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Home My WebLink AboutPD 460; KOOP RESIDENCE; HYDRAULIC CALCULATIONS; 1997-05-12LAND PLANNING & ENGINEERING, ) 5850 Avetildc Encinas 'Suite A j pt&&- 351 (A / Carlsbad, Californiaj 92008 (619) 438 FAX (619) 438—i615 - - / r ---- -7 - — - IS •• fl HYDRAULIC CALCULATIONS - KOOP RESIDENCE -• S -C - PARCEL 3 OF MAP 12016 PD 460 DWG 351-IA 5 • •I •-H - S 5- 5- - - +7 - S +S ( + 5- - i f -- ( - ) 7- - 5 - S i + • 5 - — 5; \ \+_ /5 • S - I ç ¶5 NO. 44 40 S S - 7 • 775 - ( 5- (5 5- - 5- -St -5-,- - • -5- - - :'- 'ii:, :s:: 5•55 _'5+ ' : - - + S ( + -1 *1 OF 9Lj)Ct Tr2 La °c4ct7 - The following hydraulic calculations incorporate the results of the report entitled • "HYDROLOGY & HYDRAULIC CALCULATIONS'FOR'THE DONAHOE RESIDENCES." This report was prepared by Stephen D. Dillmuth'R.C.E. #28479 on - October 17, 1989, and is attached as a reference and will be hereafter referred to as the "report." . . . - • 24 inch Private Storm Drain Design - From page 15 of the report the total flow in the existing 18 in'. CMP pipe is equal to 28 cfs = Qioo. - ' • -. I Using a 24 in HDPE pipe at a slope of 00110 ft/ft and a Manning n0 010 (See Table 3-1 Design Manning's Values for Hancor Pipe Page 5), the following values I . were obtained: - - '• Diameter (in) '24 Manning's n 0.010 I .. Slope (ft/ft) .0.0110 Q (cfs) - .- . 28.02 - Depth (ft) , 149 DepthiDiarnetèr 0.745 -• Area (sq.ft.) 2.519 Velocity (ft/sea) 11.12 '3 . .. Curb Outlet-and 12 inch Storm Drain From page 15 of the report the total flowthrough the curb outlef in Althea' Lane is equal to 1.8 cfs = Qioo. ', . ... Using a3 ft. wide type "A7 (D-25) Curb utlet'ata slope of 0.0200, ft/ft and a n0.014 I : • • . (See Table 21-11 Values for Manning'i Roug1ness Coefficient n Page 6), the - . following values were obtained: 1 ' • .. Width . (ft) : •: •,•' 3• Manning n - 0.014 . I ' Slope (ft/ft) , 0.0200 -' Q (cfs) Depth " (ft) * 0.151 ' .'' -' Area - (sq ft.) 0.453 '., Velocity (ft/sec) 3..,99 mf r.ss,,' I -' •'•.' . •:. •' .:-' ,.., rM - - -' " • 1 - • - "% • NO. 44740 J I - - - \ •\ Exp. /-j J - . .-' -. '•' -: P1 U6 I -. • . - , .•. ' - - '.'..•- . ". ' - Using a 12 in. PVC pipe at a slope of 0.0200 ft/ft and a n=0.012, the following values were obtained: Diameter (in) 12 Manning's n 0.012 Slope (ft/fl) 0.0200 Q (cfs) 1.8 Depth (ft) 0.396 Depth/Diameter 0.396 Area (sq.ft.) 0.289 Velocity (ft/sec) 6.239 From page 17 of the report the on-site flow equals 0.8 cfs = Qioo. This flow is directed through the on-site grading to the energy dissipater. The flow enters the dissipater through a 8 in, high by 16 in. wide opening in the back. Using a slope of 0.0100 ft/ft and a n=0.014 the following values were obtained: Width (in) 16 Manning's n 0.014 Slope (ft/fl) 0.0100 Q (cfs) 0.81 Depth (ft) 0.199 Area (sq.ft.) 0.265 Velocity (ft/sec) 3.039 The design of the dissipater is obtained by first determining the water surface elevation of the natural channel at the dissipater and 10 ft. downstream. The cross-section of the natural channel was divided into three sections: left, center and right each with different flow characteristics. Using a 0.5 ft. maximum depth to define the left and tight sections, the area and wetted perimeter for all three sections were obtained. (See Natural Channel cross-section page 7). From these values the Qioo flow foreach section was obtained by a trial and error method. The flow through each section varies with the Manning's n value which is a function of the hydraulic radius and the velocity and the grass retardance class. From Table B. 1 Grass Retardance Classes page 8 a retardance class of C was chosen. Using Fig. B. 1 page 9 to determine the Manning n value for various velocities it was determined that the left and right flow sections could be ignored (See Natural Channel Flow Conditions page 