山岭隧道地震动力响应规律的三维振动台模型试验研究
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摘要
以国道318线黄草坪2#隧道为原型,开展大型三维振动台模型试验,重点研究隧道结构的地震动力响应规律及隧道与围岩的相互动力作用。通过对模型试验的关键技术研究,建立一套山岭隧道大型振动台模型试验设计、制作、加载及测试的工艺与方法流程。模型震害分析表明:隧道洞口边坡以开裂和滚落石震害为主,坡面加速度沿高程方向递增且具有一定的放大效应,在坡面原生裂缝和薄弱部位极易出现震害;隧道结构以衬砌开裂和掉块震害为主,初期支护和二次衬砌出现裂缝的部位不同,但钢筋网能够有效地阻止裂缝的发展。模型试验结果表明:隧道结构的加速度响应要大于周边围岩且对周边岩土体的加速度响应有一定的放大效应;对于一般的硬岩质山岭隧道来说,隧道洞口段0~50 m范围的加速度响应较大,为隧道抗减震设防的重点区域;山岭偏压隧道横向不同部位的地震动力响应存在明显差异;当地震波从隧道底部小角度入射时,隧道结构的加速度响应最强烈,对隧道结构的安全性是非常不利的;随着加载地面峰值加速度(PGA)的增大,隧道不同部位的加速度响应增大,但当隧道结构进入非线性破坏状态后,PGA呈减小趋势,地震能量逐渐被耗散。
Taking Huangcaoping Tunnel No.2 of National Highway No.318 as a background,a large-scale 3D shaking table model test was carried out to understand the tunnel structure seismic responses and the tunnel-surrounding rock interaction.The procedures of design,manufacture,loading and test of the large-scale mountain tunnel model test were described associated with key technical issues in the model test.Seismic damage analysis of the model test shows that the main seismic damages of the tunnel entrance slope are of crack and rock falling,the slope acceleration along the elevation direction gradually increases and has a certain amplification effect;and the native cracks and weak parts on the slope are easy to be damaged;the main seismic damages of the tunnel structure are of crack and lining drop;the performance of seismic damage with initial support and secondary lining is different;and steel mesh can effectively prevent the propagation of cracks.The model test results also show that the acceleration response of the tunnel structure is greater than the surrounding rocks,and the tunnel structure leads to the amplification of the seismic response of the surrounding rocks.Basically,the acceleration response of the 0–50 m section from the entrance for mountain tunnel in hard rock is greater than that in other sections of the tunnel;and a main seismic resistance mitigation should be adopted in this section;the seismic responses of left and right side walls of unsymmetrically loaded tunnel is significantly different.Vertical and nearly vertical incident earthquake waves from the bottom of the tunnels cause strong responses of the tunnels,which is unfavorable for the tunnel safety.With increasing loading peak ground acceleration(PGA),the acceleration of the different parts of the tunnel structure increases gradually,but when the tunnel structure comes into the nonlinear failure,the PGA of tunnel structure shows a decreasing trend,and the seismic energy is dissipated gradually.
Taking Huangcaoping Tunnel No.2 of National Highway No.318 as a background,a large-scale 3D shaking table model test was carried out to understand the tunnel structure seismic responses and the tunnel-surrounding rock interaction.The procedures of design,manufacture,loading and test of the large-scale mountain tunnel model test were described associated with key technical issues in the model test.Seismic damage analysis of the model test shows that the main seismic damages of the tunnel entrance slope are of crack and rock falling,the slope acceleration along the elevation direction gradually increases and has a certain amplification effect;and the native cracks and weak parts on the slope are easy to be damaged;the main seismic damages of the tunnel structure are of crack and lining drop;the performance of seismic damage with initial support and secondary lining is different;and steel mesh can effectively prevent the propagation of cracks.The model test results also show that the acceleration response of the tunnel structure is greater than the surrounding rocks,and the tunnel structure leads to the amplification of the seismic response of the surrounding rocks.Basically,the acceleration response of the 0–50 m section from the entrance for mountain tunnel in hard rock is greater than that in other sections of the tunnel;and a main seismic resistance mitigation should be adopted in this section;the seismic responses of left and right side walls of unsymmetrically loaded tunnel is significantly different.Vertical and nearly vertical incident earthquake waves from the bottom of the tunnels cause strong responses of the tunnels,which is unfavorable for the tunnel safety.With increasing loading peak ground acceleration(PGA),the acceleration of the different parts of the tunnel structure increases gradually,but when the tunnel structure comes into the nonlinear failure,the PGA of tunnel structure shows a decreasing trend,and the seismic energy is dissipated gradually.
