车辆载荷作用下钢桥面板细部焊接结构疲劳性能研究
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摘要
钢桥的日常维护、安全评估等是桥梁管理部门非常关心的问题，很多钢桥的损毁大多数是由于桥梁关键部位构件的疲劳破坏引起的。桥梁结构的安全性和耐久性主要由其关键部位构件的疲劳状态决定，故疲劳分析对桥梁的安全运营有着重要的意义。本文以某长江公路大桥主跨钢箱梁结构为研究对象，对其细部结构的疲劳性能进行了系统研究。
针对该公路大桥主跨正交异性钢桥面板构造和受力特点，对桥面板与U形肋、桥面板与横隔板和U形肋、横隔板与U形肋等焊接细部构造进行疲劳试验研究，得到失效概率分别为50%及2.3%的Δσ-N曲线，并参照BS5400规范、EC.3规定，将疲劳试验所得到的S-N曲线延长至长寿命区，提出了适合该公路大桥的车辆随机载荷作用下的特定细节处的疲劳设计曲线及寿命计算公式。同时，进行了该桥钢-混凝土结合梁段剪力连接件推出试验和恒幅载荷疲劳试验，研究了静载破坏与疲劳破坏的形式，得到了该结构剪力钉的极限剪切强度和载荷-滑移曲线及可用于疲劳寿命计算的S-N曲线。
对大桥进行了实际车流状况调查，得到用于钢桥疲劳累积损伤计算的18种代表车辆类型及比例，并经过等效轴重和平均轴距，形成了由7类典型车辆组成的载荷谱，计算得到各构造细节关注点的名义应力谱，结合疲劳寿命计算公式，对该公路大桥正交异性钢桥面板各关注点的疲劳强度进行了验算，并详细研究超载量对桥梁造成的损伤。同时对点焊定位点的存在及试样表面质量对焊接构造细节的疲劳寿命的影响进行了详细研究，并阐述了焊接质量、组装错边量及横隔板与U肋安装偏转对疲劳寿命的影响。
为充分考虑各种车重对大桥的疲劳风险，根据实际调查的车流数据，整理得到由18类典型车辆组成的车重分布频值谱，依次加载得到各构造细节对应的应力谱，并用应力谱进行疲劳累计分析，分别计算了不考虑车流增长和考虑车流增长两种情况下，可靠度分别为50%和97.7%时，各关注点疲劳寿命；并计算了综合考虑均匀腐蚀作用时，车流增长和不增长两种工况下，可靠度分别为50%和97.7%时各焊接构造细节的疲劳寿命。
对桥梁需要养护部位进行了详细的阐述和分析，研究并制订基于S-N曲线钢桥焊接细部构造各关注点疲劳累计损伤值，分不考虑车流增长和考虑车流增长两种情况，可靠度为97.7%时的各关注点养护及维修计划。同时，结合线弹性断裂力学理论方法提出了钢桥面板与U肋焊接细部构造疲劳可靠度评估方法，采用Paris方程建立疲劳断裂的极限状态方程；选择合理的参数对桥面板与U肋焊接细部构造进行疲劳可靠度评估并制订详细的维修计划。
The maintenance and safety evaluation of the steel bridge are the issues of concern bythe bridge management department. Much damage of steel bridge is caused by the fatiguedamage of the bridge key components. The safety and durability of the bridge are mainlydetermined by the fatigue status of the key components, so the fatigue analysis on the safetyof the bridge operation is important. To study the fatigue performance of the orthotropic steelbridge deck weld structure, a steel box girder of a highway bridge on the Yangtze River waschosen as the research object.
According to the orthotropic steel bridge deck construction and mechanicalcharacteristics, the weld structure of U-rib with cover, U-rib with diaphragm plate and coverand diaphragm plate with U-rib of the orthotropic steel bridge deck was chosen as researchobjects. The Δσ-N curves of the weld structure were obtained by the fatigue test, which failureprobabilities were50%and2.3%, respectively. The fatigue curves were extended to thelong-life span, and adequate fatigue design curves and calculation equation were proposed forthe weld structure following the specification of BS5400and EC.3. Meanwhile, According tothe steel-concrete bridge composite structure, the steel-concrete test samples were designedto test the ultimate shearing strength and the fatigue performance. The mechanical propertiessuch as ultimate shearing strength, load-sliding curve and the S-N curves of the shear studswere all obtained.
The traffic flow was investigated on the bridge and18types of typical vehicles andproportions were gotten. Based on the equivalent axle load and average wheelbase, the typicalvehicle spectrum composed by7types typical vehicles were proposed to calculate thenominal stress spectrum of the focus points of the welding structures. With the nominal stressspectrum and calculation equations, the cumulative fatigue damage of the welding structureswas calculated, and the fatigue damage of the bridge that caused by overloaded vehicles wasdiscussed. The effects on the fatigue life that caused by the spot welding, the surface qualityof the samples, the welding quality, the assembled error and the value of the deflection error of U-rib and diaphragm plate were also discussed.
In order to get full consideration to the fatigue risk of the bridge caused by the weight ofthe vehicles, the vehicle load distribution spectrum composed by18kinds of the typicalvehicles were obtained based on the actual survey traffic flow data. The stress-time curvesand the nominal stress spectrum were calculated by using the vehicle load distributionspectrum. Based on two cases with or without considering the traffic growth, the cumulativefatigue damage of welding structures were calculated by using the nominal stress spectrumand the calculation equations, in which the reliabilitys were50%and97.7%, respectively.Combined with considering the uniform corrosion, the fatigue life of the welding structureswas calculated by using the same method, in which the reliability was also the same.
The components of the bridge which need maintenance and repair are mainly introduced.In the above two cases with or without considering the traffic growth, the maintenance plansof the welding structures were suggested based on the cumulative fatigue damage of thewelding structures, in which the reliability was97.7%. Meanwhile, according to the linearelastic fracture mechanics theory, the fatigue reliability assessment method was developed forsteel bridge cover and U-rib welding structure. The limit state function was established byusing the Paris equation, and reasonable parameters were chosen to do the fatigue reliabilityassessment and put forward the specific maintenance plans.
