15/15asｅlｅｃtionoftranｓlatiｏnworkｓof２010gｒaｄｕatesｏｆeｎglishdepaｒtmentSingleLigｈtSteelPｏrｔaｌFｒａmｅDesiｇnＦeaturesoftheTranslaｔｏｒ：DaｌｉａnTransｌａｔioｎａｎdＩｎtｅrpreｔatioｎCｏllegｅ0７ApplｉedEｎgliｓhClａss1呂婧楠大連翻譯職業(yè)學院教務處閱讀：1７4次發(fā)布：2010—7—1１：２5：41PortalFｒamｅsＨoｕsiｎgStructuｒeApｐｌicａt(yī)ioniｎChinabeganinthe2０thcｅntｕryaｂouttheｅarｌｙ80s。Rapiｄdeveloｐｍentｏｖｅrｔhｅlastdecaｄe，ｅaｃhyeａｒtensｏfmilｌｉｏnｓofdoｍestｉcsquaremeterｓｏｆlightstｅelconｓtｒuction，ｍａｉｎlyforliｇhｔｆａctory,wａｒeｈouｓｅ,gymnａsiｕm,exhibｉtiｏnhaｌｌandamｏｂｉlｅhome,sｔoｒｙconstructｉon。ＳinｇlelightdoorfｒamestructurereferstothelｉghtH-shapedsteelwｅｌded（suchasseｃｔiｏｎｏｒvarｉａｂleｃrｏss—sectｉon）,hoｔ-roｌledH－shapｅdsteeｌ（crｏsｓsection）orothｅrformofｃoｌｄ—ｆｏｒmedsteelｗｅbtyｐｅdooｒｆrameorlatｔicｅportalframeasｔhｅｍａiｎｌoad-beａringskeleton,ｗiｔhcolｄ—formedsｔeｅｌ（tｒouｇh,Ｚ—sｈaped，etc。)dopｕｒｌiｎs，ｗａｌlbｅaｍ；toｐrｅssｕreｍetalplate（steelplatｅ，pｒessｕｒe－ｔｙｐｅaluｍinｕm)todotheｒｏof，thｅwall；ｕsinｇpoｌｙstyreｎefoam，ｒigidｐｏlyurethaｎｅｆoａm,rｏckｗoｏｌ,mineｒalwool，glａｓswooｌinsulatioｎmateriaｌｓsuchasbracing，andapprｏｐrｉatestｒucｔuｒalｓyｓtemoｆalｉghｔhouse.Ｉnｔhecuｒｒｅnｔeｎgiｎｅｅrｉｎｇpractｉｃe,ｔｈedoorｆrａmeofbeａms,ｃolumnsandmｏreusｅｏfweｌdedHｓectiｏnbeamdefｏrmaｔion，singlｅ—ｓpanfｒamｅswiｔhｒigidbeａｍ-coｌumnｊｏｉnts，andmｏrｅｉntｅr—cｏnｎectｅｄaｎdｍoｓtｏｆthosewhohadjustａｒtｉculatedandｕseｄ；columnfｏotwitｈfoundaｔionriｇｉｄoｒarticulaｔｅd；ｅnｖｅlｏｐｅtoｕｓemorｅstｅelsheeting;ｍoreusｅofglasswoｏlｉnｓｕlaｔionmaterial.Asｉｎgｌeportalｆramｅstructure，lｉghtchaｒacｔeristｉcsaｎｄｄesｉｇnconsideratioｎs1。1Sinｇｌelightsteｅlｐortalfrａmeｒｅlａt(yī)ivｅｔｏthereinfｏrcｅdｃoｎcrｅtesｔrｕcｔuｒehastｈefｏllowingｃhaｒactｅrｉsｔｉcs：（1）QuａlｉtｙofLight：Ｅnｖｅlopepreｓsuｒizedｍetａlplatｅ，glaｓswoolandthｅｃｏmｐoｓitioｎofｃold—formeｄsteｅlandｏｔherｍaｔeriａls，rｏｏfiｎg,wａｌｌqualｉtyandａrｅverylight.Aｃcｏrdｉngtoaniｎｓtanceofdomestｉｃenginｅｅriｎｇstatistics,sinｇlepｏrtaｌfrａmeliｇｈtload—beａｒingstrｕｃtｕreofthesｔeelhousiｎｇａmountｉｓgeｎeraｌly１0～３0ｋｇ/m２,intｈｅsamespａnaｎdloadcasｅｓ，onlyaｂoutweigｈtｒeinｆorcedconｃreｔestruｃtuｒeｏｆtｈe１/20~1/30．Ａsｔhestruｃｔuｒeoflightweight,thｅcorrespoｎdinｇｂasewiｌlbｅsｍａll,gｒound—handlｉｎgcostsaｒelower.Atthｅｓaｍｅtimeuｎderthｅsamesｅisｍicintensityseismicｒeａｃｔions.Hoｗｅver,theHousiｎgｌargerｏrhｉgｈerwｉｎdload,ｔheｗinｄloadmａybesingle－layerligｈtsteｅlgａntryconｔrolloａd．(2）ahighdegreｅｏｆindｕｓtrializａt(yī)ｉon,thecoｎstｒuctionpｅrioｄissｈｏｒｔ：tｈｅmainportａlframｅsｔrucｔure，ｃompoｎeｎtsandacｃeｓsoｒieｓfｏrthefaｃtoryｏｖerｐrｏduｃtion，quａlityandｅasｙtoguaranｔeethａt(yī)thｅsｉteｅasytoｉｎsｔａll;ａdｄitiontofounｄａt(yī)ionｃonｓtruｃtioｎ，theｂaｓｉcopeｒatｉonisnotwｅt;theconｎｅｃtｉoｎｂetweｅnｔｈeｍulti-componenthｉgｈstrengｔhboltusedtoinｓtａｌlquｉckｌｙ．（3）theovｅｒalｌeconomiceffｉciｅｎcyhigh：porｔalframｅstructurｅ，usuaｌｌｙｃompｕter—aiｄedｄeｓｉgｎ,sｈortｅｒdeｓigncyｃles；singletypeoｆｒawmateｒｉals；comｐonentsusingadvａncedautomａｔｉonｅquipment；ｔransｐorｔcｏnｖenienｃe。Tｈｅreforｅ,tｈeｓtｒuctｕｒｅoｆportaｌfrａmeconstrucｔionpｅrｉｏｄｉsshｏｒt,fａｓtｒeｔurnoneｑuity,returnｏｎｉnvesｔmentｉsrelａｔivelyhｉgh。(４)morefleｘiｂlecolｕｍnｇridlayoｕt：trａdｉｔｉonalｒｅinｆorcedconcｒｅｔｅstｒuctuｒeduｅtotheｒoof，walｌsiｚｅlimiｔ，ｍｕlｔｉ-ｃｏｌｕmｎsｐaciｎｇof6metersｂy12ｍeterswhentheｃoｌuｍｎspacｉng，tｈｅneedｔosetｔheｂracｋetsanｄthｅwallfｒａmeｃoluｍn．Thepｏｒｔａlｆramestｒuｃtｕreｏfｔhｅenvelopesystｅmｏfmｅtalpｒeｓsureplate,thｅcolｕmnwｅblａyouｔmoｄewiｔhouｔlimｉt，coｌumnspacinganｄｓizeｒeｑuｉrementsａｒebasｅdmainｌｙonｕsｅｏfsteｅｌcoｎsumptiontodeｔｅrｍiｎeｔｈepｒincｉplｅsoｆmostprovinces．１.２DesignCoｎsiｄeraｔｉons（１)astｈedoorfraｍeｓtructuｒalcomｐonentｓoｆthebｅｎdingｓtiffｎeｓｓ，tｏrsｉonaｌstiffnessoｆthestrucｔｕｒe’ｓovｅrａllstiffｎeｓｓiｓweak,sothｅｄｅsｉgnshoulｄbeconsiｄerｅdinｔrａｎsportａｔｉonandinｓtallａt(yī)iontotakethenecesｓａrymeａsｕｒeｓｔoｐrｅｖｅntthｅｏｃｃurreｎceoｆbeｎｄinｇａnｄｔorsioncomponｅntsdefoｒmatiｏn.

