Strengthening of steel decks for cable-stayed bridge using ultra-high performance concrete: A case study

Wang, Lei; Su, Xiaochao; Ma, Yafei; Deng, Ming; Zhang, Jianren; Cai, C.S.

doi:10.1177/1369433220939210

Cited by 10 publications

(4 citation statements)

References 32 publications

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“…Once debonding occurs, the cracks multiply and enlarge, and spread towards the top compression fibre of the beams until failure, as can be seen in Figure 10. Many studies reported that debonding is a major problem faced by strengthening systems using UHPC (Prem et al , 2015; Zhang et al , 2020; Wang et al , 2020; Milovancevic et al , 2021).…”

Section: Resultsmentioning

confidence: 99%

Structural behaviour of the strengthened reinforced concrete beams using ultra high-performance fibre reinforced concrete layer

Nursyamsi

Tarigan

Aswin

et al. 2022

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Purpose Damage to reinforced concrete (RC) structural elements is inevitable. Such damage can be the result of several factors, including aggressive environmental conditions, overloading, inadequate design, poor work execution, fire, storm, earthquakes etc. Therefore, repairing and strengthening is one way to improve damaged structures, so that they can be reutilized. In this research, the use of an ultra high-performance fibre-reinforced concrete (UHPFRC) layer is proposed as a strengthening material to rehabilitate damaged-RC beams. Different strengthening schemes pertaining to the structural performance of the retrofitted RC beams due to the flexural load were investigated. Design/methodology/approach A total of 13 normal RC beams were prepared. All the beams were subjected to a four-point flexural test. One beam was selected as the control beam and tested to failure, whereas the remaining beams were tested under a load of up to 50% of the ultimate load capacity of the control beam. The damaged beams were then strengthened using a UHPFRC layer with two different schemes; strip-shape and U-shape schemes, before all the beams were tested to failure. Findings Based on the test results, the control beam and all strengthened beams failed in the flexural mode. Compared to the control beam, the damaged-RC beams strengthened using the strip-shape scheme provided an increase in the ultimate load capacity ranging from 14.50% to 43.48% (or an increase of 1.1450 to 1.4348 times), whereas for the U-shape scheme beams ranged from 48.70% to 149.37% (or an increase of 1.4870–2.4937 times). The U-shape scheme was more effective in rehabilitating the damaged-RC beams. The UHPFRC mixtures are workable, as well easy to place and cast into the formworks. Furthermore, the damaged-RC beams strengthened using strip-shape scheme and U-shape scheme generated ductility factors of greater than 4 and 3, respectively. According to Eurocode8, these values are suitable for seismically active regions. Therefore, the strengthened damaged-RC beams under this study can quite feasibly be used in such regions. Research limitations/implications Observations of crack patterns were not accompanied by measurements of crack widths due to the unavailability of a microcrack meter in the laboratory. The cost of the strengthening system application were not evaluated in this study, so the users should consider wisely related to the application of this method on the constructions. Practical implications Rehabilitation of the damaged-RC beams exhibited an adequate structural performance, where all strengthened RC beams fail in the flexural mode, as well as having increment in the failure load capacity and ductility. So, the used strengthening system in this study can be applied for the building construction in the seismic regions. Social implications Aside from equipment, application of this strengthening system need also the labours. Originality/value The use of sand blasting on the surfaces of the damaged-RC beams, as well as the application of UHPFRC layers of different thicknesses and shapes to strengthen the damaged-RC beams, provides a novel innovation in the strengthening of damaged-RC beams, which can be applicable to either bridge or building constructions.

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Section: Resultsmentioning

confidence: 99%

Structural behaviour of the strengthened reinforced concrete beams using ultra high-performance fibre reinforced concrete layer

Nursyamsi

Tarigan

Aswin

et al. 2022

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“…As a result, a composite structure composed by the original OSD and UHPC is compactly formed through densely distributed shear nails. The steel-UHPC composite structure is not only used in new construction projects (Zhang et al, 2016), but also has been widely used in reinforcement projects, such as Yangtze River Bridge in China (Qin et al, 2022), Tianjin Haihe Bridge in China (Wang et al, 2020). After the strengthening of UHPC, an improvement of the fatigue resistance of the OSD can be expected.…”

Section: Introductionmentioning

confidence: 99%

Fatigue life prediction of orthotropic steel deck strengthened with UHPC under stochastic traffic load

Deng

2023

Front. Mater.

