框架结构抗震概念设计-外文翻译【可提供完整设计图纸】

'CHANGCHUNINSTITUTEOFTECHNOLOGYTheframestructureanti-earthquakeconceptdesign框架结构抗震概念设计资料来源：BuildingServicesEngineeringResearc设计题目：长春市南关区实验中学综合楼结构施工设计学生姓名：学院名称：土木工程学院专业名称：土木工程班级名称：土木0944班学号：指导教师：教师职称：副教授完成时间：2013年4月7日 Theframestructureanti-earthquakeconceptdesignNabilF.Grace,GeorgeAbel-Sayed,WaelF.RaghebThedisasterhasanearthquakedashingforwardsendingoutnature,mayforecastnatureverylowsofar,bringaboutlossforhumansocietyisthatthenaturaldisasterofallkindsishitbyoneofthegravestdisastergravely.Inthelightofnowavailableourcountrysciencelevelandeconomycondition,correctthetargetbuildingseismicresistancehavingbroughtforward"threestandards"fortification,bethatgenerally,thewhatbespoken"smallearthquakeshocksdoesnotbutconstructsinthedirtytrick,bigearthquakesdonotfall".Thatgenerally,whatbetalkedsmallshocksintheearthquake,bigearthquakesrefertorespectivelyisintensityexceedprobabilityin50fortifyingfor3%"s63%,10%,2~beingmoreiscaughtinanearthquake,earthquake,rareYuearthquake.Sincebuildingtheastigmaticdesigncomplexity,inactualproject,anti-knockconceptualdesignappearsespeciallyimportantrightaway.Itincludesthefollowingcontentmainly:Architecturaldesignshouldpayattentiontothearchitecturalsystematicness;Chooserationalbuildingstructuresystem;thetensileresistingincliningforcestructureandthecomponentisdesigned.Thattheabilitydesignslawisthemaincontentthatthestructuredenasalitydesignsincludesstandardourcountryinternalforceadjustmentandstructuretwoaspect.Itistwentycenturiesseventieslaterstage,reinforcedconcretestructurebroughtforwardbyfamousNewZealandscholarT.PaulayandParkhassufficienttonsillitismethodundertheforcedesigninganearthquakechoosesvalueisprejudicedlowsituationW.hosecorethoughtis:"Thebeamcutsorganization"or"thebeamcolumncutsorganization"bythefactthat"thestrongweakpostbeam"guidesstructuretotakeform;Avoidstructureby"strongweakscissorsturn"beforereachestimatethatshearinghappenedinthedenasalityintheabilityfrontdestroy;Turnanabilityandconsumeanabilitybythefactthatnecessarystructuremeasuremakesthelocationmayformtheplasticityhingehavethenecessaryplasticity.Makestructurehavethenecessarytonsillitisfromallabovethreeaspectguarantee.Thatframedstructureisthecommonstructureform,whosesenilitycertainlydesignsthat,istoembodyfromaboutthisthreeaspectalsomainly.1,StrongpillarweakbeamDrivingforcereactionanalysisindicatesstructure;architecturaldeformabilityisconnectedwithtodestroyingmechanism.Commonhavethreekindsmodel’sconsumeenergyorganization",beamhingeorganization,posthingeorganization,beamcolumnhingeorganization"."Beamhingeorganization"and"beamcolumnhingeorganization"