Bracing/Moment Frames at HSS to Glulam interface
Bracing/Moment Frames at HSS to Glulam interface
(OP)
I have an upcoming project that is going to be utilizing curved glulam beams supported by HSS columns. The building will be in a high seismic area (SDC >=D). I'm trying to figure out possibilities for providing lateral stability to the structure. Do braced frames in seismic regions require a beam-column connection or can the gussets be solely connected to the columns? I can't have a moment frame due to the wood-steel connection. An option may be to use shear walls outside of the column line, but I'm not sure that would be ok with the architect.
Any thoughts?
Any thoughts?






RE: Bracing/Moment Frames at HSS to Glulam interface
RE: Bracing/Moment Frames at HSS to Glulam interface
I have an upcoming project that is going to be utilizing curved glulam beams supported by HSS columns. The building will be in a high seismic area (SDC >=D). I'm trying to figure out possibilities for providing lateral stability to the structure. Do braced frames in seismic regions require a beam-column connection (see hokie's comment) or can the gussets be solely connected to the columns? (what does this mean?)I can't have a moment frame due to the wood-steel connection. (I'm not sure that you can't, although it may be an awkward detail.) An option may be to use shear walls outside of the column line, but I'm not sure that would be ok with the architect. (That would be structurally okay.)
BA
RE: Bracing/Moment Frames at HSS to Glulam interface
With a steep brace angle it is entirely possible to end up with a concentric brace connection that only attaches to the column. Everything else is tracking loads and checking all the pieces.
Not sure about code provisions for wood beam/steel column/steel brace frame system. It seems like you could justify it somehow.
RE: Bracing/Moment Frames at HSS to Glulam interface
RE: Bracing/Moment Frames at HSS to Glulam interface