Splitting Tensile Mechanical Performance and Mesoscopic Failure Mechanisms of High-Performance Concrete under 10-Year Corrosion from Salt Lake Brine
Abstract
:1. Introduction
2. Materials and Methods
2.1. Raw Materials
2.1.1. Binding Materials
2.1.2. Aggregates
2.1.3. Admixtures and Water
2.2. Concrete Mix Proportion Design
2.3. Corrosive Environment
2.4. Testing Methodology
2.4.1. Ultrasonic Testing for Corrosion Damage—Flat Measurement Method
2.4.2. Split Tensile Test of HPC
2.4.3. HPC Surface Corrosion Product XRD Test
2.4.4. SEM-EDS Test of the HPC Microstructure
3. Results and Analysis
3.1. Damage Phenomena of HPC after 10-Year of Immersion in Brine
3.1.1. Macroscopic Damage Analysis
3.1.2. Microscopic Damage Analysis
3.2. Relative Dynamic Modulus and Corrosion Damage Issues
3.3. Splitting Tensile Mechanical Properties
3.3.1. Variation Law of Splitting Tensile Strength with Immersion Time
3.3.2. Variation in Splitting Tensile Strength with Alkali Content and Admixture
3.3.3. Splitting Tensile Strength and Relative Dynamic Elastic Modulus
4. Mesoscopic Mechanism Analysis of Splitting Tensile Failure of Concrete
4.1. The Establishment of the 3D Mesoscopic Model Based on FDEM
4.2. Material Model and Parameter Determination
4.2.1. K and C Model, HJC Model, and Cohesive-General Material Model
4.2.2. Determination of Material Model Parameters
4.3. The Verification of Simulation
4.4. The Meso-Mechanical Failure Process and Mechanism of Splitting Tensile
5. Conclusions
- (1)
- The macroscopic observation indicates that brine corrosion does not cause significant damage to the surface of HPC. The internal damage of HPC was studied by XRD and SEM-EDS analysis of Ca50Z-2 specimens immersed in salt water for 10 years. The results showed that XRD reveals corrosion products from salt lake brine and ASR corrosion products, primarily including AFt, Kuzel’s salt, Friedel’s salt, and CSH gel. Although these corrosion products do not cause serious damage to HPC, micro-cracks are generated due to the expansion of these products. SEM-EDS microstructure images show the propagation path of micro-cracks and the formation process of mortar cracks.
- (2)
- The variation in relative dynamic elastic modulus with HPC immersion time was studied. The results show that the relative dynamic elastic modulus “increases first and then decreases” with the extension of immersion time. Specifically, during the period of 0~365 days, the relative dynamic elastic modulus gradually increases by 4.01~17.36% with immersion time. From 365 days to 3650 days, the expansion of corrosion products leads to the structural damage of HPC and the formation of micro-cracks, thus reducing the relative dynamic elastic modulus, which is consistent with the results of microscopic analysis.
- (3)
- The splitting tensile strength of HPC was analyzed. The conclusion is that under the action of 10 years of salt lake brine corrosion, the splitting tensile strength of HPC with ASR inhibition measures exhibited a trend of initially increasing and then decreasing, which is consistent with the rule of Er with immersion time. The influence of alkali content on splitting tensile strength revealed a decrease as alkali content increased. A relationship between splitting tensile strength and Er was derived through fitting analysis. This relationship also reflects the relationship between macroscopic mechanical properties and corrosion damage of HPC, which serves as a theoretical reference for obtaining the macroscopic mechanical parameters of concrete through non-destructive tests in the future.
- (4)
- The utilization of the 3D random aggregate mesoscopic model enables the simulation of splitting tensile mechanical properties and facilitates the analysis of internal crack propagation characteristics and failure mechanisms. Microscopic structural analysis and numerical simulation elucidate that there are still uneven ASR gel products and discontinuous fine interface cracks induced in the local area of HPC with ASR inhibition measures, which become the origin of splitting tensile failure cracks. Overall, during the splitting tensile process of concrete, mortar cracks exhibit two expansion paths. For Ca60Z-2, the proportion of coarse aggregates directly penetrated by mortar cracks is 90.3%, while the proportion of interface failures of mortar cracks bypassing coarse aggregates is only 9.7%. The data indicate that the number of coarse aggregates directly through the mortar crack is higher than the number of interface damage that occurs when the mortar crack bypasses the coarse aggregate.
