lateral torsional buckling of column?
lateral torsional buckling of column?
(OP)
I recently had a discussion with an engineer in our office who attended a Joe Yura stability seminar some time ago. The idea of column bracing came up and it was stated that if you brace only one flange of a column (for weak axis buckling) and not the web or the other flange, that it can buckle in a lateral-torsional buckling mode. This makes sense to me because the whole section wants to buckle, but part of it is restrained so it has this torsional component to it. That being said, I've never seen anything in AISC regarding this - or in any textbook (including S&J) for that matter.
Does anyone have any literature on this?
Would this same kind of phenomenom happen to wood studs braced on one side by sheathing and not on the other side?
Does anyone have any literature on this?
Would this same kind of phenomenom happen to wood studs braced on one side by sheathing and not on the other side?






RE: lateral torsional buckling of column?
am still confuse when someone say lateral torsional buckling, out of plane buckling or whatever..
can someone please explain to me these terms..
i just couldnt picture it..
RE: lateral torsional buckling of column?
If you get your hands on a Salmon and Johnson text, it will clear up many of these things.
Out-of-plane buckling is when something buckles out of its own plane. Picture a wall (or a tall, thin plate). Because of its geometry, it has its own plane. If you load it axially, the most obvious buckling mode is for the "plane" to buckle, not for it to distort in its own plane.
RE: lateral torsional buckling of column?
am looking for a good basic book for both concrete and steel...
can you recommend one..
thanks,
RE: lateral torsional buckling of column?
Unless the inside flange is braced at one or more girts by a diagonal strut, its effective length (conservatively) is the overall height whereas the effective length of the outer flange is the girt spacing. If the columns are torsionally restrained by the girts, that is somewhat conservative, but the calculations required to justify a more liberal assumption are too messy for most of us.
GreenMan1978,
Google "lateral torsional buckling" and you will find all kinds of information on the subject.
BA
RE: lateral torsional buckling of column?
I don't know of a single book that is good for both.
RE: lateral torsional buckling of column?
RE: lateral torsional buckling of column?
I agree with the comments on the wood or steel girts, and purlins, too for metal buildings - a VERY common occurrence.
Mike McCann
MMC Engineering