中英文對照外文翻譯(文檔含英文原文和中文翻譯)原文:SafetyAssuranceforChallengingGeotechnicalCivil

EngineeringConstructionsinUrbanAreasAbstractSafetyisthemostimportantaspectduringdesign,constructionandservicetimeofanystructure,especiallyforchallengingprojectslikehigh-risebuildingsandtunnelsinurbanareas.Ahighleveldesignconsideringthesoil-structureinteraction,basedonaqualifiedsoilinvestigationisrequiredforasafeandoptimiseddesign.Duetothecomplexityofgeotechnicalconstructionsthesafetyassuranceguaranteedbythe4-eye-principleisessential.The4-eye-principleconsistsofanindependentpeerreviewbypubliclycertifiedexpertscombinedwiththeobservationalmethod.Thepaperpresentsthefundamentalaspectsofsafetyassurancebythe4-eye-principle.Theapplicationisexplainedonseveralexamples,asdeepexcavations,complexfoundationsystemsforhigh-risebuildingsandtunnelconstructionsinurbanareas.Theexperiencesmadeintheplanning,designandconstructionphasesareexplainedandfornewinnerurbanprojectsrecommendationsaregiven.Keywords:NaturalAsset;FinancialValue;NeuralNetworkIntroductionAsafetydesignandconstructionofchallengingprojectsinurbanareasisbasedonthefollowingmainaspects:Qualifiedexpertsforplanning,designandconstruction;Interactionbetweenarchitects,structuralengineersandgeotechnicalengineers;Adequatesoilinvestigation;DesignofdeepfoundationsystemsusingtheFiniteElement-Method(FEM)incombinationwithenhancedin-situloadtestsforcalibratingthesoilparametersusedinthenumericalsimulations;Qualityassurancebyanindependentpeerreviewprocessandtheobservationalmethod(4-eye-principle).Thesefactswillbeexplainedbylargeconstructionprojectswhicharelocatedindifficultsoilandgroundwaterconditions.The4-Eye-PrincipleThebasisforsafetyassuranceisthe4-eye-principle.This4-eye-principleisaprocessofanindependentpeerreviewasshowninFigure1.Itconsistsof3parts.Theinvestor,theexpertsforplanninganddesignandtheconstructioncompanybelongtothefirstdivision.Planninganddesignaredoneaccordingtotherequirementsoftheinvestorandallrelevantdocumentstoobtainthebuildingpermissionareprepared.Thebuildingauthoritiesarethesecondpartandareresponsibleforthebuildingpermissionwhichisgiventotheinvestor.Thethirddivisionconsistsofthepubliclycertifiedexperts.Theyareappointedbythebuildingauthoritiesbutworkasindependentexperts.Theyareresponsibleforthetechnicalsupervisionoftheplanning,designandtheconstruction.Inordertoachievethelicenseasapubliclycertifiedexpertforgeotechnicalengineeringbythebuildingauthoritiesintensivestudiesofgeotechnicalengineeringinuniversityandlargeexperiencesingeotechnicalengineeringwithspecialknowledgeaboutthesoil-structureinteractionhavetobeproven.Theindependentpeerreviewbypubliclycertifiedexpertsforgeotechnicalengineeringmakessurethatallinformationincludingtheresultsofthesoilinvestigationconsistingoflaborfieldtestsandtheboundaryconditionsdefinedforthegeotechnicaldesignarecompleteandcorrect.Inthecaseofadefectorcollapsethepubliclycertifiedexpertforgeotechnicalengineeringcanbeinvolvedasanindependentexperttofindoutthereasonsforthedefectordamageandtodevelopaconceptforstabilizationandreconstruction[1].Foralldifficultprojectsanindependentpeerreviewisessentialforthesuccessfulrealizationoftheproject.ObservationalMethodTheobservationalmethodispracticaltoprojectswithdifficultboundaryconditionsforverificationofthedesignduringtheconstructiontimeand,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].In-SituLoadTestOnprojectandsiterelatedsoilinvestigationswithcoredrillingsandlaboratoryteststhesoilparametersaredetermined.Laboratorytestsareimportantandessentialfortheinitialdefinitionofsoilmechanicalpropertiesofthesoillayer,butusuallynotsufficientforanentireandrealisticcaptureofthecomplexconditions,causedbytheinteractionofsubsoilandconstruction[6].Inordertoreliablydeterminetheultimatebearingcapacityofpiles,loadtestsneedtobecarriedout[7].Forpileloadtestsoftenveryhighcounterweightsorstrong

