考虑钢梁翼缘断裂的组合框架抗震性能分析
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摘要
基于钢-混凝土组合框架抗震性能试验,考虑材料、几何及接触非线性,采用Msc.Marc建立了钢-混凝土组合框架的有限元分析模型.有限元模型中引入基于应变的钢梁翼缘断裂准则,能够较好地模拟钢梁翼缘的断裂现象.有限元模型的整体及局部计算结果均与试验结果吻合良好.在试验验证的基础上,对有限元模型进行参数分析,研究了楼板宽度、剪力连接程度、轴压比等参数对钢-混凝土组合框架刚度、强度及延性的影响.研究发现,在试验及3维建模中,为了准确反映楼板对组合框架抗震性能的影响,楼板宽度至少应取为跨度的1/4;轴压比对组合框架延性有较大影响;楼板厚度、剪力连接程度对组合框架抗震性能影响较小.结合相关组合结构设计规范,讨论了各项参数的合理取值,对组合框架抗震设计提出了建议.
Based on the test of steel-concrete composite frame,the refined 3-D finite element(FE) modeling of steel-concrete composite frame was proposed by using Msc.Marc to gain a better understanding of the structural behavior of the composite frames.A number of material nonlinearities and contact nonlinearities,as well as geometry nonlinearities,were taken into account.Strain-based fracture criterion was adopted in the FE model to simulate the fracture of beam flange.The global and local behavior of the FE analysis models agreed well with those of the test specimens.Parametric studies were conducted on the basis of the refined FE model.The analyzed parameters included slab width,shear connection degree,axial force ratio,etc.The influences of these parameters on the behavior of the composite frame in terms of stiffness,strength and ductility were studied.It was suggested that the concrete slab width should be taken at least as a quarter of the beam span in the 3D FE model or in the test specimen to accurately evaluate the impact of the slab action.The axial force ratio had a great impact on the ductility of composite frame,while the thickness of the slab and shear connection degree had little effect on the seismic behavior of the composite frame.And some ideas for the corresponding design provisions were proposed.
Based on the test of steel-concrete composite frame,the refined 3-D finite element(FE) modeling of steel-concrete composite frame was proposed by using Msc.Marc to gain a better understanding of the structural behavior of the composite frames.A number of material nonlinearities and contact nonlinearities,as well as geometry nonlinearities,were taken into account.Strain-based fracture criterion was adopted in the FE model to simulate the fracture of beam flange.The global and local behavior of the FE analysis models agreed well with those of the test specimens.Parametric studies were conducted on the basis of the refined FE model.The analyzed parameters included slab width,shear connection degree,axial force ratio,etc.The influences of these parameters on the behavior of the composite frame in terms of stiffness,strength and ductility were studied.It was suggested that the concrete slab width should be taken at least as a quarter of the beam span in the 3D FE model or in the test specimen to accurately evaluate the impact of the slab action.The axial force ratio had a great impact on the ductility of composite frame,while the thickness of the slab and shear connection degree had little effect on the seismic behavior of the composite frame.And some ideas for the corresponding design provisions were proposed.
引文
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[14]BUYUKOZTURK.Nonlinear analysis of reinforced concretestructures[J].Computers and Structures,1977,7(2):1-7.
[15]江见鲸,陆新征,叶列平.混凝土结构有限元分析[M].北京:清华大学出版社,2004:169-170.JIANG Jian-jing,LU Xin-zheng,YE Lie-ping.Finite elementanalysis of concrete structures[M].Beijing:Tsinghua Univer-sity Press,2004.(In Chinese)
[16]韩林海.钢管混凝土结构理论与实践[M].2版.北京:科学出版社,2007:23-24.HAN Lin-hai.Concrete filled steel tube structures-theoryand practice[M].2nd ed.Beijing:Science Press,2007:23-24.(In Chinese)
[17]GB50010-2002混凝土结构设计规范[S].北京:中国建筑工业出版社,2002.GB 50010-2002 Design code for concrete structures[S].Beijing:China Architecture&Building Press,2002.(In Chi-nese)
[18]WANG Wen-yuan,TENG Susanto.Finite-element analysis ofreinforced concrete flat plate structures by layered shell ele-ment[J].Journal of Structural Engineering,2008,134(12):1862-1872.
[19]Eurocode 8 Design of structures for earthquake resistance[S].Bru European Committee for Standardization,2003.