（2）toatｔachimportanｃetｏsupporｔthesｙstemanｄkｎeebraｃingｌａyout，atｔentｉontorooｆ,ｗaｌlpaneｌｓaｎdstｒucturalcomponeｎｔsoftｈeconnectiｏn,toeｎabｌeｔhemtopartｉcipatｅintｈeｏvｅrａllｓtｒｕcturｅ。(3）thecoｍｐoｎｅｎtsofthｅbarｉｓtｈｉｎandshouldcoｎｓidermakingthedｅsign,inｓtallａt(yī)ion，ｔranspｏｒtａt(yī)ionreqｕｉｒemeｎtｓ.（4)shoulｄｂeｃｏnｓideｒedintheｄesiｇnｏfｃorｒｏsｉoｎｏnｔhｅstrucｔuraｌmeｍbｅrsofｒeducedcrｏsｓsｅｃｔion.

（5）poｒtalｆrａmemuｌti—beaｍｒｏdｓwithvaｒｉablecｒｏss-section，coluｍｎwｅbbucklｉnｇinthedeｓiｇn,aｆｔｅｒｃonsidｅｒｉngthｅinteｎsitｙofｕｓe，itiｓnoloｎgeｒapplicabｌｅforplaｓtiｃｄｅsign。

（6)dｅsiｇnofｔheligｈtｏｆｔｈeｃoｎsｅqｕencesshouldbenotedandtｈeｃｏrrecｔtreatment，suchaswｉnｄloadcａｎrｅveｒsesuchaｌightroｏｆ.２ｓtrｕctuｒeandthesｔruｃｔuralａrraｎgｅment2．1Struｃture：ｔhｅfｏrmofｐortalfrａmesｔrｕｃturesｃanbedｉvｉdedinｔosiｎgｌe-ｓｐanｂyｓpan,douｂleｏrｍulｔiplｅspａns,accｏrdingtoｔheｎumberｏfroofridgesｌopecaｎｂedividediｎｔosingle-ridge，sｉnｇlｅｓｌopｅ,doubleslopｅsiｎgｌｅridge,ｍｏreaｎdmｏresloｐingrｉdge．Rｏoｆsｌｏpeｓhoｕｌdtakｅ1／20~1/8．Singleridｇeｄｏubleslopemｕlti-ｓpanｒigidfｒamｅ，nｏoｖeｒheadｃranｅusｅdfoｒhousinｇ，ｗｈｅnｔhｅｒiｇｉdframeｃolumｎisnotparticｕlarlyhighandthewindloａdｉsnｏtｌarｇe，thebasisｏf"maｔerialｆｏcusｅｄｏnｔheｕｓeoftheｐrinciｐｌe”ｓｈｏuldbeａdoｐｔedinthecｏlumｎendｓｈingedswｉｎgcoｌｕｍnｐrogram。Poｒtalframecolｕmnｆootaｒticulateｄmoreｂydｅsign，wheｎusedｉnindｕsｔrｉａｌplａｎtsaｎｄａbridｇecｒane,itｓhｏuldｂedeｓignｅdａｓrigiｄｃolumnbａse.Ｐorｔalshｅlveｓcanbｅsetfromtｈｅwｅiｇｈｔofjustｌeｓsthan３tｃrａｎeaｎdliftingｔhｅsusｐｅnsionisnotｍｏrｅthan20ｔoflｉght，intermediate，woｒkinｇsｙsteｍofsinｇle－ｂeamordｏubleｇiｒｄｅroverhｅａｄcraｎｅ.

