层状千枚岩的断裂特性

蔺海晓; 钱立振; 程龙; 郭腾飞

doi:10.11858/gywlxb.20210707

层状千枚岩的断裂特性

doi: 10.11858/gywlxb.20210707

蔺海晓^{1, 2,*, ,},
钱立振^1,,
程龙¹,
郭腾飞³

1.
河南理工大学土木工程学院，河南焦作　454003
2.
河南理工大学河南省地下工程与灾变防控重点实验室，河南焦作　454000
3.
中南大学资源与安全工程学院，湖南长沙　410083

基金项目: 国家自然科学基金（41772163，51674100）

详细信息

作者简介:
钱立振（1993－），男，硕士研究生，主要从事煤岩体损伤力学研究. E-mail：1668624368@qq.com

通讯作者:
蔺海晓（1978－），男，副教授，主要从事煤岩体损伤力学研究. E-mail：hpulhx@hpu.edu.cn

中图分类号: O347.3；TU45
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出版历程
- 收稿日期: 2021-01-11
- 修回日期: 2021-01-28

Fracture Characteristics of Layered Phyllite

LIN Haixiao^{1, 2,*
, ,},
QIAN Lizhen^1
,,
CHENG Long¹,
GUO Tengfei³

1.
School of Civil Engineering, Henan Polytechnic University, Jiaozuo 454003, Henan, China
2.
Henan Key Laboratory of Underground Engineering and Disaster Prevention, Henan Polytechnic University, Jiaozuo 454000, Henan, China
3.
School of Resources and Safety Engineering, Central South University, Changsha 410083, Hunan, China

摘要

摘要: 采用中心直切槽半圆盘层状岩样测试了层状千枚岩的断裂性能，并基于黏结单元建立了层状岩石的有限元数值计算模型，系统研究了层理倾角、层理强度、层理间距及切缝倾角等参数对层状千枚岩断裂特性的影响。结果表明：当层理倾角在0°～90°范围内时，Ⅰ型断裂韧度逐渐增大，峰值载荷和峰值位移也呈增大趋势；层理倾角为零时，发生张拉破坏。层理倾角在15°～45°时，剪切破坏占主导；层理倾角在60°～90°时，张拉破坏占主导。层理倾角为零时，破坏模式受层理强度影响较小；层理倾角分别为15°和30°时，随着层理强度增大，试样由剪切破坏向拉-剪耦合破坏演化；层理倾角在45°～90°时，试样均呈现拉-剪耦合破坏，且随着层理强度增大，试样有向拉伸破坏为主演化的趋势。层理间距较小时，裂纹呈沿层–穿层阶梯状扩展趋势明显；切缝倾角较大时，裂纹穿层扩展趋势明显。
- 层状千枚岩 /
- 中心直切槽半圆盘 /
- 层理倾角 /
- 破坏模式 /
- 黏结单元
Abstract: Based on the half-disk layered rock sample with central straight cutting groove, tests on fracture performances of layered phyllite were conducted, and the finite element numerical model of layered rock was developed. The influences of bedding dip angle, bedding strength, bedding thickness, span and different cutting angle on the fracture performances of layered phyllite was systematically studied. The results show that with the change of bedding dip angle from 0° to 90°, model Ⅰ fracture toughness value increases gradually, and the peak load and peak displacement also show increasing trend. When the bedding dip angle is 0°, the tensile failure occurs. When the bedding dip angle is 15°−45°, the shear failure is dominant, and when the bedding dip angle is 60°−90°, the tensile failure is dominant. When the bedding dip angle is 0°, the failure mode is less affected by the bedding strength. For cases with angle of 15° and 30°, with the increase of bedding strength, the specimen changes from shear failure to tensile-shear coupling failure. As the angle ranges from 45° to 90°, the specimens show tensile-shear coupling failure. With the increase of bedding strength, the specimens seem to fail by tension. When the bedding distance is small, the crack shows an obvious ladder-like growth along the bedding plane.
- layered phyllite /
- center straight groove semi-disk /
- bedding dip angle /
- failure mode /
- cohesive element

HTML全文

图 1 不同层理倾角的岩样

Figure 1. Rock specimens with different bedding dip angles

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图 2 试样的几何尺寸和加载方向

Figure 2. Geometrical dimensions and loading direction of the specimens

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图 3 应力强度因子计算模型

Figure 3. Calculation model of stress intensity factor

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图 4 不同层理倾角试样的断裂韧度

Figure 4. Fracture toughness of specimens withdifferent beddings dip angles

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图 5 不同层理倾角试样的载荷-位移曲线

Figure 5. Load-displacement curves of specimens with different beddings dip angles

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图 6 黏结单元模型

Figure 6. Model of bonding element

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图 7 黏结单元线性牵引分离定律

Figure 7. Linear traction separation law of bonding element

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图 8 试样的数值模型

Figure 8. Numerical model of specimens

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图 9 不同层理倾角页岩的断裂破坏^[29]

Figure 9. Fracture failure of shale with different bedding dip angles^[29]

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表 1 中心直切槽半圆盘无量纲应力强度因子结果比较^[27]

Table 1. Comparison of dimensionless stress intensity factor for a half disk with a central straight slotted^[27]

a/R	S/R	Y_Ⅰ		Error/%
a/R	S/R	This paper	Ref.[27]	Error/%
0.1	0.5	2.752	2.724	1.03
0.3	0.5	2.493	2.538	−1.77
0.8	0.5	12.850	12.665	1.46

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表 2 模型中的单元力学细观参数

Table 2. Microscopic parameters of element mechanics in the model

Element type	Location	Elastic modulus/GPa		Poisson’s ratio	Density/(kg·mm⁻³)
Entity element	Rock material	37.76		0.23	2.623 × 10³

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Element type	Location	Tensile strength/MPa	Shear strength/MPa	Normal stiffness/(MPa·mm⁻¹)	Tangential stiffness/(MPa·mm⁻¹)	Failure displacement/mm
Cohensive element	Bedding	3.3	9	9442	3838	0.05
Cohensive element	Stroma	6.6	19	37768	15353	0.10

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表 3 不同层理倾角试样的试验与数值模拟结果对比

Table 3. Comparison between experimental and numerical simulationresults of specimens with different bedding dip angles

Bedding dip angle/(°)	Load-displacement curves	Test failure result	Simulated failure result
0
15
30
45
60
75
90

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表 4 各层理倾角试样在不同层理强度下的数值模拟破坏结果

Table 4. Numerical failures of each bedding dip angles' specimen under different bedding strength

Bedding dip angle/(°)	Simulated result
Bedding dip angle/(°)	0.5	0.8	1.1	1.5
0
15
30
45
60
75
90

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表 5 各层理倾角试样在不同层理间距下的数值模拟破坏结果

Table 5. Numerical simulation failure results of each bedding dip angles' specimen under different bedding distance

Bedding dip angle/(°)	Simulated result
Bedding dip angle/(°)	d=3 mm	d=5 mm	d=8 mm	d=12 mm
0
15
30
45
60
75
90

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表 6 各层理倾角试样在不同切缝倾角下的数值模拟破坏结果

Table 6. Numerical failures of each bedding dip angles' specimen under different cutting seam dip angles

Bedding dip angle/(°)	Simulated result
Bedding dip angle/(°)	β=0°	β=30°	β=45°	β=60°
0
15
30
45
60
75
90

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