局部连接X型屈曲约束钢板墙受力性能研究
引用文献：
刘文洋 唐远俊 孙玉宗 白那. 局部连接X型屈曲约束钢板墙受力性能研究[J]. 建筑结构，2022，48（16）：88-93.
LIU Wenyang TANG Yuanjun SUN Yuzong BAI Na. Research on mechanical behavior of partially connected X-shape buckling restrained steel plate shear wall[J]. Building Structure，2022,48（16）：88-93.
摘要：将X型屈曲约束钢板墙在上、下边与梁连接并在侧边与柱部分连接，即形成局部连接X型屈曲约束钢板墙。侧边局部连接可避免两边连接屈曲约束钢板墙梁端剪力过大，同时X型墙的中部削弱也避免了屈曲约束钢板墙易于在角部首先发生破坏的问题。采用有限元模拟的方法对局部连接X型屈曲约束钢板墙的受力性能进行了分析，研究发现增大侧边连接高度能够有效减小梁端剪力，而且结构的刚度和承载力也随之增大。通过参数分析确定了X型屈曲约束钢板墙侧边连接高度的建议取值，提出了局部连接X型屈曲约束钢板墙初始刚度和屈服承载力的计算公式，分析结果表明提出的理论公式具有较高的准确性。此外，还提出了局部连接X型屈曲约束钢板墙的等效支撑模型用于进行结构简化分析。
关键词：X型屈曲约束钢板墙；局部连接；初始刚度；屈服承载力；等效支撑模型
基金：国家自然科学基金项目(51608180)；黑龙江八一农垦大学学成、引进人员科研启动计划课题(XDB-2017-05)。
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[5] 陆烨，李国强，孙飞飞.大高宽比屈曲约束组合钢板剪力墙的试验研究[J].建筑钢结构进展，2009,11(2):18-27.
[6] LIU WENYANG,LI GUOQIANG.Study on X-shape buckling restrained steel plate shear wall with two-side connections[C]//8th International Conference on Behavior of Steel Structures in Seismic Areas.Shanghai,2015.
[7] 刘文洋，李国强.屈曲约束钢板墙-钢筋混凝土框架结构滞回性能试验研究[J].建筑结构学报，2018,39(5):27-35.
[8] 刘文洋，李国强，陆烨.混凝土框架-屈曲约束钢板墙结构的位移限值[J].建筑结构，2018,48(2):60-65.
[9] 刘文洋，李国强.两边连接屈曲约束钢板墙的承载力和刚度计算[J].工程抗震与加固改造，2016,38(3):49-54.
[10] PARK H G,KWACK J H,JEON S W,et al.Framed steel plate wall behavior under cyclic lateral loading[J].Journal of Structural Engineering,2007,133(3):378-388.
[11] PRIESTLEY M J N,PARK R.Strength and ductility of concrete bridge columns under seismic loading[J].ACI Structural Journal,1987,84(1):61-76.
[12] 李国强，刘文洋，陆烨，等.两边连接屈曲约束钢板剪力墙受力机理与等效支撑模型[J].建筑结构学报，2015,36(4):33-41.
Research on mechanical behavior of partially connected X-shape buckling restrained steel plate shear wall
Abstract: Connecting the X-shape buckling restrained steel plate shear wall(XBRW) to boundary beams on the top and bottom sides, and to boundary columns at local part on the left and right sides, which is the partially connected XBRW(PXBRW). Partial connection on the left and right sides could avoid the excessive shear force at the beam end for buckling restrained steel plate shear wall with two-side connections. Moreover, the weakening of the middle part of XBRW also avoids the damage at the corners of buckling restrained steel plate shear wall. The mechanical behavior of PXBRW was analyzed by finite element simulation. It indicated that increasing the side connection height could effectively reduce the shear force at beam ends. Meanwhile, the stiffness and bearing capacity of structure also increased. By parametric analysis, the recommended value of side connection height of PXBRW was determined, and the formulas for initial stiffness and yield capacity of PXBRW were proposed. The analysis results show that the proposed theoretical formulas can be used to calculate the initial stiffness and yield capacity of PXBRW with adequate accuracy. Furthermore, an equivalent brace model of PXBRW was presented for simplified structural analysis.
Keywords: X-shape buckling restrained steel plate shear wall; partial connection; initial stiffness; yield capacity; equivalent brace model
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