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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- JOB- SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 103 CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO., 2Q> CALCULATED BY- CHECKED BY SCALE OF. DATE- Zi-Mt^^m bi ^ Lb i(j2 &\ i^b.65..: i L.:iiiiiir..L k .J. re - v.^ ^ ^ n (/km^m i./. /.I li'f iblllizb-1^2'5l-+lll<U ^ :1^^6?1 l:.l kdkkki$)(k'3Si il 0^1 ^ Uk'ky, i-skikM ^ ^k3-'^k/%:A(ff ^^M , ^. k^kkki!ikJ^ii^-:^^ ck':- ilillLMlil- Ev^ellLnf' 11 , 1 ^:.1L:. LLl, 1 1 i I isi-ufe^iia''^^ i V^i ft [• i k.. k Q SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 103 CARDIFF BY THE SEA, CALIFORNIA 92007 joa- SHEET NO.. •^1 OF. CALCULATED BY. CHECKED BY SCALE DATE. DATE. ,.£bbRte SvL^M^Jv^, ir54-^^^^^^'i i^^t^ri^^ i,5(lfec>i._i gi|-f»^lb I S fey I. \4x0d^ ki~J3k^.. 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O X CD UJ X .3 .2 - 12 II 10 u X o z o 5 z z u Q. o U. O X — Ul X 2 O o u. \ Lu o \ o o 2 2 UJ o F '° - 8 6 - 5 - 4 - 2 - 1.0 o X o z UJ u. o ^- O O U. a, UJ a. I- o < < o .6 .5 .4 3 r .2 . I .Ofi .06 .05 .04 ,03 H«ii)hl 0f curb , , V. .1, AY Su^'oc* of pondfd woltr ocol dtprotlon {a) ELEVATION r ^ - 4 - 3 •- 2 - 1.5 JC \ X a z -to-a o u. O X UJ X u. o 1.0 .9 .8 X H- Q- UJ O Q Q Z o Q. - .4 - .2 ^ .13 SECTION NOMOGRAM - CAPACI tYl cURBj.JNLET" SAG • • • ' • PlaVe' ,2.6-0651 ' " 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 ®,94D 38,48 cfs Froude Number 2,00 (flow is Supercritical) 2,5 circular Channel Analysis fc Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: Comment: 18IN RCP ® 1.03% FISHERNAN 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 57.48 % 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 ® 2.28% FISHERNAN DRIVE Solve For Actual Depth Given Input Data: Diaraeter 1 50 ft Slope 0 0228 ft/ft Manning's n 0 013 Discharge 6 70 cfs Results: Depth 0 68 ft Velocity 8 60 fps Flow Area 0 78 sf Critical Depth.... 1 00 ft Critical Slope.... 0 0066 ft/ft Percent Full 45 36 % 15 86 cfs QMAX ®,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 £c Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Narae: Comraent: 18IN RCP ® 10,0% INLET 10 TO CO. 6 Solve For Actual Depth Given Input Data: Diaraeter 1.50 ft Slope 0.1000 ft/ft Manning's n 0.013 Discharge 22.70 cfs Computed Results: Depth 0.91 ft Velocity 20.23 fps Flow Area 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 Froude Number 4.08 (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. /PI I't It: ! 4 i. ' g>..i.pt.,.^i^.| ^igi-'„^,i> j dd^•bu,iu,4^..b.,4^^! •-1 Qo.ij^crk 'k?/^..L^^3i..iLk A(yik^..\ ix^..Xk.diki l,(fe,'i/>..b<^: l.f^\ ; Cl 1,M iv, k i6,,-bSi.(,,,ft.--.b-4M^l!; ...i cz..AMM^i I \ i ' .b i.^,-^ 0:3^. 4:%)| }^\a.L l,{g.i l,..g,.^luETi,-: 1 IIiHIH^^ ; Jv.^'le::. i f'kArik.^.^H.^^. ,,l^-i--> | IIIHILIIIIIIH^^^^^^^ •1 i 1 ibl-i f..i i g^^i I I ^.^^ p.. - B ^ uf 3- ^ I..CQ, ^ ^.n..,yi ij)k24>^ Am ^np&4>"Tfi^'<3Q^D2^ ' ^ril^J TL's..5fe.L!3 l-„..l..|Ar^.. t 1^ 'i^^^.^ 1 1 i Ul M.^^ i X? k <be^.fw tLo^ d .(fUl C- bu^ 1' hMll. b.A b ic^i. .lAirt-oo^- i ..Q» k l- i i.'t kkk.. .S^^ i .ix- i..6 ...i .-^.y-....i..„ dih^kp.. bi.be.^.Eb'^:1 tfe^,. ki..-k£fk:L£ix ii2.rt„4d 0^ • lAi 1 i d ^1.(^4 M OR^..k ...l.{=fe^..G.<Ldts^^ ...i5e>blcU ^Bfk.. %. SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 103 CARDIFF BY THE SEA, CALIFORNIA 92007 JOB- SHEET NO.. 4o CALCULATED BY- CHECKED BY SCALE OF DATE- DATE- o TL^\prr: i ^Ak^ k^ ILL- ..,l„-f5?. Q.v,c>|? I'^.bb. lis. i..! {:>.... '^,4,... f,,,,iL.,4:I,b..,/by..L,...b,,:,,,.i,i b^ t $.,.,:|^.,4s„. .B^...^L i Gl.^.k ,„{E. 1 c7k:iu(r.ni„ e^rO iv .,,tP i fe..L. : j^ I i L i>Ax.. i<?^....i^ j2^..-E„,J bi^ ij k % iUW-i ! \ a -PAi qoT^ U? : i i , Ok i 1 . .1 k,,v'>^4,^,,LHrt(Ni?.Bc>p'er -kkMklk gI(l2,Il.).^^.D. ^ ^ bs^.^ i- 1^^^..:.B ' ' ^ M M 1 1 i i..4..r^.'...l i I i 1 1 i i i lc 1 - i^il ^.<ik iD/y L' . o b 1 • • t M -.U a,,.! i,^„,l^^:.-,.^?...i)^i ! i.!i,. 't^:L3^. $?.'