高烈度地震区公路隧道洞口段地震响应分析
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摘要
根据隧道地震安全性评价报告和地勘资料,建立了三维数值计算模型并采用一致粘弹性人工边界模拟动力边界,对高烈度地震区公路隧道洞口段进行了瞬态动力计算。计算结果表明:在三向地震荷载激励下,洞口段衬砌的地震响应具有明显滞后性,衬砌以水平横向振动为主,轴向振动次之,竖向振动最弱;洞口段衬砌的拱腰部位将承受极大拉应力和剪应力,可设减震层吸收地震能量;还通过对衬砌相对位移的分析得出,衬砌横向和轴向变形都很小,衬砌稳定性尚好。
According to the report of seismic safety evaluation and the geological prospecting data of the tunnel,a three-dimensional numerical model is established with adopting viscous-spring artificial boundaries as the dynamical border,and a calculation is done for the highway tunnel entrance at the high-intensity earthquake zone.The calculation results show that the seismic response of the lining at the tunnel entrance has a lag far behind the three dimensional seismic load.Horizontal vibration level of lining is most obvious,and then the axial vibration,the vertical vibration is weakest.For the arch-waist of the lining will be under a great tensile stress and shear stress,a damping layer is placed to absorb the earthquake energy at this part. The lateral and axial deformations are small through the analysis of the relative displacement at lining,so the lining is stable.
According to the report of seismic safety evaluation and the geological prospecting data of the tunnel,a three-dimensional numerical model is established with adopting viscous-spring artificial boundaries as the dynamical border,and a calculation is done for the highway tunnel entrance at the high-intensity earthquake zone.The calculation results show that the seismic response of the lining at the tunnel entrance has a lag far behind the three dimensional seismic load.Horizontal vibration level of lining is most obvious,and then the axial vibration,the vertical vibration is weakest.For the arch-waist of the lining will be under a great tensile stress and shear stress,a damping layer is placed to absorb the earthquake energy at this part. The lateral and axial deformations are small through the analysis of the relative displacement at lining,so the lining is stable.
引文
[1]高峰,石玉成,严松宏,关宝树.隧道洞口段的抗震设防长度[J].中国公路学报,2006,19(3).
[2]郑永来,杨林德,李文艺,周健.地下结构抗震[M].上海:同济大学出版社,2005.
[3]刘晶波,杜修力.结构动力学[M].北京:机械工业出版社,2005.
[4]丁皓江,何福保,谢贻权,徐兴.弹性和塑性力学中的有限单元法[M].北京:机械工业出版社,1989.
[5]谷音,刘晶波,杜义欣.三维一致粘弹性人工边界及等效粘弹性边界单元[J].工程力学,2001,30.
[6]JTG D70-2004,公路隧道设计规范[S].
[7]李育枢.山岭隧道地震动力响应及减震措施研究[D].上海:同济大学,2006.
[8]Davis C A,Lee V W,Bardet J P.Transverse responseof underground cavities and pipes toincident SV waves[J].Earthquake Engineering and Structural Dynamics,2001,30.
[2]郑永来,杨林德,李文艺,周健.地下结构抗震[M].上海:同济大学出版社,2005.
[3]刘晶波,杜修力.结构动力学[M].北京:机械工业出版社,2005.
[4]丁皓江,何福保,谢贻权,徐兴.弹性和塑性力学中的有限单元法[M].北京:机械工业出版社,1989.
[5]谷音,刘晶波,杜义欣.三维一致粘弹性人工边界及等效粘弹性边界单元[J].工程力学,2001,30.
[6]JTG D70-2004,公路隧道设计规范[S].
[7]李育枢.山岭隧道地震动力响应及减震措施研究[D].上海:同济大学,2006.
[8]Davis C A,Lee V W,Bardet J P.Transverse responseof underground cavities and pipes toincident SV waves[J].Earthquake Engineering and Structural Dynamics,2001,30.
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