建筑專業(yè)外文翻譯及譯文

1Introductionandscope1.1AimsoftheManualThisManualprovidesguidanceonthedesignofreinforcedandprestressedconcretebuildingstructures.StructuresdesignedinaccordancewiththisManualwillnormallycomplywithDDENV1992-1-1:19921(hereinafterreferredtoasEC2).1.2EurocodesystemThestructuralEurocodeswereinitiatedbytheEuropeanCommissionbutarenowproducedbytheComitéEuropéendeNormalisation(CEN)whichistheEuropeanstandardsorganization,itsmembersbeingthenationalstandardsbodiesoftheEUandEFTAcountries,e.g.BSI.CENwilleventuallypublishthesedesignstandardsasfullEuropeanStandardsEN(Euronorms),butinitiallytheyarebeingissuedasPrestandardsENV.NormallyanENVhasalifeofabout3yearstopermitfamiliarizationandtrialuseofthestandardbymemberstates.Afterformalvotingbythememberbodies,ENVsareconvertedintoENstakingintoaccountthenationalcommentsontheENVdocument.AtpresentthefollowingEurocodepartshavebeenpublishedasENVsbutasyetnonehasbeenconvertedtoanEN:DDENV1991-1-1:Basisofdesignandactionsonstructures(EC1)DDENV1992-1-1:Designofconcretestructures(EC2)DDENV1993-1-1:Designofsteelstructures(EC3)DDENV1994-1-1:Designofcompositesteelandconcretestructures(EC4)DDENV1995-1-1:Designoftimberstructures(EC5)DDENV1996-1-1:Designofmasonrystructures(EC6)DDENV1997-1-1:Geotechnicaldesign(EC7)DDENV1998-1-1:Earthquakeresistantdesignofstructures(EC8)DDENV1999-1-1:Designofaluminiumalloystructures(EC9)EachEurocodeispublishedinanumberofparts,usuallywith‘Generalrules’and‘Rulesforbuildings’inPart1.ThevariouspartsofEC2are:Part1.1Generalrulesandrulesforbuildings;Part1.2Supplementaryrulesforstructuralfiredesign;Part1.3Supplementaryrulesforprecastconcreteelementsandstructures;Part1.4Supplementaryrulesfortheuseoflightweightaggregateconcrete;Part1.5Supplementaryrulesfortheuseofunbondedandexternalprestressingtendons;Part1.6Supplementaryrulesforplainorlightlyreinforcedconcretestructures;Part2.0Reinforcedandprestressedconcretebridges;Part3.0Concretefoundations;Part4.0Liquidretainingandcontainmentstructures.AllEurocodesfollowacommoneditorialstyle.Thecodescontain‘Principles’and‘Applicationrules’.Principlesaregeneralstatements,definitions,requirementsandsometimesanalyticalmodels.AlldesignsmustcomplywiththePrinciples,andnoalternativeispermitted.Applicationrulesarerulescommonlyadoptedindesign.TheyfollowthePrinciplesandsatisfytheirrequirements.AlternativerulesmaybeusedprovidedthatcompliancewiththePrinciplescanbedemonstrated.SomeparametersinEurocodesaredesignatedby|_|,commonlyreferredtoasboxedvalues.TheboxedvaluesintheCodesareindicativeguidancevalues.Eachmemberstateisrequiredtofixtheboxedvalueapplicablewithinitsjurisdiction.SuchinformationwouldbefoundintheNationalApplicationDocument(NAD)whichispublishedaspartofeachENV.TherearealsootherpurposesforNADs.NADismeanttoprovideoperationalinformationtoenabletheENVtobeused.Forcertainaspectsofthedesign,theENVmayrefertonationalstandardsortoCENstandardinpreparationorISOstandards.TheNADismeanttoprovideappropriateguidanceincludingmodificationsrequiredtomaintaincompatibilitybetweenthedocuments.VeryoccasionallytheNADmightrewriteparticularclausesofthecodeintheinterestofsafetyoreconomy.Thisishoweverrare.1.3ScopeoftheManualTherangeofstructuresandstructuralelementscoveredbytheManualislimitedtobuildingstructuresthatdonotrelyonbendingincolumnsfortheirresistancetohorizontalforcesandarealsonon-sway.Thiswillbefoundtocoverthevastmajorityofallreinforcedandprestressedconcretebuildingstructures.InusingtheManualthefollowingshouldbenoted:?TheManualhasbeendraftedtocomplywithENV1992-1-1togetherwiththeUKNAD?AlthoughBritishStandardshavebeenreferencedasloadingcodesinSections3and6,tocomplywiththeUKNAD,theManualcanbeusedinconjunctionwithotherloadingcodes?Thestructuresarebracedandnon-sway?Theconcreteisofnormalweight?Thestructureispredominantlyinsitu?Prestressedconcretemembershavebondedorunbondedinternaltendons?TheManualcanbeusedinconjunctionwithallcommonlyusedmaterialsinconstruction;howeverthedatagivenarelimitedtothefollowing:–concreteuptocharacteristiccylinderstrengthof50N/mm2(cubestrength60)–high-tensilereinforcementwithcharacteristicstrengthof460–mild-steelreinforcementwithcharacteristicstrengthof250–prestressingtendonswith7-wirelow-relaxation(Class2)strands?Highductility(ClassH)hasbeenassumedfor:–allribbedbarsandgrade250bars,and–ribbedwireweldedfabricinwiresizesof6mmorover?Normalductility(ClassN)hasbeenassumedforplainorindentedwireweldedfabric.ForstructuresorelementsoutsidethisscopeEC2shouldbeused.1.4ContentsoftheManualTheManualcoversthefollowingdesignstages:?generalprinciplesthatgovernthedesignofthelayoutofthestructure?initialsizingofmembers?estimatingofquantitiesofreinforcementandprestressingtendons?finaldesignofmembers.

2GeneralprinciplesThissectionoutlinesthegeneralprinciplesthatapplytobothinitialandfinaldesignofbothreinforcedandprestressedconcretebuildingstructures,andstatesthedesignparametersthatgovernalldesignstages.2.1GeneralOneengineershouldberesponsiblefortheoveralldesign,includingstability,andshouldensurethecompatibilityofthedesignanddetailsofpartsandcomponentsevenwheresomeorallofthedesignanddetailsofthosepartsandcomponentsarenotmadebythesameengineer.Thestructureshouldbesoarrangedthatitcantransmitdead,windandimposedloadsinadirectmannertothefoundations.Thegeneralarrangementshouldensurearobustandstablestructurethatwillnotcollapseprogressivelyundertheeffectsofmisuseoraccidentaldamagetoanyoneelement.Theengineershouldconsiderengineersiteconstraints,buildability2,maintainabilityanddecommissioning.Theengineershouldtakeaccountofhisresponsibilitiesasa‘Designer’undertheConstruction(Design&Management)Regulations.32.2StabilityLateralstabilityintwoorthogonaldirectionsshouldbeprovidedbyasystemofstrongpointswithinthestructuresoastoproduceabracednon-swaystructure,inwhichthecolumnswillnotbesubjecttosignificantswaymoments.Strongpointscangenerallybeprovidedbythecorewallsenclosingthestairs,liftsandserviceducts.Additionalstiffnesscanbeprovidedbyshearwallsformedfromagableendorfromsomeotherexternalorinternalsubdividingwall.Thecoreandshearwallsshouldpreferablybedistributedthroughoutthestructureandsoarrangedthattheircombinedshearcentreislocatedapproximatelyonthelineoftheresultantinplanoftheappliedoverturningforces.Wherethisisnotpossible,theresultingtwistingmomentsmustbeconsideredwhencalculatingtheloadcarriedbyeachstrongpoint.Thesewallsshouldgenerallybeofreinforcedconcretenotlessthan180mmthicktofacilitateconcreting,buttheymaybeof215mmbrickworkor190mmsolidblockworkproperlytiedandpinneduptotheframingforlow-tomedium-risebuildings.Strongpointsshouldbeeffectivethroughoutthefullheightofthebuilding.Ifitisessentialforstrongpointstobediscontinuousatonelevel,provisionmustbemadetotransfertheforcestootherverticalcomponents.Itisessentialthatfloorsbedesignedtoactashorizontaldiaphragms,particularlyifprecastunitsareused.Whereastructureisdividedbyexpansionjointseachpartshouldbestructurallyindependentanddesignedtobestableandrobustwithoutrelyingonthestabilityofadjacentsections.2.3RobustnessAllmembersofthestructureshouldbeeffectivelytiedtogetherinthelongitudinal,transverseandverticaldirections.Awell-designedandwell-detailedcast-insitustructurewillnormallysatisfythedetailedtyingrequirementssetoutinsubsection5.11.Elementswhosefailurewouldcausecollapseofmorethanalimitedpartofthestructureadjacenttothemshouldbeavoided.Wherethisisnotpossible,alternativeloadpathsshouldbeidentifiedortheelementinquestionstrengthened.2.4MovementjointsMovementjointsmayneedtobeprovidedtominimizetheeffectsofmovementscausedby,forexample,shrinkage,temperaturevariations,creepandsettlement.Theeffectivenessofmovementjointsdependsontheirlocation.Movementjointsshoulddividethestructureintoanumberofindividualsections,andshouldpassthroughthewholestructureabovegroundlevelinoneplane.Thestructureshouldbeframedonbothsidesofthejoint.SomeexamplesofpositioningmovementjointsinplanaregiveninFig.2.1.Movementjointsmayalsoberequiredwherethereisasignificantchangeinthetypeoffoundationortheheightofthestructure.ForreinforcedconcreteframestructuresinUKconditions,movementjointsatleast25mmwideshouldnormallybeprovidedatapproximately50mcentresbothlongitudinallyandtransversely.Inthetopstoreyandforopenbuildingsandexposedslabsadditionaljointsshouldnormallybeprovidedtogiveapproximately25mspacing.Jointspacinginexposedparapetsshouldbeapproximately12m.Jointsshouldbeincorporatedinthefinishesandinthecladdingatthemovementjointlocations.2.5FireresistanceanddurabilityFortherequiredperiodoffireresistance(prescribedintheBuildingRegulations),thestructureshould:?haveadequateloadbearingcapacity?limitthetemperatureriseonthefarfacebysufficientinsulation,and?havesufficientintegritytopreventtheformationofcracksthatwillallowthepassageoffireandgases.Fig.2.1LocationofmovementjointsThedesignshouldtakeintoaccountthelikelydeteriorationofthestructureanditscomponentsintheirenvironmenthavingdueregardtotheanticipatedlevelofmaintenance.Thefollowinginter-relatedfactorsshouldbeconsidered:?therequiredperformancecriteria?theexpectedenvironmentalconditions?thecomposition,propertiesandperformanceofmaterials?theshapeofmembersanddetailing?thequalityofworkmanship?anyprotectivemeasure?thelikelymaintenanceduringtheintendedlife.Concreteofappropriatequalitywithadequatecovertothereinforcementshouldbespecified.Theaboverequirementsfordurabilityandfireresistancemaydictatesizesformembersgreaterthanthoserequiredforstructuralstrengthalone.

3Designprinciples–reinforcedconcrete3.1LoadingTheloadstobeusedincalculationsare:(a)Characteristicdeadload,:theweightofthestructurecompletewithfinishes,fixturesandfixedpartitions(BS)(b)Characteristicimposedload,(BS6399，Parts1and)(c)Characteristicwindload,Wk(90%oftheloadderivedfromCP3,ChapterV,Part)*(d)Nominalearthload,(BS)(e)Attheultimatelimitstatethehorizontalforcestoberesistedatanylevelshouldbethegreaterof:(i)1.5%ofthecharacteristicdeadloadabovethatlevel,or(ii)90%ofthewindloadderivedfromCP3,ChapterV,Part,multipliedbytheappropriatepartialsafetyfactor.Thehorizontalforcesshouldbedistributedbetweenthestrongpointsaccordingtotheirstiffness.Inusingtheabovedocumentsthefollowingmodificationsshouldbenoted:(f)TheimposedfloorloadsofabuildingshouldbetreatedasoneloadtowhichthereductionfactorsgiveninBS6399:Part1:areapplicable.(g)SnowdriftloadsobtainedfromBS6399:Part3:shouldbemultipliedby0.7andtreatedinasimilarwaytoanimposedloadandnotasanaccidentalload.3.2LimitstatesThisManualadoptsthelimit-stateprincipleandthepartialfactorformatofEC2.UltimatelimitstateThedesignloadsareobtainedbymultiplyingthecharacteristicloadsbytheappropriatepartialfactorfromTable3.1.The‘a(chǎn)dverse’and‘beneficial’factorsshouldbeusedsoastoproducethemostonerouscondition.ServiceabilitylimitstatesProvidedthatspan/effectivedepthratiosandbardiameterandspacingrulesareobserveditwillnotbenecessarytocheckforserviceabilitylimitstates.Table3.1PartialfactorsforloadsγfattheultimatelimitstateLoadcombinationincludingearth&waterwherepresentDeadloadAdverseBeneficialImposed,windsnowload和AdverseBeneficialEarthandwaterDead+imposedDead+windDead+snowDead+imposed+wind+snow1.35—1.351.35—1.50—1.50—1.50—1.35—????TheTableusesthesimplifiedcombinationpermittedinEC2.?Forpressuresarisingfromanaccidentalheadofwateratgroundlevelapartialfactorof1.15maybeused.3.3MaterialanddesignstressesDesignstressesaregivenintheappropriatesectionsoftheManual.ItshouldbenotedthatEC2specifiesconcretestrengthclassbyboththecylinderstrengthandcubestrength(forexampleC25/30isaconcretewithcylinderstrengthof25andcubestrengthof30at28days).StandardstrengthclassesareC20/25,C25/30,C30/37,C35/45,C40/50,C45/55andC50/60.Alldesignequationswhichincludeconcretecompressivestrengthusethecharacteristic28daycylinderstrength,.Partialfactorsforconcreteare1.5forultimatelimitstateand1.0forserviceabilitylimitstate.Thestrengthpropertiesofreinforcementareexpressedintermsofthecharacteristicyieldstrength,.Partialfactorsforreinforcementsteelare1.15forultimatelimitstateand1.0forserviceabilitylimitstate.

