CN115581212A

CN115581212A - Offshore aquaculture system and design method thereof

Info

Publication number: CN115581212A
Application number: CN202211101376.2A
Authority: CN
Inventors: 林巍
Original assignee: China Communications Construction Co Ltd
Current assignee: China Communications Construction Co Ltd
Priority date: 2022-09-09
Filing date: 2022-09-09
Publication date: 2023-01-10
Anticipated expiration: 2042-09-09
Also published as: CN115581212B

Abstract

The invention relates to the technical field of cultivation, in particular to an offshore cultivation system and a design method thereof, wherein the offshore cultivation system comprises a cultivation area, a wave eliminating structure is arranged outside the cultivation area, a cultivation module is arranged in the cultivation area, the wave eliminating structure reduces the wave amplitude of the cultivation area, the wave eliminating structure outside the cultivation area is a wave eliminating dam which is completely surrounded by a plurality of bases arranged at intervals, or a part of the wave eliminating dam is surrounded by the combination of the bases arranged at intervals and other fixed structures, a first channel for water flow to pass through is arranged between the adjacent bases, and the lower part of the base is fixed on a seabed or a riverbed. The offshore aquaculture system reduces or eliminates the adverse effect of adverse environmental loads on aquaculture areas, provides a calmer and suitable living environment for the aquaculture objects, and increases the aquaculture efficiency of the aquaculture module; the requirement of the wind and wave resistance level of the cultivation modules in the cultivation area is lowered, and the cultivation cost of the cultivation modules is lowered.

Description

Offshore breeding system and design method thereof

Technical Field

The invention relates to the technical field of cultivation, in particular to an offshore cultivation system and a design method thereof.

Background

At present, offshore farming generally includes offshore farming and open sea farming (typically in the water depth range of 20-80 m). The open sea cultivation mainly comprises three types of cultivation ships, cultivation platforms and net cages:

the net cages are limited by stormy waves and still in a stage to be solved, some special anti-stormy wave net cages exist at present, the manufacturing cost and the installation cost are very high, the fundamental anti-stormy wave effect cannot be achieved, the net cages can still be damaged by the stormy waves, and therefore the net cages for the open-sea aquaculture are few.

The cost of the cultivation ship is high.

The culture platform is limited by water depth, large-scale mass production cannot be realized, the steel structure is mostly adopted, the corrosion problem exists in the long-term use, and the maintenance cost is high. And the mooring system is expensive.

Another solution disclosed is to use a floating breakwater for wave breaking, for example under the patent names: the patent discloses a scheme for wave dissipation by using a floating breakwater (publication number: CN 208023503U), but the scheme cannot achieve good wave dissipation effect (only can achieve 30% -40% of wave dissipation effect) because the breakwater swings to a large extent along with sea waves, and meanwhile, the breakwater floats on the sea surface and cannot change a flow field in an area where a net cage is located (for example, the flow velocity in the area where the net cage is located cannot be changed), so that the using effect of the existing floating breakwater in the offshore aquaculture field is not good.

The fixed pile foundation breakwater of the existing artificial island solves the problem of wave dissipation and can not be directly used in the field of open sea cultivation.

At present, most of offshore aquaculture is offshore bay aquaculture, the aquaculture density is high, the quality of deep sea protein obtained by aquaculture fish is not high, and the sustainable development of the offshore aquaculture is not facilitated.

Disclosure of Invention

The invention aims to: aiming at the problem that the offshore aquaculture is greatly influenced by the wind and wave environment in the background art, an offshore aquaculture system and a design method thereof are provided.

In order to achieve the purpose, the invention adopts the technical scheme that:

an offshore farming system, comprising a farming area, wherein a wave-dissipating structure is arranged outside the farming area, farming modules for farming are arranged in the farming area, the wave-dissipating structure is used for reducing the wave amplitude of the farming area, wherein,

the wave-eliminating structure at the periphery of the culture area is a wave-eliminating dam which is formed by a plurality of bases arranged at intervals or a part of wave-eliminating dam which is formed by a plurality of bases arranged at intervals and other fixed structures in a joint way,

a first channel for water flow is arranged between adjacent foundations, and the lower parts of the foundations are fixed on the sea bed or river bed.

The culture area is an area where culture modules can be placed.

Preferably, the other fixed structure is one or more of an island, an island reef, an artificial island, an offshore artificial platform and a cofferdam.

Preferably, the area of the culture area is 1-20 km ² . The offshore culture system is more suitable for large-scale culture, and the area of a single culture area can reach 1-20 km ² The offshore aquaculture system can fix carbon, and particularly, the offshore aquaculture devices can not only completely ensure enough supply of human food sources, but also can store at least one hundred million tons of carbon dioxide per year, and are inert carbon capable of being stored in seawater for thousands of years, which cannot be realized on land, so that excessive carbon dioxide and excessive greenhouse effect in the atmosphere can be effectively reduced, the concentration of carbon dioxide in the atmosphere can be effectively reduced, and natural ecological restoration is effectively facilitated.

Preferably, the wave-breaking structures surround the outside of the culture area, a buffer zone is arranged between the culture module and the corresponding adjacent wave-breaking structures, and the buffer zone enables buffer water areas to be formed between the culture module and the corresponding adjacent wave-breaking structures, so that small waves passing through the wave-breaking structures can be further buffered, and the wave height of the culture area can be further reduced.

Preferably, the inner side of the wave dissipation structure is further provided with a secondary wave dissipation device, and the secondary wave dissipation device is close to the part of the wave dissipation structure on the wave facing side. When disastrous storms occur, the storms facing the wave dissipation structure on the wave-facing side are the largest, the waves crossing the wave dissipation structure are reduced again by arranging the secondary wave dissipation device (the wave dissipation device is a primary wave dissipation device) on the inner side of the wave dissipation structure corresponding to the wave-facing side, and under the condition that enough water flows pass through the part of the wave dissipation structure on the wave-facing side, the adverse effect of the storms on the culture area is reduced to a greater extent, so that a more calm water area is provided for the cultured objects in the cultured area.

Preferably, the secondary wave-breaking device comprises one or a combination of a floating breakwater, a fixed breakwater or underwater organisms arranged in rows.

Preferably, the foundation upper portion is located above the water surface for resisting wind waves.

Preferably, the first channel is a multi-turn channel. The multi-turn channel is a channel of at least three bays. The first channel is set to be a multi-bend channel, so that the advancing path of waves can be changed into a multi-bend path, and the purposes of reducing the height of the waves and enabling a certain amount of water flow to pass through the wave dissipation structure are achieved.

Preferably, the foundation adopts a cylinder structure, and the lower part of the cylinder is fixed on a sea bed or a river bed.

Preferably, the cylinder is filled with a first filler.

Preferably, the cylinder is of a concrete cylinder structure or a steel cylinder structure.

Preferably, the cylinder body comprises a steel cylinder positioned at the lower part and a concrete cylinder positioned at the upper part of the steel cylinder, the first filler is filled in the concrete cylinder and the steel cylinder, and the lower part of the steel cylinder is fixed on a sea bed or a river bed. The upper part of the cylinder body is a concrete cylinder, the lower part of the cylinder body is a steel cylinder, when in use, the steel cylinder is completely submerged under water, one part of the concrete cylinder is positioned above the water surface, the other part is positioned below the water surface, the steel cylinder and the concrete cylinder form a combined cylinder structure, the problem of corrosion in a splash zone is solved through the concrete cylinder, and meanwhile, the steel cylinder can adapt to geological conditions below more seabed or river beds. Meanwhile, the combined cylinder form combines the advantages that the upper concrete cylinder is heavy (because the concrete strength-weight ratio is small and the dry volume weight is above part of the water surface), and the lower steel cylinder sinks in the underwater soil with small frictional resistance; the tension performance of the lower steel cylinder is superior to that of the upper concrete cylinder, and the steel cylinder is arranged at the lower part of the combined cylinder body to better meet the characteristic that the tensile force of the cylinder wall is increased due to the annular tensile force of the cylinder body as the side pressure of the cylinder body is increased along with the increase of the filling height in the combined cylinder, so that the integral combined cylinder body has better structural performance.

Preferably, the side wall of the concrete cylinder and the side wall of the steel cylinder are closed. At the offshore area, in order to make the unrestrained structure that disappears better play the unrestrained effect of anti-wind, barrel dead weight and anti-wind ability directly proportional, nevertheless if the barrel dead weight is too big, the hoist and mount construction degree of difficulty of greatly increased barrel, from this, this application solves this difficult problem through the mode that the inside landfill of barrel was packed, increases the barrel dead weight through the weight that increases first filler in the section of thick bamboo, can not increase the construction degree of difficulty such as barrel transportation, hoist and mount, installation again simultaneously. Therefore, in actual construction, the first filling material needs to be filled in the space in the cylinder body as far as possible, so in the application, the side wall of the concrete cylinder and the side wall of the steel cylinder both adopt a closed structure instead of adopting a mode of opening holes in the side wall of the cylinder body, so as to prevent the filling material in the cylinder body from overflowing out of the cylinder body.

Preferably, the maximum outer diameter R1 of the steel cylinder is more than or equal to 20.5m and less than or equal to 40m; the wall thickness of the steel cylinder is T1, and T1 is more than or equal to 0.01m and less than or equal to 0.12m.

The maximum outer diameter R1 of the steel cylinder is more than or equal to 20.5m, and the wall thickness T1 is only more than or equal to 0.01m and less than or equal to T1 and less than or equal to 0.12m, so that the steel cylinder can generate a 'cloth bag' effect, and the steel cylinder combines the advantages of a large monopile (monopile) and a traditional gravity breakwater (revetment): because the material used by the large single pile (monopile) is concrete or steel and the like, and the foundation of the application, the steel cylinder is filled with more first fillers, such as silt, medium coarse sand and the like, the environment is protected, and the cost is saved; further, compared with the conventional gravity breakwater (revetment) with a three-dimensional structure with a large lower part and a small upper part formed in a free collapse mode, the steel cylinder has a cylindrical structure, and more than two thirds of the first filler in the steel cylinder can be saved. Moreover, the first filler can generate normal soil pressure on the wall of the steel cylinder, and the steel cylinder can generate a 'cloth bag' effect, and the first filler can generate normal soil pressure on the wall of the steel cylinder. The normal soil pressure brings tensile force along the circumferential direction on the wall of the steel cylinder, so that the first filler in the steel cylinder and the steel cylinder form an integral effect, and the tensile force brings extra cylinder rigidity (like a cloth bag filled with sand), thereby strengthening the structural rigidity and the integral stability of the steel cylinder.

Preferably, the offshore aquaculture system is provided with a base extending inwards and outwards from the bottom end face of the barrel, the part of the base extending towards the outer side of the barrel is an outer extension part, and the part of the base extending towards the inner side of the barrel is an inner extension part. The base of the cylinder body is placed in a foundation trench formed in a sea bed or a river bed, and the outer side extending part is tightly pressed by second fillers buried in the foundation trench. The lower part of the cylinder is stably fixed to the sea or river bed by the lateral pressure of the second packing to the lower part of the cylinder and the vertically downward pressure of the second packing to the lateral extension.

Preferably, the first packing compresses the inside extension such that the lower part of the cylinder is stably fixed to the sea or river bed.

Preferably, the lower part of the cylinder is inserted into the sea bed or river bed. When wave or sea wind is applied to the lateral external load F on the upper part of the foundation _{Outer cover} The soil body at the lower part of the sea bed or river bed can apply external load F to the cylinder body _{Outer cover} Opposite passive earth pressure F _Quilt So that the whole dead weight of the cylinder body can provide an external load F _{Outer cover} Is sufficient without the need to provide for external loads F _{Outer cover} The resistance requirement of the cylinder can be effectively reduced under the same stress requirement.

Preferably, the outer side of the lower part of the cylinder body is provided with a apron.

Preferably, the foundation is further provided with a first wave arm extending towards the adjacent foundation. The first wave blocking arm can effectively reduce the outer diameter of the foundation under the condition that the first channel is not changed, and therefore manufacturing and installation cost of the foundation is greatly reduced.

Preferably, a wave blocking arm II is further arranged at the lower part of the wave blocking arm and is flexibly connected with the foundation on at least one side.

Preferably, the water permeability t of the wave dissipation structure is 2% -35%. The water permeability t of the wave dissipation structure is as follows: in a certain length, the sum of the flow rates of the water flow passing through the longitudinal sections of all the first channels of the wave breaking structures located in the length is S1, and if the wave breaking structures do not exist, the sum of the flow rates of the water flow passing through the longitudinal sections in the length is S2, and t = S1/S2.

Preferably, the water permeability t of the wave dissipation structure is 5% -20%. The water permeability t of the wave dissipation structure is 5% -20%, so that a good wave dissipation effect (more than 90%) can be guaranteed, and good water exchange effects on two sides of the wave dissipation structure can be guaranteed.

Preferably, a wave dissipating box body is arranged adjacent to the top of the foundation.

Preferably, the distance between the adjacent foundations on the wave-facing side part of the wave-breaking structure is C1, the distance between the adjacent foundations on the back wave-facing side part of the wave-breaking structure is C2, and C1 < C2. The wave dissipation structure is positioned on the wave-facing side part and mainly solves the technical problem of wave dissipation, so the distance between the adjacent foundations of the part is smaller, the wave dissipation structure is positioned on the back wave side part and mainly solves the water body exchange on two sides of the wave dissipation structure, and the distance between the adjacent foundations of the wave dissipation structure on the back wave side part is larger.

The wave-facing side and the back wave side in the above scheme are both direction descriptions, the wave-facing side is the region where the main waves act on the wave-dissipating structure 5, the wave-facing side should be the direction of the stormy waves under most conditions, and the wave-facing side is also called as the strong main wave side.

Preferably, a concrete structure is arranged on the top of the foundation, and wind power equipment is installed on the concrete structure.

Preferably, an energy storage station is further arranged on the basis, and the wind power equipment is electrically connected with the energy storage station. And an energy storage station is also arranged on the basis to convert the electricity generated by the wind power equipment into electric energy with stable output, so that the power demand in the offshore culture system is met.

