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超高性能混凝土板冲切与弯曲性能研究

樊健生 王哲 杨松 陈钒 丁然

樊健生, 王哲, 杨松, 陈钒, 丁然. 超高性能混凝土板冲切与弯曲性能研究[J]. 工程力学, 2021, 38(4): 30-43. doi: 10.6052/j.issn.1000-4750.2020.06.0349
引用本文: 樊健生, 王哲, 杨松, 陈钒, 丁然. 超高性能混凝土板冲切与弯曲性能研究[J]. 工程力学, 2021, 38(4): 30-43. doi: 10.6052/j.issn.1000-4750.2020.06.0349
FAN Jian-sheng, WANG Zhe, YANG Song, CHEN Fan, DING Ran. RESEARCH ON PUNCHING SHEAR AND BENDING BEHAVIOR OF ULTRA-HIGH PERFORMANCE CONCRETE SLABS[J]. Engineering Mechanics, 2021, 38(4): 30-43. doi: 10.6052/j.issn.1000-4750.2020.06.0349
Citation: FAN Jian-sheng, WANG Zhe, YANG Song, CHEN Fan, DING Ran. RESEARCH ON PUNCHING SHEAR AND BENDING BEHAVIOR OF ULTRA-HIGH PERFORMANCE CONCRETE SLABS[J]. Engineering Mechanics, 2021, 38(4): 30-43. doi: 10.6052/j.issn.1000-4750.2020.06.0349

超高性能混凝土板冲切与弯曲性能研究

doi: 10.6052/j.issn.1000-4750.2020.06.0349
基金项目: 国家自然科学基金项目(51890903);国家重点研发计划项目(2018YFC0705400)
详细信息
    作者简介:

    王 哲(1992−),男,天津人,博士生,主要从事组合结构研究(E-mail: wang305856596@163.com)

    杨 松(1980−),男,贵州人,博士生,主要从事工程结构研究(E-mail: yangsong277@126.com)

    陈 钒(1972−),男,江西人,教授级高工,博士,主要从事隧道工程稳定性研究(E-mail: 737123124@qq.com)

    丁 然(1988−),男,安徽人,助理研究员,博士,主要从事新材料结构和组合结构研究工作(E-mail: dingran@mail.tsinghua.edu.cn)

    通讯作者:

    樊健生(1975−),男,山东人,教授,博士,博导,主要从事组合结构教学与研究(E-mail: fanjsh@tsinghua.edu.cn)

  • 中图分类号: U443.31

RESEARCH ON PUNCHING SHEAR AND BENDING BEHAVIOR OF ULTRA-HIGH PERFORMANCE CONCRETE SLABS

  • 摘要: 超高性能混凝土(Ultra-high performance concrete,简称UHPC)桥面板具有良好的应用前景。桥面板在车轮荷载作用下存在冲切和弯曲问题,以此为背景设计了系列UHPC板件试验,主要研究板的厚度、保护层厚度、配筋率及加载区域面积等参数对试验板抗冲切及抗弯性能的影响,分析了不同试件的破坏模式、挠度、应变分布以及整体延性等,并提出UHPC板抗冲切极限承载力计算方法。试验结果表明:UHPC板的破坏模式包括冲切破坏、弯曲破坏和二者混合的冲弯破坏;相比于C50混凝土板,UHPC板的刚度、抗冲切承载力及位移延性有显著提高;随着板厚增大、保护层厚度减小、加载区域增大,UHPC板的抗冲切承载力提高。经过试验数据验证,抗冲切及抗弯承载力的计算值与试验值吻合良好。
  • 图  1  实际组合桥面系示意图

