拉剪作用下椭圆孔洞砂岩力学及破坏特征模拟研究

王海洋; 李金浜; 郑仕跃; 周宴民; 蒋文伟

doi:10.13199/j.cnki.cst.2022-0656

拉剪作用下椭圆孔洞砂岩力学及破坏特征模拟研究

王海洋^{1, 2,},
李金浜^2, ,,
郑仕跃³,
周宴民²,
蒋文伟²

1.
重庆交通大学山区桥梁与隧道工程国家重点实验室, 重庆　400074
2.
重庆交通大学土木工程学院, 重庆　400074
3.
中海建筑有限公司, 广东深圳　518005

基金项目:

国家自然科学基金资助项目(51804058)；重庆市教委科学技术研究资助项目（KJQN201800729）

详细信息

作者简介:
王海洋: （1988—），男，山东淄博人，副教授，博士。E-mail：wanghaiyang_cq@cqjtu.edu.cn

通讯作者:
李金浜: （1997—），男，河南驻马店人，硕士。E-mail：1173749091@qq.com

中图分类号: TD313; TU45
计量
- 文章访问数: 118
- HTML全文浏览量: 22
- PDF下载量: 60
出版历程
- 收稿日期: 2022-05-02
- 录用日期: 2022-05-31
- 网络出版日期: 2023-06-12
- 刊出日期: 2023-08-24

Simulation on mechanical and failure characteristics of sandstone with elliptical hole under tension-shear effect

1.
State Key Laboratory Breeding Base of Mountain Bridge and Tunnel Engineering, Chongqing Jiaotong University, Chongqing 400074, China
2.
College of Civil Engineering, Chongqing Jiaotong University, Chongqing 400074, China
3.
China Overseas Construction Co., Ltd., Shenzhen 518005, China

Funds:

National Natural Science Foundation of China (51804058)； Chongqing Municipal Education Commission Science and Technology Research Funding Project (KJQN201800729)

摘要

摘要:
受地质环境和工程扰动的影响，椭圆孔洞缺陷广泛赋存在工程岩体中，开挖卸荷会使部分岩体产生回弹拉应力，在孔洞缺陷的影响下形成拉剪应力区，诱导岩体的拉剪破坏，导致工程岩体的稳定性大幅度降低。为研究椭圆孔洞岩体在拉剪作用下的力学特性和变形破坏规律，基于室内岩石力学试验结果，采用颗粒流程序建立数值模型，对不同孔洞倾角α、长短轴之比k下的孔洞岩体进行了拉剪数值试验，并结合应力张量揭示了裂纹演化的细观机理。结果表明：当k不变时，随着α的增加，剪切强度在低法向拉应力下(1～3 MPa)近似呈“W”型变化规律，在α为120°或150°取得最小值，在α为90°取得最大值；剪切强度在高法向拉应力下(4～6 MPa)呈先增大后减小的变化趋势，分别在α为0°和90°时取得最小值和最大值。当α不变时，对于α为非90°的孔洞岩体，剪切强度随k的增大呈非线性下降。孔洞的应力集中程度对法向拉应力的敏感性随α的增大而先减小后增大，α为0°时，敏感性最高，α为90°时，敏感性最低，α为120°和150°时的敏感性高于α为30°和60°时的敏感性，孔洞岩体的强度相较于完整岩体有明显的劣化且劣化程度与法向拉应力呈正相关。裂纹起裂应力水平随法向拉应力的增大而增大，起裂角随法向拉应力的增大而减小。孔洞岩体在拉剪作用下的破坏形式为反翼裂纹贯通导致的拉伸破坏，拉剪作用下岩体内部拉应力和压应力耦合形成最大受拉区，最大受拉区靠近剪切加载面一侧的边界为裂纹的扩展路径，裂纹由孔洞处的塑性屈服而起裂，裂纹起裂后，颗粒接触断裂造成应力的释放与重分布，裂纹再次沿重分布后的最大主应力方向扩展，宏观上表现为裂纹的非线性扩展模式。
- 砂岩 /
- 拉剪作用 /
- 椭圆孔洞 /
- 离散元 /
- 裂纹扩展 /
- 应力张量
Abstract:
Under the influence of geological environment and engineering disturbance, elliptical hole-defects exist widely in engineering rock mass. Excavation unloading causes rebound tensile stress in rock mass. The tension-shear stress zone is formed under the hole defects, which induces the tension-shear failure of rock mass and greatly reduce the stability of engineering rock mass. In order to study the mechanical properties and failure behavior of the rock mass with an elliptical hole under tension and shear, the numerical model was built using discrete element numerical simulation based on the rock mechanics test results. Furthermore, the tension-shear numerical modelling tests of rock mass with an elliptical hole of different hole inclination angleαand the ratio of long to short axiskwere carried out, and the meso-mechanism of crack evolution was revealed from the point of view of stress tensor. The results show that whenkis constant, with the increase ofα, the shear strength approximately shows a “W” shape under low normal tensile stress (1–3 MPa), and the minimum value is obtained whenαis 120° or 150°, and the maximum value is obtained whenαis 90°. Under high normal tensile stress (4–6 MPa), the shear strength increases at first and then decreases, and the minimum and maximum values are obtained whenαis 0° and 90°, respectively. Whenαis constant, for the rock mass with an elliptical hole ifαis not 90°, the shear strength decreases nonlinearly with the increase ofk. The sensitivity of stress concentration of the elliptical hole to normal tensile stress decreases at first and then increases with the increase ofα, and the sensitivity is the highest whenαis 0°. The sensitivity is the lowest whenαis 90°, and the sensitivity is higher whenαis 120°and 150° than that whenαis 30°and 60°. The strength of the rock mass with an elliptical hole is obviously worse than that of intact rock mass, and the degree of deterioration is positively related to the normal tensile stress. The level of crack initiation stress increases with the increase of normal tensile stress, and the crack initiation angle decreases with the increase of normal tensile stress. The failure type of the rock mass with an elliptical hole under tension and shear is the tensile failure caused by anti-wing crack penetration. Under the effect of tension and shear, the maximum tensile zone is formed by the coupling of tensile stress and compressive stress in the rock mass, and the boundary near the side of the shear loading surface is the crack propagation path. The crack starts from the plastic yield at the elliptical hole. After the crack initiation, the stress is released and redistributed by the particle contact fracture, and the crack propagates along the direction of the maximum principal stress after the redistribution, which shows the nonlinear propagation mode of the crack macroscopically.
- sandstone /
- tension-shear effect /
- elliptical hole /
- discrete element /
- crack propagation /
- stress tensor

