Steel Buildings in Europe

Title A.5 Worked Example – Pinned column using non-slender H sections 2 of 4 4 – 95 5.2. Basic data  Axial load : N Ed = 2000 kN  Column length : 8,00 m  Buckling length about the y-y axis: 1,0 8,00 8,00   m  Buckling length about the z-z axis: 0,7 8,00 5,60   m  Steel grade : S235  Section classification: Class 1 5.3. Geometric properties of the section HE 300 B – Steel grade S235 Depth h = 300 mm Width b = 300 mm Web thickness t w = 11 mm Flange thickness t f = 19 mm Root radius r = 27 mm Section area A = 149 cm 2 z z y y t f t w b h Second moment of area about the major axis I y = 25170 cm 4 Second moment of area about the minor axis I z = 8560 cm 4 5.4. Yield strength Steel grade S235 The maximum thickness is 19,0 mm < 40 mm, so: f y = 235 N/mm 2 EN 1993-1-1 Table 3.1 5.5. Design buckling resistance of a compression member To determine the design column buckling resistance N b,Rd , the reduction factor  for the relevant buckling curve must be obtained. This factor is determined by calculation of the non-dimensional slenderness λ based on the elastic critical force for the relevant buckling mode and the cross-sectional resistance to normal forces. 5.6. Elastic critical force N cr The critical buckling force is calculated as follows: 8151 2 kN 10 8000 10 25170 210000 3 2 4 2 2 cr,y y 2 cr,y , π L EI π N         