建筑施工外文翻譯-深基坑施工的安全監(jiān)測和預(yù)警

中文4068字附錄1.外文資料原件及譯文〔1〕外文資料原件SafetyMonitoringandEarlyWarningforDeepFoundationPitConstructionHaibiaoWANG【1】，HaixuYANG【2】,XibinDONG【3】,andSongyuanNI【4】1.SchoolofEngineeringTechnique,NortheastForestryUniversity,Harbin,Heilongjiang150040,China;PH(086)451-82191771;email:whbcumt@1632.SchoolofCivilEngineering,NortheastForestryUniversity,Harbin,Heilongjiang150040,China;PH(086)451-82190402;email:yhxcumt@1633.SchoolofEngineeringTechnique,NortheastForestryUniversity,Harbin,Heilongjiang150040,China;PH(086)451-82190392;email:yhxcumt@1634.SchoolofEngineeringTechnique,NortheastForestryUniversity,Harbin,Heilongjiang150040,China;PH(086)451-82190335;email:sdrznsy@163ABSTRACTBasedonanengineeringproject,thispaperinitiallyestablishesanobservationpointforfoundationpitandthendeterminesmonitorwarningvalue.Duringprojectconstruction,wecarriedoutanexperimentonthehorizontalmovementandsettlementandinclinationofadjacentbuildingsandpromptlymonitoredthefoundationpit.,Scientificanalysisofthedataispresented.Thisworkisdesignedtoprovideforeffectivemeasurestoimplementsecurityalertsforfoundationconstruction.Detailedanalysisexaminesthecausesofdeformationoffoundationpitandoffersareasonabletreatmentmeasure.Resultsoffersomescientificbasisandtechnicalmeasurestoguaranteedeepfoundationprojectconstructionsecurityandmoreknowledgeableengineeringconstruction.WiththerapiddevelopmentofurbanizationinChina,thedeepexcavationworksrequirehavebeenputforwardstrictdemandregulationsconcerningduetotherequirementsofthespatiallocation,structuralstabilityandusingfunction.Deepexcavationengineeringismostlycarriedoutinareasofheavytrafficanddenseconstruction.Thecomplexityassociatedwithdeepexcavationdepthanddifficultconstructioncreatesenvironmentswhereseriousaccidentscanoccur.Thedeepexcavationworkisawide-rangingandintegratedengineeringprocess.Previousresearchonaccidentsinnationaldeepfoundationpitengineeringfoundthegeneralaccidentratiowasabout20%ofthatofthedeepexcavationswork(Tang,1997).Mostaccidentsinurbanareaswerecausedbyfoundationpitsupport.Indeepexcavationengineering,boththestrengthanddeformationofthesupportingstructureandthesurroundingenvironmentaffectedbypitdeformationshouldbeconsidered(Sun,2006).Thepitsupportsystemsarealwaystemporaryfacilitieswithfewersafetyconsiderationsandmorehazards.Workingstatusandconditionsaremorecomplicatedanduncertain.Thus,duringtheconstructionprocess,dynamicmonitoringandcontrolisveryimportant.Thecontentofdeepexcavation-sitemonitoringgenerallyincludesthehorizontaldisplacementofsupportingstructure,tiltdisplacementofneighboringbuildings,sedimentationofadjacentroadsandsoon.Amonitoringcrewshouldprovidetimelyfeedbackinformation(Liu,2006)todetectanyproblemsandprovideearlywarningsforreducingdisasters.Amonitoringprogramthatprovidescriticalinformationandmanagesdeepexcavationconstructionscientificallyandeffectivelyisthekeytosuccessfuldeepexcavationconstruction(Liuetal.,2007).1．