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SCBF Configurations for Seismic Design

SCBF Configurations for Seismic Design

SCBF Configurations for Seismic Design

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.

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