Bond Properties of Steel Bar in Concrete under Water Environment

Li, Song; Qu, Fulai; Liu, Guirong; Zhao, Shunbo

doi:10.3390/ma12213517

Cited by 8 publications

(10 citation statements)

References 16 publications

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“…This indicates that the shape coefficient α w cannot reflect the effect of steel fiber on the descending portion. Model 4: Based on fib Model Code 2010 and China Code GB50010-2010, the typical shape of bond stress-slip curves as presented in Figure 14 was proposed by Song et al [15]. The ascending curve was the same as formula (5).…”

Section: Modelmentioning

confidence: 99%

“…In some prediction models, the ascending curve is also divided into several parts such as micro-slip stage, slip stage and splitting stage [12][13][14]. Meanwhile, some simple models were also proposed, and the ascending and descending portions are each expressed by a formula [15,16].…”

Section: Introductionmentioning

confidence: 99%

“…Based on the test results, fitting analyses were performed to get the formulas of bond stress and slip at these key points, which represent different bonding ability with the loading process. Finally, the test curves were compared with the calculation results of existing formulas proposed in the literature [10,[12][13][14][15][16], and a model was selected for predicting the bond stress-slip of ribbed steel bar in SFRELC.…”

Section: Introductionmentioning

confidence: 99%

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Bond of Ribbed Steel Bar in High-Performance Steel Fiber Reinforced Expanded-Shale Lightweight Concrete

Zhao

Liu

et al. 2021

Buildings

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For the structural application of high-performance Steel Fiber Reinforced Expanded-shale Lightweight Concrete (SFRELC), a reliable bond of ribbed steel bar should be ensured. In this paper, an experimental study was carried out on the bond properties of ribbed steel bar embedded in SFRELC by the direct pull-out test. The SFRELC was produced with a strength grade of 35 MPa and a volume fraction of steel fiber as 0%, 0.8%, 1.2%, 1.6% and 2.0%, respectively. Fifteen groups of specimens were made with a central placed steel bar with diameter of 14 mm, 20 mm and 28 mm, respectively. Complete bond stress-slip curves were determined for each group of specimens, and the characteristic values of bond-stress and slip at key points of the curves were ascertained. Results show that the bond strength, peak-slip and residual bond strength increased with the increase of the volume fraction of steel fiber. With the increase of steel bar diameter, bond strength decreased while the peak-slip increased, and the descending curves became sharp with a decreased residual bond strength. Formulas for calculating the bond strength and peak-slip were proposed. The relationships were determined for the splitting bond strength, residual bond strength with the bond strength, the splitting bond slip and residual bond slip with the peak-slip. Combined with rational fitting analyses of bond strength and slip, a constitutive model was selected for predicting the bond stress-slip of ribbed steel bar in SFRELC.

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Section: Modelmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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Bond of Ribbed Steel Bar in High-Performance Steel Fiber Reinforced Expanded-Shale Lightweight Concrete

Zhao

Liu

et al. 2021

Buildings

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“…Current scientific and materials research focuses on the local failure mechanism, leaving aside the global load-bearing capacity of the element to which the new element is to be fixed. Despite the efforts of modern researchers on the influence of various adverse conditions such as anchoring of bars in a wet hole [ 8 ] and the influence of the thickness of the adhesive on the bond with the concrete [ 9 ], one cannot expect an evaluation of these factors on the load-bearing capacity in the form of standard provisions.…”

Section: Introductionmentioning

confidence: 99%

Concrete Tank Failure as the Result of Implementing Wrong Boundary Conditions for Wall Support—Case Study

et al. 2021

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Damage to large reinforced concrete structures is rarely due to design errors. Sometimes, however, a small error can lead to major damage and costly repairs. The article describes the damage, the results of non-destructive and destructive tests, the results of numerical calculations, and the method of repairing a reinforced concrete tank in a sewage treatment plant. The failure was caused by applying the wrong boundary conditions to the reinforced concrete wall support inside an existing biological reactor. During leak testing, one of the new walls cracked and was displaced, which resulted in the tank leaking. An inspection of wall damage and displacement was carried out on termination of the leak testing and while the tank was draining. The causes of the failure were determined based on the inventory information and numerical simulations. Both non-destructive tests of reinforcement and concrete and destructive tests of concrete were carried out. The concrete class of the foundation slab was determined based on a compression test of sample cores obtained from drilling. The aim of the non-destructive tests was to indicate the location and diameter of reinforcement in the damaged wall using electromagnetic and radar methods, as well as the location of internal defects using ultrasonic and radar methods. It was found out that the failure was a result of an incorrect determination of the anchoring length of the reinforcement. Based on the analysis, a plan to repair the damaged wall was formulated and then successfully implemented. In the article the authors proposed the IVD (identification-verification-design) scheme to make the design easier in similar cases.

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“…The volume expansion caused by the corrosion of reinforcing bars in concrete leads to cracking or spalling in the concrete protective layer as corrosion develops, followed by durability failure of the concrete structure [1,2]. Corrosion of steel bars leads to a decrease in the bonding force with concrete [3][4][5][6]. Steel corrosion has caused incalculable damage to several RC structures, necessitating their repair or removal.…”

Section: Introductionmentioning

confidence: 99%

Concrete Protective Layer Cracking Caused by Non-Uniform Corrosion of Reinforcements

et al. 2019

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The volume expansion of reinforcement corrosion products resulting from the corrosion of steel reinforcement embedded into concrete causes the concrete’s protective layer to crack or spall, reducing the durability of the concrete structure. Thus, it is necessary to analyze concrete cracking caused by reinforcement corrosion. This study focused on the occurrence of non-uniform reinforcement corrosion in a natural environment. The characteristics of the rust layer were used to deduce the unequal radial displacement distribution function of concrete around both angular and non-angular bars. Additionally, the relationship between the corrosion ratio and the radial displacement of the concrete around the bar was established quantitatively. Concrete cracking due to the non-uniform corrosion of reinforcements was simulated using steel bars embedded in concrete that were of uneven displacement because of rust expansion. The distribution of the principal tensile stress around the bar was examined. A formula for calculating the critical radial displacement at the point when cracking began was obtained and used to predict the corrosion ratio of the concrete cover. The determined analytical corrosion ratio agreed well with the test result. The effect factor analysis based on the finite element method indicated that increasing the concrete strength and concrete cover thickness delays concrete cracking and that the adjacent rebar causes the stress superposition phenomenon.

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Bond Properties of Steel Bar in Concrete under Water Environment

Cited by 8 publications

References 16 publications

Bond of Ribbed Steel Bar in High-Performance Steel Fiber Reinforced Expanded-Shale Lightweight Concrete

Bond of Ribbed Steel Bar in High-Performance Steel Fiber Reinforced Expanded-Shale Lightweight Concrete

Concrete Tank Failure as the Result of Implementing Wrong Boundary Conditions for Wall Support—Case Study

Concrete Protective Layer Cracking Caused by Non-Uniform Corrosion of Reinforcements

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