钢桥面板纵肋双面焊构造疲劳裂纹扩展特性研究
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摘要
正交异性钢桥面板纵肋构造细节疲劳危害严重,修复困难,传统单面焊构造疲劳抗力不足是导致该部位疲劳开裂频发的主要原因。采用双面焊构造可望显著提高该构造细节的疲劳抗力,而初始焊接缺陷是该类构造细节疲劳抗力的关键影响因素。以双面焊构造为研究对象,基于线弹性断裂力学理论,建立多裂纹扩展模拟方法,通过多裂纹扩展试验验证该方法的可行性;在此基础上,对焊根处存在单一和多个初始缺陷条件下构造细节疲劳裂纹扩展特性进行研究。结果表明:外侧焊根单裂纹、内侧焊根单裂纹与焊根多裂纹扩展模式均为Ⅰ型开裂主导的Ⅰ-Ⅱ-Ⅲ型复合裂纹扩展模式;多裂纹扩展特性并不显著,多裂纹在扩展初期由于临近裂纹等效应力强度因子幅值的迅速降低而转变为单一裂纹,此后其扩展规律与外侧焊根单裂纹扩展规律基本一致;3种裂纹在扩展初期裂纹形状比变化规律存在差异,但随着扩展深度的增加,等效应力强度因子幅值下降段变化规律基本一致,裂纹扩展达到一定深度后均呈扁平状且随扩展深度增加扁平状趋势更加显著;外侧焊根处的单一缺陷是控制钢桥面板纵肋双面焊构造疲劳抗力的主要缺陷,制造时应采取有效措施避免这类缺陷。
The welded joints between orthotropic steel bridge decks and longitudinal ribs are often heavily damaged by fatigue and difficult to repair. Fatigue resistance deficiency of the traditional one-sided welded joints is the main reason for frequent cracking in these components, and the double-sided welded joints are expected to significantly improve fatigue resistances of these joints. The initial welding defects are the key factors that affect the fatigue resistances of the double-sided welding joints. This study investigated the double-sided welded joints based on linear elastic fracture mechanics theory. The fatigue crack propagation characteristics were studied on single and multiple initial defects at the welding roots. Test result for multiple crack propagation in traditional one-sided welded joints verifies that the established multiple crack propagation simulation method is feasible. The propagation mode of the single crack of a welding root at the inner or outer side of the longitudinal rib and propagation mode of the multiple cracks of the roots are all of the mixed-mode crack propagations of Modes Ⅰ, Ⅱ, and Ⅲ, led by Mode Ⅰ. The multiple crack propagation characteristic is not significant, and these cracks transform into a single crack at the initial stage of propagation owing to the rapid decrease in the amplitude of the equivalent stress intensity factor of the adjacent crack. Subsequently, the propagation mode of multiple cracks is the same as that of a single crack in the welding root at the outer side of the longitudinal rib. The variations in the shape ratios of three kinds of cracks are different at the initial stages of propagation, but with the increase in propagation depth, the variations in the amplitudes of the equivalent stress intensity factor at the descending stages are basically identical. The shapes of the cracks are flat when they reach a certain depth, and the tendency to be flat becomes more pronounced with the increase in propagation depth. The single defect of the welding root at the outer side of the longitudinal rib is the main defect that affects fatigue resistance of the double-sided welded joints between a deck and longitudinal rib, and effective measures should be implemented in the manufacturing process to avoid such defects.
The welded joints between orthotropic steel bridge decks and longitudinal ribs are often heavily damaged by fatigue and difficult to repair. Fatigue resistance deficiency of the traditional one-sided welded joints is the main reason for frequent cracking in these components, and the double-sided welded joints are expected to significantly improve fatigue resistances of these joints. The initial welding defects are the key factors that affect the fatigue resistances of the double-sided welding joints. This study investigated the double-sided welded joints based on linear elastic fracture mechanics theory. The fatigue crack propagation characteristics were studied on single and multiple initial defects at the welding roots. Test result for multiple crack propagation in traditional one-sided welded joints verifies that the established multiple crack propagation simulation method is feasible. The propagation mode of the single crack of a welding root at the inner or outer side of the longitudinal rib and propagation mode of the multiple cracks of the roots are all of the mixed-mode crack propagations of Modes Ⅰ, Ⅱ, and Ⅲ, led by Mode Ⅰ. The multiple crack propagation characteristic is not significant, and these cracks transform into a single crack at the initial stage of propagation owing to the rapid decrease in the amplitude of the equivalent stress intensity factor of the adjacent crack. Subsequently, the propagation mode of multiple cracks is the same as that of a single crack in the welding root at the outer side of the longitudinal rib. The variations in the shape ratios of three kinds of cracks are different at the initial stages of propagation, but with the increase in propagation depth, the variations in the amplitudes of the equivalent stress intensity factor at the descending stages are basically identical. The shapes of the cracks are flat when they reach a certain depth, and the tendency to be flat becomes more pronounced with the increase in propagation depth. The single defect of the welding root at the outer side of the longitudinal rib is the main defect that affects fatigue resistance of the double-sided welded joints between a deck and longitudinal rib, and effective measures should be implemented in the manufacturing process to avoid such defects.
