岩土工程中英文对照外文翻译文献.docx
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岩土工程中英文对照外文翻译文献.docx
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岩土工程中英文对照外文翻译文献
中英文对照外文翻译
(文档含英文原文和中文翻译)
原文:
SafetyAssuranceforChallengingGeotechnicalCivil
EngineeringConstructionsinUrbanAreas
Abstract
Safetyisthemostimportantaspectduringdesign,constructionandservicetimeofanystructure,especiallyforchallengingprojectslikehigh-risebuildingsandtunnelsinurbanareas.Ahighleveldesignconsideringthesoil-structureinteraction,basedonaqualifiedsoilinvestigationisrequiredforasafeandoptimiseddesign.Duetothecomplexityofgeotechnicalconstructionsthesafetyassuranceguaranteedbythe4-eye-principleisessential.The4-eye-principleconsistsofanindependentpeerreviewbypubliclycertifiedexpertscombinedwiththeobservationalmethod.Thepaperpresentsthefundamentalaspectsofsafetyassurancebythe4-eye-principle.Theapplicationisexplainedonseveralexamples,asdeepexcavations,complexfoundationsystemsforhigh-risebuildingsandtunnelconstructionsinurbanareas.Theexperiencesmadeintheplanning,designandconstructionphasesareexplainedandfornewinnerurbanprojectsrecommendationsaregiven.
Keywords:
NaturalAsset;FinancialValue;NeuralNetwork
1.Introduction
Asafetydesignandconstructionofchallengingprojectsinurbanareasisbasedonthefollowingmainaspects:
Qualifiedexpertsforplanning,designandconstruction;
Interactionbetweenarchitects,structuralengineersandgeotechnicalengineers;
Adequatesoilinvestigation;
DesignofdeepfoundationsystemsusingtheFiniteElement-Method(FEM)incombinationwithenhancedin-situloadtestsforcalibratingthesoilparametersusedinthenumericalsimulations;
Qualityassurancebyanindependentpeerreviewprocessandtheobservationalmethod(4-eye-principle).
Thesefactswillbeexplainedbylargeconstructionprojectswhicharelocatedindifficultsoilandgroundwaterconditions.
2.The4-Eye-Principle
Thebasisforsafetyassuranceisthe4-eye-principle.This4-eye-principleisaprocessofanindependentpeerreviewasshowninFigure1.Itconsistsof3parts.Theinvestor,theexpertsforplanninganddesignandtheconstructioncompanybelongtothefirstdivision.Planninganddesignaredoneaccordingtotherequirementsoftheinvestorandallrelevantdocumentstoobtainthebuildingpermissionareprepared.Thebuildingauthoritiesarethesecondpartandareresponsibleforthebuildingpermissionwhichisgiventotheinvestor.Thethirddivisionconsistsofthepubliclycertifiedexperts.Theyareappointedbythebuildingauthoritiesbutworkasindependentexperts.Theyareresponsibleforthetechnicalsupervisionoftheplanning,designandtheconstruction.
Inordertoachievethelicenseasapubliclycertifiedexpertforgeotechnicalengineeringbythebuildingauthoritiesintensivestudiesofgeotechnicalengineeringinuniversityandlargeexperiencesingeotechnicalengineeringwithspecialknowledgeaboutthesoil-structureinteractionhavetobeproven.
Theindependentpeerreviewbypubliclycertifiedexpertsforgeotechnicalengineeringmakessurethatallinformationincludingtheresultsofthesoilinvestigationconsistingoflaborfieldtestsandtheboundaryconditionsdefinedforthegeotechnicaldesignarecompleteandcorrect.
Inthecaseofadefectorcollapsethepubliclycertifiedexpertforgeotechnicalengineeringcanbeinvolvedasanindependentexperttofindoutthereasonsforthedefectordamageandtodevelopaconceptforstabilizationandreconstruction[1].
Foralldifficultprojectsanindependentpeerreviewisessentialforthesuccessfulrealizationoftheproject.
3.ObservationalMethod
Theobservationalmethodispracticaltoprojectswithdifficultboundaryconditionsforverificationofthedesignduringtheconstructiontimeand,ifnecessary,duringservicetime.ForexampleintheEuropeanStandardEurocode7(EC7)theeffectandtheboundaryconditionsoftheobservationalmethodaredefined.
Theapplicationoftheobservationalmethodisrecommendedforthefollowingtypesofconstructionprojects[2]:
verycomplicated/complexprojects;
projectswithadistinctivesoil-structure-interaction,e.g.mixedshallowanddeepfoundations,retainingwallsfordeepexcavations,CombinedPile-RaftFoundations(CPRFs);
projectswithahighandvariablewaterpressure;
complexinteractionsituationsconsistingofground,excavationandneighbouringbuildingsandstructures;
projectswithpore-waterpressuresreducingthestability;
projectsonslopes.
Theobservationalmethodisalwaysacombinationofthecommongeotechnicalinvestigationsbeforeandduringtheconstructionphasetogetherwiththetheoreticalmodelingandaplanofcontingencyactions(Figure2).Onlymonitoringtoensurethestabilityandtheserviceabilityofthestructureisnotsufficientand,accordingtothestandardization,notpermittedforthispurpose.Overalltheobservationalmethodisaninstitutionalizedcontrollinginstrumenttoverifythesoilandrockmechanicalmodeling[3,4].