4Initialdesign–reinforcedconcrete4.1IntroductionIntheinitialstagesofthedesignofbuildingstructuresitisnecessary,oftenatshortnotice,toproducealternativeschemesthatcanbeassessedforarchitecturalandfunctionalsuitabilityandwhichcanbecomparedforcost.Theywillusuallybebasedonvagueandlimitedinformationonmattersaffectingthestructuresuchasimposedloadsandnatureoffinishes,letalonefirmdimensions,butitisneverthelessexpectedthatviableschemesbeproducedonwhichreliablecostestimatescanbebased.Itfollowsthatinitialdesignmethodsshouldbesimple,quick,conservativeandreliable.Lengthyanalyticalmethodsshouldbeavoided.Thissectionofferssomeadviceonthegeneralprinciplestobeappliedwhenpreparingaschemeforastructure,followedbymethodsforsizingmembersofsuperstructures.Foundationdesignisbestdeferredtolaterstageswhensiteinvestigationresultscanbeevaluated.Theaimshouldbetoestablishastructuralschemethatissuitableforitspurpose,sensiblyeconomical,andnotundulysensitivetothevariouschangesthatarelikelytobeimposedastheoveralldesigndevelops.Sizingofstructuralmembersshouldbebasedonthelongestspans(slabsandbeams)andlargestareasofroofand/orfloorscarried(beams,columns,wallsandfoundations).Thesamesizesshouldbeassumedforsimilarbutlessonerouscases–thissavesdesignandcostingtimeatthisstageandisofactualbenefitinproducingvisualandconstructionalrepetitionandhence,ultimately,costbenefits.Simplestructuralschemesarequicktodesignandeasytobuild.Theymaybecomplicatedlaterbyothermembersofthedesignteamtryingtoachievetheiroptimumconditions,butasimpleschemeprovidesagood‘benchmark’attheinitialstage.Loadsshouldbecarriedtothefoundationbytheshortestandmostdirectroutes.Inconstructionalterms,simplicityimplies(amongothermatters)repetition;avoidanceofcongested,awkwardorstructurallysensitivedetailsandstraightforwardtemporaryworkswithminimalrequirementsforunorthodoxsequencingtoachievetheintendedbehaviourofthecompletedstructure.Standardizedconstructionitemswillusuallybecheaperandmorereadilyavailablethanpurpose-madeitems.4.2LoadsLoadsshouldbebasedonBS，BS6399：Parts1andandCP3：ChapterV：PartImposedloadingshouldinitiallybetakenasthehigheststatutoryfigureswhereoptionsexist.Theimposedloadreductionallowedintheloadingcodeshouldnotbetakenadvantageofintheinitialdesignstageexceptwhenassessingtheloadonthefoundations.Loadingshouldbegenerousandnotlessthanthefollowingintheinitialstages:floorfinish(screed)ceilingandserviceloadAllowancefor:demountablelightweightpartitions*blockworkpartitions?Weightofreinforcedconcreteshouldbetakenas24DesignloadsshouldbeobtainedusingTableMaterialpropertiesFornormalconstructionintheUK,acharacteristiccylinderconcretestrengthof25shouldbeassumedfortheinitialdesign.Inareaswithpooraggregatesthismayhavetobereduced.ForUKsteelsacharacteristicstrengthof460shouldbeusedforhigh-tensilereinforcementand250formildsteel.4.4StructuralformandframingThefollowingmeasuresshouldbeadopted:(a)providestabilityagainstlateralforcesandensurebracedconstructionbyarrangingsuitableshearwallsdeployedsymmetricallywhereverpossible(b)adoptasimplearrangementofslabs,beamsandcolumnssothatloadsarecarriedtothefoundationsbytheshortestandmostdirectroutes(c)allowformovementjoints(seesubsection2.4)(d)chooseanarrangementthatwilllimitthespanofslabsto5mto6mandbeamspansto8mtol0monaregulargrid;forflatslabsrestrictcolumnspacingsto8m(e)adoptaminimumcolumnsizeof300mm×300mmorequivalentarea(f)providearobuststructure.Thearrangementshouldtakeaccountofpossiblelargeopeningsforservicesandproblemswithfoundations,e.g.columnsimmediatelyadjacenttositeboundariesmayrequirebalancedorotherspecialfoundations.4.5FireresistanceanddurabilityThesizeofstructuralmembersmaybegovernedbytherequirementoffireresistanceandmayalsobeaffectedbythecovernecessarytoensuredurability.Table4.1showstheminimumpracticalmembersizesfordifferentperiodsoffireresistanceandthecovertothemainreinforcementrequiredforcontinuousmembersindryandhumidenvironmentswithoutfrost.Forotherexposureclasses,covershouldbeincreased.Forsimplysupportedmembers,sizesandcovershouldbeincreased(seeSection5andAppendixC).4.6StiffnessToprovideadequatestiffness,theeffectivedepthsofbeams,slabsandthewaistofstairsshouldnotbelessthanthosederivedfromTable4.2.Beamsshouldbeofsufficientdepthtoavoidthenecessityforexcessivecompressionreinforcementandtoensurethateconomicalamountsoftensionandshearreinforcementareprovided.Thiswillalsofacilitatetheplacingofconcrete.