Mesoscopic Numerical Simulation of Freeze–Thaw Damage in Hydraulic Concrete
Abstract
:1. Introduction
2. Generating a Mesoscopic Numerical Model for Concrete
2.1. Generation of a Random Aggregate Model
2.1.1. Generation of Individual Polygon Aggregates
2.1.2. Generating an Aggregate Library
2.1.3. Aggregate Placement
2.2. Generation of the ITZ
2.3. Generation of Two-Dimensional Mesoscopic Models
3. Establishment and Validation of the Concrete Freeze–Thaw Damage Model
3.1. Mechanical Performance Testing and Results
3.1.1. Specimen Fabrication
3.1.2. Test
3.2. Establishment of the Freeze–Thaw Damage Model
- (1)
- Parameters of the concrete compressive stress–strain curve
- (2)
- Parameters of tensile stress–strain curve of concrete
- (i)
- Relative tensile strength
- (ii)
- Relative peak tensile strain
- (iii)
- Decline segment parameter ratio
- (3)
- Relative Poisson’s ratios
3.3. Validation of Fine-Scale Numerical Simulation of the Freeze–Thaw Damage Model
4. Parametric Study of Fine-Scale Numerical Simulation of Concrete Freeze–Thaw Damage
4.1. Effect of Changes in the Ratio of Concrete Mechanical Properties at the ITZ
4.2. Effect of Changes in the Coarse Aggregate Content Variation on Concrete Mechanical Properties
5. Conclusions
- (1)
- Generating polygonal random aggregates based on circular aggregates is simple and can effectively reduce the complexity of edge-to-edge determination. By extending to a certain distance from the vertices of the polygonal aggregates, the ITZ can be generated. This method can not only meet the required aggregate packing density, but also facilitate grid division directly in the Abaqus software.
- (2)
- The numerical simulation results of the freeze–thaw damage model fit well with the experimental data for the stress–strain curves, with the relative errors of all mechanical performance parameters being below 7%. This indicates that the model can accurately simulate the mechanical properties of the mesoscopic concrete after freeze–thaw damage, further confirming the reliability and rationality of the freeze–thaw damage mesoscopic model.
- (3)
- Higher ITZ parameter ratios improve the mechanical properties of the ITZ in concrete, leading to increased compressive strength and peak compressive strain, but they have almost no impact on the elastic modulus. Compared to the ratios of 0.7 and 0.8, concrete with a ratio of 0.9 experiences slower reduction rates in compressive strength and elastic modulus and a slower increase rate in peak compressive strain after undergoing freeze–thaw cycles. Increasing the ITZ parameter ratio enhances the mechanical properties of the ITZ and strengthens the concrete’s resistance to freezing.
- (4)
- Concrete with a higher coarse aggregate content exhibits a higher compressive strength, peak compressive strain, and elastic modulus. Compared to that with contents of 40% and 50%, concrete with a content of 60% experiences slower reduction rates in compressive strength and elastic modulus and a slower increase rate in peak compressive strain after undergoing freeze–thaw cycles, indicating that increasing the coarse aggregate content enhances the concrete’s strength and frost resistance.
Author Contributions
Funding
Data Availability Statement
Conflicts of Interest
References
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Water–Cement Ratio | Water (kg/m3) | Cement (kg/m3) | Fly Ash (kg/m3) | Fine Aggregates (kg/m3) | Coarse Aggregates (kg/m3) | Water Reducer (%) | Air-Entraining Agent (%) |
---|---|---|---|---|---|---|---|
0.35 | 141 | 352 | 53 | 688 | 1221 | 0.96 | 0.027 |
Number of freeze–thaw cycles (n). | 0 | 50 | 100 | 150 |
Upstage parameter | 1.57 | 1.46 | 1.35 | 1.21 |
Descending stage parameter | 2.13 | 2.21 | 2.32 | 2.53 |
Freeze–Thaw Cycle Number | Compressive Strength (MPa) | Compression Strength Variation Rate (%) | Variation Rate of Compressive Peak Strain (%) | Variation Rate of Elastic Modulus (%) | ||||||||
---|---|---|---|---|---|---|---|---|---|---|---|---|
0.7 | 0.8 | 0.9 | 0.7 | 0.8 | 0.9 | 0.7 | 0.8 | 0.9 | 0.7 | 0.8 | 0.9 | |
0 | 42.88 | 44.10 | 45.20 | 0 | 0 | 0 | 0 | 0 | 0 | 0 | 0 | 0 |
50 | 40.56 | 42.11 | 43.45 | 5.41 | 4.51 | 3.87 | 6.95 | 6.37 | 5.88 | 5.60 | 5.23 | 4.94 |
100 | 37.81 | 39.59 | 41.21 | 11.82 | 10.23 | 8.83 | 15.56 | 15.14 | 13.89 | 15.23 | 14.63 | 13.87 |
150 | 33.01 | 34.98 | 36.94 | 23.02 | 20.68 | 18.27 | 30.40 | 27.88 | 24.73 | 28.72 | 27.77 | 27.05 |
Freeze–Thaw Cycle Number | Compressive Strength (MPa) | Compression Strength Variation Rate (%) | Variation Rate of Compressive Peak Strain (%) | Variation Rate of Elastic Modulus (%) | ||||||||
---|---|---|---|---|---|---|---|---|---|---|---|---|
40% | 50% | 60% | 40% | 50% | 60% | 40% | 50% | 60% | 40% | 50% | 60% | |
0 | 44.10 | 45.60 | 47.42 | 0 | 0 | 0 | 0 | 0 | 0 | 0 | 0 | 0 |
50 | 42.11 | 43.59 | 45.36 | 4.51 | 4.41 | 4.34 | 6.37 | 6.13 | 6.11 | 5.23 | 5.07 | 4.88 |
100 | 39.59 | 41.36 | 43.58 | 10.23 | 9.30 | 8.10 | 15.14 | 14.70 | 14.34 | 14.63 | 14.17 | 14.34 |
150 | 34.98 | 36.99 | 39.79 | 20.68 | 18.89 | 16.09 | 27.88 | 27.24 | 25.51 | 27.77 | 25.58 | 25.51 |
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Wang, R.; Liu, Y.; Liu, J.; Li, Y.; Jin, R.; Liang, G.; Yu, N.; Hu, J.; Zhou, H.; Jia, Y.; et al. Mesoscopic Numerical Simulation of Freeze–Thaw Damage in Hydraulic Concrete. Buildings 2024, 14, 2694. https://doi.org/10.3390/buildings14092694
Wang R, Liu Y, Liu J, Li Y, Jin R, Liang G, Yu N, Hu J, Zhou H, Jia Y, et al. Mesoscopic Numerical Simulation of Freeze–Thaw Damage in Hydraulic Concrete. Buildings. 2024; 14(9):2694. https://doi.org/10.3390/buildings14092694
Chicago/Turabian StyleWang, Ruijun, Yunhui Liu, Jun Liu, Yang Li, Ruibao Jin, Gang Liang, Ningning Yu, Jing Hu, Hekuan Zhou, Yaofei Jia, and et al. 2024. "Mesoscopic Numerical Simulation of Freeze–Thaw Damage in Hydraulic Concrete" Buildings 14, no. 9: 2694. https://doi.org/10.3390/buildings14092694