Experimental and Numerical Analysis of Flexural Properties and Mesoscopic Failure Mechanism of Single-Shell Lining Concrete
Abstract
:1. Introduction
2. Experimental Programs
2.1. Materials and Proportions
2.2. Fabrication of Specimens and Loading Method
2.2.1. Rebound Strength Test
2.2.2. Pure Bending Test
- (1)
- The concrete reaches the ultimate compressive strain (crushing) (strain gauges are arranged on the compression zone).
- (2)
- The maximum crack width at the tension zone reaches or exceeds 2.5 mm.
- (3)
- The load cannot continue to increase.
3. Results
3.1. The Rebound Strength
3.2. Results of Four-Point Bending Test
3.2.1. Failure Mode of Specimens
3.2.2. The Deflection of Concrete
3.3. The Prediction of Flexural Strength
3.3.1. The Cracking Load
3.3.2. The Ultimate Load
3.4. The Optimum Content of Steel Fiber
4. The Discrete Element Simulation of SFRC
4.1. Establishment of the Refined Model for SFRC
4.1.1. The Steel Fiber
4.1.2. The Compressive Strength
4.1.3. The Results of the Screening Test
4.2. The Meso-Mechanical Properties of SFRC
4.2.1. The Development of Microcracks
4.2.2. The Force Chain Network
4.2.3. The Displacement Nephogram
4.3. The Crack Resistance Mechanism of Steel Fiber
5. Conclusions and Future Work
- (1)
- The steel fiber in question (Dramix 4D 80/60 BG) can improve the compressive strength of concrete. The compressive strength of SFRC20 and SFRC30 was increased by 1.3% and 34.3%, respectively, while that of SFRC40 decreased by 1.3%, indicating that too much steel fiber has a negative effect on the compressive strength of concrete.
- (2)
- The cracks on SFRC are subtler, more numerous, and widely distributed under the bending load, but the cracks on PC are highly developed. The cracking loads of SFRC20, SFRC30, and SFRC40 were increased by 34.57%, 90.48%, and 24.87%, respectively, which shows the significant effect of steel fibers on the crack resistance of concrete. The optimal fiber content for the cracking capacity of SFRC was 31.19 kg/m3. The ultimate load of SFRC20, SFRC30, and SFRC40 was increased by 28.12%, 47.22%, and 40.59%, respectively, suggesting that steel fiber effectively improves the flexural capacity of concrete. The optimal fiber content for the flexural performance of SFRC was 31.06 kg/m3.
- (3)
- The refined discrete element numerical model for SFRC beams was obtained. The numerical results were compared with the experimental results, showing good agreement. The DEM models established using PFC2D could simulate the failure process of the beams. The crack first appears at the place where the contact is weak, the edge of the crack is full of compressive force chains, and the tensile force chains are concentrated at the top of the crack. With the development of the crack, the horizontal displacement difference between the left and right sides of the crack becomes larger and larger, which accelerates the development of the crack width.
- (4)
- The crack resistance mechanism of steel fiber is that the horizontally distributed steel fiber bridges both sides of the crack to inhibit crack development. In addition, the vertically distributed steel fiber guides the crack to the large particles with strong contact force by changing the development direction of the crack, thus inhibiting crack height development in the later stage. The numerical results explained the phenomenon of the macroscopic test from a microscopic scale.
