&, 1 \ - 2-.. 1 ZS... - ...p.;...- ^? ....ti.L..ili2.b... \2....D...! ..ftc?...S. ,L.X.bJ.jkkii'....Du..d^ fz.\ l.<;;;^c?^^.X(tvi.i ...I..!4?..c4 .1 p.<?... .y.ilT^.i>vv/i^i:E;... <>X!S>.C^yNA jfc!!v\.ft:U..\>^S..\.4 fe..rTl/t7.sfe.) i ^.lio J .Ml ii;;) e.sii:r{si feitfcrtpl. ,..iA.. o;c> ...I.^T!O.YLM l..,H..!ji.D%ftii.u.i..c.'p i \ ....[... I i 1.- 1 iMvyvSl ^Cl'iy^Gf^ J i [ _J ...1., H- py ria .u.|t.A -. i Ui. k. ;c.4.L4<.y.tr\i.i.4^^.^.- .ic..:. 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CALCULATED BY- CHECKED BY SCALE OF DATE- DATE- '^.SE&riA /fe-il^^^/l^ ...1 1 J.../3.i?:Er. Uoa.... Ulfe:.!.. l2.i!.i^4.>Hy l/^i I i:^...! 2A.A±:dMJ2CLA\ Be.A.. A:>..^ki^. ^Aj I QrrcA'.^!^. .S::?Ad.Ay^A...A ....l|l3.D...| i \ I j..4. - I t I rfJi&Tf{£>r i.q.o.. '^kA^k^kiM i Qj^ i i..._ irr:'..i±er] ^Xj^O^ \ fc...-^ i L. i....L.?|.ygI.ic -^^iC-OiCp i 4 f-4r^t^-4-TN)f •^....L^us:r..<£>i t i A:'A-y-\^vx.A i A> Cay '^^AAAiAi-- ...[(g,..lW>(.?;.X.4 1 ; i 5Pr^<H^7 l-l \0-n^a^ :^;4J CA^^A T (3 ^'^i^'t'X \.(a\.U::^..£AS..... ...yr.!?,k I A.. \X\: "2.^. 'cf4. ii AA'^. ilfe ''^<='iNi^T^A\ ; i i i \iiA2±kiA\ i k.Az..k^A .3..M.j.!Alt} 1 1 i 1 M35HA ..IE 1 Y[[-i^..fil cfk |...±.i..£M...,:.cfc^ fc A.l'^..i^i.... ..qZi^?l..4>.S.^X1:5.Ar.| ...r|.X,...:E AL.il A A -fH^-f \^..D..^...JQ3. I JOB- SOWARDS AND BROWN ENGINEERiNG 2187 Newcastle Ave., Suite 103 '. SHEET NO.- CALCULATED BY- OF DATE- CARDIFF BY THE SEA, CALIFORNIA 92007 CHECKED BY—^-, n^c-x . J^iw^gCB -^^£H^4^IJ -W. GA<&Ot. /^[LA)/x/^^feTZ/^4gMg:i JOB- SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 103' / CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO.. OF. CALCULATED BY-DATE. CHECKED/SY DATE JOB- SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 103' CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO.. CALCULATED BY- CHECKED BY SCALE OF DATE- DATE- ,vd.c>.. \.Ji..A JOB- SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 103*. CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO.. CALCULATED BY- CHECKED BY SCALE OF DATE. DATE. 1 IMx^^u.ijJ'S^ ["ZixTv4c.i.. ^kj&b I aA2i5S3b.Ski^ I.'.(3Sfe(xteL fcH3SiH ...(Jy.s^Mfc^ 7-. 45^^- LJXJX51 I- J^M-E,M.rX.i rM-Mi) j J '"AA ZMAMI' il ^ SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 103 CARDIFF BY THE SEA, CALIFORNIA 92007 JOB. SHEET NO.. OF. CALCULATED BY. CHECKED BY SCALE DATE. DATE- ^^^^ /4..^.[xii^fejti i i>4 Ei^^S., I ..ttxtefe. 5 1^ Wi'^^Ml.ii'^Si'... tife. Pix5.. MM tee-: X«rr..,.: "fecX. !5£=XJ3:^^^^^ •^A:^&tAkAPCf \ (^^vx4-^ I'VbiU^ [AJ^H^A-^ 7 Cb. SOWARDS AND BROWN ENGINEERiNG 2187 Newcastle Ave., Suite 103 ; CARDIFF BY THE SEA, CALIFORNIA 92007 JOB SHEET NO.. ?Al-o\\. - ']bAiAm^\ 0F_ CALCULATED BY-DATE. CHECKED BY- SCALE- XsSiiii.i!9?^CTS!^ixtx1^ '^.vt.^'/t i-i 1 : l-i i 1 1 l-J- I 1 dP ^gttjN^4fe uBs^! QASA^.. kA J-o A'^TA'^ATALAA^ i" •'X,;;-"i^.i--XiyS^-trrf-'vXx s4£X \l/X 1V^X^^ X . :!/ Qr- : 4 1 iix:&v4.i) 44/u to JOB- SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 103 ' CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO.. CALCULATED BY- CHECKED BY SCALE OF DATE. DATE. -3-15 05 e Pi- t +i.ps.l.Rl/>rU.L.1.4.:b ,!r;.:!rtXEi.'r | P:«S.X ..^..to:k...j m.y=:. xd 1 b....i.k l.r.. U..X i 4r5i' /V Q. Xi !:X4^, 0. I r.> i^.y f ^ ••._ j ; v , lr.o<^i*L>r-'Y - i.....X.\r..^..f?4C...i:i 1 i... ..dp.AlLAA \ .DJ ..(^r. <4/5..£[./VJ..:'k.::^J) j ) j. .. i. .^.'b..'^£iii..crt>. i ^.rj.^X Xi ^ \j...,p.. ^i i A... :X^..i i ..C..^. "^..ib^ X...A A.?.. A..mA&... i£X/X i |^o.irte;n4:... A A 1 i l;^.. i-: iip* 1. •i-i il <: ^ -4^i T?=r Xif-X .4-^ 4ti I \PX^- H-'wi-^ ^ ...$^.E;-..,L fc 1.^ M..^tA^ ^^pjtiii. fc '..i..x> ' 1 l..-:..|..yl 17' i.^..^!-..!, (si^ X 1 4 P |(4.!?'k.?'j Xl h ...iL<s^iir.eir (^i^ ...!.'t-i .^^"rCrx vLS-f.M-. riX: %^.A. \A ..lr 'A. 1 ,i hf i - i. jiSs'.. CrA^.AA. i U 4 £. J Hi i - 5i ..LC-rl C:. ...:.jl.i<..4;..C7 r.i..£j.. A.Ai^...i.z i tS.b..Ei 3 1 LALS:..A.. AA. d±M.. ..}^..LM..ei L.4?k.^/s/..?.bJ.X. i^\£:rL±:..l B.....:.L JOB. SOWARDS AND BROWN ENGiNEERING 2187 Newcastle Ave., Suite 103 ' CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO.. 3o OF. CALCULATED BY- CHECKED BY SCALE (rC DATE- DATE- 10 11^1 O 1- A r..l A. s e../t^i.d. Xl I d \/^):..)^}kAi \..ox... I i^A.^....iA^.... (4 i ^...r.i iz......i?..: •r(2.i A.^I^.Ar..... •po 1 OAH'* "11 [ ^ 4' Xy5?i X. .p: i (b/py "r"<^ *4 ^ X—'^y^A-pA i ^jp-' A ....f j 5 [ i i^ iix. z I X.I.J I -1; ! k,kx fc\..r.i.xi u A_^,, \,A^.k.l k.fc. AA lX^f3 X 1 ..B i..LH..u^.r,l 1N ii'.irX i.x.L . ...1.5i i X-..-''.c^.fc.i \<iP \.A..fA....A i i i i i. ..^ii...:^..!:^..! j /k.Uxr i ^fzAiA l/.2..i C£ 1 iAA&A, !^ .IM 4.fc.j L.r...i: AA.£AI.XA... 4-ir(2-<f i I $ ....'P«'..i!y.45..4:: ...l£)p>. .p- SOWARDS AND BROWN ENGINEERiNG 2187 Newcastle Ave., Suite 103 ' CARDIFF BY THE SEA, CALIFORNIA 92*007 SHEET NO.. CALCULATED BY- CHECKED BY SCALE OF . DATE- DATE . i.jb>...L:j^l. iQ.'S^.TIi [...5 .A/.i lA. 1 (£ 1 LA.A^.A__ A.A.. AJ ' I ± t: ..^..^••iAA- ...cA..ri A^.A I r. /X... i Xt i ^A.A.. L5i.../..|.EX i i ...o.. UJA A^.... A 1. A-..i 'I i- I X ^ 1 :.i .(^.fe.f AA^.& . [ T^.: '^^Ao-. i l.b'.Lj.^x i,^..4rfc :i?.P....L5-; A..I.A..LX 1 ^ '^A^-^fA^ I i fr'-i B-IV (14 As..x. \ i'?.s> 1 iA n I (V [ Iji X.rr....!.. ]:i..4. ,i..ki -i ^ I Ui .^A VJ1..'=? g.. 'QX^'^ '- i- ft.n4fc.r fc.Z|..H:. i A 4^ i i^^Ai^ RESIDENTIAL STREET ONE SIDE ONLY 5 6 7 a 9 10 DISCHARGE (C F S.) EXAMPLE: Giveni Q.= 10 S= 2.5% Chart ^«s: D«pth = a4, Velocity = 4.4 f.p.s. SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES APPROVED. DESIGN M ANUJXL GUTTER AND ROADWAY DISCHARGE-VELOCITY CHART APPENDIX X-D >3 I.O .8 - -- 9 .7 - - 8 .6 - - 7 UJ LiJ U. z z z LU .4 CL o o X CD UJ X .3 .2 - 12 11 10 V) u r o z o 5 z z UJ Q. O LL O X UJ X o o Ll. \ Ul u. o F '° - 8 6 - 5 - 4 2 O X 1— • z UJ U- o Y-o o u. a. UJ a. >• I- o < a < - 1 - .2 .6 .5 .< 3 . 1 .OR .OG .05 .04 .03 1 1 - L - • 1 1 i " Httghf of curb , Su'-fcct of pandtd calir 4 ' Local dtpraiilon (s) ELEVATION 5 h 4 a z a. o o X CJ UJ X u_ O I - 2 - 1. 