引文
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[11]杨俊杰.相似理论与结构模型试验[M].武汉:武汉理工大学出版社,2005:5–10.(YANG Junjie.Similarity theory and structure model test[M].Wuhan:Wuhan University of Technology Press,2005:5–10.(in Chinese))
[12]SUN T C,YUE Z R,GAO B,et al.Model test study on the dynamic response of the portal section of two parallel tunnels in a seismically active area[J].Tunelling and Underground Space Technology,2011,26(2):391–397.
[13]刘吉.黄草坪2号隧道地震动力响应的物理模拟试验初步研究[硕士学位论文][D].成都:成都理工大学,2007.(LIU Ji.The preliminary physical modeling on the earthquake dynamic response of Huangcaoping tunnel No.2[M.S.Thesis][D].Chengdu:Chengdu University of Technology,2007.(in Chinese))
[14]来弘鹏,谢永利,杨晓华.公路隧道衬砌断面型式模型试验研究[J].岩土工程学报,2006,28(6):740–744.(LAI Hongpeng,XIE Yongli,YANG Xiaohua.Model test study on sectional form of highway tunnel lining[J].Chinese Journal of Geotechnical Engineering,2006,28(6):740–744.(in Chinese))
[15]CILINGIR U,MADABHUSHI S P G.A model study on the effects of input motion on the seismic behaviour of tunnels[J].Soil Dynamics and Earthquake Engineering,2011,31(3):452–462.
[16]李恒,李井冈,王墩,等.竖向与水平向地震动加速度峰值比统计特征分析[J].地震研究:2010,33(2):195–199.(LI Heng,LI Jinggang,WANG Dun,et al.Analysis of statistic characteristics of peak ratios in vertical and horizontal ground motion acceleration[J].Journal of Seismological Research,2010,33(2):195–199.(in Chinese))
[17]XU H,LI T B,LI L Q.Research on dynamic response of underground circular lining tunnel under the action of P waves[C]//Applied Mechanics and Materials.[S.l.]:[s.n.],2011:181–189.
[18]SHARMA S,JUDD W R.Underground opening damage from earthquakes[J].Engineering Geology,1991,30(3/4):263–276.
[2]吉随旺,唐永建,胡德贵,等.四川省汶川地震灾区干线公路典型震害特征分析[J].岩石力学与工程学报,2009,28(6):1 250–1 260.(JI Suiwang,TANG Yongjian,HU Degui,et al.Analysis of typical seismic damages of highways in Wenchuan earthquake-induced hazard areas in Sichuan province[J].Chinese Journal of Rock Mechanics and Engineering,2009,28(6):1 250–1 260.(in Chinese))
[3]高波,王峥峥,袁松,等.汶川地震公路隧道震害启示[J].西南交通大学学报,2009,44(3):336–341.(GAO Bo,WANG Zhengzheng,YUAN Song,et al.Lessons learnt from damage of highway tunnels in Wenchuan earthquake[J].Journal of Southwest Jiaotong University,2009,44(3):336–341.(in Chinese))
[4]陈贵红,李海清,钟勇,等.国道213线都江堰至汶川段隧道震害调查与分析[J].西南公路,2008,(4):114–119.(CHEN Guihong,LI Haiqing,ZHONG Yong,et al.Survey and analysis of earthquake damage of tunnel at Dujiangyan-Wenchuan in national road 213[J].Southwest Highway,2008,(4):114–119.(in Chinese))
[5]崔光耀,王明年,林国进,等.汶川地震区典型公路隧道衬砌震害类型统计分析[J].中国地质灾害与防治学报,2011,22(1):122–127.(CUI Guangyao,WANG Mingnian,LIN Guojin,et al.Statistical analysis of earthquake damage types of typical highway tunnel lining structure in Wenchuan seismic disastrous area[J].The Chinese Journal of Geological Hazard and Control,2011,22(1):122–127.(in Chinese))
[6]GICEV V,TRIFUNAC M D.Amplification of linear strain in a layer excited by a shear-wave earthquake pulse[J].Soil Dynamics and Earthquake Engineering,2010,30(10):1 073–1 081.
