带环形阻尼器的装配式高强钢板剪力墙抗震性能研究

郁银泉; 马晓飞; 张爱林; 王喆

doi:10.6052/j.issn.1000-4750.2021.11.0846

带环形阻尼器的装配式高强钢板剪力墙抗震性能研究

doi: 10.6052/j.issn.1000-4750.2021.11.0846

郁银泉^1,,
马晓飞^{1, 2, ,},
张爱林^2,,
王喆^1,

1.
中国建筑标准设计研究院有限公司，北京 100048
2.
北京建筑大学土木与交通工程学院，北京 100044

基金项目: 国家重点研发计划项目(2018YFC0705501)；中国建筑标准设计研究院自立课题项目(2021104)

详细信息

作者简介:
郁银泉(1962−)，男，江苏人，教授级工程师，学士，从事标准规范、图集编制和结构工程设计(E-mail: yuyq@cbs.com.cn)

张爱林(1961−)，男，山东人，教授，博士，博导，从事大跨度预应力与高层装配式钢结构的研究(E-mail: zhangailin@bucea.edu.cn)

王　喆(1976−)，男，北京人，教授级工程师，硕士，从事标准规范、图集编制和结构工程设计(E-mail: wangz@cbs.com.cn)

通讯作者:
马晓飞(1988−)，男，河北人，工程师，博士，从事装配式钢结构方面研究(E-mail: maxf@cbs.com.cn)

中图分类号: TU391
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- HTML全文浏览量: 92
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- 被引次数: 0
出版历程
- 收稿日期: 2021-11-01
- 修回日期: 2022-03-08
- 录用日期: 2022-03-25
- 网络出版日期: 2022-03-25
- 刊出日期: 2023-06-25

SEISMIC PERFORMANCE OF PREFABRICATED HIGH STRENGTH STEEL PLATE SHEAR WALL WITH ANNULAR DAMPERS

YU Yin-quan^1
,,
MA Xiao-fei^{1, 2
, ,},
ZHANG Ai-lin^2
,,
WANG Zhe^1
,

1.
China Institute of Building Standard and Research, Beijing 100048, China
2.
School of Civil and Transportation Engineering, Beijing University of Civil Engineering and Architecture, Beijing 100044, China

摘要

摘要: 钢板剪力墙因具有良好的抗震性能被大量应用到高层建筑和高烈度区域。为解决装配式钢板剪力墙滞回曲线捏缩、平面外屈曲问题，该文提出一种带环形阻尼器的装配式高强钢板剪力墙。针对该装配式高强钢板剪力墙，变化高厚比和钢材牌号对其进行拟静力荷载作用下抗震性能有限元和试验研究，分析破坏模式、滞回曲线、骨架曲线、刚度退化、耗能性能和延性。研究结果表明：该装配式高强钢板剪力墙内嵌板环形阻尼器和边界连接板带屈服破坏，其他构件完好；滞回曲线饱满，位移延性系数在5.7~8.7，抗震性能良好；提出的抗剪承载力计算公式简单明了、概念明确，与有限元模拟和试验吻合良好。
- 钢板剪力墙 /
- 装配式 /
- 高强钢 /
- 抗震性能 /
- 设计方法
Abstract: Steel plate shear walls have been widely adopted in high-rise buildings and high intensity areas due to their good seismic performance. In order to avoid hysteretic curve pinching and buckling of prefabricated steel plate shear wall, a prefabricated high-strength steel plate shear wall with annular dampers is proposed. Both finite element analysis and experiments under low cyclic loading were carried out by changing the ratio of height to thickness and the steel grade. The failure mode, hysteresis curves, skeleton curves, stiffness degenerations, energy dissipation and ductility were analyzed. The results show that the annular dampers of the inner panel and the boundary connecting plate belts experience yield failure under low cyclic loading, while the other components remain intact. The hysteresis curves are full, and the displacement ductility coefficients are within the range from 5.7 to 8.7. Thus the prefabricated high-strength steel plate shear wall exhibits satisfying seismic performance. The proposed design formulas are simple with clear concept, which agree well with the finite element calculation and test results.
- steel plate shear wall /
- prefabrication /
- high strength steel /
- seismic performance /
- design method

