CN115110475A - Wave dissipation facility, wave dissipation dam and system and construction method thereof - Google Patents

Abstract

The invention relates to the technical field of wave dissipation engineering, in particular to a wave dissipation facility, a wave dissipation facility system, a wave dissipation dam and a wave dissipation dam system, wherein the wave dissipation facility comprises at least three first wave dissipation structures arranged at intervals, and at least two first wave dissipation structures form a multi-bend water flow channel. The utility model provides a unrestrained facility disappears, can change the route of advancing of wave, change the route of advancing of wave into many curved routes, the setting on many curved routes, turn into the vortex regular wave, reflection rivers and vortex, and then reach the purpose that reduces the wave height, and simultaneously, because the wave can be through many curved routes, reach the opposite side of unrestrained facility disappears, make the rate of penetration of a unrestrained facility both sides that disappears of this application can obtain guaranteeing effectively, and then reach the mesh that permeates water and do not pass through unrestrained, thereby reduce the influence to marine ecological environment greatly.

Description

A wave-absorbing facility, a wave-absorbing dam and its system and construction method

technical field

The invention relates to the technical field of wave elimination engineering, in particular to a wave elimination facility, a wave elimination dam, a system and a construction method thereof.

Background technique

At present, there are mainly two types of traditional wave breakwaters: riprap breakwaters and floating breakwaters. Among them, riprap breakwaters use bulk structural fillers and have a large footprint during construction and operation. Due to the large weight of the filler, it may lead to large settlement and additional underwater excavation and underwater soil improvement operations, which have problems such as long construction period and very large amount of filler. As the water depth increases to 20-30m and the elevation of the embankment top increases, the above problems become more and more obvious. At the same time, the low air permeability of the riprap breakwater can easily lead to changes in the local flow field or the overall flow field, which has a great impact on the marine ecological environment. Floating breakwaters have limited wave elimination effect, generally only 30-40% wave transmittance can be achieved.

SUMMARY OF THE INVENTION

The purpose of the present invention is: in view of the large amount of riprap breakwater fillers and low air permeability in the prior art, which easily lead to changes in the local flow field or the overall flow field, and have a large impact on the marine ecological environment, to provide a kind of elimination Wave facilities, wave elimination facility systems, wave elimination dams, wave elimination dyke systems and construction methods of wave elimination dams.

In order to achieve the above object, the technical scheme adopted in the present invention is:

A wave elimination facility includes at least three first wave elimination structures arranged at intervals, and at least two of the first wave elimination structures form multi-bend water flow channels.

Multi-bend channels to flow channels with at least 3 bends.

In the wave elimination facility described in the present application, when a wave passes through the wave elimination facility, it needs to pass through at least two multi-curved water flow channels formed by the first wave elimination structure, thereby changing the advancing path of the wave and increasing the water quality point of the wave. The length of the flow, and then play the role of quickly consuming the wave energy, changing the forward path of the wave to a multi-curved path. The setting of the multi-curved path converts the regular waves into eddy currents, reflected water currents and turbulent currents, thereby reducing the wave height. At the same time, since the waves can reach the other side of the wave elimination facility through the multi-bend path, the air permeability on both sides of the wave elimination facility described in this application can be effectively guaranteed, thereby achieving water penetration and no wave penetration. purpose, thereby greatly reducing the impact on the marine ecological environment.

Preferably, the first wave-dissipating structure includes a vertically arranged column structure.

Preferably, the cross section of the column structure is rectangular or trapezoidal or toothed or arcuate or triangular.

Preferably, the cross section of the column structure is rectangular, and the included angle between adjacent column structures is N, where 0°≥N≥30°.

Preferably, the lower part of the first wave elimination structure is further provided with a second wave elimination structure, at least one side of the second wave elimination structure is provided with an attachment, and the second wave elimination structure is connected to at least one of the attachments. Flexible connection.

Since the second wave elimination structure is located at the lower part of the first wave elimination structure, the second wave elimination structure is often below the water surface, and is flexibly connected to at least one side of the steel cylinder through the second wave elimination structure , so that when the low water surface surge hits the second wave suppression structure, the second surge suppression structure oscillates, thereby disturbing the low water surface surge, thereby achieving the purpose of reducing the intensity of the underwater surge.

Preferably, the second wave elimination structure is flexibly connected to the attachment member through a first flexible member, and the first flexible member is detachably connected to the corresponding attachment member.

Since the second wave elimination structure is located at the lower part of the first wave elimination structure, during construction, the second wave elimination structure is often below the water surface to reduce the strength of the surge under the water surface. The detachable connection method of a flexible piece and the corresponding attachment piece can greatly reduce the installation difficulty of the installer under water compared with conventional welding and other methods; It can achieve the effect of reducing the intensity of the swell under the water surface, and will not have a great impact on the water permeability.

Preferably, the first flexible member is hooked to the corresponding attachment member.

By connecting the first flexible piece with the corresponding attachment piece, the difficulty of installation under water for installers is more effectively reduced; at the same time, the swinging of the second wave-absorbing structure can also reduce the difficulty of underwater installation. The effect of the intensity of the swell, and will not have a major impact on the water permeability.

Preferably, the attachment member includes a hook, a hanging loop is connected to the first flexible member, and the hanging loop is hooked with the corresponding hook.

Preferably, the attachment member includes a hanging loop, a hook is connected to the first flexible member, and the hanging loop is hooked with the corresponding hook.

Preferably, the first flexible member is fastened to the corresponding attachment member.

Preferably, at least two first flexible members are connected to one side of the second wave elimination structure, wherein at least two first flexible members located on the same side of the second wave elimination structure are vertically spaced set up.

Preferably, the second wave elimination structure includes second wave elimination structure units arranged in sequence along the vertical direction, and the second wave elimination structure units are flexibly connected with at least one of the attachments.

Preferably, at least two adjacent second wave elimination structural units are connected.

Preferably, at least two adjacent second wave elimination structural units are flexibly connected through a second flexible member.

Preferably, the second wave elimination structural unit is a plate body, a sphere body or a cylinder body.

Preferably, the second wave-eliminating structural unit is a cylinder, and both ends of the cylinder are open.

Preferably, a water-accommodating cavity is provided in the second wave-eliminating structural unit, and a water-permeable hole is provided on the cavity wall of the water-accommodating cavity.

The second wave eliminating structural unit is provided with a water-accommodating cavity. When in use, water enters the water-accommodating cavity from the water permeable hole to increase the self-weight of the second wave-eliminating structural unit, so as to reduce the second wave-eliminating structural unit. The overall buoyancy makes the prefabrication of the second wave eliminating structural unit easier to process, effectively reducing the processing and transportation costs. At the same time, the reduction of the overall buoyancy of the second wave eliminating structural unit can also effectively reduce the second wave dissipation structure unit. The tensile force exerted by the wave structure unit on the first flexible member can well withstand the lateral impact brought by the underwater surf, so as to achieve a better wave elimination effect.

The present application also discloses a wave mitigation facility system, comprising the wave mitigation facility as described in the present application, wherein at least a part of the first wave mitigation structure is located above the water surface.

In the wave elimination facility system described in the present application, at least a part of the first wave elimination structure is located above the water surface, so when a wave passes through the wave elimination facility, it needs to pass through multiple waves formed by at least two first wave elimination structures. The curved water flow channel changes the forward path of the wave, and changes the forward path of the wave to a multi-curved path. The setting of the multi-curved path converts the regular waves into eddy currents, reflected water currents and turbulent currents, thereby reducing the wave height. At the same time, since the waves can reach the other side of the wave elimination facility through the multi-bend path, the air permeability on both sides of the wave elimination facility described in this application can be effectively guaranteed, thereby achieving a water-permeable impermeable wave. In order to greatly reduce the impact on the marine ecological environment.