Preferably, the cultivation module comprises a net cage and a power generation module, and the power generation module is used for supplying power to equipment on the net cage.

Specifically, the devices are net cage monitoring devices, underwater camera shooting or sampling devices arranged on the net cages, fish feeds, net changing and maintaining devices, sensors and the like. Namely the equipment which is positioned on the net cage and needs to use electric power.

Preferably, the power generation module is located on a side of the net cage near an ocean current upstream. Through the power generation module can further offset a part of waves, and then can provide a more calmer aquaculture environment for the plant that is supported in the box with a net.

Preferably, at least one side of the cultivation module is flexibly connected with a floating body, and the bottom of the floating body is fixed on a sea bed or a river bed through a second anchor cable.

Preferably, at least one of the farming modules is connected with the wave-breaking structure.

Preferably, a harbor basin is arranged on the back wave side of the wave breaking structure.

Preferably, the wave breaking structure is provided with a room, an apron or a lighthouse.

Preferably, the wave breaking structure is provided with an inlet and an outlet and an extension part extending towards the back wave side of the wave breaking structure, and the extension part is positioned on one side of the inlet and the outlet close to the direction of the ocean current.

The application also discloses a design method for the offshore farming system, which comprises the following steps:

drawing up the area S of the culture area ₁ ；

Determining the correlation direction of the breeding efficiency P in the breeding area and the water changing period T in the breeding area and the total cost S of all the foundations in the wave dissipation structure respectively;

determining the correlation degree direction of a water changing period T in the culture area, the transverse and longitudinal projection ratio Y of the wave-breaking structure, the water permeability T of the wave-breaking structure and the current flow velocity u passing through the wave-breaking structure respectively;

determining the direction of the correlation degree of the transverse and longitudinal projection ratio Y of the wave-breaking structure and the total cost S of all the foundations in the wave-breaking structure;

determining the direction of the correlation degree of the water permeability t of the wave dissipation structure and the distance c between the adjacent foundations;

determining the direction of the correlation degree of the total cost S of all the foundations in the wave-breaking structure and the distance c between the adjacent foundations;

determining the correlation direction of the breeding risk R in the breeding area and the wave height h inside the breeding area;

determining the distance c between the wave height H inside the culture area and the adjacent foundation and the correlation direction of the natural wave height H outside the wave dissipation structure;

determining a correlation direction of a risk-efficiency ratio f and a distance c between adjacent foundations, wherein the risk-efficiency ratio f is: a ratio of a breeding risk R within the breeding area to a breeding efficiency P within the breeding area.

The transverse and longitudinal projection ratio Y of the wave-dissipating structure is as follows: the ratio of the projection length a of the wave breaking structure along the direction of the ocean current to the projection length b of the wave breaking structure along the direction perpendicular to the direction of the ocean current is Y = a/b.

All the correlation directions in the above scheme include positive correlation or negative correlation, and if one of the two is increased, the other is decreased, the correlation is negative, and if one of the two is increased, the other is also increased, the correlation is positive.

According to the design method, the relevance between each main factor of the offshore aquaculture system is designed, the relevance direction of the risk efficiency ratio f and the distance c between adjacent foundations is obtained, and therefore the actual design process can be guided to select a better risk efficiency ratio f range.

Preferably, the water permeability t is: t = k ₁ c/(d+c)

In the formula, k ₁ K is a shielding coefficient of the space between adjacent wave dissipation structures, and k is more than or equal to 0 ₁ Less than or equal to 1; d is the outer diameter of the cylinder body along the length direction of the wave dissipation structure; c is the width of the space between adjacent said bases.

Preferably, through the area S of the culture area ₁ And determining the projection length a of the wave-breaking structure along the direction of the ocean current, the projection length b of the wave-breaking structure along the direction perpendicular to the direction of the ocean current and the perimeter L of the wave-breaking structure by the shape of the culture area, wherein in the same culture area, the perimeter L of the wave-breaking structure is positively correlated with the total cost S of all the foundations in the wave-breaking structure.

Preferably, when the culture area is a rectangular area, L = S ₁ /a+2a

In the formula, the perimeter L of the wave dissipation structure and S1 are the areas of the culture areas; and a is the projection length of the wave-breaking structure along the direction of the ocean current.

Preferably, when the culture area is an elliptical area, L =4S ₁ /a+2a-8S ₁ /(πa)

In the formula, the perimeter L of the wave dissipation structure and S1 are the area of the culture area; a is the projection length of the wave-breaking structure along the direction of the ocean current.

Preferably, the correlation direction between the risk-efficiency ratio f and the distance c between adjacent foundations is specifically:

or the like, or, alternatively,

in the formula, C ₃ Is a weight coefficient;

or, f = MIN ₄ R (H (C, H)) -P (S (H), T (a/b, T (C), u)) }, wherein, C ₄ Are weight coefficients.

In summary, due to the adoption of the technical scheme, the invention has the beneficial effects that:

1. according to the offshore aquaculture system, the aquaculture module for culturing fishes or algae is arranged in the aquaculture area, the wave dissipation structure is arranged on the periphery of the aquaculture area, and the first channel arranged between the adjacent foundations can realize the exchange between the external water body of the wave dissipation structure and the surrounded internal water body, so that the water quality requirement in the aquaculture area is met; the wave dissipation structure effectively reduces or eliminates the adverse effect of adverse environmental load (mainly wind wave and current environmental load) on the culture area, and the lower part of the foundation is fixed on the sea bed or the river bed, compared with a floating breakwater, the fixed wave dissipation structure forms a very stable wave dissipation structure, the wave dissipation structure not only can effectively dissipate strong waves, but also can reduce the strength of surging under the water surface, so that a stable flow field (such as wave height, water body flow velocity and the like) suitable for culture is formed in the culture area, a more calmer and more suitable living environment is provided for cultured objects (fish or algae), and the culture efficiency of the culture module is greatly increased; simultaneously because this application adopts fixed unrestrained structure that disappears, this structure provides more calm waters environment for the breed area that encloses, has reduced the requirement of the anti-storm grade of the breed module in the breed area from this to make and still can use coastal waters breed module in open sea area, for example coastal waters box with a net, thereby reduced the breed cost of breed module effectively.

2. According to the design method, the relevance between each main factor of the offshore aquaculture system is designed to obtain the relevance direction of the risk efficiency ratio f and the distance c between adjacent foundations, so that the actual design process can be guided to select a better risk efficiency ratio f range.

Drawings

FIG. 1 is a schematic perspective view of an offshore farming system layout of the present invention.

FIG. 2 is a schematic top view of an offshore farming system layout of the present invention.

FIG. 3 is a perspective view of an offshore farming system layout of the present invention (showing a suspension tunnel).

Fig. 4 is a cloud chart of a wave-breaking effect test of the wave-breaking structure.

Fig. 5 is a front view (before wave breaking) of a wave breaking effect test of the wave breaking structure of the invention.

Fig. 6 is a front view of a wave-breaking effect test of the wave-breaking structure (in wave breaking).

Fig. 7 is a front view of a wave-breaking effect test of the wave-breaking structure (after wave breaking).

Fig. 8 is a schematic structural front view of a wave dissipating structure according to the present invention (a steel cylinder structure or a concrete cylinder structure is inserted into the sea bed or river bed).

FIG. 8-1 isbase:Sub>A schematic sectional view A-A (steel cylinder structure) of FIG. 8 according to the present invention.

Fig. 8-2 isbase:Sub>A schematic sectional view (concrete cylinder structure) ofbase:Sub>A-base:Sub>A in fig. 8 of the present invention.

Fig. 9 is a schematic structural front view of a wave-breaking structure according to the present invention (the combination drum is inserted into the sea bed or river bed).

FIG. 9-1 is a schematic cross-sectional view B-B of FIG. 9 of the present invention.

Fig. 10 is a schematic structural front view of the wave dissipating structure of the present invention (steel cylinder structure or concrete cylinder structure, with a apron).

Fig. 10-1 is a schematic sectional view C-C of fig. 10 of the present invention (steel cylinder structure, inserted into the sea bed or river bed).

Fig. 10-2 is a schematic sectional view C-C of fig. 10 of the present invention (steel cylinder structure, not inserted into the sea bed or river bed).

Fig. 10-3 are schematic sectional views (concrete cylinder structure, inserted into the sea bed or river bed) of fig. 10C-C of the present invention.

Fig. 10-4 are schematic sectional views (concrete cylinder structure, not inserted into the sea bed or river bed) of fig. 10C-C of the present invention.

Fig. 11 is a schematic structural front view of the wave dissipating structure of the present invention (combination cylinder with apron).

Fig. 11-1 is a schematic cross-sectional view D-D of fig. 11 of the present invention (composite cartridge, inserted into the sea or river bed).

Fig. 11-2 is a schematic cross-sectional view D-D of fig. 11 of the present invention (composite drum, not inserted into the sea or river bed).

Fig. 12 is a schematic structural front view of the wave dissipating structure of the present invention (steel cylinder structure or concrete cylinder structure, with a foundation trench).

FIG. 12-1 is a schematic cross-sectional view E-E of FIG. 12 of the present invention (steel cylinder construction, with a base groove).

Fig. 12-2 is a schematic sectional view E-E of fig. 12 of the present invention (a concrete cylinder structure, not inserted into the sea bed or river bed).

Fig. 13 is a schematic structural front view (combination cylinder, with base groove) of the wave dissipating structure of the present invention.

FIG. 13-1 is a schematic cross-sectional view E-E of FIG. 13 of the present invention (composite cartridge, with base groove).

Figure 14 is a force diagram of a cartridge of the invention (foundation not inserted into the sea or river bed).

FIG. 15 is a schematic illustration of the normal earth pressure on the wall of a steel cylinder generated by a first fill material of the present invention.

FIG. 16 is a schematic view of a micro-segment study on the wall of a steel cylinder according to the present invention.

Fig. 17 is a schematic longitudinal sectional view of a cartridge according to the present invention.

Fig. 18 isbase:Sub>A schematic sectional view taken along linebase:Sub>A-base:Sub>A of fig. 17 in accordance with the present invention.

Fig. 19 is a schematic cross-sectional view of fig. 18 taken along line C-C in accordance with the present invention.

Fig. 20 is a schematic cross-sectional view taken along line D-D of fig. 18 in accordance with the present invention.

Fig. 21 is a schematic cross-sectional view (exploded view) of fig. 18 taken along line D-D in accordance with the present invention.

Fig. 22 is an enlarged view of the portion B of fig. 17 according to the present invention.

Figure 23 is a schematic view of the air curtain and high pressure water facility alignment cylinder of the present invention.

FIG. 24 is a schematic illustration of the steps of a static force sinking construction method of the present invention.

Fig. 25 is a schematic diagram of the whole sinking of the reinforced concrete cylinder and the steel cylinder to the designed elevation position in the static sinking construction method of the present invention.

Fig. 26 is a schematic vertical cross-section of the structure of a cartridge of the present invention (provided with a cap).

Fig. 27 is a schematic structural front view (with a wave-breaking arm two) of a wave-breaking structure of the present invention.

FIG. 28 is a schematic cross-sectional view C-C of FIG. 27 of the present invention.

Fig. 29 is an enlarged schematic view of the portion D of fig. 27 of the present invention.

Figure 30 is a schematic top view (cylinder) of the base of the invention in cooperation with a first wave deflecting arm.

Figure 31 is a schematic top view (rectangular) of the inventive base in cooperation with a first wave deflecting arm.

Fig. 32 is a schematic view of the engagement of the second wave arm with the first flexible member of the present invention (the barrel as a whole).

Fig. 33 is a schematic view of the mating of a plurality of the wave arm units of the present invention with the first flexible member.

Fig. 34 is a perspective view of a wave breaking structure (with a first wave-breaking arm) according to the present invention.

Fig. 35 is a schematic structural view (with concrete layer) of a wave dissipating tank of the present invention.

FIG. 36 is a schematic vertical sectional view of a foundation of the present invention as a wind power foundation (section 1 of reinforced concrete cylinder, the lower part of the cylinder being inserted into the sea bed or river bed).

Fig. 37 is a schematic vertical sectional view of a foundation of the present invention as a wind power foundation (section 1 reinforced concrete cylinder, lower part of the cylinder being located on sea bed or river bed).

Fig. 38 is a schematic vertical sectional view of a foundation of the present invention as a wind power foundation (at least 2 sections of reinforced concrete cylinder, with the lower portion of the cylinder inserted into the sea or river bed).

Fig. 39 is a schematic vertical section of a foundation of the invention as a wind power foundation (at least 2 sections of reinforced concrete cylinder, with the lower part of the cylinder located on the sea or river bed).

FIG. 40 is a schematic three-dimensional longitudinal cross-section of the structure of a cartridge of the present invention.

Figure 41 is a schematic perspective view of the structure of a flotation module of the invention.

Figure 42 is a schematic view of a floating module and plant of the present invention.

FIG. 43 is a schematic structural view of a farming module of the present invention.

Fig. 44 is a schematic view of the mating of the farming modules of the present invention with a float.

Fig. 45 is a schematic structural view of a net cage of the present invention.

FIG. 46 is a schematic representation of the correlation direction of the design method of the present invention.

Icon: 1-a buoyancy tank unit; 11-a culture cavity; 12-a concrete spacer; 13-ballast tank; 3-a base; 30-a barrel body; 31-a first filler; 32-a concrete cylinder; 321-a reinforced concrete cylinder unit; 322-grooves; 323-a flexible filling layer; 324-an embedment; 33-a steel cylinder; 331-an outboard extension; 332-a projection; 333-connecting piece; 334-reinforcing ribs; 335-an inner extension; 34-a high pressure water facility; 35-an air curtain; 36-a cap; 361-air extraction holes; 37-water surface; 38-concrete cushion; 39-sea bed; 391-base tank; 310-a apron; 311-bottom cover; 312-concrete cylinder construction; 313-steel cylinder construction; 41-wave-blocking arm I; 42-a wave-stopping arm II; 43-an attachment member; 44-a first flexible member; 45-a wave arm unit; 453-a third flexible member; 46-a second flexible member; 47-concrete layer; 5-wave eliminating structure; 51-anti-slip blocks; 53-a case unit; 501-a stationary body; 502-a floating body; 503-entrance and exit; 505-an extension; 54-wave dissipating box body; 6-a culture module; 61-a culture area; 62-a first channel; 63-a secondary wave-dissipating device; 64-a net cage; 65-a power generation module; 66-a first buoyancy tank; 67-a second buoyancy tank; 68-a third buoyancy tank; 69-a power generation plant; 610-a floating module; 611-a hull; 612-a cleaning device; 613-connecting pipes; 614-a float; 615-pump body; 616-a filtration device; 617-water outlet; 618-factory building; 619-buffering the water area; 620-cultivation area boundary line; 621-a skeleton; 622-a grid structure; 623-a first anchor cable; 624-a second anchor cable; 7-wind power equipment; 71-concrete structure; 72-islands.

