SCBF Configurations for Seismic Design
SCBF Configurations for Seismic Design
(OP)
I am working on a non-building structure that I classified as being similar to a building. The structure falls under seismic design category D. I want to use an(SCBF) lateral force resisting system, but there has to be a large opening at the base. Because of this, the bottom bay cannot have bracing, or the bracing cannot go to the work point at the base of the column making the bottom bay essentially an (EBF). Can an SCBF still be used in either of these situations? Most examples I have seen indicate that this would not be allowed. Or, is there perhaps an (SCBF) configuration that would allow a large opening in the bay? The last option would be to go to a moment frame system, but I would prefer not to if it is not absolutely necessary. On another note, I have also looked at an (EBF) system. However, this was not an option because there is no way I can brace the ends of the link.






RE: SCBF Configurations for Seismic Design
BA
RE: SCBF Configurations for Seismic Design
RE: SCBF Configurations for Seismic Design
Obviously a concentrically braced frame must be concentric, so that would mean that no you couldn't offset the work point.
I think you're options would revolve around using struts or chevrons...however, this gets funky with AISC because you have to have a certain distribution of tension vs compression members in each of the orthogonal directions.
RE: SCBF Configurations for Seismic Design
RE: SCBF Configurations for Seismic Design
BA
RE: SCBF Configurations for Seismic Design
RE: SCBF Configurations for Seismic Design
RE: SCBF Configurations for Seismic Design