The present application also discloses a wave mitigation facility system, including the wave mitigation facility described in the present application, wherein at least a part of the first wave mitigation structure is located above the water surface, and the second wave mitigation structure is located below the water surface.

The wave elimination facility system described in this application not only reduces the waves on the water surface through the first wave elimination structure, but also uses the second underwater wave elimination structure to reduce the intensity of the swell under the water surface, so that the application The wave elimination facility system can achieve better wave elimination effect.

The present application also discloses a wave mitigation dam, which includes at least two foundations arranged at intervals, and the wave mitigation facility described in the present application or the wave mitigation facility system described in the present application is provided between the adjacent foundations. The first wave reducing structure can reduce the net flow area of the water flow channel between the adjacent foundations, and the first wave reducing structure is connected with at least one adjacent foundation.

In the wave-absorbing dam described in the present application, the foundation of the wave-absorbing dam is formed by the foundations arranged at intervals, and then a first wave-absorbing structure is arranged between the adjacent foundations, and the phase is reduced by the first wave-absorbing structure. The net flow area of the channel adjacent to the foundation is formed, and a multi-bend channel is formed. The combination of the foundation and the first wave suppression structure is used to reduce the channel area of the wave, and at the same time, the advancing path of the wave is changed, thereby achieving the purpose of reducing the wave height. , because the first wave-absorbing structure only reduces the net flow area of the channel adjacent to the foundation, but does not completely isolate the channel between the adjacent foundations, so that the wave-absorbing dam described in the present application is The air permeability on both sides can be effectively guaranteed, so as to achieve the purpose of water permeation and impermeability of waves, thereby greatly reducing the impact on the marine ecological environment.

Preferably, the upper part of the foundation is provided with a boss extending toward the horizontal outer side.

The upper part of the foundation adopts a boss, which can reverse part of the waves and effectively reduce the total amount of waves crossing the wave-absorbing dam.

Preferably, the foundation comprises a cylinder, the cylinder is filled with filler, the cylinder comprises a concrete cylinder and a steel cylinder arranged in sequence along the length of the cylinder, and the concrete cylinder is located above the steel cylinder , the concrete cylinder and the steel cylinder are closed and arranged, and the first wave-absorbing structure is connected to the concrete cylinder.

The upper part of the cylinder is a concrete cylinder, and the lower part is a steel cylinder. When in use, all the steel cylinders are submerged under water. A part of the concrete cylinder is located above the water surface, and the other part is located below the water surface. The combined form formed by the steel cylinder and the concrete cylinder passes through the concrete cylinder. To solve the corrosion problem in the splash zone, and at the same time use the steel cylinder to adapt to more geological conditions.

At the same time, the combined cylinder combines the advantages of the large weight of the upper concrete cylinder (because the concrete strength-to-weight ratio is small, and the dry bulk density above part of the water surface) and the lower friction resistance of the lower steel cylinder in the underwater soil; the tensile performance of the lower steel cylinder It is better than the upper concrete cylinder. It matches the characteristics that the lateral pressure of the filler in the cylinder increases with the increase of depth, and the circumferential tension of the cylinder causes the increase of the tension of the cylinder wall, and the structural performance is better.

Preferably, when the wave elimination facility includes the second wave elimination structure, the attachment member is connected to the steel cylinder on the corresponding side, and the second wave elimination structure is connected to the steel cylinder on at least one side. There is a gap between them, so that the second wave elimination structure can also achieve the purpose of water permeation and impermeability of waves, thereby greatly reducing the impact on the marine ecological environment.

Preferably, the concrete cylinder and the first wave dampening structure are integrally prefabricated.

Specifically, the first wave-dissipating structure includes a vertically arranged column structure, so that the concrete cylinder and the first wave-dissipating structure are integrally prefabricated for better demoulding.

Preferably, the first wave-absorbing structures between adjacent foundations are alternately connected to the foundations on both sides.

The present application also discloses a wave-damping dam system, comprising the wave-damping dam described in the present application, a part of the concrete cylinder is located above the water surface, and the steel cylinder is all located below the water surface.

In the wave-damping dam system described in the present application, the upper part of the cylinder is a concrete cylinder, and the lower part is a steel cylinder. When in use, the steel cylinders are all submerged under water, a part of the concrete cylinder is located above the water surface, and the other part is located below the water surface. The combined form of the cylinder and the concrete cylinder can solve the corrosion problem of the splash zone through the concrete cylinder, and at the same time use the steel cylinder to adapt to more geological conditions.

At the same time, the combined cylinder combines the advantages of the large weight of the upper concrete cylinder (because the concrete strength-to-weight ratio is small, and the dry bulk density above part of the water surface) and the lower friction resistance of the lower steel cylinder in the underwater soil; the tensile performance of the lower steel cylinder It is better than the upper concrete cylinder. It matches the characteristics that the lateral pressure of the filler in the cylinder increases with the increase of depth, and the circumferential tension of the cylinder causes the increase of the tension of the cylinder wall, and the structural performance is better.

Preferably, at least a portion of the steel cylinder is inserted into the bottom surface of the water.

When a wave or sea wind is applied to the upper side of the cylinder with an _external load F, the soil at the lower part of the water bottom surface can exert a passive earth pressure F on _the cylinder opposite to the _external load F, so that the maximum load F described in this embodiment is achieved. The overall self-weight of the diameter combined cylinder can meet the requirements if it can provide most of the resistance _outside the external load F, and it is not necessary to provide all the resistance _outside the external load F. Therefore, under the relative force requirements, the resistance of the large diameter combined cylinder requirements can be effectively reduced.

The bottom surface refers to the riverbed surface or the seabed surface.

The application also discloses a construction method for the wave-absorbing dam described in the application, comprising the following steps:

S1. The concrete cylinder and the steel cylinder are separately prefabricated and transported to the vicinity of the installation position, wherein the first wave-absorbing structure is connected to the concrete cylinder, and the attachment member is connected to the steel cylinder;

S2. Connect the concrete cylinder to the top of the steel cylinder to form a cylinder;

S3. Lift the cylinder as a whole to the installation position;

S4. Lower the cylinder, so that the cylinder sinks to the design elevation by its own weight, wherein a part of the concrete cylinder is submerged into the water surface, all the steel cylinders are submerged into the water surface, and the bottom of the steel cylinder sinks into the water bottom surface;

S5. Fill the cylinder with filler, and submerge the second wave elimination structure, which is flexibly connected to the corresponding attachment.

A construction method for the wave-absorbing dam of the present application is to prefabricate the concrete cylinder and the steel cylinder separately. Compared with the existing overall prefabricated concrete cylinder or steel cylinder, the single-piece prefabrication specification is greatly reduced, and the difficulty of prefabrication is greatly reduced. Compared with the overall prefabricated reinforced concrete cylinder, the requirements for conveying tools are greatly reduced. At the same time, during the sinking process, the combined cylinder combined with the upper concrete cylinder has a large weight (because the concrete strength-to-weight ratio is small, and it is above the water surface. The part is dry bulk density), the lower steel cylinder has the advantage of small sinking friction resistance in underwater soil, and it can sink to the design elevation by its own weight, and the installation is in place. Compared with the overall prefabricated steel cylinder, special vibration equipment is required for vibration. Shen said, greatly reducing the construction cost and construction difficulty. At the same time, before sinking, the first wave-absorbing structure is connected to the concrete cylinder, which effectively reduces the difficulty of on-site construction, and the attachment is first connected to the steel cylinder, and then the first wave-absorbing structure is connected to the concrete cylinder. The second wave-dissipating structure is submerged underwater, and the second wave-dissipating structure is flexibly connected with the corresponding attachments underwater. Compared with on-site underwater welding operations, the difficulty of on-site underwater construction is greatly reduced. At the same time, This form also effectively avoids the large deformation of the steel cylinder caused by the large-area welding between the second wave-absorbing structure and the steel cylinder, and provides a guarantee for the connection accuracy between the concrete cylinder and the steel cylinder in step S2.