针对该公路大桥主跨正交异性钢桥面板构造和受力特点，对桥面板与U形肋、桥面板与横隔板和U形肋、横隔板与U形肋等焊接细部构造进行疲劳试验研究，得到失效概率分别为50%及2.3%的Δσ-N曲线，并参照BS5400规范、EC.3规定，将疲劳试验所得到的S-N曲线延长至长寿命区，提出了适合该公路大桥的车辆随机载荷作用下的特定细节处的疲劳设计曲线及寿命计算公式。同时，进行了该桥钢-混凝土结合梁段剪力连接件推出试验和恒幅载荷疲劳试验，研究了静载破坏与疲劳破坏的形式，得到了该结构剪力钉的极限剪切强度和载荷-滑移曲线及可用于疲劳寿命计算的S-N曲线。
对大桥进行了实际车流状况调查，得到用于钢桥疲劳累积损伤计算的18种代表车辆类型及比例，并经过等效轴重和平均轴距，形成了由7类典型车辆组成的载荷谱，计算得到各构造细节关注点的名义应力谱，结合疲劳寿命计算公式，对该公路大桥正交异性钢桥面板各关注点的疲劳强度进行了验算，并详细研究超载量对桥梁造成的损伤。同时对点焊定位点的存在及试样表面质量对焊接构造细节的疲劳寿命的影响进行了详细研究，并阐述了焊接质量、组装错边量及横隔板与U肋安装偏转对疲劳寿命的影响。
为充分考虑各种车重对大桥的疲劳风险，根据实际调查的车流数据，整理得到由18类典型车辆组成的车重分布频值谱，依次加载得到各构造细节对应的应力谱，并用应力谱进行疲劳累计分析，分别计算了不考虑车流增长和考虑车流增长两种情况下，可靠度分别为50%和97.7%时，各关注点疲劳寿命；并计算了综合考虑均匀腐蚀作用时，车流增长和不增长两种工况下，可靠度分别为50%和97.7%时各焊接构造细节的疲劳寿命。
对桥梁需要养护部位进行了详细的阐述和分析，研究并制订基于S-N曲线钢桥焊接细部构造各关注点疲劳累计损伤值，分不考虑车流增长和考虑车流增长两种情况，可靠度为97.7%时的各关注点养护及维修计划。同时，结合线弹性断裂力学理论方法提出了钢桥面板与U肋焊接细部构造疲劳可靠度评估方法，采用Paris方程建立疲劳断裂的极限状态方程；选择合理的参数对桥面板与U肋焊接细部构造进行疲劳可靠度评估并制订详细的维修计划。
The maintenance and safety evaluation of the steel bridge are the issues of concern bythe bridge management department. Much damage of steel bridge is caused by the fatiguedamage of the bridge key components. The safety and durability of the bridge are mainlydetermined by the fatigue status of the key components, so the fatigue analysis on the safetyof the bridge operation is important. To study the fatigue performance of the orthotropic steelbridge deck weld structure, a steel box girder of a highway bridge on the Yangtze River waschosen as the research object.
According to the orthotropic steel bridge deck construction and mechanicalcharacteristics, the weld structure of U-rib with cover, U-rib with diaphragm plate and coverand diaphragm plate with U-rib of the orthotropic steel bridge deck was chosen as researchobjects. The Δσ-N curves of the weld structure were obtained by the fatigue test, which failureprobabilities were50%and2.3%, respectively. The fatigue curves were extended to thelong-life span, and adequate fatigue design curves and calculation equation were proposed forthe weld structure following the specification of BS5400and EC.3. Meanwhile, According tothe steel-concrete bridge composite structure, the steel-concrete test samples were designedto test the ultimate shearing strength and the fatigue performance. The mechanical propertiessuch as ultimate shearing strength, load-sliding curve and the S-N curves of the shear studswere all obtained.
The traffic flow was investigated on the bridge and18types of typical vehicles andproportions were gotten. Based on the equivalent axle load and average wheelbase, the typicalvehicle spectrum composed by7types typical vehicles were proposed to calculate thenominal stress spectrum of the focus points of the welding structures. With the nominal stressspectrum and calculation equations, the cumulative fatigue damage of the welding structureswas calculated, and the fatigue damage of the bridge that caused by overloaded vehicles wasdiscussed. The effects on the fatigue life that caused by the spot welding, the surface qualityof the samples, the welding quality, the assembled error and the value of the deflection error of U-rib and diaphragm plate were also discussed.
In order to get full consideration to the fatigue risk of the bridge caused by the weight ofthe vehicles, the vehicle load distribution spectrum composed by18kinds of the typicalvehicles were obtained based on the actual survey traffic flow data. The stress-time curvesand the nominal stress spectrum were calculated by using the vehicle load distributionspectrum. Based on two cases with or without considering the traffic growth, the cumulativefatigue damage of welding structures were calculated by using the nominal stress spectrumand the calculation equations, in which the reliabilitys were50%and97.7%, respectively.Combined with considering the uniform corrosion, the fatigue life of the welding structureswas calculated by using the same method, in which the reliability was also the same.
The components of the bridge which need maintenance and repair are mainly introduced.In the above two cases with or without considering the traffic growth, the maintenance plansof the welding structures were suggested based on the cumulative fatigue damage of thewelding structures, in which the reliability was97.7%. Meanwhile, according to the linearelastic fracture mechanics theory, the fatigue reliability assessment method was developed forsteel bridge cover and U-rib welding structure. The limit state function was established byusing the Paris equation, and reasonable parameters were chosen to do the fatigue reliabilityassessment and put forward the specific maintenance plans.
引文
[1]张喜刚,陈艾荣.苏通大桥设计与结构性能[M].北京:人民交通出版社,2010:1-3
[2] Wang C, Feng Y, Dan L. Fatigue Damage Evaluation and Retrofit of Steel OrthotropicBridge Decks[J]. Key Engineering Materials,2009,(413-414):741-748
[3]小西一郎.钢桥:第一分册[M].北京:人民铁道出版社,1980:1-10
[4] ASCE. Committee on Fatigue and Fracture Reliability of the Committee on StructuralSafety and Reliability of the Structural Division. Fatigue Reliability[J]. Journal ofStructural Engineering,1982,30(5):1-4
[5] Conor RJ, Fisher JW. Consistent Approach to Calculating Stresses for Fatigue Design ofWelded Rib-to-Web Connections in Steel Orthotropic Bridge Decks[J]. Journal of BridgeEngineering,2006,11(5):517-525
[6] Sim H-B, Uang C-M, Sikorsky C. Effects of Fabrication Procedures on Fatigue Resistanceof Welded Joints in Steel Orthotropic Decks[J]. Journal of Bridge Engineering,2009,14(5):366-373
[7] Ya S, Yamada K, Ishikawa T. Fatigue Evaluation of Rib-to-Deck Welded Joints ofOrthotropic Steel Bridge Deck[J]. Journal of Bridge Engineering,2011,16(4):492-499
[8] Miner M A. Cumulative Damage in Fatigue[J]. JOURNAL OF APPLIED MECHANICS,1945,12(3):159-164
[9] P. Paris, F. Erdogan. A Critical Analysis of Crack Propagation Laws[J]. Basic End(ASME),(85):528-534
[10] Fisher, J. W. Fatigue and Fracture in Steel Bridges[M]. New York: Wiley and Sons, Inc,1984
[11] Fisher J. W., Frank K. H., Hirt M. A., McNamee B. M.. Weldments on the Fatigue Effectof Strength of Steel Beams[R]. NCHRP Report102. Transportation Research Board,National Research Council: Washington, D. C.