anchorsystemsarenecessary.ByusingtheOsterbergmethodhighloadscanbereachedwithoutinstallinganchorsorcounterweights.Hydraulicjacksinducethe

loadinthepileusingthepileitselfpartlyasabutment.Theresultsofthefieldtestsallowacalibrationofthenumericalsimulations.TheprincipleschemeofpileloadtestsisshowninFigure3.ExamplesforEngineeringPractice5.1.ClassicPileFoundationforaHigh-RiseBuildinginFrankfurtClayandLimestoneInthedowntownofFrankfurtamMain,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.Inthesecondtestphasethemiddlepilesegmentwasloadedbyusingthe

lowersegmentasabutment.Thelimitloadofthemiddlesegmentwithshaftgroutingwas27.5MN(Figure7).Theskinfrictionwas1040kN/m2,thismeans24%higherthanwithoutshaftgrouting.BasedontheresultsofthepileloadtestusingO-Cellsthemajorityofthe290foundationpilesweremadebyapplyingshaftgrouting.Due

topileloadtestthetotallengthofwasreducedsignificantly.5.2.CPRFforaHigh-RiseBuildinginClayMarlInthescopeoftheprojectMiraxPlazainKiev,Ukraine,2high-risebuildings,eachofthem192m(46storeys)high,ashoppingandentertainmentmallandanundergroundparkingareunderconstruction(Figure8).Theareaoftheprojectisabout294,000m2andcutsa30mhighnaturalslope.Thegeotechnicalinvestigationshavebeenexecuted70mdeep.Thesoilconditionsattheconstructionsiteareasfollows:filltoadepthof2mto3mquaternarysiltysandandsandysiltwithathicknessof5mto10mtertiarysiltandsand(CharkowandPoltawformation)withathicknessof0mto24mtertiaryclayeysiltandclaymarloftheKievandButschakformationwithathicknessofabout20mtertiaryfinesandoftheButschakformationuptotheinvestigationdepthThegroundwaterlevelisinadepthofabout2mbelowthegroundsurface.ThesoilconditionsandacrosssectionoftheprojectareshowninFigure9.Forverificationoftheshaftandbaseresistanceofthedeepfoundationelementsandforcalibrationofthenumericalsimulationspileloadtestshavebeencarriedoutontheconstructionyard.Thepileshadadiameterof0.82mandalengthofabout10mto44m.UsingtheresultsoftheloadteststhebackanalysisforverificationoftheFEMsimulationswasdone.Thesoilpropertiesinaccordancewiththeresultsofthebackanalysiswerepartly3timeshigherthanindicatedinthegeotechnicalreport.Figure10showstheresultsoftheloadtestNo.2andthenumericalbackanalysis.Measurementandcalculationshowagoodaccordance.Theobtainedresultsofthepileloadtestsandoftheexecutedbackanalysiswereappliedin3-dimensionalFEM-simulationsofthefoundationforTowerA,takingadvantageofthesymmetryofthefootprintofthebuilding.TheoverallloadoftheTowerAisabout2200MNandtheareaofthefoundationabout2000m2(Figure

11).ThefoundationdesignconsidersaCPRFwith64barretteswith33mlengthandacrosssectionof2.8m×0.8m.Theraftof3mthicknessislocatedinKievClayMarlatabout10mdepthbelowthegroundsurface.ThebarrettesarepenetratingthelayerofKievClayMarlreachingtheButschakSands.Thecalculatedloadsonthebarretteswereintherangeof22.1MNto44.5MN.Theloadontheouterbarretteswasabout41.2MNto44.5MNwhichsignificantlyexceedstheloadsontheinnerbarretteswiththemaximumvalueof30.7MN.ThisbehavioristypicalforaCPRF.Theouterdeepfoundationelementstakemoreloadsbecauseoftheirhigherstiffnessduetothehighervolumeoftheactivatedsoil.TheCPRFcoefficientis.Maximumsettlementsofabout12cmwerecalculatedduetothesettlement-relevantloadof85%ofthetotaldesignload.Thepressureunderthefoundationraftiscalculatedinthemostareasnotexceeding200

