土木工程外文翻譯外文文獻(xiàn)英文文獻(xiàn)高層建筑

BuildingsntroductionItdifficulttodefinea.saythatlow-risebuildingranges1toAmedium-risebetween34storiesupto1020storiesor.ofverticalandhorizontalsubsystemdesignremainsameforlow-medium-or,abuildingtheverticalbecomeaproblemfortwo.verticalwilllargercolumns,walls,shaftsBut,moresignificantlytheoverturningmomentandthesheardeflectionsproducedbylateralarelargerandmustbecarefullyprovidedforTheverticalsubsystemsinbuildingtransmitgravityloadfromstorytostory,largercolumnorwallsectionstosuchloading.InadditionsameverticalmustwindseismicloadstoHowever,incontrastvertical,lateralarenotrapidlywithinheight.Forexamplewind,momentatofthesquareabuildingsmayvarythefourthofbuildingsheight,thingsequal.anevenWhenthestructureforalow-ormedium-risebuildingisfordeadandliveload,itisalmostinherentpropertythatthe,,elevatorshaftscarrymostofhorizontalproblemisprimarilyresistance.Moderateadditionbracingforrigidframesin“short”buildingscaneasilybeprovidedbyfillingcertainevenall)withoutofcolumnsgirdersotherwiserequiredverticalnotisforbecausetheisprimarilyresistancetodeflectionrathershear.arrangementswillhavetobeadditionalstructuralalwaysrequiredforthecolumnsgirderswallsslabsinresistanttohigherlateralpreviously,quantityofrequiredfootfloorofbuildingsisinofthatrequiredforlow-riseTheverticalcomponentscarryinggravityload,columnsshaftswillneedbestrengthenedthefullheightof.quantityofmaterialforresistingissignificant.Withquantityoftheof.Buthereitbenotedthattheincreaseintheweightofaddedforgravitymuchmorethan,whereasforwindloadtheforresistanceisnotthattheweightofconcretebuildingshelpstoresistoverturnthehandtheofforearthquakeforces.Additionalintheupperfloorswilltogreateroveralllateralforceundertheofseismic.Inofconcretedesign,certainbasicforprovidingresistancetolaterallateralinwithouttoomuchsacrifireeconomy.thewidththemoment-resistingsubsystems.usefulthewidthwillcutdownwillreducedeflectionbythethewidthremaining.However,thisdoesrequirethatverticalcomponentsofthesubsystembetosubsystemsthatcomponentsinteractintheefficientmanner.Forexample,heresistingcomponents.ForexampleaddedinthelowertoofcolumnsconnectinggirderswilldirectlydecreaseoveralldeflectionincreasemomentresistancewithoutcontributinginthefloorswheretheisArrangetopartofverticalbecarrieddirectlyonprimarycomponents.Thiswillstabilizethebuildingsagainstbyprecompressingcomponents.Theshearincanresistedbystrategicifwallsoruseofmembersinverticalsubsystem.Resistingshearsbyverticalmembersinis,sincesufficientbendinginthecolumnsconnectinggirderswillrequiremoreconstructionthanusingmembersdiaphragmactionshouldbeprovidedfloorwillbringresistingtoinsteadofseparately.Createbyjoiningverticalandhorizontalcomponentssuchormoreshaftsatmultistoryintervalswithheavyoruseofdeepgirdertrusses.Rememberthatcantileverswhichsupportedatground.Whenaboveprinciplesarejudiciouslycanbeobtainedbyrigidframes,construction,otherverticalsubsystemstohorizontalrigidity.Someapplicationswillnowbeinsectionsinfollowing.Theverticalsubsystemsinabuildingtransmitaccumulatedgravityloadfromtolargercolumnorwallsectionstosuchloading.Inadditionverticalsubsystemsmustlateralloads,aswindseismicloads,toHowever,incontrastvertical,lateralarenotrapidlywithinheight.Forexamplewind,momentatofthesquareabuildingsmayvarythefourthofbuildingsheight,thingsanevenWhenthestructureforalow-ormedium-risebuildingisfordeadandliveload,italmostanthatcolumns,,blemprimarilyof.Moderateadditionbracingforrigidframesin“short”buildingscaneasilybeprovidedbyfillingcertain(evenallpanels)theofcolumnsgirdersotherwiserequiredverticalloads.Withconcretequantityofalsotheofstoriesincreases.Butitshouldnotedtheintheweightofmaterialaddedgravitymuchmorethan,whereasforwindloadtheforresistanceisnotthattheweightofconcretebuildingshelpstoresistoverturnthehandtheofforearthquakeforces.Additionalintheupperfloorswilltogreateroveralllateralforceundertheofseismic.Inofconcretedesign,certainbasicforprovidingresistancetolaterallateralinwithouttoomuchsacrifireeconomy.Increasethewidththemoment-resistingsubsystems.usefulincreasingthewidthwillcutdownwillbythethewidthremaining.Howeverthisdoesrequireverticalcomponentsofwidenedsubsystemtogainbenefit.Designsubsystemssuchthecomponentsareinteractintheefficientmanner.thatallbuildingsareverticalcantileverswhichWhentheaboveareapplied,canobtainedby,cores,rigidconstructionverticalsubsystemstohorizontalstrengthrigiditySomeofthesewillnowbeinsubsequentinfollowing.hear-WallWhenshearwallsarewith,canbeutilizedresistforcesinbuildingsexample,buildingsrequiremanyseparationwalls.Whenofthesedesignedbesolid,theycanaslateralforcesverticalwell.Forbuildingsup20storise,theuseofshearisIfsufficient,suchcanresistlateralforcestoormore.,shearcanresistloadonlytheofwallsinperpendicularthem)Thereforealwaysnecessarytoprovideshearwallsintwoperpendicularcanbeatinsufficientthatinanycanberesisted.Inthatwalllayoutreflectofanytorsionaleffect.ndesignprogresstwocanbefromL-shapedsubsystems.Indeed,wallsbetofromrectangularthatwillveryefficiently.Ifallexternalsheararecontinuously,thewholebuildingsactsasconnectedthewholeasa,Shear-WalllateraltorsionWhereasconcretewallsaregenerallytypewithopeningsnecessary,wallsareoftrusses.Thesetrussescanhave“X”diagonals,or“K”arrangements.Atrussedwallwillhaveitsmembersactessentiatensionorundertheactionofview,offeropportunitydeflection-limitationofviewofferopportunityforpenetrationbetweenmembers.Oftheoftrussessuitableplacedsoasnottointerferewithforwiondowsandcirculationservicepenetrationsthoughthesewalls.In,ofwallsshaftscanofferexcellentresistancetolateralforceswhenlocatedantconnectedto.ItisthatthebesymmertricalinallRigid-FrameInofbuildingsrigid-frameforverticalandloadshavelongbeenanstandardmeansforbuilding.forforbuildings.areforupperhaps70or100.Whentoshear-wall,theserigidboththeofbuildingsTheyalsomakeofincolumnsthatarerequiredthebuildingsinany,butcolumnswhenrigidlytothewellverticalframebending.rigidwillnotbestiffasshear-wallthereforeproducedeflectionsfordesigns.Butbecauseofflexibility,consideredasbeingandtocatastrophicearthquakewith(some).exampleifatcertainportionsofrigid(i.e.,nearjoint),ductilitywillallowstructureasatoabutitwillnounderamuchlargerforceonstructure.Forreasonrigid-frameconstructionisconsideredbysometobea“best”seismic-resistingtypeforbuildingsthehand,itisalsothatawell-designedshare-wallwouldInofrigidframes,theredivergenceofopinion.Itifaconcreterigidframeisinthemanner,withoutspecialhigherductility,itwillwithstandacatastrophicthatcanseveraltimeslergerthecodedesignforces,believethatitmaynotadditionalpossessedbysteelrigidButresearchexperiencehascanbetobeductilesufficientandjoineryreinforcementintheframe.Modernbuildingshavespecificationsforso-calledconcreteframes.However,presentoftenreinforcementpointsinframetocauseinconstructiondifficultiessoconcretecanbeboth。Ofitiscombinerigid-framewithsystemsin，F(xiàn)orexample,bethatrigidcanbeusedwhilewallsmaybeinthedirection。