CN208981347U - Single-pile foundation and offshore wind turbine with the single-pile foundation - Google Patents

Abstract

The utility model provides a kind of single-pile foundation and the offshore wind turbine with the single-pile foundation.The single-pile foundation includes cylinder and both ends are respectively fixed to the buckling restrained brace on cylinder lateral wall, the first end of buckling restrained brace is fixed to the un-encased portion for being located at sea bed face or more of single-pile foundation, the second end of buckling restrained brace is located at sea bed face embedded part below or un-encased portion fixed to single-pile foundation, according to the utility model, the horizontal bearing capacity, vertical bearing capacity and anti-bending bearing capacity of single-pile foundation can be enhanced, and the diameter and wall thickness of single-pile foundation can be reduced in same load-up condition.

Description

Single-pile foundation and offshore wind generating set with same

Technical Field

The utility model relates to a wind power generation technical field, more specifically relates to a marine wind generating set who is used for marine wind generating set's single pile basis and includes this single pile basis.

Background

The single pile foundation is a pile foundation form which is applied to offshore wind power industry and transfers fan load by means of pile side soil pressure. In an offshore wind farm, a single-pile foundation refers to a foundation in which a large-diameter steel pipe pile is installed on a seabed, and is suitable for shallow water and medium water depths and sea areas with good bearing layers. At present, the diameter of a single pile foundation for an offshore wind generating set is 6-7 m, and the single pile foundation has a trend of developing more than 8 m. The single pile foundation has the characteristics of large diameter and heavy weight. The thin-wall cylindrical foundation is simple in stress condition, horizontal external force and bending moment are usually resisted by increasing the diameter and the wall thickness of a single pile in the existing single pile foundation design, the weight of the single pile foundation is inevitably increased under the condition, the cost of the single pile is increased, and the cost of offshore wind power development projects is increased to a certain extent. Therefore, the single-pile foundation is subjected to necessary updating design so as to reduce the steel consumption of the single-pile foundation under the condition of ensuring the integral stability and safety of the pile body.

SUMMERY OF THE UTILITY MODEL

To overcome the deficiencies in the prior art, one of the objects of the present invention is to solve one or more of the problems of the prior art. For example, one of the objectives of the present invention is to provide a single pile foundation with enhanced horizontal bearing capacity, vertical bearing capacity and bending resistance.

An aspect of the utility model provides a single pile basis for offshore wind generating set. The single-pile foundation comprises a cylinder body and buckling restrained braces, wherein two ends of each buckling restrained brace are fixed to the side wall of the cylinder body respectively, a first end of each buckling restrained brace can be fixed to a non-embedded part of the single-pile foundation, the non-embedded part is located above a sea bed surface, and a second end of each buckling restrained brace can be fixed to an embedded part or a non-embedded part of the single-pile foundation, the embedded part or the non-embedded part is located below the.

Alternatively, the buckling-restrained brace may include at least one of a longitudinal buckling-restrained brace that may extend along the length of the mono-pile foundation, a transverse buckling-restrained brace that may extend perpendicular to the length of the mono-pile foundation, and an oblique buckling-restrained brace that may extend obliquely with respect to the length of the mono-pile foundation.

Alternatively, the buckling-restrained brace may comprise a plurality of longitudinal buckling-restrained braces, which may be disposed circumferentially along the barrel sidewall.

Alternatively, the buckling restrained brace may comprise at least one lateral buckling restrained brace, which may be provided at a portion of the mono-pile foundation above and adjacent to sea level.

Alternatively, the buckling-restrained brace may comprise a plurality of obliquely buckling-restrained braces, and any two obliquely buckling-restrained braces of the plurality of obliquely buckling-restrained braces may be disposed to intersect with each other.

Optionally, the buckling restrained brace may be secured to the inside wall of the barrel and/or the outside wall of the barrel.

Optionally, a connecting piece may be disposed on the side wall of the cylinder, and an end of the buckling restrained brace may be fixedly connected to the connecting piece.

