地铁盾构隧道重叠下穿施工对上方已建隧道的影响
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摘要
以广州地铁三号线大塘—沥滘区间盾构隧道穿越的地层条件为背景,针对盾构隧道结构的特点,引入横向和纵向不等的刚度折减系数,采用室内相似模型试验和三维有限元数值计算相结合的手段,对地铁盾构隧道重叠下穿施工所引起的上方已建隧道纵向变位、纵向附加轴力和弯矩、横向变形、横向附加轴力和弯矩进行了深入研究,探讨和揭示了围岩条件、隧道净距、顶推力等因素作用下盾构隧道重叠下穿施工所引起的已建隧道的变形和附加内力分布变化的影响规律。研究结果表明,新建盾构隧道施工所引起的已建隧道最大隆起点位于掌子面前方约2D(2倍直径)附近,不均匀沉降主要出现在约掌子面前方3D到后方2D的范围内,顶推施工将引起已建隧道在掌子面前方产生较大附加内力,而对后方影响较小,具体视隧道埋深、间距、围岩和施工因素而定。
Considering the stratums traversed by the Da Tang—Li Jiao shield tunnel of Guangzhou metro line 3 and shield tunnel structure,similitude model test and 3-D FEM analysis with circumferential and longitudinal equivalent structural stiffness coefficients are conducted to study the longitudinal displacement,axial force and moment,the circumferential deformation,axial force and moment of an existing tunnel induced by shield tunnel construction directly underneath.Distribution of the induced deformation and force of existing tunnel,as influenced by factors such as conditions of surrounding soil,net distance between the two tunnels and advance thrust of shield machine,are discussed.The results indicate that maximum heaving of the existing tunnel occurs about 2D(two times the diameter of the new tunnel)in front of the excavation face of the new tunnel,that uneven settlement mainly occurs in the range between 3D in front of and 2D behind the excavation face,and that shield driving would cause significant additional internal force in the existing tunnel and little influence behind.
Considering the stratums traversed by the Da Tang—Li Jiao shield tunnel of Guangzhou metro line 3 and shield tunnel structure,similitude model test and 3-D FEM analysis with circumferential and longitudinal equivalent structural stiffness coefficients are conducted to study the longitudinal displacement,axial force and moment,the circumferential deformation,axial force and moment of an existing tunnel induced by shield tunnel construction directly underneath.Distribution of the induced deformation and force of existing tunnel,as influenced by factors such as conditions of surrounding soil,net distance between the two tunnels and advance thrust of shield machine,are discussed.The results indicate that maximum heaving of the existing tunnel occurs about 2D(two times the diameter of the new tunnel)in front of the excavation face of the new tunnel,that uneven settlement mainly occurs in the range between 3D in front of and 2D behind the excavation face,and that shield driving would cause significant additional internal force in the existing tunnel and little influence behind.
引文
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[13]王光钦,丁桂保.弹性力学[M].北京:中国铁道出版社,2004(Wang Guangqin,Ding Guibao.Elastic Mechanics[M].Beijing:China Railway Publishing House,2004(inChinese))
[2]张志强,何川.南京地铁区间盾构隧道“下穿”玄武湖公路隧道施工的关键技术研究[J].岩土力学,2005,26(11):1711-1716(Zhang Zhiqiang,He Chuan.Researchon key technique of shield tunnel construction beneathadjacent existing highway tunnel[J].Rock and SoilMechanics,2005,26(11):1711-1716(in Chinese))
[3]范厚彬.基于层叠模型的盾构隧道施工对周围环境的影响[J].岩石力学与工程学报,2005,24(6):1092(FanHoubin.A Study of the influence of shield tunnelling onsurrounding environment based on the overlay model[J].Chinese Journal of Rock Mechanics and Engineering,2005,24(6):1092(in Chinese))
[4]王敏强,陈胜宏.盾构推进隧道结构三维非线性有限元仿真[J].岩石力学与工程学报,2002,21(2):228-232(Wang Minqiang,Chen Shenghong.Three-dimensional non-linear finite element simulation of tunnel structure formoving-forward shield[J].Chinese Journal of RockMechanics and Engineering,2002,21(2):228-232(inChinese))
[5]赵旭峰,王春苗,孙景林,等.盾构近接隧道施工力学行为分析[J].岩土力学,2007,28(2):409-414(ZhaoXufeng,Wang Chunmiao,Sun Jinglin,et al.Analysis ofmechanical action of shield driving for approachingexcavation[J].Rock and Soil Mechanics,2007,28(2):409-414(in Chinese))..土木工程学报2008年
[6]曾东洋.盾构隧道衬砌结构力学行为及施工对环境的影响研究[D].成都:西南交通大学博士学位论文,2005(Zeng Dongyang.Research on the mechanical behavior ofshield tunnel lining structure and influences on theenvironment in construction[D].Chengdu:SouthwestJiaotong University P.h.D Dissertation,2005(inChinese))
[7]袁文忠.相似理论与静力模型试验[M].成都:西南交通大学出版社,1998(Yuan Wenzhong.Similarity theoryand static model test[M].Chengdu:Southwest JiaotongUniversity Press,1998(in Chinese))
[8]何川.シ–ルドトンネル縱断方向の地震時舉動に關すゐ研究[D].东京:早稻田大学博士学位论文,1999(HeChuan.A study on the seismic behavior in the longitudinaldirection of shield tunnels[D].Tokyo:Waseda UniversityP.h.D Dissertation,1999(in Japanese))
[9]曾东洋,何川.地铁盾构隧道管片接头抗弯刚度的数值计算[J].西南交通大学学报,2004,39(6):744-748(Zeng Dongyang,He Chuan.Numerical simulation ofsegment joint bending stiffness of metro shield tunnel[J].Journal of Southwest Jiaotong University,2004,39(6):744-748(in Chinese))
[10]孙训方,胡增强.材料力学[M].北京:高等教育出版社,2000(Sun Xunfang,Hu Zengqiang.Material mechanics[M].Beijing:Higher Education Press,2000(in Chinese))
[11]シルード工法の調査.設計から施工まで編集委員会.シルード工法の調査.設計から施工まで[M].东京:地盤工学会,1997(Editing committee of investigation ofshielding method from design to construction.Investigationof shielding method from design to construction[M].Tokyo:The Japanese Geotechnical Society,1997(inJapanese))
[12]鉄道総合技術研究所編.鉄道構造物等設計標準.同解説(シルードトンネル)[M].东京:丸善株式会社,1997(Railway synthesis technology research institute.Standardand explanation for railway structures design(Shieldtunnel)[M].Tokyo:The Maruzen corporation,1997(inJapanese))
[13]王光钦,丁桂保.弹性力学[M].北京:中国铁道出版社,2004(Wang Guangqin,Ding Guibao.Elastic Mechanics[M].Beijing:China Railway Publishing House,2004(inChinese))
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