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CFRP筋增强ECC梁弯曲性能试验研究

周甲佳 温金鑫 景川 赵军

周甲佳, 温金鑫, 景川, 等. CFRP筋增强ECC梁弯曲性能试验研究[J]. 复合材料学报, 2023, 40(2): 978-989. doi: 10.13801/j.cnki.fhclxb.20220324.003
引用本文: 周甲佳, 温金鑫, 景川, 等. CFRP筋增强ECC梁弯曲性能试验研究[J]. 复合材料学报, 2023, 40(2): 978-989. doi: 10.13801/j.cnki.fhclxb.20220324.003
ZHOU Jiajia, WEN Jinxin, JING Chuan, et al. Experimental study on flexural performance of ECC beams reinforced with CFRP bars[J]. Acta Materiae Compositae Sinica, 2023, 40(2): 978-989. doi: 10.13801/j.cnki.fhclxb.20220324.003
Citation: ZHOU Jiajia, WEN Jinxin, JING Chuan, et al. Experimental study on flexural performance of ECC beams reinforced with CFRP bars[J]. Acta Materiae Compositae Sinica, 2023, 40(2): 978-989. doi: 10.13801/j.cnki.fhclxb.20220324.003

CFRP筋增强ECC梁弯曲性能试验研究

doi: 10.13801/j.cnki.fhclxb.20220324.003
基金项目: 国家自然科学基金(51708510);中原千人计划-中原科技创新领军人才项目(ZYQR201912029);教育部长江学者和创新团队发展计划项目(IRT_16R67);河南省高校科技创新团队支持计划(20IRTSTHN009)
详细信息
    通讯作者:

    赵军,博士,教授 ,博士生导师,研究方向为工程材料和结构的力学行为及应用  E-mail:zhaoj@zzu.edu.cn

  • 中图分类号: TU528

Experimental study on flexural performance of ECC beams reinforced with CFRP bars

Funds: National Natural Science Foundation of China (51708510); One Thousand Person Project of Henan Province (ZYQR201912029); Program for Changjiang Scholars and Innovative Research Team in University of Minister of Education of China (IRT_16R67); Program for Innovative Research Team (in Science and Technology) in University of Henan Province of China (20IRTSTHN009)
  • 摘要: 为研究碳纤维增强树脂复合材料(Carbon fiber reinforced polymer,CFRP)筋/超高韧性纤维增强水泥基复合材料(Engineered cementitious composite,ECC)梁的抗弯性能,对3根CFRP筋/ECC梁、1根玻璃纤维增强树脂复合材料(Glass fiber reinforced polymer,GFRP)筋/梁和1根CFRP筋混凝土梁进行了四点弯曲试验,分析了配筋率、纤维增强树脂复合材料(Fiber reinforced polymer,FRP)筋类型和基体类型对梁抗弯性能的影响。试验结果表明:CFRP筋/ECC梁与GFRP筋/ECC梁和CFRP筋混凝土梁类似,均经历了弹性阶段、带裂缝工作阶段和破坏阶段;配筋率对CFRP筋/ECC梁的受弯性能影响较大。随着配筋率的增加,CFRP筋/ECC梁的承载能力不断提高,延性性能逐渐减弱;ECC材料优异的应变硬化能力和受压延性,使得CFRP筋/ECC梁的极限承载能力和变形能力均优于CFRP筋混凝土梁;由于ECC材料多裂缝开裂能力,CFRP筋/ECC梁开裂后,纵筋表面应变分布比CFRP筋混凝土梁更均匀; 由于聚乙烯醇(Polyvinyl alcohol,PVA)纤维的桥联作用,CFRP筋/ECC梁破坏时,其表面出现了大量的细密裂缝,且能保持较好的完整性和自复位能力;正常使用阶段,CFRP筋/ECC梁的最大弯曲裂缝宽度均小于CFRP筋混凝土梁。最后,根据试验结果,建立了基于等效应力图的CFRP筋/ECC梁弯曲承载力简化计算模型,确定模型中的相关系数。由简化模型计算的极限承载力与试验结果具有较好的相关性。

     

