PROJECT : PAGE : CLIENT : DESIGN BY : JOB NO. : DATE : REVIEW BY : Steel Beam Design with Gravity Loading Based on AISC Manual 14th Edition (AISC 360-10) INPUT DATA & DESIGN SUMMARY = > WT8X28.5 WT J 49 7.77 1.10 7.12 SLOPED DEAD LOADS 0.2 kips / ft kips / ft PROJECTED LIVE LOADS 0.16 kips / ft kips / ft CONCENTRATED LOADS kips kips BEAM SPAN LENGTH 20 ft CANTILEVER LENGTH BEAM SLOPE 0 0.00 DEFLECTION LIMIT OF LIVE LOAD 240 BEAM YIELD STRESS 50 ksi THE BEAM DESIGN IS ADEQUATE. ANALYSIS DETERMINE REACTIONS, MOMENTS & SHEARS = 3.60 kips = 3.60 kips 10.00 ft 10.00 ft 0.00 ft 0.0 ft-kips 18.0 ft-kips 3.60 kips, at R1 right. CHECK MMin BENDING CAPACITY ABOUT MAJOR AXIS (AISC 360-10 Chapter F) 0.00 ft, unbraced length Required Conditions Chapter F Sections for WF Tube WT F2 F3 F4 F5 F7 F9 Double Symmetric x x x Compact Web x x x > Noncompact Web x Slender Web where Compact Flanges x 1.67 Noncompact Flanges x Slender Flanges Applicable Section ok CHECK MMax BENDING CAPACITY ABOUT MAJOR AXIS (AISC 360-10 Chapter F) 19.4 ft-kips, top flange fully supported > [Satisfactory] BEAM SECTION (WF, Tube or WT) Ix Sx bf wDL,1 = wDL,2 = wLL,1 = wLL,2 = PDL = PLL = L1 = L2 = ft, (0 for no cantilever) : 12 ( q 0 ) DLL = L / Fy = X1 = X2 = X3 = Vmax = Mallowable MMin Wb = Mallowable = Mn / Wb = MMax D ,1 ,2 ,1 ,2 2 1 2 2 1 1 2 1 1 0.5 0.5 cos cos DL DL LL LL w w L L L P w w R L L L L L q q ,1 ,2 ,1 ,2 1 1 2 2 cos cos DL DL LL LL w w P w w R L L R q q ,2 ,2 2 2 2 0.5 cos DL LL Min w P w M L L q ,1 ,1 2 1 2 cos 8 DL LL Max X X w w M q 2 3 , l Max L X
