穿越断层破碎带隧道动力响应特性分析
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摘要
通过数值分析和振动台模型试验相结合的方法,研究穿越断层破碎带隧道在地震荷载作用下横向内力分布和纵向动力响应特性。结果表明:围岩条件是影响衬砌地震内力的重要因素,围岩越差,地震作用产生的内力越大,其抗震性能越差;在横断面方向,不同围岩条件下衬砌内力均在共轭45°方向最大,为隧道抗震最不利位置;在纵断面方向,隧道位于围岩与断层破碎带接触面时,衬砌地震内力急剧增大;当隧道断面沿纵向远离断层破碎带一定距离后,其内力趋于一个稳定值。研究结果可为穿越断层破碎带隧道结构抗震设防提供参考。
The cross-sectional internal force distribution and longitudinal dynamic response characteristics of tunnel through fault fracture zone under seismic load are studied with both dynamic numerical analysis and shaking table model test.Results show that:(1) The condition of surrounding rock is the important factor affecting the internal force of tunnel liner caused by earthquake.The worse surrounding rock conditions are,the more remarkable internal force caused by earthquake produce and the worse seismic performance represent.(2) In the transverse direction,the position of conjugate direction of 45° is the most unfavorable tunnel seismic position;and the maximum internal force in tunnel lining is at the position under different conditions of surrounding rock.(3) In the longitudinal direction,when the tunnel traverses the interface between surrounding rock and fault,the internal force in tunnel lining caused by earthquake increases rapidly.(4) When the tunnel is far from the fault along the longitudinal direction,the internal force of tunnel tends to be a steady value.The research results can provide reference for seismic fortification of tunnel through fault fracture zone.
The cross-sectional internal force distribution and longitudinal dynamic response characteristics of tunnel through fault fracture zone under seismic load are studied with both dynamic numerical analysis and shaking table model test.Results show that:(1) The condition of surrounding rock is the important factor affecting the internal force of tunnel liner caused by earthquake.The worse surrounding rock conditions are,the more remarkable internal force caused by earthquake produce and the worse seismic performance represent.(2) In the transverse direction,the position of conjugate direction of 45° is the most unfavorable tunnel seismic position;and the maximum internal force in tunnel lining is at the position under different conditions of surrounding rock.(3) In the longitudinal direction,when the tunnel traverses the interface between surrounding rock and fault,the internal force in tunnel lining caused by earthquake increases rapidly.(4) When the tunnel is far from the fault along the longitudinal direction,the internal force of tunnel tends to be a steady value.The research results can provide reference for seismic fortification of tunnel through fault fracture zone.
引文
[1]HE C,KOIZUMI A.Study on seismic behavior and seismic designmethods in transverse direction of shield tunnels[J].StructuralEngineering and Mechanics,2001,11(6):651–662.
[2]Japan Society of Civil Engineers.The 1996 Hyogoken-Nanbuearthquake[J].Journal of Japan Society of Civil Engineers,1996,81(3):38–45.
[3]WANG W L,WANG T T,SU J J,et al.Assessment of damage inmountain tunnels due to the Taiwan Chi-Chi Earthquake[J].Tunnelingand Underground Space Technology,2001,16(3):133–150.
[4]李天斌.汶川特大地震中山岭隧道变形破坏特征及影响因素分析[J].工程地质学报,2008,16(6):742–750.(LI Tianbin.Failurecharacteristics and influence factor analysis of mountain tunnels atepicenter zones of great Wenchuan earthquake[J].Journal of EngineeringGeology,2008,16(6):742–750.(in Chinese))
[5]熊良宵.活断层地区隧道抗震问题的数值模拟研究[硕士学位论文][D].成都:成都理工大学,2006.(XIONG Liangxiao.The study onnumerical simulation of tunnel anti-seismic in active fault zone[M.D.Thesis][D].Chengdu:Chengdu University of Technology,2006.(inChinese))
[6]王永刚,丁文其,景韧.关山隧道断层破碎带三维有限元地震动力响应[J].公路交通科技,2011,28(8):115–119.(WANGYonggang,Ding Wenqi,JING Ren.Seismic dynamic response of faultfracture zone at Guanshan tunnel based on 3D FEM[J].Journal ofHighway and Transportation Research and Development,2011,28(8):115–119.(in Chinese))
[7]SHAHIDI A R,VAFAEIAN M.Analysis of longitudinal profile of thetunnels in the active faulted zone and designing the flexible lining[J].Tunnelling and Underground Space Technology,2005,20(3):213–221.
