## 7 Conclusions  
In this paper, CSWs in composite curved girders were analyzed by an orthotropic open cylindrical shell modelling. Theoretical derivation of the shear strength and parameter analysis of the global elastic shear buckling behavior of PCCSW was carried out. Based on the detailed study described in this paper, the following conclusions are obtained:  
1. According to the elastic theories of shells and orthotropic materials, the governing differential equations of global elastic shear buckling of PCCSW were given. Through a reasonable dis-placement mode, the critical shear stress of the PCCSW of a composite curved girder was obtained by using the [PERSON] method and the variational extremum principle. 2. The correctness of the proposed theoretical buckling formula was verified by the parametric analysis of a series of finite element models. A comparison of the numerical results of the finite element models with theoretical results showed good agreement. It was found that the denser the corrugation of PCCSW with constant curvature radius and height is, the larger the buckling strength is. Additionally, the global shear buckling strength of PCCSW was found to be more sensitive to the variation of the inclined panel width than to that of the longitudinal panel. \begin{table}
\begin{tabular}{c c c c c c c c} \hline
**Bridge** & \(\mathbf{\theta}\) (\({}^{\circ}\)) & \(\mathbf{\theta}_{1}\) (\({}^{\circ}\)) & \(\mathbf{\theta}_{2}\) (\({}^{\circ}\)) & \(\mathbf{H}\) (mm) & \(\mathbf{t}\) (mm) & \(\mathbf{R}\) (\(\mathbf{m}\)) & \(\mathbf{\tau}_{\mathbf{\alpha},\mathbf{T}}\) (MPa) \\ \hline \multirow{6}{*}{Shinkai} & 36.84 & 36.99 & 36.75 & 2700 & 10 & 110 & 916.22 \\  & 36.83 & 37.03 & 36.71 & 2700 & 10 & 80 & 918.74 \\  & 36.81 & 37.13 & 36.61 & 2700 & 10 & 50 & 927.08 \\  & 36.80 & 37.19 & 36.55 & 2700 & 10 & 40 & 934.79 \\  & 36.77 & 37.30 & 36.44 & 2700 & 10 & 30 & 951.53 \\ \hline \multirow{6}{*}{Maupre} & 31.85 & 32.02 & 31.74 & 3150 & 10 & 110 & 661.52 \\  & 31.84 & 32.07 & 31.69 & 3150 & 10 & 80 & 664.97 \\  & 31.81 & 32.18 & 31.58 & 3150 & 10 & 50 & 676.43 \\  & 31.80 & 32.26 & 31.51 & 3150 & 10 & 40 & 687.06 \\  & 31.77 & 32.38 & 31.38 & 3150 & 10 & 30 & 710.19 \\ \hline \multirow{6}{*}{Matsnoki} & 29.97 & 30.15 & 29.85 & 3360 & 10 & 110 & 578.50 \\  & 29.95 & 30.20 & 29.80 & 3360 & 10 & 80 & 582.43 \\  & 29.93 & 30.32 & 29.68 & 3360 & 10 & 50 & 595.52 \\  & 29.91 & 30.40 & 29.60 & 3360 & 10 & 40 & 607.69 \\  & 29.88 & 30.53 & 29.46 & 3360 & 10 & 30 & 634.22 \\ \hline \multirow{6}{*}{Hondani} & 36.49 & 36.69 & 36.37 & 3600 & 14 & 110 & 940.72 \\  & 36.48 & 36.74 & 36.31 & 3600 & 14 & 80 & 945.31 \\  & 36.45 & 36.87 & 36.19 & 3600 & 14 & 50 & 960.54 \\  & 36.43 & 36.96 & 36.10 & 3600 & 14 & 40 & 974.66 \\  & 36.40 & 37.10 & 35.96 & 3600 & 14 & 30 & 1005.39 \\ \hline \multirow{6}{*}{Iisun} & 31.16 & 31.38 & 31.04 & 3960 & 14 & 110 & 766.16 \\  & 31.15 & 31.44 & 30.97 & 3960 & 14 & 80 & 771.74 \\  & 31.11 & 31.58 & 30.83 & 3960 & 14 & 50 & 790.33 \\  & 31.09 & 31.68 & 30.73 & 3960 & 14 & 40 & 807.60 \\  & 31.05 & 31.84 & 30.58 & 3960 & 14 & 30 & 845.31 \\ \hline \multirow{6}{*}{Cognac} & 25.10 & 25.32 & 24.97 & 4032 & 10 & 110 & 398.89 \\  & 25.09 & 25.39 & 24.91 & 4032 & 10 & 80 & 404.61 \\  & 25.05 & 25.53 & 24.76 & 4032 & 10 & 50 & 423.72 \\  & 25.03 & 25.63 & 24.66 & 4032 & 10 & 40 & 441.60 \\  & 24.99 & 25.79 & 24.50 & 4032 & 10 & 30 & 481.01 \\ \hline \multirow{6}{*}{Dole} & 30.72 & 30.98 & 30.56 & 4800 & 14 & 110 & 601.45 \\  & 30.71 & 31.06 & 30.49 & 4800 & 14 & 80 & 609.31 \\ \cline{1-1}  & 30.67 & 31.23 & 30.31 & 4800 & 14 & 50 & 635.58 \\ \cline{1-1}  & 30.64 & 31.34 & 30.20 & 4800 & 14 & 40 & 660.12 \\ \cline{1-1}  & 30.60 & 31.53 & 30.01 & 4800 & 14 & 30 & 714.13 \\ \hline \end{tabular}
\end{table} 
Table 8: Global elastic shear buckling strength of PCCSW with different angles and curvature radii.