    Figure  1.  Composite deck system

    图  2  试验板设计

    Figure  2.  Test specimen design

    图  3  加载示意图

    Figure  3.  Test setup

    图  4  测点布置图 /mm

    Figure  4.  Arrangement of measurement devices

    图  5  试验板冲切破坏

    Figure  5.  Punching shear failure pattern

    图  6  试验板弯曲破坏

    Figure  6.  Bending failure pattern

    图  7  试验板冲弯破坏

    Figure  7.  Punching & bending failure pattern

    图  8  荷载-挠度曲线

    Figure  8.  Load-deflection curves

    图  9  跨中变形模式

    Figure  9.  Deflection at mid span

    图  10  板顶应变分布

    Figure  10.  Strain distribution on top surface of slabs

    图  11  钢筋应变分布

    Figure  11.  Strain distribution on reinforcement

    图  12  冲切破坏机制

    Figure  12.  Punching shear failure mechanism

    图  13  理论承载力与试验承载力对比

    Figure  13.  Comparison between theoretical and experimental bearing capacity

    图  14  抗弯承载力计算流程

    Figure  14.  Calculating procedure of flexural capacity

    图  15  钢筋及钢板本构关系

    Figure  15.  Constitutive relation of rebar and steel plate

    表  1  试件基本参数

    Table  1.   Details of tested slabs

    序号试件
    编号
    混凝土
    材料
    跨高比板厚
    h/mm
    加载区
    域边长a/mm
    保护层
    厚度c/mm
    冲跨比纵向
    配筋
    横向
    配筋
    1OS-1UHPC11.55240107.812@508@50
    2OS-2UHPC15.040401011.712@508@50
    3OS-3UHPC10.06040106.412@508@50
    4OS-4UHPC12.0504067.412@508@50
    5OS-5UHPC12.05040159.712@508@50
    6OS-6UHPC9.5634065.512@508@50
    7OS-7UHPC9.86140208.012@508@50
    8OS-8UHPC12.05040107.88@1008@100
    9OS-9UHPC11.35340107.28@2008@200
    10OS-10UHPC11.35370107.212@508@50
    11OS-11UHPC11.353100106.812@508@50
    12OS-12普通混凝土11.55240107.812@508@50
    下载: 导出CSV

    表  2  UHPC配合比

    Table  2.   Mix proportions of UHPC

    组分用量/(kg/m3)
    水泥870
    硅灰180
    超细矿粉240
    细砂1000
    平直钢纤维195
    减水剂27.27
    199
    下载: 导出CSV

    表  3  材料力学性能

    Table  3.   Material properties

    材料指标数值
    C50fc/MPa38.0
    ft /MPa3.2
    Ec/MPa34 500
    UHPCfc/MPa149.0
    ft /MPa7.9
    ftu /MPa9.0
    Ec /MPa45 400
    8 mm钢筋fy /MPa456.8
    fu /MPa682.9
    Ers /MPa206 000
    12 mm钢筋fy /MPa488.6
    fu /MPa626.7
    Ers /MPa206 000
    注:fc为混凝土轴心抗压强度;ft为混凝土轴心抗拉初裂强度;ftu为混凝土轴心抗拉极限强度;Ec为混凝土弹性模量;fy为钢筋屈服强度;fu为钢筋极限强度;Ers为钢筋弹性模量。
    下载: 导出CSV

    表  4  试验板延性

    Table  4.   Ductility of slabs

    试件编号Pu /kNΔu /mmSu /(N·m)Δu/Δy
    OS-1162.715.551853.61.87
    OS-2102.917.941258.71.57
    OS-3179.47.13783.51.29
    OS-4148.58.73811.61.34
    OS-5147.515.161648.71.90
    OS-6213.75.54715.91.26
    OS-7176.99.541077.41.38
    OS-899.211.51888.92.25
    OS-986.78.35539.71.96
    OS-10214.218.402923.61.93
    OS-11236.513.062123.01.60
    OS-1268.75.80234.11.21
    注:Pu为试件极限承载力;Δu为极限承载力对应的位移;Su为试件达到极限承载力时吸收的能量;Δu/Δy为位移延性系数。
    下载: 导出CSV

