建筑施工外文翻译-深基坑施工的安全监测和预警

中文4068字附录1.外文资料原件及译文〔1〕外文资料原件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〕译文深基坑施工的平安监测和预警摘要：基于工程工程之上,本文最初对基坑建立了一个观察点,其功能为确定基坑监测的预警值。在工程工程的建设当中,我们进行了一项关于水平位移与邻近建筑物沉降并的实验并及时对基坑实时监测、提交数据的科学数据分析报告。这项工作旨在提供有效的措施，实现根底施工的平安报警。详细的分析基坑变形的原因并提出了一种合理的综合治疗措施。其目的是能够提供出一些科学根底和保护措施以使根底工程施工保持足够的平安性，并获取更多更好的工程施工的技术。正文：随着中国城市化的快速开展，深基坑的开挖工程对其需要空间的位置、结构的稳定性和使用功能已提出更严格要求规定。深基坑工程主要应用于交通繁忙和高密度施工地区。由于深基坑开挖深度和施工繁琐以及相关的复杂环境条件，很可能致使严重的工程事故产生。深基坑开挖工作是一个全方位综合性工程技术的过程。在先前的研究中可知，全国深基坑工程事故的发生率一般约为全部深基坑工程工作的20%(唐，1997〕。多数发生在城市的意外事故是因为基坑支护问题不周，在深基坑工程中，由支撑结构强度变化和基坑周围环境的变化所引起的变形问题应值得考虑(孙，2006〕。基坑支撑体系通常为临时设施，因只有较少的平安考前须知而有更多的危害，与此同时，工作状态和条件是更复杂和不确定的，因此，在施工过程中，动态监测和控制是非常重要的。深基坑开挖施工现场的监测内容一般包括支护结构水平位移、相邻建筑物的倾斜位移、附近的道路沉降位移等。监测人员应及时提供监测数据的反应信息〔刘，2006〕，一旦出现到任何问题，能够为减少灾害提早发出警告。可以说提供关键信息和科学有效地管理深基坑施工的监测程序是成功的深基坑施工的关键(刘等人，2007〕。1、工程背景深基坑工程通常位于城市中心，来自地质勘察工程类型的地形是等同于三阳台的长江流域及西南濒临阶地的成都平原最前沿的构造剥蚀和慢岗坡基地。土质条件：通过地质部门的现场调查，工程场地地基土质物理力学指标如表1所示。表1地基土质物理力学指标土质编号土质类型密度Γ/kN.m-3塑性指数凝聚力c/kpa内部摩擦力Angleφ/01-1杂填土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地下水文地质条件。地表水的拟议站点不是最主要的，与基岩裂缝水有关的主要是地下的水。少量的上部积水填充土壤1-1层，主要是由降水和地表径流的渗透所提供。上部积水水位不是连续的，也不是体积较小的。在基岩裂缝水增长井附近的基石与覆盖层中的水沿渗透裂缝后在一定程度上会形成地下水沿渗透冰河的绿色通道，因此使得地下水沿坡面渗透出来。环境条件分析的结果和水质量的地下水样本表示站点中的地下水没有不腐蚀混凝土的结构，但有弱腐蚀性的钢结构。2、基坑支护结构的设计一般支持方案的坑就是分类有两种：一是土钉墙，二是是锚支护桩。土钉墙由加筋的土、土钉和安放在土壤中的板材所组成。鉴于原位的土钉和喷涂向上外表，天然土体形式结合加强土壤舱壁。这类似于重力式挡墙，能抵御来自墙和其他外部势力的土压力并能够增强基坑整个边坡的稳定性。挡锚桩钻孔灌注桩挡土墙和桩，锚拉杆通常会影响边坡稳定性的实现。锚索支护桩的机制是密护坡桩高弯曲的阻力及抗剪能力，同时锚拉杆和土体的锚局部以密护坡桩，能够共同采取预拉力强度以防止基坑支护体系发生变形。锚杆杆和边坡防护桩的综合的效果增强了整个的支持和保护系统的稳定。锚索支护桩适用于各类粘土、沙质土壤和较高的地下水位与接地层，尤其是粘性土外围大集中式负荷或不同加载〔路，2003〕。基于保证平安的原那么，本深基坑工程建议在开挖过程中使用挡锚桩根底进行支护。〔1〕在基坑的AD段局部，应设置以下的参数：900毫米的警卫桩桩径、桩间间隔距离为1300毫米、14米的人力挖孔灌注桩的非预应力锚杆长度有15°倾斜角度，15米长度应设立自然地面下3m。〔2〕在基坑的AB段局部，应设置以下的参数：900毫米的警卫桩桩径、桩间间隔距离为1300mm、13.4米长度的人力挖孔灌注桩的非预应力锚杆倾斜角度为15°，15米长度应设立在自然地面下3米。〔3〕在基坑的BC段局部，应设置以下参数：1000毫米的警卫桩桩径、桩间隔1300毫米、7米长度的灌注桩的电源挖孔有15°倾角、非预应力锚杆桩达15米长度。〔4〕在基坑的AB段局部，应设置以下的参数：1000毫米的警卫桩桩径、桩间隔为1300毫米、7米长度的人力挖孔灌注桩有15°倾角、非桩灌注桩的预应力锚定杆长度达16米。3、根底基坑监测根底基坑工程监测取决于《工程测量标准》(GB50026-93)与《施工变形调查规定》〔JGJ/T8-97〕。规定有