Experimental research and mechanical analysis on the <scp>bond‐slip</scp> behavior between concrete and corroded I‐shaped steel

Zhang, Yiteng; Wang, Mingnian; Guo, Xiaohan; Liu, Kerui; Yang, Henghong

doi:10.1002/suco.202000564

Cited by 11 publications

(5 citation statements)

References 31 publications

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“…The bond failure between shape steel and SFRC under push force is an energy transformation process, in which all the work performed by exter- dissipation. [32,33] In this paper, the work done by external force (W) can transform into two kinds of energy including elastic deformation energy (W a ) and interfacial energy dissipation (W b ). Besides, only the loading process of external load varying from 0 to P r was taken into consideration, because when external load drops to P r , the whole interface begins to occur relatively slip.…”

Section: Classification Of Energymentioning

confidence: 99%

Energy dissipation and damage on the interface of steel and steel fiber‐reinforced concrete composite column

Qian

Zheng

et al. 2022

Structural Design Tall Build

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To address the problems faced with steel-reinforced concrete (SRC) in construction, such as positional conflicts between steel and steel bars or difficulty in pouring concrete, a novel "Steel and Steel Fiber-Reinforced Concrete" (SSFRC) composite structure was proposed. Push-out tests of 34 SSFRC composite columns were carried out in this paper to study the interfacial bond performance from the perspective of energy dissipation. Based on loading-displacement (P-D) curves, the interfacial energy dissipation (W b ) and energy dissipation factor (λ) were introduced, and the influence of embedded length (L e ), steel fiber volume rate (ρ sf ), thickness of concrete cover (C ss ), and section type on W b and λ were analyzed. Test results indicated that circular column is better than square column in terms of W b and λ. The increase of L e , C ss , or ρ sf is beneficial to the improvement of W b , and λ is positively correlated with ρ sf and C ss but negatively correlated with L e . Additionally, the interfacial damage (D a ) was defined by the relationship between elastic deformation energy (W a ) and W b . It can be concluded that the ascent of L e and C ss can effectively delay the appearance of D a and inhibit the development of D a , respectively, and D a develops slowly with the increase of ρ sf at the later loading stage.

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Section: Classification Of Energymentioning

confidence: 99%

Energy dissipation and damage on the interface of steel and steel fiber‐reinforced concrete composite column

Qian

Zheng

et al. 2022

Structural Design Tall Build

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“…Bu et al [43][44][45][46] carried out static flexural performance tests and theoretical studies of the bearing capacity of beams of Ishaped steel encircled with UHPC with different strengths. Huang et al [47][48][49] developed a formula for predicting characteristic bond strength between profile steel and UHPC under different influences, as well as the distribution law of bond stress along the anchorage length, and put forward the bond-slip constitutive relationship between profile steel and UHPC. Shao et al [50] studied the construction, crack resistance, and load-bearing capacity of cast-in-place joints in the negative bending moment zone at the top of the pier of simply supported and then continuous main beams.…”

Section: Introductionmentioning

confidence: 99%

Experimental and Numerical Study on the Flexural Behaviors of Unbonded Prestressed I-Shaped Steel Encased in Ultra-High-Performance Concrete Beams

