考虑接缝影响的盾构隧道衬砌震动变形性状
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摘要
收敛变形是体现盾构隧道管片结构受力性能最为直观的一项指标。基于有限差分程序FLAC3D,考虑盾构管片接头的影响,对盾构隧道在地震作用下的收敛位移进行了数值分析,得到了管片环的变形形态及接缝处的相对转角和弯矩分布形态。管片环由8块大小相等的管片及其接缝组成,使用能同时考虑管片与土体相互作用、管片与管片间相互作用的Liner单元来模拟管片和接缝,接缝同时拥有抗弯刚度、抗剪刚度和轴压刚度;输入标准正弦曲线震动加速度。根据数值结果,管片在接缝处均发生了相对转角位移。管片环的扁化程度比不考虑接缝时要大6%,相应地在接缝处的弯矩值比不考虑接缝时要大72%,因此盾构隧道的抗震设计应充分考虑接缝的影响。
Convergence deformation is a key index of segmental lining of the shield tunnel to evaluate its mechanical behavior.This paper presents a numerical study based on finite difference element program FLAC3 D to investigate the lining behavior under earthquake shaking,including the convergence deformation,joint rotation and moment distribution.The lining ring is divided into 8 same pieces,and the link between segment and soil medium,link between segments are simulated using Embedded Liner structural element,which makes the joints having rotational stiffness,shear stiffness and axial stiffness simultaneously.The ground acceleration data is taken as a sinusoidal curve vs time.As a result,all the joints are found rotates during the shaking.And the ovalization ratio is 6% larger than that of neglecting joint,and the bending moment are 72% larger.So the joint effect should be considered in seismic design of tunnel lining.
Convergence deformation is a key index of segmental lining of the shield tunnel to evaluate its mechanical behavior.This paper presents a numerical study based on finite difference element program FLAC3 D to investigate the lining behavior under earthquake shaking,including the convergence deformation,joint rotation and moment distribution.The lining ring is divided into 8 same pieces,and the link between segment and soil medium,link between segments are simulated using Embedded Liner structural element,which makes the joints having rotational stiffness,shear stiffness and axial stiffness simultaneously.The ground acceleration data is taken as a sinusoidal curve vs time.As a result,all the joints are found rotates during the shaking.And the ovalization ratio is 6% larger than that of neglecting joint,and the bending moment are 72% larger.So the joint effect should be considered in seismic design of tunnel lining.
引文
[1] Do N A,Dias D,Oreste P,et.al.2D numerical investigation of segmental tunnel lining behavior[J].Tunneling and Underground Space Technology,2013,37:115-127.
[2] 朱合华,陶履彬.盾构隧道衬砌结构受力分析的梁-弹簧系统模型[J].岩土力学,1998,19(2):26-32.
[3] 朱合华,崔茂玉,杨金松.盾构衬砌管片的设计模型与荷载分别的研究[J].岩土工程学报,2000,22(2):190-194.
[4] 朱合华,杨林德,陈清军.盾构隧道管片接头衬砌系统的两种设计受力模型[J].工程力学(增刊),1996:395-399.
[5] 朱伟,黄正荣,梁精华.盾构衬砌管片的壳——弹簧设计模型研究[J].岩土工程学报,2006,8:940-947.
[6] 何川,苏宗贤.盾构隧道管片衬砌内力分析的壳-弹簧-接触模型及其应用[J].工程力学,2007,24(10):131-136.
[7] 苏宗贤,何川.盾构隧道纵向变形附加内力的壳-弹簧-接触模型数值分析[J].现代隧道技术,2015,52(6):70-76.
[8] 志波由纪夫,川岛一彦,大日方尚己,等.シールドトネンの耐震解析こ用いる長手方向覆工剛性の評價法[R].土木學會論文報告集,1988,398:319-327.
[9] 志波由纪夫,川岛一彦,大日方尚己,等.應答變位法よるシールドトネンの地震時斷面力の算定法[R].土木學會論文報告集,1989,404:385-391.
[10] 川島一彥,大日方尚己,志波由纪夫,等.應答變位法によるシールドトネルの耐震設計法[J].土木技術資料,1986,28-5:45-50.
[11] ElNaggara H,Hinchbergerb S D,Naggarc M H.Simplified analysis of seismic in-plane stresses in composite and jointed tunnel linings[J].Soil Dynamics and Earthquake Engineering,2008,28:1063-1077.
[12] Penzien J.Seismically induced racking of tunnel linings[J].Earthquake Engineering.Structure.Dyn.2000,29:683- 691.
