Beam End Weld Design

[jreit]

I have an external moment applied to the end of my beam which is fixed - I haven't sketched the full detail in the image below but there is sufficient restraint at the top of the beam.
I'm not sure how to size the weld at the beam end.
I have two potential approaches but they both give vastly different results.

 

[KootK]

1) It's not a shear flow situation, so that's out.

2) Sizing the weld group to resist local moment makes sense to me if, and only if, the stuff being welded is stiff enough for that to be valid. I would not normally consider what you've shown in your sketch to be sufficiently stiff for that. Hopefully, the bits of the connection that you have chosen to omit would add the requisite stiffness.

 

[lexpatrie]

Is that 360 k-in moment connection the capacity of the column, then?