阅读说明：本技术 海上风电基础和海上风电加固方法 (Offshore wind power foundation and offshore wind power reinforcing method ) 是由 邱旭 穆延非 卢坤鹏 郑海 王海明 忻一豪 于 2021-09-16 设计创作，主要内容包括：本申请提供了一种海上风电基础和海上风电加固方法,海上风电基础包括桩基础和导管,桩基础的一部分埋入海床中。导管设在桩基础的外壁面上且沿桩基础的长度方向延伸,导管的一部分位于海床上方且设有灌浆口,导管的另一部分埋入海床中且设有注浆口,导管用于向海床内注入海床加固材料以加固桩基础附近的海床。本申请的海上风电基础具有结构强度高等优点。(The application provides an offshore wind power foundation and an offshore wind power reinforcing method. The guide pipe is arranged on the outer wall surface of the pile foundation and extends along the length direction of the pile foundation, one part of the guide pipe is positioned above the seabed and is provided with a grouting port, the other part of the guide pipe is buried in the seabed and is provided with a grouting port, and the guide pipe is used for injecting seabed reinforcing materials into the seabed so as to reinforce the seabed near the pile foundation. The offshore wind power foundation has the advantages of being high in structural strength and the like.)

1. An offshore wind power foundation, comprising:

a pile foundation, a portion of which is buried in a seabed;

the guide pipe is arranged on the outer wall surface of the pile foundation and extends along the length direction of the pile foundation, one part of the guide pipe is positioned above the seabed and is provided with a grouting port, the other part of the guide pipe is embedded in the seabed and is provided with a grouting port, and the guide pipe is used for injecting seabed reinforcing materials into the seabed so as to reinforce the seabed near the pile foundation.

2. Offshore wind foundation according to claim 1, wherein said grouting openings of said guiding pipe are plural, at least a part of said grouting openings being arranged at intervals along the length direction of said guiding pipe.

3. The offshore wind power foundation of claim 2, wherein the pile foundation has an outer diameter D, the distance between the grouting port of the sea bed surface closest to the sea bed and the sea bed surface is 0.1D-5.0D, and the distance between the grouting port of the sea bed surface farthest from the sea bed and the sea bed surface is 1.0D-50.0D.

4. Offshore wind foundation according to claim 2 or 3, wherein the distance between two of said grouting openings adjacent in the length direction of said duct increases in a direction away from the surface of the sea bed of said sea bed.

5. The offshore wind power foundation of claim 1, wherein said conduit is a plurality of said conduits spaced around said pile foundation.

6. Offshore wind foundation according to claim 5, characterized in that the pile foundation has a front side facing in the direction of the current, a back side opposite to the front side and two side surfaces, the density of the conduits distributed over the front and back side being greater than the density of the conduits distributed over the side surfaces.

7. Offshore wind foundation according to claim 1, characterized in that the pile foundation has an outer diameter D and the length of the part of the conduit above the seabed is between 0.101D and 20.0D.

8. Offshore wind foundation according to claim 1, characterized in that said pipe is provided with 2-100 said grouting openings.

9. An offshore wind power reinforcement method, characterized in that the offshore wind power reinforcement method is reinforced by the offshore wind power foundation of any one of claims 1 to 8, and the reinforcement method comprises the following steps:

step 1: injecting cement slurry into the seabed through the conduit to reinforce the seabed adjacent to the pile foundation.

10. The offshore wind power consolidation method of claim 9, further comprising:

step 2: after the cement slurry is injected, injecting air or water into the guide pipe to clean the inner channel of the guide pipe;

and step 3: and (5) repeating the step 1 when the seabed is softened.

Technical Field

The application relates to the technical field of offshore wind power, in particular to an offshore wind power foundation and an offshore wind power reinforcing method.

Background

Wind energy is increasingly regarded by human beings as a clean and harmless renewable energy source. Compared with land wind energy, offshore wind energy resources not only have higher wind speed, but also are far away from a coastline, are not influenced by a noise limit value, and allow the unit to be manufactured in a larger scale.

The offshore wind power foundation is the key point for supporting the whole offshore wind power machine, the cost accounts for 20 to 25 percent of the investment of the whole offshore wind power, and the offshore wind power foundation generally requires more than 20 years of service life. However, most of seabed surface layers in coastal sea areas of China are silt soft soil seabed formed by scouring, a silt layer of 3-15m is arranged above a covering layer, and the silt layer is formed by silt and silt silty clay, so that the engineering mechanical property is poor. Therefore, at present, offshore wind power foundations in China are generally selected from multi-pile foundations, the bearing capacity of pile foundations is improved by increasing the pile penetration depth, the foundation engineering cost is improved, and the construction difficulty is increased.

