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The Yunnan Dahongshan Copper deep surrounding rock stability studies

Author: LiKaiWei
Tutor: LiJun
School: Kunming University of Science and Technology
Course: Geological Engineering
Keywords: Ground stress Stability of surrounding rock Numerical Simulation Dahongshan Copper
CLC: TD313
Type: Master's thesis
Year: 2009
Downloads: 63
Quote: 1
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Abstract


Dahongshan Copper, Yunnan Copper Group, the most important one of the copper base is an important foundation for of Xinping County economic development and fiscal revenue, the existing southern Yunnan's largest copper mine. With the deepening of mining depth, the local section of roadway deformation strongly chip Pradesh, cave-wall rock instability events have occurred, not only bring greater impact, and also threatens the safety of underground workers exposed to mine normal production. The surrounding rock stability constraints production of Dahongshan copper mine and security has become important issues. Large Hongshan copper mine 435 middle object of study, on the basis of previous studies, geological field investigation and laboratory testing analysis, in-depth research to stress, rock strength, engineering geological conditions, hydrogeological conditions influencing factors basic rock mass quality indicators correction value [BQ] 435 middle roadway rock classification using FLAC3D numerical simulation of 435 middle strain and stress of the surrounding rock. 435 middle of the Tunnel Stability qualitative analysis and numerical simulation, the results are basically consistent. Roadway surrounding rock is basically stable, in joints not developed lots without support. Large Hongshan copper mine roadway support, the deformation governance guidance. In this paper, the following results: (1) 435 middle of the roadway for the case of Class III surrounding rock in the surrounding rock joints lot development without support; (2) Dahongshan Copper maximum principal stress for the North West to the ground stress With depth of linearly increases; (3) After the excavation of the tunnel, the local section of secondary stress more than tuff saturated compressive strength, compressive strength is less than the natural state, so the the local roadway catchment lot should promptly guided walking groundwater; (4) in the top arch just above the level of compressive stress reaches a maximum 46.7MPa in situ rock stress; arch approximately 6m at close distance of the top side wall horizontal stress decreases, the minimum value reached 4.3 MPa, away from the sidewall approximately 14m horizontal stress close to the in-situ stress; increased level of stress on the floor are more obvious, 45MPa, but smaller concentration range, approximately in the range of 0-2m under the floor; (5) vertical compressive stress in the top of the crown for being significantly increased, the maximum value of close to 8.17 MPa, but this range is small, only in top arch just above the range of 0-0.5m; appeared on the free boundary near the side walls vertical tensile stress, maximum 2Mpa, range from the sidewall at 0 ~ 1m; arched apse ramp above the vertical compressive stress under the floor and the top be reduced to 4MPa, away from the base plate about 4m at secondary stress close to the original. The rock stress; (6) of the deformation of the surrounding rock, no more than the ultimate strain, deformation of the surrounding rock stability obvious.

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CLC: > Industrial Technology > Mining Engineering > Mine the pressure and support > Theory of rock pressure > Rock mechanical properties
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