Research on the Method of Temporary Prestressing to Regulate the Stress in the Section during the Construction of the Main Arch Ring of the Cantilever Cast Arch Bridge
Abstract
:1. Introduction
2. Stress Analysis Method of the Arch Ring Section
2.1. Analysis of the Initial Stress State of the Arch Ring Section Considering Prestressing Effect
- (1)
- Flat section assumption.
- (2)
- The neutral layer and the neutral axis assumptions.
- (3)
- The assumption of linear elasticity by Hooke’s law.
- (4)
- The arch ring segments with straight lines instead of curves, ignoring the effect of curvature.
- (5)
- The arch ring section is straight instead of curved to ignore the effect of bending.
2.2. The Arch Ring Section Stress Optimization Method
2.2.1. Ansys-Based Objective Optimization Algorithm Flow
- (1)
- Determining parameters such as objective function, design variables, and state variables.
- (2)
- Establishing a finite element parametric model to load and solve.
- (3)
- Entering the Design Opt first-order optimization module, setting the optimization initial sequence, specifying the loop control parameters, and invoking the Batch batch start mode.
- (4)
- Optimization iterative analysis and calculation: determining reasonable iterative convergence conditions, and entering the post-processing module to view the results after the program converges.
2.2.2. Matlab-Based Solution of Buckle and Prestressing Influence Matrix
2.3. Programming of the Arch Ring Stress Solutions
- (1)
- Customizing the stress control index at the top and bottom flanges of each section of the arch ring during the construction of the main arch ring.
- (2)
- Using Matlab to prepare the calculation program of the stress formula for the top and bottom flanges of the main arch ring derived in Section 2.1. Based on the formula derived in Section 2.1, establishing the corresponding multi-order matrix to prepare the forward solving subroutine 1 for the stresses at the top and bottom flanges of each section during the construction of the main arch ring. Based on the multi-order matrix, preparing the reverse solving subroutine 2 for the cable force of each section under the premise of controlling the number of pre-stress; and under the condition of controlling the constant cable force subroutine 3 for solving the prestressing quantity of each section in the reverse direction under constant control of the cable force.
- (3)
- Solving the initial cable force value for each section buckle according to the custom stress control index for each section using subroutine 2 in process step 1. Then, solving the stress for the top and bottom flanges of each section of the arch ring during construction according to the solid model of the whole bridge established by Ansys, and using the parameters of the interface with Matlab imported into Ansys for the construction phase analysis of the whole bridge.
- (4)
- Solving the initial prestressing quantity for each section of the main arch ring based on the difference between the stress and the stress indicator for each section of the main arch ring using subroutine 3 in process step 1.
- (5)
- Solving the matrix of the influence of the cable force on the stress in the main arch ring and the matrix of the influence of the amount of prestressing on the stress in the main arch ring during each construction stage of the main arch ring construction process using the solution method of the influence matrix of the cable force and prestressing in Section 2.2.
- (6)
- According to the initial cable force values of the buckle cables of each section of the main arch ring and the initial prestressing quantity of each section of the main arch ring as found in process steps (2) and (3), numerical simulation analysis is imported into Ansys to obtain the stresses at the top and bottom flanges of each section of the main arch ring for the whole construction process of the main arch ring.
- (7)
- If ≤, it means that the stress at the top and bottom flanges of each section of the main arch ring under the combined action of the cable force and the prestressing quantity has reached the custom stress index for each section, and the design of each parameter meets the requirements, and the program is terminated; if >, it means that the stress at the top and bottom flanges of each section of the main arch ring under the combined action of the cable force and the prestressing quantity has not reached the custom stress index for each section, and the analysis proceeds to the next step.
- (8)
- Calculating the stress difference = − between the top and bottom flanges of each section of the main arch ring, and solving for the buckle cable force through the influence matrix , and solving for the stress at the top and bottom flanges of each section of the main arch ring according to step 6.
- (9)
- Calculating the stress difference = − at the top and bottom flanges of each section of the main arch ring, and solving for the prestressing quantity via the influence matrix , and overwriting the cable force data with the data and replacing the with the data.
- (10)
- Executing the process steps (5) to (10).
- (11)
- Until ≤ , end the program loop.