[12] R.Wolchuk. Lessons from weld cracks in orthotropic decks on three European bridges [J]Structural Engineering,1992,116(1):75-84
[13] M.H.Kolstein et al. Fatigue strength of welded joints in orthotropic steel bridge decks [J].Welding in the World,1996,38:175-194
[14]战昂.既有钢桥腐蚀疲劳寿命评估[D].西安:长安大学,2008
[15] Albrecht P., Naeemi A.H.. Performance of weathering Steel in Bridge[R]. NationalCooperative Highway Research Program Report272,1984
[16] Barson J. M.. Fatigue Behavior of Weathered Steel Components[J]. TransportationResearch Record,1984,(2):1-10
[17] Albrecht P., Shabshab C. E., Li W. L., Wright W.. Remaining Fatigue Life of SteelStructures[R]. LABSEM Workshop Lausanne,1990
[18] Harry Cohen, Gongkang Fu. Predicting Truck Load Spectra Under Weight LimitChanges and Its Application to Steel Bridge Fatigue Assessment[J]. Journal of BridgeEngineering,2003,8(5):312-322
[19] Chotickai Piya. Fatigue Reliability-based Analysis Methods for the Rvaluation of SteelBridge Struetures[D]. Indiana: Purdue University,2004
[20]张玉玲.大型铁路焊接钢桥疲劳断裂性能与安全设计[D].北京:清华大学,2004
[21]张玉玲,潘际炎,张建民等.芜湖长江大桥钢梁细节疲劳强度的研究[J].中国铁道科学,2009,22(5):15-21
[22]郭棋武.大跨斜拉桥的非线性及可靠性分析[D].长沙:湖南大学,2007
[23]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,2000,30(3):16-21
[24]许亚峰.正交异型钢桥面板钢箱梁疲劳设计和疲劳评估规范的现状研究[J].城市道桥与防洪,2009,9(9):282-285
[25]童乐为,沈祖炎.开口纵肋的正交异性钢桥面板疲劳试验研究[J].中国公路学报,1997,10(3):59-65
[26]童乐为,沈祖炎.正交异性钢桥面板静力试验和有限元分析[J].同济大学学报，1997,25(6):617-622
[27]童乐为,沈祖炎,陈忠延.正交异性钢桥面板疲劳验算时的结构分析[J].上海力学,1998,19(3):204-212
[28]荣振环,张玉玲,刘晓光,陶晓燕.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
[29]荣振环,张玉玲,刘晓光.天兴洲桥正交异性板焊接部位疲劳性能研究[J].中国铁道科学,2008,29(2):48-52
[30]吴冲,曾明根,冯凌云.苏通大桥正交异性板局部模型极限承载力试验[J].桥梁建设,2006(2):21-23,35
[31]李立峰.正交异性钢箱梁局部稳定分析理论及模型试验研究[D].长沙:湖南大学,2005
[32]张玉玲,辛学忠,刘晓光.对正交异性钢桥面板构造抗疲劳设计方法的分析[J].钢结构,2009,24(5):33-37
[33]张玉玲,潘际炎.高速铁路钢桥疲劳设计研究[J].钢结构,1999,14(3):1-3, l5
[34]李小珍,任伟平,卫星,强士中.现代钢桥新型结构型式及其疲劳问题分析[J].钢结构,2006,21(5):50-55
[35]任伟平,李小珍,李俊,卫星,强士中.现代公路钢桥典型细节疲劳问题分析[J].公路,2007(4):82-87
[36]李扬海,鲍卫刚,郭修武,程翔云.公路桥梁结构可靠度与概率极限状态设计[M].北京:人民交通出版社,1997,88-103
[37]童乐为,沈祖炎,陈忠延.城市道路桥梁的疲劳荷载谱[J].土木工程学报,1997,30(5):20-27
[38]王荣辉,池春,陈庆中,甄晓霞.广州市高架桥疲劳荷载车辆模型研究[J].华南理工大学学报(自然科学版),2004,32(5):94-96
[39] Chunsheng Wang, Hui Qian, Ang Zhan, Yue Xu. Fatigue and Facture Evaluation of a70Years Old Steel Bridge[J]. Key Engineering Materials,2007,347:359-364
[40]王春生,陈惟珍．既有钢桥工作状态模拟与剩余寿命评估[J].长安大学学报(自然科学版)．2004,24(1)：43-47
[41]王永廉.用改进的均方根法估算谱载下疲劳裂纹起始寿命[J].强度与环境,2003,30(3):29-33
[42] Li ZX, Chan THT, Ko JM. Determination of effective stress range and its application onfatigue stress assessment of existing bridges[J]. International Journal of Solids andStructures,2002,39(9):2401-2417
[43] Li ZX, Chan THT, Ko JM. Fatigue damage model for bridge under traffic loading:application made to Tsing Ma Bridge[J]. Theoretical and Applied Fracture Mechanics,2001,35(1):81-91
[44] Pengmin L, Banghua Z, Junmao Y. An Efficient Algorithm for Fatigue Life Calculationunder Broad Band Loading Based on Peak Approximation[J]. Journal of EngineeringMechanics,1998,124(2):233-236
[45]吕彭民.基于频域法的结构疲劳寿命预测方法研究[J].山东交通学院学报,2006,14(3):1-5
[46]王春生.铆接钢桥剩余寿命与使用安全评估[D].上海:同济大学,2007
[47]王春生,陈艾荣,陈惟珍.基于断裂力学的老龄钢桥剩余寿命与使用安全评估[J].中国公路学报,2006,19(2):42-48
[48]王春生,聂建国,陈艾荣,陈惟珍.基于概率断裂力学的老龄钢桥使用安全评估[J].工程力学,2006,23(6):102-106
[49]王春生,陈艾荣,陈惟珍.铆接钢桥剩余寿命与使用安全评估实例[J].同济大学学报,2006,34(4):461-466
[50]王春生,陈艾荣,陈惟珍.铆接钢桥剩余寿命与使用安全评估[J].同济大学学报,2006,34(3):325-330
[51] Nussbaumer A. European Standard for Fatigue Design of Steel Structures andPerspectives[C]. First International Conference on Fatigue and Fracture in theInfrastructure Bridges and Structures of the21st Century: Philadelphia, U.S.,2006
[52] Capka JR. Importance of Fatigue and Fracture Control and Research in the U.SInfrastructure[C]. First International Conference on Fatigue and Fracture in theInfrastructure Bridges and Structure of the21st Century: Philadelphia, U.S.,2006
[53] H FK. A View of Challenges for Fatigue Design and Research of Civil Structures in theU.S. First International Conference on Fatigue and Fracture in the Infrastructure Bridgesand Structures of the21st Century: Philadelphia, U.S,2006
[54] Newman J C, Raju I.S. An Empirical Stress-intensity Factor Equation for the SurfaceCrack[J]. Engineering Fracture Mechnical,1981(1/2),15:185-192
[55]李兆霞.损伤力学及其应用[M].北京:科学出版社,2002:5-20
[56] S. G. Martindale, P. H. Wirsching. Reliability-Based Progressive Fatigue Collapse[J].Journal of Structural Engineering,1983,109(8):1792-1811
