露天矿高陡边坡蠕滑区滑动机理分析  

Analysis on sliding mechanism of high steep slope creep zone in open-pit mine

作　　者：任鹏 周游 艾畅[1,2] 李伟 赵汝辉[1,2] 王东宇 REN Peng;ZHOU You;AI Chang;LI Wei;ZHAO Ruhui;WANG Dongyu(China Coal Research Institute,Beijing 100013,China;State Key Laboratory of Coal Resources High Efficient Mining and Clean Utilization,Beijing 100013,China)

机构地区：[1]煤炭科学技术研究院有限公司,北京100013 [2]煤炭资源高效开采与洁净利用国家重点实验室(煤炭科学研究总院),北京100013

出　　处：《煤矿安全》2023年第6期170-175,共6页Safety in Coal Mines

基　　金：中国煤炭科工集团有限公司科技创新创业资金专项资助项目(2019-ZD004);国家自然科学基金资助项目(52104196)。

摘　　要：针对安太堡露天矿东帮北部高陡边坡出现的蠕滑问题,简述了边坡的工程背景和滑坡现状,研究了蠕滑区滑坡的主要形成因素及滑动机理;通过滑坡前后边坡面的形态、后缘张拉裂缝以及剪出口的位置对滑移面进行预测;运用FLAC^(3D)建立了边坡三维地质模型,并进行边坡的变形破坏分析,结合极限平衡分析软件Geo-slope对边坡稳定性进行计算,开展边坡稳定性评价。研究结果表明:边坡变形破坏分为后缘切层滑动、坐落式顺层蠕滑、前缘底鼓滑动3个阶段;雨季降雨以及地下水是造成边坡滑坡的主要外在因素,边坡面顺倾、软弱夹层的存在是导致边坡蠕滑变形的内在因素;自然状态下边坡研究剖面1 180~1 240 m水平段边坡稳定性系数为1.02,蠕滑区边坡稳定性为存在一定风险,需在该区域开展具有针对性的专项治理措施。In view of the creeping problem of the high and steep slope in the north of the east side of Antaibao Open pit Mine,the engineering background of the slope and the current situation of the landslide are briefly described,and the main formation factors and sliding mechanism of the landslide in the creeping area are studied;the slip surface is predicted by the shape of the front and back slope,the tension cracks at the back edge and the location of the shear outlet;the three-dimensional geological model of the slope is established with FLAC~(3D),and the deformation and failure analysis of the slope is carried out.The slope stability is calculated with the limit equilibrium analysis software Geo-slope,and the slope stability evaluation is carried out.The results show that the deformation and failure of the slope can be divided into three stages:back edge slice sliding,seated bedding creep sliding and front edge floor heave sliding;rainfall in rainy season and groundwater are the main external factors causing the slope landslide,and the slope surface dip and the existence of weak interlayer are the internal factors causing the slope creep deformation;in natural state,the slope stability coefficient of the 1 180-1 240 m horizontal section of the slope study profile is 1.02.There is a certain risk in the stability of the slope in the creep area,so targeted special treatment measures should be taken in this area.

关 键 词：边坡稳定性 蠕滑 滑动机理 高陡边坡 FLAC^(3D) Geo-slope 

分 类 号：TD824.7[矿业工程—煤矿开采]