^)^i ife rvi-^i^. i Ll,,,,^.,^ 1 CviA-ieL>> |c?c?..i. 1 i 1 i i i i„A,i 1 <^\-Zre- ;3 I ^ \ P^Qrrir.. PART 2 CONSTRUCTICN .H^TER (ALS SECTia'l 200 - ROCK WTERIALS 200-1.1 General (p. 66) Add: "Alternate Rod^ Haterlafs - TVDO "S" scribed Io Section 400 may be used. Cnless ^ecUI- cally prohibited In Special Provisions"! "P^"^'^' Stone for RIoraD (p. 69) 'Idual classes of rocks I conform to the follow PERCENTAGE L^R(^R lyV^U* Add: "The Individual classes of rocks used In slooe protection shali conforra to the followIngU Rock Sizes -! Ton 2 Ton 1 Ton 1/2 Ton 1/4 Ton 200 lb 75 lb 25 Ib 5 Ib 1 Ib CL^SSEI 2 Ton 0-5 50-100 95-100 I Ton 0-5 50-100 95-lOD 1/2 Ton 1/4 Ton 0-5 50-100 95-100 0-5 56-100 95-100 No. 2 Backing No. 3 Backing 0-5 25-75 90-100 0-5 25-75 90-100 •The amount of material smaller th<si the smallevt size listed In the table for any class of rock SIODO protection shall not exce^ the percentage Mmit ^ listed In the table determined on a weight basis Cortpl Iance with the percentage limit shown In th^ table for an other sizes of the Individual pieces of any class of rod^ slope protection shall be de- termined by the ratio of the number of Individual pieces larger than the smallest size Iisted In the table for that class. /VI *200-1.6.1 Selection of Rlcrao and Filter manner 'iTertu Vel. Ft/Sec (1) Rock Cl ass (2) Riprap Thick- ness "T" Filter Blanket (3) " Vel. Ft/Sec (1) Rock Cl ass (2) Riprap Thick- ness "T" Upoer Layer(s) Lower Layer (6) Vel. Ft/Sec (1) Rock Cl ass (2) Riprap Thick- ness "T" Opt. 1 • 200 (4) Cpt. 2 Sec. 400 (4) Opt. 3 (5) Lower Layer (6) 6-7 No. 3 Back- ing .6 3/16" C2 D.G. — 7-8 Ho. 2 Back- ing 1.0 1/4" . B3 D.G- 8-9.5 Fac- 1 ng 1.4 3/8" — D.G. 9.5-11 Light 2.0 1/2" 3/4", ' 1/2" P.S. 11-13 1/4 Ton 2.7 3/4" 3/4", 1 1/2" P.B. Sand 13-15 1/2 Ton 3.4 - I* _ 3/4", 1 1/2" P.B. 13-15 1/2 Ton 3.4 - I* _ 3/4", 1 1/2" P.B. Sand 15-17 1 Ton 4.3 1 1/2" — Type B Sand 17-20 2 Ton 5.4 2" — Typa B Sand where "T" Is less than oU situations (1) Average velocity In pipe a- bottom velocity In energy dissipator, whichever Is greater. (2) If desired riprap and filter blanket class Is not available, Ose nesft larger class. 7-30 HANDBOOK OF HYDRAULICS Table 7-4. For Determining the Area a of the Cross Section of a Circular Conduit Flawing Part Full Let depth of water— _ D _ tabulated value. Then a = Cad^. diameter of channel d D d .00 .01 .02 .03 . .04 .05 .06 .07 .08 .09 .0 .0000 .0013 .0037 .0009 .0105 .0147 .0192 .0242 .0294 ,0350 .1 .0409 .0470 .0534 .0600 .0668 .0739 .0811 .0885 .0961 ,1039 .2 .1118 .1199 .1281 .1305 .1449 .1535 .1023 .171.1 .1800 " ,1890 .3 .1982 .2074 .2167 .2260 .2355 .2450 .2540 ,2042 ,2739 .2836 .4 .2934 .3032 .3130 .3229 .3328 .3428 .3527 .3627 ,3727 .3827 .5 .393 .403 .413 .423 .433 .443 .453 .462 .472 .482 .0 .492 .502 .512 .521 .531 .540 .550 .559 ,569 .578 .7 ,587 .590 .605 .614 .623 .632 .040 .049 .057 .666 .8 :674 .681 .089 .097 .704 .712 .719 .725 .732 .738 .9 .745 .750 .750 .701 .760 .771 .775 .779 .782 .784 Table 7-5, For Determining thc Hydraulic Radius r of thc Cross Section of a Circular Conduit Flowing Part Full ,r , depth of water D , _ , , , , , _, ^ , LiCt -r. : ;—; , = -r and Cr = the tabulated value. 1 hen r = Crd. D d .00 .01 .02-.03 .04 .05 .00 .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 .120 .131 .130 .142 .147 .152 ,157 .161 .166 .o .171 .170 .180 .185 .189 .193 .198 .202 .206 .210 .4 .214 .218 .222 .220 .229 .238 • .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 •J .290 .298 .299 .300 .301 .302 .303 .304 .304 .8 .304 .304 .304 .304 .304 .303 .303 .302 .301 .299 .9 .298 .290 .294 .292 .289 .280 .283 .279 .274 .207 STEADY UNIFORM FLOW IN OPEN CH.\NNELS 7-59 Table 7-13. Values of K for Circular Channels in the Formula n D = depth of water diameter of channel D 1 .00 ' .01 .02 .03 .04 .05 .06 .07 .08 .09 .0 15.02 10.50 8.57 7.38 6.55 5.95 5.47 .5.08 4.76 .1 4.49 4.25 4.04 3.80 3.69 3.54 3.41 3.28 . 3.17 3.06 O 2.'.)() 2.87 2.79 2.71 2.63 2.50 2.49 2.42 2.36 2.30 .3 2.25 2.20 2.14 2.09 2.05 2.00 1.90 1.92 1.87 1.84 .4 1.30 1.76 1.72 1.69 1.66 1.62 1.59 1.50 1.53 1.50 .5 1.470 1.442 1.415 1.388 1.3G2 1.330 I.3II 1.280 1.262 1.238 .6 1.215 1,192 1.170 1.148 1.126 1.105 1.084 1.004 1.043 1.023 .7 1.004 •984 :.9()5 .947 .928 ,910 .891 .874 .850 • .838 .8 .821 ,804 ,787 .770 .75:} .730 -.720 .703 ^ -.(587 .670 .9 .6.')4 .037 ,021 .()04 .588 .571 .553 .535 .510 .490 1.0 .4(53 Table 7-14. Vahui.s of /v' for Circular Channels in tho Formula K' D = dcptli ()[ water d = diaini;U;r of channel D .00 .01 .02 .03 .04 .05 .00 .07 .08 .09 .0 .00007 .00031 .00074 .00138 .00222 .00328 .00455 .00004 .0077.') .1 .00907 .0118 .0142 .0107 .0195 .0225 .0257 .0291 .0327 .0366 2 .0400 .0448 .0492 .0537 .0585 .0034 .0080 .0738 .0793 .0849 .3 .0907 .0966 .1027 .1089 .1153 .1218 .1284 .1352 .1420 .1490 .4 .1501 .1633 .1705 .1779 .1854 .1929 .2005 .2082 .2160 .2238 .5 .232 .239 .247 .255 .263 .271 .279 .287 .295 .303 .6 .311 .319 .327 .335 .343 .350 .358 .300 .373 .380 .7 .388 .395 .402 .409 .410 .422 .429 .435 .441 .447 .8 .453 .458 .403 .408 .473 .477 .481 .485 .488 .491 .9 .494 .496 .497 .498 .498 .498 .496 ,494 .489 .483 1.0 .403 Plan View U\v'- ''"^ '^'^ • ' \^'K: tv. K/ ^L^Oo.