均质地基路堤无条分稳定安全系数计算和临界滑动面确定
Non-slice Calculation of Safety Factor and the Determination of Critical Sliding Surface of Homogeneous Ground Embankment
作者：赵四汉(河海大学 岩土力学与堤坝工程教育部重点实验室, 江苏 南京 210098;河海大学 岩土工程科学研究所, 江苏 南京 210098)；刘鑫(河海大学 岩土力学与堤坝工程教育部重点实验室, 江苏 南京 210098;河海大学 隧道与地下工程研究所, 江苏 南京 210098)；单浩(河海大学 岩土力学与堤坝工程教育部重点实验室, 江苏 南京 210098;河海大学 岩土工程科学研究所, 江苏 南京 210098)；洪宝宁(河海大学 岩土力学与堤坝工程教育部重点实验室, 江苏 南京 210098;河海大学 岩土工程科学研究所, 江苏 南京 210098)
Author：ZHAO Sihan(Key Lab. of Ministry of Education for Geomechanics and Embankment Eng., Hohai Univ., Nanjing 210098, China;Geotechnical Research Inst., Hohai Univ., Nanjing 210098, China)；LIU Xin(Key Lab. of Ministry of Education for Geomechanics and Embankment Eng., Hohai Univ., Nanjing 210098, China;Inst. of Tunnel and Underground Eng., Hohai Univ., Nanjing 210098, China)；SHAN Hao(Key Lab. of Ministry of Education for Geomechanics and Embankment Eng., Hohai Univ., Nanjing 210098, China;Geotechnical Research Inst., Hohai Univ., Nanjing 210098, China)；HONG Baoning(Key Lab. of Ministry of Education for Geomechanics and Embankment Eng., Hohai Univ., Nanjing 210098, China;Geotechnical Research Inst., Hohai Univ., Nanjing 210098, China)
收稿日期：2017-05-09 年卷（期）页码：2018,50(5):122-129
期刊名称：工程科学与技术
Journal Name：Advanced Engineering Sciences
关键字：均质地基路堤;安全系数;无条分法;极限平衡;临界滑动面
Key words：homogeneous ground embankment;safety factor;non-slice method;limit equilibrium;critical sliding surface
基金项目：国家自然科学基金青年基金资助项目（51609071）；中央高校基本科研业务费专项资助（2018B13714）；广东省交通运输厅科技项目资助（科技-2015-02-015；科技-2015-02-013）；
中文摘要
围绕均质地基路堤的稳定性问题，提出一种无条分稳定安全系数计算及临界滑动面确定的方法。基于3个维度的自变量确定圆弧滑动面的位置，并给出了各维度的取值范围；以潜在滑动体整体为研究对象并以其为积分域，进行无条分的整体极限平衡分析，推导了安全系数的计算函数表达式；基于二元函数的极值条件，将降维度求极小值与迭代计算相结合，确定了临界滑动面的位置；编制了计算程序并通过均质土坡和路堤边坡两个算例将该方法和条分法的结果进行了对比。结果表明：同一滑动面的安全系数比M-P法小0.68%，所得临界滑动面位置与严格满足极限平衡条件的条分法+传统搜索方法所得的结果偏差较小，临界滑动面对应的最小安全系数比M-P条分法+传统搜索方法所得结果大0.87%；严格满足极限平衡条件的情况下，安全系数对滑面底部正应力的分布并不敏感。
英文摘要
Around the stability problem of homogeneous ground embankment, a new method for non-slice calculation of safety factor and the determination of the critical sliding surface of embankment slope is proposed. The range of three dimensional independent variables which determine the position of circular sliding surface is given. By taking the landslide body as the research object and using it as the integral domain, the non-slice integral limit equilibrium analysis is carried out, and the function expression of the safety factor is deduced. Based on the extreme condition of binary function, the critical sliding surface position can be directly determined without searching by combining finding the minimum value by lowering the dimension with the iterative calculation. The calculation program is compiled and the proposed method and the slice method are compared by two examples of homogeneous soil slope and embankment slope, and the results show that the safety factor of the same sliding surface is 0.68% smaller than that of M-P method; the deviation of the critical sliding surface position obtained by this method and slice method which strictly satisfying the limit equilibrium condition + traditional search method is small; the minimum safety factor of the embankment slope corresponding to the critical sliding surface is 0.87% higher than that of the M-P method + traditional search method; when the limit equilibrium condition is strictly met, the safety factor is not sensitive to the distribution of normal stress at the bottom of slip surface.
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