Deng,

Duan

et al. 2023

Buildings

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A novel type of traditional composite member-unbonded prestressed I-shaped steel encased in a UHPC (PSRUHPC) beam is proposed to reduce the brittleness of UHPC beams and improve their bearing capacity. A PSRUHPC beam, an unbonded prestressed UHPC (PRUHPC) beam, and an I-shape steel UHPC (SRUHPC) beam were manufactured, and their flexural static performances were assessed using a flexural comparison test. The test results reveal that the flexural process of the PSRUHPC beam is similar to that of ordinary reinforced concrete beams, and UHPC crushing in the compression zone is a sign of failure. Due to the bridge coupling effect of steel fiber, the crushed concrete still maintains good integrity without bursting, the UHPC in the tension zone remains functional after cracking, and the cracking inflection point of the load–deflection curve was not obvious. The PSRUHPC beam showed a significantly improved bearing capacity and flexural stiffness, its load–deflection curve exhibited significantly more energy consumption, and its bending ductility performance was improved, with better deformation properties. Compared with PRUHPC beams, PSRUHPC beams show a bearing capacity increase of 55.3%, a cracking load increase of 11.9%, and a displacement ductility coefficient increase of 76.2%. Compared with SRUHPC beams, PSRUHPC beams show a 15.4% increase in bearing capacity, a 50.2% increase in cracking load, and a 12.1% increase in displacement ductility coefficient. The application of prestress can significantly improve the stiffness of the beam prior to cracking. The cracking loads of prestressed ordinary concrete beams and steel-reinforced concrete beams account for 20–30% of their ultimate loads, which value was 40–50% for the tested beams. The change trend of strain in the section steel and UHPC is roughly the same at the same height, and the strains of the two deviated after most of the section steel yielded under tension, but they can generally work together. When the tested beams were cracked, multiple cracks appeared, which were fine and dense. The magnetic flux sensor cable force-monitoring system can better monitor the strand stress increment of unbonded prestressed steel UHPC beams, where the prestressed strand did not yield tension under the final state; the load–strand stress increment curve was basically the same as the load–deflection curve, and the stress increment of the unbonded steel strand positively correlated with the midspan deflection. Finite element simulation was used to verify the test results, and we determined the reinforcement ratios for non-prestressed and prestressed reinforcement, as well as the ratio of a steel-containing section, the effective prestress, the height of prestressed reinforcement, the position and strength of I-shaped steel, and whether or not the prestressed reinforcement was bonded. The effects of these parameters on the bearing capacity and displacement ductility coefficient of PSRUHPC beams were studied. The results can provide a reference for subsequent theoretical design calculations.

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“…16 The lowest limit of the bonding strength is given in the standards of many countries. [17][18][19][20] In recent years, the research has been extended to the bonding properties of stainless steel tubes, 21 recycled concrete, 22,23 selfcompacting concrete, 24,25 corroded steel, 26 etc.…”

Section: Introductionmentioning

confidence: 99%

Experimental research on interfacial bonding performance of high‐strength steel pipe and surrounding concrete/grout for assembled composite columns

Zhu,

Wang

2023

Structural Concrete

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High‐strength steel pipe joints are proposed for assembled composite columns. The steel pipe extends into the upper and lower prefabricated columns and is anchored by poured concrete or grout to realize the connection of the prefabricated columns. Bonding performance of high‐strength steel pipe and surrounding concrete/grout is critical to the joint reliability. Steel pipe push‐out test was carried out, considering parameters of steel pipe section specification, bonding length, bonding material, and outer wall treatment of the steel pipe. Comparative analysis of measured load–displacement/slip curves and calculated bond strength were conducted. Bonding length of 600 mm could provide sufficient bond strength. Increasing bonding length could delay the slippage, but the bond strength decreased. High‐strength grout significantly increased the peak load size. The slenderness ratio and diameter–thickness ratio of the steel pipe had no obvious influence on the bonding performance. Steel pipe with D114*25 section obtained higher bonding strength with smaller ratio of bonding area to cross‐sectional area. Spiral ribs welded to the outer wall of the steel pipe could effectively improve the bonding strength and delay the interface slip. With easy construction and reliable performance, spiral ribs were recommended to be applied in prRactical projects.

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Experimental research and mechanical analysis on the bond‐slip behavior between concrete and corroded I‐shaped steel

Cited by 11 publications

References 31 publications

Energy dissipation and damage on the interface of steel and steel fiber‐reinforced concrete composite column

Energy dissipation and damage on the interface of steel and steel fiber‐reinforced concrete composite column

Experimental and Numerical Study on the Flexural Behaviors of Unbonded Prestressed I-Shaped Steel Encased in Ultra-High-Performance Concrete Beams

Experimental research on interfacial bonding performance of high‐strength steel pipe and surrounding concrete/grout for assembled composite columns

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