## 1 Introduction
[PERSON] [6], for the two structures of vertical embankment wall and pile column, on the basis of the standard formula and in combination with the relationship between the dimensionless period of regular waves and relative water depth, derived the calculation formula and chart of the relationship between wave crest height and wave height, but test verification was not carried out. [PERSON] [7] used the second-order Stokes wave and elliptic cosine wave theory to calculate the crest surface elevation; the latter is more suitable for long-period action. [PERSON] et al. [8] deduced the approximate analytical solution of wave crest height for the high-pile wharf structure according to the microamplitude wave theory and the conservation of wave energy flow, which was verified by a physical model test. [PERSON] et al. [9] modified the coefficient in the theoretical formula by using the physical model test for a circular caisson pier wharf and deduced that it is suitable for single-pier, single-row pier, and double-row pier structures. [PERSON] et al. [10] measured the reflection coefficient and fitted the calculation formula of wave crest height for the pile foundation gravity composite structure. The above research combined the physical model test and theoretical derivation and deduced a similar empirical calculation formula, as follows, through the undetermined coefficient K value method:  
\[\eta(k)=h_{s}+K_{i}*H \tag{1}\]  
\[h_{s}=\frac{\pi H^{2}}{4L}ctanh\left(\frac{2\pi d}{L}\right) \tag{2}\]  
where \(\eta\) is the height of wave crests; \(K_{i}\) is an undetermined coefficient; \(h_{s}\) is the wave superelevation caused by wave nonlinearity; \(H\) is the wave height; \(L\) is the wavelength; and d is the water depth. In the field of panel wave impact force research, in the early stages, a formula for the wave impact pressure on a panel was recommended in the harbor engineering design manual [11]. [PERSON] [12] and [PERSON] [13] proposed \(p=\gamma h\) to describe the impact pressure, so the maximum impact pressure must appear near the static water surface, which is inconsistent with the experimental observation results. [PERSON] [14], assuming that the pressure in the wave action area on a flat plate is uniformly distributed, gave the relationship between the wave impact pressure and the clearance between the trestle deck bottom and the water surface. [PERSON] et al. [15] proposed that the pressure on the plate can be divided into two forms, local impact type and uniform type, and obtained the respective calculation formulas. [PERSON] et al. [16] obtained the improved wave impact pressure formula through a large number of tests and summaries by comparing the results of [11] and [14]. Recently, [PERSON] et al. [17] studied the structural time history dynamic response under wave action with ANSYS for the pile structure of an offshore LNG wharf, considering that the peak value of structural displacement and stress response caused by irregular waves was greater than 10-20% of regular waves and that the result of severe initial fluctuations could be abandoned. [PERSON] [18] studied the compression characteristics of a panel under the action of an extreme tsunami wave by using an ABAQUS simulation for the superstructure of a high-pile beam-slab wharf. It was concluded that the front end of the panel is subject to a large impact force at a vulnerable area. [PERSON] et al. [19] established a three-dimensional dynamic response numerical model of a foundation pile superstructure and wave dynamic load for an offshore deep-water permeable-structure wharf. When the structure is impacted by waves, the internal force is the largest when the relative clearance is about 0.33, and the influence is the smallest when the relative clearance is about 0.50. [PERSON] [20] used the RANS equation and standard K-\(\epsilon\); according to the turbulence numerical model, when the wave incidence angle is 0\({}^{\circ}\), the force on the front longitudinal and transverse beams is the largest.