Review of Bond-Slip Behavior between Rebar and UHPC: Analysis of the Proposed Models
Abstract
:1. Introduction
2. Composition of Bond Behavior
3. Bond Test Types
3.1. Pull-Out Test
3.2. Beam-Type Test
4. Factors Affecting Bond Strength
4.1. Concrete Compressive Strength
4.2. Steel Fiber Volume Content
4.3. Relative Concrete Cover Thickness
4.4. Relative Bond Length
5. Ultimate Bond Strength Formula
6. Bond-Slip Constitutive Model
6.1. Ascending Curve
6.2. Descending Curve
6.3. Comparison between Linear and Non-linear Forms
6.4. Simulation of Bond Behavior in Finite Element Analysis (FEA)
7. Conclusions and Prospects
7.1. Conclusions
- The factors influencing the bond behavior between rebar and UHPFRC are categorized into three aspects: rebar, concrete, and test design. Among these factors, UHPFRC strength, rebar strength, steel fiber content, relative concrete cover thickness, and relative bond length are the primary factors that impact the bond behavior of UHPFRC.
- There are various expressions for the ultimate bond strength, most of which are empirical formulas derived from test results, while others are theoretical formulas involving numerous influencing factors. By referencing the test results of other researchers, it is observed that incorporating the primary effects of rebar, concrete, and test conditions leads to universal and accurate calculation models.
- The bond-slip constitutive relationship between rebar and UHPC has various forms. Using the nonlinear constitutive relation for the ascending branch reflects the bond behavior. Assuming that the residual bond stress is determined in the descending branch, the bi-linear form is superior to the nonlinear form. However, after fitting the parameters of the nonlinear descending segment based on the test results, the predictive ability of the nonlinear descending segment will be better than that of the bi-linear form.
7.2. Prospects
- UHPC or UHPFRC is used to construct bridges, buildings, and other structures. Considering the construction environment of the project, it is essential to account for the independent or coupled effects of high temperature, impact, freeze-thaw cycles, vibration, erosion, and other factors on the bond behavior. Additionally, the corresponding calculation model should be proposed according to the local environmental characteristics.
- Owing to the complex bond mechanism, the heterogeneous development of UHPC-related standards across different countries, and the variations in material selection and test conditions, there exist discrepancies among the results of different calculation models. While most models are applicable only within the range of the test parameters, only a few researchers have proposed theoretical calculation models based on the principles of elastic mechanics theory. Developing a universal calculation model based on the energy principle may be possible in future research.
- The prediction of bond behavior involves multiple parameters and nonlinear constitutive relationships. Pull-out test specimens are easily prepared in batches and demand simple experimental requirements. Therefore, collecting experimental parameters and results from various literature and compiling a database, the subsequent research on the bond behavior is conducted based on deep learning technology.
Author Contributions
Funding
Data Availability Statement
Acknowledgments
Conflicts of Interest
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References | Equations |
---|---|
An and Zhang [12] | ; |
