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Gold Science and Technology ›› 2019, Vol. 27 ›› Issue (4): 505-512.doi: 10.11872/j.issn.1005-2518.2019.04.505

• Mining Technology and Mine Management • Previous Articles     Next Articles

Numerical Simulation on Stability of Shallow-buried Goaf Group with Overlying Highway

Shijiao YANG1(),Zhihui WANG2   

  1. 1. School of Nuclear Resources Engineering，University of South China，Hengyang 421001，Hunan，China
    2. School of Civil and Resources Engineering，University of Science and Technology Beijing，Beijing 100083，China
  • Received:2018-05-22 Revised:2019-04-12 Online:2019-08-31 Published:2019-08-19

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Abstract:

After more than ten years of underground mining in a quarry in Liuyang City, a gob group was formed by four irregular goafs, and the gobs were close to the surface with a running county-level Jiuxi highway.In order to develop the next-stage mining plan and ensure the safe operation of the above-mentioned roads and the quarry, it is necessary to comprehensively analyze and judge the stability of the goaf group and the overlying road.Field surveys about occurrence condition of goafs, hydrogeology survey as well as engineering geometry survey were performed.On-site point sample loading experiments and indoor rock mechanics experiments were made and basic mechanical parameters of surrounding rock were obtained and then the chart of the discrete strength parameters of the rock was used to analysis the quality of rock mass.After that,the required strength parameters for numerical analysis were calculated out with the method of Hoek-Brown principle as well as some amendments of related strength parameters.Then, numerical model about shallow buried connected goaf groups of the quarry formed after mining as well as highway on topsoil over the goaf group was built to evaluate the stability of goafs and highway so as to bring forward corresponding measures.After the initial geo-stress simulation and the formation of the goafs, in order to explore the impact of the driving load on the goaf, the driving load is applied to the road surface in the form of normal pressure, and then calculated to balance.Comprehensive evaluations on stability of goafs show that goafs are basically in stable condition and the goafs have little influence on overlying highway.The results also indicate that the highway is generally stable with partial separation of layers.Due to the spatial distribution characteristics of the goafs, the subsidence curvature caused by the uneven settlement and the local separation of road layers are harmful to the highway.The distribution of separation zone presents the characteristics of overall dispersion and local concentration, that is, unevenly distributed local strip-shaped separation zone. To ensure the safety of goaf and healthy running of highway,disposal measures for goafs and the road were proposed.Overall, the relative spatial position of the highway and the goafs and the surface topography of the surface play a major role in controlling the damage form of the highway.To ensure the safety of the road and avoid the activation of the goafs.Finally, it is recommended to backfill the 4# goaf to reduce the non-uniformity of spatial distribution and reinforce the separation part of the road by local grouting.

Key words: shallow buried goaf group, rock mechanics parameters, stability, numerical simulation, surface subsidence, highway abscission

CLC Number: 

  • TD323

Fig.1

Plane figure of goaf group"

Table 1

Basic situation of goaf group"

采空区编号 采宽/m 采宽超幅/m 采长/m 空区面积/m2 采高/m 采高超幅/m 空区体积/m3 空区顶板距地表高度/m 是否采完
总计 4 520 44 120
空区1 14 4 100 1 400 13 3 18 200 40 是
空区2 10 / 200 2 000 8 / 16 000 80 否
空区3 8 / 40 320 6 / 1 920 85 是
空区4 10 / 80 800 10 / 8 000 90 否

Fig.2

Spacial location map of goaf group and overlying highway"

Table 2

Discrete analysis results of rock mechanics strength parameters"

统计项目 Is/MPa Is(50）/MPa R C/MPa R t/MPa C/MPa Φ/（°） E/MPa v
统计总数 12 12 12 12 12 12 12 12
最大值 3.893 4.308 71.148 3.352 25.655 20.17 71 403.834 0.134
最小值 1.061 1.452 32.049 1.321 11.384 19.88 57 707.332 0.133
平均值 2.174 2.732 50.310 2.252 18.037 20.03 63 844.740 0.134
标准值 1.677 2.206 43.073 1.876 15.396 19.976 61 321.641 0.134
标准差 0.946 1.003 13.801 0.715 5.036 0.11 4 811.507 0.000
变异系数 0.435 0.367 0.274 0.318 0.279 0.01 0.075 0.003
统计修正系数 0.772 0.807 0.856 0.833 0.854 1.00 0.960 0.999

Table 3

Discrete statistics of strength parameters in"

统计项目 ρ/（kN·m-3） R C/MPa R t/MPa E/MPa v
统计总数 5 5 5 5 5
最大值 27.570 77.795 4.228 25.07 0.283
最小值 27.150 24.574 3.418 2.77 0.141
平均值 27.448 53.629 3.770 16.95 0.172
标准值 27.284 33.860 3.465 8.519 0.113
标准差 0.173 20.827 0.322 8.88 0.062
变异系数 0.006 0.388 0.085 0.52 0.362
统计修正系数 0.994 0.631 0.919 0.50 0.657

Table 4

Mechanical strength parameters of rock mass"

参数 数值 参数 数值
抗压强度/MPa 4.835 摩擦角/（o） 34.15
抗拉强度/MPa 0.215 弹性模量/GPa 10.954
黏聚力/MPa 3.145

Table 5

Calculating parameters of mesh sets"

网格组 本构模型 弹性模量E 泊松比 容重/(kN·m-3) 内聚力/(kN·m-2) 摩擦角/(°)
面层 摩尔库伦 1 GPa 0.3 22 60 35
基层 摩尔库伦 500 MPa 0.25 21 45 30
垫层 摩尔库伦 200 MPa 0.3 20 30 25
表土 摩尔库伦 28 MPa 0.3 19 17 22
矿石及围岩 摩尔库伦 10.95 GPa 0.45 27.2 3 145 34.2

Fig.3

Contour of surface subsidence"

Fig.4

Contour of surface subsidence caused by goaf group"

Fig.5

Contour of roof subsidence"

Fig.6

Contour of maximum principal stress of uprock"

Fig.7

Contour of maximum principal stress in medium height of pillar"

Fig.8

Abscission region of highway"

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