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图 1 装配式钢结构

Figure 1. Prefabricated steel structure

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图 2 带环形阻尼器的装配式高强钢板剪力墙构造示意图

Figure 2. Configuration of prefabricated high-strength steel plate shear wall with annular dampers

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图 3 模型尺寸

Figure 3. Model dimensions

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图 4 有限元模型

Figure 4. Finite element model

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图 5 模型加载制度

Figure 5. Loading protocol of FE model

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图 6 破坏模式

Figure 6. Failure mode

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图 7 模型滞回曲线

Figure 7. Hysteretic curves of models

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图 8 骨架曲线

Figure 8. Skeleton curves

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图 9 刚度退化

Figure 9. Stiffness degenerations

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图 10 耗能性能

Figure 10. Dissipation capacity

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图 11 有限元与试验滞回曲线验证

Figure 11. Comparison of hysteretic curves between finite element analysis and test

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图 12 有限元与试验破坏对比

Figure 12. Comparison of failure between finite element analysis and test

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表 1 参数变化

Table 1. Parameters

模型编号	钢材牌号	内嵌板高厚比
SPSW-RD-1	Q460C	208
SPSW-RD-2	Q460C	156
SPSW-RD-3	Q460C	125
SPSW-RD-4	Q355B	208
SPSW-RD-5	Q355B	156
SPSW-RD-6	Q355B	125

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表 2 特征值

Table 2. Characteristic values

模型编号	屈服荷载/kN	极限荷载/kN	破坏荷载/kN
SPSW-RD-1	167.0	471.9	471.9
SPSW-RD-2	193.1	330.0	330.0
SPSW-RD-3	273.4	376.7	320.2
SPSW-RD-4	132.5	215.9	215.9
SPSW-RD-5	178.6	271.0	271.0
SPSW-RD-6	213.8	321.0	321.0

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表 3 位移延性

Table 3. Displacement ductility

模型编号	屈服位移/mm	极限位移/mm	位移延性系数μ
SPSW-RD-1	7.0	60.0	8.6
SPSW-RD-2	7.4	59.4	8.0
SPSW-RD-3	10.2	57.7	5.7
SPSW-RD-4	6.9	60.0	8.7
SPSW-RD-5	7.4	60.0	8.1
SPSW-RD-6	7.4	60.0	8.1

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表 4 抗剪承载力对比

Table 4. Comparison of shear capacities

模型	理论值/kN	模拟值/kN	理论值/模拟值
SPSW-RD-1	185.0	178.7	1.03
SPSW-RD-2	246.7	244.3	1.01
SPSW-RD-3	308.4	281.5	1.10
SPSW-RD-4	142.8	136.5	1.05
SPSW-RD-5	190.4	179.2	1.06
SPSW-RD-6	238.0	216.0	1.11

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表 5 试验材料性能

Table 5. Test materials

10 mm内嵌板	屈服强度f_y/MPa	极限强度f_u/MPa	弹性模量E_s/MPa	断裂伸长率/(%)
10 mm内嵌板	381.9	510.2	2.06×10⁵	23.4

C30混凝土	立方体抗压强度f_cu/MPa	轴心抗压强度f_c/MPa	轴心抗拉强度f_t/MPa	弹性模量E_c/MPa
C30混凝土	42.18	28.21	2.42	3.31×10⁴

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表 6 试验与有限元抗剪承载力对比

Table 6. Comparison of shear capacities between test and finite element analysis

模型参数	理论值/kN	试验值/kN	模拟值/kN
10 mm/Q355B	256	253	221

比值	理论/试验	理论/模拟	试验/模拟
比值	1.01	1.16	1.15

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