盾构法地铁隧道施工引起的地表变形分析

27,5Vol127No1520069CHINARAILWAYSCIENCESeptember,2006:100124632(2006)0520087206,,(,410075):1,,,FLAC3D:,-12-15mmd-1;,23d;,10m1620m,57m,20m:;;;:U23113:A:2006201212:(1981),,,[1],,[24][5],[6],[7,8],[9],ANSYS[10]FLAC3D,,,,,;FLAC3D,1111TA15()2,2,18m,6340mm,6400mm;612m,515m;112m,0135mDK12+670DK13+300,814m,,1,22b423b324,;22c22322d22323d223,,,21c22321d32422c22322d223,DK12+686DK12+830;,,-1-2m2121b223()22b4()23c3()22b223()21c223()22c223()23d223()23a4()21d324()22d223()24d122()1112,,,,,11211,,5,[5],,4:,,;,,,,017m3-1(,112m);,,,,,;,,22y55(DK12+670)815m,,(,1):012MPa,0122MPa;35m3-1;0132MPa,315m3-12,,3mm,-10mm;-13mm,-3mm,,,y73(DK12+982)13m,8827:01220124MPa,01283100MPa;45m3-1;0134MPa,315m3-1y91(DK13+327m)1318m,,,34m():0120123MPa,0127MPa;3640m3-1;01350137MPa,312m3-1y94(DK13+408m)1412m,y91y73,y91y94,,,y91-5mm,2-3mm013MPa,,,912m-7mm,y73-4mm;,-5mm;,3-3mm,,,3d,,,,,10m20m:-2-4mm;-7mm;-8mm;-3mm;-20mm11212,,,,,3H14(3),,8m,(1)():0119MPa,0125MPa;36m3-1;01250128MPa,312m3-1,,,-23mmH1511m,H140121MPa,0124MPa;35m3-1;0133MPa,315m3-1H14,,-15mm3H1713m,()()0122MPa,0126MPa;40m3-1;0132MPa,315m3-1H2013m,(),H17,,,,-27mm57m,20m;6m,70%1121313m,3,,,4H14,H15,H17H20,,1),985H14,H15H17(4(a)4(c)),,,,2)57m,13m,,(-25mm),3)H20(4(d)),-40mm:,,,,,,,42211FLAC3D,Drucker2Prager,1,c;,(GBJ189),E=3115104MPa,=0117,0135m1/kPa/()/kPa/()()/(kNm-3)/MPa21b2230146519175165013221c2231415311001425191212184012921d324111433111114321501340191416158012522d22319131416523d223131333121315361219101414524d122101935119183515013501910141210126:50m;,40m;,13m,20m:,;0927,0127MPa,[11],[11]0113m,E=3918MPa,0122;115m,,;,-2m2122121130m,10m30m55,0,,:10m,-5mm;-7mm;-3mm;25m,-18mm212126,;,-16mm,30m,12m70%,6,,10%,24%,22%631):,-12-15mmd-1;,23d;,10m1620m,57m,20m;,2),,,(,),,3),,;,;,,-2mm4),,,013MPa,,:,,;,,()912m5),,2,10%,19524%,22%[1]PeckRB.DeepExcavationsandTunnelinginSoftGround[A].Proceedingsofthe7thInternationalConferenceonSoilMechanicsandFoundationEngineering[C].MexicoCity:[s.n.],1969:225290.[2],.[M].:,1991.[3]AttewellPB,WoodmanJP.PredictingtheDynamicsofGroundSettlementandItsDerivativesCausedbyTunnelinginSoil[J].GroundEngineering,1982,15(8):1320.[4],,,.[M].:,1999.[5],.[J].,1998,19(3):1013.[6],.[J].,2001,23(3):261267.[7]LeeKM,RoweRK.FiniteElementModelingoftheThree2DimensionalGroundDeformationsduetoTunnelinginSoftCohesiveSoils:PartMethodsofAnalysis[J].ComputersandGeotechnics,1990,2(2):87110.[8]LeeKM,RoweRK.FiniteElementModelingoftheThree2DimensionalGroundDeformationsduetoTunnelinginSoftCohesiveSoils:PartResults[J].ComputersandGeotechnics,1990,2(2):111138.[9],,.[J].,2003,22(8):12981301.[10],.[J].,2004,25():7578.[11],,.[J].,2002,21(3):388392.AnalysisontheGroundDeformationofSubwayTunnelInducedbyShieldConstructionLIShu2guang,FANGLi2gang,ZHAODan(SchoolofCivilEngineeringandArchitecture,CentralSouthUniversity,ChangshaHunan410075,China)Abstract:OnthebasisofthemonitoringdataandtunnelingparametersofthesectiontunnelfromXufux2iangtoNanjingrailwaystationinNanjingNo11Subway,thispaperanalyzestheprocessanddistributionofthegrounddeformationinducedbytunnelingwiththeEPBshieldmachinethroughthesaturatedsiltyclaylayer,siltyclayandfinesandinterbeddedstrataandthefinesandlayer.Consideringthefactorsofshieldopening,groundwaterlevel,pressureofsoilchamber,groutingeffectivenessetc,thegroundde2formationissimulatedbytheuseoffinitedifferencecodeFLAC3D.Themeasuredresultsshowthecharac2teristicsofgrounddeformation:highsettlingvelocitywiththemaximumsettlingvelocity-12-15mmd-1,rapidstabilizationofdisturbedgroundwiththegroundstableinabout2to3daysafterthepassofshieldtail,andsmallaffectedareawiththelongitudinalsettlementarearangingfrom10maheadoftheshieldclutterto1620mbehindofshieldtailalongthetunnelalignment.Thelateralsettlementmainlydistributeswithin57mfromthetunnelcenterlineandthegroundisalmostnotdisturbedintheareaa2bout20mbeyondthecenterline.Thesimulateddeformationresultsagreewellwiththemeasureddata.Keywords:Grounddeformation;Finiteelement2differencemethod;EPBshieldconstruction;Tunnelex2cavation()2927