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Cantilever Lb

Cantilever Lb

Cantilever Lb

(OP)
I am designing a cantilever beam, it is a steel plate something around 1" wide and 6" deep.  It supports a load on top about 30" from the fixed side and has no lateral bracing at the tip.

My intuition makes me want to use Lb = 2*L for the LTB equation.  Over-conservative?  I was unable to find direct reference of this situation in the AISC code but I didn't have much time to look.  Galambos suggests 1.4L in his stability book, but references a different LTB eq for cantilevers than AISC's LTB eq.

Anybody know where this may be referenced?

Thanks in advance

RE: Cantilever Lb

(OP)
After reading the two refernces I still like the idea of using 1.4 for my case.  Thanks for the information, it rather humorous how similar my post is to the first article you sent!

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