Preferably, in step S1, the first wave-absorbing structure and the concrete cylinder are integrally prefabricated.

Preferably, a high-pressure water facility and an air curtain are provided at the lower part of the cylinder. In step S4, during the sinking of the cylinder, the high-pressure water facility and the air curtain are opened, and the high-pressure water facility is used for The end resistance of the underwater soil to the cylinder is reduced, and the air curtain is used to reduce the lateral resistance of the underwater soil to the cylinder.

Preferably, a GPS and/or an inclinometer is provided on the upper part of the cylinder, and in step S4, the inclination of the cylinder is adjusted by using the GPS and/or the inclinometer, a high-pressure water facility and an air curtain.

To sum up, due to the adoption of the above-mentioned technical solutions, the beneficial effects of the present invention are:

1. In the wave elimination facility described in this application, when a wave passes through the wave elimination facility, it needs to pass through at least two multi-curved water flow channels formed by the first wave elimination structure, thereby changing the advancing path of the wave and increasing the wave The flow length of the water quality point, and then plays the role of quickly consuming the wave energy, changing the forward path of the wave to a multi-curved path, and the setting of the multi-curved path converts the regular waves into eddy currents, reflected water currents and turbulent currents, thereby reducing waves. At the same time, since the waves can reach the other side of the wave elimination facility through the multi-bend path, the air permeability on both sides of the wave elimination facility described in the present application can be effectively guaranteed, thereby achieving water permeability. The purpose of penetrating the waves, thereby greatly reducing the impact on the marine ecological environment.

2. In the wave elimination facility system described in this application, at least a part of the first wave elimination structure is located above the water surface, so when a wave passes through the wave elimination facility, it needs to pass through at least two of the first wave elimination structures. The multi-bend water flow channel, thus changing the advancing path of the wave, changing the advancing path of the wave to a multi-bending path, and the setting of the multi-bending path converts the regular waves into eddy currents, reflected water currents and turbulent currents, thereby reducing the wave height. At the same time, since the waves can reach the other side of the wave elimination facility through the multi-bend path, the air permeability on both sides of the wave elimination facility described in this application can be effectively guaranteed, thereby achieving water permeability and impermeability. The purpose of the wave, thereby greatly reducing the impact on the marine ecological environment.

3. The wave suppression facility system described in this application not only reduces the waves on the water surface through the first wave suppression structure, but also uses the second underwater wave suppression structure to reduce the intensity of the swell under the water surface, so that the The wave elimination facility system described in this application can achieve better wave elimination effect.

4. In the wave-absorbing dam described in this application, the foundation of the wave-absorbing dam is formed by the foundations arranged at intervals, and then a first wave-absorbing structure is arranged between the adjacent foundations. The net flow area of the channel adjacent to the foundation is reduced, and a multi-bend channel is formed. The combination of the foundation and the first wave suppression structure is used to reduce the channel area of the wave, and at the same time, the advancing path of the wave is changed, thereby achieving the purpose of reducing the wave height. , at the same time, because the first wave elimination structure only reduces the net flow area of the channels adjacent to the foundations, but does not completely isolate the channels between the adjacent foundations, so that the The air permeability on both sides of the wave dam can be effectively guaranteed, so as to achieve the purpose of water permeation and impermeability of waves, thereby greatly reducing the impact on the marine ecological environment.

5. In the wave-damping dam system described in this application, the upper part of the cylinder is a concrete cylinder, and the lower part is a steel cylinder. When in use, all the steel cylinders are submerged under water, and a part of the concrete cylinder is located above the water surface, and the other part is located below the water surface. , The combined form formed by the steel cylinder and the concrete cylinder can solve the corrosion problem of the splash zone through the concrete cylinder, and at the same time, the steel cylinder can be used to adapt to more geological conditions. At the same time, the combined cylinder combines the advantages of the large weight of the upper concrete cylinder (because the concrete strength-to-weight ratio is small, and the dry bulk density above part of the water surface) and the lower friction resistance of the lower steel cylinder in the underwater soil; the tensile performance of the lower steel cylinder It is better than the upper concrete cylinder. It matches the characteristics that the lateral pressure of the filler in the cylinder increases with the increase of depth, and the circumferential tension of the cylinder causes the increase of the tension of the cylinder wall, and the structural performance is better.

Description of drawings

FIG. 1 is a schematic top view of the cooperation between the foundation of the present invention and the first wave elimination structure (cylinder, 3 strips).

FIG. 2 is a schematic plan view of the cooperation between the foundation of the present invention and the first wave-dissipating structure (cylinder, 4 strips).

Fig. 3 is a schematic top view of the cooperation between the foundation of the present invention and the first wave elimination structure (cylinder, 5 strips).

FIG. 4 is a schematic plan view (rectangular shape, 3 strips) of the cooperation between the foundation of the present invention and the first wave elimination structure.

FIG. 5 is a schematic top view (rectangular shape, 4 strips) of the cooperation between the foundation of the present invention and the first wave elimination structure.

FIG. 6 is a schematic top view (rectangular shape, 3 arc shapes) of the cooperation between the foundation of the present invention and the first wave elimination structure.

FIG. 7 is a schematic top view (rectangular shape, three triangular shapes) of the cooperation between the foundation of the present invention and the first wave elimination structure.

FIG. 8 is a schematic top view (rectangular shape, three trapezoidal shapes) of the cooperation between the foundation of the present invention and the first wave elimination structure.

FIG. 9 is a schematic front view of the structure of a wave-absorbing dam system according to the present invention (without the second wave-absorbing structure).

FIG. 10 is a schematic front view of the structure of a wave-absorbing dam system according to the present invention (with a second wave-absorbing structure).

Fig. 11 is an enlarged schematic view of part A in Fig. 11 of the present invention.

Fig. 12 is a schematic sectional view of B-B in Fig. 10 of the present invention.

FIG. 13 is a schematic diagram of the cooperation between the second wave eliminating structure of the present invention and the first flexible member (the whole of the cylinder).

Fig. 14 is a schematic diagram (cylinder) of the cooperation between a plurality of second wave eliminating structural units of the present invention and the first flexible member.

Fig. 15 is a schematic diagram (plate body) of the cooperation between a plurality of second wave eliminating structural units of the present invention and the first flexible member.

Fig. 16 is a schematic diagram (sphere) of the cooperation between a plurality of second wave eliminating structural units of the present invention and the first flexible member.

Fig. 17 is a schematic perspective view of the cylindrical body of the present invention.

FIG. 18 is a schematic diagram of the use force of the cylinder of the present invention.

Figure 19 is a schematic diagram of the normal earth pressure generated by the filler of the present invention on the wall of the steel cylinder.

Figure 20 is a schematic diagram of the micro-segment study on the steel cylinder wall of the present invention.

Figure 21 is a schematic vertical cross-sectional view of the structure of a cylinder of the present invention.

FIG. 22 is a schematic cross-sectional view A-A in FIG. 21 of the present invention.

