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Re: Column Buckling[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: seaint(--nospam--at)seaint.org
- Subject: Re: Column Buckling
- From: Daryl Richardson <h.d.richardson(--nospam--at)shaw.ca>
- Date: Thu, 18 Jul 2002 09:09:50 -0600
I'm a little surprised that local buckling would be a factor, however, if it is, the analysis would be the same as for thin gauge material. In Canada the code would be CSA S136-94; I don't know the American equivalent. Both Canadian and American codes are based on the work of Dr. R.M. Schuster, of University of Waterloo, at Waterloo, Ontario, Canada. Dr. Schuster even has programs for sale which calculate the capacity of thin wall structural components.
Hope this helps.
H. Daryl Richardson
VIJAY PATIL wrote:
I have another problem with column buckling. I have a building having square hollow box sections used as columns. The columns sizes are 200 X 200 with 5mm thick walls. I am told that such a column would undergo local buckling. Can anyone tell me what could be the criteria for local buckling. The beams are connected to the columns with the help of flange plates as wide as the column at the junction shouldnt this prevent any local buckling. As far as the web is concerned it is connected with the help of a vertical plate fixed at centre of column to the web of beam. All joints are welded. Vijay Patil
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