406 SE EVERETT MALL WAY BASE FILE 2018-01-02 MF Import

------------------- • TILT_UP WALLDESIGN fc fy Actual Thickness Design Thickness Height - 16 ft. Height of parapet Tributary width = Roof dead load = Roof live load = Wind load = 19 Seismic_ Zone 3 Eccentricity = Lspth to steel = 3,000 psi. 60,000 psi. 5.500 in. 4.750 in. (Distance between ledger, and floor) 2.50 ft. 3 ft. 6000 pounds per width b ( 36 in.) 12540 pounds per width b ( 36 in.) psf. 6.5 in. 3.69 in. CASE IA U = 1.4(D) + 1.7(L) M=P*e @ roof (No P* deflection) -------------------------------•----------------------------- Moment under factored loads Mu= 16,097.25 ft-lbs/width b Phi times nominal moment (PhiMn) = 21,744.89 ft-lbs/width b As.-1.273 sq in/width b 1 7 -# 4 As= 1.31 sq.in. c— GewT� o�S 5 -# 5 AS- 1.53 sq.in. _• CASE IB U - 1.4(D) + 1.7(L) M=.6*P*e + P*deflection ---------------------------------------------------- Moment under factored loads Mu= 18,619.51 ft-lbs/width b Phi times nominal moment (PhiMn) = 18,640.10 ft-lbs/width b Deflection under service loads = .705 in. < Allowable Deflection 1.92 it Moment under service loads Ms= 7,230.34 ft-lbs/width b As,- .964 aq in/width b 5 -# 4 As- .98 sq.in. 4 -# 5 As- 1.23 sq.in. CASE II U = .75(1.4D+1.7L+1.87E) 50 8 Live load Moment under factored loads 14u= 10,477.33 ft-lbs/width b Phi times nominal moment (PhiMn) = 10,537.51 ft-lbs/width b Deflection under service loads .880 in. < Allowable Deflection 1.92 it Moment under service loads Ms= 6,517.58.ft-lbs/width b As.- .435 sq in/width b 3 -# 4 As= .59 sq.in. 2 -# 5 As- .61 sq.in. CASE III U = .75(1.4D+1.7L+1.70W) 50% Snow load ----------------------------------------------- Moment under factored loads Mu- 10,739.31 ft-lbs/width b Phi times nominal moment (PhiMn) - 10,767.45 ft-lbs/width b Veflection under service loads s= .960 in. < Allowable Deflection 1.92 i oment under service loads Ms- 6,952.13 ft-lbc/width b As.- .472 sq in/width b 3 -# 4 As= .59 sq.in. 2 -# 5 AS- .61 sq.in. CASE IV U = .9(D)+1.43(E)