树状形三分叉铸钢节点在偏心荷载下的力学性能研究
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摘要
树状形三分叉铸钢节点在许多重要公共建筑中有大量应用。为研究树状形三分叉铸钢节点在偏心荷载下的力学性能,采用有限元方法对该节点进行参数分析,考虑节点材料非线性和几何非线性的影响,研究各几何参数对节点极限承载力的影响规律以及节点的破坏模式。结果表明:在偏心荷载作用下,节点的破坏形式主要为主、分管相交处局部屈曲、分管端部变形过大以及主管鼓曲变形过大。管径比、主管厚径比、厚度比以及分管间相贯处外倒角半径对节点承载力影响显著,主、分管夹角对节点极限承载力有一定影响,主、分管间相贯处倒角半径和分管间相贯处内倒角半径对节点极限承载力基本无影响。得出了节点最优几何参数。
The tree-shaped three-fork cast steel joint has been widely used in many important public buildings. In order to study the mechanical properties of a tree-shaped three-fork cast steel joint under eccentric load,the finite element method was used to analyze the parameters of the joint,considering the influence of nonlinear and geometrical nonlinearity of the joints,the influence of each geometrical parameter on the ultimate bearing capacity of the joint and the failure mode of the joint were also analyzed. The results showed that under the eccentric load,the failure mode of the joint mainly occurred in the main part,such as the local buckling at the intersection of the main tube and branch tube,the large deformation of the end and the excessive deformation of the main tube,the diameter ratio,the thickness ratio of the main tube and the depth and the radius of the intersection angle had a significant influence on the bearing capacity of the joint,the intersection angle of main tube and branch tube had a certain influence on the ultimate bearing capacity of the joint,the angle radius of the intersection between the main tube and the branch tube and the angle radius of the intersection of branch tubes had little effect on the ultimate bearing capacity of the joints,and the optimal geometrical parameters were obtained.
The tree-shaped three-fork cast steel joint has been widely used in many important public buildings. In order to study the mechanical properties of a tree-shaped three-fork cast steel joint under eccentric load,the finite element method was used to analyze the parameters of the joint,considering the influence of nonlinear and geometrical nonlinearity of the joints,the influence of each geometrical parameter on the ultimate bearing capacity of the joint and the failure mode of the joint were also analyzed. The results showed that under the eccentric load,the failure mode of the joint mainly occurred in the main part,such as the local buckling at the intersection of the main tube and branch tube,the large deformation of the end and the excessive deformation of the main tube,the diameter ratio,the thickness ratio of the main tube and the depth and the radius of the intersection angle had a significant influence on the bearing capacity of the joint,the intersection angle of main tube and branch tube had a certain influence on the ultimate bearing capacity of the joint,the angle radius of the intersection between the main tube and the branch tube and the angle radius of the intersection of branch tubes had little effect on the ultimate bearing capacity of the joints,and the optimal geometrical parameters were obtained.
引文
[1]董石麟.中国空间结构的发展与展望[J].建筑结构学报,2010,31(6):38-51.
[2] IASEF M R. Tree-Inspired Dendriforms and Fractal-Like Branching Structures in Architecture:a Brief Historical Overview[J].Frontiers of Architectural Research,2014(3):293-328.
[3]赵鹏飞.武汉火车站复杂大型钢结构体系研究[J].建筑结构,2009,39(1):1-4.
[4]董石麟,邢栋,赵阳.现代大跨结构在中国的应用与发展[J].空间结构,2012,18(1):3-16.
[5]徐士杰,贾海涛,王正云,等.重庆江北机场T3A航站典型铸钢节点有限元分析[J].钢结构,2016,31(6):50-53.
[6]杜文风,孙志飞,高博青,等.树状结构三分叉铸钢节点有限元分析[J].建筑结构学报,2014,35(1):89-93.
[7]孙志飞,杜文风.树状结构铸钢分叉节点理论研究[D].郑州:河南大学,2014:1-82.
[8]曾珂,屈玉虎.局部加厚铸钢支座节点极限承载力数值分析[J].钢结构,2014,31(10):28-33.
[9]吴卫华.分叉柱底铸钢支座节点抗弯极限承载力影响因素分析[J].空间结构,2015,21(4):49-53.
[10] DU W F,SUN Y,YANG M J. Bearings Capacity of the CastSteel Joint with Branches Under Eccentric Load[J]. Journal of Constructional Steel Research,2017(135):285-291.
[11]吴卫华,董正方,杜文风.树状结构二分叉铸钢节点抗弯极限承载力的几何影响因素及计算方法研究[J].钢结构,2016,31(8):18-21.
[12]吴卫华,董正方,杜文风.树状结构空间四分叉铸钢节点抗弯极限承载力分析[J].河南大学学报, 2015, 45(4):482-486.
[13]中国工程建设标准化协会.铸钢节点应用技术规程:CECS235∶2008[S].北京:中国计划出版社,2006.
[14]罗立胜,文宏艳,段晓农.空间KX型相贯节点承载力分析[J].钢结构,2018,33(2):56-59.
[2] IASEF M R. Tree-Inspired Dendriforms and Fractal-Like Branching Structures in Architecture:a Brief Historical Overview[J].Frontiers of Architectural Research,2014(3):293-328.
[3]赵鹏飞.武汉火车站复杂大型钢结构体系研究[J].建筑结构,2009,39(1):1-4.
[4]董石麟,邢栋,赵阳.现代大跨结构在中国的应用与发展[J].空间结构,2012,18(1):3-16.
[5]徐士杰,贾海涛,王正云,等.重庆江北机场T3A航站典型铸钢节点有限元分析[J].钢结构,2016,31(6):50-53.
[6]杜文风,孙志飞,高博青,等.树状结构三分叉铸钢节点有限元分析[J].建筑结构学报,2014,35(1):89-93.
[7]孙志飞,杜文风.树状结构铸钢分叉节点理论研究[D].郑州:河南大学,2014:1-82.
[8]曾珂,屈玉虎.局部加厚铸钢支座节点极限承载力数值分析[J].钢结构,2014,31(10):28-33.
[9]吴卫华.分叉柱底铸钢支座节点抗弯极限承载力影响因素分析[J].空间结构,2015,21(4):49-53.
[10] DU W F,SUN Y,YANG M J. Bearings Capacity of the CastSteel Joint with Branches Under Eccentric Load[J]. Journal of Constructional Steel Research,2017(135):285-291.
[11]吴卫华,董正方,杜文风.树状结构二分叉铸钢节点抗弯极限承载力的几何影响因素及计算方法研究[J].钢结构,2016,31(8):18-21.
[12]吴卫华,董正方,杜文风.树状结构空间四分叉铸钢节点抗弯极限承载力分析[J].河南大学学报, 2015, 45(4):482-486.
[13]中国工程建设标准化协会.铸钢节点应用技术规程:CECS235∶2008[S].北京:中国计划出版社,2006.
[14]罗立胜,文宏艳,段晓农.空间KX型相贯节点承载力分析[J].钢结构,2018,33(2):56-59.