竖向钢筋混合连接预制剪力墙抗震性能试验

为研究竖向钢筋采用新型混合连接(预制剪力墙边缘构件竖向钢筋采用复合直螺纹套筒连接,竖向分布钢筋采用环筋扣合连接)、端面为通长抗剪槽的预制剪力墙的抗震性能,完成了2个预制剪力墙试件及1个对比现浇剪力墙试件的拟静力试验.试件的剪跨比为1.91,按强剪弱弯设计.试验结果表明:预制墙试件的破坏形态与设计一致,为正截面受压破坏;试验结束时,套筒无可见裂纹,连接的钢筋未发生滑移;预制墙试件与现浇墙试件的抗震性能基本相同,预制墙的抗震性能满足现行规范要求;预制墙试件的正截面受压承载力不小于按现浇剪力墙计算的正截面受压承载力的1.1倍,可采用现行行业标准相关公式计算预制剪力墙的正截面受压承载力;位移角1/100时,预制墙试件与现浇墙试件的墙体变形基本相同,截面竖向变形基本符合平截面假定,水平结合面和竖向结合面均无明显错动,竖向结合面无明显张开,墙体预制与后浇部分有很好的整体性.

Experimental studies on seismic performance of precast shear walls with hybrid vertical rebar connections

To study the seismic performance of precast shear walls, in which the vertical rebar is connected by a new type of hybrid connection (the vertical steel bars in the edge members are connected by composite straight-thread sleeve and the vertical distributed steel bars are connected by anchoring closed loop reinforcement) and the surface of the precast shear wall is full-length shear resistant groove, quasi-static tests of two precast reinforced concrete shear walls and a cast-in-place reinforced concrete wall were carried out. The shear span ratio of the specimens was 1.91, which was designed according to strong shear weak bending. Results show that the failure mode of the precast shear wall was normal section compression failure, which was consistent with the design. There were no visible cracks in the sleeve and no slip of the connecting steel bar at the end of the test. The seismic performance of the precast wall specimens was basically the same as that of the cast-in-place wall specimen, which meets the requirements of the current code. The normal section compressive bearing capacity of the precast wall specimens was not less than 1.1 times the calculated value of that of the cast-in-place wall specimen, and thus the current specification formula can be used to calculate the normal section compressive bearing capacity of precast shear walls. When the inter-story drift ratio was 1/100, the deformation of the precast wall specimens was basically the same as that of the cast-in-place wall specimen, and the vertical deformation of the section basically agreed with the plane section assumption. There was no obvious slip of the horizontal surface and vertical surface and no obvious opening of the vertical surface, indicating good integrity between the precast and post-cast parts of the wall.