10) and that a Manning's n=0.045 for the center section should be used. Using a slope of 0.0320 ft/ft and a n=0.045 the following values were obtained: Width (ft) 9 Manning n 0.045 Slope (ft/ft) 0.0320 Q (cfs) 30.67 Depth (ft) 0.95 . Area (sq.ft.) 6.51 Velocity (ft/sec) 4.71 The flow line of the down stream channel is 182.04 ft. and the water surface elevation is 182.99 ft. Since the channel is relatively consistent from the dissipater to the point 10 ft. downstream and the slope is 0.032 ft/fl, the water surface eleva er the exit from the dissipater is calculated to be 183.31 ft. .• C.D ( NO.44740 J \:i)eiu 2 The dissipater must dissipate enough energy to slow the velocity of the flow to a speed which is equal to or less than that of the existing channel. This is accomplished by placing 8 in. wide by 8 in. tall blocks in the 13.33 ft. wide flow path. The wetted perimeter is substantially increased therefore slowing the flow to the required velocity. Using a slope of 0.0050 fl/fl and a n=0.015 (Table 21-11 page 6) the following values were obtained: Width (ft) 13.33 Manning n 0.015 Slope (ft/fl) 0.0050 Q (cfs) 30.67 Depth (ft) 0.908 Area (sq.ft) 7.22 Velocity (ft/sec) 4.24 The flow line elevation exiting the dissipater is 182.4 ft. The water surface elevation is 183.31 ft. thus matching the water surface elevation of the natural channel. In order for the flow exiting the dissipater to be slowed it must be uniformly distributed across the entire width. This is accomplished using a broad-crested weir which has an elevation of 183.40 ft. The weir also has a 8 in. tall by 16 in. wide opening for low flow situations. The flows through the hole and over the top of the weir are both dependent on the water surface elevation behind the weir.. The flow through the hole is adjusted until the total flow over the weir and through the hole equals the required 28.8 cfs. The flow through the 8 in. by 16 in. hole assumes a flow of 5.1227 cfs Solving for the required head the following values were obtained: Width (in) 16 Manning n 0.015 Head (ft) 0.790 Q (cfs) 5.1227 Height (in) 8 Length (ft) 0.67 Area (sq ft) 0.888 Velocity (ft/sec) 5.7630 The head required for the assumed flow through the hole is the difference between the water surface elevation down stream of the weir (183.31 ft.) and the water surface elevation behind the weir. Hence, the water surface elevation behind the weir is 184.10 ft. 3/2 The flow over the weir is obtained using the formula Q=CLH where C varies with the depth of flow over the weir and the breadth of the weir. Using a top of weir elevation of 183.40 ft. and a C value of 3.04 (Table 21-15 Values for C page 11) the following values were obtained: Width (ft) 13.33 C Head (ft) 0.700 Q (cfs) 23. M. I- 1 NO. 4740, 1 I cx Exp._57,9 1 3 From the information above and the weir elevation of 183.40 ft., the water surface elevation behind the weir is 184.10 ft. Since the water surface elevation exiting the 24 in pipe is higher than the water surface behind the weir, a stilling basin is used to distribute the flow. The flow exiting the 24 in. pipe and the flow entering the back of the dissipater combine in the stilling basin. This flow is then forced through 6 identical 8 in. by 16 in. holes at the bottom of the basin. These holes each assume a flow of 4.8 cfs. Solving for the required head, the following' values were obtained: Width (in) 16 Manning n 0.01,5 Head (ft) 0.5513 Q (cfs) 4.80 Height (in) 8 ': Length •(ft) : 0.67 Area (sq.ft.) 0.888 Velocity (ft/sec) 54 From the information above, the water surface elevation in the stilling basin is 184.62 ft. Since the top of pipe elevation for the 24 in. pipe is 184.83 ft., therëare no exit constraints, and open channel flow exists in the 24 in. pipe. of ESSi rM Czi 1 NO. 44740 1 rnl [OF C • Hancor, Inc. Drainage Handbook Hydraulics • 3-9 Table 