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Experimental and numerical analysis of deformation and failure behaviour for deep roadways in soft rocks

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Abstract

With the resource exploitation from the shallow to the deep, how to effectively control the deformation and floor heave of roadway in soft rocks has become an important factor affecting the safe mining of resources. For deep mining, the serious supporting problems and destruction of the surrounding rock are widespread. This paper takes a testing gallery in China’s Huainan mining area as an example to study the deformation and failure behavior for deep roadway in soft rocks. Combining the geological environment characteristics of the roadway, the indoor creep test of soft rock and the large-scale triaxial creep tests on site are carried out, and the nonlinear creep constitutive model of soft rock and its numerical realization method are proposed. Then, the nonlinear creep model is applied to a particular case of the testing gallery in soft rocks. According to the long-term deformation monitoring data of surrounding rock, the mechanical parameters of loose zone are determined by the orthogonal design method. The results show that the deformation and floor heave of the roadway is mainly due to the obvious creep deformation caused by the weak surrounding rock under the high ground stress level. The model proposed in this paper can better reflect the creep characteristics and nonlinear characteristics of soft rock under different stress levels. The research results have important reference value for long-term deformation prediction and supporting system optimization of deep roadways in soft rocks.

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The data used to support the findings of this study is included in the article.

Abbreviations

A,  B,  C :

Creep parameters

c :

Rock cohesion

G :

Shear modulus

G cr :

Creep potential

I 1 :

First stress invariant

J 2 :

Second invariant of stress deviator

K :

Bulk modulus

m,  n :

Creep parameters

p :

Equivalent pressure stress

q :

Mises stress

s ij :

Deviatoric stress tensor

t :

Time

ε c :

Creep strain

\({\overline{\varepsilon }}^{\mathrm{cr}}\) :

Equivalent creep strain

dε ij :

Total strain increment

\({d\varepsilon }_{ij}^{\mathrm{e}}\) :

Elastic strain increment

\({d\varepsilon }_{ij}^{\mathrm{p}}\) :

Plastic strain increment

\({d\varepsilon }_{ij}^{\mathrm{c}}\) :

Creep strain increment

\({d\overline{\varepsilon }}^{\mathrm{pl}}\) :

Equivalent plastic strain increment

σ 1,  σ 2,  σ 3 :

Three principal stresses

σ kk :

Volumetric stress

\({\bar{\sigma }}_{0}\)  :

Initial yield stress

φ :

Friction angle of rock

ψ :

Dilatancy angle

ξ :

Model parameter

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Funding

The authors gratefully acknowledge the support of the National Natural Science Foundation of China (42072166), the Natural Science Foundation of Heilongjiang Province (LH2020D004), the State Key Laboratory project of Deep Geotechnical Mechanics and Underground Engineering (SKLGDUEK2001), the Natural Science Foundation of Anhui Province (2108085QE208), and China Postdoctoral Science Foundation Funded Project (2021M700753).

Author information

Authors and Affiliations

  1. Institute of Unconventional Oil & Gas, Northeast Petroleum University, Daqing, 163318, China

    Shanpo Jia, Junwei Yang, Min Gao & Caoxuan Wen

  2. State Key Laboratory of Mining Response and Disaster Prevention and Control in Deep Coal Mines, Anhui University of Science and Technology, Huainan, 232001, China

    Min Gao

  3. State Key Laboratory of Geomechanics and Geotechnical Engineering, Institute of Rock and Soil Mechanics, Chinese Academy of Sciences, Wuhan, Hubei, 430071, China

    Shanpo Jia & Guojun Wu

  4. China Construction Seventh Engineering Division. Corp.Ltd, Zhengzhou, Henan, 450000, China

    Lufeng Jia

Authors
  1. Shanpo Jia
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  2. Junwei Yang
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  3. Min Gao
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  4. Lufeng Jia
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Corresponding author

Correspondence to Min Gao.

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The authors declare no competing interests.

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Highlights

• The large-scale triaxial creep tests on site are carried out, and the nonlinear creep constitutive model of soft rock and its numerical realization method are proposed.

• The basic parameters of loose zone are taken as the basic variables; by introducing the orthogonal design method two times, the equivalent mechanical parameters of the loose zone can be determined.

• The proposed method is applied to a particular case of the testing gallery in soft rocks. The model can better reflect the creep characteristics and nonlinear characteristics of soft rock under different stress levels.

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Jia, S., Yang, J., Gao, M. et al. Experimental and numerical analysis of deformation and failure behaviour for deep roadways in soft rocks. Bull Eng Geol Environ 81, 466 (2022). https://doi.org/10.1007/s10064-022-02959-7

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  • DOI: https://doi.org/10.1007/s10064-022-02959-7

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