Effect of interfacial surface preparation technique on bond characteristics of both NSC-UHPFRC and NSC-NSC composites

Mansour, Walid; Fayed, Sabry

doi:10.1016/j.istruc.2020.11.010

Cited by 36 publications

(8 citation statements)

References 27 publications

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“…In order to carry out the experiment comprehensively and efficiently, the specimens were selected by the orthogonal test [ 28 , 29 ]. Some representative points were selected from the comprehensive test.…”

Section: Equipment and Methodsmentioning

confidence: 99%

“…A 3D numerical finite element model (FEM) is proposed to simulate the bond behavior between the concrete and the UHPFRC plates, and this study reviews the analytical models that can predict the relationship between the maximum bond stress and the slip for the strengthened concrete elements [ 28 ]. The viscous UHPFRC material can fill the pores and the concaves on the NSC surface, causing the shear connectors to enhance the bond performance [ 29 ]. The steel connectors prevented the debonding failure pattern and enhanced both the ultimate failure load and the ductility index [ 30 ].…”

Section: Introductionmentioning

confidence: 99%

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Study on the Mechanical Properties of Perforated Steel Plate Reinforced Concrete

Zheng³

et al. 2022

Materials

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In this paper, the mechanical properties of perforated steel plate reinforced concrete were studied. Through the compression test of the specimen, the failure mode, the compressive ultimate bearing capacity, and the stress–strain curve of the specimen were obtained. The results show that the compressive strength of perforated steel plate reinforced concrete is twice that of the same grade of plain concrete; through the pull-out test of the specimen, the failure mode and the ultimate uplift bearing capacity were obtained. The finite element software ANSYS was used to simulate the perforated steel plate reinforced concrete specimen, and the results show that the model is reliable. Through the range analysis method, the influence degree of the three factors of the thickness of the perforated steel plate, the hole diameter, and the hole spacing on the compressive strength and the ultimate bearing capacity of the pull-out was studied, and the optimal solution was obtained. The analysis results show that the order of the three factors on the compression and pull-out tests is: the plate thickness of the perforated steel plate > the hole diameter > the hole spacing; the optimal combination of the compressive strength of the perforated steel plate reinforced concrete specimen is that the thickness of the perforated steel plate is 0.75 mm, the diameter of the perforated steel plate is 15 mm, and the spacing of the perforated steel plate is 5 mm; the optimal combination of the ultimate bearing capacity of the pull-out is that the thickness of the steel plate with holes is 1.0 mm, the diameter of the steel plate with holes is 15 mm, and the spacing of the steel plate with holes is 15 mm.

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Section: Equipment and Methodsmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Study on the Mechanical Properties of Perforated Steel Plate Reinforced Concrete

Zheng³

et al. 2022

Materials

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“…Tayeh [35], Mansour [36], and Fan [37] proposed the split test to examine the UHPC-NC interface bonding strength. As an indirect test method, the split test can overcome the shortcomings of the pull-off test.…”

Section: Split Testmentioning

confidence: 99%

Review of the Interfacial Bonding Properties between Ultrahigh-Performance Concrete and Normal Concrete

Yao

et al. 2023

Applied Sciences

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As a high-quality building material exhibiting excellent toughness and durability, ultrahigh-performance concrete (UHPC) is increasingly being used in the construction industry and as building reinforcement. During the reinforcement of existing concrete structures with UHPC, their interface is the weakest part of a structure. Interface bonding ensures the operation of two types of materials together. However, existing studies rarely report the bonding of the UHPC–normal concrete (NC) interface. Herein, the existing test methods and interface bonding mechanisms are summarized. Subsequently, the differences among relevant design codes are investigated by comparing different theoretical formulas. Important influencing factors of the reinforcement method, namely, interface roughness, fiber type and content, interface agent type and content, moisture content, existing concrete strength, cementitious material content, curing conditions, freeze–thaw cycles, and chloride ions, are also considered. Further, the enhancement mechanism of the characteristics of the UHPC–NC interface is clearly described. Finally, the shortcomings and application prospects of the interfacial bonding properties are highlighted.

