CN217870585U - Raft gravity type jacket offshore wind turbine foundation - Google Patents

Abstract

The utility model provides a raft gravity type jacket offshore wind turbine foundation, including a plurality of piers and the jacket structure of installing on a plurality of piers, the jacket structure has a plurality of steel pipe spud legs, and the pier includes the bottom plate, and the upper surface center of bottom plate sets up the connecting pile section, and the connecting pile section is connected through connection structure with the steel pipe spud leg, and connection structure has arranged the second shear force key on the connecting pile section inner wall including evenly arranging in the first shear force key of steel pipe spud leg outer wall. The utility model is suitable for a relatively poor sea area of geological conditions such as thin overburden or rock texture ground has the advantage that construction equipment is unrestricted, the construction degree of difficulty is little, marine construction operation cycle is short.

Description

Raft gravity type jacket offshore wind turbine foundation

Technical Field

The utility model relates to an offshore wind power generation field, concretely relates to raft gravity type jacket offshore wind turbine foundation.

Background

China has continental coastlines of more than 1.8 ten thousand kilometers, the usable sea area exceeds 300 ten thousand square kilometers, however, correspondingly, the sea area latitude span can be developed greatly, and the difference between climatic conditions and geological conditions is large. At present, pile type foundation types (single pile, jacket, high pile cap foundation and the like) are mainly adopted for offshore wind turbine foundations in shallow and middle water sea areas in China, and the wind turbine foundation types are widely applied to sea areas with thick covering layers in recent years. However, the applicability of the pile foundation is limited for the rocky foundation with thin covering layer, shallow bedrock burial and even bare in the southeast and south sea areas of China.

When the covering layer is thin, the foundation pile is difficult to maintain self-stability under the action of environmental load, construction needs to be carried out by means of a ship engine and other auxiliary equipment, and the construction process is complex and the construction difficulty is high; meanwhile, the underwater bedrock excavation engineering quantity is large, the engineering risk that the foundation pile cannot be sunk to the designed elevation exists, high-performance and high-work-efficiency drilling machine equipment needs to be adopted in the bedpile rock embedding process, the drilling machine equipment needs to be customized (or imported) according to the engineering field area, and the economic cost is high.

Therefore, it is necessary to provide a new foundation type of offshore wind turbine and a typical manufacturing and construction method of the corresponding foundation type, so as to improve the engineering risks of complicated construction process, high construction difficulty, long construction period, poor economy, large quantity of foundation rock excavation engineering, uncertainty of pile sinking of foundation piles and the like of the pile foundation under the condition of a thin covering layer or a rock foundation.

SUMMERY OF THE UTILITY MODEL

To the not enough of existence among the prior art, the utility model aims to provide a raft gravity type jacket offshore wind turbine foundation. The utility model is suitable for a relatively poor sea area of geological conditions such as thin overburden or rock texture ground has the advantage that construction equipment is unrestricted, the construction degree of difficulty is little, marine construction operation cycle is short.

In order to solve the technical problem, the utility model discloses a following technical scheme realizes:

the utility model provides a raft gravity type jacket offshore wind turbine foundation which characterized in that: including a plurality of abutments and install the jacket structure on a plurality of abutments, the jacket structure has a plurality of steel pipe spud legs, and the abutments include the bottom plate, and the upper surface center of bottom plate sets up the connecting pile section, and in the steel pipe spud leg inserted the connecting pile section, the connecting pile section was connected through connection structure with the steel pipe spud leg, and connection structure has arranged the second shear force key including evenly arranging in the first shear force key of steel pipe spud leg outer wall on the connecting pile section inner wall.

Further: the inner wall of the steel pipe pile leg is provided with a slurry inlet pipe, a slurry outlet of the slurry inlet pipe is connected outwards to a position between the connecting pile section and the steel pipe pile leg through a slurry guide hole, and a slurry outlet of the slurry inlet pipe is positioned at the lower part of the steel pipe pile leg.

