Design method of straight hole type wave absorbing structure for ecological revetment

Abstract

The invention provides a design method of a straight hole type wave absorbing structure for an ecological revetment, and belongs to the technical field of ecological channel wave absorbing. The technical problems that in the prior art, bank slope vegetation is eroded by ship waves for a long time, riverway water quality is damaged, and the process of designing a wave absorbing structure is tedious are solved. According to the technical scheme, the method comprises the steps that S1, ship traveling wave elements are calculated; s2, calculating a transmission coefficient and a reflection coefficient; s3, calculating wave force; s4, determining a structure design environment, and establishing a relation; s5, carrying out stability checking calculation; s6, selecting vegetation; and S7, determining the overall design of the wave absorbing structure. The method has the beneficial effects that the building structure of the vertical wall body with the straight holes is arranged in front of the ecological revetment, the holes are formed in the wave absorbing structure, and the ship traveling wave elements are treated; the problems that bank slope vegetation is eroded, water circulation in front of and behind the wave absorbing structure is poor, and design is tedious are solved through the technical means that the size of the straight hole type wave absorbing structure is calculated through a theoretical formula.

Description

Technical Field

[0001] The present invention relates to the technical field of ecological waterway wave dissipation, and particularly to a design method for a straight-hole type wave dissipation structure for ecological revetment. Background Art

[0002] Traditional revetment projects focus on the revetment structure made of hard materials and its flood control function, ignoring the damage of the hard structure to the ecological environment on both sides of the river channel and blocking the material exchange of the revetment slope.

[0003] With the increasing requirements for environmental protection in engineering construction, the construction of ecological waterways has become the mainstream direction of current waterway construction and regulation, especially the construction of revetment projects, covering the river channel slopes with green plants, and using soil reinforcement materials such as rope nets, coconut fiber fabrics, geogrids or permeable blocks to carry out erosion protection on the revetment, improving the ecological conditions of the river bank slopes and promoting biodiversity. However, there are still the following problems in the construction of ecological revetments:

[0004] 1. The vegetation on the slopes of ecological revetments has been eroded by ship waves for a long time, resulting in phenomena such as loosening, peeling and collapse of the slope soil due to scouring;

[0005] 2. The wave dissipation structure of vertical walls often leads to poor water circulation before and after the wave dissipation structure and the phenomenon of river water quality damage;

[0006] 3. In the process of designing the wave dissipation structure, it is usually necessary to refer to the experimental results obtained from the flume experiment of the scale model for design, and the design process is cumbersome and the cycle is long. Summary of the Invention

[0007] The purpose of the present invention is to overcome the deficiencies in the background art and provide a design method for a straight-hole type wave dissipation structure for ecological revetment to solve the above technical problems. To achieve the above invention purpose, the technical solution adopted by the present invention is specifically as follows: A design method for a straight-hole type wave dissipation structure for ecological revetment, including the following steps:

[0008] S1. Calculate the wave elements of ship waves;

[0009] S2. Calculate the transmission coefficient, the transmission coefficient in the wave stabilization area and the reflection coefficient at X meters behind the wave dissipation structure. The transmission coefficient in the wave stabilization area is the transmission coefficient at Y meters behind the wave dissipation structure, where 2 ≤ X ≤ 3 and 5 ≤ Y ≤ 7;

[0010] S3. Calculate the wave force;

[0011] S4. Determine the structural design environment and establish the relationship between the wave dissipation structure parameters, the design environment, the transmission and reflection coefficients, and the wave force;

[0012] S5. Conduct a stability check on the wave-dissipating structure model after the parameters are preliminarily determined;

[0013] S6. Select aquatic vegetation and amphibious vegetation;

[0014] S7. Determine the overall design of the wave-dissipating structure.

[0015] Furthermore, in step S1, calculating the wave elements of the ship-generated waves includes calculating the wave height, wavelength, and wave period. The calculation methods are as follows:

[0016] S1.1. The formula for calculating the wave height of the ship-generated wave is as follows:

[0017]

[0018] where H c is the wave height of the ship-generated wave at the toe of the bank slope, α is the coefficient related to the ship type, h c is the water depth of the waterway, S is the distance between the toe of the bank slope and the ship's side, V is the ship's speed, and g is the acceleration due to gravity;

[0019] S1.2. The formula for calculating the wavelength of the ship-generated wave is as follows:

[0020] L c = 0.43V 2

[0021] where L c is the wavelength of the ship-generated wave, and V is the ship's speed;

[0022] S1.3. The formula for calculating the wave period of the ship-generated wave is as follows:

[0023]

[0024] where T c is the wave period of the ship-generated wave, L c is the wavelength of the ship-generated wave, h c is the water depth of the waterway, and g is the acceleration due to gravity.

[0025] Furthermore, in step S2, calculating the transmission coefficient, the transmission coefficient in the wave stabilization area, and the reflection coefficient at X meters behind the wave-dissipating structure is as follows:

[0026] First, determine the aperture D and the water depth H in front of the wave-dissipating structure wall, and simulate all existing working conditions with double-layer holes;

[0027] S2.1. Calculate the transmission coefficient, which specifically includes the following four cases:

[0028] S2.11. Calculate the transmission coefficient at X meters behind the wave-dissipating structure when the wave passes through the upper row of holes:

[0029] K t1=(225D 2 -13.95D + 0.82)(-15.7h - 0.59h + 0.641)(-2.04△ + 0.56)

[0030]

[0031] Where: K t1 is the transmission coefficient at X meters behind the wave dissipation structure when the wave passes through the upper row of holes, D is the hole diameter, h is the incident wave height, Δ is the distance between the incident wave crest and the center of the nearest hole, A is the elevation of the hole center position, and H is the water depth in front of the wave dissipation structure wall;

[0032] S2.12. Calculate the transmission coefficient at X meters behind the wave dissipation structure when the wave only passes through the lower row of holes:

[0033] K t2 =(225D 2 -13.95D + 0.82)(-15.7h - 0.59h + 0.641)(-5.1△ + 0.47)

[0034]

[0035] Where: K t2 is the transmission coefficient at X meters behind the wave dissipation structure when the wave only passes through the lower row of holes, D is the hole diameter, h is the incident wave height, Δ is the distance between the incident wave crest and the center of the nearest hole, A is the elevation of the hole center position, and H is the water depth in front of the wave dissipation structure wall;

