纳子峡面板砂砾石坝应力变形三维有限元分析
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摘要
采用三维非线性有限元法建立纳子峡水电站面板砂砾石坝的三维有限元分析模型,对大坝填筑施工过程和水库蓄水过程进行仿真研究,计算分析施工期和蓄水期大坝、面板及周边缝的变形特性。计算结果表明:施工期和蓄水期坝体的最大沉降分别为0.74 m和0.76 m,占最大坝高的0.61%和0.63%;第一主应力最大值分别为2 321 kPa和2 478 kPa,第三主应力最大值分别为588 kPa和626 kPa,应力水平在0.3～0.85之间;周边缝和面板缝法向拉伸变形最大值分别为29 mm和34 mm,垂直剪切变形最大值分别为25 mm和0,顺缝剪切变形分别为27 mm和29mm。从静力分析结果看,纳子峡面板坝的设计方案是合理的。
The filling process of the concrete-facing sand-gravel dam and the storage process of the reservoir for Nazixia Hydropower Station are simulated by 3-D nonlinear EFM,and the deformations of dam,face slab and peripheral joint in construction and storage periods are calculated respectively.The results show that,(i) the maximum dam settlements in construction and storage periods are 0.74 m and 0.76 m respectively,which accounts for 0.61% and 0.63% of the dam height;(ii) the maximum first principle stresses are 2.321 MPa and 2.478 MPa respectively,the maximum third principal stresses are 0.588 MPa and 0.626 MPa respectively,and the stress level is 0.3 to 0.85;(iii) the maximum normal tensile deformations of the peripheral joint and slab joint are 29 mm and 34 mm respectively,the maximum vertical shear deformations are 25 mm and 0 respectively,and the shear deformations along joint are 27 mm and 29 mm respectively.The static analysis shows that the dam design is reasonable.
The filling process of the concrete-facing sand-gravel dam and the storage process of the reservoir for Nazixia Hydropower Station are simulated by 3-D nonlinear EFM,and the deformations of dam,face slab and peripheral joint in construction and storage periods are calculated respectively.The results show that,(i) the maximum dam settlements in construction and storage periods are 0.74 m and 0.76 m respectively,which accounts for 0.61% and 0.63% of the dam height;(ii) the maximum first principle stresses are 2.321 MPa and 2.478 MPa respectively,the maximum third principal stresses are 0.588 MPa and 0.626 MPa respectively,and the stress level is 0.3 to 0.85;(iii) the maximum normal tensile deformations of the peripheral joint and slab joint are 29 mm and 34 mm respectively,the maximum vertical shear deformations are 25 mm and 0 respectively,and the shear deformations along joint are 27 mm and 29 mm respectively.The static analysis shows that the dam design is reasonable.
引文
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[3]陈霞林,李宁.三板溪水电站混凝土面板堆石坝设计[C]//中国混凝土面板堆石坝十年学术研讨会论文集.北京:中国水利发展工程学会,1995.
[4]徐泽平.混凝土面板堆石坝应力变形特性研究[M].郑州:黄河水利出版社,2005.
[5]陈传慧,肖化文.水布垭水电站面板堆石坝应力变形分析.水力发电,2001,27(8):38-39.
[6]陈明致,金来均.堆石坝设计[M].北京:水利出版社,1981.
[7]钱家欢,殷宗泽.土工原理与计算(第二版)[M].北京:中国水利出版社,1994.
[8]马明,沈振中,吕生玺.九甸峡混凝土面板堆石坝挤压边墙施工有限元仿真分析[J].水利水电技术,2008,39(9):59-62,70.
[9]温续余,沈振中,吕生玺.九甸峡混凝土面板堆石坝应力变形性态研究[J].河海大学学报(自然科学版),2005,33(增刊):42-46.
[10]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
[11]沈珠江.堆石料的数学模型及混凝土面板堆石坝的计算[R].南京:南京水利科学研究院,1990.
[12]Goodman R E,Tayor R L,Brekke T L.A Model for the Mechanicsof Jointed Rock[J].Soil Mechanics and Foundations Division.1968,94(3):637-660.
[13]Desai C S,Zaman M M,Lightner J G,Sir wardane,H J.Thin-Layer Element for Interface and Joints[J].Numerical and AnalyticalMethods in Geomechanics.1984,8(1):19-43.
[14]刘浩吾.混凝土面板堆石坝接缝止水的实验和分析[J].岩土工程学报,1995,17(5):65-70.
[15]顾淦臣.土石坝地震工程[M].南京:河海大学出版社,1989.
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