日本钢结构设计标准.doc-.docx

日本钢结构设计标准.doc
1、日本钢结构设计标准精品好资料-如有侵权请联系网站删除CHAPTER1GENERAL1.1ScopeofApplicationThisStandardappliestothestructuraldesignofsteelbuildings.TheStandard,however,neednotapplytostructuraldesignsbasedonspecialresearchstudies.1.2StructuralSafetyVerificationTestsWhereadesignininvolvesconnectionandotherstructuraldetailsnotexpresslyprescribedinthisStandard,thestru
2、cturalsafeofsuchdetailsshallbeprovedbytestsorbyotherappropriatemeans.1.3EnlargementofSectionSectionsofvariousstructuralelementsshallbeenlargedasrequired,withdueconsiderationforpracticallimitationinprecisionofstructuraldesigns,inadequacyinconstructionalworkmanship,andsuchadversefactorsasrusting,corrosionandwearofsteelmaterials.1.4N
3、omenclatureAGrosssectionalarea;nominalbodyareaofahigh-strengthbolt;orsumofsectionalareasofcolumncomponents(mm2)ANNetsection(mm2)AdSectionalareaoflacingelement;ortotalsectionalareaofapairoflacingelementsinthecaseofdoublelacing(mm2)AfCross-sectionalareaofcompressionflange;orcross-sectionalareaofeitherflange(mm2)ApSectionalareaofpartsinco
4、ntact(mm2)AsCross-sectionalareaofverticalorhorizontalstiffeners(mm2)AwCross-sectionalareaofwebplate(mm2)aEquivalentarealossduetorivet,boltorhigh-strengthboltholes(mm2);orspacingofintermediatestiffeners(mm)a0Netarealossduetorivet,boltorhigh-strengthboltholes(mm2)bWidthofcompressionelementfreeatoneedgeandfixedattheother;widthofrockerorro
5、ller;orlongitudinalspacingorpitchofconsecutiveholes(mm),butnotlargerthan2.3BendingcoefficientdependentuponmomentgradientDNominaloutsidediameterofsteelpipe;oroutsidediameterofmainsteelpipe(mm)dWidthofelementstiffenedalongtwoedges;outsidediameterofbranchpipe;widthofwebplate;ordiameterofpin(mm)d1Minimumwidthoftheportionofwebplatedividesby
6、verticalorhorizontalstiffener(mm)EModulusofelasticity(N/mm2)eDistancebetweenaxesofgravityofcomponents(mm)FBasicvalueusedindeterminingallowablestresses(N/mm2)(N/mm2)fAllowablestressinmemberssubjecttorepeatedstressvariation(N/mm2)fbAllowablebendingstress(N/mm2)fb1Allowablebendingstressinbearingplatesandsimilarelementssubjecttoout-of-plan
7、ebending(N/mm2)fb2Allowablebendingstressinpinssubjecttobending(N/mm2)fcAllowablecompressivestress(N/mm2)fc’Allowablecompressivestressinthetoeofthewebfilletofrolledshapesorbuild-upI-shapedmembers(N/mm2)flAllowablebearingstressinplatesinrivetedorboltedjoints(N/mm2)fp1Allowablebearingstressforcontactareaofpinsandforothermilledsurfaces(N/m
8、m2)fp2Allowablebearingstressforrockersorrollers(N/mm2)fsAllowableshearstress(N/mm2)fs0Allowableshearstressforhigh-strengthbolts(N/mm2)fstAllowableshearstressforhigh-strengthboltssubjecttocombinedtensionandshear(N/mm2)ftAllowabletensilestress(N/mm2)ft0Allowabletensilestressforrivetsorbolts(N/mm2)ftsAllowabletensilestressforrivetsorbolts
9、subjecttocombinedtensionandshear(N/mm2)gTransversespacingbetweenfastenergagelines(mm)hDepthofbeam(mm)I0Momentofinertiaofintermediatestiffeners(mm4)ILMomentofinertiaofhorizontalorverticalstiffener(mm4)ISRequiredmomentofinertiaofthestiffenersoncompressionflanges(mm4)iRadiusofgyration,takenaboutanaxisintheplaneofweb,ofateesectioncomprisin