>A<r Di- ckie ^yu. ^^ v- : IS k' ^ 7- ,^^.*Ur o ,5C Proj. file: 02011.STM IDF file: SAMPLE.IDF No. Lines: 12 09-13-2002 storm Sewer Summary Report Page 1 Line No. 1 2 3 4 5 6 7 8 9 10 11 12 Line ID C.0.6T0 POINSETTI 0.0.6 TO C.O.7 C.O.7 TO TANGENT C TANGENT 0.0,7 TO T TANGENT CO,7 TO TA TANGENT 0,0,7 TO T 007 TANG TO TANG 007 TANG TO TANG 007 TANG TO INLET9 INLET9 TO INLETS CO6TO1NLET10 INLET10TO 100YRI Flow rate (cfs) 29,40 6,69 6,69 6,69 6.69 6.69 6.69 6.69 6.69 3.15 22.71 17.29 PROJECT FILE: 02011,STM Line size (in) 24 c 8 c 8 c 8 c 8 c 8 c 8 c 8 0 8 c 8 c 8 c 8 0 Line length (ft) 131,5 80.5 31.1 31.1 31.8 15.2 15.2 15.2 15.2 37.8 7.5 11.8 l-D-F FILE: SAMPLE.IDF 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 POI C,0,6TO C. C,0,7 TO TAN TANGENT CO. TANGENT CO,7 TANGENT CO, 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 RnoffI 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 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 PROJECT FILE: 02011,STM 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 l-D-F FILE: SAMPLE.IDF 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 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 TOTAL NUMBER OF LINES: 12 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 + 14.5)'^ .822151; Return period = 100 Yrs. storm Sewer Profile Elev, (ft) 335.0 328,0 321.0 314.0 307.0 300.0 Proj. file: 02011.STM Line: Size: 24 in 25 50 75 _ ... 100 Line Siie ;:2 18 in Line: 3 Size: 18 in 125 Reach (ft) 150 175 200 225 250 storm Sewer Profile Proj. file: 02011,STM 330,0 325,0 320,0 315,0 310.0 3 in ne: 10 Ize: 18 in 175 200 Reach (ft) ^ <--jJ storm Sewer Profile Proj. file: 02011.STM Elev, (ft) 335.0 328.0 321.0 314.0 307.0 300.0 Line: 1 Size: 24 in I'T - U Line: 11 Size: 18 n Line: Size 12 18 in 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- 60 SOWARDS AND BROWN ENGINEERING °' CALCULATED BY-2187 Newcastle Ave., Suite 103 CARDIFF BY THE SEA, CALIFORNIA 92007 CHECKED BY DATE- SCALE MJISl'lM^IM : i^..: . TS^v^ "T^fe^^M^^i-M^ L. i i L I Alt&l 'r^ojfe.^hHL) : M i 1S.''L....S.M; WE.X Si^,: ^' tJ^^ M^4-:^ : ..L..,: : ^.^ ; : j,„ : : ...,:„^ : i u 1^,,^,^ Z^-^. .:.. ,h: ; : i..^ ,. : I \ i SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 103 CARDIFF BY THE SEA, CALIFORNIA 92007 JOB SHEET NO CALCULATED BY. CHECKED BY SCALE. OF DATE- DATE- ^^ i k (U.,:I.U^^„! Wk-. \lA}fA iJikkkt. 1 L, ZEJO,3S','.-^^ i ! i \ 1 \ i ,l.s.l6...i m. \ =„; i-.a5-.! N ^ I i<^...i L,dl< k,.'S i i^k 3,1,1^.,,,^ ikiA ,!'b,!,6 1= \\% d .sjfA^, j I.4?'^'°-^-^4P-'^ ftsO'.. .hk ^'-^i :iI\11- >s^Q ^ ; \ g -o -y^kk'..l ^.ki:. Q\jekL&:t^.^.. •pup vJ ; i ; u ; : i'-^l'^hM^i^^ ! i \ 1 I 4 ieF^ : i : 1 i I ^ i I I SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 103 CARDIFF BY THE SEA, CALIFORNIA 92007 JOB- SHEET NO,. OF. CALCULATED BY. CHECKED BY DATE. DATE. SCALE- -rkP^ L. 6\ ti—t/^ .'^,H.i^.(-L£»,.„l ,P,g:.[ljq\l'^:kA,..i ; ''^)u I \ Q^n i fed::,. ,:L.t j 1 S*^S.!l.tJ 1-2,., •kf .tJ.,^ i.2-.i„..S,i 4 -C *4 A-rj >i-g^L- i :^..(Vi<Pi-<J : Uiii, t^.^ykk^ i J,o..^ i:.m.k^^.... . kk..^ |cA^:^fo.f^m. \.k^\^.Q^.k% ir. %\£>Q'k 1 \ I y I I r .(S,., J",^,^Ti.t>.'^>...; : t^rt^iU 2 : : ^k. ^ipX.: ! : ^'^^.Sdl^... iMh? 'fb'LccA:i T?(kcH (>'i'.,.LH' !vV..L..fr:^..: . 1 0...^..l'^...: ..ri...ci L'i,c:>.l-,,,,'='.,.L«r^,i..S^i..i, IC2 LX\b F^jo i,^ ...^ Ifk l. C^v>^O^tOH; Op-fL«:"T i<^,ii ^^k\S^. I SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 103 CARDIFF BY THE SEA, CALIFORNIA 92007 JOB. SHEET NO.. CALCULATED BY. CHECKED BY SCALE OF DATE. DATE. 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CHECKED BY SCALE -If OF DATE- DATE- il^OL TCP P O5^T("^ 0..^.xmkM..t^.k lAk l-.i.'N^ \B.^..^Zhd^A\ i CA..I\ ^,2 \A>..i dm ^i^ \ie i cXo.Akli h. \.LA..Aih i i..O..$.f;r....i X^kkzAf^A W.A. bfk <Si,'5*.,' ! AAA I ^=1 d klM^ i I j d i QAOJI d a Air.. ^^AkkAyAkk^.. iVjijp b„„4 h.^L... i 1 i t L4..k.../....fc„ Vi£4t^']„^,.4,4',l i '^A. \ \ t \AcyX i 1 i +i Si^ i i i 1 \ (g,([Ak),h i Qt'^rAA \ i i ^k^ Aki. ' CDAi^ i. i^... i i.\ Ay .^.'t^,,..^ tt^i i A: A A .M.'...