Alternatively, the connecting members may be provided at the non-insertion portion of the mono-pile foundation located above the surface of the sea bed and/or the insertion portion of the mono-pile foundation located below the surface of the sea bed, respectively, wherein the connecting members provided at the insertion portion may be of an inverted cone structure.

Optionally, the buckling restrained brace may include an inner rod and an outer sleeve sleeved in the middle of the inner rod, a reinforcing rib plate may be disposed between the inner rod and the outer sleeve and/or a lightweight aggregate concrete is filled in the reinforcing rib plate, and joints are formed at two ends of the inner rod; or, the buckling restrained brace may include an outer sleeve, the outer sleeve may include a tube body, end plates disposed at both ends of the tube body, and lightweight aggregate concrete filled in the tube body, the end plates being provided with joints.

Another aspect of the utility model provides an offshore wind turbine generator system. The offshore wind power generation unit comprises a mono-pile foundation as described above.

The utility model discloses an add bucking restraint at the weak position of single pile basis atress and support to less change can realize increasing the level and the bending resistance bearing capacity on single pile basis, thereby under equal load condition, can reduce the diameter on single pile basis and/or the wall thickness on single pile basis, reduce the weight on single pile basis, still can save the steel construction quantity on single pile basis, reduce the cost on single pile basis.

Drawings

The above and other aspects of embodiments of the invention will become more apparent by describing in more detail embodiments of the invention with reference to the attached drawings, in which:

fig. 1 is a schematic view of a mono pile foundation for an offshore wind energy plant according to an embodiment of the invention.

Fig. 2 is a schematic view of a mono pile foundation for an offshore wind energy plant according to another embodiment of the present invention.

Fig. 3 is a schematic view of a mono pile foundation for an offshore wind energy plant according to a further embodiment of the present invention.

Fig. 4A is a schematic view of a first embodiment of a buckling-restrained brace according to an embodiment of the present invention.

Figure 4B is a perspective view of the buckling-restrained brace of figure 4A.

Fig. 5A is a schematic view of a second embodiment of a buckling-restrained brace according to an embodiment of the present invention.

Figure 5B is a perspective view of the buckling-restrained brace of figure 5A.

Fig. 6A is a schematic view of a third embodiment of a buckling-restrained brace according to an embodiment of the present invention.

Figure 6B is a perspective view of the buckling-restrained brace of figure 6A.

Description of reference numerals:

1: a fan tower, 2: attachment flanges, 3' and 3 ": buckling restrained brace, 31: longitudinal buckling restrained brace, 32: lateral buckling restrained brace, 33: lateral buckling restrained brace, 3a and 3 a': inner rods, 3 b' and 3b ": outer sleeves, 3 c' and 3c ": a joint, 4: single pile foundation, 5: sea bed surface, 6: sea level, 7: non-embedded part (may also be called mono-pile foundation non-embedded part cylinder), 8: embedment (which may also be referred to as monopile foundation embedment portion barrel), 9: mud layer, 10: a connecting member.

Detailed Description

Hereinafter, a mono pile foundation and an offshore wind turbine generator system having the same according to embodiments of the present invention will be described in detail with reference to the accompanying drawings and embodiments.

Fig. 1 is a schematic view of a mono pile foundation for an offshore wind energy plant according to an embodiment of the invention. According to the utility model discloses single pile foundation 4 includes that barrel and both ends are fixed respectively to bucking restraint support 3 on the barrel lateral wall. The buckling restrained brace is also called as an anti-buckling brace. Through set up bucking restraint support 3 in single pile basis 4 lateral wall atress key region (for example, concentrated power, bending moment and the great region of shear force), in order to carry out local enhancement to single pile basis 4, improve cross-section tensile strength and compressive capacity, 4 horizontal bearing capacity, vertical bearing capacity and bending resistance of single pile basis are strengthened, optimize the stress structure of whole single pile basis 4, improve pile body overall stability and security, reduce the dynamic response of single pile basis 4 under sea area wave and fan load, thereby can realize reducing the diameter and the wall thickness of single steel pipe pile under the same load condition, reduce the weight and the cost of single pile basis 4.

