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

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

华北水利水电大学土木与交通学院，河南，郑州 450045

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
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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

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

School of Civil Engineering and Communication, North China University of Water Resources and Electric Power, Zhengzhou, He’nan 450045, China

摘要

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(W−a₀)与骨料代表尺寸d_i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Δa_fic=nd_i和特征裂缝长度$a_\infty ^ *$=0.5d_i，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。
- 混凝土 /
- 几何相似 /
- 非几何相似 /
- 尺寸效应 /
- 边界效应 /
- 断裂韧度 /
- 拉伸强度
Abstract: Geometrically similar specimens and non-geometrically similar specimens are respectively recommended for the size effect model (SEM) and the boundary effect model (BEM). Considering the individual characteristics and advantages of the SEM and BEM, it proposed an improved discrete particle fracture model for concrete. The fracture tests of two types of specimens with geometrical and non-geometrical similarity are used to determine the material parameters of concrete, that is, the fracture toughness and tensile strength. The determined strengths are compared with the experimental strengths. The determined fracture toughness is compared with the values determined by the SEM. The results show that when the ratio of the ligament length (W−a₀) to the representative size of aggregate d_i is approximately 10, the correlation coefficient of the determination curves for the fracture toughness and tensile strength is the best. The determined fracture toughness and tensile strength are in good agreement with the experimental strengths and the fracture toughness from the SEM. Based on the determined concrete material parameters using the geometrically similar, the non-geometrically similar, and the geometrically and non-geometrically similar specimens, the corresponding design curves of concrete under different conditions are established. The design curves can cover all test data by ±20%. Based on a statistical analysis, the fictitious crack growth length Δa_fic=nd_i and the characteristic crack length $a_\infty ^ *$=0.5d_i can be taken. Then the analytical relations between the peak load and fracture toughness and between the peak load and tensile strength are established. The purpose of directly determining the fracture toughness and tensile strength of concrete using the experimental peak loads is achieved. ±15% of the predicted curves can cover all the experimental data. Based on the analytical formulas, the peak loads of large-scale real concrete structures that exhibit linear elastic fracture can be predicted.
- concrete /
- geometrically similar /
- non-geometrically similar /
- size effect /
- boundary effect /
- fracture toughness /
- tensile strength

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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

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图 2 试件高度W与裂缝长度对几何结构参数a_e的影响

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

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

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

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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

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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

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图 6 SEM中σ_N与BEM中σ_n的比较

Figure 6. Comparison between σ_N of SEM and σ_n of BEM

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图 7 由几何相似试件确定d_max=19 mm混凝土的K_IC与f_t

Figure 7. Determination of K_IC and f_t using geometrically similar concrete specimens with d_max=19 mm

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

Figure 8. Determination of K_IC and f_t using non-geometrically similar concrete specimens with d_max=19 mm

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

Figure 9. Determination of K_IC and f_t using geometrically similar and non-geometrically similar concrete specimens with d_max=19 mm

下载: 全尺寸图片幻灯片

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

Figure 10. Determination of K_IC and f_t using geometrically similar concrete specimens with d_max=25 mm

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

Figure 11. Determination of K_IC and f_t using non-geometrically similar concrete specimens with d_max=25 mm

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

Figure 12. Determination of K_IC and f_t using geometrically similar and non-geometrically similar concrete specimens with d_max=25 mm

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图 13 构建d_max=19 mm混凝土的断裂破坏曲线

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

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图 14 构建d_max=25 mm混凝土的断裂破坏曲线

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

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

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

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图 16 基于几何与非几何相似试件对d_max=19 mm混凝土的P_max、K_IC、f_t进行预测

Figure 16. Predicting P_max, K_IC and f_t of concrete with d_max=19 mm using geometrically and non-geometrically similar specimens

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图 17 基于几何与非几何相似试件对d_max=25 mm混凝土的P_max、K_IC、f_t进行预测

Figure 17. Predicting P_max, K_IC and f_t of concrete with d_max=25 mm using geometrically and non-geometrically similar specimens

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图 18 基于d_max=19 mm和d_max=25 mm的几何与非几何相似试件对混凝土的P_max、K_IC、f_t进行预测

Figure 18. Predicting P_max, K_IC and f_t of concrete with d_max=19 mm and 25 mm using geometrically and non-geometrically similar specimens

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表 1 d_max=19 mm混凝土试件尺寸与实测P_max

Table 1. Detailed dimensions of concrete specimens with d_max=19 mm and experimental P_max

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 P_max/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

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表 2 d_max=25 mm混凝土试件尺寸与实测P_max

Table 2. Detailed dimensions of concrete specimens with d_max=25 mm and experimental P_max

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 P_max/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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