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ASCE SLS combination for seismic
- Thread starter Sevil22
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For conventional, code based seismic design in the US, I don't believe that there are serviceability drift checks. You simply have to adhere to the rather liberal (~h/40) drift limits specified in ASCE 7 for strength level design.
Different drift limits apply if you're doing extra-code design such as performance based design but that, then, is another kettle of fish and much is left to the discretion of the design team.
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
Different drift limits apply if you're doing extra-code design such as performance based design but that, then, is another kettle of fish and much is left to the discretion of the design team.
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
To add to KootK's comment,
Design based on ASCE 7-10 in the US gives you some "help" by removing the C[sub]u[/sub]T[sub]a[/sub] cap on your building period. So in a way, it is a sort of "serviceability" check (though not labeled as such).
You check the non-period-capped drift against Table 12.12-1 and the exceptions/notes in Section 12.12.
Design based on ASCE 7-10 in the US gives you some "help" by removing the C[sub]u[/sub]T[sub]a[/sub] cap on your building period. So in a way, it is a sort of "serviceability" check (though not labeled as such).
You check the non-period-capped drift against Table 12.12-1 and the exceptions/notes in Section 12.12.
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