Fatigue performance of orthotropic steel-concrete composite deck with large-size longitudinal U-shaped ribs

Zhang, Qinghua; Liu, Yiming; Bao, Yi; Jia, Dechang; Bu, Yizhi; Qiao, Li

doi:10.1016/j.engstruct.2017.07.094

Cited by 87 publications

(37 citation statements)

References 12 publications

Supporting

Mentioning

Contrasting

Unclassified

Order By: Relevance

“…Since the random variables related to the LSF of fatigue issue follows the normal or lognormal distribution, the analytic solution is available for the fatigue reliability β, as shown in Equations (11), (12) and (13).…”

Section: Analysis Methods Of Fatigue Reliabilitymentioning

confidence: 99%

“…In the case of detail innovation, there are three representative novel technologies, including the thickened edge U-rib (TEU) [10], both-side fillet welding [11], and steel-concrete composite deck [12]. The concept of TEUs is to increase the thickness of rib walls at the edge through the continuous rolling method, as shown in Figure 1.…”

Section: Introductionmentioning

confidence: 99%

“…It is also worth stating that the application of post weld treatments is not against the application of novel structural details. As a result, further improvement can be expected in the fatigue strength of rib-to-deck joints.In the case of detail innovation, there are three representative novel technologies, including the thickened edge U-rib (TEU) [10], both-side fillet welding [11], and steel-concrete composite deck [12]. The concept of TEUs is to increase the thickness of rib walls at the edge through the continuous rolling method, as shown in Figure 1.…”

mentioning

confidence: 99%

See 2 more Smart Citations

Fatigue Reliability Analysis of Rib-To-Deck Joints Using Test Data and In-Situ Measurements

et al. 2019

View full text Add to dashboard Cite

In this paper, the fatigue performance of rib-to-deck joints in orthotropic steel decks (OSDs) using thickened edge U-ribs (TEUs) and the OSD using conventional U-ribs (CUs) are investigated based on the fatigue test result and in-situ monitoring data. Firstly, comparative fatigue tests were carried out with full-scale rib-to-deck specimens. Probability–stress–life (P–S–N) curves were derived through the test data measured from a total of 18 specimens, including 7 CU specimens and 11 TEU specimens. According to the results, the TEU can lead to a notable enhancement in the fatigue strength of rib-to-deck joints, i.e., 21.4% in terms of nominal stress and 21.1% in terms of hot spot stress. After that, a typical OSD steel bridge was selected as the prototype to investigate the fatigue performance of rib-to-decks in the OSD using TEUs under actual applications. In the analysis, the uncertainty in both fatigue strength, and vehicle loads were considered. A multi-scale finite element model of the prototype bridge was established, and numerical analysis conducted to derive the vehicle-induced stress spectra of the rib-to-deck joints in critical positions. In the derivation, a stochastic traffic model was employed, through which the in-situ measurement was incorporated. Finally, fatigue reliability analysis was carried out for the prototype bridge based on the above works. The result showed that a notably higher fatigue reliability can be expected in the rib-to-deck joint in OSDs using TEUs when compared with the joints in OSDs using CUs, which in turn can lead to notable improvement in fatigue life. For instance, under the target reliability of 2.3, the fatigue life of the two critical rib-to-deck joints were, respectively, increased by 153% and 155% when using TEUs.

show abstract

Section: Analysis Methods Of Fatigue Reliabilitymentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

mentioning

confidence: 99%

See 1 more Smart Citation

Fatigue Reliability Analysis of Rib-To-Deck Joints Using Test Data and In-Situ Measurements

et al. 2019

View full text Add to dashboard Cite

show abstract

“…However, fully prestressed concrete beams can be turned into partially prestressed concrete beams under the effects of overloading or other extreme events. Moreover, cracks are not allowed in fully prestressed concrete beams under service loads, which is different from partially prestressed concrete beams.Model tests and in situ tests have been considered as effective approaches to investigate mechanical performances of structures [22][23][24][25][26][27][28][29][30]. In this study, a full-scale fatigue test of a prestressed concrete beam was carried out.…”

mentioning

confidence: 99%

“…Model tests and in situ tests have been considered as effective approaches to investigate mechanical performances of structures [22][23][24][25][26][27][28][29][30]. In this study, a full-scale fatigue test of a prestressed concrete beam was carried out.…”