[57] B. Stahl, J. F. Geyer. Fatigue Reliability of Parallel Member Systems[J]. Journal ofStructural Engineering,1984,110(10):2307-2323
[58] D. I. Karsan, A. Kumar. Fatigue Failure Paths for Offshore Platform Inspection[J].Journal of Structural Engineering,1990,116(6):1679-1695
[59] A. Karamchandani, J. I. Dalane, P. Bjerager. Systems Reliability Approach to Fatigue ofStructures[J]. Journal of Structural Engineering,1992,118(3):684~700
[60] T D Hiten, M Kleiber. Stochastic Structural Design Sensitivity of Stastic Response[J].Computer and Structure,1991,38(5):659-667
[61] P.H. Wirsching. Fatigue Reliability for Offshore Structures[J]. Journal of StructuralEngineering,1984,110(10):2340-2256
[62]董聪,杨庆雄.结构系统疲劳寿命可靠性分析理论与算法[J].航空学报,1993,14(5):247-253
[63]靳慧,周奇才,张其林.焊接结构系统的疲劳可靠性分析[J].同济大学学报（自然科学版）,2005,33(11):1428-1432
[64]邓洪洲,王肇民.结构系统疲劳可靠性分析方法及其应用[J].同济大学学报（自然科学版）,1997,25(1):17-22
[65]吕海波.结构可靠性分析方法研究[D].南京:南京航空航天大学,2000
[66]姚卫星.结构疲劳寿命分析[M].北京:国防工业出版社,2003:75-7688-90117-119199-226
[67] GB/T228-2002,拉伸试样国家标准[S].北京:中国标准出版社,2002
[68] Yuge T., Machida F., Morikawa H., et al. Analysis of fatigue damage patterns inorthotropic steel deck of Tokyo Metropolitan Expressways. Proc. Int., Orthotropic BridgeConference: Reston,2004,531-542
[69] Miki C., Suganuma H., Tomizawa T., Machida F. Case study of fatigue damage inorthotropic steel bridge deck[J]. Journal of Structure Mechanical and EarthquakeEngineering,2005,780(73):57-69
[70] Xiao Z, Yamada K, Ya S, et al. Stress Analyses and Fatigue Evaluation of Rib-to-DeckJoints in Steel Orthotropic Decks[J]. International Journal of Fatigue,2008,30:1387-1397
[71]周怡斌.公路大桥正交异性钢桥面板裂缝成因研究与局部疲劳分析[D].北京:清华大学,2010
[72]吕彭民,李大涛,王斌华.正交异性钢桥面板细部构造力学行为研究.全国斜拉桥关键技术论文集(2012),2012:171-176
[73]张仲先,黄彩萍,徐海鹰.混合梁斜拉桥钢混结合段传力机理研究[J].华中科技大学学报（自然科学版）,2010,38(5):117-120
[74]项敬辉,华龙海,李勇.海河大桥钢混结合段应力分析[J].华东公路,2011,187(1):70-73
[75]肖林.钢混组合结构中剪力连接件试验研究[D].成都:西南交通大学,2005
[76]张兴虎,杨威等.组合梁新型连接件抗剪性能试验研究[J].西安建筑科技大学学报（自然科学版）,2010,42(4):492-497
[77]白玲,曾敏.组合梁中栓钉剪力键的受力特性分析[J].钢结构,2005,20(2):28-31
[78] Ollgaard J, Slutter R G, Fisher J W.. The strength of stud shear connection in lightweightand Normal-Weight Concerete[J]. Engineering Journal,1971,8(2):55-64
[79]聂建国,沈聚敏,袁彦声.钢-混凝土组合梁中剪力连接件实际承载力研究[J].建筑结构学报,1996,17(2):21-29
[80]丁敏,薛伟辰,王骅.钢-高性能混凝土组合梁栓钉连接件抗剪性能的试验[J].工业建筑,2007,37(8):9-13
[81]罗应章.钢-混凝土组合梁栓钉剪力连接件的研究[D].长沙:中南大学,2008
[82]胡夏闽,刘子彤,赵国藩.钢与混凝土组合梁栓钉连接件的设计承载力[J].南京建筑工程学院学报,2000,55(4):1-10
[83]宗周红,车惠民.剪力连接件静载和疲劳试验研究[J].福州大学学报:自然科学版,1999,27(6):61-66
[84]陈玲珠,蒋首超,张洁.栓钉剪力连接件的承载能力研究综述[J].钢结构,2010,25(9):5-10
[85]过镇海,王传志.多轴应力下混凝土的强度和破坏准则研究[J].土木工程学报,1991,24(3):1-14
[86]杨兵,吴胜兴,沈德建.钢筋砼结构材料非线性本构关系及有限元法研究[J].江西科学,2007,25(5):541-545
[87] GB50010-2002,混凝土结构设计规范[S].北京:中国建筑工业出版社,2002
[88]张朝晖. ANSYS11.0结构分析工程应用实例解析[M].北京:机械工业出版社,2008:263-284
[89]陈一馨,吕彭民,宋绪丁.钢-混组合梁剪力钉抗剪性能试验研究[J].桥梁建设,2012,42(3):63-69
[90]张大勇,董吉斌,王江.浅谈钢纤维混凝土的应用[J].北方交通,2006,(3):39-40
[91]周凯方.浅述钢纤维混凝土的增强理论及其应用[J].内江科技,2010,(12):146
[92]中华人民共和国交通部. GB50017-2003钢结构设计规范.人民交通出版社:北京,2003
[93] EN1994-Eurocode4: Design of composite steel and concrete[S]. European Committeefor Standardization,1994
[94]聂建国.钢-混凝土组合梁结构-试验、理论与应用[M].北京:科学出版社,2005,312-350
[95]朱聘儒.钢-混凝土组合梁设计原理[M].北京:中国建筑工业出版社,2006:141-150
[96] Yen JYR, Lin Y, T LM. Composite beams Subjected to Static and Fatigue Loads[J].Journal of Structural Engineering,1997:765-771
[97] N.Gattesco, E.Giuriani, A.Gubana. Low-cycle fatigue test on stud shear connectors[J].Journal of Structural Engineering,1997,145-150
[98] S. SC, H. KJ, C.H. C, et al. The Behavior of Shear Connection in Composite-Beam Witha Full-Depth Precast Slab[J]. Structures and Buildings,2000,140:101-110
[99] BS5400. Part3: Code of Practice for Design of Steel Bridges[S]. London: BritishStandards Institution,1999
[100] ASSHTO LRFD. Part8: Steel Bridges[S]. Washington D.C.: American Association ofState Highway and Transportation Officials,2005
[101] Eurocode3(EC.3): Design of Steel Structures[S]. European Committee forStandardization,2005
[102]甄晓霞,王荣辉,饶瑞.钢箱钢纤维混凝土准结合梁剪力键疲劳寿命评估[J].合肥工业大学学报（自然科学版）,2008,31(3):445-448
[103] Johnson R.P. Resistance of Stud Shear Connectors to Fatigue[J]. Journal ofConstructional Steel Research,2000,56(2):101-111
[104] JTG D60-2004,公路桥涵设计通用规范[S].北京:人民交通出版社,2004
[105] JTL025-86,公路桥涵钢结构及木结构设计规范[S].北京:人民交通出版社,1988
[106]美国各州公路和运输工作者协会(AASHTO).美国公路桥梁设计规范-荷载与抗力系数设计法[S].北京:人民交通出版社,1998
