# Proposed New Analytical Method of Tower Load in Large-Span Arch Bridge Cable Lifting Construction
## 4 Application in Tower Analysis  
The calculation method of the force of the cable system to the tower is verified by the engineering case to be completely correct and the accuracy meets the engineering requirements. Such a practical calculation method is mainly used to prepare for the analysis of the mechanical properties of a tower in construction. The following sections will specifically analyze the towers in the engineering case to provide a demonstration of the calculation method for practical engineering application.  
\begin{table}
\begin{tabular}{c c c c c} \hline \hline
**Load Condition** & **Tower Site** & \begin{tabular}{c} **Longitudinal** \\ **Displacement** \\ \end{tabular} & \
\begin{tabular}{c} **Transversal** \\ **Displacement** \\ \end{tabular} &
\begin{tabular}{c} **Vertical** \\ **Displacement** \\ \end{tabular} \\ \hline
1 & Left bank & \(-\)43.6 & 0.4 & \(-\)8.8 \\
1 & Right bank & 197.1 & \(-\)6.2 & \(-\)22.8 \\
2 & Left bank & \(-\)29.7 & \(-\)0.5 & \(-\)7.6 \\  & Right bank & 138.7 & \(-\)1.2 & \(-\)20.0 \\
3 & Left bank & \(-\)45.3 & \(-\)1.4 & \(-\)9.7 \\  & Right bank & 199.4 & 3.4 & \(-\)24.2 \\ \hline \hline \end{tabular} Note: Negative values of longitudinal displacement indicate displacement toward the right bank, and positive values indicate displacement toward the left bank. Negative values of transversal displacement indicate displacement toward the downstream; positive values indicate displacement toward the upstream. A negative value of vertical displacement indicates that the displacement is downward.  
\end{table}
Table 6: Maximum numerical displacements at tower top (unit: mm).  
\begin{table}
\begin{tabular}{c c c c c} \hline \hline
**Load Condition** & **Tower Site** & \begin{tabular}{c} **Longitudinal** \\ **Displacement** \\ \end{tabular} & \
\begin{tabular}{c} **Transversal** \\ **Displacement** \\ \end{tabular} &
\begin{tabular}{c} **Vertical** \\ **Displacement** \\ \end{tabular} \\ \hline
1 & Left bank & 2.4 & 0.4 & 1.1 \\  & Right bank & 5.0 & 0.5 & 2.3 \\
2 & Left bank & 1.3 & 0.5 & 0.6 \\  & Right bank & 4.3 & 1.2 & 1.7 \\
3 & Left bank & 2.2 & 1.4 & 0.8 \\  & Right bank & 5.2 & 0.9 & 2.1 \\ \hline \hline \end{tabular}
\end{table}
Table 7: Maximum displacement error at tower top (unit: mm).  
The mechanical analysis of a tower needs to consider not only the cable system load, but also the combined effect of wind load and buckle cable load. The operational state of the cable lifting system is calculated according to level six wind, and the non-operational state is calculated according to level ten wind. The wind speed is 13.8 m/s at level six and 26.5 m/s at level ten. Wind loads are calculated by referring to the current specification [33]. The acting force of the arch rib is calculated according to the maximum cantilever state before closing. The left bank acts on the middle of the tower, and the right bank acts on both sides of the tower, and the action position is shown in Figure 11.  
The nine loads imposed on the towers are combined according to different occurrences to obtain 11 load combinations, which were listed in Table 8. These nine loads are: (1) self-weight and wind cable initial tension load; (2) buckle cable load; (3) the load of the cable system when the upstream main cable transports the rated load to the middle of the span while the other two groups of main cables are unloaded; (4) the load of the cable system when the main cable at the bridge axle transports the rated load to the middle of the span while the other two groups of main cables are unloaded; (5) the load of the cable system when the downstream main cable transports the rated load to the middle of the span while the other two groups of main cables are unloaded; (6) a wind of level six blows toward the left bank; (7) a wind of level ten blows toward the left bank; (8) a wind of level six blows toward the right bank; and (9) a wind of level ten blows toward the right bank.