单轴压缩下裂隙倾角对花岗岩-混凝土力学行为及能量演化的影响

李庆文; 李涵静; 钟宇奇; 李玲; 才诗婷; 刘艺伟

doi:10.11858/gywlxb.20240803

单轴压缩下裂隙倾角对花岗岩-混凝土力学行为及能量演化的影响

doi: 10.11858/gywlxb.20240803

李庆文^1,,
李涵静^1,*, ,,
钟宇奇¹,
李玲¹,
才诗婷¹,
刘艺伟^{1, 2}

1.
辽宁工业大学土木建筑工程学院, 辽宁锦州　121001
2.
山东建筑大学土木工程学院, 山东济南　250101

基金项目: 辽宁省教育厅基本科研面上项目（JYTMS20230866）；辽宁省自然科学基金面上项目（2023-MS-298 ）；辽宁省博士科研启动基金（2019-BS-120）；辽宁省自然科学基金指导项目（20180550297）

详细信息

作者简介:
李庆文（1987－），男，博士，副教授，主要从事岩石力学、新材料与新型组合结构、离散元-有限差分跨尺度耦合数值模拟研究. E-mail：lgjzlqw@163.com

通讯作者:
李涵静（1999－），女，硕士研究生，主要从事计算颗粒力学研究. E-mail：1965213088@qq.com

中图分类号: O346.1; TU45
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出版历程
- 收稿日期: 2024-04-26
- 修回日期: 2024-05-23
- 网络出版日期: 2024-09-02

Influence of Crack Angles on the Mechanical Behavior and Energy Evolution of Granite-Concrete under Uniaxial Compression

LI Qingwen^1
,,
LI Hanjing^{1,*
, ,},
ZHONG Yuqi¹,
LI Ling¹,
CAI Shiting¹,
LIU Yiwei^{1, 2}

1.
School of Civil and Architectural Engineering, Liaoning University of Technology, Jinzhou 121001, Liaoning, China
2.
School of Civil Engineering, Shandong Jianzhu University, Jinan 250101, Shandong, China

摘要

摘要: 为探究单轴压缩下不同裂隙倾角对花岗岩-混凝土组合体试件的强度及能量演化的影响，结合室内试验标定的细观参数，采用二维离散元颗粒流程序（PFC^2D）对组合体试件开展了数值模拟研究。结果表明：花岗岩-混凝土的强度和变形特征受裂隙倾角影响，其强度和变形参数随裂隙倾角的增大呈逐渐增大趋势；在单轴压缩过程中，试样内部能量转化为宏观裂纹扩展，最终的破坏模式主要以拉伸失效断裂和剪切失效断裂为主；组合体试件的总能量和耗散能随裂隙倾角的增大而增大，试件破坏时总应变能大于耗散能。基于耗散能的计算，构建了损伤本构方程，当损伤因子为0.8时，试件接近极限状态，此时的能量消耗较大，显著降低了组合体试件的强度。
- 花岗岩-混凝土组合体 /
- 单裂隙 /
- 离散元颗粒流程序 /
- 单轴压缩 /
- 能量损伤本构
Abstract: To investigate the influence of the crack angle on the strength and energy evolution of granite-concrete composite specimens under uniaxial compression, a numerical simulation study was conducted using the two-dimensional particle flow code (PFC^2D) based on the micro-parameters calibrated through laboratory tests. The research results indicate that the strength and deformation characteristics of granite-concrete are affected by crack angles, and their strength and deformation parameters gradually increase with the increase of crack angle. During the uniaxial compression process, the internal energy of the specimens transforms into macroscopic crack propagation, and the final failure modes are mainly tensile fractures and shear fractures. The total energy and dissipated energy of the composite specimens increase with the increase of crack angle, and the total strain energy is more than the dissipated energy when the specimens are damaged. Based on the calculation of dissipated energy, a damage constitutive equation was constructed, indicating that when the damage factor reaches 0.8, the specimen is already close to its limit state, resulting in significant energy consumption and a decrease in the strength of the composite specimen.
- granite-concrete composite /
- single crack /
- particle flow code /
- uniaxial compression /
- energy damage constitutive