3. Engineering Background and Numerical Simulation Modeling
3.1. Background of Dependency Project
3.2. Numerical Simulation Model Building
4. Temporary Prestressing Control the Arch Ring Stress Results Analysis
4.1. Comparative Analysis of Buckle Force
4.2. Comparative Analysis of Stress in the Arch Ring Section
5. Results of Real Bridge Tests on Prestressing Arrangement of the Arch Ring Sections
6. Conclusions
- (1)
- The initial tension of the buckled cable with the introduction of temporary prestressing has increased to a certain extent compared with that without prestressing. However, the difference between the maximum force and the initial force during construction is significantly reduced, and the force distribution is more uniform. It avoids the large change of cable force during the construction process and alleviates the fatigue effect of the buckled cable during the construction period.
- (2)
- Temporary prestressing can effectively control the maximum tensile stress in the top and bottom flanges of the arch section within the control index, increase the compressive stress reserve in the arch section, improve the utilization rate of the arch ring material, and significantly reduce the risk of section cracking caused by the excess tensile stress in the arch section.
- (3)
- According to the comparison between the measured data and the theoretical analysis, the deviation between the measured stress and the theoretical calculation value is about 10%. Considering the discrete errors of data and concrete materials, the measured results are in good agreement with the theoretical analysis. The successful application of temporary prestressing in Shatuo Bridge provides novel ideas for the stress regulation of key sections during the construction of cantilever cast arch ring and can provide technical support for the breakthrough of cantilever cast arch bridges to larger spans.
Author Contributions
Funding
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Conflicts of Interest
References
- Au, F.T.K.; Wang, J.J.; Liu, G.D. Construction Control of Reinforced Concrete Arch Bridges. J. Bridg. Eng. 2003, 8, 39–45. [Google Scholar] [CrossRef]
- Chen, K.; Song, J.Y. Survey and Analysis of Exiting Reinforced Concrete Ribbed Arch Bridges. Adv. Mater. Res. 2011, 255–260, 1187–1191. [Google Scholar] [CrossRef]
- Salonga, J.; Gauvreau, P. Comparative Study of the Proportions, Form, and Efficiency of Concrete Arch Bridges. J. Bridg. Eng. 2014, 19, 04013010. [Google Scholar] [CrossRef]
- Chen, B.C.; ŠAVOR, Z.; Huang, Q.W. Material performance for long span concrete arch bridges: Higher is better//JAN B P. In Proceedings of the 8th International Conference on Arch Bridges, Wrocław, Poland, 5–7 October 2016; Springer Nature: Basel, Switzerland, 2016; pp. 85–102. [Google Scholar]
- Chen, B.C.; Liu, J.P. Review of construction and technology development of arch bridges in the world. J. Traffic Transp. Eng. 2020, 20, 27–41. [Google Scholar] [CrossRef]
- Arenas, J.J.; Capellán, G.; García, P.; Meana, I. Viaduct over River Almonte-conceptual design // ARCH’. In Proceedings of the 2016—8th Proceedings of 8th International Conference on Arch Bridges, Wrocław, Poland, 5–7 October 2016; pp. 313–322. [Google Scholar]
- DERIĆ, Ž.; RUNJIĆ, A.; HRELJA, G. Design and construction of Cetina river arch bridge // ARCH’07. In Proceedings of the 5th International Conference on Arch Bridges, Funchal, Madeira, Portugal, 12–14 September 2007; pp. 745–750. [Google Scholar]
- Cruz, P.J.S.; Cordeiro, J.M.L. Innovative and Contemporary Porto Bridges. Pract. Period. Struct. Des. Constr. 2004, 9, 26–43. [Google Scholar] [CrossRef]