ENGINEERINGBACKGROUNDThedeepfoundationpitengineeringwaslocatedatthecitycenter.Thegroundformtypeofgeologicalinvestigationworksisthetectonicdenudationandtheslowhillockatslopebase,whichwasequaltotheforefrontofthirdterraceoftheYangtzeRiverandthesouthwestborderedonthefirstterraceoftheChengduplain.Soilconditions.ThroughthefieldinvestigationbytheGeologicalSurveyDepartment,thesoilconditionsattheengineeringsiteareshownasTable1.Table1.Physical-mechanicsindexoffoundationsoil.SoildensityPlasticityCohesionInternalNo.NameofSoilSamples

Γ/kN.m-3

Indexc/kpafrictionAngleφ/01-1Miscellaneousfillsoil19.113.15201-2Plainsoil19.311.815122-1Siltclay19.512.325143-1Clay18.513.1

4216Hydrologicalgeologyconditionsofunderground.Surfacewateroftheproposedsiteisnotpresent-development,andtheundergroundwaterwasdominatedbythebedrockfracturewater.andthesmallamountoftheupperperchedwaterfilledinthe1-1layerofsoil-with-filled.Theymainlyweresuppliedbytheprecipitationandinfiltrationofsurfacerunoff.Thewaterleveloftheupperperchedwaterisdiscontinuousandhadsmallerwatervolume.Thebedrockfracturewatergrewwellnearbythecontactfacebetweenthebedrockandtheoverburdenlayer,andformedthepassagewayofundergroundwateralongthepenetrationcrevassepartly.Thus,theundergroundwaterseepedoutfromthesurfacealongtheslopewhenthesideslopewasexcavated.Theresultsoftheanalysisofenvironmentalconditionsandwaterqualityofgroundwatersamplesindicatedthatthegroundwaterinthesitedidnotcorrodeaconcretestructure,buthadweakcorrosivenesstothesteelstructure.2．DESIGNOFFOUNDATIONPITSUPPORTSTRUCTUREThepitsupportingschemegenerallyisclassifiedtoisoftwokinds:oneistheearthnailwall,andantheronethesecondisananchor-retainingpile.Theearthnailwallismadeupofthereinforcedsoil,andtheearthnailandtheboardwhichwasplacedinthesoil.Giventhestrengthenoftheearthnailinsituandthecombinationwiththespraying-upsurface,thenaturalsoilbodyformstheearthbulkhead.Thiswhichissimilartoagravityretainingwallthatresiststheearthpressurecomingfromthewallandtheotherexternalforcesandenhancesthestabilityoftheentiresideslope(foundationpit).Anchor-retainingpiletakesthedrillholefillingpileastheretainingwall,andthepileandtheanchorrodaffectscommonlytoachievethestabilityofslope.Mechanismofanchor-retainingpileisthatthedenseslopeprotectionpileshavehighBendingResistanceandshearcapability,simultaneouslytheanchorsectionoftheanchorrodandthesoilbodytakethepretensionstrengthtogethertothedenseslopeprotectionpiles,andpreventdeformationoffoundationpitsupportingsystem.Combinedeffectofanchorrodandslopeprotectionpilesenhancesthestabilityofentiresupportsandprotectionsystem.Anchor-retainingpileissuitabletoallkindsofclay,sandysoilandtheearthlayerwithhighergroundwaterlevel,especiallythecohesivesoilperipheralwithbigcentralizedloadsorvaryingloads(Lu,2003).Forthedeeperexcavationoffoundationpit,basedontheprincipleofguaranteedsafety,thisprojectproposedtouseanchor-retainingpileforsupportingthefoundationintheproject.