基于正交理论的某边坡稳定性影响因素敏感性分析
|
摘要
传统的计算边坡稳定性影响因素敏感性的分析方法只考虑一个因素的变化,而忽略了因素间的相互作用,由此引入正交试验设计理论。结合天津某边坡,按正交表要求,随机选取各因素在可变化区间内的几个水平等级值,计算各因素在各水平等级值下边坡的稳定系数。通过对所得的结果进行极差分析和变化率计算,表明边坡稳定性影响因素敏感性由大到小分别为:内聚力、地震力、坡高、坡比、内摩擦角、重度和坡顶荷载,验证了正交理论的有效性。
In conventional sensibility analysis of factors influencing the stability of slope,only one factor's changing is considered,but the interaction of factors are neglected. Based on this,orthogonal theory is introduced in this paper. Take a slope in Tianjin for example,according to the orthogonal array,some value of grade on level of every factors in changeable block are chosen,and on the basis of which the factor of safety are calculated individually. The result of calculating of difference analysis and vary rate show that sensitivity factors of the slope stability are cohesion,seismic power,the slope height,the slope ratio,internal friction angle,unit weight and load on the top of the slope. At the same time,the effect of the orthogonal theory is proved.
In conventional sensibility analysis of factors influencing the stability of slope,only one factor's changing is considered,but the interaction of factors are neglected. Based on this,orthogonal theory is introduced in this paper. Take a slope in Tianjin for example,according to the orthogonal array,some value of grade on level of every factors in changeable block are chosen,and on the basis of which the factor of safety are calculated individually. The result of calculating of difference analysis and vary rate show that sensitivity factors of the slope stability are cohesion,seismic power,the slope height,the slope ratio,internal friction angle,unit weight and load on the top of the slope. At the same time,the effect of the orthogonal theory is proved.
引文
[1]林在贯.岩土工程手册[M].北京:中国建筑工业出版社,1994.
[2]孙玉科.边坡岩体稳定性分析[M].北京:科学出版社,1988.
[3]汪洋,殷坤龙,安关峰.滑坡敏感因子的灰色关联分析[J].岩土力学,2004,25(1):91-93.
[4]曹军义,展辰辉,王改山.土质高边坡稳定因素的敏感性分析[J].岩石力学与工程学报,2005,24(2):5350-5354.
[5]张旭辉,龚晓南,徐日庆.边坡稳定影响因素敏感性的正交法计算分析[J].中国公路学报,2003,16(1):36-39.
[6]陈高峰,卢应发,程圣国,等.边坡稳定性影响因素主成份分析[J].灾害与防治工程,2007(2):52-53.
[7]李爱兵.边坡稳定性影响因素敏感度的正交极差分析方法[J].勘察科学技术,1995(4):27-31.
[8]倪恒,刘佑荣,龙治国.正交设计在滑坡敏感性分析中的应用[J].岩石力学与工程学报,2002,21(7):989-992.
[9]杨静,陈剑平,王吉亮.均匀设计与灰色理论在边坡稳定性分析中的应用[J].吉林大学学报(地球科学版),2008,38(4):654-658.
[10]方开泰,马长兴.正交与均匀试验设计[M].北京:科学出版社,2001.
[2]孙玉科.边坡岩体稳定性分析[M].北京:科学出版社,1988.
[3]汪洋,殷坤龙,安关峰.滑坡敏感因子的灰色关联分析[J].岩土力学,2004,25(1):91-93.
[4]曹军义,展辰辉,王改山.土质高边坡稳定因素的敏感性分析[J].岩石力学与工程学报,2005,24(2):5350-5354.
[5]张旭辉,龚晓南,徐日庆.边坡稳定影响因素敏感性的正交法计算分析[J].中国公路学报,2003,16(1):36-39.
[6]陈高峰,卢应发,程圣国,等.边坡稳定性影响因素主成份分析[J].灾害与防治工程,2007(2):52-53.
[7]李爱兵.边坡稳定性影响因素敏感度的正交极差分析方法[J].勘察科学技术,1995(4):27-31.
[8]倪恒,刘佑荣,龙治国.正交设计在滑坡敏感性分析中的应用[J].岩石力学与工程学报,2002,21(7):989-992.
[9]杨静,陈剑平,王吉亮.均匀设计与灰色理论在边坡稳定性分析中的应用[J].吉林大学学报(地球科学版),2008,38(4):654-658.
[10]方开泰,马长兴.正交与均匀试验设计[M].北京:科学出版社,2001.