碎石桩复合地基的研究进展与分析
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摘要
从碎石桩复合地基的抗液化机理、抗液化性能判别方法、动力分析方法等方面入手,对国内外研究现状做了简要介 绍和分析。结果表明,过去的研究主要集中在碎石桩的加密效应和排水效应方面。对水平剪应力分担情况的研究相对较少 碎石桩复合地基抗液化效果判别方法的研究还有待深入。目前,动力分析方法基本上以粘弹性理论为基础,应加强弹塑性及 粘弹塑性有效应力动力分析方面的研究。
In this paper, the authors first review advances in research of anti-liquefaction mechanism, assessment methods for anti-liquefaction and dynamic analysis of stone column composite foundation. Past research focuses on the drainage effectiveness and densification effectiveness of stone columns. However, not enough attention has been paid to the horizontal shear stress introduced by stone columns in previous studies. The assessment method for anti-liquefaction of the stone column composite foundation should also be further emphasized. Dynamic analysis is still based on the visco-elastic theory. Therefore, elastic-plastic and visco-elastic-plastic effective stress dynamic analyses should be enhanced.
In this paper, the authors first review advances in research of anti-liquefaction mechanism, assessment methods for anti-liquefaction and dynamic analysis of stone column composite foundation. Past research focuses on the drainage effectiveness and densification effectiveness of stone columns. However, not enough attention has been paid to the horizontal shear stress introduced by stone columns in previous studies. The assessment method for anti-liquefaction of the stone column composite foundation should also be further emphasized. Dynamic analysis is still based on the visco-elastic theory. Therefore, elastic-plastic and visco-elastic-plastic effective stress dynamic analyses should be enhanced.
引文
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[29] 郑建国,姚克俭,郝增志.振动挤密碎石桩加固粉土地基试验研究[C].第三届地基处理学术讨论会论文集[A].浙江大学出版社,1992,367～374.ZhenJianGuo,YaoKejian,HaoZengzhi.TheExperimentStudy oftheReinforcingSiltFoundation.TheMemoirof3rdAcademicSymposiumonGroundTreatment.ZhejiangUniversityPress,1992,367～374.
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[34] 张剑峰,华镇难.镇江500kV长江大跨越北岸塔基抗液化处 理[J].岩土工程学报,1990,4(12):79～88.ZhangJunfeng,HuaZhennan.TheAnti-liquefactionTreatment ofTower-foundationBridgingover500kVChangjiangRiverinHuazhennan.Zhenjiang.ChineseJournalofGeotechnicalEn guneering,1990,4(12):79～88.
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[2] Mitchell,J.K.In-PlaceTreatmentofFoundationSoil[J].Jour naloftheSoilMechanicsandFoundationsDivision,ASCE,1970,96(1):73～110.
[3] 李宏锈.采用碎石桩加固龙口电厂地基[J].岩土工程学报,1985,7(4):12～23.LiHongxiu.AdoptingStoneColumntoReinforceFoundationofLongkouElectricpowerplant.ChineseJournalofGeotechnicalEngineering.1985,7(4):12～23.
[4] 杨继革,姜兰芳,余金萍等.振冲碎石桩设计理论在工程中的应用[J].桂林工学院学报,1997,17(2):151～154.YangJige,JiangLanfang,YuJinpingetal.ApplicationoftheDe signTheoryoftheVinro-stonecolumnsappliedinEngineering.JournalofGuilinInstituteofTechnology,1997,17(2):151～154.
[5] 蔡袁强,陈云敏,吴世明.沉管挤密碎石桩加固粉质粉土地基的试验及应用[J].建筑结构学报,1997,18(1):55～59.CaiYuanqiang,ChenYunming,WuShiming.ExperimentalStudy onPipeSinkingGravelCompactionPilesforImprovingClayeySilt andItsApplication[J].JouralofBuildingStructures,1997,18(1):55～59.
[6] 王余庆,孙建生等.挤密桩法在加固可液化地基中的应用[J].岩土工程学报,1989,11(2):18～25.WangYuqing,SunJianshengetal.Theapplicationofcompaction sandpilesinreinforcementliquefiablefoundation.ChineseJournal ofGeotechnicalEngineering.1989,11(2):18～25.
