环板加劲管板节点力学性能及失效准则研究

袁俊; 屈讼昭; 王虎长; 卫思彤; 孙清

doi:10.13204/j.gyjzG21083107

环板加劲管板节点力学性能及失效准则研究

doi: 10.13204/j.gyjzG21083107

1. 中国电力工程顾问集团西北电力设计院有限公司, 西安 710075;
2. 河南城建学院土木与交通工程学院, 河南平顶山 467036;
3. 西安交通大学人居环境与建筑工程学院, 西安 710049

基金项目:

中国能源建设集团规划设计有限公司科技项目(GSKJ2-T07-2019)；国家自然科学基金资助项目(51978570)。

详细信息

作者简介:
袁俊,男,1983年出生,高级工程师。

通讯作者:
孙清,男,教授,sunq@mail.xjtu.edu.cn。

计量
- 文章访问数: 66
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- PDF下载量: 1
- 被引次数: 0
出版历程
- 收稿日期: 2021-08-31

Research on Mechanical Properties and Failure Criteria of Ring-Stiffened Tube-Gusset Plate Joints

1. Northwest Electric Power Design Institute Co., Ltd., of China Power Engineering Consulting Group, Xi'an 710075, China;
2. School of Civil and Transportation Engineering, Henan University of Urban Construction, Pingdingshan 467036, China;
3. School of Human Settlements and Civil Engineering, Xi'an Jiaotong University, Xi'an 710049, China

摘要

摘要: 对10个环板加劲管板节点进行试验研究和数值分析,研究了环形加劲管板节点在径向荷载作用下的受力性能和失效模式,提出了环板加劲管板节点的失效准则。结果表明:在径向拉力作用下,节点板与加劲环板连接处最终发生断裂破坏,与之相差90°夹角位置处,加劲环板发生局部屈曲;在径向压力作用下,加劲环板发生压屈失效;当节点的变形与主管直径D的比值不大于0.15%时,节点处于弹性;当节点变形与主管直径的比值大于0.15%且小于2.0%时,节点的刚度迅速降低;当节点变形与主管直径比值大于2.0%时,节点已处于塑性且无法继续承载。基于此,提出采用0.02D极限变形准则来确定节点的极限承载力。
- 管板节点 /
- 环板 /
- 受力性能 /
- 失效准则 /
- 极限承载力
Abstract: Experimental and numerical investigation on ten ring-stiffened tube-gusset plate joints (RS-TGP joints) has been carried out. The mechanical properties and failure mode of RS-TGP joints under radial tension/compressive were studied. The failure criteria of RS-TGP joints were proposed. The failure mode of the RS-TGP joints under tension performed as tensile broken at the intersection of the gusset plate and ring stiffener while buckling of the ring stiffener at the location perpendicular to the loading direction. The failure mode of the RS-TGP joints under compressive was bulking of the ring stiffener. It was found that the RS-TGP joint was elastic when the ratio of joint deformation to chord diameter was less than or equal to 0.15%. However, the stiffness of the joint decreased rapidly as the ratio of the joint deformation to the chord diameter was greater than 0.15% and less than 2.0%. When the ratio of joint deformation to chord diameter was larger than 2.0%, the RS-TGP joint was in a plastic state and unable to carry the load. Thus, the ultimate bearing capality of the joint was determined by the failure criterion of the 2%D limit.
- tube-gusset plate joint /
- ring stiffener /
- mechanical property /
- failure criterion /
- ultimate bearing capacity

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参考文献(27)