- Wei, J.G.; Chen, B.C. Application and Research Progress of Foreign Long-Span Concrete Arch Bridges; World Bridges: Oak Brook, IL, USA, 2009; pp. 4–8. [Google Scholar]
- Li, X.B. Research on Construction Control and Model Test of Cantilever Casting for Long-Span Reinforced Concrete Arch Bridges. Ph.D. Thesis, Southwest Jiaotong University, Chengdu, China, 2008. [Google Scholar]
- Lu, Y.G.; Peng, W.P.; Tian, Z.C. Construction control study of overhanging buckle hanging of large span reinforced concrete box arch. J. China Foreign Highw. 2013, 33, 189–192. [Google Scholar] [CrossRef]
- Ouyang, C.W. Rational Bridge State and Optimal Construction Cable Force of the Horseshoe River Bridge. Master’s Thesis, Changsha University of Science and Technology, Changsha, China, 2016. [Google Scholar]
- Peng, W.P. Research on Cable Force Optimization and Arch Ring Stress Control during Construction of Long-Span Cantilevered Concrete Arch Bridges. Ph.D. Thesis, Changsha University of Science and Technology, Changsha, China, 2020. [Google Scholar] [CrossRef]
- Tian, Z.-C.; Peng, W.-P.; Zhang, J.-R.; Jiang, T.-Y.; Deng, Y. Determination of initial cable force of cantilever casting concrete arch bridge using stress balance and influence matrix methods. J. Cent. South Univ. 2019, 26, 3140–3155. [Google Scholar] [CrossRef]
- Granata, M.F.; Margiotta, P.; Recupero, A.; Arici, M. Partial Elastic Scheme Method in Cantilever Construction of Concrete Arch Bridges. J. Bridg. Eng. 2013, 18, 663–672. [Google Scholar] [CrossRef]
- Li, Y.; Wang, J.-L.; Ge, S.-S. Optimum Calculation Method for Cable Force of Concrete-Filled Steel Tube Arch Bridge in Inclined Cable-Stayed Construction. J. Highw. Transp. Res. Dev. (Engl. Ed.) 2017, 11, 42–48. [Google Scholar] [CrossRef]
- Yu-Wen, D.; You-Yuan, W. A Research to Cable Force Optimizing Calculation of Cablestayed Arch Bridge. Procedia Eng. 2012, 37, 155–160. [Google Scholar] [CrossRef] [Green Version]
- Zhou, Q.; Zhou, S.X.; Li, X.Q.; Feng, Y.S. Research on mechanical properties of cantilever pouring construction of concrete arch bridges. Chongqing Jiaotong Univ. Chin. J. (Nat. Sci. Ed.) 2018, 37, 9–13. [Google Scholar]
- Wu, X.; Wang, Q.S.; Zhang, Z.J. Analysis of temporary prestressing effect during cantilever casting of large-span RC arch bridges. Highw. Eng. 2019, 44, 11–16. [Google Scholar] [CrossRef]
- Wu, X.M.; Tian, Z.C. Analysis of the influence of key parameters in the suspension casting stage of a long-span RC arch bridge considering prestress. Highw. Eng. 2019, 44, 15–20+103. [Google Scholar] [CrossRef]
- Ministry of Transport of the People’s Republic of China. Specifications for Design of Highway Reinforced Concrete and Prestressed Concrete Bridges and Culverts: JTG 3362-2018; People’s Communications Publishing House Co., Ltd.: Beijing, China, 2018. [Google Scholar]
- Hao, S.; Wang, X.; Xie, J.; Yang, Z. Rigid framework section parameter optimization and optimization algorithm research. Trans. Can. Soc. Mech. Eng. 2019, 43, 398–404. [Google Scholar] [CrossRef]
Serial Number | Bridge Name | Main Span (m) | Structure Type | Construction Method | Nation | Year Built |
---|---|---|---|---|---|---|
1 | Almonte Railroad Bridge | 384 | Top-loaded basket arch | Cantilever casting | Spain | 2016 |
2 | Shiloh Bridge | 335 | Overhead rib | Cantilever casting | China | Under construction |
3 | Tajo Railway Bridge | 324 | Top-loaded basket arch | Cantilever casting | Spain | 2015 |
4 | Hoover Dam Bridge | 323 | Overhead rib | Cantilever casting | The U.S. | 2010 |
5 | Xixiu Bridge | 288 | Top-up box arch | Cantilever casting | China | Under construction |
6 | Infante D.Henrique Bridge | 280 | Top-up box arch | Cantilever truss | Portugal | 2002 |
7 | Bloukrans Bridge | 272 | Top-up box arch | Cantilever casting | South Africa | 1983 |
