正交异性钢桥面板疲劳裂纹扩展机理及数值模拟研究
|
摘要
为追踪正交异性钢桥面板的疲劳裂纹扩展过程及通用的正交异性板钢桥抗疲劳设计与开裂加固提供理论指导,提出基于实桥有限元模型进行正交异性钢桥面板疲劳裂纹扩展模拟方法及流程。建立桥梁整体有限元模型进行恒活载作用下整体分析,结合实桥调查结果确定全桥疲劳关键部位;建立含焊接细节的疲劳关键部位精细化模型进行疲劳应力幅分析,并基于车桥耦合振动分析考虑冲击系数对应力幅影响,确定裂纹扩展方向、路径及寿命,进行疲劳裂纹扩展全过程分析;以既有大跨度斜拉桥正交异性桥面板疲劳裂纹扩展分析为例,验证该方法与计算流程的可行性、准确性,并为该桥运营期疲劳失效维修、加固提供理论依据。
In order to investigate the fatigue crack growth process of orthotropic steel bridge deck,and provide theoretical guidances for the anti-fatigue design and reinforcement,the real bridge's finite element model based numerical simulation method and the process of fatigue crack growth of orthotropic steel bridge deck was proposed. The critical locations that are apt to suffer fatigue failure of the whole bridge were ascertained in accordance with the field survey results and the analysis of the whole structure under the dead load and the live load was carried out. Then,the refined finite element model with typical welded details of the critical locations was established to analyze the stress amplitude.According to the vehicle-bridge vibration based analysis,the influence of stress impact factor on stress amplitude was taken into account. The fatigue crack propagation direction,path,and the fatigue life were determined,and then the total process of fatigue crack propagation was analysed. Finally,the fatigue crack propagation analysis of an existing long-span cable stayed bridge with orthotropic steel bridge deck was taken as an example to indicate the feasibility and accuracy of the method and calculation process,and a theoretical basis was provided for the bridge fatigue failure repair and reinforcement in operation period.
In order to investigate the fatigue crack growth process of orthotropic steel bridge deck,and provide theoretical guidances for the anti-fatigue design and reinforcement,the real bridge's finite element model based numerical simulation method and the process of fatigue crack growth of orthotropic steel bridge deck was proposed. The critical locations that are apt to suffer fatigue failure of the whole bridge were ascertained in accordance with the field survey results and the analysis of the whole structure under the dead load and the live load was carried out. Then,the refined finite element model with typical welded details of the critical locations was established to analyze the stress amplitude.According to the vehicle-bridge vibration based analysis,the influence of stress impact factor on stress amplitude was taken into account. The fatigue crack propagation direction,path,and the fatigue life were determined,and then the total process of fatigue crack propagation was analysed. Finally,the fatigue crack propagation analysis of an existing long-span cable stayed bridge with orthotropic steel bridge deck was taken as an example to indicate the feasibility and accuracy of the method and calculation process,and a theoretical basis was provided for the bridge fatigue failure repair and reinforcement in operation period.
引文
[1]王春生,冯亚成.正交异性钢桥面板的疲劳研究综述[J].钢结构,2009,24(9):10-14.WANG Chun-sheng,FENG Ya-cheng,Review offatigue research for orthotropic steel bridge decks[J].Steel Construction,2009,24(9):10-14.
[2]童乐为,沈祖炎.正交异性钢桥面板疲劳验算[J].土木工程学报,2000,33(3):16-21.TONG Le-wei,SHEN Zu-yan.Fatigueassessment of orthotropic steel bridge decks[J].China Civil Engineering Journal,2000,33(3):16-21.
[3]Pfei M S,Battista R C.Stress concentrationin steel bridge orthotropic decks[J].Journal ofConstructional Steel Research,2005,61(8):1172-1184.
[4]Wu Chong,Ding Wen-jun.Fatigue of orthotropic steel deck under vehicle loads[A].International Symposium on Steel on Steel Structures[ISSS’09][C].Seoul,Koreal,2009.
[5]陈斌,邵旭东.正交异性钢桥面疲劳开裂研究[J].工程力学,2012,29(12):170-174.CHEN Bin,SHAO Xu-dong.Study of fatigue cracking for orthotropic steel bridge deck[J].Engineering Mechanics,2012,29(12):170-174.
