2009: 大冶铁矿东露天采场滑坡稳定性分析以F25断裂滑脱带内滑坡群为例. 工程地质学报, 17(6): 762-768.
    引用本文: 2009: 大冶铁矿东露天采场滑坡稳定性分析以F25断裂滑脱带内滑坡群为例. 工程地质学报, 17(6): 762-768.
    WANG Zhangqiong, ZHOU Chunmei. 2009: STABILITY ASSESSMENT OF LANDSLIDE GROUP WITHIN FAULT SLIPPING ZONE AT OPEN-PIT IRON MINING STOPE IN DAYE. JOURNAL OF ENGINEERING GEOLOGY, 17(6): 762-768.
    Citation: WANG Zhangqiong, ZHOU Chunmei. 2009: STABILITY ASSESSMENT OF LANDSLIDE GROUP WITHIN FAULT SLIPPING ZONE AT OPEN-PIT IRON MINING STOPE IN DAYE. JOURNAL OF ENGINEERING GEOLOGY, 17(6): 762-768.

    大冶铁矿东露天采场滑坡稳定性分析以F25断裂滑脱带内滑坡群为例

    STABILITY ASSESSMENT OF LANDSLIDE GROUP WITHIN FAULT SLIPPING ZONE AT OPEN-PIT IRON MINING STOPE IN DAYE

    • 摘要: 摘 要 大冶铁矿东露天采场二区滑坡群位于F25断裂滑脱带内,属人工开采形成的高陡岩质边坡。断裂带内闪长岩和铁矿石被破碎成典型的角砾岩和碎粉岩,节理发育程度较高。滑坡群由三个主滑体及若干碎裂岩土体组成,平面平均长度约138m,平均宽度约120m,高差约85m,整体坡度约36,总体积约1.1107m3,下伏基岩为粉砂质泥岩,滑体组成物质为粉质粘土夹碎石块。运用自然历史分析法和工程地质类比法讨论了滑坡的破坏机理,认为该滑坡群的形成和发展是岩土类型和性质、岩体结构及地质构造、地形地貌、水、诱发因素等综合作用的结果。运用极限平衡方法对其中一典型滑坡在现状、暴雨、爆破及暴雨爆破联合作用四种工况下的稳定性进行综合分析和评价,所得稳定性系数分别为1.256、0.961、1.198、0.954,计算结果表明降雨是控制该滑坡稳定性的主要外因。针对该滑坡的实际情况,提出了避免采用抗滑桩加固、避免暴雨时地下爆破作业、在滑坡后壁及坡面上设置截水沟和排水沟、水泥砂浆嵌缝、减荷反压及坡面绿化等防治方案建议。

       

      Abstract: It examines a landslide group within the Ⅱ District at the East Open-pit Stope of Daye Iron Mine site. It is located in the slipping zone of the fault No. F25. It is a group of high and steep rocky slopes formed by manual mining excavation. The diorite and iron ores in the fault zone were fragmented into typical breccia and smithereens. The development of joints is relatively well. The landslide group is consisted of three main slide bodies, and some cataclastic rocks and soils. Its average length in plane is about 138 m. Its width is about 120m. Its height difference 85 m. Its overall slope angle is 36. Its total volume is about 1.1107 m3. The underlain bedrock is silty mudstone. The landslide body is consisted of silty clay including fragmentary rock blocks. Using analytical method of natural historical analysis and engineering geological analogy, this paper discusses the failure mechanism of the landslides. It is found that the formation and development of the landslide group is a result of the comprehensive effect due to many factors. The factors include the type and property of rock and soil, the structure of rock mass, the tectonics, the topography and the geomorphology, water, as well as other inducing factors. The stability of a typical landslide is analyzed and evaluated comprehensively using limit equilibrium method. For four working conditions are taken into account in the analysis. They are the present situation, the heavy rain, the seismicity and the combined effect of heavy rain and seismicity. It is found that the factors of safety are equal to e 1.256, 0.961, 1.198 and 0.954, respectively. The calculation results show that the rainfall is the main external cause that controls the stability of this landslide. A scheme for prevention and governance is proposed according to the actual situation of this landslide. It includes avoiding the use of the anti-slide pile strengthening and the blasting operation underground, provision of intercepting drains and drainage ditches in posterior wall and surface of landslide body, cement mortar caulking, load reducing and reverse pressing, as well sa slope surface greening. 

       

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