2．2Thestｒucｔｕrａｌarraｎgemeｎｔ２。2。1ｔhｅsｉzeandlayｏutoftｈｅbｕiｌdinｇｆrame．Portalframｅshoulｄｓpanwas9～3６m，whｅntheｃolumnwiｄthｏfｔhｅranｇe,ｉtslatｅraｌｒeｓponｓetｏSarkｏzy。Heighｔshouldbebaｓedoninｔerｉorｃｌｅaｒheightusedｔodeｔermineｔｈeｒeｑuirementｓ,shouldtaｋe4.5～9m。Apprｏprｉaｔｅｄｉstａncebｅtwｅｅｎthedoｏrfrａmeshouｌdbecoｎsｉdereｄanｉｎtｅgratedｆraｍespan，loadconｄitｉonsanｄoｔhｅrｆａcｔｏrｓrequｉｒeｄｔｏｕsｅgenerallyshｏuｌdtake6m,７.5m,9m。Vertｉcaｌteｍｐｅrａt(yī)ｕｒesectiｏnisleｓsthａn３00m,ｌessthａnthｅtransversetempｅraｔuresecｔｉon１50m（whencalculateｄoｎtｈｅbasiｓ，tｈetｅmpeｒaｔureｚonemａybeappｒopriateｔｏｅnlarｇe）.２.２。2puｒlｉnsａｎdwallｂｅａmsarrａｎgement：pｕrｌinsｐaciｎｇsｈouldbｅdｅtermiｎｅｄConｓiｄeｒingskyｌights，vｅnｔilation,ｒoof，liｇhtiｎgｚｏne,roofｉngmａt(yī)eｒiａｌ，ｐｕｒlinsspecificationsandoｔherfactｏrｓbyｃalculatioｎtodeｔerｍiｎｅｔhegeneralshouｌdｂｅspaｃedarraｎgｅｍｅnt，buｔtheｒoofDepaｒtｍeｎtsｈoｕｌdｂealoｎgtheroofoｆthetwoThelayoutｏfoneside，arｒangeｄintheviciｎityofagｕtter。Wａlｌ－ｂeaｍsidewalｌoｆthearrangemeｎtsｈｏuldbecoｎsｉｄeredｗindows，ｅaves，awningaｎdoｔheｒｃoｍponentsｒequiｒｅｄtosetanddetｅrmiｎetheenveｌopemateｒiａl。2.２.3Ｓｕｐportandrigidtｉebaｒｌayoｕｔ:（1)tｈｅtemｐeraｔuｒeｉneａｃｈsecｔionｏｒstaｇecoｎｓｔructiｏｎｓeｃｔｉon，shallcoｎstitutｅthespaｃeｗeｒesetindeｐendeｎｔlｙsｔablestructuralsuｐportsystｅm。（2)setthecolumnａndbraｃｅthｅbａy,shoulｄａlsosettheｈorizontaｌｒoofsuppｏrｔtofｏrｍthｅsamesysｔemgeｏmetry.(3)ｓupporｔtheeｎdoｆｔhｅtｅmperaturesecｔｉonshoulｄendiｎtｈefｉrstｏrｔhesｅcoｎdbaｙ．ThｅｄistancebetweenｔｈeｓupporｔcolumｎsｓhｏuldｂeｖerticalforｃeｕnｄerｔheHousingｓｉtuatｉｏnanｄdｅterｍinｅthｅinstallatｉｏｎcondiｔiｏns,geｎerallｙtaｋｅ30~45m，theｒｅsｈouldnotbegreaｔertｈａnｗｈenｔｈecablecａr60m.（４)Whｅntｈeｈousｉnｇhｅｉｇhtｉslarge,columnａndbraceshouldｂｅsｔｒaｔifｉedsｅｔ；wｈenｔhehousinｇwidthisgreaterthaｎ60m，thecｏluｍnshoulｄbeapｐｒopriａｔelysetwithinｔhecｏlumnｓuppoｒt．(5）Whenthetiｐendｓupportintheseｃｏｎdbａy，tｈebａyinthｅcｏrrespｏndiｎgｌocatｉoｎｏfthefirsｔriｇiｄｔiebaｒshoｕldbeｓet.(6)ｏftｈebendintｈefrａｍｅ（sideｃolｕmncapiｔals,roofandmultｉ-spａnrigidｆｒａmeinthecolumncａpｉtals)sｈouldbeａlongthefulｌlengthｏｆｒigｉｄtiebarhousing。（７)fromthｅｓupporｔlevｅｌcoｍｐosedofdiaｇoｎalｔrｕss，ｉtｓstraighｔbellyｂarshoulｄｂｅcｏｎsidｅredbyｒigiｄｔieｂar。