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Abstract
Xincheng Gold Mine is taken as an example to investigate the ground subsidence that results from filling. Both numerical simulations and simulation experiments are conducted to simulate the deformation process at the stope roof and bottom from excavation and filling. The assumption of macroscopic continuity from traditional continuum mechanics models is overcome. The simulation results demonstrate that the ground subsidence is slowed due to filling. The total trends of the top and bottom displacements are sinkable and upturned, respectively. Moreover, with an increased buried depth and lateral pressure coefficient, the displacements of the top and bottom of the stope increase as well. The characteristics and evolution of the displacement vector field of the rock mass are macroscopically and microscopically studied over the excavation progress. This provides technical support for stope safety production.
Highlights
Roof damage and surface subsidence caused by underground mining have been among the most difficult problems in mining technologies
Surface subsidence is a widespread problem that is frequently caused by underground mining [1]
The vertical displacements of the monitoring points on the roof and bottom under different excavation filling steps for various buried depths and lateral pressure coefficients are shown in Figs 4 and 5
Summary
Roof damage and surface subsidence caused by underground mining have been among the most difficult problems in mining technologies. The vertical displacements of the monitoring points on the roof and bottom under different excavation filling steps for various buried depths and lateral pressure coefficients are shown in Figs 4 and 5. The numerical simulations show similar overall downward trends for the roof displacement, while the overall trend of the bottom is upwards in the excavation and filling processes with different buried depths and side pressure coefficients. There is a local damage point in the stope, and the displacements of the roof and the bottom reach or approach 1 mm after excavation in the fourth or fifth steps when the buried depth is 1100 m and the lateral pressure coefficient λ is 1. The roof displacement reaches 1 mm after excavation in the second step when the lateral pressure coefficient λ is 2 This gives the risk of instability and collapse for the rock mass stope. Compared with the goaf surface subsidence on-site and the numerical simulations, the results are conservative and support measures should be taken in the weak area
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