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------------------- <br />TILT-UP WALL DESIGN ylc_At� `.sera_ <br />------------------- <br />f <br />Oc x r <br />fy <br />Actual Thickness <br />Design Thickness <br />Height - 18 ft. <br />Height of parapet <br />Tributary width = <br />Roof dead load = <br />Roof live load = <br />Wind load - 19 <br />Seismic Zone 3 <br />Eccentricity - <br />Depth to steel = <br />3,000 psi. <br />= 60,000 psi. <br />5.500 in. <br />= 4.750 in. <br />(Distance between ledger <br />- 3.50 ft. <br />13 ft. <br />6000 pounds per width b <br />12530 pounds per width b <br />oaf. <br />7 in. <br />3.69 in. <br />Oue,r <br />and floor) <br />in.)) o4, Lep <br />( 3 in. <br />F <br />CASE IA U = 1.4(D) + 1.7(L) M=P*e @ roof (No P* deflection) <br />Moment under factored loads Mu= 17,325.58 ft-lbs/width b <br />Phi times nominal moment (PhiMn) = 24,060.89 ft-lbs/width b <br />As.=1.497 sq in/width b <br />5 -# 5 As- 1.53 sq.in. <br />4 -# 6 As- 1.77 sq.in. <br />CASE IB U = 1.4(D) + 1.7(L) M-.6*P*e + P*def lection <br />---------------------------------------------------- <br />�oment under factored loads Mu= 26,314.55 ft-lbs/width b <br />1 times nominal moment (PhiMn) - 26,396.68 ft-lbs/width b <br />Deflection under service loads = .795 in. < Allowable Deflection <br />Moment under service loads Ms= 8,420.31 ft-lbs/width b <br />As.=1.802 sq in/width b <br />6 -# 5 AS- 1.84 sq.in. <br />4 -# 6 As- 1.77 sq.in. <br />CASE II U - .75(1.4D+1.7L+1.87E) 50 % Live load <br />u-4 <br />= 2.16 in <br />Moment under factored loads Mu= 25,902.64 ft-lbs/width b <br />Phi times nominal moment (PhiMn) = 25,986.29 ft-lbs/width b <br />Deflection under service loads = 1.937 in. < Allowable Deflection = 2.16 in <br />Moment under service loads Ms= 16,169.48 ft-lbs/width b <br />As.-1.754 sq in/width b <br />6 -# 5 AS- 1.84 sq.in. <br />4 -# 6 AS- 1.77 sq.in. <br />CASE III U - .75(1.4D+1.7L+1.70W) 50% Snow load <br />----------------------------------------------- <br />Moment under factored loads Mu= 27,158.61 ft-lbs/width b <br />Phi times nominal moment (PhiMn) = 27,205.16 ft-lbs/width b <br />Deflection under service loads 2.130 in. < Allowable Deflection 2.16 in <br />Moment under service loads'Ms- 18,407.41 ft-lbs/width b <br />As.=1.892 sq in/width b <br />-# 5 As= 2.15 sq.in. > Maximum Allowable As- 2.13 sq.in. <br />-# 6 As- 2.21 sq.in. > Maximum Allowable As- 2.13 sq.in. <br />CASE IV U = .9(D)+1.43(E) <br />-------------------------- <br />Moment under factored loads Mu= 18,762.26 ft-lbs/width b <br />Phi times nominal moment (PhiMn) 18,790.28 ft-lbs/width b <br />Iln Flnnal.... ....1 ..� .... �... .... 1.... .1 .. — 1 AOC .n / — n <br />