Quasi Static Experimental Study On Sleeve Continuous Precast Concrete Shear Wall

Prefabricated shear wall is the key component of industrial high-rise building with broad application prospects,and its connection mode and seismic performance are the core issues concerned by engineering circles.In this paper,the quasi-static experimental study on the seismic performance of a kind of prefabricated shear wall with vertical joints overlapped by "U-shaped stirrups" and horizontal joints connected by large diameter longitudinal reinforcement grouting sleeve is carried out:(1)Pseudo static tests were carried out on three full-scale precast shear walls and one castin-place shear wall with different connection longitudinal bar diameters and different sleeve arrangements.It is found that the peak bearing capacity of cast-in-place specimens is larger than that of precast specimens,which indicates that when sleeve is used to connect longitudinal reinforcement of shear wall specimens,the local stress loss of shear wall specimens is caused due to the discontinuity of longitudinal reinforcement;when grouting sleeves are symmetrically arranged in the wall thickness direction,compared with the staggered arrangement on both sides,the stiffness degradation of shear wall specimens under reciprocating loading is relatively slow,which has the same characteristics For better ductility,the prefabricated shear wall with grouting sleeve connection can effectively transfer the stress above the wall while meeting the requirements of bearing capacity;the failure modes of prefabricated shear wall and cast-inplace shear wall are basically the same,and their failure modes are compression bending failure,but the crack distribution of cast-in-place specimen is different from that of cast-in-place specimen The results show that there are dense and uniform diagonal cracks around the core wall,while the diagonal cracking degree of the precast specimens in the core wall is reduced,and there are obvious cracks in the middle of the wall;the vertical joints between the edge members and the wall have no obvious cracks when the shear wall specimens are damaged,which indicates that the "U-shaped hoop" connection can effectively ensure the integrity of the shear wall with edge members.(2)On the basis of the test results,based on ABAQUS software,using three-dimensional solid eight node reduced integral element to simulate concrete,using truss element to simulate steel,the finite element numerical simulation of the test loading process of shear wall specimens is carried out.It is found that the simulation results are basically consistent with the test results in the aspects of member bearing capacity,hysteretic behavior,failure mode,etc,The constitutive model selected by the finite element method can better reflect the actual situation of the test and verify the rationality of the test results.Further fitting results show that the horizontal bearing capacity of precast shear wall can be effectively improved by appropriately increasing the sleeve length.(3)On the basis of the test results,based on the finite element software OPENSEES,the layered shell element subdivision and numerical simulation of the wall are carried out.It is found that the simulation results of the layered shell element are in good agreement with the test results in terms of seismic performance,which further shows that the bearing capacity and stiffness of the wall meet the design requirements,Furthermore,it is shown that increasing the shear transfer coefficient can improve the peak bearing capacity of the members,and the low axial compression ratio is not conducive to the seismic performance of the shear wall.Increasing the number of layers and elements of the layered shell element can effectively reduce the numerical simulation error.