RU103367U1 - WAVE PROTECTIVE STRUCTURE - Google Patents

Abstract

 1. Wave protection structure, including a number of piles from the side of the wave front and a number of piles from the side of the protected object, piles of the row located on the side of the protected object, are combined into a blank wall, while all piles of the structure are combined in the upper part with a grillage, characterized in that between near the piles from the side of the wave front and near the piles from the side of the protected object, an intermediate row of piles is installed. ! 2. The wave protection structure according to claim 1, characterized in that the excess H of the grillage relative to the maximum water level in the water area is H = (0.8-1.2) hvmax, where hvmax≤10 is the accepted maximum wave height in the water area, distance B between a row of piles from the side of the wave front and a row of piles from the side of the protected object is B = (0.1-0.2) λвmax, where λвmax≤160 is the accepted maximum wavelength in the water area, the distance B1 between the row of piles from the side of the wave front and the intermediate row of piles is B1 = (0.4-0.6) V, the distance snp1 between adjacent piles in a row with a hundred the wave front is snp1 = (0.6-1.0) d1, where d1 is the diameter of the piles in a row from the side of the wave front, and the distance snp2 between adjacent piles in the intermediate row is snp2 = (0.15-0.3) d2, where d2 is the diameter of the piles in the intermediate row.

Description

The utility model relates to hydraulic engineering and can be used to quench wave energy.

Known as a breakwater, including waveguides located in a pond perpendicular to the wave front in the form of elastic shells connected to a fixing element, characterized in that the waveguides are made tubular and are installed vertically in the fixing element in at least one row, RU 12146 U1.

This structure is permeable, as a result of which the wave passes to a large extent to the port water area; the through structure can be used at a wave height of not more than 3-4 m and a wavelength of not more than 50 m, which significantly limits the possibility of its use in marine conditions. In addition, this structure does not impede the movement of sediment into the protected area.

A wave protection structure is known that includes two rows of piles: one row from the side of the wave front and the second row from the side of the protected object; piles of the second row are combined into a blank wall; all piles of the structure are combined in the upper part with a grillage, AU 646044 B2, Fig.6, 7.

This technical solution was made as a prototype of this utility model.

This structure prevents sediment from entering the protected water area, but the efficiency of wave damping is insufficient, since the coefficient of wave damping of this structure and the like is 0.4-0.5 (the absorption of wave energy does not exceed 50%). As a result, bursts of water of great height occur, and intense impacts take place on the grillage plate from below, as well as on a number of piles combined into a blank wall.

Bursts cause the overflow of significant masses of water through the structure to the protected area, which can cause flooding of berths, territories, transshipment equipment, etc. The shock effects of the waves necessitate the strengthening of the grillage structure, its fastening elements, as well as the second-row piles, which complicates the construction of the structure, increases its material consumption and cost.

The objective of this utility model is to increase the efficiency of the wave protection structure, to prevent overflow of water through it, and also to reduce the impact effects on the grillage and piles, combined into a blank wall.

According to a utility model in a wave protection structure, including a row of piles from the side of the wave front and a row of piles from the side of the protected object, piles of the row located on the side of the protected object are combined into a blank wall, while all piles of the structure are combined in the upper part with a grillage, between the row of piles from the side of the wave front and near the piles from the side of the protected object, an intermediate row of piles is installed; the excess H of the grillage relative to the maximum water level in the water area can be H = (0.8-1.2) h in _max , where h in _{max ≤ 10} is the accepted maximum wave height in the water area, the distance B between the side of the piles from the side of the wave front and near the piles from the side of the protected object is B = (0.1-0.2) λ in _max , where λ in _{max ≤160} is the accepted maximum wavelength in the water area, the distance B ₁ between the side of the piles from the side of the wave front and the intermediate row of piles is B ₁ = (0.4-0.6) V, the distance s _np1 between adjacent piles in a row from the front of the wave is s _np1 = (0.6-1.0) d ₁ , where е d ₁ is the diameter of piles in a row from the side of the wave front, and the distance s _np2 between adjacent piles in the intermediate row is s _np2 = (0.15-0.3) d ₂ , where d ₂ is the diameter of piles in the intermediate row.

The essence of the utility model is illustrated in the drawing, which shows:

figure 1 is a transverse section of the structure;

figure 2 is a section aa in figure 1;

figure 3 is a section bB in figure 1;

figure 4 - section bb in figure 1.

