Abstract

The rib-to-deck welded connections in orthotropic steel decks (OSDs) used for railway and highway bridges are highly susceptible to experiencing fatigue cracks. The fatigue life, crack initiation position, and steel requirement in these bridges are influenced by the rib shape, size, and wheel load. A parametric study of an OSD was presented in this paper, considering different geometries of U- and V-ribs, deck plate thickness, weld penetration, and patch load. The structural stress (SS) method was employed to determine stresses and fatigue life related to the weld joints, with the analysis conducted using finite element(FE) software. The results indicate that variations in the depths of U- and V-ribs significantly impact the SS in rib-to-deck weld joints. However, the variation in the bottom width of the U-rib has a negligible effect on the SS along the weld line. Increasing the deck plate thickness leads to a reduction in stress within the weld joint. The location of the maximum stress remains substantially away from the ends of the deck and remains unaffected by the depth, bottom width of the rib, and deck plate thickness. However, a rib with a smaller depth exhibits a shorter fatigue life for the deck system. The stresses responsible for failure modes in the toe-deck and deck-root welds show negligible changes as the weld penetration increases. A comparison was made between U- and V-ribs of equal perimeter and equal depth. The conclusions emphasize that for optimal performance of an OSD, the depths of U- and V-ribs should fall within the range of 250-300 mm, and the bottom width of the U-rib should be in the range of 100-125 mm. Excessive depth and bottom width can lead to an uneconomical design. Additionally, it is shown that V-ribs are preferable over U-ribs in the construction of an OSD.

Keyword

Structural stress method, Orthotropic steel deck, U-rib & V-rib, Finite element (FE) analysis.

Cite this article

Amritraj RK, Mishra SS

Refference

[1][1]Wolchuk R. Steel orthotropic decks: developments in the 1990s. Transportation Research Record. 1999; 1688(1):30-7.

[2][2]Yang H, Wang P, Qian H, Dong P. Fatigue performance of different rib-to-deck connections using traction structural stress method. Applied Sciences. 2020; 10(4):1-20.

[3][3]Wolchuk R. Lessons from weld cracks in orthotropic decks on three European bridges. Journal of Structural Engineering. 1990; 116(1):75-84.

[4][4]Liu R, Liu Y, Ji B, Wang M, Tian Y. Hot spot stress analysis on rib–deck welded joint in orthotropic steel decks. Journal of Constructional Steel Research. 2014; 97:1-9.

[5][5]Li J, Zhang Q, Bao Y, Zhu J, Chen L, Bu Y. An equivalent structural stress-based fatigue evaluation framework for rib-to-deck welded joints in orthotropic steel deck. Engineering Structures. 2019; 196:109304.

[6][6]Zhang YL, Tian Y, Li YS. Fatigue test research on welded rib-to-deck connections in steel orthotropic bridge deck. Advanced Materials Research. 2011; 243:1677-81.

[7][7]Wang P, Pei X, Dong P, Song S. Traction structural stress analysis of fatigue behaviors of rib-to-deck joints in orthotropic bridge deck. International Journal of Fatigue. 2019; 125:11-22.

[8][8]Fan C, Da L, Wang K, Song S, Chen H. Fatigue tests and failure mechanism of rib-to-deck welded joints in steel bridge. Sustainability. 2023; 15(3):1-16.

[9][9]Amritraj RK, Mishra SS. Fatigue performance of rib-to-deck double-sided weld joint of orthotropic steel deck on plate girder railway bridges. Engineering, Technology & Applied Science Research. 2023; 13(4):11146-52.

[10][10]Cheng B, Ye X, Cao X, Mbako DD, Cao Y. Experimental study on fatigue failure of rib-to-deck welded connections in orthotropic steel bridge decks. International Journal of Fatigue. 2017; 103:157-67.

[11][11]Yang H, Wang P, Niu S, Dong P. A criterion for fatigue failure mode evaluation of U-rib to deck joints. Journal of Materials Research and Technology. 2022; 21:2428-44.

[12][12]Xiao ZG, Yamada K, Ya S, Zhao XL. Stress analyses and fatigue evaluation of rib-to-deck joints in steel orthotropic decks. International Journal of Fatigue. 2008; 30(8):1387-97.

[13][13]Oh CK, Hong KJ, Bae D, Do H, Han T. Analytical and experimental studies on optimal details of orthotropic steel decks for long span bridges. International Journal of Steel Structures. 2011; 11:227-34.

[14][14]Sim HB, Uang CM. Stress analyses and parametric study on full-scale fatigue tests of rib-to-deck welded joints in steel orthotropic decks. Journal of Bridge Engineering. 2012; 17(5):765-73.

[15][15]Kainuma S, Yang M, Jeong YS, Inokuchi S, Kawabata A, Uchida D. Fatigue behavior investigation and stress analysis for rib-to-deck welded joints in orthotropic steel decks. International Journal of Steel Structures. 2018; 18:512-27.

[16][16]Ya S, Yamada K, Ishikawa T. Fatigue evaluation of rib-to-deck welded joints of orthotropic steel bridge deck. Journal of Bridge Engineering. 2011; 16(4):492-9.