*Tobetreatedasimposedloads.?Tobetreatedasdeadloadswhenthelayoutisfixed.Table4.1Minimummembersizesandcover?forinitialdesignofcontinuousmembersMemberFireresistanceMinimumdimension,mm4hours2hours1hoursColumnsfullyexposedtofirewidth450300200Beamswidthcover240702005020045Slabswithplainsoffitthicknesscover170451253510035Slabswithribbedopensoffitandnostirrupsthickness*widthofribscover1501505511511035909035*Thicknessofstructuraltoppingplusanynon-combustiblescreed.?Coveristomainreinforcement.Table4.2Basicratiosofspan/effectivedepthforinitialdesign(=460)StructuralsystemSpan/effectivedepthratioBeamSlabSimplysupportedbeamOne-wayortwo-wayspanningsimplysupportedslabEndspanof:continuousbeam;one-waycontinuousslab;ortwo-wayspanningslabcontinuousoveronelongsideInteriorspanof:beam;one-wayortwo-sayspanningslabSlabsupportedoncolumnswithoutbeams(flatslab),basedonlongerspanCantilever15212027213026681.Fortwo-wayspanningslabs(supportedonbeams),thecheckontheratioofspan/effectivedepthshouldbecarriedoutontheshorterspan.Forflatslabs,thelongerspanshouldbetaken.2.Forflangedsectionswiththeratiooftheflangetotheribwidthgreaterthan3,theTablevalueshouldbemultipliedby0.8.3.Formembers,otherthanflatslabpanels,whichsupportpartitionsliabletobedamagedbyexcessivedeflectionofthemember,andwherethespanexceeds7m,theTablevalueshouldbemultipliedby7/span.4.Forflatslabswherethegreaterspanexceeds引言和適用范圍手冊的作用這本手冊為設(shè)計(jì)鋼筋和預(yù)應(yīng)力混凝土建筑結(jié)構(gòu)提供了指導(dǎo)。本手冊中的結(jié)構(gòu)設(shè)計(jì)遵守1992-1-1的DDENV：（以下簡稱為歐洲設(shè)計(jì)規(guī)范）。歐洲設(shè)計(jì)規(guī)范體系歐洲規(guī)范的結(jié)構(gòu)部分由歐盟委員會(huì)創(chuàng)建，但現(xiàn)在由歐洲標(biāo)準(zhǔn)組織規(guī)定，這是其成員歐盟和歐洲國家作為國家標(biāo)準(zhǔn)的機(jī)構(gòu)，例如：BSI。歐洲規(guī)范委員會(huì)最終將出臺(tái)這些設(shè)計(jì)標(biāo)準(zhǔn)作為正式的歐洲標(biāo)準(zhǔn)，但最初他們是被作為歐洲試用標(biāo)準(zhǔn)的。通常歐洲試用標(biāo)準(zhǔn)對于該標(biāo)準(zhǔn)的會(huì)員國有三年允許熟悉和試用的期約。經(jīng)過會(huì)員國正式投票，由歐洲試用標(biāo)準(zhǔn)協(xié)會(huì)考慮到國家的情況等轉(zhuǎn)換成以登記形式的歐洲試用標(biāo)準(zhǔn)文件。目前以下歐洲規(guī)范部分已刊登于歐洲試用標(biāo)準(zhǔn)協(xié)會(huì)，但目前還沒有一個(gè)轉(zhuǎn)換為歐洲標(biāo)準(zhǔn)的：DDENV1991-1-1：基礎(chǔ)設(shè)計(jì)和結(jié)構(gòu)功能（EC1）DDENV1992-1-1：混凝土結(jié)構(gòu)設(shè)計(jì)（EC2）DDENV1993-1-1：鋼結(jié)構(gòu)設(shè)計(jì)（EC3）DDENV1994-1-1：復(fù)合鋼設(shè)計(jì)和混凝土結(jié)構(gòu)（EC4）DDENV1995-1-1：木結(jié)構(gòu)設(shè)計(jì)（EC5）DDENV1996-1-1：砌體結(jié)構(gòu)設(shè)計(jì)（EC6）DDENV1997-1-1：巖土工程設(shè)計(jì)（EC7）DDENV1998-1-1：抗震結(jié)構(gòu)設(shè)計(jì)（EC8）DDENV1999-1-1：鋁合金結(jié)構(gòu)設(shè)計(jì)（EC9）每一個(gè)歐洲規(guī)范都出版了一部分，在第1部分通常用‘一般規(guī)則’和‘建筑規(guī)則’。