[6]BS5400:Steel,concrete and compositebridge part 10:code of practice for fatigue[S].1980.
[7]AASHTO LRFD Bridge design specifications[S].2005.
[8]朱劲松,孟会林.公路钢桥精细化抗疲劳设计方法及其应用[J].桥梁建设,2009,3:44-58.ZHU Jing-song,MENG Hui-lin.Refined anti-fatigue design methodology and its application for highway steel bridge[J].Bridge Construction,2009,3:44-58.
[9]EN1993-1-9:2005,Eurocode 3:designof steel structures[S].
[10]NEN6788,The designof steel bridge:basic requirements andsimple rules[S].
[11]日本道路協會.道路橋示方書·同解說[S].日本东京:丸善株式会社,2002.
[12]崔冰,吴冲,丁文俊.车辆轮迹线位置对钢桥面板疲劳应力幅的影响[J].建筑科学与工程学报,2010,27(3):19-23.CUI Bing,WU Chong,DING Wen-jun.Influence of acting position of vehicle wheels on fatigue stress range of steel deck[J].Journal of Architecture and Civil Engineering,2010,27(3):19-23.
[13]Kwon K,Frangopol D M.Bridge fatigue reliability assessment using probability density functions of equivalent stress range based on field monitoring data[J].International Journal of Fatigue,2010,32:1221-1232.
[14]Lei G,Moe S C.Computer simulation of dynamic interactions between vehicle and long span box girder bridges[J].Tsinghua Science and Technology,2008,13(S1):71-77.
[15]朱劲松,邑强.中下承式拱桥吊杆应力冲击系数不均匀性研究[J].振动与冲击,2012,31(13):5-10.ZHU Jing-song,YI Qiang.Non-uniformity of stress impact factor of suspenders on half-through or through arch bridges[J].Journal of Vibration and Shock,2012,31(13):5-10.
[16]李庆芬,胡胜海,朱世范.断裂力学及其工程应用[M].哈尔滨:哈尔滨工程大学出版社,2004:52-65.
[17]Paris P C.Erdogan F.A critical analysis of crack propagation laws[J].Journal of Basic Engineering,1963,85(4):528
[18]Yazdani N,Albrecht P.Crack growth rates of structural steel in air and aqueous enviroments,engng[J].Fract Mech,1989,32(6):997-1007.
[19]Zhao Yi-shu.Experimental study on mixed mode crack propagation[J].Engineering Fracturemechanics,1989,34(4):891-899.
[20]唐雪松,赵小鹏.疲劳裂纹扩展行为的跨尺度分析方法[J].工程力学,2012,29(10):20-26.TANG Xue-song,ZHAO Xiao-peng.Multiscaling analysis approach of fatigue crack growth behavior[J].Engineering Mechanics,2012,29(10):20-26.
[21]顾萍,周聪.铁路正交异性钢桥面板典型疲劳裂纹寿命估算[J].铁道学报,2012,34(1):97-102.GU Ping,ZHOU Cong.Estimation of fatigue life of typical fatigue cracks of orthotropic steel decks of railway bridges[J].Journal of the China Railway Society,2012,34(1):97-102.
[22]European committee for standardization.design of steel structure part2:steel bridges[S].Brussels:European Committee for Standardization,2006.
[23]吴冲,刘海燕,张胜利,等.桥面铺装对钢桥面板疲劳应力幅的影响[J].中国工程科学,2010,12(7):39-42.WU Chong,LIU Hai-yan,ZHANG Sheng-li,et al.Influence of pavement on fatigue stressrange of orthotropic steel deck[J].Engineering Sciences,2010,12(7):39-42.
[2]童乐为,沈祖炎.正交异性钢桥面板疲劳验算[J].土木工程学报,2000,33(3):16-21.TONG Le-wei,SHEN Zu-yan.Fatigueassessment of orthotropic steel bridge decks[J].China Civil Engineering Journal,2000,33(3):16-21.
[3]Pfei M S,Battista R C.Stress concentrationin steel bridge orthotropic decks[J].Journal ofConstructional Steel Research,2005,61(8):1172-1184.