(8)ｔiedbｙriｇidpｕrlｉnａlsooｆferinｇ,attｈistimｅｓhoulｄｍeｅttｈebｅｎdingmeｍberspurlｉnｂeaｒingcapａcityａｎdｓtifｆｎｅｓs,ｗhentheｒaｍpｄoesｎｏｔｍeeｔｔｈｅtｉmefｒaｍecanｂesｅtbetwｅeｎtｈesｔeelbｅam,Hｓｅctｉonstｅeｌ，orotherｆormofｂarｓ。(9)whｅnthｅｈouｓｉｎgisｅquippｅdｗｉtｈnｏtleｓsthan5tｃrane,ｔhepillaｒｂrａcesteelｉｓprｅｆerｒｅd；whenｔheｈｏusesarenｏtallowedｔoｓetcｏｌｕmnandbracｅ，thevｅrｔicalｆｒameｓｈoｕldbeｓｅt.3Framｅｄeｓign3。1ＬｏadａndLoadCombinatｉon3。1．1PeｒmａnentLoads:peｒmanentloadｓ，ｉnｃｌuｄingwｅighｔandthesuspeｎsiｏnelementsoftｈestructｕreofnｏn—structｕｒaｌelementｓofthestruｃturｅｏfｔｈegrａvityｌoａds，suchasthｅｒoｏf,ｐurlin,bｒace,cｅiliｎg,wallsaｎｄotｈercompｏｎｅntsａndfｒameｗｅｉｇht。３.１．2Vａriablｅload：varｉabｌelｏads，iｎcｌｕdingrｏofliｖeloａd（dｅsigｎoｆrooｆaｎｄpuｒlinｃonstructionandmaintｅnａnｃｅshouldｂeconｓｉｄerｅdｃoｎcenｔratedloaｄ，tｈestaｎdａrｄvaluｅ1ＫＮ），roofsｎowloaｄandfoｕlｉngloads，cｒaneloads，eａrthqｕake，ｗinｄload,ｅtc。。３.1。3Lｏaｄcｏmbinatioｎ:loadcoｍbinationsshｏuldｇeｎｅrallycomｐｌｙwithtｈe”structuralｌoaｄdesigｎ”GB50０09－2００2requiｒemeｎtsforthechａracteｒiｓｔｉｃｓofthｅdooｒｆｒame,”ｐｏrtａlfraｍelightweightsｔeelstｒuｃｔｕretｅchnicａlｓpecifiｃａt(yī)ion”CECS102：9８ｇivesｔhefoｌlowingcombｉnatiｏｎprinciplｅs：(1)roofｕniformlivｅlｏadandsnowlｏadａrenｏttakｉnｇｉntoaccount，ｗhicｈｅveｒｉsｇrｅateｒｖaｌueshｏulｄｂｅ.（2）ｆouliｎgloａｄshｏuｌdbeｕniｆorｍroｏfsnowlｏadｏrｌiｖeloadintakingthelaｒgervalue。(3)ｔheｃoｎｓtruｃtionｏｒmａintｅnanceｌoadisnotｃoncentrａt(yī)edorpurliｎsａnｄｒooｆingｍaｔerials，ｏｔherthａnｔhelｏadｗeighttakｉng。(４)aｃombinationofmｏrｅtｈanonecｒａneshouldbeｃoｎsｉstｅntwｉth＂ｓtrucｔurallｏaｄdesign"requiremenｔ。（５)Whｅnｔｈeneedtｏｃonsidertｈeｒｏｌeofｔheearｔｈqｕake,ｗindandｓeisｍicｌoadsaｒenｏttaking。3.2Cａｌculａt(yī)ionofinternalfｏrcesandｄrｉｆｔfraｍe3.2.1ｉnteｒnalfｏｒｃeｃalｃuｌａt(yī)ion：Foｒthetaperedｆｒame，eｌasｔｉcaｎaｌyｓiｓｍethoｄｓhoｕldｂeuｓedｔoidentifytｈeinteｒnａlforce，onlywheｎｔheframｅoｆｂeamｓandcoｌｕｍnｓalｌoｆtｈｅoｔhｅrseｃtioｎsallowsｏnlyplaｓticａnalyｓis.Vａｒiaｂｌeｃｒｏsｓ—sectｉonpｏrtalfｒaｍetrｕsｓｓｙｓｔemofintｅrnalｆｏrcesusuaｌlｙthefiｎiteeｌemｅntｍethod（directsｔifｆnessmethoｄ)prｏgrammｉngoncoｍｐuting。Ｔheeffectsofseismicaｎalysiｓcanbｅuｓeｄtodeterminethebｏｔtomshear。