10、gthecompressionflangeplusone-sixthofbeamdepthradiusofgyrationofasectionwithrespecttoaxissubjecttobuckling;orradiusofgyrationofhorizontalorverticalstiffenersontheweb(mm)i1Theleastradiusofgyrationofsectionalelementsofcompressionmembers(mm)LEffectivelengthofweldinbranchconnectionofsteelpipes(mm)lLengthofmember;orlengthofdistributedload(mm
11、)lbUnsupportedlengthofcompressionflange(mm)ldLengthoflacingelement(mm)lkEffectivelengthofcompressionmembersubjecttobuckling(mm)l1Spacingofseparatorsortieplates;orlengthofholeinmemberswithcoverplateshavingholes(mm)l2Longitudinalcomponentofthelengthoflacingofabuilt-upmember(cm)MBendingmoment(N・mm)M1Largerbendingmomentaboutthestrongaxisat
12、theendofamember(N・mm)M2Smallerbendingmomentaboutthestrongaxisattheendofamember(N・mm)mNumberofcomponentsorgroupsofcomponentsconnectedbylacingortieplatesNCompression(N)N1Largercompression(N)N2Smallercompression(N)nNumberofstructuralplanesformedbylacingortieplatesinbuilt-upmembers;ornumberofverticalorhorizontalstiffenersPConcentratedtrans
13、verseloadorreaction;orcompressionforcomputationofbearingstress(N)pSpacingofholes(mm)QShear(N)rRadiusofcurvatureofrockerorroller(mm)TTension(N)T0Designbolttensionforhigh-strengthbolt(N)tThicknessofplate;wallthicknessofpipe;thicknessofwebplate;orplatethicknessofpin(mm)t0Distancefromedgeofflangetotoeofwebfillet(mm)ZcSectionmodulusofcompre
14、ssionsideofcross-section(mm3)ZtSectionmodulusoftensionsideofacross-section(cm3)αDistributionfactorforcompressivestressγFatiguefactorθIntersectinganglebetweentwopipesΛCriticalslendernessratioλSlendernessratioofcompressionmember(lk/i)λySlendernessratioofbuilt-upcompressionmemberassumedtobuckleasanintegratedmemberλyeEffectiveslendernessra
15、tioofbuilt-upcompressionmembersσMaximumcompressivestressinwebplate(N/mm2)σ0Allowablecompressivestressinplatesubjecttobuckling(N/mm2)cσbBendingstressofextremefiberincompression(M/Zc)(N/mm2)tσbBendingstressofextremefiberintension(M/Zt)(N/mm2)σcMeancompressiveStress(N/A)(N/mm2)σPBearingstress(N/mm2)σtMeantensilestress(T//AN);ortensilestre
16、sswhichisproportionaltotheforceactinguponbolts(N/mm2)σx,σyNormalstressesperpendiculartoeachother(N/mm2)σ1,σ2Largerabsolutevalueandsmallerabsolutevalueofstressesattheupperandlowerlimitsofstressrangeformemberssubjecttorepeatedstressvariation(N/mm2)τShearstressproducedinrivetsorbolts;ormeanshearstressinwebplate(N/mm2)τ0Allowableshearstres
17、sinplatesubjecttobuckling(N/mm2)τxyShearstressintheplaneofnormalstresses,σxandσy(N/mm2)CHAPTER2DRAWINGPRACTICE2.1RulesofRepresentationDrawingsshallbepreparedincompliancewithJISZ8302[GeneralRulesforTechnicalDrawing],JISA0150[DrawingOfficePracticeforArchitectsandBuilders(GeneralRules)],JISZ8201[MathematicalSymbols]andJISZ3021[GraphicalSy
