I am trying to simulate the buckling behaviour of a very long beam with a pipe cross-section in Abaqus.One end is fixed and the other is free.A bending force is applied on the free end. By doing a linear buckling analysis I am taking the expected mode shape(lateral buckling) for the critical buckling factor(lowest eigenmode). However when I am trying a geometrical non-linear analysis using Riks method in order to capture any geometric non-linearities, the method doesn't capture the buckling behaviour and the lpf is growing above 1. Any ideas?
Beam properties:
L=80m
cross-section radius=2 m
cross-section thichkness = 0.3m
E=2e8 KN/m^2
linear beam elements are used
Victor J. Аdlucky shell elements will probably capure the correct buckling behaviour but why a beam fails to?
Spyros Arvanitis,
Beam model does not capture local loss of stability. It predicts monotonously rising curve "force-deflection" (Euler elastica solution) which is in agreement with your results.
Victor J. Аdlucky ,
So is the incapability of a beam element to capture local buckling the reason that critical buckling factor is very large(leading to a critical force which creates very large stresses) and riks method fails to capture the buckling behaviour(lateral buckling) ?
I think, in the framework of beam model there is no buckling, only nonlinear bending.
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