用区间有限元计算边坡荷载组合效应

›› 2006, Vol. 27 ›› Issue (6): 899-902.

用区间有限元计算边坡荷载组合效应

喻和平^{1, 2}，徐卫亚¹

1. 河海大学岩土工程研究所江苏南京 210098；2. 三峡大学，湖北宜昌 443002

收稿日期:2004-11-03 出版日期:2006-06-10 发布日期:2013-11-14
作者简介:喻和平，女，1972年生，讲师，博士研究生，从事岩土工程数值分析方面研究工作

Calculation of slope response under combinatorial loads by using interval element method

YU He-ping^{1, 2}, XU Wei-ya¹

1. Research Institute of Geotechnical Engineering, Hohai University, Nanjing 210098, China; 2. China Three Gorges University, Yihang 443002, China

Received:2004-11-03 Online:2006-06-10 Published:2013-11-14

摘要/Abstract

摘要： 边坡工程的稳定性受多种因素的影响，其荷载具有不确定性，可以用具有上、下限的区间数来表示，提出了用区间数学和有限元结合构成的区间有限元方法来求解边坡变形。以古树包边坡的变形为例，研究了该方法的可行性，并与常规有限元计算结果进行了比较，实例计算结果表明，该方法用于计算具有不确定性参数和荷载的工程问题的变形是有效的，与常规有限元的要考虑多种工况相比，计算工作量大大减少，使用简便，而计算结果却能满足工程需要，适合计算边坡工程。

关键词: 区间有限元, 区间参数, 古树包滑坡A

Abstract: Slope engineering stability is affected by lots of reasons and the load possesses uncertainties, which can be expressed by the upper and lower boundaries of an interval variable. The interval finite element method, which is combined by interval mathematics and FEM, is proposed to solve the deformation of slope. Taking Gushubao landslide as an engineering case, the practicability of interval finite element method is investigated. The numerical results gained by interval finite element method are compared with that by conventional finite element method, of which the case results show that the method applied to the engineering of the loading uncertainties and mechanical parameters uncertainties is feasible. Compared with conventional finite element method, the interval finite element method is more convenient and simple but the computable results are more suitable to calculate the loading combinations of slope.

Key words: interval finite element method, interval parameters, Gushubao landslide

中图分类号:

O 242.21

喻和平，徐卫亚 . 用区间有限元计算边坡荷载组合效应[J]. , 2006, 27(6): 899-902.

YU He-ping , XU Wei-ya . Calculation of slope response under combinatorial loads by using interval element method[J]. , 2006, 27(6): 899-902.

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