[0036] S2.13. Calculate the transmission coefficient at Y meters behind the wave dissipation structure when the wave passes through the upper row of holes:

[0037] K t3 =(25D 2 +1.56D + 0.47)(-15.2h - 0.46h + 0.59)(-0.34Δ + 0.47)

[0038]

[0039] Where: K t3 is the transmission coefficient at Y meters behind the wave dissipation structure when the wave passes through the upper row of holes, D is the hole diameter, h is the incident wave height, Δ is the distance between the incident wave crest and the center of the nearest hole, A is the elevation of the hole center position, and H is the water depth in front of the wave dissipation structure wall;

[0040] S2.14. Calculate the transmission coefficient at Y meters behind the wave dissipation structure when the wave only passes through the lower row of holes:

[0041] K t4 =(25D 2(+1.56D + 0.47)(-15.2h - 0.46h + 0.59)(-0.72△ + 0.6)

[0042]

[0043] Where: K t4 is the transmission coefficient at Y meters behind the wave dissipation structure when the wave only passes through the lower row of holes, D is the aperture, h is the incident wave height, Δ is the distance between the incident wave crest and the center of the nearest hole, A is the elevation of the hole center position, and H is the water depth in front of the wave dissipation structure wall;

[0044] S2.2. Calculate the reflection coefficient, including the following two cases:

[0045] S2.21. Calculate the reflection coefficient when the wave passes through the upper row of holes:

[0046] K r1 =(240D 2 - 16.9D + 1.14)(0.54h 2 + 0.38h + 0.825)(2.8△ + 0.94)

[0047]

[0048] Where: K r1 is the reflection coefficient when the wave passes through the upper row of holes, D is the aperture, h is the incident wave height, Δ is the distance between the incident wave crest and the center of the nearest hole, A is the elevation of the hole center position, and H is the water depth in front of the wave dissipation structure wall;

[0049] S2.22. Calculate the reflection coefficient when the wave only passes through the lower row of holes:

[0050] K r2 =(240D 2 - 16.9D + 1.14)(0.54h 2 + 0.38h + 0.825)(0.36△ + 0.89)

[0051]

[0052] Where: K r2 is the reflection coefficient when the wave passes through the upper row of holes, D is the aperture (m), h is the incident wave height, Δ is the distance between the incident wave crest and the center of the nearest hole, A is the elevation of the hole center position, and H is the water depth in front of the wave dissipation structure wall.

[0053] Furthermore, in step S3, the calculation of the wave force includes calculating the wave pressure and uplift force when the wave crest acts, and the wave suction and uplift force when the wave trough acts;

[0054] S3.1. Calculate the wave pressure and uplift force during the wave crest action:

[0055] The wave pressure at a height h above the still water level is zero;

[0056] The wave pressure intensity at the still water level: p s =(330.4x 2 -35.6x + 1.4)γh;

[0057] The wave pressure intensity at a depth z below the still water level:

[0058] The wave pressure intensity at the bottom of the water:

[0059] Uplift force:

[0060] Where: p s is the wave pressure intensity at the still water level, x is the porosity, γ is the specific weight of water, h is the incident wave height, p z is the wave pressure intensity at a depth z below the still water level, H is the water depth in front of the wall, z is the depth below the still water level, L is the wave length, p d is the wave pressure intensity at the bottom of the water, P u is the uplift force, b is the width of the wall bottom;

[0061] S3.2. Calculate the wave suction and uplift force during the wave trough action:

[0062] The wave suction at the still water level is zero;

[0063] The wave suction intensity at h - h s below the still water level: p' s =(-148.8x 2 +14.3x + 0.5)γ(h - h s );

[0064]

[0065] The wave suction intensity at the bottom of the water:

[0066] Uplift force:

[0067] Where: p' s is the wave suction intensity at h - h s below the still water level, x is the porosity, γ is the specific weight of water, h is the incident wave height, h s is the water surface elevation, p' d is the wave suction intensity at the bottom of the water, H is the water depth in front of the wall, z is the depth below the still water level, L is the wave length, P' u is the uplift force, b is the width of the wall bottom.

[0068] Further, in step S4, the determination of the structural design environment includes the ship wave wave elements, the designed high and low water levels of the waterway, the water depth and width of the waterway; the wave dissipating structure parameters include: the elevation of the structure top, the thickness and position of the vertical wall, the thickness and width of the bottom plate, the number and position of the hole layers, the diameter and porosity of the holes, the installation position of the wave dissipating structure, and the aquatic vegetation coverage distance behind the structure.

[0069] Further, in step S4, the establishment of the relationship between the wave dissipating structure parameters, the design environment, the transmission and reflection coefficients, and the wave forces includes

[0070] S4.1. The elevation of the wave dissipating structure top is consistent with the designed high water level; when there is a single layer of holes, the lower cutting edge of the hole is located at the designed low water level, and the upper cutting edge is higher than the designed high water level; when there are multiple layers of holes, the lower cutting edge of the lower layer of holes is located at the designed low water level, and the lower cutting edge of the upper layer of holes is located at the designed high water level;

[0071] S4.2. The wave force is related to the relevant parameters. The wave dissipating structure determined by the relevant parameters can remain stable under the action of the wave force. The relevant parameters include the diameter and porosity of the holes, the thickness and position of the vertical wall, and the thickness and width of the bottom plate;

[0072] S4.3. The transmission and reflection coefficients, the waterway width, the installation position of the wave dissipating structure, and the aquatic vegetation coverage distance behind the structure are related. The structure is at least one ship wave wavelength away from the waterway, the aquatic vegetation covers at least 5 meters behind the structure, and the planting density of the aquatic vegetation near the structure is less than that far from the structure.

