Rigid Frame Square Knee Detail

[StructuralEd]

Can a column cap plate be used in place of the top stiffeners in a beam to column rigid frame connection at the top of the column?

I think that the beam top flange to cap plate weld would need to be a fully developed weld but how would the cap plate to column welds be determined?
Would the column cap plate welds to the column flanges need to be fully developed as if it was the stiffeners not used?
It's not clear if the beam flange force gets primarily developed in the cap plate to column web welds or if the cap plate to column flange welds help.

 

[KootK]

Sounds like you're on the right track here. You can use the cap plate in place of a stiffener and you would normally want to develop your flange forces into the welds to your column web. Take care to be realistic with your erection and mill tolerances in planing out your detail.

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.