| The self-centering shear wall with horizontal joints at the bottom can form a rocking mechanism at the wall node interface under the action of earthquake.At the same time,under the action of the prestressed tendons,the wall has a small residual displacement.However,the self-centering shear wall also faces anchorage failure and tensile failure of prestressed tendons.Once this happens,the risk of collapse of the self-centering shear wall and its related structures will increase.Therefore,it is necessary to improve the redundancy of the self-centering ribs to reduce the risk of collapse of the self-resetting structure.In view of the above problems,this paper proposes to replace the common steel strand with CFRP bars with higher strength,greater elastic strain and better corrosion resistance to replace ordinary steel strands,and the unbonded CFRP bars in this paper have no initial prestress.While using anchors to anchor the CFRP bars,at the same time,a bonded anchoring reinforcement area is also provided to enhance the anchoring effect of the CFRP bars.In this paper,ABAQUS software is used to complete the numerical tests of 23 shear walls with unbonded CFRP bars at the edge and slit at the bottom and a contrast reinforced concrete shear wall were tested under quasi-static loading,and the members are introduced into the structure.The Open Sees software is used to complete the time history analysis of the frame swing wall structure under earthquake action.The main conclusions are as follows:（1）Compared with the traditional reinforced concrete shear wall,the shear wall with unbonded CFRP bars at the edge and slit at the bottom has good self-centering ability.With the increase of slit length,the residual displacement tends to zero.Under the same interlayer displacement angle,The stress level of CFRP bars increases with the increase of the length of the slit.When the displacement angle is 1/50,the maximum stress level of CFRP bars is only about 52.3% of the ultimate stress.（2）With the increase of the axial compression ratio,the bearing capacity and energy-dissipation capacity of the bottom part of the slit shear walls continue to increase,the residual displacement continues to decrease,and the wall damage height continues to increase.The axial compression ratio has a more obvious influence on the energy dissipation capacity of the bottom full-slit shear walls.（3）With the increase of the shear span ratio,the bearing capacity level and initial stiffness of the bottom part of the slit and full slit shear walls have decreased,and the residual displacement of the bottom part of the slit shear walls has increased.The damage height of each specimen is continuously reduced.When the shear span ratio is 2.0 to 3.0,the shear span ratio has little effect on the energy-dissipation capacity of each specimen.（4）With the increase of energy-dissipation steel bars,the load-bearing capacity and energy-dissipation capacity of the bottom full-slit shear walls have been obviously improved,the residual displacement has been gradually increased,and the compression damage area of the wall has been gradually decreased.（5）When the slit length of the shear walls with partial slits at the bottom is about7/20 of the width of the wall,the self-centering and energy-dissipation capacity effects are better.When the reinforcement ratio of energy-consuming steel bars in shear walls with full bottom slits is about 0.981%,the energy-consuming capacity will be better and the residual displacement will be smaller.（6）The interlayer displacement angle of the frame rocking wall structure is between the ordinary frame and the shear wall frame structure.Compared with the ordinary frame structure,the shear wall frame structure and the frame rocking wall structure have a more uniform interlayer displacement angle distribution.With the increase of the wall width and the number of CFRP bars on the edge of the wall,the better the control effect of the rocking wall on the structural deformation,the more uniform the interlayer deformation. |
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