[0073] Further, in step S5, the stability check of the wave dissipating structure model after the preliminary determination of the parameters includes the following steps:

[0074] S5.1. Calculate respectively:

[0075] The stabilizing moment M of the standard value of the self-weight of the structure on the rear heel G ,

[0076] The overturning moment M of the standard value of the horizontal wave pressure at the wave crest on the rear heel P ,

[0077] The stabilizing moment M' of the standard value of the self-weight of the structure on the front toe G ,

[0078] The overturning moment M of the standard value of the horizontal wave suction at the wave trough on the front toe t ,

[0079] The standard value G of the self-weight of the structure, the horizontal wave pressure F at the wave crest U ;

[0080] S5.2. Conduct the anti-overturning stability check during the wave crest action, the anti-overturning stability check during the wave trough action, and the anti-sliding stability check during the wave crest action respectively. The formulas are as follows:

[0081] Anti-overturning stability check during the wave crest action:

[0082] Anti-overturning stability check during the wave trough action:

[0083] Anti-sliding stability check during the wave crest action:

[0084] In the formula: γ G is the partial coefficient of the self-weight acting force, M G is the stabilizing moment of the standard value of the structural self-weight on the rear heel, γ0 is the structural partial coefficient, γ w is the partial coefficient of the wave acting force, M P is the overturning moment of the standard value of the horizontal wave pressure during the wave crest action on the rear heel, is the combination coefficient of the non-dominant variable action, M U is the overturning moment of the standard value of the buoyancy force on the rear heel during the wave crest action, M′ G is the stabilizing moment of the standard value of the structural self-weight on the front toe, M t is the overturning moment of the standard value of the horizontal wave suction force on the front toe during the wave trough action, M D is the overturning moment of the standard value of the wave buoyancy force on the front toe during the wave trough action, f is the friction coefficient, G is the standard value of the structural self-weight, F U is the horizontal wave pressure during the wave crest action, F P is the standard value of the buoyancy force during the wave crest action.

[0085] Furthermore, in step S6, the selection of aquatic vegetation and amphibious vegetation is specifically as follows:

[0086] The aquatic vegetation used is cattail, reed or calamus;

[0087] The amphibious vegetation used is acorus tatarinowii or zantedeschia aethiopica.

[0088] Furthermore, in step S7, the determination of the overall design of the wave dissipation structure is specifically as follows: When all the structural parameters meet the content of step S5, determine the overall design of the wave dissipation structure according to these parameters. If not, change the parameters until the requirements of step S5 are met.

[0089] Compared with the prior art, the beneficial effects of the present invention are:

[0090] 1. The present invention provides a design of a wave-dissipating structure for use in the construction of ecological revetments. By means of a building structure with a vertical wall having straight holes arranged in front of the ecological revetment, when a ship generates ship waves while navigating in a waterway and the ship waves are transmitted to this wave-dissipating structure, due to the obstruction of the wave-dissipating structure, the ship waves will not continue to be transmitted behind the wave-dissipating structure with the original wave height and period, thus weakening the ship waves. Furthermore, it reduces the root erosion of the plants with exposed roots on the slope behind the wave-dissipating structure by the waves, greatly reducing the scouring frequency of the ship waves on the slope soil of the revetment, and solving the problem that the vegetation on the slope of the ecological revetment has been eroded by ship waves for a long time, and the slope soil of the revetment has problems such as loosening, peeling and collapse due to the scouring effect.

[0091] 2. The present invention provides a design concept of opening holes in a straight-wall wave-dissipating structure. Through the holes opened in the wave-dissipating structure, two originally separated water bodies in the river channel, namely the water body in front of the wave-dissipating structure and the water body behind the wave-dissipating structure, are connected, ensuring the connectivity of the water body in the ecological waterway. Furthermore, while ensuring the original ecological composition and material cycle in the waterway, it weakens the ship waves, and solves the problem of poor water circulation before and after the wave-dissipating structure caused by the straight-wall wave-dissipating structure and the damage of the river water quality.

[0092] 3. The present invention provides a design method for a straight-hole wave-dissipating structure. By processing the wave elements of ship waves and using the derived theoretical formula, the size of the straight-hole wave-dissipating structure can be directly calculated. While avoiding a large number of complex model tests in the design of traditional wave-dissipating structures, the size design of the straight-hole wave-dissipating structure can be determined quickly and accurately. BRIEF DESCRIPTION OF THE DRAWINGS

[0093] The drawings are used to provide a further understanding of the present invention, and constitute a part of the specification. Together with the embodiments of the present invention, they are used to explain the present invention, and do not constitute a limitation to the present invention.

[0094] Figure 1 It is a flow chart of a design method for a straight-hole wave-dissipating structure for an ecological revetment according to the present invention.

[0095] Figure 2 It is a schematic diagram of the influence of the hole diameter on the transmission coefficient.

[0096] Figure 3 It is a schematic diagram of the influence of the hole diameter on the reflection coefficient.

[0097] Figure 4 It is a schematic diagram of the influence of the incident wave height on the transmission coefficient.

[0098] Figure 5 It is a schematic diagram of the influence of the incident wave height on the reflection coefficient.

[0099] Figure 6Schematic diagram of the influence of water depth on the transmission coefficient.

[0100] Figure 7 Schematic diagram of the influence of water depth on the reflection coefficient.

[0101] Figure 8 Schematic diagram of the dimensions of the wave-dissipating structure.

[0102] Figure 9 Schematic diagram of wave pressure.

[0103] Figure 10 Schematic diagram of wave suction.

[0104] Figure 11 Schematic diagram for calculating the self-weight of the structure and the stabilizing moment.

[0105] Figure 12 Schematic diagram for calculating the standard value of wave pressure and the overturning moment.

[0106] Figure 13 Schematic diagram for calculating the standard value of wave suction and the overturning moment. Specific implementation manner

[0107] In order to make the objectives, technical solutions and advantages of the present invention clearer, the present invention will be further described in detail below with reference to the accompanying drawings and embodiments. Of course, the specific embodiments described herein are only used to explain the present invention and are not used to limit the present invention.

[0108] Embodiment

[0109] As Figure 1 shown, this embodiment provides a design method for a straight-hole type wave-dissipating structure for ecological revetment, including the following steps:

[0110] Step 1: Calculate the wave elements of the ship-generated waves;

[0111] Step 2: Calculate the transmission coefficient at 2.5 m behind the wave-dissipating structure, the transmission coefficient in the wave stabilization zone, i.e., at 5 m behind the wave-dissipating structure, and the reflection coefficient;

[0112] Step 3: Calculate the wave force;

[0113] Step 4: Establish a structural design environment and establish the relationship between the parameters of the wave-dissipating structure, the design environment, the transmission and reflection coefficients, and the wave force;

[0114] Step 5: Check the stability of the wave-dissipating structure model after the parameters are preliminarily determined;

[0115] Step 6: Select suitable aquatic vegetation and amphibious vegetation;

[0116] Step 7: Determine the overall design of the wave-dissipating structure.