[7] 黄茂松,陈云敏,吴世明.振冲碎石桩加固饱和粉砂粉土地基试验研究[J].岩土工程学报,1992,16(6):69～73.HuangMaosong,ChenYunmin,WuShiming.StrentheningofSatu ratedSiltySoilsbyVibroReplacement.ChineseJournalof GeotechnicalEnguneering,1992,16(6):69～73.
[8] 方永凯.振冲法加固砂土地基的若干问题[C].第三届地基处理学术讨论会论文集[A],1992,236～241.FangYongkai.SomeProblemsoftheReinforcingSandyfoundation byVibroflotation.TheMemoirof3rdAcademicSymposiumonGroundTreatment.1992,236～241.
[9] 吴延杰,杨志红等.干振碎石桩加固地基的工艺及机理[C].第三届地基处理学术讨论会论文集[A],1992,9～26.WuYanjie,YangZhihaongetal.TheTechnologyandMechanism oftheReinforcingFoundationbyDry-VibroStoneColumn.TheMemoirof3rdAcademicSymposiumonGroundTreatment,1992,9～26.
[10] 郑建国.振动挤密桩桩距对振密变形的影响[J].岩土工程学报,1992,14(增刊):95～99.ZhengJianguo.EffectsofSpacingofVibro-CompactionPiles onVibro-Deformation.ChineseJournalofGeotechnicalEn guneering,1992,14(Supplement):95～99.
[11] 孙元生,张修明.干振碎石桩成孔的定量分析[C].第三届地基处理学术讨论会论文集[A],1992,379～382.SunYuansheng,ZhangXiuming.TheQuantitativeAnalysisofFormingDry-VibroStoneColumns.TheMemoirof3rdAcadem icSymposiumonGroundTreatment.1992,379-382.
[12] Baez,J.I.Adesignmodelforthereductionofsoilliquefaction byvibro-stonecolumns[D].Ph.D.Dissertation,UniversityofSouthernCalifornia,LosAngeles,CA,1995.
[13] 刘松玉,方磊,胡学辉.干振碎石桩加固液化地基试验研究[J].工程地质学报,2000,8(4):488～492.LiuSongyu,FangLei,HuXueHui.ExperimentalStudyonLique factionFoundationReinforcedwithDry-vibroGravelPiles.Jou nalofEngineeringGeology,2000,8(4):488～492.
[14] 邱钰,刘松玉,黄卫.沉管干振碎石桩对土层振动效应的试验研究[J].中国公路学报,2001,14(4):33～36.QiuYu,LIUSongyu,.HUANGWei.Analysisofsoil-layervi branteffectivenesscausedbyformingdry-vibratedgravelcolumn[J].ChinaJournalofHighwayandTransport,2001,14(4):33～36.
[15] 邵俐,方磊,刘松玉.沉管干振碎石桩对土层的挤密效应[J].东南大学学报,2001,31(3):36～39.ShaoLi,FangLei,LiuSongyu.AnalysisofSoil-LayerCom pactionEffectbyDry-VibratedGravelColumn.JournalofSoutheastUniversity,2001,31(3):36～39.
[16] 孙海军,刘松玉.沉管碎石桩挤密粉土加固范围理论浅析[J].西部矿探工程,2002,2:39～41.SunHaijun,LIUSongyu.AnalysisofthereinforcementdomainofCompactionSiltSoilbyDry-VibroStoneColumn.WestChinaExplorationEngineering,2002,2:39～41.
[17] 卿忠先,蒋祖浩.振冲碎石桩用于砂基抗液化处理[J].西部矿探工程,2003,3:27～29.LiuZhongxian,JiangZuHao.TheSandyFoundationtreatmentbyVibro-Replacementstonecolumn.WestChinaExploration,En gineering,2003,3:27～29.
[18] 何广讷.振冲碎石桩复合地基[M].北京:人民交通出版社, 2001.HeGuanne.TheVibro-ReplacementStoneColumnCompositeFoundation[M].Beijing:ChinaCommunicationsPress,2001.
[19] 柳堀义彦,落合真,半尺秀郎.濑城水门置换砂の液化预测と对策[J].土と基础,1975,6(23):11～16. liuKuyiyan,LuoHezhen,BanChixiulang.Thepredictand methodofpreventingdliquefactionbydisplacingsand.SoilandFoundation,1975,6(23):11～16.
