CN217399711U - High-pile cap structure offshore booster station foundation - Google Patents

Abstract

The utility model relates to a high pile cushion cap structure marine booster station basis, include the concrete cushion cap and squeeze into the steel pipe pile group that seabed holding power layer is used for supporting the concrete cushion cap, steel pipe pile group is including the vertical stake of major diameter and batter pile, the concrete cushion cap is worn out to the vertical stake upper end of major diameter, the vertical stake upper end of major diameter is used for being connected with the booster station block, the batter pile is equipped with a plurality of roots around the concrete cushion cap central line, and the batter pile is the slope setting, the one side setting of concrete cushion cap central line is kept away from to the batter pile lower extreme orientation, in the batter pile upper end embedding concrete cushion cap. By adopting the technical scheme, the foundation mainly bears the self weight of equipment such as the upper booster station and the like and the horizontal force and bending moment generated by environmental loads such as wind, wave, flow and the like. The vertical load is mainly borne by the large-diameter vertical piles, the horizontal load and the bending moment are mainly borne by the inclined piles, and the defect that a single-pile foundation can resist huge horizontal force and bending moment load can be effectively overcome. And further, the foundation can meet the requirement of the booster station of the domestic wind power plant.

Description

High-pile cap structure offshore booster station foundation

Technical Field

The application relates to the field of offshore construction, in particular to an offshore booster station foundation with a high-pile bearing platform structure.

Background

At present, the basic structural types of the offshore booster station of the established offshore wind farm are mainly 3 types: single pile, gravity, and jacket structures. The single-pile structure comprises a single-pile foundation and a steel structure upper module, wherein the single-pile foundation is a steel pipe pile with the length of dozens of meters, the steel pipe pile is driven into a seabed by a hydraulic hammer, a connecting section of the steel pipe pile is connected with a tower cylinder, and grouting is performed after the connecting section is connected with the tower cylinder.

As for the offshore booster stations built in the world at present, the single-pile offshore booster station is used most, and is suitable for intertidal zones and offshore wind power plants in China. If this type of foundation is used, the case of a small superstructure is considered. And the domestic wind power station booster station has larger upper module due to larger capacity and higher voltage level, and the single-pile structure can not stably support the upper module.

SUMMERY OF THE UTILITY MODEL

In order to enable the foundation to meet the requirement of the booster station of the domestic wind power plant, the high-pile bearing platform structure offshore booster station foundation provided by the application adopts the following technical scheme:

the utility model provides a high pile cushion cap structure marine booster station basis, includes the concrete cushion cap and squeezes into the steel pipe pile group that seabed bearing layer is used for supporting the concrete cushion cap, steel pipe pile group is including the vertical stake of major diameter and batter pile, the concrete cushion cap is worn out to the vertical stake upper end of major diameter, the vertical stake upper end of major diameter is used for being connected with the booster station block, the batter pile is equipped with a plurality of roots around the concrete cushion cap central line, and the batter pile is the slope setting, the batter pile lower extreme sets up towards one side of keeping away from the concrete cushion cap central line, in the batter pile upper end embedding concrete cushion cap.

By adopting the technical scheme, the foundation mainly bears the self weight of equipment such as the upper booster station and the like and the horizontal force and bending moment generated by environmental loads such as wind, wave, flow and the like. The vertical load is mainly borne by the large-diameter vertical piles, the horizontal load and the bending moment are mainly borne by the inclined piles, and the defect that a single-pile foundation can resist huge horizontal force and bending moment load can be effectively overcome. Because the inclined pile foundations are radially distributed in the seabed, the contact range of the inclined pile foundations and the soil body is large, the horizontal resistance of the foundation soil body is fully exerted, the inclined pile foundations have high horizontal bearing performance and anti-overturning capacity, the installation and safe operation requirements of the large-scale offshore booster station can be met, and meanwhile, the inclined pile foundations are high in adaptability to the seabed foundation, low in construction difficulty, safe and reliable. And further, the foundation can meet the requirement of the booster station of the domestic wind power plant.

Preferably, the vertical stake overcoat of major diameter is equipped with the reinforcement that is the loudspeaker form, reinforcement minor end fixed connection in the vertical stake of major diameter and reinforcement major end fixed connection in concrete cushion cap.

Through adopting above-mentioned technical scheme, the reinforcement can promote the concrete cushion cap and hold the hoop power between the vertical stake of major diameter, and then effectively avoids the cushion cap of cushion cap pouring in-process by the axial settlement problem of the vertical stake of major diameter of gravity initiation. Simultaneously, the reinforcement can strengthen the connection performance between the concrete cushion cap bottom and the vertical stake of major diameter, and through this structure, the concentrated load in linkage segment position can share to the concrete cushion cap bottom and then form and jointly bear, can further improve the bending resistance fatigue resistance ability in linkage segment position.

Preferably, the large-diameter vertical pile is internally and fixedly provided with a supporting plate, the large-diameter vertical pile is internally provided with a column filling core, the column filling core is positioned above the supporting plate, and the column filling core is fixedly connected to the large-diameter vertical pile and the concrete bearing platform.