[0117] The following are the specific methods and implementation steps for each step:

[0118] Step 1:

[0119] Calculating the wave elements of the ship-generated waves includes calculating the wave height, wavelength, and wave period. The specific calculation methods are as follows:

[0120] (1) Calculating the wave height of the ship-generated waves:

[0121] Among them, H c is the wave height (m) of the ship-generated waves at the toe of the bank slope, α is the coefficient related to the ship type, h c is the water depth (m) of the waterway, S is the distance (m) between the toe of the bank slope and the ship's side, V is the ship's speed (m / s), and g is the acceleration due to gravity (m / s 2 );

[0122] (2) Calculating the wavelength of the ship-generated waves: L c = 0.43V 2 ;

[0123] Among them, L c is the wavelength (m) of the ship-generated waves, and V is the ship's speed (m / s);

[0124] (3) Calculating the wave period of the ship-generated waves:

[0125] Among them, T c is the wave period (s) of the ship-generated waves, L c is the wavelength (m) of the ship-generated waves, h c is the water depth (m) of the waterway, and g is the acceleration due to gravity (m / s 2 ); In specific implementation,

[0126] the ship type coefficient α is 0.42, the water depth h c is 4m, the distance S between the toe of the bank slope and the ship's side is 20m, and the ship's speed V is 4.17m / s; Calculate the wave height Hc of the ship-generated waves: Calculate the wavelength Lc of the ship-generated waves: L c = 0.43 × 4.17 2 = 7.47m

[0127] Calculate the wave period of the ship-generated waves:

[0128] Step 2:

[0129] Calculate the transmission coefficient at 2.5m behind the wave-dissipating structure, the transmission coefficient in the wave-stable area, i.e., at 5m behind the wave-dissipating structure, and the reflection coefficient. The specific calculation methods are as follows:

[0130] (1) When calculating the transmission and reflection coefficients, since the aperture D of the wave-dissipating structure has not been determined yet, it needs to be assumed first. Similarly, the water depth H in front of the wave-dissipating structure wall has not been determined either, so it also needs to be assumed. In order to fully consider all working conditions of single-row and multi-row, a double-layer hole is assumed. For a single-layer hole, the lower part of the double-layer hole can simulate all working conditions of a single-row hole. For multi-layer holes, the two layers of holes can respectively simulate the working conditions of the uppermost hole and the lowermost hole of the multi-layer holes. Therefore, assuming a double-layer hole can fully simulate all situations;

[0131] (2) Calculate the transmission coefficient, and the calculation of the transmission coefficient includes the following 4 cases:

[0132] 1. Calculate the transmission coefficient at 2.5 m behind the wave-dissipating structure when the wave passes through the upper row of holes:

[0133] K t1 =(225D 2 - 13.95D + 0.82)(-15.7h - 0.59h + 0.641)(-2.04Δ + 0.56)

[0134]

[0135] In the formula: K t1 is the transmission coefficient at 2.5 m behind the wave-dissipating structure when the wave passes through the upper row of holes, D is the aperture (m), h is the incident wave height (m), Δ is the distance between the incident wave crest and the center of the nearest hole, A is the elevation of the hole center position (m), and H is the water depth in front of the wave-dissipating structure wall (m);

[0136] 2. Calculate the transmission coefficient at 2.5 m behind the wave-dissipating structure when the wave only passes through the lower row of holes:

[0137] K t2 =((225D 2 - 13.95D + 0.82)(-15.7h - 0.59h + 0.641)(-5.1△ + 0.47)

[0138]

[0139] In the formula: K t2 is the transmission coefficient at 2.5 m behind the wave-dissipating structure when the wave only passes through the lower row of holes, D is the aperture, h is the incident wave height (m), Δ is the distance between the incident wave crest and the center of the nearest hole, A is the elevation of the hole center position (m), and H is the water depth in front of the wave-dissipating structure wall (m);

[0140] 3. Calculate the transmission coefficient at 5 m behind the wave-dissipating structure when the wave passes through the upper row of holes:

[0141] K t3 =(25D2 (+1.56D + 0.47)(-15.2h - 0.46h + 0.59)(-0.34△ + 0.47)

[0142]

[0143] Where: K t3 is the transmission coefficient at 5 m behind the wave dissipation structure when the wave passes through the upper row of holes, D is the aperture diameter (m), h is the incident wave height (m), Δ is the distance between the incident wave crest and the center of the nearest hole, A is the elevation of the hole center position (m), and H is the water depth in front of the wave dissipation structure wall (m);

[0144] 4. Calculate the transmission coefficient at 5 m behind the wave dissipation structure when the wave only passes through the lower row of holes:

[0145] K t4 = (25D 2 + 1.56D + 0.47)(-15.2h - 0.46h + 0.59)(-0.72Δ + 0.6)

[0146]

[0147] Where: K t4 is the transmission coefficient at 5 m behind the wave dissipation structure when the wave only passes through the lower row of holes, D is the aperture diameter (m), h is the incident wave height (m), Δ is the distance between the incident wave crest and the center of the nearest hole, A is the elevation of the hole center position (m), and H is the water depth in front of the wave dissipation structure wall (m);

[0148] According to the above 4 formulas, calculate the transmission and reflection coefficients under different working conditions, control the variables, plot them into graphs for comparison, select the working condition with a small transmission coefficient and at the same time a small reflection coefficient, and preliminarily determine the design dimensions;

[0149] (3) Calculate the reflection coefficient, and the reflection coefficient includes the following 2 cases:

[0150] 1. Calculate the reflection coefficient when the wave passes through the upper row of holes:

[0151] K r1 = ((240D 2 - 16.9D + 1.14)(0.54h 2 + 0.38h + 0.825)(2.8Δ + 0.94)

[0152]

[0153] Where: K r1$K_1$ is the reflection coefficient when the wave passes through the upper row of holes, $D$ is the aperture diameter (m), $h$ is the incident wave height (m), $\Delta$ is the distance between the incident wave crest and the center of the nearest hole, $A$ is the elevation of the hole center position (m), and $H$ is the water depth in front of the wave dissipation structure wall (m);

[0154] 2. Calculate the reflection coefficient when the wave only passes through the lower row of holes:

[0155] $K$ r2 $=(240D$ 2 $-16.9D + 1.14)(0.54h$ 2 $+ 0.38h + 0.825)(0.36\Delta + 0.89)$

[0156]

[0157] In the formula: $K$ r2 is the reflection coefficient when the wave passes through the upper row of holes, $D$ is the aperture diameter (m), $h$ is the incident wave height (m), $\Delta$ is the distance between the incident wave crest and the center of the nearest hole, $A$ is the elevation of the hole center position (m), and $H$ is the water depth in front of the wave dissipation structure wall (m);

[0158] During the specific implementation

[0159] List some different working conditions for comparison, as shown in Table 1 below:

[0160] Table 1 Parameters of Different Working Conditions

[0161]

[0162] According to the above calculation formula in Step 2, calculate the transmission and reflection coefficients under the above 10 working conditions respectively:

[0163] The transmission coefficient at 2.5 m behind the wave dissipation structure of Working Condition 1 is 0.22, the transmission coefficient in the wave stable area, i.e., at 5 m behind the wave dissipation structure, is 0.16, and the reflection coefficient is 0.617;

[0164] The transmission coefficient at 2.5 m behind the wave dissipation structure of Working Condition 2 is 0.14, the transmission coefficient in the wave stable area, i.e., at 5 m behind the wave dissipation structure, is 0.13, and the reflection coefficient is 0.75;

[0165] The transmission coefficient at 2.5 m behind the wave dissipation structure of Working Condition 3 is 0.27, the transmission coefficient in the wave stable area, i.e., at 5 m behind the wave dissipation structure, is 0.209, and the reflection coefficient is 0.58;

[0166] The transmission coefficient at 2.5 m behind the wave dissipation structure of Working Condition 4 is 0.26, the transmission coefficient in the wave stable area, i.e., at 5 m behind the wave dissipation structure, is 0.205, and the reflection coefficient is 0.59;

[0167] The transmission coefficient at 2.5 m behind the wave-dissipating structure under Condition 5 is 0.24, and the transmission coefficient in the wave-stable area, i.e., at 5 m behind the wave-dissipating structure, is 0.19, and the reflection coefficient is 0.62;

[0168] The transmission coefficient at 2.5 m behind the wave-dissipating structure under Condition 6 is 0.2, and the transmission coefficient in the wave-stable area, i.e., at 5 m behind the wave-dissipating structure, is 0.14, and the reflection coefficient is 0.63;

[0169] The transmission coefficient at 2.5 m behind the wave-dissipating structure under Condition 7 is 0.16, and the transmission coefficient in the wave-stable area, i.e., at 5 m behind the wave-dissipating structure, is 0.12, and the reflection coefficient is 0.65;

[0170] The transmission coefficient at 2.5 m behind the wave-dissipating structure under Condition 8 is 0.14, and the transmission coefficient in the wave-stable area, i.e., at 5 m behind the wave-dissipating structure, is 0.2, and the reflection coefficient is 0.72;

[0171] The transmission coefficient at 2.5 m behind the wave-dissipating structure under Condition 9 is 0.24, and the transmission coefficient in the wave-stable area, i.e., at 5 m behind the wave-dissipating structure, is 0.26, and the reflection coefficient is 0.68;

[0172] The transmission coefficient at 2.5 m behind the wave-dissipating structure under Condition 10 is 0.32, and the transmission coefficient in the wave-stable area, i.e., at 5 m behind the wave-dissipating structure, is 0.23, and the reflection coefficient is 0.604;

[0173] The above results are plotted as a line graph for comparison.

[0174] 1. The variation of the transmission and reflection coefficients under different pore sizes, i.e., a comparison of Conditions 1, 5, and 10, as Figure 2 and Figure 3 shown;

[0175] 2. The variation of the transmission and reflection coefficients under different incident wave heights, i.e., a comparison of Conditions 3, 4, 5, 6, and 7, as Figure 4 and Figure 5 shown;

[0176] 3. The variation of the transmission and reflection coefficients under different water depths, i.e., a comparison of Conditions 2, 5, 8, and 9, as Figure 6 and Figure 7 shown;

[0177] According to the calculation, the wave height of the ship-generated wave is 0.3 m. That is, among Conditions 1, 2, 5, 8, 9, and 10, Condition 5 is selected. That is, when the pore diameter D is 200 mm and the water depth H in front of the wave-dissipating structure wall is 1600 mm, the wave-dissipating effect is more ideal and the reflection coefficient is not large. Therefore, the wave-dissipating structure is designed according to Condition 5, and its dimensions are as Figure 8 shown.

[0178] Step 3:

[0179] Calculate the wave forces, specifically including the wave pressure and uplift force when the wave crest acts and the wave suction and uplift force when the wave trough acts. The specific calculation methods are as follows:

[0180] (1) Calculate the wave pressure and uplift force when the wave crest acts:

[0181] The wave pressure at a height h above the still water level is zero;

[0182] The wave pressure intensity at the still water level: p s =(330.4x 2 -35.6x + 1.4)γh:

[0183] The wave pressure intensity at a depth z below the still water level:

[0184] The wave pressure intensity at the bottom:

[0185] The uplift force:

[0186] In the formula: p s is the wave pressure intensity at the still water level (kPa), x is the porosity, γ is the unit weight of water (kN / m 3 ), h is the incident wave height (m), p z is the wave pressure intensity at a depth z below the still water level (kPa), H is the water depth in front of the wall (m), z is the depth below the still water level (m), L is the wave length (m), p d is the wave pressure intensity at the bottom (kPa), P u is the uplift force (kN), b is the width of the wall bottom (m).

[0187] (2) Calculate the wave suction and uplift force when the wave trough acts:

[0188] The wave suction at the still water level is zero;

[0189] The wave suction intensity at h - h s below the still water level: p' s =(-148.8x 2 +14.3x + 0.5)γ(h - h s );

[0190]

[0191] The wave suction intensity at the bottom:

[0192] The uplift force:

[0193] In the formula: p' s is the wave suction intensity at h - h sThe wave suction force intensity at a certain point (kPa), x is the porosity, γ is the unit weight of water (kN / m 3 ), h is the incident wave height (m), h s is the water surface elevation (m), p′ d is the wave suction force intensity at the bottom of the water (kPa), H is the water depth in front of the wall (m), z is the depth below the still water surface (m), L is the wave length (m), P′ u is the uplift force (kN), b is the width of the wall bottom (m);

[0194] In specific implementation:

[0195] (1) Calculate the wave pressure and uplift force when the wave crest acts:

[0196] The wave pressure at a height h above the still water surface is 0,

[0197] p s =(330.4×0.0402 2 -35.6×0.0402 + 1.4)×9800×0.3 = 1.4 kPa

[0198] When z = 0.6,

[0199]

[0200] When z = 1.1,

[0201]

[0202] (2) Calculate the wave suction force and uplift force when the wave trough acts:

[0203] The wave suction force at the still water surface is 0,

[0204]

[0205] p′ s =(-148.8×0.042 2 +14.3×0.042 + 0.5)×9800×(0.3 - 0.04)=0.8 kPa

[0206]

[0207] Plot the wave pressure and wave suction force as shown in Figure 9 and Figure 10 shown.

