基于能量原理的岩爆倾向性判据

孙飞跃; 范俊奇; 郭佳奇; 石晓燕; 刘希亮; 朱斌忠; 张恒源

doi:10.11858/gywlxb.20200650

基于能量原理的岩爆倾向性判据

doi: 10.11858/gywlxb.20200650

孙飞跃^1,,
范俊奇^2,*, ,,
郭佳奇^{1, 3},
石晓燕²,
刘希亮^{1, 3,},
朱斌忠¹,
张恒源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（51474097，51778215，U1810203）；河南理工大学博士基金（B2020-41）

详细信息

作者简介:
孙飞跃（1992－），男，博士研究生，主要从事岩土工程、隧道与地下工程防灾减灾研究. E-mail：fysunlight@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: 2020-12-08
- 修回日期: 2020-12-28

Rockburst Proneness Criterion Based on Energy Principle

SUN Feiyue^1
,,
FAN Junqi^{2,*
, ,},
GUO Jiaqi^{1, 3},
SHI Xiaoyan²,
LIU Xiliang^{1, 3
,},
ZHU Binzhong¹,
ZHANG Hengyuan¹

1.
College of Civil Engineering, Henan Polytechnic University, Jiaozuo 454000, Henan, China
2.
Research Institute for National Defense Engineering of 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: 岩爆判据是岩爆研究中最关键的科学问题之一，也是预测岩爆发生与否的关键。首先基于能量原理，以岩石强度与整体破坏准则为基准，建立了岩体单元受压与受拉时的岩爆烈度分级评价系统；然后采用已有的经典岩爆判据和新提出的岩爆倾向性判据，对国内部分典型岩爆工程实例进行了准确性和适用性检验；最后以锦屏Ⅱ级水电站4^#引水隧洞为依托，通过FISH语言编程对3DEC数值模拟软件进行了二次开发，对三维应力条件下深地下工程岩爆地质灾害孕育机制与演化规律进行了模拟分析。结果表明：该判据全面考虑了围岩单元体受力的各种状态，反映了岩爆孕育发生过程的完整性因素、力学因素、脆性因素与储能因素；针对无、轻微、中等及强烈岩爆4个级别，提出了3个分级阈值（2、11和110）；基于能量原理的岩爆倾向性判据对典型岩爆案例进行预测评估，结果与岩爆发生实际情况基本一致，具有良好的有效性和工程适用性。研究成果可为准确预测深部地下工程岩爆的倾向性提供一种新的思路。
- 岩石力学 /
- 岩爆 /
- 岩爆倾向性判据 /
- 岩爆分级
Abstract: The study of rockburst criterion is one of the most critical scientific problems in the rockburst research, and it is also the key to predict the occurrence of rockburst. Firstly, based on energy principle, rock strength and overall failure criterion, the classification evaluation system of rockburst intensity of rock under compression and tension is established. Secondly, the accuracy and applicability of some typical rockburst engineering cases in China are tested by using the existing classical rockburst criterion and the rockburst proneness criterion proposed in this study. Finally, based on the No.4 diversion tunnel of Jinping Ⅱ hydropower station, the secondary development of 3DEC numerical simulation software is carried out by using FISH language programming, and the result analysis is carried out on the incubation mechanism and evolution law of rockburst geological disasters in deep underground engineering under three-dimensional stress conditions. The results show that the criterion comprehensively considers all kinds of stress state of surrounding rock unit, and reflects the integrity, mechanical, brittleness and energy storage factors in the process of rockburst initiation. Three grading thresholds (2, 11 and 110) are proposed for the four grades of no, weak, moderate, and intense rockburst. The rockburst proneness criterion based on energy principle is used to predict and evaluate the typical rockburst cases, the results of which are basically consistent with the actual situations of rockburst, and has good effectiveness and engineering applicability. The research results provide a new approach for accurately predicting the rockburst proneness of deep underground engineering.
- rock mechanics /
- rockburst /
- rockburst proneness criterion /
- rockburst classification

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图 1 岩石应力-应变关系曲线

Figure 1. Stress-strain curve of rock

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图 2 受力情况^[32]

Figure 2. Loading cases^[32]

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图 3 不同岩爆判定结果对比^[4]

Figure 3. Comparison of rockburst results with different criteria^[4]

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图 4 4^#引水隧洞岩爆发生位置示意图

Figure 4. Rockburst location of 4^# headrace tunnel

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图 5 4^#引水隧洞断面尺寸^[21]

Figure 5. Dimension of 4^# headrace tunnel^[21]