Detailed Description

The present invention will be described in detail below with reference to the accompanying drawings.

In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and do not limit the invention.

Example 1

As shown in fig. 1-3, the offshore aquaculture system of the present embodiment comprises an aquaculture area 61, a wave-breaking structure 5 is disposed at the periphery of the aquaculture area 61, an aquaculture module 6 for aquaculture is disposed in the aquaculture area 61, the wave-breaking structure is used for reducing the wave amplitude of the aquaculture area 61,

the wave-dissipating structure 5 at the periphery of the culture area 61 is a wave-dissipating dam which is completely surrounded by a plurality of bases 3 arranged at intervals, or is partially surrounded by a plurality of bases 3 arranged at intervals and other fixed structures,

a first channel 62 for the passage of water is provided between adjacent foundations 3, the lower part of the foundation 3 being fixed to the sea bed 39 or river bed, and the upper part of the foundation 3 being above the water surface for the purpose of resisting wind and waves.

The culture area 61 is an area where the culture modules 6 can be placed, and the area of the culture area 61 is 1～20km ² . The offshore culture system is more suitable for large-scale culture, and the area of the single culture area 61 can reach 1-20 km ² The offshore aquaculture system can fix carbon, and particularly, the offshore aquaculture devices can completely ensure that food sources of human beings are sufficiently supplied, the amount of carbon dioxide stored in each year can be at least over one hundred million tons, and the offshore aquaculture devices can store inert carbon in seawater for thousands of years, which cannot be realized on land, so that excessive carbon dioxide and excessive greenhouse effect in the atmosphere can be effectively reduced, the concentration of carbon dioxide in the atmosphere can be effectively reduced, and natural ecological restoration is effectively facilitated.

One scheme of the wave-breaking structure 5 is a wave-breaking dam completely surrounded by a plurality of bases 3 which are arranged at intervals, and the other scheme of the wave-breaking structure 5 is that one part of the wave-breaking dam is surrounded by a plurality of bases 3 which are arranged at intervals and other fixed structures which are one or more of islands 72, reef islands, artificial islands, offshore artificial platforms and cofferdams.

The wave-breaking structures 5 surround the outside of the culture area 61, a buffer zone 619 is arranged between the culture module 6 and the corresponding adjacent wave-breaking structures 5, and the buffer zone 619 enables a buffer water area to be reserved between the culture module 6 and the corresponding adjacent wave-breaking structures 5, so that small waves passing through the wave-breaking structures 5 can be further buffered, and the wave height of the culture area can be further reduced. As shown in fig. 1 to 3, the broken line of the sea area surrounded by all the breeding modules 6 is set as a breeding area boundary line 620.

As shown in fig. 1 to 3, in addition to the above, in a further preferable mode, a secondary wave-breaking device 63 is further provided inside the wave-breaking structure 5, and the secondary wave-breaking device 63 is close to a part of the wave-breaking structure 5 on the wave-facing side. By providing at least two layers of facilities for wave breaking at the part on the wave-facing side (the wave breaking structure 5 is a primary wave breaking device), the waves crossing the wave breaking structure 5 are again cut off under the condition that a sufficient amount of water flow is ensured to pass through the part on the wave-facing side of the wave breaking structure 5, so that the wave height in the culture area 61 is reduced as much as possible, and a more calm water area is provided for the cultured objects. Specifically, the secondary wave-breaking device 63 includes one or more of a floating breakwater, a fixed breakwater, or underwater organisms arranged in rows. The structure of the fixed breakwater preferably corresponds to the structure of the wave breaking structure 5, the wave-facing side and the back wave side in the above solution are both described in terms of direction, the wave-facing side is the region where the main wave acts on the wave breaking structure 5, the wave-facing side should be the direction in most cases of wind waves, and the wave-facing side is also referred to as the strong main wave side, as shown in fig. 2, and its extent is related to both the direction of the waves and the shape of the wave breaking structure 5.

The beneficial effects of this embodiment: in the offshore aquaculture system of the embodiment, the aquaculture module 6 for culturing fishes or algae is arranged in the aquaculture area 61, the wave-dissipating structure 5 is arranged at the periphery of the aquaculture area 61, and the first channel 62 arranged between the adjacent foundations 3 can realize the exchange between the external water body of the wave-dissipating structure 5 and the enclosed internal water body, so that the water quality requirement in the aquaculture area 61 is met; the wave dissipation structure 5 effectively reduces or eliminates the adverse effect of the adverse environmental load (mainly wind wave and current environmental load) on the culture area 61, and the lower part of the foundation 3 is fixed on the sea bed 39 or river bed, compared with the floating breakwater, the fixed wave dissipation structure 5 of the embodiment forms a very stable wave dissipation structure, which not only can effectively dissipate strong waves, but also can reduce the strength of the surging waves under the water surface, so that a stable flow field (such as wave height, water flow rate and the like) suitable for culture is formed in the culture area 61, and a more calm and suitable living environment is provided for the cultured objects (fish or algae), and the culture efficiency of the culture module 6 is greatly increased; meanwhile, as the fixed wave-dissipating structure 5 is adopted, the structure provides a more calmer water area environment for the surrounded culture area 61, so that the requirement of the wind wave resistance level of the culture module 6 in the culture area 61 is reduced, and the offshore culture module 6, such as an offshore net cage, can still be used in the open sea area, thereby effectively reducing the culture cost of the culture module 6.

Example 2

As shown in fig. 8, in the offshore aquaculture system of this embodiment, based on embodiment 1, the foundation 3 may be a solid column, but when the outer diameter of the foundation 3 needs to exceed ten meters, or when the water depth is too deep, the self weight is too large, the requirement on transportation equipment is particularly high, and the solid column cannot be applied, which is an optimized solution: the foundation 3 adopts a cylinder 30 structure, the cylinder 30 can be a uniform section or a variable section with a small upper part and a large lower part along the direction vertical to the length direction, and the cross section of the cylinder 30 along the direction vertical to the length direction is in the shape of a circle, a rectangle or a polygon, etc. The lower part of the cylinder 30 is fixed on a sea bed or a river bed, the upper end of the cylinder 30 is positioned above the water surface, the first filler 31 is filled in the cylinder 30 and used for increasing the dead weight of the cylinder, so that the structure of the cylinder 30 is more stable, the cylinder 30 preferably adopts a large-diameter steel cylinder, a large-diameter combined steel cylinder, a large-diameter reinforced concrete cylinder and other structures, and the large diameter indicates that the outer diameter of the cylinder is generally more than or equal to 16m. According to specific seabed geology, a soft soil stratum, a uniform compact stratum, a silt stratum and a hard or non-homogeneous stratum, the construction is carried out by adopting vibration sinking, air curtain high-pressure water jet sinking, suction cylinder negative pressure sinking and excavation foundation trench prefabrication and installation methods respectively.

The two ends of the cylinder 30 are open, the height direction of the cylinder 30 can meet the requirements from +2 to +12m above the water surface 37 to-15 to-5 m below the water surface 37, so that the cylinder can be widely used in the ocean. The side wall of the concrete cylinder 32 is i-shaped along the axial section thereof for increasing the overall strength of the concrete cylinder 32.

In addition, it is further preferable that the side wall of the cylinder 30 is closed. In offshore waters, in order to enable the wave dissipation structure 5 to better play the effect of resisting wind and wave, the dead weight of the cylinder 30 is in direct proportion to the wind and wave resistance, but if the dead weight of the cylinder 30 is too large, the hoisting construction difficulty of the cylinder 30 is greatly increased, so that the difficult problem is solved by a mode of filling the filler in the cylinder 30, the dead weight of the foundation 3 is increased by increasing the weight of the first filler 31 in the cylinder, and the construction difficulties of transportation, hoisting, installation and the like of the cylinder 30 can not be increased. Therefore, in practical construction, the first filler 31 needs to be filled in the space inside the cylinder 30 as much as possible, so in this application, the side wall of the cylinder 30 is of a closed structure, rather than an opening on the side wall of the cylinder 30, so as to prevent the filler inside the cylinder from overflowing out of the cylinder 30. In this scheme, the lateral wall of barrel 30 seals the setting to avoid appearing first filler 31 and spill from the barrel 30 lateral wall, perhaps because of the trompil of barrel 30 lateral wall, lead to first filler 31 can't fill concrete cylinder 32 inner space well, lead to the condition that construction cost increases by a wide margin.

On the basis, in a further preferable mode, a resistance reducing facility is arranged at the lower part of the cylinder 30, and the resistance reducing facility is used for reducing the resistance of the cylinder 30 in the sinking process. Specifically, the drag reduction facility includes a high-pressure water facility 34, the high-pressure water facility 34 being provided at a lower portion of the barrel 30, the high-pressure water facility 34 being for reducing a sinking end drag of the barrel 30, wherein the high-pressure water facility 34 is preferably a high-pressure water gun. Specifically, the lower portion of the cylinder 30 is provided with an air curtain 35, and the air curtain 35 serves to reduce the sinking side resistance of the cylinder 30. During the sinking of the barrel 30, the high pressure water facility 34 and the air curtain 35 are opened, the high pressure water facility 34 is used for reducing the end resistance of the underwater soil to the barrel 30, and the air curtain 35 is used for reducing the side resistance of the underwater soil to the barrel 30. Further, a GPS and/or an inclinometer is installed on the upper part of the cylinder 30, and the inclination of the cylinder 30 is adjusted by using the GPS and/or the inclinometer, the high pressure water facility 34 and the air curtain 35. For example: as shown in fig. 23, when the barrel 30 inclines to the right during sinking, the pressure of the left high-pressure water facility 34 and the air curtain 35 is increased, or the pressure of the right high-pressure water facility 34 and the air curtain 35 is decreased, and the sinking posture of the barrel 30 can be dynamically adjusted by adjusting the pressure released by the drag reduction facilities at different positions of the barrel bottom and combining monitoring data feedback of a clinometer or a GPS of the barrel 30.

As shown in fig. 17, a concrete pad 38 is provided on top of the cylinder 30.

On the basis, in a further preferable mode, in order to increase the sinking force, the opening at the top of the cylinder 30 is covered with the cap 36, so that a sealed cavity is formed inside the cylinder 30, the cap 36 is provided with an air extraction hole 361, when in use, the air extraction hole 361 is communicated with air extraction equipment, the air extraction equipment extracts air inside the cylinder 30 through the air extraction hole 361, negative pressure is formed in the cylinder, the sinking suction force is obtained, the suction force and the gravity of the cylinder 30 work in a cooperative mode, the cylinder 30 tends to sink, and the bottom of the steel cylinder 33 reaches the sea bed 39 or the river bed. Then the cap 36 is removed, or a filler hole is provided on the cap 36, and the first filler 31 is filled into the cylinder 30.

The distance between the adjacent foundations 3 on the wave-facing side part of the wave-breaking structure 5 is C1, the distance between the adjacent foundations 3 on the back wave-facing side part of the wave-breaking structure 5 is C2, and C1 is less than C2. The wave-facing side is an area where the main waves act on the wave-dissipating structure 5, the wave-facing side is the direction of most of the stormy waves, the wave-facing side is also called a strong main wave side, the wave-dissipating structure 5 is positioned on the wave-facing side and mainly solves the technical problem of dissipating waves, so the distance between the adjacent foundations 3 of the part is small, the wave-dissipating structure 5 is positioned on the back wave side and mainly solves the water body exchange on the two sides of the wave-dissipating structure 5, and the distance between the adjacent foundations 3 of the wave-dissipating structure 5 on the back wave side is large.

One specific structure of the cylinder 30 is as follows: as shown in fig. 8, 8-2, 10-3, 10-4, 12 and 12-2, the cylinder body 30 is a concrete cylinder structure 312 filled with a first filler 31. The upper and lower ends of the cylinder 30 are open, i.e. not closed, so as to facilitate the sinking and filling of the cylinder 30, the concrete cylinder structure 312 is preferably a cylinder made of reinforced concrete, and the cross section of the concrete cylinder structure can be circular, oval, square or polygonal, and in the length direction, the concrete cylinder structure can also be uniform or variable.

On the basis of the above, it is further preferable that the concrete cylinder structure 312 includes at least two concrete cylinder structure units which are vertically supported in sequence, and the joints between the adjacent concrete cylinder structure units are in sealed joint, including a connection or crimping manner, so as to prevent the first filler 31 from being exposed from the joints between the adjacent concrete cylinder structure units.

Another specific structure of the cylinder 30 is as follows: as shown in fig. 8, 8-1, 10-1, 10-2, 12 and 12-1, the cylinder body 30 is a steel cylinder structure 313 filled with a first filler. The upper end and the lower end of the steel cylinder structure 313 are open, i.e. not closed, so as to facilitate the sinking and filling of the steel cylinder structure 313, the concrete cylinder structure 312 is preferably a cylinder made of reinforced concrete material, and the cross section of the concrete cylinder structure can be circular, oval, square or polygonal, and in the length direction, the concrete cylinder structure can also be a uniform cross section or a variable cross section.

On the basis of the above, it is further preferable that the steel cylinder structure 313 includes at least two vertically sequentially supported steel cylinder structure units, and the joint between the adjacent steel cylinder structure units is in close joint, including a connection or crimping manner, so as to prevent the first filler 31 from being exposed from the joint between the adjacent concrete cylinder structure units.