3-1 Conveyance Factors Design Manning's Values for Hancor Pipe Product Diameter Manning's "n" Hi-U® and Hi-U® Sure.Lok'"* I 4--48- "n" = 0.010 I Heavy Duty AASHTO 18"-24" "n" = 0.020 12"- 15" "n=0.018 10" "n"=0.017 8" "n"=0.016 3" -6" "n"=0.015 Smoothwall 3" -6" "ci" = 0.009 Conveyance Equations: k = Q/(sA0.5) Q = k s'0.5 Conveyance Factors for Circular Pipe Flowing Full Manning's "n" Values Pipe Dia. (in.) Area (sq.ft.) 0.009 0.010 0.011 0.012 0.013 0.014 0.015 0.016 3 0.05 1.3 1.1 1.0 1.0 09 0.8 ___ 0.7 4 0.09 2.7 2.5 2.2 2.1 k% 11A 1.6 1.5 6 0.20 8.1 7.3 6.6 6.1 \ 4.9 4.6 8 0.35 .17.4 15.7 14.3 13.1 12.!6 U <1ç5 9.8 10 0.55 31.6 28.5 25.9 . 7 17.8 12 0.79 51.4 46.3 42.1 38. 6 28.9 15 1.23 93.2 83.9 76.3 69.9 j, 52.4 18 1.77 151.6 136.4 124.0 23.1(1 113. .9MOM 85.3 21 2.40 228.7 205.8 187.1 171.5 147. 128.6 24 3.14 326.5 293.9 267.2 244.9 6.1 -209.9 zib 183.7 27 397 447.0 402.3 365.8 35.3 09''uruu. I V1 .2 251.5 30 4.91 592.1 532.9 484.4 444. 380.6c>#55.2 333.0 33 5.94 763.4 687.1 624.6 572.6 458.1 429.4 36 7.07 962.8 866.6 787.8 722.1 666.6 619:0 577.7 541.6 42 9.62 1452.5 1307.2 1188.4 1089.3 1005.5 933.7 871.5 817.0 45 11.04 1745.9 1571.3 1428.4 1309.4 1208.7 1122.3 1047.5 982.1 48 12.56 2073.8 1866.4 1696.7 1555.3 1435.7 1333.2 1 1244.3 1166.5 Pipe Dia. (in.) Area (sq. ft.) 0.011 0.018 0.019 0.020 0.021 0.022 0.023 0.024 0.025 3 0.05 0.7 0.6 0.6 0.6 0.5 0.5 0.5 0.5 0.5 4 0.09 1.5 1.4 1.3 1.2 1.2 1.1 1.1 1.0 1.0 6 0.20 4.3 4.0 3.8 3.6 3.5 3.3 3.2 3.0 2.9 _8_ 0.35 9.2 8.7 8.3 7.8 7.5 7.1 6.8 6.5 6.3 10 0.55 16.7 15.8 15.0 14.2 13.5 12.9 12.4 11.9 11.4 12 0.79 27.2 25.7 24.4 23.1 22.0 21.0 20.1 19.3 18.5 15 1.23 49.4 . 46.6 44.2 42.0 40.0 38.1 36.5 35.0 33.6 18 1.77 80.3 75.8 71.8 68.2 65.0 62.0 59.3 56.9 54.6 21 2.40 121.1 114.3 108.3 102.9 98.0 93.6 89.5 85.8 82.3 24 3.14 172.9 163.3 154.7 146.9 139.9 133.6 127.8 122.4 117.5 27 3.97 236.7 223.5 211.8 201.2 191.6 182.9 174.9 167.6 160.9 30 4.91 313.5 296.0 280.5 266.4 253.7 242.2 231.7 222.0 213.1 33 5.94 404.2 381.7 361.6 343.5 327.2 3122 298.7 286.3 274.8 36 7.07 509.7 481.4 456.1 433.3 412.6 393.9 376.8 . 361.1 346.6 42 9.62 768.9 726.2 688.0 653.6 622.5 594.2 568.4 544.7 522.9 45 11.04 924.3 872.9 827.0 785.6 748.2 714.2 683.2 654.7 628.5 48 12.56 1097.9 1036.9 982.3 933.2 888.8 848.4 811.5 L 777.7 746.6 Manning's coefficient determined at Utah State University Water Research Laboratory. Hi-Q® Sure-Lok may not be available in all diameters noted. S. TABLE 21-11 Values of the Roughness Coefficient n for Use in the Manning Equation Min Avg Max A. Open-channel flow in closed conduits Corrugated-metal storm drain 0.021 0.024 0.030 Cement-mortar surface 0.011 0.013 0.015 3, Concrete (unfinished) Steel form 0.012 0.013 0.014 Smooth wood form 0.012 I 0.614 1 0.016 Rough wood form 0.015 0.017 0.020 B. Lined channels 1. Metal a. Smooth steel (unpainted) 0.011 0.012 0.014 h. Corrugated 0 0.021 0.025 0.030 2. Wood a. Planed, untreated , 0.010 0.012 0.014 3. Concrete Float finish 0.013 10.0151 0.016 Cunite. good section 0.016 . 0.019 0.023 C. Gunite, wavy section 0.018 0.022 0.025 '. Masonry Cemented rubble 0.017 0.025 0.030 Dry rubble' . ' 0.023 0.032 0.035 5. Asphalt Smooth ' 0.013 0.013 : Rough 0.016 0.016 C. Unlined channels 1. Excavated earth, straight and uniform a. Clean, after weathering 0.018 0.022 0.025 With,short grass, few weeds 0.022 0.027. 0.033 Dense weeds, high as flow depth 0.050 0.080 0.120 Dense brush, high stage 0.080 0.100 0.140 2. Dredged earth No vegetation 0.025 0.028 0.033 Light brush on banks . - 0.035 0.050 0.060 3. Rock cuts - - Smooth and uniform . 0.025 0.035 0.0 Jagged and irregular 0.035 0.040 0.050 OESSIO,p EXISTING NATURAL CHANEL CROSS-SECTION 10 "FEET DOWNSTREAM FLOW DEPTH 0.95 FEET oOfESSI rm O,v41 t ( NO. 44740 1 J CIVI'- OF - \Ip=2.72 Area 75 - '1p9.14 Arecx=6.51 \,/p=3.78 i4A =O7 ,5 feet 0,95 feel ,.