Reinforcement of Insufficient Transverse Connectivity in Prestressed Concrete Box Girder Bridges Using Concrete-Filled Steel Tube Trusses and Diaphragms: A Comparative Study
Abstract
1. Introduction
2. Finite Element Model
2.1. Geometric Description
2.2. Materials
2.2.1. Concrete
2.2.2. Steel Bars and Steel Strands
2.2.3. CFSTTs and Diaphragms
2.3. Elements and Mesh
2.4. Contacts and Boundary Conditions
3. Calibration and Validation of the FE Model
3.1. Calibration of Models
3.1.1. Viscosity Coefficient
3.1.2. Dilation Angle
3.2. Validation of Models
4. Load Mode and Models
4.1. Load Mode
4.2. Finite Element Models
5. Results and Discussion
5.1. Deflection
5.2. Load Distribution
5.2.1. Theory of LDF
5.2.2. FE Method
5.3. Maximum Stress and Strain
6. Conclusions
- (1)
- Both diaphragm and CFSTTs can improve the lateral connection and load distribution of PCB bridges, reducing the deflection of main girders. After reinforcement, the main girders tend to cooperate more effectively in load sharing. Comparatively, the CFSTT reinforcement method demonstrates better effectiveness than adding diaphragms, especially in significantly reducing main girder deflections by enhancing the strength of steel tube walls. When steel pipes with yield strength grades of 235 MPa and 420 MPa are used to fill concrete with compressive strength grades of 50 MPa, the maximum deflection of the main girders decreased by 15.32% and 24.55%, respectively. The maximum improvement in LDF for the main girders was 7.31% and 11.57%.
- (2)
- The reinforcement effect of steel diaphragms is superior to that of concrete diaphragms, and the reduction in deflection is proportional to the thickness of the diaphragms. When using concrete transverse diaphragms, the deflection reduction in Girder-1 was 8.72% and 18.82% for diaphragm thicknesses of 100 mm and 500 mm, respectively. When the thickness of steel diaphragms was 10 mm and 30 mm, the deflection of Girder-1 decreased by 12.73% and 21.8%, respectively.
- (3)
- Treating CFSTTs as a midspan diaphragm, there is little difference in the calculated LDF between the hinged plate (beam) method and the rigidly connected plate (beam) method under unit load. From the perspective of maximum stress and strain, CFSTTs have significant advantages in stress dispersion and deformation control compared with traditional diaphragms.
- (4)
- In addition, when selecting a reinforcement strategy, it is important not only to optimize the material properties of the reinforcement technology for optimal reinforcement results but also to comprehensively evaluate the economic impacts, practical challenges, and other factors associated with implementing the reinforcement program. The reinforcement effects of traffic loads and different load combinations need to be further studied.
- (5)
- By comparing strain and deflection values from load tests on a PCB bridge, the reliability of the finite element model is verified. Therefore, this finite element model can be used to effectively study the reinforcement effects of lateral reinforcement methods on PCB bridges.
Author Contributions
Funding
Data Availability Statement
Conflicts of Interest
Appendix A
Beam | The Unit Load Acts on the Axis of the Beam | |||||
---|---|---|---|---|---|---|
1 | 2 | 3 | 4 | |||
1# | 0.001 | 0.02 | 294 | 283 | 234 | 209 |
0.04 | 329 | 274 | 222 | 176 | ||
0.003 | 0.02 | 299 | 263 | 230 | 208 | |
0.04 | 334 | 273 | 218 | 175 | ||
2# | 0.001 | 0.02 | 263 | 257 | 246 | 234 |
0.04 | 274 | 261 | 243 | 222 | ||
0.003 | 0.02 | 263 | 261 | 246 | 230 | |
0.04 | 273 | 266 | 243 | 218 |
Beam | The Unit Load Acts on the Axis of the Beam | ||||
---|---|---|---|---|---|
1 | 2 | 3 | 4 | ||
1# | 0.02 | 300 | 263 | 227 | 210 |
0.04 | 341 | 273 | 208 | 178 | |
2# | 0.02 | 263 | 264 | 246 | 227 |
0.04 | 273 | 276 | 243 | 208 |