Example 3

As shown in fig. 9, 9-1, 11-1, 11-2, 13 and 13-1, the offshore farming system according to the present embodiment is different from embodiment 6 in that: the embodiment discloses another structural form of the cylinder 30, that is, the cylinder 30 is in a combined cylinder form: as shown in fig. 9, 40 and 17, the barrel 30 includes a combined barrel structure composed of a concrete barrel 32 and a steel barrel 33 sequentially arranged along the length direction of the barrel 30, the concrete barrel 32 and the steel barrel 33 are both filled with the first filler 31, the concrete barrel 32 is located above the steel barrel 33, and the joint between the concrete barrel 32 and the steel barrel 33 is in a sealing joint, which includes a connection and a compression joint manner, so as to prevent the filler in the barrel from leaking out of the barrel through the joint. When the combined type steel cylinder 32 is used, the steel cylinder 33 is completely submerged, one part of the concrete cylinder 32 is located above the water surface 37, the other part of the concrete cylinder 32 is located below the water surface 37, the lower part of the steel cylinder 33 is fixed on a sea bed 39 or a river bed, the steel cylinder 33 and the concrete cylinder 32 form a combined cylinder form, the problem of corrosion in a splash zone is solved through the concrete cylinder 32, and meanwhile, the steel cylinder 33 can be used for adapting to more geological conditions. Meanwhile, the combined cylinder combines the advantages that the upper concrete cylinder 32 is heavy (because the concrete strength-weight ratio is small, and the dry volume weight is above part of the water surface 37), and the lower steel cylinder 33 sinks in the underwater soil with small frictional resistance (thin wall); the tension performance of the lower steel cylinder 33 is better than that of the upper concrete cylinder 32, after the first filler 31 is filled, as the side pressure of the cylinder body increases along with the increase of the depth in the combined cylinder, the steel cylinder 33 is arranged at the lower part of the combined cylinder body, so that the characteristic that the tensile force of the cylinder body wall is increased caused by the circumferential tensile force of the cylinder body 30 can be better met, and the integral combined cylinder body has better structural performance. The steel cylinder 33 is filled with the first filler 31, and the concrete cylinder 32 is filled with the first filler 31 or partially filled with the first filler 31, depending on the foundation 3 itself having sufficient stability under the action of wind and wave flow.

The two ends of the concrete cylinder 32 are open, and the two ends of the steel cylinder 33 are also open. The concrete cylinder 32 is preferably a reinforced concrete cylinder. According to the difference of the wave height of the water surface 37, the length of the concrete cylinder 32 along the length direction is H, H is more than or equal to 7m and less than or equal to 30m, so that the concrete cylinder can meet the requirement that the height direction is from +2 to +12m above the water surface 37 to-15 to-5 m below the water surface 37, and the foundation 3 of the application can be universally used on the ocean. The side wall of the concrete cylinder 32 is i-shaped along the axial section thereof for increasing the overall strength of the concrete cylinder 32.

In addition, in a more preferable mode, the side wall of the concrete cylinder 32 and the side wall of the steel cylinder 33 are both closed. In offshore waters, in order to make wave-breaking structure 5 play the effect of anti-wind and wave-resistant ground better, barrel 30 dead weight is directly proportional with anti-wind and wave-resistant ability, but if barrel 30 dead weight is too big, can greatly increase barrel 30's hoist and mount construction degree of difficulty, therefore, this application solves this difficult problem through the inside mode of landfill filler of barrel 30, increases basis 3 dead weight through increasing the weight of the interior first filler 31 of a section of thick bamboo, can not increase construction degrees of difficulty such as barrel 30 transportation simultaneously, hoist and mount, installation again. Therefore, in actual construction, the first filling material 31 needs to be filled in the space inside the barrel 30 as much as possible, so in the present application, the side wall of the concrete barrel 32 and the side wall of the steel barrel 33 are both of a closed structure, rather than an open hole on the side wall of the barrel 30, so as to prevent the filling material inside from overflowing out of the barrel 30. In this scheme, the lateral wall of concrete cylinder 32 and the lateral wall of steel cylinder 33 all seal the setting to avoid appearing first filler 31 and spill from the barrel 30 lateral wall, perhaps because of the trompil of concrete cylinder 32 lateral wall, lead to first filler 31 can't fill the inside space of concrete cylinder 32 well, lead to the condition that construction cost increases by a wide margin.

As shown in FIG. 17, in addition to the above, it is more preferable that the maximum outer diameter R1 of the steel cylinder 33 is 20.5 m.ltoreq.R 1.ltoreq.40 m. The wall thickness of the steel cylinder 33 is T1, and T1 is more than or equal to 0.01m and less than or equal to 0.12m. The maximum outer diameter R1 of the steel cylinder 33 is more than or equal to 20.5m, and the wall thickness T1 is only more than or equal to 0.01m and less than or equal to T1 and less than or equal to 0.12m, so that the steel cylinder 33 can generate a 'cloth bag' effect, particularly, when the wall thickness T1 is only more than or equal to 0.01m and less than or equal to T1 and less than or equal to 0.05m, the 'cloth bag' effect is more remarkable, and the steel cylinder 33 combines the advantages of a large single pile (monopile) and a traditional gravity type breakwater (revetment): because the material used by the large single pile (monopile) is concrete or steel and the like, and the steel cylinder 33 of the embodiment is filled with more first fillers 31, such as silt, medium coarse sand and the like, the method is more environment-friendly and further saves the cost; further, compared with the conventional gravity breakwater (revetment) with a three-dimensional structure with a large lower part and a small upper part formed by free collapse, the cylindrical structure of the steel cylinder 33 of the present application can save more than two thirds of the inner first filler 31. Meanwhile, as shown in fig. 15, the first filler 31 generates normal soil pressure on the wall of the steel cylinder 33. As shown in fig. 16, it can be seen from a study of a micro-segment on the wall of the steel cylinder 33 that, due to the "cloth bag" effect generated by the steel cylinder 33, normal earth pressure brings a pulling force along the circumferential direction on the wall of the steel cylinder 33, so that the first filler 31 inside the steel cylinder 33 and the steel cylinder 33 form an integral effect, and the pulling force brings additional rigidity of the steel cylinder 33, like a cloth bag filled with sand, thereby enhancing the structural rigidity and the integral stability of the steel cylinder 33.

The concrete cylinder 32 is preferably a cylinder made of reinforced concrete, and the cross section thereof may be circular, oval, square, polygonal, etc., or may be constant, or variable in the longitudinal direction thereof. The steel cylinder 33 preferably has a circular, oval, square, or polygonal cross section, and may have a constant or variable cross section in the longitudinal direction. The steel cylinder 33 is arranged coaxially with the concrete cylinder 32, and can tolerate the manufacturing error.

On the basis, in a further preferable mode, the wall thickness of the steel cylinder 33 is T1, the wall thickness of the concrete cylinder 32 is T2, T2/T1 is more than or equal to 10 and less than or equal to 200, and under the condition of the same outer diameter specification, because the wall thickness required by the steel cylinder 33 is far smaller than that of the concrete cylinder 32, the whole weight of the foundation 3 is much lighter than that of the reinforced concrete cylinder with the same outer diameter specification, and therefore more existing prefabrication construction processes and equipment can meet the requirements of transportation and sinking construction.

As shown in fig. 18 to 21, in a further preferred mode in addition to the above, a lateral limiting device is provided between the concrete cylinder 32 and the steel cylinder 33, and the lateral limiting device is used for limiting the horizontal lateral movement of the concrete cylinder 32 relative to the steel cylinder 33. Specifically, the lateral limiting device comprises a groove 322 and a protrusion 332 matched with the groove 322, the groove 322 is arranged on one of the concrete cylinder 32 and the steel cylinder 33, and the protrusion 332 is arranged on the other of the concrete cylinder 32 and the steel cylinder 33 to control the lateral movement of the concrete cylinder 32 relative to the steel cylinder 33. The groove 322 may be disposed at the bottom of the concrete cylinder 32 and the protrusion 332 may be disposed at the top of the steel cylinder 33. The groove 322 is circumferentially arranged along the wall of the concrete cylinder 32 for one circle, and the protrusion 332 is circumferentially arranged along the wall of the steel cylinder 33 for one circle, so that the matching of the groove 322 and the protrusion 332 can realize the closed arrangement between the concrete cylinder 32 and the steel cylinder 33.

In addition to the above, it is further preferable that the groove 322 is filled with the flexible filling layer 323, and the flexible filling layer 323 is filled on both sides of the protrusion 332. Because in the construction, because construction error, the projecting part 332 in the recess 322 is inserted at the top of steel cylinder 33 can't cooperate with the recess 322 is accurate completely, at this moment, the recess 322 intussuseption is filled with flexible filling layer 323, can make and reach better sealed effect between concrete cylinder 32 and the steel cylinder 33, and simultaneously, because concrete cylinder 32 is great with the general size of steel cylinder 33, at installation concrete cylinder 32 and steel cylinder 33 in-process, when recess 322 and the cooperation installation of projecting part 332, can play the cushioning effect, impact and vibrations between order to reduce concrete cylinder 32 and the steel cylinder 33. Specifically, the flexible filler layer 323 includes asphalt, rubber, or the like.

In addition, it is further preferable that the bottom of the concrete cylinder 32 is connected to the steel cylinder 33. The concrete cylinder 32 is connected with the steel cylinder 33, so that the concrete cylinder 32 and the steel cylinder 33 can be conveniently and integrally lifted; secondly, as a specific measure to limit the lateral movement of the concrete cylinder 32 relative to the steel cylinder 33.

Specifically, the bottom of the concrete cylinder 32 is provided with an embedded part 324, the steel cylinder 33 is connected with a connecting part 333, and the embedded part 324 and the connecting part 333 are detachably connected and/or welded. The embedded part 324 and the connecting part 333 are connected by bolts, and the outer circles of the embedded part are welded with each other. A reinforcing rib 334 is connected between the connecting piece 333 and the steel cylinder 33. The embedded part 324 is arranged in a circle along the circumferential direction of the wall of the concrete cylinder 32, and the connecting part 333 is arranged in a circle along the circumferential direction of the wall of the steel cylinder 33, so that the embedded part 324 and the connecting part 333 can be connected to realize the closed arrangement between the concrete cylinder 32 and the steel cylinder 33.

As shown in fig. 22, in addition to the above, it is further preferable that a drag reduction facility is provided at a lower portion of the barrel 30, and the drag reduction facility is used for reducing drag during the sinking of the barrel 30. Specifically, the drag reduction facility comprises a high-pressure water facility 34, the high-pressure water facility 34 is arranged at the lower part of the steel cylinder 33, the high-pressure water facility 34 is used for reducing the sinking end resistance of the steel cylinder 33, and the high-pressure water facility 34 is preferably a high-pressure water gun. Specifically, an air curtain 35 is provided at a lower portion of the steel cylinder 33, and the air curtain 35 is used to reduce the sinking side resistance of the steel cylinder 33. During the sinking of the barrel 30, the high pressure water means 34 and the air curtain 35 are opened, the high pressure water means 34 is used for reducing the end resistance of the underwater soil to the barrel 30, and the air curtain 35 is used for reducing the side resistance of the underwater soil to the barrel 30. Further, a GPS and/or an inclinometer is installed on the upper part of the cylinder 30, and the inclination of the cylinder 30 is adjusted by using the GPS and/or the inclinometer, the high pressure water facility 34 and the air curtain 35. For example: as shown in fig. 23, when the barrel 30 is inclined to the right during sinking, the pressure of the left high-pressure water facility 34 and the air curtain 35 is increased, or the pressure of the right high-pressure water facility 34 and the air curtain 35 is decreased, and the sinking posture of the barrel 30 can be dynamically adjusted by adjusting the pressure released by the drag reduction facilities at different positions of the barrel bottom and combining monitoring data feedback of a clinometer or a GPS of the barrel 30.

In embodiment 2, the concrete structure of the joint close joint between the adjacent concrete cylinder structural units and the concrete structure of the joint close joint between the adjacent steel cylinder structural units are preferably the same as the concrete structure of the joint close joint between the concrete cylinder 32 and the steel cylinder 33 in the embodiment.

On the basis of the above, it is further preferable that the concrete cylinder 32 includes at least two reinforced concrete cylinder units 321 supported in sequence vertically, and the joints between adjacent reinforced concrete cylinder units 321 are in a close joint, including a connection or a compression joint manner, so as to prevent the first filler 31 from being exposed from the joints between adjacent reinforced concrete cylinder units 321, and the joints between adjacent reinforced concrete cylinder units 321 are in a close joint, preferably the same as the concrete structure of the joint between the concrete cylinder 32 and the steel cylinder 33 in this embodiment.

In addition to the above, it is further preferable that the maximum outer diameter of the upper portion of the concrete cylinder 32 is smaller than the maximum outer diameter of the lower portion.

