竖向钢筋约束浆锚搭接连接的预制剪力墙抗震性能分析

Finite Element Analysis of Prefabricated Shear Wall with Vertical Reinforcement Restrained Slurry-Anchor Overlap Connection

摘要: 为研究竖向钢筋约束浆锚搭接连接的预制剪力墙的力学性能，通过有限元软件ABAQUS对低周反复加载试验中的预制剪力墙进行数值模拟，介绍了建模方法与过程，将有限元模型计算的滞回曲线、裂缝分布和墙底新老混凝土粘结面损伤过程与试验结果进行对比，以轴压比、插筋搭接长度和剪跨比为变量进行参数分析。结果表明：模型滞回曲线“捏缩”效应明显，墙体底部新老混凝土粘结面界面行为模拟准确，有限元计算结果与试验结果吻合良好；当轴压比大于0.3时，试件承载力明显提高但延性较差，建议可在墙体底部增设水平分布筋与箍筋以提高墙体在较高轴压比下的抗震性能；当搭接长度为0.7倍抗震锚固长度时，剪力墙受力性能良好，考虑到施工误差与预留安全余量，建议预制剪力墙上下连接钢筋搭接长度取1.0倍抗震锚固长度；在剪跨比大于1且小于2的情况下，竖向分布筋采用交错间隔约束浆锚搭接连接的预制剪力墙基本可等同现浇剪力墙进行设计，在剪跨比小于1的情况下，应提高底部粘结面钢筋截面积。

Abstract: To study the mechanical performance of pre-cast concrete shear walls with vertical steel bar restrained grouting anchor overlap connection, numerical model was completed using ABAQUS and was compared with the experimental result in hysteretic curves, crack distribution and interfaces damage process. The finite element analysis of this wall was carried out with the parameters of axial compression ratio, overlap length of reinforcement and shear span ratio as variables. The results show that the finite element calculation results are in good agreement with the test results; when the axial compression ratio is greater than 0.3, the bearing capacity of the specimens increases obviously, but the ductility is poor. It is suggested that horizontal distributed reinforcement and stirrups should be added at the bottom of the wall to improve the seismic performance of the wall at a higher axial compression ratio. When the overlap length is 0.7 times of the seismic anchorage length, the design requirements can be met and the overlap length of the connecting bar on this wall should be 1.0 times of the seismic anchorage length for safety reasons. When the shear span ratio is greater than 1 and less than 2, this wall with staggered spacing restrained grouting anchor overlap connection can be basically equivalent to the cast-in-situ shear wall. When the shear span ratio is less than 1, the section area of the bar on the bottom interfaces should be increased.