Flexural Behavior of Inverted Steel Fiber-Reinforced Concrete T-Beams Reinforced with High-Yield Steel Bars
Abstract
:1. Introduction
2. Experimental Program
2.1. Specimen Parameters
2.2. Experimental Setup
2.3. Properties of Materials
3. Experimental Results and Discussion
3.1. Cracking and Failure Modes
3.2. Load–Deflection Behavior
3.3. Average Strain of Compressive Reinforcements
4. Numerical Investigation
4.1. FE Modeling
4.2. FEA Validation
4.2.1. Stress Distributions and Deformed Shapes
4.2.2. Comparisons between the Load–Deflection Curves
4.3. Effect on Ratio of Longitudinal Reinforcement with FEA Prediction
4.3.1. Stress Distributions and Deformed Shapes
4.3.2. Loads vs. deflections in FEA
4.3.3. Discussion of Load vs. Deflection in FEA
5. Conclusions
- In this group of experiments, the effects of adding steel fibers to concrete on the negative flexural failure performance of T-beams reinforced with two different strengths of reinforcements were obvious, especially the post-peak performance. However, the increments of flexural capacities and deflections in the mid-span were not significant, especially for the NF4N/S group beams reinforced with smaller-diameter reinforcements, for which almost no effect was observed on the performance of the T-beams.
- The experimental results indicated that, for reinforcements with a diameter of 14 mm but different strengths, the increments of the negative flexural capacity and deflections in the mid-span of the T-beams with 600 MPa were less than the corresponding data for the T-beams with 400 MPa.
- The negative flexural failure data for the SFRC T-beams showed that, within the range of reinforcements discussed for this group, the greater the diameter of the tensile reinforcement, the more significant the effects of the steel fibers, both for 400 and for 600 MPa T-beams. The influence of steel fibers on the performance of T-beams made with steel bars of different compressive strength is somewhat complex. The variation trends in ultimate load and deflection are related to the diameter of the tensile steel bars.
- Abaqus/standard 6.14-1 finite element software can successfully simulate the negative flexural failure processes of SFRC T-beams by properly adjusting the properties of the material in the models based on the performance of the material in the experiments. The numerical simulation results may be very close to those obtained during experimental processes (deviation value of key points is around 1~3%), such as for negative flexural capacity and deflection in the mid-span.
- With adjusted T-beam models, the finite element software Abaqus/standard 6.14-1 could successfully predict the negative flexural failure performance of other T-beams with different parameters. The simulation results were comparable to the theory that steel fibers can increase the negative flexural performance of T-beams. However, the greater the difference in the parameters updated from the experimental values, the lower the reliability of the prediction results.
Author Contributions
Funding
Data Availability Statement
Conflicts of Interest
References
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Series Code | Unit Weight (kg/m3) | |||||||
---|---|---|---|---|---|---|---|---|
Steel Fiber | Water | Cement | Fine Aggregate | Coarse Aggregate | Super Plasticizer | Antifreeze | ||
Volume Fraction (%) | Mass (kg/m3) | |||||||
B-0 | 0 | 0 | 155 | 515 | 675 | 1095 | 5.15 | 15.45 |
B-1 | 0.75 | 58.875 | 165 | 545 | 695 | 1045 | 5.45 | 16.35 |
Diameter (mm) | Length (mm) | Aspect Ratio (Lf/df) | Density (g/cm3) | Tensile (MPa) | Elastic Modulus (GPa) |
---|---|---|---|---|---|
0.5 | 30 | 60 | 7.85 | 1100~1300 | 200 |
Series Code | Comp. Strength fc,cube (MPa) | Average, fc,cube (MPa) | Elastic Modulus, Ec (GPa) | Strain at Peak Load, εcu | (Flexural)/Tensile Strength (MPa) | |
---|---|---|---|---|---|---|
B-0 | 58.3 | 59.5 | 35.8 | 0.00201 | 2.9427 | GB50010-2010 |
60.2 | 36.0 | 0.00204 | 2.9754 | |||
59.9 | 36.0 | 0.00203 | 2.9704 | |||
B-1 | 65.0 | 65.6 | 36.6 | 0.00209 | 5.9936 | Experiment |
66.5 | 36.7 | 0.00210 | 6.9024 | |||
65.3 | 36.6 | 0.00209 | 5.3792 |
Beam Type | Experiment | FEA | |||||
---|---|---|---|---|---|---|---|
Crack Load, Pcr (kN) | Ultimate Load, Pu (kN) | Deflection (mm) | Failure Mode | Ultimate Load, Pu (kN) | Deflection (mm) | Failure Mode | |
NF4N | 50.0 | 195.4 | 30.7 | flexure | 194.9 | 31.5 | flexure |
NF4S | 51.5 | 201 | 35 | flexure | 203.8 | 34.5 | flexure |
NF6N | 51.4 | 198.2 | 35.9 | flexure | 202.3 | 36 | flexure |
NF6S | 59.6 | 207.1 | 33.9 | flexure | 208.4 | 33.5 | flexure |
Diameter (mm) | Type | Ultimate Load (kN) | (PPF4S − PPF4N) /PPF4N(%) | Deflection (mm) | (DPF4S − DPF4N) /DPF4N(%) |
---|---|---|---|---|---|
6 | NF4N | 159.8 | −2.00 | 38.1 | −16.01 |
NF4S | 156.6 | 32.0 | |||
8 | NF4N | 176.1 | 0.74 | 38.4 | −19.27 |
NF4S | 177.4 | 31.0 | |||
10 | NF4N | 195.4 | 4.50 | 31.5 | 1.59 |
NF4S | 204.2 | 32.0 | |||
12 | NF4N | 203.8 | 17.03 | 34.5 | 18.84 |
NF4S | 238.5 | 41 |
Diameter (mm) | Type | Ultimate Load (kN) | (PPF6S − PPF6N) /PPF6N(%) | Deflection (mm) | (DPF6S − DPF6N) /DPF6N(%) |
---|---|---|---|---|---|
6 | NF6N | 156.6 | 7.73 | 21.3 | −0.47 |
NF6S | 168.7 | 21.2 | |||
8 | NF6N | 174.5 | 7.39 | 26.2 | −1.91 |
NF6S | 187.4 | 25.7 | |||
10 | NF6N | 202.4 | 2.96 | 36 | −6.94 |
NF6S | 208.4 | 33.5 | |||
12 | NF6N | 216.2 | 12.72 | 23 | 79.13 |
NF6S | 243.7 | 41.2 |
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Hou, Z.; Nordin, N. Flexural Behavior of Inverted Steel Fiber-Reinforced Concrete T-Beams Reinforced with High-Yield Steel Bars. Buildings 2024, 14, 894. https://doi.org/10.3390/buildings14040894
Hou Z, Nordin N. Flexural Behavior of Inverted Steel Fiber-Reinforced Concrete T-Beams Reinforced with High-Yield Steel Bars. Buildings. 2024; 14(4):894. https://doi.org/10.3390/buildings14040894
Chicago/Turabian StyleHou, Zhicheng, and Norhaiza Nordin. 2024. "Flexural Behavior of Inverted Steel Fiber-Reinforced Concrete T-Beams Reinforced with High-Yield Steel Bars" Buildings 14, no. 4: 894. https://doi.org/10.3390/buildings14040894