In the offshore aquaculture system, the concrete cylinder 32 is arranged at the upper part, the steel cylinder 33 is arranged at the lower part, when the offshore aquaculture system is used, the steel cylinder 33 is completely submerged, one part of the concrete cylinder 32 is positioned above the water surface 37, the other part of the concrete cylinder 32 is positioned below the water surface 37, and the steel cylinder 33 and the concrete cylinder 32 form a combined cylinder form, so that the problem of corrosion in a splash zone is solved through the concrete cylinder 32, and meanwhile, the steel cylinder 33 can adapt to more geological conditions. Meanwhile, the combined cylinder combines the advantages that the upper concrete cylinder 32 is heavy because the concrete strength-weight ratio is small, part of the water surface above 37 is dry volume weight, and the lower steel cylinder 33 sinks in underwater soil with small frictional resistance; the tension performance of the lower steel cylinder 33 is better than that of the upper concrete cylinder 32, the side pressure of the first filler 31 in the matching cylinder is increased along with the increase of the depth, and the tensile force of the cylinder wall is increased due to the annular tensile force of the cylinder body 30, so that the structure performance is excellent. The combination of an upper concrete cylinder and a lower steel cylinder is adopted. The concrete cylinder is positioned in the water-level area and the water level change area (namely the splash area), and part of functions of the concrete cylinder positioned in the water-level area are also used as a bearing platform of the upper structure. The steel cylinders are located in the submerged area, i.e. below the water surface 37) and the region of entry (i.e. the sea bed 39 or river bed) which is also the construction sinking structure. The steel cylinder 33 and the concrete cylinder 32 are permanently connected by the groove provided in the concrete cylinder 32 and its own weight (since the concrete cylinder 32 is on top and gravity is down). The system rigidity comes from the combination of concrete and steel structures, and the geometrical rigidity brought by the lateral soil pressure of the internal first filler. Construction is convenient, and construction cost is little. Because the concrete cylinder 32 provides its own weight, its vertical i-section enhances the stiffness of the system during construction (this is particularly important for construction under open sea long period waves). The steel cylinder 33 has thin wall and large diameter, so that the 'soil squeezing effect' existing at the end part of other piles or open caisson can be avoided when the steel cylinder sinks. And the lateral soil friction force between the steel wall of the steel cylinder 33 and the soil layer is smaller than that of the concrete wall when sinking. In conclusion, the construction measure cost for assisting sinking can be reduced to the minimum. And the soil disturbance can be optimized, the strength of the soil body after sinking is recovered quickly, and the cylinder body 30 can obtain higher stability in the open sea environment. According to the scheme, the advantages of a steel structure and the advantages of a concrete structure are combined from the material use angle, the problems of corrosion of a water level fluctuation area and a splash area are serious, the corrosion resistance of the concrete structure is good, and the concrete cylinder is arranged in a height interval covering the range. The first filler in the cylinder increases the lateral pressure along with the increase of the depth, the circumferential tension of the cylinder body causes the tension of the cylinder wall to increase, and the steel structure is arranged at the lower part. The structure has excellent performance.

The wave dissipation adopts a cylinder 30, and vibration sinking, air curtain high-pressure water jet sinking, suction cylinder negative pressure sinking and excavation foundation groove prefabrication installation methods are respectively adopted for construction according to the diameter of the cylinder 30, specific seabed geology, soft soil stratum, uniform compact stratum, silt stratum and hard or non-homogeneous stratum, and a preferable static sinking construction method is introduced as shown in fig. 26 and comprises the following steps:

step 1, respectively prefabricating a concrete cylinder 32 and a steel cylinder 33, and respectively conveying the concrete cylinder and the steel cylinder to the positions near the installation position;

step 2, connecting the concrete cylinder 32 above the steel cylinder 33 to form a cylinder body 30;

step 3, integrally hoisting the cylinder 30 to a mounting position;

step 4, lowering the cylinder 30 to enable the cylinder 30 to sink to a designed elevation by means of self weight, wherein a part of the concrete cylinder 32 sinks into the water surface 37, the steel cylinder 33 sinks into the water surface 37 completely, the high-pressure water facility 34 and the air curtain 35 are arranged at the lower part of the cylinder 30, in the step S4, the high-pressure water facility 34 and the air curtain 35 are opened in the process of sinking the cylinder 30, the high-pressure water facility 34 is used for reducing the end resistance of the underwater soil to the cylinder 30, the air curtain 35 is used for reducing the side resistance of the underwater soil to the cylinder 30, the GPS and/or the inclinometer is arranged at the upper part of the cylinder 30, and the inclination of the cylinder 30 is adjusted by means of the GPS and/or the inclinometer, the high-pressure water facility 34 and the air curtain 35;

and 5, filling a first filler 31 in the cylinder 30, wherein the material of the first filler 31 at least comprises one or more of medium grit and sludge, when the first filler comprises sludge, filling the cylinder 30 with the sludge, and solidifying at least part of the sludge to increase the stability and the integrity of the foundation 3.

And 6, after the barrel 30 is settled and stabilized, pouring a compensation concrete cushion 38 on the top of the barrel 30 to the designed elevation of the top of the barrel 30.

The utility model provides a static sinking construction method for basis 3, with concrete cylinder 32 and steel cylinder 33 separately prefabricated, current whole prefabricated reinforced concrete cylinder or steel cylinder of comparison, the prefabricated specification of single greatly reduced, prefabricated degree of difficulty greatly reduced, and compare whole prefabricated reinforced concrete cylinder, greatly reduced is to conveying tool's requirement, and simultaneously, at the in-process that sinks, the combination section of thick bamboo has combined upper portion concrete cylinder 32 weight greatly because concrete weight ratio is little, and be dry unit weight more than the partial surface of water 37, lower part steel cylinder 33 sinks the advantage that frictional resistance is little in the underwater soil, rely on the dead weight to sink to the design elevation, the installation targets in place, it sinks to compare whole prefabricated steel cylinder needs special vibrating equipment vibration, greatly reduced construction cost and construction degree of difficulty.

In the scheme, after the concrete cylinder 32 is prefabricated on the land or on a prefabricated factory production line, the concrete cylinder is transported to the site through a semi-submersible barge and spliced with the steel cylinder 33 on the site. Hoisting and sinking the whole body;

as shown in fig. 25, part of the gravity of the cylinder 30 is used for balancing the hanging force during the sinking, and the effect of passively controlling the inclination of the cylinder 30 is achieved. Then, the end resistance and the side resistance of the soil during the sinking construction of the cylinder 30 are reduced by the high-pressure water facilities 34 and the air curtain 35 arranged at intervals at the cylinder bottom. The high-pressure water facilities 34 and the air curtains 35 are at least arranged in 4 groups at equal intervals along the circumferential direction of the cylinder 30, wherein the high-pressure water facilities 34 are preferably high-pressure water guns. In the sinking process, the inclination of the cylinder is actively controlled to be 0.2-2% by regulating and controlling the pressure of part of the high-pressure water facilities 34 and the air curtain 35. In order to increase the sinking force, an airtight cap 36 is disposed on the upper portion of the barrel 30, a closed cavity is formed in the barrel, an air suction hole 361 and an air suction pipe are disposed on the cap 36, so that a negative pressure is formed in the barrel to obtain a sinking suction force, and the suction force works in cooperation with gravity to tend to sink the barrel 30. The principle of the barrel 30 during and after sinking is shown in the equation: -L + Gc + Gs-Bc-Bs + S-T-F =0

The above formula L: lifting force, gc: concrete cylinder 32 gravity, gs: steel cylinder 33 gravity, bc: concrete cylinder 32 buoyancy, bs: steel cylinder 33 buoyancy, S: suction force, if necessary, T: the resistance of the steel cylinder 33 end depends on the stratum soil property parameters and the high-pressure water drag reduction effect, F: the amount of sidewall drag of the steel cylinder 33 depends on the first filler friction angle and height, and the effectiveness of the drag reduction of the earthen formation and air curtain 35 outside the cylinder 30. The gravity of the cylinder 30 is G, G = Gc + Gs; buoyancy of barrel 30 is B, B = Bc + Bs.

After the combined cylinder 30 sinks to the designed level, the high pressure water facility 34 and the air curtain 35 are stopped. The barrel sinking attitude control is controlled by combining the pressure regulation of the high-pressure water facilities 34 and the air curtain 35 at different positions, the GPS + inclinometer arranged at the top of the barrel and other methods. After completion, the drum is filled with sand or with a portion of sand, and optionally shaken off (the height of the filled sand and the necessity of shaking off depend on the size of the open sea load), or the inside of the drum 30 is filled with sludge and partially solidified (the necessity of solidification depends on the size of the open sea load).

As shown in fig. 26, in addition to the above, in a further preferable mode, in order to increase the sinking force, the top opening of the concrete cylinder 32 is covered with the cap 36, so that a closed cavity is formed inside the cylinder 30, the cap 36 is provided with an air extraction hole 361, when in use, the air extraction hole 361 is communicated with an air extraction device, the air extraction device extracts air inside the cylinder 30 through the air extraction hole 361, negative pressure is formed inside the cylinder, the sinking suction force is obtained, the suction force cooperates with the gravity of the cylinder 30, the cylinder 30 tends to sink, so that the bottom of the steel cylinder 33 sinks into the sea bed 39 or river bed, then the cap 36 is removed, or the cap 36 is provided with a filler hole, and the first filler 31 is filled into the cylinder 30.

The static force sinking construction method comprises the following steps: for static force sinking, the foundation 3 combines the advantages of large weight of an upper concrete cylinder (because the strength-weight ratio of concrete is small, and part of dry volume weight is above water surface) and small sinking frictional resistance in lower steel cylinder soil; the tension performance of the lower steel structure is better than that of the upper concrete, the first filler soil body in the matched cylinder increases along with the increasing depth and the lateral pressure, and the circular tension of the cylinder causes the increase of the cylinder wall tension, so that the structure performance is excellent; in the permanent stage, the tension brings extra cylinder rigidity (like a cloth bag filled with sand, and the structural rigidity and the overall stability of the cylinder are enhanced.

Example 4

In the offshore farming system of the present embodiment, the lower part of the foundation 3 in embodiment 2 or 3 is preferably fixed to the seabed 39 or river bed in the following manner:

the first method is as follows: the lower part of the foundation 3 is inserted into the sea bed 39, specifically, the cylinder 30 is taken as an example, as shown in fig. 8-1, the bottom of the steel cylinder structure 313 is inserted into the sea bed 39 or the river bed, as shown in fig. 8-2, the bottom of the concrete cylinder structure 312 is inserted into the sea bed 39 or the river bed, as shown in fig. 18-1, the cylinder 30 is a combined cylinder, the lower part of the lower steel cylinder 33 is inserted into the sea bed 39 or the river bed, as shown in fig. 14, the lower part of the cylinder 30 is inserted into the sea bed 39 or the river bed, and when the wave or the sea wind applies the lateral external load F to the upper part of the cylinder 30 _{Outer cover} The soil body under the surface of the sea bed or river bed can apply an external load F to the cylinder 30 _{Outer cover} Opposite passive earth pressure force F _Quilt So that the entire self-weight of the cylinder 30 according to the embodiment can provide the external load F _{Outer cover} Is sufficient without the need to provide for external loads F _{Outer cover} So that under the same stress requirement, the resistance requirement of the cylinder 30 can be effectively reduced. Specifically, during use, the gravity of the cylinder 30 accounts for about 80% of the resistance capacity, and the passive soil pressure F _Quilt About 20% of the resistance.

The second method comprises the following steps: as shown in fig. 10-12, the lower outer side of the foundation 3 is provided with a apron 310, specifically, taking the cylinder 30 as an example, the apron 310 is arranged on the sea bed 39 or river bed. Whether the lower part of the foundation 3 is inserted into the sea bed 39 or river bed at this time can be selected according to the situation on site. As shown in fig. 10-1, the bottom of the steel cylinder structure 313 is inserted into the sea bed 39 or the river bed, the outer side of the lower part of the steel cylinder structure 313 is provided with a protection 310, as shown in fig. 10-2, the bottom of the steel cylinder structure 313 is placed on the sea bed 39 or the river bed, and the outer side of the lower part of the steel cylinder structure 313 is provided with a protection 310, as shown in fig. 10-3, the bottom of the concrete cylinder structure 312 is inserted into the sea bed 39 or the river bed, and the outer side of the lower part of the concrete cylinder structure 312 is provided with a protection 310, as shown in fig. 10-4, the bottom of the concrete cylinder structure 312 is placed on the sea bed 39 or the river bed, and the outer side of the lower part of the concrete cylinder structure 312 is provided with a protection 310, as shown in fig. 11-1, the cylinder body 30 is a combined cylinder, and the lower part of the steel cylinder 33 is inserted into the sea bed 39 or the river bed, and the outer side of the lower part of the steel cylinder 33 is provided with a protection 310, as shown in fig. 11-2, and the cylinder body 30 is a combined cylinder 33 is placed on the sea bed 39 or the river bed, and the outer side of the lower part of the steel cylinder 33 is provided with a protection 310.

In the case where the seabed 39 or the river bed is a hard rock foundation, the bottom of the steel cylinder 33 is hardly inserted into the seabed 39 or the river bed, and in this case, when it is considered that the lower portion of the cylinder 30 is placed on the seabed 39 or the river bed, it is further preferable that: the lower part of the cylinder 30 is connected with a bottom cover 311, and a water permeable hole is arranged on the bottom cover 311 in a penetrating way. Taking a combined cylinder as an example: as shown in fig. 11-2, the bottom cover 311 is connected to the lower portion of the steel cylinder 33, when the cylinder 30 sinks, water outside the cylinder 30 can enter the cylinder 30 through the water permeable holes, so that the influence on the sinking construction of the foundation 3 is small, and after the cylinder 30 is filled with the first filler 31, the first filler self weight can apply pressure to the bottom cover 311, and the bottom cover 311 is connected to the lower portion of the steel cylinder 33, so that the pressure applied to the bottom cover 311 by the first filler self weight can enable the cylinder 30 to have better stability.

The third method comprises the following steps: as shown in figures 12 and 13, the bottom end face of the base 3 is provided with a base extending inwards and outwards, specifically taking the barrel 30 as an example, as shown in figures 12-1, 12-2 and 13-1, the bottom end face of the barrel 30 is provided with a base extending inwards and outwards, the part of the base extending outwards of the barrel 30 is an outer extension part 331, and the part of the base extending inwards of the barrel is an inner extension part 335. The base of the cylinder 30 is placed in a base groove 391 formed in the sea bed or river bed, and the outer extension 331 is pressed by a second filler 392 filled in the base groove 391. The lower part of the cylinder 30 is stably fixed to the sea bed or river bed by the lateral pressure of the second packing 392 on the lower part of the cylinder 30 and the vertical downward pressure of the second packing 392 on the outer extension 331, as shown in fig. 12-1, the bottom of the steel cylinder structure 313 is provided with the outer extension 331 and the inner extension 335; and the bottom of the cylinder 30 is positioned in the base groove 391; as shown in fig. 12-2, the bottom of the concrete cylinder structure 312 is provided with an outside extension 331 and an inside extension 335; and the bottom of the cylinder 30 is positioned in the base groove 391; as shown in fig. 13-1, the bottom of the combination cylinder is provided with an outside extension 331 and an inside extension 335; and the bottom of the cylinder 30 is positioned in the base groove 391.

