SteelMover
Structural
- Feb 20, 2007
- 39
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
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