[107] D.拉达伊.焊接热效应[M].北京:机械工业出版社,1997,207-216
[108]周建林.苏通大桥主桥钢箱梁桥面板抗压与疲劳性能试验研究[D].上海:同济大学,2007
[109] Schilling C G. Stress Cycles for Fatigue Design of Steel Bridge[J]. Journal of StructuralEngineering,1984,110(6):1222-1234
[110]邵雨虹.大跨径桥梁疲劳设计车辆荷载谱研究[D].西安:长安大学,2012
[111]黄晓明,朱湘.沥青路面设计[M].北京:人民交通出版社,2002,
[112]崔冰,吴冲,丁文俊等.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
[113]党志杰.钢桥构造的疲劳开裂分析[J].桥梁建设,2009,增刊2:23-25
[114]潘永杰.铁路钢桥全寿命过程可靠性分析方法研究[D].北京:中国铁道科学研究院,2011
[115]铁路桥梁钢结构疲劳及稳定试验小组.铁路钢桥疲劳问题[R].北京,1973
[116]张玉玲.南京大胜关长江大桥结构构造疲劳性能试验研究[R].中国铁道科学研究院,2007
[117]赵欣欣.正交异性钢桥面板疲劳设计参数和构造细节研究[D].北京:中国铁道科学研究院,2010
[118]宋圣扬,吕强.船舶十字接头错边量对疲劳强度影响的研究[J].华东船舶工业学院学报(自然科学版),1993,7(1):1-8
[119] TB10212-2009,铁路钢桥制造规范[S].北京:中国铁道出版社,2009
[120]王鑫.正交异性钢桥面板U肋与横隔板连接处疲劳性能研究[D].西安:长安大学,2012
[121]张喜刚.公路桥隧工程风险评估[R].中交公路规划设计院有限公司,2010
[122]郦正能.应用断裂力学[M].北京:北京航空航天大学出版社,2012,238-239
[123] Raymond KJ. The effects of corrosion on the reliability of steel girder bridges[D].Michigan: The University of Michigan,1988
[124] Kayser JR, Nowak AS. Reliability of corroded steel girder bridgrs[J]. Structural Safety,1989,(6):53-63
[125] Sharifi Y, Paik JK. Ultimate strength reliability analysis of corroded steel-box girderbridges[J]. Thin-Walled Structures,2011,49:157-166
[126]梁彩凤,侯文泰.碳钢、低合金钢16年大气暴露腐蚀研究[J].中国腐蚀与防护学报,2005,25(1):1-6
[127]曾勇.大跨度悬索桥设计寿命期内的监测、维护与管理策略研究[D].上海:同济大学,2007
[128] JTG H11-2004,公路桥涵养护规范[S].北京:中国标准出版社,2004
[129] Madsen HO, Krenk S, Lind NC. Methods of Structural Safety[M]. Englewood Cliffs:Prentice-Hall INC.,1985
[130] Zhao Z, Haldar A, Breen F. Fatigue-reliability evaluation of steel bridges[J]. Journal ofStructure Engineering,1994,120(5):1608-1623
[131]李莹.公路钢桥疲劳性能及可靠性研究[D].哈尔滨:哈尔滨工业大学,2008
[132]中国航空研究院.应力强度因子手册[M].北京:科学出版社,1993
[133] Kwon K, Frangopol DM. Bridge fatigue assessment and management usingreliability-based crack growth and probability of detection models[J]. ProbabilisticEngineering Mechanics,2011,26(3):471-480
[134] Righiniotis TD, Chryssanthopoulos MK. Probabilistic fatigue analysis under constantamplitude loading[J]. Journal of Constructional Steel Research,2003,59(7):867-886
[135] Szerszen MM, Nowak AS, Laman JA. Fatigue reliability of steel bridges[J]. Journal ofConstructional Steel Research,1999,52(1):83-92
[136] T.D Righiniotis, M.K Chryssanthopoulos. Probabilistic fatigue analysis under constantamplitude loading[J]. Journal of Constructional Steel Research,2003,59(7):867-886
[137]徐济民,史永吉.铁路旧钢桥中疲劳裂纹扩展寿命的研究[J].铁道学报,1994,(3):106-111
[138]任玉珊.铆接钢构件的疲劳断裂性能研究和剩余寿命评估[D].北京:清华大学,1993
[139]任伟平.焊接钢桥结构细节疲劳行为分析及寿命评估[D].成都:西南交通大学,2008
[140] Zhang R, Mahadevan S. Fatigue Reliability Analysis Using NondestructiveInspection[J]. Journal of Structural Engineering,2001,127(8):957-965
[141] Zhao Z, Haldar A, Breen F. Fatigue-reliability updating through inspections of steelbridges[J]. Journal of Structure Engineering,1994,120(5):1624-1642
[142]潘际炎.铁路桥梁设计中的疲劳可靠性理论[J].钢结构,1995,27(10):1-10
[2] Wang C, Feng Y, Dan L. Fatigue Damage Evaluation and Retrofit of Steel OrthotropicBridge Decks[J]. Key Engineering Materials,2009,(413-414):741-748
[3]小西一郎.钢桥:第一分册[M].北京:人民铁道出版社,1980:1-10
[4] ASCE. Committee on Fatigue and Fracture Reliability of the Committee on StructuralSafety and Reliability of the Structural Division. Fatigue Reliability[J]. Journal ofStructural Engineering,1982,30(5):1-4
[5] Conor RJ, Fisher JW. Consistent Approach to Calculating Stresses for Fatigue Design ofWelded Rib-to-Web Connections in Steel Orthotropic Bridge Decks[J]. Journal of BridgeEngineering,2006,11(5):517-525
[6] Sim H-B, Uang C-M, Sikorsky C. Effects of Fabrication Procedures on Fatigue Resistanceof Welded Joints in Steel Orthotropic Decks[J]. Journal of Bridge Engineering,2009,14(5):366-373
[7] Ya S, Yamada K, Ishikawa T. Fatigue Evaluation of Rib-to-Deck Welded Joints ofOrthotropic Steel Bridge Deck[J]. Journal of Bridge Engineering,2011,16(4):492-499
[8] Miner M A. Cumulative Damage in Fatigue[J]. JOURNAL OF APPLIED MECHANICS,1945,12(3):159-164
[9] P. Paris, F. Erdogan. A Critical Analysis of Crack Propagation Laws[J]. Basic End(ASME),(85):528-534
[10] Fisher, J. W. Fatigue and Fracture in Steel Bridges[M]. New York: Wiley and Sons, Inc,1984
[11] Fisher J. W., Frank K. H., Hirt M. A., McNamee B. M.. Weldments on the Fatigue Effectof Strength of Steel Beams[R]. NCHRP Report102. Transportation Research Board,National Research Council: Washington, D. C.
