RESEARCH ON BASIC FEATURES AND STABILITY OF LARGE AND DEEP-SEATED LOESS LANDSLIDE ON THE NORTH BANK OF THE WEIHE RIVER IN BAOJI AREA
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摘要: 以宝鸡渭河北岸杨家村大型深层黄土滑坡为研究对象，综合应用野外地质详细调查、工程地质勘察和高密度直流电阻率地球物理勘探等方法，基本查明了杨家村滑坡的特征和稳定性。调查研究结果表明，杨家村滑坡属于深层多级旋转型黄土滑坡，滑面总体呈圆弧形，渭河北缘断裂从杨家村滑坡滑体中部通过，对滑坡结构具有控制性作用，新近纪三门组粘土层的变形破坏是滑坡形成的主要内因。综合评价结果表明杨家村滑坡目前总体处于稳定状态，需关注前缘局部失稳，研究结果可为杨家村滑坡防治提供依据。Abstract: The Yangjiacun large scale deep-seated loess landslide on the north bank of the Weihe River in Baoji area is taken as the research sample in this article. Field geological detailed survey, engineering geological exploration as well as high density DC resistivity geophysical exploration method were comprehensively applied to reveal the basic features and stability of the Yangjiacun landslide. The research findings indicate that:The Yangjiacun landslide is a deep-seated multiple rotational loess landslide with a general shape of circular arc characteristic sliding surface. The northern Weihe fault just passes through from the central part of the Yangjiacun landslide mass, which might control the structure features of the landslide. The deformation of the Neogene Sanmen formation clay layers serves as the main internal cause of landslide occurrence. Comprehensive evaluation results indicate that the Yangjiacun landslide mass generally is in a stable state; however, the local deformation of landslide toe should be paid attention to. The research results will provide basis for early warning and risk control of the Yangjiacun landslide.
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表 1 杨家村滑坡稳定系数计算结果
Table 1. Calculated results of stability coefficient of the Yangjiacun landslide
计算工况 滑体单元 滑坡稳定系数K Fellennius法 Bishop法 Sarma法 工况1 天然状态 Ⅰ号 1.115 1.243 1.128 Ⅰ+Ⅱ号 1.268 1.459 1.367 Ⅰ+Ⅱ+Ⅲ号 1.337 1.635 1.412 工况2 降雨 10年一遇 Ⅰ号 0.989 1.087 1.035 Ⅰ+Ⅱ号 1.116 1.208 1.148 Ⅰ+Ⅱ+Ⅲ号 1.295 1.417 1.342 50年一遇 Ⅰ号 0.956 1.002 0.979 Ⅰ+Ⅱ号 1.012 1.098 1.043 Ⅰ+Ⅱ+Ⅲ号 1.128 1.364 1.233 工况3 地震 a=0.15g Ⅰ号 0.938 0.989 0.943 Ⅰ+Ⅱ号 1.096 1.197 1.136 Ⅰ+Ⅱ+Ⅲ号 1.134 1.312 1.203 a=0.2g Ⅰ号 0.776 0.889 0.847 Ⅰ+Ⅱ号 0.912 1.075 0.989 Ⅰ+Ⅱ+Ⅲ号 0.926 1.082 1.001 
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