Figure 14 – uploaded by Ibrahim Elbagory

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Fig.(1) Effect of relative breakwater widths on the transmission and reflection coefficients for different porosity. [Koraim and Rageh 2013] environment in and around the harbor. Pile breakwaters are very good and give high efficiency in areas where the strength They discovered that as relative sea depth,

Fig. (2), the rock fill enhanced the wave reflection and run-up on the seawall. Additionally, it lessened the seawall's wave force Isaacson, M et al (2000). environmental criteria for water quality inside the marine basin and water mass quality on the beaches may be provided by breakwaters with partial protection. There are several different types of breakwaters providing partial protection, such as submerged, floating, flexible, detachable, perforated, pile, and slotted variants. Pneumatic or hydraulic systems are also possible. Mc-Cartney, (1985). provided an eigenfunction expansion for the theoretical assessment of the performance of a porous seawall. The wall consists of a perforated front wall, an impermeable rear wall, and a core filled with pebbles. They came to the conclusion that, in contrast to the same seawall without the rock fill, as seen Isaacson, M et al (2000).

out using a vertical permeable structure and Fig. (3). Relationship between the relative structure width and the variation of the hydrodynamic coefficients and a Jarlan-type structure comparison. Twu, S et al (2002). suggested an eigenfunction expansion method-based mathematical model to solve the potential flow inside and around a porous breakwater. The reflection, transmission, dissipation, horizontal and vertical forces, and overturning moment were solved for both regular and irregular waves. Additional experiments are carried out using a vertical permeable structure and an impermeable back wall in order to validate the concept. The porosity of the rock fill, the steepness of the waves, and the relative breadth are demonstrated to have a significant impact on the reflection and dissipation coefficients for a permeable design with a back wall, as illustrated in Figure (3) Twu, S et al (2002).

Fig. (4). Transmission and reflection coefficient comparison between the structures under investigation. Twu, S et al (2002).

Fig. (5) Reflection coefficients for regular and irregular waves. [Muttray et al 2007].

Fig (6): Comparing dimensionless pressures from random and regular wave experiments. Sundar, V. et al. in (2003). Investigated in an experimental setting The stability and hydrodynamic performance traits of a breakwater supported by quadrant front-face piles. In 2003, Sundar V et al. conducted an experimental investigation to evaluate the hydrodynamic performance characteristics and stability of a breakwater supported by quadrant front-face piles [58]. It has been observed that the energy transmission rises with the distance between the piles. For both regular and random forces, the horizontal and vertical components of dimensionless force decrease as the scattering parameter increases, as shown in Figure (6). Sundar, V. et al. in (2003). Sundar, V. et al. in (2005).

Fig (7): the impact of wave and structure parameters on wave transmission coefficient. Heikal, E.M (2004) Where C is a constant that is equal to 1.0 for the tested model, sb is the bed Slope (%), S is the pile spacing normal to the wave direction and b is the superstructure width. Heikal, E.M (2004)

Figures (8) show the waves (a) incident; (b) transmitted; (c) reflected; and (d) wave force. Kyung-duck et al (2005).

Fig (9) Cnoidal force maxima on an elliptical cylinder that are non-dimensional. Barlas. B (2006)

breakwater's ability to attenuate waves is determined by the spacing and placement of the piles. As Figure (10) illustrates, widely dispersed piles would perform badly, but tightly placed heaps with a G/D ratio of 0.2 (where G is the clear gap and D is the pile diameter) would attenuate waves by 80%. Mani. J (2008). examined using both numerical and experimental methods the wave force and hydrodynamic properties of pile-supported porous breakwaters. The proposed breakwater consists of two rows of staggered piles spaced widely apart, with a zigzag porous screen positioned between and sunk to the required depth. The pile Fig (10): Variations in force using a zigzag porous breakwater. Mani. J (2008).

Fig (11): The impact of B/L on the coefficients of transmission. breakwater without hinges. Kb _ (Kt) decreases with increasing parameter B/L, and efficacy improves as a result, especially for B/L=0.8, as shown in Figure (11). Section A -Research paper

Fig (12) Relationship between the transmission coefficient and the dimensionless wave number (kD) with values of B/h = 1.5, G/h = 1.5, and d/h = 0.15. Elsharnouby. B et al. (2012).

waves were used to calculate the boundary investigated the hydrodynamic properties and numerical stability of a vertical breakwater. In this work, the FLOW-3D SOFTWARE was used to numerically simulate the wave field and flow field patterns of this coastal region. The real-time tide level and 50-year return period typhoon waves were used to calculate the boundary Fig (13): distribution of the scour area's excess shear stress and bottom velocity. Lin. I et al (2014) simulate the wave field and flow field

Fig (15): Comparison of Nielsen et al.'s measured and numerical solutions [2] and current work for 4-layer scours protection, 12 cm upstream of the monopile center, with a d50 of 4.3 cm. Arboleda Chavez, C et al (2018).

Fig (16): Modification of the 3D scour profile at h/D = 2.778 and H/D = 0.667. Xu. C et al (2019) using two parameters, as shown in Figure (16): the total scour volume and_ the maximum scour depth. Xu. C et al (2019)

Figure 14 – uploaded by Ibrahim Elbagory

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