HTML全文

图 1 平直节理模型示意^[16]

Figure 1. Schematic diagram of flat joint model^[16]

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图 2 模型尺寸及加载模式

Figure 2. Model size and loading mode

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图 3 室内试验与数值模拟结果对比

Figure 3. Comparison between indoor test and numerical simulation results

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图 4 不同倾角α下孔洞岩体强度特征(k=3)

Figure 4. Strength characteristics of pore rock mass under different dip angle α (k=3)

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图 5 不同长短轴之比k下孔洞岩体强度特征(α=30°)

Figure 5. Strength characteristics of hole rock mass under different long short axis ratio k (α=30°)

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图 6 剪切强度随k的变化(α=90°)

Figure 6. Variation of shear strength with k (α=90°)

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图 7 剪切强度差值

Figure 7. Shear strength difference

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图 8 剪切强度劣化

Figure 8. Deterioration of shear strength

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图 9 起裂应力及起裂角监测

Figure 9. Monitoring of crack initiation stress and crack initiation angle

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图 10 剪切应力–位移曲线

Figure 10. Shear stress-displacement curve

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图 11 起裂应力水平及起裂角

Figure 11. Crack initiation stress level and crack initiation angle

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图 12 平均起裂角

Figure 12. Average crack initiation angle

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图 13 平面一点应力状态

Figure 13. Stress state at one point in the plane

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图 14 应力张量演化

Figure 14. Evolution of stress

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表 1 砂岩数值模型细观参数

Table 1 Meso parameters of sandstone numerical model

模型	参数	数值
颗粒单元	最小颗粒半径/mm	0.45
	最大、最小颗粒粒径比	1.66
	颗粒密度ρ/(kg·m⁻³)	2 700
线性接触模型	有效模量/MPa	20 500
	刚度比	1.98
	摩擦因数	0.6
线性黏结接触模型	接触模量/MPa	20 500
	刚度比	1.98
	摩擦因数	0.6
	法向黏结力/N	100
	切向黏结力/N	100
平直节理接触模型	接触模量/MPa	20 500
	刚度比	1.98
	摩擦因数	0.5
	抗拉强度/MPa	39.8
	黏聚力/MPa	65.3
	半径系数	1
	交界面段数	4

下载: 导出CSV

表 2 裂纹扩展模式

Table 2 Crack propagation mode

椭圆孔洞长短轴之比k	椭圆孔洞倾角
椭圆孔洞长短轴之比k	0°	30°	60°	90°	120°	150°

下载: 导出CSV

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