1.0 .9 - .8 .7 uiCt) r X K-- Q. UJ O o Uu Q Z o QL - .4 .2 .15 SECTION NOMOGRAM • - CAPA-c'lTYfc CURBJ.J NLEf "AT SAG • • • ' ' PloVe* .2.6-0651 pLow V E-^c> c^xl \^'^ 1^ P'P^ Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: Comment: 24IN RCP ® 2.5% FISHERNAN DRIVE Solve For Actual Depth Given Input' Data: Diameter 2.00 ft Slope 0.0250 ft/ft Manning's n 0.013 Discharge 29.40 cfs Computed Results: Depth 1.38 ft Velocity 12.71 fps Flow Area •. . 2 .31 sf Critical Depth.... 1.85 ft Critical Slope.... 0.0146 ft/ft Percent Full 69.03 % Full Capacity 35.77 cfs QMAX 0.94D 38.43 cfs Froude Number 2.00 (flow is Supercritical) 2,5 pXo-«-> V et-^ CCT-iiSrS IfJ P'P^ circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: Comment: 18IN RCP 0 1.03% FISHERJNAN DRIVE Solve For Actual Depth Given Input Data: Diameter 1.50 ft Slope 0.0103 ft/ft Manning's n 0.013 Discharge 6.70 cfs Computed Results : Depth 0.86 ft Velocity 6.37 fps Flow Area 1. 05 sf Critical Depth.... 1.00 ft Critical Slope.... 0.0066 ft/ft Percent Full 5 7.48 t Full Capacity 10.66 cfs QMAX ®.94D 11.47 cfs Froude Number 1.33 (flow is Supercritical) Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: Comment: 18IN RCP O 2.28% FISHERNAN DRIVE Solve For Actual Depth Given Input Data: Diameter 1.50 ft Slope 0.0228 ft/ft Manning's n 0.013 Discharge 6.70 cfs Computed Results: 0 68 ft 8 60 fps 0 78 sf Critical Depth.... 1 00 ft Critical Slope... . 0 0066 ft/ft 45 36 % Full Capacity 15 86 cfs QMAX S.94D 17 06 cfs Froude Number 2 10 (flow is Supercritical) Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: Comment: 18IN RCP ® 1.0% FISHERMAN DRIVE Solve For Actual Depth Given Input: Data: Diameter 1.50 ft Slope 0.0100 ft/ft Manning's n 0.013 Discharge 3.20 cfs Computed Results: Depth 0.57 ft Velocity 5.22 fps Flow Area 0 . 61 sf Critical Depth... . 0.68 ft Critical Slope.... 0.0052 ft/ft Percent Full 37.87 % Full Capacity 10.50 cfs QMAX ®.94D 11..30 cfs Froude Number 1.42 (flow is Supercritical) Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: Comment: 18IN RCP ® 10.0% INLET 10 TO CO. 6 Solve For Actual Depth Given Input Data: Diameter 1.50 ft Slope 0.1000 ft/ft Manning's n 0.013 Discharge 22.70 cfs Computed Results: 0 91 ft 20 23 fps 1 12 sf Critical Depth.... 1 48 ft Critical Slope.... 0 0426 ft/ft Percent Full 60 67 % Full Capacity 33 22 cfs QMAX @.94D 35 73 cfs 4 0 8 (flow is Supercritical) JOB- SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 103 * CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO.. OF. CALCULATED BY. CHECKED BY SCALE DATE- DATE- 10 li^h-L. fe..Lfi 2..fi:.X..'Q:?.ii!^..44r."...i::>....S 1 ]/Ll..A.^.A^.... .a (.og. 0.fe:i^ji! :...!../ L CrmXn. 1/ L.Amn.A^.i (t.. ^.^..rkirl l&'Xf>M 1 rP. ^.^ :.U.!S.. ..Ci AM 4r-i-fci^-i^^^^^^^^ .C4x.i.xft^...j ! 1 1 i i I .}liaL i...g.XlLfeX..I ...i..^.^?:ifc. .1 ./Xf^.^'- N i.^... IldSAAM'Mh A IX Oi ..h... % ..x-..fcrsi.., fc;fcxL '\LA^.AA^^^IA^2J^. ....! I : ^ t A.-:PA ^.^ i I.... \ " ..i M1:A ..1 |.f 4X 4^...%L4 7r..fe. A} fc 4^4.r"- 'tAi^^A "fcV (pjl t-%A^xx i..^>...r./iy....' i i.: ; ...r AA&^ ..A.tfC'(Zr&z i..Q-. i.r b Li.Xi4:.'=^. . i ife..Zbi. -i r 1.6. ± iA±h W-hA^l.j i AAA^.^A^..1 fe4 h AA-Aki W. -f-i-ec?-! -r^-- Hf AJ. •Ja 0- Al:. — 44 .L-^......fe:.(« f:i;^.i A-A^A^ ^....Ei^.^t:^ AM.. i.ri^4 cs^Au...-A^^..MMMMv M AA % ^^k^tJ6r\ /i P^i^- AdrA Pf^d pfer^. 'Aok^=^ t)'4^ SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 103 ' CARDIFF BY THE SEA, CALIFORNIA 92007 JOB- SHEET NO.. 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(X '=>L5a- ^.6.^^Ai Ll>,r:^fe PART 2 CONSTRUCriCN .H\TD?IALS SECTla^ 2C0 - ROCK, MATERIALS 200-1.1 General (p. 66) Add: "Alternate Rod^ Haterlars - Type "S" « scrlbed In Sertinn Am _ .'rP° J « de— ' stone for RIorao (p. 69) PERCENTACe LARGER THS.'V* Rock Sizes Tan Ton Ton 1/2 Ton 1/4 Ton 200 lb 75 25 5 I Ib lb Ib lb CLASSEI 2 Ton 0-5 50-100 95-100 Ton 1/2 Ton 0-5 50-l(X) 95-I(X) 1/4 Ton 0-5 " 50-100 95-100 0-5- • 50-100 95-lCO No. 2 Backing Ho. 3 SackIng 0-5 25-75 90-ICO 0-5 25-75 90-100 The ar^ount of material smaller than the smallest size I Isted -In the table for any class of rork^i ITlV'r.t''''^^ '^'^ the^percentage n;,t'°'' listed In the table determined on a weight bas s Compliance with the percentage limit shoj In table for aM other sizes of the Individual pieces of =ny. class of raH. slope protect Ica sha? be d^ termlned by the ratio of the .number of Ind vl^uaf l^tlb^fi-^l^t^Sass"^ ^'":"-e^ ln""e •200-1.6.1 Selection of Rlcrao .n^ c,,,^, Vel. Ft/Sec (I) Rock Class (2) Riprap Thick- ness "T" Filter Blanket (3") Vel. Ft/Sec (I) Rock Class (2) Riprap Thick- ness "T" Lboer Layer(s) j Vel. Ft/Sec (I) Rock Class (2) Riprap Thick- ness "T" Cpt. 1 Sec. 200 C4) Cpt. 2 Sec. 400 (4) Opt. 3 <5) Lower Layer <6) 6-7 No. 3 Back- ing .6 3/16" 02 D.G. — 7-a 2 Back- ing 1.0 1/4" . 83 D.G. 8-9.5 Fac- ing 1.4 3/8" — O.G. 9.5-11 Light 2.0 1/2" 3/4", I 1/2" P.S. 1 1-13 1/4 Ton 2.7 3/4."- 3/4", ' 1/2" P.B. Sand - 13-15 1/2 Ton 3.4 - -1''- 3/4", 1 1/2" P.B. SancI 15-17 1 Ton 4.3 I 1/2" — Type B Sand 17-20 2 Ton 5.4 2" — Type B Sand whe"re .T" re.sfLlAoA """^^ ^ situations (1) Average velocity. In pipe cr bottom velocity In energy dissipator, whichever Is greatei ^ ilf'^'''if K^'P"P '""'^ blanket class Is not available, use ne>d- larger class. 7-30 HANDBOOE OF HYDRAULICS Table 7-4. For Determining the Area a of the Cross Section of a Circular Con(iuit Flo--v^^ing Part Full Let depth of water— _ D ^..^^ Q^ _ .