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FRP非均匀约束海水海砂混凝土方柱轴压性能

杨俊龙 王吉忠 卢世伟 张丽华 王子茹

杨俊龙, 王吉忠, 卢世伟, 等. FRP非均匀约束海水海砂混凝土方柱轴压性能[J]. 复合材料学报, 2022, 39(6): 2801-2809. doi: 10.13801/j.cnki.fhclxb.20210708.004
引用本文: 杨俊龙, 王吉忠, 卢世伟, 等. FRP非均匀约束海水海砂混凝土方柱轴压性能[J]. 复合材料学报, 2022, 39(6): 2801-2809. doi: 10.13801/j.cnki.fhclxb.20210708.004
YANG Junlong, WANG Jizhong, LU Shiwei, et al. Axial compressive behavior of FRP nonuniformly wrapped seawater sea-sand concrete in square columns[J]. Acta Materiae Compositae Sinica, 2022, 39(6): 2801-2809. doi: 10.13801/j.cnki.fhclxb.20210708.004
Citation: YANG Junlong, WANG Jizhong, LU Shiwei, et al. Axial compressive behavior of FRP nonuniformly wrapped seawater sea-sand concrete in square columns[J]. Acta Materiae Compositae Sinica, 2022, 39(6): 2801-2809. doi: 10.13801/j.cnki.fhclxb.20210708.004

FRP非均匀约束海水海砂混凝土方柱轴压性能

doi: 10.13801/j.cnki.fhclxb.20210708.004
基金项目: 中央高校基本科研业务费项目(DUT20JC02)
详细信息
    通讯作者:

    王吉忠,博士,教授,研究方向为FRP-混凝土组合结构 E-mail:wangjz@dlut.edu.cn

  • 中图分类号: TU398+.9

Axial compressive behavior of FRP nonuniformly wrapped seawater sea-sand concrete in square columns

  • 摘要: 为扩大纤维增强树脂复合材料(FRP)-海水海砂混凝土(SSC)组合结构的应用范围,改善FRP约束海水海砂混凝土柱脆性破坏特性,对碳纤维增强树脂复合材料(CFRP)非均匀约束海水海砂混凝土方柱的轴压性能进行了研究。试验结果表明:由于CFRP非均匀约束试件中沿高度方向CFRP厚度并不相等,因而整个破坏过程具有明显的预兆,故脆性行为得到明显改善。相比于相同体积率下的全包裹和条带约束试件,其具有更优越的力学性能,尤其是在净距比较小的情况下。随着外部CFRP条带净距的下降和层数的增加,试件的极限强度和变形能力显著提高。具体而言,由于FRP条带净距的降低导致试件的极限强度增幅在5.4%~18.5%不等,而在净距比固定状态下,当外部条带层数增大1倍后,极限强度与应变的最大增幅分别为15.8%和21.8%。最后基于试验数据,对现有部分代表性应力-应变模型对于非均匀约束混凝土的适用性进行了讨论,并给出了所有模型对于试件极限状态的预测精度与误差大小。

     

  • 图  1  CFRP非均匀约束SSC试件加固方案

    Figure  1.  Nonuniform wrapping schemes of CFRP nonuniformly wrapped SSC tested specimens

    图  2  加载装置与测点布置

    Figure  2.  Test setup and instrumentations

    图  3  CFRP非均匀约束SSC试件破坏模式

    Figure  3.  Failure modes of CFRP nonuniformly wrapped SSC specimens

    图  4  CFRP非均匀约束SSC试件轴向应力-轴向应变曲线

    Figure  4.  Axial stress-axial strain curves of CFRP nonuniformly wrapped SSC specimens

    图  5  不同约束形式下CFRP非均匀约束SSC试件试验结果对比

    Figure  5.  Comparison of CFRP nonuniformly wrapped SSC specimens under different wrapping schemes

    图  6  不同净距比下CFRP非均匀约束SSC试件极限状态对比

    Figure  6.  Comparison of ultimate conditions of CFRP nonuniformly wrapped SSC specimens under different clear spacing ratios

    图  7  挑选模型对CFRP非均匀约束SSC试件极限状态的预测精度

    Figure  7.  Predicted accuracy of selected models in calculating ultimate conditions of CFRP nonuniformly wrapped SSC specimens