引文
[1] 《中国公路学报》编辑部.中国桥梁工程学术研究综述·2014[J].中国公路学报,2014,27(5):1-96.Editorial Department of China Journal of Highway and Transport.Review of China's Bridge Engineering Research:2014 [J].China Journal of Highway and Transport,2014,27 (5):1-96.
[2] WOLCHUK R.Lessons from Weld Cracks in Orthotropic Decks on Three European Bridges [J].Journal of Structural Engineering,1990,116 (1):75-84.
[3] 张清华,崔闯,卜一之,等.港珠澳大桥正交异性钢桥面板疲劳特性研究[J].土木工程学报,2014,47(9):110-119.ZHANG Qing-hua,CUI Chuang,BU Yi-zhi,et al.Study on Fatigue Features of Orthotropic Decks in Steel Box Girder of the Hong Kong-Zhuhai-Macao Bridge [J].China Civil Engineering Journal,2014,47 (9):110-119.
[4] 张清华,卜一之,李乔.正交异性钢桥面板疲劳问题的研究进展[J].中国公路学报,2017,30(3):14-30.ZHANG Qing-hua,BU Yi-zhi,LI Qiao.Review on Fatigue Problems of Orthotropic Steel Bridge Deck [J].China Journal of Highway and Transport,2017,30 (3):14-30.
[5] SIM H B,UANG C M.Stress Analysis and Parametric Study on Full-scale Fatigue Tests of Rib-to-Deck Weld Joints in Steel Orthotropic Decks [J].Journal of Bridge Engineering,2012,17 (5):765-773.
[6] MASAHIRO S,HISAHITO N,AKIKO T,et al.Effect of Inside Fillet Weld on Fatigue Durability of Orthotropic Steel Deck with Trough Ribs [J].Anthology of Steel Structure Theory,2014 (21):65-81.
[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 River Highway Bridge [J].Bridge Construction,2017,47 (2):7-12.
[8] 陈虎成,张家元,刘明虎,等.石首长江公路大桥主桥总体设计[J].桥梁建设,2017,47(5):6-11.CHEN Hu-cheng,ZHANG Jia-yuan,LIU Ming-hu,et al.Overall Design of Main Bridge of Shishou Changjiang River Highway Bridge [J].Bridge Construction,2017,47 (5):6-11.
[9] 王春生,翟慕赛,唐友明,等.钢桥面板疲劳裂纹耦合扩展机理的数值断裂力学模拟[J].中国公路学报,2017,30(3):82-95.WANG Chun-sheng,ZHAI Mu-sai,TANG You-ming,et al.Numerical Fracture Mechanical Simulation of Fatigue Crack Coupled Propagation Mechanism for Steel Bridge Deck [J].China Journal of Highway and Transport,2017,30 (3):82-95.
[10] 张清华,金正凯,刘益铭,等.钢桥面板纵肋与顶板焊接细节疲劳裂纹扩展三维模拟方法[J].中国公路学报,2018,31(1):57-66.ZHANG Qing-hua,JIN Zheng-kai,LIU Yi-ming,et al.3-D Simulation Method for Fatigue Crack Propagation in Rib-to-deck Welded Joints of Orthotropic Steel Bridge Deck [J].China Journal of Highway and Transport,2018,31 (1):57-66.
[11] JTG D64—2015,公路钢结构桥梁设计规范[S].JTG D64—2015,Specifications for Design of Highway Steel Bridge [S].
[12] 唐亮,黄李骥,刘高,等.正交异性钢桥面板顶板贯穿型疲劳裂纹研究[J].公路交通科技,2012,29(2):59-66.TANG Liang,HUANG Li-ji,LIU Gao,et al.Research on Fatigue Cracks Through Deck-plate in Orthotropic Steel Deck [J].Journal of Highway and Transportation Research and Development,2012,29 (2):59-66.