According to the utility model discloses an embodiment, single pile foundation 4 can be the steel drum. The mono-pile foundation 4 is divided into an embedded portion 8 embedded in a mud layer 9 under the sea bed surface 5 and a non-embedded portion 7 above the sea bed surface 5, with the sea bed surface 5 (also called an earth-entering surface) as a boundary. It should be understood that the embedded portion 8 and the non-embedded portion 7 are only theoretical divisions and do not represent that the monopile base 4 is necessarily formed of two separate portions. A first end of the buckling-restrained brace 3 may be fixed to the non-embedded portion 7, and a second end of the buckling-restrained brace 3 may be fixed to the embedded portion 8 or the non-embedded portion 7.

The non-embedded portion 7 of the mono-pile foundation 4 is exposed to seawater, is washed by seawater, and bears the fan load, and thus, a region of the mono-pile foundation 4 located near the seabed surface 5 (i.e., within a certain range above and below the seabed surface 5) can be a portion where the horizontal bearing capacity and the bending resistance bearing capacity are weak. In order to improve the tensile strength and the compressive strength of the section, the buckling restrained brace 3 can be additionally arranged in a partial area (namely, a certain range above and below the sea bed surface 5) of the single-pile foundation 4 near the sea bed surface 5. The buckling-restrained brace 3 may include at least one of a longitudinal buckling-restrained brace 31, a transverse buckling-restrained brace 32, and an oblique buckling-restrained brace 33, the longitudinal buckling-restrained brace 31 extending along the length direction of the mono-pile foundation 4, the transverse buckling-restrained brace 32 extending perpendicular to the length direction of the mono-pile foundation 4, and the oblique buckling-restrained brace 33 extending obliquely with respect to the length direction of the mono-pile foundation 4.

In an embodiment, as shown in fig. 1, the buckling-restrained brace 3 may comprise a plurality of longitudinal buckling-restrained braces 31, each longitudinal buckling-restrained brace 31 extending along the length direction of the mono-pile foundation 4, the plurality of longitudinal buckling-restrained braces 31 being disposed along the circumference of the side wall of the barrel. In this embodiment, the first end of the longitudinal buckling restrained brace 31 is fixed to the portion of the mono-pile foundation 4 between the sea level 6 and the sea bed surface 5 and near the sea bed surface 5, and the second end of the longitudinal buckling restrained brace 31 is fixed to the portion of the embedded portion 8 of the mono-pile foundation 4 near the sea bed surface 5, so as to improve the buckling resistance bearing capacity and the compression resistance bearing capacity of the mono-pile foundation 4 and increase the section bearing capacity of the mono-pile foundation. The present invention is not limited thereto, and the first end of the longitudinal buckling restrained brace 31 may be fixed to other positions of the non-embedded portion 7, and the second end of the longitudinal buckling restrained brace 31 may be fixed to other positions of the embedded portion 8 or to the non-embedded portion 7.

In another embodiment, as shown in FIG. 2, the buckling-restrained brace 3 may further comprise a lateral buckling-restrained brace 32. Hereinafter, differences of the buckling-restrained brace 3 of this embodiment from the buckling-restrained brace 3 of fig. 1 will be mainly described.

The buckling-restrained brace 3 may comprise a plurality of longitudinal buckling-restrained braces 31 and transverse buckling-restrained braces 32. Wherein the longitudinal buckling restrained brace 31 is identical to the longitudinal buckling restrained brace 31 of figure 1. Each longitudinal buckling restrained brace 31 extends along the length direction of the mono-pile foundation 4, and a plurality of longitudinal buckling restrained braces 31 are arranged along the circumferential direction of the side wall of the barrel. A first end of each longitudinal buckling restrained brace 31 is fixed to non-embedded portion 7 and a second end of longitudinal buckling restrained brace 31 is fixed to embedded portion 8. The lateral buckling restrained brace 32 extends in a direction perpendicular to the length direction of the mono-pile foundation 4 (i.e., the horizontal direction), and both ends of the lateral buckling restrained brace 32 are fixed to a portion of the mono-pile foundation 4 located above the sea level 6 and near the sea level 6. However, the present invention is not limited to this, and the lateral buckling restrained brace 32 may be provided at another portion of the single-pile foundation 4 as needed. The lateral buckling restrained brace 32 may enhance the section strength and the overall stiffness of the mono-pile foundation 4.