[7]HWANG J H,LU C C.Seismic capacity assessment of old Sanyi railway tunnels[J].Tunelling and Underground Space Technology,2007,22(4):433–449.
[8]WANG W L,WANG T T,SU J J,et al.Assessment of damage in mountain tunnels due to the Taiwan Chi-Chi Earthquake[J].Tunelling and Underground Space Technology,2001,16(3):133–150.
[9]徐华.高烈度区山岭隧道地震动力响应及抗震稳定性研究[博士学位论文][D].成都:成都理工大学,2009.(XU Hua.Research on seismic dynamic response and aseismic stability of mountain tunnel in high-intensity zone[Ph.D.Thesis][D].Chengdu:Chengdu University of Technology,2009.(in Chinese))
[10]钱七虎,何川,晏启祥.隧道工程动力响应特性与汶川地震隧道震害分析及启示[C]//纪念汶川大地震论文集.[S.l.]:[s.n.],2009:608–618.(QIAN Qihu,HE Chuan,YAN Qixiang.Dynamic response characteristics of tunnel project and damage analysis and enlightenment of tunnels in Wenchuan Earthquake[C]//Proceedings of Commemoration the Wenchuan Earthquake.[S.l.]:[s.n.],2009:608–618.(in Chinese))
[11]杨俊杰.相似理论与结构模型试验[M].武汉:武汉理工大学出版社,2005:5–10.(YANG Junjie.Similarity theory and structure model test[M].Wuhan:Wuhan University of Technology Press,2005:5–10.(in Chinese))
[12]SUN T C,YUE Z R,GAO B,et al.Model test study on the dynamic response of the portal section of two parallel tunnels in a seismically active area[J].Tunelling and Underground Space Technology,2011,26(2):391–397.
[13]刘吉.黄草坪2号隧道地震动力响应的物理模拟试验初步研究[硕士学位论文][D].成都:成都理工大学,2007.(LIU Ji.The preliminary physical modeling on the earthquake dynamic response of Huangcaoping tunnel No.2[M.S.Thesis][D].Chengdu:Chengdu University of Technology,2007.(in Chinese))
[14]来弘鹏,谢永利,杨晓华.公路隧道衬砌断面型式模型试验研究[J].岩土工程学报,2006,28(6):740–744.(LAI Hongpeng,XIE Yongli,YANG Xiaohua.Model test study on sectional form of highway tunnel lining[J].Chinese Journal of Geotechnical Engineering,2006,28(6):740–744.(in Chinese))
[15]CILINGIR U,MADABHUSHI S P G.A model study on the effects of input motion on the seismic behaviour of tunnels[J].Soil Dynamics and Earthquake Engineering,2011,31(3):452–462.
[16]李恒,李井冈,王墩,等.竖向与水平向地震动加速度峰值比统计特征分析[J].地震研究:2010,33(2):195–199.(LI Heng,LI Jinggang,WANG Dun,et al.Analysis of statistic characteristics of peak ratios in vertical and horizontal ground motion acceleration[J].Journal of Seismological Research,2010,33(2):195–199.(in Chinese))
[17]XU H,LI T B,LI L Q.Research on dynamic response of underground circular lining tunnel under the action of P waves[C]//Applied Mechanics and Materials.[S.l.]:[s.n.],2011:181–189.
[18]SHARMA S,JUDD W R.Underground opening damage from earthquakes[J].Engineering Geology,1991,30(3/4):263–276.
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