摘要
实测了研究区8个自然极限状态坡建立地质模型。从地质勘探报告中收集了592组土样的土工试验数据，分地层年代统计了其物理力学指标。选取临县-离石公路沿线9个工点的实验数据，统计了该区c、φ值的变异系数，并对其变异性进行了分析。将c、φ值变异系数进行组合，进行了Monte-Carlo模拟。模拟结果显示，所测8个极限状态坡稳定系数为0.96～1.14，不同变异系数组合下，失效概率多为33.0％～61.8％。进一步对坡高为50.5m和81.8m的自然极限状态坡进行分析，分析结果显示：对于坡高为50.5m的边坡，在变异系数取当地平均水平（COVc＝0.66，COVφ＝0.28）时，若设计要求失效概率不超过10％，则坡率不应高于1！1.81；对于坡高为81.8m的边坡，在该变异系数组合下，若设计要求失效概率不超过10％，则坡率不应高于1！1.94。
Eight natural limit-state loess high slopes are measured in Xixian-Lishi area of Shanxi province.Then the geologic models are built.Meanwhile,soil test data of 592 groups soil samples from investigation reports of the engineering geology are collected,counting the physical and mechanical parameters of loess in study area according to chronologic age.Soil test data of 9 sites along Linxian-Lishi road are selected.The parameters c,φare statistically analyzed for the variability of loess simultaneously.The coefficient of variation for the value of strength parameters c,φare combined,carrying out the simulation of reliability by Monte-Carlo method.The results show that the stability coefficients of these slopes are between 0.96 and 1.14.The probability of failure are between 33.0%and 6 1.8%.The natural analogy method is used to analyze two natural limit-state loess high slopes with the heights of 50.5m and 80.8m,respectively.The analysis shows that for the slope of 50.5m high if the design requires the probability of failure no more than 10%,the slope ratio should not be more than 1 ∶1.81 under the average combination of variation coefficient（COVc=0.66,COVφ=0.28）.For the slope of 81.8m height if the design requires the probability of failure no more than 10%,the slope ratio should not be more than 1 ∶1.94 under the same combination of variation coefficient.
出处
《工程地质学报》
CSCD
北大核心
2014年第3期372-378,共7页
Journal of Engineering Geology
基金
国家自然科学基金项目(40772181
40972182)资助
作者简介
郑亚楠，女，硕士研究生，主要从事地质灾害研究．Email：zhengyanan1986@126．com