StructuralSystemstoresistlateralloadssomestrictlytomaterialsofconstruction,themostcommonlystructuralsystemsinhigh-risecancategorizedasMoment-resistingBracedeccentricallybracedwalls,includingsteelwalls.Tube-in-tubestructures.Tube-in-tubestructures.structures.orsystems.Particularlywithrecenttrendtowardcomplexforms,inresponsetoneedforstiffnesstotheforcesfromwindearthquake,buildingshavestructuralbuiltupcombinationsofframes,bracedwalls,systems.Further,thetallerbuildings,themajoritiescomposedofinteractiveinThemethodoftheseveryessenceofforThesecombinationsneedevolveintoenvironmental,functional,costconsiderationssoprovideefficientthatprovokethenewThisnotsaythatimaginativedesigngreatToofhavebeenwithmoderatefromthewhilefinestructure,notgreatcanwithouttheleadershipoftalentedarchitect.Inanyevent,theofisformulatetrulyextraordinaryofPerhapsmostcommonlyusedinlow-tomedium-riseischaracterizedbylinearhorizontalverticalmembersrigidlytheirjoints.framesusedastand-alonesystemorinwithsystemssoastoprovidetheneededresistancetoloads.Intalleroflikelytobefoundforsystem,oftheinmobilizingunderlateralThebracedframe,intrinsicallystifferthan–resistingframe,findsalsotohigher-riseTheischaracterizedbylinearhorizontal,vertical,simplyortheirjoints.Itisusedcommonlyinwithotherfortallerasainlow-tomedium-riseWhileuseofstructuralinbracedframesiscommon,concretearelikelytobethelarger-scalevariety.OfspecialinterestinareasofhighofeccentricAgain,canbebySTRESS,oranyofof–dimensionalcomputerAndagain,usedcommonlyinpreliminaryanalysis.Theshearwallisanotherstepofever-stifferThecharacterizedbyrelativelygenerally(butnotalways)thatprovidebothbetweenbuildingInshearsystemstendhavearelativelyhighratio,thattheirheighttendstolargecomparedtoLackingintheanyelementlimitedabilitytomomentthewidthofsystembygravitysupportedbytheelement.aOneobviousofthesystem,whichtheneededwidth,isintheexteriorofwheretheforkeptshearwalls,generallystiffenedbyaconcreteoverlay,haveapplicationwhereloadsareintrinsicallythanisinshearloadsdowntallerfloorsinimmediatelyabovegrade.ThesysfurtheradvantageofductilityaofinofTheanalysisofwalliscomplexbecauseofpresenceofopeningsthroughwalls.Preliminaryanalysiscanbebytruss-analogy,byfiniteelementbyuseofprogramtocoupling,ofwalls.orTubesTheoftheframedorbracedorbracedintotechnologywiththeIBMBuildingbutwasfollowedimmediatelywiththetwin110-storyofWorldTradeNewofother.Thesystemcharacterizedbythreeframes,bracedframes,walls,formingaorlesscylindricalinofanyplanconfiguration.columnsthatarefarasfromofthetheoverallmomentofinertiaisveryhigh.Theanalysisofstructuresisdonebydimensionalwherepossible,methodisused,itbecapableofaccountingfortheeffectsofshearTheofshearfirstinaircraftstructures,isaintheofframedtubes.concepthaslimitedrecentapplicationsofframedtoof60stories.havedevelopedtechniquesforeffectsoflag,mosttheuseofThissystemfindsin40storieshigher.However,exceptforbelttrussesinterferewitheveryfunctionassociatedwithoutsidewall;thetrussesmechanicalfloors,mushtheofdesignersofthemechanicalNevertheless,asathebelttrussworkswellwilllikelyfindfromdesigners.studieshavetolocationofthesewithoptimumontheoftrussesprovided.Experiencewouldindicate,thattheofthesetrussesisbytheoptimizationofmechanicalbyaesthetictheofthesystemnothighlybeltThetubularframingsystemmobilizeseverycolumnintheexteriorwallinresistingover-turningandshearingforces.Theterm-in-largelyself-explanatoryinthatasecondringofcolumns,ringthecentralofusedanframedorbracedTheofsecondistoincreaseresistancetoturningandtoincreaselateralThetubesneednotofis,onebewhileothercouldbeInthisbetweenflexuralofdeflection,termstakenfrombeamInframedtheofisassociatedwiththedeformationofcolumnsgirderstheofthetube)flexuraliswiththeaxialof(i.e,flangesofframedInbracedtube,theofdeflectionisassociatedwithdeformationofwhiletheflexuralcomponentofdeflectionassociatedwithshorteninglengtheningofFollowingifplaneremainplanefloorincolumnsoftheouterformthewillbelargeraxialintheinnertube.However,intube-in-tubewhenoptimized,intheringofcolumnsmayasoreventhanintheThisanomalyisassociatedwithinthebetweenThisiseasiesttowheretheisasabracedtubewhiletheouterisasaframed(i.e,高層建筑前沿高層建筑的定義很難確定。可以說2-3層的建筑物為底層建筑，而從層地10層或20層的建筑物為中層建筑，高層建筑至少為層或者更多。盡管在原理上層建筑的豎向和水平構(gòu)件的設(shè)計(jì)同低層及多層建筑的設(shè)計(jì)沒什么區(qū)別，但使豎向構(gòu)件的設(shè)計(jì)成為高層設(shè)計(jì)有兩個(gè)控制性的因素：首先，高層建筑需要較大的柱體、墻體和井筒；更重要的是側(cè)向里所產(chǎn)生的傾覆力矩和剪力變形要大的多，必要謹(jǐn)慎設(shè)計(jì)來保證。高層建筑的豎向構(gòu)件從上到下逐層對累積的重力和荷載進(jìn)行傳遞要有較大尺寸的墻體或者柱體來進(jìn)行承載。同時(shí)，這些構(gòu)件還要將風(fēng)荷載及地震荷載等側(cè)向荷載傳給基礎(chǔ)。但是，側(cè)向荷載的分布不同于豎向荷載，它們是非線性的，并且沿著建筑物高度的增加而迅速地增加。例如，在其他條件都相同時(shí)，風(fēng)荷載在建筑物底部引起的傾覆力矩隨建筑物高度近似地成平方規(guī)律變化，而在頂部的側(cè)向位移與其高度的四次方成正比。地震荷載的效應(yīng)更為明顯。對于低層和多層建筑物設(shè)計(jì)只需考慮恒荷載和部分動(dòng)荷載時(shí)建筑物的柱墻樓梯或電梯等就自然能承受大部分水平力。所考慮的問題主要是抗剪問題。對于現(xiàn)代的鋼架系統(tǒng)支撐設(shè)計(jì)，如無特殊承載需要，無需加大柱和梁的尺寸，而通過增加板就可以實(shí)現(xiàn)。不幸的是對于高層建筑首先要解決的不僅僅是抗剪問題還有抵抗力矩和抵抗變形問題。