高滲透壓和不對稱圍壓作用下深豎井圍巖損傷破裂機理

劉力源; 紀洪廣; 王濤; 裴峰; 權道路

doi:10.13374/j.issn2095-9389.2019.11.05.004

高滲透壓和不對稱圍壓作用下深豎井圍巖損傷破裂機理

doi: 10.13374/j.issn2095-9389.2019.11.05.004

劉力源^{1, 2},
紀洪廣^{1, 2, ,},
王濤^{1, 2},
裴峰^{1, 2},
權道路^{1, 2}

1.
北京科技大學城市地下空間工程北京市重點實驗室，北京 100083
2.
北京科技大學土木與資源工程學院，北京 100083

基金項目: 國家重點研發計劃資助項目（2016YFC0600801）；國家自然科學基金資助項目（51874014，51534002）；北京市自然科學基金資助項目（2204084）；中央高校基本科研業務費資助項目（FRF-TP-19-027A1）

詳細信息

通訊作者:
E-mail：jihongguang@ces.ustb.edu.cn

中圖分類號: TD315
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出版歷程
- 收稿日期: 2019-11-05
- 刊出日期: 2020-06-01

Mechanism of country rock damage and failure in deep shaft excavation under high pore pressure and asymmetric geostress

LIU Li-yuan^{1, 2},
JI Hong-guang^{1, 2
, ,},
WANG Tao^{1, 2},
PEI Feng^{1, 2},
QUAN Dao-lu^{1, 2}

1.
Key Laboratory of Urban Underground Space Engineering, University of Science and Technology Beijing, Beijing 100083, China
2.
School of Civil and Resource Engineering, University of Science and Technology Beijing, Beijing 100083, China

More Information

Corresponding author: E-mail: jihongguang@ces.ustb.edu.cn

摘要

摘要: 隨著礦產資源開采深度的不斷增大，地應力、地溫和孔隙水壓隨之顯著增大，巖石的非線性力學行為更加凸顯。針對高滲透壓和不對稱圍壓作用下深豎井圍巖損傷破裂問題，構建了流固損傷耦合效應力學分析模型，分析了流固耦合條件下深豎井開挖圍巖有效應力，探討了孔隙水壓及地應力場對圍巖損傷破裂演化的作用機制。研究結果表明：孔隙水壓及孔隙水壓梯度越大圍巖損傷破裂區面積越大，圍巖損傷破裂區面積隨圍巖滲透率的減小逐漸增大并趨于穩定；地應力場對圍巖破裂形態具有重要控制作用，最大水平主應力與最小水平主應力差異較小時，圍巖損傷破裂區集中在最小水平主應力方向，以剪切損傷為主，最大水平主應力與最小水平主應力差異較大時，在最大水平主應力方向上會產生拉伸損傷破裂區。值得關注的是，由于孔隙水壓的存在，最大有效水平主應力與最小有效水平主應力之間的比值增大，即圍巖發生拉伸破壞的風險增大。本文研究表明，豎井選址和設計過程中應避開構造應力大、孔隙水壓大的區域，從而保障井筒施工安全。
- 深豎井 /
- 高滲透壓 /
- 不對稱圍壓 /
- 損傷破裂 /
- 數值模擬
Abstract: With the development of the mining industry, a large number of accessible shallow mineral resources are being depleted, and some have now been completely exhausted. The exploitation of the Earth’s deep mineral resources has become the only way to meet the society’s growing demand for minerals. With the increase in mining depth, the geostress, temperature, and pore pressure of water increase significantly, and the nonlinear mechanical behavior of rock becomes prominent. To assess the damage and failure of surrounding rock in deep shaft under high osmotic pressure and asymmetric geostress, a coupled mechanical–hydraulic–damage model was proposed to examine the effective stress of surrounding rock in deep shaft. This approach took into account the maximum tensile stress criterion with shear failure based on the Mohr–Coulomb criterion and was applied to simulate damage evolution in heterogeneous rocks. On this basis, the mechanisms of pore pressure, rock permeability, and geostress and its effects on rock damage evolution and fracture propagation were further investigated. The results indicate that the larger the pore pressure and its gradient are, the larger the damage and failure areas of surrounding rock. With the decrease of permeability of country rock, the damage and failure areas of country rock gradually increase and tend to be stable. The geostress field plays an important role in controlling the failure morphology of surrounding rock. When the ratio between maximum and minimum horizontal principal stresses is small, the damage and failure zones of the surrounding rock are concentrated in the direction of the minimum horizontal principal stress, mainly shear damage. However, if the ratio is large enough, then the tensile damage zone may occur in the direction of the maximum horizontal principal stress. Notably, the ratio of the maximum horizontal principal effective stress to the minimum horizontal principal effective stress increases because of the presence of pore pressure. Therefore, a high pore pressure in the formation could increase the risk of tensile failure of surrounding rocks. The findings of this research can be applied to the optimization of the shaft design to avoid areas with high tectonic stress and high pore pressure and ensure the safety of shaft construction.
- deep shaft /
- high pore pressure /
- asymmetric geostress /
- damage /
- numerical simulation

