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asce 31-03 seismic evaluation of existing buildings

asce 31-03 seismic evaluation of existing buildings

asce 31-03 seismic evaluation of existing buildings

Any one out there have experience with ASCE 31-03.  I am repairing a steel frame parking structure (substantial alteration due to scope) which has a braced frame lateral system that does not meet current code, but is close.  The building department allows evaluation using ASCE 31-03 as an alternate to meeting IBC 2003, but I am getting worse results for some elements.  I have reread the 31-03 code 3 times looking for an error on my part, but get the same conclusion.  Obviously since the lateral system is not too far from meeting the current code, I was hoping to save the expense of seismic retrofit and assumed the standard would be somewhat relaxed compared to cuurrent code.

I am getting a pseudo force of 6 times the design force required by IBC 2003/ASCE 7-02.

Any ideas about what I missed or confirmation of the result would be appreciated.


RE: asce 31-03 seismic evaluation of existing buildings

How did you develop the ASCE 7-02 force?  What are the site parameters for 1 second and for short term accelerations?  What live load mass is assumed and at what level?

RE: asce 31-03 seismic evaluation of existing buildings

Ss = 1.51, S1 = .527 for both codes.  ASCE 7 uses R=5 and rho = 1.5 and calculates a multiplyer of 0.33W.  ASCE 31-03 loads included 10 psf of live load, which was not included in the ASCE calculation, but calculates a pseudo seismic force of approximately 1.2W based on C=1.2.  Structure period is estimated at approximately 0.12 sec by both methods.

I forgot the effect of rho and the difference in mass in the ASCE 7-02 calcs when I wrote the post, so the difference is more like a factor of 2.5 applied for equivalent mass (E = 0.3W versus Quf = 1.01W).  Still, this is a much higher load than the use of Fye = 1.25Fy and Phi = 1.0 make up for.

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