[20]ANSI/AISC 360-02 Seismic provisions for structural steelbuildings[S].Chicago:American Institute of Steel Construc-tion,2005.
[2]DUPLESSIS D P,DANIELS J H.Strength of compositebeam-to-column connections[R].Bethlehem:Fritz EngineeringLab,1973.
[3]LEE,SEUNG-JOON,LU LE-WU.Cyclic tests of full-scalecomposite joint subassemblages[J].Journal of Structural En-gineering,1989,115(8):1977-1998.
[4]KIM K D,ENGELHARDT M D.Composite beam element fornonlinear seismic analysis of steel frames[J].Journal of Struc-tural Engineering,2005,131(5):715-724.
[5]TORT C,HAJJAR J F.Mixed finite-element modeling of rec-tangular concrete-filled steel tube members and frames understatic and dynamic loads[J].Journal of Structural Engineer-ing,2010,136(1):654-664.
[6]NIE J,QIN K,CAI C S.Seismic behavior of connections com-posed of CFSSTCs and steel-concrete composite beams-finiteelement analysis[J].Journal of Constructional Steel Research,2008,64:680-688.
[7]MSCSoftware corporation.MSC.Marc.User's guide,version2005[M].Santa Ana.2005.
[8]JGJ99-98高层建筑民用钢结构技术规程[S].北京:中国建筑工业出版社,1998.JGJ99-98 Technical specification for steel structure of tallbuildings[S].Beijing:China Architecture&Building Press,1998.(In Chinese)
[9]聂建国,黄远,樊健生.考虑楼板组合作用的方钢管混凝土组合框架受力性能试验研究[J].建筑结构学报,2011,32(3):99-108.NIE Jian-guo,HUANG Yuan,FAN Jian-sheng.Experimen-tal study on load-bearing behavior of rectangular CFST frameconsidering composite action of floor slab[J].Journal of Build-ing Structures,2011,32(3):99-108.(In Chinese)
[10]ANSI/AISC 360-05 Specification for structural steel build-ings[S].Chicago:American Institute of Steel Construction,2005.
[11]HAJJAR J F,SCHILLER P H,MOLODAN A.A distributedplasticity model for concrete-filled steel tube beam-columnswith interlayer slip[J].Engineering Structures,1998,20(8):663-676.
[12]OLLGAARD J G,SLUTTER R G,FISHER J W.Shearstrength of stud connections in lightweight and normal weightconcrete[J].Engineering Journal AISC,1971,8(4):55-64.
[13]陈以一,沈祖炎,韩琳,等.涂醇酸铁红或聚氨酯富锌漆连接面抗滑移系数测定[J].建筑结构,2004,34(5):3-6.CHEN Yi-yi,SHEN Zu-yan,HAN Lin,et al.Measurement ofslipping-resistant coefficients of two coating surfaces in highstrength bolts connections[J].Building Structure,2004,34(5):3-6.(In Chinese)
[14]BUYUKOZTURK.Nonlinear analysis of reinforced concretestructures[J].Computers and Structures,1977,7(2):1-7.
[15]江见鲸,陆新征,叶列平.混凝土结构有限元分析[M].北京:清华大学出版社,2004:169-170.JIANG Jian-jing,LU Xin-zheng,YE Lie-ping.Finite elementanalysis of concrete structures[M].Beijing:Tsinghua Univer-sity Press,2004.(In Chinese)
[16]韩林海.钢管混凝土结构理论与实践[M].2版.北京:科学出版社,2007:23-24.HAN Lin-hai.Concrete filled steel tube structures-theoryand practice[M].2nd ed.Beijing:Science Press,2007:23-24.(In Chinese)
[17]GB50010-2002混凝土结构设计规范[S].北京:中国建筑工业出版社,2002.GB 50010-2002 Design code for concrete structures[S].Beijing:China Architecture&Building Press,2002.(In Chi-nese)
[18]WANG Wen-yuan,TENG Susanto.Finite-element analysis ofreinforced concrete flat plate structures by layered shell ele-ment[J].Journal of Structural Engineering,2008,134(12):1862-1872.
[19]Eurocode 8 Design of structures for earthquake resistance[S].Bru European Committee for Standardization,2003.
[20]ANSI/AISC 360-02 Seismic provisions for structural steelbuildings[S].Chicago:American Institute of Steel Construc-tion,2005.
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