Further: the pier comprises pier rib plates arranged on the outer side edges of the bottom plate, overhanging plates are arranged on the outer sides of the pier rib plates, concrete is poured outside the bottom plate, the pier rib plates and the overhanging plates, and the lower portions of the steel pipe pile legs penetrate into the interior of the pier.

And further: the outer wall of the steel pipe pile leg is provided with a sealing ring at the lower part of the first shear key; and the outer wall of the steel pipe pile leg is provided with a guide plate at the upper part of the first shear key.

And further: the height dimensions of the bottom plate, the pier rib plate and the concrete outside the cantilever plate are larger than the thickness dimension of the bottom plate, and the height dimensions of the bottom plate, the pier rib plate and the concrete outside the cantilever plate are smaller than the radius dimension of the pier.

Further: the steel pipe pile leg is provided with a guide pipe leg stopping structure, the guide pipe leg stopping structure is erected at the top of the connecting pile section, and the connecting structure is arranged below the guide pipe leg stopping structure.

Further: the pipe leg stopping structure comprises an upper ring plate and a lower ring plate which are arranged on the outer side wall of the connecting pile section, the upper ring plate is located above the lower ring plate, the upper ring plate and the lower ring plate are connected through a reinforcing rib plate, the side edge of the reinforcing rib plate is connected with the outer side wall of the connecting pile section, and the plurality of reinforcing rib plates are arranged. The plurality of reinforcing ribs are circumferentially arranged on the outer side wall of the connecting pile section along the axis of the connecting pile section.

Further: and a slurry overflow pipe is arranged between the connecting pile section and the steel pipe pile leg and is fixed through a guide pipe leg stopping structure.

Compared with the prior art, the utility model, following advantage and beneficial effect have:

the utility model has the advantages of both gravity type foundation and jacket foundation, has wider applicable water depth than the gravity type foundation, and is suitable for the sea areas with poor geological conditions, such as thin covering layers or rock foundations and the like; the part of the structure of the pier can be prefabricated on the ground in batch, meanwhile, the construction process is simple, the offshore construction operation period is short, and the current domestic construction capability and ship equipment can meet the requirements; the utility model discloses do not relate to processes such as rock-socketed and pile sinking, compare pile formula basis and have construction equipment unrestricted, the construction degree of difficulty is little, marine construction operation cycle is short, the advantage of price/performance ratio height.

Drawings

Fig. 1 is a schematic structural diagram of the present invention;

fig. 2 is a schematic structural view of the abutment of the present invention;

fig. 3 is a top view of the abutment of the present invention;

fig. 4 is an assembly diagram of the steel pipe legs and connecting pile segments of the present invention.

Reference numerals are as follows: 1-connecting pile sections; 2-abutment; 3-a bottom plate; 4-a gravel cushion layer; 5-a cantilever plate; 6-pier rib plate; 7-jacket structure; 8-a tower drum connecting section; 9-steel pipe pile legs; 10-a first shear key; 11-a second shear key; 12-grouting the annular space; 13-a slurry inlet pipe; 14-slurry guide holes; 15-sealing ring; 16-a guide plate; 17-upper ring plate; 18-a lower ring plate; 19-a reinforcing floor; 20-a pulp overflow pipe; 21-bolt; 22-slurry guide pipe.

Detailed Description

In order to make the technical solution of the present invention better understood by those skilled in the art, the following preferred embodiments of the present invention are described with reference to specific examples, but it should be understood that the drawings are for illustrative purposes only and are not to be construed as limiting the present invention; for the purpose of better illustrating the embodiments, certain features of the drawings may be omitted, enlarged or reduced, and do not represent the size of an actual product; it will be understood by those skilled in the art that certain well-known structures in the drawings and descriptions thereof may be omitted. The positional relationships depicted in the drawings are for illustrative purposes only and should not be construed as limiting the invention.

The following description is made with reference to the accompanying drawings and examples, but not to be construed as limiting the invention.