By adopting the technical scheme, the bending resistance and the fatigue resistance of the connecting section of the concrete bearing platform and the large-diameter vertical pile are improved.

Preferably, the large-diameter vertical piles are provided with a plurality of piles which are respectively positioned on the periphery of the concrete bearing platform.

By adopting the technical scheme, the concrete bearing platform has enough supporting force, so that the concrete bearing platform can be more stably installed.

Preferably, the steel pipe pile group still includes a plurality of vertical stakes of minor diameter, the vertical stake of minor diameter is located concrete cap middle part, just the vertical stake of minor diameter is surrounded by the vertical stake of major diameter, the vertical stake upper end embedding of minor diameter is in the concrete cap.

By adopting the technical scheme, the small-diameter vertical pile can help the inclined pile to share horizontal load and bending moment. Thereby improving the capability of the foundation to resist huge horizontal force and bending moment load.

Preferably, the cross section of the concrete bearing platform is octagonal.

Through adopting above-mentioned technical scheme to make concrete cushion cap whole have better structural strength.

Preferably, the batter pile is equipped with 8 at least, and wherein every limit of four sides of concrete cushion cap corresponds 2 batter piles at least, the side that the batter pile was installed to the concrete cushion cap is the interval setting.

By adopting the technical scheme, each side of the concrete bearing platform can bear horizontal load and bending moment, so that the whole foundation is more stable.

Preferably, the included angle between the inclined pile and the concrete bearing platform is 75-80 degrees.

By adopting the technical scheme, the inclined pile has good capability of bearing horizontal load and bending moment at the angle.

In summary, the present application includes at least one of the following beneficial technical effects:

1. the anti-overturning capacity of the foundation structure is improved;

2. the whole foundation has good structural strength;

3. the large-diameter vertical pile has good bending resistance;

4. the installation of the booster station blocks is facilitated.

Drawings

Fig. 1 is a schematic structural diagram of the embodiment.

Fig. 2 is a bottom view of the embodiment.

Fig. 3 is a partial schematic view of an embodiment.

Description of reference numerals: 1. a large diameter vertical pile; 2. a small diameter vertical pile; 3. oblique piles; 4. a concrete cap; 5. a steel pipe pile group; 6. an upper chamber; 7. a lower cavity; 8. filling a core in the column; 9. a reinforcement; 10. and a support plate.

Detailed Description

The present application is described in further detail below with reference to figures 1-3.

The embodiment of the application discloses high pile cap structure marine booster station basis. Referring to fig. 1, the offshore booster station foundation with the high pile cap structure comprises a concrete cap 4 and a steel pipe pile group 5. The steel pipe pile group 5 is driven into a seabed bearing layer and used for supporting the concrete bearing platform 4. The booster station block is mounted on the concrete cap 4.

Specifically, referring to fig. 1 and 2, the concrete cap 4 has an octagonal cross-section. The steel pipe pile group 5 comprises 4 large-diameter vertical piles 1, 4 small-diameter vertical piles 2 and 12 inclined piles 3. The 4 large-diameter vertical piles 1 are respectively arranged on four vertexes of the concrete bearing platform 4, and the four vertexes form a rectangle in a surrounding mode. The upper end of the large-diameter vertical pile 1 penetrates out of the concrete bearing platform 4, and the upper end of the large-diameter vertical pile 1 is used for being connected with the booster station block. The 4 small-diameter vertical piles 2 are all located in the middle of the concrete bearing platform 4, and the connecting points of the 4 small-diameter vertical piles 2 among the concrete bearing platforms 4 are surrounded into a rectangle. Each side of four sides of concrete cushion cap 4 wherein all corresponds there is 3 batter piles 3, and the side that batter pile 3 was installed to concrete cushion cap 4 is the interval setting. The central axis of the inclined pile 3 and the central axis of the small-diameter vertical pile 2 form an included angle of 12 degrees. The upper ends of the inclined piles 3 and the small-diameter vertical piles 2 are embedded into a concrete bearing platform 4.

The concrete bearing platform 4 is stably supported on the sea through the large-diameter vertical piles 1, the small-diameter vertical piles 2 and the inclined piles 3. The design elevation of the concrete bearing platform 4 can be determined according to the load condition and the sea level height and can reach more than 10 meters, and the concrete bearing platform 4 combines the steel pipe pile group 5 into a whole, so that the anti-overturning capability of the foundation structure is improved.

Referring to fig. 3, in order to improve the bending resistance of the steel pipe pile group 5, the large-diameter vertical piles 1, the oblique piles 3, and the small-diameter vertical piles 2 are all provided with inner cavities. A supporting plate 10 is fixedly connected in the inner cavity, and the inner cavity is divided into an upper cavity 6 close to the concrete bearing platform 4 and a lower cavity 7 far away from the concrete bearing platform 4 by the supporting plate 10. The homomorphic pouring concrete in the upper cavity 6 forms a column inner filling core 8, and the column inner filling core 8 is fixedly connected with the concrete bearing platform 4.

