Anybody have experience with moment connections on rotated columns?

[ahypek]

Currently, I'm thinking about a CJP weld for the top and bottom plates with stiffeners/continuity plates. Anyone have any better ideas or comments? I attached what this looks like.

The column is ~5 degrees rotated from the beam.

 

[TLHS]

I think you could do it with a top and bottom plate for moment and a separate shear tab, but it would probably depend on how big that moment is and how much that top plate ends up sticking out because of that rotation.

I'm curious about how they dealt with torsion in this analysis. Was it treated as self-limiting and allowable, or is it taken out with bracing somewhere? I'd be worried about the stability implications of a lateral system that puts torsion on what is presumably part of the gravity system. You could have some exciting torsional buckling problems.

 

[jike]

I assume this column is continuous and does not terminate at this level. I would look into end plates and stiffeners if required.

 

[sandman21]

If it's an SMF falling under AISC 358, you can not have a skewed connection. I would suggest bracing of the column similar to the requirements of SMF along with additional beam bracing.

 

[ahypek]

It's an ordinary moment frame, seismic design category B. (NYC)

My concern with an endplate connection is that if the beam is cut at an angle, the ends of my flanges won't have enough area to prevent yielding/rupture, that's why I want to continue the flanges through the column.

 

[KootK]

My concern with an endplate connection is that if the beam is cut at an angle, the ends of my flanges won't have enough area to prevent yielding/rupture

I don't understand this concern. At a skew, would you not have more connected material than you would without the skew? Either way, 5 degrees isn't much more than naturally occurring field tolerance. My one and only concern in a non-SMF would be constructability. Is there a contractor on board who can expressss a connection preference?

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.

 

[cliff234]

You will be cranking a weak axis moment into the column - so check that. I try to avoid this condition.