Publications

Shear behavior of a novel bearing-shear connector for prefabricated concrete decks

Shear Performance of Keyway Interface Between UHPC and Normal Concrete

Editorial on Future Civil Engineering: Low Carbon, High Performance, and Strong Durability

The global transition towards a green and low-carbon economy has catalyzed an unprecedented transformation in civil engineering [...]

High toughness and R-curve behaviour of laminated SiC/graphite ceramics

Influence of fiber orientation and hybrid ratios on tensile response and hybrid effect of hybrid steel fiber-reinforced Cementitious Composites

Experimental investigation into the bending performance of pre-tensioned UHPC slabs with GFRP bars

Mechanical behavior of natural bonding interface in hollow steel-UHPC composite bridge deck

Capillary rise height of sulfate in Portland-limestone cement concrete under physical attack: Experimental and modelling investigation

Enhancing the toughness of bonding interface in steel-UHPC composite structure through fiber bridging

Study on Behavior of Waffle-Type Uhpc–Gfrp Composite Slab Under Two-Point Load

Traditional concrete bridge deck is usually the first component to appear the disease in the bridge structure, since the concrete in tension zone of traditional concrete bridge decks is liable to crack under vehicle loading. This study proposes a novel waffle-type UHPC–GFRP composite slab that can solve the cracking problem of traditional concrete bridge decks. The GFRP grid was partially embedded in the UHPC to transfer the shear force between the grid and UHPC. The remainder of the GFRP grid was exposed to form a ribbed structure similar to a "waffle plate." Five composite slab tests were conducted to investigate the mechanical properties of the proposed composite slab. Accordingly, the influences of the shear span-to-depth ratio, thickness of the UHPC layer, and embedded depth of the GFRP grid on the bending behavior of the composite slab were considered. The experimental results revealed three failure modes of the composite slabs: bending failure, shear failure, and GFRP interlaminar shear failure. The change in the shear span-to-depth ratio directly affected the failure mode of the composite slab. More specifically, the deeper the embedded depth of the GFRP grid, the higher the ultimate strength of the composite slabs. Lastly, a calculation method for the new waffle-type UHPC-GFRP composite slab is proposed, and the calculation error is controlled to be within 12%.

Shear performance of high-strength bolt-epoxy bonding composite connector in steel-concrete composite structure

Shear behavior of groove-plate nested connectors in prefabricated steel-concrete composite beams

Ablative properties of laminated ZrB2-SiC ceramic modified by SiC whisker in oxyacetylene environment

Change on shear strength of concrete fully immersed in sulfate solutions

Cracking characteristics and pore development in concrete due to physical attack

Mechanical and ablation properties of laminated ZrB2-SiC ceramics with Si3N4 whisker interface

Study on Bending Performance of Epoxy Adhesive Prefabricated UHPC-Steel 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 and growth deflection of CD‐ERA‐P‐ λ 4.44 are higher than those of other specimens in terms of the load‐deflection curve. The ultimate load of CD‐ERA‐P‐ λ 3.33 is lower than that of CD‐ERG‐P‐ λ 3.33 , 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.

Static and Fatigue Performance of UHPC-Strengthened Steel–Concrete Transition Segment

This study conducted a 1:3 scale model test to investigate the improvement mechanism of damaged steel–concrete transition segments strengthened by UHPC. Meanwhile, a void region was introduced at the bottom of the transition segment to simulate the grouting defect in practical engineering. Then, static and fatigue tests on these transition segments were carried out on different parameters, including non-strengthening, UHPC strengthening and UHPC strengthening combined with void repair. Digital image correlation (DIC) was employed to characterize the global strain field of the transition segment. The experimental results show that UHPC strengthening reduced the relative displacement by 0.06 mm (46.2%), while UHPC strengthening combined with void repair achieved a reduction of 0.13 mm (96%). The average strain at critical points of the transition segment decreased by 76.2% after UHPC strengthening, while a greater reduction of 86.5% was achieved when UHPC strengthening was combined with void repair. In addition, crack propagation was effectively inhibited following UHPC strengthening. The refined finite element analysis results indicated that the predicted damage state at 1.0 P was in good agreement with the experimental observations, and under the 1.3 P overload condition, the difference between calculated and measured loads at the same displacement level was only 2.5%, and most of the stresses remained below the tensile and compressive strengths of UHPC. Finally, the proposed predictive method for the circumferential tensile stress of the transition segment exhibited a prediction error of 5%, indicating satisfactory accuracy.