Jia [13] | |
Deng and Yuan [17] | |
Liu [14] | |
Sun et al. [24] | ; |
Roy et al. [29] | |
Sturm and Visintin [11] | |
Khaksefidi et al. [26] | |
Fang et al. [32] | ; |
Pishro et al. [38] | |
Hu et al. [21] | |
Chen [34] | ; |
Ma et al. [33] | Anchorage: Lap: , when is greater than 5, takes 5. |
Yang et al. [39] | |
Liang et al. [19] | ; |
Li [16] | Formula for 16 mm diameter rebar: Formula for 12 mm diameter rebar: Formula for 8 mm diameter rebar: |
Li et al. [72] | |
Liu et al. [73] | Linear regression model: Nonlinear regression model: |
References | Number | (MPa) | (mm) | (%) | (mm) | (mm) | (MPa) | (MPa) | |
---|---|---|---|---|---|---|---|---|---|
Hu et al. [21] | 19 | 100.2–159.8 | 20–56 | 0–3.0 | 16–71 | 8–25 | 442.3–618.0 | 581.1–791.9 | 7/0.18 |
Alkaysi and El-Tawil [27] | 25 | 88.0–191.0 | 50–100 | 1.0–2.0 | 65.5–68.5 | 13–19 | 415.5–497.9 | 586.4–707.7 | 19/0.2 |
Qi et al. [36] | 32 | 150.4 | 32–160 | 2.0 | 8–40 | 16–20 | 428.4–437.2 | 573.4–586.3 | 13/0.2 |
Deng and Yuan [17] | 27 | 135.3–170.7 | 24–72 | 1.5–3.0 | 66–71 | 8–18 | 566.7–589.4 | 682.0–738.9 | 13/0.2 |
Zhang [77] | 27 | 132.2–166.3 | 18–120 | 1.0–2.0 | 25–70 | 10–20 | 454.8–573.6 | — | 12/0.22 |
Yoo et al. [48] | 12 | 184.9–207.2 | 16–32 | 1.0–4.0 | 67 | 16 | — | 607.0–766.0 | 13/0.2 |
Kyung et al. [78] | 40 | 183.3 | 9.5–66.6 | 2.0 | 9.5–90 | 10–22 | 400.0–700.0 | — | 13/0.2 |
Jia [13] | 11 | 88.7–141.2 | 50–80 | 0–2.0 | 15–25 | 16 | 378.0 | 550.0 | 13~15/0.22 |
Shao and Ostertag [79] | 5 | 124.8–189.6 | 30–40 | 1.0 | 25–51 | 16–25 | 713.0–721.0 | — | 13/0.2 |
Shao et al. [23] | 6 | 172.7–174.0 | 48 | 1.0–2.0 | 24 | 16 | 470.0 | 674.0 | 13/0.2 |
References | Constitutive Model |
---|---|
Yoo et al. [48] | ; , |
Liu [14] | |
Marchand et al. [70] | ; , , , is distance between rebar ribs, |
Zhou and Qiao [28] | Ascending: Descending: , |
Sturm and Visintin [11] | Splitting failure: Pull-out failure: ; , |
Cheng et al. [80] | ; |
Yang et al. [39] | ; , , , |
Liang et al. [19] | Ascending: Descending: , , |
Shao et al. [23] | ; , |
Zhang et al. [35] | ; Before rebar yields: ; ; ; is distance between rebar ribs; After rebar yields: ; ; ; ; |
References | ||
---|---|---|
Marchand | 3.000 | — |
Zhou | 0.250 | 0.010 |
Sturm | 0.500 | 0.645 |
Yang | — | — |
Liang | 0.805 | 0.157 |
Shao | — | — |
Zhang | 0.400 | — |
References | Number | Marchand | Zhou | Sturm | Yang | Liang | Shao | Zhang | |
---|---|---|---|---|---|---|---|---|---|
Hu et al. [21] | 20 | 85% | 34.0% | 47.9% | 61.6% | 100.0% | 33.1% | 66.1% | 55.8% |
15 | 50% | 30.8% | 81.2% | 84.7% | 19.9% | 48.0% | 16.9% | 29.8% | |
Liang and Huang [67] | 22 | 85% | 84.6% | 50.4% | 58.8% | 119.5% | 30.9% | 40.4% | 129.0% |
21 | 50% | 95.4% | 74.8% | 73.1% | 59.8% | 21.6% | 42.8% | 99.2% | |
Zhang et al. [15] | 21 | 85% | 30.9% | 44.3% | 56.8% | 41.0% | 33.1% | 26.2% | 66.5% |
13 | 50% | 44.8% | 66.7% | 73.5% | 28.3% | 19.6% | 27.3% | 48.0% |
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Huang, Y.; Liu, Y. Review of Bond-Slip Behavior between Rebar and UHPC: Analysis of the Proposed Models. Buildings 2023, 13, 1270. https://doi.org/10.3390/buildings13051270
Huang Y, Liu Y. Review of Bond-Slip Behavior between Rebar and UHPC: Analysis of the Proposed Models. Buildings. 2023; 13(5):1270. https://doi.org/10.3390/buildings13051270
Chicago/Turabian StyleHuang, Yuan, and Yuming Liu. 2023. "Review of Bond-Slip Behavior between Rebar and UHPC: Analysis of the Proposed Models" Buildings 13, no. 5: 1270. https://doi.org/10.3390/buildings13051270