[12] R.Wolchuk. Lessons from weld cracks in orthotropic decks on three European bridges [J]Structural Engineering,1992,116(1):75-84
[13] M.H.Kolstein et al. Fatigue strength of welded joints in orthotropic steel bridge decks [J].Welding in the World,1996,38:175-194
[14]战昂.既有钢桥腐蚀疲劳寿命评估[D].西安:长安大学,2008
[15] Albrecht P., Naeemi A.H.. Performance of weathering Steel in Bridge[R]. NationalCooperative Highway Research Program Report272,1984
[16] Barson J. M.. Fatigue Behavior of Weathered Steel Components[J]. TransportationResearch Record,1984,(2):1-10
[17] Albrecht P., Shabshab C. E., Li W. L., Wright W.. Remaining Fatigue Life of SteelStructures[R]. LABSEM Workshop Lausanne,1990
[18] Harry Cohen, Gongkang Fu. Predicting Truck Load Spectra Under Weight LimitChanges and Its Application to Steel Bridge Fatigue Assessment[J]. Journal of BridgeEngineering,2003,8(5):312-322
[19] Chotickai Piya. Fatigue Reliability-based Analysis Methods for the Rvaluation of SteelBridge Struetures[D]. Indiana: Purdue University,2004
[20]张玉玲.大型铁路焊接钢桥疲劳断裂性能与安全设计[D].北京:清华大学,2004
[21]张玉玲,潘际炎,张建民等.芜湖长江大桥钢梁细节疲劳强度的研究[J].中国铁道科学,2009,22(5):15-21
[22]郭棋武.大跨斜拉桥的非线性及可靠性分析[D].长沙:湖南大学,2007
[23]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,2000,30(3):16-21
[24]许亚峰.正交异型钢桥面板钢箱梁疲劳设计和疲劳评估规范的现状研究[J].城市道桥与防洪,2009,9(9):282-285
[25]童乐为,沈祖炎.开口纵肋的正交异性钢桥面板疲劳试验研究[J].中国公路学报,1997,10(3):59-65
[26]童乐为,沈祖炎.正交异性钢桥面板静力试验和有限元分析[J].同济大学学报，1997,25(6):617-622
[27]童乐为,沈祖炎,陈忠延.正交异性钢桥面板疲劳验算时的结构分析[J].上海力学,1998,19(3):204-212
[28]荣振环,张玉玲,刘晓光,陶晓燕.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
[29]荣振环,张玉玲,刘晓光.天兴洲桥正交异性板焊接部位疲劳性能研究[J].中国铁道科学,2008,29(2):48-52
[30]吴冲,曾明根,冯凌云.苏通大桥正交异性板局部模型极限承载力试验[J].桥梁建设,2006(2):21-23,35
[31]李立峰.正交异性钢箱梁局部稳定分析理论及模型试验研究[D].长沙:湖南大学,2005
[32]张玉玲,辛学忠,刘晓光.对正交异性钢桥面板构造抗疲劳设计方法的分析[J].钢结构,2009,24(5):33-37
[33]张玉玲,潘际炎.高速铁路钢桥疲劳设计研究[J].钢结构,1999,14(3):1-3, l5
[34]李小珍,任伟平,卫星,强士中.现代钢桥新型结构型式及其疲劳问题分析[J].钢结构,2006,21(5):50-55
[35]任伟平,李小珍,李俊,卫星,强士中.现代公路钢桥典型细节疲劳问题分析[J].公路,2007(4):82-87
[36]李扬海,鲍卫刚,郭修武,程翔云.公路桥梁结构可靠度与概率极限状态设计[M].北京:人民交通出版社,1997,88-103
[37]童乐为,沈祖炎,陈忠延.城市道路桥梁的疲劳荷载谱[J].土木工程学报,1997,30(5):20-27
[38]王荣辉,池春,陈庆中,甄晓霞.广州市高架桥疲劳荷载车辆模型研究[J].华南理工大学学报(自然科学版),2004,32(5):94-96
[39] Chunsheng Wang, Hui Qian, Ang Zhan, Yue Xu. Fatigue and Facture Evaluation of a70Years Old Steel Bridge[J]. Key Engineering Materials,2007,347:359-364
[40]王春生,陈惟珍．既有钢桥工作状态模拟与剩余寿命评估[J].长安大学学报(自然科学版)．2004,24(1)：43-47
[41]王永廉.用改进的均方根法估算谱载下疲劳裂纹起始寿命[J].强度与环境,2003,30(3):29-33
[42] Li ZX, Chan THT, Ko JM. Determination of effective stress range and its application onfatigue stress assessment of existing bridges[J]. International Journal of Solids andStructures,2002,39(9):2401-2417
[43] Li ZX, Chan THT, Ko JM. Fatigue damage model for bridge under traffic loading:application made to Tsing Ma Bridge[J]. Theoretical and Applied Fracture Mechanics,2001,35(1):81-91
[44] Pengmin L, Banghua Z, Junmao Y. An Efficient Algorithm for Fatigue Life Calculationunder Broad Band Loading Based on Peak Approximation[J]. Journal of EngineeringMechanics,1998,124(2):233-236
[45]吕彭民.基于频域法的结构疲劳寿命预测方法研究[J].山东交通学院学报,2006,14(3):1-5
[46]王春生.铆接钢桥剩余寿命与使用安全评估[D].上海:同济大学,2007
[47]王春生,陈艾荣,陈惟珍.基于断裂力学的老龄钢桥剩余寿命与使用安全评估[J].中国公路学报,2006,19(2):42-48
[48]王春生,聂建国,陈艾荣,陈惟珍.基于概率断裂力学的老龄钢桥使用安全评估[J].工程力学,2006,23(6):102-106
[49]王春生,陈艾荣,陈惟珍.铆接钢桥剩余寿命与使用安全评估实例[J].同济大学学报,2006,34(4):461-466
[50]王春生,陈艾荣,陈惟珍.铆接钢桥剩余寿命与使用安全评估[J].同济大学学报,2006,34(3):325-330
[51] Nussbaumer A. European Standard for Fatigue Design of Steel Structures andPerspectives[C]. First International Conference on Fatigue and Fracture in theInfrastructure Bridges and Structures of the21st Century: Philadelphia, U.S.,2006
[52] Capka JR. Importance of Fatigue and Fracture Control and Research in the U.SInfrastructure[C]. First International Conference on Fatigue and Fracture in theInfrastructure Bridges and Structure of the21st Century: Philadelphia, U.S.,2006
