型钢混凝土柱轴压比限值研究

23220074StructuralEngineersVo.l23,No.2Apr.2007:2006-06-22张盛东1曲恒绪2(1.,200092;2.,230601)型钢混凝土结构是现今高层建筑中经常采用的结构形式为了保证地震时型钢混凝土柱的延性,型钢混凝土组合结构技术规程JGJ138-2001类似钢筋混凝土柱并考虑了型钢的作用规定了型钢混凝土柱的轴压比限值,但没有很好地反映轴压比限值实际应是柱界限破坏时的轴压比经研究,建议仍可采用钢筋混凝土柱轴压比的定义并根据界限破坏推导了型钢混凝土柱轴压比限值的计算公式型钢混凝土,柱,轴压比限值,界限破坏ANewEquationofLimitValuesofAxialCompressionRatioforSRCColumnsZHANGShengdong1QUHengxu2(1.DepartmentofBuildingEngineering,TongjiUniversity,Shanghai200092,China;2.AnhuiTechnicalCollegeofWaterResourcesandHydroelectricPower,Hefei230601,China)AbstractSteelReinforcedConcrete(SRC)structureiswidelyusedinhigh-risebuildings.LimitvaluesofaxialcompressionratioforSRCcolumnsarepresentedin!TechnicalSpecificationforSteelReinforcedConcreteCompositeStructures∀(JGJ138#2001)toavoidbrittlefailureofSRCcolumns.ButunlikelimitvaluesofaxialcompressionratioforRCcolumnsthesevaluesarenotderivedfromthebalancedfailure.Inthispaper,thedefinitionofaxialcompressionratioforRCcolumnsisproposedforSRCcolumnsandanequationoflimitvaluesofaxialcompressionratioforSRCcolumnsisderivedfromthebalancedfailureofSRCcolumns.KeywordsSteelReinforcedConcrete(SRC),column,limitvalueofaxialcompressionratio,balancedfailure1(SteelReinforcedConcretestructures,SRC),,,,:,;!∀,,,,,:,,,,,;,,,,,,,,,,,n=N/fcbh,,,GB50010#2002GB50011#2001,,,,,,JGJ138#2001,n=N/(fcAc+faAa)(),,,2(),,(),,,,,,N/N0,N0,N/N0,(,N/N00.4~0.5,),,,N0,n=N/fcbh,,,,,,,,,,,,,Nc=13fcAc+23faAa(,1/3),N∃nbhfc+0.95Aafa,,n0.7,0.8,0.9[3],,,:Nk=ncfckAc+nsfakAa,nc=0.45ns=0.57,nc=0.747,ns=0.771,N=n(fcAc+faAa),,,0.6,0.7,0.8[4]SRC,,mn=N/(fcbh+faAa)N/fcbh=11+a(fa/fc),m0.62~0.73%27%%%232JGJ138#2001,,,,()N/(fcAc+faAa),0.75,3,JGJ138#20013,,,,,,,;,,;,,,,GB50011#2001JGJ3#2002JGJ138#2001,,,YB9082#97N,,,JGJ138#2001,,,,,,,,,:(1),,,;(2),,;(3)-GB50010#2002,;(4),-,,,,,(),1(c),1(a),,1(b)tw=2t#sEsEa+taw(1)taw###;t#s,Es###;Ea###%28%StructuralEngineersVo.l23,No.2StructuralAnalysis1()x,,,xb,xb=x,,fc,!cu=0.003[n0]=N0uf0cbh(2)N0u=f0cbh∀b+N0af+N0aw(3)∀b###;N0af###;N0aw###(),,,fa,,#0a=Ea!a,N0af=Aaff0a-Aaf#0a=Aaf(f0a-Ea!a)(4)2(c)!a=h0axb-1!cu(5)N0af=Aaff0a-h0axb-1!cuEa(6)()22,(2c),(2ad)c=h0a-xb/(7)a=xb1-!a!cu-as-tf(8)d=xb1+!a!cu-h0a(9)2Naw=[afa+0.5d(#a+fa)]tw(10)(3)(6)(8)(9)(10),(2)[n0]=h0h∀b+1-h0ah0&∀b-1Ea!cufaf0af0c&Aafbh+1-!a!cu1-1∀bash0+tf2h0&f0af0c&h0h&twb∀b+0.5∀bf0af0c&h0h&twb&1+!a!cu∀b-h0ah0∀b&!cu!ah0ah0-∀b+1(11)%29%%%232tf2h0=0,h0h=0.95,h0ah0=0.85,ash0=0.1,=0.7,∀b=0.5,[n0]=0.95∀b+0.9∀btwb+0.62Aafbhf0af0c(12),,N=∃GNGK+∃QNQK∋1.25NK,N0u=Nk,fc=fck1.35,fck=f0c,[n]=Nfcbh=1.25Nk&1.35fckbh=1.69N0uf0cbh=1.69[n0]f0af0c=fafc,%(12)[n]=%1.6∀b+1.5∀btwb+Aafbhfafc(13)n=Nfcbh%###,0.8,0.91.0;∀b###,1;b,h###;tw###,(1);Aaf###;fa,fc###1C50C55C60C70C80∀b0.5270.5140.4940.4610.429(13)1,,tw=Aaf=0,∀b=0.544,,[n]0.70,0.78,0.87,0.7,0.8,0.9,Q235,25%~50%,432,N=24600kN,M=300kN%m,,C50,fc=23.5N/mm2,Q345,fa=315N/mm2,Ea=2.06&105N/mm2:n=1.0,A=Nnfc=24600&10323.5=104.68&104mm2b=h=1000mm,A=100&104mm2s=1.2%,As=bh0=1.2%&1000&(1000-50)=11400mm224&25,As=11760mm2,,-750&16,-714&12,a=2&750&16+714&121000&(1000-50)=3.4%tw=2t#sEsEa+taw=2&491&5714&2.1&1052.06&105+12=19mmAaf=750&16=12000mm21,C50,∀b=0.527,%=0.9(13):[n]=%1.6∀b+1.5∀btwb+Aafbhfafc=0.9&%30%StructuralEngineersVo.l23,No.2StructuralAnalysis1.6&0.527+1.5&0.527&191000+120001000231523.5=1.08n[n],[n]=0.835%n=NAfc+Aafa=24600&10610002&23.5+(750&16&2+714&12)&315=0.728∃[n]=0.75,(),,0.75,(0.85)3[5],5,,,[1].(JGJ138#2001)[S].:,2002.[2].(YB9082#97)[S].:,1998.[3],,,.[J].,1997;18(5):43-50.[4].[D].,1996.[5],.[J],,2003;24(1):14-18.[6].[D].,2005.(20)[1].[M].:,1990.[2].[M].:,1998.[3].[M].:,1974.[4].[M].:,1991.[5],,.[M].:,1992.[6],.[J]..2001;(2):49-51.[7],,,.[J]..2001;(4):88-90.[8].[J]..2002;(12):25.%31%%%232