千米深井高应力破碎围岩控制技术

doi:10.11872/j.issn.1005-2518.2020.06.112

Abstract

Abstract:

The deep mining has become an inevitable trend of the world’s metal deposit mining with the depletion of shallow metal mineral resources.The surrounding rocks in deep stopes and roadways are often in a complex stress environment of “three highs and one disturbance”.The surrounding rocks in deep roadways often suffer from collapsed，rock bursts and other damages，which causing ore loss and depletion，equipment damage and casualties，and seriously hindering the production of mines.The Sanshandao gold deposit is the earliest discovered large-scale gold deposit of altered rock in the broken zone.The structure faulted is the mainly faulted in the area.The Xinli fault zone located in the northeast of the Sanshandao-Cangshang fault zone is an ore-controlling faulted structure in the mining area.The rock mass in the fault zone is subject to strong weathering and tectonic movement.The cracks are very developed and the surrounding rock strength is low.The roof collapse often occured during tunneling.Therefore，it is necessary to take timely and effective support measures for deep high-stress fractured surrounding rocks.In this paper，the deep roadway of Sanshandao gold mine is used as the engineering background.Through field engineering geological surver，and the discontinuity information of surrounding rock at -1 005 m level in Sanshandao gold mine was obtained.The surrounding rock is mainly distributed with three sets of joints，and one set is nearly parallel to the axial direction of the roadway and the inclination angle is about 90°.The laboratory studies were carried out.Rock mass classfication were estimated，accordingly.Q=1.5，RMR=40.25，GSI=35.The quality of the rock mass is poor.Roclab software was used to estimate the mechanical parameters of the rock mass，and the compressive strength and tensile strength of the rock mass are 3.477 MPa and 0.003 MPa，respectively.The rock mass strength is low.Based on the support charts with RMR and Q，the shotcrete + anchor + reinforcement mesh + double bars support method was adopted in the study area.The RS2 and Unwedge software were used to analyze the change characteristics of surrounding rock plastic zone，displacement and potential wedge safety factor before and after roadway support.The results show that after the roadway is supported，the vertical displacement of the roadway roof is reduced from 2.2 cm to 0.76 cm.The plastic zone of the roadway roof is reduced from 4.481 m to 1.634 m，the leftwall plastic zone is reduced from 1.760 m to 0.859 m，and the rightwall plastic zone is reduced from 1.830 m to 0.860 m，the safety factor of the potential wedge of the roadway roof increased from 1.5 to 22.7.The plastic zone and displacement of the surrounding rock are significantly reduced，and the potential wedge safety factor is significantly increased.The proposed support scheme can ensure the stability of the roadway.Therefore，the comprehensive research method of combining the empirical method and numerical simulation can accurately to analyze the stability of the roadway and determine a more reliable support scheme.It provides a reliable guarantee for the mine safety production.

Key words: kilometer deep shaft, high stress, fractured surrounding rock, rock mass classification, rock support, numerical simulation

CLC Number:

TD353

Chenglong WANG,Chenglu HOU,Shanghuan YANG,Xingdong ZHAO. Control Technology of High Stress Broken Surrounding Rock in Kilometer Deep Shaft[J].Gold Science and Technology, 2020, 28(6): 885-893.

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测点位置	节理组数	倾向(°)/倾角(°)	结构面条数	节理间距/m	结构面线密度/（条·m^-1）	结构面状况
-1 005 m中段巷	3组+随机	110/85	10	0.52	1.91	裂隙较发育，节理面光滑到一般，波状，少数节理面平直，部分充填泥质，微风化至弱风化，干燥
		48/46	8	0.47	2.12
		274/58	6	0.92	1.09

位置	Q				RMR			稳定性	GSI数值
位置	数值	级别	描述		数值	级别	描述	稳定性	GSI数值
-1 005 m中段	1.50	Ⅲ	很差—差		40.25	Ⅲ	一般	（5 m跨度）7 d	35

参数名称	数值
抗压强度σ_c/MPa	3.477
抗拉强度σ_t/MPa	-0.003
弹性模量E/Gpa	0.48
内聚力c/MPa	1.17
内摩擦角φ/（°）	22.3

Control Technology of High Stress Broken Surrounding Rock in Kilometer Deep Shaft

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