Effects of Performance Variations in Key Components of CRTS I Slab Ballastless Track on Structural Response Following Slab-Replacement Operations
Abstract
1. Introduction
2. Quantitative Tests on the Differences in Key Components Before and After Slab-Replacement Operations
2.1. Quantification Method for Overall Structural Strength Differences
2.2. Quantification Method for the Difference in Elastic Coefficient of Filled Resin
3. Analysis of Quantification Results of Key Component Differences
3.1. Numerical Analysis of Strength Difference of Track Slabs
3.2. Numerical Analysis of Elastic Difference of Filled Resin
3.3. Quantitative Results of Track Structure Differences Before and After the Slab-Replacement Operation
4. Analysis of the Force Characteristics of the Track Slab Before and After the Slab-Replacement Operation
5. Analysis of the Stress Distribution Law on the Surface of the Track Slab
6. Conclusions
- Before the slab-replacement operation, the estimated concrete strength of the deteriorated track slab was 42.4 MPa, which is 10.74% lower than that of the adjacent retained track slab. After the slab-replacement operation, the estimated concrete strength of the new track slab was 59.5 MPa, 25.26% higher than that of the adjacent retained track slab. Regardless of the slab-replacement operation, the region exhibited uneven strength, which contributes to stress concentration issues.
- Before the slab-replacement operation, the average elastic modulus of the old filling resin was 5.19 kN/mm, which is 35.13% below the minimum allowable design value. After the slab-replacement operation, the average elastic modulus of the new filling resin was 10.48 kN/mm, 31.00% above the minimum allowable design value. Significant differences in the filling resin materials on both sides of the limit devices result in abrupt changes in boundary conditions.
- The replacement of track slabs targets regions with severe longitudinal damage, which is beneficial for train operation safety. However, localized reinforcement may lead to insufficient strength in surrounding areas, forming new weak points. Adjacent regions with lower stiffness may bear greater stress, potentially causing cracks or other types of damage. Meanwhile, the original load transfer path of the retained track slab is disrupted due to the replacement intervention, causing the load to bypass the newly reinforced high-strength region and shift toward adjacent weaker zones. Under multiple service conditions, this leads to tensile stress redistribution toward slab edges and unreinforced locations, which may in turn induce secondary deterioration. Accordingly, it is recommended that railway maintenance departments prioritize the routine inspection and monitoring of the critical regions following slab-replacement operations, particularly the interface between the ends of the retained slabs and the limit device, as well as the area near the embedded sleeves in the central section of the retained slabs. These areas should receive increased attention, especially during periods of prolonged high temperatures in summer and sustained low temperatures in winter, when more frequent safety inspections are advised to mitigate potential risks.
Author Contributions
Funding
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Acknowledgments
Conflicts of Interest
References
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Components | Modulus of Elasticity/MPa | Poisson’s Ratio | Mass Density/kg·m−3 | Coefficient of Linear Expansion/°C−1 |
---|---|---|---|---|
Retained track slab | 3.35 × 104 | 0.2 | 2500 | 1.0 × 10−5 |
New track slab | 3.6 × 104 | 0.2 | 2500 | 1.0 × 10−5 |
Deteriorated track slab | 3.25 × 104 | 0.2 | 2500 | 1.0 × 10−5 |
CA mortar layer | 300 | 0.2 | 2000 | 1.8 × 10−5 |
New filling resin | 26.2 | 0.1 | 1200 | 2.0 × 10−5 |
Old filling resin | 12.973 | 0.1 | 1200 | 2.0 × 10−5 |
Limit device | 3.3 × 104 | 0.2 | 1200 | 1.0 × 10−5 |
Base slab | 3.3 × 104 | 0.2 | 1200 | 1.0 × 10−5 |
Temperature Load | Working Condition | ||
---|---|---|---|
Before the slab-replacement operation | Lower the temperature by 30 °C | 90 °C/m | Working condition 1 |
−45 °C/m | Working condition 2 | ||
Raise the temperature by 30 °C | 90 °C/m | Working condition 3 | |
−45 °C/m | Working condition 4 | ||
After the slab-replacement operation | Lower the temperature by 30 °C | 90 °C/m | Working condition 5 |
−45 °C/m | Working condition 6 | ||
Raise the temperature by 30 °C | 90 °C/m | Working condition 7 | |
−45 °C/m | Working condition 8 |
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Wu, W.; Lu, H.; He, Y.; Xia, H. Effects of Performance Variations in Key Components of CRTS I Slab Ballastless Track on Structural Response Following Slab-Replacement Operations. Materials 2025, 18, 3621. https://doi.org/10.3390/ma18153621
Wu W, Lu H, He Y, Xia H. Effects of Performance Variations in Key Components of CRTS I Slab Ballastless Track on Structural Response Following Slab-Replacement Operations. Materials. 2025; 18(15):3621. https://doi.org/10.3390/ma18153621
Chicago/Turabian StyleWu, Wentao, Hongyao Lu, Yuelei He, and Haitao Xia. 2025. "Effects of Performance Variations in Key Components of CRTS I Slab Ballastless Track on Structural Response Following Slab-Replacement Operations" Materials 18, no. 15: 3621. https://doi.org/10.3390/ma18153621
APA StyleWu, W., Lu, H., He, Y., & Xia, H. (2025). Effects of Performance Variations in Key Components of CRTS I Slab Ballastless Track on Structural Response Following Slab-Replacement Operations. Materials, 18(15), 3621. https://doi.org/10.3390/ma18153621