高層建筑中的柱、梁、墻及板等經(jīng)常需要采用特殊的結(jié)構(gòu)布置和特殊的材料，以抵抗相當(dāng)高的側(cè)向荷載以及變形。如前所述在高層建筑中每平方英尺建筑面積結(jié)構(gòu)材料的用量要高于低層建筑撐重力荷載的豎向構(gòu)件，如墻、柱及井筒，在沿建筑物整個(gè)高度方向上都應(yīng)予以加強(qiáng)。用于抵抗側(cè)向荷載的材料要求更多。對于鋼筋混凝土建筑雖著建筑物層數(shù)的增加對材料的要求也隨著增加應(yīng)當(dāng)注意的是，因混凝土材料的質(zhì)量增加而帶來的建筑物自重增加，要比鋼結(jié)構(gòu)增加得多，而為抵抗風(fēng)荷載的能力而增加的材料用量卻不是呢么多，因?yàn)榛炷磷陨淼闹亓靠梢缘挚箖A覆力矩。不過不利的一面是混凝土建筑自重的增加，將會加大抗震設(shè)計(jì)的難度。在地震荷載作用下，頂部質(zhì)量的增加將會使側(cè)向荷載劇增。無論對于混凝土結(jié)構(gòu)設(shè)計(jì)是對于鋼結(jié)構(gòu)設(shè)計(jì)下面這些基本的原則都有助于在不需要增加太多成本的前提下增強(qiáng)建筑物抵抗側(cè)向荷載的能力。增加抗彎構(gòu)件的有效寬度于當(dāng)其他條件不變時(shí)能夠直接減小扭矩，并以寬度增量的三次冪形式減小變形，因此這一措施非常有效。但是必須保證加寬后的豎向承重構(gòu)件非常有效地連接。在設(shè)計(jì)構(gòu)件時(shí)，盡可能有效地使其加強(qiáng)相互作用力。例如，可以采用具有有效應(yīng)力狀態(tài)的弦桿和桁架體系；也可在墻的關(guān)鍵位置加置鋼筋；以及最優(yōu)化鋼架的剛度比等措施。增加最有效的抗彎構(gòu)件的截面。例如，增加較低層柱以及連接大梁的翼緣截面，將可直接減少側(cè)向位移和增加抗彎能力，而不會加大上層樓面的質(zhì)量，否則，地震問題將更加嚴(yán)重。通過設(shè)計(jì)使大部分豎向荷載，直接作用于主要的抗彎構(gòu)件。這樣通過預(yù)壓主要的抗傾覆構(gòu)件，可以使建筑物在傾覆拉力的作用下保持穩(wěn)定。通過合理地放置實(shí)心墻體及在豎向構(gòu)件中使用斜撐構(gòu)件，可以有效地抵抗每層的局部剪力。但僅僅通過豎向構(gòu)件進(jìn)行抗剪是不經(jīng)濟(jì)的，因?yàn)槭怪傲河凶銐虻目箯澞芰?，比用墻或斜撐需要更多材料和施工工作量。每層?yīng)加設(shè)充足的水平隔板。這樣就會使各種抗力構(gòu)件更好地在一起工作，而不是單獨(dú)工作。在中間轉(zhuǎn)換層通過大型豎向和水平構(gòu)件及重樓板形成大框架，或者采用深梁體系。應(yīng)當(dāng)注意的是所有高層建筑的本質(zhì)都是地面支撐的懸臂結(jié)構(gòu)如何合理地運(yùn)用上面所提到的原則，就可以利用合理地布置墻體、核心筒、框架、筒式結(jié)構(gòu)和其他豎向結(jié)構(gòu)分體系，使建筑物取得足夠的水平承載力和剛度。本文后面將對這些原理的應(yīng)用做介紹。高層建筑的豎向構(gòu)件從上到下逐層對累積的重力和荷載進(jìn)行傳遞這就要有較大尺寸的墻體或者柱體來進(jìn)行承載。同時(shí)，這些構(gòu)件還要將風(fēng)荷載及地震荷載等側(cè)向荷載傳給基礎(chǔ)。但是，側(cè)向荷載的分布不同于豎向荷載，它們是非線性的，并且沿著建筑物高度的增加而迅速地增加。例如，在其他條件都相同時(shí)荷載在建筑物底部引起的傾覆力矩隨建筑物高度近似地成平方規(guī)律變化，而在頂部的側(cè)向位移與其高度的四次方成正比。地震荷載的效應(yīng)更為明顯。對于低層和多層建筑物設(shè)計(jì)只需考慮恒荷載和部分動(dòng)荷載時(shí)，建筑物的柱、墻、樓梯或電梯等就自然能承受大部分水平力。所考慮的問題主要是抗剪問題。對于現(xiàn)代的鋼架系統(tǒng)支撐設(shè)計(jì)，如無特殊承載需要，無需加大柱和梁的尺寸，而通過增加板就可以實(shí)現(xiàn)。對于鋼筋混凝土建筑著建筑物層數(shù)的增加材料的要求也隨著增加。應(yīng)當(dāng)注意的是，因混凝土材料的質(zhì)量增加而帶來的建筑物自重增加，要比鋼結(jié)構(gòu)增加得多，而為抵抗風(fēng)荷載的能力而增加的材料用量卻不是呢么多，因?yàn)榛炷磷陨淼闹亓靠梢缘挚箖A覆力矩過不利的一面是混凝土建筑自重的增加，將會加大抗震設(shè)計(jì)的難度。在地震荷載作用下，頂部質(zhì)量的增加將會使側(cè)向荷載劇增。無論對于混凝土結(jié)構(gòu)設(shè)計(jì)還是對于鋼結(jié)構(gòu)設(shè)計(jì)下面這些基本的原則都有助于在不需要增加太多成本的前提下增強(qiáng)建筑物抵抗側(cè)向荷載的能力。增加抗彎構(gòu)件的有效寬度。由于當(dāng)其他條件不變時(shí)能夠直接減小扭矩，并以寬度增量的三次冪形式減小變形，因此這一措施非常有效。但是必須保證加寬后的豎向承重構(gòu)件非常有效地連接。在設(shè)計(jì)構(gòu)件時(shí)，盡可能有效地使其加強(qiáng)相互作用力。