FIG. 23 is a schematic cross-sectional view of the present invention, C-C in FIG. 22 .

Fig. 24 is a schematic cross-sectional view of D-D in Fig. 22 of the present invention.

Fig. 25 is an enlarged schematic view of part B in Fig. 21 of the present invention.

Figure 26 is a schematic diagram of the air curtain and the high-pressure water facility adjusting cylinder posture of the present invention.

Fig. 27 is a schematic diagram of conveying a reinforced concrete cylinder in a construction method of a wave-absorbing dam according to the present invention.

FIG. 28 is a schematic diagram of the conveying of steel cylinders in a construction method of a wave-absorbing dam according to the present invention.

Figure 29 is a schematic diagram of the overall hoisting of the reinforced concrete cylinder and the steel cylinder in a construction method of a wave-absorbing dam of the present invention.

30 is a schematic diagram of the overall sinking of the reinforced concrete cylinder and the steel cylinder in a construction method of a wave-absorbing dam of the present invention.

Fig. 31 is a schematic diagram showing the overall sinking of the reinforced concrete cylinder and the steel cylinder to the design elevation position in a construction method of a wave-absorbing dam according to the present invention.

Fig. 32 is a schematic view of the construction of the filler in a construction method of a wave-absorbing dam according to the present invention.

Fig. 33 is a construction schematic diagram of pouring a compensating concrete cushion in a construction method of a wave-absorbing dam according to the present invention.

Fig. 34 is a schematic diagram of the included angle N between the two first wave elimination structures (41) of the present invention.

Detailed ways

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

In order to make the objectives, technical solutions and advantages of the present invention clearer, the present invention will be further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are only used to explain the present invention, but not to limit the present invention.

Example 1

As shown in Figures 1-8, the wave elimination facility described in this embodiment includes at least three first wave elimination structures 41 arranged at intervals, and at least two of the first wave elimination structures 41 form multi-curved water flow channels . Multi-bend channels to flow channels with at least 3 bends.

As shown in FIG. 34 , the first wave-dissipating structure 41 includes a vertically arranged column structure. The cross section of the column structure is rectangular or trapezoidal or toothed or arcuate or triangular. The cross section of the column structure is rectangular, the angle between adjacent column structures is N, and 0°≥N≥30°

As shown in FIGS. 10-12 , the lower part of the first wave elimination structure 41 is further provided with a second wave elimination structure 42 , at least one side of the second wave elimination structure 42 is provided with an attachment 43 , the second wave elimination structure 42 is provided with an attachment 43 . The wave structure 42 is flexibly connected to at least one of said attachments 43 . The second wave elimination structure 42 and the attachment member 43 are flexibly connected through the first flexible member 44 , and the first flexible member 44 is detachably connected with the corresponding attachment member 43 , because the second wave elimination structure 42 Located at the lower part of the first wave elimination structure 41, the second wave elimination structure 42 is often below the water surface 37 during construction to reduce the strength of the surge under the water surface 37. At this time, through the first flexible member 44 With the detachable connection method corresponding to the attachment 43 , compared with conventional welding and other methods, it can greatly reduce the installation difficulty of the installer under water; To achieve the effect of reducing the intensity of swells under the water surface, and will not have a large impact on the water permeability.

In the above solution, there are preferably two ways for the first flexible member 44 to be detachably connected to the corresponding attachment member 43:

Mode 1: The first flexible member 44 is connected to the corresponding attachment member 43 . By connecting the first flexible member 44 with the corresponding attachment member 43 , the difficulty of installation under water by the installer is more effectively reduced; at the same time, the swing of the second wave eliminating structure 42 can also achieve The effect of reducing the intensity of subsurface swells without having a major impact on water permeability.

Specifically, the attachment member 43 includes a hook, the first flexible member 44 is connected with a hanging loop, and the hanging loop is hooked with the corresponding hook; or the attachment member 43 includes a hanging loop, the The first flexible member 44 is connected with a hook, and the hanging ring is hooked with the corresponding hook.

In the above solution, the hook is a closed hook, similar to a key chain, which can be easily hooked up, but is not easily unhooked by itself.

Mode 2: The first flexible member 44 is fastened to the corresponding attachment member 43 .

The above two methods can make it easier for the installer to connect the first flexible member 44 with the corresponding attachment member 43, and the purpose of arranging the first flexible member 44 is also to facilitate the installation by the operator. For the second wave breaking structure 42, the first flexible member 44 is much lighter, and it is easier to perform local fine operations.

One side of the second wave eliminating structure 42 is connected with at least two first flexible members 44 , wherein at least two first flexible members 44 located on the same side of the second wave eliminating structure 42 are vertically interval setting.

Specifically, the first flexible member 44 is a flexible rope or a spring rope, and the outer side of the flexible rope or the spring rope can be covered with anti-corrosion plastic to increase the anti-corrosion probability of the flexible rope or the spring rope.

The second wave elimination structure 42 includes second wave elimination structure units 45 arranged in sequence along the vertical direction, and the second wave elimination structure unit 45 is flexibly connected with at least one of the attachment members 43 .

At least two adjacent second wave elimination structural units 45 are connected.

At least two adjacent second wave elimination structural 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 outside of the flexible rope or the spring rope can be covered with anti-corrosion plastic to increase the anti-corrosion probability of the flexible rope or the spring rope. The second wave eliminating structural unit 45 is a plate, a sphere or a cylinder. The second wave-eliminating structural unit 45 is a cylinder, and both ends of the cylinder are open. The water bottom surface 39 refers to the riverbed surface or the seabed surface.

A third flexible member 453 is vertically connected to the upper portion of the second wave eliminating structure 42 for vertically fixing the second wave eliminating structure 42 . The upper portion of the third flexible member 453 is connected to the upper portion of the reinforced concrete cylinder 32 located above the water surface 37 .

In the wave elimination facility described in this embodiment, when a wave passes through the wave elimination facility, it needs to pass through at least two multi-curved water flow channels formed by the first wave elimination structure 41 , thereby changing the advancing path of the wave and removing the waves from the wave. The forward path is changed to a multi-curved path, and the setting of the multi-curved path converts the regular waves into eddy currents, reflected water currents and turbulent currents, thereby achieving the purpose of reducing the wave height. On the other side of the facility, the air permeability on both sides of the wave elimination facility described in this application can be effectively guaranteed, thereby achieving the purpose of water permeation and no wave penetration, thereby greatly reducing the impact on the marine ecological environment.

Example 2

As shown in FIGS. 1-6 , the wave eliminating facility described in this embodiment is different from Embodiment 1 in that: the second wave eliminating structural unit 45 is provided with a water-accommodating cavity 451 . A water permeable hole 452 is provided on the cavity wall of the water cavity 451 .

The second wave eliminating structural unit 45 is provided with a water-accommodating cavity 451. When in use, water enters the water-accommodating cavity 451 from the water permeable hole 452 to increase the self-weight of the second wave-eliminating structural unit 45, so as to reduce the second wave-absorbing structural unit 45. The overall buoyancy of the wave eliminating structural unit 45 makes the second wave eliminating structural unit 45 easier to process during prefabrication, effectively reducing the processing and transportation costs. The pulling force exerted by the second wave eliminating structural unit 45 on the first flexible member 44 can be effectively reduced, and the lateral impact caused by the underwater surge can be well tolerated, so as to achieve a better wave eliminating effect.

Example 3

This embodiment discloses a wave elimination facility system, including the wave elimination facility described in Embodiment 1 or 2, and at least a part of the first wave elimination structure 41 is located above the water surface 37 .

