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玻璃纤维增强复合材料管约束装配式混凝土桥墩抗震性能

叶晗晖 茅鸣 布占宇

叶晗晖, 茅鸣, 布占宇. 玻璃纤维增强复合材料管约束装配式混凝土桥墩抗震性能[J]. 复合材料学报, 2024, 43(0): 1-15.
引用本文: 叶晗晖, 茅鸣, 布占宇. 玻璃纤维增强复合材料管约束装配式混凝土桥墩抗震性能[J]. 复合材料学报, 2024, 43(0): 1-15.
YE Hanhui, MAO Ming, BU Zhanyu. Seismic performance of glass fiber reinforced polymer tube confined prefabricated concrete pier[J]. Acta Materiae Compositae Sinica.
Citation: YE Hanhui, MAO Ming, BU Zhanyu. Seismic performance of glass fiber reinforced polymer tube confined prefabricated concrete pier[J]. Acta Materiae Compositae Sinica.

玻璃纤维增强复合材料管约束装配式混凝土桥墩抗震性能

基金项目: 宁波市交通运输科技计划(202207);浙江省基础公益研究计划(LGG22E080007);国家自然科学基金(51878606)
详细信息
    通讯作者:

    布占宇,博士,教授,博士生导师,研究方向为桥梁设计理论 E-mail: buzhanyu@nbu.edu.cn

  • 中图分类号: TB332

Seismic performance of glass fiber reinforced polymer tube confined prefabricated concrete pier

Funds: Transportation Science and Technology Project of Ningbo City (202207); Zhejiang Province Basic Public Welfare Research Project (LGG22E080007); National Natural Science Foundation of China (51878606)
  • 摘要: 为提高装配式混凝土桥墩在地震作用下的结构性能,设计并制作了2个不同厚度的玻璃纤维增强复合材料(GFRP)管约束桥墩(SPCG1, SPCG2)和1个无约束对比桥墩(SPC),柱与承台采用灌浆套筒进行预制拼装连接。拟静力试验结果表明,GFRP管约束有效改善了墩柱塑性铰区的破坏,提升了装配式混凝土桥墩的抗震性能。相比SPC,SPCG1和SPCG2的极限位移分别提高了23.2%和30.9%,延性系数分别提高了16.7%和54.6%,在7%漂移率下的剩余承载力分别提高了103.3%和90.4%,残余位移分别降低了21.4%和32.0%。建议的该类预制拼装桥墩的损伤量化区间和定性描述可为相关实际工程应用提供参考。

     

  • 图  1  装配式混凝土桥墩制作过程

    Figure  1.  Fabrication process of prefabricated concrete pier

    图  2  GFRP管约束装配式混凝土桥墩基本构造 (单位:mm)

    Figure  2.  Basic structure of GFRP tube confined prefabricated concrete pier (Unit: mm)

    图  3  拟静力试验

    Figure  3.  Pseudo-static test

    图  4  位移加载制度

    Figure  4.  Displacement loading system

    图  5  测点布置及编号

    Figure  5.  Measuring point layout and numbering

    图  6  墩柱破坏形态

    Figure  6.  Failure pattern of pier column

    图  7  混凝土和连接钢筋应变

    Figure  7.  Strain of concrete and connecting steel bars

    图  8  GFRP管环向应变

    Figure  8.  Circumferential strain of GFRP tube

    图  9  双曲率柱的加载变形

    Figure  9.  Loading deformation of double curvature column

    $ F $—Horizontal force; $ N $—Axial force; $ \Delta $—Displacement; $ \alpha $—The angle between the axial force and the vertical direction; $ \text{e} $—Eccentricity; $ H $—Column height; $ {L}_{1} $—Bent cap height; $ {L}_{2} $—Cap height

    图  10  GFRP管约束装配式墩柱曲率

    Figure  10.  GFRP tubes confined prefabricated piers column curvature

    图  11  GFRP管约束装配式桥墩的滞回曲线和骨架曲线

    Figure  11.  Hysteretic curve and skeleton curve of prefabricated piers confined by GFRP tubes

    图  12  GFRP管约束装配式桥墩的骨架曲线对比

    Figure  12.  Comparison of skeleton curves of prefabricated piers confined by GFRP tubes

    图  13  SPCG1偏心距变化

    Figure  13.  Eccentricity variation of SPCG1

    图  14  GFRP管约束装配式桥墩的刚度及其退化

    Figure  14.  Stiffness and degradation of prefabricated piers confined by GFRP tubes

    图  15  GFRP管约束装配式桥墩的累积滞回耗能和等效粘滞阻尼比

    Figure  15.  Cumulative hysteretic energy dissipation and equivalent viscous damping ratio of GFRP tubes confined prefabricated piers

    图  16  GFRP管约束装配式桥墩的残余位移对比

    Figure  16.  Comparison of residual displacement of prefabricated piers confined by GFRP tubes

