The project I'm working on is in SDC D (so no R = 3), but we fall into the exception of 12.2.5.6.1 which allows us to use OMF for our situation. Due to architectural constraints, we're looking at using HSS columns with wide flange beams to make up the OMF. Per the FR moment connection requirements of AISC 341, we are basically limited to designing our connection to 1.1RyMp. Presumably, as long as our connection can withstand this amplified force, it doesn't really matter what type of connection we choose (unlike IMF or SMF where we would need a prequalified connection).
My question is this. I have my frame system modeled up in RAM Elements with HSS columns and wide flange beams. The HSS to wide flange moment connections available in RAM Connection do not support seismic provisions. Is there a good way to design the connection in Elements using RAM Connection that will increase the demand moment to be 1.1RyMp based on the beam framing into it? My only other option is to manually calculate 1.1RyMp and apply that as a hard-coded moment at the end of my beam so that the connection sees it. If this is the case, I'll need two models - one to design connections and one to design members/drift. Also, each time my beam size changes, I will need to manually update the expected demand moment.