LangXianknuckleunder,maylettheentireframehavedistributionandenergyconsumptionheavierthanbiginternalforcesability,limittierdisplacementisbig, plasticityhingequantityismany,thehingedoesnotloseefficacybutthestructureentiretydoesnotloseefficacybecauseofindividualplasticity.Theasaresultanti-knockfunctioniseasytobethatthearmoredconcreteisidealconsumeenergyorganization.Beingthatourcountrynormadoptsallowsapillar,theshearingforcewallputsupthehingebeamcolumnhingescheme,takingplaceadopting"strongrelativeweakpostbeam"measure,postponingapillarcutstime.Weaktierofposthingeorganizationpossibilityappearonunablecompletetroubleshootingbut,requirethattheaxispressurerestrictingapillarcomparesasaresult,architecturalweaknesspreventsnecessarytimefromappearingtierbythefactthatChenganalysislawjudgesnowandthen,posthingeorganization.ArethatV.I.P.istoenhancethepillarbendingresistance,guidanceholdsinthebeamappearfirst,theplasticitycutsour"strongcommonweakpostbeam"adjustmentmeasure.Beforeplasticityhingeappearingonstructure,structurecomponentYinLaDistrictconcretedehiscenceandpressureareaconcretemistakeelasticitycharacter,everycomponentstiffnessreducesareinforcedbarwilldowiththecementationdegenerationbetweentheconcrete.Thatstiffnessreducesabeamisrelativelygraverthanacceptingthepillarpressingon,structureenhancesfrominitialshearingtypedeformationtocurvedscissorsshapedeformationtransition,curvedpostinnerregulationproportionreallymorecurvedthanbeam;Theatthesametimearchitecturalperiodislengthened,sizeaffectingtheparticipationmodulusshakingatyperespectivelytostructure"s;Changehappenedintheearthquakeforcemodulus,leadtothepartpillarbendregulationenhancing,feasiblebeamrealityknucklesunderintensityrise,thepostinnerbendsregulationwhenplasticityhingeappearingontherebyfeasiblebeamenhancingsincestructurecauseandthepeoplewhodesignsthemiddlereinforcedbar"saretoenhance..Andafterplasticityhingeappearingonstructure,sameexistencehavingabove-mentionedcause,structureknucklesundermistakeelasticityinthedayaftertomorrowprocessbeingthatprocess,postthattheearthquakeenhancesstrenuouslyfurtherbendregulationenhancingwithearthquakeforcebutenhance.Theforcearousesanearthquakeoverturnforcemomenthavingchangedtheactualpostinneraxisforce.Weknuckleundertheabilitylesseningthanaxispressureinstandardizingbeinglimitedtobeabletoensurethatthepillaralsocanleadtoapillarinbigthebiasvoltagerangeinner,axisforcediminutionlikevalue.Theanti-knocknormisstipulated:Exceptthattheframetopstoreyandpostaxispressurearecomparedtothestrutbeamandframepillarbeingsmallerthan0.15personandframe,postholdscurvedregulationdesigningthatvalueshouldaccordwithdifferencebeing，thatfirstordertakes1.4,thetwostagetakes1.2,grade-threetakes1.1.9degreeandonestepofframedstructurestillrespondstocoincidence,，intensitystandardvalueascertainsthataccordingtomatchingreinforcedbarareaandmaterialreally.Thebottompostaxisisstrenuouslybig,theabilitythattheplasticityrotatesdispatches,bethatpressurecollapsesafteravoidingafootstallproducingahinge,one,two,threestepsofframedstructurebottom,postholdscross sectionconstitutingcurvedregulationdesigningthatvaluetakesadvantageofthat1.5,1.25composeinreply1.15inordertoenhancingamodulusrespectively.Combinationofthecornerpostadjustmentqueenbendsregulationstillshouldtakeadvantageofthatnottobesmallerthan1.10"smodular.Curvedregulationdesignsthatvaluecarriesoutadjustmenttoone-levelanti-knockgradeshearingforcewalllimbcrosssectioncombination,forcetheplasticityhingetoappeartoreinforcelocationinthewalllimbbottom,thebottomreinforceslocationandallabovelayerofcurvedregulationdesigningthatvaluetakeswalllimbbottomcrosssectionconstitutingcurvedregulationdesigningvalue,otherlocationmultiplies1.2"sbytoenhanceamodulus.Propupanti-knockwallstructuretopartframe,bottom-end,whosecurvedcombinationregulationdesignvaluerespondtoone,twostepsofframepillarspostupperendandbottomposttakeadvantageofthat1.5composesinreply1.25inordertoenhancingamodulusrespectively.Allabove"strongweakpostbeam”adjustmentmeasure,reactionanalysisindicates,bigsatisfiedfundamentalearthquakesdemandnoupsidedowncoursenonlinearitydrivingforce.Reinforcedbarspendingarea,thebeamin7iscontrolledfromgravityload,thepostreinforcedbarmatches’tendonratesbasicallyfromtheminimumunderthecontrolof.HaveenhancedpostLianaXiangallroundresistingthecurvedability.Atthesametime,7degreeofareaexactlycurvedregulationplasticityhingeappearsondisasterverymuch,playsarriveatadvantageousroletofightingagainstbigearthquakes.In9degreeofarea,adoptrealitytomatchreinforcedbarareaandmaterialbendingregulationwithinintensitystandardvaluecalculationpost,structuralbeamreinforcedbarenhancingsameleadtoenhancingbendingregulationwithinpostdesigningvalue,underimportinginmanywaves,thebeamholdstheplasticityhingerotatingdevelopinggreatly,moresufficient,postholdstheplasticityhingedevelopinginsufficiency,rotateless.Designdemandwiththebeam.Reactionand9degreeareaboutthesameto8degreeofarea,whosebigearthquakedisplacement,thatpostholdstheplasticityhingeisbiggerthanrotating9degreemuchbut,thebeamholdstheplasticityhingeappearingsufficientbutrotatesmall,asaresult"strongweakpostbeam"effectisnotobvious,curvedregulationenhancesamodulusoughttotake1.35,thiswaitsforimprovingandperfectinggoingastepfurtherwhenthegradesuggestingthat8degreeoftwostageisanti-knockinconnectionwiththeexpert.2,Strongshearweakcurved"Strongweakscissorsturn”isthattheplasticitycutscrosssectionforguaranteeonreachanticipatethatshearinghappenedinthemistakeelastic-deformationpriortodestroy.Asfarascommonstructurebeconcerned,mainbehaviorsholdsinthebeam,postholds,theshearingforcewallbottomreinforcesarea,shearingforcewallentrancetoacavecompanybeamtools,beamcolumnnodecorearea.Showmainlywithbeingnotthatseismicresistanceiscomparedwitheachother,strengtheningmeasureinimprovingtheeffectshearingforce;Aspectadjustingashearbearingtheweightoftwoforces.1)effectshearingforceOne,two,three-levelframebeamandanti-knockwallmiddlestrideoverhighratiogreaterthan2.5companybeam,shearingforcedesignvalueamongthem ,firstorderchoose1.3,twostagechoose1.2,three-levelchoose1.1,firstorderframedstructureand9DueShanrespondtocoincidence.Coincidenceone,two,threestepsofframepostandframepillar,shearingforcebeingdesignedbeingworthtaking1.4amongthem,onestep,taking1.2,threestepsoftake1.1,one-levelframedstructureand9DueShanktwostepsrespondingto.One,two,threestepsofanti-knockwallsbottomreinforceslocationtheshearingforcedesignsthatvalueisamongthem,firstordertakes1.6,thetwostagetakes1.4,grade-threetakes1.2,9DudShankrespondtocoincidence.Thenodecoreareaseismicresistancethebeamcolumnnode,one,twostepsofanti-knockgradesarecarriedoutisborntheweightofforcecheckingcalculationbythescissors,shouldaccordwithanti-knockstructuremeasureabout3step,correct9degreeoffortifyandone-levelanti-knockgradeframedstructure,thinktothebeamendtheplasticityhingealreadyappears,thenodeshearingforceholdsrealitycompletelyfromthebeamknucklingundercurvedregulationdecision,holdrealityaccordingtothebeammatchingreinforcedbarcoveringanareaofthegrowingmodulusthatintensitystandardvaluecalculation,takesadvantageofthatatthesametimewith1.15withmaterial.Otherfirstorderholdscurvedregulationaccordingtothebeamdesigningthatvaluesecretlyschemesagainst,theshearingforceenhancesamodulusbeing1.35,thetwostageis1.2.2)ShearformulaThecontinuousbeamofarmoredconcreteandthecantileverbeamareborntheweightofathomeandabroadunderlowrepeatedcycleloadeffectbythescissorstheforceexperimentindicatesthemaincausepoolingeffortsandreducingeveniftendondowelforcelesseningisthatthebeamisborntheweightofaforcebythescissors,concretescissorspressurearealesseningshearinganintensity,tiltedriftroomaggregatebite.Scissorsbeartheweightofanormtotheconcreteacceptingdescendingstrenuouslybeing60%benotanti-knock,thereinforcedbaritemdoesnotreduce.Bythesametoken,theexperimentindicatestoinsistingtointimidatepostwiththattheforceisborntheweightofbythescissors,loadingmakesposttheforcebeborntheweightofbythescissorsreducing10%~againandagain30%,theitemarouses,adoptspracticeidenticalwiththebeammainlyfromtheconcrete.Theexperimentisindicatedtoshearingforcewall,whoserepeatedloadingbreaksthesubtractionmodulusupthanmonotonyincreasesbeloadedwithforcelesseningisborntheweightofbythescissors15%~20%,adoptstobenotthatseismicresistanceisborntheweightofbythescissorsenergytimes0.8"s.Twopartsacceptthepressurepolestrenuouslytiltedfromtheconcreteisborntheweightofby thescissorsandhorizontalstirrupofbeamcolumnnodeseismicresistancecuttingtheexpertwhobearstheweightofforcecomposition,isconnectedwithhavegivenarelevanceoutformula.Tiltedforpreventingthebeam,post,companybeam,shearingforcewall,nodefromhappeningpressureisdestroyed,wehavestipulatedupperlimitsforceupperlimittobeborntheweightofbythescissors,havestipulatedtomatchhooprate’snamelytoacceptingscissorscrosssection.Reactionanalysisindicatesstrongweakcurvedscissorsrequests;allabovemeasuresatisfiesbasicallybymistakeelasticitydrivingforce.Theplasticityrotatesbecauseofanti-knockgradeoftwostagebeamcolumnunderbigearthquakesstillverybig,suggestthattheshearingforceenhancesamodulusisbiggerthanhavingthereisdifferencebetweenonestepunsuitablyinconnectionwiththeexpert,tothebeamchoose1.25isfairlygood,oughttotake1.3~topost1.35.It"stherationalitytakingvalueremainstobeimprovedandperfectedingoingastepfurther.Requirethatexplanatorybeing,thebeamcolumnnodeacceptaforceverycomplicated,needtoensurethatbeamcolumnreinforcedbarreliabilityinthenodeisanchoring,holdoccurrencebendingresistanceatthesametimeinthebeamcolumndestroyingfront,shearinghappenedinthenodedestroy,whoseessenceshouldbelongto"strongweakcurvedscissors"categories.Thenodecarriesoutadjustmentonone,twostepsofanti-knockgradesshearingforceand,only,thepersonenhancesamodulusbeareminorthanpost,ratiopostalsoholdsstructuremeasurealittleweak.Asaresult",morestrongnode“statement,isnotworthitencourage.3)StructuremeasureStructuremeasureisabeam,post,theshearingforcewallplasticitycutstheguaranteethatareaaskstoreachtheplasticitythatrealityneedsturningabilityandconsumingability.Its"strongwith"strongweakscissorsturn",weakpostbeam"correlates,aarchitecturaldenasalityofguarantee.”Strongweakscissorsturn"isaprerequisiteforensuringthattheplasticityhingeturnsanabilityandconsumesanability;Strict"strongweakpostbeam"degree,themeasureaffectingcorrespondingstructure,ifputstrict"strongweakpostbeam"intopractice,ensurethatthepillardoesnotappearthantheplasticityhinge,correspondingaxispressurewaitingforstructuremeasuretoshouldbealittlelooserightawayexceptthebottom.Ourcountryadopts"thestrongrelativeweakpostbeam”,delaysapillargoingbeyondthehingetime,thereforeneedingtoadoptstricterstructuremeasure.