[8]中华人民共和国国家标准编写组.GB50111—2006铁路工程抗震设计规范[S].北京:中国计划出版社,2006.(The National StandardsCompilation Group of People s Republic of China.GB50111—2006Code for seismic design of railway engineering[S].Beijing:ChinaPlanning Press,2006.(in Chinese))
[9]中华人民共和国行业标准编写组.JTJ044—89公路工程抗震设计规范[S].北京:人民交通出版社,1989.(The Professional StandardsCompilation Group of People s Republic of China.JTJ 044—89 Codefor seismic design of highway engineering[S].Beijing:ChinaCommunications Press,1989.(in Chinese))
[10]尚晓江,苏建宇,王华峰,等,ANSYS LS-DYNA动力分析法与工程实例[M].北京:中国水利水电出版社,2006:10–11.(SHANGXiaojiang,SU Jianyu,WANG Huafeng,et al.Dynamic analysis andengineering example in ANSYS LS-DYNA[M].Beijing:China WaterPower Press,2006:10–11.(in Chinese))
[11]杨林德,季倩倩,郑永来,等.软土地铁车站结构的振动台试验[J].现代隧道技术,2003,40(1):7–11.(YANG Linde,JI Qianqian,ZHENG Yonglai,et al.Shaking table test on metro station structuresin soft soil[J].Modern Tunnelling Technology,2003,40(1):7–11.(inChinese))
[12]陈国兴,王志华,左熹.振动台试验叠层剪切型土箱的研制[J].岩土工程学报,2010,32(1):89–97.(CHEN Guoxing,WANGZhihua,ZUO Xi,et al.Development of laminar shear soil containerfor shaking table tests[J].Chinese Journal of Geotechnical Engineering,2010,32(1):89–97.(in Chinese))
[13]马良筠,高安泽,刘克远.岩石某些力学参数的试验研究[J].力学学报,1991,23(4):507–512.(MAliangyun,GAOAnze,LIU Keyuan.Experimental study on some mechanical parameters of rock[J].ActaMechanica Sinica,1991,23(4):507–512.(in Chinese))
[14]GOTO Y,MATSUDA Y,EJIRI J,et al.Influence of distance betweenjuxtaposed shield tunnels on their seismic responses[C]//Proceedingsof the 9th World Conference on Earthquake Engineering.[S.l.]:[s.n.],1988:569–574.
[15]HASHASH Y M A,HOOK J J,SCHMIDT B,et al.Seismic designand analysis of underground structures[J].Tunneling and UndergroundSpace Technology,2001,16(4):247–293.
[16]西南交通大学.铁路工程结构物抗震设计标准与方法研究——铁路隧道工程抗震设计标准与方法研究报告[R].成都:西南交通大学,2011.(Southwest Jiaotong University.The study of structuresseismic design standards and methods in Railway engineering—reportof the study of structures seismic design standards and methods inrailway engineering[R].Chengdu:Southwest Jiaotong University,2011.(in Chinese))
[17]李林,何川,耿萍,等.浅埋偏压洞口段隧道地震响应振动台模型试验研究[J].岩石力学与工程学报,2011,30(12):2540–2 548.(LI Lin,HE Chuan,GENG Ping,et al.Large-scale shaking tabletest for shallow-buried unsymmetrical tunnel[J].Chinese Journal of RockMechanics and Engineering,2011,30(12):2 540–2 548.(in Chinese))拱底(试验值)力轴kN/所处位置距断层距离/m-5 0 5 10 15 20 25 30 35 40 45 50 55 60 65-1 600-1 200-800-4000400拱顶(计算值)拱肩(计算值)拱脚(计算值)拱底(计算值)拱顶(试验值)拱肩(试验值)拱脚(试验值)-2 000
[2]Japan Society of Civil Engineers.The 1996 Hyogoken-Nanbuearthquake[J].Journal of Japan Society of Civil Engineers,1996,81(3):38–45.
[3]WANG W L,WANG T T,SU J J,et al.Assessment of damage inmountain tunnels due to the Taiwan Chi-Chi Earthquake[J].Tunnelingand Underground Space Technology,2001,16(3):133–150.
