岩土工程中英文对照外文翻译文献.docx

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