Disclosure of Invention

The present invention is directed to solving, at least to some extent, one of the technical problems in the related art.

Therefore, the embodiment of the invention provides an offshore wind power foundation which is simple in construction and low in cost.

The embodiment of the invention provides an offshore wind power reinforcing method which is simple in steps and low in construction labor intensity.

The offshore wind power foundation according to the embodiment of the invention comprises: a pile foundation, a portion of which is buried in a seabed; the guide pipe is arranged on the outer wall surface of the pile foundation and extends along the length direction of the pile foundation, one part of the guide pipe is positioned above the seabed and is provided with a grouting port, the other part of the guide pipe is embedded in the seabed and is provided with a grouting port, and the guide pipe is used for injecting seabed reinforcing materials into the seabed so as to reinforce the seabed near the pile foundation.

According to the offshore wind power foundation provided by the embodiment of the invention, the guide pipe is arranged, so that the sludge layer can be reinforced, the mechanical property of the sludge layer is improved, the bearing capacity of the pile foundation is improved, and the service life of the pile foundation is prolonged.

In some embodiments, the plurality of injection ports of the guide tube are provided, and at least a part of the injection ports are arranged at intervals along the length direction of the guide tube.

In some embodiments, the pile foundation has an outer diameter D, the distance between the grouting port of the sea bed surface closest to the sea bed and the sea bed surface is 0.1D-5.0D, and the distance between the grouting port of the sea bed surface farthest from the sea bed and the sea bed surface is 1.0D-50.0D.

In some embodiments, the distance between two adjacent injection ports in the length direction of the conduit increases in a direction away from the surface of the sea bed.

In some embodiments, the conduit is a plurality of conduits spaced around the pile foundation.

In some embodiments, the pile foundation has a front side facing in the direction of tidal current, a back side opposite the front side, and two side surfaces, the density of the conduits distributed over the front and back sides being greater than the density of the conduits distributed over the side surfaces.

In some embodiments, the pile foundation has an outer diameter D and the portion of the conduit above the seabed has a length of 0.101D-20.0D.

In some embodiments, the conduit is provided with 2-100 said injection ports.

According to the offshore wind power reinforcing method provided by the embodiment of the invention, the offshore wind power reinforcing method is used for reinforcing the offshore wind power foundation in any one of the embodiments, and the reinforcing method comprises the following steps: step 1: injecting cement slurry into the seabed through the conduit to reinforce the seabed adjacent to the pile foundation.

In some embodiments, the offshore wind power consolidation method further comprises: step 2: after the cement slurry is injected, injecting air or water into the guide pipe to clean the inner channel of the guide pipe; and step 3: and (5) repeating the step 1 when the seabed is softened.

Drawings

FIG. 1 is a schematic structural diagram of an offshore wind power foundation according to an embodiment of the invention.

Fig. 2 is a partially enlarged view of a in fig. 1.

FIG. 3 is a schematic illustration of an installation of an offshore wind power foundation according to an embodiment of the invention.

Reference numerals:

an offshore wind power foundation 100;

pile foundations 1; a conduit 2; a grout port 21; a grouting port 22; the sea bed surface 3.

Detailed Description

Reference will now be made in detail to embodiments of the present invention, examples of which are illustrated in the accompanying drawings. The embodiments described below with reference to the drawings are illustrative and intended to be illustrative of the invention and are not to be construed as limiting the invention.

An offshore wind farm according to embodiments of the present invention is described below with reference to the accompanying drawings.

As shown in fig. 1-3, an offshore wind power foundation according to an embodiment of the invention comprises a pile foundation 1 and a conduit 2.

A part of the pile foundation 1 is buried in the seabed. Specifically, as shown in fig. 3, the pile foundations 1 are buried downward into the seabed, and a part of the pile foundations 1 is located above the seabed surface 3.

The guide pipe 2 is provided on an outer wall surface of the pile foundation 1 and extends in a length direction (up and down direction, as shown in fig. 1 and 3) of the pile foundation 1, a part of the guide pipe 2 is located above a seabed and is provided with a grouting port 21, another part of the guide pipe 2 is buried in the seabed and is provided with a grouting port 22, and the guide pipe 2 is used for injecting seabed reinforcing material into the seabed to reinforce the seabed near the pile foundation 1. Specifically, as shown in fig. 1 to 3, the duct 2 is a hollow structure, the duct 2 extends in the up-down direction, the upper end of the duct 2 is a grouting opening 21 and is located above the seabed surface 3, and is connected to an external grouting device through the grouting opening 21, the lower end of the duct 2 is a grouting opening 22 and is buried in the seabed surface 3, and the grouting opening 21 and the grouting opening 22 are communicated with each other. Thereby, the reinforcing material flows from the grouting port 21 into the duct 2, and is grouted into the sludge layer in the sea floor surface 3 through the grouting port 22 of the duct 2.