[17][17]Wang K, Jie Z, Liang S, Zhuge P. Fatigue assessment of U-rib full penetration welded joints based on local methods. Journal of Constructional Steel Research. 2023; 200:107684.

[18][18]Fu Z, Ji B, Zhang C, Li D. Experimental study on the fatigue performance of roof and U-rib welds of orthotropic steel bridge decks. KSCE Journal of Civil Engineering. 2018; 22:270-8.

[19][19]Zhou S, Hao S, Liang L, Chen B, Li Y. A fatigue reliability assessment model for welded structures based on the structural stress method. Advances in Mechanical Engineering. 2023; 15(1):1-14.

[20][20]Shi Z, Yang S, Pu Q, Zhang Y. Fatigue performance of orthotropic steel decks in long-span cable-stayed steel-box girder railway bridges. Journal of Bridge Engineering. 2019; 24(5):04019035.

[21][21]Liao P, Zhao R, Jia Y, Wei X. Calculation methods study on hot spot stress of new girder structure detail. In AIP Conference Proceedings 2017 (pp.1-7). AIP Publishing.

[22][22]Hobbacher A. Recommendations for fatigue design of welded joints and components. Cham: Springer International Publishing; 2016.

[23][23]Liu R, Ji B, Wang M, Chen C, Maeno H. Numerical evaluation of toe-deck fatigue in orthotropic steel bridge deck. Journal of Performance of Constructed Facilities. 2015; 29(6):1-10.

[24][24]Fricke W. Guideline for the fatigue assessment by notch stress analysis for welded structures. International Institute of Welding. 2008; 13:2240-8.

[25][25]Radaj D, Sonsino CM, Fricke W. Fatigue assessment of welded joints by local approaches. Woodhead Publishing; 2006.

[26][26]Dong P. A robust structural stress method for fatigue analysis of ship structures. In international conference on offshore mechanics and arctic engineering 2003 (pp. 199-211).

[27][27]Dong P, Prager M, Osage D. The design master SN curve in ASME Div 2 rewrite and its validations. Welding in the World. 2007; 51:53-63.

[28][28]Selvakumar P, Hong JK. Robust mesh insensitive structural stress method for fatigue analysis of welded structures. Procedia Engineering. 2013; 55:374-9.

[29][29]Yang HB, Wang P, Qian HL. Fatigue property of welded T-shaped joints using the structural stress method. In materials science forum 2021 (pp. 68-73). Trans Tech Publications Ltd.

[30][30]Yang H, Qian H, Wang P, Dong P. Analysis of fatigue behavior of welded joints in orthotropic bridge deck using traction structural stress. Advances in Mechanical Engineering. 2019; 11(11):1-14.

[31][31]Abaqus US. Dassault systèmes simulia corp. Providence, RI, USA. 2012; 6(1).

[32][32]Marin T, Nicoletto G. Fatigue design of welded joints using the finite element method and the 2007 ASME Div. 2 master curve. Fracture and Structural Integrity. 2009; 3(9):76-84.

[33][33]Cheng B, Cao X, Ye X, Cao Y. Fatigue tests of welded connections between longitudinal stringer and deck plate in railway bridge orthotropic steel decks. Engineering Structures. 2017; 153:32-42.

[34][34]Bao K, Zhang Q, Liu Y, Dai J. Fatigue life of the welding seam of a tracked vehicle body structure evaluated using the structural stress method. Engineering Failure Analysis. 2021; 120:105102.

[35][35]Standard I. 800–1984; Code of practice for general construction. Steel; 1st Revision, New Delhi: BIS.

[36][36]Chen Y, Lv P, Li D. Research on fatigue strength for weld structure details of deck with u-rib and diaphragm in orthotropic steel bridge deck. Metals. 2019; 9(5):1-15.

[37][37]Liu Y, Chen F, Lu N, Wang L, Wang B. Fatigue performance of rib-to-deck double-side welded joints in orthotropic steel decks. Engineering Failure Analysis. 2019; 105:127-42.

[38][38]Luo P, Zhang Q, Bao Y, Bu Y. Fatigue performance of welded joint between thickened-edge U-rib and deck in orthotropic steel deck. Engineering Structures. 2019; 181:699-710.

[39][39]Jiang F, Fu Z, Ji B, Wan L. Fatigue life evaluation of deck to U-rib welds in orthotropic steel deck integrating weldment size effects on welding residual stress. Engineering Failure Analysis. 2021; 124:105359.

[40][40]RDSO. Indian Railway Standard code of practice for the design of steel or wrought iron bridges carrying rail, road or pedestrian traffic. Research Design and Standards Organisation Lucknow; 2003.

[41][41]EN B. 2. Eurocode 1: actions on structures–part 2: traffic loads on bridges. British Standard Institution, UK: London. 2003.

[42][42]Praveen KR, Mishra SS, Babu P, Spagnoli A, Carpinteri A. Multiaxial fatigue assessment of welded connections in railway steel bridge under constant and variable amplitude loading. Bridge Structures. 2018; 14(1):21-33.