基于分形理论的冻融荷载耦合作用下纤维混凝土抗压强度研究

孙杰; 申紫豪; 廖海峰

基于分形理论的冻融荷载耦合作用下纤维混凝土抗压强度研究

1.
武汉科技大学　城市建设学院, 武汉 430065
2.
中国市政工程中南设计研究总院有限公司, 武汉 430074

基金项目: 西南交通大学道路工程四川省重点实验室开放课题；湖北省住房和城乡建设厅(Zy2022o014)

详细信息

通讯作者:
孙杰，博士，副教授，研究方向为路基路面材料、新型建筑材料等　E-mail: sunjie@wust. edu.cn

中图分类号: TU528
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- 被引次数: 0
出版历程
- 收稿日期: 2023-12-14
- 修回日期: 2024-03-29
- 录用日期: 2024-04-04
- 网络出版日期: 2024-04-29

Investigation on compressive strength of fiber reinforced concrete subjected to the coupling effects of freeze-thaw cycling and loading utilizing fractal theory

1.
School of Urban Construction, Wuhan University and Technology, Wuhan 430065, China
2.
Central & Southern China Municipal Engineering Design and Research Institute Co., Ltd, Wuhan 430074, China

Funds: The Open Research Fund of Highway Engineering Key Laboratory of Sichuan Province, Southwest Jiaotong University; Department of Housing and Uran-Rural Development of Hubei Province (Zy2022o014)

摘要

摘要: 为了研究持续荷载与冻融循环耦合作用下纤维混凝土的抗压性能与分形维数值之间的关系，开展了不同压应力水平(0、0.3、0.5)作用下的纤维混凝土冻融循环试验。对冻融前后纤维混凝土裂缝进行分形特征研究，并基于分形理论研究了不同耦合作用下试件的抗压强度变化规律，建立了裂缝分形维数与抗压强度的演化方程。结果表明：随着冻融循环次数的增加，试件抗压强度逐渐减小。当冻融循环次数增加到160次，不同耦合应力水平下试件抗压强度损失率差异显著，其中在耦合应力水平为0.3时损失率最小为21.59%，耦合应力水平为0.5时损失率最大为33.58%。裂缝的分形维数与耦合作用有明显的线性关系，能够定量反映纤维混凝土的劣化规律，裂缝分形维数的数值越大，纤维混凝土冻融损伤越大，抗压强度越低。
- 纤维混凝土 /
- 冻融循环 /
- 分形维数 /
- 损伤变量 /
- 抗压强度
Abstract: This study explores the correlation between the compressive attributes of the fiber reinforced concrete and the fractal dimension value under the combined influence of continuous loading and freeze-thaw cycling. Freeze-thaw cycling tests were conducted on the fiber reinforced concrete with varying compressive stress levels (0, 0.3, 0.5). The fractal characteristics of the concrete cracks pre and post freeze-thaw were examined, and the alteration in the compressive strength of the samples under different coupling effects was analyzed using the fractal theory. An evolution equation was established between the fractal dimension of the cracks and the compressive strength. Findings indicate that as the number of freeze-thaw cycles increases, the compressive strength of the sample progressively decreases. When the number of freeze-thaw cycles increases to 160, the loss rates in the compressive strength of the specimens under different coupling stresses exhibit the significant differences, the smallest loss rate of 21.59% is observed at a coupling stress of 0.3, while the maximum of 33.58% is noted at a coupling stress of 0.5. A clear linear relationship is found between the fractal dimension of the cracks and the coupling effect, quantitatively reflecting the deterioration pattern of the fiber reinforced concrete. A larger fractal dimension value of the cracks indicates greater freeze-thaw damage to the fiber reinforced concrete and a lower compressive strength.
- fiber reinforced concrete /
- freeze-thaw cycles /
- fractal dimension /
- damage variable /
- compressive strength

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图 1 加载装置及耦合试验

Figure 1. Loading apparatus and coupled test

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图 2 冻融循环温度变化

Figure 2. Temperature change of the freeze-thaw cycle

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图 3 纤维混凝土试件冻融前后外观变化

Figure 3. Appearance changes of the fiber reinforced concrete specimens pre and post freeze-thaw

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图 4 纤维混凝土冻融循环前后破坏形态

Figure 4. Failure pattern of the fiber reinforced concrete pre and post freeze-thaw cycle

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图 5 纤维混凝土抗压强度损失率变化

Figure 5. Variation of the loss rate of the compressive strength of the fiber reinforced concrete

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图 6 网格盒子覆盖方法

Figure 6. Grid box coverage method

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图 7 各组纤维混凝土试件不同冻融循环次数后的lnN(r)-ln(r)关系曲线

Figure 7. lnN(r)-ln(r) curve after different freeze-thaw cycles in each group of the fiber reinforced concrete

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表 1 各组试件耦合应力

Table 1. Couple stress of each group

Specimen set	F-0	F-0.3	F-0.5
Stress level	0	0.3 f	0.5 f
Stress magnitude/MPa	0	13.56	22.6
Notes: F-0 and F-0.3 and F-0.5 represent the different compressive stress levels and f represents the compressive strength of concrete specimens after 28 days.

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表 2 纤维混凝土抗压强度

Table 2. Compressive strength of the fiber reinforced concrete

Number of freeze-thaw cycles/times	Compressive strength of F-0/MPa	Compressive strength of F-0.3/MPa	Compressive strength of F-0.5/MPa
0	45.20	45.20	45.20
20	44.18	45.13	44.94
40	43.04	44.27	44.46
60	41.99	42.56	42.28
80	39.90	41.42	40.85
100	38.29	39.81	38.57
120	35.91	38.48	35.34
140	33.73	36.96	32.87
160	31.16	35.44	30.02

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表 3 各组纤维混凝土试件分形维数值的参数

Table 3. The parameter values of fractal dimension for the fiber reinforced concrete specimens in each group

Specimen set	a/10^-3	b
F-0	3.49	1.19
F-0.3	3.31	1.16
F-0.5	4.12	1.15
Notes: a and b are parameter values of the fractal dimension

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