钢桥面板U肋与顶板双面焊连接疲劳性能研究
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摘要
为确定钢桥面板U肋与顶板双面焊连接相比单面焊连接疲劳性能的改善效果,以某实桥正交异性钢桥面板节段为对象,采用ANSYS软件建立有限元模型,计算不同工况下各疲劳易损部位的切口应力幅,并分析双面焊连接疲劳性能的影响因素。结果表明:U肋与顶板双面焊连接的最大切口应力幅比单面焊时减小19.1%,能有效提高U肋与顶板连接焊缝的疲劳性能;U肋与顶板单面焊连接的最不利疲劳易损部位为焊根,而双面焊连接的最不利疲劳易损部位变为外侧焊趾;焊缝未熔透间隙长度和高度对U肋与顶板双面焊连接疲劳性能的影响较小;增大焊缝和顶板夹角可显著降低双面焊连接的最大切口应力幅,提高U肋与顶板双面焊连接的疲劳性能。
To confirm the improvement of the double-side weld on the fatigue performance of the U rib-to-deck welded joint in the orthotropic steel bridge deck in comparison to that of the single-side weld,the segment of the orthotropic steel deck of a practical bridge was taken as an object and the software ANSYS was used to set up the finite element model for the segment.The notch stress ranges of the fatigue vulnerable parts of the double-side and single-side welds under the different load conditions were calculated and the factors that had influences on the fatigue performance of the U rib-to-deck double-side welded joint were analyzed.The results of the analysis demonstrate that the maximum notch stress range of the double-side welded joint is reduced by 19.1%in comparison to that of the single-side welded joint and the reduction of the stress range can effectively improve the fatigue performance of the U rib-to-deck welded joint.The worst fatigue vulnerable part of the single-side weld is the weld root while that of the double-side weld is the outer side weld toe.The influences of the incomplete penetration gap length and height of the weld on the fatigue performance of the double-side welded joint are slight.The increase of the included angle between the weld and deck can significantly decrease the maximum notch stress range of the doubleside welded joint and can improve the fatigue performance of the joint.
To confirm the improvement of the double-side weld on the fatigue performance of the U rib-to-deck welded joint in the orthotropic steel bridge deck in comparison to that of the single-side weld,the segment of the orthotropic steel deck of a practical bridge was taken as an object and the software ANSYS was used to set up the finite element model for the segment.The notch stress ranges of the fatigue vulnerable parts of the double-side and single-side welds under the different load conditions were calculated and the factors that had influences on the fatigue performance of the U rib-to-deck double-side welded joint were analyzed.The results of the analysis demonstrate that the maximum notch stress range of the double-side welded joint is reduced by 19.1%in comparison to that of the single-side welded joint and the reduction of the stress range can effectively improve the fatigue performance of the U rib-to-deck welded joint.The worst fatigue vulnerable part of the single-side weld is the weld root while that of the double-side weld is the outer side weld toe.The influences of the incomplete penetration gap length and height of the weld on the fatigue performance of the double-side welded joint are slight.The increase of the included angle between the weld and deck can significantly decrease the maximum notch stress range of the doubleside welded joint and can improve the fatigue performance of the joint.
引文
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[8]Sonsino C M,Fricke W,De Bruyne F,et al.Notch Stress Concepts for the Fatigue Assessment of Welded Joints-Background and Applications[J].International Journal of Fatigue,2012,34(1):2-16.
[9]BS EN 1991-2:2003,Eurocode 1:Actions on Structures-Part 2:Traffic Loads on Bridges[S].
[10]Xiao Z,Yamada K,Ya S,et al.Stress Analysis and Fatigue Evaluation of Rib-to-Deck Joints in Steel Orthotropic Decks[J].International Journal of Fatigue,2008,30(8):1 387-1 397.
[11]卫星,邹修兴,姜苏,等.正交异性钢桥面肋-板焊接残余应力的数值模拟[J].桥梁建设,2014,44(4):27-33.(WEI Xing,ZOU Xiu-xing,JIANG Su,et al.Numerical Simulation of Residual Stress in Rib-to-Top Plate Welding of Orthotropic Steel Bridge Deck[J].Bridge Construction,2014,44(4):27-33.in Chinese)
[2]吉伯海,叶枝,傅中秋,等.江阴长江大桥钢箱梁疲劳应力特征分析[J].世界桥梁,2016,44(2):30-36.(JI Bo-hai,YE Zhi,FU Zhong-qiu,et al.Analysis of Fatigue Stress Characteristics of Steel Box Girder of Jiangyin Changjiang River Bridge[J].World Bridges,2016,44(2):30-36.in Chinese)
[3]Dung C V,Sasaki E,Tajima K,et al.Investigations on the Effect of Weld Penetration on Fatigue Strength of Rib-to-Deck Welded Joints in Orthotropic Steel Decks[J].International Journal of Steel Structures,2015,15(2):299-310.
[4]张清华,张鹏,刘益铭,等.新型大纵肋正交异性组合桥面板力学性能研究[J].桥梁建设,2017,47(3):30-35.(ZHANG Qing-hua,ZHANG Peng,LIU Yi-ming,et al.Study of Mechanical Behavior of New Type of Orthotropic Composite Bridge Deck with Large Longitudinal U-Ribs[J].Bridge Construction,2017,47(3):30-35.in Chinese)
[5]Li M.Fatigue Evaluation of Rib-to-Deck Joints in Orthotropic Steel Bridge Decks(Doctor Dissertation)[D].Kyoto:Kyoto University,2014.
[6]梅大鹏,廖贵星.新型镦边U肋与面板连接焊缝切口应力分析[J].桥梁建设,2017,47(1):65-70.(MEI Da-peng,LIAO Gui-xing.Notch Stress Analysis of Welded Connection of New Type of Edge Upset U-Rib and Deck Plate[J].Bridge Construction,2017,47(1):65-70.in Chinese)
[7]冯鹏程,付坤,陈毅明.沌口长江公路大桥主桥设计关键技术[J].桥梁建设,2017,47(2):7-12.(FENG Peng-cheng,FU Kun,CHEN Yi-ming.Key Techniques of Design of Main Bridge of Zhuankou Changjiang Rive Highway Bridge[J].Bridge Construction,2017,47(2):7-12.in Chinese)
[8]Sonsino C M,Fricke W,De Bruyne F,et al.Notch Stress Concepts for the Fatigue Assessment of Welded Joints-Background and Applications[J].International Journal of Fatigue,2012,34(1):2-16.
[9]BS EN 1991-2:2003,Eurocode 1:Actions on Structures-Part 2:Traffic Loads on Bridges[S].
[10]Xiao Z,Yamada K,Ya S,et al.Stress Analysis and Fatigue Evaluation of Rib-to-Deck Joints in Steel Orthotropic Decks[J].International Journal of Fatigue,2008,30(8):1 387-1 397.
[11]卫星,邹修兴,姜苏,等.正交异性钢桥面肋-板焊接残余应力的数值模拟[J].桥梁建设,2014,44(4):27-33.(WEI Xing,ZOU Xiu-xing,JIANG Su,et al.Numerical Simulation of Residual Stress in Rib-to-Top Plate Welding of Orthotropic Steel Bridge Deck[J].Bridge Construction,2014,44(4):27-33.in Chinese)