Fatigue Performance of Tunnel Invert in Newly Designed Heavy Haul Railway Tunnel
Abstract
:1. Introduction
2. Mechanical Characteristics of the Heavy Haul Railway Tunnel Base
2.1. Engineering Background
2.2. Numerical Model
2.3. Feature Points and Feature Lines
3. Mechanical Characteristics
4. Fatigue Test of Tunnel Base Structures
4.1. Fatigue Test System
4.2. Load Condition
4.3. Sensor Layout
4.4. Strain Evolution
4.5. Fatigue Performance of Tunnel Basal Structures
5. Conclusions
- The top center was the position vulnerable to fatigue in the tunnel invert of the new line, which experienced high static and low dynamic stresses. Its static maximum principal strain was 40.3 × 10−6, which was caused by surrounding rock pressure, whereas the dynamic maximum principal strain caused by train load was 8.3 × 10−6.
- The tests results revealed that the fatigue life decreased as dynamic and static loads increased. Combined with the expression of the two-parameter S–N curve, an evolution model was proposed to characterize the fatigue behavior of the tunnel invert specimens.
- For the new line’s tunnel invert structures, fatigue failure would not occur within 2 million cycles. Any invert fracture within the design service life could be attributed to geological reasons or bedrock defects, rather than fatigue failure caused by dynamic train load.
Author Contributions
Funding
Conflicts of Interest
References
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Material | Density (/kg/m3) | Elastic Modulus (GPa) | Poisson Ratio | Tensile Strength (MPa) | Compressive Strength (MPa) |
Secondary lining (C35) | 2600 | 31.5 | 0.2 | 2.20 | 23.4 |
Initial support (C25) | 2500 | 28.5 | 0.2 | 1.78 | 16.7 |
Inverted arch filling (C25) | 2500 | 19.8 | 0.3 | 1.78 | 16.7 |
Foundation plate (C30) | 2500 | 30 | 0.2 | 2.01 | 20.1 |
Flexible cushion (C30) | 2200 | 20 | 0.2 | 2.01 | 20.1 |
Track plate (C45) | 2700 | 33.5 | 0.2 | 2.51 | 29.6 |
Rail and train | 7800 | 210 | 0.3 | 210 | 210 |
Material | Density (/kg/m3) | Elastic modulus (GPa) | Poisson Ratio | Cohesion (kPa) | Internal Friction Angle (°) |
V grade surrounding rock | 2100 | 0.50 | 0.33 | 80 | 25 |
Position | Stiffness Coefficient (MN/m) | Damping (kN·s/m) | ||
---|---|---|---|---|
kx | ky | kz | cz | |
Primary suspension | 6.0 | 10.0 | 35.0 | 5.0 |
Secondary suspension | 5.3 | 5.3 | 6.6 | 5.0 |
Material | Cement | Fine Aggregate | Coarse Aggregate | Fly Ash | Plasticizer | Water |
---|---|---|---|---|---|---|
kg/m³ | 277 | 747 | 1075 | 108 | 3.85 | 153 |
Mechanical Parameters | Cube Specimens 150 × 150 × 150 mm | Rectangular Specimens 100 × 100 × 300 mm | |||
---|---|---|---|---|---|
Static Elastic Modulus E (GPa) | Compression Strength (MPa) | Dynamic Elastic Modulus E (GPa) | Bending Strength (MPa) | ||
Value | 21.7 | 42.3 | 31.8 | 2.5 | 0.23 |
Test Conditions | Constant Loads | Dynamic Load (kN) | ||
Dynamic load conditions | Case 1 | Static load: 27 kN Lateral load: 1.5 kN | 1.6 | 0.65 |
Case 2 | 2.4 | 0.70 | ||
Case 3 | 3.6 | 0.75 | ||
Case 4 | 4.5 | 0.80 | ||
Test conditions | Constant loads | Static load (kN) | ||
Static load conditions | Case 5 | Dynamic load: 2.4 kN Lateral load: 1.5 kN | 23 | 0.60 |
Case 6 | 25 | 0.65 | ||
Case 7 | 27 | 0.70 | ||
Case 8 | 29 | 0.80 |
Case | λ | α | β | γ | Case | λ | α | β | γ |
---|---|---|---|---|---|---|---|---|---|
2 | 0.7 | 1.5 | 1.01 | 0.18 | 6 | 0.7 | 2 | 1 | 0.17 |
3 | 0.7 | 1.4 | 1.01 | 0.2 | 7 | 0.6 | 1.4 | 1.01 | 0.15 |
4 | 0.8 | 1 | 1 | 0.25 | 8 | 0.5 | 1 | 1 | 0.14 |
Test Conditions | Fatigue Life | ||||
---|---|---|---|---|---|
Test 1 | Test 2 | Test 3 | |||
Case 1 | 0.65/56 × 10−6 | 0.056/16 × 10−6 | 1,661,391 | >2,070,000 | >2,030,000 |
Case 2 | 0.70/68 × 10−6 | 0.082/28 × 10−6 | 937,982 | 863,045 | 424,988 |
Case 3 | 0.75/74 × 10−6 | 0.118/34 × 10−6 | 142,565 | 171,412 | 182,940 |
Case 4 | 0.80/85 × 10−6 | 0.143/45 × 10−6 | 62,348 | 73,915 | 107,242 |
Case 5 | 0.60/52 × 10−6 | 0.082/28 × 10−6 | >2,000,000 | >2,000,000 | >2,000,000 |
Case 6 | 0.65/56 × 10−6 | 0.082/28 × 10−6 | 1,873,947 | 1,632,586 | 1,836,432 |
Case 7 | 0.70/68 × 10−6 | 0.082/28 × 10−6 | 937,982 | 863,045 | 424,988 |
Case 8 | 0.80/84 × 10−6 | 0.082/28 × 10−6 | 339,625 | 298,581 | 380,517 |
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Liu, C.; Peng, L.; Lei, M.; Shi, C.; Liu, N. Fatigue Performance of Tunnel Invert in Newly Designed Heavy Haul Railway Tunnel. Appl. Sci. 2019, 9, 5514. https://doi.org/10.3390/app9245514
Liu C, Peng L, Lei M, Shi C, Liu N. Fatigue Performance of Tunnel Invert in Newly Designed Heavy Haul Railway Tunnel. Applied Sciences. 2019; 9(24):5514. https://doi.org/10.3390/app9245514
Chicago/Turabian StyleLiu, Cong, Limin Peng, Mingfeng Lei, Chenghua Shi, and Ning Liu. 2019. "Fatigue Performance of Tunnel Invert in Newly Designed Heavy Haul Railway Tunnel" Applied Sciences 9, no. 24: 5514. https://doi.org/10.3390/app9245514