HTML全文

圖 1 開挖后豎井壁面有效應力場

Figure 1. Effective stress field of the shaft wall after excavation

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圖 2 單軸條件下巖石損傷本構關系

Figure 2. Elastic-damage-based constitutive law for rock under the uniaxial stress condition

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圖 3 非均質系數為10時巖體彈性模量的空間分布。（a）巖石彈性模量空間分布；（b）巖石彈性模量概率密度

Figure 3. Distributions of the rock elastic modulus with the inhomogeneity index specified as 10: (a) spatial distribution of rock elastic modulus; (b) probalility density of rock elastic modulus

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圖 4 孔隙水壓力對豎井圍巖損傷破裂區面積的影響

Figure 4. Effect of pore pressure on the damage zone of the shaft

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圖 5 豎井圍巖滲流場（a）及主應力與損傷破裂區（b）（σ_H=45 MPa, σ_h=33.1 MPa, P₀=17 MPa, P_b=13.6 MPa）

Figure 5. Seepage field (a), principal stress and damage zone (b) of shaft (σ_H=45 MPa, σ_h=33.1 MPa, P₀=17 MPa, P_b=13.6 MPa)

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圖 6 豎井圍巖滲流場（a）及主應力與損傷破裂區（b）（σ_H=45 MPa, σ_h=33.1 MPa, P₀=17 MPa, P_b=5.1 MPa）

Figure 6. Seepage field (a), principal stress and damage zone (b) of shaft (σ_H=45 MPa, σ_h=33.1 MPa, P₀=17 MPa, P_b=5.1 MPa)

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圖 7 圍巖滲透率對損傷破裂區的作用規律

Figure 7. Effect of country rock permeability on the damage zone

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圖 8 圍巖損傷破裂區與地應力條件關系

Figure 8. Relationship between damage zone and geostress conditions

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圖 9 地應力場對圍巖損傷破裂區分布的影響。（a） σ_H=45 MPa, σ_h=45 MPa；（b） σ_H=45 MPa, σ_h=22.5 MPa

Figure 9. Effect of geostress conditions on the damage zone of country rock: (a) σ_H=45 MPa, σ_h=45 MPa; (b) σ_H=45 MPa, σ_h=22.5 MPa

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圖 10 地應力場對圍巖損傷破裂區分布的影響（σ_H=45 MPa, σ_h=13 MPa）。（a）損傷云圖；（b）彈性模量云圖

Figure 10. Effect of geostress conditions on the damage zone of country rock (σ_H=45MPa, σ_h=13MPa): (a) damage; (b) elastic modulus

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圖 11 紗嶺金礦主井主應力及孔隙水壓力值隨深度變化圖

Figure 11. Variations of principal stress and pore pressure with depth in the main shaft of Shaling gold mine

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