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浙江大学学报(工学版)
Journal of ZheJiang University (Engineering Science)  2021, Vol. 55 Issue (9): 1694-1704    DOI: 10.3785/j.issn.1008-973X.2021.09.011
    
Seismic damage repair and lateral stiffness analysis of horizontal corrugated steel plate concrete composite shear wall
Wei WANG(),Hong-lai SONG,Chao-chao QUAN,yu LI,Guo-kai ZHEN,Hao-tian ZHAO
School of Civil Engineering, Xi'an University of Architecture and Technology, Xi'an 710055, China
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Abstract  

A shear horizontal corrugated steel plate concrete composite shear wall (CSPCW) was designed, in order to study the feasibility of rapid recovery of damaged corrugated steel plate concrete composite shear wall. First, a certain initial damage was applied to the CSPCW, then the damaged part of the wall toe was repaired and reformed to become a renewable corrugated steel plate composite shear wall (RCSPCW), and quasi-static loading was carried out. In order to verify the replaceable of the damper, the specimen was subjected to quasi-static loading again after replacing the damper when the interlayer displacement angle of RCSPCW reached 1.25%. Test results show that RCSPCW can concentrate the damage on the damper and improve the ductility and energy dissipation capacity of the shear wall. Moreover, the hysteretic curve of the specimen after the second damper replacement was fuller than that of the first damper replacement, which proves the feasibility of replacing the damper under rare earthquakes. ABAQUS was used to carry out numerical expansion analysis on the lateral stiffness of RCSPCW. It is found that the shear span ratio has the greatest influence and the volume steel content has the smallest influence.

Key words： corrugated steel plate      composite shear wall      earthquake damage repair      replaceable damper      lateral stiffness      numerical analysis     
Received: 08 October 2020      Published: 20 October 2021
CLC:  TU 398.2  
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资助项目（2018JZ5013）
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Wei WANG
Hong-lai SONG
Chao-chao QUAN
yu LI
Guo-kai ZHEN
Hao-tian ZHAO
Cite this article:

Wei WANG,Hong-lai SONG,Chao-chao QUAN,yu LI,Guo-kai ZHEN,Hao-tian ZHAO. Seismic damage repair and lateral stiffness analysis of horizontal corrugated steel plate concrete composite shear wall. Journal of ZheJiang University (Engineering Science), 2021, 55(9): 1694-1704.

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https://www.zjujournals.com/eng/10.3785/j.issn.1008-973X.2021.09.011     OR     https://www.zjujournals.com/eng/Y2021/V55/I9/1694


横波钢板混凝土剪力墙震损修复及抗侧刚度分析

为了研究震损横波钢板剪力墙构件快速恢复功能的可行性，设计横波钢板混凝土组合剪力墙（CSPCW）. 施加一定的初始损伤后，对墙趾受损部位进行修复改造使CSPCW成为带阻尼器钢板混凝土组合剪力墙（RCSPCW），并进行拟静力加载. 为了验证阻尼器的可更换性，在RCSPCW层间位移角达1.25%时，更换阻尼器后再次对试件进行拟静力加载. 试验结果表明：RCSPCW能够将损伤集中在阻尼器上，提升剪力墙延性及耗能能力. 第二次更换阻尼器试件的滞回曲线比第一次更换阻尼器的更饱满，证明罕遇地震下更换阻尼器的可行性. 采用ABAQUS对RCSPCW进行抗侧刚度数值拓展分析，发现剪跨比影响最大，体积含钢率影响最小.


关键词： 波形钢板,  组合剪力墙,  震损修复,  可更换阻尼器,  抗侧刚度,  数值分析 
材料 Es/105 MPa Fy /MPa Fu /MPa
8钢筋 2.06 313 450
16钢筋 2.00 420 550
Q235钢板 2.09 315 470
Tab.1 Mechanical properties of specimen steel
Fig.1 Specific dimensions and construction of shear wall
Fig.2 Specific dimensions and construction of replaceable damper
Fig.3 Damper working mechanism
Fig.4 Specimen loading device
Fig.5 Specimen loading system
Fig.6 Connection diagram of replaceable damper and specimen
Fig.7 Specimen damage form in three test phases
Fig.8 Hysteresis curves of specimen
Fig.9 Skeleton curve comparison of specimen
Fig.10 Stiffness degradation comparison of specimen
试件 Fcr/mm $\varDelta $cr/mm Fy/kN $\varDelta $y/mm FP/kN $\varDelta $p/mm Fu/kN $\varDelta $u/mm μ
CSPCW-H0 +250 +8.102 +5410.420 +10.24 +6010.85 +10.61 / / /
CSPCW-H0 ?250 ?5.410 ?544.160 ?18.68 ?647.52 ?16.50 / / /
RCSPCW-H1 +150 +8.105 +821.160 +14.00 / / / / /
RCSPCW-H1 ?150 ?5.180 ?812.200 ?14.54 / / / / /
RCSPCW-H2 / / +826.101 +18.50 +488.50 +86.17 +8100.62 +48.88 8.21
RCSPCW-H2 / / ?806.108 ?18.84 ?481.16 ?80.58 ?866.41 ?810.65 2.87
Tab.2 Load and displacement of characteristic points
Fig.11 Accumulation energy consumption comparison of specimen
Fig.12 Specimen model buckling mode
Fig.13 Hysteresis curve comparison of RCSPCW-H2 test and simulation
$F'_{\rm{p}} $/kN Fp/kN e/%
+431.78 +433.5 0.40
?431.78 ?431.16 0.14
Tab.3 Comparison of test and simulation results for RCSPCW-H2 peak load
Fig.14 Simplified mechanical model of corrugated steel plate of corner dampers
ρ/% k'/% k/%
n=0.1，λ=1.5 n=0.1，λ=2.0 n=0.1，λ=2.5 n=0.2，λ=1.5 n=0.2，λ=2.0 n=0.2，λ=2.5 n=0.3，λ=1.5 n=0.3，λ=2.0 n=0.3，λ=2.5
2.28 6.63 11.59 12.79 14.09 15.22 17.39 20.01 17.45 19.15 21.00
2.28 9.89 12.81 14.11 15.52 16.52 19.20 21.98 19.23 21.08 23.09
2.28 13.20 14.14 15.55 17.09 17.31 20.97 23.77 21.17 23.19 25.39
3.05 6.63 12.37 13.63 15.00 16.30 19.94 23.82 18.57 20.37 22.32
3.05 9.89 13.65 15.03 16.52 17.79 22.11 26.29 20.46 22.42 24.54
3.05 13.20 15.06 16.56 18.18 18.73 24.14 28.33 22.52 24.66 26.98
3.81 6.63 13.38 14.73 16.20 17.29 22.91 29.06 20.27 22.21 24.32
3.81 9.89 14.77 16.24 17.83 18.72 25.31 31.56 22.31 24.43 26.73
3.81 13.20 16.28 17.89 19.62 19.68 27.07 33.87 24.56 26.87 29.37
Tab.4 Effective lateral stiffness ratio of shear wall under different parameters
Fig.15 Parameter correlation analysis of repaired shear wall
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