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网格箍筋约束混凝土柱轴压受力性能试验研究

万宇通 郑文忠 王英

万宇通, 郑文忠, 王英. 网格箍筋约束混凝土柱轴压受力性能试验研究[J]. 工程力学, 2022, 39(11): 166-176. doi: 10.6052/j.issn.1000-4750.2021.07.0504
引用本文: 万宇通, 郑文忠, 王英. 网格箍筋约束混凝土柱轴压受力性能试验研究[J]. 工程力学, 2022, 39(11): 166-176. doi: 10.6052/j.issn.1000-4750.2021.07.0504
WAN Yu-tong, ZHENG Wen-zhong, WANG Ying. EXPERIMENTAL STUDY ON AXIAL COMPRESSION BEHAVIOR OF CONCRETE COLUMNS CONFINED BY GRID STIRRUPS[J]. Engineering Mechanics, 2022, 39(11): 166-176. doi: 10.6052/j.issn.1000-4750.2021.07.0504
Citation: WAN Yu-tong, ZHENG Wen-zhong, WANG Ying. EXPERIMENTAL STUDY ON AXIAL COMPRESSION BEHAVIOR OF CONCRETE COLUMNS CONFINED BY GRID STIRRUPS[J]. Engineering Mechanics, 2022, 39(11): 166-176. doi: 10.6052/j.issn.1000-4750.2021.07.0504

网格箍筋约束混凝土柱轴压受力性能试验研究

doi: 10.6052/j.issn.1000-4750.2021.07.0504
基金项目: 国家自然科学基金项目(51678190)
详细信息
    作者简介:

    万宇通(1997−),男,浙江人,硕士生,主要从事约束混凝土柱轴心受压性能研究(E-mail: 691480054@qq.com)

    王 英(1968−),女,天津人,副教授,博士,博导,主要从事预应力混凝土结构研究(E-mail: wangying888@hit.edu.cn)

    通讯作者:

    郑文忠(1965−),男,天津人,教授,博士,博导,主要从事混凝土及预应力混凝土结构研究(E-mail: hitwzzheng@163.com)

  • 中图分类号: TU375.3

EXPERIMENTAL STUDY ON AXIAL COMPRESSION BEHAVIOR OF CONCRETE COLUMNS CONFINED BY GRID STIRRUPS

  • 摘要: 为研究使用网格箍筋强度不同、素混凝土轴心抗压强度不同的约束混凝土的轴压受力性能,完成了39个网格箍筋约束混凝土方柱的轴心受压试验。混凝土设计强度等级为C20、C30、C40、C50,箍筋分别选用HRB335、HRB400、HRB500、HRB600钢筋,体积配箍率范围为1.0%~2.2%。试验结果表明:约束混凝土压应力达到峰值时,受压试件的约束箍筋屈服;随着配箍特征值增大,网格箍筋约束混凝土峰值压应力和峰值压应变提高幅度增大,受压应力-应变曲线下降段变缓。根据试验结果,通过回归分析获得了网格箍筋约束混凝土峰值压应力、峰值压应变的计算公式;建立了相应的轴心受压应力-应变模型,与几种具有代表性的箍筋约束混凝土应力-应变模型的对比表明,建立的模型与试验结果吻合较好;提出了约束混凝土极限压应变计算方法。
  • 图  1  试件设计 /mm

    Figure  1.  Design of specimens

    图  2  箍筋应变片布置

    Figure  2.  Layout of stirrup strain gauge

    图  3  试验加载装置

    Figure  3.  Loading device of test

    图  4  加载装置简图

    Figure  4.  Diagram of loading device

    图  5  试件C-31破损情况

    Figure  5.  The damage of specimen C-31

    6  试件C-1~C-39约束混凝土受压应力-应变曲线

    6.  Compressive stress-strain curve of specimen C-1~C-39

    图  7  素混凝土轴心抗压强度对约束混凝土轴压性能的影响

    Figure  7.  Influence of axial compressive strength of plain concrete on axial compressive property of confined concrete

    图  8  体积配箍率对约束混凝土轴压性能的影响

    Figure  8.  Influence of volume stirrup ratio on axial compressive property of confined concrete

    图  9  箍筋屈服强度对约束混凝土轴压性能的影响

    Figure  9.  Influence of yield strength of stirrups on axial compressive property of confined concrete

    图  10  峰值压应力、峰值压应变与有效约束应力关系

    Figure  10.  Relationship between peak stress, peak strain and effective confinement stress