^ i M;^ i A. i i. \A.A2 t^..)A ; \£l •M(C> im^A,... ^6'! : N^L ^^i ; A 4 ^ U I i UA A^..2^Mf^kd.. \ 1 1 1 4 > ^41 (g...! tci d. I I \H 1 SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 103 CARDIFF BY THE SEA, CALIFORNIA 92007 JOB SHEET NO -7^ CALCULATED BY- CHECKED BY SCALE OF DATE- DATE. ..k.k'.E:: ^ I TM....! ^c>kiAi}. '^.^X^<^.^..... 4<„,a i I AQ S Cy .,d i Ait..iAs 1 iyj\ i- I d„. ikk. 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CALCULATED BY. CHECKED BY SCALE OATE- DATE. ...([.lb ijiM i sA^A^k /ri.'I.i.').,, .^...^fe %Mn<?.^..^^\ 'wn+f.p f4 £ p A^AA. A. lo..A i '^oi\ „,L i m 'J i u It n 3,24 1 Aai... k m AM l.C kA^iS±h£) \ i I ui I 3; \ I1. '85 U (: o,}ops IthAAi- i Qi^33 mk^ ]c^(k X... i \A:S 3 ^,-,^*si„L. .Ar!.f),.pi it>,..p vLs.,»^ Akk?=\ h ^.kd..,l,fe,S^ A^P.i^... ; - i ?..in i IIO [yrQ^ i - i C x.^ A i ' pi^9 i^.xA y^ h Vf^XK, i IV -1^ DETENTION BASIN ROUTING ANALYSIS The calculations on the following pages demonstrate how the detention basin at the northeast corner ofthe church site will detain the difference in 10-year peak flows between the existing and ultimate conditions. The Corps of Engineers' HEC-HMS 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 Jntensity-duration-frequency data found in the San Dlego County Hydrology Manual. 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.l.l feet belowthe low point on the embankment (1.1 feet of freeboard). Basins 1B, 10, and 11 were not included in the hydrograph analysis. Basins 1B 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 impervious 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 NUMBER (from County Hydrology Manual) SUB1 (Basins 1-9) LAND USE AREA SOIL CN (ac) 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 (la = 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/EXIST 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 NUIVIBER (from County Hydrology Manual) SUB 7 |(Basins1-7) 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 (U = 0,2S, where S = 1000/CN - 10) SUB 7 U = 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 NUMBER (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. mi. INITIAL ABSTRACTION (la = 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 13 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-HGur 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-Hour 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 1.70 2.70 12-Hour 2.30 24-Hour 2.90 4.40 input data from isopluvial maps; depends upon location RAIN/I-D Design Chart 9/10/2002 0.3--I—I—I—I—I—I—I—1—I—I—I—I—I—I—I—I—I—I—I—I—I—I—I—I—1—T—l—I—I—I—I—I—I—I—I—I I I rrj 1 I I I I I I I r 0.2- £ o CO 0.1 0.0-I I "T 322 3Z3 I I I I I 324 • 4.0 '3,0 •2.0 u. o OJ <£> < «-> 326 328 Elevation (ft) 330 332 03 o HEC HMS "• .EIW.W vs. DwUjs (s>V6/Ae5'5 7WeRt Ei.. 32Z,5) —^ Elevat ion vs . Area R 6 S G r V O 1 r <6\ HMS * S\iimnary of Results Project : Redeemer6 Run Name ; Run 1 Start o£ R\in : OlJanOl OOOO End of Run : OlJanOl 07 00 Execution Time ; 12Sep02 1301 Basin Model : Exist Met. Model : 10-yr 6-hr Control Specs : 2-min time step ^:oMDiTio/\/ Hydrologic Discharge Time of Volume Drainage Element Peak Peak (ac Area (cfs) ft) (sq mi) Subbasin-1 4.8661 01 Jan 01 0314 0.31719 0.009 2400 2400 HEC HMS 0100 0200 01Jan2001 0300 0400 0500 0600 0700 0100 0200 0300 0400 01Jan2001 0500 0600 0700 Total Precipitation Loss Subbasin-1 B a s e f Iow Basin: Exist Run: Run 1 TIme: 12Sep02, 11:33 ^•3 HEC-HMS Project: redeemer Basin Model: Ultimate? \)iimAT£ CoM^iTioN /^^ Subbasin-1-7 Reservoir-1 Junction-1 34^ III1111111111 fIIIIIIII11III • 11 I t I I 1 I I I I I I I I it II I I r 1 o o h-o o o <o o o o LO o o o o o o 00 o I I I I I I I I I I IIIIIIII I [ 1.1 II II I II [ill II I I I I I I I I I II I I I I I III II III CD U) Tf CO CM T- ( Sp)MO|d o o o ^ o r O CM o o CM (0 -3 CO Ui . T- 1 T- o (S - 1 CM CO O E a. .— o c 03 —-•3 CM D EC c .— ffi (0 c E cs 3 .— ffl IT h- cn O T-1 O T-1 (X> Cvl 1 I.. O ,- i„ c c ; o o — > Ul .. - i*-CO •I.O 0) X3 :•.•!• c (0 .a 3 0) 3 . . .^•r^,.