As shown in fig. 1 to 4, a raft gravity type jacket offshore wind turbine foundation, including a plurality of mounds 2 and a jacket structure 7 installed on a plurality of mounds 2, jacket structure 7 has a plurality of steel pipe spud legs 9, mounds 2 include bottom plate 3, the upper surface center of bottom plate 3 sets up connecting pile section 1, steel pipe spud leg 9 inserts in the connecting pile section, connecting pile section 1 is connected through connection structure with steel pipe spud leg 9, connection structure includes first shear force key 10 evenly arranged in steel pipe spud leg 9 outer wall, second shear force key 11 has been arranged on connecting pile section 1 inner wall, set up to grout annular space 12 (the space between connecting pile section 1 and the steel pipe spud leg 9 promptly) between connecting pile section 1 and the steel pipe spud leg 9.

When the connecting pile section 1 and the steel pipe pile leg 9 are fixedly connected, the first shear keys 10 and the second shear keys 11 are arranged in a staggered mode. The jacket structure 7 installed on the pier 2 includes a truss structure including a plurality of steel pipe spud legs 9, a plurality of pipe joint elevation surfaces, and a tower drum connecting section 8, and the structural design type of the jacket structure is determined according to site environmental conditions and load conditions, and the jacket structure may be a three-leg jacket, a four-leg jacket, or the like, and is a four-leg jacket structure 7 in this embodiment.

The inner wall of the steel pipe pile leg 9 is provided with a slurry inlet pipe 13, a slurry outlet of the slurry inlet pipe 13 is connected with a slurry guide pipe 22, the other end of the slurry guide pipe 22 is outwards connected to the grouting annular space 12 through a slurry guide hole 14, and the slurry outlet of the slurry inlet pipe 13 is positioned at the lower part of the steel pipe pile leg 9. The two slurry inlet pipes 13 are set as a main slurry inlet pipe 13 and an auxiliary slurry inlet pipe 13, the main slurry inlet pipe 13 and the auxiliary slurry inlet pipe 13 can be used for slurry inlet, and the auxiliary slurry inlet pipe 13 is used as a standby pipeline.

The pier 2 comprises pier rib plates 6 arranged on the outer side edges of the bottom plate 3, the overhanging plates 5 are arranged on the outer sides of the pier rib plates 6, concrete is poured outside the bottom plate 3, the pier rib plates 6 and the overhanging plates 5, and the lower portions of the steel pipe pile legs penetrate into the interior of the pier. And (3) utilizing a customized mould to perform concrete pre-pouring manufacturing, wherein the pier 2 is integrally arranged in a frustum shape after pouring is finished.

The bottom plate 3 can adopt a symmetrical or asymmetrical convex polygon or circular arrangement form, and when a certain arrangement form is adopted, the stability of the foundation structure is checked in addition to the safety check required by the foundation design; convex polygons include, but are not limited to, triangles, rectangles (squares), convex pentagons, convex hexagons, and the like. The cantilever plate 5 and the bottom plate 3 integrally form a convex polygon, and the vertex of the cantilever plate 5 is positioned on the circumscribed circle of the convex polygon; the rib plate should have a certain thickness and height; the ribbed plate and the cantilever plate 5 can be manufactured or connected in an integral casting mode, a bolt 21 connection mode or a flange connection mode and the like.

And a sealing ring 15 is arranged on the outer wall of the steel pipe pile leg 9 at the lower part of the first shear key 10. The sealing ring 15 is fixedly connected with the steel pipe pile leg 9 through a bolt 21. When the sealing ring 15 is used for blocking grouting, grouting material flows into the lower bottom plate, and grouting engineering amount can be saved.

The outer wall of the steel pipe pile leg 9 is provided with a guide plate 16 at the upper part of the first shear key 10.

The height dimension of the concrete outside the bottom plate 3, the abutment rib plates 6 and the overhanging plate 5 is larger than the thickness dimension of the bottom plate 3, and the height dimension of the concrete outside the bottom plate 3, the abutment rib plates 6 and the overhanging plate 5 is smaller than the radius dimension of the abutment 2.

