正交异性钢桥面板结构体系的疲劳破坏模式和抗力评估
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摘要
正交异性钢桥面板的疲劳问题属于包含多疲劳破坏模式的结构体系疲劳问题。基于这一本质特性,以典型的正交异性钢桥面板结构体系为研究对象,由结构体系的主导疲劳破坏模式出发,提出正交异性钢桥面板结构体系疲劳抗力评估的新方法。以纵肋与顶板焊接细节和纵肋与横隔板交叉构造细节为主要研究对象,设计8个足尺节段模型,主要包括传统纵肋与顶板焊接细节、新型镦边纵肋与顶板焊接细节和纵肋与横隔板交叉构造细节,通过模型试验研究了两类重要构造细节的主导疲劳破坏模式和实际疲劳抗力,在此基础上结合切口应力评估方法探讨正交异性钢桥面板构造细节切口应力S-N曲线方程、结构体系的主导疲劳破坏模式等关键问题。研究结果表明:传统纵肋与顶板焊接细节和新型镦边纵肋与顶板焊接细节的主导疲劳破坏模式均为疲劳裂纹萌生于焊根并沿顶板厚度方向扩展,二者的实际疲劳抗力基本相同;纵肋与横隔板交叉构造细节的疲劳破坏模式为焊趾开裂沿纵肋腹板方向扩展;对于研究对象而言,萌生于纵肋与顶板焊接细节焊根并沿顶板厚度方向扩展的疲劳破坏模式为控制结构体系疲劳抗力的主导疲劳破坏模式。
The fatigue problem of orthotropic steel bridge deck can be viewed as the fatigue problem with multiple fatigue failure modes of structure system. In view of the intrinsic characteristics, with the typical structural system of orthotropic steel bridge deck taken as the research subject, a new evaluation method of the fatigue resistance of orthotropic steel bridge deck was proposed based on the dominant fatigue failure modes of structural system. Furthermore, with the rib-to-deck welded joints and the longitudinal rib-to-diaphragm welded joints taken as the main research subject, eight full-scale girder segment models, including traditional rib-to-deck welded joints, new upsetting edge rib-to deck welded joints and longitudinal rib-to-diaphragm welded joints, were designed, the dominant fatigue failure modes and the actual fatigue resistance for the two types of structural details were investigated by the fatigue test, and then the key issues such as the notch stress S-N curve equation of structural details and the dominant fatigue failure modes of orthotropic steel bridge deck structural system were discussed based on the notch stress method. The results showed that the fatigue cracks of traditional rib-to-deck welded joints and the new upsetting edge rib-to-deck welded joints initiated from weld root and propagated along the deck thickness direction, the actual fatigue resistances of two welded joints were basically the same; As for the rib-to-diaphragm welded joints, its fatigue failure mode that the fatigue cracks initiated from the weld toe and propagated along the web of rib. The mode with fatigue cracks initiating from weld root ofrib-to-deck welded joints and propagating along deck thickness was the dominant fatigue failure mode of orthotropic steel bridge deck structural system.
The fatigue problem of orthotropic steel bridge deck can be viewed as the fatigue problem with multiple fatigue failure modes of structure system. In view of the intrinsic characteristics, with the typical structural system of orthotropic steel bridge deck taken as the research subject, a new evaluation method of the fatigue resistance of orthotropic steel bridge deck was proposed based on the dominant fatigue failure modes of structural system. Furthermore, with the rib-to-deck welded joints and the longitudinal rib-to-diaphragm welded joints taken as the main research subject, eight full-scale girder segment models, including traditional rib-to-deck welded joints, new upsetting edge rib-to deck welded joints and longitudinal rib-to-diaphragm welded joints, were designed, the dominant fatigue failure modes and the actual fatigue resistance for the two types of structural details were investigated by the fatigue test, and then the key issues such as the notch stress S-N curve equation of structural details and the dominant fatigue failure modes of orthotropic steel bridge deck structural system were discussed based on the notch stress method. The results showed that the fatigue cracks of traditional rib-to-deck welded joints and the new upsetting edge rib-to-deck welded joints initiated from weld root and propagated along the deck thickness direction, the actual fatigue resistances of two welded joints were basically the same; As for the rib-to-diaphragm welded joints, its fatigue failure mode that the fatigue cracks initiated from the weld toe and propagated along the web of rib. The mode with fatigue cracks initiating from weld root ofrib-to-deck welded joints and propagating along deck thickness was the dominant fatigue failure mode of orthotropic steel bridge deck structural system.
