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15/15aselectionoftranslationworksof2010graduatesofenglishdepartmentSingleLightSteelPortalFrameDesignFeaturesoftheTranslator:DalianTranslationandInterpretationCollege07AppliedEnglishClass1呂婧楠大連翻譯職業(yè)學(xué)院教務(wù)處閱讀:174次發(fā)布:2010—7—11:25:41PortalFramesHousingStructureApplicat(yī)ioninChinabeganinthe20thcenturyabouttheearly80s。Rapiddevelopmentoverthelastdecade,eachyeartensofmillionsofdomesticsquaremetersoflightstee(cuò)lconstruction,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;envelopetousemorestee(cuò)lsheeting;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.Theportalframestructureofthee(cuò)nvelopesystemofmetalpressureplate,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,whentherampdoesnotmeetthetimeframecanbesetbetwee(cuò)nthesteelbeam,Hsectionstee(cuò)l,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.Ifthelastframeofthelateralstiffnesswhencheckingdoesnotmeettherequirementsofoneofthefollowingmeasuresnee(cuò)dtobeadjustedwith:Zoomcolumnor(and)beamsectionsize,changehingepinfortherigidcolumncolumnfoot;themulti-spanframeindividualswingtothetopofcolumnandbeamrigid.3。3FramePostandBeamdesign:(1)beamplat(yī)esofsteelstrutsandtheuseofpostbucklingstrength.(Mainlybeamplatesofstee(cuò)lstrutschecking,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)stee(cuò)lplatemat(yī)erialselectionaccordingtobuildingfunction,use,servicelifeandstructureandotherfactorstoconsider,steelsubstratematerialsareQ215steelandQ235steel,enginee(cuò)ringMulti-Q235—Asteel.(2)thesectionoftheformofsteelplat(yī)emore,accordingtothedifferentwaveheight,waveboardgenerallydividedintolow,mediumplateandhigh—waveplate.Thehigherwaveheight,thegreaterthecross-sectionflexuralstiffness,thegreaterloads。(3)thestrengthofsteelplateandthedeflectiondesirableandeffectivecross-sectionbyonenotchsubjectedtobendingmoment.Calculationincludeswebsteelplat(yī)eshearstresscalculation,supportsofthelocalpressurebearingcapacityofwebs,suchasdeflectionlimitschecking.(4)steelplatestructurestillmustmee(cuò)totherrequirements.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)portalframestructureswithflexiblee(cuò)xchange*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)theroleofspecifictypesofexternalforcefromthetransferpointtothebasepathandtransferthee(cuò)ntireprocessofimpact.(3)Thedesignmustreflecttheconsistencyofcalculationandconstruction.單層輕型門式剛架結(jié)構(gòu)的設(shè)計(jì)要點(diǎn)輕型門式剛架房屋結(jié)構(gòu)在我國的應(yīng)用大約始于20世紀(jì)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(dòng)房屋、加層建筑等。單層輕型門式剛架結(jié)構(gòu)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(gòu)成的實(shí)腹式門式剛架或格構(gòu)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(dāng)設(shè)置支撐的一種輕型房屋結(jié)構(gòu)體系。在目前的工程實(shí)踐中,門式剛架的梁、柱多采用焊接H形變截面構(gòu)件,單跨剛架的梁柱節(jié)點(diǎn)采用剛接,多跨者大多剛接和鉸接并用;柱腳可與基礎(chǔ)剛接或鉸接;圍護(hù)結(jié)構(gòu)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(jié)構(gòu)的特點(diǎn)和設(shè)計(jì)中的注意事項(xiàng)1。1單層輕型門式剛架結(jié)構(gòu)相對(duì)于鋼筋混凝土結(jié)構(gòu)具有以下特點(diǎn):(1)質(zhì)量輕:圍護(hù)結(jié)構(gòu)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(shí)例統(tǒng)計(jì),單層輕型門式剛架房屋承重結(jié)構(gòu)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(jié)構(gòu)的1/20~1/30。由于結(jié)構(gòu)質(zhì)量輕,相應(yīng)地基礎(chǔ)可以做得較小,地基處理費(fèi)用也較低。同時(shí)在相同地震烈度下結(jié)構(gòu)的地震反應(yīng)小。但當(dāng)風(fēng)荷載較大或房屋較高時(shí),風(fēng)荷載可能成為單層輕型門式鋼結(jié)構(gòu)的控制荷載。(2)工業(yè)化程度高,施工周期短:門式剛架結(jié)構(gòu)的主要構(gòu)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(chǔ)施工外,基本沒有濕作業(yè);構(gòu)件之間的連接多采用高強(qiáng)度螺栓連接,安裝迅速。(3)綜合經(jīng)濟(jì)效益高:門式剛架結(jié)構(gòu)通常采用計(jì)算機(jī)輔助設(shè)計(jì),設(shè)計(jì)周期短;原材料種類單一;構(gòu)件采用先進(jìn)自動(dòng)化設(shè)備制造;運(yùn)輸方便等。所以門式剛架結(jié)構(gòu)的工程周期短,資金回報(bào)快,投資效益相對(duì)較高。(4)柱網(wǎng)布置比較靈活:傳統(tǒng)鋼筋混凝土結(jié)構(gòu)形式由于受屋面板、墻板尺寸的限制,柱距多為6米,當(dāng)采用12米柱距時(shí),需設(shè)置托架及墻架柱。而門式剛架結(jié)構(gòu)的圍護(hù)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(shè)計(jì)中的注意事項(xiàng)

