Wheel-load-running fatigue test of an UHPFRC-steel composite bridge deck

2021 ◽  
pp. 2871-2878
Author(s):  
D. Makino ◽  
Y. Gouda ◽  
H. Mitamura ◽  
S. Matsui
Keyword(s):  
Fatigue Test ◽  
Bridge Deck ◽  
Wheel Load ◽  
Composite Bridge ◽  
Steel Composite ◽  
Composite Bridge Deck

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

2022 ◽  
pp. 136943322110646
Author(s):  
Yang Huang ◽  
Shiming Chen ◽  
Ping Gu
Keyword(s):  
Fatigue Strength ◽  
Bridge Deck ◽  
Fatigue Loading ◽  
Element Model ◽  
Fatigue Tests ◽  
Nominal Stress ◽  
Composite Bridge ◽  
Steel Composite ◽  
Welded Connection ◽  
Composite Bridge Deck

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.

scholarly journals Study on Bending Performance of Epoxy Adhesive Prefabricated UHPC-Steel Composite Bridge Deck

2021 ◽  
Vol 2021 ◽  
pp. 1-16
Author(s):  
Jinlong Jiang ◽  
Yang Zou ◽  
Jun Yang ◽  
Jianting Zhou ◽  
Zhongya Zhang ◽  
...  
Keyword(s):  
Bridge Deck ◽  
Epoxy Adhesive ◽  
Interface Element ◽  
Steel Bridge ◽  
Interface Failure ◽  
Bending Performance ◽  
Shear Span ◽  
Composite Bridge ◽  
Steel Composite ◽  
Composite Bridge Deck

UHPC has high strength, high toughness, and excellent durability. For orthotropic steel bridge deck pavement, UHPC can significantly increase the bridge deck’s stiffness and then solve the problems of fatigue cracking and pavement damage of the bridge deck. However, if UHPC adopts cast-in-place construction, its self-shrinkage can easily cause shrinkage cracks, and it requires high maintenance conditions. Meanwhile, the traditional stud connection will bring a great deal of welding work and cause welding fatigue. In contrast, prefabricated UHPC pavement and orthotropic steel bridge deck can greatly reduce the amount of welding of studs on the bridge deck through epoxy bonding, thus speeding up the construction process and avoiding the risk of cracking caused by UHPC self-shrinkage. In order to consider the influence of the surface state of interface and ratio of shear span to depth on flexural behavior of epoxy adhesive prefabricated UHPC-steel composite bridge deck, positive bending moment loading test with different ratios of shear span to depth was carried out, and the failure mode, load-deflection curve, interface slip, and strain distribution of the specimens were obtained. Finally, based on the cohesive interface element, the prefabricated UHPC-steel epoxy bonding interface was successfully simulated. The test results show that each specimen’s loading stage can be divided into the elastic stage, crack initiation stage, interfacial crack propagation stage, interface failure stage, and yield stage. The specimen’s ultimate failure is that the interface failure is prior to the yield at the bottom of the steel plate. During the loading process, the bending performance shows that the ultimate load P B i and growth deflection Δ δ B i C i of CD-ERA-P-λ4.44 are higher than those of other specimens in terms of the load-deflection curve. The ultimate load of CD-ERA-P-λ3.33 is lower than that of CD-ERG-P-λ3.33, which decreases by 4.6%, but the increasing deflection increases by 75%. Simultaneously, the interface slip of the specimen is similar, which further shows that the specimen has the best bending performance when the surface of the steel plate is rough (R) and the surface of the prefabricated UHPC plate is grooved (A). No matter what kind of surface is used at the interface, the reduction of the ratio of shear span to depth will aggravate the ultimate failure of the interface and the cracking of the precast UHPC slab. Finally, the bending performance of epoxy adhesive prefabricated UHPC-steel composite bridge deck is successfully simulated based on the cohesive interface element, which is verified by the test results.

Study on Mechanical Behavior of Negative Bending Region Based Design of Composite Bridge Deck

2017 ◽  
Vol 16 (5) ◽  
pp. 489-497 ◽  
Author(s):  
Lu Peng-zhen ◽  
Cheng Lin-feng ◽  
Li Yang ◽  
Li Zheng-lun ◽  
Shao Hua
Keyword(s):  
Mechanical Behavior ◽  
Bridge Deck ◽  
Composite Bridge ◽  
Negative Bending ◽  
Composite Bridge Deck
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