The distribution of structural hysteretic energy is significant in energy-based seismic performance evaluations of reinforced concrete (RC) structures. This research involved the design of a six-storey RC frame and analysis of its dynamic time history for typical ground motions. Based on a comparison of the numerical results of the earthquake input energy and structural hysteretic energy under minor, moderate and major levels of earthquakes of grades 8 and 9, the allocation and distribution of structural hysteretic energy were studied. The results indicate that the ground motion characteristics have a small influence on the ratio of the maximum hysteretic energy to the maximum earthquake input energy, as well as on the distribution pattern of hysteretic energy along the height of the structure. Upper storeys dissipate less energy than lower ones and are little affected by ground motion severity when the plasticity of the structure is sufficiently developed. Beams dissipate most hysteretic energy in the structures, and energy consumption of the columns is almost zero except in the lower columns. Thus, larger plastic deformation is found to be concentrated in the lower storeys, with damage to the structure in the form of a strong column and weak beam.
This paper aims to select the most appropriate ground motion intensity measure (IM) that is used in selecting earthquake records for the dynamic time history analysis of long-period structures. For this purpose, six reinforced concrete frame-core wall structures, designed according to modern seismic codes, are studied through dynamic time history analyses with a set of twelve selected earthquake records. Twelve IMs and two types of seismic damage indices, namely, the maximum seismic response-based and energy-based parameters, are chosen as the examined indices. Selection criteria such as correlation, efficiency, and proficiency are considered in the selection process. The optimal IM is identified by means of a comprehensive evaluation using a large number of data of correlation, efficiency, and proficiency coefficients. Numerical results illustrate that peak ground velocity is the optimal one for long-period structures and peak ground displacement is also a close contender. As compared to previous reports, the spectral-correlated parameters can only be taken as moderate IMs. Moreover, the widely used peak ground acceleration in the current seismic codes is considered inappropriate for long-period structures.
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