盾构隧道-工作井节点振动台试验设计与分析
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摘要
为研究盾构隧道-工作井节点地震响应特征,进行振动台模型试验。该试验几何相似比为1∶60,盾构隧道模型材料为聚乙烯,工作井模型采用尼龙材质进行3D打印技术制作;模型土采用砂与锯末按1∶2.5质量比混合配置;模型箱尺寸为10.0m×4.5m×1.5m的刚性箱。盾构隧道模型由衬砌环模型拼装而成,衬砌环模型纵向切槽模拟纵缝对管片横向刚度的弱化;通过环间卡扣式连接键模拟纵向螺栓,通过旋转模型拼装角度模拟管片错缝拼装。首先进行自由场模型试验,考虑不同地震动输入,得到模型土加速度响应;其次开展盾构隧道-工作井节点振动台模型试验,考虑不同地震动输入方向、不同地震动类型,得到隧道模型环缝张开量、加速度响应、环向应变等数据。研究结果表明:模型箱结构设计合理,边界条件满足要求,试验数据可靠;工作井模型和盾构隧道模型加速度响应频率成分相同,均受模型土控制,两者差异主要为加速度响应幅值不同;盾构隧道-工作井节点在地震作用下环缝张开量明显大于远离该节点的常规区段,前者为后者的1.6~4.5倍;地震动输入方向会导致区间段隧道模型环缝张开量明显变化,但对盾构隧道-工作井节点环缝张开量无显著影响;地震作用下盾构隧道-工作井节点会使工作井模型产生较大环向应变,但不会造成节点处盾构隧道模型环向变形增大。
A shaking table test was carried out to investigate the seismic response of the shield tunnel-shaft junction.The similitude ratio of geometry was 1∶60 and the shield tunnel model was made of polyethylene.However,the shaft model was fabricated by 3D print technology as well asnylon.The model soil was a combination of saw dust and dry sand with the mass ratio of 1∶2.5.The rigid model container was 10.0mlong,4.5mwide and 1.5mhigh.The shield tunnel model was an assembly of tunnel lining ring models with grooves along the longitudinal direction.The simulation of the longitudinal joints weakened the transverse stiffness of lining ring models to some extent.Keys connecting lining ring models were used to simulate longitudinal bolts.By rotating the ring models,staggered joints of segments occurred in the tunnel model.Firstly,a free field model test was conducted,and acceleration responses of the model soil in consideration of different seismic motion input were obtained.Then,various conditions were considered in the shield tunnel-shaft junction model test,including different input directions of seismic motions,different types of seismic motions.And the circumferential joint openings,the acceleration responses and the transverse strains of the model were recorded and analyzed.The results show that with the valid design of the container,boundary conditions meet requirements and test data are credible.The frequency components of the acceleration responses of the shaft model and the tunnel model are the same and they are controlled by the surrounding model soil,while the major difference lies in the amplitude of the acceleration responses.The circumferential joint openings near the tunnel-shaft junction are significantly larger than the ones at the regular tunnel model.The former can be 1.6to 4.5times as much as the latter.The input directions of the seismic motions could greatly affect the circumferential joint openings at the regular tunnel model,while circumferential joint openings near the tunnel-shaft junction were hardly affected. Great transverse strain may occur at the shaft model around the tunnel-shaft junction under seismic effect,while the transverse strain of the tunnel ring models show no obvious increment.
A shaking table test was carried out to investigate the seismic response of the shield tunnel-shaft junction.The similitude ratio of geometry was 1∶60 and the shield tunnel model was made of polyethylene.However,the shaft model was fabricated by 3D print technology as well asnylon.The model soil was a combination of saw dust and dry sand with the mass ratio of 1∶2.5.The rigid model container was 10.0mlong,4.5mwide and 1.5mhigh.The shield tunnel model was an assembly of tunnel lining ring models with grooves along the longitudinal direction.The simulation of the longitudinal joints weakened the transverse stiffness of lining ring models to some extent.Keys connecting lining ring models were used to simulate longitudinal bolts.By rotating the ring models,staggered joints of segments occurred in the tunnel model.Firstly,a free field model test was conducted,and acceleration responses of the model soil in consideration of different seismic motion input were obtained.Then,various conditions were considered in the shield tunnel-shaft junction model test,including different input directions of seismic motions,different types of seismic motions.And the circumferential joint openings,the acceleration responses and the transverse strains of the model were recorded and analyzed.The results show that with the valid design of the container,boundary conditions meet requirements and test data are credible.The frequency components of the acceleration responses of the shaft model and the tunnel model are the same and they are controlled by the surrounding model soil,while the major difference lies in the amplitude of the acceleration responses.The circumferential joint openings near the tunnel-shaft junction are significantly larger than the ones at the regular tunnel model.The former can be 1.6to 4.5times as much as the latter.The input directions of the seismic motions could greatly affect the circumferential joint openings at the regular tunnel model,while circumferential joint openings near the tunnel-shaft junction were hardly affected. Great transverse strain may occur at the shaft model around the tunnel-shaft junction under seismic effect,while the transverse strain of the tunnel ring models show no obvious increment.