(1)由于門式剛架結(jié)構(gòu)構(gòu)件的抗彎剛度、抗扭剛度較小,結(jié)構(gòu)的整體剛度較弱,因此設(shè)計(jì)時(shí)應(yīng)考慮運(yùn)輸和安裝過程中要采取的必要措施,防止構(gòu)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(gòu)件的連接構(gòu)造,使其能參與結(jié)構(gòu)的整體工作。

(3)組成構(gòu)件的桿件較薄,設(shè)計(jì)中應(yīng)考慮對(duì)制作、安裝、運(yùn)輸?shù)囊?

(4)設(shè)計(jì)中應(yīng)充分考慮銹蝕對(duì)結(jié)構(gòu)構(gòu)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(shè)計(jì)時(shí)考慮利用屈曲后的強(qiáng)度,所以塑性設(shè)計(jì)不再適用。

(6)設(shè)計(jì)中對(duì)輕型化帶來的后果必須注意和正確處理,比如風(fēng)力可使輕型屋面的荷載反向等.2結(jié)構(gòu)形式和結(jié)構(gòu)布置2.1結(jié)構(gòu)形式:門式剛架的結(jié)構(gòu)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(shí),當(dāng)剛架柱不是特別高且風(fēng)荷載也不是很大時(shí),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(shè)計(jì),當(dāng)用于工業(yè)廠房且有橋式吊車時(shí),宜將柱腳設(shè)計(jì)成剛接。門式剛架上可設(shè)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(jí)工作制的單梁或雙梁橋式吊車。

2.2結(jié)構(gòu)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(dāng)柱寬度不等時(shí),其外側(cè)應(yīng)對(duì)齊。高度應(yīng)根據(jù)使用要求的室內(nèi)凈高確定,宜取4.5~9m。門式剛架的合理間距應(yīng)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(dāng)有計(jì)算依據(jù)時(shí),溫度區(qū)段可適當(dāng)放大)。

2.2.2檁條和墻梁的布置:檁條間距的確定應(yīng)綜合考慮天窗、通風(fēng)屋脊、采光帶、屋面材料、檁條規(guī)格等因素按計(jì)算確定,一般應(yīng)等間距布置,但在屋脊處應(yīng)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(yīng)考慮門窗、挑檐、雨蓬等構(gòu)件的設(shè)置和圍護(hù)材料的要求確定。

2.2.3支撐和剛性系桿的布置:(1)在每個(gè)溫度區(qū)段或分期建設(shè)的區(qū)段中,應(yīng)分別設(shè)置能獨(dú)立構(gòu)成空間穩(wěn)定結(jié)構(gòu)的支撐體系.(2)在設(shè)置柱間支撐的開間,應(yīng)同時(shí)設(shè)置屋蓋橫向支撐,以構(gòu)成幾何不變體系。(3)端部支撐宜設(shè)在溫度區(qū)段端部的第一或第二個(gè)開間.柱間支撐的間距應(yīng)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(shí)不宜大于60m。(4)當(dāng)房屋高度較大時(shí),柱間支撐應(yīng)分層設(shè)置;當(dāng)房屋寬度大于60m時(shí),內(nèi)柱列宜適當(dāng)設(shè)置支撐。(5)當(dāng)端部支撐設(shè)在端部第二個(gè)開間時(shí),在第一個(gè)開間的相應(yīng)位置應(yīng)設(shè)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(yīng)沿房屋全長設(shè)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(shí)檁條應(yīng)滿足壓彎構(gòu)件的承載力和剛度要求,當(dāng)不滿足時(shí)可在剛架斜梁間設(shè)置鋼管、H型鋼或其他截面形式的桿件。(9)當(dāng)房屋內(nèi)設(shè)有不小于5t的吊車時(shí),柱間支撐宜用型鋼;當(dāng)房屋中不允許設(shè)置柱間支撐時(shí),應(yīng)設(shè)置縱向剛架。3剛架設(shè)計(jì)3。1荷載及荷載組合3.1.1永久荷載:永久荷載包括結(jié)構(gòu)構(gòu)件的自重和懸掛在結(jié)構(gòu)上的非結(jié)構(gòu)構(gòu)件的重力荷

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