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浙江大学学报(工学版)
浙江大学学报(工学版)  2021, Vol. 55 Issue (8): 1407-1418    DOI: 10.3785/j.issn.1008-973X.2021.08.001
土木工程、交通工程     
墙趾可更换竖波钢板剪力墙抗剪承载力
王威(),赵昊田,权超超,宋鸿来,李昱,周毅香
西安建筑科技大学 土木工程学院，陕西 西安 710055
Shear bearing capacity of vertical corrugated steel plate shear wall with replaceable toe
Wei WANG(),Hao-tian ZHAO,Chao-chao QUAN,Hong-lai SONG,Yu LI,Yi-xiang ZHOU
School of Civil Engineering, Xi'an University of Architecture and Technology, Xi'an 710055, China
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摘要：

针对钢板剪力墙在地震作用下墙趾容易出现应力集中，导致剪力墙局部屈曲和脆性破坏的问题，设计墙趾可更换竖波钢板剪力墙，即在剪力墙墙趾塑性区安装耗能阻尼器. 通过拟静力试验将墙趾可更换竖波钢板剪力墙与传统竖波钢板剪力墙的抗震性能进行对比. 研究墙趾可更换竖波钢板剪力墙的破坏模式、滞回性能、延性和耗能能力、强度和刚度退化以及墙趾阻尼器的可更换性. 试验结果表明：与传统竖波钢板剪力墙相比，墙趾阻尼器的安装不仅可以显著提升墙趾可更换竖波钢板剪力墙的抗侧刚度，也能进一步加强其抵抗面外失稳的能力. 利用ABAQUS有限元软件详细讨论墙趾可更换竖波钢板剪力墙波形钢板厚度、波角、阻尼器腹板厚度对抗剪承载力的影响，并给出墙趾可更换竖波钢板剪力墙的抗剪承载力计算公式.
关键词： 竖波钢板剪力墙;  耗能阻尼器;  拟静力试验;  有限元分析;  抗剪承载力公式    
Abstract:

The toe of steel plate shear wall structure was prone to stress concentration, resulting in local buckling and brittle failure under earthquake. A new type of vertical corrugated steel plate shear wall with replaceable toe was proposed. The seismic performance of vertical corrugated steel plate shear wall with replaceable toe was compared with that of traditional vertical corrugated steel plate shear wall through quasi-static test. The failure mode, the hysteretic behavior, the ductility and energy dissipation capacity, the strength and stiffness degradation and the replaceability of replaceable toe dampers of vertical corrugated steel plate shear wall with replaceable toe were studied. Test results showed that, compared with the traditional vertical corrugated steel plate shear wall, the installation of dampers can not only significantly improve the lateral stiffness of the vertical corrugated steel plate shear wall with replaceable toe, but also further enhance its ability to resist out-of-plane instability. The influence of thickness of corrugated steel plate, corrugated angle and thickness of damper web on shear capacity of vertical corrugated steel plate shear wall with replaceable toe was discussed in detail by using ABAQUS finite element software, and the shear capacity formula of vertical corrugated steel plate shear wall with replaceable toe was given.
Key words: vertical corrugated steel plate shear wall    energy dissipation damper    quasi-static testing    finite element analysis    formula of shear bearing capacity
收稿日期: 2021-03-12 出版日期: 2021-09-01
CLC:  TU 391  
基金资助: 国家自然科学基金资助项目（51578449，51878548）；陕西省自然科学基础研究计划重点资助项目（2018JZ5013）
作者简介: 王威（1972—），男，教授，博士，从事高层结构抗震设计研究. orcid.org/0000-0002-6989-6234. E-mail: wangwgh1972@163.com
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引用本文:

王威,赵昊田,权超超,宋鸿来,李昱,周毅香. 墙趾可更换竖波钢板剪力墙抗剪承载力[J]. 浙江大学学报(工学版), 2021, 55(8): 1407-1418.

Wei WANG,Hao-tian ZHAO,Chao-chao QUAN,Hong-lai SONG,Yu LI,Yi-xiang ZHOU. Shear bearing capacity of vertical corrugated steel plate shear wall with replaceable toe. Journal of ZheJiang University (Engineering Science), 2021, 55(8): 1407-1418.

