| Semi-rigid frame by bolt connected is effortless to install at the construction site,straightforward to substitute if impaired,dissipates energy via beam-column connections,and exhibits favorable ductile behavior.As typical components for resisting lateral forces,steel plate shear walls enjoy extensive use in steel structure buildings.Thin steel plate shear walls are susceptible to buckling and small side stiffness,whereas corrugated steel plate walls exhibit favorable ductility and energy dissipation characteristics.Additionally,steel plateconcrete composite wall panels leverage the advantages of both materials,effectively enhancing the load-bearing capacity of the structure without requiring an increase in wall thickness.In this paper,a novel composite corrugated steel plate shear wall is introduced.The proposed system integrates with a semi-rigid frame,forming a frame-wall structure.To assess its seismic performance,the system is subjected to experimental testing,finite element analysis,and theoretical calculations.In order to study the hysteretic performance of the semi-rigid frame-corrugated steel plate shear wall structure system under low cycle reciprocating loads,empty frame(SRF1),semi-rigid frame-single-layer corrugated steel plate shear wall system(SCSPSW1),semi-rigid Frame-combined corrugated steel plate shear wall(cavity)system(SCSPSW2),semi-rigid frame-combined corrugated steel plate shear wall(filled with lightweight concrete)system(SCSPSW3)4 structural tests.the test results show that: under the action of external load,due to local buckling at the end of the shear wall,failure of rivets,the SCSPSW1,SCSPSW2,and SCSPSW3 systems all have obvious "pinch-shrinkage" phenomena,and the structural hysteresis curves all show anti-"S" Type,the curve is relatively full,CSPSW3 filled with lightweight concrete can restrain the buckling of the internal corrugated steel plate,make the overall performance of the wall better,reduce the buckling degree of the wall,reduce the buckling height of the wall by a maximum of 23.6%,and increase the system slightly Stiffness,bearing capacity and energy dissipation capacity;the wall-filling panels in the frame can greatly increase the lateral stiffness of the system,and the initial stiffness of the SCSPSW1,SCSPSW2,and SCSPSW3 systems is 79.43%,124.87%,and 137.36% higher than that of SRF1,respectively,and the ductility coefficients of the systems are all 4.0 The above shows that the system has good ductility;the stiffness reduction rate of the ring line is quite different in the early stage,and it is relatively close in the later stage.Compared with the semi-rigid frame and frame wall system,the hysteretic performance of SRF1 is more stable in the early stage,but the stiffness is small,and the energy dissipation capacity is not strong.Between 0.15-0.3,the system has better plastic energy dissipation capacity.Using ABAQUS software to transform the parameters of the SCSPSW3 system,such as double steel plate thickness,corrugated steel plate thickness,inner foam concrete density,aspect ratio,and beam-column joint angle steel thickness,to study the influence of each parameter change on the stiffness and bearing capacity of the structural system.The results of finite element analysis show that: with the increase of the thickness of the double-sided steel plate and the thickness of the corrugated steel plate,the buckling of the corrugated steel plate can be delayed,the integrity of the wall panel can be enhanced,and the rigidity and bearing capacity of the system can be increased;due to the low strength of the foam concrete,and its The density change has a small gain to its strength,so the density of the foam concrete filled in the wall panel has little effect on the stiffness and bearing capacity of the system;as the aspect ratio of the wall panel decreases,the failure mode of the wall panel gradually changes from bending failure to shear failure,the lateral stiffness of the wall is improved,and the stiffness and bearing capacity of the system are greatly increased;increasing the thickness of the top and bottom angle steel can increase its sectional moment of inertia and shear sectional area,improve the bending and shear resistance of nodes,improve the lateral resistance of the frame,and increase The lateral stiffness and bearing capacity of the structural system,but because the contribution of the frame to the lateral stiffness of the system is small,the performance improvement of the system is limited.Based on the basic principle of the force method,the initial stiffness of the combined corrugated steel plate shear wall is deduced.According to the superposition principle,the assumption of the plane section,the yield assumption of the full section of the steel plate,etc.The formula for calculating the shear bearing capacity of wall panels is compared with the results of finite element analysis and theoretical calculations to demonstrate the validity of the formula,and suggestions for the design of composite corrugated steel plate shear walls are put forward. |
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