[13] Hashash Y M A,Hook J J,Schmidt B,et al.Seismic design and analysis of underground structures[J].Tunneling and Underground Space Technology,2001,16:247-293.
[14] Hashash Y M A,Park D,Yao J I C.Ovaling deforma- tions of circular tunnels under seismic loading:an update on seismic design and analysis of underground structures[J].Tunneling and Underground Space Technology,2005,20:435-441.
[15] St.John C M,Zahrah T F.Aseismic design of under- ground structures[J].Tunneling and Underground Space Technology,1987,2(2):165-197.
[16] Wang J N.Seismic design of tunnels[C].Parsons Brincker-hoff Quade & Douglas,Inc.,NY,Monograph 7,1993.
[17] 何川,小泉淳.地震動が軸方向に作用する場合のシールドトンネルの模型振動実験とその応答解析[C].土木学会論文集,1999,624:145-164.
[18] Seed H B,I.Idriss.Influence of soil conditions on ground motion during earthquakes[J].Journal of Soil Mechanics.ASCE,1969,95:99-137.
[19] Lysmer J,Kuhlemeyer R L.Finite Dynamic Model for Infinite Media[J].Journal of Engineering Mechanics Division,1969,95:859-871.
[2] 朱合华,陶履彬.盾构隧道衬砌结构受力分析的梁-弹簧系统模型[J].岩土力学,1998,19(2):26-32.
[3] 朱合华,崔茂玉,杨金松.盾构衬砌管片的设计模型与荷载分别的研究[J].岩土工程学报,2000,22(2):190-194.
[4] 朱合华,杨林德,陈清军.盾构隧道管片接头衬砌系统的两种设计受力模型[J].工程力学(增刊),1996:395-399.
[5] 朱伟,黄正荣,梁精华.盾构衬砌管片的壳——弹簧设计模型研究[J].岩土工程学报,2006,8:940-947.
[6] 何川,苏宗贤.盾构隧道管片衬砌内力分析的壳-弹簧-接触模型及其应用[J].工程力学,2007,24(10):131-136.
[7] 苏宗贤,何川.盾构隧道纵向变形附加内力的壳-弹簧-接触模型数值分析[J].现代隧道技术,2015,52(6):70-76.
[8] 志波由纪夫,川岛一彦,大日方尚己,等.シールドトネンの耐震解析こ用いる長手方向覆工剛性の評價法[R].土木學會論文報告集,1988,398:319-327.
[9] 志波由纪夫,川岛一彦,大日方尚己,等.應答變位法よるシールドトネンの地震時斷面力の算定法[R].土木學會論文報告集,1989,404:385-391.
[10] 川島一彥,大日方尚己,志波由纪夫,等.應答變位法によるシールドトネルの耐震設計法[J].土木技術資料,1986,28-5:45-50.
[11] ElNaggara H,Hinchbergerb S D,Naggarc M H.Simplified analysis of seismic in-plane stresses in composite and jointed tunnel linings[J].Soil Dynamics and Earthquake Engineering,2008,28:1063-1077.
[12] Penzien J.Seismically induced racking of tunnel linings[J].Earthquake Engineering.Structure.Dyn.2000,29:683- 691.
[13] Hashash Y M A,Hook J J,Schmidt B,et al.Seismic design and analysis of underground structures[J].Tunneling and Underground Space Technology,2001,16:247-293.
[14] Hashash Y M A,Park D,Yao J I C.Ovaling deforma- tions of circular tunnels under seismic loading:an update on seismic design and analysis of underground structures[J].Tunneling and Underground Space Technology,2005,20:435-441.
[15] St.John C M,Zahrah T F.Aseismic design of under- ground structures[J].Tunneling and Underground Space Technology,1987,2(2):165-197.
[16] Wang J N.Seismic design of tunnels[C].Parsons Brincker-hoff Quade & Douglas,Inc.,NY,Monograph 7,1993.
[17] 何川,小泉淳.地震動が軸方向に作用する場合のシールドトンネルの模型振動実験とその応答解析[C].土木学会論文集,1999,624:145-164.
[18] Seed H B,I.Idriss.Influence of soil conditions on ground motion during earthquakes[J].Journal of Soil Mechanics.ASCE,1969,95:99-137.
[19] Lysmer J,Kuhlemeyer R L.Finite Dynamic Model for Infinite Media[J].Journal of Engineering Mechanics Division,1969,95:859-871.