Fatigue performance of rib-to-deck double-side welded joints in orthotropic steel decks

Liu, Yang; Chen, Fanghuai; Lu, Naiwei; Wang, Long; Wang, Bowen

doi:10.1016/j.engfailanal.2019.07.015

Cited by 56 publications

(14 citation statements)

References 32 publications

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“…The results indicated that double-sided welds could significantly improve the fatigue life of rib-to-deck welded joints. Liu et al (2019) studied the parameter analysis of the influence of weld penetration on the fatigue performance of rib-to-deck double-sided welded joints. The results indicated that the penetration exhibited very little effect on the fatigue performance of the rib-to-deck double-sided welded joints.…”

Section: Introductionmentioning

confidence: 99%

Fatigue crack growth behavior of rib-to-deck double-sided welded joints of orthotropic steel decks

Liu

Chen

Wang

et al. 2020

Advances in Structural Engineering

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Innovative double-sided welding is expected to improve the fatigue resistance of rib-to-deck welded joints of orthotropic steel decks (OSDs). Welding crack-like defects are the crucial issue affecting the fatigue performance of rib-to-deck double-sided welded joints. This study presents a numerical simulation of three-dimensional (3D) mixed mode fatigue crack growth behavior of rib-to-deck double-sided welded joints of OSDs. Maximum tensile stress theory and equivalent stress intensity factor (SIF) were used to simulate mixed mode fatigue cracks growth. The Paris law model was employed to predict the fatigue life. Fatigue cracks of rib-to-deck double-sided welded joints were characterized by the presence of mixed mode cracks of modes I (open), mode II (shear), and mode III (tear), which was dominated by mode I. The equivalent SIF was found to be complex at the growth stage with the maximum value at the two ends of the crack front and the minimum value at the midpoint of the crack front. The crack shape became flatter in the later phase of the crack growth. The fatigue crack surface underwent deflections during crack growth, making the final crack shape exhibiting the characteristic of a spatial curved surface. The initial crack geometry showed a significant impact on the fatigue life.

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Section: Introductionmentioning

confidence: 99%

Fatigue crack growth behavior of rib-to-deck double-sided welded joints of orthotropic steel decks

Liu

Chen

Wang

et al. 2020

Advances in Structural Engineering

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“…The constraint forms and load positions used in existing fatigue tests differ significantly, 41,42 and the effect on the fatigue properties is still under investigation. Researchers have proposed that double‐sided weld joints can improve the overall stiffness of U‐rib‐to‐deck joints 43,44 …”

Section: Introductionmentioning

confidence: 99%

“…Researchers have proposed that double-sided weld joints can improve the overall stiffness of U-rib-to-deck joints. 43,44 In this paper, the fatigue failure modes of doublesided weld joints are investigated using the master S-N curve method and the test results in previous works. 26,41,42,[45][46][47][48] The master S-N curve method is applied to evaluate the fatigue properties and fatigue failure modes of double-sided weld joints.…”

Section: Introductionmentioning

confidence: 99%

Modeling of fatigue failure mode in U‐rib to deck joints in orthotropic bridge structures

Yang

Wang

Qian

et al. 2022

Fatigue Fract Eng Mat Struct

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Various fatigue failure modes (i.e., cracking position and orientation with respect to a weld) can develop in welded rib to deck connections in orthotropic bridge deck structures. After demonstrating its effectiveness in correlating fatigue test data covering different failure modes, the master S-N curve method was then adopted in this study for determining the critical failure mode in welded U-rib to deck connections. These include considerations of additional failure modes potentially present in double-sided welds between U-rib and deck versus the traditional single-sided weld design. The effects of weld penetrations and test loading conditions on failure mode development have been quantitatively established by means of the master S-N curve method.

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“…However, the effect of OSD panel redecking on the existing steel truss bridge is unknown. Most of the previous studies focused on fatigue performance (Zhang et al, 2017;Luo et al, 2019;Liu et al, 2019a;Huang et al, 2020b), OSD component optimization (Xu et al, 2021;Laan, 2021;Huang et al, 2020a), and the development of steel ultrahigh performance concrete (steel-UHPC) composite deck (Yuan et al, 2019;Liu et al, 2019b;Wang et al, 2021;Cheng et al, 2021;Chen et al, 2019;Shao et al, 2018). This study aims to evaluate the steel truss bridge performance based on OSD panel redecking.…”

Section: Introductionmentioning

confidence: 99%

Increasing Inventory Rating Factor of Steel Truss Bridge Through Orthotropic Steel Deck Panel Application

Pradana

Triwiyono²,

Awaludin³

et al. 2022

jcef

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Currently, 18,648 bridges with a total length of 510,366 km have been constructed in Indonesia, but only 86% are in good condition, while the rest are damaged. Steel truss bridge damage generally occurs on the RC decks, and its repair is often implemented through deck replacement or redecking using Orthotropic Steel Deck (OSD) panel. In Indonesia, this method has only been applied limitedly at the Citarum I Bridge in 2009 and the Cisadane Bridge in 2013, while the effect on the existing steel truss bridge is unknown. Therefore, this study aims to evaluate the steel truss bridge performance after OSD panel redecking through numerical modeling. The design process of the OSD panel was carried out by micro-modeling on ABAQUS CAE using shell elements with a mesh size of 50x50 mm and pinned boundary conditions. In this stage, the materials were assumed to be elastic with small deformations. The evaluation of steel truss bridge performance was performed on the A-class steel truss bridge Bina Marga design standard with a 60 m span by comparing the existing bridge inventory rating factor (using RC decks) to OSD panel redecking, which is an indicator of bridge self-weight reduction. Based on the structural macro-model developed using SAP2000, the bridge self-weight reduced the axial tension and compression forces on the steel truss bridge mainframe by 20.6%-24.6% and 20.5%-24.5%, respectively. Consequently, this increased the inventory rating factor by 9.3%-9.5%. In other words, using the OSD panels lighter than the existing RC decks increases the steel truss bridge capacity to resist the live load or vehicle rating throughout its service life.

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Fatigue performance of rib-to-deck double-side welded joints in orthotropic steel decks

Cited by 56 publications

References 32 publications

Fatigue crack growth behavior of rib-to-deck double-sided welded joints of orthotropic steel decks

Fatigue crack growth behavior of rib-to-deck double-sided welded joints of orthotropic steel decks

Modeling of fatigue failure mode in U‐rib to deck joints in orthotropic bridge structures

Increasing Inventory Rating Factor of Steel Truss Bridge Through Orthotropic Steel Deck Panel Application

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