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浙江大学学报(工学版)
Journal of ZheJiang University (Engineering Science)  2023, Vol. 57 Issue (1): 122-132    DOI: 10.3785/j.issn.1008-973X.2023.01.013
    
Experimentalrimental research on hysteric performance of mild steel damper for shear wall vertical connection
Hong-mei XIAO(),Li-meng ZHU*(),Chun-wei ZHANG
School of Civil Engineering, Qingdao University of Technology, Qingdao 266520, China
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Abstract  

A tension-compression type demountable mild steel damper for shear wall vertical connections was proposed and could highly increase this structure’s energy dissipation ability. A loading structure with high strength and three pairs of damper specimens with different limb geometrical shapes were designed based on the lever principle in order to analyze the hysteric behavior of this tension-compression damper. The structure can enlarge the displacement load. The bolt connection boundary condition and the tension-compression cyclic loading process were simulated. These specimens were respectively installed on the loading structure and tested in the same condition to analyze their failure modes, strength, ductility, energy dissipation ability and the reliability of the bolt connection. Their cyclic load-displace curves, skeleton curves, stiffness degradation curves, strength and ductility coefficients were utilized to evaluate their bearing and energy dissipating abilities. The influence of the limb geometrical shape on their mechanical behavior was analyzed. The finite element model was constructed to simulate the dampers’ failure behavior. The buckling of damper limbs was analyzed as the typical failure mode. The Z-type mild steel damper exhibits higher buckling-restrained and energy dissipating ability than that of the other two types, make full use of the material performance of low yield point steel, and could be rapidly replaced after being damaged.

Key words： resilient prefabricated shear wall      vertical connection structure      seismic resilience      mild steel damper      damage-control ability      replaceability     
Received: 24 February 2022      Published: 17 January 2023
CLC:  TU 352  
Fund:  国家重点研发计划资助项目（2019YFE0112400）；山东省重点研发计划(重大科技创新工程)资助项目（2021CXGC011204）
Corresponding Authors: Li-meng ZHU     E-mail: xiaohongmei@qut.edu.cn;zhulimeng@qut.edu.cn
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Hong-mei XIAO
Li-meng ZHU
Chun-wei ZHANG
Cite this article:

Hong-mei XIAO,Li-meng ZHU,Chun-wei ZHANG. Experimentalrimental research on hysteric performance of mild steel damper for shear wall vertical connection. Journal of ZheJiang University (Engineering Science), 2023, 57(1): 122-132.

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https://www.zjujournals.com/eng/10.3785/j.issn.1008-973X.2023.01.013     OR     https://www.zjujournals.com/eng/Y2023/V57/I1/122


剪力墙竖向连接软钢阻尼器滞回性能试验研究

提出应用于剪力墙竖向韧性连接体的易拆装的拉压耗能软钢阻尼器. 为了研究拉压荷载作用下该阻尼器的滞回性能，基于杠杆原理，设计制作能放大加载位移的高承载销轴-钢梁加载装置和3对不同耗能肢形状的试件，模拟阻尼器的螺栓连接边界和拉压往复受力过程. 将阻尼器试件同条件依次安装并开展拟静力循环往复加载试验，研究试件的破坏模式、 强度及变形能力、耗能特性及螺栓连接的可靠性，获得试件的滞回曲线、骨架曲线、刚度退化曲线、承载力及延性系数等. 对阻尼器的耗能承载能力进行评价分析，研究耗能肢型体参数对力学性能的影响. 建立有限元模型，模拟阻尼器的失效行为. 结果表明，阻尼器以耗能肢屈曲为典型破坏模式，Z型耗能肢阻尼器与其他2种耗能肢形状的阻尼器相比，具备更好的防屈曲性能和耗能能力，能够发挥低屈服点钢材的力学性能，震损后可以快速更换.


