基于工程体与地质体相互作用的两体力学模型初探
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摘要
针对大坝和坝基、坝肩和库岸相互作用传统的一体两介质模型,提出了两体力学模型的基本概念、研究思路以及应用范围;阐述了一体两介质力学模型与两体力学模型之间的差异,并用单轴压缩实验进行了验证;建立了重力坝和坝基相互作用的两体力学模型,为大坝与坝基的整体稳定性研究与评判提供了一条新的途径。
The interactions between gravity dams and foundations or arch dams and canyons are important for stability of dams. Based on the conventional interaction bimaterial model of dam and foundation,the two-body mechanical model is presented including the basic concept,method and application scope. The difference of bimaterial model and two-body model is verified by uniaxial compressive tests. The two-body mechanical model of dam and foundation is presented in order to provide a new method for stability analysis of dam and foundation.
The interactions between gravity dams and foundations or arch dams and canyons are important for stability of dams. Based on the conventional interaction bimaterial model of dam and foundation,the two-body mechanical model is presented including the basic concept,method and application scope. The difference of bimaterial model and two-body model is verified by uniaxial compressive tests. The two-body mechanical model of dam and foundation is presented in order to provide a new method for stability analysis of dam and foundation.
引文
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[2]ZhangC H,XuY J,JinF.Effects of soil-structure interaction on nonlinear response of arch dams[A].In:ZhangC H,JohnW ed.DynamicSoil-structureInteraction[C].[s. l.]:ElsevierScience,1998.12–19.
[3]林皋.土与结构相互作用[J].世界地震工程,1991,7(2):4– 21.(LinGao.Interaction between soil and structure[J].WorldEarthquakeEngineering,1991,7(2):4–21.(inChinese))
[4]张建民.土体与结构物动力相互作用[A].见:张楚汉编.水利水电工程科学前沿[C].北京:清华大学出版社,2002.266–287.(ZhangJianmin.Dynaical interaction between soil and structure[A].In:ZhangChuhan ed.ScientificProgress ofHydraulicEngineering[C].Beijing:TsinghuaUniversityPress,2002.266– 287.(inChinese))
[5]徐志英.岩石力学[M].北京:中国水利水电出版社,1987.(XuZhiying.RockMechanics[M].Beijing:ChinaWaterPowerPress,1987.(inChinese))
[6]DesaiC S,ZamanM M,LightnerJ G,et al.Thin-layer element for interfaces and joints[J].InternationalJournal forNumerical andAnalyticalMethod inGeomechanics,1984,8:19–43.
[7]PandeG N,BeerG,WilliamsJ R.NumericalMethods inRockMechanics[M].NewYork:JohnWiler&SonsLtd.,1990.
[8]SlowikV,KishenC J M,SaoumaV E.Mixed mode fracture of cementations bimaterial interfaces—partI:experimental results[J].EngineeringFractureMechanics,1998,60(1):83–94.
[9]JohnstonI W,LamT S K.Shear behaviour of regular triangular concrete/rock joints analysis[J].J.Geotech.Eng.,ASCE,1989,115(5):711–727.
[10]SeidelJ P,HarberfieldC M.A theoretical model for rock joints subjected to constant normal stiffness direct shear[J].Int.J.RockMech.Min.Sci.,2002,39(5):539–553.
[11]谢和平.分形岩石力学[M].北京:科学出版社,1996.(XieHeping.Fractal andRockMechanics[M].Beijing:SciencePress,1996.(inChinese))
[12]ZhouH W ,XieH ,KwasniewskiM A.Developments in characterization of surface topography of rock joint[J].Progress inNaturalScience,2001,11(7):481–489.
[13]XieH,WangJ A.Direct fractal measurement of fracture surfaces[J].Int.J.SolidsStructures,1999,36:3073–3084.
[14]ZhouH W,XieH.Direct estimation of the fractal dimensions of a fracture surface of rock[J].SurfaceReview andLetters,2003,10(5):751–762.
[15]ChandraKishenJ M,SinghK J.Stress intensity factors based fracture criteria for kinking and branching of interface crack: application to dams[J].EngineeringFractureMechanics,2001,68:201–219.
[16]谢和平.岩石混凝土损伤力学[M].徐州:中国矿业大学出版社,1990.(XieHeping.RockConcreteDamageMechanics[M].Xuzhou:ChinaUniversity ofMining andTechnologyPress,1990.(inChinese))
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