砂土地层土压盾构隧道施工掌子面稳定性研究
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摘要
土压平衡盾构在自稳性较差的砂土地层施工时若仓内支护压力过小可能诱发掌子面失稳,应引起高度重视。采用三维离散元方法分析了砂土地层土压盾构掘进与停机状态下的掌子面稳定性。研究建立了较为精细的土压盾构机模型并引入盾构动态施工过程,充分考虑了刀盘旋转切削土体与面板支撑对掌子面的影响,探讨了刀盘型式、隧道埋深以及刀盘转速等因素对掌子面极限支护压力与失稳区分布的影响规律,并从细观角度解释了砂土地层土压盾构隧道掌子面失稳机理。与既有研究相比,本文考虑了土压盾构动态施工对掌子面稳定性的影响,更加接近工程实际,研究成果可为确保砂土地层土压盾构隧道施工掌子面稳定提供参考。
When an earth pressure balanced(EPB) shield tunnel is constructed in sand which is weakly self-stabilized, face failure may occur if the support pressure in the chamber is not strong enough, and much attention should be paid to it. The three-dimensional discrete element method(3D DEM) is employed to analyze the face stability when the shield is being advancing or stopped. Precise EPB shield machine models are established and the dynamic construction process is incorporated. Thus, the influence of soil-cutting tool interaction and support of panel for face soil can be considered. The impact of cutterhead types, buried depth and rotating speed of cutterhead on the limit support and pattern of failure zone can be clarified, and the failure mechanism of EPB shield tunnel in sand can be explained microscopically. Compared with the existing researches, the dynamic construction process is considered to study the face stability in this study, which is close to tunnel construction in practice. The study results may serve as certain guidance for guaranteeing the face stability of EPB shield tunnel in sand.
When an earth pressure balanced(EPB) shield tunnel is constructed in sand which is weakly self-stabilized, face failure may occur if the support pressure in the chamber is not strong enough, and much attention should be paid to it. The three-dimensional discrete element method(3D DEM) is employed to analyze the face stability when the shield is being advancing or stopped. Precise EPB shield machine models are established and the dynamic construction process is incorporated. Thus, the influence of soil-cutting tool interaction and support of panel for face soil can be considered. The impact of cutterhead types, buried depth and rotating speed of cutterhead on the limit support and pattern of failure zone can be clarified, and the failure mechanism of EPB shield tunnel in sand can be explained microscopically. Compared with the existing researches, the dynamic construction process is considered to study the face stability in this study, which is close to tunnel construction in practice. The study results may serve as certain guidance for guaranteeing the face stability of EPB shield tunnel in sand.
引文
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[3]ANAGNOSTOU G,KOVáRI K.Face stability condition with earth pressure balanced shields[J].Tunnelling and Underground Space Technology,1996,11(2):165–173.
[4]KLAR A,OSMAN A S,BOLTON M.2D and 3D upper bound solutions for tunnel excavation using‘elastic’flow fields[J].International Journal for Numerical and Analytical Methods in Geomechanics,2007,31(12):1367–1374
[5]MOLLON G,DIAS D,SOUBRA A H.Face stability analysis of circular tunnels driven by a pressurized shield[J].Journal of Geotechnical and Geoenvironmental Engineering,2010,136(1):215–229.
[6]ATKINSON J H,POTTS D M.Stability of a shallow circular tunnel in cohesionless soil[J].Géotechnique,1977,27(2):203–215.
[7]MOLLON G,DIAS D,SOUBRA A H.Rotational failure mechanism for the face stability analysis of tunnels driven by a pressurized shield[J].International Journal for Numerical and Analytical Methods in Geomechanics,2011,35(12):1367–1374
[8]ATKINSON J H,POTTS D M.Stability of a shallow circular tunnel in cohesionless soil[J].Géotechnique,1977,27(2):203–215.
[9]DAVIS E H,GUNN M J,MAIR F R,et al.The stability of shallow tunnels and underground openings in cohesive material[J].Géotechnique e,1980,30(4):397–416.
[10]ATKINSON J H,POTTS D M.Stability of a shallow circular tunnel in cohesionless soil[J].Géotechnique,1977,27(2):203–215.
[11]CHAMBON P,CORTéJ F.Sallow tunnels in cohesionless soil:stability of tunnel face[J].Journal of Geotechnical Engineering,1994,120(7):1148–1164.
[12]KIRSCH A.Experimental investigation of the face stability of shallow tunnels in sand[J].Acta Geotechnica,2010,5(1):43–62.
