Overall Lifting Construction Control Method for Large-Segment Steel Arch Bridges Based on Unstressed State Control Theory
Abstract
1. Introduction
2. Review of Unstressed State Control Theory
3. Analytical Control Method for the Overall Lifting Method
3.1. Analytical Formula of Temporary Horizontal Tension
3.2. Coefficient Analysis
3.3. Internal Force Analysis of Key Sections of Steel Arch Segment
3.4. Selection of Lifting Point and Calculation of Temporary Horizontal Tension
3.5. Example Verification
4. Application of Proposed Construction Control Method
4.1. Design Overview
4.2. Construction Method Overview
4.3. Finite Element Analysis Model
4.4. Finite Element Analysis Results
4.4.1. Calculation Results of Beam Element Model
4.4.2. Calculation Results of Local Shell Element Model
4.5. On-Site Monitoring Results
5. Conclusions and Discussion
5.1. Conclusions
- (1)
- In the proposed overall lifting construction control method, the position of the lifting point significantly impacts the deformation and internal forces of the steel arch. According to the proposed analytical control method, for steel arch bridges whose main arch axis is an n-order parabola, the reasonable range of the parameter k is 0.8~0.9 under the action of uniformly distributed dead loads. The specific value is related to the parameter n.
- (2)
- Once the reasonable lifting points are determined, the tension force in the temporary horizontal rods can be quickly determined by using the theoretical formula provided in this study. By using the recommended lifting point positions and temporary horizontal tension force, the horizontal displacement and rotation angle at the end of the lifted arch segment can be controlled at around 0 simultaneously, and the bending moments at the vault and lifting points can be maintained within relatively low ranges and at similar values. The axial force of the arch rib is also within a reasonable range.
- (3)
- In the whole lifting process of the middle arch segment of Shunjiang Bridge, the lifting point parameter k was set as 0.815 based on the proposed analytical control method, and the tension force of the temporary horizontal tie rod was further determined through the finite element analysis. On-site monitoring indicates that the deformation and stress distributions of the main arch during the overall lifting process are effectively controlled. The methods proposed in this paper provide direct and effective guidance for steel arch bridge construction using the overall lifting construction method.
5.2. Discussion
Author Contributions
Funding
Data Availability Statement
Conflicts of Interest
Abbreviations
l | Horizontal projection length of the axis of the whole lifting arch rib segment |
f | Sagittal height of the axis of the whole lifting arch rib segment |
n | Sub-parabolic axis shape parameter of the arch rib |
A | Cross-sectional area of the whole lifting arch rib segment |
E | Elastic modulus of the arch rib material |
I | Moment of inertia of the arch rib section around the transverse bridge direction |
k | Ratio of the horizontal distance between the two lifting points to the horizontal projected length of the arch rib |
q | Arch rib bears a uniformly distributed vertical load |
P | Temporary horizontal tension |
M | Bending moment |
N | Axial force |
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1.5 | 0.815 | 0.9224 | |||
1.6 | 0.830 | 0.9401 | |||
1.7 | 0.845 | 0.9548 | |||
1.8 | 0.860 | 0.9664 | |||
1.9 | 0.875 | 0.9749 | |||
2.0 | 0.890 | 0.9801 | |||
2.1 | 0.895 | 0.9796 | |||
2.2 | 0.900 | 0.9788 |
Parabola Shape Parameter n | Arch Longitudinal Length l (m) | Arch Rise f (m) | Elastic Modulus E (kN/m2) | Area of Arch Vault Section A (m2) | Inertia Moment of Arch Vault Section I (m4) | Volumetric Weight γ (kN/m3) |
---|---|---|---|---|---|---|
1.5 | 103.8 | 22.6 | 2.06 × 108 | 0.2621 | 0.2257 | 78.50 |
Number | Measuring Result (m) | Coordinates Before Lifting (m) | Deviation Value (mm) | ||||||
---|---|---|---|---|---|---|---|---|---|
Direction Along Bridge | Direction Across Bridge | Vertical Direction | Direction Along Bridge | Direction Across Bridge | Vertical Direction | Direction Along Bridge | Direction Across Bridge | Vertical Direction | |
1# | 36.18377 | 6.47273 | 45.36168 | 36.1736 | 6.4644 | 23.05662 | 10.17 | 8.33 | 15.06 |
2# | 51.09771 | 5.51281 | 54.87641 | 51.09866 | 5.51012 | 32.57208 | −0.95 | 2.69 | 14.33 |
3# | 88.13294 | 4.23741 | 67.08195 | 88.13951 | 4.24834 | 44.78131 | −6.57 | −10.93 | 10.64 |
4# | 123.31742 | 5.36685 | 55.75667 | 123.31981 | 5.36909 | 33.45448 | −2.39 | −2.24 | 12.19 |
5# | 139.54647 | 6.47551 | 45.56474 | 139.55481 | 6.45929 | 23.26053 | −8.34 | 16.22 | 14.21 |
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Li, Z.; Dong, X.; Chen, H.; Chi, L.; Zhang, Z. Overall Lifting Construction Control Method for Large-Segment Steel Arch Bridges Based on Unstressed State Control Theory. Buildings 2025, 15, 523. https://doi.org/10.3390/buildings15040523
Li Z, Dong X, Chen H, Chi L, Zhang Z. Overall Lifting Construction Control Method for Large-Segment Steel Arch Bridges Based on Unstressed State Control Theory. Buildings. 2025; 15(4):523. https://doi.org/10.3390/buildings15040523
Chicago/Turabian StyleLi, Zhongpei, Xuetao Dong, Hairong Chen, Liangjun Chi, and Zhicheng Zhang. 2025. "Overall Lifting Construction Control Method for Large-Segment Steel Arch Bridges Based on Unstressed State Control Theory" Buildings 15, no. 4: 523. https://doi.org/10.3390/buildings15040523
APA StyleLi, Z., Dong, X., Chen, H., Chi, L., & Zhang, Z. (2025). Overall Lifting Construction Control Method for Large-Segment Steel Arch Bridges Based on Unstressed State Control Theory. Buildings, 15(4), 523. https://doi.org/10.3390/buildings15040523