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中文摘要：
为了研究边坡渐进破坏过程中的力学机理及稳定性变化规律,根据滑动面抗剪强度退化机理,分别建立了牵引式和推移式渐进破坏力学模型,推导出平面滑坡渐进破坏的稳定性计算公式.基于不平衡推力法及单一条块力学平衡原理,建立了曲折滑面渐进破坏稳定性计算公式.对布沼坝露天矿西帮边坡348-348′剖面和342-342′剖面进行研究,揭示了平面和曲折滑面渐进破坏过程中稳定系数变化规律.结果表明:推移式渐进破坏稳定系数下降速度先慢后快,牵引式渐进破坏稳定系数下降速度先快后慢,速度拐点均出现在坡顶线在结构面上的投影位置.曲折滑面穿过不同岩层时,稳定系数呈现不同的折减规律,在岩性的交界位置稳定系数变化曲线会出现拐点.当348-348′剖面水位降低至80m时,滑面贯通时的稳定系数接近1.100;当342-342′剖面缓帮至13°时,滑面贯通时的稳定系数为1.091.岩体的残余强度决定了稳定系数下降的加速度,同时还决定了边坡的最终稳定状态.
英文摘要：
To study the mechanical mechanism and stability change pattern when a slope undergoes progressive failure ,on one hand ,a pull-type and a push-type mechanical model were established on the basis of degeneration mechanism for shear strength on sliding surfaces and further a stability cal-culation formula of plane slide was deduced during progressive failure .On the other hand ,based on the imbalance thrust method and the single stick mechanics equilibrium principle ,a stability calcula-tion formula of zigzag sliding during progressive failure process was also obtained .As to in-situ study , 348-348'and 342-342'profiles on west slope were probed into at Buzhaoba opencast mine and the way stability factors changed was revealed when progressive failure occured on plane and zigzag slide .The results indicate that the stability factor of push-type model first declines at a low speed and then at a rapid speed ,but the case is entirely opposite for pull-type model .What the two models share in com-mon is that their speed turning points both appear at the position w here top lines cast a projection on the structure surface .When zigzag sliding surface traverses through different rock strata ,the stability coefficient presents different reduction rules ,and specifically ,at lithologic boundary location there ex-ist turning points .If the water level of 348-348′profile drops to 80 m ,the stability factor for sliding surface cut-through is close to 1 .100 w hile if the angle of 342-342′profile decreases to 13° ,and the ac-cording stability factor would be 1 .091 .Rock residual strength plays a determinant role for the accel-eration of stability factor′s decrease as well as the slope′s final stability status .
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