Buckling Eigenmodes of a Column

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The illustrated structure was analyzed by Rubin and Aminbagai (Stahlbau (1997), Issue 5).

Case 1:

EI₁ = 15,000 kNm², EI₂ = 20,000 kNm²

H_a = 3 kN, V_a = 200 kN,
H_b = 2 kN, V_b = 300 kN,
P = 400 kN

Case 2:

EI₁ = EI₂ = 15,000 kNm²

H_a = 3 kN, V_a = 0 kN,
H_b = 2 kN, V_b = 0 kN,
P = 400 kN

The stability analysis delivers, in complete agreement with the above
publication, the following buckling eigenmodes and results:

Case 1

Case 2

Buckling load factor = 2.14

Buckling lengths:

sk₁=7.724m
sk₂=8.425m

Buckling load factor = 3.58

Buckling lengths:

sk₁=6.559m
sk₂=7.185m