(.j^g tabulated value. Then a = Cad^. diameter of channel a D d .00 .01 .02 .03 - .04 .05 .06 .07 .08 .09 .0 .0000 .0013 .0037 .00C9 .0105 .0147 .0192 .0242 .0294 .0350 .1 .0409 .0470 .0534 .0600 .0668 .0739 .0811 .0885 .0961 .1039 .2 .1118 .1199 .1281 .1305 .1449 .1535 .1623 .1711 .1800 • .1890 .3 .1982 .2074 .2167 .2260 .2355 .2450 .2546 ,2042 .2739 .2836 .4 .2934 .3032 .3130 .3229 .3328 .3428 .3527 .3027 .3727 .3827 .5 .393 .403 .413 .423 .433 .443 .453 .402 .472 .482 .6 .492 .502 .512 .521 .531 .540 .550 .559 .569 .578 .7 .587 .596 .605 .014 .023 .032 .640 .649 .057 .666 , .8. .'674 .681 ".G89 .697 .704 .Tl2 .719 .725 .732 .7-38- .9 .745 .750 .750 .701 .766 .771 .775 .779 .782 .7S4 Table 7-5. For Determining thc Hydraulic Radius r of thc Cross Section of a Circular Conduit Flowing Part Full Let depth of water D . _ , ^ , , , _, _ . diameter of channel ~ "d ^ ~ tabulated value. Then r = Crd. D d .00 .01 .02-.03 .04 -.05 .06 .07 .08-.09 .0 .000 .007 .013 .020 .026 .033 .039 .045 .051 .057 .1 .063 .070 .075 .081 .087 .093 .099 .104 .110 .115 o .121 .126-.131 .136 .142 .147 .152 .157 .161 .166 .0 .171 .176 .ISO .185 .189 .193 .198 .202 .206 .210 .4 .214 .218 .222 .220 .229 .233 • .230 .240 .243 .247 .5 .250 •••.253 .250 .259 .202' .205 .208 .270 .273 .275 .0 .278 .280 .282 .284 .280 .288 .290 .292 .293 .295 •7 .296 .298 .299 .300 .301 .302 .303 .304 .304 .s .304 .304 .304 .304 .304 .303 .303 .302 .301 .299 .9 .298 .290 .294 .292 .289 .280 .283 .279 .274 .207 (kb STE.-IDY UNIFORM FLOW IN OPEN CH-A.NNELS 7-59 Table 7-13. Values of ii for Circular Channels in the Formula n D = depth of water d = diameter of channel D • .00 .01 .02 .03 .04 .05 • .06 .07 .08 .09 .0 15.02 10.56 8.57 7.38 6.55 5.95 5.47 .•5-P8 4.70 .1 4.40 4.25 4.04 3.80 3.GO 3.54 3.41 3.28 . 3.17 3.06 O 2.'.)() 2.87 2.79 2.71 2.03 2.50 2.49 2.42 2.30 2.30 .3 2.25 2.20 2.14 2.00 2.05 2.00 LOG 1.92 1.87 1.84 .4 1.30 1.7G 1.72 1.69 1.66 1.62 1.59 1.56 1.53 1.50 .5 1.470 1.442 1.415 1.388 1.302 ' 1.336 1.311 1.2SG ir262 il.23S .G 1.215 1.192 1.170 1.148 1.126 1.105 1.084 1.004 1.043 1.023 .7 1.004 .084 • .965 .047 .923 .010 .891 .874 .850 • .835 .3 .821 .804 .787 .770 .75:j .736 -.720 .703 " -.687 .670 .9 .6.')4 .037 .021 .1)04 .588 .571 .553 .535 .516 .496 " lio" -.4 (53 - Table 7-14. Valuesof /v' for Circular Channiils iu thc Formula K' -a -.. D = depth of water d — dlaiiit;tt:r of channel D 1 .00 .01 .02 .03 .0-t .05 .00 .07 .08 .09 .0 .00007 .0003 L .00074 .00138 .00222 .00323 .00455 .00004 .00775 .1 .00967 .0118 .01-12 .01 (•)7 .0195 .0225 .0257 .0291 .0327 .0366 2 .0400 .0448 .0492 .0537'' .0585 .0634 .0680 .0738 .0793 .0849 .3 .0907 • .0906 .1027 .1089 .1153 .1218 .1284 .1352 .1420 .1490 .4 .1561 .1633 .1705 .1779 .1854 .1929 ,2005 .2082 .2160' .2238 .5 .232 .239 .247 .255 .203 .271 .279 .287 .295 .303 .0 .311 .319 .327 .335 .343 .350 .358 .300 .373 .380 .7 .388' .395 .402 .409 .410 .422 .429 .435 .441 .447 .8 .453 .458 .463 .408 .473 .477 .481 .485 .488 .491 .9 .494 .496 .497 .498 .498 .498 .49 G .494 .489 .483 1.0 .463 Plan View A $ T^E e T -STo^ i>i2 A \ i4 •O' lu (V. a. D vJ V- '5L A^ ^ A "^A /(J- A / Al O' .0 o. 0 A// -•11 -1 12 iEI 1,. ALC-. T O Proj. file; 02011.STM IDF file: SAMPLE.IDF No. Lines: 12 09-13-2002 storm Sewer Summary Report !^ Jf?/2jF •••••• ""^g^™ Line No. 1 C.O.6 TO POINSETTI 2 C.0.6TO C.0.7 3 C.O.7 TO TANGENT C 4 TANGENT C.O.7 TO T 5 TANGENT CO.7 TO TA 6 TANGENT C.O.7 TO T 7 C07 TANG TO TANG 8 C07 TANG TO TANG 9 C07 TANG TO INLET9 10 1NLET9 TO 1NLET8 11 006 TO1NLET10 12 INLET10TO100YRI Line ID Flow rate (cfs) Line size (in) Line length (ft) Invert EL Dn (ft) Invert EL Up (ft) HGL up (ft) Minor loss (ft) Dns line No. 29.40 6.69 6.69 6.69 6.69 6.69 6.69 6.69 6.69 3.15 22.71 17.29 24 c 18 c 18 c 18 c 18 c 18 c 18 c 18 c 18 c 18 c 18 c 18 c 131.5 80.5 31.1 31.1 31.8 15.2 15.2 15.2 15.2 37.8 7.5 11.8 309.90 313.56 314.72 315.43 316.14 316.86 317.21 317.55 317.89 318.39 313.39 314.15 1.43 0.22 0.06 0.08 0.11 0.11 0.11 0.11 0.46 0.13 2.56 1.49 End 1 2 3 4 5 6 7 8 9 1 11 • PROJECT FILE: 02011.STM l-D-FFILE: SAMPLE.IDF TOTAL NO. LINES: 12 RUN DATE: 10-14-2002 NOTES: c= circular; e = elliptical; b = box; Return period = 100 Yrs.; * Indicates surcharge condition. storm Sewer Tabulation Page 1 Line 1 2 3 4 5 6 7 8 9 10 11 12 Line ID C.O.6 TO POl C.O.6 TO C. C.O.7 TO TAN TANGENT CO. TANGENT CO, TANGENT C.Ct C07 TANG TO C07 TANG TO C07 TANG TO INLET9 TO IN C06 TO INLET INLET10TO 1 Incr. Area (ac) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rnoff coeff (C) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Incr. CA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Sum CA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 PROJECT FILE: 02011.STM Tc (min 1.5 1.1 0.9 0.7 0.5 0.5 0.4 0.3 0.2 0.0 0.1 0.0 Rnfal Inten (in/hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total runoff (cfs) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Add. flow (cfs) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.5 3.2 5.4 17.3 Total flow (cfs) 29.4 6.7 6.7 6.7 6.7 6.7 6.7 6.7 6.7 3.2 22.7 17.3 Capac ~ full cfs) 36.0 10.7 15.8 15.8 15.8 15.8 15.8 15.8 15.8 10.5 33.2 51.7 Line size (in X in) 24 c 18 c 18 c 18 c 18 c 18 c 18 c 18 c 18 c 18 c 18 c 18 c Line length (ft) 132 81 31 31 32 15 15 15 15 38 8 12 Line slope (%) 2.53 1.03 2.28 2.27 2.27 2.28 2.27 2.27 2.27 1.00 10.00 24.27 Veloc up (ft/s) 9.6 3.8 3.8 4.5 5.4, 5.4 5.4 5.4 5.4 2:9 12.9 9.8 Veloc. down- (ft/s) 9.4 3.8 3.8 3.8 4.3 4.8 4.8 4.8 4.8 2.0 12.9 9.8 HGL up (ft) 315.11 316.87 317.21 317.31 317.85 318.19 318.54 318.88 319.22 319.66 316.89 319.78 HGL down (ft) 311.90 316.54 317.09 317.27 317.39 317.97 318.31 318.66 319.00 319.68 316.54 319.45 l-D-FFILE: SAMPLE.IDF TOTAL NUMBER OF LINES: 12 Invert up (ft) 313.23 314.39 315.43 316.14 316.86 317.20 317.55 317.89 318.23 318.77 314.14 317.02 Invert down (ft) 309.90 313.56 314.72 315.43 316.14 316.86 317.21 317.55 317.89 318.39 313.39 314.15 Dns line # 0 1 2 3 4 5 6 7 8 9 1 11 RUN DATE: 10-14-2002 NOTES: c=circular; e = elliptical; b = box; Intensity = 112.8269 / (Tc-i- 14.5)* .822151; Return period = 100 Yrs. storm Sewer Profile \A C-, . L Elev. (ft) 335.0 328.0 321.0 314.0 307.0 f- 300.0 Line: Size: .14 in Line Site 3:2 J: 18 in I Proj. file: 02011.STM Line: 3 Size: 18 in 1 150 175 200 225 250 storm Sewer Profile Proj. file: 02011.STM Elev. (ft) A^O- 335.0 330.0 325.0 320.0 315.0 Line: 3 Size: 18 In Si2 Line: 4 e: 18 in 310.0 I Line: 5 Size: 18 in Line: 7 Line: 6 Size: ip in Size: 18 in Line: 8 Size: 18 in Lii)e: 9 Si::e:1Jin line: 10 ^ize: 18 in 175 200 Reach (ft) ^ r"? storm Sewer Profile Proj. file: 02011.STM Elev. (ft) 335.0 328.0 321.0 314.0 307.0 300.0 AO- Line: 1 Size: 24 in |oo yp ^.