Steel moment frame
Steel moment frame
(OP)
Hi guys
I wanted to know if its ok to calculate all the OMF with a 2.8 omega factor(not only the connection).WE usually do that to avoid the design of the connection and the drift check. We usually use a Column to beam welded connection without plates. Is this Ok?
I wanted to know if its ok to calculate all the OMF with a 2.8 omega factor(not only the connection).WE usually do that to avoid the design of the connection and the drift check. We usually use a Column to beam welded connection without plates. Is this Ok?
LG






RE: Steel moment frame
RE: Steel moment frame
RE: Steel moment frame
RE: Steel moment frame
Also, I'm not quite sure what you mean by "avoid the design of the connection and the drift check". Connection design and drift checks apply to all systems. I assume you mean that you do not want to do cyclic testing of the connection to assure the required strength and inelastic rotation capacity. Again, I would recommend using a more modern code that provides "prequalified" connection configurations that have already been tested.
RE: Steel moment frame
Thanks to all of you for your answers
LG
RE: Steel moment frame
Good background material for reference is the FEMA 350-355 series of publications that came out of the SAC research following Northridge.