## 3 Results
### Calculation Method of Wave Crest Height and Panel Impact Force
#### 3.2.1 Calculation Method of Wave Crest Height  
It can be seen from the results in Table 1 that the superelevation \(\Delta h\) is directly related to the backwater height of the water body at the wharf apron, so \(\Delta h\) is an important factor affecting the crest height--that is, the crest height is directly proportional to the reflected wave height of the superstructure of the wharf (such as the first row of the longitudinal beam, pile cap, and berthing components). At the same time, incident wave height, period, and water depth are also important factors of wave crest height and are also in positive proportion. Therefore, the relationship between the wave crest height and influencing factors (reflection coefficient and relative superelevation) is established via the relationship between \(\Delta h/H_{i}\) and wave steepness (\(H_{i}/L\)) and can be obtained by using the method of dimensional analysis as follows:  
\[\eta=f((1+K_{r})*\Delta h/H_{i},H_{i}/L) \tag{6}\]  
\[R=\frac{1}{T}\int_{0}^{T}\int_{-l}^{\eta}\rho g.A.\frac{cosh[k(d+z)]}{\cosh( kd)}\frac{2\pi}{T}\frac{cosh[k(d+z)]}{\sinh(kd)}cos^{2}(kx-\sigma t)dzdt \tag{7}\] \begin{table}
\begin{tabular}{c c c c c c c c} \hline \hline
**Test Conditions** & \(\Delta h\) **(m)** & \(\eta\) **(m)** & \(P\) **(N/m)** & **Test Conditions** & \(\Delta h\) **(m)** & \(\eta\) **(m)** & \(P\) **(N/m)** \\ \hline \multirow{4}{*}{\(\mathrm{Hs}=0.09\) m, \(\overline{T}=1.6\) s} & 0.10 & 0.086 & 10.94 & & 0.06 & 0.054 & 16.53 \\  & 0.09 & 0.089 & 27.60 & & 0.05 & 0.056 & 41.76 \\ \cline{2-8}  & 0.08 & 0.097 & 36.08 & \(\mathrm{Hs}=0.06\) m, \(\overline{T}=1.0\) s & 0.04 & 0.064 & 63.32 \\ \cline{2-8}  & 0.07 & 0.102 & 48.49 & & 0.03 & 0.070 & 105.64 \\ \cline{2-8}  & 0.06 & 0.109 & 90.16 & & 0.02 & 0.080 & 101.67 \\ \cline{2-8}  & 0.05 & 0.116 & 94.28 & & / & / & / \\ \hline \multirow{4}{*}{\(\mathrm{Hs}=0.08\) m, \(\overline{T}=1.4\) s} & 0.09 & 0.069 & 8.83 & & 0.05 & 0.045 & 3.28 \\  & 0.08 & 0.074 & 26.11 & & 0.04 & 0.046 & 15.43 \\ \cline{2-8}  & 0.07 & 0.081 & 44.76 & \(\mathrm{Hs}=0.05\) m, \(\overline{T}=0.8\) s & 0.03 & 0.048 & 27.68 \\ \cline{2-8}  & 0.06 & 0.089 & 70.21 & & 0.02 & 0.053 & 52.46 \\ \cline{2-8}  & 0.05 & 0.094 & 93.29 & & 0.01 & 0.063 & 44.03 \\ \cline{2-8}  & 0.04 & 0.106 & 118.81 & & / & / & / \\ \hline \multirow{4}{*}{\(\mathrm{Hs}=0.07\) m, \(\overline{T}=1.2\) s} & 0.07 & 0.063 & 22.03 & & 0.04 & 0.040 & 2.62 \\  & 0.06 & 0.067 & 41.97 & & 0.03 & 0.042 & 10.61 \\ \cline{1-1} \cline{2-8}  & 0.05 & 0.075 & 53.13 & \(\mathrm{Hs}=0.04\) m, \(\overline{T}=0.6\) s & 0.02 & 0.043 & 16.82 \\ \cline{1-1} \cline{2-8}  & 0.04 & 0.077 & 71.29 & & 0.01 & 0.046 & 14.09 \\ \cline{1-1} \cline{2-8}  & 0.03 & 0.088 & 118.96 & & / & / & / \\ \hline \hline \end{tabular}
\end{table} 
Table 1: Test results of wave crest height and panel impact force. \[K_{r}=\sqrt{\frac{sinh[2k(d+\eta_{0})]-sinh[2k(d-l)]+2k(\eta_{0}+l)}{2 kd+sinh(2 kd)}} \tag{8}\] \[\eta_{0}=\frac{H_{i}}{2}+\frac{\pi H_{i}^{2}}{2L}\left[\frac{\left( ch\frac{4\pi d}{L}+2\right)ch\frac{2\pi d}{L}}{4\left(sh\frac{2\pi d}{L}\right)^{3}}\right] \tag{9}\]  
where \(\eta\) is the crest elevation and \(K_{r}\) is the reflection coefficient. Based on the conservation of wave energy flow [22] and the research in [8], each bent can be generalized as a vertical rectangular baffle with an equivalent area. At the same time, the water entry depth of the baffle is \(l\) (positive when the lower edge of the baffle is underwater). This part of the wave energy flow is blocked and cannot be transmitted, which will form a reflected wave height. It is assumed that the reflected wave energy is equal to the incident wave energy on the vertical baffle.