[13] 王本劲,DE BACKER H,陈艾荣.正交异性钢桥面板裂纹扩展的均质化方法[J].中国公路学报,2017,30(3):113-120.WANG Ben-jin,DE BACKER H,CHEN Ai-rong.A Homogenization Method on Crack Growth on Orthotropic Steel Decks [J].China Journal of Highway and Transport,2017,30 (3):113-120.
[14] IIW Document XIII-21514r4-07,XV-1254r4-07,Recommendations for Fatigue Design of Welded Joints and Components [S].
[15] BS 7910:2005,Guide on Methods for Assessing the Acceptability of Flaws in Fusion Welded Structures [S].
[16] RADAJ D,SONSINO C M,FRICKE W.Fatigue Assessment of Welded Joints by Local Approaches [M].Cambridge:Woodhead Publishing,2006.
[17] 孙志雄.焊接断裂力学[M].西安:西北工业大学出版社,1990.SUN Zhi-xiong.Welding Fracture Mechanics [M].Xi'an:Northwestern Polytechnical University Press,1990.
[18] BS 7608:1993,Guide on Methods for Assessing the Acceptability of Flaws in Fusion Welded Structures [S].
[19] NUISMER R J.An Energy Release Rate Criterion for Mixed Mode Fracture [J].International Journal of Fracture,1975,11 (2):245-250.
[20] PARIS P C,EDORGAN F.A Critical Analysis of Crack Propagation Laws [J].Journal of Basic Engineering,1963,85 (4):528-534.
[21] 刘益铭,张清华,崔闯,等.正交异性钢桥面板三维疲劳裂纹扩展数值模拟方法[J].中国公路学报,2016,29(7):89-95.LIU Yi-ming,ZHANG Qing-hua,CUI Chuang,et al.Numerical Simulation Method for 3D Fatigue Crack Propagation of Orthotropic Steel Bridge Deck [J].China Journal of Highway and Transport,2016,29 (7):89-95.
[22] KAINUMA S,YANG M,JEONG Y S,et al.Experiment on Fatigue Behavior of Rib-to-deck Weld Root in Orthotropic Steel Decks [J].Journal of Constructional Steel Research,2016,119:113-122.
[23] YA S,YAMADA K.Fatigue Durability Evaluation of Trough to Deck Plate Welded Joint of Orthotropic Steel Deck [J].Structural Engineering/Earthquake Engineering,2008,64 (3):603-616.
[24] BS 5400:1980,Code of Practice for Fatigue [S].
[25] LIU R,JI B,WANG M,et al.Numerical Evaluation of Toe-deck Fatigue in Orthotropic Steel Bridge Deck [J].Journal of Performance of Constructed Facilities,2015,29 (6):04014180.
[2] WOLCHUK R.Lessons from Weld Cracks in Orthotropic Decks on Three European Bridges [J].Journal of Structural Engineering,1990,116 (1):75-84.
[3] 张清华,崔闯,卜一之,等.港珠澳大桥正交异性钢桥面板疲劳特性研究[J].土木工程学报,2014,47(9):110-119.ZHANG Qing-hua,CUI Chuang,BU Yi-zhi,et al.Study on Fatigue Features of Orthotropic Decks in Steel Box Girder of the Hong Kong-Zhuhai-Macao Bridge [J].China Civil Engineering Journal,2014,47 (9):110-119.
[4] 张清华,卜一之,李乔.正交异性钢桥面板疲劳问题的研究进展[J].中国公路学报,2017,30(3):14-30.ZHANG Qing-hua,BU Yi-zhi,LI Qiao.Review on Fatigue Problems of Orthotropic Steel Bridge Deck [J].China Journal of Highway and Transport,2017,30 (3):14-30.
[5] SIM H B,UANG C M.Stress Analysis and Parametric Study on Full-scale Fatigue Tests of Rib-to-Deck Weld Joints in Steel Orthotropic Decks [J].Journal of Bridge Engineering,2012,17 (5):765-773.
[6] MASAHIRO S,HISAHITO N,AKIKO T,et al.Effect of Inside Fillet Weld on Fatigue Durability of Orthotropic Steel Deck with Trough Ribs [J].Anthology of Steel Structure Theory,2014 (21):65-81.
[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 River Highway Bridge [J].Bridge Construction,2017,47 (2):7-12.
