钢筋混凝土框架节点破坏模式影响因素分析及分化参数研究
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摘要
钢筋混凝土框架节点受力情况复杂,破坏形式多样,已有的节点抗震设计理论及规范中没有给出明确的节点破坏模式分化的界定方式。选取了典型的足尺框架节点,分析了不同弯矩调幅、混凝土抗压强度、轴压比及剪跨比影响下节点的抗震性能,并在此基础上提出了节点破坏模式分化参数的设计计算方法,进一步明确了节点破坏模式分化的影响因素,为实现节点基于性能的抗震设计提供了理论基础。
Under variety forms of reinforced complex forces,concrete frame joints have different failure modes.However,the existing seismic code and design theory do not give a clear specification for the joint failure mode defined differentiation.A group of typical full-scale RC joints were selected to analyze the seismic behavior under different moment redistribution,concrete compressive strength,axial compression ratio and shear span ratio.Based on analysis results,the failure mode differentiation method and the design parameters are given out.The factors for the joint failure mode are further made clear and it provides a good reference for the current design theory.
Under variety forms of reinforced complex forces,concrete frame joints have different failure modes.However,the existing seismic code and design theory do not give a clear specification for the joint failure mode defined differentiation.A group of typical full-scale RC joints were selected to analyze the seismic behavior under different moment redistribution,concrete compressive strength,axial compression ratio and shear span ratio.Based on analysis results,the failure mode differentiation method and the design parameters are given out.The factors for the joint failure mode are further made clear and it provides a good reference for the current design theory.
引文
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[6]傅剑平,张川,陈滔,等.钢筋混凝土抗震框架节点受力机理及轴压比影响的试验研究[J].建筑结构学报,2006,27(3):67-77.
[7]ALEXANDORS G TSONOS.Cyclic load behavior ofreinforced concrete beam-column sub assemblages ofmodern structures[J].ACI Structural Journal,2007,104(4):468-478.
[8]于洁.钢筋混凝土框架节点抗震性能有限元分析与破坏模式分化研究[D].上海:上海大学,2010.
[9]陆新征,江见鲸.利用ANSYS Solid65单元分析复杂应力条件下的混凝土结构[J].建筑结构,2003,33(6):22-24.
[10]GB50010—2010混凝土结构设计规范[S].北京:中国建筑工业出版社,2011.
[11]张新培.钢筋混凝土抗震结构非线性分析[M].北京:科学出版社,2003:79.
[12]KIM J.Joint shear behavior of reinforced concrete beam-column connections subjected to seismic lateral loading[D].Chicago:The University of Illinois,2007.
[13]ACI Committee 318.Building code requirements forreinforced concrete(ACI318-05)and commentary(ACI318R-05)[S].Farmington Hills,MI.:AmericanConcrete Institute,2005.
[14]ACI Commitee 318.Building code requirements forreinforced concrete(ACI318-71)[S].Farmington Hills,MI.:American Concrete Institute,1971.
[15]NILANJAN MITRA,SUDESHNA MITRA,LAURA NLOWES.Probabilistic model for failure initiation ofreinforced concrete interior beam-column connectionssubjected to seismic loading[J].Engineering Structures,2011,33(1):154-162.
[2]框架节点专题研究组.低周反复荷载作用下钢筋混凝土框架梁柱节点核心区抗剪强度的试验研究[J].建筑结构学报,1983,18(2):85-91.
[3]傅剑平.钢筋混凝土抗震框架节点抗震性能与设计方法研究[D].重庆:重庆大学,2002.
[4]SCOTT R H,HAMILL SJ.Connection zone strain inreinforced concrete beam column connection[C]//Proceeding of 11th International Conference onExperimental Mechanics,Oxford,UK,1998:65-69.
[5]REYS DE ORTIZ I.Strut and tie modeling of reinforcedconcrete short beams and beam-column joints[D].London:University of Westminster,1993.
[6]傅剑平,张川,陈滔,等.钢筋混凝土抗震框架节点受力机理及轴压比影响的试验研究[J].建筑结构学报,2006,27(3):67-77.
[7]ALEXANDORS G TSONOS.Cyclic load behavior ofreinforced concrete beam-column sub assemblages ofmodern structures[J].ACI Structural Journal,2007,104(4):468-478.
[8]于洁.钢筋混凝土框架节点抗震性能有限元分析与破坏模式分化研究[D].上海:上海大学,2010.
[9]陆新征,江见鲸.利用ANSYS Solid65单元分析复杂应力条件下的混凝土结构[J].建筑结构,2003,33(6):22-24.
[10]GB50010—2010混凝土结构设计规范[S].北京:中国建筑工业出版社,2011.
[11]张新培.钢筋混凝土抗震结构非线性分析[M].北京:科学出版社,2003:79.
[12]KIM J.Joint shear behavior of reinforced concrete beam-column connections subjected to seismic lateral loading[D].Chicago:The University of Illinois,2007.
[13]ACI Committee 318.Building code requirements forreinforced concrete(ACI318-05)and commentary(ACI318R-05)[S].Farmington Hills,MI.:AmericanConcrete Institute,2005.
[14]ACI Commitee 318.Building code requirements forreinforced concrete(ACI318-71)[S].Farmington Hills,MI.:American Concrete Institute,1971.
[15]NILANJAN MITRA,SUDESHNA MITRA,LAURA NLOWES.Probabilistic model for failure initiation ofreinforced concrete interior beam-column connectionssubjected to seismic loading[J].Engineering Structures,2011,33(1):154-162.
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