document.xls Job No. 0 Page: 0 Date: 08/27/22 Prepared 0 Location 0 Rev. 14 (03-22-05) DESCRIPTION of MEMBER & LOCATION INPUT DATA Axial Load = 1.00 kips Unsupported Lx = 20.00 feet X' Axis Moment = 151.92 in-k Unsupported Ly = 10.00 feet "'Y' Axis Moment = 0.00 in-k Unsupported Lb = 10.00 feet Shear Load = 2.53 kips Allowable Stress = 1.00 50 ksi 1.00 1.00 1.00 65 ksi 1.00 1.00 MEMBER DATA MEMBER PROPERTIES Flange Width = 6 Inches 6.61 1.00 (Table B5.1) Flange Thickness = 0.375 Inches 174.3 1.00 (Eq. A-B5-8 & 10) Web Thickness = 0.1875 Inches 174.3 5.14 Total Depth = 12 Inches 29.06 1.43 Flange to Web Weld = 1/8 in. 13.50 1.77 one side 4.50 RESULTS ACTUAL STRESSES ALLOWABLE STRESSES 0.15 ksi <-- AXIAL --> 18.21 ksi (Eq. A-B5-11) 5.23 ksi <--"X" BENDING--> 25.86 ksi (Eq. F1-6) 0.00 ksi <--"Y" BENDING--> 37.50 ksi (Eq. F2-1) 1.20 ksi <-- SHEAR --> 17.90 ksi (Eq. F4-2) AISC SPECIFICATION CHECK Combined Stress Ratio = 0.21 OK Member Weight = 22 lbs/ft. (Chap. H, Eq. H1-3) AX Slender Ratio = 84.0 < 200 Shear Stress Ratio = 0.07 OK stiff's required. Comb. Shear & Tension Stress = 0.00 <= 1.0 (Chap. G, Eq. G5-1) SERVICABILITY DATA Flange to Web Weld Stress 0.10 9th Ed. AISC SECTION CHECK 3 Plate Beam-Column Fy = Cmx = Kx = Cb = Fu = Cmy = Ky = Area (in 2 ) = Qs = Full Ix (in 4 ) = Qa = Eff. Ix (in 4 ) = rx = Eff. Sx (in 3 ) = ry = Iy (in 4 ) = requiv = Sy (in 3 ) = fa = Fa = fbx = Fbx = fby = Fby = fv = Fv = DLL: L/ DD+L: L/ NOTE: No bolt holes were calculated in flanges at point of Max. stress. Dconc: L/