~? , CC CO HMS * Summary of Results for Reservoir-1 8 Project t Redeemer6 Run Name i Run 4 Start o£ Run i OlJanOl OOOO Basin Model t UltimateV End of Run i OlJanOl 0700 Met. Model i 10-yr 6-hr Execution Time i 12Sep02 1253 Control Specs i 2-min time step = -7 ROUTED TI]^0\JGl^ Computed Results Peak Inflow 8,2871 (cfs) Date/Time of Peak Inflow : 01 Jan 01 0310 Date/Time of Peak C}utflow i 01 Jan 01 0334 Peak Outflow > 2,0064 (cfs) Total Inflow i 0.46191 (ac-ft) Peak Storage i 0.14648(ac-ft) Total (Outflow : 0,46210 (ac-ft) Peak Elevation < 327,51 (ft) HMS * Svunmary of Results for Subba8in-8-9 Project : Redeemer6 Run Name i Run 4 Start of Run : OlJanOl OOOO Basin Model : Ultimate? End of Run I OlJanOl 0700 Met. Model i 10-yr 6-hr Execution Time : 12Sep02 1135 Control Specs : 2-min time step BAS/(\i5 8-9 Computed Results Peak Discharge : 3,0859 (cfs) Date/Tima of Peak Discharge i 01 Jan 01 0312 Total Precipitation i 1,70 (ac-ft) Total Direct Runoff : 0.1770 (ac-ft) Total Loss : 1.02 (ac-ft) Total Basaflow : 0.0 (ac-ft) Total Excess : 0,68 (ac-ft) Total Discharge : 0.17697 (ac-ft) HMS * Summary of Results Project : Redeemer6 Run Name : Run 4 Start of Run End of Run Execution Time piJanOl OOOO OlJanOl 0700 12Sep02 1250 Basin Model Met. Model Control Specs Ultimate7 10-yr 6-hr 2-min time step 10'V^ 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 Subbasin-8-9 3.0859 01 Jan 01 0312 0. 17697 0.005 Junction-1 4.9227 01 Jan 01 0312 0. 63907 0.013 328 0.12 322- 10- 8- CO o >? 4- 0- 2400 HEC HMS 0100 Elevat ion Area Inflow 0200 0300 0400 01Jan2001 0500 0600 0700 Reservoi r-1 Basin: UI t I ma t e7 Run: Run 4-/0 -YEAK T ime: 12Sep02, 11:39 HMS * Stammary of Results ?1 Project : Redeemer6 Run Name : Run 5 Start of Run End of Run Execution Time OlJanOl OOOO Basin Model : Ultimate? OlJanOl 0700 Met. Model : lOO-yr 6-hr 12Sep02 1254 Control Specs : 2-min time step /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 * Suiranary of Results for Reservoir-1 6^ Project : Redeemer6 Run Name > Run 5 Start of Run i OlJanOl OOOO Basin Model t Ultimate? End of Run : OlJanOl 0700 Met. Model : 100-yr 6-hr Execution Time : 12Sep02 1253 Control Specs : 2-min time step Confuted Results 8A6/AJ5 \'l Peak Inflow : 15,720 (cfs) Peak Outflow t 2.3348 (cfs) Total Inflow ! 0,87893 (ac-ft) Date/Time of Peak Inflow : 01 Jan 01 0310 Date/Time of Peak Outflow : 01 Jan 01 0350 Peak Storage : 0,36686(ac-ft) Total Outflow 1 0.83026 (ac-ft) Peak Elevation : 329,16(ft) 20 15- CO 5,10- o 0- 2400 HEC HMS 0100 Elevat ion Area In f Iow /-7 ^/AJFWW) 0200 0300 0400 01Jan2001 0500 0600 CO CD o CO -0.1 -5. CO 0) 0700 Reservoi r-1 Basin: UI t i ma t e7 Run: Run 5 - /O0-/f/l^ T ime: 12Sep02 , 11:41 CP 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. SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 103 CARDIFF BY THE SEA, CALIFORNIA 92007 JOB SHEET NO CALCULATED BY- CHECKED BY SCALE OF DATE. DATE. lO: gg..gi..X.. k l?..m^...(^a>p..Ax^kkt. 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IL]i.l.J.5.2 IdA:^ 6'OcrrH- ..,.o„.,M..^.F^ IMEJ^ 1 TklAik I. 1 ; wA \Aky i : ^ ; L..i..e.J..1.i....^.:..' ^..3,1 : ?j^]Ak(b\ -+f i5'.>t«?,vfA,i,(2^,.,.i .,.3.,t2_ AA- -Ac? ; A IJAAA IA'A ; A^.uckA. k..kk..A. l«,^^„.i/f-y. JOB- SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 103 CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO.. 6^ OF. CALCULATED BY. DATE. CHECKED BY-DATE- Ii ii: xSkf'^AkAfA... a kkk \A0. ix kkSl mk AA i \kA].\ IXMA 112-11 AbA?iS... I Ap.\o\ A] . kiAx.K I i < iSM^^..is>^,..,ii^/UA^.! .1 \.o..im. I"".'' ^DiaA. ..; £?„,r:„^, ..] t ^A 0 ...I i-. AM IJXAT. ALAMI llISl... p M3AI \ f IIuI53I JlgSK... ::::,::i:ri::i: JOB- SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 103 CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO.. 3J. CALCULATED BY- CHECKED BY SCALE OF DATE- DATE- ,.,sl. I i A) t Ay ..Ai 9 .1 p. (A 7 •Oi fl I ,„„-s, I UJ •H H 1.1:^ i I a 6 1 % r 4 ILi -oi I «k 2 im j QDI \ [ k-A\ A4 : J, ., 03 \ : A ..; A „; d \ \kn \ \ \ w. A i. VJA; ,.i..,-^d \ ;i i ^; i i i| \ A 0; a 4 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 V 3^ TABLE 2 RUNOFF COEFFICIENTS (RATIONAL METHOD) DEVELOPED AREAS (URBAN) I Land Use Residential: Single Family Multi-Units .Mobile Honnes Rural (lots greater than 1/2 acre) Commercial (2) 80% Impervious Industrial (2) 90% Impervious Coefficient. C Soil Type (1) D .55 .70 .65 A5 .85 .95 il k I NOTES: (1) (2) Type D soil to be used for all areas; 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 Revised C = 50% 80% 0.53 82 I, i. I. I I ELEV. 0-1500 f500—3000 3000-4000 4000-3000 3000-6000 DESERT FACTOR 100 1.23 142 1.60 1.70 li2S To obtain corrtct inltnalty, multiply Inl*n«i1y on chorl Co by foctor for detign • Icvolion. ' CO > -D m o X. o — ..... o c z H O -< -<» c o ko O -r < -n im > 2 O m a o m .d in H -< I o c > H O 2 I -n :a m o c m 7) > Z •n > M IN UTES 10 20 DURATI.ON 30 40 50 I HOURS 2 3 4 5 e 7 8 9 10 2 0 MINUTES 30 40 SO I DURATION 3 4 5 6789 10 HOURS Fee/ •Zooo .36S er9 Leng//} • tva/trrsAed e//'cc//ye s/ooe //ne CSce Appcnd/x X-B) , M//£S ..