Accordingｔｏｔheintｅrnaｌforcesｕnderdiffｅｒentｌoadcombｉnationaｎaｌｙsiｓｔｏideｎtｉfycｏｍｂiｎatiｏｎsｏfintｅrｎalforcecontｒolsｅcｔion,thｅgenｅraｌlocatｉｏnｏｆｔhecontroｌseｃtionoftｈｅbottｏmofthecoｌumn，cａpitals，columｎsanｄbeamｅndｂrａcketjunｃtiｏn,ｂeａｍａｃrosｓtheｍiddleｓeｃtｉｏn．Coｍｂiｎａt(yī)ｉonofiｎternaｌforcｅcontｒｏｌsecｔiｏｎare:（1）theｍａｘimumaxiaｌprｅｓsｕrｅNｍaxandthesimulｔａnｅousoccurｒenｃeｏfｌａrgevalueｓｏfMandV.（2）ＴhemaxiｍumbendingmｏmentＭmａxanｄtｈｅsiｍuｌtａneoｕsoｃcurｒenceofｌａrgｅｖalｕesofＮａnｄV.（3）minimumandtｈｅcorrespoｎdingaxiａlprｅsｓｕreNminMａndＶ,ａｐpｅａrtogetherｉnthｅroleofｐeｒmaｎｅntｌoadandwiｎdlｏad,wｈｅｎｔhecolumｎhingepinwhenM=0。3。2.２CalculationoｆLateｒal：tａperedlatｅｒａlpｏｒｔaｌfrａmeoｆｃａpitaｌｓshoulｄbｅdeｔｅｒmｉnedbｙelaｓticａnalyｓis，loadcａlcuｌationsｔｏtakethestａndａrｄvaluｅ,withoｕtreｇardｔoloaｄfactoｒs.Iftｈelastfｒａｍeofthｅlateralstifｆnｅsswhｅncheckinｇdｏesnotｍeettｈereｑuｉｒｅmｅntsｏfoneoｆthefollowingmeasuresnｅedtobeadｊusteｄwiｔh：Zoomcolumｎor（ａｎd）beamsectionsiｚe，chaｎgehingepinfortheriｇｉdcolumｎcolumnfoot;theｍuｌtｉ－spanｆraｍeiｎdividualsｗiｎgｔｏthｅtopofcoｌumnaｎdbeamrigiｄ．３。3ＦramePｏstanｄBeａmdｅsｉgn：（1）beaｍｐlａt(yī)esofｓteeｌstruｔsaｎｄtheusｅofpostｂucklingｓｔrengtｈ.(Mainｌｙbeａmplatesoｆｓｔｅeｌstrutschｅcking,chｅckiｎｇthｅｕｓeoｆpoｓtｂucklｉngstｒenｇtｈ,theeffeｃｔivewidtｈofwebcontｅntcｈeckiｎｇ,ｅtｃ.)．（２）checｋｉｎgtｈesｔrengthoｆframebeａmcomponents。（3）beamｓtｉffenerscｏnfｉguratiｏn。(Beａｍweｂｓhoｕｌdbeintheｃolumnjunｃｔion,theｌａrgｅrｆiｘedpointｌoａdOｆｆｉｃｅandｓetthｅbendintheflangehorizｏntａlsｔｉfｆenerｓ）.(4）inthｅfｒameofｃolumnleｎgｔｈtodeterminetheｃalcｕlatiｏnplane.（５)ｔaperedcoluｍnsfraｍetｈｅovｅrallstabilｉtyoｆpｌａnecalculation．（６）taperedcolｕｍｎsfｒameｔhｅoveｒａllstabilityofcalculationpｌanｅ。（7）iｎｃlinedｂeaｍsandkneebｒａcinｇfoｒstrenｇｔｈaｎdstａbｉlityofthｅｃａlculation。(８)Node.（Iｎcluｄiｎｇｔhｅｏｂliquｅbｅamandcｏlumnｓplicecｏnｎecｔiｏｎｓａndoｂliquebeam，columｎｆｏotｄesｉgn，bｒacｋetdeｓｉgｎ,ｓwiｎｇbeamcｏlumncｏｎｎecｔiｏｎwithoｂliｑueｓtｒuｃture，ｅｔｃ）4iｓastrｕctuｒaｌcｏmponentｄｅsignaｕxiliaｒy4．1ｐressureplatedeｓｉgn:（１）ｓtｅelpｌａｔemａt(yī)eriａlseｌectｉonaccoｒdinｇtｏbｕｉldｉngfｕnctｉｏn，uｓe，ｓervicelｉｆeａｎdstｒuｃtureanｄotherfactorsｔoconｓidｅr,ｓteｅlsubｓtratemａｔeriaｌsarｅQ2１5sｔeeｌaｎdQ２35ｓteel，engｉnｅeriｎgＭulti－Q23５—Asteeｌ.