K=1.0 for all column types buckling design under Direct Analysis Method?
K=1.0 for all column types buckling design under Direct Analysis Method?
(OP)
Hello,
In AISC 13th Edition, Table C-C2.2 on page 16.1-240 gives the approximate values of effective length factor, K. I could not find such a table in AISC 14th Edition. I assume this is because the 14th Edition recommends to use the Direct Analysis Method in which the K value for all members can be taken as 1.0.
As an example problem, if I have a massive free-standing steel column with a podium on top, is it safe to use K=1.0 for the buckling check instead of theoretical K=2.0 or recommended K=2.10?
Thanks,
Su
In AISC 13th Edition, Table C-C2.2 on page 16.1-240 gives the approximate values of effective length factor, K. I could not find such a table in AISC 14th Edition. I assume this is because the 14th Edition recommends to use the Direct Analysis Method in which the K value for all members can be taken as 1.0.
As an example problem, if I have a massive free-standing steel column with a podium on top, is it safe to use K=1.0 for the buckling check instead of theoretical K=2.0 or recommended K=2.10?
Thanks,
Su





RE: K=1.0 for all column types buckling design under Direct Analysis Method?
Go Bucks!
RE: K=1.0 for all column types buckling design under Direct Analysis Method?
Depending on the proportions of your column and podium, the old "effective length method" may not even be applicable.
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The name is a long story -- just call me Lo.
RE: K=1.0 for all column types buckling design under Direct Analysis Method?