øçoESSIoij.. I 0. 1•'. NO. 44740 Exp. /( TABLE B.! Grass Retardance Classes Grassed Waterway andDiversion Design Table clvi'. OF C Aoiv Retardance Cover* Stand Condition and height A Reed canarygrass Excellent Tall; avg. 36 in (91cm) Kentucky 31 tall fescue Excellent Tall; avg. 36 in (91 cm) B Tufcote, midland, and coastal Good Tall; avg. 12 in (30 cm) Bermuda grass Reed canarygrass Good Mowed; avg. 12-15 in (30- 38 cm) Kentucky 31 tall fescue Good Unmowed; avg. 18 in (46 cm) Red fescue • Good Unmowed; avg. 16 in (41 cm) Kentucky bluegrass Good Unmowed; avg. 16 in (41 cm) '. Redtop' Good Average; 22 in (56 cm) C Kentucky bluegrass Good Headed; 6-12 in (15-30 cm) Red fescue Good Headed; 6-12 in (15-30 cm) Tufcote, midland, and coastal Good Mowed; avg. 6 in (15 cm) Bermuda grass Redtop Good Headed; 15-20 in (38-51 cm) D Tufcote, midland, and coastal Good Mowed; 2Y4 in (6 cm) Bermuda grass Red fescue Good Mowed; 2Y1 in (6 cm) Kentucky bluegrass Good Mowed; 2-5 in (5-13 cm) *Classification of vegetal cover in waterways and diversions is based on degree of flow retardance. Note: Grasses not, listed above can be classified according to the height of growth: retardance 0, less than 6 in (15 cm); retardance C, 6-10 in (15-25 cm); retardance B, 10-24 in (25-61 cm); retardance A, above 24 in (61 cm). Source: U.S. Department of Agriculture, Soil Conservation Service, Standards and Specifications for Erosion and Sediment Control, in Developing Areas, USDA, SCS, College Park, Md., 1975. U.b I -----1--I- 0.4 0.3 0.2 Cm 'iii .E 0.1 -- - ----- - m 0.08 0.06 0.05 NE • ___ _ ___ 0.04 003 If ESSIO 0.02 0.1 0.2 0.3 0.40.50.60.8 1 •2 3 456 •8 10 15 S ft2' iriS . - I 1 c# rn Fig. B.1 Manning's roughness coefficient a as a function of grass retardance class, NO. 44740 velocity, and hydraulic radius.. - • \Exp.*1 • civil. • -• • "ZLOF CPt' Natural Chanel Flow Conditions Left Section Center Section Right Section e Q 0.2815 cfs Q 30.6704 ôfs 0.2413 cfs 5 0.0320 ft/ft S. . 0.0320 ft/ft S 0.0320 ft/ft n 0.3000 n 0.0450 n 0.3000 A 07500 sq. ft A 65100 sq. ft A 07800 sq. ft Wp 2.7200 ft. ,Wp 9.1400 ft. Wp 3.7800 ft Rh 0.2757 .ft Rh 0.7123 ft Rh 0.2063 ft . * V 0.3754 ft/sec V 4.7113 ft/sec V. 0.3094 ft/sec Rh V 0.1035 ft'2/sec Rh V 3.3556 ftA2/sec Rh V 0.0638 ftA2/sec rm rm (-, NO. 44740 Exp.3 * * .. CIVIL OF 1 c 'r r c c c r c — (C I - I - (C (C (C (C (C (C (C (C (C (C (C (C. (C (C 94rI j 2 IrI- (C(C CC(C(C (C(C(CCCC(C 4r4r4rI r1 J'I • (C (C (C ir ir In (C C -r a, e Ir I - (C (C (C (C (C (C (C (C (C (C t- t - I - (C I( '('i rj eM eM rI eM eM f('j eM eM I ''i eM eM rj (C -r a, i- i- II (C (C (C eM (C a, (C t - eM CI((C(C(C (C(C(CCC rt- -,em r.,i'>leM C., ieMeMeMeM i- Nr' ,-r-r(C(Cc1 — eMNeMeMeM (C (C (C (C I-. (C a, a, r eMeMeMeMeM elfIr,1 lo c- (C C C C ac -(r (C a,u a, eM eM eM eM ,r -1(C(C(C (C(Ct- l - t - (CC— r'j (eMr1 eMeMeMr4 -C - -r--CtC CI-a,(Cu I -C lIeM • ir(C(C0cC(C t—t-(C(C(C ej eMieMeMr,j fif'j(>le9 eM -r• -i• (C tc. (C eM t- N r (C Cl Cl Cl Cl Cl CI (C(C(C(CI- (C'CCC eM rc • - eMeMeMeMr?j CieM c C- ol CI U Lt' (C (C C (C - - CI CI CI CI Cl Cl (C N N (C C C Cl Cl - Cl)C*Cl ir %f C a, C (C a, Cl - CI CI Cl CI Cl Cl Cl I- I- (C Cl Cl rI ' CIIrC C CI (C C Cl Cl CI Cl Cl CI CI N Cl Cl Cl Cl Cl In (Ca,C_r C- C'- -r (C (C C If•' C ir' C IC C IC ------ri Ci - rlrSiS - VmEIVED SDE364i 0176.MIS f. .. 9 3 OCTOBER 17, 1989 Nov 4J C!TY OF CARLSBAD DZLOP. PRG. SERV. dV. HYDROLOGY & HYDRAULIC CALCULATIONS FOR THE DONAHOE RESIDENCES DESCRIPTION: PARCELS 3& 4 OF P.M. 12016 CITY OF CARLSBAD PERMIT NO. DRAWING NO. 299-8 & 299-9 ENGINEER OF WORK R.C.E. #28479 'd I.. SDE 3644 OCTOBER 17, 1989 PAGE 2 HYDROLOGY STUDY PARCELS 3 & 4, P.M. 12016 DRAWING NO. 299-8 & 9 I. ASSUMPTIONS BASED UPON A. SITE INVESTIGATION, IT IS MY DETERMINATION THAT AN OVERALL HYDROLOGY STUDY. WOULD BE THE MOST EFFICIENT WAY TO ANALYZE THESE PROPERTIES. THE COUNTY "DESIGN & PROCEDURE MANUAL" WAS EMPLOYED, BASED ON THE FOLLOWING CRITERIA.