无加劲肋螺栓连接X型钢管节点的单轴力学性能试验及有限元分析
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摘要
目前,在国内外钢结构及输电塔的设计标准中,均未涉及采用螺栓连接的无加劲肋钢管节点极限承载力的计算方法。针对4个无加劲肋的螺栓连接X型钢管节点试件,对其进行了单轴拉、压承载力试验研究,并对中国Q/GDW 391—2009《输电线路钢管塔构造设计规定》、日本JSTA-1995《输电线路钢管塔制作基准》的承载力计算结果与有限元计算结果进行比较。此外,对该类节点的破坏模式、荷载-变形关系及环板应力-应变关系进行了分析。结果表明:无加劲肋螺栓连接钢管节点在受拉、受压条件下的破坏模式为环板面外失稳,采用Q/GDW 391—2009计算的极限承载力偏保守,特别是在受拉条件下富裕度较大,而有限元计算结果显示出较好的一致性。
In the current national and international steel design codes,the calculation method for ultimate bearing capacity of a bolted connection steel tubular joint without stiffeners has not been specified in detail. In the paper,the experimental tests of 4 full scale bolted steel tubular X-joint without stiffeners subjected to uniaxial compressive loading or tensile loadiing were performed. Moreover,the comparative calculation on ultimate bearing capacity of finite element,Q/GDW 391—2009 Technical Regulation for Conformation Design of Steel Tubular Towers of Transmission Lines and JSTA-1995 Fabrication Standards for Steel Tubular Towers of Transmission Lines was carried out,and the load-displacement relationship,failure mode and stress-strain curves of the ring plate were discussed. The results showed that the failure mode of the X-joint without stiffeners under tension and compression was the out-of-plane instability of the ring plate. The ultimate bearing capacity calculated according to Q/GDW 391—2009 was conservative,especially under the tensile loading. However,FEM analytical results showed the good agreement.
In the current national and international steel design codes,the calculation method for ultimate bearing capacity of a bolted connection steel tubular joint without stiffeners has not been specified in detail. In the paper,the experimental tests of 4 full scale bolted steel tubular X-joint without stiffeners subjected to uniaxial compressive loading or tensile loadiing were performed. Moreover,the comparative calculation on ultimate bearing capacity of finite element,Q/GDW 391—2009 Technical Regulation for Conformation Design of Steel Tubular Towers of Transmission Lines and JSTA-1995 Fabrication Standards for Steel Tubular Towers of Transmission Lines was carried out,and the load-displacement relationship,failure mode and stress-strain curves of the ring plate were discussed. The results showed that the failure mode of the X-joint without stiffeners under tension and compression was the out-of-plane instability of the ring plate. The ultimate bearing capacity calculated according to Q/GDW 391—2009 was conservative,especially under the tensile loading. However,FEM analytical results showed the good agreement.
引文
[1]国家电网公司.输电线路钢管塔构造设计规定:Q/GDW391-2009[S].北京:中国电力出版社,2010.
[2]日本铁塔协会.输电线路钢管塔制作基准[S].东京:丸善株式会社,1995.
[3]鞠彦忠,赵华博,白俊峰,等.输电塔X型节点的试验研究及有限元分析[J].科学技术与工程,2016,16(17):185-191.
[4]沈国辉,陈震,郭勇,等.带加劲肋十字型钢管节点支管轴压的承载力研究[J].工程力学,2013,30(9):70-75.
[5]刘红军,李正良,李茂华.钢管输电塔环型加肋节点极限承载力研究[J].工程力学,2010,27(10):65-73.
[6]白强,曾德森,舒爱强,等.钢管输电塔环型加肋节点承载力分析[J].建筑结构,2012,42(2):103-106.
[7]张楷,吴晓锋,赵贞欣.1 000 kV特高压输电线路工程钢管塔节点承载力研究[J].河北电力技术,2015,34(4):7-9.
[8]FESSLER H,MOCKFORD P B,WEBSTER J J.Parametric Equations for the Flexibility Matrices of Single Brace Tubular Joints in Offshore Structures[J].Proceedings of the Institution of Civil Engineers,1986,81(4):659-673.
