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Cantilever column elements
- Thread starter mgg
- Start date
I am not sure on what exactly you mean, Is it a single reinforced concrete core skyscraper standing all the loads?
Is it a single storey building which columns are fixed at the foundations and then hinged atop?
In any case, the requirements of ductility, say, moment rotation for a number of cycles, maxiomum displacement in the structure after proper analysis, all refer in the end to the end of the structural life of the structure; think for a moment in the single column highway overpass failed (T support) in the earthquake in Kobe out of lack of ductility: the shorter columns failed even more than the taller (whip effects apart).
So I understand that yes, you need to apply the limits of ductility and whatever requirements (such of displacement) related if the seismic zone so exacts.
Not doing such thing will mean that your structure won't be able to stand the short cycle deformations of the design earthquake, so it being a column acting in cantilever from the foundation I think is not excuse at all. Such thing are tall shearwall against earthquakes and significant attention to the ductility is needed in the details, and other is implied by some code clauses.
Is it a single storey building which columns are fixed at the foundations and then hinged atop?
In any case, the requirements of ductility, say, moment rotation for a number of cycles, maxiomum displacement in the structure after proper analysis, all refer in the end to the end of the structural life of the structure; think for a moment in the single column highway overpass failed (T support) in the earthquake in Kobe out of lack of ductility: the shorter columns failed even more than the taller (whip effects apart).
So I understand that yes, you need to apply the limits of ductility and whatever requirements (such of displacement) related if the seismic zone so exacts.
Not doing such thing will mean that your structure won't be able to stand the short cycle deformations of the design earthquake, so it being a column acting in cantilever from the foundation I think is not excuse at all. Such thing are tall shearwall against earthquakes and significant attention to the ductility is needed in the details, and other is implied by some code clauses.
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