Influence of local geometric parameters on fatigue performance of orthotropic steel deck

Abstract

Fatigue has become critical issue for bridge with orthotropic steel deck. Number of stress cycle and equivalent stress amplitude were adopted as two investigated fatigue effects. As presented from fatigue monitoring comparison of two series-lined bridges, three local geometric parameters of steel box girder have significant influence on fatigue performance of two welded joints. They are thickness of longitudinal ribs (T_r), longitudinal spacing of transverse floor plate (S_c) and longitudinal truss (L_T). Fatigue analytical models were created for parametric study of fatigue effects under wheel load. Consequently, three local parameters have exhibited insignificant influence on number of stress cycle. Compared with T_r and S_c, configuration of L_T has brought about foremost effect on the equivalent stress amplitude. For equivalent stress amplitude of rib-to-deck and rib-to-rib welded joints, the influence regions of L_T are respectively longitudinal strap and quadrate with the geometric length of 600 mm. Enough attention ought to be paid for local stiffen structure on fatigue performance of orthotropic steel deck in fatigue design and monitoring.

Keywords

fatigue effect / orthotropic steel deck / local detail / structural health monitoring / finite element analysis / wheel load

References

[1] XiaoZ-g, YamadaK, YaS, ZhaoX-ling. Stress analyses and fatigue evaluation of rib-to-deck joints in orthotropic steel decks [J]. International Journal of Fatigue, 2008, 30(8): 1387-1397

[2] MicheleS P, RonaldoC B, AluisioJ R M. Stress concentration in steel bridge orthotropic deck [J]. Journal of Constructional Steel Research, 2005, 61(8): 1172-1184

[3] ChoiJ-h, KimD-hwan. Stress characteristics and fatigue crack behaviour of the longitudinal rib-to-cross beam joints in an orthotropic steel deck [J]. Advances in Structural Engineering, 2008, 11(2): 189-198

[4] YaS, YamadaK, IshikawaT. Fatigue evaluation of rib-to-deck welded joints of orthotropic steel bridge deck [J]. Journal of Bridge Engineering, 2011, 16(4): 422-499

[5] ErzurumluH, TopracA A. Fatigue of orthotropic steel decks [J]. Journal of the Structural Division, 1972, 98(4): 813-830

[6] MiaoC-q, DengY, DingY-liang. Damage alarming for bridge expansion joints using novelty detection technique based on long-term monitoring data [J]. Journal of Central South University, 2013, 20(1): 226-235

[7] KwonK, FrangopolD 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(8): 1221-1232

[8] LiZ X, ChanT H T, KoJ M. Fatigue analysis and life prediction of bridges with structural health monitoring data Part I: Methodology and strategy [J]. Engineering Structures, 2001, 23(1): 45-53

[9] ChanT H T, LiZ X, KoJ M. Fatigue analysis and life prediction of bridges with structural health monitoring data Part II: Application [J]. Engineering Structures, 2001, 23(1): 55-64

[10] WangY, LiZ X, LiA Q. Combined use of SHMS and finite element strain data for assessing the fatigue reliability index of girder components in long-span cable-stayed bridge [J]. Theoretical and Applied Fracture Mechanics, 2010, 54(2): 127-136

[11] GuoT, LiA Q, WangH. Influence of ambient temperature on the fatigue damage of welded bridge decks [J]. International Journal of Fatigue, 2008, 30(6): 1092-1102

[12] GuoT, LiA Q, LiJ H. Fatigue life prediction of welded joints in orthotropic steel decks considering temperature effect and increasing traffic flow [J]. Structural Health Monitoring-An International Journal, 2008, 7(3): 189-202

[13] KwonK, FrangopolD M. Bridge fatigue assessment and management using reliability-based crack growth and probability of detection models [J]. International Journal of Fatigue, 2010, 26(3): 1221-1232

[14] KimS-y, FrangopolD M. Probabilistic bicriterion optimum inspection/monitoring planning: Applications to naval ships and bridges under fatigue [J]. Structure and Infrastructure Engineering, 2012, 8(10): 812-827

[15] GuoT, ChenY W. Field stress/displacement monitoring and fatigue reliability assessment of retrofitted steel bridge details [J]. Engineering Failure Analysis, 2011, 18(1): 354-363

[16] LiuM, FrangopolD M, KihyonK. Fatigue reliability assessment of retrofitted steel bridges integrating monitored data [J]. Structure Safety, 2010, 32(1): 77-89

[17] SudathS, MitaoO, RanjithD, KazuhiroT. Application of new damage indicator-based sequential law for remaining fatigue life estimation of railway bridges [J]. Journal of Constructional Steel Research, 2008, 64(1): 228-237

[18] KwonK, FrangopolD 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(8): 1221-1232

[19] AASHTO LRFD. Bridge Design Specifications [S].

[20] Japanese specifications for highway bridges, Part II: Steel bridges [S]. (in Japanese)

[21] Eurocode 3: Design for Steel Structures, Part2: Steel Bridges [S].

[22] BS5400: Part10, Code of Practice for Fatigue [S].

[23] BS7608: Fatigue design and assessment of steel structures [S].