复合地层下穿高铁超大矩形盾构隧道开挖面的极限支护力

宁茂权; 唐再兴; 刘顺水; 麻建飞; 崔光耀

doi:10.11858/gywlxb.20220621

复合地层下穿高铁超大矩形盾构隧道开挖面的极限支护力

doi: 10.11858/gywlxb.20220621

宁茂权^{1, 2,},
唐再兴²,
刘顺水²,
麻建飞³,
崔光耀^4,*, ,

1.
中铁第四勘察设计院集团有限公司，湖北武汉　430064
2.
海峡（福建）交通工程设计有限公司，福建福州　350004
3.
北京交通大学土木建筑工程学院，北京　100044
4.
北方工业大学土木工程学院，北京　100144

基金项目: 国家自然科学基金（52178378）；中铁第四勘察设计院集团有限公司科技研究开发项目（2020K143）

详细信息

作者简介:
宁茂权（1972-），男，硕士，正高级工程师，主要从事隧道与地下工程的勘察设计与研究.E-mail：545883202@qq.com

通讯作者:
崔光耀（1983-），男，博士，教授，主要从事隧道与地下工程研究. E-mail：cyao456@163.com

中图分类号: O342; U25
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出版历程
- 收稿日期: 2022-06-30
- 修回日期: 2022-07-18
- 录用日期: 2022-12-24
- 网络出版日期: 2023-02-21
- 刊出日期: 2023-02-05

Ultimate Support Force of Excavation Face of Super-Large Rectangular Shield Tunnel Crossing High-Speed Railway in Composite Stratum

1.
China Railway Siyuan Survey and Design Group Co., Ltd., Wuhan 430064, Hubei, China
2.
Haixia Traffic Engineering Design Co., Ltd., Fuzhou 350004, Fujian, China
3.
School of Civil Engineering, Beijing Jiaotong University, Beijing 100044, China
4.
School of Civil Engineering, North China University of Technology, Beijing 100144, China

摘要

摘要: 为了保证超大矩形盾构隧道开挖面的稳定性，依托某超大矩形盾构隧道工程，采用理论分析、数值模拟和现场监测方法对复合地层下穿高铁超大矩形盾构隧道开挖面的极限支护力进行了研究，提出了复合地层下穿高铁超大矩形盾构隧道开挖面临界破坏模式，并基于极限平衡理论推导了极限支护力计算方法。数值模拟和现场监测结果表明：提出的极限支护力计算方法与数值模拟和现场监测的误差分别在10.40%～18.30%和11.19%～16.85%区间，说明极限支护力公式安全可靠，可应用至实际工程中。研究结果可为类似工程开挖面稳定性控制提供参考。
- 矩形盾构隧道 /
- 复合地层 /
- 极限支护力 /
- 极限平衡法 /
- 近接施工
Abstract: To ensure the face stability of the super-large rectangular shield tunnel, based on a super-large rectangular shield tunnel, the theoretical analysis, numerical simulation and field monitoring are used to study the ultimate support force of the super-large rectangular shield tunnel crossing the high-speed railway in the composite stratum. The critical failure mode of excavation surface of super-large rectangular shield tunnel crossing high-speed railway in a composite stratum is proposed, and the calculation method of ultimate support force is deduced based on the ultimate equilibrium theory. The results of numerical simulation and field monitoring show that the errors between the proposed ultimate support force calculation method and numerical simulation as well as the proposed ultimate support force calculation method and field monitoring are 10.40%–18.30% and 11.19%–16.85%, respectively. The formula of ultimate support force is safe and reliable, and can be applied to practical engineering. The research conclusion can provide a reference for the stability control of excavation face in similar projects.
- rectangular shield tunnel /
- composite stratum /
- ultimate support force /
- limit equilibrium method /
- close-space construction

HTML全文

图 1 隧道轮廓

Figure 1. Tunnel profile

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图 2 工程现场

Figure 2. Project site

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图 3 矩形地下通道与高铁的位置关系

Figure 3. Location relationship between rectangular underpass and high-speed railway

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图 4 临界破坏模式

Figure 4. Critical failure mode

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图 5 楔形体受力分析

Figure 5. Stress analysis of the wedge

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图 6 梯形体受力分析

Figure 6. Stress analysis of trapezoidal body

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图 7 剪力微元体

Figure 7. Micro element for shear calculation

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图 8 计算模型

Figure 8. Numerical model

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图 9 开挖面云图

Figure 9. Cloud map of excavation surface

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图 10 最大位移

Figure 10. Maximum displacement

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表 1 计算参数

Table 1. Calculation parameters

Surrounding rock	Density/(kg·m⁻³)	Elastic modulus/GPa	Poisson’s ratio	Internal friction angle/(°)	Cohesion/MPa
Weak rock	1 860	0.21	0.37	18	0.000 5
Hard rock	2 500	6	0.25	35	1
Tracks	7 800	206	0.23
Ballast	2 500	0.13	0.35
Sleeper	2 450	31.5	0.20
Foundation	2 300	28.0	0.33

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表 2 计算结果对比

Table 2. Comparative analysis of the result

ψ	Ultimate support force of excavation face
ψ	Numerical simulation/MPa	Theoretical calculation/MPa	Error/%
0	0.59	0.68	15.25
0.25	2.98	3.29	10.40
0.50	5.15	5.71	10.87
0.75	6.48	7.30	12.65
1.00	7.25	8.58	18.30

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表 3 土层参数

Table 3. Soil parameters

Surrounding rock	Density/(kg·m⁻³)	Cohesion/MPa	Internal friction angle/(°)
Weak rock	1 800–2 460	0.000 5–0.80	15–23
Hard rock	2 500–2 950	1.0–1.5	20–45

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表 4 计算结果对比

Table 4. Comparative analysis of the result

Monitoring sections	ψ	Ultimate support force
Monitoring sections	ψ	Field test/MPa	Theoretical calculation/MPa	Error/%
K0+710	0	5.52–6.29	6.36	15.22
K0+670	0.25	3.56–4.03	4.16	16.85
K0+630	0.50	5.43–6.09	6.15	13.26
K0+590	0.75	6.79–7.35	7.55	11.19
K0+655	1.00	7.36–8.06	8.68	17.93

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