边坡稳定性分析的Sarma模式及其可靠度计算方法
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摘要
推导了边坡Sarma力学模式稳定性分析的有关公式,揭示了其稳定性系数是隐式函数的特点,研究了该隐式稳定性系数的迭代计算方法。针对Sarma模式和经典响应面法的特点,将响应面中的有限元数值模拟以Sarma模式中隐含稳定性系数的迭代方法代替,而隐含稳定性系数迭代计算过程中随机变量的抽样则遵从响应面中的规则,将传统的响应面思路与Sarma模式结合起来,形成了一种新的边坡稳定可靠性响应面分析方法。最后采用此方法分析了某一边坡工程的稳定可靠性,并把分析过程与结果与蒙特卡洛模拟法计算结果进行对照,表明该方法计算效率较高,原理简单,精度满足要求。
The formula for analyzing the slope stability based on the Sarma model was deduced and the iteration method for determining the implicit stability coefficient was studied.The finite element numerical simulation in classical response surface method was substituted by iterative calculation of implicit stability coefficient of slope in Sarma model.Sampling rule of random variables in iterative calculation method of implicit stability coefficient obeys sampling rules of response surface method.An idea of classical response surface method was combined with Sarma model and a new response surface method of slope stability reliability degree analysis was established.The new method was applied to analyze the stability of a slope and the procedure and calculation result were compared with those of Monte-Carlo method.It is found that the calculation efficiency of the proposed method is much higher and the accuracy of calculation result is acceptable.
The formula for analyzing the slope stability based on the Sarma model was deduced and the iteration method for determining the implicit stability coefficient was studied.The finite element numerical simulation in classical response surface method was substituted by iterative calculation of implicit stability coefficient of slope in Sarma model.Sampling rule of random variables in iterative calculation method of implicit stability coefficient obeys sampling rules of response surface method.An idea of classical response surface method was combined with Sarma model and a new response surface method of slope stability reliability degree analysis was established.The new method was applied to analyze the stability of a slope and the procedure and calculation result were compared with those of Monte-Carlo method.It is found that the calculation efficiency of the proposed method is much higher and the accuracy of calculation result is acceptable.
引文
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[8]周昌寿,杜竞中,郭增涛,崔治光.露天矿边坡稳定[M].北京:中国矿业大学出版社,1990.
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[10]徐军,郑颖人.响应面重构的若干方法研究及其在可靠度分析中的应用[J].计算力学学报,2002,19(2):217-222.
[11]赵国藩,金伟良,贡金鑫.结构可靠度理论[M].北京:中国建筑工业出版社,2002.
[12]苏永华,刘晓明,赵明华.摩擦桩承载稳定概率分析方法[J].水利学报,2005,36(4):433-439.
[2]刘宁,刘光廷.随机徐变应力影响下重力坝时变可靠度初探[J].水利学报,1999,(5):49-56.
[3]祝玉学.边坡可靠性分析[M].北京:冶金工业出版社,1993.
[4]宋玉香,刘勇,朱永全.响应面方法在整体式隧道衬砌可靠性分析中的应用[J].岩石力学与工程学报,2004,23(11):1847-1851.
[5]Wong F S.Slope reliability and response surface method[J].Journal of Geotechnical Engineering,1995,111(1):32-53.
[6]Sarma S K.Stability analysis of embankments and slope[J].Geotechnique,1973,23(3):423-433.
[7]Sarma S K.Critical acceleration versus static factor of safety in stability analysis of earth dams and embankments[J].Geotechnique,1974,24(4):562-574.
[8]周昌寿,杜竞中,郭增涛,崔治光.露天矿边坡稳定[M].北京:中国矿业大学出版社,1990.
[9]姚爱军,苏永华.复杂岩质边坡锚固工程地震敏感性分析[J].土木工程学报,2003,36(11):34-38.
[10]徐军,郑颖人.响应面重构的若干方法研究及其在可靠度分析中的应用[J].计算力学学报,2002,19(2):217-222.
[11]赵国藩,金伟良,贡金鑫.结构可靠度理论[M].北京:中国建筑工业出版社,2002.
[12]苏永华,刘晓明,赵明华.摩擦桩承载稳定概率分析方法[J].水利学报,2005,36(4):433-439.
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