门式刚架轻型房屋钢结构技术规范

thescopeofconstructionalindustry,issuedin2004(assignCodeisdrawingupreferringtoformerstaprovisions;termsandsymbols;basicrequirementsofstructuraldesign;loadsandcombinations;typesandarrangementofstructure;calculationandanastructuralmembers;designofbracing;designofpurlinandgirt;designofconnectionandjoint;designofenclosuresystem;protectiMinistryofHousingandUrban-RuralDevelopmentisinchargeofadministratandexplanationofthecompulsoryprovision,andChinaInstResearchCo.,Ltd.isresponsiblefortheexplanationofspecifictechnicalcontents.DuringtprocessofimplementingthisCode,suggestionsandcomments,ifany,arekindlyrequested,andpleasepostorpasstoChinaInstitu(Address:No.2InterwestInternationalCenter,9ShoutiSoutXi'anUniversityofArchitectureanZhejiangHangxiaoSteelYuYinquanCaiYiyanTongGenshuZChenYouquanLiuChengzongWanWuZiweiShiYongjiuJinXinyangZhangYuefengWangDasuiGuQiangXuHoujunHeMingChenJifaWangYuanqingJiangXueshiDingD 3BasicRequirementsofStructuralDesign 3.2ChoiceofMater 4LoadsandLoadCombin 4.3SnowLoadonRoof 4.5EffectofLoadCombinationsandSeismicAction 5TypesandArrangement 5.2ArrangementofStructure 5.3GirtArrang 6CalculationandAnalysisofStru 7.2CalculationofEndWa 8.3DesignofTransverseandL 8.4ArrangementofDiagonalBrace 9.1Designofsolid-webpurlin 9.3DesignofTension 11DesignofEnclosure 12.2DesignofFireResistance AppendixACalculatedLengthofFram ExplanationofWordinginThisCode ListofQuotedStandards 1.0.1ThisCodeisformulatedwithaviewacceptanceofsteelstructureoflight-weightbuildinusability,advancedtechnoloThisCodeisnotapplicabletobuildingswit1.0.3Design,fabrication,installatibuildingswithgabledframesshallmeett2.1.1Light-weightbuildingswithgabledframes2.1.2Heightofbuildingnotgreaterthan10°,corniceheightmaybetakentheaverageofthecorniceheightandtheroofridgeheightshallbuilding,wheretheroofslopeangleisnotgreaterthan10°,cornicheightmaybetaken.AnindoorplatformconnectedatonesideoftheframecoluThoseareasinthebuildingenvThebuildingshavingallwallsatleast2.1.9Partiallyenclosedpressureexceedsthesumoftheareasoftheopeningsofthebuildingenvelop(wallandroof)and10%oftheareaofthatwall,andthedensityoftheopeningdoesnotexceed20%oftheremainingForthcpurposcofassigningcocfficicntsformainframing,thezonesdividedontwallandtheroofsurfaceatthebuildingendaM———criticalbendingmomentfoMe——-bendingmomentresistedbyeffectiveM]——bendingmomentresistedbyflangeswhenbearingthepressureNN——designvalueofaxialtensionoraxialpressurN——designvalueofthetensilecapacityofonehigh-strengthbolt;N2———designvalueofaxialtensileforceofoneboltintheseconSEk—-effectofcharacteristicvalueofverticalseismicacVd——designvalueofshearcapacityoftheweb;V×,mx,Vy,mx——shearforceinducedbyverticalandhorizontalloadresVy——reactionofpurlinatbracebetweenadjacentcwk——characteristicvalueofwindload;2.2.2MaterialpropertiesandresE——modulusofelasticityofsteel;f——designvalueoftensilestrengthofsteelmaterialf———designvalueofstrengthoffilletweld;R₁——rigiditycorrespond2.2.3GeometricalparametersA₀,A₁———grosssectionalareaoftheAe——effectivesectionalA——-sectionalareaofmemberflange;Ap——sectionalareaofpurlin;Ast——totalsectionalaree₁———distancefromtheshearcenterofthebeamsectiontothecentroidlineoftheew,e,——distancefromcenterofboltedconnectiontowebandflangeh₁——distancebetweencenhe——-widthofcompressionalareaoftheha——piledheightofsnow;h₀——heightofstraight-partsectionofpurlinwebafterdeductionofcold-hsIo,hsBo———distancefromhw,hwo———depthofwebatthelargeandsmallendsofthetaperedsectionrespectively;I₁———momentofinertiaaboutminoraxisI₂—momentofinertiaaboutminoraxisoftheflIw—momentofinertiaaboutequivalenttowarpingoftheixi———radiusofcurvatureIy——-momentofinertiaaboutminoraxisofthetaperedbeam;Iy,IyBmomentofinertiaaboutminoraxisofcompressiveandtensileflangesofthesectionwherethebendingmomentreachingtomaxionalconstant,momentofinertiaaboutminoraxisandmomenfinertiaofwarpingofthJ₁—equivalentSaint-Venanttorsionalconstantofthetaperedbeam;We—-sectionalmoduluWe—-sectionalmodulusatmaximumcompressivefiberinefWenx,Wey—-effectivenetsectionmodulusornetsectionmoduluyofthesection;Wnlx——netareasectionalmodulusofthemember;Wxi———sectionmodulusofthecompressiveedgeofthesectionwithrelativelylargey——taperingratioofthetaperedbeam;yp—-taperingratioofthewebsecλ——normalizedwebslendernessration—ratioofmomentofinertia.k——-bucklingcoefficientofcomponentsonshear;η—numberofpurlinsintheload-carryingareaofpurlinbrace;Yg—-partialcoefficientofhorizontalsey₀——coefficientonimportanceYa——partialcoefficientofvyx——coefficientrelatedtoplasticdeformatiomofthesection;lengthofthemember;λ₁—normalizedsleλ。——parameterrelatedtobendingandcomprλ.—parameterrelatedtoshearoftheplate;λb—normalizedslendernessratioofthebeam;w—-windloadcoefficient;p₂—heightvariationcoefficientofwindpressure;9y——overallstabilitycoefficientofthe9m—axialcompressionstabilitycoefficientofthewebmember;9s——shearandbucklingstabilitycoefficient9x——axialcompressionstabilitycoeffiXap—taperingratioreductioncoefficientofshearstrengthVQ,业w———combinationvaluecoefficien.1.1Probability-basedultimatestatemethodisadoptedindesignoftbuildingswithgabledframes.Reliabilityofthestructuralmemberismeasuredwithreliabilityindexes.Expressionsofpartial3.1.2Load-bearingmembersofst3.1.3Whenstructuralmembersaredesignedaccordingrequirementsexpressewherey₀——coefficientonimportanceofstructure.Formemberswithmembersofstructuralallowed;formembersdesignedwithservicelifeof25years,y₀shallnotbelessmeettherequirementsof4.5.2inthisRa——designvalueofresistanceofstructuralmembers.3.1.4IncaseofseismicfortificationintseismiceffectmustbecheckwhereSE——incaseofconsideringfrequentseismicaction,deffectcombinationshaYe—coefficentonseismicadjustment3.1.5CoefficientonseismicadjustmentBeam,column,brace,bolt,jointanddeformationshouldbecheckedaccordingtonormallstandardGB50009LoadC3.1.7Tcnsilcstrcngthofstructuralmcmbcrssh3.2ChoiceofMaterials3.2.1ChoiceofsteelsshallmeetthefollowingrequirQ345Asteelorabovemaybeadopted.Forsucfabricationofthegabledframe,purlinandgirt.3FortheroofingandcladdingfortheencSheetandStrip,GB/T14978ContinuouslyHot-dipAluminum-zincAlloyCoatedSteeStrip,GB/T12754PrepaintedSteelSheetandtheprofiledsheetadoptedshallmeetthe3.2.2ConnectingpartsshallmeetthefolHexagonHeadBolts-ProductGradeCandGB/T5782HexagonHeadBolts,itsmechanicalGB/T3098.1MechanicalPropertiesofFasteners—Bolts,ScrewsandStuds;2High-strengthboltshallmeett1228HighStrengthBoltswithLargeHexagonHeadforSteelStructures,GB/T1229HighStrengthLargeHexagonNutsforSteelStructures,GB/T1230HighStrengthPlainWashersforSteelStructures,GB/T1231SpecificationsofHighStrengthBoltswithLargeHexagonHead,LargeHexagonNuts,PlainWashersforSteelStructuresorGB/T3632SetsofTorshearTypeHighStrengthBoltHexagonNutandPlainWasherforSteelStructures.shallmeettherequirementsofthecurrentnationalstanHeadedSelf-drillingandSelf-tappingScrew,GB/T15856.2CrossRecessedCountersunkHeadDrillingScrews,GB/T15856.3CroTappingScrewThread,GB/T15856.4HexagonFlangeHeadDrillingScrewswithTappingScrewThread,GB/T15856.5HexagonWasherHeadDrillingScrereszeithTappThreadorGB/T5282SlottedPanHeadTappingScrewsandGB/T5283SlottedCountersunkHeadTappingScrews,GB/T5284SlottedRaisedCountersunkHeadTappingScreosandGB/T5285HexagonHeadTappingScrews.PartsshallbeadoptedforitsfabricationandshallmeettherequiremProtrudingHead,GB/T12616.1ClosedEndBlindRivetswithBreakPullMandrelandCountersunkHead,GB/T12617.1～GB/T12617.5OpenEndBlindRivetswithBreakPullMandrelandCountersunkHeadandGB/T12618.1～GB/T12618.6OpenEndBlindRivetswithBreakPullMandrelandProtrudingHead.5Fastenershallmeettherequirementsofthecur6Fortheanchorbolt3.2.3Weldingmaterialsshallmeetthefollowingrequirement1Designationandpropertyofmanualweldingelectrodeorautomatiappropriatetothepropertyofthemembersteel.Wheretwostrengthgradesofsteelsarewelded,2MaterialandpropertyoftheelectrodeshallmeettherelevantrequirementsofthecurrentnationalstandardsGB/T5117CoveredElectrodesforManualMetalArcWeldingofandFineGrainSteelsandGB/T5118CoveredElectrodesforManualMetalArcWeldingof3MaterialandpropertyoftheweldingwireshallmeettherelevantrequirementsElectrodesandRodsforGasShieldingArcWeldingofCarbonandLowAlloySteel,GB/T10045Flux-coredElectrodeUsedforNon-alloyandGrainRefiningSteelandGB/T17493LowAlloySteelFluxCoredElectrodesforArcWelding;relevantrequirementsofthecurrentnationalstandardsGB/T5293CaFluxesforSubmergedArcWeldingandGB/T12470LowralloySteelElectrodesandFluxesfor1Designstrengthvalueofvariousdesignationsofsteeff2DesignvalueofthewTable3.2.4-2DesignValueoftheWeldffandshearcfffpff中pforAcceptanceofConstructionQuavalueoftheshearcapacityofeachweldingspotshallmeettherequirementsofthecurrentnationalsectionofthecold-formedthin-wallsteelmemberiCodeofCold-formedThin-wallSteelStructuresmaybeadoptedforthecalculationofthemembergalvanizingareexcludedfromt3.2.5Incalculationofthefollowingstructuralmembersorconnections,thedesignvalueofWhereseveralofthefollowingconditionscoexist,correspondingreductioncoefficientshallmultipliedcontinuotcoefficient0.5+0.0025λshallbemultiplieFortheunequalanglesteelwitNote:λisslendernessratio,asforthesingle-anglesteelcompressivcalculatedaccordingtotheminimumradiuso2Forthcsinglc-sidcbuttwcldwithoutsubpl3Forthehighaltitudeinstallationweldunderpoorconstructionconditions,thereductioncoefficient0.90shallbemultipli4Fortwomembers,wherelappingconnection,orconnectionwithfishallbemultipliedb3.2.6Inconnectionwithhigh-strengthbolt,antshallbeadoptedaccordingtothosespecifieTable3.2.6-1Anti-slipCoefficientμofSteelFrictiTreatmentmethodforconRedrustaftershot(sand)blRemovaloffloatingrustonNotes:1Thedirectionofrustremovalwithwirebrushshallbeperp3WhereothermethodsareadopTable