关键词： 韧性装配式剪力墙,  竖向连接结构,  抗震韧性,  软钢阻尼器,  损伤可控,  可更换功能 
Fig.1 Deformation mechanism and schematic diagram of shear wall vertical connection structures
Fig.2 Geometrical dimension of mild steel damper specimen
分组 试件 编号 加载位置 耗能 肢型 Lh/mm Lb/mm n
1 ZN01-T 顶部 I型 50 15 7
1 ZN01-B 底部 I型 50 15 3
2 ZN02-T 顶部 Z型 50 15 3
2 ZN02-B 底部 Z型 50 15 3
3 ZN03-T 顶部 斜柱型 50 15 3
3 ZN03-B 底部 斜柱型 50 15 3
Tab.1 Geometric parameter of mild steel damper specimen
试件 t /mm fy/MPa fu/MPa fu/fy Es/MPa ζ /%
LP1 10 122.5 265.1 2.14 211960 51.2
LP2 10 127.7 268.7 2.10 227331 49.8
LP3 10 126.5 266.3 2.11 211049 49.1
均值 10 125.6 266.7 2.12 216870 50.0
Tab.2 Material testing data of LYP steel
Fig.3 Test system of damper cyclic loading
Fig.4 Mechanism of calculating damper loading-displacement curves
Fig.5 Test loading protocols of acuators
Fig.6 Arrangement of measuring points (top loading)
Fig.7 Skeleton curves
Fig.8 Failure modes of dampers
Fig.9 Out-of-plane buckling displacement of limbs after failure
Fig.10 Axial force-displacement hysteretic loops of dampers with different types
Fig.11 Stiffness degradation curves
Fig.12 Accumulated energy consumed curves
Fig.13 Energy dissipation coefficient
试件编号 加载方向 ${\varDelta _{\rm{y}}}/{\text{mm}}$ ${N_{\rm{y}}}/{\text{kN}}$ ${\varDelta _{\max }}/{\text{mm}}$ ${N_{\max }}/{\text{kN}}$ ${\varDelta _{\rm{u}}}/{\text{mm} }$
ZN01-T 拉 1.41 88.81 5.63 102.69 9.04
ZN01-T 压 ?0.39 ?90.6 ?3.61 ?107.63 ?5.97
ZN02-T 拉 1.59 86.49 5.65 108.49 10.20
ZN02-T 压 ?0.57 ?89.05 ?3.89 ?107.67 ?8.07
ZN03-T 拉 1.50 88.47 4.97 104.65 9.89
ZN03-T 压 ?0.46 ?87.46 ?2.96 ?110.94 ?6.65
ZN02-B 拉 1.64 88.34 4.51 106.47 10.03
ZN02-B 压 ?0.52 ?89.54 ?3.08 ?106.64 ?8.30
Tab.3 Axial force and displacement eigenvalues of specimens
试件编号 $ {N_{\rm{y}}} $ /kN $ {N_{\max }} $ /kN ${ { {N_{\max } } }/ { {N_{\text{y} } } } }$
单个 同型 单个 同型 单个 同型
ZN01-T 89.70 89.70 105.16 105.16 1.17 1.17
ZN02-T 87.77 88.36 108.10 107.33 1.23 1.22
ZN02-B 88.94 88.36 106.56 107.33 1.20 1.22
ZN03-T 86.35 87.97 107.80 107.80 1.25 1.22
Tab.4 Mean bearing capacity eigenvalue of specimens
试件编号 ${\varDelta _{\rm{y}}}/{\text{mm}}$ ${\varDelta _{\max }}/{\text{mm}}$ ${\varDelta _{\rm{u}}}/{\text{mm}}$ $\;\mu $
同个 同型
ZN01-T 0.90 4.62 7.51 8.34 8.34
ZN02-T 1.08 4.77 9.14 8.46 8.52
ZN02-B 1.07 3.80 9.16 8.57 8.52
ZN03-T 0.98 3.96 8.25 8.45 8.45
Tab.5 Mean axial displacement eigenvalue of specimens
Fig.14 Finite element model of loading system for damper specimens
Fig.15 Comparison between skeleton curves of damper specimens and simulated monotonic loading curves
Fig.16 Simulation results of failure mode of damper specimens
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