應(yīng)當(dāng)注意的是所有高層建筑的本質(zhì)都是地面支撐的懸臂結(jié)構(gòu)如何合理地運(yùn)用上面所提到的原則，就可以利用合理地布置墻體、核心筒、框架、筒式結(jié)構(gòu)和其他豎向結(jié)構(gòu)分體系，使建筑物取得足夠的水平承載力和剛度。本文后面將對這些原理的應(yīng)用做介紹。剪力墻結(jié)構(gòu)在能夠滿足其他功能需求時(shí)層建筑中采用剪力墻可以經(jīng)濟(jì)地進(jìn)行高層建筑的抗側(cè)向荷載設(shè)計(jì)。例如，住宅樓需要很多隔墻，如果這些隔墻都設(shè)計(jì)為實(shí)例的，那么他們可以起到剪力墻的作用，既能抵抗側(cè)向荷載，又能承受豎向荷載。對于20以上的建筑物，剪力墻極為常見。如果給與足夠的寬度，剪力墻能夠有效地抵抗30-40層甚至更多的側(cè)向荷載。但是剪力墻只能抵抗平行于墻平面的荷（也就是說不能抵抗垂直于墻的荷載此有必要經(jīng)常在兩個(gè)相互垂直的方向設(shè)置剪力墻或者在盡可能多的方向布置，以用來抵抗各個(gè)方向的側(cè)向荷載。并且，墻體設(shè)計(jì)還應(yīng)考慮扭轉(zhuǎn)的問題。在設(shè)計(jì)過程中，兩片或者更多的剪力墻會布置成L或者槽形。實(shí)際上，四片內(nèi)剪力墻可以被聯(lián)結(jié)成矩形，以更有效地抵抗側(cè)向荷載。如果所有外部剪力墻都連接起來，整個(gè)建筑物就像是一個(gè)筒體，將會具有很強(qiáng)的抵抗水平荷載和抵抗扭矩的能力。通?；炷辆图袅Χ际菍?shí)體的并在有要求時(shí)開洞而鋼筋剪力墻常常是做成桁架式。這些桁架上可能布置成蛋單斜撐、X斜撐及K撐。在側(cè)向力作用下這些桁架的組合構(gòu)件受到或拉或壓力。從強(qiáng)度和變形控制角度來說，桁架有著很好的功效，并且管道可以在構(gòu)件之間穿過。當(dāng)然，鋼桁架墻的斜向構(gòu)件在墻體上要正確放置，以免妨礙開窗、循環(huán)以及管道穿墻。對于很多高層建筑如果墻體和筒架進(jìn)行合理地安排與連接會起到很好的抵抗側(cè)向荷載的作用。還要求由這些結(jié)構(gòu)分體系提供的剛度在各個(gè)方向上應(yīng)大體對稱?？蚣芙Y(jié)構(gòu)在建筑物結(jié)構(gòu)設(shè)計(jì)中用于抵抗豎向和水平荷載的框架結(jié)構(gòu)常作為一個(gè)重要且標(biāo)準(zhǔn)的型式而被采用。它適用于低層、多層建筑物，亦可用層高的高層建筑物。同剪力墻結(jié)構(gòu)相比，這種結(jié)構(gòu)更適合在建筑物的內(nèi)部或者外圍的墻體上開設(shè)矩形孔洞。同時(shí)它還能充分利用建筑物內(nèi)在任何情況下都要采用的梁和柱的剛度，但當(dāng)柱子與梁剛性連接時(shí)，通過框架受彎來抵抗水平和豎向荷載會使這些柱子的承載能力變得更大。大多情況下框架的剛度不如剪力墻因此對于細(xì)長的建筑物將會出現(xiàn)過度變形。但正是因?yàn)槠淙嵝?，使得其與剪力墻結(jié)構(gòu)相比具有更大的延性，因而地震荷載下不易發(fā)生事故。例如，如果框架局部出現(xiàn)超應(yīng)力時(shí)，那么其延性就會允許整個(gè)結(jié)構(gòu)出現(xiàn)倒塌事故因此框架結(jié)構(gòu)常被視為最好的高層抗震結(jié)構(gòu)。另一方面，設(shè)計(jì)得好的剪力墻結(jié)構(gòu)也不可能倒塌。對于混凝土框架結(jié)構(gòu)，還存在較大的分歧。的確。如果在混凝土框架設(shè)計(jì)時(shí)不進(jìn)行特殊的延性設(shè)計(jì)，那么他將很難承受比設(shè)計(jì)標(biāo)準(zhǔn)值大很多倍的地震荷載的沖擊。因此，很多人認(rèn)為它不具備鋼框架所具備的超載能力。不過最新的研究i和實(shí)驗(yàn)表明，當(dāng)混凝土中放入充分的鋼箍和節(jié)點(diǎn)鋼筋時(shí)混凝土框架框架也能表現(xiàn)出很好的延性。新建筑規(guī)范對所謂延性混凝土框架有專門的規(guī)定。然而，這些規(guī)范往往要求在框架的某處增設(shè)過多的鋼筋，這就增加了施工的難度。盡管這樣，混凝土框架設(shè)計(jì)還是具備既經(jīng)濟(jì)又實(shí)用的特性。當(dāng)然可以在建筑結(jié)構(gòu)設(shè)計(jì)中框架結(jié)構(gòu)和剪力墻結(jié)構(gòu)結(jié)合起來使用。例如，在房屋建筑上使用框架，而在另一方向上可以使用剪力墻?？箓?cè)向荷載的結(jié)構(gòu)體系如果忽略一些與建筑材料密切相關(guān)的概念不談，高層建筑里最為常用的結(jié)構(gòu)體系便可分為如下幾類：．抗彎矩框架。．支撐框架，包括偏心支撐框架。．剪力墻，包括鋼板剪力墻。．筒中框架。．筒中筒結(jié)構(gòu)。．核心交互結(jié)構(gòu)。．框格體系或束筒體系。特別是由于最近趨向于更復(fù)雜的建筑形式，同時(shí)也需要增加剛度以抵抗幾力和地震力大多數(shù)高層建筑都具有由框架支撐構(gòu)架剪力墻和相關(guān)體系相結(jié)合而構(gòu)成的體系而且就較高的建筑物而言大多數(shù)都是由交互式構(gòu)件組成三維陳列。將這些構(gòu)件結(jié)合起來的方法正是高層建筑設(shè)計(jì)方