Structural Design Of The Shear Wall Structure With Cluster Connection Based On Performance

Due to the high requirements of elastoplastic deformation capacity,cast-in-situ concrete is usually used to the bottom strengthened region of the high-rise assembled monolithic concrete shear wall structure.In this paper,the feasibility of the assembled monolithic shear wall structure with cluster connection at the bottom strengthened region is discussed by changing the structure of vertical rebar cluster connection.Eight full-scale shear wall specimens are designed in this paper.The seismic performance of prefabricated shear wall is studied by low-cycle reversed load test.Then the finite element analysis software is used to simulate the force process and compared with the test results.And the relevant theoretical analysis of the prefabricated shear wall with cluster connection is carried out.The main contents and conclusions are as follows:(1)The designed shear wall specimens are divided into two groups: short-limb shear wall and ordinary shear wall,and each group contains three precast shear walls and one cast-in-place shear wall.The hysteretic curve,bearing capacity,stiffness degradation,ductility and energy dissipation capacity of the shear wall specimens are compared and analyzed through low-cycle reversed load tests.The collected steel strain is analyzed to study the transmission performance of the longitudinal steel bars in cluster connection.(2)The finite element software ABAQUS is used to simulate and analyze the prefabricated shear wall specimens,and compared with the low-cycle reversed load test to verify the rationality of the model parameters.On this basis,the variable axial compression ratio analysis of the prefabricated shear wall is carried out to study the seismic performance of the prefabricated shear wall with cluster connection under different axial compression ratios.(3)According to the compression condition of the prefabricated short-limb shear wall,the corresponding equilibrium equation is established,and the calculation formulas of yield curvature and ultimate curvature are deduced.Then based on the yield curvature and ultimate curvature,the corresponding formula for calculating the length of the plastic hinge zone is fitted with the experimental data of the precast shear wall with cluster connection.Taking the prefabricated short-limb shear wall as an example,the yield displacement,yield displacement angle,ultimate displacement and ultimate displacement angle of the specimens are calculated according to the derived theoretical formula,and compared with the experimental values.The research shows that the bearing capacity and deformation capacity of the prefabricated shear wall are not lower than the cast-in-place shear wall,and the degradation of strength and equivalent stiffness is slower,showing better seismic performance at higher axial compression ratio.Cluster connection has a good performance in force transmission,which can ensure the integrity of the prefabricated shear wall and the continuity of the force transmission.After optimization design,the prefabricated shear wall with cluster connection has basically achieved the expected seismic effect,which layAs the foundation for the application of this type of prefabricated shear wall in the bottom strengthened region.The calculated values obtained by the theoretical formula can be well matched with the experimental values,which proves the reliability of the derived formula and provides a theoretical basis for the design of deformation capacity of the prefabricated shear wall with cluster connection.In addition,the plastic hinge zone rotation angle and displacement angle are together as the performance control target of the bottom strengthened region of the prefabricated shear wall with cluster connection,and the corresponding recommended value are given.At the same time,the rotation requirement of the plastic hinge zone is defined,which provides an idea for the performance-based design of this type of shear wall.