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图 6 数值模型

Figure 6. Numerical model

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图 7 4^#引水隧洞监测点位置

Figure 7. Monitoring points position of 4^# headrace tunnel

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图 8 自由场边界示意

Figure 8. Free field boundary

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图 9 爆破荷载曲线

Figure 9. Blasting load curve

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图 10 弹性应变能密度分布

Figure 10. Distribution of elastic strain energy density

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图 11 主应力差等值线云图

Figure 11. Contour maps of principal stresses difference

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图 12 弹性应变能密度时空分布

Figure 12. Spatial and temporal distribution of elastic strain energy density

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图 13 4^#引水隧洞右拱肩喷层鼓胀开裂^[44]

Figure 13. Bulging cracks at right spandrel of 4^# headrace tunnel^[44]

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图 14 岩爆模拟示意图

Figure 14. Schematic of rockburst simulation

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图 15 现场岩爆坑示意图^[21]

Figure 15. Schematic of on-site rockburst areas^[21]

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图 16 岩爆判别R界限值分布云图

Figure 16. Contour maps of rockburst criterion threshold

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图 17 K9+765标段洞室断面（0°～360°）R界限值

Figure 17. Rockburst criterion thresholds of K9+765 section

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图 18 岩爆块体弹射示意图

Figure 18. Schematic of rockburst block ejection

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表 1 天台山隧道岩爆实测数据^[34]

Table 1. Measured data for rockburst at Tiantaishan tunnel^[34]

No.	L/m	${\sigma _i}$/MPa			$\nu $	K_v	σ_c/MPa	σ_t/MPa
No.	L/m	${\sigma _{\rm{1}}}$	${\sigma _{\rm{2}}}$	${\sigma _{\rm{3}}}$	$\nu $	K_v	σ_c/MPa	σ_t/MPa
TSE5	108	16.15	8.14	4.27	0.28	0.68	130.21	11.55
	150	19.23	10.51	3.16			141.13	13.68
	271–350	20.22	12.53	3.58			169.52	15.14
TSE6	500–550	40.57	24.12	12.36	0.28	0.68	192.15	18.86
	350	23.65	10.87	4.02			175.65	17.26
	500	35.86	21.44	15.61			184.27	18.34

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表 2 天台山隧道模拟结果^{[34, 38]}

Table 2. Simulated results for rockburst at Tiantaishan tunnel^{[34, 38]}

No.	L/m	Level of rockburst	Deformation brittleness coefficient method		Strength ratio method of surrounding rock		This work
No.	L/m	Level of rockburst	K_u	Rockburst proneness	${{{\sigma _{\rm{c}}}} / {{\sigma _{\max }}}}$	Rockburst proneness	R	Rockburst proneness
TSE5	108	Weak	3.1	Weak	8.1	Weak	0.8	No
	150	Moderate	2.7	Weak	7.3	Weak	2.7	Weak
	271–350	Weak	2.7	Weak	8.4	Weak	1.5	No
TSE6	500–550	Moderate	2.8	Weak	4.7	Weak	7.6	Weak
	350	Weak			7.4	Weak	1.4	No
	500	Moderate			5.1	Moderate	11.6	Moderate

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表 3 工程岩爆分析初始数据^{[34, 37]}

Table 3. Initial data for rockburst analysis in some engineering^{[34, 37]}

No.	Engineering	Buried depth/m	Stress/MPa					K_v
No.	Engineering	Buried depth/m	${\sigma _{\rm{1}}}$	${\sigma _{\rm{2}}}$	${\sigma _{\rm{3}}}$	${\sigma _{\max }}$	${\sigma _{\rm{c}}}$	K_v
1	Jinping I	400	9.00	8.44	4.50	18–70	50–70	0.34–0.72
1	Jinping I	400	35.00	17.50	10.80	18–70	50–70	0.34–0.72
2	Jinping Ⅱ	1 200– 2 500	38.00	32.40	19.00	55–108	110–120	0.76
2	Jinping Ⅱ	1 200– 2 500	71.00	67.50	35.50	55–108	110–120	0.76
3	Headrace tunnel for TianshengqiaoⅡ hydropower station	130–760	25.80	12.90	3.51	30	88.7	0.75
3	Headrace tunnel for TianshengqiaoⅡ hydropower station	130–760	25.80	20.52	12.90	30	88.7	0.75
4	Headrace tunnel for Taipingyi hydropower station	400	31.40	15.70	10.80	62.6	130–180	0.75
5	Qinling Railway Tunnel	1600	20.00	18.75	10.00	105	95–130	0.75
5	Qinling Railway Tunnel	1600	40.00	37.50	20.00	105	95–130	0.75
6	Linglong Gold Mine, Shandong Province	1000	50.00	27.00	25.00	82–114	138–197	0.75
6	Linglong Gold Mine, Shandong Province	1000	60.00	30.00	27.00	82–114	138–197	0.75
7	Erlang Mountain road	770	53.70	26.85	20.79	41.46	64.9	0.75
8	Dongguashan Copper Mine, Tongling	790–850	34.33	21.33	17.17	105.5	132.2	0.75
			34.33	22.95	17.17
			57.20	28.60	10.80
9	Underground caverns of Pubugou hydropower station	250–320	27.30	13.65	8.64	42–54	82.3–207.5	0.80
9	Underground caverns of Pubugou hydropower station	250–320	21.10	10.55	6.75	42–54	82.3–207.5	0.80
10	Diversion tunnel for Yuzixi class I hydropower station	250–600	45.00	22.50	16.20	90	170	0.80
10	Diversion tunnel for Yuzixi class I hydropower station	250–600	30.00	15.00	6.75	90	170	0.80
11	Tai-Jin Expressway Cangling Tunnel	300–756	59.50	29.75	8.10	48.9	150	0.75
11	Tai-Jin Expressway Cangling Tunnel	300–756	59.50	29.75	20.41	48.9	150	0.75

