搜索
:1000-2243(2004)05-0608-06(, 350002):,:CECS28:90(1992),DLT5085-1999(1999),GJB4142-2000(2001)DBJ13-51-2003(2003).—..:;;;;:TU398.9:AComparisonofdesigncodesforconcrete-filledsteeltubularstructuresYANGYou-fu(CollegeofCivilEngineeringandArchitecture,FuzhouUniversity,Fuzhou,Fujian350002,China)Abstract:Thedesigncodes,orrecommendations,forconcrete-filledsteeltubularstructures,whicharepublishedinChina,includingCECS28:90(1992),DLT5085-1999(1999),GJB4142-2000(2001)andDBJ13-51-2003(2003)arecomparedinsomeitems.Theaxialload-momentinterac-tioncurvesareplottedonthebeam-columnsbynumericalcalculationsbasedonthosecodes,thebear-ingcapacitiesgivenbytheinteractioncurvesarealsocompared.Theresultsmaybereferencedforprac-ticalengineering.Keywords:concrete-filledsteeltube;structure;designcodes;bearingcapacities;stiffness,.[1],、、,CECS28:90(1992)[2]、DLT5085-1999(1999)[3]、GJB4142-2000(2001)[4]DBJ13-51-2003(2003)[5].,,,、.,:①;②.DBJ13-51-2003(2003)[5],.,《》,.CECS28:90(1992)[2]、DLT5085-1999(1999)[3]、GJB4142-2000(2001)[4]DBJ13-51-2003(2003)[5],(N)—(M),.1 1.1 12.:2003-11-18:(1975-),,,.325()Vol.32No.5200410JournalofFuzhouUniversity(NaturalScience)Oct.20041 Tab.1 Rangeofyieldingstrengthofsteel CECS28:90DLT5085-1999GJB4142-2000DBJ13-51-2003fy/N·mm-2235～390235～390235～390235～420 :,、,[5]2 Tab.2 Rangeofstrengthofconcrete CECS28:90DLT5085-1999GJB4142-2000DBJ13-51-2003fcuN·mm-230～6030～8030～6030～901.2 ,,,;,:1)CECS28:90(1992)[2]:D≥100mm,t≥4mm,0.3≤θ≤3;2)DLT5085-1999(1999)[3]:D≥100mm,t≥4mm,αs0.04～0.2;3)GJB4142-2000(2001)[4]:B≥200mm,t≥4mm,αs0.04～0.2;4)DBJ13-51-2003(2003)[5]:D(B)≥100mm,t≥4mm,αs0.04～0.2,ξ0.3～4.,θ=fyAsfckAc,αs=AsAc,ξ=αsfyfck,fy,fck,AsAc.1.3 DtBtDtBt,.,,,.AIJ(1997)[6],Dt()Bt()1.5.TsudaMatsui(1998)[7]34.,Dt(=37,52,72,103138)Bt(=25,33,47,6594).,AIJ(1997).,《》DBJ13-51-2003(2003)“1.5”.DtBt3.3 DtBtTab.3 UpperlimitofDtorBtratioCECS28:90DLT5085-1999GJB4142-2000DBJ13-51-200320～85235fy20～100Bt≤40235fy):Dt≤150·(235fy)、:Bt≤60235fy :fy1.4 ,,.,,,EI=Es·Is+a·Ec·Ic.EsEc,·609·5:IsIc,a1.:1)CECS28:90(1992)[2]:EI=Es·Is+Ec·Ic.2)DLT5085-1999(1999)[3]:Escm=k2·Esc.Esc,Esc=fscpεscp,fscp=[0.192·(fy235)+0.488]·fscy,εscp=0.67fyEs,k2,fscy.3)GJB4142-2000(2001)[4]:Escm=k2·Esc.Esc,Esc=fscpεscp,fscp=[0.263·(fy235)+0.365·(20fck)+0.104)·fscy,εscp=0.62fyEs,k2,fscy.4)DBJ13-51-2003(2003)[5]:EI=EsIs+a·EcIc.a:,a=0.8;、,a=0.6.1.5 