-rca^ H - Ol- L- Line: 11 Size: 18 n Line: Size r o 12 18 in 75 Reach (ft) 100 125 150 JOB. SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 103 • CARDIFF BY THE SEA, CALIFORNIA 92*007 SHEET NO.. CALCULATED BY. CHECKED BY SCALE OF OATE. DATE- .IC?.. l..jfiH£-...: SOWARDS AND BROWN ENGINEERiNG 2187 Newcastle Ave., Suite 103 '. CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO., OF. CALCULATED BY. CHECKED BY SCALE DATE. 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DATE. .<vj...S;. .ca.o 1 ^..a IL. : TD^ry \ ..4-io..J........46?..4^£C....y i i i.u-#>-e-i .1 ri .k../!a..ij..C..l.:..i^^^^^^ I ..^ 1.2....in,..b i.c^f5>.i JOB- SOWARDS AND BROWN ENGiNEERING 2187 Newcastle Ave,, Suite 103 ' CARDIFF BY THE SEA, CALIFORNIA 920O7 SHEET NO.. OF. CALCULATED BY. CHECKED BY DATE. DATE. SCALE. &.^T:_i -i ..IM 1 \BA^-A>A^A i LI:..1 -0?. i-c?---.-! 1 <Si..it.L:£-r..Mr.r^.i ID -eT Cvj-L-tSA, I M £ Au i . ..;"^..; M-^i^fctX ^ "T i ..1 -^^(1 :. A..\..-'A<^..i H... I : i. f''.^^.P'^'^i^.i 1 ^.A^^f^... A^ ^.: A. - • .^b)h^s' .U..; L- ; ..S...! Ii 1 i AA..AC...... ..a .AB.. .3A--A-A..^'-.^\ A.:l..idaA SOWARDS AND BROWN ENGINEERiNG 2187 Newcastle Ave., Suite 103 - CARDIFF BY THE SEA, CALIFORNIA 92007 JOB. SHEET NO.. ^3 OF. CALCULATED BY. 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[..£?....j«2r.S».i ^ 1 1 So..l X i I "bh'hlk^- .|iiiiLi.j.,c>-i i -4 i^.-- i...: i<^,i .]ip.|^4 1- ..fe/U I..4 ^ ^ ;.^/(A.l&-<;^.^..- i,\,l,l,.A,i-^,i ! 5^116'.^. ...4 %A^ch „L.2 L^.fe U...,; AI&CPA. t^M. .-.l- i t I i 1- i\y,<o\-.\ i I i •zl s,^AA>.kA> f i.-iir\AA^. k l...:^..i,-..^.4'„ A^ la .13 ..ikLkfxAA. A> ..d i.b.aa. JOB- SOWARDS AND BROWN ENGINEERiNG 2187 Newcastle Ave., Suite 103 ' CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO.. CALCULATED BY. CHECKED BY SCALE OF DATE. DATE- lAc^'bA 4- ..j„l„H,, (2^.udn..H^..( -=....!&; irft:>sjo..d..,l3-.<H> i [h/k..K}^.m..!N.iAr^X. i y!s,;Sr.tj Q...A I \ I i-^i 4 A A- £.....A.^^..^.i 1 i 1 1. ...ii^,.,^!.^:^] ...iKA-ifcil ,d<.iv.M G-. i. .1^4?. 'h^|vi..Lp.,L<tj j ..ci<vu^y.4<\a:^,ou [ .L,.iis iA L. A m rs i^L. 1 fe.- \dA ..A.AkA ••! \ Ai ,j p. A... \i.31. A^p... i i 1 kM ^....i... vi I Is A. kfie^\ \ ...l.i 1... UL. ..A i...f^/b^; [. L^L^r.} ^Xe>..l Ap Ai...., m- A ,;i(^,.,!p,ip£, i i-Vio. AAA 4i5,fe fip^ i fe. ; \hs.i. 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'^Aki. k ^A;(3 i 't.-y i...l. izA th... i.u,..4!,..£,..i ....y...i}A^.AA~ ...1 l.C>.:^..^rk.y-.kr:*^P .,^s,.,.„i 1 A4^^A-\ (•• f ilDl'7^ L 1.. i i 1 i i 1 i i i i I i I l^.A^..-. ..i J fi i .i.A 11 A . >-k) i ( A •• tl-i. 1 ! bj^i iF.|:::OiO bo<i.,0^_ ts... I (^ 4 - J55i 1 1 1 1 ... .^^ .4 iiiii^ilikiB--. i I I %rrA,....i 1 i 1 \= 1 1 1 U.i= i.d..X,oLN • • u; - i rO H ..-..! c>".:..i5,.5 A>.k, t-2 b,|^..viAi-M-..U^" -{^"^L^ JOB- SOWARDS AND BROWN ENGINEERiNG 2187 Newcastle Ave., Suite 103 ' CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO.. CALCULATED BY. CHECKED BY SCALE OF DATE. OATE. Sfeii...' .^...'^..fe: ...fei4fll<fe^:^..'l:k: .it?.3?rliiC'/yrvM 1 '^c^.i.l .(KOilil'^.Gi Id .iifif:^:; L..sty.ii[lit....i ^.i^o.i.D .1 k k i.D..l ..It ii 4.2^1 ijAj,^, ti fel..L |i.k.:i (,M.\S LC I.L%/)..5.i.4^..l.. j i.l i BA.... i^ io.l - i\o. J.- i Q... y i |P-...D...«^V.!sb|.... y.Mkrd.\.A:t±u ai..<>.! ..Xcpk,, i-,l..,,i,,LU^,.l...L.h,.-,t3 (,N..i5£)] LP ill'in i.iM ./.H-izi' 1. IP ir i*^ ik. " iCi i-U B, I T (J -^.-l-di4../ff..'d),.C^>.,J,.e....k i IV i i j p^i ; ; ; ! i i i i ; i''^ 1 i i ; i ^1in'^i DETENTION BASIN ROUTING ANALYSIS The calculations on the foliowing pages demonstrate how the detention basin at the northeast corner of the church site will detain the difference in 10-year peak flows between the existing and ultimate conditions. The Corps of Engineers' HEC-HIVIS computer program (Version 2.2.0) is used to generate curve number-based runoff hydrographs for the existing and ultimate conditions. Precipitation is assumed to be a frequency distribution, based on the . intensity-duration-frequency data found in the San Diego County Hydrology IVlanuaL The use of this rainfall pattern with the SCS Unit Hydrograph Method, will thus approximate Rational Method peak flows, yet allow for a more flexible and detailed analysis of the flow routed through the detention basin in the ultimate condition. Hydrograph parameters were developed from the Rational Method data. An elevation- area curve and an elevation-discharge curve were developed, based on the configuration of the detention basin, as shown on the grading plans. The 10-year storm was then modeled for the existing and ultimate conditions. Using this methodology, the 10-year existing peak flow to the north of the site was estimated to be 4.9 cfs, which is less than the Rational Method estimate of 6.4 cfs. This is due to the fact that the runoff coefficient of 0.45 currently used in the San Diego County Rational Method for rural and natural areas tends to over predict runoff potential for more frequent storms and agricultural land uses. The ultimate condition 10-year peak flow, after detention, is estimated to be 4.9 cfs. The detention basin will also safely detain the 100-year storm, with a peak elevation within the basin of 329.2 feet,1.1 feet below the low point on the embankment (1.1 feet of freeboard). Basins IB, 10, and 11 were not included in the hydrograph analysis. Basins IB and 10 are not a part of the proposed development. Basin 11 will be developed as a half-acre lot, with the pad being much flatter than in the existing condition. The increased time of concentration associated with the flat landscaped area anticipated for this lot will offset most, if not all, of the incremental increase in runoff from the impen/ious portion of this small area. In summary, the proposed detention basin will achieve a reduction in the 10-year ultimate condition peak flow to below that of the existing condition peak flow, and the basin will also detain (and safely contain) the 100-year storm. 'lb REDEEMER BY THE SEA EXISTING CONDITION HYDROLOGY HYDROGRAPH PARAMETERS PRECIPITATION (from County Hydrology Manual and NOAA Atlas) Duration Freq. 5-min. 15-min. 1-hr. 2-hr. 3-hr. 6-hr. 12-hr. 24-hr. 10-YR 0.37 0.55 0.90 1.15 1.33 1.70 2.30 2.90 SCS CURVE NUIVIBER (from County Hydrology Manual) SUB1 (Basins 1-9) LAND USE AREA (ac) SOIL CN Open Space^ 6.11 D 86 Church/School 0.0 D 95 Church/turf 0.0 D 88 TOTAL AREA 6.11 86.0 AREA TOTAL AREA = 0.0095 sq. mi. INITIAL ABSTRACTION (U = 0.2S, where S = 1000/CN -10) SUB 1 la = 0.33 inches LAG (from Rational Method results) SUB 1 Tc = 14.5 min. lag = 0.8 x Tc = 11.6 min. 0.19 hrs. 1 Narrowleaf chaparral hydrograph parameters/EXlST 9/12/2002 -77 REDEEMER BY THE SEA DEVELOPED CONDITION HYDROLOGY HYDROGRAPH PARAMETERS PRECIPITATION (from County Hydrology Manual and NOAA Atlas) Duration Freq. 5-min. 15-min. 1-hr. 2-hr. 3-hr. 6-hr. 12-hr. 24-hr. 10-YR 0.37 0.55 0.90 1.15 1.33 1.70 2.30 2.90 SCS CURVE NUMBER (from County Hydrology Manual) SUB 7 (Basins 1-7) LAND USE AREA SOIL CN (ac) Open Space^ 1.08 D 86 Church/School 1.75 D 95 Parking/Street 1.57 D 98 Church/turf 1.06 D 88 TOTAL AREA 5.46 92.7 AREA TOTAL AREA = 0.0085 sq. mi. INITIAL ABSTRACTION (1^ = 0.2S, where S = 1000/CN -10) SUB 7 L = 0.16 inches LAG (from Rational Method results) SUB 7 Tc = 11.75 min. lag = 0.8 X Tc = 9.4 min. 0.16 hrs. 1 Narrowleaf chaparral hydrograph parameters/dev-1-7 9/10/2002 REDEEMER BY THE SEA DEVELOPED CONDITION HYDROLOGY HYDROGRAPH PARAMETERS PRECIPITATION (from County Hydrology Manual and NOAA Atlas) Duration Freq. 5-min. 15-min. 1-hr. 2-hr. 3-hr. 6-hr. 12-hr. 24-hr. 10-YR 0.37 0.55 0.90 1.15 1.33 1.70 2.30 2.90 SCS CURVE NUIVIBER (from County Hydrology Manual) SUB 8-9 (Basins 8-9) LAND USE AREA SOIL CN (ac) Open Space^ 0.00 D 86 Parking/Street 0.00 D 98 Residential 3.12 D 87 TOTAL AREA 3.12 87.0 AREA TOTAL AREA = 0.0049 sq. ml. INITIAL ABSTRACTION (U = 0.2S, where S = 1000/CN -10) SUB 8-9 la = 0.30 inches LAG (from Rational Method results) SUB 8-9 Tc = 11.75 min. lag = 0.8 X Tc = 9.4 min. 0.16 hrs. 1 Narrowleaf chaparral hydrograph parameters/dev-8-9 9/10/2002 15 REDEEMER BY THE SEA IN THE CITY OF CARLSBAD Rainfall lntensity(in/hr) Duration Frequency Duration 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year 5-Minute 0.00 0.00 4.48 0.00 0.00 7.11 10-Minute 0.00 0.00 2.86 0.00 0.00 4.55 15-Minute 0.00 0.00 2.21 0.00 0.00 3.50 30-Minute 0.00 0.00 1.41 0.00 0.00 2.24 1-Hour 0.00 0.00 0.90 0.00 0.00 1.43 2-Hour 0.00 0.00 0.58 0.00 0.00 0.92 3-Hour 0.00 0.00 0.44 0.00 0.00 0.71 6-HGur 0.00 0.00 0.28 0.00 0.00 0.45 Computed Point Rainfall Duration Frequency Duration 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year 5-Minute 0.00 0.00 0.37 0.00 0.00 0.59 10-Minute 0.00 0.00 0.48 0.00 0.00 0.76 15-Minute 0.00 0.00 0.55 0.00 0.00 0.88 30-Minute 0.00 0.00 0.71 0.00 0.00 1.12 1-Hour 0.00 0.00 0.90 0.00 0.00 1.43 2-Hour 0.00 0.00 1.15 0.00 0.00 1.83 3-Hour 0.00 0.00 1.33 0.00 0.00 2.12 6-Hour ::W.QAn 2.70 12-Hour 2.30 24-Hour 2.90 4.40 i input data from isopluvial maps; depends upon location RAIN/I-D Design Chart 9/10/2002 ',fi•;• !>- -1-,= -. 0.3 0.2- o &— o ca 0) „., KipsWKi lliliisliie ililii 0.1 0.0 n—r—I—I—r—1 p T—I—I—I—I—I—I—r 1—r -|—I—r -]—r n—1—I—I—I—I—I—I—rn—1—I—I—\—I—I III I I T III 322 323 324 1—r-"r 326 328 Elevation (ft) 330 "1—J—I—I—r 33/ •ib in o •Z.O ^ • LJ "AO 332 " S Hi'""" — Elevation VS. Area ReserVO \ t -C3a> o HMS * S-uimnary of Res-ults Project : Redeemer6 ' Run Name : Run 1 Start of Run : OlJanOl OOOO Basin Model : Exist End o£ Run : OlJanOl 0700 Met. Model : 10-yr 6-hr Execution Time : 12Sep02 1301 Control Specs : 2-min time step €X ISJ IN 6 Hydrologic Discharge Time of Volume Drainage Element Peak Peak (ac Area (cfs) ft) (sg mi) Subbasin-1 4.8661 01 Jan 01 0314 0.31719 0.009 HEC HMS 01Jan2001 0300 0400 0500 0600 0300 0400 01Jan2001 Total Precipitation Loss Subbasin-1 Basel Iow 0700 0700 CP Bas 1 n : Ex i s t Run: Run 1 T ime: 12Sep02. 11:33 HEC-HMS Project: redeemer Basin Model: Ultimate? /^•'' Subbasin-1-7 Reservoir-1 Junction-1 4- w '•H.3H • Z^' ... Li-- %;BS!p|i:sr^':pstjp33?;.;;' "f'f<~ "! 1- 0 ;2400 MORTH OKlLY ) utrmT^ momofJi. dUTfioi^rp-ohA mT^HWH P>A^lh}. C^ASi/^Q 1-7). ULTIMATE COmjlVl^. ULTIM0B AONPlTlDhI 0100 0200 0300 0400 01Jan2001 0500 0600 0700 J u n c t i o n - 1 Rase r Vo i r- 1 Subbas i n - 8 - 9 Basin: UI t ima t e7 Run : Run 4 - lO'-V^AR T ime: 12Sep02. 11:34 HMS * Summary of Results for Reservoir-1 Project : Redeemers Run Name : Run 4 Start of Run : OlJanOl OOOO Basin Modal : Ultimate? End of Run ; OlJanOl 0700 Met. Modal : 10-yr 6-hr Execution Time s 12Sep02 1253 Control Specs : 2-inin tima step SA5//V5 f-7 Computed Results Peak Inflow : Peak Outflow : Total Inflow : Total Outflow : 8.2871 (cfs) Data/Time of Peak Inflow : 01 Jan 01 0310 Date/Tims of Peak Outflow : 01 Jan 01 0334 0.14643(ac-ft) 2.0064 (cfs) 0.46191 (ao-ft) Peak Storage 0.46210 (ac-ft) Peak Elevation : 327.51(ft) HMS * Summary of Results for Subbasin-8-9 Project : Redeemers Run Name : Run 4 Start of Run : OlJanOl OOOO Basin Model : Tlltimate? End of Run : OlJanOl 0700 Met. Model : 10-yr 6-hr Execution Time ; 12Sep02 1135 Control Specs : 2-min tima step BASIl^lS &A Computed Results Peak Discharge 3.0359 (cfs) Date/Tima of Peak Discharge : 01 Jan 01 0312 Total Precipitation ; 1.70 (ac-ft) Total Direct Runoff i 0.1770 (ac-ft) Total Loss ! 