引文
[1]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):14-30,39(ZhangQinghua,BuYizhi,LiQiao.Reviewonfatigue problemsoforthotropicsteelbridgedeck[J].China JournalofHighwayandTransport,2017,30(3):14-30,39(in Chinese))
[2]Kolstein M H. Fatigue classification of welded joints in orthotropicsteelbridgedecks[D].TUDelft:Delft University of Technology, 2007
[3]孟凡超,张清华,苏权科,等.正交异性钢桥面板抗疲劳关键技术[M].北京:人民交通出版社,2014(MengFanchao,ZhangQinghua,SuQuanke,etal.The anti-fatiguekeytechnologyoforthotropicsteeldecks[M].Beijing:ChinacommunicationsPress,2014(in Chinese))
[4]王春生,付炳宁,张芹,等.正交异性钢桥面板足尺疲劳试验[J].中国公路学报, 2013, 26(2):69-76(Wang Chunsheng,FuBingning,ZhangQin,etal.Fatiguetest onfull-scaleorthotropicsteelbridgedeck[J].China JournalofHighwayandTransport,2013,26(2):69-76(in Chinese))
[5]张清华,崔闯,卜一之,等.正交异性钢桥面板足尺节段疲劳模型试验研究[J].土木工程学报,2015,48(4):72-83(Zhang Qinghua, Cui Chuang, Bu Yizhi, et al. Experimental study on fatigue features of orthotropic bridgedeckthroughfull-scalesegementmodels[J].China Civil Engineering Journal, 2015, 48(4):72-83(in Chinese))
[6]WangCJ,ZhangYL,ChenXY,etal.Newideasto solvefatigueproblemoflongitudinalweldbetween orthotropicdeckandUrib[C]//Proceedingsofthe4th orthotropic bridge conference. Tianjin, 2015:96-102
[7]PengXF,LiuJ,HanJT,etal.Effectofhot/warm roll-formingprocessonmicrostructuralevolutionand mechanicalpropertiesoflocalthickenedU-ribfor orthotropicsteeldeck[J].JournalofIronandSteel Research, International, 2017, 24(3):335-342
[8]LuoPJ,ZhangQH,BuYZ,etal.Fatigueevaluation andparametricstudyonorthotropicsteeldeck composedofanew-typeofu-ribwithupsetwebs[C]//39thIABSESymposium.Vancouver,Canada,2017:2567-2577
[9]XiaoZG,YamadaK,YaS,etal.Stressanalysesand fatigueevaluationofrib-to-deckjointsinsteel orthotropicdecks[J].InternationalJournalofFatigue,2008, 30(8):1387-1397
[10]YamadaK,YaS.Platebendingfatiguetestsforroot crack of trough rib of orthotropic steel deck[J]. Journal ofStructureEngineering,2008,54A:675-684(in Japanese)
[11]JanssJ.Fatigueofweldsinorthotropicbridgedeck panelswithtrapezoidalstiffeners[J].Journalof Constructional Steel Research, 1988, 9(2):147-154
[12]YaS,YamadaK.,IshikawaT.Fatigueevaluationof rib-to-deckweldedjointsoforthotropicsteelbridge deck[J].JournalofBridgeEngineering,2010,16(4):492-499
[13]荣振环,张玉玲,刘晓光,等.大跨度斜拉桥正交异性板疲劳试验研究[J].钢结构,2009,24(5):13-16(Rong Zhenhuan,ZhangYuling,LiuXiaoguang,etal.Fatigue experimentalresearchonorthotropicplateoflong-span cable-stayed bridge[J]. Steel Construction, 2009, 24(5):13-16(in Chinese))
[14]赵欣欣,刘晓光,潘永杰,等.正交异性钢桥面板纵肋腹板与面板连接构造的疲劳试验研究[J].中国铁道科学, 2013, 34(2):41-45(Zhao Xinxin, Liu Xiaoguang,PanYongjie,etal.Fatigueteststudyonthejoint structurebetweenthedeckandlongitudinalribwebof orthotropic steel bridge deck[J]. China Railway Science,2013, 34(2):41-45(in Chinese))
[15]王斌华,吕彭民,邵雨虹.正交异性钢桥面隔板与U肋连接热点应力分析[J].长安大学学报:自然科学版,2013,33(5):57-63(WangBinhua,LuPengmin,Shao Yuhong.Fatigueperformanceontheroundedwelding regionofU-ribanddiaphragmoforthotropicsteel bridgedeckbymeansofhotspotstressapproach[J].Journal of Chang’an University:Natural Science Edition,2013, 33(5):57-63(in Chinese))
[16]FrybaL,Gajdo?L.Fatiguepropertiesoforthotropic decksonrailwaybridges[J].EngineeringStructures,1999, 21(7):639-652