混凝土結(jié)構(gòu)設(shè)計(jì)的各部分是：一般規(guī)則和建筑規(guī)則；結(jié)構(gòu)防火設(shè)計(jì)的補(bǔ)充規(guī)則；預(yù)應(yīng)力混凝土結(jié)構(gòu)和構(gòu)件的補(bǔ)充規(guī)則；輕質(zhì)骨料混凝土的補(bǔ)充規(guī)則；使用無粘結(jié)和體外預(yù)應(yīng)力筋的補(bǔ)充規(guī)則；輕質(zhì)鋼筋混凝土結(jié)構(gòu)的補(bǔ)充規(guī)則；鋼筋和預(yù)應(yīng)力混凝土橋梁；混凝土地基；防滲和關(guān)聯(lián)結(jié)構(gòu)。所有的歐洲規(guī)范都遵循一個(gè)共同的編寫風(fēng)格。守則含有'原則''應(yīng)用規(guī)則'。原則是一般性發(fā)言，定義，要求，有時(shí)分析模型。所有設(shè)計(jì)都必須遵守原則，并沒有其他選擇，同時(shí)也是不允許的。應(yīng)用規(guī)則是在設(shè)計(jì)普遍采用的。他們遵循的各項(xiàng)原則和滿足他們的要求。替代規(guī)則只要符合原則就可以。一些歐洲規(guī)范里參數(shù)由|_|指定，通常是指約定縮成的。每一個(gè)會(huì)員國必須把約定的參數(shù)用于其適用的管轄范圍內(nèi)。這些資料必須用在全國應(yīng)用文件里，這是出版的每個(gè)歐洲試用規(guī)范的一部分。國家應(yīng)用文件也有其他用途的。國家應(yīng)用文件是指提供可行的資料使歐洲試用規(guī)范得以使用。對于某些方面的設(shè)計(jì)，歐洲試用規(guī)范可參考符合國家安全標(biāo)準(zhǔn)，在編制時(shí)或者以歐洲規(guī)范委員會(huì)標(biāo)準(zhǔn)或ISO標(biāo)準(zhǔn)。國家應(yīng)用文件是為了提供適當(dāng)?shù)闹笇?dǎo)，包括修改規(guī)定，以維持文件之間的兼容性。國家應(yīng)用文件改寫是很偶然的，尤其是條文對代碼或經(jīng)濟(jì)的利益安全。這可是很少見的。手冊的適用范圍手冊所涵蓋的一系列的結(jié)構(gòu)和結(jié)構(gòu)構(gòu)件是有限的建設(shè)結(jié)構(gòu)并且不依賴于彎曲構(gòu)件，抵抗橫向力也是不可動(dòng)的。在這里會(huì)發(fā)現(xiàn)，這個(gè)范圍將包括所有鋼筋與預(yù)應(yīng)力混凝土建筑結(jié)構(gòu)中的大部分。使用手冊時(shí)要注意以下指出的部分：?該手冊的草擬已經(jīng)遵守歐洲試用規(guī)范1992-1-1和UKNAD?雖然英國標(biāo)準(zhǔn)第3和第6部分在遵守UKNAD已作為參考守則，但是該手冊也可用于其他守則?該結(jié)構(gòu)是靜定的?正常的混凝土重度?結(jié)構(gòu)主要是不可動(dòng)的?預(yù)應(yīng)力混凝土構(gòu)件有粘結(jié)或無粘結(jié)內(nèi)部筋?該手冊可用于所有常用材料的建筑物；不過以下給出的數(shù)據(jù)除外：—混凝土的抗壓強(qiáng)度特征值超過（立方體強(qiáng)度）—高強(qiáng)鋼筋強(qiáng)度特征值超過—輕度鋼筋強(qiáng)度特征值超過—預(yù)應(yīng)力筋與七束低松弛（2級(jí)）鋼?高延展性（H級(jí)），已被假定為：—所有帶肋鋼筋和等級(jí)250bars，—螺紋鋼焊接尺寸大小為6mm或以上?正常延性（等級(jí)為n）的已被假定為光滑或焊接結(jié)構(gòu)。結(jié)構(gòu)或分子在這個(gè)范圍之外的混凝土結(jié)構(gòu)設(shè)計(jì)應(yīng)當(dāng)使用。手冊的內(nèi)容該手冊涵蓋以下設(shè)計(jì)階段：?一般原則是管理結(jié)構(gòu)設(shè)計(jì)布局?初步沙漿成分?估算鋼筋和預(yù)應(yīng)力筋的數(shù)量?最后設(shè)計(jì)項(xiàng)目。一般原則本節(jié)概述了一般的原則，既適用于鋼筋和預(yù)應(yīng)力混凝土建筑結(jié)構(gòu)的初始和最終設(shè)計(jì)階段，而且又適用于各國設(shè)計(jì)參數(shù)管理所有階段。一般性一名工程師應(yīng)負(fù)責(zé)整體設(shè)計(jì)，包括穩(wěn)定性，并應(yīng)確保設(shè)計(jì)的兼容性和細(xì)節(jié)部分，包括部分或全部的設(shè)計(jì)和細(xì)節(jié)，這些部件和組件不是由同一工程師設(shè)計(jì)的。