kN/m2,attheraftedgethepressurereaches400kN/m2.Thecalculatedbasepressureoftheouterbarretteshasanaverageof5100kN/m2andforinnerbarrettesanaverageof4130kN/m2.Themobilizedshaftresistanceincreaseswiththedepthreaching180kN/m2forouterbarrettesand150kN/m2forinnerbarrettes.DuringtheconstructionofMiraxPlazatheobservationalmethodaccordingtoEC7isapplied.Especiallythedistributionoftheloadsbetweenthebarrettesandthe

raftismonitored.Forthisreason3earthpressuredeviceswereinstalledundertheraftand2barrettes(mostloadedouterbarretteandaverageloadedinnerbarrette)were

instrumentedoverthelength.InthescopeoftheprojectMiraxPlazathenewallowableshaftresistanceandbaseresistanceweredefinedfortypicalsoillayersinKiev.ThisuniqueexperiencewillbeusedfortheskyscrapersofnewgenerationinUkraine.TheCPRFofthehigh-risebuildingprojectMiraxPlazarepresentsthefirstauthorizedCPRFintheUkraine.UsingtheadvancedoptimizationapproachesandtakingadvantageofthepositiveeffectofCPRFthenumberofbarrettescouldbereducedfrom120barretteswith40mlengthto64barretteswith33mlength.Thefoundationoptimizationleadstoconsiderabledecreaseoftheutilizedresources(cement,aggregates,water,energyetc.)andcostsavingsofabout3.3MillionUS$.譯文:安全保證巖土公民發(fā)起挑戰(zhàn)工程建設在城市地區(qū)摘要安全是最重要的方面在設計、施工和服務時間的任何結(jié)構(gòu),特別是對具有挑戰(zhàn)性的項目,如高層建筑和隧道在城市地區(qū)。高水平的設計考慮到土壤結(jié)構(gòu)相互作用,基于一個合格的土壤調(diào)查需要一個安全的和優(yōu)化設計。由于巖土結(jié)構(gòu)的復雜性4眼原則擔保的安全保障是至關重要的。4眼原則由一個獨立的同行審查通過公開認證專家結(jié)合觀察法。這篇論文介紹了由4眼原則安全保證的基本方面。應用程序解釋幾個例子,深度挖掘,復雜的高層建筑基礎系統(tǒng)和隧道結(jié)構(gòu)在城市地區(qū)。經(jīng)驗的規(guī)劃、設計和施工階段進行解釋和新城市內(nèi)部項目的建議。關鍵詞:自然資產(chǎn),金融價值;神經(jīng)網(wǎng)絡1.介紹一個安全的設計和施工具有挑戰(zhàn)性的項目在城市地區(qū)是基于以下主要方面:合格的專家對規(guī)劃、設計和施工;互動建筑師、結(jié)構(gòu)工程師和巖土工程師;充足的土壤調(diào)查;深基礎系統(tǒng)的設計使用的組合使用有限元法(FEM)結(jié)合增強原位校準土壤參數(shù)的負載測試中使用的數(shù)值模擬;質(zhì)量保證由一個獨立的同行審查過程和觀察法(4眼原則)。