Fatigue behavior of orthotropic steel bridge stiffened with ultra-high performance concrete layer

Zhu, Zhiwen; Xiang, Ze; Zhou, Yang

doi:10.1016/j.jcsr.2019.02.025

Cited by 41 publications

(18 citation statements)

References 19 publications

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“…Different from the flexible pavement, UHPC layer can be considered as a structural slab, capable of improving comprehensive stiffness of composite deck. Because of the addition of UHPC layer, it can reduce the stress range at deck side of rib-to-deck welded connection by up to 70.9% (Zhu et al, 2019). But very few studies were conducted for UHPC layer (Lappa, 2007; Song, 2006 (in Chinese); Cornelissen and Reinhardt, 1984).…”

Section: Introductionmentioning

confidence: 99%

Numerical analysis on fatigue behavior of ultrahigh-performance concrete-Orthotropic steel composite bridge deck

Huang

Chen

Ping

2022

Advances in Structural Engineering

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Ultrahigh-performance concrete-orthotropic steel composite bridge deck is composed of the orthotropic steel deck and a thin ultrahigh-performance concrete (UHPC) overlayer. In the previous fatigue tests, two typical fatigue failure modes were found and identified. As a supplementary test after fatigue tests, air penetration method is capable of providing a reference to the quantitative and non-destructive damage detection of fatigue damage of UHPC. To further the previous study, a detailed numerical investigation is accomplished through complimentary finite element (FE) analysis. Compared with the solid element model, the refined shell-solid element model can better reflect the mechanical behavior. It is illustrated that the vertical stress can be adopted in assessing the fatigue strength of rib-to-diaphragm welded connection in the field test by means of nominal stress method. The combination of various factors would lead to fatigue shear failure of the short headed-studs. The fatigue strength of rib-to-diaphragm welded connection predicted by the hot spot stress method and the consistent nominal stress (CNS) method can basically meet the requirements of FAT90. The consistent nominal stress method can be used as the optimization method of nominal stress of fatigue detail. It is demonstrated that the fatigue life of UHPC can be estimated by S-N curves of ordinary concrete conservatively. The allowable equivalent maximum stress level can be taken as 0.55 for two million cycles of fatigue loading, and 0.52 for five million cycles of fatigue loading.

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Section: Introductionmentioning

confidence: 99%

Numerical analysis on fatigue behavior of ultrahigh-performance concrete-Orthotropic steel composite bridge deck

Huang

Chen

Ping

2022

Advances in Structural Engineering

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“…Aiming at improving the fatigue performance of the rib-tocrossbeam joint, the reported research mainly focuses on such aspects as optimizing the shape of the cope hole [4,5,12,13]; using post-weld treatment to release residual stress and enhance the performance [14]; introducing the rigid cement-based material as pavement to improve the rigidity of OSD and decrease stress range at fatigue details [15][16][17][18][19][20][21]; introducing additional attachments to enhance local rigidity [3,22], etc. Zhu et al [13] investigated the stress behavior and fatigue performance of two types of cope hole geometry on orthotropic bridge decks based on simultaneous field monitoring and finite-element method analysis.…”

Section: Introductionmentioning

confidence: 99%

“…crossbeam). Zhu et al [17] investigated the performance of an orthotropic steel bridge stiffened with UHPC layer. The simulation results are compared with data from field measurements.…”

Section: Introductionmentioning

confidence: 99%

Structural optimization of rib-to-crossbeam joint in orthotropic steel decks

Fang

Iqbal

Staen

et al. 2021

Engineering Structures

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In orthotropic steel decks (OSDs), the rib-to-crossbeam joint is the most complex joint. When dealing with the intersection of the rib to the crossbeam, the prevailing approach is to design a cope hole in the crossbeam web. Nevertheless, the stress concentration induced by rib distortion makes this joint a fatigue-prone detail. Furthermore, the weld connecting the rib and the crossbeam heavily relies on the manual welding, which leads to high fabrication costs. In this paper, the possibility of canceling the cope hole is discussed. Calculation results of different modeling methods using solid elements and shell elements are first compared with experimental results. Then, several design parameters of an OSD without cope holes are investigated adopting the hot spot stress method. Based on the results of the parametric analyzes, optimized dimensions of the rib-to-crossbeam joint without cope holes are selected. The comparison of the models with and without cope holes is performed. Fatigue life assessments are conducted based on the influence surfaces of reference points predefined around the rib-to-crossbeam joint. Research results reveal that the most critical position for the rib-to-crossbeam joint without cope holes is at the curvature on the rib side. The radius of rib has a local influence on the points at the curvature. A larger radius could effectively lower the maximum stress range. The fatigue performance of the rib-to-crossbeam joint depends on the distribution of the tire load. Considering less fatigue-prone locations and reduced fabrication costs, the overall performance of the optimized rib-to-crossbeam joint without cope holes is better.

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“…Orthotropic steel decks (OSDs) have become the preferred structures of main girders of long-span bridges in recent decades because OSDs have many advantages such as being lightweight, having high strength, allowing rapid construction [1][2][3][4].…”

Section: Introductionmentioning

confidence: 99%

Design and Mechanical Properties of Steel‐UHPC Lightweight Composite Decks

Liu

Zhang

Liu

et al. 2021

Advances in Civil Engineering

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Orthotropic steel decks (OSDs) have been widely used in long-span bridges due to their advantages of being lightweight, having high capacity, and allowing rapid construction. However, due to the insufficiency of local stiffness of OSD, fatigue cracking and pavement damage have been common problems of OSDs worldwide. It seriously affects the safety and durability of long-span bridges. Therefore, to solve this problem, this paper introduces an innovative steel ultrahigh-performance concrete (steel-UHPC) lightweight composite deck (LWCD). LWCD can reduce the fatigue stress of the conventional OSD by up to 80% and extend the fatigue life to twice the design requirements. Furthermore, engineering practices in China have proven that LWCD can effectively reduce manufacturing costs and maintenance costs throughout the whole life cycle of the structures. Thus, to provide references for design and maintenance of long-span bridges, this paper introduces the structural design, construction techniques, joint construction design, repair methods, and economic benefits of LWCD in detail. Furthermore, numerical simulations and laboratory tests are introduced in this paper to validate the superiority of LWCD.

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Fatigue behavior of orthotropic steel bridge stiffened with ultra-high performance concrete layer

Cited by 41 publications

References 19 publications

Numerical analysis on fatigue behavior of ultrahigh-performance concrete-Orthotropic steel composite bridge deck

Numerical analysis on fatigue behavior of ultrahigh-performance concrete-Orthotropic steel composite bridge deck

Structural optimization of rib-to-crossbeam joint in orthotropic steel decks

Design and Mechanical Properties of Steel‐UHPC Lightweight Composite Decks

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