收藏 分销(赏)

日本钢结构设计标准.doc-.docx

上传人:二*** 文档编号:4517723 上传时间:2024-09-26 格式:DOCX 页数:7 大小:22KB
下载 相关 举报
日本钢结构设计标准.doc-.docx_第1页
第1页 / 共7页
亲,该文档总共7页,到这儿已超出免费预览范围,如果喜欢就下载吧!
资源描述

1、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.1.2StructuralSafetyVerificationTestsWhereadesignininvolvesconnectionandotherstructur

2、aldetailsnotexpresslyprescribedinthisStandard,thestru 2、cturalsafeofsuchdetailsshallbeprovedbytestsorbyotherappropriatemeans.1.3EnlargementofSectionSectionsofvariousstructuralelementsshallbeenlargedasrequired,withdueconsiderationforpracticallimitationinprecisionofstructuraldesigns,inadequacyinconstr

3、uctionalworkmanship,andsuchadversefactorsasrusting,corrosionandwearofsteelmaterials.1.4N 3、omenclatureAGrosssectionalarea;nominalbodyareaofahigh-strengthbolt;orsumofsectionalareasofcolumncomponents(mm2)ANNetsection(mm2)AdSectionalareaoflacingelement;ortotalsectionalareaofapairoflacingelementsintheca

4、seofdoublelacing(mm2)AfCross-sectionalareaofcompressionflange;orcross-sectionalareaofeitherflange(mm2)ApSectionalareaofpartsinco 4、ntact(mm2)AsCross-sectionalareaofverticalorhorizontalstiffeners(mm2)AwCross-sectionalareaofwebplate(mm2)aEquivalentarealossduetorivet,boltorhigh-strengthboltholes(mm2);o

5、rspacingofintermediatestiffeners(mm)a0Netarealossduetorivet,boltorhigh-strengthboltholes(mm2)bWidthofcompressionelementfreeatoneedgeandfixedattheother;widthofrockerorro 5、ller;orlongitudinalspacingorpitchofconsecutiveholes(mm),butnotlargerthan2.3BendingcoefficientdependentuponmomentgradientDNominalo

6、utsidediameterofsteelpipe;oroutsidediameterofmainsteelpipe(mm)dWidthofelementstiffenedalongtwoedges;outsidediameterofbranchpipe;widthofwebplate;ordiameterofpin(mm)d1Minimumwidthoftheportionofwebplatedividesby 6、verticalorhorizontalstiffener(mm)EModulusofelasticity(N/mm2)eDistancebetweenaxesofgravity

7、ofcomponents(mm)FBasicvalueusedindeterminingallowablestresses(N/mm2)(N/mm2)fAllowablestressinmemberssubjecttorepeatedstressvariation(N/mm2)fbAllowablebendingstress(N/mm2)fb1Allowablebendingstressinbearingplatesandsimilarelementssubjecttoout-of-plan 7、ebending(N/mm2)fb2Allowablebendingstressinpinssub

8、jecttobending(N/mm2)fcAllowablecompressivestress(N/mm2)fcAllowablecompressivestressinthetoeofthewebfilletofrolledshapesorbuild-upI-shapedmembers(N/mm2)flAllowablebearingstressinplatesinrivetedorboltedjoints(N/mm2)fp1Allowablebearingstressforcontactareaofpinsandforothermilledsurfaces(N/m 8、m2)fp2Allo

9、wablebearingstressforrockersorrollers(N/mm2)fsAllowableshearstress(N/mm2)fs0Allowableshearstressforhigh-strengthbolts(N/mm2)fstAllowableshearstressforhigh-strengthboltssubjecttocombinedtensionandshear(N/mm2)ftAllowabletensilestress(N/mm2)ft0Allowabletensilestressforrivetsorbolts(N/mm2)ftsAllowablete