[4]李天斌.汶川特大地震中山岭隧道变形破坏特征及影响因素分析[J].工程地质学报,2008,16(6):742–750.(LI Tianbin.Failurecharacteristics and influence factor analysis of mountain tunnels atepicenter zones of great Wenchuan earthquake[J].Journal of EngineeringGeology,2008,16(6):742–750.(in Chinese))
[5]熊良宵.活断层地区隧道抗震问题的数值模拟研究[硕士学位论文][D].成都:成都理工大学,2006.(XIONG Liangxiao.The study onnumerical simulation of tunnel anti-seismic in active fault zone[M.D.Thesis][D].Chengdu:Chengdu University of Technology,2006.(inChinese))
[6]王永刚,丁文其,景韧.关山隧道断层破碎带三维有限元地震动力响应[J].公路交通科技,2011,28(8):115–119.(WANGYonggang,Ding Wenqi,JING Ren.Seismic dynamic response of faultfracture zone at Guanshan tunnel based on 3D FEM[J].Journal ofHighway and Transportation Research and Development,2011,28(8):115–119.(in Chinese))
[7]SHAHIDI A R,VAFAEIAN M.Analysis of longitudinal profile of thetunnels in the active faulted zone and designing the flexible lining[J].Tunnelling and Underground Space Technology,2005,20(3):213–221.
[8]中华人民共和国国家标准编写组.GB50111—2006铁路工程抗震设计规范[S].北京:中国计划出版社,2006.(The National StandardsCompilation Group of People s Republic of China.GB50111—2006Code for seismic design of railway engineering[S].Beijing:ChinaPlanning Press,2006.(in Chinese))
[9]中华人民共和国行业标准编写组.JTJ044—89公路工程抗震设计规范[S].北京:人民交通出版社,1989.(The Professional StandardsCompilation Group of People s Republic of China.JTJ 044—89 Codefor seismic design of highway engineering[S].Beijing:ChinaCommunications Press,1989.(in Chinese))
[10]尚晓江,苏建宇,王华峰,等,ANSYS LS-DYNA动力分析法与工程实例[M].北京:中国水利水电出版社,2006:10–11.(SHANGXiaojiang,SU Jianyu,WANG Huafeng,et al.Dynamic analysis andengineering example in ANSYS LS-DYNA[M].Beijing:China WaterPower Press,2006:10–11.(in Chinese))
[11]杨林德,季倩倩,郑永来,等.软土地铁车站结构的振动台试验[J].现代隧道技术,2003,40(1):7–11.(YANG Linde,JI Qianqian,ZHENG Yonglai,et al.Shaking table test on metro station structuresin soft soil[J].Modern Tunnelling Technology,2003,40(1):7–11.(inChinese))
[12]陈国兴,王志华,左熹.振动台试验叠层剪切型土箱的研制[J].岩土工程学报,2010,32(1):89–97.(CHEN Guoxing,WANGZhihua,ZUO Xi,et al.Development of laminar shear soil containerfor shaking table tests[J].Chinese Journal of Geotechnical Engineering,2010,32(1):89–97.(in Chinese))
[13]马良筠,高安泽,刘克远.岩石某些力学参数的试验研究[J].力学学报,1991,23(4):507–512.(MAliangyun,GAOAnze,LIU Keyuan.Experimental study on some mechanical parameters of rock[J].ActaMechanica Sinica,1991,23(4):507–512.(in Chinese))
[14]GOTO Y,MATSUDA Y,EJIRI J,et al.Influence of distance betweenjuxtaposed shield tunnels on their seismic responses[C]//Proceedingsof the 9th World Conference on Earthquake Engineering.[S.l.]:[s.n.],1988:569–574.
[15]HASHASH Y M A,HOOK J J,SCHMIDT B,et al.Seismic designand analysis of underground structures[J].Tunneling and UndergroundSpace Technology,2001,16(4):247–293.
[16]西南交通大学.铁路工程结构物抗震设计标准与方法研究——铁路隧道工程抗震设计标准与方法研究报告[R].成都:西南交通大学,2011.(Southwest Jiaotong University.The study of structuresseismic design standards and methods in Railway engineering—reportof the study of structures seismic design standards and methods inrailway engineering[R].Chengdu:Southwest Jiaotong University,2011.(in Chinese))
[17]李林,何川,耿萍,等.浅埋偏压洞口段隧道地震响应振动台模型试验研究[J].岩石力学与工程学报,2011,30(12):2540–2 548.(LI Lin,HE Chuan,GENG Ping,et al.Large-scale shaking tabletest for shallow-buried unsymmetrical tunnel[J].Chinese Journal of RockMechanics and Engineering,2011,30(12):2 540–2 548.(in Chinese))拱底(试验值)力轴kN/所处位置距断层距离/m-5 0 5 10 15 20 25 30 35 40 45 50 55 60 65-1 600-1 200-800-4000400拱顶(计算值)拱肩(计算值)拱脚(计算值)拱底(计算值)拱顶(试验值)拱肩(试验值)拱脚(试验值)-2 000
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