Theidentificationofallpotentialfailuremechanismsisessentialfordefiningthemeasureconcept.Theconcepthastobedesignedinthatwaythatallthesemechanismscanbeobserved.Themeasurementsneedtobeofanadequateaccuracytoallowtheidentificationocriticaltendencies.Therequiredaccuracyaswellasthe
boundaryvaluesneedtobeidentifiedwithinthedesignphaseoftheobservationalmethod.Contingencyactionsneedstobeplannedinthedesignphaseoftheobservationalmethodanddependontheductilityofthesystems.
Theobservationalmethodmustnotbeseenasapotentialalternativeforacomprehensivesoilinvestigationcampaign.Acomprehensivesoilinvestigationcampaignisinanywayofessentialimportance.Additionallytheobservationalmethodisatoolofqualityassuranceandallowstheverificationoftheparametersandcalculationsappliedinthedesignphase.Theobservationalmethodhelpstoachieveaneconomicandsaveconstruction[5].
4.In-SituLoadTest
Onprojectandsiterelatedsoilinvestigationswithcoredrillingsandlaboratoryteststhesoilparametersaredetermined.Laboratorytestsareimportantandessentialfortheinitialdefinitionofsoilmechanicalpropertiesofthesoillayer,butusuallynotsufficientforanentireandrealisticcaptureofthecomplexconditions,causedbytheinteractionofsubsoilandconstruction[6].
Inordertoreliablydeterminetheultimatebearingcapacityofpiles,loadtestsneedtobecarriedout[7].Forpileloadtestsoftenveryhighcounterweightsorstrong
anchorsystemsarenecessary.ByusingtheOsterbergmethodhighloadscanbereachedwithoutinstallinganchorsorcounterweights.Hydraulicjacksinducethe
loadinthepileusingthepileitselfpartlyasabutment.Theresultsofthefieldtestsallowacalibrationofthenumericalsimulations.
TheprincipleschemeofpileloadtestsisshowninFigure3.
5.ExamplesforEngineeringPractice
5.1.ClassicPileFoundationforaHigh-RiseBuildinginFrankfurtClayandLimestone
InthedowntownofFrankfurtamMain,Germany,onaconstructionsiteof17,400m2thehigh-risebuildingproject“PalaisQuartier”hasbeenrealized(Figure4).
Theconstructionwasfinishedin2010.
Thecomplexconsistsofseveralstructureswithatotalof180,000m2floorspace,thereof60,000m2underground(Figure5).Theprojectincludesthehistoricbuilding“Thurn-undTaxis-Palais”whosefacadehasbeenpreserved(UnitA).Theofficebuilding(UnitB),whichisthehighestbuildingoftheprojectwitha
heightof136mhas34floorseachwithafloorspaceof1340m2.Thehotelbuilding(UnitC)hasaheightof99mwith24upperfloors.Theretailarea(UnitD)runsalongthetotallengthoftheeasternpartofthesiteandconsistsofeightupperfloorswithatotalheightof43m.
Theundergroundparkinggaragewithfivefloorsspansacrossthecompleteprojectarea.Withan8mhighfirstsublevel,partiallywithmezzaninefloor,andfourmoresub-levelsthefoundationdepthresultsto22mbelowgroundlevel.Therebyexcavationbottomisat80mabovesealevel(msl).Atotalof302foundationpiles(diameterupto1.86m,lengthupto27m)reachdowntodepthsof53.2mto70.1m.abovesealeveldependingonthestructuralrequirements.
Thepileheadofthe543retainingwallpiles(diameter1.5m,lengthupto38m)werelocatedbetween94.1mand99.6mabovesealevel,thepilebasewasbetween59.8mand73.4mabovesealeveldependingonthestructuralrequirements.Asshowninthesectionalview(Figure6),theupperpartofthepilesisintheFrankfurt
ClayandthebaseofthepilesissetintherockyFrankfurtLimestone.
Regardingthelargenumberofpilesandthehighpile
loadsapileloadtesthasbeencarriedoutforoptimizationoftheclassicpilefoundation.Osterberg-Cells(O-Cells)havebeeninstalledintwolevelsinorderto
assesstheinfluenceofpileshaftgroutingonthelimitskinfrictionofthepilesintheFrankfurtLimestone(Figure6).Thetestpilewithatotallengthof12.9mand
adiameterof1.68mconsistofthreesegmentsandhasbeeninstalledintheFrankfurtLimestonelayer31.7mbelowgroundlevel.Theupperpilesegmentabovethe
uppercelllevelandthemiddlepilesegmentbetweenthetwocelllevelscanbetestedindependently.Inthefirstphaseofthetesttheupperpartwasloadedbyusingthe
middleandthelowerpartasabutment.Alimitof24MNcouldbereached(Figure7).Theuppersegmentwasliftedabout1.5cm,thesettlementofthemiddleand
lowerpartwas1.0cm.Themobilizedshaftfrictionwasabout830kN/m2.
Subsequentlytheupperpilesegmentwasuncoupledbydischargingtheuppercelllevel.Inthesecondtestphasethemiddlepi
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