Analysis on Dynamic Response of Reinforced Concrete Frame for Resisting Progressive Collapse

Abstract

Abstract:In order to investigate the dynamic response of reinforced concrete spatial frames caused by initial damages, a six-story frame model is analyzed by employing the nonlinear dynamic methodology in accordance with the alternate path method issued by General Services Administration. In this paper, the fiber model and force-based beam-column element are utilized in OpenSees. Four various scenarios are separately analyzed with incremental dynamic analysis. It is shown that the model does not collapse and the internal force redistribution mainly appears in the components adjacent to the failure column. The model has the worst capacity to resist progressive collapse in the inner column demolition scenario. It is observed that the plastic hinges mainly concentrate on the beam ends of the failure bay at the beginning of the demolition of columns. Several plastic hinges emerge at the top-floor beam ends of some other bays in latter period. The number of plastic hinges in columns is much less than that in beams, which corresponds to the design principle 'strong column and weak beam'.

Determination of the survivability parameters of a reinforced concrete spatial frame operating under conditions of a complex stress state

“…В [8; 9] отмечено, что квазистатический анализ не обеспечивает достаточную точность, а иногда даже не гарантирует консервативного решения. Поэтому нелинейный динамический анализ остается очень важной задачей, которая изучается многими исследователями [10][11][12][13][14].…”

Parametric Analysis on Collapse-resistance Performance of Reinforced-concrete Frame with Specially Shaped Columns Under Loss of a Corner Column

“…The results indicated that the structure did not collapse in the scenario of corner or inner column removal, but experienced transition from moment resisting mechanism to catenary mechanism in the scenario of two side columns removal. Wang et al [12] investigated the dynamic response of a six-story frame caused by employing the nonlinear dynamic methodology. The results indicated that the internal force redistribution mainly appeared in the components adjacent to the failure column and the model had the worst capacity to resist progressive collapse in the inner column demolition scenario.…”