    图  17  GFRP管约束装配式桥墩的损伤指数

    Figure  17.  Damage index of prefabricated piers confined by GFRP tubes

    表  1  混凝土和灌浆料立方体试块的抗压强度

    Table  1.   Compressive strength of concrete and grout cubes

    Number $ P $/kN $ {f}_{\mathrm{c}\mathrm{c}} $/MPa $ {f}_{\mathrm{c}\mathrm{c},\mathrm{a}} $/MPa $ {f}_{\mathrm{g}\mathrm{c}} $/MPa $ {f}_{\mathrm{g}\mathrm{c},\mathrm{a}} $/MPa
    C1 1004 44.6 41.6
    C2 914 40.6
    C3 893 39.7
    G1 1006 100.6 104.5
    G2 1012 101.2
    G3 1014 101.4
    G4 1074 107.4
    G5 1036 103.6
    G6 1128 112.8
    Notes: $ P $is the failure load; $ {f}_{\mathrm{c}\mathrm{c}} $ is the compressive strength of concrete cube specimen; $ {f}_{\mathrm{c}\mathrm{c},\mathrm{a}} $ is the average compressive strength of this group of concrete specimens; $ {f}_{\mathrm{g}\mathrm{c}} $ is the compressive strength of grout cube specimen; $ {f}_{\mathrm{g}\mathrm{c},\mathrm{a}} $ is the average compressive strength of this group of grout specimens.
    下载: 导出CSV

    表  2  混凝土配合比

    Table  2.   Concrete mix proportion

    Cement
    [PO42.5]
    Flyash[F-Ⅲ] Mineral
    powder [S95]
    Sand Water Rubble
    [10-25 mm]
    Rubble
    [5-10 mm]
    Water
    reducer
    Unit weight
    Proportioning
    dosage/(kg·m−3)
    241 134 66 748 163 826 207 4.2 2389.2
    Mix proportion 1 1.696 0.370 1.873 0.469 0.010 -
    下载: 导出CSV

    表  3  GFRP管约束装配式桥墩的变形和承载性能

    Table  3.   Deformation and load-bearing performance of GFRP tubes confined prefabricated piers

    Specimen Direction $ {F}_{\mathrm{y}} $/kN $ {\Delta }_{\mathrm{y}} $/mm $ {F}_{\mathrm{p}} $/kN $ {\Delta }_{\mathrm{p}} $/mm $ {F}_{\mathrm{u}} $/kN $ {\Delta }_{\mathrm{u}} $/mm $ {\mu }_{\mathrm{m}} $
    SPC Positive 185.4 34.6 205.5 71.5 174.7 92.2 2.67
    Negative 177.8 30.8 198.9 59.5 169.1 91.8 2.98
    Mean value 181.6 32.7 202.2 65.5 171.9 92.0 2.82
    SPCG1 Positive 134.2 25.5 168.9 40.0 143.6 95.7 3.75
    Negative 224.0 46.3 269.3 99.6 228.9 130.9 2.82
    Mean value 179.1 35.9 219.1 69.8 186.3 113.3 3.29
    SPCG2 Positive 145.2 22.4 196.8 49.9 167.3 118.7 5.29
    Negative 172.9 35.7 220.1 79.4 187.1 122.1 3.42
    Mean value 159.0 29.0 186.3 64.7 177.2 120.4 4.36
    Notes:$ {F}_{\mathrm{y}} $—Yield force; $ {F}_{\mathrm{p}} $—Peak force; $ {\Delta }_{\mathrm{p}} $—Peak displacement; $ {F}_{\mathrm{u}} $—Ultimate force.
    下载: 导出CSV

    表  4  本文装配式桥墩的损伤指数区间和状态描述

    Table  4.   Damage index interval and state description of prefabricated piers in this paper

    Quantization interval Description of damage phenomena of prefabricated pier
    Unconfined prefabricated pier Prefabricated pier confined by GFRP tube
    $ 0\leqslant D\leqslant 0.1 $ The structure is basically intact; drift ration is less than 0.75%
    $ 0.1 < D\leqslant 0.25 $ Concrete cracking; joint opening visible; drift rate is less than 1.5%~2% GFRP tube basically no damage; joint opening degree is small; drift ration is less than 2%
    $ 0.25 < D\leqslant 0.5 $ Concrete develops cross oblique cracks; joint opening degree increases slowly; longitudinal bars yield; drift ration is less than 2.75% The bottom of GFRP tube begins to turn white; joint opening degree increases; longitudinal bars may yield; drift ration is less than 3.5%
    $ 0.5 < D\leqslant 1 $ Concrete spalling in plastic hinge area; joint opening speed is faster; longitudinal bars are buckling; drift ration is less than 4.5% The bottom of GFRP tube is cracked; internal concrete is compressed and expanded; longitudinal bars are buckling; drift ration is less than 5.5%~5.75%
    $ D > 1 $ Longitudinal and stirrup exposed; the structure is at risk of collapse GFRP tube near the joint may suffer local brittle failure; the structure is at risk of collapse
    下载: 导出CSV
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  • 收稿日期:  2024-08-27
  • 修回日期:  2024-09-18
  • 录用日期:  2024-10-08
  • 网络出版日期:  2024-10-21

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