  • 图  1  梁试件几何尺寸和构造

    ECC—Engineered cementitious composite; FRP—Fiber reinforced polymer; ϕ—Diameter

    Figure  1.  Geometry and structural details of specimen

    图  2  ECC材料单轴拉伸应力-应变曲线

    Specimen_1,2,3—Three tensile test samples

    Figure  2.  Tensile stress-strain curves of ECC samples

    图  3  试验装置

    Figure  3.  Test setup

    图  4  FRP筋增强ECC梁及FRP筋/混凝土梁弯矩-挠度曲线

    Figure  4.  Moment-deflection curves of ECC beams reinforced with FRP bars and concrete beam reinforced with FRP bars

    l0—Span of the tested beam

    图  5  不同荷载下FRP筋增强ECC梁和FRP筋/混凝土梁表面应变分布

    Figure  5.  Surface strain distributions of ECC beam reinforced with FRP bars and concrete beam reinforced with FRP bars under different loads

    图  6  FRP筋增强ECC梁和FRP筋/混凝土梁弯矩-纵筋应变曲线

    M/Mu—Normalized moment

    Figure  6.  Moment-strain curves of ECC beam reinforced with FRP bars and concrete beam reinforced with FRP bars

    图  7  FRP筋增强ECC梁和FRP筋/混凝土梁破坏模式

    Figure  7.  Typical failure modes of ECC beams reinforced with FRP bars and concrete beam reinforced with FRP bars

    图  8  FRP筋增强ECC梁和FRP筋/混凝土梁荷载-裂缝宽度曲线

    Figure  8.  Load-crack width curves of ECC beams reinforced with FRP bars and concrete beam reinforced with FRP bars

    图  9  ECC材料单轴应力-应变曲线

    fcr—Cracking strength; ftu—Tensile strength; εcr—Cracking strain; εtu—Ultimate tensile strain; σ0—Elastic compressive strength; ε0—Elastic compressive strain; εp—Strain corresponding to compressive strength; εc—Ultimate compressive strain; σc—Residual compressive strength; fcu—Uniaxial compressive strength

    Figure  9.  Uniaxial stress-strain curves of ECC

    图  10  破坏阶段梁截面上应力和应变分布

    Figure  10.  Stress and strain distribution of the tested beams at failure stage

    h, b—Height and width of the tesed ECC beams; εcs—Ultimate compressive strain of ECC; εcp— Compressive strain of ECC corresponding to the ultimate compressive strength; ε0.4—Elastic compressive strain of ECC; εf—Tensile strain of FRP rebar; εt—Tensile strain of ECC; εtc—Cracking strain of ECC; φ—Curvature of the beams; c—Height of the actual compression zone; σ0.4—Elastic ultimate strength of ECC under uniaxial compression; σcp—Uniaxial compressive strength of ECC; σcs—Residual compressive strength of ECC when reaches the ultimate compressive strain; σtc—Cracking strength ECC under uniaxial tension; σt—Tensile strength ECC; σf—Tensile stress of FRP rebars; Af—Cross-sectional area of FRP rebars; h0—Effective height of beam section; af—Distance from the resultant force point of FRP bars to the tensile edge of the beam; k1, k2, k3, k4, k5—Related material coefficients

    图  11  梁正截面抗弯承载力计算简图

    Figure  11.  Calculation diagram of flexural bearing capacity of beams

    x1—Compression zone height of ECC; x2—Tension zone height of ECC; α1 and α2—Coefficients of equivalent rectangular stress block for ECC

    表  1  梁试件主要参数

    Table  1.   Detailed parameters of tested beams

    SampleDimension of the
    beam/mm3
    FRP rebarMatrix typeLongitudinal
    bar
    Reinforcement
    ratio/%
    StirrupSupplementary
    reinforcement
    3CFRP(6)/ECC120×160×2000CFRPECC3Φ60.54Φ8@802Φ8
    2CFRP(10)/ECC120×160×2000CFRPECC2Φ101.01Φ8@802Φ8
    3CFRP(13)/ECC120×160×2000CFRPECC3Φ132.55Φ8@802Φ8
    3GFRP(10)/ECC120×160×2000GFRPECC3Φ101.51Φ8@802Φ8
    3CFRP(10)/PC120×160×2000CFRPConcrete3Φ101.51Φ8@802Φ8
    Notes: yCFRP(x)—Number of FRP rebars designed in the beam is y, x means the diameter of used FRP rebars; PC—Plain concrete; CFRP—Carbon fiber reinforced polymer; GFRP—Glass fiber reinforced polymer.
    下载: 导出CSV

    表  2  筋材基本力学参数

    Table  2.   Mechanical parameters of FRP rebars

    FRPD
    /mm
    ffu
    /MPa
    Ef
    /GPa
    εfu
    /%
    CFRP 62700.0163.61.65
    102436.0143.31.70
    132001.1132.52.00
    GFRP101080.0 50.02.00
    Notes: D—Diameter of FRP rebar; ffu—Tensile strength of FRP rebar; Ef—Elastic modulus of FRP rebar; εfu—Ultimate tensile strain of FRP rebar.
    下载: 导出CSV