(1)InADsectionoffoundationpit,thefollowingparametersweresetup:900mmofguardstakepilediameter,1300mmofpilesinterval,14meterslengthoffillingpilewithman-powerdighole,15°inclinationangleand15mlengthforpileofnon-prestressedanchorrodwhichwasestablished3munderthenaturalground.(2)InABaxissectionoffoundationpit,thefollowingparametersweresetup:900mmofguardstakepilediameter,1300mmofpilesinterval,13.4meterslengthoffillingpilewithman-powerdighole,15°inclinationangleand15mlengthforpileofnon-prestressedanchorrodwhichwasestablished3munderthenaturalground.(3)InBCsectionoffoundationpit,thefollowingparametersweresetup:1000mmofguardstakepilediameter,1300mmofpilesinterval,7meterslengthoffillingpilewithman-powerdighole,15°inclinationangleand15mlengthforpileofnon-pre-stressedanchorrod.(4)InABaxissectionoffoundationpit,thefollowingparametersweresetup:1000mmofguardstakepilediameter,1300mmofpilesinterval,7meterslengthoffillingpilewithman-powerdighole,15°inclinationangleand16mlengthforpileofnonprestressedanchorrod.3．FOUNDATIONPITMONITORINGThisfoundationpitengineeringmonitoringrestson《theEngineeringsurveyStandard》(GB50026-93)and《ConstructionDistortionSurveyRegulations》〔JGJ/T8-97〕.Thetotallengthofthefoundationpitis176meters,thebiggestdiggingdepthis9.8meters,andthesmallestdiggingdepthis4.2meters.Accordingtothestandard,thesecurityratingofthisfoundationpitengineeringisfirst-level.Beforeprojectconstructionofthefoundationpitengineering,referencepointsB1andB2wereestablishedinadvance.Thecoordinatesystemofthehorizontaldisplacementmonitoringwassetupaccordingtothereferencepoints.Thehorizontaldisplacementsobservedwereonetimeevery5daysduringtheprogressofprojectconstruction.3.1ObservationPointArrangementTotal15observationpointsweresetupseparatelyaroundthefoundationpitformonitoringthehorizontaldisplacementofthesupportingandprotectingstructuretop.Thisprojectinstalledtheobservationpointsundergroundduring5days.Thearrangementofobservationpointswereshowninfigure1:3.2FoundationPitMonitoringFacilitiesAccordingto《EngineeringsurveyStandard》，tosatisfythebuildingsafetyfortificationrequirement,thehorizontaldisplacementmonitoringintheprojectconstructionoffoundationpitengineeringusestotalstationTOPCOMGTS-701.ThesettlementobservationusedlevelbrowserTOPCOMAT-G2.Theelevationprobableerrorinthesettlementmonitoringpointsshouldnotbebiggerthan±0.2mm,andtheelevationdifferenceerrorintheadjacentdeformationmonitoringpointsshouldnotbebiggerthan0.13mm(Longetal.,2005).3.3MonitoringSecurityValueAccordingtotheprojectstandardandthedeterminationprincipleofsecurityvalue,thesecurityvalueofthefoundationpitengineeringwasdeterminedasfollows:thehorizontaldisplacementaroundthefoundationpitdidnotsurpass40mm,andthedisplacementspeeddidnotbebiggerthan5mm/d;fortheroadsettlement,thesettlementvaluedidnotsurpass30mmandthesettlementspeeddidnotbebiggerthan2mm/d;forthesettlementandinclinationrateofadjacentbuildings,thebiggestsettlementdifferencesoftwonearbytestpointsdidnotsurpass3‰.Fig.1Arrangementofhorizontaldisplacementobservationpoints.3.3MonitoringSecurityValueAccordingtotheprojectstandardandthedeterminationprincipleofsecurityvalue,thesecurityvalueofthefoundationpitengineeringwasdeterminedasfollows:thehorizontaldisplacementaroundthefoundationpitdidnotsurpass40mm,andthedisplacementspeeddidnotbebiggerthan5mm/d;fortheroadsettlement,thesettlementvaluedidnotsurpass30mmandthesettlementspeeddidnotbebiggerthan2mm/d;forthesettlementandinclinationrateofadjacentbuildings,thebiggestsettlementdifferencesoftwonearbytestpointsdidnotsurpass3‰.4．MONITORINGRESULTSANDANALYSISOFTHEFOUNDATIONPITAftertheexcavationandthefoundationconstruction,themonitoringresultswererecordedandarrangedandanalyzedforearlywarningtimelyforfoundationpit.Thetime-historycurves(fig.2~fig.9)correspondstotheinitialperiodatfourstageswhichincludethatthefirstlayerexcavation(theexcavationdepthwasabout4m)andthesecondlayerexcavation(theexcavationdepthwasabout6m)andthethirdlayerwasfull-depthexcavationanddemolishingsupportingandprotectingsystem.4.1MonitoringandAnalysisofHorizontalDisplacementInthehorizontaldisplacementmonitoringforthesealingbeamsofthesupportingandprotectingstructureoffoundationpit,thehorizontaldisplacementmonitoringresultsofsupportingandprotectingstructurearoundthefoundationpitareshowninFig.2toFig.5.Thehorizontaldisplacementtime-historycurveshowedthatthehorizontaldisplacementoftheperipheralsupportingandprotectingsystemincreasesfastinshort-termandthenbecomesgraduallysteady.Thehorizontaldisplacementtime-historycurvealsoindicatedthatthehorizontaldisplacementoftheABsectionisbigger,with40.8mmatspotS5,33.0mmatspotS6,27.5mmatspotS4,25.6mmatspotS3,32.6mmatspotS13oftheCDsection.Amongthese,thedisplacementofspotS5achievesthesecurityvalue,andthatofS6,S13approachthesecurityvalue.Thetestgroupgavethewarningwhensubmittingtestresultstimely,madetheriskprompt,andproposedthesupportingandprotectingstructureprocessingschemefinally.Fig.2Time-historychartofhorizontalFig.3Time-historychartofhorizontaldisplacementmonitoringofthedisplacementmonitoringofthesupportsandprotectionsinADsectionsupportsandprotectionsinABsectionFig.4Time-historychartofhorizontalFig.5.Time-historychartofhorizontaldisplacementmonitoringofthedisplacementmonitoringofthesupportsandprotectionsinBCsection.supportsandprotectionsinCDsection.4.2InclinationMonitoringandAnalysisofFoundationPitDuringeachearlystagefromfoundationexcavationtodemolishingsupportingandprotectingsystem,inclinationrateincreasesfastattheshort-term,thenbecomessteadygradually.TheinclinationobservedvalueoftheQ2,Q3andQ4is1.18‰,1.05‰,0.86‰respectively,andotherobservedvaluearesmaller;andtheobservedvaluedevelopsquicklywhendemolishingthesupports,asshowninfig.6andfig.7.Forguaranteeingthesceneconstructionsafety,themeasurementresultsweresubmittedtoConstructionOrganization.Fig.6.Thetime-historychartofFig.7.Thetime-historychartinclinationofadjacentbuildingofinclinationofadjacentbuildingmonitoringinABsection.monitoringinBC、CDsection.4.3MonitoringandanalysisaboutsettlementofthefoundationpitDuringeachearlystagefromfoundationexcavationtodemolishingsupportingandprotectingsystem,thesettlementincreasesfastattheshort-term,andthenbecomessteadygradually,andthesettlementincreasesfastafterdemolishingthesupports.SettlementobservedvalueoftheC2,C3andC4is16.5m,15.5m,13.2mrespective,otherobservedvalueissmall,asshowninfig.8andfig.9.Forsafety,themeasurementresultsweresubmittedtoConstructionOrganization.Fig.8.Thetime-historychartofsettlementFig.9.Thetime-historychartofsettlementofroadsmonitoringinAB、ADsection.ofroadsmonitoringinBC、CDsection.4.4ForewarningManagementandSafetyControlInthecourseofsafetymonitoringofthefoundationpit,itisanimportantworkbeforesafetysupervisiontodeterminemonitorwarningvaluereasonablyaccordingtopitbracingcalculation.Itcanbringdisadvantageousinfluencetothefoundationpitmanagementifthemonitorwarningvalueisoversizedortoosmall.Whenthemonitorvalueachievesorapproachesthesecurityvalue,itwillimplementthesafeearlywarningplanpromptly.Themonitoringpersonnelshouldsendtheforewarningdocumenttodevelopmentorganizationandtheoverseeingunitpromptly,andinformtheConstructionUnitandtheDesigningDepartment.TheConstructionUnitcallstherelatedpersonneltocarryonthesceneinvestigation,coordinateorganizationpromptly,formulatescientificeffectivetechnicalmeasuresandcontrolthesecurityofthefoundationpit.Ontheonehanditshouldmonitoritsforewarningspotstrictly,ontheotherhanditalsorequeststheconstructionunittocarryonthefoundationpitworkaccordingtotheprovisionsintheconstructionprocessandexecutereinforcementprocessingdeferringtothetechnicalprogram.Inthecourseofsafetymonitoringofthefoundationpit,settlementofroadsandinclinationofadjacentbuildingmonitoringvaluewassmallerthanthewarningvalue.Inthehorizontaldisplacementobservationofthefoundationpit,displacementincreasedfastwhenexcavating(depthwas4.2m)thefirstlayer,andthedevelopmentspeedwasrapid.Fortheincreasingtendencyisobvious,theobservationfrequencywasincreasedforpartialobservationpoints,soastotheinclinationobservation.Therefore,theriskwarningofthefoundationpitwasgiven.Intheproposedplan,strengthenmeasurewasadoptedtothesupportingandprotectingsystem,notonlythekneebracingbutalsotwobracesinthebroadsidewereincreased.Allthesehadtheverygoodeffectsforthestabilitytothefoundationpit.Thensecondexcavatingandcomprehensiveexcavatingwerecarriedon,afterstrengtheningthesupports,themovementisstable.Butafterdemolishingthesupports,thehorizontaldisplacementofthefoundationpitincreasesrapidlyoncemore,whichshowsthevalidityofstrengthenedsupports,andconfirmsthenecessityandthescientificnatureofsafetymonitoringofthefoundationpit.5．