Analysis model and calculation method for anti-side bearing capacity of anti-buckling steel plate shear wall

Abstract

The present invention relates to an analysis model, and particularly, to an analysis model and calculation method for anti-side bearing capacity of an anti-buckling steel plate shear wall, and belongs to the field of steel structures. The steps are as follows: putting forward a stress assumption of a shear stress field of an anti-buckling steel plate shear wall; according to an experiment and numerical simulation analysis, putting forward a stress assumption of a shear stress field of an anti-buckling steel plate wall; and according to an analysis model of bearing capacity of the anti-buckling steel plate shear wall, performing model internal force analysis. Thus, definition is conveniently performed on different connection forms of the anti-buckling steel plate shear wall. A general analysis model of the anti-buckling steel plate shear wall with different pillar connection forms for engineering design of the anti-buckling steel plate shear wall and a theoretical calculation formula of the shear bearing capacity are given, and a reliable and effective calculation method is provided for procedure calculation.

Description

technical field [0001] The invention relates to an analysis model, in particular to an analysis model and calculation method for the anti-lateral bearing capacity of a buckling-resistant steel plate shear wall, belonging to the field of steel structures. Background technique [0002] The buckling-resistant steel plate shear wall has the advantages of large initial stiffness, high bearing capacity and good ductility, and is a lateral force-resistant component of super high-rise structures with excellent seismic performance. According to different wall-column connection forms, buckling-resistant steel plate shear walls can be divided into four-side connections, two-side connections, and buckling-resistant steel plate shear walls with end columns. Four-sided connection buckling-resistant shear walls have high bearing capacity and high rigidity, but they need to be arranged across the entire span, which is not convenient for opening openings. Only the upper and lower sides are c...

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Problems solved by technology

However, the current regulations do not provide a clear judgment method for the complete shear stress field formed by the steel plate, and do not define the different connection forms of the shear wall. The connection forms on both sides only provide the fitting calculation formula based on the finite element and test results , and the applicable span-to-height ratio range is limited. In addition to the four-sided connection form, the two-side connection form and the buckling-resistant steel plate shear wall with end columns have not yet formed a clear simplified analysis model and theoretical calculation formula that match it. The engineering design of the steel plate shear wall lacks the general shear bearing capacity calculation formula applicable to different wall-column connection forms and considering the axial stiffness of different edge columns

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