Flexural behavior of corrugated steel-UHPC composite bridge decks

Cheng, Zhenyu; Zhang, Qinghua; Bao, Yi; Deng, Penghao; Wei, Chuan; Li, Mingzhe

doi:10.1016/j.engstruct.2021.113066

Cited by 47 publications

(16 citation statements)

References 46 publications

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“…Te bottom of the FE model is fxed, which is consistent with the test specimen. Te material constitutive laws of UHPC were identical to those in [32] and the adopted material parameters were consistent with the material properties in Section 2.2. Te steel plate and rebars were simulated with elastic modulus of 200 GPa.…”

Section: Discussionmentioning

confidence: 58%

Fatigue Performance of Steel–UHPC Composite Bridge Deck System with Large Longitudinal Rib

Zhou

Wei

Liang³

et al. 2022

Advances in Materials Science and Engineering

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A critical problem in the development and application of orthotropic steel bridge decks (OSDs) is fatigue cracking, which is determined by the deck’s structural system, mechanical characteristics, load, and external environmental factors. The development of bridge deck systems with high fatigue resistance is increasingly gaining interest in the field of bridge deck design. An effective method for improving the fatigue life of OSDs is the introduction of an ultra high performance concrete (UHPC) layer to enhance OSD’s stiffness. In this study, two types of experiments were performed to investigate the transverse and longitudinal fatigue behaviors of a steel–UHPC composite bridge deck with large longitudinal ribs. The experiments show that the application of a 70-mm-thick UHPC layer effectively reduces the stress intensity at key fatigue details in OSDs. The influence of the UHPC layer on the OSD fatigue performance was evaluated by experiments and finite element analysis. After the formation of microcracks on the UHPC surface layer, the composite bridge deck system continued to exhibit adequate fatigue performance. Moreover, the effects of damage accumulation on the UHPC layer and studs in transverse specimens were evaluated.

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Section: Discussionmentioning

confidence: 58%

Fatigue Performance of Steel–UHPC Composite Bridge Deck System with Large Longitudinal Rib

Zhou

Wei

Liang³

et al. 2022

Advances in Materials Science and Engineering

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“…Curved through-holes are opened through the webs, mainly for the arrangement of horizontal reinforcement. However, the bond–slip performance of M-section steel in concrete is quite different from the currently studied steel bar in concrete [ 8 , 9 , 10 , 11 , 12 , 13 ], steel-reinforced concrete [ 14 , 15 , 16 ], steel-reinforced recycled concrete [ 17 , 18 , 19 , 20 , 21 , 22 , 23 , 24 , 25 ], steel-reinforced engineered cementitious composites [ 26 , 27 , 28 ], and steel plate in concrete [ 29 , 30 , 31 , 32 , 33 ]. Therefore, to achieve the popularization of M-section steel-skeleton shear walls, it is very necessary to carry out further research on the interfacial bonding behavior between M-section steel and concrete.…”

Section: Introductionmentioning

confidence: 90%

Study of Bond–Slip Behavior and Constitutive Model of a New M-Section Steel-Skeleton Concrete

Wei

Yang

et al. 2022

Materials

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In this study, the bond–slip behavior between a new type of M-section steel skeleton (i.e., M-section steel) applied in assembled shear wall structures and concrete was investigated. First, push-out tests were conducted on 21 M-section steel–concrete (MSSC) specimens, wherein the effects of the concrete cover, concrete strength, and anchorage length on the bond strength between the M-section steel and concrete were considered. Further, the crack patterns, strain distribution of M-section steel, and bond–slip curves of the MSSC specimens were investigated using conventional strain measurement and a non-contact optical three-dimensional deformation measurement system, Digital Image Correlation–3D (DIC-3D). The experimental results demonstrated that the bond–slip curves of the MSSC specimens were divided into four stages: the linear ascending, non-linear ascending, non-linear descending, and residual stages. The initial average bond strength was mainly affected by the concrete strength and anchorage length, whereas the concrete cover and anchorage length influenced the residual average bond strength , and the ultimate average bond strength was affected by the concrete strength, concrete cover, and anchorage length. Consequently, a bond–slip constitutive model of M-section steel and concrete was proposed based on the experimental results, and consistency was observed in comparison with the test results, which verified the applicability of the proposed model. Furthermore, to verify the rationality of the bond–slip constitutive model, a numerical simulation was performed, wherein the bond–slip curves, stress clouds, and interfacial bond damage process of the MSSC specimens were investigated. The numerical simulation results indicated that the bond–slip constitutive model could accurately predict the entire failure process of the MSSC specimens.

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“…Ultra-high performance concrete (UHPC), a new type of steel fiber reinforced concrete (Hung et al, 2021), has good fluidity (minimum slump is 200-250 mm (Alkaysi and El-Tawil, 2017)), high strength (compressive strength greater than 120 MPa (Zhu et al, 2020), tensile strength greater than 5 MPa (Meng and Khayat, 2017)), impact resistance (Wu et al, 2019) and excellent durability (Charron et al, 2008). Under the excellent mechanical properties of UHPC, the stiffness of OSD is significantly enhanced, and the thin pavement thickness can also ensure the crack resistance of the pavement layer, thereby realizing the light weight of the steel deck and improving the durability and service life of the steel deck (Cheng et al, 2021;Feng et al, 2021;Liu et al, 2022).…”

Section: Introductionmentioning

confidence: 99%

Bending behavior of steel-UHPC composite bridge deck based on epoxy adhesive

Jiang

Deng

et al. 2022

Front. Mater.

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Using ultra-high performance concrete (UHPC) as the pavement layer on the orthotropic steel deck (OSD) can greatly enhance the rigidity to solve the fatigue cracking of the steel deck and the resulting damage to the pavement layer. However, the thin UHPC layer limits the extensive use of the short stud connector. In this study, three types of interfaces were designed by introducing different additives into the epoxy matrix, and the shear properties of each interface and short stud connector were compared. Then, the influence of short stud connectors and optimized interface on the composite bridge deck’s bending property was analyzed through the composite bridge deck’s bending test. Moreover, the mechanical behavior of the interface in the composite bridge deck is discussed based on the finite element model. The results show that the ultimate load of the composite bridge deck with the optimized interface is reduced by 21.5% compared with that of the composite bridge deck with the short stud connector. However, the composite bridge deck with the optimized interface has higher bending stiffness before failure and is less affected by cyclic loading. Moreover, the composite bridge deck with the optimized interface is unsuitable for cyclic loading conditions when the defect area reaches 30%. Finally, the numerical simulation of the composite bridge deck with the optimized interface is successfully realized based on the cohesive zone model, and the applicability of the interface in the composite bridge deck is verified.

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Flexural behavior of corrugated steel-UHPC composite bridge decks

Cited by 47 publications

References 46 publications

Fatigue Performance of Steel–UHPC Composite Bridge Deck System with Large Longitudinal Rib

Fatigue Performance of Steel–UHPC Composite Bridge Deck System with Large Longitudinal Rib

Study of Bond–Slip Behavior and Constitutive Model of a New M-Section Steel-Skeleton Concrete

Bending behavior of steel-UHPC composite bridge deck based on epoxy adhesive

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