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( 2002), who conducted a quasi-static cyclic test on a three-story three-bay RC frame with non-seismic detailing, by Pinto et al. Cyclic and/or dynamic tests on structural components with a higher degree of complexity were conducted by Pinho and Elnashai ( 2000), who tested a full-scale four-story three-bay RC frame, designed according to typical 1950s construction methods in southern European countries, under pseudo-dynamic loading, by Calvi et al. 2017) and of different axial and lateral load histories (Ousalem et al. 2013), the effects of multi-axial loading compared to uniaxial loading (Staaciouglu 1984 Yoshimura and Tsumura 2000 Osorio et al. 2003 Staaciouglu 1984), the type of cyclic loading (Lynn et al. 2013), the amount of transverse reinforcement (Lam et al. 1992 Esmaeily and Xiao 2004), the reinforcement ratio (Wibowo et al. 2008), the influence of a variable axial force compared to a constant axial force (Lejano et al. In these tests the influences of a large variety of parameters on the structural behavior were studied, like the magnitude of the axial load (Lam et al. Up to now the majority of cyclic and dynamic tests has been carried out on RC columns. The numerical results will be compared with experimental data for demonstrating the potentials of refined FE-models and-at the same time-recalling the limitations of push-over analyses in earthquake engineering.įor the comparison of numerical and experimental results, well documented tests are required. Hence, the application of computationally expensive continuum FE-models will be of interest for the design of large-scale tests in earthquake engineering and for partially replacing such very time-consuming and expensive tests by numerical simulations.Īs a first step towards the application of refined FE-models in earthquake engineering, pushover analyses for assessing the response of RC structural components will be presented in this paper. The latter approach is computationally more expensive but it provides detailed information of the damage evolution in the concrete and of the stresses in the reinforcement.
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However, it does not deliver a detailed view of the structural response during an earthquake. The former approach is computationally much cheaper and, thus, up to now it is preferred in earthquake engineering to simulate the structural behavior due to earthquake excitation. Numerical models of reinforced concrete (RC) structures within the framework of the finite element method (FEM) can be based either on structural elements (beam elements) or 3D continuum elements for the concrete in combination with 1D truss elements for the reinforcement. However, the well-known shortcoming of pushover analyses of predicting a much larger lateral ductility compared to the observed one in the shaking table tests was also observed. The comparison of numerical and experimental results demonstrates the capability of refined FE-models to capture the lateral load carrying capacity as well as the location and evolution of concrete damage very well. For this purpose, pushover analyses of four RC frames were performed, for which well documented extensive test data from shaking table tests, conducted by Yavari, is available. As a first step towards the application of such refined finite element models in earthquake engineering, their capabilities and shortcomings are demonstrated for pushover analyses.
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Compared to the commonly employed finite element models of RC structures in earthquake engineering, based on structural elements, refined finite element models, characterized by discretizing the concrete by 3D continuum elements together with an advanced nonlinear material model for concrete combined with 1D truss elements for the reinforcement together with an elastic–plastic material model for steel, allow valuable deeper insights into the stress distribution in RC structures and the evolution of concrete damage.