Design Method Of Concrete-infilled Double Steel Corrugated-plate Walls With T-section

This thesis addresses the failure mechanism and design method of concrete-infilled double steel corrugated-plate composite walls with T-section(T-CDSCW).The CDSCW is composed of wall and boundary elements.The wall elements consist of outer steel corrugated-plates,infilled concrete,and intermediate bolts connecting the outer plates.The boundary elements are rectangular concrete-filled steel tubes.Due to the composite effect of steel and concrete and the restraining effect of intermediate bolts,CDSCWs exhibit excellent load-carrying performance and applicability to high-rise buildings.To satisfy the plan layout and structural requirements,shear walls are arranged in T-section or other sections.T-CDSCWs are studied in the thesis,and the design methods are proposed to evaluate the cross-sectional capacity,global stability,and seismic performance by experimental investigation,finite element simulation,and theoretical derivation.Three series of experiments are conducted to investigate the cross-sectional capacity,global stability,and seismic performance of T-CDSCWs.The experimental results show that T-CDSCWs exhibit excellent load-carrying capacity and seismic performance.The failure modes in the experiments are the local buckling of steel tubes and corrugatedplates,the global instability of the T-CDSCW,and the flexural failure under cyclic loading.Based on the experimental results,solid–shell and shell–beam finite element models are developed and used to analyse the load-carrying capacity and seismic performance of TCDSCWs.The design method is proposed to evaluate the cross-sectional capacity of TCDSCWs.To consider the local buckling of steel corrugated-plates in the cross-sectional capacity,the buckling behaviour is studied concerning steel corrugated-plates with the restraint of infilled concrete and intermediate bolts,and the formulas of elastic and contact buckling load are proposed.The curve of strength reduction factor is then developed,and the upper limit of the normalised slenderness ratio is recommended as 0.4,below which the local buckling of steel corrugated-plates can be neglected in the cross-sectional capacity.Taking into consideration the local buckling of steel corrugated-plates,the interaction equations are proposed concerning T-CDSCWs under axial compression and bidirectional bending based on the full-section plastic stress capacity.The design method is proposed to evaluate the global stability of T-CDSCWs.Concerning buckling under axial compression,the formulas of elastic flexural and flexural-torsional buckling load are proposed,the critical parameters of buckling modes are determined,and the curve of strength reduction factor is developed.The upper limits of the normalised slenderness ratio are recommended as 0.2 for flexural buckling and 0.3for flexural-torsional buckling,respectively,below which the global buckling under axial compression can be avoided.Combined with the interaction equations of cross-sectional capacity,the interaction equations are proposed concerning in-plane global stability under axial compression and bending in the web plane.The seismic requirement is proposed concerning steel–concrete composite walls with T-section.Based on the existing experimental results,the formulas are proposed concerning the ultimate drift ratio of steel plate?concrete composite walls.By analogy with concrete-filled steel tubes,the confinement factors are defined concerning boundary elements and composite walls.It is suggested that for the boundary elements in the web walls of steel–concrete composite walls with T-section,the confinement factor shall not be less than 1.5,and for the web wall,the confinement factor shall not be less than 0.5.