Seismic Response Analysis of a Semi-active-controlled Base ...

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1098710987InitialARXN4SIDDirectstory65story6544332210 2 410 1 2 3stiffness [N/m]x 10 9damping [Ns/m]x 10 7a) Stiffness b) DampingFig. 8 Updated stiffness and damping coefficients in the NS direction1098710987InitialARXN4SIDDirectstory65story6544332210 2 410 1 2 3stiffness [N/m]x 10 9damping [Ns/m]x 10 7a) Stiffness b) DampingFig. 9 Updated stiffness and damping coefficients in the EW direction1032
Seismic Response AnalysisSeismic response analyses with updated structural parameters are conducted for two seismic events:the main shock and the aftershock that occurred 30 minutes later. The acceleration response spectra ofthe records observed at the foundation slab are shown in Fig. 10.All three identifications are realized using the main shock data and their accuracy is checked usingthe aftershock data. Considering the identification measure error e, the three methods are comparedand the results are summarized in Table 5. Also, a time history portion is displayed in Fig. 11 to figureout the accuracy of identification. According to those results, the direct identification method gives thebest and most robust approximation; however, the computation time is more extensive.SA [cm/s 2 ]18016014012010080604020p p (ξ )main shockafter-shock00 2 4 6 8 10Period [s]300250a) NS directiong p p ξmain shockafter-shockSA [cm/s 2 ]2001501005000 2 4 6 8 10Period [s]b) EW directionFig. 10 Acceleration response spectra of the main shock and the 30-minute-later aftershockTable 5 Error eMain ShockAftershockIdentificationNS direction EW direction NS direction EW directionMethod[10 -3 ][10 -3 ][10 -3 ][10 -3 ]Initial 6.3 5.4 7.5 5.3ARX 2.9 2.8 2.9 2.3N4SID 4.6 3.3 5.9 3.1Direct 2.8 2.2 3.1 2.11033
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Page 3 and 4: superstructure, respectively.Then,
Page 5 and 6: The restoring force is approximated
Page 7: the total deformation x is divided
Page 11 and 12: disp [cm]0.50-0.5passive lowpassive

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