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Strength Grade | Tensile Strength (ftk)/MPa | Poisson’s Ratio () | Elasticity Modulus/MPa | Density/ kg/m3 |
---|---|---|---|---|
C30 | 2.20 | 0.2 | 3.00 × 104 | 2.2 × 103 |
C40 | 2.39 | 0.2 | 3.25 × 105 | 2.2 × 103 |
C50 | 2.51 | 0.2 | 3.45 × 104 | 2.2 × 103 |
Type | Diameter/mm | Yield Strength (fy)/MPa | Elasticity Modulus/MPa | Ultimate Strength (fu)/MPa | Elongation/% |
---|---|---|---|---|---|
R1 | 20 | 335 | 2.0 × 105 | 455 | 7.5 |
R2 | 12 | 335 | 2.0 × 105 | 455 | 7.5 |
R3 | 10 | 300 | 2.1 × 105 | 420 | 10.0 |
Type | Initial Angle | Area/mm2 | Length/mm | Radius of Curvature/mm |
---|---|---|---|---|
N1 | 6.843° | 405 | 30,760 | 50,000 |
N2 | 6.843° | 405 | 30,810 | 40,000 |
N3 | 1.909° | 550 | 30,660 | 30,000 |
Nominal Diameter (Dn)/mm | Maximum Total Elongational (Agt)/%≥ | Channel Friction Coefficient | Channel Deviation Coefficient | Elasticity Modulus/MPa | /MPa |
---|---|---|---|---|---|
15.24 | 3.5 | 0.25 | 0.0015 | 195,000 | 1860 |
(°) | Average Strain Relative Error (%) | Average Deflection Relative Error (%) |
---|---|---|
15 | 14.49 | 15.22 |
28 | 8.94 | 13.98 |
36 | 21.81 | 36.29 |
50 | 31.78 | 41.29 |
Loading Point | I | II | III | IV | V | VI |
---|---|---|---|---|---|---|
X/mm | 5100 | 5100 | 5100 | 17,400 | 17,400 | 17,400 |
Y/mm | 4050 | 7850 | 11,650 | 4050 | 7850 | 11,650 |
Model ID | Description | Strengthening Method |
---|---|---|
CM-1 | Control model | Control model |
SM-1 | C50-grade concrete filled in Q235-grade steel pipe walls | Use CFSTTs |
SM-2 | C50-grade concrete filled in Q345-grade steel pipe walls | |
SM-3 | C50-grade concrete filled in Q420-grade steel pipe walls | |
SM-4 | C30-grade concrete filled in Q345-grade steel pipe walls | |
SM-5 | C40-grade concrete filled in Q345-grade steel pipe walls | |
SM-6 | 10 mm thick Q345-grade diaphragm | Use diaphragms |
SM-7 | 20 mm thick Q345-grade diaphragm | |
SM-8 | 30 mm thick Q345-grade diaphragm | |
SM-9 | 100 mm thick C50-grade concrete diaphragm | |
SM-10 | 300 mm thick C50-grade concrete diaphragm | |
SM-11 | 500 mm thick C50-grade concrete diaphragm |
= 0.001 | = 0.003 | ||||||||
---|---|---|---|---|---|---|---|---|---|
0.02 | 0.294 | 0.283 | 0.234 | 0.209 | 0.299 | 0.263 | 0.230 | 0.208 | |
0.04 | 0.329 | 0.274 | 0.222 | 0.176 | 0.334 | 0.273 | 0.218 | 0.175 | |
First interpolation | = 0.0371 | 0.323 | 0.274 | 0.223 | 0.180 | 0.329 | 0.271 | 0.220 | 0.180 |
Second interpolation | = 0.0013 | ||||||||
= 0.0371 | 0.328 | 0.272 | 0.220 | 0.180 |
0.02 | 0.300 | 0.263 | 0.227 | 0.210 | |
0.04 | 0.341 | 0.273 | 0.208 | 0.178 | |
First interpolation | = 0.0371 | 0.335 | 0.272 | 0.211 | 0.182 |
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Li, P.; Yang, C.; Xu, F.; Li, J.; Jin, D. Reinforcement of Insufficient Transverse Connectivity in Prestressed Concrete Box Girder Bridges Using Concrete-Filled Steel Tube Trusses and Diaphragms: A Comparative Study. Buildings 2024, 14, 2466. https://doi.org/10.3390/buildings14082466
Li P, Yang C, Xu F, Li J, Jin D. Reinforcement of Insufficient Transverse Connectivity in Prestressed Concrete Box Girder Bridges Using Concrete-Filled Steel Tube Trusses and Diaphragms: A Comparative Study. Buildings. 2024; 14(8):2466. https://doi.org/10.3390/buildings14082466
Chicago/Turabian StyleLi, Peng, Caiqian Yang, Fu Xu, Junshi Li, and Dongzhao Jin. 2024. "Reinforcement of Insufficient Transverse Connectivity in Prestressed Concrete Box Girder Bridges Using Concrete-Filled Steel Tube Trusses and Diaphragms: A Comparative Study" Buildings 14, no. 8: 2466. https://doi.org/10.3390/buildings14082466
APA StyleLi, P., Yang, C., Xu, F., Li, J., & Jin, D. (2024). Reinforcement of Insufficient Transverse Connectivity in Prestressed Concrete Box Girder Bridges Using Concrete-Filled Steel Tube Trusses and Diaphragms: A Comparative Study. Buildings, 14(8), 2466. https://doi.org/10.3390/buildings14082466