And a guide pipe leg stopping structure is arranged on the steel pipe pile leg 9, the guide pipe leg stopping structure is erected at the top of the connecting pile section 1, and the connecting structure is arranged below the guide pipe leg stopping structure.

The conduit leg stop structure comprises an upper ring plate 17 and a lower ring plate 18 which are arranged on the outer side wall of the connecting pile section 1, the upper ring plate 17 is arranged above the lower ring plate 18, the upper ring plate 17 and the lower ring plate 18 are connected through a reinforcing rib plate 19, the side edge of the reinforcing rib plate 19 is connected with the outer side wall of the connecting pile section 1, and the reinforcing rib plate 19 is provided with a plurality of blocks. A plurality of reinforcing ribs 19 are arranged circumferentially along the axis of the connecting pile section 1 on the outer side wall of the connecting pile section 1.

A grout overflow pipe 20 is arranged in the grouting annular space 12, and the grout overflow pipe 20 is fixed through a conduit leg stopping structure. The outer diameter of the steel pipe pile leg 9 is smaller than the inner diameter of the connecting pile section 1, so that enough space is reserved between the steel pipe pile leg 9 and the connecting pile section 1 for grouting.

The connecting pile section 1 is manufactured according to basic processing requirements and embedded with steel embedded parts, wherein the steel embedded parts comprise but are not limited to shear keys, limiting plates, annular plates, conical plates and the like; the steel embedded part has the functions of connecting a prestressed steel strand, connecting an outer platform, assisting an anti-collision device (comprising a ladder stand), installing a cable protection pipe and an auxiliary component of a foundation structure, assisting grouting and the like; if steel strands are embedded in the inner side of the connecting pile section 1, the lower end of each steel strand is fixed to the lower surface of the bottom plate 3, the upper end of each steel strand is fixed to the top surface of the connecting pile section 1, and the embedded shear keys need to be adjusted according to the positions of the steel strands. According to offshore wind turbine position environment and load condition, the utility model discloses can choose pre-buried high-strength prestressed steel strand wires for use in the connecting pile section of when necessary on the concrete mound bench, can greatly improve raft gravity type jacket foundation structure's bending resistance.

To sum up, the utility model provides a raft gravity type jacket offshore wind turbine foundation's construction method, including following step: prefabricating a jacket structure 7, a bottom plate 3, pier rib plates 6 and a cantilever plate 5 on land;

s1, firstly, excavating a sea bed surface of an offshore wind turbine installation machine position to a designed elevation, and leveling and tamping by adopting a broken stone cushion layer 4;

s2, after the gravel cushion layer 4 meets the requirements, according to the fact that a plurality of abutments 2 are respectively constructed, sequentially installing the bottom plate 3, the abutment rib plates 6 and the cantilever plates 5 on the gravel cushion layer 4, and performing concrete precast construction on the outsides of the installed bottom plate 3, the abutment rib plates 6 and the cantilever plates 5;

s3, after the pier 2 is installed, inserting the steel pipe pile leg 9 into the connecting pile section 1 of the pier 2 until the guide pipe leg stopping structure is erected above the connecting pile section 1, and starting underwater grouting;

and S4, connecting the outlet of the grouting pump with the inlet of the grout inlet pipe 13, pumping the stirred grouting material to a position between the connecting pile section 1 and the steel pipe pile leg 9 through the grout inlet pipe 13 and the grout guide pipe 22, enabling grout overflow to occur at the top of the grouting annular space 12, enabling the grouting material to overflow through the outlet of the grout overflow pipe 20, and stopping grouting after the grout overflow.

The construction of the jacket structure 7 and the abutment 2 can be carried out on land, namely, after the bottom plate 3, the abutment rib plate 6 and the cantilever plate 5 are connected in advance, the precast construction is carried out according to the design requirement, and the structure position and the concrete pouring condition are monitored in real time; after the pier 2 is completely manufactured, assembling the pier 2 and the jacket structure 7 arranged on the pier 2 on land, inserting the steel pipe pile leg 9 into the connecting pile section 1, and performing grouting connection construction between the steel pipe pile leg 9 and the connecting pile section 1 (the grouting construction process is consistent with S4); and after grouting is finished, towing the whole device to a fan position for installation.