這些事實將被解釋為大型建筑項目位于艱難的土壤和地下水環(huán)境。2四眼原則安全保證是4眼原則的基礎。這4眼原則是一個獨立的同行審查的過程如圖1所示。它由3部分組成。投資者、專家規(guī)劃設計和建筑公司屬于第一次分裂。規(guī)劃和設計都是根據(jù)投資者的要求和所有相關文件準備獲得建筑許可。建筑部門,負責第二部分的建筑許可給投資者。第三部分包括公開認證專家。他們由建設部門任命,但獨立專家。他們負責技術(shù)監(jiān)督的規(guī)劃、設計和建設。為了實現(xiàn)許可作為巖土工程的公開認證專家構(gòu)建當局強化的研究在大學巖土工程和大型巖土工程的經(jīng)驗和專門知識的土壤結(jié)構(gòu)交互必須證明。獨立的同行審查由公開認證專家為巖土工程確保所有信息包括土壤調(diào)查的結(jié)果組成的勞動現(xiàn)場測試和巖土設計的邊界條件定義是完整和正確的。在缺陷或崩潰的情況下公開認證專家可以涉及巖土工程作為一個獨立的專家來找出缺陷或損壞的原因,為穩(wěn)定和開發(fā)一個概念重建[1]。所有困難的項目一個獨立的同行審查項目的成功實現(xiàn)是至關重要的。3。觀察法觀察法是實際項目與困難的邊界條件的驗證設計在施工期間,如果有必要,在服務時間。例如在歐洲標準歐洲規(guī)范7(EC7)和邊界條件的影響的觀測方法定義。觀察法的應用建議以下類型的建設項目[2]:非常復雜的/復雜的項目;獨特的土結(jié)構(gòu)相互作用的項目,例如混合淺和深基礎、擋土墻的深度發(fā)掘,結(jié)合樁筏基礎(CPRFs);和變量水壓高的項目;組成的復雜的相互作用情況下,挖掘和鄰近建筑物和結(jié)構(gòu);項目與孔隙水壓力減少穩(wěn)定;項目在山坡上。觀察法總是結(jié)合常見的巖土調(diào)查之前和在構(gòu)建階段的理論建模和應急行動計劃(圖2),只有監(jiān)控以確保結(jié)構(gòu)的穩(wěn)定和服務能力是不夠的,根據(jù)標準化,不允許。整體觀察法是一個制度化的控制儀器驗證土壤和巖石力學建模(3、4)。識別所有潛在的失敗機制基本定義度量的概念。概念設計那樣,所有這些機制都可以觀察到。測量需要幫上一個適當?shù)木仍试S識別方向傾向。所需的準確性以及邊界值需要在設計階段確定的觀測方法。應急行動計劃需要在設計階段的觀測方法,取決于系統(tǒng)的延展性。觀察法不得被視為一個潛在的選擇一個全面的土壤調(diào)查活動。綜合土壤調(diào)查活動以任何方式基本的重要性。此外觀察法是質(zhì)量保證的工具,允許參數(shù)的驗證和計算應用在設計階段。觀測方法有助于實現(xiàn)經(jīng)濟和節(jié)約建設[5]。4。原位載荷試驗在項目和網(wǎng)站相關的土壤調(diào)查與核心運轉(zhuǎn)和實驗室檢測參數(shù)確定。實驗室檢測是重要的和必不可少的初始定義的土壤土層的力學性能,但通常不能滿足整個和現(xiàn)實的捕捉復雜的條件下,由于底土和建筑的相互作用[6]。為了可靠地確定樁的極限承載力,負載測試需要進行[7]。Forpile負載測試往往非常高的柜臺重量或強錨定系統(tǒng)是必要的。用奧斯特伯格方法高負載可以達到?jīng)]有安裝錨或計數(shù)器的重量。液壓千斤頂誘導負載在橋臺樁使用樁本身部分。現(xiàn)場測試的結(jié)果允許校正的數(shù)值模擬。負載測試樁的原理圖如圖3所示。5.工程實踐的示例5.1.經(jīng)典的高層建筑樁基礎在法蘭克福粘土和石灰?guī)r德國法蘭克福市中心的建筑位置的17400平方米的高層建筑項目“PalaisQuartier”已經(jīng)意識到(圖4)。建設于2010年完成。復雜的由幾種結(jié)構(gòu)共有180000平方米建筑面積,有60000平方米的地下(圖5)。項目包括歷史建筑”Thurn-undTaxis-Palais”的外觀已經(jīng)保存(單元)。辦公大樓(單位B),這是最高的建筑項目高度136米34層每層建筑面積1340平方米。酒店建筑(單位C)與24樓上有99米的高度。零售區(qū)域的總長度(單位D)沿著東部的網(wǎng)站,由八樓上共43米的高度。五層的地