## 4 Data Processing and Analysis
### Field Monitoring Data Analysis of the Construction Effect of Large-Diameter Tubular Piles  
The spatial displacements of observation points 1-5 during the construction of Position 5 and Position 4 were acquired through a combination of the data from the digital camera and station instrumentation. To express the positional evolution state of Position 6 accurately and clearly, the mean measuring results of observation points 1-5 were calculated, and the corresponding diagram was plotted (Table 5 and Figure 13).  
Figure 12: Diagram of penetration change in large diameter pipe pile at pile position 6, showing the (**a**) fitting analysis of penetration evolution law at pile position 6, and (**b**) sketch of the penetration Kalman filter deviation.  
\begin{table}
\begin{tabular}{c c c c c c c} \hline \hline \multirow{2}{*}{**Pipe Pile Number**} & \multicolumn{2}{c}{**Displacement in N Direction/mm**} & \multicolumn{2}{c}{**Displacement in E Direction/mm**} & \multicolumn{2}{c}{**Displacement in H Direction/mm**} \\ \cline{2-7}  & **Construction** & **Construction** & **Construction** & **Construction** & **Construction** & **Construction** \\  & **of A-5** & **of A-4** & **of A-5** & **of A-4** & **of A-5** & **of A-4** \\ \hline \(1\) & \(-3.0\) & \(-0.6\) & \(6.4\) & \(-6.4\) & \(1.2\) & \(0.4\) \\ \(2\) & \(-8.2\) & \(-1.2\) & \(15.2\) & \(-5.0\) & \(2.0\) & \(0.2\) \\ \(3\) & \(-8.4\) & \(-3.2\) & \(14.2\) & \(-4.6\) & \(2.4\) & \(0.8\) \\ \(4\) & \(-6.6\) & \(-2.8\) & \(14.6\) & \(-3.4\) & \(0.2\) & \(1.6\) \\ \hline \hline \end{tabular}
\end{table}
Table 5: Movement value of the monitored pile (A-6).  
Figure 13: Representation of space displacement and compaction effect, showing the (**a**) schematic diagram of N-direction displacement, (**b**) schematic diagram of E-direction displacement, (**c**) schematic diagram of horizontal displacement, (**d**) schematic diagram of H-direction displacement, and (**e**) relationship between compaction effect and space displacement.  
Figure 13a,e show that, during the construction of Piles #1, #2, #3, and #4 at Position 5, Position 6 deviated by 3 mm, 8.2 mm, 8.4 mm, and 6.6 mm along the S direction, respectively. During the construction of Piles #1, #2, #3, and #4 at Position 4, Position 6 deviated by 0.6 mm, 1.2 mm, 3.2 mm, and 2.8 mm along the S direction, respectively. According to the measurement data, Position 6's squeezing effect strengthened first and then weakened with increases in the penetration of tubular piles.  
In Figure 13b,e, Position 6 deviated by 6.4 mm, 15.2 mm, 14.2 mm, and 14.6 mm along the E direction during the construction of Piles #1, #2, #3, and #4 at Position 5, respectively. During the construction of Piles #1, #2, #3, and #4 at Position 4, Position 6 deviated by 6.4 mm, 5 mm, 4.6 mm, and 3.4 mm along the E direction, respectively. According to measurement data, Position 6 was squeezed away and rebounded along the E direction. This phenomenon indicates that the squeezing effect strengthened first and then weakened with increases in the penetration of tubular piles.  
Figure 13a-e show that the squeezing effect peaked when the penetration depth of the tubular piles was about 20 m during the construction at adjacent positions, which could make surrounding tubular piles deviate from the initial position by nearly 2 cm. During the pile-jumping construction, the squeezing effect was relatively weak. The maximum squeezing effect was observed when the penetration depth of tubular piles was about 10 m, which could make the tubular piles deviate from the initial position by about 0.5 cm. The experimental results in this study further verified the reliability of pile-jumping construction technology and provided reference data for its optimisation.  
Figure 13d,e showed that a slight uplift was developed during the construction of adjacent piles and pile-jumping construction. This was the collaborative consequence of increasing the short installation and side friction resistance under the squeezing effect.