Minimum column splice moment capcity

[sklgleb]

Hi everyone,
Someone once mentioned to me some minimum column splice moment capacity requirements by AISC - I was wondering if someone can point me to them, I have not been able to dig them up.

Thanks,
-G.S

 

[KootK]

I've been curious about this too as it's come up in a couple of threads recently. I don't have the answer but I do have some info that might be of interest:

1) Apparently, in Europe, column splices get min 30% moment connections.
2) For high seismic moment frames, AISC SDM has some minimum requirement.
3) This thread, and the paper posted in it, contain great discussions of the theory: Link[pre][/pre]

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.

 

[jochav5280]

Hello:

This is a good post; our design team has always designed for the anticipated envelope forces, however, we've had to produce our own splice design spreadsheet to cover the combined effects of bi-axial moment, bi-axial shear and axial load. Does anyone know if there is a program out that will design for these combined effects? I believe RAM connection just checked strong axial moment with axial load, however, we usually have to locate splices where we have all forces present. Does Descon's program account for all of the forces?

I'd appreciate any thoughts/direction.

Thank you!

jochav5280

 

[wannabeSE]

I don't know if there is a "minimum" except OSHAs requirement for a 300lb force 18" from the column face. If the splice is flimsy, don't forget to consider the typical stability requirements in chapter C of the specification. Have you looked at the column splice information in part 14 of the Steel Construction Manual (13th or 14th edition)?