3.2.6-2Anti-slipCoefficientμofCoatingJoiCoatingmethodandcμByshotblasting,realiSprayingorhandbrushing,5Sprayingorhandbrushing,5Note:Whereothercoatings(hot-sprayatreatmentrequirement,coatingthicknessandanti-slipcoefficientshallbedeterminedthro3.2.7Designvalueofpretensionforsinglehigh-strengthboltshaNominaldiameterofb3.3.1Driftlimitforcolumntopofsingle-storeygavalueofwindloadorfrequentearthquakesshallnTable3.3.1DriftLimitforRgidFram3.3.2ThedeflectionDeflectionlimitofmeOnlysupportingprofiOnlysupportingprofilnotbegrcatcrthan1/3thc3.4.1Wallthicknessofthesteelstructuralmemberandwidth-t2Width-to-thicknessratioofcompressiofCold-formedThin-wallSteelStructures;inthecompressionplateinthemainrigidframemember,ForcompressionalflangeplateofthememberwithI-shapesection,ratioofthefreeofwebplateusedinweldedI-shapedsectionofbeamandcolumninmainframe,hwtotw,shallnotbegreaterthan250.Wherecriticalsyieldstrengthofthesteel,stabilityoftheplateshallbecheckedaccordingtoactual3.4.2SlendernessratioofthemeTable3.4.2-1SlendernessTable3.4.2-2SlendernessRatioLimitofTensileNotes:1Forthestructurebearingstaticload,theslendernessratioofthetensilememberinverticalplanemayb2Forthestructuredirectlyorindirectlysubjecttothedynamanglesteeltensilemember,minimumradiusofcurvatureoftheanglesteelshallbeadopted;inthecalculaof-planeslendernessratioofsingle-anglesteelcrosstensilemember,theradiusofcurvatureabouttheaxisparallel3Incaseofcompressionundertheactionofpermanentload3.4.3Whcrcthec1ForthecompressionalflangeplateoftheI-shapesectionmember,theandcolumnmemberweb,theratioofttheroofbeamateachpurlinshallbearranofsidecolumnshallbearrangedwithdiagonalbraceon4Whereroundsteelorsteelropeisconnectionshallnotbeadoptedbetweenthebracitmayalsobeconsideredasad4.1.3Wherelight-weightroofwithprofiledsteelsheetisadoas0.5kN/m²appliedontheroofactinForroofwithhorizontalprojectedareaofloadinggreaterthan60m²,thevalueofverticaluniform4.1.4Inthedesignofrbetakenintoconsiderationanditpositionofthestructure;whentheconstructio4.2.1Incalculationofthesteelstructureoflight-weightbuildimaximumprojectedareaperpwindload,thecharacteristicvalueofwindloadperunitareaperpendiculartobuildingsurfaceshallbecalculatedaccordingtotheWherewk—normalvalueofwindload(kN/m²);wb———basicwindpressure(kN/m²),adoptedaccordingtotherequirementsofthecurrentnationalstandardGB50009Lμ₂—heightvariationcoefficientofwindpressure,whichisadoptedaccordingtotherequirementsofthecurrentnationaofbuildingStructures;Wheretheheightislessth ——windloadcoeficient,whichisadoptedaccorthisCodewhenconsideringthecombinationofthemaximumintercalculationofthepurlin,girt,roofi4.2.2Forthelight-weightbuildingswithgabledframes,wheretheheightofbuildingisnotgrcatcrthan18mandthchcightdinTable4.2.2-1(Figures4.2.2-1aandfFigure4.2.2-1TransverseWindLoadCoefficientZoneofMain0—roofslopeangle,theincludedanglebetweentherofandthehorizontalsurface;B—widthofbuildiaverageheightfromtherooftotheoutdoorground,forgableroofeaveheightmaybetakenapproximately,forsingle-sloperoofmid-spanheightmaybetaken,a—widthofthebuildingedgestripincalculaenclosurestructuremember,forwhich10%oftheminimumhorizontwhicheverissmaller,butitshallnotbeles②,③,④,⑤,⑥,D,,①and(arenumbersofzones;WhisthetransversewinTable4.2.2-1TransverseWindLoθ234(十i)(十i)(十i)(十i)十0.11(十i)(十i)十0.01十1.11Table4.2.2-1(c0234Notes:1Loadconditionoftheenclosedandpartiallyenclosedbuildings:(+i)representsthatinternalprewhile(-i)representsthatbeingasuctionforce.ThebalancedundertheloadconditiZones2,3,2Eand3Ehavethesamewindloadconditions,whiletheunbalancedrepresentsthattheyh2Plusandminussignsinthistablerespectivelyrepresentsthatth3Ungivenθvaluecoefficient4WheretheroofpressurecoefficientofZone2isnegative,thisvalueisapplicabletotherangeofZone2thattheextendedwidth.calculatedfromtheroofedgeandverticaltothecornicedirection,is0.5timestheminimumhorizontalofthebuildingor2.5h,whicheverissmaller.FortheremainingareaofZone2till2Longitudinalwindloadcoefficientofmainframeshallbeadopteda3WindloadcoefficientofexteriorwalTables4.2.2-3aand4.2.2-3b(Figure4.2.2-34Windloadcoefficientofdouble-sloperoofandcornicespecifiedinTables4.2.2-4a,4.2.2-4b,4.2.2-4c,4.2.2-4d4.2.2-4hand4.2.2-4i(Figures4.2.2-4a,4.2.2-4bandFigure4.2.2-4c);5Windloadcoefficientofmultipledouble-sloperoofsandcornicestothosespecifiedinTables4.2.2-5a,4.2.2-6WindloadcoefficientoTables4.2.2-6a,4.2.2-6b,4.2.2-67WindloadcoefficientofTables4.2.2-7aand4.2.2-7b(FiTable4.2.2-2LongitudinalWindLoadCoefficien234(十i)Notes:10.75windloadcoefficientinopenbuildingisapplicabletoany2Wheretheopenroofisattheplaneverticaltotheroofridge,themaximumareaoftheprojectedsolidwebzoneoftheframeshallbemultipliedby1.3Ncoefficient;wherethiscoef≤q≤0.3,1/6≤h/B≤6,S/B≤0.5.Where,φistheratioofthesolidwebpartoftheframetothegrossareaofthegableandNisthenumberofthetransverseFigure4.2.2-2LongitudinalWindLoadCoefficientZo①,②,③,④,⑤,⑥,E,②,Dand—numbersofzones;Wz—longitudinalwindTable4.2.2-3aWindLoadCoefficientofExteriorWall(WindSuction)PartiallyenclosedbuilA≥50Table4.2.2-3bWindLoadCoefficientofExteriorWall(WindPressure)WindpressurecoefficientofPartiallyenclosedbuiA≥50Figure4.2.2-3WindLoadCoefficientZoneofExteriorWallWindsuctioncocfficicntofroofw,forenPartiallyenclosedbuiA≥10A≥10A≥10Table4.2.2-4bWindLoadCoeWindpressurecoefficientofPartiallyenclosedbuiA≥10Table4.2.2-4cWindLoadCWindsuctioncoefficientofcornicepw,fEnclosedorpartiallyencloseA≥10③②②③②②①①③②②③aFigure4.2.2-4aWindLoadCoefficientZonesofGableRoofandCornice(0°≤0≤10°)Table4.2.2-4dWindLoadCoefficientofGableWindsuctioncocfficicntofrPartiallyenclosedbuiA≥10Table4.2.2-4eWindLoadCoefficientofGaWindpressurecoefficientofroofpw,forenclosingmemberanPartiallyenclosedbuiA≥10Table4.2.2-4fWindLoadCoefficientofcornice(WindSuWindsuctioncoefficientofcornicep,fEnclosedorpartiallyencloseA≥10③②③③②③②①②②①②③②③3②③aaFigure4.2.2-4bWindLoadCoefficientZonesofGableRoofandEaveTable4.2.2-4gWindLoadCoefficientofGWindsuctioncoefficientofroofPartiallyenclosedbuiA≥10A≥10Table4.2.2-4hWindLoadCoefficientofGableRoof(WinWindpressurecoefficientofroof,forenclosinPartiallyenclosedbuiA≥10Table4.2.2-4iWindLoadCoefficientofcornice(WindSuction)Windsuctioncoefficientofcornicep,fEnclosedorpartiallyencloseA≥10a③②③③②③②①②②①②③②③③②③aaFigure4.2.2-4cWindLoadCoefficientZonesofGablTable4.2.2-5aWindLoadCoefficientofMulti-spanGableRoof(WindSuction)WindsuctioncocfficicntofrPartiallyenclosedbuiA≥10A≥10Table4.2.2-5bWindLoadCoefficientofMuPartiallyenclosedbuiA≥10Table4.2.2-5cWindLoadCoefficientofMulti-spanGableRoof(WindSuctioWindsuctioncoefficientofroofw,forenPartiallyenclosedbuiA≥10A≥10A≥10PartiallyenclosedbuiA≥10PartiallyenclosedbuiA≥10A≥10A≥10A≥10Windpressurecoefficientofroofp,forenclosingmemberanPartiallyenclosedbuiA≥10Figure4.2.2-6aWindLoadCoefficientZonesWindsuctioncoefficientofrPartiallyenclosedbuiA≥10A≥10A≥10PartiallyenclosedbuiA≥10Figure4.2.2-6bWindLoadCoeffiTable4.2.2-7aWindLoadCoeffiPartiallyenclosedbuiA≥50Table4.2.2-7bWindLoadCoefficienPartiallyenclosedbuiA≥10A≥10A≥50Figure4.2.2-7WindLoadCoefficientZonesofSaw-toothRoof4.2.3Effectivewindloadarea(A)ofthememberoflight-weightbuildimaybecalculatedaccordingtofollowiWherel———thespanofthc———thewindbearingwidthofthememberconrightsidesandtheupperandl4.3.1ThecharacteristicvalueofsnowloadonthehorizontalprojectionplaneoftheroofoftheWhereSk———characteranrecurrenceinterval50009LoadCodefortheDesignofbuildingStructures.4.3.2Thedistributioncoefficientofsnowloadonroofwithsingle-slope,double-stopeaTable4.3.2DistributionCoefficientofSn10A02Non-uniformdistributi0Table4.3.2(co3Non-uniformdistributioNon-uniformdistribution2 0Notes:1Fordoublespananddoublesloperoof,wheretherofspecifiedinItem3int2Distributioncoefficientofsnowloadonmulti-spanroofmaybeadoptedaccordingtothosespecified4.3.3Whereheightofhighandlowroofandadjacentbuildingroofmeets(h,—hb)/hb>0.2,lowroof(Figure4.3.3-1);2Wherethespacingsbetweenadjacentbuildingsislessthan6m,accumulationonlowroofshal1—highroof;2—snow-coveredaFigure4.3.3-1DistributionofSnowAccumulationonLowRoofoftheHighandLowRoofFigure4.3.3-2DistributionofSnowAccumulationonLowRoofoftheAdjacentBuilding3Wheretheslopeθofhighroofisgreaterthan10°andmedown-slidingarenottaken,snowdriftonhighroofshallbetakenheightshallbeincreasedby40%;however,h₁—hpistakenforthemaximubetweenadjacentbuildingsisgreaterthanh,or6m,snowdriftonhighroofisnotconsidered(Figure4.3.3-3);4Wherethehorizontallengthofroofprotrusionisgreaterthan4.5m,distributionofsnowaccumulationontheroofshallbeconsidered(Figure4.3.3-4);3—snowloadonroof5PilingheighthaofsnowshallbecalculatedaccordWhcrcha——thcpilinghcightofsnow(m);h₁——theheightdifferenceofhighandhb——theheightofsnowloaddeterminedaccordingtothereferencesnowpressureontroof(m),,wherepistheaveragedensityofsnoWb1,Wb2———thelength(width)oftheroof,forwhich6PilinglengthwaofWa=4ha²/(h₁—hb)≤8(h7TheloadvalueSmxatthehighestpointofpiling4.3.4Averagedensitypofsnowinvariousregionsshallmeett1180kg/m³istakenfortheNortheastChinaandn3180kg/m³isgenerallyt4.3.5Inthedesign,distributionofsnowshallbeadoptedac2Theinclinedbeamoftheframeshallbeadopunfavorableconditions:uniformdistributionoffull-spansnow;non-uniformdistributionanduniformdistributionofsweightbuildingswithgabledfrnationalstandardGB50223StandardforC4.4.2Forsteelstructuconsideredaccordingtothefollowingprincip1Horizontalseismofthebuilding:2Forthestructurewithobviouslyasymmetricalmassandstiffrepresentativevalueofthisstructuralgravityloadshobasicseismicaccelerationis0.30g,15%oftherepresen4Influenceofwallontheseis3Constructionalorrepairconcentratedloadisnoloadscxccptthcdcadwcighto4Combinationofmultiplecranesshallmeettherequirementsofthecurrentnationalaccordingtoline