10、nsilestressforrivetsorbolts 9、subjecttocombinedtensionandshear(N/mm2)gTransversespacingbetweenfastenergagelines(mm)hDepthofbeam(mm)I0Momentofinertiaofintermediatestiffeners(mm4)ILMomentofinertiaofhorizontalorverticalstiffener(mm4)ISRequiredmomentofinertiaofthestiffenersoncompressionflanges(mm4)iRadi

11、usofgyration,takenaboutanaxisintheplaneofweb,ofateesectioncomprisin 10、gthecompressionflangeplusone-sixthofbeamdepthradiusofgyrationofasectionwithrespecttoaxissubjecttobuckling;orradiusofgyrationofhorizontalorverticalstiffenersontheweb(mm)i1Theleastradiusofgyrationofsectionalelementsofcompressionmem

12、bers(mm)LEffectivelengthofweldinbranchconnectionofsteelpipes(mm)lLengthofmember;orlengthofdistributedload(mm 11、)lbUnsupportedlengthofcompressionflange(mm)ldLengthoflacingelement(mm)lkEffectivelengthofcompressionmembersubjecttobuckling(mm)l1Spacingofseparatorsortieplates;orlengthofholeinmemberswithc

13、overplateshavingholes(mm)l2Longitudinalcomponentofthelengthoflacingofabuilt-upmember(cm)MBendingmoment(Nmm)M1Largerbendingmomentaboutthestrongaxisat 12、theendofamember(Nmm)M2Smallerbendingmomentaboutthestrongaxisattheendofamember(Nmm)mNumberofcomponentsorgroupsofcomponentsconnectedbylacingortieplate

14、sNCompression(N)N1Largercompression(N)N2Smallercompression(N)nNumberofstructuralplanesformedbylacingortieplatesinbuilt-upmembers;ornumberofverticalorhorizontalstiffenersPConcentratedtrans 13、verseloadorreaction;orcompressionforcomputationofbearingstress(N)pSpacingofholes(mm)QShear(N)rRadiusofcurvatu

15、reofrockerorroller(mm)TTension(N)T0Designbolttensionforhigh-strengthbolt(N)tThicknessofplate;wallthicknessofpipe;thicknessofwebplate;orplatethicknessofpin(mm)t0Distancefromedgeofflangetotoeofwebfillet(mm)ZcSectionmodulusofcompre 14、ssionsideofcross-section(mm3)ZtSectionmodulusoftensionsideofacross-s

16、ection(cm3)DistributionfactorforcompressivestressFatiguefactorIntersectinganglebetweentwopipesCriticalslendernessratioSlendernessratioofcompressionmember(lk/i)ySlendernessratioofbuilt-upcompressionmemberassumedtobuckleasanintegratedmemberyeEffectiveslendernessra 15、tioofbuilt-upcompressionmembersMax

17、imumcompressivestressinwebplate(N/mm2)0Allowablecompressivestressinplatesubjecttobuckling(N/mm2)cbBendingstressofextremefiberincompression(M/Zc)(N/mm2)tbBendingstressofextremefiberintension(M/Zt)(N/mm2)cMeancompressiveStress(N/A)(N/mm2)PBearingstress(N/mm2)tMeantensilestress(T/AN);ortensilestre 16、s

18、swhichisproportionaltotheforceactinguponbolts(N/mm2)x,yNormalstressesperpendiculartoeachother(N/mm2)1,2Largerabsolutevalueandsmallerabsolutevalueofstressesattheupperandlowerlimitsofstressrangeformemberssubjecttorepeatedstressvariation(N/mm2)Shearstressproducedinrivetsorbolts;ormeanshearstressinwebpl

19、ate(N/mm2)0Allowableshearstres 17、sinplatesubjecttobuckling(N/mm2)xyShearstressintheplaneofnormalstresses,xandy(N/mm2)CHAPTER2DRAWINGPRACTICE2.1RulesofRepresentationDrawingsshallbepreparedincompliancewithJISZ8302GeneralRulesforTechnicalDrawing,JISA0150DrawingOfficePracticeforArchitectsandBuilders(Ge