    11  约束混凝土应力-应变曲线的对比

    11.  Comparison between stress-strain curves of confined concrete

    表  1  试件设计参数

    Table  1.   Design parameters of specimens

    试件编号混凝土设计强度等级a/mmH/mm箍筋牌号ρv /(%)s/mmd/mm箍筋形式ρs /(%)
    C-1 C20 400 1300 HRB335 1.40 80 8 双向四肢箍 0.71
    C-2 C20 400 1300 HRB335 1.80 60 8 双向四肢箍 0.71
    C-3 C20 400 1300 HRB335 2.20 50 8 双向四肢箍 0.71
    C-4 C20 400 1300 HRB400 1.10 75 8 双向三肢箍 0.47
    C-5 C20 400 1300 HRB400 1.35 60 8 双向三肢箍 0.47
    C-6 C20 400 1300 HRB400 1.60 50 8 双向三肢箍 0.47
    C-7 C20 400 1300 HRB500 1.00 80 8 双向三肢箍 0.47
    C-8 C20 400 1300 HRB500 1.25 65 8 双向三肢箍 0.47
    C-9 C20 400 1300 HRB500 1.50 55 8 双向三肢箍 0.47
    C-10 C30 400 1300 HRB335 1.40 80 8 双向四肢箍 0.71
    C-11 C30 400 1300 HRB335 1.80 60 8 双向四肢箍 0.71
    C-12 C30 400 1300 HRB335 2.20 50 8 双向四肢箍 0.71
    C-13 C30 400 1300 HRB400 1.10 75 8 双向三肢箍 0.47
    C-14 C30 400 1300 HRB400 1.35 60 8 双向三肢箍 0.47
    C-15 C30 400 1300 HRB400 1.60 50 8 双向三肢箍 0.47
    C-16 C30 400 1300 HRB500 1.00 80 8 双向三肢箍 0.47
    C-17 C30 400 1300 HRB500 1.25 65 8 双向三肢箍 0.47
    C-18 C30 400 1300 HRB500 1.50 55 8 双向三肢箍 0.47
    C-19 C40 400 1300 HRB335 1.40 80 8 双向四肢箍 0.71
    C-20 C40 400 1300 HRB335 1.80 60 8 双向四肢箍 0.71
    C-21 C40 400 1300 HRB335 2.20 50 8 双向四肢箍 0.71
    C-22 C40 400 1300 HRB400 1.10 75 8 双向三肢箍 0.47
    C-23 C40 400 1300 HRB400 1.35 60 8 双向三肢箍 0.47
    C-24 C40 400 1300 HRB400 1.60 50 8 双向三肢箍 0.47
    C-25 C40 400 1300 HRB500 1.00 80 8 双向三肢箍 0.47
    C-26 C40 400 1300 HRB500 1.25 65 8 双向三肢箍 0.47
    C-27 C40 400 1300 HRB500 1.50 55 8 双向三肢箍 0.47
    C-28 C40 400 1300 HRB600 1.00 65 6 双向四肢箍 0.70
    C-29 C40 400 1300 HRB600 1.20 50 6 双向四肢箍 0.70
    C-30 C40 400 1300 HRB600 1.40 40 6 双向四肢箍 0.70
    C-31 C50 400 1300 HRB400 1.10 75 8 双向三肢箍 0.47
    C-32 C50 400 1300 HRB400 1.35 60 8 双向三肢箍 0.47
    C-33 C50 400 1300 HRB400 1.60 50 8 双向三肢箍 0.47
    C-34 C50 400 1300 HRB500 1.00 80 8 双向三肢箍 0.47
    C-35 C50 400 1300 HRB500 1.25 65 8 双向三肢箍 0.47
    C-36 C50 400 1300 HRB500 1.50 55 8 双向三肢箍 0.47
    C-37 C50 400 1300 HRB600 1.00 65 6 双向四肢箍 0.70
    C-38 C50 400 1300 HRB600 1.20 50 6 双向四肢箍 0.70
    C-39 C50 400 1300 HRB600 1.40 40 6 双向四肢箍 0.70
    注:a为方柱截面边长;H为柱高;ρv为柱中间区段体积配箍率;s为柱中间区段箍筋间距;d为箍筋直径;ρs为纵筋核心截面配筋率(纵筋总截面面积与核心截面面积之比)。
    下载: 导出CSV

    表  2  混凝土基本力学性能

    Table  2.   Basic mechanical properties of concrete

    混凝土设计强度等级fcu/MPafco/MPaEc/MPaεco/(×10−6)
    C20 23.7 18.0 27 286 1434
    C30 32.2 24.5 30 507 1550
    C40 38.3 29.1 32 199 1626
    C50 60.6 47.4 36 069 1883
    注:fcu为边长150 mm立方体抗压强度;fco为轴心抗压强度;Ec为弹性模量;εco为峰值压应变。
    下载: 导出CSV

    表  3  钢筋基本力学性能

    Table  3.   Basic mechanical properties of steel bars

    钢筋牌号fy/MPafu/MPaεy/(×10−6)εu/(%)Es/(×105 MPa)
    HRB335 370 550 1850 17.6 2.00
    HRB400 480 640 2400 15.8 2.00
    HRB500 527 721 2635 11.7 2.00
    HRB600 657 873 3285 10.7 2.00
    注:fy为钢筋的屈服强度;fu为钢筋极限强度;εy为与fy相应的钢筋屈服应变;εu为与fu相应的钢筋峰值应变;Es为钢筋的弹性模量。
    下载: 导出CSV