According to the offshore wind power foundation 100 provided by the embodiment of the invention, the guide pipe 2 is arranged on the outer wall surface of the pile foundation 1, so that a reinforcing material can be introduced into the sea bed surface 3 near the pile foundation 1 through the guide pipe 2, a sludge layer is reinforced, the mechanical property of the sludge layer is improved, the construction difficulty is reduced, in addition, the guide pipe 2 can also be used for scattering 'tide', the flow speed and the direction of the tide are locally changed, the energy of the tide is dissipated to a certain extent, the stopping resistance of the pile foundation 1 to the tide is reduced, a larger horseshoe-shaped vortex cannot be generated in front of the pile foundation 1, the formation of the horseshoe-shaped vortex is restrained from the source, and the service life of the pile foundation 1 is prolonged. That is, the arrangement of the guide pipe 2 has the effects of energy dissipation and impact reduction, inhibits the formation of horseshoe-shaped vortexes near the pile foundation 1, effectively protects the soil around the pile foundation 1 and avoids the formation of scouring pits.

In some embodiments, the plurality of injection ports 22 of the guide pipe 2 are provided, and at least a part of the injection ports 22 are arranged at intervals along the length direction of the guide pipe 2. Specifically, as shown in fig. 1 to 3, the number of the grouting ports 22 of the guide pipe 2 is plural, and the plural grouting ports 22 are provided at intervals in the up-down direction on the guide pipe 2, and the plural grouting ports 22 can increase the flow rate of the seabed reinforcing material flowing out of the guide pipe 2 on the one hand, and the uniformly arranged grouting ports 22 make the seabed reinforcing material flow into the seabed more uniformly on the other hand.

In some embodiments, the pile foundation 1 has an outer diameter D, the distance between the grouting port 22 of the seabed surface 3 closest to the seabed and the seabed surface 3 is 0.1D to 5.0D, the distance between the grouting port 22 of the seabed surface 3 farthest from the seabed and the seabed surface 3 is 1.0D to 50.0D, and specifically, as shown in fig. 1 to 3, the distance between the grouting port 22 located at the uppermost position of the guide pipe 2 and the seabed surface 3 is 0.1D to 5.0D, and the distance between the grouting port 22 located at the lowermost position of the guide pipe 2 and the seabed surface 3 is 1.0D to 50.0D.

Since the sludge layer closer to the seabed surface 3 is loose and the sludge layer farther from the seabed surface 3 is solid, the interval between two adjacent injection ports 22 in the length direction of the guide duct 2 increases in some embodiments in the direction of the seabed surface 3 farther from the seabed. Specifically, as shown in fig. 1 to 3, the distance between two grouting ports 22 adjacent in the up-down direction gradually increases from top to bottom, thereby increasing the amount of the reinforcing material in the sludge layer near the seabed surface 3, making the sludge layer near the seabed surface 3 solid, and decreasing the amount of the reinforcing material in the sludge layer far from the seabed surface 3, so that the reinforcing material is more reasonably distributed in the sludge layer.

In some embodiments, the conduit 2 is multiple, and multiple conduits 2 are spaced around the pile foundation 1. Specifically, as shown in fig. 1 to 3, a plurality of guide pipes 2 are arranged at intervals in the circumferential direction of the pile foundation 1, and the intervals between two adjacent guide pipes 2 in the circumferential direction are equal. Thereby, the reinforcement material can flow more evenly into the seabed around the pile foundation 1.

In the related art, the pile foundation 1 is arranged in a shallow water area where the tidal current mainly approaches the coastline or moves away from the coastline in a direction approximately perpendicular to the coastline at the time of tide rise and tide fall, so that the side of the pile foundation 1 facing the coastline and the side facing away from the coastline are where the tidal current mainly impacts. In the two places of the pile foundation 1, the impact force of the borne tide is larger, and the number of the scouring pits caused by the vortex is larger. The extending direction of the other two side surfaces of the pile foundation 1 is consistent with the tide direction, and the tide mainly has friction and smaller impact force on the other two side surfaces of the pile foundation 1.

Thus, in some embodiments, the pile foundation 1 has a front side facing the direction of the tidal current, a back side opposite the front side, and two side surfaces, the density of the conduits 2 distributed over the front and back sides being greater than the density of the conduits 2 distributed over the side surfaces. Specifically, the outer peripheral surface of the pile foundation 1 is defined as a front surface facing the direction of the tide, a side surface facing away from the direction of the tide, and a side surface connecting the front surface and the back surface (for example, the tide flows east and west, the east surface of the pile foundation 1 is the front surface, the west surface of the pile foundation 1 is the back surface, or the west surface of the pile foundation 1 is the front surface, the east surface of the pile foundation 1 is the back surface, and the north and south surfaces of the pile foundation 1 are the side surfaces), the number of the guide pipes 2 arranged on the front surface and the back surface is larger than that of the guide pipes 2 arranged on the two side surfaces, and the distance between the adjacent guide pipes 2 on the front surface and the back surface is smaller than that between the adjacent guide pipes 2 on the two side surfaces, so that the front surface and the back surface of the pile foundation 1 are prevented from being greatly impacted by the tide, and the pile foundation 1 is prevented from inclining.

