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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?

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

RE: K=1.0 for all column types buckling design under Direct Analysis Method?

The table moved to the Commentary of Appendix 7. Table C-A-7.1 I believe is what you're looking for.

Go Bucks!

RE: K=1.0 for all column types buckling design under Direct Analysis Method?

Yes, if you use all the provisions of the Direct Analysis method -- K=1.0 is correct, and safe.

Depending on the proportions of your column and podium, the old "effective length method" may not even be applicable.

----
The name is a long story -- just call me Lo.

RE: K=1.0 for all column types buckling design under Direct Analysis Method?

(OP)
Thanks to both of you for the responses!bigsmile

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