水平地震作用下土工格栅填土边坡动力研究
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摘要
文章基于三维拉格朗日有限差分的原理,用拟静力法和动力法来分析土工格栅填土边坡的动力特性和抗震性能。研究结果表明土工格栅能很好地提高填土体的强度和抗震性能;动力法计算结果比拟静立法计算结果更为安全,且只有动力法才能分析出填土边坡失稳的主因。
Based on the principle of three-dimensional Lagrangian finite difference,the article used the quasi-static method and dynamic method to analyze the dynamic characteristics and seismic performance of geogrid filling slope.The study results showed that the geogrid can well improve the strength and seismic performance of filling soil body;the calculation results of dynamic method is much safer than the calculation results of quasi-static method,and only the dynamic method can analyze the main cause of filling-slope instability.
Based on the principle of three-dimensional Lagrangian finite difference,the article used the quasi-static method and dynamic method to analyze the dynamic characteristics and seismic performance of geogrid filling slope.The study results showed that the geogrid can well improve the strength and seismic performance of filling soil body;the calculation results of dynamic method is much safer than the calculation results of quasi-static method,and only the dynamic method can analyze the main cause of filling-slope instability.
引文
[1]赵明阶,何光春,王多垠.边坡工程处治技术[M].北京:中国人民交通出版社,2004.
[2]张孟喜,林青松,刘飞禹.循环荷载作用下土工格栅拉伸试验研究[J].岩土力学,2010,31(7):2024-2029.
[3]程火焰,周亦唐,钟国强.加筋土挡土墙地震动力特性研究[J].公路交通科技,2004,21(19):16-20.
[4]LING H,LIU H,KALIAKIN V,LESHCHINSKY D.Analyzingdynamic behavior of geosynthetic reinforced soil retainingwalls[J].Journal of Engineering Mechanics,ASCE,2004,130(8):911–920.
[5]J.Michael Duncan,Stephen G.Wright.Soil strength andslope stability[M].America,John Wiley&Sons.Inc,2005.
[6]Kolsky,H.Stress Waves in Solids[M].New York:DoverPublications,1963.
[7]Kuhlemeyer,R.L.,and J.Lysmer.Finite element methodaccuracy for wave propagation problems[J].J.Soil Mech.&Foundations,Div.ASCE,1973,99(SM5):421–427.
[8]Itasca Consulting Group,Inc.FLAC3D(Fast Lagrangian Anal-ysis of Continua in 3Dimensions)Online Manual[M].ItascaConsulting Group,Inc.2005.)
[9]毕港.一种边坡多滑动面搜索的新方法[J].水文地质工程地质,2011,38(6):24-28.
[10]Shukha R.&Baker R.2003.Mesh geometry effects onslope stability calculation by FLAC strength reduction methodliner and non-liner failure criteria.In Brummer,Andrieux,Detournay&Hart(eds.)FLAC and Numerical Modeling inGeomechanics[C]:109-116.A.A.Balkema Publishers.
[2]张孟喜,林青松,刘飞禹.循环荷载作用下土工格栅拉伸试验研究[J].岩土力学,2010,31(7):2024-2029.
[3]程火焰,周亦唐,钟国强.加筋土挡土墙地震动力特性研究[J].公路交通科技,2004,21(19):16-20.
[4]LING H,LIU H,KALIAKIN V,LESHCHINSKY D.Analyzingdynamic behavior of geosynthetic reinforced soil retainingwalls[J].Journal of Engineering Mechanics,ASCE,2004,130(8):911–920.
[5]J.Michael Duncan,Stephen G.Wright.Soil strength andslope stability[M].America,John Wiley&Sons.Inc,2005.
[6]Kolsky,H.Stress Waves in Solids[M].New York:DoverPublications,1963.
[7]Kuhlemeyer,R.L.,and J.Lysmer.Finite element methodaccuracy for wave propagation problems[J].J.Soil Mech.&Foundations,Div.ASCE,1973,99(SM5):421–427.
[8]Itasca Consulting Group,Inc.FLAC3D(Fast Lagrangian Anal-ysis of Continua in 3Dimensions)Online Manual[M].ItascaConsulting Group,Inc.2005.)
[9]毕港.一种边坡多滑动面搜索的新方法[J].水文地质工程地质,2011,38(6):24-28.
[10]Shukha R.&Baker R.2003.Mesh geometry effects onslope stability calculation by FLAC strength reduction methodliner and non-liner failure criteria.In Brummer,Andrieux,Detournay&Hart(eds.)FLAC and Numerical Modeling inGeomechanics[C]:109-116.A.A.Balkema Publishers.
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