[8] 陈虎成,张家元,刘明虎,等.石首长江公路大桥主桥总体设计[J].桥梁建设,2017,47(5):6-11.CHEN Hu-cheng,ZHANG Jia-yuan,LIU Ming-hu,et al.Overall Design of Main Bridge of Shishou Changjiang River Highway Bridge [J].Bridge Construction,2017,47 (5):6-11.
[9] 王春生,翟慕赛,唐友明,等.钢桥面板疲劳裂纹耦合扩展机理的数值断裂力学模拟[J].中国公路学报,2017,30(3):82-95.WANG Chun-sheng,ZHAI Mu-sai,TANG You-ming,et al.Numerical Fracture Mechanical Simulation of Fatigue Crack Coupled Propagation Mechanism for Steel Bridge Deck [J].China Journal of Highway and Transport,2017,30 (3):82-95.
[10] 张清华,金正凯,刘益铭,等.钢桥面板纵肋与顶板焊接细节疲劳裂纹扩展三维模拟方法[J].中国公路学报,2018,31(1):57-66.ZHANG Qing-hua,JIN Zheng-kai,LIU Yi-ming,et al.3-D Simulation Method for Fatigue Crack Propagation in Rib-to-deck Welded Joints of Orthotropic Steel Bridge Deck [J].China Journal of Highway and Transport,2018,31 (1):57-66.
[11] JTG D64—2015,公路钢结构桥梁设计规范[S].JTG D64—2015,Specifications for Design of Highway Steel Bridge [S].
[12] 唐亮,黄李骥,刘高,等.正交异性钢桥面板顶板贯穿型疲劳裂纹研究[J].公路交通科技,2012,29(2):59-66.TANG Liang,HUANG Li-ji,LIU Gao,et al.Research on Fatigue Cracks Through Deck-plate in Orthotropic Steel Deck [J].Journal of Highway and Transportation Research and Development,2012,29 (2):59-66.
[13] 王本劲,DE BACKER H,陈艾荣.正交异性钢桥面板裂纹扩展的均质化方法[J].中国公路学报,2017,30(3):113-120.WANG Ben-jin,DE BACKER H,CHEN Ai-rong.A Homogenization Method on Crack Growth on Orthotropic Steel Decks [J].China Journal of Highway and Transport,2017,30 (3):113-120.
[14] IIW Document XIII-21514r4-07,XV-1254r4-07,Recommendations for Fatigue Design of Welded Joints and Components [S].
[15] BS 7910:2005,Guide on Methods for Assessing the Acceptability of Flaws in Fusion Welded Structures [S].
[16] RADAJ D,SONSINO C M,FRICKE W.Fatigue Assessment of Welded Joints by Local Approaches [M].Cambridge:Woodhead Publishing,2006.
[17] 孙志雄.焊接断裂力学[M].西安:西北工业大学出版社,1990.SUN Zhi-xiong.Welding Fracture Mechanics [M].Xi'an:Northwestern Polytechnical University Press,1990.
[18] BS 7608:1993,Guide on Methods for Assessing the Acceptability of Flaws in Fusion Welded Structures [S].
[19] NUISMER R J.An Energy Release Rate Criterion for Mixed Mode Fracture [J].International Journal of Fracture,1975,11 (2):245-250.
[20] PARIS P C,EDORGAN F.A Critical Analysis of Crack Propagation Laws [J].Journal of Basic Engineering,1963,85 (4):528-534.
[21] 刘益铭,张清华,崔闯,等.正交异性钢桥面板三维疲劳裂纹扩展数值模拟方法[J].中国公路学报,2016,29(7):89-95.LIU Yi-ming,ZHANG Qing-hua,CUI Chuang,et al.Numerical Simulation Method for 3D Fatigue Crack Propagation of Orthotropic Steel Bridge Deck [J].China Journal of Highway and Transport,2016,29 (7):89-95.
[22] KAINUMA S,YANG M,JEONG Y S,et al.Experiment on Fatigue Behavior of Rib-to-deck Weld Root in Orthotropic Steel Decks [J].Journal of Constructional Steel Research,2016,119:113-122.
[23] YA S,YAMADA K.Fatigue Durability Evaluation of Trough to Deck Plate Welded Joint of Orthotropic Steel Deck [J].Structural Engineering/Earthquake Engineering,2008,64 (3):603-616.
[24] BS 5400:1980,Code of Practice for Fatigue [S].
[25] LIU R,JI B,WANG M,et al.Numerical Evaluation of Toe-deck Fatigue in Orthotropic Steel Bridge Deck [J].Journal of Performance of Constructed Facilities,2015,29 (6):04014180.