某核电站取水导流堤动力响应及稳定性分析
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摘要
将土体简化为Hardin-Drnevich等效线性模型,运用有效应力动力分析方法,得到SL1和SL2地震动作用下某核电导流堤的稳定安全系数、液化区分布以及震后残余变形。分别采用整个地震过程中的最小安全系数和最小平均安全系数评价了导流堤的稳定性,对计算结果进行了比对。SL1地震动作用下,导流堤地基砂土液化范围较小,不会影响导流堤结构的正常使用;SL2地震动作用下,导流堤地基土层中的砂土发生了大面积的液化,导流堤发生了较大的变形,但不至于使导流堤整体向渠心滑移,不会影响到核电厂的安全用水。本文成果对类似工程抗震设计具有一定的参考价值和指导意义。
This paper uses the Hardin-Drnevich equivalent linear model and dynamic effective stress analysis method to simulate the dynamic behavior of soil,gets the factor of safety,liquefaction zone distribution and seismic residual deformation of a diversion dike under seismic load of SL1 and SL2.The paper also uses the minimum safety factor and average minimum safety factor in the whole process of an earthquake to evaluate the stability of the diversion dike under different seismic action and evaluates the results.The liquefaction range in the diversion dike foundation is smaller under SL2 than under SL1.So it does not affect the normal use of diversion dike structure.Under seismic load of SL2,diversion dike foundation in sandy soil liquefies over a large area,resulting in large deformation.But the diversion dam does not slide down to the ditch in whole,so the use of water in the nuclear power plant is safe.The results of this paper have a certain reference value and guidance to similar engineering.
This paper uses the Hardin-Drnevich equivalent linear model and dynamic effective stress analysis method to simulate the dynamic behavior of soil,gets the factor of safety,liquefaction zone distribution and seismic residual deformation of a diversion dike under seismic load of SL1 and SL2.The paper also uses the minimum safety factor and average minimum safety factor in the whole process of an earthquake to evaluate the stability of the diversion dike under different seismic action and evaluates the results.The liquefaction range in the diversion dike foundation is smaller under SL2 than under SL1.So it does not affect the normal use of diversion dike structure.Under seismic load of SL2,diversion dike foundation in sandy soil liquefies over a large area,resulting in large deformation.But the diversion dam does not slide down to the ditch in whole,so the use of water in the nuclear power plant is safe.The results of this paper have a certain reference value and guidance to similar engineering.
引文
[1]GB50267-97,核电厂抗震设计规范[S].
[2]DLT7777-2010,核电厂海工构筑物设计规范[S].
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[4]刘汉龙,费康,高玉峰.边坡地震稳定性时程分析方法[J].岩土力学,2003,24(4):553-556.Liu H L,Fei K,Gao Y F.Time history analysismethod of slope seismic stability[J].Rock and SoilMechanics,2003,24(4):553-556.
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[6]沈珠江.一个计算砂土液化变形的等价粘弹性模式[C]∥中国土木工程学会第四届土力学及基础工程学术会议论文选集.北京:建筑工业出版社,1986.199-207.Shen Zh J.An equivalent visco-elastic model for lique-faction deformation calculation of sand[C]∥Proceed-ings of the Fourth Soil Mechanics and Foundation En-gineering Conference of China Civil Engineering Socie-ty.Beijing:China Architecture and Building Press,1986.199-207.
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[2]DLT7777-2010,核电厂海工构筑物设计规范[S].
[3]赵杰.边坡稳定有限元分析方法中若干应用问题研究[D].大连:大连理工大学,2007.Zhao J.Research of some application problems in slopestability of finite element method[D].Dalian:DalianUniversity of Technology,2007.
[4]刘汉龙,费康,高玉峰.边坡地震稳定性时程分析方法[J].岩土力学,2003,24(4):553-556.Liu H L,Fei K,Gao Y F.Time history analysismethod of slope seismic stability[J].Rock and SoilMechanics,2003,24(4):553-556.
[5]徐志英,沈珠江.地震液化的有效应力二维动力分析方法[J].河海大学学报(自然科学版),1981,(3):1-14.Xu Zh Y,Shen Zh J.Two-dimensional dynamic analy-sis method of seismic liquefaction effective stress[J].Journal of Hohai University(Natural Science Edi-tion),1981,(3):1-14.
[6]沈珠江.一个计算砂土液化变形的等价粘弹性模式[C]∥中国土木工程学会第四届土力学及基础工程学术会议论文选集.北京:建筑工业出版社,1986.199-207.Shen Zh J.An equivalent visco-elastic model for lique-faction deformation calculation of sand[C]∥Proceed-ings of the Fourth Soil Mechanics and Foundation En-gineering Conference of China Civil Engineering Socie-ty.Beijing:China Architecture and Building Press,1986.199-207.
[7]汪闻韶.饱和砂土振动孔隙水压力试验研究[J].水利学报,1962,(2):36-47.Wang W Sh.Test research of vibration pore waterpressure of saturated sand[J].Journal of Hydraulic,1962,(2):36-47.
[8]谢定义,张建民.往返荷载下饱和砂土强度变形瞬态变化的机理[J].土木工程学报,1987,20(3):50-70.Xie D Y,Zhang J M.The mechanism of transientchanges of saturated sand under reciprocal load[J].China Civil Engineering Journal,1987,20(3):50-70.
[9]Ishihara K.Undrained deformation and liquefaction ofsand under cyclic stress[J].Soils and Foundation,1975,15(1):29-44.
[10]Duncan J M,Chang C Y.Nonlinear analysis of stressand strain in soils[J].Journal of the Soil Mechanicsand Foundations Division,1970,96(SM5):1629-1653.
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