    AAE—Average absolute error; SD—Standard deviation; AVE—Average

    图  8  各模型对CFRP非均匀约束SSC试件极限状态预测值与试验值对比

    Figure  8.  Comparison of ultimate conditions between test results and theoretical predictions of CFRP nonuniformly wrapped SSC specimens

    表  1  碳纤维增强树脂复合材料(CFRP)非均匀约束海水海砂混凝土(SSC)件参数和试验结果

    Table  1.   Details and test results of carbon fiber reinforced polymer (CFRP) nonuniformly wrapped seawater sea-sand concrete (SSC) specimens

    Group
    Specimen ID
    w/mm
    s/mm
    s/b
    nP/ply
    Test results
    fcc/MPafcc/fcofcu/MPafcu/fcoεcu/%εcu/εcoεh,rup/%
    1








    C(W3A2F)S-1 30 105 0.7 2








    47.4 1.31 42.6 1.17 1.21 6.05 1.08
    C(W3A2F)S-2 30 105 0.7 49.2 1.36 43.7 1.20 1.39 6.93 1.17
    C(W4A2F)S-1 40 90 0.6 51.3 1.41 45.8 1.26 1.49 7.46 1.19
    C(W4A2F)S-2 40 90 0.6 50.7 1.40 45.1 1.24 1.37 6.83 1.20
    C(W5A2F)S-1 50 75 0.5 52.6 1.45 49.5 1.36 1.57 7.86 1.25
    C(W5A2F)S-2 50 75 0.5 51.9 1.43 46.9 1.29 1.43 7.14 1.02
    C(W6A2F)S-1 60 60 0.4 52.7 1.45 50.5 1.39 1.87 9.37 1.20
    C(W6A2F)S-2 60 60 0.4 51.8 1.43 48.8 1.34 1.72 8.62 1.15
    C(W3B2F)S-1 30 30 0.2 52.4 1.44 50.4 1.39 1.97 9.83 1.28
    C(W3B2F)S-2 30 30 0.2 53.0 1.46 51.9 1.43 2.03 10.15 1.30
    2








    C(W3A4F)S-1 30 105 0.7 4








    50.5 1.39 50.5 1.39 1.62 8.08 1.11
    C(W3A4F)S-2 30 105 0.7 49.0 1.35 49.0 1.35 1.45 7.27 0.92
    C(W4A4F)S-1 40 90 0.6 51.7 1.43 51.7 1.43 1.62 8.12 1.22
    C(W4A4F)S-2 40 90 0.6 53.6 1.48 53.6 1.48 1.44 7.22 1.13
    C(W5A4F)S-1 50 75 0.5 53.0 1.46 53.0 1.46 1.74 8.69 1.16
    C(W5A4F)S-2 50 75 0.5 55.1 1.52 55.1 1.52 1.92 9.59 1.17
    C(W6A4F)S-1 60 60 0.4 58.0 1.60 58.0 1.60 2.23 11.16 1.21
    C(W6A4F)S-2 60 60 0.4 56.8 1.56 56.8 1.56 1.91 9.55 1.15
    C(W3B4F)S-1 30 30 0.2 59.2 1.63 59.2 1.63 2.17 10.87 1.26
    C(W3B4F)S-2 30 30 0.2 58.7 1.62 58.7 1.62 2.54 12.71 1.23
    Notes: In specimen ID: C—CFRP; W3, W4, W5, W6—Width of CFRP are 30 mm, 40 mm, 50 mm and 60 mm, respectively; A, B—CFRP number are 3 and 5, respectively; 2, 4—Layer number of CFRP; F—Bottom is wrapped with CFRP; S—SSC; 1, 2—Specimen number. fco—Compressive strength of unconfined concrete; w, s—Width and clear spacing of primary strips, respectively; b—Width of section edge; nP—Number of layers of external CFRP strips; fcc—Peak strength of confined concrete; fcu, εcu—Ultimate strength and corresponding strain of confined concrete, respectively; εh,rup—Hoop rupture strain of primary strips at the midheight outside the overlapping zone.
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出版历程
  • 收稿日期:  2021-05-19
  • 修回日期:  2021-06-26
  • 录用日期:  2021-06-30
  • 网络出版日期:  2021-07-08
  • 刊出日期:  2022-06-01

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