[0208] Step 4:

[0209] Determine the structural design environment, and establish the relationship between the wave dissipating structure parameters, the design environment, the transmission and reflection coefficients, and the wave forces;

[0210] Among them, the structural design environment includes: ship traveling wave wave elements, designed high and low water levels of the waterway, water depth and width of the waterway; the wave dissipating structure parameters include: elevation of the structure top, thickness and position of the vertical wall, thickness and width of the bottom slab, number and position of the holes, diameter and porosity of the holes, installation position of the wave dissipating structure, and aquatic vegetation coverage distance behind the structure;

[0211] The relationship between the wave dissipating structure parameters, design environment, transmission and reflection coefficients, and wave forces is manifested in the following aspects:

[0212] (1) The water level drop between the high and low water levels of the waterway is related to the determination of the elevation of the structure top, number and position of the holes. That is, the wave dissipation effect can be achieved at any water level. Therefore, the elevation of the wave dissipating structure top should be consistent with the designed high water level; when there is a single layer of holes, the lower cutting edge of the holes should be located at the designed low water level, and the upper cutting edge should be higher than the designed high water level; when there are multiple layers of holes, the lower cutting edge of the lower layer of holes should be located at the designed low water level, and the lower cutting edge of the upper layer of holes should be located at the designed high water level;

[0213] (2) The wave forces are related to the diameter and porosity of the holes, thickness and position of the vertical wall, and thickness and width of the bottom slab. The wave dissipating structure determined by the diameter and porosity of the holes, thickness and position of the vertical wall, and thickness and width of the bottom slab can remain stable under the action of wave forces;

[0214] (3) The transmission and reflection coefficients, waterway width are related to the installation position of the wave dissipating structure and the aquatic vegetation coverage distance behind the structure. That is, the layout position of the structure should ensure that the waves reflected by the structure have little impact on the ship, and at the same time ensure that the waves after wave dissipation have little impact on the aquatic vegetation behind the structure. Therefore, the structure should be at least one ship traveling wave wavelength away from the waterway, the aquatic vegetation should cover at least 5 m behind the structure, and the planting density of the aquatic vegetation near the structure is less than that far from the structure.

[0215] Step 5:

[0216] Conduct a stability check on the wave dissipating structure model after the parameters are initially determined. The specific steps and methods are as follows:

[0217] (1) Calculate respectively:

[0218] 1. The stabilizing moment M of the standard value of the self-weight of the structure on the rear heel G ;

[0219] 2. The overturning moment M of the standard value of the horizontal wave pressure at the wave crest on the rear heel P ;

[0220] 3. The stabilizing moment M' of the standard value of the self-weight of the structure on the front toe G ;

[0221] 4. The overturning moment M of the standard value of the horizontal wave suction at the wave trough on the front toe t ;

[0222] 5. Characteristic value of the self-weight of the structure, G;

[0223] 6. Horizontal wave pressure F during the wave crest action U ;

[0224] (2) Conduct the anti-overturning stability check during the wave crest action:

[0225] (3) Conduct the anti-overturning stability check during the wave trough action:

[0226] (4) Conduct the anti-sliding stability check during the wave crest action:

[0227] In the formula: γ G is the partial coefficient of the self-weight acting force, M G is the stabilizing moment of the characteristic value of the self-weight of the structure about the rear heel (kN·m), γ0 is the partial coefficient of the structure, γ W is the partial coefficient of the wave acting force, M P is the overturning moment of the characteristic value of the horizontal wave pressure during the wave crest action about the rear heel (kN·m), is the combination coefficient of the non-dominant variable action, M U is the overturning moment of the characteristic value of the uplift force during the wave crest action about the rear heel (kN·m), M′ G is the stabilizing moment of the characteristic value of the self-weight of the structure about the front toe (kN·m), M t is the overturning moment of the characteristic value of the horizontal wave suction during the wave trough action about the front toe (kN·m), M D is the overturning moment of the characteristic value of the wave uplift force during the wave trough action about the front toe (kN·m), f is the friction coefficient, G is the characteristic value of the self-weight of the structure (kN), F U is the horizontal wave pressure during the wave crest action (kN), F P is the characteristic value of the uplift force during the wave crest action (kN);

[0228] During the specific implementation:

[0229] (1) Use the separation method to decompose the irregular self-weight and wave forces into regular figures. The results after separation are shown in the figure;

[0230] Schematic diagram of the calculation of the self-weight of the structure and the stabilizing moment, as Figure 11 shown;

[0231] Schematic diagram of the calculation of the characteristic value of the wave pressure and the overturning moment, as Figure 12 shown;

[0232] Schematic diagram of the calculation of the characteristic value of the wave suction and the overturning moment, as Figure 13 shown;

[0233] 1. The stabilizing moment M of the self-weight standard value of the structure on the heel during the wave crest action G Summary table

[0234]

[0235] 2. The overturning moment M of the horizontal wave pressure standard value on the heel during the wave crest action P Summary table

[0236]

[0237] 3. The stabilizing moment M′ of the self-weight standard value of the structure on the toe during the wave trough action G Summary table

[0238]

[0239] 4. The overturning moment M of the horizontal wave suction standard value on the toe during the wave trough action D Summary table

[0240]

[0241]

[0242] 5. Summary table of the standard value G of the self-weight of the structure

[0243]

[0244] 6. The horizontal wave pressure F during the wave crest action U Summary table

[0245]

[0246] (2) Conduct the anti-overturning stability check during the wave crest action:

[0247] γ G M G = 1.2×26.04 = 31.248 kN·m

[0248]

[0249] The structure meets the anti-overturning stability during the wave crest action;

[0250] (3) Conduct the anti-overturning stability check during the wave trough action:

[0251] γ G M′ G = 1.2×17.88 = 21.456 kN·m

[0252]

[0253]

[0254] When the wave trough acts, the structure meets the anti-overturning stability;

[0255] (4) Conduct the anti-sliding stability check when the wave crest acts:

[0256]

[0257] γ w F P = 1.5 × 0.54 = 0.81 kN

[0258]

[0259] Under the action of the wave crest, the structure meets the anti-sliding stability;

[0260] Therefore, the structure size meets the requirements, that is, the overall design of the wave-dissipating structure can be determined according to these parameters.

[0261] Step 6:

[0262] Select suitable aquatic vegetation and amphibious vegetation. The aquatic vegetation is required to have a certain anti-scouring ability, and at the same time be able to consolidate sediment and reduce the movement of sediment behind the wave-dissipating structure under the action of waves, such as emergent plants like cattail, reed, calamus, etc.; the amphibious vegetation is required to be able to consolidate sediment, prevent riverbank erosion and soil erosion, and maintain the river ecological structure, such as marginal hygrophytes like acorus tatarinowii, zantedeschia aethiopica, etc.

[0263] Step 7:

[0264] Determine the overall design of the wave-dissipating structure. When all the structure parameters meet the content described in Step 5, the overall design of the wave-dissipating structure can be determined according to these parameters. If not, change the parameters until they meet the requirements of Step 5.

[0265] The above are only the preferred embodiments of the present invention and are not intended to limit the present invention. Any modifications, equivalent replacements, improvements, etc. made within the spirit and principle of the present invention shall be included within the protection scope of the present invention.

Claims

1. A design method for a straight-hole wave-dissipating structure for ecological bank protection, characterized in that It includes the following steps: S1. Calculate the wave elements of the ship-generated waves; S2. Calculate the transmission coefficient, the transmission coefficient in the wave stabilization zone, and the reflection coefficient at X meters behind the wave dissipating structure. The transmission coefficient in the wave stabilization zone is the transmission coefficient at Y meters behind the wave dissipating structure, where 2 ≤ X ≤ 3 and 5 ≤ Y ≤ 7; S3. Calculate the wave force; S4. Determine the structural design environment and establish the relationship between the wave dissipating structure parameters, the design environment, the transmission and reflection coefficients, and the wave force; S5. Conduct a stability check on the wave dissipating structure model after the parameters are preliminarily determined; S6. Select aquatic vegetation and amphibious vegetation; S7. Determine the overall design of the wave dissipating structure.

2. The design method of a straight-hole type wave dissipating structure for ecological revetment according to claim 1, characterized in that, In step S1, when calculating the wave elements of the ship-generated waves, it includes calculating the wave height, wavelength, and wave period. The calculation methods are as follows: S1.

1. The calculation formula for the wave height of the ship-generated waves is as follows: Among them, H c is the wave height of the ship traveling wave at the toe of the bank slope, α is the coefficient related to the ship type, h c is the water depth of the waterway, S is the distance between the toe of the bank slope and the ship's side, V is the ship's speed, and g is the acceleration due to gravity; S1.

2. The calculation formula for the wavelength of the ship-generated waves is as follows: L c = 0.43 V 2 where L c is the wavelength of the ship's traveling wave, and V is the ship's speed; S1.

3. The calculation formula for the wave period of the ship-generated waves is as follows: Among them, T c is the period of the ship wave, L c is the wavelength of the ship wave, h c is the water depth of the waterway, and g is the acceleration of gravity.

3. A design method for a straight-hole type wave dissipation structure for ecological bank protection according to claim 1, characterized in that, In step S2, when calculating the transmission coefficient, the transmission coefficient in the wave stabilization zone, and the reflection coefficient at X meters behind the wave dissipating structure, the specific methods are as follows: S2.

1. Calculate the transmission coefficient, which specifically includes the following four cases: S2.

11. Calculate the transmission coefficient at X meters behind the wave dissipating structure when the wave passes through the upper row of holes; K t1 = (225D 2 - 13.95D + 0.82)(- 15.7h - 0.59h + 0.641)(- 2.04Δ + 0.56) Where: K t1 is the transmission coefficient at X meters behind the wave dissipation structure when the wave passes through the upper row of holes, D is the hole diameter, h is the incident wave height, Δ is the distance between the incident wave crest and the center of the nearest hole, A is the elevation of the hole center position, and H is the water depth in front of the wave dissipation structure wall; S2.

12. Calculate the transmission coefficient at X meters behind the wave dissipating structure when the wave only passes through the lower row of holes; K t2 = (225D 2 - 13.95D + 0.82)(- 15.7h - 0.59h + 0.641)(- 5.1Δ + 0.47) Where: K t2 is the transmission coefficient at X meters behind the wave dissipation structure when the wave only passes through the lower row of holes, D is the hole diameter, h is the incident wave height, Δ is the distance between the incident wave crest and the center of the nearest hole, A is the elevation of the hole center position, and H is the water depth in front of the wave dissipation structure wall; S2.

13. Calculate the transmission coefficient at Y meters behind the wave dissipating structure when the wave passes through the upper row of holes; K t3 = (25D 2 + 1.56D + 0.47)(-15.2h - 0.46h + 0.59)(-0.34Δ + 0.47) Where: K t3 is the transmission coefficient at Y meters behind the wave dissipation structure when the wave passes through the upper row of holes, D is the hole diameter, h is the incident wave height, Δ is the distance between the incident wave crest and the center of the nearest hole, A is the elevation of the hole center position, and H is the water depth in front of the wave dissipation structure wall; S2.

14. Calculate the transmission coefficient at Y meters behind the wave dissipating structure when the wave only passes through the lower row of holes; K t4 = (25D 2 + 1.56D + 0.47)(-15.2h - 0.46h + 0.59)(-0.72Δ + 0.6) Where: K t4 is the transmission coefficient at Y meters behind the wave dissipation structure when the wave only passes through the lower row of holes, D is the hole diameter, h is the incident wave height, Δ is the distance between the incident wave crest and the center of the nearest hole, A is the elevation of the hole center position, and H is the water depth in front of the wave dissipation structure wall; S2.

2. Calculate the reflection coefficient, including the following two cases: S2.

21. Calculate the reflection coefficient when the wave passes through the upper row of holes; K r1 = (240D 2 - 16.9D + 1.14)(0.54h 2 + 0.38h + 0.825)(2.8Δ + 0.94) Where: K r1 is the reflection coefficient when the wave passes through the upper row of holes, D is the hole diameter, h is the incident wave height, Δ is the distance between the incident wave crest and the center of the nearest hole, A is the elevation of the hole center position, and H is the water depth in front of the wave dissipation structure wall; S2.