①thebeamstructuremeasurebeamplasticityhingecrosssectionsenilityandmanyfactorsmatchtendonratesandtheriseknucklingunderanintensitybutreduceinconnectionwithcrosssectiontensile,withthereinforcedbarbeingpulled;Thereinforcedbarmatchestendonratesandconcreteintensityrisebutimprovewithbeingpressedon,widthenhancesbutenhanceswithcrosssection;Plasticityhingeareastirrupcanguardagainstthepressureinjusticereleasingatendon,improveconcretelimitpressurestrain,arresttiltedriftcarryingout,fightagainstashearingforce,plasticityhingedeformationandconsumeanabilitybringintofullplay,Thatdeck-moldingisstriddenoverissmaller thanexceeding,shearingdeformationproportionisincreasinglybig,thegentilitydestroying,usingthetiltedrifteasytohappenreduces.Thebeamhasledlowevenifthetendonmatcheshoop,thereinforcedbarmayknuckleunderafterLangKaicracksbreakupbypullingeven.Asaresult,thenormmatchestendonratestothebeamevenifthetendonmaximummatchestendonratesandminimum,thestirrupencryptionDistrictlength,maximalspacing,minimaldiameter,maximallimbleadallhavestrictregulationsfromwhen,volumematcheshoop.Beingbendingregulation,theguaranteecrosssectiondenasality,holdingtothebeampossiblyfortheendfightingagainstabeamtopullthepressurereinforcedbararearatiomakerestrict.Strideoverheightatthesametime,tominimalbeamwidth,than,aspectratiohasdoneregulation.②thepoststructuremeasureForpostbendingatypeacceptingtheforcecomponent,axispressurethantothedenasalityandconsumingtobeableto,natureeffectisbigger.Destroyaxispressurethanbigbiasvoltageshappenedinthepillarhour,componentdeformationisbig,gentilityenergynatureeasytoonlyconsume,reduces;Natureisgrowingwithaxispressurethanenhancing,consuminganenergy,butthegentilitysuddendrop,moreoverthestirrupdiminishestothegentilityhelp.Readjustoneselftoacertainextenttoadoptthepillar,mainguaranteeit"stonsillitisthatthelowearthquakedesignsstrenuously,butconsumingenergysextosecond.Thepressureratiohasmadeanormtotheaxisrestricting,canensurethatwithinbigbiasvoltagesrangeingeneral.Stirrupsamegetthestrainarrivingatbigroles,restrainingthelongitudinaltendon,improvingconcretepressure,deterthetiltedriftfromdevelopingalsotothedenasality.Betomatchtendonsymmetricallylikepost,thepersonleadsfeelingbigger,asbig,becomingdeformedwhenthepillarknucklesundermoreevenifthetendonmatchestendon,thetensilefinishesexceeding.Asaresult,thetendonminimummatchestendonrates,thestirrupencryptionDistrictlength,maximalspacing,minimaldiameter,maximallimbleadhavingmadestrictregulationsoutfromwhen,andvolumematcheshooptothepillarjumping.Atthesametime,aspectratio,scissorstothepillarhavestriddenoveraratio,minimalaltitudeofcrosssection,widthhavedoneoutregulation,toimprovetheanti-knockfunction.