- -SOIL TYPE- GROUP D (WORST CASE) -LAND USE - SINGLE FAMILY RESIDENTIAL C=O.55 * El DESCRIPTION OF LAND & HISTORY THE MAJORITY OF THE DRAINAGE BASIN CONSISTS OF GENTLY ROLL- ING TERRAIN WITH A MIXTURE OF BOTH OLDER AND NEWER HOMES. THE VEGETATION SEEMS TO BE CONSISTENT WITH SOUTHERN CALIFOR- NIA, ie, SCRUBS, GRASS LAWNS, MIXTURE OF IMPERIOUS SURFACES TREES ETC. EXPLANATIONS OF CALCULATIONS THE DRAINAGE BASIN IN QUESTION WAS DIVIDED INTO SUB- WATERSHEDS. THESE WATERSHEDS WERE DETRXINED WITH CON- SIDERATION GIVEN TO THE TOPOGRAPHY OF THE AREA AND THE PRESENSE OF STREETS AND 'GUTTER" FLOW. (NOTE THAT BOUND- ARIES FOR THE WATERSHEDS NOT LYING ON EXISTING STREETS CROSS THE TOPOGRAPHICAL LINES AT RIGHT ANGLES, THE DRAINAGE BASIN HAS BEEN DIVIDED INTO FIVE MAIN SECTIONS A-E. SECTION A HAS BEEN SUBDIVIDED INTO SIX AREAS TO CALCU- LATE THE APPROPRIATE Tc, TIME OF CONCENTRATION AND Q FLOW FOR. THE AREA. ALL CALCULATIONS TO FIND Tc AND Q FOR.AREAS Al - A6 -E WERE DONE IN FOLLOWING MANNER. THE RESULTS ARE PRESENTED IN TABULAR FORM. - . . SDE 3644 OCTOBER 17, 1989 PAGE EXAMPLE: AREA Ac AREA (A2) = 2.4 Ac DELTA H = MAX HEIGHT - MIN HEIGHT = 320' -245' = 75' OVERLAND LENGTH = DISTANCE FROM MAX HEIGHT TO MIN HEIGHT L=650' % SLOPE = DELTA H/L (100%) =. 751 /650' (100%) USE URBAN DRAINAGE CHART WITH % SLOPE ABOVE AND OVERLAND LENGTH TO FIND OVERLAND TRAVEL TIME - T =15 MIN - USE INTENSITY-DURATION DESIGN CHART WITH DURATION, T TO FIND IN- TENSITY. I = 3.4 IN/HR - USE RATIONAL METHOD Q = CIA WHERE C = 0.55 Q100 = 0.55.X 3.4 X 2.4 = 4.5 cfs CHECK FOR GUTTER FLOW AND GUTTER FLOW APPLIES FOR THIS AREA.- - £43 234 r) SDE 3644 OCTOBER 17, 1989 PAGE GUTTER FLOW: DELTA H = MAX STREET HEIGHT --'MIN STREET HEIGHT = USE ELEVATION @ INLET FOR MIN STREET HEIGHT = 2451 - 205' =40' GUTTER LENGTH = 1100' % STREET SLOPE = DELTA H/L'(100%) = 40/1100 (100%) =3.6% USE Q100 = 4.5 cf s (FROM OVERLAND AR, THE GUTTER AND ROADWAY DISCHARGE VELOCITY CHARTr INCLUDED AND THE % STREET SLOPE TO FIND THE VELOCITY OF Q. V=4.4fps TIME = DISTANCE/VELOCITY = 11001/4.4 fps :• = (244 SEC) / 60 =4MIN.. Tc =Toverland'+ Tgutter • =15141N. +4MIN. =19MIN. = 2.9' IN/HR Q100 = CIA = 0.55 X 2.9 X 2i.4 - = Q100 = 3.8 cfs E3 S - ii•3.Un.-.,g ,• - i___ . . • - 0091t:of E ~Sst cm NO. 28479 rft - C20 - - dl an an an an i - an an $ 0 an a • • - • • • a an a s cr aj a -a an an a • I an an a - _, a - I ' I • a a - aa an an - In In -4 a a • • • 0 -C4 4 in a m a a- a-- ma a-i j a a U m a aco a - aa - a CU an - aa - an -a Cii an - a • C3 a a a • i a a - a a nii an oa cia I a a a m a- - a a a • - • CU a ma a -a a a a a an an an an an a a a a a > a a $ . • ifl • - - U .- a an an - a a a $ an-s a a a • an • an • an CU 41; an a * a - -a a a a a a a - a a '. a 0 • $ • a ..a a- a a a a - a a a In a an -, Co • a a.. a -a -. Cii a - a a a a a a an an 0 an - an a a a- a qr -a an an an ama.. a a . a a - a 40. a a a a-i a 0 In an an In In an - 0 0 CD a-S I - a 1.4 1.4 W 1.J a-i )- a-a a 0 - a c-a an an r. an an $0 all a - - a • - • - - - • UI • • an an a - a C5, u a a' a I a - - an an a-U qr an an I cca • • • • . • I m a an an an CU I I m a - - a U I - : • - an an at an --a - • a a - - - - a a L4 - a an - as an qr an • jp : a : - - • a .a a C. 0 0 0 0 0 0 0 a.. a an an a ui In UI a an in • a _I a- a l (0 0 rl w an a an CU CU - . -a -a I a - a a an P an in a a an 0 0 a qo in I a a a i.s t.J a • a CU CU • an • an • • an • CU - 0 • a - a a • 1< an 0 a-S .911 ut 1511 J11 .051 11 S l,. I •1 — 09S9.— ••• .) (jy :,~21vs inis WIILva lvlm,J.vH AtrosIn II 40 X 21AAO II3SYfl4t I3I0flL y$I4I " O I HfltLVflJ'1UU1V3IH3$IIi; tYOWV3I'V40 VNOIAVM of- At "m 11P ot -00 Q. t ? 