cantilever lb

huangyhg

cantilever lb
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
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