[9]FESSLER H,MOCKFORD P B,WEBSTER J J.Parametric Equations for the Flexibility Matrices of Multi-Brace Tubular Joints in Offshore Structures[J].Proceedings of the Institution of Civil Engineers,1986,81(4):675-696.
[10]PAUL J C,MAKINO Y,KUROBANE Y.Ultimate Resistance of Unstiffened Multiplanar Tubular TT-and KK-Joints[J].Struct.Engrg.,ASCE,1994,120(10):2853-2870.
[11]KANG C T,MOFFAT D G,MISTRY J.Strength of DT Tubular Joints with Brace and Chord Compression[J].Struct.Engrg.,ASCE,1998,124(7):775-783.
[12]窦培林,张家齐,袁洪涛.K型、双K型圆管相贯节点极限承载力的非线性有限元分析[J].舰船科学技术,2008,30(6):49-53.
[13]陈勇,王激扬,郭勇,等.双轴受压螺栓连接钢管节点的受力性能试验与有限元分析[J].土木工程学报,2013,46(增刊2):219-224.
[14]ZHU L,ZHAO Y,LI S W,et al.Numerical Analysis of the Axial Strength of CHS T-Joints Reinforced with External Stiffeners[J].Thin-Walled Structures,2014,85(10):481-488.
[15]ZHU L,HAN S,SONG Q M,et al.Experimental Study of the Axial Compressive Strength of CHS T-Joints Reinforced with External Stiffening Rings[J].Thin-Walled Structures,2016,98(10):245-251.
[2]日本铁塔协会.输电线路钢管塔制作基准[S].东京:丸善株式会社,1995.
[3]鞠彦忠,赵华博,白俊峰,等.输电塔X型节点的试验研究及有限元分析[J].科学技术与工程,2016,16(17):185-191.
[4]沈国辉,陈震,郭勇,等.带加劲肋十字型钢管节点支管轴压的承载力研究[J].工程力学,2013,30(9):70-75.
[5]刘红军,李正良,李茂华.钢管输电塔环型加肋节点极限承载力研究[J].工程力学,2010,27(10):65-73.
[6]白强,曾德森,舒爱强,等.钢管输电塔环型加肋节点承载力分析[J].建筑结构,2012,42(2):103-106.
[7]张楷,吴晓锋,赵贞欣.1 000 kV特高压输电线路工程钢管塔节点承载力研究[J].河北电力技术,2015,34(4):7-9.
[8]FESSLER H,MOCKFORD P B,WEBSTER J J.Parametric Equations for the Flexibility Matrices of Single Brace Tubular Joints in Offshore Structures[J].Proceedings of the Institution of Civil Engineers,1986,81(4):659-673.
[9]FESSLER H,MOCKFORD P B,WEBSTER J J.Parametric Equations for the Flexibility Matrices of Multi-Brace Tubular Joints in Offshore Structures[J].Proceedings of the Institution of Civil Engineers,1986,81(4):675-696.
[10]PAUL J C,MAKINO Y,KUROBANE Y.Ultimate Resistance of Unstiffened Multiplanar Tubular TT-and KK-Joints[J].Struct.Engrg.,ASCE,1994,120(10):2853-2870.
[11]KANG C T,MOFFAT D G,MISTRY J.Strength of DT Tubular Joints with Brace and Chord Compression[J].Struct.Engrg.,ASCE,1998,124(7):775-783.
[12]窦培林,张家齐,袁洪涛.K型、双K型圆管相贯节点极限承载力的非线性有限元分析[J].舰船科学技术,2008,30(6):49-53.
[13]陈勇,王激扬,郭勇,等.双轴受压螺栓连接钢管节点的受力性能试验与有限元分析[J].土木工程学报,2013,46(增刊2):219-224.
[14]ZHU L,ZHAO Y,LI S W,et al.Numerical Analysis of the Axial Strength of CHS T-Joints Reinforced with External Stiffeners[J].Thin-Walled Structures,2014,85(10):481-488.
[15]ZHU L,HAN S,SONG Q M,et al.Experimental Study of the Axial Compressive Strength of CHS T-Joints Reinforced with External Stiffening Rings[J].Thin-Walled Structures,2016,98(10):245-251.