基于多参量判据的深地下工程岩爆倾向性研究

张恒源; 范俊奇; 郭佳奇; 石晓燕; 孙飞跃

doi:10.11858/gywlxb.20210857

基于多参量判据的深地下工程岩爆倾向性研究

doi: 10.11858/gywlxb.20210857

张恒源^1,,
范俊奇^2,*, ,,
郭佳奇^{1, 3},
石晓燕²,
孙飞跃¹

1.
河南理工大学土木工程学院，河南焦作　454000
2.
军事科学院国防工程研究院，河南洛阳　471023
3.
河南省地下工程与灾变防控重点实验室，河南焦作　454000

基金项目: 国家自然科学基金（51778215，51474097，U1810203）

详细信息

作者简介:
张恒源（1998－），男，硕士研究生，主要从事隧道与地下工程防灾减灾研究.E-mail： zhy983@163.com

通讯作者:
范俊奇（1975－），男，博士，副研究员，主要从事防护工程、岩土工程加固相关研究.E-mail：lyfjq@163.com

中图分类号: O382; TU45
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出版历程
- 收稿日期: 2021-08-01
- 修回日期: 2021-08-22
- 录用日期: 2021-08-22

Rockburst Tendency for Deep Underground Engineering Based on Multi-Parameters Criterion

ZHANG Hengyuan^1
,,
FAN Junqi^{2,*
, ,},
GUO Jiaqi^{1, 3},
SHI Xiaoyan²,
SUN Feiyue¹

1.
College of Civil Engineering, Henan Polytechnic University, Jiaozuo 454000, Henan, China
2.
Research Institute for National Defense Engineering, Academy of Military Science PLA China, Luoyang 471023, Henan, China
3.
Key Laboratory of Henan Province for Underground Engineering and Disaster Prevention, Jiaozuo 454000, Henan, China

摘要

摘要: 依据岩石破坏的能量转化机制和单元整体破坏准则，提出了同时考虑岩石内部积聚的可释放应变能、岩石破坏所需的表面能临界值及脆性系数的多参量岩爆判据。基于三维离散元（3DEC）数值仿真平台，对上述岩爆判据进行了二次开发，研究了在不同埋深、不同侧压力系数下深地下工程在开挖扰动时的围岩主应力差、能量及岩爆倾向性响应特征。结果表明：围岩的主应力差较大值多集中在洞室拱顶，弹性应变能密度较大值多集中在洞室拱顶和拱脚处；随着埋深和侧压力系数的增加，岩爆判据指标的数值和较大值的分布范围均增大。为了验证所提岩爆判据和数值模拟方法的合理性与适用性，对锦屏二级水电站4^#引水隧洞岩爆灾害进行了数值模拟与分析，发现岩爆灾害强弱程度及发生位置与工程实际情况相符。研究结果为深地下工程岩爆灾害的预测预报和有效防控提供了理论支持和技术指导。
- 深地下工程 /
- 岩爆倾向性 /
- 多参量岩爆判据 /
- 三维离散元法
Abstract: According to the energy conversion mechanism of rock failure and the overall failure criterion of element, a multi-parameter rockburst criterion considering the releasable strain energy accumulated in rock, the critical value of surface energy required for rock failure, and the brittleness coefficient is proposed. Based on the numerical simulation platform of the three-dimensional discrete element code (3DEC), the above rockburst criterion is developed, and the response characteristics in deep underground engineering, including the principal stresses difference, the elastic strain energy density and the rockburst judgement index, are studied under excavation disturbance in different buried depths and different lateral pressure coefficients. Some conclusions are obtained from the simulations: the larger values of the principal stress difference of the surrounding rock are mainly concentrated at the vault of the tunnel, and the larger values of the elastic strain energy density are mainly concentrated at the vault and arch foot of the tunnel; the distribution range and the values of the rockburst criterion index increase with the augmentation of the buried depth and the lateral pressure coefficient. In order to verify the proposed rockburst criterion and the numerical calculation method, the rockburst disaster in 4^# headrace tunnel of Jinping Ⅱ Hydropower Station is simulated and analysed. It is found that the intensity and location of rockburst disaster simulated by the above method are consistent with the actual situation, which verifies the rationality and applicability of the method established in this paper. The research results provide a theoretical support and a technical guidance for effective prediction, prevention, and control of rockburst disasters in deep underground engineering.
- deep underground engineering /
- rock burst tendency /
- multi-parameters rockburst criterion /
- three-dimensional discrete element method

HTML全文

图 1 单位体积中的能量耗散U_i^d和可释放应变能U_i^e的量值关系

Figure 1. Quantitative relationship between released strain energy U_i^d and dissipated energy U_i^e per unit volume

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图 2 隧道数值计算模型

Figure 2. Numerical calculation model for tunnel

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图 3 数值计算模型中监测点位置

Figure 3. Locations of the monitoring points in the numerical model

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图 4 不同工况下数值模拟的主应力差云图

Figure 4. Contour maps of the principal stress difference under different conditions obtained by numerical simulation

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图 5 弹性应变能密度分布

Figure 5. Distribution of the elastic strain energy density

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图 6 弹性应变能密度的时空分布

Figure 6. Spatial and temporal distribution of the elastic strain energy density

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图 7 岩爆倾向性指标 C_rs的分布云图

Figure 7. Distribution cloud map of the rockburst judgement index C_rs

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图 8 锦屏二级水电站4^#引水隧洞断面尺寸及岩爆洞段现场

Figure 8. Dimension of the tunel 4^# of Jinping II Hydropower Station and the rockburst cavern

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图 9 4^#引水隧洞模拟结果

Figure 9. Simulation results of 4^# headrace tunnel

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表 1 岩体物理力学参数

Table 1. Physical and mechanical parameters of rock mass

Material	h/m	$ {\sigma _{\text{c}}} $/MPa	$ {\sigma _{\text{t}}} $/MPa	E/GPa	μ
Granite	600	141.56	22.22	61.01	0.23
	1200	186.87	21.25	56.33	0.24
	1800	212.18	19.13	50.09	0.25

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表 2 数值模拟工况

Table 2. Numerical simulation conditions

Condition	h/m	K	Condition	h/m	K	Condition	h/m	K
1	600	1.0	4	1200	1.0	7	1800	1.0
2	600	1.5	5	1200	1.5	8	1800	1.5
3	600	1.5	6	1200	2.0	9	1800	2.0

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表 3 岩爆洞段的地应力状态

Table 3. In-situ stress state in the cross section of the rockburst cavern

Burial depth/m	${\sigma _x}/{\text{MPa}}$	${\sigma _y}/{\text{MPa}}$	${\sigma _\textit{z}}/{\text{MPa} }$	${\tau _{xy}}/{\text{MPa}}$	${\tau _{y\textit{z}} }/{\text{MPa} }$	${\tau _{\textit{z}x} }/{\text{MPa} }$
1 900	−49.81	−51.68	−58.09	−15.00	−1.23	7.17

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表 4 岩体力学参数

Table 4. Mechanical parameters of rock mass

E/GPa	μ	c_p/MPa	c_r/MPa	φ_i/(°)	φ_p/(°)	ψ/(°)
27.62	0.256	34.36	9.87	29.93	39.23	29.20

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