锚固岩质边坡在地震作用下的动力响应
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摘要
边坡锚固因其良好的力学性能和锚固效果而获得广泛应用。借助有限差分软件FLAC3D,对高8m、坡角60°的均质岩坡在不同峰值加速度、频率地震波作用下的动力响应进行了分析。研究表明,调整输入Kobe地震波的加速度和频率,锚固岩质边坡沿顺坡面上加速度峰值放大系数PGA非线性增大,在坡顶处达到最大值。塑性破坏区随着峰值加速度、输入地震波频率的增大而增加,锚杆轴力随相应的塑性破坏区增多而增大。
Anchoring soil slope has favorable mechanical properties and anchoring effect,which makes it be widely used.By using the finite difference soft FLAC3D,this paper analyzed the dynamic response of homogeneous rock slope with different peak acceleration and seismic wave frequency,the height and slope anchor of which is 8m and 60° respectively.The research results showed that through adjusting the different peak acceleration and frequency of Kobe wave,peak acceleration amplification factor PGA increase nonlinearly along the anchoring rock slope surface and the PGA reaches its maximum at the top of the slope.The plastic zone increases with the peak acceleration and seismic wave frequency increasing and the anchor axial force in corresponding plastic zone also increases with the plastic area increasing.
Anchoring soil slope has favorable mechanical properties and anchoring effect,which makes it be widely used.By using the finite difference soft FLAC3D,this paper analyzed the dynamic response of homogeneous rock slope with different peak acceleration and seismic wave frequency,the height and slope anchor of which is 8m and 60° respectively.The research results showed that through adjusting the different peak acceleration and frequency of Kobe wave,peak acceleration amplification factor PGA increase nonlinearly along the anchoring rock slope surface and the PGA reaches its maximum at the top of the slope.The plastic zone increases with the peak acceleration and seismic wave frequency increasing and the anchor axial force in corresponding plastic zone also increases with the plastic area increasing.
引文
[1]程良奎.岩土锚固的现状与发展[J].土木工程学报,2001,34(3):7-16.
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[4]徐强,黄润秋.5.12汶川大地震诱发大型崩滑灾害动力特征初探[J].工程地质学报,2008,16(6):721-729.
[5]王恭先,徐俊龄,刘光代,等.滑坡学与滑坡防治技术[M].北京:中国铁道出版社,2004.
[6]中华人民共和国国家经济贸易委员会.DL5073—2000水工建筑物抗震设计规范[S].北京:中国电力出版社,2001.
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[8]寇晓东,周维垣,杨若琼.FLAC-3D进行三峡船闸高边坡稳定分析[J].岩石力学与工程学报,2001,20(1):6-10.
[9]祁生文.单面边坡的两种动力反应形式及其临界高度[J].地球物理学报,2006,49(2):518-523.
[10]郑颖人,叶海林,黄润秋.地震边坡破坏机制及其破裂面的分析探讨[J].岩土力学与工程学报,2009,28(8):1714-1723.
[2]彭振斌.锚固工程设计计算与施工[M].武汉:中国地质大学出版社,1997.
[3]熊厚金.国际岩土锚固与灌浆新进展[M].北京:中国建筑工业出版社,1996:27-32.
[4]徐强,黄润秋.5.12汶川大地震诱发大型崩滑灾害动力特征初探[J].工程地质学报,2008,16(6):721-729.
[5]王恭先,徐俊龄,刘光代,等.滑坡学与滑坡防治技术[M].北京:中国铁道出版社,2004.
[6]中华人民共和国国家经济贸易委员会.DL5073—2000水工建筑物抗震设计规范[S].北京:中国电力出版社,2001.
[7]洪海春,徐卫亚.地震作用下岩体锚固性能研究综述与展望[J].金属矿山,2006(3):5-11.
[8]寇晓东,周维垣,杨若琼.FLAC-3D进行三峡船闸高边坡稳定分析[J].岩石力学与工程学报,2001,20(1):6-10.
[9]祁生文.单面边坡的两种动力反应形式及其临界高度[J].地球物理学报,2006,49(2):518-523.
[10]郑颖人,叶海林,黄润秋.地震边坡破坏机制及其破裂面的分析探讨[J].岩土力学与工程学报,2009,28(8):1714-1723.
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