Moment frame beam flange wider than column flange

[JasonMcCool]

I'm doing delegated connection design on some moment connections for a steel-framed project in the US. These are Intermediate Moment Frames, so the connections are prequalified WUF-W joints per AISC 358-16. However, the EOR specified a column at one frame that has a 1" narrower flange than the beam framing into it. I don't actually see any outright prohibition on using a narrower column, but the AISC seismic provisions for IMF and SMF are pretty restrictive and generally only allow what's been demonstrated by testing. Since the connection has to develop more than the plastic moment capacity of the beam through CJP-welded flanges and web, it would stand to reason that every bit of flange area would be necessary, but is anyone aware of where this condition is specifically addressed? IMF's don't have a strong column-weak beam provision like SMF's. It seems to not meet the intent of the seismic provisions, but I don't really see anything saying one can't do that. Any thoughts or specific references are appreciated.
Thanks!

 

[r13]

I don't see the problem, if the beam was designed to yield at a force level less than the capacity of the available weld strength, and its capacity at yield is less than the capacity of the column, am I missing something?