    表  5  抗冲切及抗弯承载力计算

    Table  5.   Calculation of punching shear and flexural capacity

    试件编号试验值Pu /kN抗冲切承载力计算值Ppun /kNPpun/Pu抗弯承载力计算值Pflex /kNPflex/Pu预测破坏模式实际破坏模式
    OS-1162.7141.10.87219.81.35冲切冲切
    OS-2102.9102.71.00133.91.30冲切冲切
    OS-3179.4181.51.01283.41.58冲切冲切
    OS-4148.5145.20.98228.21.54冲切冲切
    OS-5147.5129.70.88177.51.20冲切冲切
    OS-6213.7198.00.93333.81.56冲切冲切
    OS-7176.9178.01.01232.81.32冲切冲切
    OS-899.2109.91.1193.50.94受弯受弯
    OS-986.7121.81.4180.50.93受弯受弯
    OS-10214.2176.90.83227.21.06冲切冲弯
    OS-11236.5203.20.86227.20.96冲切冲弯
    注:预测破坏模式的判断依据为试件抗冲切承载力计算值与抗弯承载力计算值的相对大小,二者中的较低值即为试件的承载力预测值,相对应的破坏模式即为试件的预测破坏模式。
    下载: 导出CSV

    表  6  抗冲切承载力计算公式验证

    Table  6.   Verification of calculation formula of punching shear capacity

    来源总序号加载区域/mm板厚/mmfct/MPafc/MPa纵向净跨/mm横向净跨/mm配筋率/(%)λfPu/kNPpun/kN
    本文140.052.09.0149.06008004.31.63162.7142.3
    240.040.09.0149.06008005.71.63102.9103.4
    340.060.09.0149.06008003.81.63179.7183.1
    440.050.09.0149.06008004.51.63148.5135.4
    540.050.09.0149.06008004.51.63147.5130.9
    640.063.09.0149.06008003.61.63213.7199.8
    740.061.09.0149.06008003.71.63176.9179.7
    870.053.09.0149.06008004.31.63214.2179.4
    9100.053.09.0149.06008004.31.63236.5202.9
    文献[19]10200.0130.04.063.4110011001.30.25453.0612.8
    11200.0130.04.362.5110011001.30.50525.0615.2
    12200.0130.04.664.2110011001.30.75611.0635.7
    13200.0130.05.064.9110011001.31.00672.2648.3
    14200.0130.04.663.5110011001.00.75531.0614.6
    15200.0130.04.663.5110011001.70.75752.8649.0
    16200.0120.04.663.5110011001.40.75560.2566.7
    17200.0150.04.663.5110011001.10.75753.8764.0
    18200.0150.04.663.5110011001.10.75813.5764.0
    19200.0130.03.953.5110011001.30.50501.3550.9
    20200.0130.04.252.6110011001.30.75566.4546.1
    21200.0150.04.252.6110011001.10.75702.5658.6
    文献[21]22200.050.06.2124.0100010002.51.30325.0276.1
    23200.050.05.2103.0100010002.51.30250.0267.0
    24200.050.05.5110.0100010002.51.30295.0271.0
    25200.050.06.0120.0100010002.51.30240.0275.1
    26200.050.06.4127.0100010002.51.30355.0276.7
    文献[26]2738.155.111.0221.391491401.30103.695.1
    2850.858.911.0221.391491401.30121.0126.5
    2925.453.811.0221.391491401.30100.581.0
    3050.866.311.0221.391491401.30146.8178.4
    3138.164.511.0221.391491401.30135.7154.7
    3238.171.911.0221.391491401.30156.6209.2
    3325.477.011.0221.391491401.30178.4235.9
    文献[34]3450.030.013.7126.61200120001.3442.248.9
    3550.040.013.7126.61200120001.3469.081.7
    3650.050.013.7126.61200120001.34119.0121.4
    3750.060.013.7126.61200120001.34160.8167.9
    3850.040.012.3124.01200120000.9071.780.4
    3950.040.05.8121.01200120000.4550.370.9
    注:λf为钢纤维含量特征参数,λf=钢纤维体积掺量×钢纤维长度/钢纤维直径。
    下载: 导出CSV
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出版历程
  • 收稿日期:  2020-06-06
  • 修回日期:  2020-09-14
  • 网络出版日期:  2021-04-27
  • 刊出日期:  2021-04-14

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