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图 1 单轴压缩试验装置

Figure 1. Testing machine of the uniaxial compression

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图 2 室内单轴压缩试验得到的应力-应变曲线

Figure 2. Stress-strain curves of indoor uniaxial compression tests

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图 3 接触模型^[30]

Figure 3. Contact model^[30]

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图 4 试验与数值模拟得到的应力-应变曲线及破坏形态对比

Figure 4. Comparison of stress-strain curves and failure modes between test and numerical simulation

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图 5 单裂隙花岗岩-混凝土试样的数值模型

Figure 5. Numerical model of granite-concrete specimen with single crack

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图 6 PFC^2D的数值模拟结果

Figure 6. Numerical simulation results of PFC^2D

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图 7 裂纹扩展路径

Figure 7. Propagation path of cracks

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图 8 一般岩石的弹性能与耗散能之间的关系^[37]

Figure 8. Relationship between elastic energy and dissipated energy of general rock^[37]

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图 9 不同裂隙倾角下花岗岩-混凝土试件的能量演化

Figure 9. Energy evolution of granite-concrete specimen under different fracture angles

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图 10 不同倾角下花岗岩-混凝土试件峰值时刻的能量演化

Figure 10. Energy evolution of granite-concrete specimen under different angles at the moment of peak strength

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图 11 考虑裂隙倾角的参数修正

Figure 11. Parameter correction considering crack dip angle

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图 12 本构模型的验证

Figure 12. Verification of constitutive model

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图 13 损伤因子演化曲线

Figure 13. Evolution curves of damage factor

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表 1 C40混凝土的配合比

Table 1. Mixture ratio of C40 concrete kg/m³

Cement	Mineral filler	Fly ash	Sand	Aggregate	Admixture
270	75	45	860	880	8.5

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表 2 试验结果分析

Table 2. Analysis of test results

Material	Sample ID	Compressive strength/MPa		Elastic modulus/GPa
Material	Sample ID	Test data	Average value	Test data	Average value
Granite	G-1	55.5	54.2	28.0	24.3
	G-2	55.5		22.1
	G-3	51.5		22.9
Concrete	C-1	39.4	39.3	16.1	18.7
	C-2	39.7		18.2
	C-3	38.9		21.8
Granite-concrete	GC-1	40.4	41.1	7.2	6.7
	GC-2	41.5		6.7
	GC-3	41.5		6.1
Note: In sample ID, G represents the granite, C represents the concrete, GC denotes the granite-concrete, and 1, 2, 3 represents the sample number.

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表 3 试验值与模拟值的比较

Table 3. Comparison between test and simulated value

Material	Effective modulus			Peak stress
Material	Test/GPa	Simulation/GPa	Error/%	Test/MPa	Simulation/MPa	Error/%
Granite	24.3	24.3	0	54.2	55.3	2.0
Concrete	18.7	18.7	0	39.3	40.1	2.0
Granite-concrete	6.7	6.7	0	41.1	41.1	0

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表 4 材料细观参数

Table 4. Microscopic parameters of materials

Material	Density/ (kg·m⁻³)	Tensile strength/MPa	Cohesive strength/MPa	Effective modulus/GPa	Particle friction coefficient	Stiffness ratio	Friction angle/(°)
Granite	2790	50	150	17.5	0.3	2.53	30
Concrete	2360	51	50	8.0	0.2	1.33	70

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表 5 界面细观参数

Table 5. Microscopic parameters of interfaces

Normal stiffness/ (N·m⁻¹)	Shear stiffness/ (N·m⁻¹)	Cohesion/GPa	Joint friction angle/(°)	Frictional coefficient
9×10⁷	4.5×10⁸	20	20	0.6

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表 6 数值模拟方案

Table 6. Scheme of numerical simulation

α/(°)	Model	L/mm	H/mm	v₀/(mm·s⁻¹)	E/GPa	σ_max/MPa	ε_i/10⁻³
0		30	1	0.01	5.437	16.31	0.30
30		30	1	0.01	5.872	27.60	0.47
60		30	1	0.01	6.476	38.21	0.59
90		30	1	0.01	6.464	42.66	0.66

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