[53] H FK. A View of Challenges for Fatigue Design and Research of Civil Structures in theU.S. First International Conference on Fatigue and Fracture in the Infrastructure Bridgesand Structures of the21st Century: Philadelphia, U.S,2006
[54] Newman J C, Raju I.S. An Empirical Stress-intensity Factor Equation for the SurfaceCrack[J]. Engineering Fracture Mechnical,1981(1/2),15:185-192
[55]李兆霞.损伤力学及其应用[M].北京:科学出版社,2002:5-20
[56] S. G. Martindale, P. H. Wirsching. Reliability-Based Progressive Fatigue Collapse[J].Journal of Structural Engineering,1983,109(8):1792-1811
[57] B. Stahl, J. F. Geyer. Fatigue Reliability of Parallel Member Systems[J]. Journal ofStructural Engineering,1984,110(10):2307-2323
[58] D. I. Karsan, A. Kumar. Fatigue Failure Paths for Offshore Platform Inspection[J].Journal of Structural Engineering,1990,116(6):1679-1695
[59] A. Karamchandani, J. I. Dalane, P. Bjerager. Systems Reliability Approach to Fatigue ofStructures[J]. Journal of Structural Engineering,1992,118(3):684~700
[60] T D Hiten, M Kleiber. Stochastic Structural Design Sensitivity of Stastic Response[J].Computer and Structure,1991,38(5):659-667
[61] P.H. Wirsching. Fatigue Reliability for Offshore Structures[J]. Journal of StructuralEngineering,1984,110(10):2340-2256
[62]董聪,杨庆雄.结构系统疲劳寿命可靠性分析理论与算法[J].航空学报,1993,14(5):247-253
[63]靳慧,周奇才,张其林.焊接结构系统的疲劳可靠性分析[J].同济大学学报（自然科学版）,2005,33(11):1428-1432
[64]邓洪洲,王肇民.结构系统疲劳可靠性分析方法及其应用[J].同济大学学报（自然科学版）,1997,25(1):17-22
[65]吕海波.结构可靠性分析方法研究[D].南京:南京航空航天大学,2000
[66]姚卫星.结构疲劳寿命分析[M].北京:国防工业出版社,2003:75-7688-90117-119199-226
[67] GB/T228-2002,拉伸试样国家标准[S].北京:中国标准出版社,2002
[68] Yuge T., Machida F., Morikawa H., et al. Analysis of fatigue damage patterns inorthotropic steel deck of Tokyo Metropolitan Expressways. Proc. Int., Orthotropic BridgeConference: Reston,2004,531-542
[69] Miki C., Suganuma H., Tomizawa T., Machida F. Case study of fatigue damage inorthotropic steel bridge deck[J]. Journal of Structure Mechanical and EarthquakeEngineering,2005,780(73):57-69
[70] Xiao Z, Yamada K, Ya S, et al. Stress Analyses and Fatigue Evaluation of Rib-to-DeckJoints in Steel Orthotropic Decks[J]. International Journal of Fatigue,2008,30:1387-1397
[71]周怡斌.公路大桥正交异性钢桥面板裂缝成因研究与局部疲劳分析[D].北京:清华大学,2010
[72]吕彭民,李大涛,王斌华.正交异性钢桥面板细部构造力学行为研究.全国斜拉桥关键技术论文集(2012),2012:171-176
[73]张仲先,黄彩萍,徐海鹰.混合梁斜拉桥钢混结合段传力机理研究[J].华中科技大学学报（自然科学版）,2010,38(5):117-120
[74]项敬辉,华龙海,李勇.海河大桥钢混结合段应力分析[J].华东公路,2011,187(1):70-73
[75]肖林.钢混组合结构中剪力连接件试验研究[D].成都:西南交通大学,2005
[76]张兴虎,杨威等.组合梁新型连接件抗剪性能试验研究[J].西安建筑科技大学学报（自然科学版）,2010,42(4):492-497
[77]白玲,曾敏.组合梁中栓钉剪力键的受力特性分析[J].钢结构,2005,20(2):28-31
[78] Ollgaard J, Slutter R G, Fisher J W.. The strength of stud shear connection in lightweightand Normal-Weight Concerete[J]. Engineering Journal,1971,8(2):55-64
[79]聂建国,沈聚敏,袁彦声.钢-混凝土组合梁中剪力连接件实际承载力研究[J].建筑结构学报,1996,17(2):21-29
[80]丁敏,薛伟辰,王骅.钢-高性能混凝土组合梁栓钉连接件抗剪性能的试验[J].工业建筑,2007,37(8):9-13
[81]罗应章.钢-混凝土组合梁栓钉剪力连接件的研究[D].长沙:中南大学,2008
[82]胡夏闽,刘子彤,赵国藩.钢与混凝土组合梁栓钉连接件的设计承载力[J].南京建筑工程学院学报,2000,55(4):1-10
[83]宗周红,车惠民.剪力连接件静载和疲劳试验研究[J].福州大学学报:自然科学版,1999,27(6):61-66
[84]陈玲珠,蒋首超,张洁.栓钉剪力连接件的承载能力研究综述[J].钢结构,2010,25(9):5-10
[85]过镇海,王传志.多轴应力下混凝土的强度和破坏准则研究[J].土木工程学报,1991,24(3):1-14
[86]杨兵,吴胜兴,沈德建.钢筋砼结构材料非线性本构关系及有限元法研究[J].江西科学,2007,25(5):541-545
[87] GB50010-2002,混凝土结构设计规范[S].北京:中国建筑工业出版社,2002
[88]张朝晖. ANSYS11.0结构分析工程应用实例解析[M].北京:机械工业出版社,2008:263-284
[89]陈一馨,吕彭民,宋绪丁.钢-混组合梁剪力钉抗剪性能试验研究[J].桥梁建设,2012,42(3):63-69
[90]张大勇,董吉斌,王江.浅谈钢纤维混凝土的应用[J].北方交通,2006,(3):39-40
[91]周凯方.浅述钢纤维混凝土的增强理论及其应用[J].内江科技,2010,(12):146
[92]中华人民共和国交通部. GB50017-2003钢结构设计规范.人民交通出版社:北京,2003
[93] EN1994-Eurocode4: Design of composite steel and concrete[S]. European Committeefor Standardization,1994
[94]聂建国.钢-混凝土组合梁结构-试验、理论与应用[M].北京:科学出版社,2005,312-350
[95]朱聘儒.钢-混凝土组合梁设计原理[M].北京:中国建筑工业出版社,2006:141-150
[96] Yen JYR, Lin Y, T LM. Composite beams Subjected to Static and Fatigue Loads[J].Journal of Structural Engineering,1997:765-771
[97] N.Gattesco, E.Giuriani, A.Gubana. Low-cycle fatigue test on stud shear connectors[J].Journal of Structural Engineering,1997,145-150