[17]Fu Z Q, Ji B H, Zhang C Y, et al. Fatigue performance of roofandU-ribweldoforthotropicsteelbridgedeck withdifferentpenetrationrates[J].JournalofBridge Engineering, 2017:04017016
[18]YuanH.Optimizationofrib-to-deckweldsforsteel orthotropicbridgedecks[D].Virginia:Virginia Polytechnic Institute and State University, 2011
[19]田洋,李运生,张德莹,等.正交异性板U肋与桥面板焊缝连接的静力及疲劳试验研究[J].铁道科学与工程学报,2011,8(2):34-39(TianYang,LiYunsheng,ZhangDeying,etal.Staticandfatiguetestresearchon weldedrib-deckconnectionsinsteelorthotropicbridge deck[J].JournalofRailwayScienceandEngineering,2011, 8(2):34-39(in Chinese))
[20]LeendertzJS.Fatiguebehaviorofclosedstiffenerto crossbeam connections in orthotropic steel bridge decks[D]. Delft:Delft University of technology, 2008
[21]LiM.Fatigueevaluationofrib-to-deckjointin orthotropicsteelbridgedecks[D].KyotoUniversity,Kyoto, 2014
[22]ChengB,YeX,CaoX,etal.Experimentalstudyon fatiguefailureofrib-to-deckweldedconnectionsin orthotropicsteelbridgedecks[J].InternationalJournal of Fatigue, 2017, 103:157-167
[23]Heng J L, Zheng K F, Gou C, et al. Fatigue performance ofrib-to-deckjointsinorthotropicsteeldeckswith thickened edge u-ribs[J]. Journal of Bridge Engineering,2017, 22(9):04017059
[24]Connor R J, Fisher J, Gatti W, et al. Manual for design,construction,andmaintenanceoforthotropicsteeldeck bridges(ReportNo.FHWA-IF-12-027)[R].US Department of Transportation, 2012
[25]ConnorRJ,FisherJW.Consistentapproachto calculatingstressesforfatiguedesignofwelded rib-to-web connections in steel orthotropic bridge decks[J]. Journal of Bridge Engineering, 2006, 11(5):517-525
[26]Sim H B, Uang C M, Sikorsky C. Effects of fabrication procedures on fatigue resistance of welded joints in steel orthotropicdecks[J].JournalofBridgeEngineering,2009, 14(5):366-373
[27]ZhangQinghua,CuiChuang,BuYizhi,etal.Fatigue testsandfatigueassessmentapproachesfor rib-to-diaphragminsteelorthotropicdecks[J].Journal of Constructional Steel Research, 2015, 114:110-118
[28]KainumaS,YangM,JeongYS,etal.Experimental investigationforstructuralparametereffectsonfatigue behavior of rib-to-deck welded joints in orthotropic steel decks[J]. Engineering Failure Analysis, 2017:520-537
[29]陶晓燕.正交异性钢桥面板节段模型疲劳性能试验研究[J].中国铁道科学, 2013, 34(4):22-26(Tao Xiaoyan.Experimentalstudyonthefatigueperformanceofthe section model of orthotropic steel bridge deck[J]. China Railway Science, 2013, 34(4):22-26(in Chinese))
[30]唐亮,黄李骥,刘高,等.正交异性钢桥面板足尺模型疲劳试验[J].土木工程学报,2014,47(3):112-122(TangLiang,HuangLiji,LiuGao,etal.Fatigue experimental study of a full-scale steel orthotropic deck model[J]. China Civil Engineering Journal, 2014, 47(3):112-122(in Chinese))
[31]JTGD64―2015公路钢结构桥梁设计规范[S].北京:中华人民共和国交通运输部,2015(JTGD64―2015Specificationsfordesignofhighwaysteelbridge[S].Beijing:MinistryofTransportofthePeople’sRepublic of China, 2015(in Chinese))
[32]NiemeE,FrickeW,MadoxSJ.Fatigueanalysisof weldedcomponents:designer'sguidetothestructural hot-spot stress approach(IIW-1430-00)[M], 2006
[33]Radaj D, Sonsino C M, Fricke W. Fatigue assessment of welded joints by local approaches(Second Edition)[M],2006
[34]FrickeW.IIWrecommendationsforthefatigue assessment of welded structures by notch stress analysis[J]. International Institute of Welding, 2012:2-41
[35]HobbacherA.Recommendationsforfatiguedesignof welded joints and components[M]. New York:Welding Research Council, 2009
[2]Kolstein M H. Fatigue classification of welded joints in orthotropicsteelbridgedecks[D].TUDelft:Delft University of Technology, 2007
[3]孟凡超,张清华,苏权科,等.正交异性钢桥面板抗疲劳关键技术[M].北京:人民交通出版社,2014(MengFanchao,ZhangQinghua,SuQuanke,etal.The anti-fatiguekeytechnologyoforthotropicsteeldecks[M].Beijing:ChinacommunicationsPress,2014(in Chinese))
[4]王春生,付炳宁,张芹,等.正交异性钢桥面板足尺疲劳试验[J].中国公路学报, 2013, 26(2):69-76(Wang Chunsheng,FuBingning,ZhangQin,etal.Fatiguetest onfull-scaleorthotropicsteelbridgedeck[J].China JournalofHighwayandTransport,2013,26(2):69-76(in Chinese))
[5]张清华,崔闯,卜一之,等.正交异性钢桥面板足尺节段疲劳模型试验研究[J].土木工程学报,2015,48(4):72-83(Zhang Qinghua, Cui Chuang, Bu Yizhi, et al. Experimental study on fatigue features of orthotropic bridgedeckthroughfull-scalesegementmodels[J].China Civil Engineering Journal, 2015, 48(4):72-83(in Chinese))
[6]WangCJ,ZhangYL,ChenXY,etal.Newideasto solvefatigueproblemoflongitudinalweldbetween orthotropicdeckandUrib[C]//Proceedingsofthe4th orthotropic bridge conference. Tianjin, 2015:96-102
[7]PengXF,LiuJ,HanJT,etal.Effectofhot/warm roll-formingprocessonmicrostructuralevolutionand mechanicalpropertiesoflocalthickenedU-ribfor orthotropicsteeldeck[J].JournalofIronandSteel Research, International, 2017, 24(3):335-342
[8]LuoPJ,ZhangQH,BuYZ,etal.Fatigueevaluation andparametricstudyonorthotropicsteeldeck composedofanew-typeofu-ribwithupsetwebs[C]//39thIABSESymposium.Vancouver,Canada,2017:2567-2577
[9]XiaoZG,YamadaK,YaS,etal.Stressanalysesand fatigueevaluationofrib-to-deckjointsinsteel orthotropicdecks[J].InternationalJournalofFatigue,2008, 30(8):1387-1397
[10]YamadaK,YaS.Platebendingfatiguetestsforroot crack of trough rib of orthotropic steel deck[J]. Journal ofStructureEngineering,2008,54A:675-684(in Japanese)
[11]JanssJ.Fatigueofweldsinorthotropicbridgedeck panelswithtrapezoidalstiffeners[J].Journalof Constructional Steel Research, 1988, 9(2):147-154
[12]YaS,YamadaK.,IshikawaT.Fatigueevaluationof rib-to-deckweldedjointsoforthotropicsteelbridge deck[J].JournalofBridgeEngineering,2010,16(4):492-499
[13]荣振环,张玉玲,刘晓光,等.大跨度斜拉桥正交异性板疲劳试验研究[J].钢结构,2009,24(5):13-16(Rong Zhenhuan,ZhangYuling,LiuXiaoguang,etal.Fatigue experimentalresearchonorthotropicplateoflong-span cable-stayed bridge[J]. Steel Construction, 2009, 24(5):13-16(in Chinese))
[14]赵欣欣,刘晓光,潘永杰,等.正交异性钢桥面板纵肋腹板与面板连接构造的疲劳试验研究[J].中国铁道科学, 2013, 34(2):41-45(Zhao Xinxin, Liu Xiaoguang,PanYongjie,etal.Fatigueteststudyonthejoint structurebetweenthedeckandlongitudinalribwebof orthotropic steel bridge deck[J]. China Railway Science,2013, 34(2):41-45(in Chinese))
[15]王斌华,吕彭民,邵雨虹.正交异性钢桥面隔板与U肋连接热点应力分析[J].长安大学学报:自然科学版,2013,33(5):57-63(WangBinhua,LuPengmin,Shao Yuhong.Fatigueperformanceontheroundedwelding regionofU-ribanddiaphragmoforthotropicsteel bridgedeckbymeansofhotspotstressapproach[J].Journal of Chang’an University:Natural Science Edition,2013, 33(5):57-63(in Chinese))
[16]FrybaL,Gajdo?L.Fatiguepropertiesoforthotropic decksonrailwaybridges[J].EngineeringStructures,1999, 21(7):639-652
[17]Fu Z Q, Ji B H, Zhang C Y, et al. Fatigue performance of roofandU-ribweldoforthotropicsteelbridgedeck withdifferentpenetrationrates[J].JournalofBridge Engineering, 2017:04017016
