1. Design Information Desi gn Code : AASHT O- LRFD02 Unit System : kN, m Member No : 1 Material : 240 (No:1) (Fy = 260000, Es = 200000000) Section Name : D90x4 (No:1) (Built-up Section). Member Length : 0.28 571 Ou ter Di a. 0. 0900 0 Wa ll Thic k 0. 00 200 0.09 0.002 y z Area 0.00055 Asz 0.00028 Qyb 0.00194 Qzb 0.00194 Iyy 0.00000 Izz 0.00000 Ybar 0.04500 Zbar 0.04500 Syy 0.00001 Szz 0.00001 ry 0.03112 rz 0.03112 2. Member Forces Axial Force Fxx = -0.18 65 (LCB: 1, POS:I) Bending Mo ment s My = 7. 24556, Mz = 0. 00 000 End Moments Myi = 7.24556, Myj = 6.49278 (for Lb) Myi = 7.24556, Myj = 6.49278 (for Ly) Mzi = 0.00000, Mzj = 0.00000 (for Lz) Shear Forces Fyy = 0.00000 (LCB: 1, POS:I) Fzz = 2.63475 (LCB: 1, POS:I) 3. Design Parameters Unbraced Lengths Ly = 3.50000, Lz = 3.50000, Lb = 3.50000 Effective Length Factors Ky = 1.00, Kz = 1.00 Moment Factor / Bending Coefficient Cmy = 0.85, Cmz = 0.85, Cb = 1.00 4. Checking Results Slenderness Ratio KL/r = 112.5 < 120.0 (Memb:1, LCB: 1)..................................... O.K Axial Streng th Pu/phiPn = 0.1865 /64.7493 = 0.003 < 1.000 ...................................... O.K Bending Strength Muy/phiMn y = 7.24556 /4.02757 = 1.799 > 1.000 ...................................... N.G Muz/phiMn z = 0.00000 /4.02757 = 0.000 < 1.000 ...................................... O.K Combined Strength (Compression+Bending) Pu/phiPn = 0.00 < 0.20 Rmax = Pu/(2*phiPn) + SQRT[(Muy/phiMny )^2 + (Muz/phiMnz)^2] = 1.800 > 1.000 ....... N.G Shear Strength Vuy/phiVny = 0.000 < 1.000 ...................................................... O.K Vuz/phiVnz = 0.063 < 1.000 ...................................................... O.K Company Author Project Title File Name Admin-Nhan E:\...\Works\ Tinh Bien bao\VS1.mcb Modeling, Integrated Design & Analysis Software http://www.MidasUser.com MIDAS/Civil V 7.9.5 Print Date/Time : 12/02/2014 09:31 MIDAS/Civil Steel Checking Result
