## 6 Numerical Study and Comparison
### Parametric Analysis and Comparison
\begin{table}
\begin{tabular}{c c c c c c c c} \hline \hline
**Bridge** & \(\theta\) (\({}^{\circ}\)) & \(\theta_{1}\) (\({}^{\circ}\)) & \(\theta_{2}\) (\({}^{\circ}\)) & \(H\) (mm) & \(t\) (mm) & \(lr\) (mm) & \(\tau_{cc,T}\) (MPa) \\ \hline \multirow{4}{*}{Shinkai} & 33.00 & 33.14 & 32.91 & 2700 & 10 & 130 & 728.09 \\  & 34.97 & 35.11 & 34.87 & 2700 & 10 & 140 & 819.67 \\  & 36.84 & 36.99 & 36.75 & 2700 & 10 & 150 & 916.22 \\  & 38.63 & 38.78 & 38.54 & 2700 & 10 & 160 & 1017.79 \\ \hline \multirow{4}{*}{Maupre} & 30.11 & 30.27 & 30.00 & 3150 & 10 & 140 & 593.26 \\  & 31.85 & 32.02 & 31.74 & 3150 & 10 & 150 & 661.52 \\  & 33.53 & 33.70 & 33.43 & 3150 & 10 & 160 & 733.11 \\  & 35.15 & 35.32 & 35.04 & 3150 & 10 & 170 & 808.05 \\ \hline \multirow{4}{*}{Matsnoki} & 28.28 & 28.46 & 28.17 & 3360 & 10 & 140 & 519.32 \\  & 29.97 & 30.15 & 29.85 & 3360 & 10 & 150 & 578.50 \\  & 31.59 & 31.77 & 31.48 & 3360 & 10 & 160 & 640.49 \\  & 33.16 & 33.34 & 33.05 & 3360 & 10 & 170 & 705.32 \\  & 34.68 & 34.86 & 34.57 & 3360 & 10 & 180 & 772.98 \\ \hline \multirow{4}{*}{Hondani} & 33.66 & 33.85 & 33.53 & 3600 & 14 & 180 & 794.56 \\  & 35.10 & 35.29 & 34.98 & 3600 & 14 & 190 & 866.21 \\  & 36.49 & 36.69 & 36.37 & 3600 & 14 & 200 & 940.72 \\  & 37.84 & 38.03 & 37.72 & 3600 & 14 & 210 & 1018.13 \\  & 39.14 & 39.33 & 39.02 & 3600 & 14 & 220 & 1098.44 \\ \hline \hline \end{tabular}
\end{table} 
Table 6: Global elastic shear buckling strength of PCCSW with different angles and corrugation heights for \(R=110\) m. \begin{table}
\begin{tabular}{c c c c c c c} \hline \hline
**Bridge** & \(h_{r}\) (mm) & \(H\) (mm) & \(t\) (mm) & \(\tau_{cc,T}\) (MPa) & \(\tau_{cc,F}\) (MPa) & \(\tau_{cc,F}\)/\(\tau_{cc,T}\) \\ \hline \multirow{4}{*}{Matsnoki} & 140 & 3360 & 10 & 519.32 & 582.26 & 1.12 \\  & 150 & 3360 & 10 & 578.50 & 600.68 & 1.04 \\  & 160 & 3360 & 10 & 640.49 & 617.59 & 0.96 \\  & 170 & 3360 & 10 & 705.32 & 632.92 & 0.90 \\  & 180 & 3360 & 10 & 772.98 & 646.58 & 0.84 \\ \hline \multirow{4}{*}{Hondani} & 180 & 3600 & 14 & 794.56 & 905.24 & 1.14 \\  & 190 & 3600 & 14 & 866.21 & 923.10 & 1.07 \\  & 200 & 3600 & 14 & 940.72 & 939.17 & 1.00 \\  & 210 & 3600 & 14 & 1018.13 & 953.43 & 0.94 \\  & 220 & 3600 & 14 & 1098.44 & 965.79 & 0.88 \\ \hline \multirow{4}{*}{Iisun} & 180 & 3960 & 14 & 649.19 & 728.91 & 1.12 \\  & 190 & 3960 & 14 & 706.58 & 743.58 & 1.05 \\  & 200 & 3960 & 14 & 766.16 & 757.02 & 0.99 \\  & 210 & 3960 & 14 & 827.93 & 769.17 & 0.93 \\  & 220 & 3960 & 14 & 891.91 & 780.10 & 0.87 \\ \hline \multirow{4}{*}{Cognac} & 140 & 4032 & 10 & 359.16 & 413.22 & 1.15 \\  & 150 & 4032 & 10 & 398.89 & 428.00 & 1.07 \\  & 160 & 4032 & 10 & 440.41 & 441.96 & 1.00 \\  & 170 & 4032 & 10 & 483.69 & 455.03 & 0.94 \\  & 180 & 4032 & 10 & 528.75 & 467.24 & 0.88 \\ \hline \multirow{4}{*}{Dole} & 200 & 4800 & 14 & 518.84 & 569.09 & 1.10 \\  & 210 & 4800 & 14 & 559.46 & 581.95 & 1.04 \\ \cline{1-1}  & 220 & 4800 & 14 & 601.45 & 594.08 & 0.99 \\ \cline{1-1}  & 230 & 4800 & 14 & 644.81 & 605.46 & 0.94 \\ \cline{1-1}  & 240 & 4800 & 14 & 689.55 & 616.09 & 0.89 \\ \hline \multirow{4}{*}{AVE} & & & & & & 1.00 \\ \cline{1-1}  & COV & & & & & & 0.09 \\ \hline \hline \end{tabular}
\end{table} 
Table 5: \(Cont.\)As shown in Figure 13, the global elastic shear buckling stress of PCCSW increases with the decrease of the curvature radius \(R\), especially when \(R<60\) m. When the buckling strength is large, the sensitivity of the difference between web height-to-thickness ratios \(H/t\) of the two adjacent curves to the absolute difference of the buckling strength becomes great. As noted before, the global elastic shear buckling strength of PCCSW with a small radius of curvature is greater than that of the others. Hence, the absolute shear strength increases obviously, especially for the large CSW with large corrugation dimensions and a small radius of curvature. On the other hand, Figure 14 and Table 7 show that the strength of