[18]YuanH.Optimizationofrib-to-deckweldsforsteel orthotropicbridgedecks[D].Virginia:Virginia Polytechnic Institute and State University, 2011
[19]田洋,李运生,张德莹,等.正交异性板U肋与桥面板焊缝连接的静力及疲劳试验研究[J].铁道科学与工程学报,2011,8(2):34-39(TianYang,LiYunsheng,ZhangDeying,etal.Staticandfatiguetestresearchon weldedrib-deckconnectionsinsteelorthotropicbridge deck[J].JournalofRailwayScienceandEngineering,2011, 8(2):34-39(in Chinese))
[20]LeendertzJS.Fatiguebehaviorofclosedstiffenerto crossbeam connections in orthotropic steel bridge decks[D]. Delft:Delft University of technology, 2008
[21]LiM.Fatigueevaluationofrib-to-deckjointin orthotropicsteelbridgedecks[D].KyotoUniversity,Kyoto, 2014
[22]ChengB,YeX,CaoX,etal.Experimentalstudyon fatiguefailureofrib-to-deckweldedconnectionsin orthotropicsteelbridgedecks[J].InternationalJournal of Fatigue, 2017, 103:157-167
[23]Heng J L, Zheng K F, Gou C, et al. Fatigue performance ofrib-to-deckjointsinorthotropicsteeldeckswith thickened edge u-ribs[J]. Journal of Bridge Engineering,2017, 22(9):04017059
[24]Connor R J, Fisher J, Gatti W, et al. Manual for design,construction,andmaintenanceoforthotropicsteeldeck bridges(ReportNo.FHWA-IF-12-027)[R].US Department of Transportation, 2012
[25]ConnorRJ,FisherJW.Consistentapproachto calculatingstressesforfatiguedesignofwelded rib-to-web connections in steel orthotropic bridge decks[J]. Journal of Bridge Engineering, 2006, 11(5):517-525
[26]Sim H B, Uang C M, Sikorsky C. Effects of fabrication procedures on fatigue resistance of welded joints in steel orthotropicdecks[J].JournalofBridgeEngineering,2009, 14(5):366-373
[27]ZhangQinghua,CuiChuang,BuYizhi,etal.Fatigue testsandfatigueassessmentapproachesfor rib-to-diaphragminsteelorthotropicdecks[J].Journal of Constructional Steel Research, 2015, 114:110-118
[28]KainumaS,YangM,JeongYS,etal.Experimental investigationforstructuralparametereffectsonfatigue behavior of rib-to-deck welded joints in orthotropic steel decks[J]. Engineering Failure Analysis, 2017:520-537
[29]陶晓燕.正交异性钢桥面板节段模型疲劳性能试验研究[J].中国铁道科学, 2013, 34(4):22-26(Tao Xiaoyan.Experimentalstudyonthefatigueperformanceofthe section model of orthotropic steel bridge deck[J]. China Railway Science, 2013, 34(4):22-26(in Chinese))
[30]唐亮,黄李骥,刘高,等.正交异性钢桥面板足尺模型疲劳试验[J].土木工程学报,2014,47(3):112-122(TangLiang,HuangLiji,LiuGao,etal.Fatigue experimental study of a full-scale steel orthotropic deck model[J]. China Civil Engineering Journal, 2014, 47(3):112-122(in Chinese))
[31]JTGD64―2015公路钢结构桥梁设计规范[S].北京:中华人民共和国交通运输部,2015(JTGD64―2015Specificationsfordesignofhighwaysteelbridge[S].Beijing:MinistryofTransportofthePeople’sRepublic of China, 2015(in Chinese))
[32]NiemeE,FrickeW,MadoxSJ.Fatigueanalysisof weldedcomponents:designer'sguidetothestructural hot-spot stress approach(IIW-1430-00)[M], 2006
[33]Radaj D, Sonsino C M, Fricke W. Fatigue assessment of welded joints by local approaches(Second Edition)[M],2006
[34]FrickeW.IIWrecommendationsforthefatigue assessment of welded structures by notch stress analysis[J]. International Institute of Welding, 2012:2-41
[35]HobbacherA.Recommendationsforfatiguedesignof welded joints and components[M]. New York:Welding Research Council, 2009