[4]Wu Chong,Ding Wen-jun.Fatigue of orthotropic steel deck under vehicle loads[A].International Symposium on Steel on Steel Structures[ISSS’09][C].Seoul,Koreal,2009.
[5]陈斌,邵旭东.正交异性钢桥面疲劳开裂研究[J].工程力学,2012,29(12):170-174.CHEN Bin,SHAO Xu-dong.Study of fatigue cracking for orthotropic steel bridge deck[J].Engineering Mechanics,2012,29(12):170-174.
[6]BS5400:Steel,concrete and compositebridge part 10:code of practice for fatigue[S].1980.
[7]AASHTO LRFD Bridge design specifications[S].2005.
[8]朱劲松,孟会林.公路钢桥精细化抗疲劳设计方法及其应用[J].桥梁建设,2009,3:44-58.ZHU Jing-song,MENG Hui-lin.Refined anti-fatigue design methodology and its application for highway steel bridge[J].Bridge Construction,2009,3:44-58.
[9]EN1993-1-9:2005,Eurocode 3:designof steel structures[S].
[10]NEN6788,The designof steel bridge:basic requirements andsimple rules[S].
[11]日本道路協會.道路橋示方書·同解說[S].日本东京:丸善株式会社,2002.
[12]崔冰,吴冲,丁文俊.车辆轮迹线位置对钢桥面板疲劳应力幅的影响[J].建筑科学与工程学报,2010,27(3):19-23.CUI Bing,WU Chong,DING Wen-jun.Influence of acting position of vehicle wheels on fatigue stress range of steel deck[J].Journal of Architecture and Civil Engineering,2010,27(3):19-23.
[13]Kwon K,Frangopol D M.Bridge fatigue reliability assessment using probability density functions of equivalent stress range based on field monitoring data[J].International Journal of Fatigue,2010,32:1221-1232.
[14]Lei G,Moe S C.Computer simulation of dynamic interactions between vehicle and long span box girder bridges[J].Tsinghua Science and Technology,2008,13(S1):71-77.
[15]朱劲松,邑强.中下承式拱桥吊杆应力冲击系数不均匀性研究[J].振动与冲击,2012,31(13):5-10.ZHU Jing-song,YI Qiang.Non-uniformity of stress impact factor of suspenders on half-through or through arch bridges[J].Journal of Vibration and Shock,2012,31(13):5-10.
[16]李庆芬,胡胜海,朱世范.断裂力学及其工程应用[M].哈尔滨:哈尔滨工程大学出版社,2004:52-65.
[17]Paris P C.Erdogan F.A critical analysis of crack propagation laws[J].Journal of Basic Engineering,1963,85(4):528
[18]Yazdani N,Albrecht P.Crack growth rates of structural steel in air and aqueous enviroments,engng[J].Fract Mech,1989,32(6):997-1007.
[19]Zhao Yi-shu.Experimental study on mixed mode crack propagation[J].Engineering Fracturemechanics,1989,34(4):891-899.
[20]唐雪松,赵小鹏.疲劳裂纹扩展行为的跨尺度分析方法[J].工程力学,2012,29(10):20-26.TANG Xue-song,ZHAO Xiao-peng.Multiscaling analysis approach of fatigue crack growth behavior[J].Engineering Mechanics,2012,29(10):20-26.
[21]顾萍,周聪.铁路正交异性钢桥面板典型疲劳裂纹寿命估算[J].铁道学报,2012,34(1):97-102.GU Ping,ZHOU Cong.Estimation of fatigue life of typical fatigue cracks of orthotropic steel decks of railway bridges[J].Journal of the China Railway Society,2012,34(1):97-102.
[22]European committee for standardization.design of steel structure part2:steel bridges[S].Brussels:European Committee for Standardization,2006.
[23]吴冲,刘海燕,张胜利,等.桥面铺装对钢桥面板疲劳应力幅的影响[J].中国工程科学,2010,12(7):39-42.WU Chong,LIU Hai-yan,ZHANG Sheng-li,et al.Influence of pavement on fatigue stressrange of orthotropic steel deck[J].Engineering Sciences,2010,12(7):39-42.