Research on Loading Scheme for Large-Scale Model Tests of Super-Long-Span Arch Bridge
Abstract
:1. Introduction
- The first category mainly uses hydraulic jacks for loading. The base of the hydraulic jack is fixed to the ground or another rigid structure, and the load is applied to the structure through the jack head. This loading method is suitable for cases with fewer loading points and shorter loading cycles [8]. For example, Liu et al. [9] conducted a 1:16 scale test of the Wasiwo Bridge which has a clear span of 95 m, studying the failure modes of catenary arches under loading at the crown and L/4 span. Wang et al. [10] proposed a double-layer corrugated steel–concrete composite arch structure and studied the bearing capacity of this type of arch using a single-point loading test at the mid-span.
- The second category is the multi-point suspended-weight method, which applies the self-weight of counterweights as the load on the structure. For example, Liu et al. [11] used 32 tons of iron bars to load a model test to study the mechanical behavior of a steel truss arch bridge. This method results in large counterweight volumes, occupying a significant amount of experimental space and affecting the normal use of other test equipment. Li et al. [12] investigated the dynamic response of a long-span, irregular steel tube-reinforced concrete arch bridge. They conducted 1:16 scale model tests of the Yitong River Bridge with a main span of 158 m. The test was designed to simulate vehicle loads using iron bricks to simulate the self-weight of the bridge. However, due to space limitations, it was not possible to achieve an equivalent weight loading of the self-weight.
- To solve the problems of large counterweight space and high counterweight cost, some scholars have designed a third category of loading systems, the lever method. This method uses the principle of moment balance to multiply the self-weight load of the counterweight acting on the structure to be loaded. For example, Zhang et al. [13] conducted a 1:7.5 scale model test of the main arch ring of the 445-m main span of Beipan River Bridge, which is a rigid-frame arch bridge. Based on the lever principle, 48 sets of loading devices were used to achieve the equivalent counterweight of the arch rib. Tang et al. [14] conducted a 1:10 scale model test of the main arch ring of the 420-m main span of Wanxian Yangtze River Bridge, studying the feasibility of the main arch ring’s formation sequence and the rationality of the internal force and deformation during the construction stage. The test achieved rib weighting at 27 loading points using the lever principle, but this method increased the workload of the weighting process as the vertical deflection of a loading point would change the load of adjacent loading points in real time, thus making it challenging to ensure the accuracy of the rib weighting at each loading point, which significantly affected the accuracy of the model test results in terms of inferring the bridge’s response from the model test [15].
2. Test Overview
2.1. Overview of the Original Bridge Project
2.2. 1:10 Scale Model Test of the Main Arch Ring
2.2.1. Scaled Model Test Scheme
2.2.2. Model Test Construction Stages
3. Loading System Design
3.1. Loading Scheme
3.1.1. Working Principle of Single-Point Loading Device
3.1.2. Design Scheme of Loading Device with a Single Set of Pulley Group
3.1.3. Loading System’s Overall Layout Scheme
3.2. Array-Based Loading System’s Load Calculation Method
3.2.1. Load Point Counterweight Calculation Intervals
3.2.2. Counterweight Values of Each Loading Point at Different Construction Stages
3.2.3. Optimization of Load Application Points’ Weighting Values
- (1)
- Weighting calculations for components participating in the overall structural force, such as the main steel tubes and inner concrete of the rigid steel framework, should be nine times their actual dimensions.
- (2)
- Weighting calculations for components participating in localized structural forces, such as the steel framework web members and top and bottom transverse links, should be nine times their actual dimensions after scaling down the original bridge components.
- (3)
- As the rigid framework forms an arch in stages, the reduction factors at different construction stages for each load application point vary and should be calculated separately.
- (4)
- In the model test, the weighting at each load application point is progressively applied as the construction stage advances. When calculating the weighting reduction factor, component parameters involved in the calculation should only be taken from newly poured components at the current construction stage, as the previous stage’s weighting has been completed and should no longer be included in the early-stage weighting results.