CONCLUSIONSThroughthehorizontaldisplacementandsettlementandinclinationofadjacentbuildingmonitoringforfoundationpitpromptly,safetycontrolcanbecarriedonscientificallyandeffectivelyfortheprojectconstructionofthefoundationpitbecomestrue(Zhuetal.,2006).Accordingtoprogressoftheprojectconstructionandanalysisofthemonitordata,itcantimelyandeffectivelyobtainthesafetyforewarning,andrealizetheinformationconstructionwithscientificidea.Andadoptingeffectivetechniquemeanstotreatsupportingandprotectingstructureofthefoundationpitaccordingtothemonitordata,itcouldavoidthepersonalinjuriesandthepropertydamageeffectivelycreatingbythelandslideofthedeepfoundationpit,andpreventinclinationofadjacentbuildingsandsettlementofroads,guaranteetheprojectworkingsmoothly(Lietal.,1999).Atthesametime,effectivemonitoringforthefoundationpitandvaliditytestforthesupportingandprotectingstructureofthefoundationcouldreducethefoundationpitjittercausedbythedesignerrors.ForexamplethesupportingandprotectingstructuredesignofthefoundationpitinS5sectionmayincreasetheanchorrodquantityinthisprojectorusethepre-stressedanchorrod.Therefore,monitoringofthefoundationpitthatisasafetycontrolmethodfortheconstructionofthefoundationpiteffectivelyisworthtobepopularizedandapplied.Inthesafetymonitoringworkforthedeepfoundationpit,becauseofthemonitoringforlongtimeandhighrequirementoftheinstrumentprecisionandbetimescharacterofthedataanalysisandtheriskforewarning,thus,thesafetymonitorworkhasgreatdifficulty.Alongwithenhancingthesafetyconsciousnessfortheprojectconstructionofthedeepfoundationpitandthedeepscientificresearch,itispossibletofurthersystemizeandstandardizethesafelymonitorwork.Inthemonitoring,testdatashouldbeprovidedaccurately,thesafewarningandthedataanalysisworkarecompletedintime,thelevelandeffectofmonitorshouldbeincreased,allofaboveisforpurposetoguaranteesecurityoftheengineeringconstruction.REFERENCES[1]TangYeqing(1997).Preventionandprocessingofaccidentsofthedeepfoundationpit.ConstructionTechnique,(1),4-5.[2]SunZhibin(2006).Theinfluenceofthedeepfoundationpittoenvironment.GroundEngineering,(5),24-26.[3]LiuRong(2006).Theresearchaboutearlywarningsystemofprojectconstructionofthedeepfoundationpitbasedonriskmanagement.SoutheastUniversity,Nanjing.[4]LiuYuyi,andAnQingjun,andWangXudong(2007).Distortionmonitorandanalysisofthefoundationpitinhardsoillocation.NanjingIndustrialUniversityJournal(naturalsciencesversion),(2),46-50.[5]LuSanhe(2003).Designandresearchaboutdistortioncontrolofsupportandprotectionofthedeepfoundationpit.ChinaOceanographyUniversity,Qingdao.[6]LongSichun,andYangMinchun,andDengLianjun(2005).Twokindofpracticalmethodofhorizontaldisplacementsobservationandtheprecisionanalysis[J].SurveyandSpatialGeographyInformation,(5),57-59.[7]ZhuJianmin,LiGuoguang(2006).Theapplicationofinformationmonitortechnologyinthemanagementofprojectconstructionofthefoundationpit[J].TodayScienceandTechnology,(10),37-39.