20、neralRules),JISZ8201MathematicalSymbolsandJISZ3021GraphicalSy 18、mbolsforWelding.2.2ItemsofInformationtoBeGivenOnDrawings(1)Drawingsshallgivecompleteinformationondimensions,sectionalshapesandrelativepositionsofrespectivemembers.Theyshallalsoshow,intermsofdimensions,allfloorlevels,columncenters,andjo

21、intsandconnectionsofmembers.Drawingsshallbepreparedtoscaleslargeenoughtogivetheforegoinginformationwi 19、thclarity.(2)Wherenecessary,drawingsshallshowthequalitiesofsteelmaterialstobeused.(3)Whereboltsorhigh-strengthboltsaretobeused,boltqualitiesshallbedistinctlyshownonthedrawingsasnecessary.(4)Cambe

22、rsoftrussesandbeamsshallbeshownonthedrawingasnecessary.(5)Wherepartsaredesignedformetal-to-metalcontactasincolumnsbearingonbaseplates,incolumn 20、splicesorinstiffenersbearingonbeamflanges,theextentofmillingormachiningrequiredforendsofsuchpartsshallbeindicatedondrawingsasnecessary.CHAPTER3CALCULATION

23、OFI.OADSANDSTRESSES3.1GeneralLoadsLoadstobeusedinstructuralcalculationshall,asarule,bethoseprescribedintheEnforcementOrderoftheBuildingStandardLaw.3.2ImpactForstructurescarryinglivelo 21、adswhichinduceimpact,thedesignloadsshallbeincreasedinaccordancewiththeassessedeffectsofsuchimpact.Wheretheeffects

24、ofimpactarenotbasedonmeasurement,thedesignloadsmaybeincreasedinaccordancewiththefollowing:(1)Forstructuralsupportsofelevators:100%oftheelevatorWeight(2)Forstructuralsupportsofoverheadtravelingcranes:Wherethespeedislessthan60 22、m/minute10%ofthewheelloadWherethespeedis60m/minuteorover20%ofthewheelloa

25、dIfjointlessrailisused,60m/minuteintheaboverequirementmaybereplacedby90m/minute.”(3)Forsupportsofmotorizedequipment:Notlessthan20%oftheequipmentweight(4)Forsupportsofequipmentdrivenbyreciprocatingengines:Notlessthan50%oftheequipmentweight(5) 23、Forhangerssuspendingfloorsorbalconies:30%oftheliveloadt

26、hereon3.3CraneRunwayLateralForces(1)BrakingForceintheDirectionofCraneTravelThisshallbetakenas15%ofeachwheelloadsubjecttobrakingforce,asappliedtothetopofthecranerail.(2)HorizontalForcesNormaltotheDirectionofCraneTravelCranesupportinggirdersonbothendsofacraneshallbeconsideredassubjec 24、tedsimultaneou

27、slyto10%ofthecranewheelloadsactingnormaltothedirectionofcranetravel.Forcomputation,thecranetrolleyandliftedloadshallbeassumedtobeinthemostunfavorablecondition.(3)DiagonalTensionWheretheloadtobeliftedispulledbyacraneinadiagonaldirection,thestressinducedinthestructurebysuchoperationshallbetakenintoacc

28、ount.(4)EarthquakeForce 25、sEarthquakeforcesactingoncranesshallbeassumedasappliedatthetopofthecranerail.Unlessotherwisespecified,theweightofliftedloadmaybedisregardedincomputingtheweightofacrane.3.4Repe。entFilletWeldsIntermittentfilletweldsmaybeusedtotransfercalculatedstressesacrossajointortojoinele

29、mentsinabuilt-upmember.Theeffectivelengthofsuchfilletweldsshallm 26、eettherequirementof13.2,(2).16.8LapJointLapjointscarryingcomputedstressesshall,asarule,beaccomplishedbyuseofnotlessthan2linesoffilletwelds.Theminimumlaplengthinsuchjointsshallbenotlessthan5timesthethicknessofthethinnerpartjoinedandn

