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几何与非几何相似试件确定混凝土韧度及强度

管俊峰 鲁猛 王昊 姚贤华 李列列 张敏 胡圣能

管俊峰, 鲁猛, 王昊, 姚贤华, 李列列, 张敏, 胡圣能. 几何与非几何相似试件确定混凝土韧度及强度[J]. 工程力学, 2021, 38(9): 45-63. doi: 10.6052/j.issn.1000-4750.2020.08.0573
引用本文: 管俊峰, 鲁猛, 王昊, 姚贤华, 李列列, 张敏, 胡圣能. 几何与非几何相似试件确定混凝土韧度及强度[J]. 工程力学, 2021, 38(9): 45-63. doi: 10.6052/j.issn.1000-4750.2020.08.0573
GUAN Jun-feng, LU Meng, WANG Hao, YAO Xian-hua, LI Lie-lie, ZHANG Min, HU Sheng-neng. DETERMINATION OF THE FRACTURE TOUGHNESS AND TENSILE STRENGTH OF CONCRETE USING GEOMETRICALLY AND NON-GEOMETRICALLY SIMILAR SPECIMENS[J]. Engineering Mechanics, 2021, 38(9): 45-63. doi: 10.6052/j.issn.1000-4750.2020.08.0573
Citation: GUAN Jun-feng, LU Meng, WANG Hao, YAO Xian-hua, LI Lie-lie, ZHANG Min, HU Sheng-neng. DETERMINATION OF THE FRACTURE TOUGHNESS AND TENSILE STRENGTH OF CONCRETE USING GEOMETRICALLY AND NON-GEOMETRICALLY SIMILAR SPECIMENS[J]. Engineering Mechanics, 2021, 38(9): 45-63. doi: 10.6052/j.issn.1000-4750.2020.08.0573

几何与非几何相似试件确定混凝土韧度及强度

doi: 10.6052/j.issn.1000-4750.2020.08.0573
基金项目: 国家自然科学基金面上项目(51779095);河南省高校科技创新人才支持计划资助项目(20HASTIT013);华北水利水电大学研究生教育创新计划基金项目(YK2020-11)
详细信息
    作者简介:

    鲁 猛(1995−),男,河南周口人,硕士生,从事混凝土断裂力学研究(E-mail: 1263759120@qq.com)

    王 昊(1995−),男,河南郑州人,硕士生,从事混凝土断裂力学研究(E-mail: 664967240@qq.com)

    姚贤华(1976−),男,河南襄城人,实验师,博士,从事混凝土材料性能方面研究(E-mail: yaoxianhua@ncwu.edu.cn)

    李列列(1983−),男,山西临汾人,讲师,博士,从事混凝土损伤与断裂力学研究(E-mail: 13370912@qq.com)

    张 敏(1981−),女,河南驻马店人,讲师,博士,从事混凝土材料与结构方面研究(E-mail: zhangmin888@163.com)

    胡圣能(1979−),男,河南信阳人,副教授,博士,硕导,从事混凝土材料与结构方面研究(E-mail: hsn@ncwu.edu.cn)

    通讯作者:

    管俊峰(1980−),男,河南许昌人,教授,博士,博导,从事混凝土断裂力学研究(E-mail: junfengguan@ncwu.edu.cn)

  • 中图分类号: TU528;TU501

DETERMINATION OF THE FRACTURE TOUGHNESS AND TENSILE STRENGTH OF CONCRETE USING GEOMETRICALLY AND NON-GEOMETRICALLY SIMILAR SPECIMENS