[13]陈仁朋,李君,陈云敏,等.干砂盾构开挖面稳定性模型试验研究[J].岩土工程学报,2011,33(1):117–122.(CHEN Ren-peng,LI Jun,CHEN Yun-min,et al.Large-scale tests on face stability of shield tunnelling in dry cohesionless soil[J].Chinese Journal of Geotechnical Engineering,2011,33(1):117–122.(in Chinese))
[14]IDINGER G,AKLIK P,WU W,et al.Centrifuge model test on the face stability of shallow tunnel[J].Acta Geotechnica,2011,6(2):43–62.
[15]朱伟,秦建设,卢廷浩.砂土中盾构开挖面变形与破坏数值模拟研究[J].岩土工程学报,2005,27(8):897–902.(ZHU Wei,QING Jian-she,LU Ting-hao.Numerical study on face movement and collapse around shield tunnels in sand[J].Chinese Journal of Geotechnical Engineering,2005,27(8):897–902.(in Chinese))
[16]高健,张义同,乔金丽.渗透力对隧道开挖面稳定性影响分析[J].岩土工程学报,2009,31(10):1547–1553.(GAO Jian,ZHANG Yi-tong,QIAO Jin-li.Face stability analysis of tunnels with consideration of seepage force[J].Chinese Journal of Geotechnical Engineering,2009,31(10):1547–1553.(in Chinese))
[17]MELIS M M J,MEDINA R L E.Discrete numerical model for analysis of earth pressure balance tunnel excavation[J].Journal of Geotechnical and Geoenvironmental Engineering,2005,131(10):1234–1242.
[18]KARIM A S M M.Three-dimensional discrete element modeling of tunneling in sand[D].Alberta:University of Alberta,2007.
[19]CHEN R P,TANG L J,LING D S,et al.Face stability analysis of shallow shield tunnels in dry sandy ground using the discrete element method[J].Computers and Geotechnics,2011,38(2):187–195.
[20]Itasca Consulting Group inc.Particle Flow Code in 3dimensions,version 4.0[M].Minnesota:Itasca Consulting Group inc,2008.
[21]张凤祥,朱合华,傅德明.盾构隧道[M].北京:人民交通出版社,2004.(ZHANG Feng-xiang,ZHU He-hua,FU De-ming.Shield tunnel[J].Beijing:China Communications Press,2004.(in Chinese))
[22]王洪新.土压平衡盾构刀盘开口率选型及其对地层适应性研究[J].土木工程学报,2010,43(3):88–92.(WANG Hong-xin.Type selection of the head aperture ratio of EPB shield cutterheads and adaptability to stratum characteristics[J].China Civil Engineering Journal,2010,43(3):88–92.(in Chinese))
[23]郭建涛.粉土粉砂地层盾构掘进参数优化预测研究[D].北京:北京交通大学,2009.(GUO Jian-tao.The study of shield tunneling parameters optimization and prediction on layer of silt and silty sand[D].Beijing:Beijing Jiaotong University,2009.(in Chinese))
[24]MAIR.Centrifual modelling of tunnel construction in soft clay[D].Cambridge:Cambridge University,1979.
[25]ZHANG C P,HAN K H,ZHANG D L.Face stability analysis of shallow circular tunnels in cohesive–frictional soils[J].Tunnelling and Underground Space Technology,2015,50(8):345–357.
[26]SALVADOR S,JIMENEZ R.A tunnel failure mechanism for layered ground,considering the possibility of partial collapse[J].Tunnelling and Underground Space Technology,2015,50(3):182–192.
[2]BORERE W.Tunnel face stability and new CPT application[D].Delft:Relft University,2001.
[3]ANAGNOSTOU G,KOVáRI K.Face stability condition with earth pressure balanced shields[J].Tunnelling and Underground Space Technology,1996,11(2):165–173.
[4]KLAR A,OSMAN A S,BOLTON M.2D and 3D upper bound solutions for tunnel excavation using‘elastic’flow fields[J].International Journal for Numerical and Analytical Methods in Geomechanics,2007,31(12):1367–1374
[5]MOLLON G,DIAS D,SOUBRA A H.Face stability analysis of circular tunnels driven by a pressurized shield[J].Journal of Geotechnical and Geoenvironmental Engineering,2010,136(1):215–229.
[6]ATKINSON J H,POTTS D M.Stability of a shallow circular tunnel in cohesionless soil[J].Géotechnique,1977,27(2):203–215.