    表  4  试件参数及试验结果

    Table  4.   Parameters and test results of specimens

    试件编号fco/MPafyv/MPaρv/(%)fcco/MPaεcco/(×10−6)εcc85/(×10−6)fcco/fcoεcco/εcoεsvo/(×10−6)Nccu/Ncc/(%)约束程度
    C-1 18.0 360 1.40 28.0 6848 13 238 1.56 4.91 2846
    C-2 18.0 360 1.80 30.3 7360 30 340 1.68 6.07 4174 75
    C-3 18.0 360 2.20 32.3 8802 40 429 1.79 6.14 3932 61
    C-4 18.0 480 1.10 25.6 7004 19 934 1.42 5.67 3106
    C-5 18.0 480 1.35 27.2 8136 35 143 1.51 5.67 3969
    C-6 18.0 480 1.60 29.1 8666 43 742 1.62 6.04 4142
    C-7 18.0 527 1.00 25.0 6981 21 560 1.39 4.90 3129 54
    C-8 18.0 527 1.25 28.7 6886 18 086 1.59 4.96 3523
    C-9 18.0 527 1.50 29.6 7037 1.64 5.16 3538
    C-10 24.5 360 1.40 32.4 5844 8568 1.32 3.90 3231
    C-11 24.5 360 1.80 35.5 6405 21 081 1.45 3.93 3505 55
    C-12 24.5 360 2.20 40.6 6324 24 104 1.66 4.17 3285 64
    C-13 24.5 480 1.10 32.5 5736 9304 1.33 3.93 3325
    C-14 24.5 480 1.35 35.0 4853 9531 1.43 3.74 3577
    C-15 24.5 480 1.60 36.4 4309 11 365 1.49 3.98 2856
    C-16 24.5 527 1.00 31.7 4556 9099 1.29 3.41 5470
    C-17 24.5 527 1.25 36.7 4491 9991 1.50 2.91 3139
    C-18 24.5 527 1.50 39.3 6129 11 514 1.60 3.97 4892
    C-19 29.1 360 1.40 38.5 4631 7763 1.32 3.62 3243
    C-20 29.1 360 1.80 39.0 6119 18 709 1.34 3.73 3956
    C-21 29.1 360 2.20 41.5 6284 22 484 1.43 3.86 3983 58
    C-22 29.1 480 1.10 37.0 4232 6686 1.27 2.69 2827
    C-23 29.1 480 1.35 40.7 5739 7641 1.40 3.64 3662
    C-24 29.1 480 1.60 42.2 5788 11 097 1.45 3.73 4112
    C-25 29.1 527 1.00 36.3 4458 6791 1.25 3.50 4109 25
    C-26 29.1 527 1.25 38.7 4852 5288 1.33 1.89 4852 54
    C-27 29.1 527 1.50 41.8 5678 18 121 1.44 4.16 4228
    C-28 29.1 657 1.00 38.7 5676 10 687 1.33 3.49 3795
    C-29 29.1 657 1.20 46.8 6387 14 444 1.61 3.93 4703
    C-30 29.1 657 1.40 50.7 8904 18 288 1.74 5.48 4708 35
    C-31 47.4 480 1.10 56.1 3797 5699 1.18 2.06 3256
    C-32 47.4 480 1.35 56.1 4054 5508 1.18 2.42 4173 28
    C-33 47.4 480 1.60 58.8 4712 8114 1.24 2.50 4100
    C-34 47.4 527 1.00 52.3 5620 6396 1.10 3.11 4649 37
    C-35 47.4 527 1.25 56.7 5230 11 040 1.20 3.04 3524 41
    C-36 47.4 527 1.50 60.2 6444 8542 1.27 3.42 4704 43
    C-37 47.4 657 1.00 57.4 8066 10 611 1.21 4.28 3705
    C-38 47.4 657 1.20 59.5 6025 14 271 1.26 3.26 4257
    C-39 47.4 657 1.40 60.0 9800 15 927 1.27 5.20 5687
    注:fyv为箍筋屈服强度;fcco为约束混凝土峰值压应力;εcco为约束混凝土峰值压应变;εcc85为约束混凝土压应力下降至0.85fcco时的压应变;εsvo为约束混凝土峰值压应力下的箍筋拉应变;Nccu/Ncc为试件的第一根箍筋被拉断时的荷载与峰值荷载之比。
    下载: 导出CSV
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  • 收稿日期:  2021-07-05
  • 修回日期:  2021-09-15
  • 网络出版日期:  2021-09-18
  • 刊出日期:  2022-11-01

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