column effective length factor K
column effective length factor K
(OP)
Sorry if this is too beginner question.
For a steel framed building, all connections are pinned, what's the k value for columns, 1.0 or 1.2?
column length is from connection of girder to top of base plate, or to top of slab on grade?
For a steel framed building, all connections are pinned, what's the k value for columns, 1.0 or 1.2?
column length is from connection of girder to top of base plate, or to top of slab on grade?






RE: column effective length factor K
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: column effective length factor K
Actually we always use 1.2 in our firm for all building columns.
RE: column effective length factor K
RE: column effective length factor K
RE: column effective length factor K
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: column effective length factor K
RE: column effective length factor K
I'm notdead yet!"Agreed. If truly pinned, I'd use 1.2 from the top of the base plate (if pinned, what base plate?). With realistic connections, 1.0 from the top of the base plate is reasonable.
RE: column effective length factor K
If truly pinned, I'd actually be 100% certain of K=1.0. Truly pinned = no end moments = no P-delta.
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: column effective length factor K
http://www.nceng.com.au/
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RE: column effective length factor K
Common practice for some of us would be to up that to 1.2. I would also always use Cb = 1.0, and Cm= 1.0. Lots of little conservative assumptions for the "preliminary design" phase. Which was before we knew exact loads or locations or such. Then later, if necessary, during the final design phase, we could sharpen our pencils and back away from the conservative assumption.
RE: column effective length factor K
RE: column effective length factor K
What if I change the beam to column connection from pin to moment connection, what will be the k value?
Will the column capacity be increased or reduced? k may be smaller, however, it take moment too.
RE: column effective length factor K
1) In a slender column that buckles elastically, I would expect capacity to increase.
2) In a squat member that doesn't buckle at all, I would expect capacity to decrease.
3) For your usual, intermediate column, I find it tough to call. I'm guessing a slight capacity decrease.
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.