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J$ <br />• TILT_ - <br />UP WALL DESIGN <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 = 3.67 ft. <br />Roof dead load 6000 pounds per width b ( 44 in.) <br />Roof live load = 12540 pounds per width b ( 44 in.) <br />Wind load = 19 psf. <br />Seismic Zone 3 <br />Eccentricity = 6.5 in. <br />Depth to steel 3.09 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) = 22,499.00 ft-lbs/width b <br />As.-1.205 sq in/width b <br />7 -# 4 As= 1.37 sq.in. 4:_::-- cow" i-mis <br />4 -# 5 As= 1.23 sq.in. <br />• CASE IB U - 1.4(D) + 1.7(L) M=.6*P*e + P*deflection <br />v ---------------------------------------------------- <br />Moment under factored loads Mu= l8r081.51 ft-lbs/width b <br />Phi times nominal moment (PhiMn) = 18,085.52 ft-lbs/width b <br />Deflection under service loads .573 in. < Allowable Deflection = <br />Moment under service loads Ms= 7,027.77 ft-lbs/width b <br />As.- .815 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= 10,934.49 ft-lbs/width b <br />Phi times nominal moment (PhiMn) = 11,234.37 ft-lbs/width b <br />Deflection under service loads .718 in. < Allowable Deflection = <br />Moment'under service loads Ms= 6,686.87 ft-lbs/width b <br />AS.- .478 sq in/width b <br />3 -# 4 As= .59 sq.in. <br />2 -# 5 As- .61 sq.in. <br />CASE III U = .75(1.4D+1.7L+1.70W) 50% Snow load <br />-------•---------------------------------------- <br />Moment under factored loads Mu= 11,250.79 ft-lbs/width b <br />Phi times nominal moment (PhiMn) - 11,518.31 ft-lbs/width b <br />Deflection under service loads .809 in. < Allowable Deflection = <br />at <br />oment under service loads Ms= 7,213.92 ft-lbs/width b <br />A 9 .= .498 sq in/width b <br />3 -# 4 As- .59 sq.in. <br />2 -# 5 As- .61 sq.in. <br />CASE IV U = .9(D)+1.43(E) <br />il-- -L <br />1.92 D <br />1.92 ii <br />1.92 ii <br />