强地震动作用下复合堆积体边坡动力响应及稳定性研究
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摘要
结合金安桥水电站B20堆积体边坡工程实例,基于动力时程分析原理,采用非线性动力有限元法,研究复合堆积体边坡地震动力响应特征,揭示边坡动位移、动应力、加速度响应规律,并计算边坡动抗滑稳定安全系数。计算成果表明:地震作用下,边坡将发生较大永久变形,量值达30cm;在堆积体及断层等部位主应力有显著集中效应,拉应力区较大;边坡中上部加速度有明显放大现象,尤其在堆积体,强地震时容易受激发而失稳;边坡动力安全系数存在低于1.0的情况,地震过程中部分区域存在失稳的可能,应加强支护措施。
Based on the principle of dynamical response time-dependent analysis,nonlinear finite element method was used to study the seismic characteristics of B20 slope with compound accumulation body in Jinanqiao Hydropower Station,and to reveal the response laws of dynamic displacement,stress and acceleration,with the calculating of the dynamic anti-slide safety coefficient during seismic time history. Study results show that:A greater permanent displacement would occur in the potential slide mass of the slope under earthquake,with maximum value 30 cm. A remarkable stress concentration would occur in such location as compound accumulation body and faults,with larger tensile stress zones. Acceleration in the middle and upside of slope compound was remarkably enlarged,especially in accumulation body,which was easy to fail during strong ground motion. Due to the dynamic safety coefficient possibly less than 1.0,the slope might lose its stability in some zone during strong ground motion.
Based on the principle of dynamical response time-dependent analysis,nonlinear finite element method was used to study the seismic characteristics of B20 slope with compound accumulation body in Jinanqiao Hydropower Station,and to reveal the response laws of dynamic displacement,stress and acceleration,with the calculating of the dynamic anti-slide safety coefficient during seismic time history. Study results show that:A greater permanent displacement would occur in the potential slide mass of the slope under earthquake,with maximum value 30 cm. A remarkable stress concentration would occur in such location as compound accumulation body and faults,with larger tensile stress zones. Acceleration in the middle and upside of slope compound was remarkably enlarged,especially in accumulation body,which was easy to fail during strong ground motion. Due to the dynamic safety coefficient possibly less than 1.0,the slope might lose its stability in some zone during strong ground motion.
引文
[1]黄润秋.中国典型灾难性滑坡[M].北京:科学出版社,2008.Huang RunIu.Catastrophic landslides in China[M].Beijing:Science Press,2008.(in Chinese)
[2]刘红帅,薄景山,刘德东.岩土边坡地震稳定性分析研究评述[J].地震工程与工程振动,2005,25(1):164-171.Liu Hongshuai,Bo Jingshan,Liu Dedong.Review on study of seismic stability analysis of rock-soil slopes[J].Earthquake Engineering and Engineering Vibration,2005,25(1):164-171.(in Chinese)
[3]Baker R,Shukha R,Operstein V,et al.Stability charts for pseudo-static slope stability analysis[J].Soil Dynamics and Earthquake Engineering,2006,26(9):813-823.
[4]Newmark N M.Effective of earthquake on dams and embankments[J].Geotechnique,1965,15(20):139-156.
[5]Lin M L,Wang K L.Seismic slope behavior in a large-scale shaking table model test[J].Engineering Geology,2006,86(2):118-133.