In the wave elimination facility system described in the present application, at least a part of the first wave elimination structure 41 is located above the water surface 37, so when a wave passes through the wave elimination facility, it needs to pass through at least two of the first wave elimination structures 41 The formed multi-bend water flow channel changes the advancing path of the wave, changing the advancing path of the wave to a multi-bending path, and the setting of the multi-bending path converts the regular waves into eddy currents, reflected water currents and turbulent currents, thereby reducing waves. At the same time, since the waves can reach the other side of the wave elimination facility through the multi-bend path, the air permeability on both sides of the wave elimination facility described in the present application can be effectively guaranteed, thereby achieving water permeability. The purpose of penetrating the waves, thereby greatly reducing the impact on the marine ecological environment.

Example 4

This embodiment discloses a wave elimination facility system, including the wave elimination facility described in Embodiment 1 or 2, at least a part of the first wave elimination structure 41 is located above the water surface 37 , and the second wave elimination structure 42 is located below the water surface 37 .

The wave elimination facility system described in this application not only uses the first wave elimination structure 41 to reduce the waves on the water surface, but also uses the underwater second wave elimination structure 42 to reduce the intensity of the surge under the water surface 37, thereby The wave elimination facility system described in this application can achieve a better wave elimination effect.

Example 5

As shown in FIGS. 1-8 , the present embodiment discloses a wave mitigation dam, which includes at least two foundations 3 arranged at intervals, and the wave mitigation facilities described in Embodiment 1 or 2 are arranged between adjacent foundations 3 , or the wave elimination facility system described in Embodiment 3 or 4, the first wave elimination structure 41 can reduce the net flow area of the water flow channel between the adjacent foundations 3 , and the first wave elimination structure 41 and At least one adjacent base 3 is connected.

On the basis of the above, in a further preferred manner, the upper part of the base 3 is provided with a boss 301 extending toward the horizontal outer side. A boss 301 is used on the upper part of the foundation 3, which can reverse part of the waves and effectively reduce the total amount of waves crossing the wave-absorbing dam.

On the basis of the above, in a further preferred manner, the foundation 3 includes a cylinder 30 filled with fillers 31 , and the cylinder 30 includes concrete cylinders 32 arranged in sequence along the length of the cylinder 30 . and the steel cylinder 33 , the concrete cylinder 32 is located above the steel cylinder 33 , the concrete cylinder 32 and the steel cylinder 33 are closed and arranged, and the first wave-absorbing structure 41 is connected to the concrete cylinder 32 superior.

The upper part of the cylinder body 30 is a concrete cylinder 32, and the lower part is a steel cylinder 33. When in use, the steel cylinders 33 are all submerged underwater. A part of the concrete cylinder 32 is located above the water surface 37, and the other part is located below the water surface 37. The steel cylinder 33 and the concrete cylinder The combined form formed by 32 can solve the corrosion problem in the splash zone through the concrete cylinder 32, and at the same time, the steel cylinder 33 can be used to adapt to more geological conditions.

At the same time, the combined cylinder combines the advantages of the upper concrete cylinder 32 having a large weight because the concrete strength-to-weight ratio is small, and part of the water surface 37 is above the dry bulk density, and the lower steel cylinder 33 has a small sinking frictional resistance in the underwater soil; the lower steel cylinder 33 is affected by The tensile performance is better than that of the upper concrete cylinder 32, matching the characteristics that the lateral pressure of the filler 31 in the cylinder increases with the depth, and the circumferential tension of the cylinder 30 causes the cylinder wall tension to increase, and the structural performance is better.

On the basis of the above, in a further preferred manner, when the wave elimination facility includes the second wave elimination structure 42, the attachment member 43 is connected to the steel cylinder 33 on the corresponding side, and the second wave elimination structure 42 There is a gap between the structure 42 and the steel cylinder 33 on at least one side, so that the second wave elimination structure 42 can also achieve the purpose of water permeation and impermeability to waves, thereby greatly reducing the impact on the marine ecological environment.

On the basis of the above, in a further preferred manner, the concrete cylinder 32 and the first wave elimination structure 41 are integrally prefabricated. The first wave breaking structure 41 can increase the radial stiffness of the concrete drum 32 .

Specifically, the first wave elimination structure 41 includes a vertically arranged column structure, so that the concrete cylinder 32 and the first wave elimination structure 41 can be prefabricated in one piece for better demoulding.

On the basis of the above, in a further preferred manner, the first wave elimination structures 41 between the adjacent foundations 3 are alternately connected to the foundations 3 on both sides.

Both ends of the concrete cylinder 32 are open, and both ends of the steel cylinder 33 are also open. The concrete cylinder 32 is preferably a reinforced concrete cylinder. According to the different wave heights of the water surface 37, the length of the concrete cylinder 32 along its length direction is A, 7m≤A≤30m, so that the height direction is from +2 to +12m above the water surface 37 to -15 to -5m below the water surface 37 , in order to meet the general use of a large-diameter combined cylinder of the present application on the ocean.

On the basis of the above, in a further preferred embodiment, the maximum outer diameter of the steel cylinder 33 is 20.5m≤R1≤40m. The wall thickness of the steel cylinder 33 is T1, 0.01m≤T1≤0.05m.

After repeated experiments, it is found that the maximum outer diameter R1 of the steel cylinder 33 of the present application is greater than or equal to 20.5m, while the wall thickness T1 is only 0.01m≤T1≤0.05m, so that the steel cylinder 33 can produce a "bag" effect, which combines the large single pile ( Advantages of monopile and traditional gravity breakwaters (revetment):

Since the material used in the large-scale monopile is artificial materials such as concrete or steel, and the large-diameter composite cylinder of the present application, the steel cylinder 33 is filled with more fillers 31, such as silt, medium-coarse sand, etc., which is more green and environmentally friendly. thereby saving costs;

Since the filler of the traditional gravity breakwater (revetment) is formed by free slump, the large-diameter composite cylinder of the present application can save more than two-thirds of the internal filler.

At the same time, as shown in FIG. 19 , the filler 31 will generate normal earth pressure on the wall of the steel cylinder 33 .

As shown in Figure 20, it can be seen from the study of a micro-segment on the wall of the steel cylinder 33 that, due to the "bag" effect produced by the steel cylinder 33, the normal earth pressure brings the tensile force on the wall of the steel cylinder 33 along the circumferential direction. , so that the internal filler and the cylinder form an integral effect, and the tensile force brings additional rigidity to the cylinder like a sand bag, which strengthens the structural rigidity and overall stability of the steel cylinder 33 .

The concrete cylinder 32 is preferably a cylinder made of reinforced concrete, and its cross-section can be circular, oval, square or polygonal, and in its length direction, it can also be equal or variable.

The cross-section of the steel cylinder 33 is preferably a circle, an ellipse, a square or a polygon, etc. In the longitudinal direction thereof, the cross-section may be equal or variable. The steel cylinder 33 is arranged coaxially with the concrete cylinder 32 .

On the basis of the above, in a further preferred way, the wall thickness of the concrete cylinder 32 is T2, 10≤T2/T1≤200. Under the same outer diameter specification, the required wall thickness of the steel cylinder 33 is much smaller than that of the concrete cylinder 32. Therefore, the overall weight of the large-diameter composite cylinder of the present application is much lighter than that of the reinforced concrete cylinder with the same outer diameter specification, so that more existing prefabricated construction techniques and equipment can meet its transportation and sinking construction.

As shown in FIGS. 21-24 , a lateral limiting device is provided between the concrete cylinder 32 and the steel cylinder 33 , and the lateral limiting device is used to limit the horizontal lateral movement of the concrete cylinder 32 relative to the steel cylinder 33 .