In order to ensure that the large-diameter vertical pile 1 is more stably connected with the concrete bearing platform 4, a horn-shaped reinforcing piece 9 is sleeved outside the large-diameter vertical pile 1, the small end of the reinforcing piece 9 is fixedly connected with the large-diameter vertical pile 1, and the large end of the reinforcing piece 9 is fixedly connected with the concrete bearing platform 4.

The construction principle of the offshore booster station foundation of the high-pile bearing platform structure is as follows:

1. firstly, measuring and positioning the concrete bearing platform 4, and determining the pile sinking position of the steel pipe pile group 5;

2. firstly, sinking six symmetrically arranged inclined piles 3 and four small-diameter vertical piles 2, then sinking the other six inclined piles 3, and finally sinking the large-diameter vertical steel pipe pile;

3. after pile sinking is completed, next, carrying out concrete pouring on the large-diameter vertical steel pipe pile, simultaneously carrying out treatment and hole cleaning on each pile head, carrying out anticorrosion construction (splash zone) on the pile body, completing installation and arrangement of accessory components, then building a bearing template, laying a bottom die and starting pouring work of the concrete bearing platform 4;

4. before concrete pouring, firstly binding bottom layer steel bars, and then carrying out first concrete pouring construction, namely pouring and compacting the upper cavity 6 of the small-diameter oblique steel pipe pile and the upper cavity 6 of the small-diameter vertical steel pipe pile;

5. then, spreading the middle-layer steel bars and the upper-layer steel bars for binding, carrying out secondary installation on side forms, and then carrying out secondary concrete pouring construction, namely pouring and compacting the large-diameter vertical steel pipe pile upper cavity 6 and the template;

6. after the concrete pouring is finished, maintaining and removing the template, and finally finishing clearing the yard;

7. the booster station can be translated to the position above the foundation by the construction crane ship, and then the base of the booster station and the top of the large-diameter steel pipe pile are quickly installed in a sleeved mode from top to bottom;

8. the large-diameter vertical piles 1 bear vertical loads, the inclined piles 3 and the small-diameter vertical piles 2 bear horizontal loads and bending moments, huge horizontal force and wave loads on the sea can be resisted, and the requirements of installation and safe operation of a large-scale marine booster station are met.

The above are preferred embodiments of the present application, and the scope of protection of the present application is not limited thereto, so: equivalent changes in structure, shape and principle of the present application shall be covered by the protection scope of the present application.

Claims (8)

1. The utility model provides a high pile cap structure marine booster station basis which characterized in that: include concrete cushion cap (4) and squeeze into steel pipe pile group (5) that seabed holding power layer was used for supporting concrete cushion cap (4), steel pipe pile group (5) are including major diameter vertical pile (1) and batter pile (3), concrete cushion cap (4) is worn out to major diameter vertical pile (1) upper end, major diameter vertical pile (1) upper end is used for being connected with the booster station groupware, batter pile (3) are equipped with a plurality of roots around concrete cushion cap (4) central line, and batter pile (3) are the slope and set up, one side setting of concrete cushion cap (4) central line is kept away from to batter pile (3) lower extreme orientation, batter pile (3) upper end embedding is in concrete cushion cap (4).

2. The offshore booster station foundation of the high pile cap structure of claim 1, wherein: the outer sleeve of the large-diameter vertical pile (1) is provided with a horn-shaped reinforcing part (9), and the small end of the reinforcing part (9) is fixedly connected to the large-diameter vertical pile (1) and the large end of the reinforcing part (9) is fixedly connected to the concrete bearing platform (4).

3. The high pile cap structure offshore booster station foundation of claim 1, wherein: the large-diameter vertical pile (1) internal fixation is provided with a supporting plate (10), a column internal filling core (8) is arranged in the large-diameter vertical pile (1), the column internal filling core (8) is positioned above the supporting plate (10), and the column internal filling core (8) is fixedly connected to the large-diameter vertical pile (1) and a concrete bearing platform (4).

4. The high pile cap structure offshore booster station foundation of claim 1, wherein: the large-diameter vertical piles (1) are provided with a plurality of piles which are respectively positioned on the periphery of the concrete bearing platform (4).

5. The high pile cap structure offshore booster station foundation of claim 1, wherein: the steel pipe pile group (5) further comprises a plurality of small-diameter vertical piles (2), the small-diameter vertical piles (2) are located in the middle of the concrete bearing platform (4), the small-diameter vertical piles (2) are surrounded by the large-diameter vertical piles (1), and the upper ends of the small-diameter vertical piles (2) are embedded into the concrete bearing platform (4).

6. The high pile cap structure offshore booster station foundation of claim 1, wherein: the cross section of the concrete bearing platform (4) is octagonal.

7. The high pile cap structure offshore booster station foundation of claim 6, wherein: batter pile (3) are equipped with 8 at least, and concrete cushion cap (4) wherein every limit of four sides corresponds to there at least 2 batter piles (3), the side that batter pile (3) were installed in concrete cushion cap (4) is the interval setting.

8. The high pile cap structure offshore booster station foundation of claim 1, wherein: the included angle between the inclined pile (3) and the concrete bearing platform (4) is 75-80 degrees.

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