③NodestructuremeasureThenodeisanchoringbeamcolumnreinforcedbararea,effectisverybigtostructurefunction.Beundersweartoactonearthquakeandtheverticalstroketoload,areaprovidesnecessaryconstrainttonodecorewhennodecoreareacutspressurelowthanslanting,keepthenodefundamentalshearabilityunderdisadvantageouscondition,makeabeamcolumnanchoringevenifthetendonisreliable,matchhoopratestonodecoreareamaximalspacingofstirrup,minimaldiameter,volumehavingdoneoutregulation.Thebeamcolumnismainnodestructuremeasurecontenteveniftendonreliabilityinthenodeisanchoring.Havestandardizedtobeamtendonbeinghitbythenodediameter;Releasetheanchoringlengthoftendontothebeamcolumn;anchoringwayallhasdetailedregulation.Tosumup,;Framedstructureistopass"thedesignplancalculatingandcomingrealizestructuremeasuretheabilityrunningafterbeamhingeorganization"mainly thereby,realize"thesmallearth—quakeshocksdoesnotbutconstructsinthedirtytrick,bigearthquakesdonotfall"threestandardsto-enfortifyingtarget"s.References. 框架结构抗震概念设计地震灾害具有突发性，至今可预报性很低，给人类社会造成的损失严重，是各类自然灾中最严重的灾害之一。我国根据现有的科学水平和经济条件，对建筑抗震提出了“三个水准”的设防目标，即通常所说的“小震不坏，中震可修，大震不倒”。通常所讲的小震、中震、大震分别指的是50年超越概率为63%，10%，2~3%的多遇地震、设防烈度地震、罕遇地震。由于建筑抗震设计的复杂性，在实际工程中抗震概念设计就显得尤为重要。它主要包括以下内容：建筑设计应注意结构的规则性；选择合理的建筑结构体系；抗侧力结构和构件的延性设计。　　能力设计法是结构延性设计的主要内容，包括我国规范的内力调整和构造两个方面。它是二十世纪70年代后期，新西兰知名学者T.Paulay和Park提出的钢筋混凝土结构在设计地震力取值偏低的情况下具有足够延性的方法。其核心思想为：通过“强柱弱梁”引导结构形成“梁铰机构”或者“梁柱铰机构”；通过“强剪弱弯”避免结构在达到预计延性能力前发生剪切破坏；通过必要构造措施使可能形成塑性铰的部位具有必要的塑性转动能力和耗能能力。从以上三个方面保证使结构具有必要的延性。框架结构作为常见的结构形式，当然其延性设计也主要是从这三个方面来体现的。1、强柱弱梁结构动力反应分析表明，结构的变形能力和破坏机制有关。常见有三种典型的耗能机构，“梁铰机构”、“柱铰机构”、“梁柱铰机构”。“梁铰机构”和“梁柱铰机构”的梁先屈服，可使整个框架有较大的内力重分布和能量消耗能力，极限层间位移大，塑性铰数量多，不因个别塑性铰失效而结构整体失效。因而抗震性能好，是钢筋混凝土理想的耗能机构。我国规范采用的是允许柱子、剪力墙出铰的梁柱铰方案，采取相对的“强柱弱梁”措施，推迟柱子的出铰时间。但不能完全排除出现薄弱层的柱铰机构的可能性，因而需要限制柱子的轴压比，必要时通过时程分析 法判断结构的薄弱层，防止出现柱铰机构。　　我们常见的“强柱弱梁”的调整措施就是要人为增大柱子的抗弯能力，诱导在梁端先出现塑性铰。这是考虑到柱中实际弯矩在地震中的可能增大。在结构出现塑性铰之前，结构构件因拉区混凝土开裂和压区混凝土的非弹性性质，钢筋与混凝土之间的粘结退化，使得各构件刚度降低。梁刚度降低较受压的柱子相对严重，结构由最初的剪切型变形向剪弯形变形过渡，柱内的弯矩较梁端的弯矩比例增大；同时结构的周期加长，影响到结构各振型的参与系数的大小；地震力系数发生变化，导致部分柱子弯矩增大，由于构造原因及设计中钢筋的人为增大，使得梁的实际屈服强度提高，从而使得梁出现塑性铰时柱内弯矩增大。结构出现塑性铰之后，同样有上述原因的存在，而且结构屈服后的非弹性过程就是地震力进一步增大的过程，柱弯矩随地震力的增大而增大。地震力引起的倾覆力矩改变了柱内的实际轴力。我们规范中的轴压比限值一般能保证柱子在大偏压的范围内，轴力的减小也能导致柱子屈服能力的降低。抗震规范规定：除框架顶层和柱轴压比小于0.15者及框支梁与框支柱以外，柱端弯矩设计值应符合  分别为一级取1.4，二级取1.2，三级取1.1。9度及一级框架结构尚应符合，根据实配钢筋面积及材料强度标准值确定。底层柱轴力大，塑性转的能力差，为避免柱脚出铰后压溃，一、二、三级框架结构底层，柱端截面组合弯矩设计值分别乘以增大系数1.5，1.25和1.15。角柱的调整后的组合弯矩尚应乘以不小于1.10的系数。