^/aaa Boo 700 ' £00 \ -SOO •400 •300 •200 ' /O — 4 3 A \ \ \ •/OO \ \ - /^ 4 •So •40 •SO o.s. -^4/^0 JOOO 1 5 NOTE: 2a J ADD TEN MINUTES TO .COMPUTED TIME OF CONi-.l' JCENTRATION. J /O H •S<000 \ \ - 2000 -/soo • /£0O • /400 • /20/> - /OOO • 900 ••800 • TOO • £00 ksroo •400 — 300 200 \ \ \ — 240 /BO /2D /OO 30 BO 70 -60 - SO 40 }— 30 - 20 • /B • /S •/2 ' - /o . Q s 7 £ <t ' \—3 , . Z TT SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES ' DESIGN MANUAL APPROVED •> 'r^-'^.^rr NOMOGRAP.H FOR DETERMINATION OF TIME OF CONCENTRATION (Tc) FOR NATURAL WATERSHEDS SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES ' DESIGN MANUAL APPROVED •> 'r^-'^.^rr DATF • ' APPENDIX • • APPENDIX • • -EA- URBAM AREAS OVERLAMD TIME OF FLOW CURVES 800 700 600 500 -UJ 1.8 ( l.l-Cl^^ Use Formulo For --'U;:: ~ Distances in Etc l--.tLr.ri. Of 800 Fee) i: 2 < 300 200 Surfoct Flow Xim« Corv«i Ci^lVEM •- L-BMGTH af FLow - 4oo FT. 86 Directions for Application: ^ (1) From precipitation maps determine 6 hr and 24 hr amounts for the selected frequency. These maps are included in the County Hydrology Manual (10, 50, and 100 yrmaps Included in the Design and Procedure Manual). (2) Adjust 6 hr precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr precipitation (not applicaple to Desert). (3) Plot 6 hr precipitation on the right side of the chart. (4) Draw a line through the point parallel to the plotted lines. (5) This line is the intensity-duration curve for the location being analyzed. Application Form: (a) Selected frequency LQ_ year (b, Pe = JJI in,, P^. = ,p- = 5^- (c) Adjusted Pg'^' = Al^_ in. (d) t^ = [4^.^ min. ./hr. Note: This chart replaces the Intensity-Duration-Frequency curves used since 1965. 7 8 9 10 20 30 40 50 1 Minutes Duration 2.5 I 3.5 I 4.5 I 2.63 J 3.95; 5,27; 2.12^13.181 4.24 1 T&B [2.53] 3^371 1,30 i 1.951 2.591 1.08 |1.62|2.isj 0.93 il.40i 1.871 0!83 ! 1.24; 1.66; 'l.03; 1,381 0.90! 1.19' 1.06 082 0.68 0.59 0.52 6.59 7.90 9,22; 5.36;6.36i7.42! 4!2Vi 5^0515.90' 3.24 13.8914.541 2.69'3.23^ 3.77! 2.33:2.80i3 27| 2.07 2.49 •2,90' 1.72'207'2.41; 1,49 : 1 79'2,09i 1.33 ; 1.59 J 861 1.02 ; 1.23! 1.431 • 1.021 i.igj 0.881 1 03 i 0.78 S 0.91 i 0.54 ; 0.65'0.761 0.47; 0.56 0,66; 0,42'0.50'0,58! 0.85 0.73 0.65 10,54; 8,48 I 6.741 5.19 ' 4,31 ; 3 73 '. 3 32 2.76 ' 2 39 2 12 1.63 1 36 118 1 04 0.87 0.75 0 67 11.85 9.54 7.58 • 5.84 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 5 1 5.5 1 6 1 13.17 14 49 15.81 10.60 11.66 12.72 842 9.27 10.11 649 7.13 7.78 5.39 5.93 646 4 67 5.13 560 4 15 4 56 4.98 3 45 3 79 4 13 2.98 3 28 3 58 265 2 92 3 18 2.04 2,25 2.45 1.70 1.87 2.04 1.47 1.62 1.76 1,31 1,44 1 57 1.08 1 19 1,30 0.94 1.03 1 13 0.84 0.92 1,00 F I C U R E Intensity-Duration Design Chart - Template • HazMat/County Hydrogeology Manual/lnt Dur Design Chart.FHS 7 8 9 10 20 30 Minutes Directions for Application: I A.v—' (1) From precipitation maps determine 6 hr and 24 hr amounts for the selected frequency. These maps are Included in the County Hydrology Manual (10, 50, and 100 yr maps included in the Design and Procedure Manual). (2) Adjust 6 hr precipitation (if necessary) so that It Is within the range of 45% to 65% of the 24 hr precipitation (not applicaple to Desert). (3) Plot 6 hr precipitation on the right side of the chart. ^ (4) Draw a line through the point parallel to the plotted lines. (5) This line Is the intensity-duration curve for the location being analyzed. Application Form: (a) Selected frequency _ year (b) P6= 2^_Tin.,P24 (c) Adjusted Pg*^' = (d) t„ = min 24 in. (e) in./hr. Note: This chart replaces the Intensity-Duration-Frequency curves used since 1965. Duration P6 1 1 1.5 2 2.5 3 ' 3^5 ' 4 4.5 5 5.5 6 Duration 1 1 1 • 1 1 i 1 • 1 I 1 1 1 S 2.63 3.95 5.27: 6.59 7.90 9.22 10.54 11.86 13.17 14.49 1581 7 2.12 3.18 4.24 S^M 6.3617.42 8.48 9.54 10.60 11.66 12.72 io '1.68 j2.53 i3^37iT.2T 6.74 7.58 842 927 10.11 IS 1,30 i 1.95 2.59 i 3.24 3.8914.54 5.19 5.84 6 49 7.13 778 20 1.08 ll.62 2.15; 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 40 069 1.03 1,38 1.72 2,07'2.41 2 76 3 10 3 45 3 79 4 13 SO 0.60 i0.90 1.19 1.49 1 79'2,09 2 39 2.69 2.98 3 28 3 58 60 0.53 !o.80 1 06 1 33 1.59 1 86 2 12 2,39 2 65 292 3 18 90 0,41 0.61 0 82 1.02 1.23' 1.43 1,63 1.84 2.04 225 2,45 120 0 34 0.51 068 0.85 1.02. 