Abstract
The mechanical behavior of all-welded beam-column connections of steel frames during progressive collapse was numerically studied using finite element simulations. The validation of the numerical model was based on a previous test model. The analysis results indicated that the stiffness of the all-welded beam-column connection in the elastic-plastic stage was mainly provided by the shear stiffness of the panel zone, and the axial compression on the column had a substantial impact on the capacity and ductility of the all-welded beam-column connection. An improved component-based model of the all-welded beam-column connection was proposed. To verify the accuracy of the proposed model, a beam-column assembly with an all-welded connection was established and the influence of the catenary action, column axial compression, beam-column stiffness ratio, and dynamic performance was parametrically analyzed. The validation results showed that the proposed model was able to simulate the behavior of all-welded beam-column connections at large structural deformation.
Highlights
Progressive collapse occurs when an initial local failure spreads disproportionately, resulting in total collapse or the collapse of a disproportionately large part of a structure
Lew et al [14] carried out a “pushdown” experiment on two full-scale steel beam-column assemblies to investigate the performance of moment connections with welded flange and bolted web under a column-removal scenario
Zhong et al [17] conducted a static experiment on three composite beam-column assemblies with unequal spans and numerically analyzed the test model. e results indicated that the concrete slabs and beam span had obvious influences on the structural collapse resistance
Summary
Progressive collapse occurs when an initial local failure spreads disproportionately, resulting in total collapse or the collapse of a disproportionately large part of a structure. Many research results have shown that the performance of beam-column connections is essential in the prevention of the progressive collapse of steel frames [8,9,10]. Stylianidis and Nethercot [18] theoretically derived a beam-column connection with the component method and validated the proposed model based on the results obtained from relevant tests. Lee et al [24] proposed two simplified methods to evaluate the progressive collapse potential of steel frames with all-welded beam-column connections. Many available component-based models of all-welded beam-column connections, which are derived based on the case of small structural deformation, are not suitable for the progressive collapse analysis. The mechanical behavior of an all-welded beam-column connection during large structural deformation was investigated based on a previous test model. An improved component-based model of the all-welded beamcolumn connection was proposed. e accuracy of the proposed model was validated considering the influence of the catenary action, column axial compression, the beamcolumn stiffness ratio, and dynamic loading, separately
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