1.02 (ac-ft) Total Basaflow : 0.0 (ac-ft) Total Excess i 0.68 (ac-ft) Total Discharge : 0.17697 (ac-ft) HMS * Sinnmary of Results Project : Redeemer6 Run Name : Run 4 Start of Run : OlJanOl OOOO End of Run : OlJanOl 0700 Execution Time : 12Sep02 1250 Basin Model : nltimate7 Met. Model : 10-yr 6-hr Control Specs : 2-min time step Hydrologic Discharge Time of -Volume Drainage Element Peak Peak (ac Area (cfs) ft) (sg mi) Subbasin-1-7 8.2871 01 Jan 01 0310 0 .46191 0.009 Reservoir-1 2.0064 01 Jan 01 0334 0 .46210 0.009 STibbasin-8-9 3.0859 01 Jan 01 0312 0 .17697 0.005 Junetion-1 4.9227 01 Jan 01 0312 0 .63907 0.013 328 J 326 o to ^ 324 LU 322- 10- 8 CO o I? 4- 0 2400 0100 0200 0300 0400 01Jan2001 0500 0600 0.12 0.08 o o CO -0.04 0700 HEC HMS Elevation Area Inflow Reservoi r-1 Basin: U1 t i ma t e7 Run : Run 4 - 10 -'iEAK TIme: 12Sep02, 11:39 HMS * S-ummary of Res-ults SI Project : Redeemer6 Start of Kuxx End of Run Execution Time OlJanOl OOOO OlJanOl 0700 12Sep02 1254 Run Name : Run 5 Basin Model : nitimate7 Met. Model : 100-yr 6-hr Control Specs : 2-min time step (e-xcLUDiNG BAS/Al /00-YR Hydrologic Discharge Time of -Volume Drainage Element Peak Peak (ac Area (cfs) ft) (sg mi) Subbasin-1-7 15.720 01 Jan 01 0310 0.87893 0.009 Reservoir-1 2.3348 01 Jan 01 0350 0.83026 0.009 Subbasin-8-9 6.9469 01 Jan 01 0310 0.38653 0.005 Junction-1 9.0054 01 Jan 01 0312 1.2168 0.013 HMS * Summary of Results for Reservoir Project : Redaemer6 ' Run Nama : Run 5 Start of Run : OlJanOl OOOO Basin Model : Ultimate? End of Run : OlJanOl 0700 Mat. Model : 100-yr 6-hr Execution Tima : 12Sep02 1253 Control Specs : 2-min time step Computed Results 8A5/AJ5 \'l /oQ-yR Peak Inflow : 15.720 (cfs) Peak Outflow : 2.3348 (cfs) Total Inflow s 0.87893 (ac-ft) Date/Time of Peak Inflow : 01 Jan 01 0310 Date/Tima of Peak Outflow : 01 Jan 01 0350 Peak Storage : 0.36686(ac-ft) Total Outflow I 0.83026 (ac-ft) Peak Elevation : 329.16(ft) 20 15- CO 5,10-1 5 o 0 2400 HEC HMS 0100 E I e V a t ion Area Inflow 0200 OOmoW FmA DkT£/vr/OAi 0300 0400 01Jan2001 0500 0600 0700 Reservoi r-1 Basin: UI t i ma f e7 Run : Run 5 - lO0-Y£A^ T ime: 12Sep02, 11:41 JOB- SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 103 ' CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO CALCULATED BY. CHECKED BY SCALE OF OATE. DATE. .,..U^,.4,£2.... ^A JOB- SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 103 < CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO., CALCULATED BY- CHECKED BY SCALE OF DATE. DATE- gg>...^..X .--.....i!?...ev.,.e ,&-,<c?.p.. .St:%,Z?...D..\...^...Lfr:.!^. 3.AkrLM bAd ,iS<p.u„Tb-ci, •-=re>- jzl (A-i: .9*yLtiS^.. )^.iiy::;^lii...i..i5.em2j>n)i t-::? i [..rfe -...I Bl...feri.i.,S<)...S I, \ ^U. lir.. A A ll..] i..il...4 cAs.A B..'S.. .|:£e-M; irti,5 ..\ ^..n-f=V^..Q..sJS?.M;^..i i cj»fL/::.iL>uPrTGD k-FA. i \p<:4.kk^^.!r4..d^^^^^ ^^..i,.^.r£^,. A^c. 1 i 1 1 =..1 %..-tA! A^. i f^fM^iJ'A^A^At^.A^^ ' isk k't? i i 1 1 1 i 95! ^,;,l/.J„,1i.-\i, 4 l^-i t:.^i1 f^.^ ;;;FI";;]'';']1^ I j (j^q^t^xi^TpSTerdioH 'Al^\ to.... 'AE.i •H % .U.A!Jj^A- i T- ..i\._4i.^„,^i3.,..4^-*^-!- 1 SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 103 ' CARDIFF BY THE SEA, CALIFORNIA 92007 JOB- SHEET NO.. AL CALCULATED BY- CHECKED BY SCALE OF DATE- DATE. ....rfii-ip :|^o.^:n ^.LM..^ [....lii ,..| i.i iii!!5^.ErxJ^ £=L^v-0| To ...iQ id jt \<AUA ] i...t,.i (^.^h ^i.,'S^....i.6 ! jg.^<di.fZd 1 ^k^..>dM |3^-&! i y.^..^ l.A^opj,]tcA^,\ ^/^Anio^^, I ^i^if:A^.j ^...^jrl t^A^^ l.^?A^/^.. i.(2.J.2...li Crt^.. A. h.^S....AFk^ i--^ „l &,k.6f df^'A.... Mii .'Zu'3B...a^....i. ..,£..1 l.L..,.te„2 !.^hi„ i-bA... ,,L,.l,a..-..,..i.^..-l..rtb ^,3.1 . A ..\\ ..e>| ^ g?.t^V^i „i.(2r.. i. 19 f ^ I i i ^ ^. l\.\'JA.Q\,32J M/:sA..A.^. S>. -^<?...3'A^.xM i i i 1 ^ofli-^T JOB SOWARDS AND BROWN ENGiNEERING 2187 Newcastle Ave., Suite 103' CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO. 6^ CALCULATED BY . . . nATF r.uer.ieen BV HiTB JOB. SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 103 - CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO.. CALCULATED BY. CHECKED BY SCALE OF DATE. DATE- tD,.b^.b.,..Lf,,0...ci, I V •6^ TABLE 2 RUNOFF COEFFICIENTS (RATIONAL METHOD) DEVELOPED AREAS (URBAN) ! Land Use Residential: Single Family .Multi-Units .Mobile Homes Rural (iots greater than i/2 acre) Commercial (2) 80% Impervious Industrial (2) 90% Impervious Coefficient. C Soil Type (l) D .55 .70 .65 .^5 .85 .95 $ I? NOTES: (1) Type D soil to be used for all areas; (2) Where actual conditions deviate significantly from the tabulated imperviousness values of 80% or 90%, the values given for coefficient C, may be revised by multiplying 80% or 90% by the ratio of actual imperviousness to the tabulated imperviousness. However, in no case shall the final coefficient be less than 0.50. For example: Consider commercial property on D soil. Actual imperviousness Tabulated imperviousness 50 Revised C 80 X 0.85 50% 80% 0.53 I* a. 82 , 1, 1 , ELEV. 0-1500 »00—3000 3000—4000 ^ 000-3000 3000-6000 DE9ERT FACTOR I OO 1.23 I 42 1.60 1.70 1^5 To obluin corrtct Iniandly, mulllpfy Inltniily on chorl 00 CO by faclor for doiign • Itvallon. I > "0 •D m •z. O r> — o c z H o -< c o O -T < im (/) in > 2 g m o o m H •< I O c > H O 2 I -n :o m o c m 2 Tl M IN UTES 10 20 D URAT 1.0 N HOURS 2 3 4 5 e 7 B 9 to O 2 0 MINUTES 30 40 50 I DURATION 3 4 3 6789 10 HOURS • Saaa • 4aaa •2 aao •Zaaa .S6S . Z ^ , ^//^J /^tf tf/ //oars 4. ,.^/aaa ^ 9oo 800 700 ' £00 \ JO- 'S 00 •400 • 300 •20D \ \ \ \ 4 J'— 2- \ •/OO \ \ - \ - • So •40 •30 as — ~A^4qoo • SOOO \ jNOTE: \ ""1 j ADD TEN MINUTEsNo P J COMPLTTED TIME OF CON-.l' ?CE_NTRATI0N. 1. \ - 200a -/Soa • /£00 • /'Xao • /2aa - /ooo • 900 ••SOO • 700 \ \ \ /so /20 /OO • 30 BO 70 -SO - SO — 40 — SO - ZO /e /is /<: \—/2 ' /O ^£00 -'5-00 • 4ao\ 300 - 200 q £ 7 £ • S 1 —. I SAN DIEGO COUNTY DEPARTMENT OF SPE(:iAL DISTRKTT SERVICES ' DESIGN MANUAL APPROVED •>•••> 'r--'^, ~~rr NOMOGRAPH FOR DETERMl.NATlC'J OF TIME OF CONCENTRATION' (7. FOR NATURAL WATERSHEDS SAN DIEGO COUNTY DEPARTMENT OF SPE(:iAL DISTRKTT SERVICES ' DESIGN MANUAL APPROVED •>•••> 'r--'^, ~~rr DATE • - ' • APPENDIX • • URBAM AREAS OVERLAND TIME OF FLOW CURVES 800 700 600 500 Use Formula Fc '-'.'.TZ Distances in Etc £1^0f 80(3_Feel. - 400 w z < 3C0 200 ICO l.» 1 l.l-Cl VQ- S«-fac« Flo.