三种非线性梁柱单元的研究及单元开发
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摘要
罕遇地震作用下混凝土梁柱构件易进入塑性阶段而发生弹塑性损伤,正确地模拟结构进入非线性状态后的力学行为对评价结构的抗震安全性具有重要的意义。通过面向对象语言编制了基于宏观单元的结构弹塑性分析软件平台MESAP,增加了三种非线性梁柱单元:基于刚度法纤维单元、基于柔度法纤维单元及基于柔度法的塑性铰单元。通过算例分析三种非线性梁柱单元之间的差异。基于柔度法塑性铰单元的柔度矩阵积分方法可分为四种,通过算例讨论四种积分方法的差异。算例分析结果表明基于柔度法的塑性铰单元是一种精度高具计算成本低的宏观单元。Gauss-Radau积分法要求进行塑性计算的积分点只有两个,该积分法计算效率较高且精度良好,适用于整体结构的非线性分析之中,具有实际工程应用意义。
Since the elastoplastic damages occur in concrete structures and components in plastic stage under a severe earthquake,precise prediction of nonlinear behavior of structures in the earthquake is important to assess the seismic safety of the structures.A structural elastoplastic analysis program MEASP which bases on macro elements is compiled with object oriented language and three kinds of nonlinear beam-column elements are implemented in MESAP: stiffness-based fiber element,flexibility-based fiber element and flexibility-based plastic hinge element.Differences between the elements are compared by case study.Four kinds of integration methods for obtaining the flexibility matrix of the plastic hinge element are studied.The results show that a flexibility-based plastic hinge element is an accurate macro element with low computation cost.Only two integration points are required by the Gauss-Radau integration method handling a nonlinear analysis.It is accuracy and its computational efficiency is applicable in the entire structure nonlinear analysis and practical in engineering.
Since the elastoplastic damages occur in concrete structures and components in plastic stage under a severe earthquake,precise prediction of nonlinear behavior of structures in the earthquake is important to assess the seismic safety of the structures.A structural elastoplastic analysis program MEASP which bases on macro elements is compiled with object oriented language and three kinds of nonlinear beam-column elements are implemented in MESAP: stiffness-based fiber element,flexibility-based fiber element and flexibility-based plastic hinge element.Differences between the elements are compared by case study.Four kinds of integration methods for obtaining the flexibility matrix of the plastic hinge element are studied.The results show that a flexibility-based plastic hinge element is an accurate macro element with low computation cost.Only two integration points are required by the Gauss-Radau integration method handling a nonlinear analysis.It is accuracy and its computational efficiency is applicable in the entire structure nonlinear analysis and practical in engineering.
引文
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[2]韩小雷,陈学伟,林生逸.基于纤维模型的超高层钢筋混凝土结构弹塑性时程分析[J].建筑结构,2010,40(2):13―16.Han Xiaolei,Chen Xuewei,Lin Shengyi.Inelastic time-history analysis and engineering application super high-rise building structure based on fiber model[J].Journal of Building Structures,2010,40(2):13―16.(in Chinese)
[3]Mari A,Scordelis A.Nonlinear geometric material and time dependent analysis of three dimensional reinforced and prestressed concrete frames[R].Berkeley:SESM Report 82-12,Department of Civil Engineering,University of California,1984.
[4]Filippou F C,Issa A.Nonlinear analysis of reinforced concrete frames under cyclic load reversals[R].Berkeley:EERC Report 88-12,Earthquake Engineering Research Center,1988.
[5]Scott Michael H,Fenves Gregory L.Plastic hinge integration methods for force-based beam-column elements[J].Journal of Structural Engineering,2006,132(2):244―252.
[6]Kabeyaawa T.US-Japan cooperative research on R/C full-scale building test,part 5:Discussion of dynamic response system[C].Proc.8th of WCEE,1984.
[7]韩小雷,陈学伟,戴金华.基于OpenSEES的剪力墙低周往复试验的数值分析[J].华南理工大学学报自然科学版,2008,36(12):7―12.Han Xiaolei,Chen Xuewei,Dai Jinhua.Numerical analysis for low-cyclic loading test of shear walls based on OpenSEES[J].Journal of South China University of Technology,2008,36(12):7―12.(in Chinese)
[8]韩小雷,陈学伟,吴培烽.OpenSEES的剪力墙宏观单元的研究[J].世界地震工程,2008,24(4):76―81.Han Xiaolei,Chen Xuewei,Wu Peifeng.Research on the shear wall macro-element of OpenSEES[J].Journal of World Earthquake Engineering,2008,24(4):76―81.(in Chinese)
[9]Kent D C,Park R.Flexural members with confined-concrete[J].Journal of the Structural Division,1971,97:1969―1990.
[10]Menegotto M,Pinto.P E.Method of analysis of cyclically loaded RC plane frames including changes in geometry and non-elastic behavior of elements under normal force and bending[R].Lisbon,Portugal:Preliminary Report,IABSE,1973,13:15―22.
[11]Clough R W,Benuska K L,Wilson E L.Inelastic earthquake response of tall buildings[C].Proceeding of 3rd World Conference on Earthquake Engineering.Wellington,New Zealand,1965.
[12]Tanaka H,Park R.Effect of lateral confining reinforcement on the ductile behavior of reinforced concrete columns[R].Canterbury,U.K.:Report No 90-2,Department of Civil Engineering.University of Canterbury,1990.
[13]Paulay T,Priestley M J N.Seismic design of reinforced concrete and masonry buildings[M].New York:Wiley,1992.顶点位移/mm
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