双肢砌体墙的抗震性能与水平承载力计算模型

双肢砌体墙是将两个独立墙肢联系在一起共同受力的联肢构件,是砌体研究中由构件上升到结构的中间环节。现有双肢墙试验多采用由两片矩形立面墙肢组成的试件,将复杂立面双肢墙的开裂破坏规律、承载力等与单片墙进行对比分析,对于研究结构层面的抗震性能有着重要意义。在单片砌体墙试验基础上,设计3片典型立面形状双肢砌体墙进行低周反复荷载试验,对比分析各双肢墙体的滞回曲线、承载力等抗震性能差异;结合试验现象建立“L”形立面砌体墙转动破坏模式下的水平承载力计算方法,并与试验数据进行对比分析。结果表明：承受不同水平方向荷载作用时,非对称立面形状砌体墙抗震能力具有明显的方向性特征;双肢砌体墙的裂缝开展规律及破坏形态总体上与单肢墙一致;水平承载力计算方法与墙体实际破坏模式有较好的对应性,相对于窗间墙受剪破坏有着更明确的物理意义,承载力计算结果与单片墙和双肢墙试验值均有较高的吻合度。

Seismic performance and horizontal bearing capacity calculation model of coupled masonry walls

The coupled masonry wall is a joint member that connects two independent walls and limbs together and forces together. It is the middle link from member to structure in masonry research. Most of the existing bi-limb wall tests use specimens consisting of two rectangular vertical wall limbs to compare the crack failure law and bearing capacity of complex vertical bi-limb wall with that of the single wall. It is of great significance to study seismic performance at the structural level. Based on the single masonry wall test, this paper designs three typical facade double limb masonry walls for low cycle repeated load test, compares and analyzes the seismic performance differences of each double limb wall, such as hysteretic loop and bearing capacity; combined with the test phenomenon, the mechanical model of masonry wall rotating failure along the inclined crack is established, and the calculation method of horizontal bearing capacity of "L" facade masonry wall is proposed, and compared with the test data. The results show that when subjected to loading in different horizontal directions, the seismic ability of masonry wall with asymmetric facade shape has obvious directional characteristics, and the crack development law and failure mode of the double limb masonry wall are basically consistent with that of the single limb wall; the calculation method of the horizontal bearing capacity proposed in this paper has a good correspondence with the actual failure mode of the wall, and has a clearer physical meaning than the inclined crack failure of the wall between windows. The calculation results of the horizontal bearing capacity are in good agreement with the experimental values of the single wall and the double limb wall.