软土层中类矩形盾构掘进施工引起地层竖向变形实测与分析
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摘要
类矩形盾构断面形状、机械配置与圆形盾构的差异必然引起地层变形规律有所不同,以国内首例软土层中类矩形盾构地铁隧道工程为背景,依据现场实测地表变形、土体分层沉降数据,分析类矩形盾构隧道施工引起地层竖向变形的基本规律,并结合变形机制对施工控制提出建议。结果表明:类矩形盾构施工引起地表沉降最大值约50 mm,开挖面前方影响范围约20 m;地表竖向位移随时间发展呈现出缓慢沉降(隆起)、急剧隆起、快速沉降、平稳沉降4个阶段,沉降主要发生在盾构通过后,由软土地层受扰动后固结引起。地层竖向变形主要受土仓压力、盾尾注浆、盾构姿态等因素的影响,其中,盾构掘进姿态控制是盾构两侧土体竖向位移方向相反的主要原因,盾构姿态对周围地层变形影响比单圆盾构更显著。
The stratum deformation caused by the quasi-rectangular shield tunneling is different from the circular shield tunneling and the limited research has been carried out to study the issue. The first time application of the quasi-rectangular shield tunnel in soft ground in China was studied and the surface deformation and layered settlement were monitored and analyzed to investigate the major pattern of the vertical stratum deformation. The suggestions for the construction controlling were presented in terms of the deformation mechanism. The results show that the maximum surface settlement is about 50 mm and the range of excavation influence is about 20 m ahead of the excavation face. The vertical displacement of the ground surface experiences four stages over the tunneling period,the slowly down(upward) stage,the rapid upward stage,the rapid down stage and the gently down stage. The surface settlement occurs mainly after the pass of the shield tail,which is caused by the consolidation of the disturbed soft stratum. The main factors for the vertical stratum deformation include the chamber pressure,synchronous grouting and shield posture. The shield posture caused the soil on two sides of the shield machine to move in the opposite directions. In addition,the influence of the shield posture to soil deformation is more significant than in the case of single circle shield tunneling.
The stratum deformation caused by the quasi-rectangular shield tunneling is different from the circular shield tunneling and the limited research has been carried out to study the issue. The first time application of the quasi-rectangular shield tunnel in soft ground in China was studied and the surface deformation and layered settlement were monitored and analyzed to investigate the major pattern of the vertical stratum deformation. The suggestions for the construction controlling were presented in terms of the deformation mechanism. The results show that the maximum surface settlement is about 50 mm and the range of excavation influence is about 20 m ahead of the excavation face. The vertical displacement of the ground surface experiences four stages over the tunneling period,the slowly down(upward) stage,the rapid upward stage,the rapid down stage and the gently down stage. The surface settlement occurs mainly after the pass of the shield tail,which is caused by the consolidation of the disturbed soft stratum. The main factors for the vertical stratum deformation include the chamber pressure,synchronous grouting and shield posture. The shield posture caused the soil on two sides of the shield machine to move in the opposite directions. In addition,the influence of the shield posture to soil deformation is more significant than in the case of single circle shield tunneling.
引文
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[22]张庆贺,朱忠隆,杨俊龙,等.盾构推进引起土体扰动理论分析及试验研究[J].岩石力学与工程学报,1999,18(6):699-703.(ZHANGQinghe,ZHU Zhonglong,YANG Junlong,et al.Theory analysis and testing study of soil disturbance caused by shield-driven[J].Chinese Journal of Rock Mechanics and Engineering,1999,18(6):699-703.(in Chinese))
[2]周顺华.城市轨道交通施工力学的新挑战[J].中国科学:技术科学,2016,46(6):560-569.(ZHOU Shunhua.New challenges in construction mechanics of urban rail transit[J].Scientia Sinica Technologica,2016,46(6):560-569.(in Chinese))
[3]孙统立,李浩,吕虎,等.双圆盾构施工扰动引起的地表位移特性分析[J].土木工程学报,2009,(6):108-114.(SUN Tongli,LI Hao,LU Hu,et al.Characteristics of the surface displacement induced by Double-O-Tube shield tunneling[J].China Civil Engineering Journal,2009,(6):108-114.(in Chinese))
[4]NAKAMURA H,KUBOTA T,FURUKAWA M,et al.Unified construction of running track tunnel and crossover tunnel for subway by rectangular shape double track cross-section shield machine[J].Tunnelling and Underground Space Technology,2003,18(2/3):253-262.
[5]PECK R B.Deep excavations and tunnelling in soft ground[J].Proceedings of the 7th International Conference on Soil Mechanics and Foundation Engineering.Mexico City:[s.n.],1969:225-290.
[6]ATTEWELL P B,FARMER I W.Ground settlement above shield driven tunnels in clay[J].Tunnels and Tunnelling International,1975,7(1):58-62.
