高心墙堆石坝地震永久变形特性分析
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摘要
针对坝体地震永久变形是控制高土石坝工程安全的重要因素之一,以200 m高的心墙堆石坝为例,采用中国水利水电科学研究院通过试验得到的堆石料、心墙料的动应力残余应变关系,基于三维有限元静动力分析,利用等效节点力法讨论了地震永久变形在不同动参数、峰值加速度和反应谱作用下的变形特性与分布规律。结果表明,在单一参数变化下,顺河向、竖向、坝轴向的永久变形等值线分布图基本保持不变,竖向最大永久变形发生在坝顶附近,坝顶1/3~1/2坝高区域内变化较为明显,峰值加速度、坝料模量衰减曲线和阻尼增长曲线的选取对结果影响较大。
Permanent earthquake-induced deformation of dam engineering is one of the most important factors to control the safety of high earth-rockfill dam.Taking the 200-meters high core rock-fill dam for an example,the IWHR model is applied to establish the relationships between dynamic stress and residual strain on rock-fill materials and core wall materials.Based on the static and dynamic three-dimensional finite element analysis,the characteristics and distribution of the permanent deformation in different dynamic parameters,peak acceleration and response spectrum are discussed by using equivalent nodal force method.The results show that the contour maps of permanent deformation is almost the same under the single parameter change;maximum vertical permanent deformation occurs near the top of the dam;however,the values are different,especially in the region 1/3 to 1/2 height of the dam near the dam crest.Among these factors,peak acceleration and the selection of modulus decay curve and damping growth curve have large impact on the results.
Permanent earthquake-induced deformation of dam engineering is one of the most important factors to control the safety of high earth-rockfill dam.Taking the 200-meters high core rock-fill dam for an example,the IWHR model is applied to establish the relationships between dynamic stress and residual strain on rock-fill materials and core wall materials.Based on the static and dynamic three-dimensional finite element analysis,the characteristics and distribution of the permanent deformation in different dynamic parameters,peak acceleration and response spectrum are discussed by using equivalent nodal force method.The results show that the contour maps of permanent deformation is almost the same under the single parameter change;maximum vertical permanent deformation occurs near the top of the dam;however,the values are different,especially in the region 1/3 to 1/2 height of the dam near the dam crest.Among these factors,peak acceleration and the selection of modulus decay curve and damping growth curve have large impact on the results.
引文
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[2]李红军,迟世春,钟红,等.高土石坝地震永久变形研究评述[J].水利学报,2007(S1):178-183.
[3]刘启旺,刘小生,陈宁,等.高心墙堆石坝地震残余变形和破坏模式的试验研究[J].水力发电,2009,35(5):60-62,89.
[4]迟世春,林皋,孔宪京.堆石料残余体应变对计算面板堆石坝永久变形的影响[J].水力发电学报,1998(1):59-67.
[5]崔娟,沈振中.高沥青混凝土心墙混合坝地震永久变形特性[J].水电能源科学,2010,28(1):73-76.
[6]朱亚林,孔宪京,邹德高,等.高土石坝地震反应和破坏机理分析[J].岩土工程学报,2010,32(9):1 362-1 367.
[7]Newmark N M.Effects of Earthquakes on Dams andEmbankments[J].Geotechnique,1965,15(2):109-129.
[8]刘汉龙.土体地震永久变形分析述评[J].水利水电科技进展,1995,15(4):22-28.
[9]Duncan J M,Chang C Y.Nonlinear Analysis of Stressand Strain in Soils[J].Journal of the Soil Mechanicsand Foundations Division,1970,96(5):1 629-1 653.
[10]王昆耀,常亚屏,陈宁.往返荷载下粗粒土的残余变形特性[J].土木工程学报,2000,33(3):48-53.
[11]沈珠江,徐刚.堆石料的动力变形特性[J].水利水运科学研究,1996(2):143-150.
[12]章为民,陈生水.紫坪铺面板堆石坝汶川地震永久变形实测结果分析[J].水力发电,2010,36(8):51-53.
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