Specifically, a foundation groove 391 is dug on the sea bed 39 or river bed, and an outer side extension part 331 extending towards the outer side of the side wall of the cylinder 30 is arranged at the lower part of the cylinder 30; during construction, the lower part of the cylinder 30 is sunk into the base groove 391, and then the base groove 391 is backfilled with a second filler 392, so that at least a part of the second filler 392 is disposed on the outer extension 331. The lower portion of the foundation 3 is stably fixed to the sea bed 39 or the river bed by the side pressure of the second packing 392 to the lower portion of the foundation 3 and the vertical downward pressure of the second packing 392 to the outer extension 331.

The lower part of the cylinder 30 is provided with an inside extension part 335 extending towards the inside of the sidewall of the cylinder 30, at least a part of the first packing 31 is arranged on the outside extension part 331, and the first packing 31 generates a vertical downward pressure on the inside extension part 335, so that the lower end of the cylinder 30 is more stable.

When the foundation 3 is a solid column or a cylindrical body 30, the method of fixing the lower part of the foundation 3 to the sea bed 39 or the river bed is applicable, and further, when the cylindrical body 30 is a concrete cylinder structure 312 or a steel cylinder structure 313 in embodiment 2 or a combined cylinder in embodiment 3, the method of fixing the lower part of the foundation 3 to the sea bed 39 or the river bed is applicable.

Example 5

As shown in fig. 1 to 6, the offshore farming system according to the present embodiment is different from

embodiment

2, 3 or 4 in that: as indicated by the arrows in fig. 41, the first passage 62 is a multi-turn passage. The multi-turn channel is a channel of at least three bays. By arranging the first channel 62 as a multi-turn channel, the advancing path of the waves can be changed into a multi-turn path, and the purpose of reducing the height of the waves and enabling a certain amount of water flow to pass through the wave dissipation structure 5 is achieved.

The water permeability t of the wave dissipation structure 5 is as follows: in a certain length, the sum of the flow rates of the water flow passing through the longitudinal sections of all the first channels 62 in the length of the wave breaking structure 5 is S1, and if the wave breaking structure 5 is not arranged, the sum of the flow rates of the water flow passing through the longitudinal sections in the length is S2, and t = S1/S2. When the water permeability t of the wave dissipation structure 5 is 2% -35%, a good wave dissipation effect (more than 70%) can be ensured, and a good water quality exchange effect on two sides of the wave dissipation structure 5 can be ensured. Further, as shown in fig. 4-7, when the wave-breaking structure 5 has a water permeability t of 5% -20%. Not only can ensure better wave eliminating effect (more than 90 percent), but also can ensure better water quality exchange effect at two sides of the wave eliminating structure 5, which is far better than the wave eliminating effect of 30 to 40 percent of the floating wave eliminating structure.

In addition to the above, it is further preferable that a harbor basin is provided on the back wave side of the wave breaking structure 5. The wave dissipation structure 5 is provided with a room, an apron or a lighthouse.

Example 6

As shown in fig. 27, the difference between the offshore farming system of this embodiment and

embodiments

2 or 3 or 4 or 5 is that: the wave dissipation structure 5 comprises at least two bases 3 arranged at intervals, a wave dissipation box body 54 is arranged at the top of each adjacent base 3, and a first wave blocking arm 41 extending towards each adjacent base 3 is further arranged on each base 3. The first wave-deflecting arm 41 and the base 3 on the other side form the first channel 62. Through the first wave blocking arm 41, the outer diameter of the foundation 3 can be effectively reduced under the condition that the first channel 62 is not changed, and the manufacturing and installation cost of the foundation 3 is greatly reduced.

The wave dissipation structure comprises a main body of the wave dissipation structure formed by bases 3 arranged at intervals, a first wave blocking arm 41 for dissipating waves is arranged between every two adjacent bases 3, and the net width of a channel of each adjacent base 3 is reduced by the first wave blocking arm 41, so that the circulation length of water particles caused by waves inside and outside the wave dissipation structure is increased, and the effect of quickly consuming wave energy is achieved. Utilize the combination of basis 3 and wave arm 41 to reduce the passage area of wave, change the wave route of advancing simultaneously, increase the wave water particle flow length, and then reach the purpose that reduces the wave height, simultaneously, because wave arm 41 can only reduce adjacently the net width of the passageway of basis 3, and not completely isolated adjacently the passageway of basis 3 makes this application the permeable to empty rate of a structure both sides of disappearing can be guaranteed effectively, and then reaches the mesh that permeates water and not pass through the wave, thereby significantly reduces the influence to marine ecological environment. Meanwhile, the adjacent foundations 3 are integrated by utilizing the wave dissipating box body 54, so that the effects of reducing waves and preventing the waves from turning over from the upper part are achieved, the synergistic stress effect of the wave dissipating structure is increased, and the overall stability is better in extreme weather of open sea. Meanwhile, due to the combination of the foundation 3 and the first wave-stopping arms 41, compared with a single wave-eliminating mode of utilizing the foundations 3 arranged in rows, the same wave-eliminating effect is achieved, the combination of the foundation 3 and the first wave-stopping arms 41 can effectively reduce the outer diameter of the foundation 3, particularly the outer diameter of the foundation 3 with a circular cross section, so that the engineering quantity is greatly reduced, and the engineering cost and the construction period are effectively reduced.

As shown in fig. 27, the wave dissipating tank 54 is formed by connecting a plurality of tank units 53 in sequence. A plurality of functional rooms and passages are arranged in the wave-breaking tank body 54, and the passages can be used for pedestrians or vehicles.

In addition to the above, it is further preferable that, as shown in fig. 28, a lateral limiting device is provided between the wave breaker body 54 and the foundation 3, and the lateral limiting device is configured to limit the wave breaker body 54 from moving toward a limiting side with respect to the foundation 3. The transverse limiting device is preferably arranged in the following specific mode: in a first mode, the transverse limiting device comprises a non-slip block 51 abutting against the back wave side of the wave dissipation box body 54, and the non-slip block 51 is connected with the foundation 3; in a second mode, the transverse limiting device comprises a toe 52 extending towards the wave-breaking tank body 54 on the wave-facing side, and the toe 52 is connected with the lower part of the wave-breaking tank body 54; and in a third mode, the transverse limiting device comprises a groove and a bump which are matched, the groove is vertically arranged, the groove is connected to the foundation 3, and the bump is connected to the wave-dissipating box body 54. The above preferred modes can be used alternatively or cooperatively to achieve the purpose of limiting the wave-breaking tank 54 to move towards the limiting side relative to the foundation 3.

As shown in fig. 30-31, the first wave deflecting arm 41 is as follows: in a case where one of the foundations 3 is provided with a first wave-stopping arm 41 extending towards the adjacent foundation 3, the first wave-stopping arm 41 may be one, two, or more; in another case, the first wave-stopping arm 41 extending towards the other foundation 3 is disposed on each of the adjacent foundations 3, and in this case, it is more preferable that: thereby changing the advancing path of the wave into a multi-bend path and further achieving the purpose of reducing the height of the wave. The cross section area of the foundation 3 can be any shape, can be circular, also can be rectangle, wherein, the preferably circular of basis 3 cross section, the first 41 of wave blocking arm sets up along circular normal direction, and the basis 3 cross section is circular, and its arc side can effectively reduce the impact of wave to the basis 3, and, the first 41 of wave blocking arm sets up along circular normal direction for under reaching the same wave effect condition that disappears, the required extension length of the first 41 of wave blocking arm is shorter, and its cost is lower.

When the cylinder 30 is a concrete cylinder structure 312, the concrete cylinder structure 312 and the first wave blocking arm 41 are integrally prefabricated and formed, and are both concrete structures, on this basis, the first wave blocking arm 41 comprises a vertically arranged cylinder structure, and the cylinder structure and the concrete cylinder 32 are integrally prefabricated and formed, so that the concrete cylinder structure 312 and the first wave blocking arm 41 are better demolded when being integrally prefabricated. In particular, the cross section of the columnar structure is preferably rectangular or trapezoidal or toothed or circular arc or triangular. The top of the side wall of the concrete cylinder structure 312 is provided with a boss extending towards the horizontal outer side, so that partial waves can be reversed, and the total wave-crossing amount of the offshore aquaculture system can be effectively reduced.

When the cylinder 30 is in a combined cylinder form, the concrete cylinder 32 and the first wave arm 41 are prefabricated and formed integrally and are both concrete structures, and on the basis, the first wave arm 41 comprises a vertically arranged cylinder structure which is prefabricated and formed integrally with the concrete cylinder 32, so that the concrete cylinder 32 and the first wave arm 41 can be demolded better when prefabricated integrally. In particular, the cross section of the columnar structure is preferably rectangular or trapezoidal or toothed or circular arc or triangular. The top of the side wall of the concrete cylinder 32 is provided with a boss extending towards the horizontal outer side, partial waves can be reversed, and the total wave-crossing amount of the offshore aquaculture system is effectively reduced.

According to the offshore aquaculture system, the foundations of the wave dissipation structure are formed through the foundations 3 arranged at intervals, the wave blocking arms 41 used for dissipating waves are arranged between the adjacent foundations 3, the net width of the channel adjacent to the foundations 3 is reduced through the wave blocking arms 41, the channel area of the waves is reduced through the combination of the foundations 3 and the wave blocking arms 41, the advancing path of the waves is changed, and the purpose of reducing the height of the waves is achieved.

Meanwhile, the wave dissipating box bodies 54 are arranged at the tops of the adjacent foundations 3, the adjacent foundations 3 are integrally formed through the wave dissipating box bodies 54, the whole structure is more stable, the shock resistance is better, meanwhile, the wave dissipating box bodies 54 with a certain height can increase the purpose that the wave dissipating structure of the embodiment can absorb higher waves, and the wave dissipating box bodies 54 are internally provided with a plurality of functional rooms, channels and other places for ordinary life and work.

On the basis, in a further preferable mode, a wave-stopping arm two 42 is further arranged at the lower part of the wave-stopping arm one 41, and the wave-stopping arm two 42 is flexibly connected with at least one side of the steel cylinder 33. In use, one part of the first wave-breaking arm 41 is located above the water surface 37, the other part is located below the water surface 37, and the second wave-breaking arm 42 is located below the water surface 37.

When waves impact the wave dissipation structure, foundations of the wave dissipation structure are formed through the bases 3 arranged at intervals, a wave blocking arm I41 used for dissipating waves is arranged between the adjacent bases 3, the net width of a channel adjacent to the bases 3 is reduced through the wave blocking arm I41, the channel area of the waves is reduced through the combination of the bases 3 and the wave blocking arms I41, the advancing path of the waves is changed, and the purpose of reducing the height of the waves is achieved. Meanwhile, underwater waves are disturbed by the aid of the swing of the underwater wave blocking arm II 42, so that the underwater waves can be matched with the wave blocking arm I41, a better wave eliminating effect can be achieved, and the water permeability is not greatly influenced.

Because the second wave blocking arm 42 is located at the lower part of the first wave blocking arm 41, the second wave blocking arm 42 is always below the water surface 37, and the second wave blocking arm 42 is flexibly connected with the foundation 3 on at least one side, so that when the second wave blocking arm 42 is impacted by the waves surging below the low water surface 37, the second wave blocking arm 42 swings, the waves surging below the low water surface 37 are disturbed, and the purpose of reducing the intensity of the waves surging below the water surface 37 is achieved.

And a gap is formed between the second wave blocking arm 42 and the adjacent foundation 3, so that the second wave blocking arm 42 can also achieve the purpose of water permeation and wave permeation, and the influence on the marine ecological environment is greatly reduced.

Take the form of a composite cartridge as an example: an attachment 43 is arranged on the steel cylinder 33, a first flexible part 44 is correspondingly connected to the wave blocking arm 42, the wave blocking arm 42 is flexibly connected with the steel cylinder 33 on at least one side through the first flexible part 44, and the first flexible part 44 is connected with the attachment 43 correspondingly in a hanging mode. Compared with the mode of welding the second wave-stopping arm 42 and the steel cylinder 33, the underwater installation difficulty of an installer can be greatly reduced by hooking the first flexible part 44 and the corresponding attachment part 43.

The first flexible member 44 and the corresponding attachment member 43 can also be fastened together.

The second wave-retaining arm 42 is positioned at the lower part of the first wave-retaining arm 41, so that the second wave-retaining arm 42 is always below the water surface during construction so as to reduce the strength of surging under the water surface, and at the moment, the installation difficulty of an installer under water is greatly reduced in a hanging mode; meanwhile, the effect of reducing the strength of the underwater surging can be enhanced by utilizing the swing of the second wave-blocking arm 42, and the water permeability is not greatly influenced. Specifically, first flexible member 44 is flexible rope or spring rope, and flexible rope or the spring rope outside all can set up anticorrosive plastic parcel to increase the anticorrosive probability of flexible rope or spring rope.

On the basis, in a further preferable mode, the wave arm two 42 comprises wave arm units 45 which are sequentially arranged in the vertical direction, the first flexible piece 44 is connected to the wave arm units 45, and when the wave arm units are installed, the wave arm units 45 can be installed separately under water, so that the wave arm units are better manufactured and installed compared with the integral underwater installation of the wave arm two 42.

As shown in fig. 33, the wave arm two 42 includes wave arm units 45 arranged in sequence in the vertical direction, and the first flexible member 44 is connected to the wave arm units 45. During installation, the wave arm unit 45 can be installed underwater independently, and is better manufactured and installed compared with the integral underwater installation of the wave arm two 42. At least two adjacent wave arm units 45 are flexibly connected by a second flexible member 46. The second flexible member 46 is a flexible rope or a spring rope, and the outer side of the flexible rope or the spring rope can be wrapped by anticorrosive plastic so as to increase the anticorrosive probability of the flexible rope or the spring rope. The wave-blocking arm unit 45 is a plate body (a in fig. 33), a sphere (c in fig. 33) or a cylinder body (b in fig. 33), and when the wave-blocking arm unit 45 is a cylinder body, two ends of the wave-blocking arm unit 45 are arranged in an open manner. Thereby increasing the swing quality of the wave arm unit 45 to achieve a better wave eliminating effect. The upper part of the second wave-blocking arm 42 is vertically connected with a third flexible part 453 for vertically fixing the second wave-blocking arm 42. The upper portion of the third flexible member 453 is connected to the upper portion of the reinforced concrete cylinder 32 above the water surface 37.