对一级抗震等级的剪力墙肢截面组合弯矩设计值进行调整，迫使塑性铰出现在墙肢底部加强部位，底部加强部位及以上一层弯矩设计值取墙肢底部截面组合弯矩设计值，其它部位乘以1.2的增大系数。对部分框支抗震墙结构，一、二级框支柱的柱上端和底层柱下端，其组合弯矩设计值应分别乘以增大系数1.5和1.25。　　以上“强柱弱梁”的调整措施，经过非线性动力反应分析表明，基本满足大震不倒地要求。在7度区，梁的钢筋由重力荷载控制，柱的钢筋基本由最小配筋率控制。全面增大了柱梁相对抗弯能力。同时，7度区很难出现正弯矩塑性铰，对抵抗大震起到有利作用。在9度区，采用实配钢筋面积和材料强度标准值计算柱内弯矩，构造上梁钢筋的增大同样导致柱内弯矩设计值的增大，在多波输入下，梁端塑性铰转动大，发展较充分，柱端塑性铰发展 不充分，转动较小。塑性变形更多集中与梁端，满足抗震能力设计要求。对8度区，其大震位移反应同9度差不多，但柱端塑性铰较9度多，转动大，梁端塑性铰出现充分但转动小，因而“强柱弱梁”效果不明显，有关专家建议8度二级抗震等级时，弯矩增大系数宜取1.35，这有待进一步的完善。2、强剪弱弯“强剪弱弯”是为了保证塑性铰截面在达到预期非弹性变形之前不发生剪切破坏。就常见的结构而言，主要表现在梁端、柱端、剪力墙底部加强区、剪力墙洞口连梁端部、梁柱节点核心区。与非抗震相比，增强措施主要表现在提高作用剪力；调整抗剪承载力两个方面。（1）作用剪力一、二、三级框架梁和抗震墙中跨高比大于2.5的连梁，剪力设计值其中，一级取1.3，二级取1.2，三级取1.1，一级框架结构及9度尚应符合。一、二、三级框架柱和框支柱，剪力设计值其中，一级取1.4，二级取1.2，三级取1.1，一级框架结构及9度尚应符合。一、二、三级抗震墙底部加强部位，剪力设计值其中，一级取1.6，二级取1.4，三级取1.2，9度尚应符合。梁柱节点，一、二级抗震等级进行节点核心区抗震受剪承载力验算，三四级应符合抗震构造措施，对9度设防及一级抗震等级的框架结构，考虑到梁端已出现塑性铰，节点的剪力完全由梁端实际屈服弯矩决定，按梁端实配钢筋面积和材料强度标准值计算，同时乘以1.15的增大系数。其它一级按梁端弯矩设计值计算，剪力增大系数为1.35，二级为1.2。（2）抗剪公式 国内外低周反复荷载作用下钢筋混凝土连续梁及悬臂梁受剪承载力实验表明，混凝土剪压区剪切强度的降低、斜裂缝间骨料咬合力及纵筋暗销力的降低是梁受剪承载力降低的主要原因。规范对混凝土的受剪承载力降为非抗震的60％，钢筋项没有降低。同样，对偏压柱受剪承载力实验表明，反复加载使柱受剪承载力降低10％~30%，主要由混凝土项引起，采取与梁相同的作法。对剪力墙的实验表明，其反复加载比单调加载受剪承载力降低15％~20%，采用非抗震受剪承载力乘以0.8的折减系数。梁柱节点的抗震受剪承载力由混凝土斜压杆和水平箍筋两部分受剪承载力组成，有关专家给出了相关公式。　　为了防止梁、柱、连梁、剪力墙、节点发生斜压破坏，我们对受剪截面规定了受剪承载力上限，即规定了配箍率的上限值。　　通过非弹性动力反应分析表明，以上措施基本满足强剪弱弯的要求。由于二级抗震等级梁柱在大震下塑性转动仍很大，有关专家建议剪力增大系数不宜比一级相差过大，对梁取1.25较好，对柱宜取1.3~1.35。其取值的合理性有待于进一步完善。　　需要说明的是，梁柱节点受力非常复杂，要保证梁柱钢筋在节点中的可靠锚固，同时在梁柱端发生抗弯破坏前，节点不发生剪切破坏，其实质应属于“强剪弱弯”的范畴。而且，节点仅对一、二级抗震等级的剪力进行调整，其增大系数比柱的要小，构造措施也比柱端弱些。因而，“更强节点”的说法，不值得提倡。（3）构造措施构造措施是梁、柱、剪力墙塑性铰区要达到实际需要的塑性转动能力和耗能能力的保证。它与“强剪弱弯”、“强柱弱梁”相互关联，一起保证结构的延性。“强剪弱弯”是保证塑性铰转动能力和耗能能力的前提；“强柱弱梁”的严格程度，影响相应的构造措施，若实行严格的“强柱弱梁”，保证柱子除底部外不出现塑性铰，相应的轴压比等构造措施就要松些。我国采取相对的“强柱弱梁”，延缓柱子出铰的时间，所以需要采取较严的构造措施。①梁的构造措施梁塑性铰截面的延性与很多因素有关，截面延性随受拉钢筋配筋率及屈服强度的提高而降低；随受压钢筋配筋率和混凝土强度提高而提高，随截面宽度增大而增大；塑性铰区的箍筋可以防止纵筋的压屈、提高混凝土极限压应变、阻止斜裂缝的开展、抵抗剪力，充分发挥塑性铰的变形和耗能能力；梁高跨比越小，剪切变形比例越大，易发生斜裂缝破坏，使延性降低。梁纵筋配箍率过低，梁开裂后钢筋可能屈服甚至拉断。因而，规范对于梁纵筋最大配筋率和最小配筋率、箍筋加密区长度、最大间距、最小直径、最大肢距、体积配箍率都有严格规定。为了抵抗梁端可能的正弯矩，保证截面延性，对梁端拉压钢筋面积比作出了限制。同时，还对梁的最小宽度、跨高比、高宽比做了规定。②柱的构造措施 我们柱为压弯型受力构件，轴压比对延性及耗能性影响较大。轴压比小时，柱子发生大偏压破坏，构件变形大，延性好，但耗能性降低；随轴压比的增大，耗能性增大，但是延性急剧下降，而且箍筋对延性的帮助减小。对于采用低地震力设计的柱子，主要保证其延性，而耗能性放到第二位。规范对轴压比作出了限制，一般能保证在大偏压的范围内。箍筋同样也对延性起到很大的作用，约束纵筋、提高混凝土压应变、阻止斜裂缝发展。柱一般为对称配筋，其纵筋配筋率越大，柱子屈服时变形越大，延性越好。因而对柱子的纵筋最小配筋率、箍筋加密区长度、最大间距、最小直径、最大肢距、体积配箍率做出了严格规定。同时对柱子的高宽比、剪跨比、截面最小高度、宽度做出了规定，以提高抗震性能。③节点构造措施节点作为梁柱钢筋的锚固区，对结构性能影响很大。为保证在地震和竖向荷载作用下，节点核心区剪压比偏低时为节点核心区提供必要的约束，保持节点在不利情况下的基本抗剪能力，使梁柱纵筋可靠锚固，对节点核心区的箍筋最大间距、最小直径、体积配箍率做出了规定。梁柱纵筋在节点的可靠锚固是节点构造措施的主要内容。规范对梁筋过中节点的直径；对梁柱纵筋锚固长度；锚固方式都有详细的规定。综上所述；框架结构主要就是通过计算和构造措施来实现“追求梁铰机构的能力设计方案”从而，进而实现“小震不坏，中震可修，大震不倒”的三水准设防目标的。'