[98] S. SC, H. KJ, C.H. C, et al. The Behavior of Shear Connection in Composite-Beam Witha Full-Depth Precast Slab[J]. Structures and Buildings,2000,140:101-110
[99] BS5400. Part3: Code of Practice for Design of Steel Bridges[S]. London: BritishStandards Institution,1999
[100] ASSHTO LRFD. Part8: Steel Bridges[S]. Washington D.C.: American Association ofState Highway and Transportation Officials,2005
[101] Eurocode3(EC.3): Design of Steel Structures[S]. European Committee forStandardization,2005
[102]甄晓霞,王荣辉,饶瑞.钢箱钢纤维混凝土准结合梁剪力键疲劳寿命评估[J].合肥工业大学学报（自然科学版）,2008,31(3):445-448
[103] Johnson R.P. Resistance of Stud Shear Connectors to Fatigue[J]. Journal ofConstructional Steel Research,2000,56(2):101-111
[104] JTG D60-2004,公路桥涵设计通用规范[S].北京:人民交通出版社,2004
[105] JTL025-86,公路桥涵钢结构及木结构设计规范[S].北京:人民交通出版社,1988
[106]美国各州公路和运输工作者协会(AASHTO).美国公路桥梁设计规范-荷载与抗力系数设计法[S].北京:人民交通出版社,1998
[107] D.拉达伊.焊接热效应[M].北京:机械工业出版社,1997,207-216
[108]周建林.苏通大桥主桥钢箱梁桥面板抗压与疲劳性能试验研究[D].上海:同济大学,2007
[109] Schilling C G. Stress Cycles for Fatigue Design of Steel Bridge[J]. Journal of StructuralEngineering,1984,110(6):1222-1234
[110]邵雨虹.大跨径桥梁疲劳设计车辆荷载谱研究[D].西安:长安大学,2012
[111]黄晓明,朱湘.沥青路面设计[M].北京:人民交通出版社,2002,
[112]崔冰,吴冲,丁文俊等.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
[113]党志杰.钢桥构造的疲劳开裂分析[J].桥梁建设,2009,增刊2:23-25
[114]潘永杰.铁路钢桥全寿命过程可靠性分析方法研究[D].北京:中国铁道科学研究院,2011
[115]铁路桥梁钢结构疲劳及稳定试验小组.铁路钢桥疲劳问题[R].北京,1973
[116]张玉玲.南京大胜关长江大桥结构构造疲劳性能试验研究[R].中国铁道科学研究院,2007
[117]赵欣欣.正交异性钢桥面板疲劳设计参数和构造细节研究[D].北京:中国铁道科学研究院,2010
[118]宋圣扬,吕强.船舶十字接头错边量对疲劳强度影响的研究[J].华东船舶工业学院学报(自然科学版),1993,7(1):1-8
[119] TB10212-2009,铁路钢桥制造规范[S].北京:中国铁道出版社,2009
[120]王鑫.正交异性钢桥面板U肋与横隔板连接处疲劳性能研究[D].西安:长安大学,2012
[121]张喜刚.公路桥隧工程风险评估[R].中交公路规划设计院有限公司,2010
[122]郦正能.应用断裂力学[M].北京:北京航空航天大学出版社,2012,238-239
[123] Raymond KJ. The effects of corrosion on the reliability of steel girder bridges[D].Michigan: The University of Michigan,1988
[124] Kayser JR, Nowak AS. Reliability of corroded steel girder bridgrs[J]. Structural Safety,1989,(6):53-63
[125] Sharifi Y, Paik JK. Ultimate strength reliability analysis of corroded steel-box girderbridges[J]. Thin-Walled Structures,2011,49:157-166
[126]梁彩凤,侯文泰.碳钢、低合金钢16年大气暴露腐蚀研究[J].中国腐蚀与防护学报,2005,25(1):1-6
[127]曾勇.大跨度悬索桥设计寿命期内的监测、维护与管理策略研究[D].上海:同济大学,2007
[128] JTG H11-2004,公路桥涵养护规范[S].北京:中国标准出版社,2004
[129] Madsen HO, Krenk S, Lind NC. Methods of Structural Safety[M]. Englewood Cliffs:Prentice-Hall INC.,1985
[130] Zhao Z, Haldar A, Breen F. Fatigue-reliability evaluation of steel bridges[J]. Journal ofStructure Engineering,1994,120(5):1608-1623
[131]李莹.公路钢桥疲劳性能及可靠性研究[D].哈尔滨:哈尔滨工业大学,2008
[132]中国航空研究院.应力强度因子手册[M].北京:科学出版社,1993
[133] Kwon K, Frangopol DM. Bridge fatigue assessment and management usingreliability-based crack growth and probability of detection models[J]. ProbabilisticEngineering Mechanics,2011,26(3):471-480
[134] Righiniotis TD, Chryssanthopoulos MK. Probabilistic fatigue analysis under constantamplitude loading[J]. Journal of Constructional Steel Research,2003,59(7):867-886
[135] Szerszen MM, Nowak AS, Laman JA. Fatigue reliability of steel bridges[J]. Journal ofConstructional Steel Research,1999,52(1):83-92
[136] T.D Righiniotis, M.K Chryssanthopoulos. Probabilistic fatigue analysis under constantamplitude loading[J]. Journal of Constructional Steel Research,2003,59(7):867-886
[137]徐济民,史永吉.铁路旧钢桥中疲劳裂纹扩展寿命的研究[J].铁道学报,1994,(3):106-111
[138]任玉珊.铆接钢构件的疲劳断裂性能研究和剩余寿命评估[D].北京:清华大学,1993
[139]任伟平.焊接钢桥结构细节疲劳行为分析及寿命评估[D].成都:西南交通大学,2008
[140] Zhang R, Mahadevan S. Fatigue Reliability Analysis Using NondestructiveInspection[J]. Journal of Structural Engineering,2001,127(8):957-965
[141] Zhao Z, Haldar A, Breen F. Fatigue-reliability updating through inspections of steelbridges[J]. Journal of Structure Engineering,1994,120(5):1624-1642
[142]潘际炎.铁路桥梁设计中的疲劳可靠性理论[J].钢结构,1995,27(10):1-10
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