The wave protection structure includes a number of piles 1 from the side of the wave front. From the side of the protected object - the water area 2 of the seaport, there are a number of piles 3, which are combined into a blank wall. An intermediate row of piles 4 is installed between the row of piles 1 and the row of piles 3. All piles of the structure are united in the upper part by a grill 5. The fastening elements of the crossbar to the pile heads are not shown in the drawings. Piles are buried in the base - the bottom of 6 water areas. Piles 3 are interconnected by means of tongue-and-groove locks 7. All piles have the same height and are metal pipes. In a specific embodiment, piles 1 have an outer diameter d ₁ = 1000 mm, piles 4 have an outer diameter d ₂ = 1200 mm. The diameter of the piles 3 is determined by the conditions of strength and does not affect the efficiency of wave damping. To prevent corrosion of pipes from the inside, they can be filled with concrete. The excess H of the grillage relative to the maximum water level in the water area is H = (0.8-1.2) h in _max , where h in _{max ≤ 10} is the accepted maximum wave height in the water area, the distance B between the side of the piles from the side of the wave front and near the piles with the side of the protected object is B = (0.1-0.2) λ in _max , where λ in _{max ≤160} is the accepted maximum wavelength in the water area, the distance B ₁ between the row of piles from the side of the wave front and the longitudinal axes of the intermediate row of piles is B ₁ = (0.4-0.6) V, the distance s _np1 between adjacent piles in a row from the front of the wave is s _{n p1} = (0.6-1.0) d ₁ , where d ₁ is the diameter of piles in a row from the side of the wave front, and the distance s _np2 between adjacent piles in an intermediate row is s _np2 = (0.15-0.3) d ₂ , where d ₂ is the diameter of the piles in the intermediate row.

The construction works as follows.

When a wave passes through a series of piles, 1 wave partially breaks up on these piles, partially reflects. Behind piles 1, the laminar flow is divided into separate flows and their turbulization. The wave front reaches the intermediate row of piles 4, while the water passes behind piles 4 with a delay, since the speed of the wave through the row of piles 4 is significantly lower than the speed of the wave on the row of piles 1. The water level rises between the number of piles 1 and the number of piles 4, part of the wave energy is reflected from a number of piles 4, and the flow of water is redirected towards the incident wave. After the wave passes over the row of piles 4, the water level rises behind the row of piles 4 and decreases between rows 1 and 4 of piles. A number of piles 4 impede the passage and reverse passage of the wave, thereby redirecting water flows towards each other. There is a shift in the phases of the wave passing through the structure, and the oncoming water flows cancel each other out.

Thus, the efficiency of wave damping is increased, water overflows through the structure are prevented; as the water flows cancel each other out, the impact on the grillage 5 and piles 3, combined into a blank wall, is reduced. This allows you to reduce the material consumption of the structure, to simplify its design.

Table 1 shows the results of hydraulic tests of the structure, while examples 1-3 correspond to the ratios according to paragraph 2 of the formula of the utility model and represent the best options for the performance of the utility model. Examples 4, 5 go beyond the ratios given in paragraph 2 of the formula of the utility model, however, these options provide more effective wave damping compared to the prototype.

Table 1 Table of hydraulic tests of a wave protection structure Examples No. N, m M B ₁ , m S _pr1 S _pr2 h _max , m Wave damping coefficient,% one 6 12 7.2 0.6 0.24 120 0.66 2 7.5 eighteen 9 0.8 0.30 120 0.71 3 9 24 10.8 1,0 0.36 120 0.68 four 4,5 10 3.0 0.4 0.18 120 0.63 5 12 28 19 1,2 0.45 120 0.61

Accepted Values:

h _bmax = 7.5 m d ₁ = 1 m λ in _max = 120 m d ₂ = 1.2 m

The tests were carried out in the laboratory of the Research Center 26 of the Central Research Institute of the Ministry of Defense of the Russian Federation, St. Petersburg.

Claims (2)

1. Wave protection structure, including a number of piles from the side of the wave front and a number of piles from the side of the protected object, piles of the row located on the side of the protected object, are combined into a blank wall, while all piles of the structure are combined in the upper part with a grillage, characterized in that between near the piles from the side of the wave front and near the piles from the side of the protected object, an intermediate row of piles is installed. 2. The wave protection structure according to claim 1, characterized in that the excess H of the grillage relative to the maximum water level in the water area is H = (0.8-1.2) h in _max , where h in _{max ≤ 10} is the accepted maximum wave height in the water area, the distance B between a number of piles from the side of the wave front and near the piles from the side of the protected object is B = (0.1-0.2) λ in _max , where λ in _{max ≤160} is the accepted maximum wavelength in the water area, the distance B ₁ between the number of piles from the side of the wave front and the intermediate row of piles is B ₁ = (0.4-0.6) V, the distance s _np1 between adjacent piles in a row from the front of the wave is s _np1 = (0.6-1.0) d ₁ , where d ₁ is the diameter of piles in a row from the side of the wave front, and the distance s _np2 between adjacent piles in the intermediate row is s _np2 = (0, 15-0.3) d ₂ , where d ₂ is the diameter of the piles in the intermediate row.