（2）ｔhｅsｅctioｎoftｈeｆormofsteelpｌａt(yī)eｍoｒe，accordｉnｇtotheｄifferｅntwavｅｈｅight,waveboardgenerallyｄividedintｏｌow,ｍｅdiｕmｐｌateandhｉgh—wａveplate．Theｈiｇheｒwavｅｈeight，ｔhegreaｔerthecross－ｓeｃtioｎfｌexｕrａlstiffnｅss,tｈegrｅaterloadｓ。(3）thestｒｅｎgｔhoｆsteelｐlateandthedeｆlecｔｉｏndesirableａnｄｅfｆeｃtｉｖecroｓs-ｓectｉoｎbyonｅnoｔchsubjectedtoｂｅｎdingmomeｎt．Caｌｃulatｉｏnincｌuｄeswｅbｓteeｌｐlａt(yī)esｈearstrｅssｃalculaｔion,sｕpportsoftheloｃalpressｕreｂeaｒｉｎgcapaｃityofwebs，sucｈasｄeflectｉｏnlｉmiｔscｈecｋiｎg.（４)sｔｅｅlplatestrｕcｔuresｔiｌlmustmｅetotｈerreｑuirements.4．2Ｐｕrｌindeｓign：（1）ｃｒoｓｓ—sｅctiｏnpuｒlinscanｂedivｉdｅｄintｏtｈeforｍofwebtｙpeａndthelatｔiceoｆtwo．Ｗhenｐurliｎspanｉsnotmｏrｅthａn9m，thｅprｅｆｅｒｅncｅsｈoｕldbeｇiｖeｎrealａbdｏminalｐｕｒｌｉｎ。（2）ｐurlｉnisatwo-waｙflｅxｕralmｅmbers，whenconｄucｔｉｎginｔerｎａlforcｅｃenｔroidaxisalonｇｔhedirectｉonofthetwocrosssectionｓcalcｕlatｅｄmomｅnt．(3）shoｕlｄbestrｅｎｇthpuｒｌin，theｏveｒallstabiｌitｙcalｃulatｉon，ｄｅformaｔioｎ.（4)purlinｓｓhａlｌalsobecｏｎstructedtｏｍeetｔhｅothｅrｒequiremｅｎｔｓ．４。3ｗaｌlbｅａms，suppoｒtｔhedesｉｇn：（1）wall-bｅamcｏldLｉｐpｅｄｃｏmｍonｌyused,ｓｏmｅtｉmesｃurliｎgZ—ｓｈapeｄｓteelcanbeｕｓeｄ．(2)ｗａlｌbeａｍinitsweight,ｗallmaterｉａls，andhoｒiｚｏntalwinｄｌoａd，isalｓoｕｎdｅｒＢiａxｉaｌＢending.(３)ｗallbｅamsｓhouldbeｓpaｃeｄsetｏntｈewaｌlaｌong,ａndthewiｎｄowfraｍeｓalonｇｔhｅupperedge,alongtheＤepartmｅntshｏuldsetupawallbeaｍ。Ｔoreducｅtｈeveｒtｉcalloadvｅrticalｄefｌecｔｉonｏftｈewallbeam,thebeａmｃａnbｅseｔintheｗallbraｃｅａｎdｔhｅtopwａllofframegirdｅrcablｅ—ｓtaｙedsｅｃtionwillpulｌbasedsｐrｅａdriｇiｄframecoluｍn．（4）wallbｅａmｓmaｄeaｃcordingtotｈesiｚｅofcｏlumｎsｐaｃiｎgacrossacｏlumnsｐacingｏfbeamsoｒaconｔinuoｕsbeamofｔwｏcｏluｍnspaｃinｇ.（5）pｏrtalfｒａｍｅsｔｒｕｃturｅswiｔhｆlｅxibｌｅeｘchａnge*Supportandtierodｃanbedesignｅd,ｎon-pay＊ｂythｅstrutssｕｐｐｏｒtｉnｐartsanｄｄesignofｒigｉdtiebarbybar.(６)thelｅveｌｏfｓuppｏrｔfｒaｍetransvｅｒseoblｉquebｅaminterｎalforcｅs，accordｉｎgtotheloｎgitudinalwiｎdloadｏnthetｏpｏftheｃoｌｕmｎｌeｖeｌbysupportingtrｕｓｓcalｃulations，andincｌuｄedsuｐｐortｏftheobliquebeamｌengthｆroｍtherｅducｔｉonｏftｈｅroｌｅoｆａｆfordaｂlecomputｉnｇpｏwerａvailａbｌefoｒdelivery＊sｕpporｔｎｏtincｌudｅdiｎｔｈefｏrcebar．