pre-qualified beam-to-column corner connection "calculations" in structural steel OMF?

[Engineerataltitude]

It's been a few years since I've had the occasion to design an OMF in a custom home in CA, but just got one recently. In the past, I've used a prequalified, WUF-B beam-to-column connection. I used to call that a "prequalified" connection, but maybe that isn't the correct terminology anymore. Designed the frame with RISA-2D and all applicable strength factors. Using FR moment connections at corners. See attached.

I just got a plan check correction to provide "calculations" for the beam to column connection for the OMF. Never got this req't before. I checked AISC Seismic Design Manual Chapter E Section E1. for Ordinary Moment Frames (OMF) confirmed that there are no protected zones.

Any idea what additional calculations he might be referring to?

 

[JAE]

Good old government over-reach?

 

[JoshPlumSE]

I just got a plan check correction to provide "calculations" for the beam to column connection for the OMF.

There's still OMF requirements to be followed:
a) The connection still needs to be designed to the "probable plastic moment". And, the shear strength requirement based on developing that probably plastic moment.
b) Alternatively (as discussed in the code commentary) you can design the connection to resist the overstrength seismic loading.