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do you design column and beam splice to 1/2 or 2/3 of its capacity?

do you design column and beam splice to 1/2 or 2/3 of its capacity?

do you design column and beam splice to 1/2 or 2/3 of its capacity?

(OP)
do you design column and beam splice to 1/2 or 2/3 of its capacity?
steel structure book by salmon recommends this.
I saw a columns splice for an NFL stadium (not the stadium itself but the ramp/escalator building) and i am sure it's not designed to at least 50% column capacity.
splice plate only has 6 bolts for the upper W12 column, welded to bottom column.

RE: do you design column and beam splice to 1/2 or 2/3 of its capacity?

If I don't, I'll give some consideration to splice stiffness, even if it's just conceptual. Many splices occur in members for which buckling/LTB is a possible failure mode. In those cases, stiffness of the splice can potentially come into play. I've always considered the 1/2 - 1/3 business to be an indirect way to ensure some stiffness in the splice.

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.

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