  • 摘要: 几何相似与非几何相似试件,分别为尺寸效应与边界效应模型的推荐试件型式。考虑尺寸效应和边界效应模型的各自特点与优势,提出了改进的混凝土离散颗粒断裂模型。基于几何相似与非几何相似两类试件的断裂试验,确定出混凝土的材料参数——断裂韧度与拉伸强度,并与试验强度值及由尺寸效应模型确定的断裂韧度进行了比较。结果表明:当韧带高度(Wa0)与骨料代表尺寸di的比值约为10时,对应的断裂韧度与拉伸强度的确定曲线的相关系数最佳,且与试验强度值、尺寸效应模型断裂韧度计算值吻合较好。采用几何相似、非几何相似、几何与非几何相似试件确定的混凝土材料参数,分别建立了不同情况下混凝土断裂破坏设计预测曲线,其±20%即可涵盖全部试验数据。基于统计归纳,可取虚拟裂缝扩展量Δafic=ndi和特征裂缝长度$a_\infty ^ *$=0.5di,进而建立了峰值荷载与断裂韧度、峰值荷载与拉伸强度的解析关系式,实现了由实测峰值荷载直接确定出混凝土的断裂韧度与拉伸强度的目的,预测值的±15%可涵盖所有试验数据。基于解析公式,预测了满足线弹性断裂的大尺寸真实结构的峰值状态。
  • 图  1  试件尺寸与裂缝长度对断裂特性的影响

    Figure  1.  Effect of specimen size and crack length on fracture characteristics

    图  2  试件高度W与裂缝长度对几何结构参数ae的影响

    Figure  2.  Variation of ae with W and α for geometrically and non-geometrically similar specimens

    图  3  几何相似与非几何相似试件的几何结构参数ae随试件高度W与缝高比α变化的变化规律

    Figure  3.  Variation of ae with W and α for geometrically and non-geometrically similar specimens

    图  4  试件尺寸、裂缝长度、骨料颗粒的相互影响

    Figure  4.  Interaction of specimen size, crack length, and aggregate

    图  5  有限尺寸试件的离散颗粒断裂模型

    Figure  5.  Discrete particle fracture model for limited size of concrete specimens

    图  6  SEM中σN与BEM中σn的比较

    Figure  6.  Comparison between σN of SEM and σn of BEM

    图  7  由几何相似试件确定dmax=19 mm混凝土的KICft

    Figure  7.  Determination of KIC and ft using geometrically similar concrete specimens with dmax=19 mm

    图  8  由非几何相似试件确定dmax=19 mm的混凝土的断裂韧度KIC与拉伸强度ft

    Figure  8.  Determination of KIC and ft using non-geometrically similar concrete specimens with dmax=19 mm

    图  9  由几何相似与非几何相似试件确定dmax=19 mm的混凝土的断裂韧度KIC与拉伸强度ft

    Figure  9.  Determination of KIC and ft using geometrically similar and non-geometrically similar concrete specimens with dmax=19 mm

    图  10  由几何相似试件确定dmax=25 mm的混凝土的断裂韧度KIC与拉伸强度ft

    Figure  10.  Determination of KIC and ft using geometrically similar concrete specimens with dmax=25 mm

    图  11  由非几何相似试件确定dmax=25 mm的混凝土的断裂韧度KIC与拉伸强度ft

    Figure  11.  Determination of KIC and ft using non-geometrically similar concrete specimens with dmax=25 mm

    图  12  由几何相似与非几何相似试件确定dmax=25 mm的混凝土的断裂韧度KIC与拉伸强度ft

    Figure  12.  Determination of KIC and ft using geometrically similar and non-geometrically similar concrete specimens with dmax=25 mm

    图  13  构建dmax=19 mm混凝土的断裂破坏曲线

    Figure  13.  Fracture curves of concrete with dmax=19 mm

    图  14  构建dmax=25 mm混凝土的断裂破坏曲线

    Figure  14.  Fracture curves of concrete with dmax=25 mm

    图  15  构建dmax=19 mm和dmax=25 mm混凝土的断裂破坏曲线

    Figure  15.  Fracture curves of concrete with dmax=19 mm and dmax=25 mm

    图  16  基于几何与非几何相似试件对dmax=19 mm混凝土的PmaxKICft进行预测

    Figure  16.  Predicting Pmax, KIC and ft of concrete with dmax=19 mm using geometrically and non-geometrically similar specimens

    图  17  基于几何与非几何相似试件对dmax=25 mm混凝土的PmaxKICft进行预测

    Figure  17.  Predicting Pmax, KIC and ft of concrete with dmax=25 mm using geometrically and non-geometrically similar specimens

    图  18  基于dmax=19 mm和dmax=25 mm的几何与非几何相似试件对混凝土的PmaxKICft进行预测

    Figure  18.  Predicting Pmax, KIC and ft of concrete with dmax=19 mm and 25 mm using geometrically and non-geometrically similar specimens