[6]徐光兴,姚令侃,高召宁,等.边坡动力特性与动力响应的大型振动台模型试验研究[J].岩石力学与工程学报,2008,27(3):624-632.Xu Guangxing,Yao Lingkan,Gao Zhaoning,et al.Large-scale shaking table model test study on dynamic characteristics and dynamic responses of slope[J].Chinese Journal of Rock Mechanics and Engineering,2008,27(3):624-632.(in Chinese)
[7]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 Hanlong,Fei Kang,Gao Yufeng.Time-history analysis method of slope seismic stability[J].Rock and Soil Mechanics,2003,24(4):553-556.(in Chinese)
[8]王环玲,徐卫亚.高烈度区水电工程岩石高边坡三维地震动力响应分析[J].岩石力学与工程学报,2005,24(增2):5890-5895.Wang Huanling,Xu Weiya.3D dynamical response analysis of high rock slope related to hydropower project in high intensive seismic region[J].Chinese Journal of Rock Mechanics and Engineering,2005,24(Supp.2):5890-5895.(in Chinese)
[9]何蕴龙,陆述远,段亚辉.岩石边坡地震作用计算方法研究[J].长江科学院院报,1998,15(4):35-38.He Yunlong,Lu Shuyuan,Duan Yahui.Study on calculation procedure for seismic action in rock slope[J].Journal of Yangtze River Scientific Research Institute,1998,15(4):35-38.(in Chinese)
[10]吴兆营,薄景山,刘红帅,等.岩体边坡地震稳定性动安全系数分析方法[J].防灾减灾工程学报,2004,24(3):237-241.Wu Zhaoying,Bo Jingshan,Liu Hongshuai,et al.A method for evaluating dynamic safety factor rock slope seismic stability analysis[J].Journal of Disaster Prevention and Mitigation,2004,24(3):237-241.(in Chinese)
[11]顾淦臣.土石坝地震工程[M].南京:河海大学出版社,1987:59-63.Gu Gangchen.The earthquake engineering of earth rock-fill dam[M].Nanjing:Hohai University Press,1987:59-63.(in Chinese)
[12]赵密.黏弹性人工边界及其与透射人工边界的比较研究[D].北京:北京工业大学,2004.Zhao Mi.Study on viscoelastic artificial boundary and its comparison with transmitting artificial boundary[D].Beijing:Beijing University of Technology,2004.(in Chinese)
[2]刘红帅,薄景山,刘德东.岩土边坡地震稳定性分析研究评述[J].地震工程与工程振动,2005,25(1):164-171.Liu Hongshuai,Bo Jingshan,Liu Dedong.Review on study of seismic stability analysis of rock-soil slopes[J].Earthquake Engineering and Engineering Vibration,2005,25(1):164-171.(in Chinese)
[3]Baker R,Shukha R,Operstein V,et al.Stability charts for pseudo-static slope stability analysis[J].Soil Dynamics and Earthquake Engineering,2006,26(9):813-823.
[4]Newmark N M.Effective of earthquake on dams and embankments[J].Geotechnique,1965,15(20):139-156.
[5]Lin M L,Wang K L.Seismic slope behavior in a large-scale shaking table model test[J].Engineering Geology,2006,86(2):118-133.
[6]徐光兴,姚令侃,高召宁,等.边坡动力特性与动力响应的大型振动台模型试验研究[J].岩石力学与工程学报,2008,27(3):624-632.Xu Guangxing,Yao Lingkan,Gao Zhaoning,et al.Large-scale shaking table model test study on dynamic characteristics and dynamic responses of slope[J].Chinese Journal of Rock Mechanics and Engineering,2008,27(3):624-632.(in Chinese)
[7]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 Hanlong,Fei Kang,Gao Yufeng.Time-history analysis method of slope seismic stability[J].Rock and Soil Mechanics,2003,24(4):553-556.(in Chinese)
[8]王环玲,徐卫亚.高烈度区水电工程岩石高边坡三维地震动力响应分析[J].岩石力学与工程学报,2005,24(增2):5890-5895.Wang Huanling,Xu Weiya.3D dynamical response analysis of high rock slope related to hydropower project in high intensive seismic region[J].Chinese Journal of Rock Mechanics and Engineering,2005,24(Supp.2):5890-5895.(in Chinese)
[9]何蕴龙,陆述远,段亚辉.岩石边坡地震作用计算方法研究[J].长江科学院院报,1998,15(4):35-38.He Yunlong,Lu Shuyuan,Duan Yahui.Study on calculation procedure for seismic action in rock slope[J].Journal of Yangtze River Scientific Research Institute,1998,15(4):35-38.(in Chinese)
[10]吴兆营,薄景山,刘红帅,等.岩体边坡地震稳定性动安全系数分析方法[J].防灾减灾工程学报,2004,24(3):237-241.Wu Zhaoying,Bo Jingshan,Liu Hongshuai,et al.A method for evaluating dynamic safety factor rock slope seismic stability analysis[J].Journal of Disaster Prevention and Mitigation,2004,24(3):237-241.(in Chinese)
[11]顾淦臣.土石坝地震工程[M].南京:河海大学出版社,1987:59-63.Gu Gangchen.The earthquake engineering of earth rock-fill dam[M].Nanjing:Hohai University Press,1987:59-63.(in Chinese)
[12]赵密.黏弹性人工边界及其与透射人工边界的比较研究[D].北京:北京工业大学,2004.Zhao Mi.Study on viscoelastic artificial boundary and its comparison with transmitting artificial boundary[D].Beijing:Beijing University of Technology,2004.(in Chinese)
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