# Proposed New Analytical Method of Tower Load in Large-Span Arch Bridge Cable Lifting Construction
## 4 Application in Tower Analysis
### Deformation Analysis  
Figure 17 shows the maximum displacement of the tower tops on the left bank and right bank for each load condition, respectively. As can be seen from Figure 17, the maximum transversal, longitudinal, and vertical displacement trends of the two towers on the left bank and the right bank are basically the same.  
The transversal and vertical displacements of the towers on both banks are relatively smaller and the difference in values is not significant, but the maximum longitudinal displacement on the right bank is significantly larger than that on the left bank. The maximum longitudinal displacement of the tower at the right bank is about 150 mm more than that at the left bank because the angle between the main cable behind tower and the horizontal plane is 34.1\({}^{\circ}\), which is relatively large, and the cable system generates a larger horizontal thrust to the tower. The maximum longitudinal displacement of both banks occurs under the action of load condition 9; when the initial tension of wind cable, buckle cable load, and wind load are taken into account, the maximum longitudinal displacement of towers on both banks will be reduced about 20 mm, which indicates that the reasonable setting of the buckle cable plays an essential role in reducing the deformation of the towers. The minimum longitudinal displacement of the two banks occurs under the action of load condition 8, when the cable system is in non-operating condition, even if there is a 10-level wind load, the maximum longitudinal displacement of the towers at both banks is relatively smaller than other conditions; the minimum value is 14 mm, which means the towers are safer under the action of a 10-level wind load.  
The deformation of the steel pipe column of the buckle tower affects the stability of the whole buckle tower. In addition to analyzing the deformation of the tower top, it is crucial to analyze the deformation of the steel pipe column of the buckle tower. Since the maximum deformation of the tower top occurs in load conditions 9 and 11, which are symmetrical loading, only the deformation of the tower column under the action of load condition 9 needs to be analyzed. Since the deformation of the double rows of tower columns is almost the same, only the deformation of the steel pipe tower columns near the river side will be analyzed. Figure 18 shows the deformation of the steel pipe columns along the longitudinal direction of the bridge. Positive values of the deformation represent the steel pipe columns bending toward the river, and negative values represent the steel pipe columns bending away from the river.  
Figure 17: Maximum displacement of the tower top under each load condition: (**a**) left bank; (**b**) right bank.  
The deformation of steel pipe column 5 is close to zero, and the deformation value of steel pipe columns 1-4 is positive, while the deformation value of steel pipe columns 6-9 is negative, which shows the opposite deformation trend, indicating that the tower is under the action of unbalance loading, and the tower has a torsional deformation, which leads to steel pipe columns 1-4 bending away from the river, and steel pipe columns 6-9 bending toward the river. The deformation of the steel pipe columns decreases in order from both sides to the middle of the tower. The deformation of steel pipe columns 1 and 9 on both sides of the tower is the largest; the top deformation of steel pipe column 1 is 20.1 mm, the top deformation of steel pipe column 9 is 25.9 mm, and the height of steel pipe column 9 is 17 m, and its deformation meets the engineering requirements.