In yet another embodiment, as shown in FIG. 3, buckling-restrained brace 3 may comprise a plurality of diagonal buckling-restrained braces 33. The diagonal buckling restrained brace 33 is provided obliquely with respect to the longitudinal direction of the mono-pile foundation 4. Wherein a first end of the diagonal buckling restrained brace 33 is fixed to a portion of the mono-pile foundation 4 between the sea level 6 and the sea bed surface 5 and near the sea bed surface 5, and a second end of the diagonal buckling restrained brace 33 is fixed to a portion of the embedded portion 8 of the mono-pile foundation 4 near the sea bed surface 5. Any two of the plurality of diagonal buckling restrained braces 33 are arranged in a mutually crossing manner to improve the torsional load capacity of the single pile foundation 4. However, the present invention is not limited thereto, and the first end of the diagonal buckling restrained brace 33 may be fixed to other positions of the non-embedded portion 7, and the second end of the diagonal buckling restrained brace 33 may be fixed to other positions of the embedded portion 8 or to the non-embedded portion 7.

Since the buckling restrained brace 3 is mainly arranged at the non-embedded part 7 of the single pile foundation 4, the non-embedded part 7 can be a variable-diameter steel pipe pile or an equal-diameter variable-wall-thickness steel pipe pile. The embedded portion 8 of the mono pile foundation 4 may be produced according to geological conditions using conventional design, and the diameter and wall thickness of the steel cylinder of the embedded portion 8 may be selected according to the load.

Furthermore, the utility model discloses a bucking restraint and supporting 3's mode of setting is not limited to above three kinds of embodiment either, can be through carrying out single pile foundation atress analysis in the design phase, add one kind or the combination of multiple in vertical bucking restraint and supporting 31, horizontal bucking restraint and supporting 32 and the oblique bucking restraint and supporting 33 to the weak region of horizontal bearing capacity, vertical bearing capacity and the bending resistance bearing capacity (receive the great position of external force promptly) on single pile foundation in the production phase.

The number of the buckling restrained braces 3 is not limited, and can be increased or decreased according to the stress condition of the single-pile foundation 4, for example, more than 4 buckling restrained braces 3 can be arranged.

The buckling-restrained brace 3 may be fixed to the inside wall of the barrel and/or the outside wall of the barrel, preferably the inside wall of the barrel, also reducing corrosion of the buckling-restrained brace 3. In addition, the buckling restrained brace 3 can be made of an anti-corrosion material.

The buckling restrained brace 3 is fixedly connected with the side wall of the tower in a manner including, but not limited to, bolting, riveting, anchoring and welding. As shown in fig. 1 to 3, a plurality of connecting members 10 are provided on the inner side wall of the cylinder, and the end portions of the buckling restrained brace 3 are respectively connected to the plurality of connecting members 10 in an anchoring manner. A plurality of said connecting elements 10 are provided in the non-embedded portion 7 and/or the embedded portion 8, respectively. Wherein, the connecting member 10 provided at the embedding portion 8 may be of an inverted cone structure to reduce pile sinking resistance of the single pile foundation 4 when sinking, so that the single pile foundation 4 may be quickly sunk in place.

Fig. 4A is a schematic view of a first embodiment of a buckling-restrained brace according to an embodiment of the present invention. Figure 4B is a perspective view of the buckling-restrained brace of figure 4A. Fig. 5A is a schematic view of a second embodiment of a buckling-restrained brace according to an embodiment of the present invention. Figure 5B is a perspective view of the buckling-restrained brace of figure 5A. Fig. 6A is a schematic view of a third embodiment of a buckling-restrained brace according to an embodiment of the present invention. Figure 6B is a perspective view of the buckling-restrained brace of figure 6A. Hereinafter, a specific structure of the buckling-restrained brace 3 will be described in detail with reference to fig. 4A to 6B.

