抗滑桩护壁外壁形态对土拱效应影响的数值模拟

第42卷第1期煤田地质与勘探Vol.42No.12014年2月COALGEOLOGY&EXPLORATIONFeb.2014收稿日期:2012-09-09基金项目:(973)(2011CB710604)作者简介:(1989).文章编号:1001-1986(2014)01-0057-04抗滑桩护壁外壁形态对土拱效应影响的数值模拟赵鑫，胡新丽，范付松，张国超(中国地质大学(武汉)工程学院，湖北武汉430074):为揭示抗滑桩护壁外壁形态对土拱效应的影响规律，引入抗滑桩护壁外壁形态系数h，采用平面应变有限元方法，在不同抗滑桩外壁形态参数h下，研究了桩周及桩后土体位移、应力等因素的变化规律。研究结果表明：土拱效应的发挥程度，桩周土体的应力和变形与桩体外壁的形态有关。在h为4cm、8cm时，桩周土体的应力、位移变化量最大，增强了土拱的抗滑效用；当h大于8cm时，桩周土体的应力、位移变化量随着h的增加逐级递减；当h接近极值时，桩周土体中的应力、位移变化不大，此时抗滑桩护壁外壁形态对土拱效用起不到积极作用。：抗滑桩；土拱效应；抗滑桩护壁外壁形态；桩土作用：P642.22：ADOI:10.3969/j.issn.1001-1986.2014.01.013Numericsimulationoftheinfluencesofmorphologyofprotectingwallofanti-slidingpileonsoilarchingeffectZHAOXin,HUXinli,FANFusong,ZHANGGuochao(FacultyofEngineering,ChinaUniversityofGeosciences,Wuhan430074,China)Abstract:Inordertorevealtheinfluencesofmorphologyofprotectingwallofanti-slidingpileonsoilarchingef-fect,thepaperintroducedthemorphologycoefficienthofprotectingwallofanti-slidingpile,numericalsimula-tionswerecarriedoutbasedonplanestainFEAmodels.Soildeformationandstressaroundpileswereinvestigatedtoexplaintheinfluenceofthemorphologyofprotectingwallonpile-soilinteraction.Theresultsshowthatthesoilarchingeffectofsoilaroundpile,soilstressanddeformationarecorrelatedtothemorphologyoftheouterwallofpile.Whenh=4cmor8cm,thechangeofsoilstressanddisplacementincreasesobviously,whichenhancessoilarchingeffect;whenh8cm,soilstressanddisplacementdecreasewithhgradually;whenhisclosetotheex-treme,thestressofsoilanddisplacementaroundpilechangelittle,inthiscase,themorphologyoftheouterwallofanti-slidingpileonsoilarchingeffectdoesnotplayapositiverole.Keywords:anti-slidingpile;soilarchingeffect;morphologyofouterwallofanti-slidingpile;pile-soilinteractionTerzaghi1943“”[1][2-6][7-11][12-16][17-19](1)ABAQUSABAQUS1数值模型Chen[13]·58·煤田地质与勘探第42卷1Fig.1Soiloutsidetheprotectingwallofanti-slidingpile[20-23]1.12aa2mb3mC30110bxyMohr-Coulomba—b2Fig.2Planestrainmodelofpile-soilinteraction表1数值模型中的基本力学参数Table1BasicmechanicalparametersinthenumericalmodelE/PaμΡ/(kN·m−3)C/Paφ/(°)ψ/(°)2.8×10100.224003.0×1070.3220003000020061.212bhhcm1.31.3.1桩间距的选择6~10m[24]a2m3a1.3.2滑坡推力选择10kPa20kPa40kPa60kPa80kPa120kPa34σx40kPa34bFig.3Themaximumdisplacementbeforeprofile4bunderevenlydistributedload4σxFig.4Variationofstresscomponent(σx)alongcenterlinebetweentwopilesunderevenlydistributedload第1期赵鑫等:抗滑桩护壁外壁形态对土拱效应影响的数值模拟·59·2外壁形态对桩后土拱效应的影响2.151myh12cm51mFig.5Y-displacementcurvesofnodesalongtheliney=1matdifferenth2.265mx=4mhhx=4m(h12cm)(7)h65mFig.6Themaximumprincipalstressofnodesalongtheliney=5matdifferenth7(x=4m)Fig.7Therelationshipbetweenmaximumprincipalstressindifferentsectionsandthemorphologyofouterwally=5m5m88h=0cmh=8cmh=20cmh=8cmσy8Fig.8Theprincipalstressarchingeffectunderdifferenth3外壁形态对桩间土拱效应的影响h=8cmh=20cm·60·煤田地质与勘探第42卷h0820cmσy(9)h0h820cm9σy(Pa)Fig.9Contourofstresscomponent(σy)underdifferenth10y10yyyh=48cmh12cmy10yFig.10Y-displacementcurvesofnodesalongthecenterlinebetweentwopilesunderdifferenth11σyσyσyσyσyσyh=048cmσyh8cmσyy[6,10]∈y∈[0,6]11σyFig.11Thestresscomponent(σy)ofnodesalongthecenterlinebetweentwopilesunderdifferenth4结论a.hhb.h参考文献[1]TERZAGHIK.Theoreticalsoilmechanics[M].NewYorkJohnWile&Son194366−76.(下转第63页)第1期李先贵等:采工作面安全水压计算方法探讨·63·表2安全水压经验曲线计算式的计算结果Table2Resultscalculatedbyformulaoftheempiricalcurveofsafepressure/m/MPa100200.499301.265402.280503.542605.0531230m(7)30m(1)(7)4结语[11]参考文献[1].[S].2009.[2].[J].2010(5)99−102.[3].[J].201231(6)6−9.[4].[J].201224(2)30−32.[5].[J].200330(1)96−99.[6].[J].201139(7)106−111.[7].[M].20119−19.[8].[M].200519−26.[9].[R].1995.[10].–[J].201139(5)35−40.[11].[M].2003194−206.(上接第60页)[2]LADANYIBHOYAUXB.Astudyofthetrapdoorprobleminagranularmass[J].CanadianGeotechnicalJournal19696(1)1−14.[3]BOSSCHERPJGRAYDH.Soilarchinginsandyslopes[J].JournalofGeotechnicalEngineering1986112(6)626−645.[4].[C]//.().198688−96.[5]CHEVALIERBCOMBEGVILLARDP.Loadtransfersandarchingeffectsingranularsoillayer[C]//18emeCongresFranraisdeMecanique.Grenoble[s.n.]200727−31.[6].[J].200829(3)817−822.[7]BAGUELINFFRANKRSAIDRH.Theoreticalstudyoflateralreactionmechanismofpiles[J].Geotechnique197727(3)405−434.[8]HANDYRL.Thearchinsoilarching[J].JournalofGeotechnicalEngineering1985(3)302−318.[9].[C]//.().199873−78.[10].[J].200119(6)556−59.[11].−[J].201031(5)1352−1358.[12]CAIFUGAIK.Numericalanalysisofthestabilityofaslopereinforcedwithpiles[J].SoilandFoundations200040(1)73−84.[13]CHENCYMATINGR.Soil-structureinteractionforlandslidestabilizingpiles[J].ComputerandGeotechnics2002,27363−386.[14].[J].2009(3)5−10.[15].[J].2010(3)88−93.[16].[J].201142(7)2071−2077.[17].[J].200324(6)79−81.[18].[J].200412(1)98−103.[19].[J].200426(1)132−135.[20].[J].201041(4)471−476.[21].[J].200728(7)1333−1337.[22]LIANGRZENGS.Numericalstudyofsoilarchingmechanismindrilledshaftsforslopestabilization[J].SoilandFoundations200242(2)83−92.[23].[J].200423(4)699−703.[24].[M].198330−31.