Abstract
The seismic response of acceleration-sensitive non-structural components in buildings has attracted the attention of a significant number of researchers over the past decade. This paper provides the results which improve the state-of-knowledge of the influences that higher vibration modes of structures and nonlinearity of non-structural components have on floor acceleration demands. In order to study these influences, a response-history analysis of a code-designed twelve-storey reinforced concrete building consisting of uncoupled ductile cantilever shear walls was conducted. The obtained absolute floor accelerations were used as a seismic input for linear elastic and nonlinear non-structural components represented by simple single-degree-of-freedom systems, and the main observations and findings related to the studied influences along the building height are presented and discussed. Additionally, the accuracy of the method for the direct determination of peak floor accelerations and floor response (acceleration) spectra recently co-developed by the first author was once again investigated and validated. A brief summary of the method is provided in the paper, along with the main steps in its application. Being relatively simple and sufficiently accurate, the method (in its simplified form) has been recently incorporated into the draft of the new generation of Eurocode 8.
Highlights
Seismic response of acceleration-sensitive non-structural components (NSCs) in buildings, often referred to as secondary systems or equipment, attracted the attention of a significant number of researchers over the past decade
In order to study these influences, a response-history analysis of a code-designed twelve-storey reinforced concrete building consisting of uncoupled ductile cantilever shear walls was conducted
The influences of higher modes and nonlinearity of NSCs on peak floor accelerations (PFAs) and floor response (acceleration) spectra (FRS) were examined in this paper, within a code-designed twelve-storey reinforced concrete (RC) building consisting of uncoupled ductile cantilever shear walls
Summary
Seismic response of acceleration-sensitive non-structural components (NSCs) in buildings, often referred to as secondary systems or equipment, attracted the attention of a significant number of researchers over the past decade. While the influence of structural nonlinearity was widely analysed in the past, up until this moment only a few studies took into account nonlinear behaviour of NSCs. Viti et al [17] presented a computational scheme for the development of non-linear floor response spectra, which turned out to be reduced compared to the linear elastic ones. Kazantazi et al [25] proposed an approximate formula for the estimation of strength reduction factors for light nonlinear NSCs. The influences of higher (structural) modes and nonlinearity of NSCs on PFAs and FRS were examined in this paper, within a code-designed twelve-storey reinforced concrete (RC) building consisting of uncoupled ductile cantilever shear walls.
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