Specifically, the lateral limiting device includes a groove 322 and a protrusion 332 matched with the groove 322 , the groove 322 is provided on one of the concrete cylinder 32 and the steel cylinder 33 , and the protrusion 332 is provided on the concrete cylinder 32 and the other one of the steel drums 33 to control the lateral movement of the concrete drum 32 relative to the steel drum 33 .

Specifically, the groove 322 is provided at the bottom of the concrete cylinder 32 , and the protruding portion 332 is provided at the top of the steel cylinder 33 . The grooves 322 are arranged in a circle along the circumference of the cylinder wall of the concrete cylinder 32, and the protrusions 332 are arranged in a circle along the circumference of the cylinder wall of the steel cylinder 33, so that the cooperation between the grooves 322 and the protrusions 332 can realize the connection between the concrete cylinder 32 and the cylinder wall. The steel cylinders 33 are closed and arranged.

On the basis of the above, in a further preferred manner, the groove 322 is filled with a flexible filling layer 323 , and the flexible filling layer 323 is filled on both sides of the protruding portion 332 .

During construction, due to construction errors, the protruding portion 332 of the top of the steel cylinder 33 inserted into the groove 322 cannot be completely and accurately matched with the groove 322. At this time, the groove 322 is filled with a flexible filling layer 323, which can make the concrete A better sealing effect is achieved between the cylinder 32 and the steel cylinder 33. At the same time, because the concrete cylinder 32 and the steel cylinder 33 are generally larger in size, during the installation of the concrete cylinder 32 and the steel cylinder 33, when the groove 322 and the protrusion are When the 332 is installed together, it can act as a shock absorber to reduce the impact and vibration between the concrete cylinder 32 and the steel cylinder 33 . Specifically, the flexible filling layer 323 includes materials such as asphalt and rubber.

On the basis of the above, in a further preferred manner, the bottom of the concrete cylinder 32 is connected to the steel cylinder 33 . It mainly plays two roles. First, the concrete cylinder 32 is connected with the steel cylinder 33, which facilitates the lifting of the concrete cylinder 32 and the steel cylinder 33 as a whole; .

Specifically, an embedded part 324 is provided at the bottom of the concrete cylinder 32 , a connecting part 333 is connected to the steel cylinder 33 , and the embedded part 324 and the connecting part 333 are detachably connected and/or welded.

Specifically, the embedded part 324 and the connecting part 333 are connected by bolts, and the outer part of the embedded part 324 is welded to each other. A reinforcing rib 334 is connected between the connecting piece 333 and the steel cylinder 33 . The embedded parts 324 are arranged in a circle along the circumference of the cylinder wall of the concrete cylinder 32, and the connecting parts 333 are arranged in a circle along the circumference of the cylinder wall of the steel cylinder 33, so that the connection between the embedded parts 324 and the connection parts 333 can realize the connection between the concrete cylinder 32 and the steel cylinder 33. The steel cylinders 33 are closed and arranged.

As shown in FIG. 25 , on the basis of the above, in a further preferred manner, the lower part of the cylinder body 30 is provided with a drag reduction facility, the drag reduction facility is used to reduce the resistance during the sinking process of the cylinder body 30 , and the drag reduction facility includes a high-pressure water facility 34, the high-pressure water facility 34 is arranged at the lower part of the steel cylinder 33, and the high-pressure water facility 34 is used to reduce the sinking end resistance of the steel cylinder 33, wherein, the high-pressure water facility 34 is preferably a high-pressure water gun; the lower part of the steel cylinder 33 is provided with an air curtain 35. The air curtain 35 is used to reduce the sinking side resistance of the steel cylinder 33.

During the sinking process of the cylinder 30, the high-pressure water facility 34 and the air curtain 35 are opened. The high-pressure water facility 34 is used to reduce the end resistance of the underwater soil to the cylinder 30, and the air curtain 35 is used to reduce the underwater soil to the cylinder. 30 side resistance.

Further, a GPS and/or an inclinometer is installed on the upper part of the cylinder body 30, and the inclination of the cylinder body 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. 26, when the cylinder body 30 When the sinking process is inclined to the right, increase the pressure of the left high-pressure water facility 34 and the air curtain 35, or reduce the pressure of the right high-pressure water facility 34 and the air curtain 35, by adjusting the drag reduction at different parts of the bottom of the barrel The pressure released by the facility, combined with monitoring data feedback such as the inclinometer of the cylinder 30 or GPS, can dynamically adjust the sinking attitude of the cylinder 30 .

On the basis of the above, in a further preferred manner, the concrete cylinder 32 includes at least two reinforced concrete cylinder units 321 vertically supported in sequence, and the adjacent reinforced concrete cylinder units 321 are closed and arranged.

On the basis of the above, in a further preferred manner, the maximum outer diameter of the upper part of the concrete cylinder 32 is smaller than the maximum outer diameter of the lower part.

The top of the cylinder body 30 is provided with a concrete cushion 38 for making up the settlement height of the cylinder body 30 .

In the wave-absorbing dam described in this embodiment, the foundations of the wave-absorbing dam are formed by the foundations 3 arranged at intervals, and a first wave-absorbing structure 41 is arranged between the adjacent foundations 3. The structure 41 reduces the net flow area of the channel adjacent to the foundation 3, and forms a multi-bend channel. The combination of the foundation 3 and the first wave elimination structure 41 is used to reduce the channel area of the wave, and at the same time, the advancing path of the wave is changed. The purpose of reducing the wave height is achieved, and at the same time, because the first wave eliminating structure 41 only reduces the net flow area of the passages adjacent to the foundations 3, but does not completely isolate the passages between the adjacent foundations 3 , so that the air permeability on both sides of the wave-absorbing dam described in the present application can be effectively guaranteed, thereby achieving the purpose of water permeation and impermeability of waves, thereby greatly reducing the impact on the marine ecological environment.

Example 6

As shown in FIGS. 9-26 , this embodiment discloses a wave-damping dam system, including the wave-damping dam described in Embodiment 5, a part of the concrete cylinder 32 is located above the water surface 37 , and the steel cylinder 33 is all located at Below the water surface 37.

In the wave-damping dam system described in this application, the upper part of the cylinder body 30 is a concrete cylinder 32, and the lower part is a steel cylinder 33. When in use, the steel cylinders 33 are all submerged underwater, and a part of the concrete cylinder 32 is located above the water surface 37, and the other part is located above the water surface 37. Part of it is below the water surface 37. The steel cylinder 33 and the concrete cylinder 32 form a combined form. The concrete cylinder 32 can solve the problem of corrosion in the splash zone, and at the same time, the steel cylinder 33 can be used to adapt to more geological conditions.

At the same time, because the concrete strength-to-weight ratio is small, and the part above the water surface 37 is dry bulk density, the combined cylinder combines the advantages of the upper concrete cylinder 32 with a large weight and the lower steel cylinder 33 having a small sinking frictional resistance in the underwater soil; the lower steel cylinder 33 The tensile performance is better than that of the upper concrete cylinder 32, matching the characteristics that the lateral pressure of the filler 31 in the cylinder increases with the depth, and the circumferential tension of the cylinder 30 causes the cylinder wall tension to increase, and the structural performance is better.

At least a part of the steel cylinder 33 is inserted into the water bottom surface 39, and the water bottom surface 39 refers to the riverbed surface or the seabed surface.

