危岩稳定性分析方法

第26卷第2期应用力学学报Vol.26No.22009年6月CHINESEJOURNALOFAPPLIEDMECHANICSJun.2009:1000-4939(2009)02-0278-05*陈洪凯1,2鲜学福2唐红梅1,2王林峰1(400074)1(400040)2:通过试验建立了同时考虑危岩主控结构面贯通率和防治工程安全等级的危岩主控结构面抗剪强度参数贯通率法;按照出现频率,将作用在危岩体上的荷载拟定为三种荷载组合(工况)认为处于特大型水利工程区或高频率强烈地震区的一级防治工程,应将设计荷载组合调整为/自重+裂隙水压力(暴雨状态)+地震力0;基于极限平衡理论详细推导了滑塌式危岩倾倒式危岩和坠落式危岩在不同荷载组合下的稳定系数计算方法,结合稳定性评价标准,系统建立了危岩稳定性分析方法应用这种危岩主控结构面抗剪强度参数贯通率法确定的cU值比规范推荐的长度加权方法随机性要小,经2001~2007年现场观测验证计算结果是比较符合实际情况的:岩石力学;主控结构面;抗剪强度参数;稳定性分析方法;危岩:P642121;O34611:A1[1],[2],,,5,;2007,,,,56DB50/5029-2004[3](/560),,[4-7];[8],,,,,56,2[1],[9],cU[2][10-12]*:(50678182);(2008BA0015):2008-03-25:2009-03-26:,,1964,,,;)))E-mail:[e-mail],[13-14],,56,c=H0-e0c1+e0c0H0(1)U=H0-e0U1+e0U0H0(2):cU(kPa)(b);c0U0(kPa)(b);c1U1,017;H0e0,m20012006,,,,[15]c=kcŠC[Rc](3)U=kU…U[U0](4)ŠC=-010016R2+0109398R+512815(5)…U=-010001R2+010073R+018996(6):cU,c(kPa),U(b);R(%);ŠC;…U;[Rc](kPa);[U0](b),,;kckU,:kc=0180,kU=0175;:kc=0185,kU=0180;:kc=0190,kU=0185,,,ŠC…U,(3)~(6)3[7]1115,[2](1),56(2):;;;,1[2]110110~113113110110~115115110110~115115:2[3]114011301120115011401130116011501140:::,:,:4,,411()(),():+(),:+(),:+()+,,,/+()+0,[3]2792,:4121,AB(m),B(b),cUW(kN),P(kN),N=WcosB-PsinB(7)T=WsinB+PcosB(8),R=NsinBH(9)S=TsinBH(10)Sf=c+RtanU(11)Fs=SfS=WcosB-PsinB-QtanU+cHsinBWsinB+PcosB(12)Q(kN):e1=e/3,Q=12Cwe21l=118Cwe2l(13)Fs=(WcosB-Q)tanU+cHsinBWsinB(14)1:l(m);e(m):e1=2e/3,(13),Q=12Cwe21l=29Cwe2l(15):(13),(12)41323,C,¹,C,M=Ph0+Qe13sinB+H-esinB(16)M=Wa+flkH-esinB+lbf0k(17)Fs=MM=Wa+flkH-esinB+lbf0kPh0+Qe13sinB+H-esinB(18):,(15),Fs=Wa+flkH-esinB+lbf0k29Cwe2l2e9sinB+H-esinB=81[(Wa+f0klb)sinB+flk(H-e)]2(9H-7e)Cwe2l(19):(13),Fs=Wa+flkH-esinB+lbf0kPh0+118Cwe2le9sinB+H-esinB=162[(Wa+f0klb)sinB+flk(H-e)]162Ph0sinB+(9H-8e)Cwe2l(20):flk(kPa);f0k(kPa),,f0k=flk,,;a(m);lb(m)º,C,M=Wa+Ph0+Qe13sinB+H-esinB(21)M=flkH-esinB+lbf0k(22)Fs=MM=flkH-esinB+lbf0kWa+Ph0+Qe13sinB+H-esinB(23)28026:(15),Fs=flkH-esinB+lbf0kWa+29Cwe2l2e9sinB+H-esinB=81[f0klbsinB+flk(H-e)]81WasinB+2(9H-7e)Cwe2l(24),(13),Fs=flkH-esinB+lbf0kWa+Ph0+118Cwe2le9sinB+H-esinB=162[f0klbsinB+flk(H-e)]162sinB(Wa+Ph0)+(9H-8e)Cwe2l(25)4144,,(7)(8),,(9)(10),(11),Fs=WcosB-PsinBtanU+cHsinBWsinB+PcosB(26):Fs=015Wsin2BtanU+cHWsin2B(27):(26)5,1811e,118112mm,5~9,71118mm4(19827),175mm(1997816),,,,5b~10b,,,,Ö61,24562m3,181126:400kPa;35b;70kPa;25b;516kPa;2516kN/m3W4W12W15W16W20W226/0/0,5,cU56[3],2001~2007W121121,,2001,20037,,0194,61),2),,/+()0/+()0/+()+0,2812,:/+()+03),,,,,DB50/5029-200456,5/m/kN/kNc/kPaU/(b)Fsc/kPaU/(b)FsW41041041713461920026813311021941331562812611531041