链接本文:

https://www.zjujournals.com/eng/CN/10.3785/j.issn.1008-973X.2021.08.001    或    https://www.zjujournals.com/eng/CN/Y2021/V55/I8/1407

图 1  CSPSW的具体构造及几何尺寸图
图 2  RCSPSW的具体构造及几何尺寸图
图 3  墙趾阻尼器具体构造及几何尺寸
图 4  阻尼器工作机理
ts/mm E/(105 MPa) fy/MPa fu/MPa
3 2.06 292.51 405.13
6 2.21 285.61 400.65
10 2.09 287.37 395.77
表 1  钢材试件的材料性能
图 5  剪力墙试件加载装置
图 6  CSPSW破坏阶段变形现象
图 7  加载过程中RCSPSW变形现象
图 8  CSPSW和RCSPSW荷载-位移滞回曲线
图 9  CSPSW和RCSPSW荷载-位移骨架曲线对比
试件 加载方向 Fy/kN Δy/mm Fu/kN Δu/mm Fd/kN Δd/mm λ Δd/Δy
CSPSW 推 351.8 25.19 365.70 28.51 290.10 34.73 1/61 1.378
拉 ?373.1 ?31.15 ?393.30 ?28.51 ?320.60 ?38.01 1/55 1.221
平均 362.4 28.17 379.50 28.51 305.30 36.37 1/58 1.299
RCSPSW
更换前 		推 350.1 12.86 405.60 23.71 ? ? ? ?
拉 ?346.3 ?14.11 ?395.33 ?23.71 ? ? ? ?
平均 348.1 13.48 400.40 23.71 ? ? ? ?
RCSPSW
更换后 		推 332.1 10.26 370.10 14.06 299.70 27.72 1/77 2.711
拉 ?275.7 ?11.23 ?317.20 ?14.05 ?233.30 ?29.37 1/72 2.316
平均 303.9 10.75 343.60 14.06 266.50 28.55 1/75 2.508
表 2  试件特征点及位移延性系数
图 10  等效黏性阻尼系数计算
图 11  等效黏滞阻尼系数-滞回圈数曲线
图 12  CSPSW和RCSPSW刚度退化曲线对比
图 13  CSPSW和RCSPSW强度退化曲线对比
图 14  RCSPSW有限元模型
图 15  有限元计算结果和试验结果对比
类型 屈服点 峰值点 极限点
Fy/kN Δy/mm Fu/kN Δu/mm Fd/kN Δd/mm
模拟值 368.30 8.10 406.50 13.82 318.60 28.88
试验值 332.10 10.26 370.10 14.06 299.70 27.72
模拟值/试验值 1.11 0.79 1.09 0.98 1.06 1.04
表 3  试验与模拟特征点对比
模型编号 θc/(°) t/mm tc/mm
M45-3-6 45 3 6
M45-4-6 45 4 6
M45-5-6 45 5 6
M45-6-6 45 6 6
M45-7-6 45 7 6
M30-3-6 30 3 6
M60-3-6 60 3 6
M90-3-6 90 3 6
M45-3-3 45 3 3
M45-3-4 45 3 4
M45-3-5 45 3 5
M45-3-7 45 3 7
表 4  RCSPSW有限元模型参数
图 16  波形钢板几何参数
图 17  内嵌竖向波形钢板波角的影响
图 18  内嵌竖向波形钢板应力云图
图 19  内嵌竖向波形钢板厚度的影响
图 20  阻尼器腹板厚度的影响
模型编号 Fu Fuf Fu/Fuf
M45-3-6 406.5 410.6 0.99
M45-4-6 544.4 533.7 1.02
M45-5-6 631.9 620.7 1.02
M45-6-6 697.1 689.1 1.01
M45-7-6 745.2 755.8 0.98
M30-3-6 337.2 337.8 0.99
M60-3-6 436.2 399.6 1.09
M90-3-6 425.4 380.7 1.11
M45-3-3 350.5 345.7 1.01
M45-3-4 375.8 375.9 1.00
M45-3-5 401.2 385.6 1.04
M45-3-7 451.9 434.0 1.04
M45-3-7 451.9 434.0 1.04
表 5  RCSPSW抗剪承载力模拟值与计算值的对比
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