In some embodiments, the length of the part of the conduit 2 above the seabed is 0.101D-20.0D, in particular, the length of the part of the conduit 2 above the seabed is more than 20.0D, which increases the cost of the conduit 2, and when the length of the part of the conduit 2 above the seabed is less than 0.101D, the part of the conduit 2 extending out of the seabed surface 3 is too short to be easily blocked by silt on the seabed surface 3.

In some embodiments, the catheter 2 is provided with 2-100 injection ports 22. Therefore, the guide pipe 2 provided with 2-100 grouting ports 22 according to the embodiment of the invention enables the grouting ports 22 of the guide pipe 2 to be arranged more reasonably. Alternatively, the catheter 2 is provided with 50-100 injection ports 22.

According to the offshore wind power reinforcing method provided by the embodiment of the invention, the reinforcing method is used for reinforcing the offshore wind power foundation in any one of the embodiments, and the reinforcing method comprises the following steps:

step 1: grout is injected into the seabed through the guide pipe 2 to reinforce the seabed near the pile foundation 1.

According to the offshore wind power reinforcing method provided by the embodiment of the invention, the mechanical property of the sludge layer around the pile foundation 1 is improved through the step 1, so that the bearing capacity of the pile foundation 1 is improved, and the construction cost and the construction difficulty of foundation engineering are reduced.

In some embodiments, the offshore wind power consolidation method further comprises: step 2: after the cement slurry is injected, air or water is injected into the guide pipe 2 to clean the inner passage of the guide pipe 2. And step 3: and (5) repeating the step 1 when the seabed is softened. Therefore, the blocking of the duct 2 is prevented, and the cement slurry can be injected into the sludge layer in the sea bed surface 3 repeatedly through the duct 2, thereby improving the injection efficiency of the duct 2.

In the description of the present invention, it is to be understood that the terms "central," "longitudinal," "lateral," "length," "width," "thickness," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," "clockwise," "counterclockwise," "axial," "radial," "circumferential," and the like are used in the orientations and positional relationships indicated in the drawings for convenience in describing the invention and to simplify the description, and are not intended to indicate or imply that the referenced devices or elements must have a particular orientation, be constructed and operated in a particular orientation, and are therefore not to be considered limiting of the invention.

Furthermore, the terms "first", "second" and "first" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include at least one such feature. In the description of the present invention, "a plurality" means at least two, e.g., two, three, etc., unless specifically limited otherwise.

In the present invention, unless otherwise expressly stated or limited, the terms "mounted," "connected," "secured," and the like are to be construed broadly and can, for example, be fixedly connected, detachably connected, or integrally formed; may be mechanically coupled, may be electrically coupled or may be in communication with each other; they may be directly connected or indirectly connected through intervening media, or they may be connected internally or in any other suitable relationship, unless expressly stated otherwise. The specific meanings of the above terms in the present invention can be understood by those skilled in the art according to specific situations.

In the present invention, unless otherwise expressly stated or limited, the first feature "on" or "under" the second feature may be directly contacting the first and second features or indirectly contacting the first and second features through an intermediate. Also, a first feature "on," "over," and "above" a second feature may be directly or diagonally above the second feature, or may simply indicate that the first feature is at a higher level than the second feature. A first feature being "under," "below," and "beneath" a second feature may be directly under or obliquely under the first feature, or may simply mean that the first feature is at a lesser elevation than the second feature.

In the present disclosure, the terms "one embodiment," "some embodiments," "an example," "a specific example," or "some examples" and the like mean that a specific feature, structure, material, or characteristic described in connection with the embodiment or example is included in at least one embodiment or example of the present disclosure. In this specification, the schematic representations of the terms used above are not necessarily intended to refer to the same embodiment or example. Furthermore, the particular features, structures, materials, or characteristics described may be combined in any suitable manner in any one or more embodiments or examples. Furthermore, various embodiments or examples and features of different embodiments or examples described in this specification can be combined and combined by one skilled in the art without contradiction.

Although embodiments of the present invention have been shown and described above, it is understood that the above embodiments are exemplary and should not be construed as limiting the present invention, and that variations, modifications, substitutions and alterations can be made to the above embodiments by those of ordinary skill in the art within the scope of the present invention.