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(a -4 <br />TILT -UP WALL DESIGN <br />• ------------------- <br />TV`LS5 Loed <br />fc = 3,000 psi. <br />fy = 60,000 psi. <br />Actual Thickness = 5.500 in. <br />Design Thickness = 4.750 in. <br />Height = 16 ft. (Distance between ledger and floor) <br />Height of parapet = 2.50 ft. <br />Roof dead load = 210 pounds per width b ( 12 in.) <br />Roof live load = 438 pounds per width b ( 12 in.) <br />Wind load = 19 psf. <br />Seismic Zone 3 <br />Eccentricity - 5 in. <br />Depth to steel = 2.38 in. <br />CASE IA U = 1.4(D) + 1.7(L) M=P*e @ roof (No P* deflection) <br />- <br />Moment under factored loadsMu= 432.75 ft-lbs/width b <br />Phi times nominal moment (PhiMn) = 771.39 ft-lbs/width b <br />As.- .042 sq in/width b <br />No. 4 @ 56 in. o.c. Equivalent As .= .042 sq.in./ft <br />No. 5 @ 88 in. o.c. Equivalent As.= .042 sq.in./ft <br />CASE IH U - 1.4(D) + 1.7(L) M=.6*P*e + P*deflection <br />anent underfactoredloads Mu= 921.60 ft-lbs/width b <br />Phi times nominal moment (PhiMn) = 993.04 ft-lbs/width b <br />Deflection under service loads 023 in. < Allowable Deflection 1.92 in <br />Moment under service loads Ms= 164.56 ft-lbs/width b <br />As.= .065 sq in/width b <br />No. 4 @ 36 in. o.c. Equivalent As .= .065 sq.in./ft <br />No. 5 @ 57 in. o.c. Equivalent As.= .065 sq.in./ft <br />CASE II U = .75(1.4D+1.7L+1.87E) 50 8 Live load <br />Moment under factored loads Mu= 1,244.73 ft-lbs/width b <br />Phi times nominal moment (PhiMn) = 1,309.20 ft-lbs/width b <br />Deflection under service loads = 084 in. < Allowable Deflection 1.92 irk <br />Moment under service loads Ms= 610.22 ft-lbs/width b <br />As.- .110 eq in/width b <br />No. 4 @ 21 in. O.C. Equivalent As.= .112 sq.in./ft <br />No. 5 @ 34 in. o.c. Equivalent As.= .108 sq.in./ft <br />CASE III U - .75(1.4D+1.7L+1.70W) 50% Snow load COt4i-o(s <br />----------------------------------------------- <br />Moment under factored loads Mu= 1,330.70 ft-lbs/width b <br />Phi times nominal moment (PhiMn) - 1,386.51 ft-lbs/width b <br />Deflection under service loads = .100 in. < Allowable Deflection 1.92 is <br />Moment under service loads Ms- 724.71 ft-lbs/width b <br />As.- .119 aq in/width b <br />o. 4 @ 20 in. o.c. Equivalent As.- .118 aq.in./ft <br />o. 5 @ 31 in. o.c. Equivalent As.- .119 sq.in./ft <br />CASE IV U = .9(D)+1.43(E) <br />------------------------- <br />Moment under factored loads Mu= 1,029.27 ft-lbs/width b <br />Phi times nominal moment (PhiMn) 1,088.20 ft,lbs/width b <br />