1)CECS28:90(1992)[2]:,.,NoMo:No=fc·Ac·(1+θo+θo),θo=f·Asfc·Ac,0.3≤θo≤3;Mo=0.4·Nu·rc,rc,Nu.2)DLT5085-1999(1999)[3]:(ξo),NoMo.No=fsc·Asc=(1.212+ηsξo+ηcξ2o)·fc·Asc,ηs=0.1759f215+0.974,ηc=-0.1038fc15+0.0309,ξo=αsffc,αs=AsAc;Mo=γm·Wsc·fsc,γm,ξ≥0.85,γm=1.4,ξ0.85,γm=1.2,Wsc,Wsc=πD332,fsc.3)GJB4142-2000(2001)[4]:(ξo),NoMo.No=fsc·Asc=(1.212+αξo+βξ2o)·fc·Asc,α=0.1381f215+0.7646,β=-0.0727fc15+0.0216,ξo=αsffc,αs=AsAc;Mo=γm·Wsc·fsc,γm,γm=-0.2428·ξ+1.4103ξ,ξ,Wsc,Wsc=B36,fsc.4)DBJ13-51-2003(2003)[5]:(ξo),NoMo.No=fsc·Asc,:fsc=(1.14+1.02ξo)·fc,、:fsc=(1.18+0.85ξo)·fc,ξo=αsffc,αs=AsAc;Mo=γm·Wsc·fsc,γm,:γm=1.1+0.48·ln(ξ+0.1),、:γm=1.04+0.48·ln(ξ+0.1).,f、,fc.1.6 (λ,,λ=4LD;,λ=23LB;,λ=23LD,,λ=23LB)4,.,,DBJ13-51-2003(2003)[5]:①;②;③、;④.·610·()324 Tab.4 DefinitionofaslendercolumnCECS28:90DLT5085-1999GJB4142-2000DBJ13-51-2003leD4λλo1λλo2λλo3 :1)le2)λo1,λo2λo3λo1=π(420·ξ+550)[(1.212+B1·ξ+C1·ξ2)·fck],B1=0.1759·(fy235)+0.974,C1=-0.1038·(fck20)+0.0309λo2=π(220·ξ+450)[(1.212+B2·ξ+C2·ξ2)·fck],B2=0.1381·(fy235)+0.7646,C2=-0.0727·(fck20)+0.0216:λo3=π(420ξ+550)[(1.02ξ+1.14)·fck]、:λo3=π(220ξ+450)[(0.85ξ+1.18)·fck]2 N-M4,1,[8]::D×t=165.2×4.08mm,fy=352.8Nmm2,fcu=50.7Nmm2;:D×t=149.8×4.27mm,fy=411.6Nmm2,fcu=39.44Nmm2.N-M12.,,CECS28:90[2]DLT5085-1999[3],DBJ13-51-2003[5].,GJB4142-2000[4]DBJ13-51-2003[5].(Nc)(Ne)5.,,,《》DBJ13-51-2003(2003)[5].5 NcNeTab.5 AveragevalueandcoefficientofvariationofNcNeCECS28:90DLT5085-1999DBJ13-51-2003GJB4142-2000DBJ13-51-20031.0851.1030.9811.0311.0170.0780.1790.0730.2060.069 3(Nc)(Ne).·611·5:1 N-MFig.1 N-Mrelationshipofconcrete-filledcircularsteeltube·612·()322 N-MFig.2 N-Mrelationshipofconcrete-filledsquaresteeltube3 Fig.3 Comparisonofbearingcapacitybetweencalculatingresultsandtestedones3 4,.N-M,,《》DBJ13-51-2003(2003).:[1] .-[M].:,2004.[2] CECS28:90.[S].[3] DLT5085-1999.-[S].[4] GJB4142-2000.[S].[5] DBJ13-51-2003.[S].[6] ArchitecturalInstituteofJapan(AIJ).Recommendationsfordesignandconstructionofconcretefilledsteeltubularstructures[S].1997.[7] TsudaK,MatsuiC.Limitationonwidth(diameter)-thicknessratioofsteeltubesofcompositetubeandconcretecolumnswithencasedtypesection[A].Proceedingsofthefifthpacificstructuralsteelconference[C].Korea:Seoul,1998.865-870.[8] MatsuiC,TsudaK,IshibashiY.Slenderconcretefilledsteeltubularcolumnsundercombinedcompressionandbending[A].Structuralsteel,PSSC95,4thpacificstructuralsteelconference,steel-concretecompositestructures[C].Singapore:[s.n.],1995.29-36.·613·5: