“桉叶糖”异型钢管相贯焊节点试验和有限元分析
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摘要
结合工程实际,对河南广播电视发射塔中"桉叶糖"异型钢管"X"节点缩尺试验进行了研究,讨论了实验的加载装置、测试结果和有限元数值计算结果,分析了这种节点在设计荷载下的受力性能和影响该节点荷载—应力曲线的主要因素.结果表明,这种"桉叶糖"异型钢管相贯节点在设计荷载作用下具备足够的刚度和强度,满足设计需求;有限元计算结果与试验实测结果吻合较好,有限元分析模型可进一步推广至未实测的"X"节点.
Two crossing X-connections of Anyetang special steel pipe used for Henan Broadcast and TV Tower are investigated on the basis of practical projects.The paper presents the design of reduced-scale test setup,experimental and finite element calculating results,and also the major factors influencing the load capacity of these special joints.The experimental results show that the special crossing joints have sufficient strength and rigidity,and can meet the design requirement.The experimental results agree well with finite element(FE) analysis,so this FE analytic model can be applied to other untested joints located in Henan TV tower.
Two crossing X-connections of Anyetang special steel pipe used for Henan Broadcast and TV Tower are investigated on the basis of practical projects.The paper presents the design of reduced-scale test setup,experimental and finite element calculating results,and also the major factors influencing the load capacity of these special joints.The experimental results show that the special crossing joints have sufficient strength and rigidity,and can meet the design requirement.The experimental results agree well with finite element(FE) analysis,so this FE analytic model can be applied to other untested joints located in Henan TV tower.
引文
[1]童乐为,陈茁,陈以一,等.不同焊接方式下圆钢管节点力学性能的试验比较[J].结构工程师,2006,22(2):57.TONG Lewei,CHEN Zhuo,Chen Yiyi,et al.Experimentalcomparison of static behavior of tubular joints welded indifferent ways[J].Structural Engineers,2006,22(2):57.
[2]丁玉坤,武振宇,张华山,等.K型、KK型搭接方管节点的试验研究[J].土木工程学报,2005,38(4):25.DING Yukun,WU Zhenyu,ZHANG Huashan,et al.Anexperimental study on partially overlapped SHS K-and KK-Joints[J].China Civil Engineering Journal,2005,38(4):25.
[3]孙犁.空间KT型方管加强节点的承载力性能研究[J].世界地震工程[J],2007,23(1):115.SUN Li.The research of ultimate strength of welded K-typeRHS joints[J].World Earthquake Engineering,2007,23(1):115.
[4]Gazzola F,Lee M M K,Dexter E M.Design equation foroverlap tubular K-Joints under axial loading[J].Journal ofStructural Engineering,ASCE,2000,126(7):798.
[5]Fung T C,Soh C K,Gho W M,et al.Ultimate capacity ofcompletely overlapped tubular joints I[J].Journal ofConstruction Steel Research,2001,57(8):855.
[6]陈绍蕃.钢结构设计原理[M].北京:科学出版社,1998.CHEN Shaofan.Design principle of steel structures[M].Beijing:Science Press,1998.
[7]王肇民,马人乐.塔式结构[M].北京:科学出版社.2004.WANG Zhaomin,MA Renle.Tower-type structures[M].Beijing:Science Press,2004.
[8]中华人民共和国建设部.GB50017—2003钢结构设计规范[S].北京:中国建筑工业出版社,2003.Ministry of Construction of P.R.China.GB50017—2003 Codefor design of steel structures[S].Beijing:China Architecture&Building Press,2003.
[2]丁玉坤,武振宇,张华山,等.K型、KK型搭接方管节点的试验研究[J].土木工程学报,2005,38(4):25.DING Yukun,WU Zhenyu,ZHANG Huashan,et al.Anexperimental study on partially overlapped SHS K-and KK-Joints[J].China Civil Engineering Journal,2005,38(4):25.
[3]孙犁.空间KT型方管加强节点的承载力性能研究[J].世界地震工程[J],2007,23(1):115.SUN Li.The research of ultimate strength of welded K-typeRHS joints[J].World Earthquake Engineering,2007,23(1):115.
[4]Gazzola F,Lee M M K,Dexter E M.Design equation foroverlap tubular K-Joints under axial loading[J].Journal ofStructural Engineering,ASCE,2000,126(7):798.
[5]Fung T C,Soh C K,Gho W M,et al.Ultimate capacity ofcompletely overlapped tubular joints I[J].Journal ofConstruction Steel Research,2001,57(8):855.
[6]陈绍蕃.钢结构设计原理[M].北京:科学出版社,1998.CHEN Shaofan.Design principle of steel structures[M].Beijing:Science Press,1998.
[7]王肇民,马人乐.塔式结构[M].北京:科学出版社.2004.WANG Zhaomin,MA Renle.Tower-type structures[M].Beijing:Science Press,2004.
[8]中华人民共和国建设部.GB50017—2003钢结构设计规范[S].北京:中国建筑工业出版社,2003.Ministry of Construction of P.R.China.GB50017—2003 Codefor design of steel structures[S].Beijing:China Architecture&Building Press,2003.
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