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Showing results for tags 'sway in etabs'.
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Hi all, wanted your take on the following. Columns in a dual system (shear walls + IMRF) behave as non-sway since the shear walls provide bracing for the moment resisting frame (ACI 318-19, 6.2.5). When this system is modeled in ETabs, should we select 'Sway Intermediate' or 'Non-sway' framing type in 'concrete design overwrites'? I believe the important IMRF checks of ACI chapter 18 would get ignored if we select 'non-sway'. An IMRF system on its own is designed to have an inherent ductility to resist seismic forces through sway action. Thanks.
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Assalam o alaikum 1. I want to ask how ETABs considers the sway conditions in concrete frame design? I designed an RC structure in which most structural members fail but when I change the preference to sway intermediate most of them pass the design. Is there any way to define prior to design for IMRF input? 2. What is the maximum allowable deflection for an RC structure? As in codes it is usually mentioned for structural members but not for the whole structure like at top story for seismic design.
