Torsion on RHS sections

[Techfrendz]

Hi,

I have an edge beam with RHS section which is subjected to eccentric loading which creates torsion on the member. Is there any limit (According to EC) on the length of the members so that the LTB can be discounted? Or is there any limit on the h/b ratios?

Thanks in advance
Mugundan.

 

[KootK]

I've seen h/b < 1.5 in the past but I'm at a loss to remember where.

I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.

 

[Techfrendz]

Thanks for your reply.

 

[daranguiz]

For HSS sections you start having issues with LTB something around L=30m and high L/H ratios.I believe that I readed it on the AISC comments.

 

[tempeng]

I have this handy little table from BS 5950. Depending where you are in Europe, The old BS approach can still be valid.

 

[Techfrendz]

Thanks very much guys.