According to the description and drawings of the utility model, those skilled in the art can easily make or use the utility model discloses a raft gravity type jacket offshore wind turbine foundation, and can produce the positive effect recorded in the utility model.

The above is only the preferred embodiment of the present invention, not to the limitation of the present invention in any form, all the technical matters of the present invention all fall into the protection scope of the present invention to any simple modification and equivalent change of the above embodiments.

Claims (8)

1. The utility model provides a raft gravity type jacket offshore wind turbine foundation which characterized in that: including a plurality of abutments (2) and jacket structure (7) of installing on a plurality of abutments (2), jacket structure (7) have a plurality of steel pipe spud legs (9), abutments (2) include bottom plate (3), the upper surface center of bottom plate (3) sets up connection pile section (1), steel pipe spud leg (9) insert in the connection pile section, connection pile section (1) is connected through connection structure with steel pipe spud leg (9), connection structure is including evenly arranging first shear force key (10) in steel pipe spud leg (9) outer wall, second shear force key (11) have been arranged on connection pile section (1) inner wall.

2. The raft gravity jacket offshore wind turbine foundation of claim 1, wherein: the inner wall of the steel pipe pile leg (9) is provided with a slurry inlet pipe (13), a slurry outlet of the slurry inlet pipe (13) is connected with a slurry guide pipe (22), the other end of the slurry guide pipe (22) is outwards connected to a position between the connecting pile section (1) and the steel pipe pile leg (9) through a slurry guide hole (14), and a slurry outlet of the slurry inlet pipe (13) is positioned at the lower part of the steel pipe pile leg (9).

3. The raft gravity jacket offshore wind turbine foundation of claim 1, wherein: the pier (2) comprises pier rib plates (6) arranged on the outer side of the bottom plate (3), the overhanging plates (5) are arranged on the outer sides of the pier rib plates (6), concrete is poured outside the bottom plate (3), the pier rib plates (6) and the overhanging plates (5), and the lower portions of the steel pipe pile legs penetrate into the interior of the pier.

4. The raft gravity jacket offshore wind turbine foundation of claim 1, wherein: the outer wall of the steel pipe pile leg (9) is provided with a sealing ring (15) at the lower part of the first shear key (10); and a guide plate (16) is arranged on the outer wall of the steel pipe pile leg (9) at the upper part of the first shear key (10).

5. The raft gravity jacket offshore wind turbine foundation of claim 3, wherein: the height of the bottom plate (3), the pier floor (6) and the concrete outside the cantilever plate (5) is larger than the thickness of the bottom plate (3), and the height of the bottom plate (3), the pier floor (6) and the concrete outside the cantilever plate (5) is smaller than the radius of the pier (2).

6. The raft gravity jacket offshore wind turbine foundation of claim 1, wherein: the steel pipe pile leg (9) is provided with a guide pipe leg stopping structure, the guide pipe leg stopping structure is erected at the top of the connecting pile section (1), and the connecting structure is arranged below the guide pipe leg stopping structure.

7. The raft gravity jacket offshore wind turbine foundation of claim 6, wherein: the conduit leg stop structure comprises an upper ring plate (17) and a lower ring plate (18) which are arranged on the outer side wall of the connecting pile section (1), the upper ring plate (17) is located above the lower ring plate (18), the upper ring plate (17) and the lower ring plate (18) are connected through a reinforcing rib plate (19), the side edge of the reinforcing rib plate (19) is connected with the outer side wall of the connecting pile section (1), and the reinforcing rib plate (19) is provided with a plurality of blocks.

8. The raft gravity jacket offshore wind turbine foundation of claim 6, wherein: and a slurry overflow pipe (20) is arranged between the connecting pile section (1) and the steel pipe pile leg (9), and the slurry overflow pipe (20) is fixed through a guide pipe leg stopping structure.

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