Author Contributions
Funding
Data Availability Statement
Conflicts of Interest
References
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Type | Standard Consistency/% | Initial Setting Time/min | Final Setting Time/min | Fineness /% | Specific Surface Area/m2·kg−1 | Compressive Strength/MPa | Flexural Strength/MPa | ||
---|---|---|---|---|---|---|---|---|---|
3 Days | 28 Days | 3 Days | 28 Days | ||||||
Cement | 26 | 145 | 220 | 0.8 | 350 | 21.8 | 49.0 | 5.6 | 7.8 |
Constituents | Cement | FA | GGBFS | SF |
---|---|---|---|---|
Na2O/% | 0.24 | 0.63 | 0.27 | 1.03 |
K2O/% | 0.59 | 1.35 | 0.40 | 2.00 |
(Na2O + 0.658 K2O)/% | 0.63 | 1.52 | 0.53 | 2.35 |
No. | Material/kg·m−3 | Na2Oeq /% | W/B | fc/MPa | ||||||||||
---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|
Cement | FA | GGBFS | SF | Fine | Coarse | a | Z | Water Reducer | Water | 28 Days (in Normal Environment) | 3650 Days (in Brine Environment) | |||
Ca50-0 | 325 | 60 | 100 | 15 | 741 | 1159 | 0.25 | - | 10 | 150 | 0.8 | 0.30 | 52.4 | 65.4 |
Ca50-1 | 325 | 60 | 100 | 15 | 741 | 1159 | 0.25 | - | 10 | 150 | 1.3 | 0.30 | 54.0 | 58.6 |
Ca50-2 | 325 | 60 | 100 | 15 | 741 | 1159 | - | - | 10 | 150 | 1.8 | 0.30 | 53.2 | 58.9 |
C50Z-0 | 325 | 60 | 100 | 15 | 741 | 1159 | - | 33 | 10 | 127 | 0.8 | 0.25 | 59.6 | 61.4 |
C50Z-1 | 325 | 60 | 100 | 15 | 741 | 1159 | - | 33 | 10 | 127 | 1.3 | 0.25 | 51.0 | 62.4 |
C50Z-2 | 325 | 60 | 100 | 15 | 741 | 1159 | 0.25 | 33 | 10 | 127 | 1.8 | 0.25 | 55.5 | 60.3 |
Ca50Z-0 | 325 | 60 | 100 | 15 | 741 | 1159 | 0.25 | 33 | 10 | 127 | 0.8 | 0.25 | 60.6 | 70.1 |
Ca50Z-1 | 325 | 60 | 100 | 15 | 741 | 1159 | 0.25 | 33 | 10 | 127 | 1.2 | 0.25 | 61.0 | 66.2 |
Ca50Z-2 | 325 | 60 | 100 | 15 | 741 | 1159 | 0.268 | 33 | 10 | 127 | 1.6 | 0.25 | 52.4 | 65.4 |
Ca60Z-0 | 322 | 80 | 118 | 16 | 739 | 1155 | 0.268 | 33 | 13.4 | 127 | 0.7 | 0.24 | 54.0 | 58.6 |
Ca60Z-1 | 322 | 80 | 118 | 16 | 739 | 1155 | 0.268 | 33 | 13.4 | 127 | 1.1 | 0.24 | 53.2 | 58.9 |
Ca60Z-2 | 322 | 80 | 118 | 16 | 739 | 1155 | 0.25 | 33 | 13.4 | 127 | 1.6 | 0.24 | 59.6 | 61.4 |
Constituents | NaCl | Na2SO4 | MgSO4 | CaSO4 | Ca(HCO3)2 | K2SO4 | NaCl | Na2SO4 |
---|---|---|---|---|---|---|---|---|
Quantity | 208.98 | 43.1 | 5.48 | 1.21 | 0.25 | 0.09 | 208.98 | 43.1 |
Immersion Time | Er | |||||||
---|---|---|---|---|---|---|---|---|
Ca50-0 | Ca50-2 | C50Z-0 | C50Z-2 | Ca50Z-0 | Ca50Z-2 | Ca60Z-0 | Ca60Z-2 | |