4. Reliability Verification of the Loading System
4.1. Test of Loading System with a Single Set of Pulley Group
4.2. Array-Type Pulley-Group Loading System Test
4.3. Comparison of Finite Element Simulation Results
5. Conclusions
- (1)
- A single set of loading devices based on the pulley-group design can theoretically amplify the dead weight of the counterweight box by seven times, which can be applied to the loading point. Multiple sets of loading devices arranged longitudinally along the bridge can form an array-type, self-balancing pulley-group loading system, which does not require repeated load adjustments, offers high precision in counterweight values, and occupies less space.
- (2)
- A calculation method for the counterweight value at any loading point at different construction stages was proposed, and automation of load statistics was achieved using the ANSYS APDL language. Considering the differences in the detailed dimensions between the model bridge and the original bridge, the calculation principle of the counterweight reduction factor was proposed, thereby optimizing the counterweight calculation method when designing the arch bridge model test according to stress equivalence.
- (3)
- A counterweight test of loading devices with a single set of a pulley group was conducted, revealing that due to the friction between the pulley and the steel wire rope, the actual load magnification factor of the loading devices is approximately 6.6 times, with a mechanical efficiency of about 94.29%.
- (4)
- A full-bridge, array-type loading system counterweight test was carried out to analyze the changes in the load values at the 6th, 11th, and 15th loading points. The results show that with the array-type loading system, the actual load at each point can reach the design value. Moreover, the self-balancing feature of the loading system can eliminate the impact of vertical deformation of the structure on the loading accuracy of each point, confirming the high reliability of the system.
- (5)
- Using the ANSYS APDL software, finite element models of the original bridge and the model test bridge were established. Based on the counterweight optimization method proposed in this study, the counterweight load required at each loading point of the model bridge was calculated and applied. The stress results of the rigid steel frame, the concrete inside the pipe, and the externally wrapped concrete at the key sections of the two bridges were compared. The results show that the stress results of different components of the model bridge and the original bridge have basically the same trend at each construction stage. During the stage of casting web concrete, the stress of the rigid steel frame and the concrete inside the pipe of the model bridge was slightly higher than that of the original bridge due to the increased self-weight load caused by the increase in the thickness of the model bridge’s web from the design value of 45 mm to 55 mm. At other key construction stages, the maximum relative errors in the stress results of the rigid steel frame and the concrete inside the pipe for the two bridges are 8.33% and 9.34%, respectively. The maximum absolute error of the bottom plate concrete is 0.66 MPa, verifying the correctness of the counterweight optimization algorithm of the array-type, self-balancing pulley-group loading system.
Author Contributions
Funding
Data Availability Statement
Conflicts of Interest
References
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Serial Number | Construction Content |
---|---|
1 | Closure of rigid steel frame |
2 | Pouring concrete into the pipe |
3~8 | Pouring concrete for base slab |
9~14 | Pouring web concrete |
15~20 | Pouring roof concrete |
Number of Loading Points | Value of Theoretical Weight (kg) | Load Order |
---|---|---|
6# | 1069 | 1 |
11# | 982 | 2 |
15# | 2320 | 3 |
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Fan, Y.; Zhou, J.; Luo, C.; Yang, J.; Xin, J.; Wang, S. Research on Loading Scheme for Large-Scale Model Tests of Super-Long-Span Arch Bridge. Buildings 2023, 13, 1639. https://doi.org/10.3390/buildings13071639
Fan Y, Zhou J, Luo C, Yang J, Xin J, Wang S. Research on Loading Scheme for Large-Scale Model Tests of Super-Long-Span Arch Bridge. Buildings. 2023; 13(7):1639. https://doi.org/10.3390/buildings13071639
Chicago/Turabian StyleFan, Yonghui, Jianting Zhou, Chao Luo, Jun Yang, Jingzhou Xin, and Shaorui Wang. 2023. "Research on Loading Scheme for Large-Scale Model Tests of Super-Long-Span Arch Bridge" Buildings 13, no. 7: 1639. https://doi.org/10.3390/buildings13071639