1,19 1 36 1.53 1 70 1 87 204 150 0.29 0.44 0.59 0.73 ; 0.8811,03 1 18 1.32 1.47 1.62 1 76 iao 6.26 0.39 0.52 0^65 i 0.7810.91 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 0.19 0.28 0.38 •0'47 0.56 0.66 0.75 0.85 0.94 1.03 1.13 360 ai7 0.25 0.33 0.42 ' 0.50' 0.58 067 0.75 0.84 0.92 1,00 Intensity-Duration Design Chart - Template 3-1 FIGURE HazMat/County Hydrogeology Manual/lnt Dur Design Charl.FHB 7 8 9 10 20 30 Minutes Directions for Application: \^ (1) From precipitation maps determine 6 hr and 24 hr amounts for the selected frequency. These maps are included in the County Hydrology Manual (10, 50, and 100 yr maps induded in the Design and Procedure Manual). (2) Adjust 6 hr precipitation (If necessary) so that It is within the range of 45% to 65% of the 24 hr precipitation (not applicaple to Desert). (3) Plot 6 hr precipitation on the right side of the chart. (4) Draw a line through the point parallel to the plotted lines. (5) This line Is the Intensity-duration curve for the location being analyzed. Application Form: (a) Selected frequency _JJll_ year (b) Pe = in., P24 .p-^; - %'^' (c) Adjusted Pg<^' = in. (d) t^ = ASt-'Ab min. (e) l=2i»!((z5'in./hr. Note: This chart replaces the Intensity-Duration-Frequency curves used since 1965. Duration P6 1 1.5 2 2.5 3 3.5 4 4.5 5 5.5 6 Duraiion 1 1 1 1 1 : 1 1 J' 1 1 1 5 2.63 3.95 5.27 6.59 7.90 9 22 10,54 1I.86 13.17 14.49 15.81 7 2.12 3.18 4.24 1 5.30 6.36'7.42 8.48 9.54 10.60 11 66 12,72 10 1,68 2.53 3.37 4 21 5^05! 5.90 6.74 7.58 8 42 9,27 10.11 15 1,30 1.95 2.59! 3.24 3.8914.54 5.19 5.84 6 49 7.13 7.78 20 1.08 1.52 2.151 2.69 3.23! 3,77! 4.31 4.85 5.39 5,93 646 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 0,69 i.03 1.38 1.72 2.07:2.41 2 76 3.10 345 3.79 4 13 50 0.60 0.90 1.19 1.49 1,79 2,09 2 39 2.69 2.98 328 3 58 60 0.53 0.80 1.06 1:33! 1.59! 1 86 2 12 2.39 2,65 292 3 18 90 0.41 0.61 082 1.02 1.23,1.43 1.63 1 84 2,04 2.25 2.45 120 034 0.51 0.68 0.85 1.02; 1,19 1,36 1.53 1.70 1 87 2.04 150 0.29 6.44 0.59 0.73 10.88 i 1 03 1 18 1.32 1.47 1 62 1 76 "180 0.26 0.39 0.52 0.65 i 0.7810.91 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 0,19 0.28! 0.38 047 0.56 0 66 0 75 085 0,94 1.03 1 13 360 0.17 0.25i0.33 0,42 0.50 0 58 0 67 0,75 0.84 092 1 00 !• I C • U R E Intensity-Duration Design Chart - Template HazMat/County Hydrogeology Manual/lnt Dur Design Chart FHB 0 r: Directions for Application: (1) From precipitation maps determine 6 hr and 24 hr arriounts for the selected frequency. These maps are included in the County Hydrology Manual (10, 50, and 100 yr maps Included in the Design and Procedure Manual). (2) Adjust 6 hr precipitation (If necessary) so that it is within the range of 45% to 65% of the 24 hr precipitation (not applicaple to Desert). (3) Plot 6 hr precipitation on the right side of the chart. (4) Draw a line through the point parallel to the plotted lines. (5) This line is the intensity-duration curve for the location being analyzed. 24 Application Form: (a) Selected frequency .L'^-^year (b) Pg = in., P24 = (c) Adjusted Pg<^' = 2AA\^ in. (d) tx = iL_& min. 4»fi3- in./hr. Note: This chart replaces the Intensity-Duratlon-Frequency curves used since 1965. 7 8 9 10 20 30 Minutes 1.5 I 2.5 I 3.5 I 2.63 !3.95! 5,27; 2.12 [3.18! 4.24; T58'j2.53! 3.371 1.30 ! 1.951 2.59 i 1.6212.151 1.401 1^87! 1.24i 1.661 r03i 1.38! 0.90i 1.19 0.80! 1.06 0.61; 0 82 0.51:0.68 0^44; 0.59 0.39|0.52 0.33! 0.43 6.28j0.38 0.17 io.25iO.33 6.59 5.30 4 2i' 3 24 2.69 2.33 2.07 i.72 1.49 1.33 1.02 0.85 0.73 0.65 0.54 0.47 0,42 7.90 9.22 6.36'7.42 5;05!5'96 3.8914.54 3.23! 3.77 2.8013.27 2.49'2.90 ; 2 07:2.41 1.79'2.09 1.59 86 1.23! 1.43 • 1.02; 1,19 ;0.88' 1,03 ! 0.78 i 0 91 ' 0.65 0.76 •0.56 0.66 ! 0.50'0 58 4 1 4.5 1 5 1 5.5 1 6 1 10.54 11.86 13.17 14.49 15 81 8.48 9.54 10.60 11.66 12.72 674 7.58 8,42 9.27 10.11 5.19 5.84 6,49 7.13 7.78 4.31 ' 4.85 539 5.93 646 3,73 4^20 4.67 5.13 560 3.32 3.73 4.15 4.56 4.98 2.76 3.10 345 3.79 4.13 2 39 2.69 2.98 328 3 58 2 12 2.39 2 65 2.92 3 18 1.63 1.84 2.04 2.25 245 1 36 1.53 1,70 1.87 204 1 18 1.32 1.47 1 62 1 76 1 04 1,18 1.31 1 44 1 57 0,87 0.98 1,08 1,19 1.30 0,75 0.85 0,94 1,03 1,13 067 0.75 0.84 0.92 1.00 Duration Intensity-Duration Design Chart - Template F IGURE HazMat/County Hydrogeology Manual/lnt_Dur Desiqn Ctiart.FHB ?3 a> < tfl (D CL. CO tn > tm Z o X I COUNTY OF SAN DIEGO . DEPARTMENT OF SANITATION & FLOOD CONTROL 33* 45' NATIONAL OCEANIC AND AT 10-YEAR 24-SJOUR PRECiPITATIOfI ^20-/ISOPLUVIALS )F 10-YEAR 24-HOUR PRECIPITATION IfJ |EMTHS OF AfJ IfiCH U.S. DEPARTMEr T OF COMMERCE lO.SPIlF.RIC ADMINISTRATION SPECIAL STUDIES BRANCH, OFFICE OK ijYDROLOGY. NATIONAL WEATHER SERVICE 30' 118' 45' 30' 15' 117' 45' 30' 15' 116" TO fB < CL 00 > m D COUNTY OF SAN DIEGO DEPARTMENT OF SANITATION & FLOOD CONTROL 10-YEAR B-mutl PRECIPITATION! 