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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 (9): 1694-1704    DOI: 10.3785/j.issn.1008-973X.2021.09.011
土木工程、水利工程     
横波钢板混凝土剪力墙震损修复及抗侧刚度分析
王威(),宋鸿来,权超超,李昱,甄国凯,赵昊田
西安建筑科技大学 土木工程学院，陕西 西安 710055
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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摘要：

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    
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
收稿日期: 2020-10-08 出版日期: 2021-10-20
CLC:  TU 398.2  
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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王威
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甄国凯
赵昊田

引用本文:

王威,宋鸿来,权超超,李昱,甄国凯,赵昊田. 横波钢板混凝土剪力墙震损修复及抗侧刚度分析[J]. 浙江大学学报(工学版), 2021, 55(9): 1694-1704.

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.

链接本文:

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

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
表 1  试件钢材的力学性能
图 1  剪力墙尺寸及构造
图 2  可更换阻尼器尺寸及构造
图 3  阻尼器工作机理
图 4  试件加载装置
图 5  试件加载制度
图 6  可更换阻尼器与试件的连接示意图
图 7  3个试验阶段的试件破坏形态
图 8  试件的滞回曲线
图 9  试件的骨架曲线对比
图 10  试件的刚度退化对比
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
表 2  特征点的荷载和位移
图 11  试件的累积耗能能力比较
图 12  试件模型屈曲模态
图 13  RCSPCW-H2的试验和模拟滞回曲线对比
$F'_{\rm{p}} $/kN Fp/kN e/%
+431.78 +433.5 0.40
?431.78 ?431.16 0.14
表 3  RCSPCW-H2峰值载荷的试验和模拟结果对比
图 14  阻尼器波形钢板简化受力模型
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
表 4  不同参数下剪力墙的有效抗侧刚度比
图 15  修复后剪力墙影响参数相关性分析
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