非共面双裂隙层状岩石破坏特征及工程应用

王俊; 林国进; 唐协; 徐国文; 唐锐

doi:10.3969/j.issn.0258-2724.20180044

非共面双裂隙层状岩石破坏特征及工程应用

doi: 10.3969/j.issn.0258-2724.20180044

王俊^1,2,,
林国进¹,
唐协¹,
徐国文^2, ,,
唐锐¹

基金项目: 国家重点研发计划（2016YFC0802210）

详细信息

作者简介:
王俊（1987—），男，工程师，研究方向为隧道与地下工程设计，E-mail：luckywangjun@126.com

通讯作者:
唐协（1982—），男，高级工程师，研究方向为公路隧道勘察设计，E-mail：22282206@qq.com

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出版历程
- 收稿日期: 2018-01-16
- 修回日期: 2018-08-31
- 网络出版日期: 2019-01-10
- 刊出日期: 2020-08-01

Failure Characteristics and Engineering Application of Layered Rock with Two Pre-existing Non-coplanar Fissures

WANG Jun^{1,2
,},
LIN Guojin¹,
TANG Xie¹,
XU Guowen^{2
, ,},
TANG Rui¹

摘要

摘要: 为了研究层状岩石在预存裂隙作用下的破坏机理，基于颗粒离散元理论，构建能反映岩石各向异性特征的数值模型. 基于该模型，系统研究了含非共面双裂隙层状岩石在单轴压缩条件下裂纹的产生与演化规律，并揭示了双裂隙层状围岩中隧道开挖后岩体的破坏模式. 研究结果表明：存在预制裂隙的岩石，其抗压强度值小于相同条件下的完整岩石，但岩石强度与层理面倾斜角度的关系曲线仍呈U形分布；竖向加载时，试样的破坏形态同层理面倾斜角度（β）与预制裂隙倾斜角度（α）间相对大小有关. 当β < α时，岩石的破坏受预制裂隙控制；当β > α时，岩石的破坏可分为预制裂隙与层理面共同控制与层理面控制两类；隧道围岩的细观破坏模式也与β、α的相对大小有关，但破坏区域均集中在洞周两侧垂直于层理面的一定范围内.
- 层状岩体 /
- 预制裂隙 /
- 离散元 /
- 破坏模式
Abstract: In order to study the failure mechanism of layered rock with pre-existing cracks, a numerical model which is based on particle discrete element method and can reflect the anisotropic characteristics of rock is built. The initiation and propagation of micro-cracks in anisotropic rock with two pre-existing non-coplanar fissures under uniaxial compression tests are analyzed. Furthermore, the failure process of surrounding rock after tunnel excavation is also obtained. Results shows that, the compressive strength of specimens with pre-existing fissures is smaller than that of intact rock, while the curve of relationship between strength and inclination angles is still ‘U’ shaped. The failure patterns are controlled by inclination angle of bedding plane (β) and inclination angle of fissures (α). For β < α, failure is controlled by fissures; for β > α, failure is controlled by both fissures and bedding planes or bedding planes. Failure patterns of surrounding rock is also related to β and α, while the damage zone is concentrated in certain regions around the tunnel in the direction normal to layers in all cases.
- layered rock mass /
- pre-existing fissures /
- discrete element method /
- failure pattern

HTML全文

图 1 数值计算模型

Figure 1. Numerical model

下载: 全尺寸图片幻灯片

图 2 不同裂隙几何参数对应的抗压强度值

Figure 2. Influence of geometry of pre-existing fissures on rock strength

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图 3 单轴试验中应力、裂纹与应变关系裂纹扩展过程

Figure 3. Relationship between stress，crack and strain in uniaxial test

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图 4 裂纹扩展过程

Figure 4. Propagation process of cracks

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图 5 预制裂隙周边应力场演化特征

Figure 5. Evolutional feature of stress field around pre-existing fissures

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图 6 数值模型（单位：m）

Figure 6. Numerical model (unit: m)

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图 7 围岩破坏过程

Figure 7. Cracking propagation process of surrounding rock

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图 8 层理面方向对围岩破坏模式的影响

Figure 8. Fracture patterns for different β

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图 9 地应力场对围岩破坏模式的影响

Figure 9. Fracture patterns for different geo-stress fields

下载: 全尺寸图片幻灯片

表 1 PBM模型微观参数

Table 1. Micro-parameters of the parallel bond model

颗粒最小半径/ mm	最大最小半径比		颗粒密度/ （kg•m³）		颗粒间摩擦系数		颗粒弹性体模量/ GPa		颗粒法向-切向刚度比
0.2	1.66		2 730		0.2		38		3.3

平行黏结系数		平行黏结弹性模量/GPa		平行黏结法向-切向刚度比		平行黏结法向强度/ MPa		平行黏结切向强度/ MPa
1		36		3.3		65 ± 15		120 ± 30

下载: 导出CSV

表 2 SJM模型微观参数

Table 2. Micro-parameters of the smooth joint model

法向刚度/ （GPa•m⁻¹）	切向刚度/ （GPa•m⁻¹）	摩擦系数	剪胀角/（°）
3700	860	0.4	0

黏结法向强度/MPa		黏结黏聚力/MPa	黏结摩擦角/（°）
3.5		20	14

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表 3 试样破裂模式

Table 3. Fracture patterns

层理方向/（°）	裂隙参数（裂缝间距-搭接长度）/mm
层理方向/（°）	a-a	a-0	a-a	a-2a	2a-a	2a-0	2a-a	2a-2a
0
30
60
90

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表 4 有限差分模型参数

Table 4. Parameters of the finite difference model

密度/ （kg•m³）	平行于层面方向的弹性模量 E₀/GPa	垂直于层面方向的弹性模 E₉₀/GPa	平行于层面方向泊松比 ν₀	垂直于层面方向泊松比 ν₉₀
2 600	39.3	19.0	0.18	0.20

下载: 导出CSV

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