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------------------- p <br />TILT- - UP WALL DESIGN Solid PaLne( - �� Tr�'�4faFy Boar LOCI <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 - 24 pounds per width b ( 12 in.) <br />Roof live load = 50 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 loads Mu= 49.42 ft-lbs/width b <br />v Phi times nominal moment (PhiMn) 245.72 ft-lbs/width b <br />As.- .005 sq in/width b <br />No. 4 @ in, O.C. Equivalent As.= .005 sq.in./ft <br />No. 5 @ in, o.c. Equivalent As.= .005 sq.in./ft <br />CASE IB U - 1.4(D) + 1.7(L) M=.6'P*e + P*deflec'ion <br />---------------------------------------------------- <br />Ioment under factored loads Mu= 364.31 ft-lbs/width b <br />Phi times nominal moment (PhiMn) = 431.81 ft-l.bs/width b <br />Deflection under service loads .003 in. < Allowable Deflection 1.92 ig <br />Moment under service loads Ms= 19.16 ft-lbs/width b <br />As.- .023 sq in/width b <br />No. 4 @ in. o.c. Equivalent As.= .023 sq.in./ft <br />tio. 5 @ in. o.c. Equivalent As.= .023 sq.in./ft <br />CASE II U = .75(1.4D+1.7L+1.87E) <br />Moment under factored loads Mu= <br />Phi times nominal moment (PhiMn) <br />Deflection under service loads = <br />Moment under service loads MS- <br />As.- .089 aq in/width b <br />No. 4 @ 27 in. o.c. Equivalent As. - <br />No. 5 @ 42 in. O.C. Equivalent As.= <br />50 8 Live load <br />972.97 ft-lbs/width b <br />1,039.28 ft-lbs/width b <br />.070 in. < Allowable Deflection = 1.92 ig <br />511.74 ft-lbs/width b <br />.087 sq.in./ft <br />.088 sq.in./ft <br />CASE III U - .75(1.4D+1.7L+1.70W) 50% Snow load ca lro�5 <br />----------------------------------------------- <br />Moment under factored loads Mu - <br />Phi times nominal moment (PhiMn) <br />Deflection unde- service loads = <br />Moment under service loads Ms- <br />As.- .097 sq in/width b <br />4 @ 24 in. o.c. Equivalent A <br />5 @ 38 in. o.c. Equivalent A <br />CASE IV U - .9(D)+1.43(E) <br />-------------------------- <br />Moment under factored loads Mu= <br />Phi times nominal moment (PhiMn) <br />1,057,09 ft-lbs/width b <br />1,117.86 ft-lbs/width b <br />.086 in. < Allowable Deflection = 1.92 in <br />625.74 ft-lbs/width b <br />S.= .098 sq.in./ft <br />a.- .097 sq.in./ft <br />930.42 ft-lbs/width b <br />= 1,021.24 ft-lbs/width b <br />