Lower Part of Two Storey Column Tedds
Lower Part of Two Storey Column Tedds
Lower Part of Two Storey Column Tedds
Column details
Column section UC 305x305x137
Steel grade S275
Yield strength fy = 265 N/mm2
Ultimate strength fu = 410 N/mm2
Modulus of elasticity E = 210 kN/mm2
Poisson’s ratio = 0.3
Shear modulus G = E / [2 (1 + )] = 80.8 kN/mm2
Column geometry
System length for buckling - Major axis Ly = 3000 mm
System length for buckling - Minor axis Lz = 3000 mm
The column is not part of a sway frame in the direction of the minor axis
The column is part of a sway frame in the direction of the major axis
Column loading
Axial load NEd = 900 kN
(Compression) Major axis moment at end 1 - Bottom My,Ed1 =
0.0 kNm
Major axis moment at end 2 - Top My,Ed2 = 90.0 kNm
Major axis bending is single curvature
Minor axis moment at end 1 - Bottom Mz,Ed1 = 0.0 kNm
Project Job Ref.
Moment factor for LTB CmLT = max(0.4, 0.6 + 0.4 LT) = 0.600
Interaction factor k yy kyy = Cmy [1 + min(0.8, y - 0.2) NEd / (y NRk / M1)] = 0.606
Interaction factor k zy kzy = 1 - min(0.1, 0.1 z)NEd / ((CmLT - 0.25)(z NRk/M1)) = 0.973
Interaction factor k zz kzz = Cmz [1 + min(1.4, 2 z - 0.6)NEd / (z NRk / M1)] = 0.953
Interaction factor k yz kyz = 0.6 kzz = 0.572
Section utilisation URB_1 = NEd / (y NRk / M1) + kyy My,Ed / (LT My,Rk / M1) + kyz Mz,Ed / (Mz,Rk / M1)
URB_1 = 0.288
URB_2 = NEd / (z NRk / M1) + kzy My,Ed / (LT My,Rk / M1) + kzz Mz,Ed / (Mz,Rk / M1)
URB_2 =
0.365
PASS - The buckling resistance is
adequate