R Factor and Moment Frame Detailing
R Factor and Moment Frame Detailing
(OP)
I haven't designed many moment frames, but I am working on a rather simple one that is part of a "canopy". The structure is only 15 feet tall and is very light. Snow loading generates the highest moments in the frame, not seismic. It is in SDC=D.
I would like to simply "lock up" the joints by welding/bolting with standard "old-fationed" details and beam over column joints. My question is: can I avoid the detailing requirements of the AISC 341 in any way? I seem to remember reading somewhere that if you use a Response Mod. Factor = 1.0, some of the requirements may go away.
Thanks for any guidance you can provide.
I would like to simply "lock up" the joints by welding/bolting with standard "old-fationed" details and beam over column joints. My question is: can I avoid the detailing requirements of the AISC 341 in any way? I seem to remember reading somewhere that if you use a Response Mod. Factor = 1.0, some of the requirements may go away.
Thanks for any guidance you can provide.






RE: R Factor and Moment Frame Detailing
RE: R Factor and Moment Frame Detailing
The main thing I am trying to simplify is the column to beam connection. I have no problem meeting the strength requirements of the provisions, but I would like to avoid the weld access holes, weld backing treatment, etc. Reading the provisions for an OMF, I notice it states things such as "when steel backing is provided", or "where weld access holes are provided". It does not imply that these things "shall" be provided. Would I be in violation if I don't provide those details?
RE: R Factor and Moment Frame Detailing
RE: R Factor and Moment Frame Detailing
RE: R Factor and Moment Frame Detailing