Example 7

As shown in fig. 34-35, the difference between the offshore farming system of the present embodiment and the

embodiment

2 or 3 or 4 or 5 or 6 is that: the concrete layer 47 is poured on the top of the foundation 3, and the wave-dissipating box body 54 is arranged on the concrete layer 47. The bottom of the foundation 3 is provided with a apron 48.

Specifically, by prefabricating and installing the foundation 3, the first wave-breaking arm 41 and the wave-breaking tank body 54, if the cross section of the foundation 3 is circular, the length of the wave-breaking tank body 54 is equal to the diameter of the foundation 3, the wave-breaking tank body straddles the middle position of the foundation 3, and the vertical first wave-breaking arm 41 is arranged above the foundation 3 to form the whole embankment. The plane diameter of the foundation 3 is 18-40 m, and the net spacing is 0.5-4 m. After the foundation 3 is installed, the foundation 3 is capped by cast-in-place concrete. The bottom of the foundation 3 is provided with a apron 48. To create passive earth pressure to work in concert with the gravity of foundation 3 to resist environmental forces under extreme sea conditions. Before the wave dissipation box body 54 prefabricated by concrete is installed, a concrete layer 47, preferably a plain concrete layer, is cast in situ on the top of the foundation 3 to level and compensate construction deviation of the foundation 3 and differential settlement after construction. Wherein, the construction deviation comprises the vertical deviation and the inclination deviation when the foundation 3 sinks and stops. The stability of the wave dissipating box body 54 is realized through the wall thickness of the wave dissipating box body and the transverse limiting device, and the anti-sliding stability of the wave dissipating box body under extreme weather is realized. The lower part of the first wave-stopping arm 41 selectively hangs the second wave-stopping arm 42.

As shown in fig. 40, the top of the sidewall of the base 3 is provided with a boss 301 extending toward the horizontal outer side. The boss 301 is selectively adopted in the wave zone of the foundation 3, partial waves can be reversed, and the total overtopping amount of the dike is effectively reduced.

During manufacturing, the concrete cylinder 32 and the first wave-stopping arm 41 can be integrally prefabricated and molded; the concrete cylinder 32 is preferably a reinforced concrete cylinder. The first wave-stopping arm 41 can increase the radial rigidity of the concrete cylinder 32; the concrete cylinder 32 is partially positioned above the water surface 37, the remaining part is positioned below the water surface 37, the steel cylinder 33 is entirely positioned above the water surface 37, and the lower part thereof is inserted into the sea bed 39 or river bed.

Example 8

As shown in fig. 36, the difference between the offshore farming system of this embodiment and

embodiment

1, 2, 3, 4, 5, 6, or 7 is that: the top of the foundation 3 is provided with a concrete structure 71, and the wind power equipment 7 is installed on the concrete structure 71. Specifically, the concrete cylinder 32 may be a cylinder with an equal diameter or a frustum cylinder with a small top and a large bottom. Still be provided with the energy storage station on the basis 3, wind power equipment 7 with energy storage station electric connection. An energy storage station is further arranged on the foundation 3 to convert the electricity generated by the wind power equipment 7 into electric energy with stable output, so that the power demand in an offshore culture system is met.

As shown in fig. 37, the concrete cylinder 32 includes at least two reinforced concrete cylinder units 321 supported in sequence in the vertical direction, and the adjacent reinforced concrete cylinder units 321 are disposed in a closed manner, wherein the maximum outer diameter of the upper part of at least one concrete cylinder 32 is smaller than the maximum outer diameter of the lower part thereof. As shown in fig. 38, if the sea bed 39 or the river bed is a hard rock foundation, the concrete cylinder 32 is partially located below the water surface 37, the steel cylinder 33 is fully located below the water surface 37, the bottom of the steel cylinder 33 is located on the sea bed 39 or the river bed, the bottom of the steel cylinder 33 is hermetically connected with the bottom cover 311 to prevent the first filler 31 from leaking out of the bottom of the steel cylinder 33, the concrete structure 71 is arranged on the top of the concrete cylinder 32, and the wind power equipment 7, specifically, a wind power generator is installed on the concrete structure 71. As shown in fig. 39, the concrete cylinder 32 includes at least two reinforced concrete cylinder units 321 supported in sequence vertically, and the adjacent reinforced concrete cylinder units 321 are disposed in a closed manner, wherein the maximum outer diameter of the upper portion of at least one concrete cylinder 32 is smaller than the maximum outer diameter of the lower portion. The sea bed 39 or river bed refers to a river bed surface or sea bed surface.

Example 9

As shown in fig. 1 to 3, the offshore aquaculture system of the present embodiment is different from that of

embodiment

1, 2, 3, 4, 5, 6, 7, or 8 in that the wave-breaking structure 5 is provided with a port 503 and an extension 505 extending toward the back wave side of the wave-breaking structure, the extension 505 is located at the port 503, preferably, the extension 505 is located at the side of the port 503 close to the ocean current direction, and the extension 505 can make the port 503 for the ship to enter and exit achieve the wave-breaking effect along the ocean current direction. The entrances and exits 503 are inlets or exits, or may be used as both inlets and exits, and the number of the entrances and exits 503 is not limited, and is generally 1 to 3, and all the entrances and exits are mounted on the back wave side of the wave breaking structure 5.

Rooms and/or passages are provided in the wave dissipating tank 54. The part of the wave-breaking structure 5 on the wave-facing side is higher than the part on the back wave side. Making the overall cost of the offshore farming system lower. A harbor basin is arranged on the back wave side of the wave dissipation structure 5; the wave dissipation structure 5 is provided with a room, an apron or a lighthouse.

On the basis of the above, in a further preferred mode, there are at least two culture areas 61, wherein at least two adjacent culture areas 61 share at least one section of the wave-breaking structure 5.

In the offshore aquaculture system of the embodiment, a part of the foundations 3 arranged at intervals is positioned below a water surface 37, the bottoms of the foundations 3 are inserted into a sea bed 39 or a river bed to form a main body of a wave dissipation structure 5, wave blocking arms 41 for dissipating waves are arranged between the adjacent foundations 3, the net width of a channel adjacent to the foundations 3 is reduced through the wave blocking arms 41, the channel area of the waves is reduced by the combination of the foundations 3 and the wave blocking arms 41, the advancing path of the waves is changed at the same time, and the purpose of reducing the height of the waves is achieved. Meanwhile, the wave dissipation box body 54 is utilized to form the adjacent foundations 3 into a whole, so that the wave dissipation height is increased, and the integral rigidity of the wave dissipation structure is increased, so that a better wave dissipation effect is achieved. Separately prefabricated with concrete cylinder 32 and steel cylinder 33, current whole prefabricated concrete cylinder 32 or steel cylinder 33 compare, the prefabricated specification of stick reduces greatly, prefabricated degree of difficulty greatly reduced, and compare whole prefabricated reinforced concrete cylinder, greatly reduced is to conveyor's requirement, and simultaneously, at the in-process that sinks, the combination section of thick bamboo has combined upper portion concrete cylinder 32 weight greatly because the concrete weight ratio is little, and the part more than the surface of water 37 is dry unit weight, lower part steel cylinder 33 sinks the advantage that frictional resistance is little in the soil under water, rely on the dead weight to sink to the design elevation, install in place, compare whole prefabricated steel cylinder and need special vibrating equipment vibration sink, greatly reduced construction cost and construction difficulty. Meanwhile, before sinking, the first wave blocking arm 41 is connected with the concrete cylinder 32, so that the difficulty of site construction is effectively reduced, the attachment piece 43 is connected with the steel cylinder 33, then the second wave blocking arm 42 is sunk underwater, the second wave blocking arm 42 is flexibly connected with the corresponding attachment piece 43 underwater, compared with site underwater welding operation, the difficulty of site underwater construction is greatly reduced, meanwhile, the problem that the steel cylinder 33 is deformed greatly due to large-area welding between the second wave blocking arm 42 and the steel cylinder 33 is effectively solved, and the connection precision between the concrete cylinder 32 and the steel cylinder 33 in the step S2 is guaranteed.

The concrete cylinder 32 is prefabricated on the land or on a prefabricated factory assembly line, and the first wave-retaining arm 41 and the concrete cylinder 32 are integrally prefabricated and formed; the attachment piece 43 is welded or in threaded connection with the steel cylinder 33; after the combined cylinder 30 sinks to the designed level, the high-pressure water facility 34 and the air curtain 35 are stopped. The barrel sinking attitude control is controlled by combining the pressure regulation of the high-pressure water facilities 34 and the air curtain 35 at different positions, the GPS + inclinometer arranged at the top of the barrel and other methods. After the completion, the cylinder is filled with sand or filled with partial sand, the height of the sand filled with vibration and the necessity of vibration are determined by the size of the open sea load if necessary, the anti-scouring protection flat 310 is stacked on the outer side of the steel cylinder 33, the inside of the cylinder body 30 is filled with sludge and is partially fixed (the necessity of solidification is determined by the size of the open sea load), meanwhile, the second wave blocking arm 42 is submerged under the water, and an operator flexibly connects the second wave blocking arm 42 with the corresponding attachment 43.

The construction method for the wave-breaking structure of the embodiment comprises the following steps: for static force sinking, the large-diameter combined cylinder combines the advantages that the upper concrete cylinder is heavy because the concrete strength-weight ratio is small, part of the water surface is above dry volume weight, and the sinking friction resistance in the lower steel cylinder soil is small; the tension performance of the lower steel structure is better than that of the upper concrete, the side pressure of the first filler soil body in the matched cylinder is increased along with the increase of the depth, the cylinder circumferential tension causes the increase of the cylinder wall tension, and the structural performance is excellent; in the permanent stage, the tensile force brings extra rigidity of the cylinder like a cloth bag filled with sand, and the structural rigidity and the overall stability of the cylinder are enhanced.

Example 10

As shown in fig. 41-42, the offshore farming system of this embodiment is different from that of

embodiment

1, 2, 3, 4, 5, 6, 7, 8, or 9 in that a floating module 610 is disposed in the farming area 61, the floating module 610 includes at least two connected buoyancy tank units 1, and the buoyancy tank units 1 are prefabricated and formed. A plant 618 is arranged on the floating module 610. The floating module 610 is fixed to the sea or river bed by a first anchor line 623, and the floating module 610 may also be connected to the wave-breaking structure 5. The plant 618 is used as a processing plant, a storage base, a cold storage, a living room, and the like.

The wave dissipation structure 5 can effectively reduce or eliminate the influence of the adverse environmental load, mainly the storm and flow environmental load, on the culture area 61, so that the influence of the adverse environmental load on the plant 618 in the culture area 61 can be effectively reduced or eliminated, the plant 618 in the culture area 61 can normally work, the cultured plants can be deeply processed quickly after being fished out, and the freshness, the delicacy and the taste of fish can be better ensured.

Example 11

As shown in fig. 43, the difference between the offshore aquaculture system of this embodiment and

embodiment

1, 2, 3, 4, 5, 6, 7, 8, 9, or 10 is that: the cultivation module 6 comprises a net cage 64 and a power generation module 65, wherein the power generation module 65 is used for supplying power to equipment on the net cage 64. The devices are net cage monitoring devices, underwater camera or sampling devices installed on the net cage 64, fish feed, net changing, maintenance devices, sensors and the like. I.e., the equipment located on the cage 64 that requires electrical power. The power generation module 65 may be disposed at an upper portion of the cage 64 or at a side of the cage 64.

On the basis of the above, it is further preferable that the power generation module 65 is located on the side of the net cage 64 near the ocean current upstream. A portion of the waves can be further counteracted by the power generation module 65, thereby providing a more calm breeding environment for the plants in the net cage 64.

The power generation module 65 includes power generation equipment 69 and a first buoyancy tank 66 for supporting the power generation equipment 69, and the first buoyancy tank 66 is connected to the net cage 64. The power generation module 65 further comprises a second buoyancy tank 67 and a third buoyancy tank 68, the second buoyancy tank 67 and the first buoyancy tank 66 enclose at least one placement area, an opening is formed in one side of the placement area, and at least one net cage 64 is located in the placement area. The second buoyancy tank 67 and the first buoyancy tank 66 enclose at least one wave-avoiding and wind-avoiding placing area with one side open, so that a more calmer culture environment can be provided for the cultivated plants in the net cage 64. The first pontoon 66, the second pontoon 67, or the third pontoon 68 serves as a dock for a ship to dock.

On the basis of the above, it is further preferable that at least one side of the cultivation module 6 is flexibly connected with a floating body 614, and the bottom of the floating body 614 is fixed on the sea bed 39 or river bed through a second anchor cable 624.

In proximity to the wave dissipating structure 5, the farming modules 6 may be connected with the wave dissipating structure 5. Or one side of the cultivation module 6 is connected with the floating body 614, and the other side is connected with the wave-breaking structure 5. Specifically, as shown in fig. 45, the net cage 64 includes a framework 621 and a grid structure 622 connected to the framework 621, and the grid structure 622 and the framework 621 together enclose a cultivation space with an open top.

On the basis of the above, as shown in fig. 44, it is further preferable that at least one side of the cultivation module 6 is flexibly connected with a floating body 614, and the bottom of the floating body 614 is fixed on the sea bed 39 or river bed through a second anchor line 624.

On the basis of the above, it is further preferable that at least one of the farming modules 6 is connected with the wave-breaking structure 5.

