moment frame: column - beam (weld connection)

[gmd255]

I have little experiences with welding connections. I asking about connection between a column and a beam.

I know that both options are possible, but I think option #1 (beam on top of column) is better in this case since welds are not loaded with vertical shear.
If my calculations for welds go through, there is no need for adding gussets in the corner between column-beam? I know it will most likely make frame more stiff, but anyway...

btw - is welds calculation pretty much the same in both cases (it depends of geomet. characteristic of sections)?

 

[JAE]

Both methods are used but the one on the right is generally more common.

Do a search online for "Beam-Column Moment Connections".

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[KootK]

I know that both options are possible, but I think option #1 (beam on top of column) is better in this case since welds are not loaded with vertical shear.

In high seismic applications it is a good thing to avoid having the flanges take vertical shear. That was one of the issues with the Northridge failures. That said, we've improved the detailing since then so that it's not an issue. With a welded web , you should be fine.

I prefer the detail on the right by a considerable margin. The detail on the left requires overhead field welding of some important welds. That's usually best avoided.

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.