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CFRP加固震损非延性RC框架抗震性能试验研究

陈伟宏 乔泽惠 首维荣

陈伟宏, 乔泽惠, 首维荣. CFRP加固震损非延性RC框架抗震性能试验研究[J]. 西南交通大学学报, 2020, 55(5): 1009-1016. doi: 10.3969/j.issn.0258-2724.20181068
引用本文: 陈伟宏, 乔泽惠, 首维荣. CFRP加固震损非延性RC框架抗震性能试验研究[J]. 西南交通大学学报, 2020, 55(5): 1009-1016. doi: 10.3969/j.issn.0258-2724.20181068
CHEN Weihong, QIAO Zehui, SHOU Weirong. Experimental Study on Seismic Performance of Carbon Fibre Reinforced Plastics-Retrofitted Earthquake-Damaged Non-ductile Reinforced Concrete Frames[J]. Journal of Southwest Jiaotong University, 2020, 55(5): 1009-1016. doi: 10.3969/j.issn.0258-2724.20181068
Citation: CHEN Weihong, QIAO Zehui, SHOU Weirong. Experimental Study on Seismic Performance of Carbon Fibre Reinforced Plastics-Retrofitted Earthquake-Damaged Non-ductile Reinforced Concrete Frames[J]. Journal of Southwest Jiaotong University, 2020, 55(5): 1009-1016. doi: 10.3969/j.issn.0258-2724.20181068

CFRP加固震损非延性RC框架抗震性能试验研究

doi: 10.3969/j.issn.0258-2724.20181068
基金项目: 国家自然科学基金(51408131)
详细信息
    作者简介:

    陈伟宏(1980—),男,副研究员,博士,研究方向为混凝土结构抗震与加固,E-mail:chenweihong1980@163.com

  • 中图分类号: TU375.4

Experimental Study on Seismic Performance of Carbon Fibre Reinforced Plastics-Retrofitted Earthquake-Damaged Non-ductile Reinforced Concrete Frames

  • 摘要: 为了研究碳纤维增强复合材料(CFRP)加固震损非延性钢筋混凝土(RC)框架抗震性能,制作并完成了1榀1/2缩尺两层两跨非延性RC框架子结构试件加固前后的拟静力试验. 将试件加载至峰值承载力,对采用外包CFRP法对震损节点处进行加固后的试件进行试验研究,获得了CFRP加固震损非延性RC框架的破坏形态与滞回曲线,分析了其刚度、强度、延性和耗能等抗震性能指标,并与完好结构进行对比. 分析结果表明:CFRP加固对提高震损非延性钢筋混凝土框架结构的最大水平承载力、初始刚度有限,对其耗能能力提升明显;加固结构的平均位移延性系数为2.81;当其最大层间位移角到达1/50时,加固结构依然具有较大的安全储备空间,加固后的震损非延性RC框架结构可以用于地震区.

     

  • 图 1  试件的设计尺寸与配筋

    Figure 1.  Design dimensions and reinforcement of specimen

    图 2  试件试验现场

    Figure 2.  Photograph of testing frame

    图 3  未加固试件试验现象

    Figure 3.  Test observations of the control specimen without CFRT reinforcement

    图 4  加固试件试验现象

    Figure 4.  Test observations of CFRP-retrofitted specimen

    图 5  滞回曲线及骨架曲线

    Figure 5.  Hysteresis loops and skeleton curves

    图 6  承载力退化系数

    Figure 6.  Strength degradation coefficient

    图 7  刚度退化

    Figure 7.  Stiffness degeneration

    图 8  能量耗散

    Figure 8.  Energy dissipation

    图 9  等效黏滞阻尼系数

    Figure 9.  Equivalent viscous damping coefficient

    表  1  各试件力学特征点

    Table  1.   Behavior of the specimens at different characteristic points

    试件状态方向开裂点屈服点峰值点极限点
    Pcr/kNΔcr/mmPy/kNΔy/mmPm/kNΔm/mmPu/kNΔu/mm
    未加固 97.5 21.6 135.0 42.3
    −19.0 −2.7 −75.8 −19.8 −110.8 −49.4
    加固 117.8 25.5 141.3 41.9 120.1 70.5
    −56.7 −9.6 −93.5 −24.4 −113.6 −48.2 −96.7 −69.4
     注:Pcr Δcr 为开裂荷载和开裂荷载对应的位移;Py Δy 为屈服荷载和屈服荷载对应的位移;Δm 为峰值荷载对应的位 移;Δu 为极限位移.
    下载: 导出CSV

    表  2  特征点刚度

    Table  2.   Measured stiffness at characteristic points kN•mm−1

    试件状态方向开裂点屈服点峰值点极限点
    未加固4.503.19
    7.013.832.24
    加固4.623.371.70
    5.893.832.351.39
    下载: 导出CSV

    表  3  加固试件延性系数

    Table  3.   Ductility coefficients of CFRP-retrofitted earthquake-damaged specimen

    方向$\varDelta_{\mathrm{u} }$$\varDelta_{\mathrm{y} }$$ \mu $$\bar \mu $
    70.51 25.49 2.77 2.81
    −69.42 −24.41 2.84
    下载: 导出CSV

    表  4  延性系数最小值

    Table  4.   Minimum value of ductility coefficients

    箍筋形式一级二级三级
    矩形普通箍筋2.572.362.18
    矩形复合箍筋2.091.841.75
    下载: 导出CSV

    表  5  加固试件极限状态层间位移角

    Table  5.   Ultimate story drift ratio of CFRP-retrofitted earthquake-damaged specimen

    位置位移/mm层间位移角
    第 1 层 −38.68 1/38.78
    第 2 层 30.88 1/48.58
    下载: 导出CSV

    表  6  加固试件特征点Ehe

    Table  6.   E and he characteristic points of reinforced specimen

    试件
    状态
    屈服点峰值点极限点
    E/
    (kN•mm−1)
    heE/
    (kN•mm−1)
    heE/
    (kN•mm−1)
    he
    未加固 730.2 0.050 2 525.0 0.070
    加固 1 297.6 0.080 3 940.5 0.100 6 509.5 0.136
    比率 1.78 1.60 1.56 1.43
    下载: 导出CSV
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出版历程
  • 收稿日期:  2018-12-12
  • 修回日期:  2019-04-03
  • 网络出版日期:  2019-04-13
  • 刊出日期:  2020-10-01

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