As shown in FIG. 18 , when a wave or sea wind is applied to the upper lateral external load F _of the cylinder 30, the soil at the lower part of the water bottom surface 39 can exert a passive earth pressure F on _the cylinder 30 opposite to the _external load F, so that The overall self-weight of the large-diameter combined cylinder described in this embodiment can meet the requirements by providing most of the resistance capacity other than the _external load F, and it is not necessary to provide all the resistance capacity other than the _external load F. If required, the resistance requirements of large-diameter combined cylinders can be effectively reduced.

Example 7

As shown in Figures 27-33, this embodiment discloses a construction method for the wave-absorbing dam described in Embodiment 5, which includes the following steps:

S1. The concrete cylinder 32 and the steel cylinder 33 are separately prefabricated and transported to the vicinity of the installation location respectively, wherein the first wave elimination structure 41 is connected with the concrete cylinder 32, and the attachment 43 is connected with the steel cylinder 33 connected;

S2. Connect the concrete cylinder 32 to the top of the steel cylinder 33 to form the cylinder body 30;

S3. Lift the cylinder body 30 to the installation position as a whole;

S4. Lower the cylinder 30, so that the cylinder 30 sinks to the design elevation by its own weight, wherein a part of the concrete cylinder 32 is submerged into the water surface 37, the steel cylinder 33 is completely submerged into the water surface 37, and the bottom of the steel cylinder 33 is submerged in the water bottom surface 39;

S5. Filling the filler 31 in the cylinder body 30 , and submerging the second wave eliminating structure 42 , and the second wave eliminating structure 42 is flexibly connected to the corresponding attachment 43 .

In a construction method for the wave-absorbing dam of the present application, the concrete cylinder 32 and the steel cylinder 33 are separately prefabricated. Compared with the existing integrally prefabricated concrete cylinder 32 or steel cylinder 33, the single-piece prefabrication specifications are greatly reduced. Small, the difficulty of prefabrication is greatly reduced, and compared with the overall prefabricated reinforced concrete cylinder, the requirements for conveying tools are greatly reduced. At the same time, during the sinking process, the combined cylinder combined with the upper concrete cylinder 32 has a large weight because the concrete strength-to-weight ratio is small. , and the part above the water surface 37 is the dry bulk density. The lower steel cylinder 33 has the advantage of small sinking friction resistance in the underwater soil. It can sink to the design elevation by its own weight and be installed in place. Compared with the overall prefabricated steel cylinder, special In terms of vibration and sinking of the vibration equipment, the construction cost and construction difficulty are greatly reduced. At the same time, before sinking, the first wave-absorbing structure 41 is connected with the concrete cylinder 32, which effectively reduces the difficulty of on-site construction. The second wave elimination structure 42 is submerged underwater, and the second wave elimination structure 42 is flexibly connected with the corresponding attachment 43 underwater. Compared with the on-site underwater welding operation, the on-site water is greatly reduced. At the same time, this form also effectively avoids the problem of large deformation of the steel cylinder 33 caused by the large-area welding between the second wave-absorbing structure 42 and the steel cylinder 33, which is the concrete cylinder 32 and the steel cylinder in step S2. The connection accuracy between 33 provides a guarantee.

In step S1, the first wave-absorbing structure 41 and the concrete cylinder 32 are integrally prefabricated.

The lower part of the cylinder body 30 is provided with a high-pressure water facility 34 and an air curtain 35. In step S4, during the sinking process of the cylinder body 30, the high-pressure water facility 34 and the air curtain 35 are opened, and the high-pressure water facility 34 and the air curtain 35 are opened. The facility 34 is used to reduce the end resistance of the underwater soil to the cylinder 30 , and the air curtain 35 is used to reduce the lateral resistance of the underwater soil to the cylinder 30 . A GPS and/or an inclinometer is provided on the upper part of the cylinder 30 . In step S4 , 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 .

A preferred construction method for the wave-absorbing dam in the construction method of the wave-absorbing dam of the present embodiment is shown below:

The concrete cylinder 32 is prefabricated on land or on a prefabricated factory assembly line, the first wave-absorbing structure 41 and the concrete cylinder 32 are integrally prefabricated; the attachment member 43 is welded or screwed to the steel cylinder 33;

After the concrete cylinder 32 is prefabricated on land or on the assembly line of a prefabricated factory, it is transported to the site by a semi-submersible barge to be spliced with the steel cylinder 33 on site, and then hoisted and sunk as a whole;

When sinking, part of the gravity of the cylinder body 30 is used to balance with the hoisting force, and has the effect of passively controlling the inclination of the cylinder body 30 . Afterwards, the end resistance and side resistance of the soil during the sinking construction of the cylinder body 30 are reduced through the high-pressure water facility 34 and the air curtain 35 arranged at intervals at the bottom of the cylinder. The high-pressure water facility 34 and the air curtain 35 are arranged at least in four groups at equal intervals along the circumference of the cylinder body 30 , wherein the high-pressure water facility 34 is preferably a high-pressure water gun.

During the sinking process, by adjusting the pressure of some high-pressure water facilities 34 and the air curtain 35, the inclination of the cylinder is actively controlled to be 0.2-2%.

In order to increase the sinking force, an airtight cap 36 is arranged on the upper part of the cylinder body 30, a closed cavity is formed in the cylinder, and an air suction hole 361 and an air suction pipe are arranged on the cap 36, so that a negative pressure is formed in the cylinder, and a sinking suction force is obtained, and the suction force and the gravity work together , tending to sink the cylinder 30 .

The principle of the cylinder 30 when and after sinking is shown in the following equation:

–L+Gc+Gs–Bc–Bs+S–T–F=0

The above formula L: lifting force, Gc: gravity of concrete cylinder 32, Gs: gravity of steel cylinder 33, Bc: buoyancy of concrete cylinder 32, Bs: buoyancy of steel cylinder 33, S: suction if necessary, T: resistance of steel cylinder 33 depends on the size of the end Depending on the stratum soil parameters and the drag reduction effect of high pressure water, F: The resistance of the side wall of the steel cylinder 33 depends on the friction angle and height of the backfill, as well as the external soil stratum of the cylinder 30 and the drag reduction effect of the air curtain 35 .

The gravity of the cylinder 30 is G, G=Gc+Gs; the buoyancy of the cylinder 30 is B, B=Bc+Bs.

After the combined cylinder 30 sinks to the design elevation, the high-pressure water facility 34 and the air curtain 35 are stopped. The sinking attitude control of the tank is controlled by combining the pressure adjustment of the high-pressure water facility 34 and the air curtain 35 at different positions, and the setting of GPS+inclinometer on the top of the tank. After completion, the cylinder is filled with sand or partially filled with sand, and vibrated if necessary (the height of sand filling and the necessity of vibrating are determined by the load in the open sea), the anti-scour structure 310 is deposited on the outside of the steel cylinder 33, and the interior of the cylinder 30 is filled with silt. Partial curing is done (the necessity of curing depends on the size of the load in the open sea), and at the same time, the second wave elimination structure 42 is submerged underwater, and the operator flexibly connects the second wave elimination structure 42 with the corresponding attachment 43 .

A construction method for the wave-absorbing dam of this embodiment: for static subsidence, the large-diameter composite cylinder combined with the upper concrete cylinder has a large weight (because the concrete strength-to-weight ratio is small, and part of the water surface is dry bulk density) ), the advantage of lower sinking friction in the lower steel cylinder soil; 4. The tensile performance of the lower steel structure is better than that of the upper concrete, matching the lateral pressure of the filling soil in the cylinder increases as the depth increases, and the cylinder circumferential tension causes the cylinder wall tension Added features, excellent structural performance; 5 permanent stages, tension brings extra cylinder rigidity (like a sand bag), strengthening cylinder structural rigidity and overall stability.