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表 4 典型岩爆实例预测结果验证^[34]

Table 4. Verification of prediction results of typical rockburst^[34]

No.	$\sigma{\rm{_t}} $/MPa	E.Hoek		Russenes	Erlang Mountain road	Gu-Tao		This work
No.	$\sigma{\rm{_t}} $/MPa	Threshold	Level of rockburst	Level of rockburst	Level of rockburst	Threshold	Level of rockburst	Threshold	Level of rockburst
1	5.0	0.36	Weak	Moderate	Weak	5.56	Weak	0.4	No
1	5.0	1.40	Intense	Intense	Intense	1.43	Intense	10.6	Weak
2	5.0–6.0	0.50	Moderate	Moderate	Moderate	2.89	Moderate	137.9	Intense
2	5.0–6.0	0.46	Weak	Moderate	Weak	1.55	Intense	569.9	Intense
3	3.7	0.34	Weak	Weak	Weak	3.44	Intense	23.8	Moderate
3	3.7	0.34	Weak	Weak	Weak	3.44	Intense	98.8	Moderate
4	9.4	0.35–0.48	Weak– Moderate	Weak– Moderate	Weak	4.14–5.73	Moderate– Intense	6.2	Weak
5	7.0	1.11	Intense	Intense	Intense	4.75–6.50	Weak– Moderate	7.7	Weak
5	7.0	0.81	Intense	Intense	Intense	2.38–3.25	Moderate	61.7	Moderate
6	7.0–10.0	0.59	Moderate	Intense	Moderate	2.76	Moderate	90.9	Moderate
6	7.0–10.0	0.42	Weak	Moderate	Weak	3.94	Moderate	31.2	Moderate
7	8.0	0.64	Moderate	Intense	Moderate	1.21	Intense	56.6	Moderate
8	16.4	0.80	Intense	Intense	Intense	3.85	Moderate	2.4	Weak
9	5.9	0.20–0.51	Weak– Moderate	Weak– Moderate	Weak– Moderate	3.01–7.60	Weak– Moderate	17.3	Moderate
9	5.9	0.26–0.66	Weak– Moderate	Weak– Moderate	Weak– Moderate	3.90–9.83	Weak– Moderate	8.1	Weak
10	11.3	0.53	Moderate	Moderate	Moderate	3.78	Moderate	12.5	Moderate
10	11.3	0.53	Moderate	Moderate	Moderate	5.67	Weak	2.4	Weak
11	8.0	0.33	Weak	Weak	Moderate	2.52	Moderate	28.9	Moderate
11	8.0	0.33	Weak	Weak	Moderate	2.52	Moderate	68.3	Moderate

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表 5 4^#引水隧洞岩爆段地应力状态

Table 5. In-situ stress state of rockburst section of 4^# headrace tunnel

Buried depth/m	${\sigma _x}/{\rm{MPa}}$	${\sigma _y}/{\rm{MPa}}$	${\sigma _z}/{\rm{MPa}}$	${\tau _{xy}}/{\rm{MPa}}$	${\tau _{yz}}/{\rm{MPa}}$	${\tau _{zx}}/{\rm{MPa}}$
1 900	−49.81	−51.68	−58.09	−15.00	−1.23	−7.17

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表 6 岩体的物理力学参数

Table 6. Physical and mechanical parameters of rock

E/GPa	$\nu $	c_m/MPa	c_r/MPa	$\varphi $₀/(°)	$\varphi $_m/(°)	$\psi $/(°)
27.62	0.256	34.36	9.87	29.93	39.93	29.20

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