[7]MOLLON G,DIAS D,SOUBRA A H.Rotational failure mechanism for the face stability analysis of tunnels driven by a pressurized shield[J].International Journal for Numerical and Analytical Methods in Geomechanics,2011,35(12):1367–1374
[8]ATKINSON J H,POTTS D M.Stability of a shallow circular tunnel in cohesionless soil[J].Géotechnique,1977,27(2):203–215.
[9]DAVIS E H,GUNN M J,MAIR F R,et al.The stability of shallow tunnels and underground openings in cohesive material[J].Géotechnique e,1980,30(4):397–416.
[10]ATKINSON J H,POTTS D M.Stability of a shallow circular tunnel in cohesionless soil[J].Géotechnique,1977,27(2):203–215.
[11]CHAMBON P,CORTéJ F.Sallow tunnels in cohesionless soil:stability of tunnel face[J].Journal of Geotechnical Engineering,1994,120(7):1148–1164.
[12]KIRSCH A.Experimental investigation of the face stability of shallow tunnels in sand[J].Acta Geotechnica,2010,5(1):43–62.
[13]陈仁朋,李君,陈云敏,等.干砂盾构开挖面稳定性模型试验研究[J].岩土工程学报,2011,33(1):117–122.(CHEN Ren-peng,LI Jun,CHEN Yun-min,et al.Large-scale tests on face stability of shield tunnelling in dry cohesionless soil[J].Chinese Journal of Geotechnical Engineering,2011,33(1):117–122.(in Chinese))
[14]IDINGER G,AKLIK P,WU W,et al.Centrifuge model test on the face stability of shallow tunnel[J].Acta Geotechnica,2011,6(2):43–62.
[15]朱伟,秦建设,卢廷浩.砂土中盾构开挖面变形与破坏数值模拟研究[J].岩土工程学报,2005,27(8):897–902.(ZHU Wei,QING Jian-she,LU Ting-hao.Numerical study on face movement and collapse around shield tunnels in sand[J].Chinese Journal of Geotechnical Engineering,2005,27(8):897–902.(in Chinese))
[16]高健,张义同,乔金丽.渗透力对隧道开挖面稳定性影响分析[J].岩土工程学报,2009,31(10):1547–1553.(GAO Jian,ZHANG Yi-tong,QIAO Jin-li.Face stability analysis of tunnels with consideration of seepage force[J].Chinese Journal of Geotechnical Engineering,2009,31(10):1547–1553.(in Chinese))
[17]MELIS M M J,MEDINA R L E.Discrete numerical model for analysis of earth pressure balance tunnel excavation[J].Journal of Geotechnical and Geoenvironmental Engineering,2005,131(10):1234–1242.
[18]KARIM A S M M.Three-dimensional discrete element modeling of tunneling in sand[D].Alberta:University of Alberta,2007.
[19]CHEN R P,TANG L J,LING D S,et al.Face stability analysis of shallow shield tunnels in dry sandy ground using the discrete element method[J].Computers and Geotechnics,2011,38(2):187–195.
[20]Itasca Consulting Group inc.Particle Flow Code in 3dimensions,version 4.0[M].Minnesota:Itasca Consulting Group inc,2008.
[21]张凤祥,朱合华,傅德明.盾构隧道[M].北京:人民交通出版社,2004.(ZHANG Feng-xiang,ZHU He-hua,FU De-ming.Shield tunnel[J].Beijing:China Communications Press,2004.(in Chinese))
[22]王洪新.土压平衡盾构刀盘开口率选型及其对地层适应性研究[J].土木工程学报,2010,43(3):88–92.(WANG Hong-xin.Type selection of the head aperture ratio of EPB shield cutterheads and adaptability to stratum characteristics[J].China Civil Engineering Journal,2010,43(3):88–92.(in Chinese))
[23]郭建涛.粉土粉砂地层盾构掘进参数优化预测研究[D].北京:北京交通大学,2009.(GUO Jian-tao.The study of shield tunneling parameters optimization and prediction on layer of silt and silty sand[D].Beijing:Beijing Jiaotong University,2009.(in Chinese))
[24]MAIR.Centrifual modelling of tunnel construction in soft clay[D].Cambridge:Cambridge University,1979.
[25]ZHANG C P,HAN K H,ZHANG D L.Face stability analysis of shallow circular tunnels in cohesive–frictional soils[J].Tunnelling and Underground Space Technology,2015,50(8):345–357.
[26]SALVADOR S,JIMENEZ R.A tunnel failure mechanism for layered ground,considering the possibility of partial collapse[J].Tunnelling and Underground Space Technology,2015,50(3):182–192.