引文
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[6]段志慧,窦远明,王建宁,等.软土地基盾构隧道地震动力响应振动台模型试验研究[J].科学技术与工程,2017,17(2):106-110.DUAN Zhi-hui,DOU Yuan-ming,WANG Jian-ning,et al.Shaking Table Test for Seismic Responses of Shield Tunnel in Soft Soil Foundation[J].Science Technology and Engineering,2017,17(2):106-110.
[7]张景,何川,耿萍,等.穿越软硬突变地层盾构隧道纵向地震响应振动台试验研究[J].岩石力学与工程学报,2017,36(1):68-77.ZHANG Jing,HE Chuan,GENG Ping,et al.Shaking Table Test on Longitudinal Seismic Response of Shield Tunnel Through Soft-hard Junction Stratum[J].Chinese Journal of Rock Mechanics and Engineering,2017,36(1):68-77.
[8]曹杰,黄茂松,余行.硬质土层中隧道结构动力离心模型试验[J].岩土工程学报,2010,32(7):1101-1108.CAO Jie,HUANG Mao-song,YU Xing.Dynamic Centrifuge Tests on Seismic Response of Tunnels in Dense Soil[J].Chinese Journal of Geotechnical Engineering,2010,32(7):1101-1108.
[9]MUROYA K,HAYA H,NISHIMURA A,et al.The Shaking Table Tests on Single and Multi-circular Face Shield Tunnel[J].Journal of Tunnel Engineering,1998,8(11):395-400.
[10]HE C,KOIZUMI A.Shaking Tests and Dynamic Behavior Analyses in Longitudinal Direction of Shield Tunnel Under Axial Seismic Force[C]//JSCE.Proceedings of JSCE 1999.Tokyo:JSCE,1999:165-181.
[11]HE C,KOIZUMI A.Study on Seismic Behavior and Seismic Design Methods in Transverse Direction of Shield Tunnels[J].Structural Engineering&Mechanics,2001,11(6):651-662.
[12]YASHIRO T,MIZUNO K,KOIZUMI A.A Basic Study on the Earthquake Resistant Design Method of Shield Tunnel with Secondary Lining in Transverse Direction[C]//JSCE.Proceedings of the Japan Society of Civil Engineers 2003.Tokyo:JSCE,2003:19-38.
[13]袁松,王峥峥,周佳媚.隧道地震动力计算边界取值范围研究[J].土木工程学报,2012,45(11):166-172.YUAN Song,WANG Zheng-zheng,ZHOU Jia-mei.Study on the Model Boundary Determination in Tunnel’s Earthquake Dynamic Analysis[J].China Civil Engineering Journal,2012,45(11):166-172.
[14]DG/TJ08-2064—2009,地下铁道建筑结构抗震设计规范[S].DG/TJ08-2064—2009,Code for Seismic Design of Subway Structures[S].
[15]IDRISS I M,SUN J.User’s Manual for SHAKE91a Computer Program for Conducting Equivalent Linear Seismic Response Analyses of Horizontally Layered Soil Deposits Center for Geotechnical Modeling[R].Davis:University of California,Davis,1992.
[16]燕晓,袁聚云,袁勇,等.大型振动台试验模型场地土的配制方法[J].结构工程师,2015,31(5):116-120.YAN Xiao,YUAN Ju-yun,YUAN Yong,et al.Study on Model Soil of Large-scale Shaking Table Test[J].Structural Engineers,2015,31(5):116-120.
[17]HASHASH Y M A,HOOK J J,SCHMIDT B,et al.Seismic Design and Analysis of Underground Structures[J].Tunnelling&Underground Space Technology,2001,16(4):247-293.
[18]BAO Z,YUAN Y,YU H.Longitudinal Rigidity of Shield Tunnels Based on Numerical Investigation[C]//KOLIC D.Proceedings of the ITA-AITES World Tunnel Congress 2015.Zagreb:Croatian Society for Concrete Engineering and Construction Technology,2015:214-215.
[19]刘峥,沈建文,石树中,等.软土对基岩峰值加速度的放大作用[J].同济大学学报:自然科学版,2009,37(5):607-611.LIU Zheng,SHEN Jian-wen,SHI Shu-zhong,et al.Soft Soil Amplification of Peak Ground Acceleration[J].Journal of Tongji University:Natural Science,2009,37(5):607-611.
[2]YU H,YUAN Y,QIAO Z,et al.Seismic Analysis of a Long Tunnel Based on Multi-scale Method[J].Engineering Structures,2013,49(2):572-587.
[3]王新.大型盾构隧道地震动力响应数值模拟方法及应用[D].上海:上海交通大学,2011.WANG Xin.Three-dimensional Numerical Simulation Method and Its Application to Seismic Response of Large Shield Tunnel[D].Shanghai:Shanghai Jiao Tong University,2011.
