StructuEng
Structural
- Mar 4, 2025
- 4
Eurocode 3, section 6.3.1.4 says this about torsional and flexural-torsional buckling:
(1) For members with open cross-sections account should be taken of the possibility that the of the member to either torsional or torsional-flexural buckling could be less than its resistance to flexural buckling.
(2) Non dimensional slenderness lambda_T for torsional or torsional-flexural buckling should be taken as:
lambda_T = sqrt(A * f_y / N_cr) for Class 1, 2 and 3 cross sections
lambda_T = sqrt(A_eff * f_y / N_cr) for Class 4 sections
where N_cr = N_cr,TF but N_cr,TF < N_cr,T
where N_cr,TF is the elastic torsional-flexural buckling force
and N_cr,T is the elastic torsional buckling force
My confusion is at the bolded statement. Does anyone have an idea how to interpret that sentence? The critical force N_cr is taken as the torsional-flexural buckling force, but this is less than the pure torsional buckling force..? Does this mean I have to somehow choose my sections such that the flexural-torsional buckling force is critical? Surely that does not make sense, since for doubly symmetrical sections such as common H- and I- sections are not suspectible to flexural-torsional buckling, but are to pure torsional buckling.
I wonder what this inequality means?
(1) For members with open cross-sections account should be taken of the possibility that the of the member to either torsional or torsional-flexural buckling could be less than its resistance to flexural buckling.
(2) Non dimensional slenderness lambda_T for torsional or torsional-flexural buckling should be taken as:
lambda_T = sqrt(A * f_y / N_cr) for Class 1, 2 and 3 cross sections
lambda_T = sqrt(A_eff * f_y / N_cr) for Class 4 sections
where N_cr = N_cr,TF but N_cr,TF < N_cr,T
where N_cr,TF is the elastic torsional-flexural buckling force
and N_cr,T is the elastic torsional buckling force
My confusion is at the bolded statement. Does anyone have an idea how to interpret that sentence? The critical force N_cr is taken as the torsional-flexural buckling force, but this is less than the pure torsional buckling force..? Does this mean I have to somehow choose my sections such that the flexural-torsional buckling force is critical? Surely that does not make sense, since for doubly symmetrical sections such as common H- and I- sections are not suspectible to flexural-torsional buckling, but are to pure torsional buckling.
I wonder what this inequality means?