基于动水边界条件下的黏土斜心墙坝坡稳定性探究
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摘要
基于等效连续介质力学模型,以实际工程的地质勘探资料为基础构建二维稳定计算模型,分析动水边界条件下的黏土斜心墙坝坝高与坝坡稳定性影响规律。结合某实际工程资料设计三种不同高度的黏土斜心墙坝,基于M-P法,采用Geo-Studio2007软件的Slope/w模块对不同坝高(45.3 m、95.7 m以及146.2 m)在稳定渗流期(静水边界条件下)进行坝坡稳定性分析。在三种不同坝高剖面设计满足稳定渗流的前提下,探究不同坝高在水位降落期(动水边界条件下)坝坡稳定性影响规律;对比分析三种坝高上、下游坝坡稳定系数以及四种动水边界(1 d、3 d、5 d、7 d放空水库)条件下稳定规律。分析表明,在同一种动水边界条件下,三种坝高的上游坝坡稳定系数要比下游大;不同高度的斜心墙坝坝坡稳定系数随着坝高的增大而增大。
Based on the equivalent continuous medium mechanical model, a two-dimensional stability calculation model was constructed based on the geological exploration data of actual engineering, and the law of influence on dam height and slope stability of clay oblique wall dam under the dynamic water boundary condition was analyzed.Three kinds of clay inclined wall dams with different heights were designed based on a practical engineering data. The slope/w module of geo-studio 2007 software was used to analyze the stability of dam slopes with different dam heights(45.3 m, 95.7 m and 146.2 m) in the stable seepage stage(under the condition of static water boundary) based on m-p method.Under the premise that three different dam height profile designs satisfy the stable seepage flow, the law of the influence of different dam height on the slope stability during the water level falling period(under the dynamic water boundary condition) is explored.The stability law of the upper and lower dam slopes and the four dynamic water boundary conditions(1 d, 3 d, 5 d and 7 d empty reservoirs) are compared and analyzed.The slope stability coefficient of inclined wall increases with the increase of dam height.
Based on the equivalent continuous medium mechanical model, a two-dimensional stability calculation model was constructed based on the geological exploration data of actual engineering, and the law of influence on dam height and slope stability of clay oblique wall dam under the dynamic water boundary condition was analyzed.Three kinds of clay inclined wall dams with different heights were designed based on a practical engineering data. The slope/w module of geo-studio 2007 software was used to analyze the stability of dam slopes with different dam heights(45.3 m, 95.7 m and 146.2 m) in the stable seepage stage(under the condition of static water boundary) based on m-p method.Under the premise that three different dam height profile designs satisfy the stable seepage flow, the law of the influence of different dam height on the slope stability during the water level falling period(under the dynamic water boundary condition) is explored.The stability law of the upper and lower dam slopes and the four dynamic water boundary conditions(1 d, 3 d, 5 d and 7 d empty reservoirs) are compared and analyzed.The slope stability coefficient of inclined wall increases with the increase of dam height.
引文
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[2] 喻卫华.水下基槽边坡的稳定性分析[D].广州:华南理工大学,2010.
[3] 王乾程.赋水条件下土坡稳定与失稳预测研究[D].长沙:中南大学,2004.
[4] 王欢.百米级沥青混凝土心墙坝渗流特性及坝坡稳定性研究[D].西安:西安理工大学,2017.
[5] 辛保泉.降雨入渗条件下基质吸力对尾矿坝稳定性影响研究[D].福安:西南科技大学,2017.
[6] 乔娟,张立仁,姚涛.黏土斜心墙土石坝稳定性影响因素分析[J].人民黄河,2013,35(8):88-90.
[7] 中华人民共和国水利部.水利水电工程等级划分及洪水标准:SL 252—2017[S].北京:中国水利电力出版社,2017.
[8] 中华人民共和国水利部.碾压式土石坝设计规范:SL 274—2001[S].北京:中国水利电力出版社,2002.
[9] 秦茂洁.水位骤降情况下的坝坡稳定分析研究[D].广州:华南理工大学,2012.
[10] 钟学梅.库水位升降条件下土石坝渗流稳定分析及应用研究[D].成都:西华大学,2016.
[11] 刘洋.土力学基本原理及应用[M].北京:中国水利水电出版社,2016.
[12] 陈祖煜.土质边坡稳定分析:原理·方法·程序[M].北京:中国水利水电出版社,2003.
[13] 加拿大GEO-SLOPE 国际有限公司.边坡稳定分析软件 SLOPE/W 用户指南[M].中仿科技( Cn Tech) 公司译.北京:冶金工业出版社,2011.
[14] 沙成刚.基于Geo-Studio的土石坝渗流与稳定分析研究[D].兰州:兰州理工大学,2014.
[15] 吴斌,王伟,周伟,等.基于Geo-Studio的基坑开挖变形的数值模拟研究[J].工程与建设,2017,31(4):506-509.
[16] 王开拓,谢利云,刘辉.库水位降落作用下均质土石坝渗流场及坝坡稳定性分析[J].水电能源科学,2018,36(8):81-84,51.