Seismic collapse simulation of spatial RC frame structures

Lü, Xilin; Wang, Jingjing; Zhang, Fu-Wen

doi:10.1016/j.compstruc.2013.01.016

Cited by 12 publications

(6 citation statements)

References 10 publications

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“…Scholars have utilized the discrete element method, finite element method, and particle method to numerically simulate structural collapse and have achieved many favorable outcomes that have provided important help into the study of the continuous collapse mechanism [5][6][7]. Structure collapse, however, is an extremely complex process that involves dynamic nonlinearity of geometry and materials, element fracture, contact, collisions, and other problems.…”

Section: Introductionmentioning

confidence: 99%

Finite Particle Method‐Based Collapse Simulation of Space Steel Frame Subjected to Earthquake Excitation

Long

Rong

et al. 2018

Shock and Vibration

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In the process of collapse failure of the space steel frame subjected to earthquake excitation, complex behaviors often are involved, including geometric nonlinearity, material nonlinearity, fracture, contact, and collisions. In view of the unique advantages of the finite particle method to analyze complex structural nonlinear problems, this paper utilized the finite particle method as the basic means of analysis and used MATLAB software for computational analysis. This paper first derived a finite particle method-based space steel frame model, conducted static analysis and dynamic response analysis under earthquake excitation, and compared findings with ANSYS analysis results to validate reliability. This paper established the fracture criterion and failure mode of a steel frame member. Theoretical derivation and numerical simulation indicate that the finite particle method is a feasible and effective way to simulate the collapse of space steel frame structures subjected to earthquake excitation. This method provides a new approach to study the collapse and anticollapse seismic design of space steel frame structures subjected to earthquake excitation.

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Section: Introductionmentioning

confidence: 99%

Finite Particle Method‐Based Collapse Simulation of Space Steel Frame Subjected to Earthquake Excitation

Long

Rong

et al. 2018

Shock and Vibration

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“…Moreover, Lu et al . employed the discrete element method to analyze the collapse of frame structures. Nakagawa et al .…”

Section: Introductionmentioning

confidence: 99%

“…Liu et al [10] used the software program LS-DYNA to simulate the progressive collapse of a multistory steel frame with the removal of main bearing members (columns). Moreover, Lu et al [11] employed the discrete element method to analyze the collapse of frame structures. Nakagawa et al [12] conducted a dynamic test on a brick masonry house and simulated its collapse behavior based on the extended distinct element method.…”

Section: Introductionmentioning

confidence: 99%

Shaking table test and numerical simulation of an RC frame‐core tube structure for earthquake‐induced collapse

Chen

et al. 2016

Earthq Engng Struct Dyn

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Summary The reinforced concrete frame‐core tube structure is a common form of high‐rise building; however, certain vertical components of these structures are prone to be damaged by earthquakes, debris flow, or other accidents, leaving no time for repair or retrofit. This study is motivated by a practical problem—that is, the seismic vulnerability and collapse resistant capability under future earthquakes when a vertical member has failed. A reduced scale model (1:15 scale) of a typical reinforced concrete frame‐core tube with a corner column removed from the first floor is designed, fabricated, and tested. The corner column is replaced by a jack, and the failure behavior is simulated by manually unloading the jack. The model is then excited by a variety of seismic ground motions on the shaking table. Experimental results concerning the seismic responses and actual process of collapse are presented herein. Finally, the earthquake‐induced collapse process is simulated numerically using the software program ANSYS/LS‐DYNA. Validation and calibration of the model are carried out by comparison with the experimental results. Furthermore, based on both experimental investigations and numerical simulations, the collapse mechanism is discussed, and some suggestions on collapse design are put forward. Copyright © 2016 John Wiley & Sons, Ltd.

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“…al. [7] has discussed about collapse simulation of RC frame. For this study, considered structure is three storey 3D model with four column without considering slab or wall.…”

Section: Introductionmentioning

confidence: 99%

Reliability Based Comparison of Ductility and Energy Based Design

Kaushik¹,

Bharali²

2014

IJIRSET

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ABSTRACT:In this paper, a reliability based study has been incorporated to compare the categories of Performance Based Seismic Design (PBSD) of a reinforced concrete frame which are the ductility based design and the energy based design respectively. For this purpose, a two dimensional reinforced concrete frame consisting of one bay and one storey is modelled in Opensees 2.4.0 in order to evaluate the capacity of the structure. Based on the analysis results, an equivalent bi-linear model is developed and the two different limit states are defined based on the ductility demand and overall damage index(ODI) of the structure whereby material property of concrete, steel and loads are considered as the random variables. A dynamic analysis has been carried out in Opensees 2.4.0 on the bilinear model by varying the peak ground acceleration (PGA) from 0.05g to 0.4g of the simulated results of the El-Centro earthquake to quantify its nonlinearity in damage index scale and ductility factor scale. The Damage Index (DI) has been computed from the modified Park and Ang Damage Index while the Ductility factor (DF) has been obtained from the top node displacement of the structure. It has been observed that at low PGAs, DF has higher values, as the structure does not yield . With increment in the PGAs, it is seen that, DI values are greater than DF after a certain PGA level. Also fragility curves has been developed where probability of failure has been plotted against PGA, for both ductility and energy based design for the respective durations of 20-25 and 40-50 seconds and it has been observed that at higher values of PGA, pF values for DI will be greater than that of ductility which establishes the fact that a Damage index or energy based design is better than ductility based design for higher PGA levels.

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Seismic collapse simulation of spatial RC frame structures

Cited by 12 publications

References 10 publications

Finite Particle Method‐Based Collapse Simulation of Space Steel Frame Subjected to Earthquake Excitation

Finite Particle Method‐Based Collapse Simulation of Space Steel Frame Subjected to Earthquake Excitation

Shaking table test and numerical simulation of an RC frame‐core tube structure for earthquake‐induced collapse

Reliability Based Comparison of Ductility and Energy Based Design

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