0 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 |
28 | 1.0852 | 1.0319 | 1.0327 | 1.0028 | 1.0902 | 1.0133 | 1.0848 | 1.0596 |
180 | 1.1057 | 1.0100 | 1.0356 | 0.9603 | 1.1368 | 1.1040 | 1.1162 | 1.1087 |
365 | 1.1263 | 1.0779 | 1.0392 | 1.0401 | 1.1580 | 1.0871 | 1.1736 | 1.1550 |
3650 | 1.0362 | 0.9700 | 0.9561 | 0.9153 | 1.0890 | 0.9784 | 1.0820 | 1.0830 |
Immersion Time | Splitting Tensile Strength/MPa | |||||||
---|---|---|---|---|---|---|---|---|
Ca50-0 | Ca50-2 | C50Z-0 | C50Z-2 | Ca50Z-0 | Ca50Z-2 | Ca60Z-0 | Ca60Z-2 | |
0 | 3.72 | 3.83 | 3.77 | 4.2 | 3.62 | 3.92 | 4.26 | 4.29 |
28 | 4.5 | 3.97 | 3.93 | 4.3 | 4.53 | 3.98 | 5.02 | 4.52 |
180 | 4.8 | 3.87 | 3.95 | 4.01 | 4.61 | 4.56 | 5.14 | 4.78 |
365 | 4.92 | 4.17 | 3.96 | 4.38 | 4.63 | 4.31 | 5.48 | 5.06 |
3650 | 4.58 | 4.13 | 4.15 | 4.32 | 4.38 | 4.24 | 4.89 | 4.63 |
Aggregate | Mortar | ITZ | ||||
---|---|---|---|---|---|---|
Ca50-0 | Ca60-0 | Ca50-0 | Ca60-0 | Ca50-0 | Ca60-0 | |
ρ/g·cm−3 | 2680 | 2680 | 2500 | 2550 | 2500 | 2550 |
fc/MPa | 128 | 128 | 6.7 | 6.9 | 16.2 | 17.4 |
fst/MPa | 42.7 | 42.7 | 3.4 | 3.5 | 1.2 | 1.4 |
The Splitting Tensile Strength of the Numerical Simulation/MPa | The Splitting Tensile Strength of the Test/MPa | Error/% | |
---|---|---|---|
Ca50Z-0 | 4.42 | 4.38 | −0.91 |
Ca50Z-2 | 4.19 | 4.24 | +1.18 |
Ca60Z-0 | 4.78 | 4.89 | +2.25 |
Ca60Z-2 | 4.66 | 4.63 | −0.65 |
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Wang, F.; Yu, H.; Ma, H.; Cheng, M.; Guo, J.; Zhang, J.; Liu, W.; Gao, W.; Tao, Q.; Guo, J. Splitting Tensile Mechanical Performance and Mesoscopic Failure Mechanisms of High-Performance Concrete under 10-Year Corrosion from Salt Lake Brine. Buildings 2024, 14, 1673. https://doi.org/10.3390/buildings14061673
Wang F, Yu H, Ma H, Cheng M, Guo J, Zhang J, Liu W, Gao W, Tao Q, Guo J. Splitting Tensile Mechanical Performance and Mesoscopic Failure Mechanisms of High-Performance Concrete under 10-Year Corrosion from Salt Lake Brine. Buildings. 2024; 14(6):1673. https://doi.org/10.3390/buildings14061673
Chicago/Turabian StyleWang, Fang, Hongfa Yu, Haiyan Ma, Ming Cheng, Jianbo Guo, Jinhua Zhang, Weifeng Liu, Weiquan Gao, Qinghua Tao, and Juan Guo. 2024. "Splitting Tensile Mechanical Performance and Mesoscopic Failure Mechanisms of High-Performance Concrete under 10-Year Corrosion from Salt Lake Brine" Buildings 14, no. 6: 1673. https://doi.org/10.3390/buildings14061673