Abstract
The double impulse is introduced as a substitute of the fling-step near-fault ground motion and a critical elastic-plastic response of a 2DOF (two-degree-of-freedom) building structure under the ‘critical double impulse’ is evaluated. Since only the free-vibration appears under such double impulse, the energy balance approach plays an important and essential role in the derivation of the solution of a complicated elastic-plastic critical response. It is shown that the critical timing of the double impulse is characterized by the timing of the second impulse at the zero story shear force in the first story. This timing guarantees the maximum energy input by the second impulse which causes the maximum plastic deformation after the second impulse. Because the response of 2DOF elastic-plastic building structures is quite complicated due to the phase difference between two masses compared to SDOF models for which a closed-form critical response can be derived, the upper bound of the critical response is introduced by using the convex model.
Highlights
The effects of near-fault ground motions on structural response have been investigated extensively (Bertero et al, 1978; Singh, 1984; Hall et al, 1995; Iwan, 1997; Sasani and Bertero, 2000; Alavi and Krawinkler, 2004; Makris and Black, 2004; Mavroeidis et al, 2004; Kalkan and Kunnath, 2006, 2007; Xu et al, 2007; Rupakhety and Sigbjörnsson, 2011; Yamamoto et al, 2011; Minami and Hayashi, 2013; Vassiliou et al, 2013; Khaloo et al, 2015; Vafaei and Eskandari, 2015)
Since only the free-vibration appears under such double impulse, the energy balance approach plays an important role in the derivation of the solution of a complicated elastic–plastic critical response as in Kojima and Takewaki (2015a–c)
Because the response of 2DOF elastic–plastic building structures is quite complicated due to the phase difference between two masses compared to SDOF models for which a closed-form critical response can be derived, the upper bound of the critical response is introduced by using the convex model (Ben-Haim and Elishakoff, 1990; Ben-Haim et al, 1996)
Summary
The effects of near-fault ground motions on structural response have been investigated extensively (Bertero et al, 1978; Singh, 1984; Hall et al, 1995; Iwan, 1997; Sasani and Bertero, 2000; Alavi and Krawinkler, 2004; Makris and Black, 2004; Mavroeidis et al, 2004; Kalkan and Kunnath, 2006, 2007; Xu et al, 2007; Rupakhety and Sigbjörnsson, 2011; Yamamoto et al, 2011; Minami and Hayashi, 2013; Vassiliou et al, 2013; Khaloo et al, 2015; Vafaei and Eskandari, 2015).
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