[1]	LI F, DENG H Z, HU X Y. Design resistance of longitudinal gusset-tube K-joints with 1/4 annular plates in transmission towers[J]. Thin-Walled Structures, 2019, 144:1-13.
[2]	LI F, DENG H Z, HU X Y. Experimental and numerical investigation into ultimate capacity of longitudinal plate-to-circular hollow section K-and DK-joints in transmission towers[J]. Thin-Walled Structures, 2019,143:1-16.
[3]	LI F, DENG H Z, HU X Y. Resistance of gusset-tube DK-joints stiffened by 1/2 annular plates in transmission towers[J]. Journal of Constructional Steel Research, 2019,159:560-573.
[4]	ARIYOSHI M, WILMSHURST S R, MAKINO Y, et al. Introduction to the database of gusset-plate to CHS tube joints[C]//Proceedings of 8th International Symposium on Tubular Structures. Singapore:Singapore Steel Construct, 1998:22-28.
[5]	KIM W B. Ultimate strength of tube-gusset plate connections considering eccentricity[J]. Engineering Structures, 2001, 23(11):1418-1426.
[6]	鲍侃袁,沈国辉,孙炳楠,等.高耸钢管塔K型结点极限承载力的试验研究与理论分析[J].工程力学, 2008, 25(12):114-122.
[7]	李正良,刘红军.输电塔钢管-插板连接节点板承载力研究[J].土木工程学报, 2011, 44(增刊1):52-58.
[8]	王激扬,陈勇,郭勇,等.窄基输电塔分离式K型节点的受力性能试验研究[J].工程力学, 2019, 36(增刊1):66-70.
[9]	VOTH A P, PACKER J A. Branch plate-to-circular hollow structural section connections I:experimental investigation and finite-element modeling[J]. Journal of Structural Engineering, 2012, 138(8):995-1006.
[10]	VOTH A P, PACKER J A. Branch plate-to-circular hollow structural section connections Ⅱ:X-type parametric numerical study and design[J]. Journal of Structural Engineering, 2012, 138(8):1007-1018.
[11]	VOTH A P, PACKER J A. Numerical study and design of T-type branch plate-to-circular hollow section connections[J]. Engineering Structures, 2012,41:477-489.
[12]	VOTH A P, PACKER J A. Numerical study and design of skewed X-type branch plate-to-circular hollow section connections[J]. Journal of Constructional Steel Research, 2012, 68(1):1-10.
[13]	陈誉,黄勇,冯然. X形圆管斜插板节点轴压性能试验研究[J].建筑结构学报, 2015, 36(3):90-97.
[14]	鞠彦忠,闫冬雪,白俊峰,等.钢管十字插板连接承载力试验研究及有限元分析[J].建筑科学与工程学报, 2016, 33(5):77-84.
[15]	CHEN Y, HU Z, GUO Y, et al. Ultimate bearing capacity of CHS X-joints stiffened with external ring stiffeners and gusset plates subjected to brace compression[J]. Engineering Structures, 2019,181:76-88.
[16]	ZHAO B D, CHEN Y, LIU C Q, et al. An axial semi-rigid connection model for cross-type transverse branch plate-to-CHS joints[J]. Engineering Structures, 2019,181:413-426.
[17]	LI X L, ZHANG L, XUE X M, et al. Prediction on ultimate strength of tube-gusset KT-joints stiffened by 1/4 ring plates through experimental and numerical study[J]. Thin-Walled Structures, 2018,123:409-419.
[18]	LI X L, XUE X M, ZHANG L, et al. Experiment and fnite element analysis on the ultimate strength of ring-stiffened tube-gusset joints[J]. International Journal of Steel Structures, 2019, 19(5):1534-1542.
[19]	中国国家标准化管理委员会.低合金高强度结构钢:GB/T 1591-2018[S].北京:中国标准出版社,2018.
[20]	全国钢标准化技术委员会.金属材料拉伸试验第1部分:室温试验方法:GB/T 228.1-2021[S].北京:中国标准出版社,2021.
[21]	ARIYOSHI M, MARKINO Y. Load-deformation relationships for gusset-plate to CHS tube joints under compression loads[J]. International Journal of Offshore&Polar Engineering, 2000,10(4):292-300.
[22]	RASMUSSEN J R K, YOUNG B. Tests of X-and K-joints in SHS stainless steel tubes[J]. Journal of Structural Engineering, 2001,127(10):1173-1182.
[23]	ZHAO X, HANCOCK G J. T-Joints in rectangular hollow sections subject to combined actions[J]. Journal of Structural Engineering, 1991, 117(8):2258-2277.
[24]	LU L II, WINKEL G D D, YU Y, et al. Deformation limit for the ultimate strength of hollow section joints[M]. London:Routledge, 2019.
[25]	YURA J A. ZETTLEMOYER N F, EDWARDS I. Ultimate capacity equations for tubular joints[C]//Proceeding of the Offshore Technology Conference. Houston:1980.
[26]	CHOO Y S, QIAN X D, LIEW J Y R, et al. Static strength of thick-walled CHS X-joints:part I.new approach in strength definition[M]. Netherlands:Elsevier, 2003.
[27]	Japanese Steel Tubular Association. Electricity transmitting steel tubular tower manufacture norm[S]. Tokyo:Maruzen Co. Ltd, 1995.