[20] Seed,H.B.Booker,J.R.StabilizationofPoteniallyLiquefialleSandDepositsUsingGravelDrainsSystems[C].EarthquakeEn gineeringResearchCeter,UnuversityofCaliformia,Berkeley,Ca lif.,1976,76～10.
[21] Tokimatsu,K.&Yoshimi,Y.EffectsofVerticalDrainsoftheEn gineeringforProtectionfromNaturalDisasters[M].Bangkok,1980:643～655.
[22] Sasaki,Y.&Taniguchi,E.ShakingTableTestsonGravelDrains toPrevenntLiquefactionofSandDeposits[J].SoilandFounda tions,1982,22(3):1～14.
[23] Iai,S.,etal..LargeScaleModelTesysandAnalysisofGravelDrains.Proc[C].Of19thWorldConferenceonEarthquakeEn gineering,1988,Ⅲ
[24] 王士风.建筑物可液化砂基用砾石排水桩抗震加固的试验研究[D].冶金部建筑研究总院硕士学位论文,1984.WangShifeng.TheExperimentStudyoftheBuildingLiquefiableSandFoundationReinforcedbyGravelDrainagePile.TheMasterDegreeDissertationoftheMetallurgicalMinistryBuildingAca deme,1984.
[25] 徐志英.砂基内设置砾石排水桩抗地震液化的分析计算[J].勘察科学技术,1985,(1):1～7.XUZhiying.TheAnti-LiquefactionAnalysisCalculationofSandyFoundationTreatedbyGravelDrainageColumns.SurveyScienceandTechnology,1985,(1):1～7.
[26] 徐志英.用砾石排水桩抗地震液化地砂基孔压计算[J],地震工程与工程振动,1992,12(4):88～92.XuZhiying.CalculationofPorePressureofLiquefiableSandde positsUsingGravelDrains[J],EarthquakeEngineeringandEn gineeringVibration,1992,12(4):88～92.
[27] 黄茂松,吴世明,赵竹占.振动挤密砂桩与振冲碎石桩抗液化分析[J].浙江大学学报,1992,26(2):165～171.HuangMaosong,WuShiming,ZhaoZhuzhan.LiquefactionA nalysisofSubsoilStrengthedbyVibroloationStonePileMethod andVibro-compactionSandPileMethod.JournalofZhejiangU niversity,1992,26(2):165～171.
[28] 林本海,谢定义.振冲地基抗液化机理和检验方法的分析[J].建筑结构,1998,(11):30～34.LinBenhai,XieDingyi.Theanalysisoftheantiliquefaction mechanismandtestmethodsofVibrofoundation.BuildingandConstruction,1998,(11):30～34.
[29] 郑建国,姚克俭,郝增志.振动挤密碎石桩加固粉土地基试验研究[C].第三届地基处理学术讨论会论文集[A].浙江大学出版社,1992,367～374.ZhenJianGuo,YaoKejian,HaoZengzhi.TheExperimentStudy oftheReinforcingSiltFoundation.TheMemoirof3rdAcademicSymposiumonGroundTreatment.ZhejiangUniversityPress,1992,367～374.
[30] Goughnour,R.R.,Pastena,J.M..Mechanicalbehaviorofstone columnsunderseismicloading.Proc.2ndInt.Conf.onGroundImprovementTechniques,Singapore,157～162.
[31] Adalier,K.etal..Stonecolumnsasliquefactioncounter-meas ureinnon$Cplastesiltysoils.JournalofSoilDynamicsand earthquakeEngineering,2003,23(7):571～584.
[32] 中华人民共和国建设部.建筑抗震设计规范(GBJ50011-2001)[S].北京:中国建筑工业出版社,2001,20～23.TheBuildingMinistryofthePeopleRepublicofChina.TheDe signCodeofBuildingEarthquake-Resistant.(GBJ50011-2001).Beijing,:ChinaBuildingIndustryPress,2001,20～23.
[33] 牛志荣等.复合地基处理及其工程实例[M].中国建材工业出版社,2000.NuiZhirong.etal..TheCompositeFoundationTreatmentandEngineeringExamples.Beijing:BuildingMaterialPress,2000.
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