【作者】 李东；

【导师】 孙闯；

【作者基本信息】 辽宁工程技术大学 ， 岩土工程， 2021， 硕士

【摘要】 抚顺西露天矿历经百年开采后,形成了一座特大型深凹露天矿,随着其深度的逐渐增大,露天开采矿区形成的高陡边坡稳定性问题日益明显。为了研究抚顺西露天矿高陡顺层边坡的变形规律,本文采用现场调研、理论分析、现场监测数据分析以及数值模拟方法,综合分析抚顺西露天矿南帮高陡弱层边坡变形规律,提出回填压脚和地下水防治两种防治措施。主要成果如下:（1）开展抚顺西露天矿南帮的地质调查和文献收集,抚顺西露天矿南帮是含有多个软弱夹层的高陡弱层边坡,软弱夹层倾角、岩层倾角、边坡高度及岩层物理力学性质是边坡失稳的内部原因;工程开挖和降雨-地下水活动是边坡滑移大变形的外部原因。（2）开展高陡弱层边坡的变形破坏模式和影响因素文献搜索,抚顺西露天矿南帮破坏模式为滑移-弯曲-剪切型,结合现场边坡变形破坏特征和变形速率,将边坡变形全过程分为三个阶段:初始滑移阶段、加速滑移阶段和成灾剪断阶段。（3）开展抚顺西露天矿高陡顺层边坡数值模拟,第三级开挖和降雨-地下水作用下,边坡失稳,并且降雨-地下水作用下边坡滑移范围更大。具体破坏过程如下:边坡后缘拉伸破坏,并且在第三级开挖时拉伸变形深陷量最大;中上部滑移变形,滑移沿着边坡弱层方向;中下部边坡受挤压出现弯曲变形,向临空面隆起,裂隙发育;坡脚处发生剪切破坏,在第三级开挖和降雨-地下水作用下最为明显。（4）采用lnSAR干涉雷达技术、SSR边坡稳定雷达技术和MAI遥感监测技术多元化综合分析南帮边界特征,确定南帮边坡范围为:西部边界为W500～W800侧线范围主裂缝;东部边界为F₅断层;南侧边界为南帮坡顶处的两条地裂缝;北侧边界为边坡下部底鼓处。（5）针对抚顺西露天矿南帮高陡弱层边坡,提出回填压脚和地下水防治相结合的防治措施,分别对南帮边坡进行回填50m和100m数值模拟计算,结果发现,回填压脚可以有效的降低边坡的位移值,回填50m时边坡安全系数1.04,回填100m时边坡安全系数1.12,边坡安全系数提高,回填100m条件下边坡处于基本稳定状态。对于闭坑边坡进行充水模拟,模拟发现边坡在充水状态下加速边坡稳定,并且有效缓解边坡变形。该论文有图53幅,表8个,参考文献73篇。更多还原

【Abstract】 After 100 years of mining,the West open-pit Mine in Fushun has formed a very large deep open-pit mine.With the increase of its depth,the stability of the high and steep slope in the open-pit mining area becomes more and more obvious.In order to study the deformation law of high and steep bedding slope in West Fushun Open pit mine,field investigation,theoretical analysis,field monitoring data analysis and numerical simulation are used in this paper,according to the characteristics of the high-steep bedding slope in the South Slope of West Fushun open-pit Mine,two control measures of backfilling foot and groundwater are put forward.The main results are as follows:(1)The Geological Survey and literature collection of the South Slope of the West open-pit Mine in Fushun showed that the south slope of the West open-pit Mine in Fushun is a high and steep slope with many weak interlayers,the dip angle of weak interlayer and its physical and mechanical properties are the internal causes of slope instability.The excavation and rainfall-groundwater activities are the direct causes of slope sliding and large deformation.(2)The results show that the failure mode of the South Slope in West Fushun Open pit mine is a slip-bend-shear type,which is combined with the deformation and failure characteristics and deformation rate of the slope,the whole process of slope deformation is divided into three stages: the initial sliding stage,the accelerated sliding stage and the disaster shearing stage.(3)The numerical simulation of high and steep bedding slope in West Fushun Open pit mine shows that the slope is unstable under the action of the third stage excavation and rainfall-groundwater,and the sliding range is larger under the action of rainfall-groundwater.The failure process of the slope is as follows: The back edge of the slope is damaged by tension,and the depth of deformation is the largest when the third stage is excavated;the middle and upper parts of the slope are deformed by sliding,sliding along the direction of the weak layer of the slope;the middle and lower parts of the slope are deformed by bending when being squeezed,the shear failure occurred at the foot of the slope,which was most obvious under the action of the third stage excavation and rainfall-groundwater.(4)In order to clarify the characteristics of the boundary of the landslide,the In SAR interferometric radar technique,the SSR slope stability radar technique and the Mai remote sensing monitoring technique were used to analyze the boundary of the south slope,finally,the South Slope is defined as: The main fracture in W500 ～ W800 lateral line on the western boundary;F5 fault on the eastern boundary;two ground fissures at the top of the South Slope on the southern boundary;and the bottom drum at the bottom of the slope on the northern boundary.(5)Aiming at the high and steep slope of the South Slope of the West Fushun Open pit mine,this paper puts forward the prevention and control measures of the combination of the backfilling foot and the prevention and control of underground water,and carries out the numerical simulation calculation of the backfilling 50 m and 100 m respectively,the displacement of the slope can be effectively reduced by backfilling the toe,the Factor of safety of the slope is1.04 when the backfilling is 50 m,the Factor of safety is 1.12 when the backfilling is 100 m,the factor of safety of the slope is increased,and the slope is basically stable when the backfilling is100 m.It is found that the slope stability is accelerated and the slope deformation is alleviated effectively when the closed pit slope is filled with water.There are 53 figures,8 tables and 73 references in this paper.更多还原