层状软岩隧道围岩破坏的连续-离散耦合分析

徐国文; 何川; 汪耀; 陈子全

doi:10.3969/j.issn.0258-2724.2018.05.013

层状软岩隧道围岩破坏的连续-离散耦合分析

doi: 10.3969/j.issn.0258-2724.2018.05.013

徐国文^1,,
何川^1, ,,
汪耀²,
陈子全¹

详细信息

作者简介:
徐国文(1988—)，男，博士，研究方向为隧道与地下工程，E-mail： xgw80033@163.com

通讯作者:
何川(1964—) ，男，教授，博士，博士生导师，研究方向为隧道与地下工程，E-mail:chuanhe21@163.com

中图分类号: O319.56
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- 被引次数: 0
出版历程
- 收稿日期: 2016-04-17
- 刊出日期: 2018-10-01

Failure Analysis on Surrounding Rock of Soft-Layered Rock Tunnel Using Coupled Continuum-Discrete Model

XU Guowen^1
,,
HE Chuan^{1
, ,},
WANG Yao²,
CHEN Ziquan¹

摘要

摘要: 为了研究层状岩体中隧道开挖后围岩的破坏机理，以汶马高速鹧鸪山隧道为例，基于离散元-有限差分耦合算法，建立了一种新的层状软岩隧道开挖模拟方法，采用该方法对不同地应力场、层理间距等因素影响下围岩的破坏模式进行了数值模拟. 研究结果表明：隧道开挖后，应力重分布导致强度较低的层理面首先发生滑移及张开破坏，岩体的滑移及张开使得应力场受到进一步扰动，导致层间岩体产生拉裂破坏；同种水平应力条件下，随着侧压力系数的减小，岩体产生的微裂纹不断增多. 当侧压力系数为1.00、0.80、0.67、0.57、0.50时，微裂纹总数分别为304、391、602、999、1 240；当层理间距为0.6 m时，层理对围岩破坏形态起控制作用；随着层理间距从0.6 m增加至1.2 m，层理对围岩破坏模式的控制作用减弱，围岩的破坏形态与均质围岩相似.
- 层状岩体 /
- 软岩 /
- 破坏特征 /
- 连续-离散耦合分析
Abstract: In order to study the failure mechanism of layered surrounding rock after tunnel excavation, taking the Zhegu mountain tunnel of Wenma highway as an example, a new numerical approach is put forward based on continuum-discrete coupling method. The failure patterns of surrounding rock under different geo-stress fields and bedding spacing are obtained through this method. The results show that: slipping and opening failure occurs on joint surface because of its low strength after stress redistribution during tunnel excavation. Then, stress field is disturbed furtherly and this disturbance leads to tensile failure of rock matrix; Micro-cracks in rock mass increases with the decrease of lateral pressure coefficient for the same stress level. When the lateral pressure coefficient is 1.00, 0.80, 0.67, 0.57, and 0.50, the total number of micro-cracks is 304, 391, 602, 999, and 1240, respectively. When the bedding spacing is 0.6 m, bedding has a controlling influence on the failure mode of surrounding rock, while this influence is weakened and the failure mode is similar to that of homogeneous surrounding rock with the increase of bedding spacing from 0.6 m to 1.2 m.
- layered rock mass /
- soft rock /
- failure mechanics /
- coupled continuum-discrete analysis

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图 1 鹧鸪山隧道隧址区区域构造图

Figure 1. Regional tectonic map of Zhegu mountain tunnel

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图 2 大变形现象

Figure 2. Large deformation

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图 3 典型掌子面地质素描图

Figure 3. Typical geological sketch map of tunnel face

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图 4 数值模拟与试验结果对比

Figure 4. Comparison between numerical simulation and experimental results

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图 5 耦合示意图

Figure 5. Coupling method

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图 6 计算模型

Figure 6. Numerical model

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图 7 围岩破坏过程

Figure 7. Failure process of surrounding rock

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图 8 破裂增长曲线

Figure 8. Fracture growth curve

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图 9 层理方向对破裂影响

Figure 9. Effect of bedding direction to rupture

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图 10 裂纹总数与角度关系

Figure 10. Relationship between total number of cracks and angle

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图 11 应力场对破裂的影响

Figure 11. Effect of stress field to fracture

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图 12 层理间距对破裂的影响

Figure 12. Effect of bedding spacing on rupture

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表 1 BPM模型参数

Table 1. Parameters of BPM

参数	数值	参数	数值
颗粒最小半径/mm	0.18	平行黏结系数	1
最大最小颗粒半径比	1.66	平行黏结弹性模量/GPa	36
颗粒密度/（kg•m^–3）	2 730	平行黏结法向-切向刚度比	3.3
颗粒间摩擦因数	0.5	平行黏结法向强度/MPa	65 ± 15
颗粒法向-切向刚度比	3.3	颗粒弹性体模量 /GPa	38
		平行黏结法向强度/MPa	120 ± 30

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表 2 SMJ模型参数

Table 2. Parameters of SMJ

参数	数值	参数	数值
法向刚度 /（GPa•m^–1）	3 700	黏结模式	切向与法向黏结
切向刚度 /（GPa•m^–1）	860	黏结法向强度/MPa	3.5
摩擦因数	0.4	黏结黏聚力/MPa	20
剪胀角/（°）	0	黏结摩擦角/（°）	14

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表 3 连续单元计算参数

Table 3. Parameters of FDM

密度ρ/（kg•m^–3）	弹性模量E/GPa	泊松比ν
2 600	20	0.23

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表 4 平行粘结模型参数

Table 4. Parameters of parallel bond

颗粒最小半径/cm	最大最小颗粒半径比	颗粒密度/ （kg•m^–3）	颗粒间摩擦因数	颗粒弹性体模量/ GPa	颗粒法向- 切向刚度比	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	平行黏结法向强度/ MPa
6	1.66	2 600	0.5	20	2.5	1	20	2.5	12 ± 2	12 ± 2

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表 5 光滑节理模型参数

Table 5. Parameters of smooth joint

法向刚度/（N•m^–1）	切向刚度/（N•m^–1）	摩擦因数	剪胀角/（°）	黏结模式	黏结法向强度/MPa	黏结黏聚力/MPa	黏结摩擦角/（°）
2 × 10¹³	2 × 10¹³	0.5	0	3	2	2	15

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表 6 裂纹统计表

Table 6. Crack number

侧压力系数	裂纹总数/条	拉裂纹占比/%	剪裂纹占比/%
1.00	304	94.1	5.9
0.80	391	92.8	7.2
0.67	602	91.6	7.0
0.57	999	91.3	8.7
0.50	1 240	89.9	10.1

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