（７)ｒｉgidfraｍeｃｏlumnａnｄｂracetheinternaｌｆoｒce,shｏuldbelisｔeｄｕnderthｅcolｕｍnｓｕfferedlonｇｉｔudiｎalwindｌｏadｏntｈecolumnfooｔbysupｐortingthｅveｒｔicalcanｔｉlevｅｒｔrｕssｃａｌculations,anｄinclｕdeｄsuppｏｒtforｔｈeｌeｎｇｔhoftheｃolumncａlcｕlaｔｅｄfromthereductｉonofｔｈeforｃeshouｌdenｄｕrefｏrAＣ*suppoｒtstrutsforceｆromｔｉmetoaｃcoｕnt.Ｗｈentｈesamecoluｍnｃｏｌumncoｌumｎanｄｂraceｗiｔhmuｌti—ｃhａnnｅl,tｈeｌongｉｔudｉnalforcｅｃanbeｅvenlｙdistributeｄamongthesupport.5Suｍｍａrｙ,ｃｏnｃlｕsioｎ,lｉｇｈtsteelportalfrａｍedesｉgnsｈouldobseｒvｅtｈefolloｗingpriｎciples:（1)toenｓｕrｅｓtrｕｃｔuralｉｎｔegrity.Portalfｒaｍeｓｔruｃturｅiｓflat,theirlongitudiｎａlcomponents,ｃontａｃｔｓuｐpoｒtａｎdｅnclｏsｕreｓtrｕcturｅfｏrmeｄａstaｂlesｙsteｍoｆspace，strｕｃtuｒe，onlytheｏveraｌlsｔaｂilityofｔheｃｏmpｏsｉtionofspaｃe，ｃantakｅavarｉetyｏfｌoadsaｎdotheｒｅxternalｅffects。（２）tｈeｒoｌeofspeciｆiｃtypesofeｘternaｌforｃefromｔｈｅtransｆerpointtothebａｓｅpathａndtransferthｅeｎtiｒeprocessofiｍpaｃｔ.（3）Ｔｈedesignmustreflｅctｔhｅcoｎsistencｙｏfcalculatioｎａndcｏｎｓtructioｎ．單層輕型門式剛架結構的設計要點輕型門式剛架房屋結構在我國的應用大約始于20世紀80年代初期。近十多年來得到迅速的發(fā)展，目前國內(nèi)每年有上千萬平方米的輕鋼建筑工程，主要用于輕型的廠房、倉庫、體育館、展覽廳及活動房屋、加層建筑等。單層輕型門式剛架結構是指以輕型焊接H形鋼（等截面或變截面)、熱軋H形鋼(等截面）或冷彎薄壁型鋼等構成的實腹式門式剛架或格構式門式剛架作為主要承重骨架,用冷彎薄壁型鋼（槽形、Z形等)做檁條、墻梁;以壓型金屬板（壓型鋼板、壓型鋁板)做屋面、墻面；采用聚苯乙烯泡沫塑料、硬質(zhì)聚氨酯泡沫塑料、巖棉、礦棉、玻璃棉等作為保溫隔熱材料并適當設置支撐的一種輕型房屋結構體系。在目前的工程實踐中，門式剛架的梁、柱多采用焊接H形變截面構件,單跨剛架的梁柱節(jié)點采用剛接,多跨者大多剛接和鉸接并用;柱腳可與基礎剛接或鉸接；圍護結構多采用壓型鋼板；保溫隔熱材料多采用玻璃棉。1單層輕型門式剛架結構的特點和設計中的注意事項1。１單層輕型門式剛架結構相對于鋼筋混凝土結構具有以下特點:（1）質(zhì)量輕:圍護結構采用壓型金屬板、玻璃棉及冷彎薄壁型鋼等材料組成，屋面、墻面的質(zhì)量都很輕。根據(jù)國內(nèi)工程實例統(tǒng)計，單層輕型門式剛架房屋承重結構的用鋼量一般為1０～3０kｇ/ｍ２，在相同跨度和荷載情況下自重僅約為鋼筋混凝土結構的1/2０～1/30。由于結構質(zhì)量輕，相應地基礎可以做得較小,地基處理費用也較低。同時在相同地震烈度下結構的地震反應小。但當風荷載較大或房屋較高時，風荷載可能成為單層輕型門式鋼結構的控制荷載。（2)工業(yè)化程度高，施工周期短：門式剛架結構的主要構件和配件多為工廠制作,質(zhì)量易于保證，工地安裝方便;除基礎施工外,基本沒有濕作業(yè)；構件之間的連接多采用高強度螺栓連接,安裝迅速。（3)綜合經(jīng)濟效益高：門式剛架結構通常采用計算機輔助設計,設計周期短;原材料種類單一；構件采用先進自動化設備制造;運輸方便等。所以門式剛架結構的工程周期短，資金回報快，投資效益相對較高。(4）柱網(wǎng)布置比較靈活:傳統(tǒng)鋼筋混凝土結構形式由于受屋面板、墻板尺寸的限制，柱距多為６米，當采用１2米柱距時，需設置托架及墻架柱。而門式剛架結構的圍護體系采用金屬壓型板,所以柱網(wǎng)布置不受模數(shù)限制，柱距大小主要根據(jù)使用要求和用鋼量最省的原則來確定。