1 — - ( — f9 SIP 13 Rys 01 0 V1 e Am ir all 6 11, 001 at II3M MV JO SIJJJJJ. lB l011VI1dl3JUc1 S N- uflw•I-j,Z UV]A- out U S1V1Ilfl1dOS1/-0 . I ioiiuo nooli ID11V1ldi3illid U 1tJI)ii UVJA-DOi. 1 NoI1V.UHVS SO IN314111W30 - - -. - - - - - - - - );.. S •• 111TCH$I1YD(Jft/tTlOfl DESIGN CHART . : T j1pT1lTrnrIrnhn114T11umrrnnmIm:r. . . Inithni Directions for Application: .JfLf(4+j4fJI Equationj I 7,44 P6 D •' 645 1) Frornpreclp1tatIos raps determine 6 hr. and L I I Intensity (In./Hr) 24.hr. amounts fo the selected frequency. These maps are printed in the County Hydrology i I P6 6 Hr. Procipitation (In.) Manual (10, 50 and .100 yr. maps Included In the 3z, • i : D Duration (NI no Design and Procedure Manual). i flI 'I j"II •' ,.. ) 4 • 1r. jj.7:.. -c-- 'ir z) Adjust 6 hr. preclpltation (If necessary) so rane of 45Z to 65t of t2th. pecp1tation.° (Not r.rHcabie t 3) t 6 hr. precipitation on the right tide 4) s line is. the intensity-duration curve for 6 0 0 -:cd. It the chart. plotted a line through the point parallel to the : Th111i '1 fL R ]jj' I'1 location being anal% 4 "T'hIj;1 Application Form: I El 1 1.it ' o) Selected Frequency (oc yr. n - 'f 1-.•1-I. i iF r. • •3 .0 * ..LLUi1 • h1Lt11iI..':.:1i4u. 6 2.(4)1fl, P24" 4.' , P6 58 24 2.0 2) AdJusted *6 M. 1.5, :L JC:_________ - - . • - - - - - •.r.i. .r.L11•,.i.iii 1 0 *tlot Applicable to Desert Region J. 1-46 - JJO 15 20 30 40 50 1 2 3 4 5 ' APPENDIX XI TV A 1A Minutes not, 44.,i Hours • . Revised 1/8S 'C) LAND USE RUNOFF COEFFICIENTS-(RATIONAL METHOD) Coefficient, C Soil Group (1) A C . Undeveloped •.. .30 .35 .40 .45 V Residential: Rural V .30 5 .40 Single Family .40 .45 .50 .53. V Multi-Units V V •45 .50 .60 V V V Mobile Homes V •5 V .50 .55 .63 Commercial () . V .70 .75 .80 V .35 80% impervious V V V V Industrial (2) V .80 .85 .90 .95 90% Impervious V NOTES: V V V (1) Obtain soil group from maps On file with the Department of Sanitation and Flood Control. V (2) Where actual conditions deviate significantly from the tabulated V 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 'group. V V ' Actual imperviousness = 50% V Tabulated imperviousness V V Revised C = .. X 0.85 = 0.53 , V i!D. 2CiTh V V V APPENDIX IN I ri V •..--: — - . . .• . . . . a 4 • __ _______--- - - • £ W. . - —_L - --••- ' - OR'BAi A%J4< TOFCQYA770V -. -. a IC 0 ;YI7Lf/%N'i j/Z Sao j/UVLU L 1/ 0 klyA I/ JJU/J7Y [ -9 5.L 60 .0 •!• IJII I/A/A If A' _..__.J LIII /1/If/I Y /1 / — 7•7 • dl L..._____.._. lvii fly! I /1/ A' A' o i jI • all s. a i.i i i / Il / I i v ' i a' i o- . • a ii , , , , , •, .1 .I;J -. - I ill I I I I )' • - I 200 40 — ... -. I I V I F) I 10 a. 20 a : ' . . . ___ ___ o° twtt1s •. - • -' A , I •d' __ 0., - J.q _ • C - • I . + -- gi. ti - • .i • I 4 . FI9w.3.10 Ov.rf&ndtlm.of flaw grapit. ' '- 16-4 r --J ONE SLOE ONLY 20 Is 14 to - L - 6 /.:•- w jig- • ,, I : 0 2 r- 1 _____ —4j=4=: ./:j /• . 1.6 7. ___ • __:—.:_. __ . .73 AF I _______________ _______ 7 —__ --- 7!- 0.4- t iz - I 2 3 4 6T89 10 DIScHAR (C F s) 4. EXAMP LE : a:lo 52.5'/. i•— ra 2819 Given s • Chart e: Depth = 0.4, Velocity 4.4 f PLL • SAN DIEGO COUNTY CUTTER AND ROADWAY DEPARTMENT OF SPECIAL DISTRICT SERVICES DISCHARGE—VELOCITY CHART DESIGN MA.N• t APPROVED : • DATE tz//?. APPENDIX X-D, SDE 3644 OCTOBER 17, 1989 PAGE 12. ,-. Q'>\ HYDRAULIC CALCULATIONS p. PARCEL 1:0:6 DRAWING NO-. 299-8, I.ASSUMPTIONS THE FLOW ONTO THIS PROPERTY IS VIA AN-EXISTING 18" CMP CULVERT SYSTEM, COLLECTING DRAINAGE FROM AREAS A & BAND OVERLAND FLOW FROM AREA C. AREA A'S FLOWS COLLECT INTO THE RIGHT GUTTER OF PARK DRIVE AND AREA B'S FLOWS COLLECT INTO THE LEFT GUTTER OF PARK DRIVE. II. CALCULATIONS AREAS A, B &.0 THE FOLLOWING CALCULATE THE DEPTH OF FLOW AND CAPACITIES ALONG PARK DRIVE TO DETERMINE THE FLOWS ENTERING THE 18" CMP AND TO DETERMINE IF THERE IS ANY OVERFLOW FROM PARK DRIVE ABOVE THE SUB- JECT PROPERTY THAT WOULD AFFECT THE FLOWS ONTO THE SUBJECT PROPERTY. . FIVE SECTIONS WERE CHOSEN - ABOVE THE INLETS, AT THE UPPER INLET, ONE BETWEEN THE INLETS, AT THE LOWER INLET AND AT THE DRIVEWAY WITH THE LOWEST BELOW THE STATION INLETS. STATION ;& UPSTREAM OF INLETS __ 11Z 0 Tlao -15 -10 - 0 *5 *10 415 4-2-0 SLOPE =3.0% LEFT GUTTER= 5.7 CFS RIGHT GUTTER 39.6 CFS WATER DEPTH= 0.33 FT WATER DEPTH= 0.63 FT WATER SURF= 2.07.38 ELV WATER SURF= 207.05 ELV SDE 3644 rO 27 OCTOBER 17, 1989 PAGE 13 STATION 8+10 - INLET ON RIGHT, zo464 -20 -15 -10 -5 0 +5. 