[7]刘建航,候学渊.盾构法隧道[M].北京:中国铁道出版社,1991:347-350.(LIU Jianhang,HOU Xueyuan.Shield tunnelling[M].Beijing:China Railway Publishing House,1991:347-350.(in Chinese))
[8]LOGANATHAN N,POULOS H G.Analytical prediction for tunneling-induced ground movements in clays[J].Journal of Geotechnical and Geoenvironmental Engineering,1998,124(9):846-856.
[9]SAGASETA C.Analysis of undrained soil deformation due to ground loss[J].Geotechnique,1988,38(3):301-320.
[10]VERRUIJT A,BOOKER J R.Surface settlements due to deformation of a tunnel in an elastic half plane[J].Geotechnique,1996,46(4):753-756.
[11]施成华,彭立敏,刘宝琛.盾构法施工隧道纵向地层移动与变形预计[J].岩土工程学报,2003,25(5):585-589.(SHI Chenghua,PENGLimin,LIU Baochen.Prediction of longitudinal movement and deformation of stratum in longitudinal section due to tunnel construction by shield[J].Chinese Journal of Geotechnical Engineering,2003,25(5):585-589.(in Chinese))
[12]魏纲,张世民,齐静静,等.盾构隧道施工引起的地面变形计算方法研究[J].岩石力学与工程学报,2006,25(增1):3 317-3 323.(WEI Gang,ZHANG Shimin,QI Jingjing,et al.Study on calculation method of ground deformation induced by shield tunnel construction[J].Chinese Journal of Rock Mechanics and Engineering,2006,25(Supp.1):3 317-3 323.(in Chinese))
[13]KASPER T,MESCHKE G.A numerical study of the effect of soil and grout material properties and cover depth in shield tunnelling[J].Computers and Geotechnics,2006,33(4/5):234-247.
[14]王非,缪林昌,黎春林.考虑施工过程的盾构隧道沉降数值分析[J].岩石力学与工程学报,2013,31(增1):2 907-2 914.(WANG Fei,MIAOLinchang,LI Chunlin.Numerical analysis of shield tunnel settlement considering construction process[J].Chinese Journal of Rock Mechanics and Engineering,2013,31(Supp.1):2 907-2 914.(in Chinese))
[15]马险峰,王俊淞,李削云,等.盾构隧道引起地层损失和地表沉降的离心模型试验研究[J].岩土工程学报,2012,34(5):942-947.(MA Xianfeng,WANG Junsong,LI Xiaoyun,et al.Centrifuge modeling of ground loss and settlement caused by shield tunneling in soft ground[J].Chinese Journal of Geotechnical Engineering,2012,34(5):942-947.(in Chinese))
[16]李曙光,方理刚,赵丹.盾构法地铁隧道施工引起的地表变形分析[J].中国铁道科学,2006,27(5):87-92.(LI Shuguang,FANGLigang,ZHAO Dan.Analysis on the ground deformation of subway tunnel induced by shield construction[J].China Railway Science,2006,27(5):87-92.(in Chinese))
[17]侯永茂,郑宜枫,杨国祥,等.超大直径土压平衡盾构施工对环境影响的现场监测研究[J].岩土力学,2013,34(1):235-242.(HOUYongmao,ZHENG Yifeng,YANG Guoxiang,et al.Measurement and analysis of ground settlement due to EPB shield construction[J].Rock and Soil Mechanics,2013,34(1):235-242.(in Chinese))
[18]孙统立,张庆贺,胡向东,等.双圆盾构隧道施工土体扰动特性及实测分析[J].岩石力学与工程学报,2005,24(增2):5 950-5 955.(SUN Tongli,ZHANG Qinghe,HU Xiangdong,et al.Measurement and analysis of soil disturbance characteristics induced by Double-O-Tube shield construction[J].Chinese Journal of Rock Mechanics and Engineering,2005,24(Supp.2):5 950-5 955.(in Chinese))
[19]DI H,ZHOU S,XIAO J,et al.Investigation of the long-term settlement of a cut-and-cover metro tunnel in a soft deposit[J].Engineering Geology,2016,204(8):33-40.
[20]ZHOU S,DI H,XIAO J,et al.Differential settlement and induced structural damage in a cut-and-cover subway tunnel in a soft deposit[J].Journal of Performance of Constructed Facilities,2016,30(5):04016028-1-04016028-8.
[21]ZHOU S,JI C.Tunnel segment uplift model of earth pressure balance shield in soft soils during subway tunnel construction[J].Biocontrol Science and Technology,2014,2(4):221-238.
[22]张庆贺,朱忠隆,杨俊龙,等.盾构推进引起土体扰动理论分析及试验研究[J].岩石力学与工程学报,1999,18(6):699-703.(ZHANGQinghe,ZHU Zhonglong,YANG Junlong,et al.Theory analysis and testing study of soil disturbance caused by shield-driven[J].Chinese Journal of Rock Mechanics and Engineering,1999,18(6):699-703.(in Chinese))