30、otlessthan30mm.16.9EndReturnsofFilletWeldsSideorendfilletweldsterminatingatendsorsides,respectively,ofpar 27、tsormembersshall,asarule,bereturnedcontinuouslyaroundthecornersforadistancenotlessthantwicethenominalsizeoftheweld.16.10FilletWeldsinHolesandSlotsFilletweldsinholesandslotsmaybeusedtotransmit

31、shearinlapjoints,topreventthebucklingorseparationoflappedparts,andtojoincom-ponentsofbuilt-upmembers.Thediameterofholesortheminimumwidthofslotssha 28、llnotbelessthan3timesthethroatthicknessofweldsandnotlessthan1.5timesthethicknessoftheplatesjoined.Wheretwoormoreholesorslotsarelocatedsidebyside,thedi

32、stancebetweentheinneredgesofholesorslotsshallnotbelessthan1.5timesthethicknessoftheplatesjoined.16.11PlugandSlotWeldsPlugorslotweldsmaybeusedtotransmitshearinlapjoints,topreventbucklingor 29、separationoflappedplates,andtojoincomponentsofbuilt-upmembers.Thediameterofaholeforaplugweldshallnotbelesstha

33、nthethicknessofthepartcontainingitplus8mmandnotmorethan2.5timesthethicknessoftheplugweld.Theminimumcenter-to-centerspacingofplugweldsshallbe4timesthediameterofthehole.Thelengthofaslotforaslotweldshallnotexceed10timesthethickness 30、oftheweldmetal.Thewidthoftheslotshallnotbelessthanthethicknessofthep

34、latecontainingitplus8mm,norshallitexceed2.5timesthethicknessoftheweldmetal.Theendsofeachslotshallbesemicircularorshallhavethecornersroundedtoaradiusnotlessthanthethicknessoftheplatecontainingit,exceptthoseendswhichextendtotheedgeoftheplate.Theminimumspacingoflinesofslo 31、tweldsinadirectiontransvers

35、etotheirlength,shallbe4timesthewidthoftheslot.Theminimumcenter-to-centerspacingofslotweldsinthelongitudinaldirectiononanylineshallnotbelessthan2timestheslotlength.Thethicknessofplugorslotweldsshallbeequaltothatoftheplatecontainingtheholesorslotsiftheplateis16mmorlessinthickness,orshallnotbelessthano

36、ne-halfthe 32、thicknessoftheplatenorlessthan16mmiftheplateismorethan16mminthickness.16.12FlareGrooveWeldsThethroatthicknessofflaregrooveweldsshallbe0.7timesthesizeoftheweldswherethesizeshallbetakenasthethicknessofthethinnerplatejoined.CHAPTER17COLUMNBASES17.1RequirementsforFixedColumnBases(1)Columnc

37、omponents,shallberigidlyconnectedtothebaseplatebyme 33、ansofwingplatesandribsinordertopreventdeformationofthebaseplate.Thecolumnbaseandthefooting,underitshallbeintegratedbyfullandcompleteconnectionbetweenthetwoorbyembeddingthecolumnbaseinthereinforcedconcretefooting.(2)Thebottomofacolumnbaseplatesha

38、llbeinfullbearingcontactwiththetopofafooting.Theareaofabaseplateandthecross-sectionalareaofa 34、nchorboltsmaybecomputedbyassumingareinforcedconcretecolumnwhosesectionisthesameastheshapeofthebaseplateandwhosereinforcementiscomposedofanchorboltsonthetensionside.Thethicknessofthebaseplate,maybecomputed

39、byassumingthatthereactionfromthefootingbelowactsonrectangularareasofthebaseplatedividedbystiffeningelementssuchaswingplatesandribs.(3 35、)Whereshearonacolumnbaseistransferredbyfrictionbetweenthesurfacesofabaseplateandofaconcretefooting,thecoefficientoffrictionshallbetakenas0.4.17.2RequirementsforPin

40、nedColumnBasesForcolumnbasessubjecttotension,shearoncolumnbasesshallbecarriedbyanchorbolts,andcombinedtensionandshearstressesshallbeconsideredinthedesign.17.3TensiononColumnB 36、aseAsprovidedin3.6,(3),columnbasesshallbedesignedtoresistsafelythetensionwhichwouldbecausedunderstormorseismicloadifnolive

41、loadwereimposedonthestructure.17.4AnchorBoltsSubjecttoTensionAnchorboltsshallbepreventedfromslackingbyuseofwashers,doublenutsorotherappropriatemeans.Thosesubjecttotensionshallbesufficientlyanchoredinconcretefootingt 37、oresistuplift.Theallowabletensilestressesforsuchboltsshallbetakenastheapplicablev

42、aluesforsemi-finishedboltsdescribedin5.2.APPENDIXBUCKLINGCALCULATIONSFORWEBPLATESANDDESIGNOFSTIFFENERSThiscodeappliestostructuraldesignofrectangularwebplatesstiffenedagainstbucklingbyintermediatestiffeners(includingbearingstiffenersatpointsofloading),byeit 38、herhorizontalstiffenersorbyverticalstiff

43、enersorbyboth.Inthiscode,“intermediatestiffener”referstothatplacednormaltothelongitudinalaxisofamembermainlytostrengthenitagainstbucklingduetoshear.“Horizontalstiffener”and“verticalstiffener”refertothoseplacedparalleltothelongitudinalaxisofabeamandacolumn,respectively,mainlytostrengthensuchmember 39

44、、sagainstbucklingduetobendingandshear.Thecodecoverscaseswhereoneortwohorizontalorverticalstiffenersareused.Wheretwosuchstiffenersareused,theyshouldalwaysbeofidenticalcross-section.Inthecaseofhorizontalstiffeners,theyshouldbeplacedsothatthewidthofthatportionofawebplatewhichisbetweenthetopflangeandthe

45、lowerstiffenerwillbeequallydividedbyth 40、em.Inthecaseofverticalstiffeners,theyshoulddividethewebplatesintoequalwidths(SeeFigs.1and2).Fig.1Fig.21.BucklingCalculationsforWebPlates1.1Ifthewidth-to-thicknessratioofarectangularwebplatestiffenedbyflangesandintermediatestiffenersorbearingstiffenersatpoint

46、sofloadingexceedsthevaluestipulatedin8.1.(2)oftheStandard,itsbucklingshouldbeex 41、aminedbythefollowingformula:(1)where:maximumcompressivestressinwebplate(N/mm2):Q/Aw=meanshearstressinwebplate(N/mm2)Q:shear(N)Aw:cross-sectionalareaofwebplate(mm2)0:allowablecompressivestressinplatesubjecttobuckling(N

47、/mm2)0:allowableshearstressinplatesubjecttobuckling(N/mm2)(1)Theallowablecompressivestressinaplatesubjecttobucklings 42、houldbeobtainedfromthefollowingformula:When(2)andwhen(3)However,forwebplatesundernoaxialcompression,maybetakenasequaltoft,providedthatthefollowingconditionissatisfied.(4)whereC1:k1

48、:=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

展开阅读全文
部分上传会员的收益排行 01、路***(¥15400+),02、曲****(¥15300+),
03、wei****016(¥13200+),04、大***流(¥12600+),
05、Fis****915(¥4200+),06、h****i(¥4100+),
07、Q**(¥3400+),08、自******点(¥2400+),
09、h*****x(¥1400+),10、c****e(¥1100+),
11、be*****ha(¥800+),12、13********8(¥800+)。
相似文档                                   自信AI助手自信AI助手
搜索标签

当前位置:首页 > 环境建筑 > 钢结构/公共建筑

移动网页_全站_页脚广告1

关于我们      便捷服务       自信AI       AI导航        获赠5币

©2010-2024 宁波自信网络信息技术有限公司  版权所有

客服电话:4008-655-100  投诉/维权电话:4009-655-100

gongan.png浙公网安备33021202000488号   

icp.png浙ICP备2021020529号-1  |  浙B2-20240490  

关注我们 :gzh.png    weibo.png    LOFTER.png 

客服