Author Contributions
Funding
Data Availability Statement
Conflicts of Interest
References
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Specimens | Steel Fiber/ kg | Fly Ash/ kg | Fine Aggregate/kg | Coarse Aggregate/kg | Water Reducer/ kg | Water/ kg | Cement/ kg | |
---|---|---|---|---|---|---|---|---|
5.0~10.0/ mm | 10.0~20.0/ mm | |||||||
PC0-1~6 | 0 | 60 | 796 | 100 | 1095 | 3.96 | 135 | 380 |
SFRC20-1~6 | 20 | 60 | 796 | 100 | 1095 | 4.26 | 135 | 380 |
SFRC30-1~6 | 30 | 60 | 796 | 100 | 1095 | 4.56 | 135 | 380 |
SFRC40-1~6 | 40 | 60 | 796 | 100 | 1095 | 4.86 | 135 | 380 |
Name | Unit | Technical Indicators | ||
---|---|---|---|---|
Range | Graduation Value | Accuracy | ||
Pressure sensor | kN | 1000 and 2000 | 0.1 | Level 1 |
Crack microscope | mm | 10 | 0.01 | 0.01 |
Displacement gauge | mm | 30 | 0.01 | Level 1 |
Electronic stopwatch | s | >2 h | 1 s | |
Hydraulic jack | kN | 400 | Ensure continuous or staged pressurization or decompression | |
Loading system control box | Connect all pressure sensors and displacement gauges | |||
Receiving system of load and displacement | Manually or automatically record the pressure, displacement, and other data of each loading stage |
Parameters | Value |
---|---|
Contact bond modulus/GPa | 300 |
Parallel bond modulus/GPa | 10 |
Kratio | 1.5 |
Parallel bond tensile strength/MPa | 10,000 |
Parallel bond cohesion/MPa | 1.3 |
Parallel bond friction angle/° | 45 |
Friction coefficient | 0.6 |
Fiber Content (kg/m3) | Experimental Compressive Strength/MPa | Numerical Compressive Strength/MPa | Error Rate/% |
---|---|---|---|
0 | 44.3 | 44.5 | 0.45 |
20 | 44.9 | 45.3 | 0.89 |
30 | 59.5 | 58.9 | 1.01 |
40 | 43.8 | 43.8 | 0.00 |
Parameters | Value | |||
---|---|---|---|---|
PC | SFRC20 | SFRC30 | SFRC40 | |
Contact bond modulus/GPa | 2.0 | |||
Parallel bond modulus/GPa | 0.1 | |||
Kratio | 2.0 | |||
Parallel bond tensile strength/MPa | 16.1 | |||
Parallel bond cohesion/MPa | 48.3 | |||
Parallel bond friction angle/° | 56 | |||
Friction coefficient | 0.6 | |||
Porosity of concrete | 0.1 | |||
Porosity of SF | 0 | 0.99744 | 0.99615 | 0.99487 |
Aperture (mm) | 4.75 | 2.36 | 1.18 | 0.6 | 0.3 | 0.15 | <0.15 |
Results (g) | 10 | 93 | 70 | 110 | 102 | 42 | 73 |
2.0% | 18.6% | 14.0% | 22.0% | 20.4% | 8.4% | 14.6% |
Aperture (mm) | 26.5 | 19.0 | 16.0 | 9.5 | 4.75 | 2.36 | <2.36 |
Results (g) | 0 | 88 | 208 | 2374 | 2663 | 905 | 254 |
0.0% | 1.4% | 3.2% | 36.5% | 41.0% | 13.9% | 3.9% |
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Wu, J.; Zou, H.; He, N.; Xu, H.; Wang, Z.; Rui, X. Experimental and Numerical Analysis of Flexural Properties and Mesoscopic Failure Mechanism of Single-Shell Lining Concrete. Buildings 2024, 14, 2620. https://doi.org/10.3390/buildings14092620
Wu J, Zou H, He N, Xu H, Wang Z, Rui X. Experimental and Numerical Analysis of Flexural Properties and Mesoscopic Failure Mechanism of Single-Shell Lining Concrete. Buildings. 2024; 14(9):2620. https://doi.org/10.3390/buildings14092620
Chicago/Turabian StyleWu, Jian, Haijun Zou, Nengfang He, Haiyan Xu, Zhijie Wang, and Xiaohao Rui. 2024. "Experimental and Numerical Analysis of Flexural Properties and Mesoscopic Failure Mechanism of Single-Shell Lining Concrete" Buildings 14, no. 9: 2620. https://doi.org/10.3390/buildings14092620