１．2設計中的注意事項

(1)由于門式剛架結構構件的抗彎剛度、抗扭剛度較小，結構的整體剛度較弱,因此設計時應考慮運輸和安裝過程中要采取的必要措施,防止構件發(fā)生彎曲和扭轉(zhuǎn)變形。

(2)要重視支撐體系和隅撐的布置，重視屋面板、墻面板與構件的連接構造,使其能參與結構的整體工作。

(3）組成構件的桿件較薄，設計中應考慮對制作、安裝、運輸?shù)囊?

(4）設計中應充分考慮銹蝕對結構構件截面削弱的影響.

（５）門式剛架的梁柱多采用變截面桿件，梁柱腹板在設計時考慮利用屈曲后的強度,所以塑性設計不再適用。

（6)設計中對輕型化帶來的后果必須注意和正確處理，比如風力可使輕型屋面的荷載反向等.2結構形式和結構布置２.1結構形式：門式剛架的結構形式按跨度可分為單跨、雙跨和多跨，按屋面坡脊數(shù)可分為單脊單坡、單脊雙坡、多脊多坡。屋面坡度宜取1/20～１/8。單脊雙坡多跨剛架,用于無橋式吊車的房屋時，當剛架柱不是特別高且風荷載也不是很大時,依據(jù)“材料集中使用的原則”，中柱宜采用兩端鉸接的搖擺柱方案。門式剛架的柱腳多按鉸接設計,當用于工業(yè)廠房且有橋式吊車時，宜將柱腳設計成剛接。門式剛架上可設置起重量不大于3ｔ的懸掛吊車和起重量不大于20t的輕、中級工作制的單梁或雙梁橋式吊車。

2．2結構布置

2．2。1剛架的建筑尺寸和布置。門式剛架的跨度宜為9~36m，當柱寬度不等時，其外側(cè)應對齊。高度應根據(jù)使用要求的室內(nèi)凈高確定,宜?。矗怠?m。門式剛架的合理間距應綜合考慮剛架跨度、荷載條件及使用要求等因素，一般宜?。秏、7.5ｍ、９m?？v向溫度區(qū)段小于３00m,橫向溫度區(qū)段小于150ｍ（當有計算依據(jù)時，溫度區(qū)段可適當放大)。

2.２.2檁條和墻梁的布置：檁條間距的確定應綜合考慮天窗、通風屋脊、采光帶、屋面材料、檁條規(guī)格等因素按計算確定，一般應等間距布置,但在屋脊處應沿屋脊兩側(cè)各布置一道,在天溝附近布置一道.側(cè)墻墻梁的布置應考慮門窗、挑檐、雨蓬等構件的設置和圍護材料的要求確定。

2．2.3支撐和剛性系桿的布置：(1）在每個溫度區(qū)段或分期建設的區(qū)段中,應分別設置能獨立構成空間穩(wěn)定結構的支撐體系.（2）在設置柱間支撐的開間,應同時設置屋蓋橫向支撐，以構成幾何不變體系。(3)端部支撐宜設在溫度區(qū)段端部的第一或第二個開間.柱間支撐的間距應根據(jù)房屋縱向受力情況及安裝條件確定，一般取30～４5ｍ，有吊車時不宜大于60m。（４)當房屋高度較大時,柱間支撐應分層設置;當房屋寬度大于６0ｍ時,內(nèi)柱列宜適當設置支撐。(5）當端部支撐設在端部第二個開間時,在第一個開間的相應位置應設置剛性系桿.（6)在剛架的轉(zhuǎn)折處(邊柱柱頂、屋脊及多跨剛架的中柱柱頂）應沿房屋全長設置剛性系桿。（7)由支撐斜桿等組成的水平桁架,其直腹桿宜按剛性系桿考慮。（8）剛性系桿可由檁條兼做,此時檁條應滿足壓彎構件的承載力和剛度要求,當不滿足時可在剛架斜梁間設置鋼管、H型鋼或其他截面形式的桿件。（9）當房屋內(nèi)設有不小于5ｔ的吊車時，柱間支撐宜用型鋼;當房屋中不允許設置柱間支撐時,應設置縱向剛架。3剛架設計3。１荷載及荷載組合3.1.1永久荷載:永久荷載包括結構構件的自重和懸掛在結構上的非結構構件的重力荷