Example 12

As shown in fig. 46, the design method for the offshore aquaculture system according to the

embodiment

1, 2, 3, 4, 5, 6, 7, 8, 9, 10, or 11 includes the following steps:

drawing up the area S of the culture area 61 ₁ ；

Determining the correlation directions of the cultivation efficiency P in the cultivation area 61 and the total cost S of all the foundations 3 in the cultivation area 61 and the wave-breaking structure 5 respectively, specifically, when other conditions are determined, the shorter the water change period T in the cultivation area 61 is, the higher the cultivation efficiency P in the cultivation area 61 is, and when other conditions are determined, the lower the total cost S of all the foundations 3 in the wave-breaking structure 5 is, the higher the cultivation efficiency P in the cultivation area 61 is;

determining the correlation directions of the water changing period T in the culture area 61 and the horizontal and vertical projection ratio Y of the wave-dissipating structure 5, the water permeability T of the wave-dissipating structure 5 and the flow velocity u of the ocean current passing through the wave-dissipating structure 5 respectively, wherein when other conditions are determined, the larger the horizontal and vertical projection ratio Y of the wave-dissipating structure 5 is, the shorter the water changing period T in the culture area 61 is; when other conditions are determined, the larger the water permeability T of the wave dissipation structure 5 is, the shorter the water changing period T in the culture area 61 is; and when other conditions are determined, the faster the ocean current flow velocity u passing through the wave-dissipating structure 5 is, the shorter the water changing period T in the culture area 61 is;

determining the direction of the correlation degree of the transverse-longitudinal projection ratio Y of the wave-breaking structure 5 and the total cost S of all the foundations 3 in the wave-breaking structure 5;

determining the direction of the correlation degree between the water permeability t of the wave breaking structure 5 and the distance c between the adjacent foundations 3, specifically, when other conditions are determined, the larger the distance c between the adjacent foundations 3 is, the larger the water permeability t of the wave breaking structure 5 is;

determining the direction of the correlation degree of the total cost S of all the foundations 3 in the wave-breaking structure 5 and the distance c between the adjacent foundations 3, specifically, the larger the distance c between the adjacent foundations 3 is, the lower the total cost S of all the foundations 3 in the wave-breaking structure 5 is when other conditions are determined;

determining a correlation direction between the cultivation risk R in the cultivation area 61 and the wave height h inside the cultivation area 61, specifically, when other conditions are determined, the higher the wave height h inside the cultivation area 61 is, the larger the cultivation risk R in the cultivation area 61 is;

determining the correlation directions of the wave height H inside the culture area 61 and the distance c between the adjacent foundations 3 and the natural wave height H outside the wave-dissipating structure 5, specifically, when other conditions are determined, the larger the distance c between the adjacent foundations 3 is, the higher the wave height H inside the culture area 61 is; when other conditions are determined, the higher the natural wave height H outside the wave dissipation structure 5 is, the higher the wave height H inside the culture region 61 is;

determining a correlation direction of a risk-efficiency ratio f and a distance c between adjacent foundations 3, wherein the risk-efficiency ratio f is: a ratio of a breeding risk R within the breeding area 61 to a breeding efficiency P within the breeding area 61.

The transverse and longitudinal projection ratio Y of the wave-breaking structure 5 is as follows: the ratio of the projected length a of the wave breaking structure 5 along the direction of the ocean current to the projected length b of the wave breaking structure 5 along the direction perpendicular to the direction of the ocean current, i.e. Y = a/b.

According to the design method, the relevance between the main factors of the offshore aquaculture system is designed to obtain the relevance direction between the risk efficiency ratio f and the distance c between the adjacent foundations 3, so that the actual design process can be guided to select a better risk efficiency ratio f range.

Specifically, the water permeability t is: t = k ₁ c/(d+c)

In the formula, k ₁ K is more than or equal to 0 and is the shielding coefficient of the space between the adjacent wave-dissipating structures 5 ₁ Less than or equal to 1; d is the outer diameter of the cylinder 30 along the length direction of the wave dissipation structure 5; c is the width of the space between adjacent bases 3.

In particular, through the area S of the culture zone 61 ₁ And the shape of the culture area 61 is used for determining the projection length a of the wave-breaking structure 5 along the direction of the ocean current, the projection length b of the wave-breaking structure 5 along the direction vertical to the direction of the ocean current and the perimeter L of the wave-breaking structure 5, and the perimeter L of the wave-breaking structure 5 and the perimeter L of the same culture area 61The total cost S of all the bases 3 in the wave dissipation structure 5 is in positive correlation, that is, when other conditions are determined, the longer the perimeter L of the wave dissipation structure 5 is, the higher the total cost S of all the bases 3 in the wave dissipation structure 5 is, specifically:

the culture area 61 is a rectangular area, and L = S ₁ /a+2a

In the formula, the perimeter L of the wave-dissipating structure 5 and S1 are the areas of the culture areas 61; a is the projection length of the wave dissipation structure 5 along the direction of the ocean current;

the culture area 61 is an elliptical area, and L =4S ₁ /a+2a-8S ₁ /πa

In the formula, the perimeter L of the wave-dissipating structure 5 and S1 are the areas of the culture areas 61; a is the projection length of the wave-breaking structure 5 along the direction of the ocean current.

Specifically, the correlation direction between the risk-efficiency ratio f and the distance c between adjacent foundations 3 is specifically:

or the like, or, alternatively,

in the formula, C ₃ Is a weight coefficient;

or the like, or, alternatively,

f＝MIN.{C ₄₄ R(h(c,H))-P(S(H),T(a/b,t(c),u))}

in the formula, C ₄ Are weight coefficients.

The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.

Claims

1. Offshore farming system, comprising a farming area (61), wherein the farming area (61) is provided with a wave-breaking structure (5) at its periphery, wherein a farming module (6) for farming is arranged in the farming area (61), and wherein the wave-breaking structure is adapted to reduce the wave amplitude of the farming area (61),

the wave-eliminating structure (5) at the periphery of the culture area (61) is a wave-eliminating dam which is formed by a plurality of bases (3) arranged at intervals or a part of wave-eliminating dam which is formed by a plurality of bases (3) arranged at intervals and other fixed structures in a joint way,

a first channel (62) for the passage of water is provided between adjacent foundations (3), the lower part of the foundations (3) being secured to the sea bed (39) or river bed.

2. An offshore farming system according to claim 1, wherein the further securing structure is one or more of an island (72), an island reef, an artificial island, an offshore artificial platform, a cofferdam.

3. An offshore farming system according to claim 1, wherein the farming area (61) has an area of 1-20 km ² 。

4. An offshore farming system according to claim 1, wherein a buffer strip (619) is provided between the farming modules (6) and their respective adjacent wave-breaking structures (5).

5. An offshore aquaculture system according to claim 1, characterized in that inside said wave structure (5) there are further provided secondary wave-breaking devices (63), said secondary wave-breaking devices (63) being located close to the parts of said wave structure (5) on the wave-facing side.

6. An offshore aquaculture system according to claim 5, wherein said secondary wave-breaking means (63) comprise one or a combination of floating breakwaters, fixed breakwaters or submerged organisms arranged in rows.

7. An offshore farming system according to claim 1, wherein the first channel (62) is a multi-turn channel.

8. An offshore farming system according to claim 5, wherein the foundation (3) is a drum (30), the drum (30) being filled with a first filling material (31), the lower part of the drum (30) being anchored to the sea bed (39) or river bed.

9. An offshore farming system according to claim 8, wherein the drum (30) is a concrete drum structure (312) or a steel drum structure (313).

10. An offshore farming system according to claim 8, wherein the drum (30) comprises a lower steel drum (33) and an upper concrete drum (32) of the steel drum (33), the concrete drum (32) and the steel drum (33) are filled with the first filler (31), and the lower part of the steel drum (33) is fixed to a sea bed (39) or a river bed.

11. An offshore aquaculture system according to claim 10, characterized in that the side walls of the concrete cylinder (32) and the steel cylinder (33) are closed.

12. An offshore aquaculture system according to claim 10, wherein said steel drum (33) has a maximum outer diameter of 20.5m R1 40m; the wall thickness of the steel cylinder (33) is T1, and T1 is more than or equal to 0.01m and less than or equal to 0.12m.

13. An offshore aquaculture system according to claim 8, characterized in that the bottom end face of the tank (30) is provided with an inwardly and outwardly extending base, the part of the base extending outside the tank being an outside extension (331) and the part of the base extending inside the tank being an inside extension (335).

14. An offshore aquaculture system according to claim 13, characterized in that the base of the drum (30) is placed in a foundation trench (391) made in the sea bed (39) or river bed, the second filler (392) being buried in the foundation trench (391) and pressing against the outer extension (331).

15. An offshore farming system according to claim 8, wherein the lower part of the drum (30) is inserted into a sea bed (39) or river bed.

16. An offshore farming system according to claim 8, wherein the lower outer side of the barrel (30) is provided with a apron (310).

17. An offshore farming system according to claim 1, wherein the foundation (3) is further provided with a first wave deflector arm (41) extending towards the adjacent foundation (3).

18. An offshore farming system according to claim 17, wherein a second wave deflector arm (42) is further provided underneath the first wave deflector arm (41), the second wave deflector arm (42) being flexibly connected to at least one side of the foundation (3).

19. An offshore farming system according to claim 1, wherein the wave breaking structure (5) has a permeability t of between 2% and 35%.

20. An offshore aquaculture system according to claim 19, wherein said wave breaking structures (5) have a permeability t of 5% to 20%.

21. An offshore aquaculture system according to claim 1, characterized in that a wave-dissipating tank (54) is arranged adjacent to the top of said foundation (3).

22. An offshore aquaculture system according to claim 1, characterized in that said wave breaking structures (5) are located at a distance C1 between adjacent said foundations (3) on the wave-facing side, and said wave breaking structures (5) are located at a distance C2 between adjacent said foundations (3) on the wave-back side, C1 < C2.

23. Offshore farming system according to claim 1, wherein the foundation (3) is provided with a concrete structure (71) on top of it, the concrete structure (71) having wind power equipment (7) mounted thereon.

24. An offshore farming system according to claim 23, wherein the foundation (3) is further provided with an energy storage station, and the wind power plant (7) is electrically connected to the energy storage station.

25. An offshore farming system according to any one of claims 1 to 24, wherein the farming modules (6) comprise a net cage (64) and a power generation module (65), the power generation module (65) being adapted to power equipment on the net cage (64).

26. An offshore farming system according to claim 25, wherein the power generation module (65) is located on a side of the net cage (64) adjacent an upstream side of the ocean current.

27. An offshore farming system according to any of claims 1-24, wherein a buoy (614) is flexibly connected to at least one side of the farming modules (6), the bottom of the buoy (614) being secured to the seabed (39) or river bed by a second anchor line (624).

28. An offshore farming system according to any one of claims 1 to 24, wherein at least one of the farming modules (6) is connected to the wave-breaking structure (5).

29. An offshore farming system according to any one of claims 1 to 24,

a harbor basin is arranged on the back wave side of the wave dissipation structure (5);

and/or the presence of a gas in the gas,

the wave dissipation structure (5) is provided with a room, an apron or a lighthouse.

30. A design method for an offshore farming system according to any one of claims 1 to 29, comprising the steps of:

drawing up the area S of the culture area (61) ₁ ；

Determining the direction of the correlation of the cultivation efficiency P in the cultivation area (61) with the water change period T in the cultivation area (61) and the total cost S of all the foundations (3) in the wave-breaking structure (5), respectively;

determining the correlation degree directions of the water changing period T in the culture area (61) and the transverse-longitudinal projection ratio Y of the wave-breaking structure (5), the water permeability T of the wave-breaking structure (5) and the current flow velocity u passing through the wave-breaking structure (5) respectively;

determining a correlation direction of a transverse-longitudinal projection ratio Y of the wave-breaking structure (5) and the total cost S of all the foundations (3) in the wave-breaking structure (5);

determining the direction of the correlation degree of the water permeability t of the wave-breaking structure (5) and the distance c between adjacent foundations (3);

determining a direction of correlation of a total cost S of all the foundations (3) in the wave-breaking structure (5) and a distance c between adjacent foundations (3);

determining a correlation direction of a cultivation risk R within the cultivation area (61) with a wave height h inside the cultivation area (61);

determining the distance c between the wave height H inside the culture area (61) and the adjacent foundation (3) and the correlation direction of the natural wave height H outside the wave-eliminating structure (5) respectively;

determining a direction of correlation of a risk-efficiency ratio f to a spacing c between adjacent foundations (3), wherein the risk-efficiency ratio f is: a ratio of a breeding risk R within the breeding area (61) to a breeding efficiency P within the breeding area (61).

31. A design method according to claim 30, wherein the permeability t is:

t＝k ₁ c/(d+c)

in the formula, k ₁ K is more than or equal to 0 and is the shielding coefficient of the space between the adjacent wave dissipation structures (5) ₁ Less than or equal to 1; d is the outer diameter of the cylinder (30) along the length direction of the wave dissipation structure (5); c is the width of the space between adjacent bases (3).

32. A design method according to claim 30, characterized in that the area S of the culture area (61) is passed through ₁ And the shape of the culture area (61) is used for determining the projection length a of the wave-breaking structure (5) along the direction of the ocean current, the projection length b of the wave-breaking structure (5) along the direction perpendicular to the direction of the ocean current and the perimeter L of the wave-breaking structure (5), and the perimeter L of the wave-breaking structure (5) is positively correlated with the total cost S of all the foundations (3) in the wave-breaking structure (5) in the same culture area (61).

33. A design method according to claim 32,

when the culture area (61) is a rectangular area,

L＝S ₁ /a+2a

in the formula, the perimeter L of the wave-dissipating structure (5) and S1 are the areas of the culture areas (61); a is the projection length of the wave-breaking structure (5) along the direction of the ocean current;

when the culture area (61) is an elliptical area,

L＝4S ₁ /a+2a-8S ₁ /(πa)

in the formula, the perimeter L of the wave-dissipating structure (5) and S1 are the areas of the culture areas (61); a is the projection length of the wave-breaking structure (5) along the direction of the ocean current.

34. A design method according to claim 30, wherein the direction of correlation of the risk-efficiency ratio f to the spacing c between adjacent foundations (3) is in particular:

or the like, or, alternatively,

in the formula, C ₃ Is a weight coefficient;

or the like, or, alternatively,

f＝MIN.{C4 ₄ R(h(c,H))-P(S(H),T(a/b,t(c),u))}

in the formula, C ₄ Are weight coefficients.