SIDE WALL (1) DESIGN CALCULATION (@ Length = 3000mm ) TANK NO. : Tank Height, H= Tank Width, W = Tank Length, L = Design Pressure = Design Temp. = Material = T-980 / T-985 / T-987 63.0 in 110.24 in 118.11 in FULL static head Deg C 131 A 240 316L 1600 mm 2800 mm 3000 mm1As per Table 11.4 Case No.1a Chapter 10 of Roark's Rectangular plate, all edgessimply supported, with uniform loads over entire plate. g= liq = a= b= a/b = b ag E 9.81 m/s2 1000 kg/m3 29.53 in 23.62 in 1.2500 = = 750 mm 600 mm S S Loadingq = liq gH = 15696 N/m2 = 2.2759 psi = 2.2759 psi 6.0 mm 0 mm 6.0 mm S a b S= 0.3954 = 0.0655 = 0.4608 = 2.9E+07 psi 0.2362 in 0.0000 in 0.2362 int= c.a = t (co ) =At Cente , Maximum Deflection, = = =-(aqb4)/Et3 -0.12 0.12 int/2 =0.118 in : O.KMax Deflection < t/2Maximum Bending st ess, s =(bqb2)/ t2 = 8,999 psi < allowable 16,700 pi. : OK :O.KMax Bending tre < allowable Material Yield Stre, y = Stre Ratio, / = yAt center of long ide, Maximum reaction force per unit length normal to the plate urface, R = = = g qb 24.77 lb/in 2798.80 N/mm A 240 316L 25000 pi 0.360SIDE WALL (1) HORIZONTAL STIFFENER CALCULATION TANK NO. : T-980 / T-985 / T-9872Maximum bending moment occur at the point where dM/dx = 0 and hear force i zero, that i, at the middle of the beam.W 33.60 lb/inL= 750 mm = = 375 mm = Load q = 2.2759 pi unit load W = q x pi = 33.60 lb/in29.53 14.8in inX 29.53 in Wa WbBending Moment A per Table 8.1 Cae 2e of Roark' (Uniform load on entire pan)At x = L/2 = 14.76 in Maximum moment, Mmax = WL2/8 = 3662 lb-in M/I (I/y)required Ue FB 90 x 6 I/y Therefore, = = = in3 pi / y M/ 0.146 > 0.020in3Z required2. Checking tiffener Bending tre ( ) : = M/Z tiffener Therefore, tiffener = = M max / Z tiffener 1036 pi