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In recent years, the ultra-high performance concrete (UHPC) has been increasingly used to strengthen orthotropic steel decks (OSD) to solve the cracking problems at fatigue-prone details and pavement damage. In this paper, the fatigue life of a cable-stayed orthotropic steel decks bridge under stochastic traffic loads is calculated before and after the orthotropic steel decks strengthened with the ultra-high performance concrete layer. The traffic data of the real bridge for 1 week is first obtained based on the weigh-in-motion system. Then, a stochastic traffic load on the bridge is simulated for its service life by the Monte Carlo method. A fatigue life analysis framework, which includes the traffic load simulation, a refined finite element model, the S-N curve and Miner linear cumulative damage criterion, is proposed for fatigue life prediction of orthotropic steel decks. For the bridge before reinforcement, the predicting results for the fatigue life of three fatigue-prone details, including the scallop cutout, rib-to-diagram and rib-to-deck joint are basically consistent with that of the actual bridge inspection results. After strengthening by ultra-high performance concrete, the fatigue life of the three structural details are increased from 15.87, 13.89, and 32.26 years to more than 100 years, respectively, as compared with the original orthotropic steel decks structure.

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“…Thanks to its exceptional strength, toughness, and durability (Shi et al, 2015), ultra-high-performance concrete (UHPC) has been used to reinforce the local stiffness of the OSDs under concentrated wheel loads, without significantly increasing the self-weight (Dieng et al, 2013;Shao et al, 2013). Initially, UHPC was utilized as a substitute for asphalt to resurface damaged OSDs (Zhu et al, 2018;Wang et al, 2020Wang et al, , 2021. Later, in some newly constructed bridges in China, the UHPC layer was cast monolithically after completing steel girder construction (Xue et al, 2020).…”

Section: Introductionmentioning

confidence: 99%

Numerical and experimental study of a segmentally prefabricated orthotropic steel–ultra-high-performance concrete composite deck for long-span cable-stayed bridges

Tan,

Fang,

Zhu

et al. 2023

Advances in Structural Engineering

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Utilizing the high strengths, toughness, and durability of ultra-high-performance concrete (UHPC), a segmentally prefabricated orthotropic steel–UHPC composite deck (POSUCD) system has been developed for long-span cable-stayed bridges. The deck system combines an orthotropic steel deck (OSD) with a reinforced UHPC layer using notched perfobond strips (NPBLs). The UHPC layer is prefabricated onto the OSD of the girder segment in the factory to form the POSUCD. After the precast UHPC layer is cured, the girder segments are transported to the bridge site and assembled. The precast UHPC layers are then connected via transverse wet joints before tensioning stay cables. Against the background of the Danjiangkou Reservoir Bridge with a main span of 760 m, finite element (FE) analysis was conducted to examine the stress state and flexural tests were carried out on local full-scale models to verify the feasibility of POSUCD. The results show that the prefabricated UHPC layer reduces the maximum static compressive stress of the steel deck in the girder system by 21%, and the stress ranges at fatigue-prone details of the steel deck are decreased by 28%–90% compared to traditional OSDs with asphalt overlay. Since the prefabricated UHPC layer helps withstand dead axial load in the main girder, the high compressive strengths of UHPC can be utilized more effectively than in deck systems with UHPC only used as a cast-in-situ overlay to resist vehicular wheel loads. The transverse wet joint interfaces were identified as the weakest aspect of the POSUCD, whether under tension or compression; however, their nominal flexural strengths along the longitudinal direction meet the required design standards. The shear resistance of NPBLs was also well confirmed by the minimal interfacial slip on the specimen when it reached the ultimate capacity under positive bending moment.

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Strengthening of steel decks for cable-stayed bridge using ultra-high performance concrete: A case study

Cited by 10 publications

References 32 publications

Structural behaviour of the strengthened reinforced concrete beams using ultra high-performance fibre reinforced concrete layer

Structural behaviour of the strengthened reinforced concrete beams using ultra high-performance fibre reinforced concrete layer

Fatigue life prediction of orthotropic steel deck strengthened with UHPC under stochastic traffic load

Numerical and experimental study of a segmentally prefabricated orthotropic steel–ultra-high-performance concrete composite deck for long-span cable-stayed bridges

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