For the limited cases where an Ordinary Steel Moment Frame Connection can be used in Seismic Design Category D, what is the prescribed design procedure for a bolted end plate type connection. For Special and Intermediate Moment Connections it is pretty straight forward that you would follow AISC 358, "Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications" (and/or AISC Steel Design Guide 4, "Extended End-Plate Moment Connections, Seismic and Wind Applications" with updates to the phi factors).
If I follow Design Guide 4 for seismic applications I do not see how this would be any different than for a Special or Intermediate connection design since you need to design for 1.1RyMp (perhaps this might be the intent for at least sizing the plates, bolts, etc. and you pass on all the other criteria for panel zone, lateral bracing etc.??). To me it also does not make much sense to follow the wind application, substituting 1.1RyMp for the analysis load, for a connection in a seismic situation. It would almost make more sense to use the design methodology from say the old AISC 9th Edition end plate connection design but substituting 1.1RyMp for the design load.
Which direction would you take?
Thomas Hunt, S.E.
Fluor
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