18、mbolsforWelding].2.2ItemsofInformationtoBeGivenOnDrawings(1)Drawingsshallgivecompleteinformationondimensions,sectionalshapesandrelativepositionsofrespectivemembers.Theyshallalsoshow,intermsofdimensions,allfloorlevels,columncenters,andjointsandconnectionsofmembers.Drawingsshallbepreparedtoscaleslargeenoughtogivetheforegoinginformationwi
19、thclarity.(2)Wherenecessary,drawingsshallshowthequalitiesofsteelmaterialstobeused.(3)Whereboltsorhigh-strengthboltsaretobeused,boltqualitiesshallbedistinctlyshownonthedrawingsasnecessary.(4)Cambersoftrussesandbeamsshallbeshownonthedrawingasnecessary.(5)Wherepartsaredesignedformetal-to-metalcontactasincolumnsbearingonbaseplates,incolumn
20、splicesorinstiffenersbearingonbeamflanges,theextentofmillingormachiningrequiredforendsofsuchpartsshallbeindicatedondrawingsasnecessary.CHAPTER3CALCULATIONOFI.OADSANDSTRESSES3.1GeneralLoadsLoadstobeusedinstructuralcalculationshall,asarule,bethoseprescribedintheEnforcementOrderoftheBuildingStandardLaw.3.2ImpactForstructurescarryinglivelo
21、adswhichinduceimpact,thedesignloadsshallbeincreasedinaccordancewiththeassessedeffectsofsuchimpact.Wheretheeffectsofimpactarenotbasedonmeasurement,thedesignloadsmaybeincreasedinaccordancewiththefollowing:(1)Forstructuralsupportsofelevators:100%oftheelevatorWeight(2)Forstructuralsupportsofoverheadtravelingcranes:Wherethespeedislessthan60
22、m/minute10%ofthewheelloadWherethespeedis60m/minuteorover20%ofthewheelloadIfjointlessrailisused,60m/minuteintheaboverequirementmaybereplacedby90m/minute.”(3)Forsupportsofmotorizedequipment:Notlessthan20%oftheequipmentweight(4)Forsupportsofequipmentdrivenbyreciprocatingengines:Notlessthan50%oftheequipmentweight(5)
23、Forhangerssuspendingfloorsorbalconies:30%oftheliveloadthereon3.3CraneRunwayLateralForces(1)BrakingForceintheDirectionofCraneTravelThisshallbetakenas15%ofeachwheelloadsubjecttobrakingforce,asappliedtothetopofthecranerail.(2)HorizontalForcesNormaltotheDirectionofCraneTravelCranesupportinggirdersonbothendsofacraneshallbeconsideredassubjec
24、tedsimultaneouslyto10%ofthecranewheelloadsactingnormaltothedirectionofcranetravel.Forcomputation,thecranetrolleyandliftedloadshallbeassumedtobeinthemostunfavorablecondition.(3)DiagonalTensionWheretheloadtobeliftedispulledbyacraneinadiagonaldirection,thestressinducedinthestructurebysuchoperationshallbetakenintoaccount.(4)EarthquakeForce
25、sEarthquakeforcesactingoncranesshallbeassumedasappliedatthetopofthecranerail.Unlessotherwisespecified,theweightofliftedloadmaybedisregardedincomputingtheweightofacrane.3.4Repe。entFilletWeldsIntermittentfilletweldsmaybeusedtotransfercalculatedstressesacrossajointortojoinelementsinabuilt-upmember.Theeffectivelengthofsuchfilletweldsshallm
26、eettherequirementof13.2,(2).16.8LapJointLapjointscarryingcomputedstressesshall,asarule,beaccomplishedbyuseofnotlessthan2linesoffilletwelds.Theminimumlaplengthinsuchjointsshallbenotlessthan5timesthethicknessofthethinnerpartjoinedandnotlessthan30mm.16.9EndReturnsofFilletWeldsSideorendfilletweldsterminatingatendsorsides,respectively,ofpar