結(jié)構(gòu)應(yīng)如此安排，它可以傳遞恒載，風(fēng)載和活載以一種直接的方式傳到地基。一般安排應(yīng)確保一個(gè)穩(wěn)定的結(jié)構(gòu)，它不會(huì)在誤用或意外破壞等任何一個(gè)要素的逐步作用下崩潰。工程師應(yīng)考慮地點(diǎn)的限制，施工條件，結(jié)構(gòu)的維護(hù)和使用年限。一位工程師應(yīng)該考慮到他作為一個(gè)‘設(shè)計(jì)師’遵守建筑（設(shè)計(jì)及管理）規(guī)則的責(zé)任穩(wěn)定性橫向穩(wěn)定性，在兩個(gè)正交的方向應(yīng)該提供一個(gè)系統(tǒng)內(nèi)部結(jié)構(gòu)的強(qiáng)點(diǎn)，以產(chǎn)生一個(gè)靜定結(jié)構(gòu)，其中圓柱將不會(huì)受到重大搖動(dòng)的時(shí)候。關(guān)鍵位置大致可由核心墻圍護(hù)的樓梯所提供，電梯及服務(wù)管道。附加剛度能夠提供的剪力墻形成了從山墻或從其他一些外部或內(nèi)部細(xì)分墻。重心和剪力墻宜分布在整個(gè)結(jié)構(gòu)上，這樣安排他們的結(jié)合剪切中心大約位于傾覆力矩線上。除這之外是不允許的，由此產(chǎn)生扭矩時(shí)，必須對每個(gè)薄弱點(diǎn)進(jìn)行負(fù)載驗(yàn)算。一堵墻一般應(yīng)用鋼筋混凝土不得少于180毫米厚，以方便澆筑，但他們可能會(huì)用215毫米砌體或190毫米固體砌塊妥善捆綁和牽制起來，以它為底建造中等高樓大廈。關(guān)鍵點(diǎn)在整個(gè)建筑高度內(nèi)應(yīng)該是有效。如果一定要將它隔斷在一個(gè)層面上，則必須作出該力的其他方向垂直分量。作為橫隔板這是十分重要的樓層設(shè)計(jì)，尤其是使用預(yù)制板的時(shí)候。如果結(jié)構(gòu)分伸縮縫，那每一部分應(yīng)采用獨(dú)立的結(jié)構(gòu)設(shè)計(jì)使其能夠保持穩(wěn)定和強(qiáng)勁并且不依靠穩(wěn)定部分。耐用性所有結(jié)構(gòu)部分在縱向，橫向和垂直方向應(yīng)有效地聯(lián)系在一起。一個(gè)設(shè)計(jì)完善以及細(xì)部完整的結(jié)構(gòu)通常會(huì)滿足在第部分詳細(xì)的要求。應(yīng)避免構(gòu)件的破壞會(huì)導(dǎo)致多部分崩潰的結(jié)構(gòu)。如果無法做到這一點(diǎn)，應(yīng)查明替代內(nèi)力路徑或加強(qiáng)構(gòu)件。伸縮縫伸縮縫需要加以規(guī)定以盡量減少運(yùn)動(dòng)造成的影響，例如收縮，溫度變化，蠕變和沉降。伸縮縫的作用取決于他們的位置。伸縮縫把結(jié)構(gòu)分成若干個(gè)部分，并應(yīng)通過整個(gè)結(jié)構(gòu)在水平地面以上的一個(gè)平面。結(jié)構(gòu)在雙方的結(jié)合處加外框。一些定位伸縮縫的例子在中給出了圖。也許還需要有一個(gè)顯著變化的類型基礎(chǔ)或同樣高度伸縮縫的結(jié)構(gòu)。作為鋼筋混凝土框架結(jié)構(gòu)，在英國情況下的伸縮縫，通常至少25毫米的寬度可以提供大約50米中心的兩縱和橫向。在頂層、開放式建筑物和懸挑板通常應(yīng)提供大約25米的間距。連續(xù)懸挑護(hù)欄間距應(yīng)大約為結(jié)合處應(yīng)并入裝飾面，并包括在聯(lián)合運(yùn)動(dòng)位置。耐火性和耐用性對于在規(guī)定期間內(nèi)的抗火（在建筑物規(guī)則內(nèi)明確規(guī)定），結(jié)構(gòu)應(yīng)：?有足夠的承重能力?用有效的絕緣限制表面的溫度上升?有足夠的整體性，以防止形成裂縫使火和氣體通過。圖2.1焊縫的位置設(shè)計(jì)應(yīng)考慮到結(jié)構(gòu)可能的性能的下降及它們部件所處環(huán)境，適當(dāng)考慮到預(yù)期的維修。以下互相關(guān)連的因素應(yīng)考慮：?所需的性能標(biāo)準(zhǔn)?預(yù)期的環(huán)境條件?組成，性質(zhì)和材料的性能?構(gòu)件的形狀和細(xì)部?做工和質(zhì)量?必要的防護(hù)措施?使用期間的養(yǎng)護(hù)。應(yīng)保證適當(dāng)?shù)幕炷临|(zhì)量可以使之具有足夠的可靠度。上述規(guī)定耐用性和抗火性供使用者的可支配的數(shù)值大于結(jié)構(gòu)所需的強(qiáng)度。鋼筋混凝土設(shè)計(jì)原則加載用于計(jì)算的負(fù)載有：(a)恒載特征值，：所有結(jié)構(gòu)與粉刷層重量，固定設(shè)備與固定分區(qū)（BS）(b)活載特征值，（BS6399，Parts1and）(c)風(fēng)荷載特征值，（90％的負(fù)荷來自第五章，26部分，第3節(jié)）(d)重力荷載，（BS）(e)在極限狀態(tài)的橫向力，以抵抗