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“…Te above investigations show that grooving is benefcial to improving the interface shear capacity, but the improvement is limited and some of the experimental results cannot yet reach the requirement of 14 MPa (interface shear strength) specifed by the American Concrete Institute. Mansour and Fayed [26] concluded that the interface shear strengths of UHPC-NC increased by 9-16%, 22-29%, 32-42%, and 41-46% at 3%, 6%, 10%, and 13% of the grooved area, respectively. Increasing the density and scale of the groove and turning the grooves into keyways is another idea to improve the interface shear strength.…”

Section: Introductionmentioning

confidence: 99%

Experimental Investigation on Shear Strength between Ultra-High-Performance Concrete and Normal Concrete Substrates

Jiang

Song

et al. 2023

Advances in Materials Science and Engineering

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Tunnel engineering in China has developed to the stage of both construction and maintenance, and the problem of structural defect is widespread. The cast-in-situ jacketed arch treatment takes a long time and has a great impact on traffic. It is urgent to develop prefabricated treatment technology, and the guarantee of mechanical properties of the prefabricated UHPC-post-cast NC interface is the key problem. Through the oblique shear test, combined with the XTDIC full-field strain monitoring system, the failure process and failure mode of UHPC-NC specimens were studied and analyzed under different interface keyway numbers (0, 1, 2, and 3), interface agents (meshless interface agent, cement slurry, silica fume modified cement slurry, modified cement slurry mesh, cement slurry, and expansion agent), and NC pouring grades (C30, C35, C40, and C50), as well as the influencing factors of shear strength, shear stiffness, and the slip model of the bonding interface. The results show that there are four typical failure modes in UHPC-NC under compression and shear, including complete interface failure (Class A), interface failure + NC shear failure (Class B), NC compression failure (Class C), and interface failure + NC compression failure + NC slip failure in the keyway (Class D). The complete interface failure type (Type A) without keyway treatment has sudden failure, and the keyway has the ability to disperse load and limit interface slip. The principal strain decreases along the normal sides of the interface, and the influence range of UHPC and NC sides is about 16.2 mm and 17.5 mm, respectively. In practice, the thinnest part of the treatment structure should not be less than 2 cm. The shear strength of the prefabricated UHPC-post-pouring NC interface is generally low, and the maximum shear strength of 13.9 MPa obtained by the test is still lower than the recommended value of 14–21 MPa of ACI 546.3R-14. In treatment design, the interface shear reinforcement can be introduced to ensure the cooperative bearing capacity. The shear strength of the prefabricated UHPC-post-poured NC interface is slightly affected by the interface agent and postpoured concrete grade and increases linearly with the increase in the number of keyways. When the number of keyways is equivalent to the roughness index, the relationship between the shear strength and the roughness is as follows: f s = 1.664 + 3.030 R z . Under the action of keyway, the interface slip of UHPC-NC can be simplified into four stages: the interface slip stage, the keyway strengthening stage, the shear yield stage, and the specimen failure stage. Based on this, a prefabricated UHPC-post-pouring NC interface slip model was proposed, and the experimental results of key parameters such as interface bond strength, stiffness, and slip amount at different stages were obtained by fitting. In the keyway strengthening stage, the shear stiffness increases linearly first and then tends to be stable with the increase in the number of keyways. The maximum shear stiffness is about 20 MPa/mm, and the maximum interfacial slip increases with the increase in the number of keyways, which improves the overall shear resistance. The results can be used in the design of a tunnel-fabricated treatment segment.

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Effect of interfacial surface preparation technique on bond characteristics of both NSC-UHPFRC and NSC-NSC composites

Cited by 36 publications

References 27 publications

Study on the Mechanical Properties of Perforated Steel Plate Reinforced Concrete

Study on the Mechanical Properties of Perforated Steel Plate Reinforced Concrete

Review of the Interfacial Bonding Properties between Ultrahigh-Performance Concrete and Normal Concrete

Experimental Investigation on Shear Strength between Ultra-High-Performance Concrete and Normal Concrete Substrates

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