041713461928916502681331102187133156281261153W161251753312521157001851928151144143164281561114125175331252115724417201851928151140143164281561112W159154201518150190111022611181351226196114991542015181507601610226110413512261961134915420151815102151901110226111413512261961146W122113159121511012617166112719114213418261921107211315912151105061716611271911371341826192019821131591215118612512617166112719112113418261920194W22101615411914020116//2149//21491016154119142061255014//1138//1138[1]ChenHongkai,TangHongmei,YeSiqiao.Damagemodelofcontrolfissureinperilousrock[J].AppliedMathematicsandMechanics,2006,27(3):967-974.[2],,,.[M].:,2006.[3]:DB50/5029-2004[S].,2004.[4],.[J].,2002,23(6):777-781.[5],,,.[J].,2005,13(1):76-80.[6],,.Dr2[J].,2005,(5):87-90.[7],,,.1[J].,2005,23(1):9-10.[8],,.[J].,2004,23(4):614-619.[9],.[J].,2007,28(5):575-580.[10].[M].:,1999.[11]KulatilakePHSW,BalasingamP,JinyongPark,etal.Nat-uralrockjointroughnessquantificationthroughfractaltech-niques[J].GeotechnicalandGeologicalEngineering,2006,24(5):1181-1202.[12]KulatilakePHSW,ShouG,HuangTH.Spectra-lbasedpeak-shear-strengthcriterionforrockjoints[J].JournalofGeotechnicalEngineering,1995,121(11):789-796.[13]HammahRE,CurranJH.Fuzzyclusteralgorithmfortheautomaticidentificationofjointsets[J].InternationalJournalofRockMechanicsandMiningSciences,1998,35(7):889-905.[14],,,.GAFCM[J].,2004,26(3):227-232.[15],.[J].,2007,16(1):37-41.28226ExperimentalVerificationofOne-DimensionalLinearOver-ConsolidationTheoryLiangShihua1QiTian2XieKanghe3WangKun3(InstituteofGeotechnicalEngineering,GuangdongUniversityofTechnology,510006,Guangzhou,China)1(ConstructionQualityandSafetyTestingCentreofGuangzhouSuijian,510150,Guangzhou,China)2(KeyLaboratoryofSoftSoilsandGeoenvironmentalEngineering,MinistryofEducation,ZhejiangUniversity,310027,Hangzhou,China)3Abstract:Basicgoverningequationof1-Dlinearover-consolidationwasderivedtakingintoconsiderationtime-de-pendentloading,sel-fweightstressdistribution,etc.Sixconsolidationparameterson1-Dover-consolidatedsoilweresummarized.Followingthesem-ianalyticalsolution,thecorrespondingcomputerprogramnamedODLCAOSwasdeveloped.Consolidationandpermeabilitytestsonover-consolidatedXiaoshansoilwerecarriedoutbyGDSADVCTS.Over-consolidationtheorywasthenappliedtopredictcurvesincludingvaryingsettlement,averagecon-solidationdegreeandporepressureofundrainedsurfacewithtime.Simulationsconsideringeffectofstresshistoryindicatebetteragreementwiththeconsolidationteststhanthenormalconsolidationtheory,andtherebythe1-Dl