[8]LiQimin,KongYongan(1999).GeneralizedanalysisaboutprojectaccidentsofthedeepfoundationpitinChina.ScientificandTechnicalInformationDevelopmentandEconomy,(2),21-24.〔2〕譯文深基坑施工的平安監(jiān)測和預(yù)警摘要：基于工程工程之上,本文最初對基坑建立了一個觀察點(diǎn),其功能為確定基坑監(jiān)測的預(yù)警值。在工程工程的建設(shè)當(dāng)中,我們進(jìn)行了一項關(guān)于水平位移與鄰近建筑物沉降并的實驗并及時對基坑實時監(jiān)測、提交數(shù)據(jù)的科學(xué)數(shù)據(jù)分析報告。這項工作旨在提供有效的措施，實現(xiàn)根底施工的平安報警。詳細(xì)的分析基坑變形的原因并提出了一種合理的綜合治療措施。其目的是能夠提供出一些科學(xué)根底和保護(hù)措施以使根底工程施工保持足夠的平安性，并獲取更多更好的工程施工的技術(shù)。正文：隨著中國城市化的快速開展，深基坑的開挖工程對其需要空間的位置、結(jié)構(gòu)的穩(wěn)定性和使用功能已提出更嚴(yán)格要求規(guī)定。深基坑工程主要應(yīng)用于交通繁忙和高密度施工地區(qū)。由于深基坑開挖深度和施工繁瑣以及相關(guān)的復(fù)雜環(huán)境條件，很可能致使嚴(yán)重的工程事故產(chǎn)生。深基坑開挖工作是一個全方位綜合性工程技術(shù)的過程。在先前的研究中可知，全國深基坑工程事故的發(fā)生率一般約為全部深基坑工程工作的20%(唐，1997〕。多數(shù)發(fā)生在城市的意外事故是因為基坑支護(hù)問題不周，在深基坑工程中，由支撐結(jié)構(gòu)強(qiáng)度變化和基坑周圍環(huán)境的變化所引起的變形問題應(yīng)值得考慮(孫，2006〕。基坑支撐體系通常為臨時設(shè)施，因只有較少的平安考前須知而有更多的危害，與此同時，工作狀態(tài)和條件是更復(fù)雜和不確定的，因此，在施工過程中，動態(tài)監(jiān)測和控制是非常重要的。深基坑開挖施工現(xiàn)場的監(jiān)測內(nèi)容一般包括支護(hù)結(jié)構(gòu)水平位移、相鄰建筑物的傾斜位移、附近的道路沉降位移等。監(jiān)測人員應(yīng)及時提供監(jiān)測數(shù)據(jù)的反應(yīng)信息〔劉，2006〕，一旦出現(xiàn)到任何問題，能夠為減少災(zāi)害提早發(fā)出警告?？梢哉f提供關(guān)鍵信息和科學(xué)有效地管理深基坑施工的監(jiān)測程序是成功的深基坑施工的關(guān)鍵(劉等人，2007〕。1、工程背景深基坑工程通常位于城市中心，來自地質(zhì)勘察工程類型的地形是等同于三陽臺的長江流域及西南瀕臨階地的成都平原最前沿的構(gòu)造剝蝕和慢崗坡基地。土質(zhì)條件：通過地質(zhì)部門的現(xiàn)場調(diào)查，工程場地地基土質(zhì)物理力學(xué)指標(biāo)如表1所示。表1地基土質(zhì)物理力學(xué)指標(biāo)土質(zhì)編號土質(zhì)類型密度Γ/kN.m-3塑性指數(shù)凝聚力c/kpa內(nèi)部摩擦力Angleφ/01-1雜填土19.1—5201-2平原土壤19.311.815122-1淤泥粘土19.512.325143-1粘土18.513.14216地下水文地質(zhì)條件。地表水的擬議站點(diǎn)不是最主要的，與基巖裂縫水有關(guān)的主要是地下的水。少量的上部積水填充土壤1-1層，主要是由降水和地表徑流的滲透所提供。上部積水水位不是連續(xù)的，也不是體積較小的。在基巖裂縫水增長井附近的基石與覆蓋層中的水沿滲透裂縫后在一定程度上會形成地下水沿滲透冰河的綠色通道，因此使得地下水沿坡面滲透出來。環(huán)境條件分析的結(jié)果和水質(zhì)量的地下水樣本表示站點(diǎn)中的地下水沒有不腐蝕混凝土的結(jié)構(gòu)，但有弱腐蝕性的鋼結(jié)構(gòu)。2、基坑支護(hù)結(jié)構(gòu)的設(shè)計一般支持方案的坑就是分類有兩種：一是土釘墻，二是是錨支護(hù)樁。土釘墻由加筋的土、土釘和安放在土壤中的板材所組成。鑒于原位的土釘和噴涂向上外表，天然土體形式結(jié)合加強(qiáng)土壤艙壁。這類似于重力式擋墻，能抵御來自墻和其他外部勢力的土壓力并能夠增強(qiáng)基坑整個邊坡的穩(wěn)定性。擋錨樁鉆孔灌注樁擋土墻和樁，錨拉桿通常會影響邊坡穩(wěn)定性的實現(xiàn)。錨索支護(hù)樁的機(jī)制是密護(hù)坡樁高彎曲的阻力及抗剪能力，同時錨拉桿和土體的錨局部以密護(hù)坡樁，能夠共同采取預(yù)拉力強(qiáng)度以防止基坑支護(hù)體系發(fā)生變形。錨桿桿和邊坡防護(hù)樁的綜合的效果增強(qiáng)了整個的支持和保護(hù)系統(tǒng)的穩(wěn)定。錨索支護(hù)樁適用于各類粘土、沙質(zhì)土壤和較高的地下水位與接地層，尤其是粘性土外圍大集中式負(fù)荷或不同加載〔路，2003〕?；诒ＷC平安的原那么，本深基坑工程建議在開挖過程中使用擋錨樁根底進(jìn)行支護(hù)?！?〕在基坑的AD段局部，應(yīng)設(shè)置以下的參數(shù)：900毫米的警衛(wèi)樁樁徑、樁間間隔距離為1300毫米、14米的人力挖孔灌注樁的非預(yù)應(yīng)力錨桿長度有15°傾斜角度，15米長度應(yīng)設(shè)立自然地面下3m?！?〕在基坑的AB段局部，應(yīng)設(shè)置以下的參數(shù)：900毫米的警衛(wèi)樁樁徑、樁間間隔距離為1300mm、13.4米長度的人力挖孔灌注樁的非預(yù)應(yīng)力錨桿傾斜角度為15°，15米長度應(yīng)設(shè)立在自然地面下3米?！?〕在基坑的BC段局部，應(yīng)設(shè)置以下參數(shù)：1000毫米的警衛(wèi)樁樁徑、樁間隔1300毫米、7米長度的灌注樁的電源挖孔有15°傾角、非預(yù)應(yīng)力錨桿樁達(dá)15米長度?！?〕在基坑的AB段局部，應(yīng)設(shè)置以下的參數(shù)：1000毫米的警衛(wèi)樁樁徑、樁間隔為1300毫米、7米長度的人力挖孔灌注樁有15°傾角、非樁灌注樁的預(yù)應(yīng)力錨定桿長度達(dá)16米。3、根底基坑監(jiān)測根底基坑工程監(jiān)測取決于《工程測量標(biāo)準(zhǔn)》(GB50026-93)與《施工變形調(diào)查規(guī)定》〔JGJ/T8-97〕。規(guī)定有