^ Tim* Curv«i GKVEM •- LE-M&Ti-l af FLOW ^ 4oo FT C(^E.FplC,(E.iMT'op Rv^Mopp e = .70 86. Directions for Application: ^ (1) From precipitation maps determine 6 tir and 24 tir 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 (nol 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) Pe = _L7i in.. P24 - ,p- = "/J^^ (c) Adjusted Pg'^' = A-2.^- in. (d) = ^1^- min. (e) 1 =^^^.?^n./hr. Note: This chart replaces the Intensity-Duration-Frequency curves used since 1965. P6 Duraiion 5 7 10 15 20 25 30 40 50 60 90 120 150 180 '240 '300 360 1 1.5 2.5 I 3.5 I 4.5 5.5 I 2.63 2.12_I3.1^B T.68 [2.53 1 30 11.95 i.oa !l.62 0.93 o:e3 069 O.CO 0.41 0.34 0.29 6.26 "0.'22 3.9515.27; 6.59 4.24I 5:36 3^37 ! 4:21 2.5913.24 2.151 2.69 1.87: 2.33 1.66! 2.07 03 i 1.38; 1.72 0.901 l.tg 1,49 1.40 1.24 7.90 9.22! 10.54 6.36'7.42 i 8.48 :5:05r5:9di 6.74 j 7.58 i3.B9i4.54l 5.19 : 5.84 3.23^3.77' 4.31 11.86 13.17 9.54 10 60" 0.53 O.eo! 1.06 0.611 0.82 0.51 0.68 0.44 0.59 0.39 0.52 0.33 0.19 0.28 0.17 io.25 0.43 0.38 0.33 2.80 i 3.27 i 2.49'2.90: z 07:2.41 [ ) 79 '2 .09 1.59 1 86 1.23,1.43 1.02i 1.19 0.73 j 0.881 1.03 0.65! 0.78; 0.91 0.54 1 0.65'0.76 0.47 10.56 ] 0 66 0.42 ! 0.50 0.58 1.33 1.02 0.85 3.73 3.32 2 76 2 39 2 12 1.63 1.36 1.18 1.04 0.87 0.75 067 4.85 4.20 3.73 3.10 2.69 2.39 1.84 1.53 1.32 1.18 0.98 0.85 0.75 8.42 6.49 5.39 4.57 4 15 3 45 2.98 265 2.04 1.70 1.47 1.31 1.08 0.94 0.84 14,49 15,81 11,66i 12.72 9.27 :10.11 7.13 : 5.93 ' 5.13 ' 4.56 • 3.79 3 28 ' 2.92 • 2.25 1.87 1.62 ' 1.44 ' 1.19 • 1.03 ' 0.92 ' 7.78 6.46 5 60 4.98 4.13 3 58 3,18 2.45 2.04 1.76 1.57 1.30 1.13 1.00 F I G U R E Intensity-Duration Design Chart - Template - HazMal/County Hydrofleology ManuaWlnt Dur Oesifln Charl.FHB 3 Hours Duraiion Directions for Application: ( 'V_^ (1) From precipitation maps determine 6 hr and 24 hr amounts for the selecled frequency. These maps are included in the County Hydrology Manual (10, 50, and 100 yr maps included in Ihe Design and Procedure Manual). (2) Adjust 6 hr precipilalion (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) Selecled frequency. (b) P, in., p. 24 LOOyear _QO 0/J2) 24 in. (c) Adjusted Pg'^' = (d) tx = min. (e) I = in./hr. Nole: This chart replaces the Intensily-Duration-Frequency curves used since 1965. P6 1 .1-5 2 2.5 ' 3 ' 3:5' 4 " 4.5 5 5.5 6 Duraiion . ^, 1 1 r ! 1 : 1 " 1 1 1 1 1 5 2.63 3.95 5.27 6.59, 7.90: 9.22110.54 11.86 13.17 14.49 15.81 7 2.12 3.18 4.24 5.30'6.361 7.42 8.48 ! 9.54 10.60 11.66 12.72 'io Tea 2.53 "3.37 "4'2lf'j5!65!5:96 "6>4 j 7.58 8.42 9.27 10.11 IS 1.30 1.95 2.591 3.24 '3.89! 4.54 5.19 5.84 649 7.13 7.78 20 1.08 1.62 2.151 2.69'3.23! 3.77 4.31 4.85 .5 39 5.93 6,46 25 0.93 1.40 1.87 2.33 2.8013 27 3.73 4.20 4.67 5 13 560 30 0.83 1.24 1.66! 2.07 2.49'2.90 3 32 3.73 4.15 4 56 4,98 40 059 1.03 1.38i 1.72^207 2.41 2 76 3.10 3 45 3.79 4 13 SO 0.60 0.90 1.19 1.49 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 86 2 12 2.39 2 65 2.92 3 18 90 0.41 0.61 082 1.02: 1.23: 1.43 1.63 1.84 2.04 2.25 2,45 120 0.34 0.51 0 68 0.85:1.02:1.19 1 30 1.53 1 70 1 87 2 04 ISO 0.29 0.44 0.59 0.73! 0.881 1.03 1 18 1.32 1.47 1 1.62 1.76 180 "6.26 0.39 0.52 0.651 0.78; 0.91 1.04 1.18 1.31 • 1,44 1 57 "240 0.22 0.33 0.43 0.54 ! 0.65' 0.76 0.87 0.98 • 1.08: 1.19 1.30 300 '6.19 6.28 6:38 0.47 i 0.56 ^ 0.66 0.75: 0.85 • 0.94: 1.03 ; 1.13 360 0.17 10.25 0.33 0.42! 0.50'0.58 0.67 ' 0.75 0.84 ' 0.92 i 1.00 FIGURE Intensity-Duration Design Chart - Template HazMaiyCounty Hydropeology Manual/lnl.Dur Desinn Charl.FHB 40 50 1 Duration Directions for Application: (1) From precipilalion 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 lhat it is within the range of 45% lo 65% of the 24 hr precipitation (nol applicaple to Desert). (3) Plot 6 hr precipitation on the right side of the chart. (4) Draw a line Ihrough the point parallel to the plotted lines. (5) This line is the inlensily-duration curve for the location being analyzed. Application Form: (a) Selecled frequency year (b) Pg = Jjl? in., P24 - %'2' (c) Adjusted Pe<^> = in. min. (e) I =Z..(i£\n ./hr. 24 Note: This chart replaces the Intensily-Duration-Frequency curves used since 1965. P6 1 1.5 2 i 2.5 ' 3 ' 3:5' ' 4 4.5 5 S.S 6 Duraiion 1 1 1 •II-l • 1 ]' 1 1 1 "s 2.63 i3.95i5.27 1 6.59 7.90 9 22 10 54 11.86 13.17 1449 1581 7 2.12 3.18 4.24 5.30! 6.36'7.42 • 8.48 9.54 10,60 11,66.12.72 10 1.68 2.53i 3.37; 4.21 5.0515.90 6.74 7.58 8,42 9.27 10.11 15 1.30 1.95 2.591 3.24 13.89:4.54 5.19 5.84 6 49 7.13 7.7B 20 1.08 1.62 2.151 2.69:3.2313.77 4.31 4.85 5.39 5.93 646 25 0.93 1.40 1.87 2.33 12.8013.27 3.73 4.20 4.67 5.13 560 30 0^83 1.24 1.66 2.07 12.49! 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 0.90 1.19 1.49 1 1.79'2.09 2 39 2.69 ' 2.98 • 3 28 ' 3 58 60 0.53 0.80 1.06 1.33: 1.59:1.86 212: 2.39 2.65 • 2.92 • 3 18 90 0.41 0.61 0,82 1.02: 1.23! 1.43 1.63 I 1.84 • 2.04 [ 2.25 2.45 ' "120 0.34 0.51 0.68 0.85 1.02! 1.19 1 36 ! 1.53 ' 1.70 ' 1.87 204 150 0.29 6:44 0.59 0.73 [0.881 1 03 118; 1.32 1.47 ; 1.62 ' 1.76 180 0.26 0.39 0.52 0.65! 0.78 i 0.91 1 04 1.18 • 1.31 ' 1 44 ' 1.57 240 0.22 0.33 0.43 0.54 10.65'0.76 0.87 '• 0.98 • 1.08 ' 1.19 1.30 300 0.19 0.28 0.38 0.47 'o.OO 0.66 0.75: 0 85 • 0.94 • 1.03 • 1,13 360 0.17 JO.2510.33 0.42 .'o.so 0 58 0 67 ' 0.75 0.84 ' 0.92: 1.00 C3' Intensity-Duration Design Chart - Template HazMal/County Hydrogeology Manual/lnt. Dur Oesiqn Charl.FHB Directions for Application: \\y^:P \^ (1) From precipitation maps determine 6 hr and 24 hr aniounts for the selected frequency. These maps are included in the Couniy Hydrology Manual (10, 50. and 100 yr maps included in the Design and Procedure Manual). (2) Adjust 6 hr precipilalion (if necessary) so lhat it is wilhin the range of 45% to 65% of the 24 hr precipilalion (nol applicaple to Desert). (3) Plot 6 hr precipilalion on the right side of the chart. (4) Draw a line Ihrough the point parallel lo the plotted lines. (5) This line is the intensity-duration curve for the location being analyzed. Application Form: (a) Selected frequency _ l?_^year (b) Pg ^ 2 J- in.. P24 = AS- (c) Adjusted Pg<2> = Z^Al- in. (d) l^ (e) 1 = %(2) ^24 i.l.i2 mm. This chart replaces the Intensily-Duration-Frequency curves used since 1965. 3.9515.27 3.18 4:24 2.5 I 3.5 I 4.5 I 5.5 I 6.59 7.90 9.22 10.54 11.86 13.17 14.49 15 81 5.30 6.36'7.42 "3:37 r4".2Ti5:05'5.90 2:59! 3.24 13.8914.54 2.151 2.69 ' 3:2313.77 1.87] 2.33 I 2.80 i 3.27 1.661 2.07 12.49! 2.90 1.38! 1.72 l.igj 1.49 1.061 1.33 0 82! 1.02 0.681 0.85 0.59 i 0.73 0.52 0.43 8.48 6.74 5.19 4.31 3.73 3.32 2.76 2.07.2.41 1.79'2.09 1.59^ 1 86^ 1.23! 1.43| 1.63 1.02; 119; 1 36 O.BSI 1.03; 1 18 0.65 i 0.78 ;o 91 i 104 0.54 ! 0.65 0.76 j 0.87 0.47 ! 0.56 0 cei 0 75 0.42! 0.50'0.581 0 67 9.54 7.58 5.84 4.85 4:26 3.73 3.10 2 39 I 2.69 2 12 • 2.39 1.84 1.53 I..32 1 18 0.98 0.85 0.75 10.60 8.42 6.49 5.39 4.67 4.15 3.45 2.98 2 65 2.04 1.70 1.47 1.31 1.08 0.94 0.84 11.66 i 12.72 9.27 '10.11 7.13 5.93 ] 5.13 [ 4.56 ' 3.79 3.28 2.92 2.25 1,87 1 62 1 44 1.19 1.03 7.78 6.46 560 4.98 4.13 3 58 3 18 2.45 204 1 76 1 57 1.30 1 13 0.92 I 1 00 F I GURE Intensity-Duration Design Chart - Template HazMal/Counly Hydrogeology Manual/lnt_ Dur Dasign Chnrl.FHB COUNTY OF SAN DIEGO . DEPARTMENT OF SANITATION FLOOD CONTROL 33* 10-YEAR 24410UR PREClPITATIOfJ 3F 10-YEAR 24410UR ENTHS OF m KiCH -^IQ^ ISOPLUVIALS PRECIPITATIOfJ irj • U.S. DEPARTMEfjT OF COMMERCE NATIONAL OCEANIC AND AT SPECIAL STUDIES BRANCH. OFFICE O l' 1 YDROLOGY. NATIONAL WEATHER SERVICE . 30' COUNTY OF SAN DIEGO DEPARTMENT OF SANITATION & FLOOD CONTROL 10-YEAR 6-l!0Uf^ PRECIPITATIOfl 33' 16- ISOPLUVIALS OF n-mM G-isoun PRECIPITATIOil IN TEfJTIIS OF AfJ IWCH NATIONAL OCEANIC AND AT SPECIAL STUDIES BRANCH, OFFICE OF I 30' U.S. DEPARTMEhiT OF COMMERCE OSPIIERIC ADMINISTRATION VDROLOGY, NATIONAL WEATHER SERVICE 1 /RS APPENOTX XI-C INTENSITY-DUMUVJN DESIGN CHART HTriTlillillil '-H-I i-ii'iliiiiiiini,iiii[iiir Equation: 1 I r i .'i.-iii.i U-.I.-H i.ni rliTi .645 I = 7.44 D o I = Intensity (In./Hr.) = 6 Hr, Precipitation (In.) ., D = Duration (Min.) Directions for Application: 1) From precipitation naps determine 6 hr. and 24 hr. amounts for the selected frequency. These maps are printed in the County Hydrolot Manual, (1,0, 50,and 100 yr. maps included in • 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 applicable to Desert) 3) Plot 6 hr. precipitation on the right side of the chart. 4) Draw a line through the point parallel to th( plotted lines. 5) This line is the intensity-duration curve foi the location being analyzed. Application Form: 0) Selected Frequency 1 0 yr. 2) Adjusted *Pg= 3) t^= : 4) I = 1-1 24 in. min. in/hr. *Not Applicable to Desert Region n6i, 4 7-64 HANDBOOK OP HYDRAULICS Table 7-13. Values of K for Circular Channels in the Formula 0 = - DWi n D — depth of water diuiiictcr of clmancl .00 4.49 2.96 2.25 1.80 1.470 1.21S 1.004 .821 .654 .463 .01 .02 .03 .04 .05 .00 15.02 10.S6 8.S7 7.38 a.55 5.95 4.25 4.04 3.86 3.69 3.54 3.41 2.87 2.79 2.71 2.63 2.56 2.49 2.20 2.14 2.09 2.05 2.00 1.96 1.76 1.72 1.69 1.66 1.62 1.59 1.442 1.415 1.388 1.302 1.33B 1.311 1.102 1.170 1.148 1.126 1.105 1.081 .981 .905 .947 .928 .'JIO .8'Jl .804 .787 .770 .753 .736 .720 .637 .621 .604 .588 .571 .553 .07 .08 .09 5.47 3.28 2.42 1.92 1.56 1.28U 1.064 .874 .703 .535 5.08 3.17 2.36 1.87 1.53 1.262 1.043 .856 .687 .516 4.76 3.06 2.30 1.84 1.50 1.238 1.023 .838 .670 .496 Table 7-14. Values of K' for Circular Channels in the Formula Q = — d'^isM n D - depth of water d - diameter of channel D d .00 .01 .02. .03 .04 .05 .0 .00007 .00031 .00074 .00138 .00222 .1 .00967 .0118 .0142 .0167 .0195 .0225 .2 .0406 .0448 .0492 .0537 .0585. .0634 .3 .0907 .0066 .1027 .1089 .1153 .1218 .4 .1561 .1633 .1705 .1779 .1854 .1929 ,.s .232 • .230 .247 .255 .283 .271 . .6 .311 .319 .327 .335 .343 .350 .7 .388 .305 .402 .400 .410 .422 . .8 .453 .458 .463 .468 .473 .477 .0 494 406 497 498 408 498 1.0 463 .00 .00328 .0257 .0686 1284 279 358 429 481 .07 .08 .09 8 .00455 .00604 .00775 .0201 .0327 .0368 .0738 .0793 .0849. .1352 .1420 .1490 .2082 .2100 .2238 .287 .205 .303 .366 .373 .380 .435' .441 .447 .485 .488 .401 .494 489 483 STEADY UNIFOKM FLOW IN OPKN CHANNELS 7-65 Table 7-15. Values of K for Parabolic Channels in the Formula Q = — Z)»iW n D ~ depth of wator T =• top width of channel D T .00 .01 .02 .03 .04 .05 .00 .07 .08 .09 .0 75.50' 37.77 25.16 18.85 15.05 12.52 10.71 9.35 8.28 .1 7.43 6.73 6.15 5.65 5.23 4.86 4.53 4.24 3.99 3.76 .2 3.55 3.36 3.10 3.04 2.89 2.76 2.64 2.52 2.42 2.32 .3 2.226 2.140 2.059 1.984 1.912 1.845 1.782 1.722 1.005 1.611 .4 1.560 l.SU 1.465 1.421 1.379 1.339 1.301 1.205 1.230 1.197 .5 .6 1.105 1.134 1.105 1.077 1.050 1.024 .090 .975 .052 .920 .5 .6 .008 .887 .867 .848 .829 .811 .794 .777 .761 .745 .7 .730 .716 .701 .687 .674 .661 .048 .636 .624 .613 .8 .601 .500 .580 .570 .560 .550 .540 .531 .522 .514 .9 .505 .407 .489 .481 .473 .466 .458 .451 .444 .438 1.0 .431 Table 7-16. Values of K' for Parabolic Channels in thc Formula TC ^ n D - depth of water T - top width of channel D F .00 .01 .02 .03 .04 .05 .00 .07 .08 .09 .0 .00035 .00111 .00219 .00353 .00511 .00091 .00891 .OHIO .01347 .1 .0160 .0187 .0215 .0245 .0270 .0308 .0342 .0370 .0412 .0448 .2 .0486 .0524 .0503 .0603 .0043• .0084 .0728 .0708 .0811 .0854 .3 .0808 .0042 .0087 .1032 .1077 .1123 .1168 .1215 .1201 .1308 .4 .1355 .1402 .1450 .1407 .1545 .1593 .1641 .1089 .1737 .1780 .5 .183 .188 .193 .108 .203 .208 .213 .218 .223 .228 .6 .232 .237 .242 .247 .252 .257 .202 .207 .272 .277 .7 .282 .287 .292 .297 .302 .307 .312 .317 .322 ,327 .8 .332 .337 .342 .347 .352 .3.'i7 .31.1 .300 .371 .376 .9 .381 .380 .301 .396 .401 .400 .411 .416 .421 .426 1.0 .431 I OiS RCSIOeNTIAL STREET ONE SIDE ONLY 2 3 4 55789 10 DISCHARGE (CFS.) EXAMPLE: Giveni Q.= 10 S = 2.5% Chart Depth = a4, Velocity = 4.4 f.p.s. 1 20 30 40 50 SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES DESIGN MANUJXL APPROVED ^'/^' Mti^^rAsF'^^^m. GUTTER AND ROADWAY DISCHARGE-VELOCITY CHART DATE APPENDIX X-D