基于子模型法的面板堆石坝三维应力变形分析
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摘要
基于三维有限元非线性方法,考虑某高面板堆石坝面板分期施工浇筑的特点,建立精细模拟面板特性的子模型,用有厚度的接触面单元模拟坝体与面板的接触面,设置相应的连接单元模拟面板缝的相互作用,分析了该面板堆石坝在施工期和蓄水期坝体和面板的应力变形,并与类似坝高的面板堆石坝的计算或监测结果进行比较。结果表明:在施工期和蓄水期坝体的最大沉降值约为坝高的1%,位于次堆石区;面板应力以压应力为主,拉应力主要集中在面板与周边山体连接处;周边缝的最大错动剪切变形、最大张拉变形及最大沉降剪切变形均未超过30 mm。
Based on the 3D nonlinear finite element method,a sub-model is established for the refined simulation of characteristics of concrete face slab by considering the stage construction of a high CFRD.The interface element with certain thickness is employed to simulate the contact surface between dam body and face slab,and the relevant linkage element is set to simulate the interaction between joints of face slab.The stress-deformation behaviors of the CFRD during the construction and impoundment periods are analyzed.They are compared with the calculated results or the observed data of the CFRDs with the similar height.It is found that during the construction and impoundment periods,the maximum settlement is about 1% of the dam body,and it occurs in the secondary rockfill area.The stress in the face slab is almost compressive one,and the tensile stress mainly concentrates on the connecting part between the face slab and the surrounding mountain.For the peripheral joints,the maximum shear deformation of slippage,the maximum tensile deformation and the maximum shear deformation of settlement are all not larger than 30 mm.The proposed sub-model method may greatly improve the precision for calculating the stress and deformation of the face slab and preferably satisfy the design requirements of projects.
Based on the 3D nonlinear finite element method,a sub-model is established for the refined simulation of characteristics of concrete face slab by considering the stage construction of a high CFRD.The interface element with certain thickness is employed to simulate the contact surface between dam body and face slab,and the relevant linkage element is set to simulate the interaction between joints of face slab.The stress-deformation behaviors of the CFRD during the construction and impoundment periods are analyzed.They are compared with the calculated results or the observed data of the CFRDs with the similar height.It is found that during the construction and impoundment periods,the maximum settlement is about 1% of the dam body,and it occurs in the secondary rockfill area.The stress in the face slab is almost compressive one,and the tensile stress mainly concentrates on the connecting part between the face slab and the surrounding mountain.For the peripheral joints,the maximum shear deformation of slippage,the maximum tensile deformation and the maximum shear deformation of settlement are all not larger than 30 mm.The proposed sub-model method may greatly improve the precision for calculating the stress and deformation of the face slab and preferably satisfy the design requirements of projects.
引文
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[17]张丙印,李全明,熊焰,等.三峡茅坪溪沥青混凝土心墙堆石坝应力变形分析[J].长江科学院院报,2004,21(2):18-21.
[2]梁利喜,许强,刘天翔,等.四川某滑坡成因机制分析及稳定性评价研究[J].水土保持研究,2007,14(2):189-190.
[3]赵纪生,魏景芝.汶川8.0级地震滑坡、崩塌机制[J].震灾防御技术,2008,3(4):379-383.
[4]《工程地质手册》编委会.工程地质手册[M].4版.北京:中国建筑工业出版社,2007.
[5]胡再强,李宏儒,苏永江.岗曲河混凝土面板堆石坝三维静力应力变形分析[J].岩土力学,2009,30(增刊2):312-317.
[6]长江水利委员会长江勘测规划设计研究院.国家“九五”科技攻关项目“200m级高混凝土面板堆石坝研究”[R].武汉:长江水利委员会长江勘测规划设计研究院,1999.
[7]陈慧远.土石坝有限元分析[M].南京:河海大学出版社,1988.
[8]顾淦臣,黄金明.混凝土面板堆石坝的堆石本构模型与应力应变分析[J].水力发电学报,1991(1):12-24.
[9]汪明元,程展林,林绍忠.高面板堆石坝应力变形的三维子模型法研究[J].长江科学院院报,2005,22(5):49-51.
[10]朱百里,沈珠江.计算土力学[M].上海:上海科学技术出版社,1990.
[11]罗刚,张建民,沈珠江.紫坪铺混凝土面板堆石坝三维应力位移分析[J].水力发电学报,2002,24(1):13-18.
[12]刘芳,张丙印,沈珠江,等.西龙池下库沥青混凝土面板堆石坝的应力变形分析[J].水力发电学报,2003,83(4):31-38.
[13]高希章,杨志宏.紫坪铺水利枢纽工程混凝土面板堆石坝设计[J].水利水电技术,2002,33(11):14-17.
[14]李桂芳,谭志军.双沟水电站面板堆石坝反演计算分析[J].吉林水利,2009,11(3):13-15.
[15]吴兴征,周晓光,徐泽平.鱼跳混凝土面板堆石坝三维静力应力变形分析[J].中国水利水电科学研究院学报,2003,1(1):75-80.
[16]潘家军,费胜.混凝土面板堆石坝三维非线性有限元应力变形分析[J].水电能源科学,2007,25(2):39-42.
[17]张丙印,李全明,熊焰,等.三峡茅坪溪沥青混凝土心墙堆石坝应力变形分析[J].长江科学院院报,2004,21(2):18-21.
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