Hello everyone
I am modelling a plate girder with 12.5mm web 35mm flanges, depth of 1670mm
and transverse stiffener spacing of 2400mm. I have done an eigenvalue
buckling analysis and that give me an eigenvalue for the first mode
of 1.68 for a shear of 840kN. I want this thing to buckle in shear and
am happy with the value. I proceed to perform a static riks analysis
and would expect the buckling to develop rapidly at an LPF equivalent to
the eigenvalue but Riks increases to a value equivalent to roughly shear yield
and tension field action shear failure mechanism begins after this. Am I doing something
wrong???? my material is elastic with isotropic hardening S355 steel.
Please help
any response is much appreciated
I am modelling a plate girder with 12.5mm web 35mm flanges, depth of 1670mm
and transverse stiffener spacing of 2400mm. I have done an eigenvalue
buckling analysis and that give me an eigenvalue for the first mode
of 1.68 for a shear of 840kN. I want this thing to buckle in shear and
am happy with the value. I proceed to perform a static riks analysis
and would expect the buckling to develop rapidly at an LPF equivalent to
the eigenvalue but Riks increases to a value equivalent to roughly shear yield
and tension field action shear failure mechanism begins after this. Am I doing something
wrong???? my material is elastic with isotropic hardening S355 steel.
Please help
any response is much appreciated