4%O +15 - SLOPE = 2.3% LEFT GUTTER= 5.7 CFS RIGHT GUTTER= 44.5 CFS WATER DEPTH= 0.40 FT WATER DEPTH 0.63 FT WATER SURF 205.29 ELy WATER SURF= 205.27 ELy THE INLET CAPACITY IS CALCULATED FROM THE "CAPACITY OF GRATE IN- LET IN SUMP" CHART AS S = 2(a+b) 2(1630) = 9.2 Q = p*30*H(3/2) = 9.2*3.0+(0.63)3/2 = 13.8 CFS. * THIS IS THE MAXIMUM FLOW INTO THIS INLET, NOT DEDUCTING ANY- THING FOR THE CHP PIPE BLOCKING. PLOW FROM THE 2 SIDES. THE PLOW REMAINING IN THE LEFT GUTTER IS 44.5 - 13.8 OR 30.7 CFS STATION 8+00 - BETWEEN INLETS 205.18 w fl s.ZO5. - 05. I45 0 ,204.11 204-8Z -20 -15 -10 -5 +0 +5 +10 SLOPE = 2.3% LEFT GUTTER= 5.7 CFS RIGHT GUTTER= 30.7 CFS WATER DEPTH= 0.4 PT WATER DEPTH. 0.51 FT WATER SURF= 205.11 ELV WATER SURF= 205.17 FT SINCE THE FLOW IN THE RIGHT GUTTER IS DEEPER THAN THE CENTERLINE OF PAVEMENT, WATER FLOWS FROM THE RIGHT GUTTER TO THE LEFT GUT- TER. THE CAPACITY OF THE RIGHT GUTTER AT THIS POINT IS 22.2 CFS. THEREFORE 8.5 CFS FLOWS INTO THE LEFT GUTTER, BRINGING THE TOTAL FLOW IN THE LEFT GUTTER TO 13.2 CFS. SDE 3644 OCTOBER 17, 1989 PAGE 14 STATION 7+85 INLET ON LEFT 204.58 7!:4 204.73 w.S.204.25 0.0 w.S.2O4.3 -- /. I. -eo -15 -O -5 0 +5 +10 *15 4'aO SLOPE = 2.3%. LEFT GUTTER= 13.2 CFS RIGHT GUTTER= 22.2 CFS WATER DEPTH= 0.37 PT WATER DEPTH 0.45 FT WATER SURF= 204.25 ELV WATER SURF= 204.73 ELV THE INLET CAPACITY OF THE LEFT INLET . CALCULATED FROM THE "CAPACITY OF GRATE INLETS IN SUMP" CHART IS: P=.2(a+b) = 2(.2.2+3.6)= 11.60 FT . Q= P*30*H(3/2) = 11.6*3.0*(0.37)3/2 = 7.8 CFS THE FLOW REMAINING IN THE LEFT GUTTER IS 13.2 - 7.8 CFS OR 5.4 CFS. . . THE LOWEST DRIVEWAY CREST IS AT STATION 7+55 BELOW THE INLETS, THEREFORE THE WATER DEPTHS ARE CALCULATED AT THIS POINT. STATION 7+55 . w.g.204.15 SLOPE = 2.15% LEFT GUTTER= 5.4 CFS RIGHT GUTTER= 22.2 CFS WATER DEPTH= 0.26 FT WATER DEPTH= 0.45 FT WATER SURF= 203.42 ELV WATER SURF= 204.15 ELV GUTTER CAP= 45.7 CFS GUTTER CA= 14.6 CFS EVEN THOUGH THE RIGHT GUTTER CAPACITY IS DECREASED AS THE SLOPE FLATTENS, THE LEFT GUTTER HAS AMPLE CAPACITY TO RETAIN THE FLOWS WELL PAST THE SUBJECT PROPERTY. . I'- •' . -. SDE 3644 •' -: OCTOBER 17, 1989 PAGE 15 THE TOTAL FLOW IN THE 18" CNP SERVING THE INLET S THE SUM OF THE FLOW FROM THE 2 INLETS PLUS AREA C OR QI.00= 13.8 CFS .+ 7.8 CFS + 6.4 CFS 28 CFS THE FLOW ENTERING THE PROPOSED 24" CNP IS 28 CFS. THE HYDRAULIC CALCULATION FOR THE FLOW IS: DIAMETER (INCHES)... 24 MANNINGS N ...... .013 SLOPE (FT/FT)........ 0.0175 Q. (cfs)........... 28 DEPTH (FT) ............... 1.53 DEPTH/DIAMETER....0.77 VELOCITY (fps) ....... 10.82 VELOCITY HEAD ..... 1.82 AREA (Sq>Ft.) 2.59 CRITICAL DEPTH ........ .1.83 CRITICAL SLOPE.'... 0.0133 CRITICAL VELOCITY 9.30 FROUDE NUMBER..... .1.54 THE CAPACITY OF THE 24" AT THIS SLOPE IS 37.5 CFS WHICH IS GREATER THAN THE REQUIRED CAPACITY. AREA D Q100 = 1. 8cfs - FROM HYDROLOGY STUDY THIS FLOW IS FROM ALTHEA IN AND ENTERS PROPOSED CURB OUTLET PER IMPROVEMENT PLAN DWG. NO. 292-4 -CAPACITY OF TYPE "A" (D-25) CURB OUTLET .. A = 0.75 S.F. R = 0.75/6.5 = 0.115 N = 0.014 S.= .017 Qcap = 1.486 X 0.75. X0.115X .01112.43 CFS 0.014 Q cap > Q100 O.K. THE FLOW EXITING THE 24" CNP INTO THE ENERGY DISSAPATER HAS A VELOCITY OF 10.8 FPS. BASED UPON S • C. S. TABLE 200-1.6.1 SELEC- TION OF RIPRAP AND FILTER. BLANKET MATERIAL, A ROCK CLASS OF "LIGHT" IS REQUIRED. SDE .3644 OCTOBER 17, 1989 PAGE 16A CHECK VELOCITY AND Q FOR PROPOSED EARTHEN SWALE ALONG THE EAST PROPERTY LINE OF PARCEL 3 TO VERIFY BERNUDAGRASS AS BEING A SUITABLE SLOPE PROTECTION. THE SWALE EMPTIES INTO CATCH BASINS AT THE NORTH AND SOUTH ENDS OF PARCEL 3 AND THE MOST CRITICAL SLOPE IS 7.07%. TRIANGULAR CHANNEL TIME :1 2:46:08 INVERT WIDTH (feet)... 