    表  3  ECC配合比

    Table  3.   Mix proportion of ECC

    Cement
    +Fly ash
    Silica sandWaterFiberSuper-
    plasticizer
    10.20.280.0090.006
    下载: 导出CSV

    表  4  聚乙烯醇(PVA)纤维的材料性能

    Table  4.   Material properties of polyvinyl alcohol (PVA) fiber

    L
    /mm
    df
    /µm
    ffiber
    /MPa
    δf
    /%
    Efiber
    /GPa
    ρ
    /(g·cm−3)
    12391620742.81.6
    Notes: df—Diameter of PVA fiber; L—Length of PVA fiber; ρ—Density; ffiber—Tensile strength of fiber; Efiber—Elastic modulus of fiber; δf—Elongation of PVA fiber.
    下载: 导出CSV

    表  5  FRP筋增强ECC梁和FRP筋/混凝土梁试验结果

    Table  5.   Test results of ECC beam reinforced with FRP bars and concrete beam reinforced with FRP bars

    SampleMcr
    /(kN·m)
    Mu
    /(kN·m)
    Δcr
    /mm
    Δu
    /mm
    Failure mode
    3CFRP(6)/ECC1.0919.670.2938.40ECC crushed
    2CFRP(10)/ECC1.1322.830.3633.28ECC crushed
    3CFRP(13)/ECC1.1431.410.3728.73ECC crushed
    3GFRP(10)/ECC1.1120.760.4445.31ECC crushed
    3CFRP(10)/PC1.4221.920.2324.98Concrete crushed
    Notes: Mcr—Crack moment; Mu—Ultimate moment; Δcr—Crack deflection at mid-span; Δu—Ultimate deflection at mid span.
    下载: 导出CSV

    表  6  挠度为l0/200时各梁跨中位置CFRP筋应变

    Table  6.   Strain of CFRP rebar at mid-span of the tested beam with deflection l0/200

    SampleStrain of CFRP rebar at mid-span/10−6
    3CFRP(6)/ECC3065
    2CFRP(10)/ECC3066
    3CFRP(13)/ECC2349
    3GFRP(10)/ECC2660
    3CFRP(10)/PC3200
    下载: 导出CSV

    表  7  FRP筋/ECC梁受压区高度计算结果

    Table  7.   Calculation results of the actual compression zone height of ECC beams reinforced with FRP bars

    SampleReinforce-
    ment ratio/%
    c
    /
    mm
    cb
    /
    mm
    Failure
    mode
    3CFRP(6)/ECC0.5445.8537.36ECC crushed
    2CFRP(10)/ECC1.0153.7036.57ECC crushed
    3CFRP(13)/ECC2.5570.0532.45ECC crushed
    3GFRP(10)/ECC1.5144.5032.45ECC crushed
    Note: cb—Actual compression zone height at boundary failure.
    下载: 导出CSV

    表  8  FRP筋/ECC梁等效矩形应力图系数

    Table  8.   Equivalent rectangular stress coefficients of FRP rebar reinforced ECC beams

    SampleReinforcement ratio/%α1β1α2β2
    3GFRP(10)/ECC1.510.7680.8530.8280.925
    3CFRP(6)/ECC0.540.7680.8530.8200.927
    2CFRP(10)/ECC1.010.7680.8530.7840.938
    3CFRP(13)/ECC2.550.7680.8530.7350.954
    Notes: β1—Ratio of compression zone height to neutral axis height of ECC; β2—Ratio of calculation height to actual height of tension zone of ECC.
    下载: 导出CSV

    表  9  FRP筋/ECC梁极限承载力试验值与计算值对比

    Table  9.   Comparison of experimental and calculated ultimate bearing capacity of FRP bars reinforced ECC beams

    SampleMu,exp/(kN·m)Mu,cal/(kN·m)Mu,cal/Mu,exp
    3CFRP(6)/ECC19.6719.881.011
    2CFRP(10)/ECC22.8321.470.940
    3CFRP(13)/ECC31.4128.300.919
    3GFRP(10)/ECC20.7620.060.966
    Notes: Mu,exp—Test value of ultimate bending moment; Mu,cal—Calculated value of ultimate bending moment.
    下载: 导出CSV
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  • 收稿日期:  2022-01-17
  • 修回日期:  2022-02-19
  • 录用日期:  2022-03-02
  • 网络出版日期:  2022-03-25
  • 刊出日期:  2023-02-15

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