As shown in fig. 4A and 4B, in the first embodiment, the buckling-restrained brace 3 may include an inner rod 3a and an outer sleeve 3B. The inner rod 3a may be of a hot rolled H-section or i-section construction. The outer sleeve 3b is sleeved in the middle of the inner rod 3a, and the outer sleeve 3b can be formed by welding square steel plates. A reinforcing rib may be provided between the outer sleeve 3b and the inner rod 3 a. The inner rod 3a has joints 3c at both ends thereof, and may be configured in one or more of a welding structure, a riveting structure, and a bolting structure.

As shown in fig. 5A and 5B, in the second embodiment, the buckling-restrained brace 3 ' may include an inner rod 3a ' and an outer sleeve 3B '. The inner rod 3 a' may be formed by combining (e.g., welding) two hot rolled angle steels or by combining (e.g., welding) steel plates, which have a cross-shaped section. The outer sleeve 3b 'is sleeved in the middle of the inner rod 3 a', the outer sleeve 3b 'can be of a cuboid structure formed by welding steel plates, and the cross section of the outer sleeve 3 b' can be square. The outer sleeve 3b 'and the inner rod 3 a' may be filled with high-strength lightweight aggregate concrete and other high-strength materials. The inner rod 3a has joints 3 c' at both ends thereof, which may be provided in one or more combinations of a welded structure, a riveted structure, and a bolted structure.

As shown in fig. 6A and 6B, in a third embodiment, the buckling-restrained brace 3 "may comprise an outer sleeve 3B". The outer sleeve 3b "may include a pipe body (e.g., a square steel pipe) and end plates disposed at both ends of the square steel pipe, and the inside of the outer sleeve 3 b" is filled with high-strength fine stone concrete and other high-strength materials. The end plates at both ends of the outer sleeve 3b "are provided with joints 3 c", and the joints 3c "may be provided in one or a combination of a welded structure, a riveted structure, and a bolted structure.

However, the present invention is not limited to this, and besides the buckling restrained brace 3, 3' and 3 ″ of the above three structures, the buckling restrained brace may also adopt steel structures of other forms. For example, only simple i-section or channel steel is used as the buckling restrained brace. The material grade of the buckling restrained brace is not lower than that of the single-pile foundation 4.

According to the embodiment of the utility model, on the basis of not changing the existing single pile foundation construction process, by theoretically dividing the mono-pile foundation into two parts, i.e., an embedded part and a non-embedded part, and by performing stress analysis of the mono-pile foundation at the design stage, the weak parts (namely the parts which are greatly acted by external force) of the horizontal bearing capacity, the vertical bearing capacity and the bending resistance bearing capacity of the single pile foundation are locally reinforced by additionally arranging the buckling restrained brace in the production stage, so as to increase the longitudinal rigidity and the transverse rigidity of the single pile foundation, enhance the horizontal bearing capacity, the vertical bearing capacity and the bending resistance bearing capacity of the single pile foundation, increase the section bearing capacity of the single pile foundation, therefore, under the same load condition, the diameter and/or the wall thickness of the single pile foundation of the area provided with the buckling restrained brace can be reduced, and the weight of the single pile foundation can be effectively reduced by 5%. Moreover, the single-pile foundation can be compatible with a unit with higher power under the condition of the same pile diameter, and the investment cost of offshore wind power project equipment is indirectly reduced. In addition, on the premise of not changing the existing single-pile foundation form, the original equipment can still be used for pile foundation construction, the construction process is not changed, and the construction of the single-pile foundation can still be completed quickly.

According to the embodiment of the present invention, on the basis of not changing the existing single-pile foundation construction process, by dividing the single-pile foundation into two parts theoretically, dividing the single-pile foundation into an embedded part and a non-embedded part, and mainly performing structural optimization on the non-embedded part (for example, reducing the diameter and/or the wall thickness of the non-embedded part of the single-pile foundation on the basis of adding the buckling restrained brace, etc.), the embedded part can adopt the existing design scheme (that is, designing the diameter and/or the wall thickness of the embedded part of the single-pile foundation according to the geological conditions). The utility model discloses a receive the great position of external force to the single pile foundation and add the bucking support system, under the prerequisite that does not change the form on current single pile foundation, still can use current equipment to carry out single pile foundation construction, do not change construction process, still can accomplish the construction on single pile foundation sooner.

