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Steel Tips and Deep Columns for SMRF

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Just got the new steel tips in the mail.


It is in regard to the use of DEEP COLUMNS (i.e. bigger than W14’s) for moment frames for seismic design. Basically, the authors conclude that the use of deep columns will be acceptable and save tonnage provided a floor of appropriate stiffness (concrete filled metal deck) is present to stop the columns from twisting.


The testing to date did not provide for bracing at the top flange of the beams were the floor would be to prevent movement. The authors did push-over and FEA analysis with a “realistic” model having restraints from the floor. There was virtually zero twisting rotation of the columns.


Show of hands from plan checkers out there, will you accept these assemblies?







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