22. Calculate the reflection coefficient when the wave only passes through the lower row of holes; K r2 = (240D 2 - 16.9D + 1.14)(0.54h 2 + 0.38h + 0.825)(0.36Δ + 0.89) Where: K r2 is the reflection coefficient when the wave passes through the upper row of holes, D is the aperture (m), h is the incident wave height, Δ is the distance between the incident wave crest and the center of the nearest hole, A is the elevation of the hole center position, and H is the water depth in front of the wave-dissipating structure wall.

4. A design method of a straight-hole wave-dissipating structure for ecological bank protection according to claim 1, characterized in that, In step S3, when calculating the wave force, it includes calculating the wave pressure and uplift force when the wave crest acts, and the wave suction and uplift force when the wave trough acts; S3.

1. Calculate the wave pressure and uplift force when the wave crest acts: The wave pressure at a height h above the still water level is zero; Wave pressure intensity at the still water surface: p s =(330.4x 2 - 35.6x + 1.4)γh; Wave pressure intensity at a depth z below the still water surface: Wave pressure intensity at the bottom of the water: Buoyant force: Where: p s is the wave pressure intensity at the still water surface, x is the porosity, γ is the unit weight of water, h is the incident wave height, p z is the wave pressure intensity at a depth z below the still water surface, H is the water depth in front of the wall, z is the depth below the still water surface, L is the wave length, p d is the wave pressure intensity at the bottom of the water, P u is the uplift force, and b is the width of the wall bottom; S3.

2. Calculate the wave suction and uplift force when the wave trough acts: The wave suction at the still water level is zero; Below the still water surface at h-h s Wave suction intensity at this point: p′ s = (-148.8x 2 + 14.3x + 0.5)γ(h - h s ); Wave suction intensity at the bottom of the water: Buoyant force: Where: p′ s is the wave suction intensity at h - h below the still water surface, x is the porosity, γ is the unit weight of water, h is the incident wave height, h s is the water surface elevation, p′ s is the wave suction intensity at the bottom of the water, H is the water depth in front of the wall, z is the depth below the still water surface, L is the wave length, P′ d is the uplift force, and b is the width of the wall bottom. u ​ 5. A design method for a straight-hole type wave dissipation structure for ecological bank protection according to claim 1, characterized in that In step S4, when determining the structural design environment, it includes the wave elements of the ship-generated waves, the designed high and low water levels of the waterway, the water depth and width of the waterway; the wave dissipating structure parameters include: the elevation of the structure top, the thickness and position of the vertical wall, the thickness and width of the bottom plate, the number and position of the hole layers, the diameter and porosity of the holes, the installation position of the wave dissipating structure, and the distance of aquatic vegetation coverage behind the structure.

6. A design method for a straight-hole type wave dissipation structure for ecological revetment according to claim 5, characterized in that In step S4, when establishing the relationship between the wave dissipating structure parameters, the design environment, the transmission and reflection coefficients, and the wave force, it includes S4.

1. The elevation of the wave dissipating structure top is the same as the designed high water level; When there is a single layer of holes, the lower cut edge of the hole is at the designed low water level, and the upper cut edge is higher than the designed high water level; When there are multiple layers of holes, the lower cut edge of the lower layer of holes is at the designed low water level, and the lower cut edge of the upper layer of holes is at the designed high water level; S4.

2. The wave force is related to the relevant parameters. The wave dissipating structure determined by the relevant parameters can remain stable under the action of the wave force. The relevant parameters include the diameter and porosity of the holes, the thickness and position of the vertical wall, and the thickness and width of the bottom plate. S4.

3. The transmission and reflection coefficient, the channel width are related to the installation position of the wave-dissipating structure and the distance of aquatic vegetation coverage behind the structure. The structure should be at least one wavelength of the ship wave away from the channel, the aquatic vegetation should cover at least 5 meters behind the structure, and the planting density of the aquatic vegetation near the structure is less than that far from the structure.

7. A design method for a straight-hole type wave-dissipating structure for ecological bank protection according to claim 1, characterized in that, In step S5, the stability check of the wave-dissipating structure model after the preliminary determination of parameters includes the following steps: S5.

1. Calculate respectively: The standard value of the self-weight of the structure for the stabilizing moment M of the heel G , The overturning moment M of the standard value of the horizontal wave pressure on the heel during the wave crest action P , The standard value of the self-weight of the structure for the stabilizing moment M' of the front toe G , The standard value of the horizontal wave suction force acting on the wave trough for the overturning moment M of the front toe t , The standard value of the self-weight of the structure G, the horizontal wave pressure F when the wave crest acts U ; S5.

2. Conduct the anti-overturning stability check during the wave crest action, the anti-overturning stability check during the wave trough action and the anti-sliding stability check during the wave crest action respectively. The formulas are as follows: Anti-overturning stability check during the action of wave crest: Anti-overturning stability check during trough action: Anti-sliding stability check during the action of wave crest: where: γ G is the partial coefficient of the self-weight acting force, M G is the stabilizing moment of the standard value of the structural self-weight on the rear heel, γ0 is the structural partial coefficient, γ W is the partial coefficient of the wave acting force, M P is the overturning moment of the standard value of the horizontal wave pressure at the wave crest on the rear heel, is the combination coefficient of the non-dominant variable action, M U is the overturning moment of the standard value of the uplift force on the rear heel at the wave crest, M′ G is the stabilizing moment of the standard value of the structural self-weight on the front toe, M t is the overturning moment of the standard value of the horizontal wave suction at the wave trough on the front toe, M D is the overturning moment of the standard value of the wave uplift force at the wave trough on the front toe, f is the friction coefficient, G is the standard value of the structural self-weight, F U is the horizontal wave pressure at the wave crest, F P is the standard value of the uplift force at the wave crest.

8. A design method for a straight-hole type wave dissipation structure for ecological revetment according to claim 1, characterized in that, In step S6, the selection of aquatic vegetation and amphibious vegetation is specifically as follows: The aquatic vegetation used is cattail, reed or calamus. The amphibious vegetation used is acorus tatarinowii or zantedeschia aethiopica.

9. A design method for a straight-hole type wave dissipation structure for ecological bank protection according to claim 7, characterized in that, In step S7, the determination of the overall design of the wave-dissipating structure is specifically as follows: when all the structure parameters meet the content of step S5, determine the overall design of the wave-dissipating structure according to these parameters; if not, change the parameters until the requirements of step S5 are met.

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