mentioning

confidence: 99%

Fatigue Behavior of Prestressed Concrete Beam for Straddle-Type Monorail Tracks

Wang

Gou

et al. 2018

Applied Sciences

Self Cite

View full text Add to dashboard Cite

Monorail transportation systems are widely built in medium and small cities, as well as hilly cities, because of their excellent performance. A prestressed concrete track beam is a key load-carrying structural component and guideway subjected to repeated traffic load. The fatigue behavior of the prestressed concrete beam is critical for the safety of the transportation system. This paper presents the results of an experimental study on the fatigue behavior of a prestressed concrete beam in terms of stiffness degradation and strain change. The displacement and rotation of the beam of concrete and reinforcement were examined, respectively. A three-dimensional finite element model was established to help understand the development of the mechanical behavior. No crack was observed throughout the test. Both concrete and bars behaved in their linear-elastic stage throughout the test, and the bond between them performed well.During the last decade, a large amount of theoretical and experimental research has been proposed to investigate the fatigue behavior and mechanism of the PC beam in detail [10][11][12]. Harajli and Naaman [13] found that the fatigue life of PC beams is related to the degree of prestressing, the longitudinal reinforcement ratio, and the strength of concrete. Feng et al. [14] found that cracking and deflection changed rapidly in the initial stage of fatigue, and changed stably afterwards until failure. Wollmann [15] carried out an experimental investigation of the fatigue strength of post-tensioned concrete girders, finding that fatigue failure occurred in the vicinity of cracks. Li et al. [16] analyzed the evolution of the fatigue failure pattern of PC beams and regularities of midspan deflection and strain of concrete of PC beams. However, most of the studies focused on the fatigue behavior of partially-prestressed concrete beams [17] and beams strengthened with carbon fiber-reinforced plastics sheets [18][19][20][21]. However, there is no research on fatigue behavior of fully prestressed concrete beams. The primary reason is that fully prestressed concrete beams are considered not susceptible to fatigue damage due to the applied full prestressing force. However, fully prestressed concrete beams can be turned into partially prestressed concrete beams under the effects of overloading or other extreme events. Moreover, cracks are not allowed in fully prestressed concrete beams under service loads, which is different from partially prestressed concrete beams.Model tests and in situ tests have been considered as effective approaches to investigate mechanical performances of structures [22][23][24][25][26][27][28][29][30]. In this study, a full-scale fatigue test of a prestressed concrete beam was carried out. Displacement, rotation, strain of concrete, and reinforcement were examined under post-fatigue static loading condition. A three-dimensional finite element model was established to understand stress distributions. Experimental Program MaterialsA PC beam was fabricated to represent the typical PC t...

show abstract

Fatigue improvement of rib‐to‐deck welded joints using adhesively bonded steel patches ‐ LEFM‐based parametric study

Wang,

Leonetti,

Miao

et al. 2023

ce papers

View full text Add to dashboard Cite

Rib‐to‐deck welded joints in orthotropic steel decks of bridges are prone to develop fatigue cracks. Repairing such cracks allows for prolonging the life of the infrastructure, provided that structural safety is guaranteed. Among others, the repair technique of adhesively bonded steel patches is relatively simple and inexpensive. Moreover, it has the advantage that the original structure is not altered, e.g. as in the case of crack stop holes. This technique has been used in other details like the diaphragm of steel bridges. However, limited information is available when applied to rib‐to‐deck joints, which are the most common joint type in orthotropic steel decks. This study proposes two repair schemes using adhesively bonded steel patches for the rib‐to‐deck joints. A 3‐D finite element model which takes account of the crack size is established. Based on linear elastic fracture mechanics (LEFM), a parametric study is performed to investigate the effect of patch geometry and adhesive thickness on the performance of repair schemes.

show abstract

Fatigue performance of orthotropic steel-concrete composite deck with large-size longitudinal U-shaped ribs

Cited by 87 publications

References 12 publications

Fatigue Reliability Analysis of Rib-To-Deck Joints Using Test Data and In-Situ Measurements

Fatigue Reliability Analysis of Rib-To-Deck Joints Using Test Data and In-Situ Measurements

Fatigue Behavior of Prestressed Concrete Beam for Straddle-Type Monorail Tracks

Fatigue improvement of rib‐to‐deck welded joints using adhesively bonded steel patches ‐ LEFM‐based parametric study

Contact Info

Product

Resources

About