强震边坡动力响应及安全系数计算
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摘要
运用ANSYS大型通用软件,对一均质边坡进行地震荷载模拟分析;根据Wilson-θ时程分析方法,将天津地震波输入到边坡模型上,对该边坡进行了应力、位移、速度和加速度动力响应分析。并由摩尔-库伦强度理论对ANSYS通用后处理器进行编程,得出边坡的安全系数分布云图。当安全系数为0.521时,全图的部分穿越临空边界,有滑移的可能,得出该模型不稳定,安全系数为0.521。
A seismic analysis of a uniform slope was made through ANSYS.According to the Wilson-θ time history analysis and dynamic response analysis of stress,displacement,velocity and acceleration were done under the Tianjin seismic which was input into the slope model.In the POST1,safety factor was calculated through stress field by Moore-coulomb's Strength Theory;safety coefficient distribution map was obtained.When safety factor was 0.521,a section crossed volley border,therefore it had the possibility of sliding.It was demonstrated that the model with safety coefficient 0.521 was unstable.
A seismic analysis of a uniform slope was made through ANSYS.According to the Wilson-θ time history analysis and dynamic response analysis of stress,displacement,velocity and acceleration were done under the Tianjin seismic which was input into the slope model.In the POST1,safety factor was calculated through stress field by Moore-coulomb's Strength Theory;safety coefficient distribution map was obtained.When safety factor was 0.521,a section crossed volley border,therefore it had the possibility of sliding.It was demonstrated that the model with safety coefficient 0.521 was unstable.
引文
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[3]刘汉龙,费康,高玉峰.边坡地震稳定性时程分析方法[J].岩土力学,2003,24(4):553-560.LIUHan-long,FEI Kang,GAO Yu-feng.Time history analysismethod of slope seismic stability[J].Rock and Soil Mechanics,2003,24(4):553-560.
[4]谢红墙,何江达,符文熹.强地震动作用下复合堆积体边坡动力响应及稳定性研究[J].中国科技论文在线,2010,5(7):569-574.XIE Hong-qiang,HE Jiang-da,FU Wen-xi.Study on dy-namic response and stability of slope with compound accumulationbody under strong ground motion[J].Science paper online,2010,5(7):569-574.
[5]马芳芳.基于地震动力时程反应的有限元边坡稳定性分析[D].大连:大连理工大学,2005.
[6]石长.基于ANSYS的岩土参数优化分析和边坡稳定性分析[D].南京:南京航空航天大学,2008.
[7]王伟,梁力,刘鑫.利用ANSYS进行露天矿边坡三维动力响应分析[J].化工矿物与加工,2010,27(20):27-36.WANG Wei,LIANG Li,LIUXin.3D dynamical response analy-sis of slope in open-pit using ANSYS[J].Chemical Mineraland Processing,2010,27(20):27-36.
[8]王呼佳,陈洪军.ANSYS工程分析进阶实例[M].北京:中国水利水电出版社,2009.
[9]刘耀儒,杨强,薛利军,等.基于三维非线性有限元的边坡稳定分析方法[J].岩土力学,2007,28(9):1894-1898.LIUYao-ru,YANG Qiang,XUE Li-jun,et al.Slope stabilityanalysis based on 3D nonlinear finite element method[J].Rockand Soil Mechanics,2007,28(9):1894-1898.
[10]李元雄,晏鄂川,杨彪.地震作用下土质边坡动力稳定性分析[J].路基工程,2010,32(2):32-34.LI Yuan-xiong,YAN E-chuan,YANG Biao.Analysis on dy-namic stability of soil slope under seimic action[J].Subgrade En-gineering,2010,32(2):32-34.
[11]罗刚,胡卸文,张耀.平面滑动型岩质边坡地震动力晌应[J].西南交通大学学报,2010,45(4):521-526.LUO Gang,HU Yu-wen,ZHANG Yao.Seismic dynamic re-sponses of plane sliding rock slope[J].Journal of SouthwestJiaotong University,2010,45(4):521-526.
[12]周永江,王开云,符文熹.高地震烈度区堆积体边坡动力响应时程特征分析[J].山地学报,2007,25(1):93-98.ZHOUYong-jiang,WANG Kai-yun,FU Wen-xi.Analysison time history dynamic response of a rockfall-type slopeunderhigh earthquake intensity[J].Journal of Mountain Science,2007,25(1):93-98.
[13]郝方,李维维,郭柏威.用ANSYS做边坡稳定分析[J].贵州水力发电,2005,19(2):54-56.HAO Fang,LI Wei-wei,GUO Bo-wei.Analysis on slope sta-bility using ansys[J].Guizhou Water Power,2005,19(2):54-56.
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