While the invention has been described with reference to example embodiments, it will be apparent to those skilled in the art that various changes and modifications may be made without departing from the spirit and scope of the invention. Accordingly, it should be understood that the above-described embodiments are not limiting, but illustrative. Accordingly, the scope of the invention is to be determined by the broadest permissible interpretation of the following claims and their equivalents, and shall not be restricted or limited by the foregoing description.

Claims (10)

1. The single-pile foundation for the offshore wind generating set is characterized in that the single-pile foundation (4) comprises a cylinder body and buckling restrained braces (3) with two ends respectively fixed to the side wall of the cylinder body, the first ends of the buckling restrained braces (3) are fixed to a non-embedded part (7) of the single-pile foundation (4) located above a sea bed surface (5), and the second ends of the buckling restrained braces (3) are fixed to an embedded part (8) of the single-pile foundation (4) located below the sea bed surface (5) or the non-embedded part (7).

2. Monopile foundation for offshore wind energy installations according to claim 1, characterised in that the buckling-restrained brace (3) comprises at least one of a longitudinal buckling-restrained brace (31), a transverse buckling-restrained brace (32) and an oblique buckling-restrained brace (33), the longitudinal buckling-restrained brace (31) extending along the length direction of the monopile foundation (4), the transverse buckling-restrained brace (32) extending perpendicular to the length direction of the monopile foundation (4), the oblique buckling-restrained brace (33) extending obliquely with respect to the length direction of the monopile foundation (4).

3. Mono-pile foundation for offshore wind energy plants according to claim 2, characterised in that said buckling-restrained brace (3) comprises a plurality of said longitudinal buckling-restrained braces (31), said longitudinal buckling-restrained braces (31) being arranged circumferentially along the lateral wall of the shell.

4. Monopile foundation for offshore wind energy plants according to claim 2, characterised in that the buckling-restrained brace (3) comprises at least one lateral buckling-restrained brace (32), which lateral buckling-restrained brace (32) is arranged at a part of the monopile foundation (4) located above sea level (6) and close to the sea level (6).

5. Mono-pile foundation for offshore wind energy plants according to claim 2, characterised in that said buckling-restrained brace (3) comprises a plurality of said obliquely buckling-restrained braces (33), any two of said obliquely buckling-restrained braces (33) of said plurality of said obliquely buckling-restrained braces (33) being arranged crosswise to each other.

6. Monopile foundation for offshore wind energy plants according to claim 1, characterised in that the buckling restrained brace (3) is fixed to the inner side wall of the cylinder and/or to the outer side wall of the cylinder.

7. Monopile foundation for offshore wind energy production units, according to claim 1, characterised in that the cylinder side wall is provided with a connector (10), the end of the buckling restrained brace (3) being fixedly connected with the connector (10).

8. Monopile foundation for offshore wind energy plants according to claim 7, characterised in that the connectors (10) are arranged in a non-embedded part (7) of the monopile foundation (4) above a seabed surface (5) and/or in an embedded part (8) of the monopile foundation (4) below a seabed surface (5), respectively, wherein the connectors (10) arranged in the embedded part (8) are of inverted cone structure.

9. Monopile foundation for offshore wind energy installations according to any of the claims 1-8, characterised in that the buckling restrained brace (3) comprises an inner rod (3a, 3a ') and an outer sleeve (3b, 3b ') that is sleeved over the middle of the inner rod (3a, 3a '), that the inner rod (3a, 3a ') and the outer sleeve (3b, 3b ') are provided with reinforcing ribs and/or filled with lightweight aggregate concrete between them, that the inner rod (3a, 3a ') is formed with joints (3c, 3c ') at both ends; or,

the buckling restrained brace (3) comprises an outer sleeve (3b '), the outer sleeve (3b ') comprises a pipe body, end plates arranged at two ends of the pipe body and lightweight aggregate concrete filled in the pipe body, and joints (3c ') are arranged on the end plates.

10. Offshore wind park, characterized in that it comprises a mono pile foundation (4) according to any of claims 1-9.