33' 16- ISOPLUVIALS OF 10-YEAR 6-IJ9U^ PRECIPITATIOM Wl TEMTIIS OF m IWCH U.S. DEPARTMEriT OF COMMERCE SPECIAL ST,11l[°^^l' ATMOSPHERIC ADMIN.ST... SPECIAL STUDIES BRANCH. OFFICE OF , VDROLOGY. NATIONAL WEATHER SERVICE 30' 20 20 If Si 15' 116' APPENDTX XI-C INTENSITY^DU/V\'I.VJN DESIGN CHART 'ITfiTlillili'l l l"*"' I-'I I ll iiiiiu;ii.iaiiuir= i i ,'i i i.iM.i u-.bt-Hi nirhPii Directions for Application: 1) From precipitation naps determine 6 hr. and 24 hr. artiounts for the selected frequency. These maps are printed in the County Hydrolony Manual, (1,0, 50 and 100 yr. maps included in th 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 npplicable to Desert) 3) Plot 5 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: 0) Selected Frequency I 0 yr. 1) Pg = '--^ in.. P24= -^fj » % = 2) Adjusted *Pg= M 3) t^ = min. 24 in. 4) I = in/hr. *Not Applicable to Desert Region ?3 7-64 HANDBOOK OF HYDRAULICS Table 7-13. Values of K for Circular Channels in the Formula Q = - DHs'^ n D — depth of water d - diumcter of cimnnel .0 .1 .2 .3 .4 .5 .6 .7 .8 .9 1.0 .00 4.49 2.96 2.25 1.80 1.470 1.215 1.004 .821 .654 .463 .01 .02 .03 .04 .05 .06 .07 j .08 .09 15.02 10.56 8.57 7.38 6.55 5.95 5.47 5.08 4.76 4.25 4.04 3.86 3.69 3.54 3.41 3.28 3.17 3.06 2.87 2.79 2.71 2.63 2.56 2.49 2.42 2.36 2.30 2.20 2.14 2.09 2.05 2.00 1.96 1.92 1.87 1.84 1.76 1.72 1.69 1.66 1.62 1.59 1.56 1.53 1.50 1.442 1.415 1.388 1.302 1.330 1.311 1.286 1.202 1.238 1.192 1.170 1.148 1.126 l.ior, 1.084 1.004 1.043 1.023 .984 .905 .947 .928 .UIO .891 .874 .850 .838 .804 .787 .770 .753 .736 .720 .703 .687 .670 .637 .621 .604 .588 .571 .553 .535 .516 .496 Table 7-14. Values of K' for Circular Channels in the Formula 0 = —dWi D - depth of water d = diameter of channel 1.0 .00 .00967 .0406 .0907 .1561 232 311 388 453 494 463 00007 .00031 .0118 .0448 .0966 .1633 .239 .319 395 458 .496 .0142 .0492 .1027 .1705 .247 .327 .402 .463 497 .03 .00074 ,0167 0537 1089 .04 .05 .00138 0195 .0585 1153 1779 .1854 .255 .335 .409 .468 498 .263 .343 .416 .473 .498 .00222 .0225 .0634 1218 .1929 .271 ,350 422 477 498 00328 .0257 .0686 .1284 .2005 279 358 429 481 496 .00455 .0291 ,0738 1352 2082 .287 .366 .435' .485 .494 .00604 .0327 .0793 .1420 2160 .295 .373 .441 .488 .489 .00775 .0366 .0849 .1490 .2238 .303 .380 .447 .491 .483 STKADY UNIFORM FLOW IN OPEN CHANNELS 7-65 Table 7-15. Values of K for Parabolic Channels in the Formula ^ n D - depth of woter T = top width of channel D T .00 .01 .02 .03 .04 .05 .00 .07 .08 .09 .0 75.59 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 3.19 3.04 2.89 2.76 2.04 2.52 2.42 2.32 .3 2.226 2.140 2.059 1.984 1.912 1.845 1.782 1.722 1.665 1.611 .4 1.560 1.511 1.465 1.421 1.379 1.330 1.301 1.265 1.230 1.197 .5 1.105 1.134 l.IO."; 1.077 1.050 1.024 .999 .975 .952 .929 .6 .908 .887 .867 .848 .829 .811 .794 .777 .761 .745 .7 .730 .715 .701 .687 .674 .661 .648 .636 .624 .613 .8 .9 .601 .590 .580 .570 .560 .550 .540 .531 .522 .514 .8 .9 .505 .497 .489 .481 .473 .466 .458 .451 .444 .438 1.0 .431 Table 7-16. Values of A" for Parabolic Channels in the Formula IC ^ n D - dopth of woter T = top width of channel D T .00 .01 .02 .03 .04 .0 .00035 .00111 .00219 .00353 .1 .0160 .0187 .0215 .0245 .0276 .2 .0486 .0524 .0563 .0603 .0643 .3 .0898 .0942 .0987 .1032 .1077 .4 .1355 .1402 .1450 .1497 .1545 .5 .183 .188 .193 .198 .203 .6 .232 .237 .242 .247 .252 .7 .282 .287 .292 .297 .302 .8 .332 .337 .342 .347 .352 .9 .381 .386 .391 .396 .401 1.0 .431 .00511 .0308 0684 .1123 1593 208 257 ,307 ,357 .400 .00 ,00691 .0342 .0726 .1168 .1641 213 262 312 ,301 .411 .07 .00891 ,0376 ,0768 .1215 .01110 .0412 .0811 .1261 1689 .1737 .218 267 317 .300 410 223 272 322 .371 .421 ,01347 .0448 0854 .1308 .1786 .228 .277 ,327 376 426 O I: n ».0(73 (0(P RESIDENTIAL STREET ONE SIDE ONLY DISCHARGE (C F S.) EXAMPLE: Giveni Q = 10 S= 2.5% Chart givMi Depth = 0.4, Velocity = 4.4 f.p.s. SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES DESIGN MANUAL APPROVED /S'd //f^4KAffj^^!^h-^ 'GUTTER AND ROADWAY DISCHARGE-VELOCITY CHART APPENDIX X-D