8 | Tamina Bridge | 265 | Top-up box arch | Cantilever casting | Switzerland | 2017 |
9 | Fujikawa Bridge | 265 | Top-up box arch | Cantilever casting | Japan | 2005 |
10 | Tianxiang Bridge | 260 | Top-up box arch | Cantilever trusses, etc. | Japan | 2000 |
11 | Los Tilos Bridge | 255 | Top-up box arch | Cantilever truss | Spain | 2004 |
12 | Wilde Gera Bridge | 252 | Top-up box arch | Cantilever truss | Germany | 2000 |
13 | Qingshui River Bridge | 248 | Top-up box arch | Cantilever casting | China | Under construction |
14 | Svinesund Bridge | 247.3 | Middle bearing box arch | Cantilever casting | Sweden/Norway | 2005 |
15 | Sibenik Bridge | 246 | Overhead rib | Cantilever casting | Croatia | 1966 |
16 | Shatuo Bridge | 240 | Top-up box arch | Cantilever casting | China | 2019 |
17 | Beppu Myobu Bridge | 235 | Top-up box arch | Cantilever trusses, etc. | Japan | 1989 |
18 | Jiashi Bridge | 225 | Top-up box arch | Cantilever casting | China | Under construction |
19 | Kyll Valley Bridge | 223 | Overhead rib | Cantilever casting, etc. | Germany | 1999 |
20 | Head Island Bridge | 218 | Top-up box arch | Cantilever casting, etc. | Japan | 2003 |
21 | Krka Bridge | 204 | Top-up box arch | Cantilever casting | Croatia | 2005 |
22 | Usagawa Bridge | 204 | Top-up box arch | Cantilever casting, etc. | Japan | 1982 |
23 | Maslenica Bridge | 200 | Top-up box arch | Cantilever casting | Croatia | 1997 |
24 | Ikeda—Its Lake Bridge | 200 | Top-up box arch | Cantilever truss | Japan | 2000 |
25 | Fish Bridge | 200 | Top-up box arch | Cantilever casting | China | 2015 |
26 | Ya Shiqing Bridge | 200 | Top-up box arch | Cantilever casting | China | Under construction |
Arch Segment Number | West Bank Main Arch | East Bank Main Arch | ||
---|---|---|---|---|
Top Flange (MPa) | Bottom Flange (MPa) | Top Flange (MPa) | Bottom Flange (MPa) | |
10# | 0.5 | 0.5 | 0.5 | 0.5 |
11# | 0.5 | 0.5 | 0.5 | 0.5 |
12# | 0.5 | 0.5 | — | 0 |
13# | 0.5 | 0.5 | — | 0 |
14# | 0 | — | 0 | 0 |
15# | 0 | — | 0 | 0 |
16# | 0 | — | 0 | — |
17# | 0 | — | 0 | — |
Arch Segment Number | West Bank Main Arch | East Bank Main Arch | ||
---|---|---|---|---|
Top Flange (pcs) | Bottom Flange (pcs) | Top Flange (pcs) | Bottom Flange (pcs) | |
10# | 32 | — | 18 | — |
11# | 32 | — | 28 | — |
12# | 32 | — | — | 10 |
13# | 32 | — | — | 10 |
14# | 34 | — | 34 | 16 |
15# | 34 | — | 34 | 16 |
16# | 22 | — | 20 | 0 |
17# | 18 | — | 16 | 0 |
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Tian, Z.; Zhang, Z.; Peng, W.; Dai, Y.; Cai, Y.; Xu, B. Research on the Method of Temporary Prestressing to Regulate the Stress in the Section during the Construction of the Main Arch Ring of the Cantilever Cast Arch Bridge. Appl. Sci. 2022, 12, 10070. https://doi.org/10.3390/app121910070
Tian Z, Zhang Z, Peng W, Dai Y, Cai Y, Xu B. Research on the Method of Temporary Prestressing to Regulate the Stress in the Section during the Construction of the Main Arch Ring of the Cantilever Cast Arch Bridge. Applied Sciences. 2022; 12(19):10070. https://doi.org/10.3390/app121910070
Chicago/Turabian StyleTian, Zhongchu, Zujun Zhang, Wenping Peng, Ye Dai, Yue Cai, and Binlin Xu. 2022. "Research on the Method of Temporary Prestressing to Regulate the Stress in the Section during the Construction of the Main Arch Ring of the Cantilever Cast Arch Bridge" Applied Sciences 12, no. 19: 10070. https://doi.org/10.3390/app121910070
APA StyleTian, Z., Zhang, Z., Peng, W., Dai, Y., Cai, Y., & Xu, B. (2022). Research on the Method of Temporary Prestressing to Regulate the Stress in the Section during the Construction of the Main Arch Ring of the Cantilever Cast Arch Bridge. Applied Sciences, 12(19), 10070. https://doi.org/10.3390/app121910070