0.00 MANNINGS n ...... .035 SLOPE (feet/foot)..... .0707' Q (Cf s) ......... 0.80 LEFT SIDE ' RIGHT SIDE SLOPE (X to 1)........ 4.0 SLOPE (X to 1)... 2.00 DEPTH (feet).. . . . .. . ... 0.30 TOP WIDTH (feet). 1.78 VELOCITY (fps)........ 3.02 VEL. HEAD' (feet). 0.14 AREA (square feet)....' 0.26 'P + M. (pounds)... 6 CRITICAL DEPTH.. ....... • 0.34 CRITICAL SLOPE.'.. 0.0344 CRITICAL VELOCITY .... 2.32 1 FROUDE NUMBER.... 1.38 THE VELOCITY FOR THE EARTHEN SWALE AT 'A' SLOPE OF 7.07% IS 3.0 F.P.S. WHICH IS LESS' THAN THE 8.0 F.P.S. ALLOWABLE FOR BUR- MUDAGRASS, THEREFORE IT IS SUITABLE TO BE' USED FOR SLOPE PROTEC- '. TION. Aj 1 SDE 3644 OCTOBER 17, 1989 PAGE 16W CHECK CAPACITY AND VELOCITY OF D-75 (TPYE A) BROW DITCH AT SOUTHEAST CORNER OF PARCEL 3 AND WHICH EMPTIES INTO PROPOSED DIS- SIPATOR BOX. USE 0100= 0.8 C.F.S. AND A SLOPE OF 2.0%. . . BROW DITCH D-75. (TYPE A) • . DI.AMETER(inches) ......24 MANNINGSN ......... .013 SLOPE(ft/ft) 0.0200 Q(cfs) ...... ...... 0.80 DEPTH (ft) 0.22 DEPTH/DIAMETER..... 0.11 VELOCITY (fps) 4.31 VELOCITY HEAD..... 0.29 AREA (Sq. Ft.) 0.19 CRITICAL DEPTH .......... 0.3]. CRITICAL SLOPE.... 0.0048 CRITICAL VELOCITY..... 2.62 'FROUDE. NUMBER..... 1.97 THE CAPACITY AND VELOCITY IS SIGNIFICANTLY LESS THAN THE MAXIMUM ALLOWABLE1 THEREFORE THE BROW DITCH DESIGN IS SUITABLE. i 2:7 SDE 3644 OCTOBER 17, 1989 PAGE 17 HYDRAULIC CALCULATIONS PARCEL 4 P.M. 12016 DRAWING NO. 299-9 CHECK VELOCITY AND Q FOR PROPOSED EARTHEN SWALE AT NORTH SIDE OF PARCEL 4 TO VERIFY BERMUDAGRASS AS BEING A SUITABLE SLOPE PROTEC- TION. THE MOST CRITICAL SLOPE OF THE SWALE IS 14%. PRTAN(T1T.R ('HANNL INVERT WIDTH (feet)..... 0.00 MANNINGS n...... .035 SLOPE (feet/foot) ....... .1400 Q(cfs) ........... 1.80 LEFT SIDE : RIGHT SIDE SLOPE (X to 1) ...... 2.00 SLOPE (X to 1).. 2.00 DEPTH (feet)............ 0.42 TOP WIDTH. (feet) 1.67 VELOCITY (fps) .........5.18 VEL. HEAD (feet) 0.42 AREA (square feet) 0.35 P + M (pounds).. 21. CRITICAL DEPTH. 0.55 CRITICAL SLOPE.. 0.0319 CRITICAL VELOCITY ......2.98 FROUDE NUMBER... 2.00 THE VELOCITY FOR THE EARTHEN SWALE AT A SLOPE OF 14% IS 5.18 F.P.S. WHICH IS LESS THAN THE 6.0 F.P.S. ALLOWABLE FOR BUR- MUDAGRASS, THEREFORE IT IS SUITABLE TO BE USED FOR SLOPE PROTEC- TION --i -... L - ) SDE 3644 OCTOBER 17, 1989 PAGE 18 CHECK VELOCITY AND Q @ PROPOSED CURB OUTLET @ SOUTHWEST CORNER OF PROPERTY. DIAMETER (INCHES) 24 MANNINGS N . . . . ... .016 SLOPE(FT/FT) 0.0150 Q(cfs) ...... ...... 1:8. DEPTH (FT)........... 0.38 DEPTH/DIAMETER.... 0.1.9 VELOCITY (fps). 4.29 VELOCITY HEAD..... 0.29 AREA' (Sq> Ft.).., .42 - .'CRITICAL DEPTH .46 CRITICAL SLOPE.... 0.0068 CRITICAL VELOCITY.. ... 3.25'• FROUDE NUMBER..... 1.46 BASED ON CURB OUTLET CALC FOR D. P. #3 Qcap = 2.43 >'QIOO = 2 (0.9).=-1.8 CFS =: 1\ 1 w !C/ - •1' 1073.02 Ifo __ ::rI:ILIJ1' i __ __ __ L}3/__ -1 ___________p•/i -• - j 1j P:.2(O+b) I I - A6QW • - LOU • j7 j '.,,.. ..'il - - 7 - - - - - - - I _________ _______ ..L.- i: I I I I • -p. I / t II • - .• - - _.__I_$_ •____j_(_ _i_ - _______ - - - - .. -_•--. - -s.' . Il-7 LM-4 4 J Lu I 1 ___ • = Ie1"1 ___ II I • 8 -. / t-.L • j ___ i i ___ -1 •< - j • Q/P.OH 0 j 1 HEA•DSU.I? 1oID.fi.IL E(C h.P.uEs I • t I , HEADS A.13- I.4 I.!C . HEADS BTVEE _SEcCR la ? TIO?d J 91TZ ___ ________I• I I ___ I_: •• ___ - = _____ EE EI _____ tE!E.E:tE.iE11Er:i:.. • _1 IJ4 !_I_I_1_1J__1_L Fr. rr.Pj?. rc.0 1 I lsl;H 1Jj.fj3JT ; J 61 ft 0.1 .1 • .5 .6 .7 U.J 1.0 £. 4 6 7 U D Jo • uuiu or p:c no,'.s CA F'ACITY OF GRATE INLET IN SUMP ) D!V:S(CT!O WASH.,D.C. WATER PODED ON GRATE 0 0 N- 0 U) 00 +0. 0 oE O • 0 I- 0 o. do Horiz — = 100' .• —p Vert — 1" = 10' • IN ell Xq 4 Horiz — 1" = 100' •