    表  1  dmax=19 mm混凝土试件尺寸与实测Pmax

    Table  1.   Detailed dimensions of concrete specimens with dmax=19 mm and experimental Pmax

    分组编号高度W/
    mm
    跨度S/
    mm
    宽度B/
    mm
    初始裂缝
    a0/mm
    峰值荷载
    Pmax/kN
    几何相似 D19-0.3-1 57 142.5 57 17.1 3.22
    D19-0.3-2 57 142.5 57 17.1 3.16
    D19-0.3-3 57 142.5 57 17.1 3.26
    D19-0.3-4 114 285 57 34.2 5.24
    D19-0.3-5 114 285 57 34.2 5.46
    D19-0.3-6 114 285 57 34.2 5.48
    D19-0.3-7 228 570 57 68.4 7.84
    D19-0.3-8 228 570 57 68.4 8.12
    D19-0.3-9 228 570 57 68.4 9.00
    D19-0.3-10 456 1140 57 136.8 13.71
    D19-0.3-11 456 1140 57 136.8 14.70
    D19-0.3-12 456 1140 57 136.8 13.51
    非几何相似 D19-0.1-1 142.5 1410.75 57 14.25 2.24
    D19-0.1-2 142.5 1410.75 57 14.25 2.17
    D19-0.1-3 142.5 1410.75 57 14.25 2.19
    D19-0.2-1 142.5 1410.75 57 28.5 1.77
    D19-0.2-2 142.5 1410.75 57 28.5 1.71
    D19-0.2-3 142.5 1410.75 57 28.5 1.74
    D19-0.4-1 142.5 1410.75 57 57 1.10
    D19-0.4-2 142.5 1410.75 57 57 1.05
    D19-0.4-3 142.5 1410.75 57 57 1.09
    D19-0.6-1 142.5 1410.75 57 85.5 0.48
    D19-0.6-2 142.5 1410.75 57 85.5 0.50
    D19-0.6-3 142.5 1410.75 57 85.5 0.49
    下载: 导出CSV

    表  2  dmax=25 mm混凝土试件尺寸与实测Pmax

    Table  2.   Detailed dimensions of concrete specimens with dmax=25 mm and experimental Pmax

    分组编号高度W/
    mm
    跨度S/
    mm
    宽度B/
    mm
    初始裂缝
    a0/mm
    峰值荷载
    Pmax/kN
    几何相似 D25-0.3-1 75 187.5 75 22.5 5.10
    D25-0.3-2 75 187.5 75 22.5 5.01
    D25-0.3-3 75 187.5 75 22.5 4.86
    D25-0.3-4 150 375 75 45 8.01
    D25-0.3-5 150 375 75 45 7.63
    D25-0.3-6 150 375 75 45 7.91
    D25-0.3-7 300 750 75 90 14.20
    D25-0.3-8 300 750 75 90 13.27
    D25-0.3-9 300 750 75 90 13.85
    非几何相似 D25-0.1-1 142.5 1410.75 57 14.25 2.27
    D25-0.1-2 142.5 1410.75 57 14.25 2.39
    D25-0.1-3 142.5 1410.75 57 14.25 2.31
    D25-0.2-1 142.5 1410.75 57 28.5 1.77
    D25-0.2-2 142.5 1410.75 57 28.5 1.87
    D25-0.2-3 142.5 1410.75 57 28.5 1.82
    D25-0.4-1 142.5 1410.75 57 57 1.09
    D25-0.4-2 142.5 1410.75 57 57 1.14
    D25-0.4-3 142.5 1410.75 57 57 1.04
    D25-0.6-1 142.5 1410.75 57 85.5 1.41
    D25-0.6-2 142.5 1410.75 57 85.5 1.41
    D25-0.6-3 142.5 1410.75 57 85.5 1.41
    下载: 导出CSV
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  • 被引次数: 0
出版历程
  • 收稿日期:  2020-08-18
  • 修回日期:  2020-12-07
  • 网络出版日期:  2021-03-17
  • 刊出日期:  2021-09-13

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