隧道初支合理支護時機確定方法及其工程應用

梁鵬; 高永濤; 周喻; 鄧代強

doi:10.13374/j.issn2095-9389.2021.06.15.004

隧道初支合理支護時機確定方法及其工程應用

doi: 10.13374/j.issn2095-9389.2021.06.15.004

梁鵬^{1, 2},
高永濤^{1, 2, ,},
周喻^{1, 2},
鄧代強^{3, 4}

1.
北京科技大學土木與資源工程學院，北京 100083
2.
北京科技大學金屬礦山高效開采與安全教育部重點實驗室，北京 100083
3.
湘潭大學土木工程與力學學院，湘潭 411105
4.
貴州理工學院礦業工程學院，貴陽 550003

基金項目: 中央高校基本科研業務費專項資金資助項目（FRF-TP-18-016A3）；國家自然科學基金資助項目（51504016，51764009）；貴州省科技支撐計劃資助項目（黔科合支撐[2018]2836）

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通訊作者:
E-mail: gaoyongt@vip.sina.com

中圖分類號: TU921
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出版歷程
- 收稿日期: 2021-06-15
- 網絡出版日期: 2021-09-29
- 刊出日期: 2022-02-15

Determination method and engineering application of reasonable installation timing of the initial ground support

LIANG Peng^{1, 2},
GAO Yong-tao^{1, 2
, ,},
ZHOU Yu^{1, 2},
DENG Dai-qiang^{3, 4}

1.
School of Civil and Resources Engineering, University of Science and Technology Beijing, Beijing 100083, China
2.
Key Laboratory of High Efficient Mining and Safety of Metal Mines (Ministry of Education), University of Science and Technology Beijing, Beijing 100083, China
3.
School of Civil Engineering and Mechanics, Xiangtan University, Xiangtan 411105, China
4.
Institute of Mining Engineering, Guizhou Institute of Technology, Guiyang 550003, China

More Information

Corresponding author: E-mail: gaoyongt@vip.sina.com

摘要

摘要: 將巖體破壞接近度指標(FAI)引入隧道支護設計，明確了圍巖臨界支護時機判別準則。基于有限差分數值計算程序，合理考慮巖體峰后應變軟化特性，建立了一種隧道最優支護時機確定方法。通過算例分析，定量探討了表征支護時機的重要參數，從工程角度闡釋了支護時機的本質意義。結果表明：巖體地質強度指標GSI由75減小至25時，支護時機提前8.32 m；巖石材料常數m_i由20減小至10時，支護時機提前5.85 m；巖石單軸抗壓強度σ_ci由80 MPa減小至40 MPa時，支護時機提前3.74 m；工程擾動參數D由0增加至0.8時，支護時機提前7.44 m。將建立方法在玉渡山隧道工程中進行應用，計算出研究區段的支護時機為3.3 m，經現場監測表明該方法有效、可行。該研究成果可為隧道支護體系的量化設計提供參考。
- 隧道工程 /
- 支護時機 /
- 破壞接近度 /
- 應變軟化特性 /
- 數值模擬
Abstract: The surrounding rock support is a key issue in tunnel construction. The reasonable supporting time can not only ensure the safety of tunnel construction but also achieve the purpose of saving support costs. Currently, the support time determination mainly depends on on-site monitoring information and engineering experience, and there is still a lack of effective quantitative design methods. To overcome this deficiency, systematic research was conducted based on the case project of the Yudushan tunnel in the Yan-Chong expressway. The failure approach index was introduced in the tunnel support design, and the criterion of critical surrounding rock supporting time was defined. Based on the finite difference numerical calculation program and reasonable consideration of the post-peak strain softening characteristics of the rock mass, a method for determining an optimal tunnel supporting time was established. Through the analysis of numerical examples, the important parameters characterizing the supporting time were discussed quantitatively, and the essential significance of the supporting time was revealed from the engineering perspective. The results show that the supporting time increases by 8.32 m as the geological strength index is reduced from 75 to 25; the supporting time increases by 5.85 m as the intact rock material property, m_i, is reduced from 20 to 10; the supporting time increases 3.74 m as the uniaxial compressive strength of rock, σ_ci, is reduced from 80 to 40 MPa; the supporting time increases by 7.44 m as the engineering disturbance coefficient, D, is increased from 0 to 0.8. The proposed method was applied in the Yudushan tunnel project. The supporting time of the research section is 3.3 m. Field monitoring shows that the method is effective and feasible and provides a reference for the tunnel support system’s quantitative design.
- tunnel engineering /
- supporting time /
- failure approach index /
- strain-softening behavior /
- numerical simulation

HTML全文

圖 1 隧道塌方問題

Figure 1. Site tunnel collapse

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圖 2 隧道圍巖狀態與FAI間的關系

Figure 2. Relationship between the state of the tunnel surrounding the rocks and the failure approach index

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圖 3 最佳支護時機設計流程圖

Figure 3. Flowchart showing the calculation procedure of the optimum support time

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圖 4 數值模型幾何尺寸與邊界條件。（a）模型幾何尺寸；（b）模型邊界條件

Figure 4. Numerical model geometry and boundary conditions: (a) model geometry; (b) boundary conditions

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圖 5 兩種工況的LDP曲線。（a）工況I；（b）工況II

Figure 5. Longitudinal deformation profile (LDP) curves of two cases: (a) case I; (b) case II

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圖 6 λ_crit與η_crit隨GSI^p和m_i變化曲線。（a） λ_crit；（b）η_crit

Figure 6. Variation curves of λ_crit, η_crit versus GSI and m_i: (a) λ_crit; (b) η_crit

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圖 7 支護時機隨GSI^p和m_i變化曲線（階段1—工作面后方支護；階段2—工作面前方預加固+工作面后方支護）

Figure 7. Variation curves of supporting time versus GSI and m_i (Stage 1—support installation behind the working face; Stage 2—pre-support installation in front of the working face and support installation behind the working face)

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圖 8 λ_crit與η_crit隨D和σ_ci變化曲線。（a）λ_crit；（b）η_crit

Figure 8. Variation curves of λ_crit, η_crit versus D and σ_ci: (a) λ_crit; (b) η_crit

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圖 9 支護時機隨D和σ_ci變化曲線（階段1—工作面后方支護；階段2—工作面前方預加固+工作面后方支護）

Figure 9. Variation curves of supporting time versus D and σ_ci (Stage 1—support installation behind the working face; Stage 2—pre-support installation in front of the working face and support installation behind the working face)

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圖 10 圍巖變形時程曲線

Figure 10. Time-history curves of surrounding rock deformation

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圖 11 圍巖位移監測值與計算值對比

Figure 11. Displacement monitoring value and calculated value comparison

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表 1 不同工況的圍巖參數

Table 1. Rock mass parameters for various cases

Cases		c^p/MPa	φ^p/(°)	c^r/MPa	φ^r/(°)	γ^p*/10^?3
GSI^p = 55	I	1.505	40.85	1.018	31.20	2.5248
	II	1.388	38.43	0.921	28.88	2.6414
	III	1.243	34.98	0.798	25.73	2.7444
GSI^p = 45	I	1.261	36.94	0.958	30.07	9.1190
	II	1.151	34.53	0.866	27.79	9.7502
	III	1.012	31.18	0.748	24.69	10.3380
GSI^p = 35	I	1.063	33.01	0.906	29.08	40.3000
	II	0.965	30.66	0.818	26.83	42.3500
	III	0.839	27.44	0.706	23.78	43.8960
Note: I, II, and III correspond to the cases of m_i = 20, m_i = 15, and m_i = 10, respectively.

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