27、tsormembersshall,asarule,bereturnedcontinuouslyaroundthecornersforadistancenotlessthantwicethenominalsizeoftheweld.16.10FilletWeldsinHolesandSlotsFilletweldsinholesandslotsmaybeusedtotransmitshearinlapjoints,topreventthebucklingorseparationoflappedparts,andtojoincom-ponentsofbuilt-upmembers.Thediameterofholesortheminimumwidthofslotssha
28、llnotbelessthan3timesthethroatthicknessofweldsandnotlessthan1.5timesthethicknessoftheplatesjoined.Wheretwoormoreholesorslotsarelocatedsidebyside,thedistancebetweentheinneredgesofholesorslotsshallnotbelessthan1.5timesthethicknessoftheplatesjoined.16.11PlugandSlotWeldsPlugorslotweldsmaybeusedtotransmitshearinlapjoints,topreventbucklingor
29、separationoflappedplates,andtojoincomponentsofbuilt-upmembers.Thediameterofaholeforaplugweldshallnotbelessthanthethicknessofthepartcontainingitplus8mmandnotmorethan2.5timesthethicknessoftheplugweld.Theminimumcenter-to-centerspacingofplugweldsshallbe4timesthediameterofthehole.Thelengthofaslotforaslotweldshallnotexceed10timesthethickness
30、oftheweldmetal.Thewidthoftheslotshallnotbelessthanthethicknessoftheplatecontainingitplus8mm,norshallitexceed2.5timesthethicknessoftheweldmetal.Theendsofeachslotshallbesemicircularorshallhavethecornersroundedtoaradiusnotlessthanthethicknessoftheplatecontainingit,exceptthoseendswhichextendtotheedgeoftheplate.Theminimumspacingoflinesofslo
31、tweldsinadirectiontransversetotheirlength,shallbe4timesthewidthoftheslot.Theminimumcenter-to-centerspacingofslotweldsinthelongitudinaldirectiononanylineshallnotbelessthan2timestheslotlength.Thethicknessofplugorslotweldsshallbeequaltothatoftheplatecontainingtheholesorslotsiftheplateis16mmorlessinthickness,orshallnotbelessthanone-halfthe
32、thicknessoftheplatenorlessthan16mmiftheplateismorethan16mminthickness.16.12FlareGrooveWeldsThethroatthicknessofflaregrooveweldsshallbe0.7timesthesizeoftheweldswherethesizeshallbetakenasthethicknessofthethinnerplatejoined.CHAPTER17COLUMNBASES17.1RequirementsforFixedColumnBases(1)Columncomponents,shallberigidlyconnectedtothebaseplatebyme
33、ansofwingplatesandribsinordertopreventdeformationofthebaseplate.Thecolumnbaseandthefooting,underitshallbeintegratedbyfullandcompleteconnectionbetweenthetwoorbyembeddingthecolumnbaseinthereinforcedconcretefooting.(2)Thebottomofacolumnbaseplateshallbeinfullbearingcontactwiththetopofafooting.Theareaofabaseplateandthecross-sectionalareaofa
34、nchorboltsmaybecomputedbyassumingareinforcedconcretecolumnwhosesectionisthesameastheshapeofthebaseplateandwhosereinforcementiscomposedofanchorboltsonthetensionside.Thethicknessofthebaseplate,maybecomputedbyassumingthatthereactionfromthefootingbelowactsonrectangularareasofthebaseplatedividedbystiffeningelementssuchaswingplatesandribs.(3
35、)Whereshearonacolumnbaseistransferredbyfrictionbetweenthesurfacesofabaseplateandofaconcretefooting,thecoefficientoffrictionshallbetakenas0.4.17.2RequirementsforPinnedColumnBasesForcolumnbasessubjecttotension,shearoncolumnbasesshallbecarriedbyanchorbolts,andcombinedtensionandshearstressesshallbeconsideredinthedesign.17.3TensiononColumnB