The above descriptions are only preferred embodiments of the present invention and are not intended to limit the present invention. Any modifications, equivalent replacements and improvements made within the spirit and principles of the present invention shall be included in the protection of the present invention. within the range.

Claims (30)

1. The wave-breaking facility is characterized by comprising at least three first wave-breaking structures (41) arranged at intervals, wherein at least two first wave-breaking structures (41) form a multi-bend water flow channel.

2. A wave-breaking facility according to claim 1, characterized in that the first wave-breaking structure (41) comprises a vertically arranged column structure.

3. A wave-breaking facility as claimed in claim 2, wherein the cross-section of the column structure is rectangular, trapezoidal, toothed, circular or triangular.

4. The wave-breaking facility according to claim 2, wherein the cross section of the column structures is rectangular, the included angle between adjacent column structures is N, and 0 degree is not less than N and not less than 30 degrees.

5. A wave-breaking facility according to any one of claims 1-4, characterized in that a second wave-breaking structure (42) is arranged below the first wave-breaking structure (41), at least one side of the second wave-breaking structure (42) is provided with an attachment (43), and the second wave-breaking structure (42) is flexibly connected with at least one of the attachments (43).

6. A wave-breaking facility according to claim 5, characterized in that the second wave-breaking structure (42) is flexibly connected to the attachment member (43) by means of a first flexible member (44), the first flexible member (44) being detachably connected to the corresponding attachment member (43).

7. A wave-breaking facility according to claim 6, wherein said first flexible member (44) is hooked to a corresponding attachment member (43).

8. A wave-breaking facility according to claim 7,

the attachment piece (43) comprises a hook, the first flexible piece (44) is connected with a hanging ring, and the hanging ring is hung on the corresponding hook;

or the like, or, alternatively,

the attachment (43) comprises a hanging ring, the first flexible part (44) is connected with a hook, and the hanging ring is hung on the corresponding hook.

9. A wave-breaking facility according to claim 6, wherein the first flexible element (44) is fastened to the corresponding attachment element (43).

10. A wave attenuation facility according to claim 6, characterized in that at least two first flexible members (44) are connected to one side of the second wave attenuation structure (42), wherein at least two first flexible members (44) on the same side of the second wave attenuation structure (42) are vertically spaced apart.

11. A wave-breaking facility according to claim 5, characterized in that the second wave-breaking structure (42) comprises vertically arranged successive second wave-breaking structural units (45), the second wave-breaking structural units (45) being flexibly connected to at least one of the attachment members (43).

12. Wave dissipating installation according to claim 9, characterized in that at least two adjacent second wave dissipating structural units (45) are connected.

13. A wave-breaking facility according to claim 10, characterized in that at least two adjacent second wave-breaking structure units (45) are flexibly connected by means of a second flexible member (46).

14. A wave dissipating arrangement according to claim 9, characterized in that the second wave dissipating structure unit (45) is a plate, a sphere or a cylinder.

15. A wave dissipating arrangement according to claim 9, characterized in that the second wave dissipating structure unit (45) is a cylinder, which is open at both ends.

16. A wave-breaking facility according to claim 9, characterized in that a water-containing chamber (451) is arranged in the second wave-breaking structure unit (45), and water-permeable holes (452) are arranged on the wall of the water-containing chamber (451).

17. A wave breaking facility system comprising a wave breaking facility according to any of claims 1-16, at least a part of the first wave breaking structure (41) being located above the water surface (37).

18. A wave-breaking facility system comprising a wave-breaking facility according to any of claims 5-16, at least a part of the first wave-breaking structure (41) being located above a water surface (37), and the second wave-breaking structure (42) being located below the water surface (37).

19. A wave dissipating dam comprising at least two spaced apart foundations (3), a wave dissipating arrangement according to any one of claims 1-16 being provided between adjacent foundations (3), or a wave dissipating arrangement system according to claim 17 or 18, wherein the first wave dissipating structure (41) is adapted to reduce the net flow area of the water flow path between adjacent foundations (3), and wherein the first wave dissipating structure (41) is connected to at least one adjacent foundation (3).

20. A wave-dissipating dam according to claim 19 characterized in that the foundation (3) is provided at its upper part with a boss (301) extending towards the horizontal outer side.

21. A wave dissipating dam according to claim 19 characterized in that the foundation (3) comprises a barrel (30), the barrel (30) is filled with a filler (31), the barrel (30) comprises a concrete cylinder (32) and a steel cylinder (33) which are arranged in sequence along the length direction of the barrel (30), the concrete cylinder (32) is located above the steel cylinder (33), the concrete cylinder (32) and the steel cylinder (33) are arranged in a closed manner, and the first wave dissipating structure (41) is connected to the concrete cylinder (32).

22. A wave dissipating dam according to claim 21 characterized in that when the wave dissipating arrangement comprises the second wave dissipating structure (42), the attachment member (43) is connected to the steel cylinder (33) on the corresponding side, and there is a gap between the second wave dissipating structure (42) and the steel cylinder (33) on at least one side.

23. A wave dissipating dam according to claim 21 characterized in that the concrete cylinder (32) is prefabricated integrally with the first wave dissipating structure (41).

24. A wave dissipating dam according to claim 19 characterized in that the first wave dissipating structures (41) between adjacent foundations (3) are connected alternately to the foundations (3) on both sides.

25. A wave dissipating dam system comprising a wave dissipating dam according to any one of claims 21-23, wherein a portion of said concrete cylinder (32) is located above a water surface (37) and said steel cylinder (33) is located entirely below said water surface (37).

26. A wave dissipating dam system according to claim 25 wherein at least a portion of said steel cylinders (33) are inserted into the water bottom surface (39).

27. A method of constructing a wave dissipating dam as claimed in claim 22 comprising the steps of:

s1, a concrete cylinder (32) and a steel cylinder (33) are prefabricated separately and are respectively conveyed to the positions close to an installation position, wherein the first wave dissipation structure (41) is connected with the concrete cylinder (32), and the attachment piece (43) is connected with the steel cylinder (33);

s2, connecting a concrete cylinder (32) to the upper part of the steel cylinder (33) to form a cylinder body (30);

s3, integrally hoisting the cylinder (30) to a mounting position;

s4, lowering the cylinder body (30) to enable the cylinder body (30) to sink to a designed elevation by means of self weight, wherein one part of the concrete cylinder (32) sinks into the water surface (37), the steel cylinder (33) sinks into the water surface (37) completely, and the bottom of the steel cylinder (33) sinks into the water bottom surface (39);

s5, filling a filler (31) in the cylinder (30), and sinking the second wave dissipation structure (42) into water, wherein the second wave dissipation structure (42) is flexibly connected with the corresponding attachment (43).

28. A construction method for a wave dissipating dam according to claim 27 wherein the first wave dissipating structure (41) is prefabricated integrally with the concrete cylinder (32) in step S1.

29. A method for constructing a wave dissipating dam as claimed in claim 27, wherein the lower part of the cylinder (30) is provided with a high pressure water facility (34) and an air curtain (35), and in step S4, the high pressure water facility (34) and the air curtain (35) are opened during the sinking of the cylinder (30), the high pressure water facility (34) is used for reducing the end resistance of the underwater soil to the cylinder (30), and the air curtain (35) is used for reducing the side resistance of the underwater soil to the cylinder (30).

30. A method for constructing a wave dissipating dam according to claim 29 wherein the upper part of the cylinder (30) is provided with a GPS and/or an inclinometer, and in step S4, 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).

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