边坡稳定的极限平衡法PPT课件

.,1,边坡稳定的极限平衡分析方法,陈祖煜中国水利水电科学研究院,北京车公庄西路20号100044电话：01068514824(家)，68415522*6976（办手),01068438317(传真)email:chenzychenzuyu,.,2,极限平衡法,理论背景;计算方法;计算分析的电子表格,.,3,王仁，黄文彬，黄筑平，1992，塑性力学引论（修正版），北京大学出版社,.,4,.,5,ANALYTICALAPPROACHESThemethodofinclinedslices,(a)Afourslicefailuremode,initialestimate,Fo=1.047;(b)Resultsoftheoptimizationsearch,Fm=1.013;(c)Resultoftheoptimizationsearchusing16slices,Fm=1.006.,c98kPa，=30,0.0,q=111.4kPa，,.,6,ThePrandltsbearingcapacitysolutionbythemethodofinclinedslices(a)Initialestimate，=0.117;(b)Criticalfailuremode，=0.007,c30kPa，=0,0.0,q=154.25kPa，,.,7,SolutionstoaStructuralMechanicsProblemAstaticallyadmissiblestressfield,.,8,SolutionstoaStructuralMechanicsProblemAkinematicallycompatibledeformationfield,ConstitutiveLaw,.,9,边坡稳定分析的下限解(近似)垂直条分法,.,10,土质边坡稳定分析,满足力和力矩平衡的严格方法简化方法圆弧滑裂面-瑞典法,Bishop法任意形状滑裂面-工程师团法，Lowe-Karafiath,.,11,边坡稳定极限平衡法（垂直条分法),.,12,.,13,力平衡方程,.,14,力矩平衡方程,.,15,力和力矩平衡方程的解Chen(b)ru=0.2;(c)ru=0.4;(d)ru=0.6;,.,30,泰安面板坝例,FS=l.44,FB=1.10,Relativedifference=24%。,.,31,葛孝椿，1999,怀洪新河某堤段滑坡前的稳定分析与滑坡后的验证,岩土工程学报，21卷,1期，115-118,.,32,.,33,小浪底土石坝例,.,34,传递系数法,隐式,显式,.,35,仅满足静力平衡条件的简化法,对传递系数法的讨论,1.当滑面较陡时土条侧向力倾角不合理2.滑裂面转折时土条侧向力倾角发生突变,.,36,考察瑞典法误差的一个算例,.,37,.,38,不同方法计算小浪底左岸出口边坡,.,39,边坡稳定分析的电子表格,.,40,边坡稳定通用条分法在确定土压力中的应用,.,41,Peck,R.Fiftyyearsoflateralearthpressure.DesignandPerformanceofEarthRetainingStructures,我们现在已经知道，土压力的分布是和变形特征相关联的。我们高度赞赏Terzaghi在这一问题上作出的杰出贡献。这一极有意义的发现是他在Robert大学所作的香烟盒试验和麻省理工学院所作的大型模型试验中得到的。他通过这些试验说明，土压力的合力的作用点可以在上三分点和下三分点之间的任何一个位置。,ASCEGeotechnicalSpecialPublication,No.25.1990,.,42,Terzaghi,K.andPeck,R.B.1967.Soilmechanicsinengineeringpractice.JohnWileyandSons.NewYork.,.,43,.,44,ActiveEarthPressurewithdifferenttypeofsupport,.,45,.,46,.,47,太沙基派克建议Ka=0.65,.,48,.,49,土1土质边坡稳定分析法垂直条分法计算机程序STAB,.,50,ThelandslideoftheManwanHydropowerProjectJanuary8,1989,Beforefailure,Afterfailure,.,51,平面或圆弧滑动的实例,天荒坪,漫湾,.,52,SolutionstoaStructuralMechanicsProblemAstaticallyadmissiblestressfield,.,53,SolutionstoaStructuralMechanicsProblemAkinematicallycompatibledeformationfield,ConstitutiveLaw,.,54,塑性力学上限定理,.,55,刚塑性假定,弹性变形相对塑性变形可以忽略，可将塑性变形视为边坡的全部变形。,基本假定（二）,.,56,摩尔库仑相关联流动法则,基本假定（二）,.,57,.,58,边坡稳定分析的上限解斜条分法,.,59,.,60,极限平衡斜分条法SarmasMethod(1979),.,61,.,62,.,63,.,64,.,65,.,66,.,67,.,68,.,69,.,70,.,71,.,72,ANALYTICALAPPROACHESThemethodofinclinedslices,(a)Afourslicefailuremode,initialestimate,Fo=1.047;(b)Resultsoftheoptimizationsearch,Fm=1.013;(c)Resultoftheoptimizationsearchusing16slices,Fm=1.006.,c98kPa，=30,0.0,q=111.4kPa，,.,73,ThePrandltsbearingcapacitysolutionbythemethodofinclinedslices(a)Initialestimate，=0.117;(b)Criticalfailuremode，=0.007,c30kPa，=0,0.0,q=154.25kPa，,.,74,ThelandslideoftheManwanHydropowerProjectJanuary8,1989,Beforefailure,Afterfailure,.,75,平面或圆弧滑动的实例,天荒坪,漫湾,.,76,这坡稳定分析的安全系数可以从下限和上限两个方向逼近:FlowerFrealFupper,Summary,.,77,传统的垂直条分方法,诸如MorgensternandPrice法(1965),提供一个下限解.,Summary,.,78,Themethodsofverticalsliceshasbeensuccessfullyextendedtotheareaofearthpressureanalysisthataccountsfordifferentinputoflocationsofearthpressureapplic