36、aseAsprovidedin3.6,(3),columnbasesshallbedesignedtoresistsafelythetensionwhichwouldbecausedunderstormorseismicloadifnoliveloadwereimposedonthestructure.17.4AnchorBoltsSubjecttoTensionAnchorboltsshallbepreventedfromslackingbyuseofwashers,doublenutsorotherappropriatemeans.Thosesubjecttotensionshallbesufficientlyanchoredinconcretefootingt
37、oresistuplift.Theallowabletensilestressesforsuchboltsshallbetakenastheapplicablevaluesforsemi-finishedboltsdescribedin5.2.APPENDIXBUCKLINGCALCULATIONSFORWEBPLATESANDDESIGNOFSTIFFENERSThiscodeappliestostructuraldesignofrectangularwebplatesstiffenedagainstbucklingbyintermediatestiffeners(includingbearingstiffenersatpointsofloading),byeit
38、herhorizontalstiffenersorbyverticalstiffenersorbyboth.Inthiscode,“intermediatestiffener”referstothatplacednormaltothelongitudinalaxisofamembermainlytostrengthenitagainstbucklingduetoshear.“Horizontalstiffener”and“verticalstiffener”refertothoseplacedparalleltothelongitudinalaxisofabeamandacolumn,respectively,mainlytostrengthensuchmember
39、sagainstbucklingduetobendingandshear.Thecodecoverscaseswhereoneortwohorizontalorverticalstiffenersareused.Wheretwosuchstiffenersareused,theyshouldalwaysbeofidenticalcross-section.Inthecaseofhorizontalstiffeners,theyshouldbeplacedsothatthewidthofthatportionofawebplatewhichisbetweenthetopflangeandthelowerstiffenerwillbeequallydividedbyth
40、em.Inthecaseofverticalstiffeners,theyshoulddividethewebplatesintoequalwidths(SeeFigs.1and2).Fig.1Fig.21.BucklingCalculationsforWebPlates1.1Ifthewidth-to-thicknessratioofarectangularwebplatestiffenedbyflangesandintermediatestiffenersorbearingstiffenersatpointsofloadingexceedsthevaluestipulatedin8.1.(2)oftheStandard,itsbucklingshouldbeex
41、aminedbythefollowingformula:(1)whereσ:maximumcompressivestressinwebplate(N/mm2)τ:Q/Aw=meanshearstressinwebplate(N/mm2)Q:shear(N)Aw:cross-sectionalareaofwebplate(mm2)σ0:allowablecompressivestressinplatesubjecttobuckling(N/mm2)τ0:allowableshearstressinplatesubjecttobuckling(N/mm2)(1)Theallowablecompressivestressinaplatesubjecttobucklings
42、houldbeobtainedfromthefollowingformula:When(2)andwhen(3)However,forwebplatesundernoaxialcompression,maybetakenasequaltoft,providedthatthefollowingconditionissatisfied.(4)whereC1:k1:α:=distributionfactorforcompressivestress(seeFig.3)d:widthofwebplate(mm)t:thicknessofwebplate(mm)(2)Allowableshearstressinplatesubjecttobucklingshouldbeobta
43、inedbythefollowingformula:When(5)andwhen(6)whereifif(seefig.3)a:spacingofintermediatestiffeners(mm)Fig.31.2Forbucklingduetobendingandcompression,webplateshavinghorizontalorverticalstiffenersshouldberegardedassimplysupportedatthecentersofprojectingelementsofthestiffeners,andmaybeobtainedforeachdivisionofthewebplatefromoneoftheFormulas(2
44、)to(4)asap-plicable.1.3Forbucklingduetoshearofwebplateshavinghorizontalorverticalstiffeners,k2may