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TILT -UP WALL DESIGN <br />------------------- <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 />Tributary width 3.33 ft.�% <br />Roof dead load = 6000 pounds per width b ( 40 in.) <br />Roof live load = 12540 pounds per width b ( 40 in.) <br />Wind load 19 psf. is <br />Seismic Zone 3 <br />Eccentricity = 6.5 in. <br />Depth to steel = 3.69 in. <br />CASE IA U=-1_4(D)-+-1_7(L) M_P*e-@- roof -(No P* deflection) <br />Moment under factored loads Mu= 16,097.25 ft-lbs/width b <br />Phi times nominal moment (PhiMn) = 22,152.32 ft-lbs/width b <br />As.-1.234 sq in/width b ) <br />7 -# 4 As- 1.37 sq.in.---Cacfirol5 <br />4 -# 5 As= 1.23 sq.in. ;,; q.` < ;{.'=9"rti�eiAIN <br />• CASE IBU_ -- - 1.4(D)+1_- 7(L)M__6*P*e + P*deflection <br />- -- <br />Moment under factored loads Mu= 18,338.41 ft-lbs/width b t <br />Phi times nominal moment (PhiMn) = 18,426.55 ft-lbs/width b <br />Deflection under service loads = .636 in. < Allowable Deflection = <br />Moment under service loads Ms= 7,125.58 ft-lbs/width b <br />As.- .888 sq in/width b <br />5 -# 4 As= .98 sq.in. <br />3 -# 5 As= .92 sq.in. <br />CASE II U = .75(1.4D+1.7L+1.87E) 50 8 Live load <br />Moment under factored loads Mu= 10,695.76 ft-lbs/width b <br />Phi times nominal moment (PhiMn) = 10,886.67 ft-lbs/width b <br />Deflection under service loads = .793 in. < Allowable Deflection = <br />Moment under service loads Ms- 6,594.71 ft-lbs/width b <br />AS.- .466 sq in/width b <br />3 -# 4 As= .59 sq.in. <br />2 -# 5 As= .61 sq.in. <br />1.92 in <br />1.92 in <br />CASE III U = .75(1.4D+1.7L+1.70W) 50% Snow load <br />----------------------------------------------- <br />Moment under factored loads Mu= 10,984.46 ft-lbs/width b <br />Phi times nominal moment (PhiMn) = 11,143.24 ft-lbs/width b <br />Deflection under service loads .879 in. < Allowable Deflection = 1.92 in <br />oment under service loads Ms- 7,074.75 ft-lbs/width b <br />_ .484 sq in/width b <br />-# 4 As= .59 sq.in. <br />2 -# 5 As= .61 sq.in. <br />CASE Iv U = .9(D)+1.43(E) <br />-------------------------- <br />Mnmpni- undo r far MrPrl 'loads Mu= 5,631.84 ft-lbs/width b <br />