基于总应变裂缝本构的矩形钢管-钢管混凝土组合桁架静力性能分析
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摘要
基于约束混凝土的总应变裂缝本构模型,利用大型通用有限元程序MIDAS/FEA建立了空钢管桁架、钢管-钢管混凝土组合桁架和钢管混凝土桁架的有限元模型,进行约束混凝土本构模型的有效性验证及试验桁架静力性能分析。结果表明,文中有限元模型能较好地反映钢管-钢管混凝土组合桁架的静力性能,可以对影响组合桁架静力性能的各种参数进行分析。桁架破坏均发生在节点部位,但节点失效模式不同,主管内填混凝土改变了节点的失效模式。桁架的极限承载力均受到节点控制,主管内填混凝土能够有效提高桁架节点的强度和刚度,从而提高桁架的承载能力,减小桁架的整体变形。
Based on the total strain crack constitutive model,finite element model on three trusses was established by the finite element procedure MIDAS/FEA and the analysis was executed in order to verify the validity of constitutive model and study the static performance of combined truss.The results show that the finite element model based on total strain crack constitutive can reflect the static performance of combined truss and can execute the affective parameters analysis,which can offer the theory evidence for its engineering application.The failure of three trusses is due to the joint failure,however,the failure modes were different and were changed by the concrete filled in chord.The bearing capacity of three trusses were controlled by the joints and the strength and stiffness of joints were increased by the concrete filled in the chord.
Based on the total strain crack constitutive model,finite element model on three trusses was established by the finite element procedure MIDAS/FEA and the analysis was executed in order to verify the validity of constitutive model and study the static performance of combined truss.The results show that the finite element model based on total strain crack constitutive can reflect the static performance of combined truss and can execute the affective parameters analysis,which can offer the theory evidence for its engineering application.The failure of three trusses is due to the joint failure,however,the failure modes were different and were changed by the concrete filled in chord.The bearing capacity of three trusses were controlled by the joints and the strength and stiffness of joints were increased by the concrete filled in the chord.
引文
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[2]张联燕,李泽生,程懋方.钢管混凝土空间桁架组合梁式结构[M].北京:人民交通出版社,1999.
[3]崔军,孙炳楠,楼文娟,等.钢管混凝土桁架拱桥模型试验研究[J].工程力学,2004,21(5):83-86.
[4]邵旭东,成尚锋,李立峰.钢管混凝土拱肋节段模型试验[J].长安大学学报,2003,23(4):34-37.
[5]王百成,崔军,王景波.大跨度钢管混凝土桁式拱桥结构非线性分析[J].世界地震工程,2004,20(1):121-125.
[6]周绪红,刘永健,莫涛,等.矩形钢管混凝土桁架结构设计[J].建筑结构,2004,34(1):20-23.
[7]刘永健,周绪红,刘君平.矩形钢管混凝土K型节点试验研究[J].建筑科学与工程学报,2007,24(2):36-42.
[8]刘永健,周绪红,刘君平.矩形钢管混凝土T、Y型节点受压性能试验[J].长安大学学报,2008,28(5):48-52.
[9]狄谨,周绪红,刘永健.矩形钢管混凝土桁架节点极限承载力研究[J].中国公路学报,2004,7(3):62-67.
[10]吝红育,董鹂宁,高迎社.矩形钢管混凝土与圆形钢管混凝土桁架受力性能对比分析[J].混凝土,2008,226(8):24-27.
[11]陈宝春,黄文金.圆管截面桁梁极限承载力试验研究[J].建筑结构学报,2006,28(3):31-36.
[12]李运喜.受压弦杆填充混凝土的矩形钢管桁架静力性能研究[D].西安:长安大学,2008.
[13]北京迈达斯技术有限公司.MIDAS/FEA分析与计算原理[M].北京:北京迈达斯技术有限公司,2008.
[14]翰林海.钢管混凝土结构-理论与实践[M].北京:科学出版社,2004.
[15]刘永健,刘君平,杨根杰.主管内填充混凝土矩形钢管桁架受力性能试验研究[J].建筑结构学报,2009,30(6):107-112.
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