临界地震加速度与稳定安全系数的定量关系
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摘要
在判断土坡稳定时,使用沙尔玛法,可以简化计算的工作量。是以Kc作为判断土坡稳定程度的一个标准,然后根据理正岩土软件岩质进行边坡稳定分析,不考虑地震作用,而是每次加入不同的水平外荷载Px,模拟水平地震惯性力KWi用软件进行分析,得出一系列不同大小Px所对应的滑裂面稳定安全系数Fs,最后根据回归分析把Kc与Fs的定量关系用函数表示出来,使其可以在工程中广泛应用。
According to the hypothesis of Sarma,a horizontal seismic inertial force KWi acts on the gravity of each soil,which just makes the slip surface reaching the limit state. Now the buckling safety factor of critical slip surface is 1. 0,the K of horizontal seismic acceleration is called the critical seismic acceleration at this moment,and shows it with Kc. Kc is regard as a standard to judge the slope stability,then according to the Lizheng geotechnical software in rock slope stability to analyze,taking no account of the affection of earthquake,every time we use different level of the loading to replace the horizontal seismic inertial force and with software for analysis. We obtain the buckling safety factor of slip surface to a series of different Px. At last,according to the regression analysis we show the quantitative relationship between the Fs and the Kc,which makes it can be used widely in engineering practice.
According to the hypothesis of Sarma,a horizontal seismic inertial force KWi acts on the gravity of each soil,which just makes the slip surface reaching the limit state. Now the buckling safety factor of critical slip surface is 1. 0,the K of horizontal seismic acceleration is called the critical seismic acceleration at this moment,and shows it with Kc. Kc is regard as a standard to judge the slope stability,then according to the Lizheng geotechnical software in rock slope stability to analyze,taking no account of the affection of earthquake,every time we use different level of the loading to replace the horizontal seismic inertial force and with software for analysis. We obtain the buckling safety factor of slip surface to a series of different Px. At last,according to the regression analysis we show the quantitative relationship between the Fs and the Kc,which makes it can be used widely in engineering practice.
引文
[1]郑颖人.边坡地震稳定性分析探讨[J].地震工程与工程震动.2010,30(2):174-180.
[2]GB 50011—2010建筑抗震设计规范[S].
[3]GB 50007—2011建筑地基基础设计规范[S].
[4]潘家铮.建筑物的抗滑稳定和滑坡分析[M].北京:水利出版社,1980.
[5]丰定祥,吴家秀,葛修润,等,边坡稳定性分析中几个问题的探讨[J].岩土工程学报,1990,12(3):1-9.
[6]陈魁.应用概率统计[M].北京:清华大学出版社,2000.
[7]候超群,王晓谋,石恒俊,等.地震对边坡稳定性影响分析[J].路基工程,2008(6):187-188.
[8]章熙海,杨余旺,王晓青,等.土坡稳定性计算极限平衡方法综述[J].华南地震,2006,26(2):28-35.
[9]孙广忠,姚宝魁.中国滑坡地质灾害及其研究[J].中国典型滑坡,1986.
[10]将建群.边坡稳定模糊随机可靠度评价及其应用[J].水利发电学报,2006,25(4):127-130.
[11]李亮.改进的差异化算法求解边坡最小安全系数[J].水利水电学报,2011,30(1):145-149.
[12]赵兰浩.地震作用下土质库岸边坡失稳运动及初始涌浪数值模拟方法[J].水利水电学报,2011,30(6):105-107.
[13]李亮.改进的差异化算法求解边坡最小安全系数[J].水利水电学报,2011,30(1):145-149.
[14]吴余生.基于自适应有限元法和改进遗传算法的边坡临界滑动面搜索[J].水利水电学报,2006,25(2):6-10.
[15]钱家欢,殷宗泽.土工原理与计算[M].北京:中国水利水电出版社,1996.
[16]Sarma S.K.Stability Analysis of Embankments and Slopes[J].Geotechnique,1973,23(3).
[2]GB 50011—2010建筑抗震设计规范[S].
[3]GB 50007—2011建筑地基基础设计规范[S].
[4]潘家铮.建筑物的抗滑稳定和滑坡分析[M].北京:水利出版社,1980.
[5]丰定祥,吴家秀,葛修润,等,边坡稳定性分析中几个问题的探讨[J].岩土工程学报,1990,12(3):1-9.
[6]陈魁.应用概率统计[M].北京:清华大学出版社,2000.
[7]候超群,王晓谋,石恒俊,等.地震对边坡稳定性影响分析[J].路基工程,2008(6):187-188.
[8]章熙海,杨余旺,王晓青,等.土坡稳定性计算极限平衡方法综述[J].华南地震,2006,26(2):28-35.
[9]孙广忠,姚宝魁.中国滑坡地质灾害及其研究[J].中国典型滑坡,1986.
[10]将建群.边坡稳定模糊随机可靠度评价及其应用[J].水利发电学报,2006,25(4):127-130.
[11]李亮.改进的差异化算法求解边坡最小安全系数[J].水利水电学报,2011,30(1):145-149.
[12]赵兰浩.地震作用下土质库岸边坡失稳运动及初始涌浪数值模拟方法[J].水利水电学报,2011,30(6):105-107.
[13]李亮.改进的差异化算法求解边坡最小安全系数[J].水利水电学报,2011,30(1):145-149.
[14]吴余生.基于自适应有限元法和改进遗传算法的边坡临界滑动面搜索[J].水利水电学报,2006,25(2):6-10.
[15]钱家欢,殷宗泽.土工原理与计算[M].北京:中国水利水电出版社,1996.
[16]Sarma S.K.Stability Analysis of Embankments and Slopes[J].Geotechnique,1973,23(3).
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