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浙江大学学报(工学版)
Journal of ZheJiang University (Engineering Science)  2021, Vol. 55 Issue (8): 1407-1418    DOI: 10.3785/j.issn.1008-973X.2021.08.001
    
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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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     
Received: 12 March 2021      Published: 01 September 2021
CLC:  TU 391  
Fund:  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）
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Wei WANG
Hao-tian ZHAO
Chao-chao QUAN
Hong-lai SONG
Yu LI
Yi-xiang ZHOU
Cite this article:

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.

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


墙趾可更换竖波钢板剪力墙抗剪承载力

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 
Fig.1 Specific structure and geometric dimension of CSPSW
Fig.2 Specific structure and geometric dimension of RCSPSW
Fig.3 Specific structure and geometric dimension of damper
Fig.4 Working mechanism of damper
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
Tab.1 Material properties of steel specimens
Fig.5 Experiment loading device of shear wall specimen
Fig.6 Deformation phenomenon in failure stage of CSPSW
Fig.7 Deformation of RCSPSW during loading
Fig.8 Load-displacement hysteretic curves of CSPSW and RCSPSW
Fig.9 Comparison of load-displacement skeleton curves between CSPSW and RCSPSW
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
Tab.2 Characteristic points and displacement ductility coefficient of specimens
Fig.10 Calculation of equivalent viscosity damping coefficient
Fig.11 Equivalent viscous damping coefficient-hysteresis loop number curve
Fig.12 Comparison of stiffness degradation curves between CSPSW and RCSPSW
Fig.13 Comparison of strength degradation curves between CSPSW and RCSPSW
Fig.14 Finite element model of RCSPSW
Fig.15 Comparison between finite element calculation and experimental results
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
Tab.3 Comparison of simulated and experimented characteristic points
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
Tab.4 Parameters of RCSPSW finite element model
Fig.16 Geometric parameters of corrugated steel plate
Fig.17 Effect of corrugated angle of embedded vertical corrugated steel plate
Fig.18 Stress nephogram of embedded vertical corrugated steel plate　　　　　　
Fig.19 Effect of embedded vertical corrugated steel plate thickness
Fig.20 Effect of damper web thickness
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
Tab.5 Comparison between simulated and calculated shear capacity of RCSPSW
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