[4]王飞.盾构隧道等效建模方法及地震响应分析[D].上海:上海交通大学,2012.WANG Fei.The Method of Equivalent Modeling of Shield Tunnel and Its Research of the Seismic Response[D].Shanghai:Shanghai Jiao Tong University,2012.
[5]陈国兴,庄海洋,程绍革,等.土-地铁隧道动力相互作用的大型振动台试验:试验方案设计[J].地震工程与工程振动,2006,26(6):178-183.CHEN Guo-xing,ZHUANG Hai-yang,CHENG Shao-ge,et al.A Large Scale Shaking Table Test for Dynamic Soil-metro Tunnel Interaction:Test Scheme[J].Earthquake Engineering and Engineering Vibration,2006,26(6):178-183.
[6]段志慧,窦远明,王建宁,等.软土地基盾构隧道地震动力响应振动台模型试验研究[J].科学技术与工程,2017,17(2):106-110.DUAN Zhi-hui,DOU Yuan-ming,WANG Jian-ning,et al.Shaking Table Test for Seismic Responses of Shield Tunnel in Soft Soil Foundation[J].Science Technology and Engineering,2017,17(2):106-110.
[7]张景,何川,耿萍,等.穿越软硬突变地层盾构隧道纵向地震响应振动台试验研究[J].岩石力学与工程学报,2017,36(1):68-77.ZHANG Jing,HE Chuan,GENG Ping,et al.Shaking Table Test on Longitudinal Seismic Response of Shield Tunnel Through Soft-hard Junction Stratum[J].Chinese Journal of Rock Mechanics and Engineering,2017,36(1):68-77.
[8]曹杰,黄茂松,余行.硬质土层中隧道结构动力离心模型试验[J].岩土工程学报,2010,32(7):1101-1108.CAO Jie,HUANG Mao-song,YU Xing.Dynamic Centrifuge Tests on Seismic Response of Tunnels in Dense Soil[J].Chinese Journal of Geotechnical Engineering,2010,32(7):1101-1108.
[9]MUROYA K,HAYA H,NISHIMURA A,et al.The Shaking Table Tests on Single and Multi-circular Face Shield Tunnel[J].Journal of Tunnel Engineering,1998,8(11):395-400.
[10]HE C,KOIZUMI A.Shaking Tests and Dynamic Behavior Analyses in Longitudinal Direction of Shield Tunnel Under Axial Seismic Force[C]//JSCE.Proceedings of JSCE 1999.Tokyo:JSCE,1999:165-181.
[11]HE C,KOIZUMI A.Study on Seismic Behavior and Seismic Design Methods in Transverse Direction of Shield Tunnels[J].Structural Engineering&Mechanics,2001,11(6):651-662.
[12]YASHIRO T,MIZUNO K,KOIZUMI A.A Basic Study on the Earthquake Resistant Design Method of Shield Tunnel with Secondary Lining in Transverse Direction[C]//JSCE.Proceedings of the Japan Society of Civil Engineers 2003.Tokyo:JSCE,2003:19-38.
[13]袁松,王峥峥,周佳媚.隧道地震动力计算边界取值范围研究[J].土木工程学报,2012,45(11):166-172.YUAN Song,WANG Zheng-zheng,ZHOU Jia-mei.Study on the Model Boundary Determination in Tunnel’s Earthquake Dynamic Analysis[J].China Civil Engineering Journal,2012,45(11):166-172.
[14]DG/TJ08-2064—2009,地下铁道建筑结构抗震设计规范[S].DG/TJ08-2064—2009,Code for Seismic Design of Subway Structures[S].
[15]IDRISS I M,SUN J.User’s Manual for SHAKE91a Computer Program for Conducting Equivalent Linear Seismic Response Analyses of Horizontally Layered Soil Deposits Center for Geotechnical Modeling[R].Davis:University of California,Davis,1992.
[16]燕晓,袁聚云,袁勇,等.大型振动台试验模型场地土的配制方法[J].结构工程师,2015,31(5):116-120.YAN Xiao,YUAN Ju-yun,YUAN Yong,et al.Study on Model Soil of Large-scale Shaking Table Test[J].Structural Engineers,2015,31(5):116-120.
[17]HASHASH Y M A,HOOK J J,SCHMIDT B,et al.Seismic Design and Analysis of Underground Structures[J].Tunnelling&Underground Space Technology,2001,16(4):247-293.
[18]BAO Z,YUAN Y,YU H.Longitudinal Rigidity of Shield Tunnels Based on Numerical Investigation[C]//KOLIC D.Proceedings of the ITA-AITES World Tunnel Congress 2015.Zagreb:Croatian Society for Concrete Engineering and Construction Technology,2015:214-215.
[19]刘峥,沈建文,石树中,等.软土对基岩峰值加速度的放大作用[J].同济大学学报:自然科学版,2009,37(5):607-611.LIU Zheng,SHEN Jian-wen,SHI Shu-zhong,et al.Soft Soil Amplification of Peak Ground Acceleration[J].Journal of Tongji University:Natural Science,2009,37(5):607-611.