高地震烈度下超大直径海底盾构隧道地震响应分析
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摘要
文章运用FLAC3D软件,采用动力有限元法,对高地震烈度下超大直径海底隧道地震响应进行了分析。分析结果表明:与单纯自重应力场作用下相比,地震作用会造成结构内力的增大,拱顶及拱腰为其受力薄弱部位;在重力及地震共同作用下,衬砌结构的拉应力主要出现在拱顶附近,最大拉应力超过C60混凝土的抗拉强度设计值,拱顶的衬砌管片可能出现局部脱落;衬砌结构的最大受力和位移一般发生在地震2~6 s的时间段;各关键点位置的位移、弯矩、剪力、轴力时程曲线具有相似的变化规律;隧道衬砌最大水平位移为3.6 cm,最大竖向位移为3.7 cm。
Seismic response analysis on super large-diameter undersea shied tunnel under high seismic intensity was carried out using the software FLAC3D by dynamic finite element method.Results indicated that: 1,Compared with the action of gravitational stress field,the structural internal forces will be increased by seismic action,with the crown and spandrel as the weak places;2,Under the combined action of gravity and earthquake,tensile stresses of lining mainly occured near the crown,with the max.tensile stress exceeding the designed tensile strength of C60 concrete,possibly resulting in local dropping of lining segment at crown;3,The maximum stresses and displacements of lining usually occured within 2~6 seconds after earthquake;4,Variation regulation of time-history curves of displacements,bending moments,shear forces and axial forces was similar;5,The maximum horizontal displacement and vertical displacement of tunnel lining were 3.6 cm and 3.7 cm respectively.
Seismic response analysis on super large-diameter undersea shied tunnel under high seismic intensity was carried out using the software FLAC3D by dynamic finite element method.Results indicated that: 1,Compared with the action of gravitational stress field,the structural internal forces will be increased by seismic action,with the crown and spandrel as the weak places;2,Under the combined action of gravity and earthquake,tensile stresses of lining mainly occured near the crown,with the max.tensile stress exceeding the designed tensile strength of C60 concrete,possibly resulting in local dropping of lining segment at crown;3,The maximum stresses and displacements of lining usually occured within 2~6 seconds after earthquake;4,Variation regulation of time-history curves of displacements,bending moments,shear forces and axial forces was similar;5,The maximum horizontal displacement and vertical displacement of tunnel lining were 3.6 cm and 3.7 cm respectively.
引文
[1]于翔,等.地下结构抗震研究方法及其现状[J].解放军理工大学学报,2000,1(5):63~69Yu Xiang,Chen Qiliang,Zhao Yuetang,Wang Mingyang,Guo Shengbing.The Status Quo and Methods of Antiseismic Research ofUnderground Structure[J].Journal of PLA University of Science and Technology(Natural Sciences),2000,1(5):63~69
[2]苏亮.盾构法隧道的弹塑性地震反应分析[D].同济大学,1998Su Liang.Elasto-plastic Response Analysis of Shield Tunnel in Earthquake[D].Tongji University,1998
[3]Itasca Software Comp.Theory and Back Ground,Constitutive Model:Theory and Implementation[P].User Manual of FLAC3D 2.0,2002
[4]Itasca Software Comp.Interfaces[P].User Manual of FLAC3D 2.0,2002
[5]Itasca Software Comp.Structure Elements[P].User Manual of FLAC3D 2.0,2002
[2]苏亮.盾构法隧道的弹塑性地震反应分析[D].同济大学,1998Su Liang.Elasto-plastic Response Analysis of Shield Tunnel in Earthquake[D].Tongji University,1998
[3]Itasca Software Comp.Theory and Back Ground,Constitutive Model:Theory and Implementation[P].User Manual of FLAC3D 2.0,2002
[4]Itasca Software Comp.Interfaces[P].User Manual of FLAC3D 2.0,2002
[5]Itasca Software Comp.Structure Elements[P].User Manual of FLAC3D 2.0,2002
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