深部硐室长期稳定性的两个力学问题

王明洋; 徐天涵; 邓树新; 陈昊祥

doi:10.11883/bzycj-2021-0023

深部硐室长期稳定性的两个力学问题

doi: 10.11883/bzycj-2021-0023

1.
中国人民解放军陆军工程大学爆炸冲击防灾减灾国家重点实验室，江苏南京 210007
2.
南京理工大学机械工程学院，江苏南京 210094
3.
北京建筑大学北京交通基础设施建设国际合作基地，北京 100044

基金项目: 国家自然科学基金重大科研仪器研制项目（51527810）；国家自然科学基金青年科学基金（51909120）

详细信息

作者简介:
王明洋（1966－　），男，博士，教授，博士生导师，wmyrf@163.com

通讯作者:
徐天涵（1995－　），男，博士研究生，martinxu41@126.com

中图分类号: O389; TD322
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- 文章访问数: 575
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- 被引次数: 0
出版历程
- 收稿日期: 2021-01-18
- 修回日期: 2021-04-27
- 网络出版日期: 2021-06-17
- 刊出日期: 2021-07-05

Mechanical problems for the long-term stability of rocks surrounding deep level underground tunnels

1.
State Key Laboratory of Disaster Prevention and Mitigation of Explosion and Impact, Army Engineering University of PLA, Nanjing 210007, Jiangsu, China
2.
School of Mechanical Engineering, Nanjing University of Science and Technology, Nanjing 210094, Jiangsu, China
3.
Beijing International Cooperation Base for Municipal Transportation Infrastructures, Beijing University of Civil Engineering and Architecture, Beijing 100044, China

摘要

摘要: 在陈宗基院士关于地下硐室长期稳定性力学问题研究的基础上，采用Sadovsky院士关于复杂地质岩体的等级构造学说，围绕深部岩体非均匀构造与封闭应力固有的统计力学属性，研究了岩体非均匀变形与封闭应力特性，以及深部硐室围岩的长期稳定性等两个力学问题。给出了岩体非均匀构造与封闭应力的数学表征；根据质量守恒定律得到了计算深部硐室围岩长期变形的一般公式；得到了围岩变形中劈裂扩容变形占主要部分的结论，并且阐明了深部围岩卸荷时更易出现劈裂破坏的原因。给出了劈裂破坏形态的演进序列与扩容位移的计算方法。将围岩松动圈范围、破裂区位置和边壁位移的计算结果与锦屏一级电站厂房现有监测数据进行了对比，两者相当吻合。
- 地应力 /
- 非均匀块系构造 /
- 非相容变形 /
- 剪切强度 /
- 围岩分区破裂化现象
Abstract: Based on the research of Academician Tan Tjong-Kie on the long-term stability mechanics of underground tunnel and considering Academician Sadovsky’s structural hierarchy theories on complex geological rock masses, the inherent statistical mechanical properties of inhomogeneous structure and closed stress in deep rock masses were investigated. Two mechanical problems were mainly studied, i.e. characteristics of inherent non-uniform deformation and closed stress of rock masses, and long-term stability of deep tunnels. The quantitative mathematical characterization of inherent non-uniform deformation and closed stress of rock masses were given using the method of statistical mechanics. Based on the law of mass conservation, a general calculation method of long-term stability and deformation of rock masses surrounding deep level tunnels was proposed. The Maxwell model was used to calculate the threshold of splitting. A post-peak failure model of rock was established to estimate the in-situ stress at which rock undergoes post-peak failure. With the help of the theory of the hirerachical structure of rock masses, the maximum value of rock displacement due to splitting dilatation was obtained. A dimensionless energy factor was introduced to define the extent of zonal disintegration of surrounding rock masses. It was concluded that the splitting and dilatancy deformation is the main part of the deformation of surrounding rocks. The reasons why unloading splitting failure is more likely to take place in rock masses surrounding deep level tunnels were explained. The split evolution pattern of rock masses surrounding deep level tunnels and the calculation method of dilatancy displacement were obtained. The calculation results of the range of loosening zone, the location of the rupture zone in rock masses surrounding deep level tunnels, and the displacement of the sidewall were compared with the existing monitoring data in the underground powerhouse of the Jinping Ⅰ Hydropower Station, and the agreement is good.
- geo-stress /
- heterogeneous blocky structure /
- non-compatible deformation /
- shear strength /
- zonal disintegration of surrounding rock masses

HTML全文

图 1 岩体的构造等级示意图

Figure 1. Sketch of hierarchical structure of rock blocks

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图 2 第n级非均匀构造单元的变形阶段

Figure 2. The deformation stages of the nth non-uniform structure

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图 3 硐室开挖前后侧墙围岩应力状态的变化^[1]

Figure 3. The change of stress state of surrounding rocks before and after the tunneling^[1]

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图 4 硐室开挖前后侧墙围岩应力圆^[1]

Figure 4. The stress circles of surround rocks before and after the tunneling

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图 5 三向应力状态时的强度准则

Figure 5. Strength criterion at triaxial stress state

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图 6 锦屏大理岩真三轴实验结果

Figure 6. The true triaxial test results of the marble in Jinping.

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图 7 体积变形与剪切变形的关系

Figure 7. The relationship between bulk and shear deformations

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图 8 塑性区围岩位移示意图

Figure 8. The deformation of surrounding rocks in the plastic zone

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图 9 地下硐室围岩劈裂示意图^[1]

Figure 9. The schematic diagram of spalling of rocks surrounding deep level tunnels^[1]

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图 10 深部围岩劈裂示意图

Figure 10. The splitting of deep surrounding rocks

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图 11 深部围岩分区破裂示意图

Figure 11. Diagram of zonal disintegration of deep surrounding rocks

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图 12 分区破裂半径计算与监测结果对比^[25]

Figure 12. A comparison between the in-situ and theoretical radii of zonal disintegration^[25]

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表 1 分区破裂区半径c_i/a与能量因子k之间的关系^[25]

Table 1. The relationship between the radii of zonal disintegration c_i/a and the energy factor k^[25]

c_i/a	k
exp(1/2)	1.4×10⁻⁶
exp(1)	1.0×10⁻⁷
exp(3/2)	1.0×10⁻⁸
exp(2)	1.4×10⁻⁹

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表 2 围岩变形理论与现场实测结果对比

Table 2. Comparison of the theoretical and in-situ results

硐室	等效半径/m	ψ_Δ	理论扩容变形/mm	理论剪切变形/mm	理论总变形/mm	实测变形/mm
主变室^[18]	14.17	0.5×10⁻²	60.9	37.0	97.9	233.4
		1.0×10⁻²	121.7		158.7
		1.5×10⁻²	182.6		219.6^*
		2.0×10⁻²	243.5		280.5
主厂房^[17]	23.82	0.5×10⁻²	102.3	62.2	164.5	上游220.0 下游247.0
		1.0×10⁻²	204.6		266.8^*
		1.5×10⁻²	307.0		369.2
		2.0×10⁻²	409.3		471.5
尾调室^[17]	17.50	0.5×10⁻²	75.2	45.7	120.9^*	125.0
		1.0×10⁻²	150.3		196.0
		1.5×10⁻²	225.5		271.2
		2.0×10⁻²	300.7		346.4
注：表中数据加*号的阶段为与实际最接近的变形阶段。

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