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sidesway web buckling - AISC 9th edition K1.5

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I am checking for stiffener requirements of a beam
supporting a column.  I would think that this is a
simple one but maybe there is more to it:  I have a
48' long beam with a column sitting on it at 24'.  The
beam is 24" deep and is also supporting 18" and 16"
beams at 6' spacing (top of all beams are equal).  In
order to check the sidsway buckling per K1.5, I need
to know what "l" is.  "l" is defined as the longest
laterally unbraced length of either flange.  I think
this should be 48' for my case but I just wanted to
make sure that it would not be 24'.

Can someone direct me to a good example of the
calculations required to determine if stiffeners are
required for such a condition (I am not talking about
a moment connection - just a concentrated load like a
column sitting on top of a beam).  I'm pretty sure
that I am doing it correctly but the allowable loads
that I come up with (without using a stiffener)are a
lot higher than I would have expected.  It makes me
wonder why I see so many stiffeners under concentrated

Thanks in advance for your help.

Ken Peoples, P. E.

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