CMU Shearwall and Steel MF
CMU Shearwall and Steel MF
(OP)
I'm designing a two story cmu building with masonry shearwalls on 3 sides and a steel MF on the front of the building. The diaphragms are flexible and framed with open web joists with LVL top and bot chords. It's a box.
Any thoughts on detailing at the corner where the CMU meets the steel MF? Deflection Compatibility? Do I attach the steel columns to the end of the masonry wall and let the masonry go along for the ride out of plane during a seismic event?
Any help or direction would be appreciated.
Thanks, Taco
Any thoughts on detailing at the corner where the CMU meets the steel MF? Deflection Compatibility? Do I attach the steel columns to the end of the masonry wall and let the masonry go along for the ride out of plane during a seismic event?
Any help or direction would be appreciated.
Thanks, Taco






RE: CMU Shearwall and Steel MF
So, either butt the frame to the CMU and attach the two, or separate the frame from the wall sufficiently so that pounding does not occur.
Mike McCann
MMC Engineering
RE: CMU Shearwall and Steel MF
RE: CMU Shearwall and Steel MF
Make sure your moment frame deflections are small enough that it doesn't destroy your CMU wall where they connect.
RE: CMU Shearwall and Steel MF
The diaphragm is wood, over open web trusses (wood chords with steel web members), no concrete overlay, so flexible diaphragm with an OMF with essentially elastic response.
Thank you very much for your response.
RE: CMU Shearwall and Steel MF
for only two story building i would say these are the main questions to know, before making any suggestions. for particular cases moment frame even w/ flexible diaphragm may be not required - three walls c-shape could be enough to govern lateral.
RE: CMU Shearwall and Steel MF
Seismic is SDC 'D', V=0.206, seismic controls as wind can only contact the short dimension of the buildings, basic wind speed is 80 mph.
RE: CMU Shearwall and Steel MF
you do not care about out of plane stiff of walls - i would have enough rigid frame to try redistribute at least 35-40% of lateral load, in my opinion it is more economical than try to have rigid diaphragm in your case.