CN210395407U - Anchor rod gravity type offshore wind power foundation - Google Patents
Anchor rod gravity type offshore wind power foundation Download PDFInfo
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- CN210395407U CN210395407U CN201920892896.7U CN201920892896U CN210395407U CN 210395407 U CN210395407 U CN 210395407U CN 201920892896 U CN201920892896 U CN 201920892896U CN 210395407 U CN210395407 U CN 210395407U
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Abstract
The application discloses stock gravity type offshore wind power basis, this basis includes: the device comprises a central reinforced concrete cylinder, a ballast bay structure, an anchor rod system and an anchor rod construction platform; the ballast bay structure is sleeved at the bottom of the central reinforced concrete cylinder, and an anchor rod hole is reserved on the ballast bay structure; the anchor rod construction platform is supported and fixed through embedded parts on the top and the wall of the central reinforced concrete cylinder, and positioning holes are prefabricated in the anchor rod construction platform. The gravity type foundation scale can be effectively controlled by combining the advantages of the gravity type foundation and the anchor rod stress system and applying pre-pressure to the gravity type foundation through the anchor rod bundle.
Description
Technical Field
The application belongs to the technical field of offshore wind power foundations, and particularly relates to an anchor rod gravity type offshore wind power foundation.
Background
The gravity type offshore wind power foundation is one of main foundation forms of the current offshore wind power generation set due to simple structure, good stability and high reliability, and the traditional gravity type offshore wind power foundation only depends on self and filler weight to resist external load, so that the foundation volume and weight are increased rapidly along with the increase of water depth, and the economic applicable water depth is limited. The gravity type foundation of the anchor rod combines the advantages of the gravity type foundation and an anchor rod stress system, and by utilizing the pre-pressure applied by the anchor rod to the gravity type foundation, the gravity type foundation scale can be effectively controlled, and the application range of the gravity type foundation is expanded.
SUMMERY OF THE UTILITY MODEL
To the shortcoming or not enough of above-mentioned prior art, the technical problem that this application will be solved provides an anchor rod gravity type offshore wind power basis.
In order to solve the technical problem, the application is realized by the following technical scheme:
the application provides an anchor rod gravity type offshore wind power foundation, include: the system comprises a central reinforced concrete cylinder, a ballast bay structure, an anchor rod system and a detachable anchor rod construction platform; the ballast compartment structure is sleeved at the bottom of the central reinforced concrete cylinder, and an anchor rod hole is reserved on the ballast compartment structure; the anchor rod construction platform is supported and fixed through embedded parts on the top and the wall of the central reinforced concrete cylinder, and positioning holes are prefabricated in the anchor rod construction platform and used for erecting an anchor rod system and positioning and installing an anchor rod.
Further, above-mentioned stock gravity type offshore wind power basis, wherein, the stock system includes: the anchor rod drilling machine is arranged on the anchor rod construction platform, and the sleeve penetrates through the positioning hole and the anchor rod hole; the anchor rod bundle penetrates through the positioning hole by means of the sleeve, extends into the anchor rod hole and is inserted into the position below the sea level, the anchor rod bundle is connected with the surrounding soil body in a grouting mode, and after the grouting strength is achieved, the sleeve is pulled out.
Further, above-mentioned stock gravity offshore wind power foundation, wherein, ballast compartment structure includes: the inner ring compartment plate and the outer ring compartment plate are sequentially and annularly arranged on the outer side of the central reinforced concrete cylinder; the plurality of radial bulkhead plates are arranged outside the central reinforced concrete cylinder along the circumferential direction and connect the central reinforced concrete cylinder, the inner ring bulkhead plate and the outer ring bulkhead plate; the bottom plate is arranged at the bottom of the radial cabin separation plate, the inner ring cabin separation plate and the outer ring cabin separation plate.
Further, according to the anchor rod gravity type offshore wind power foundation, a plurality of anchor rod holes are formed in the radial cabin separation plate.
Further, in the anchor rod gravity type offshore wind power foundation, the anchor rod hole is formed in a part of the radial bulkhead plate between the inner ring bulkhead plate and the outer ring bulkhead plate.
Further, in the anchor rod gravity type offshore wind power foundation, the ballast compartment structure is filled with a first filler.
Further, in the anchor rod gravity type offshore wind power foundation, prestressed steel strands are arranged in the central reinforced concrete cylinder wall, the steel strands are tensioned through a tensioning mechanism at the top, and the central reinforced concrete cylinder is formed by pouring reinforced concrete; the top of the central reinforced concrete cylinder is provided with a prestressed anchor bolt and a bolt structure to fix the upper tower cylinder; and a second filler is filled in the central reinforced concrete cylinder.
Further, in the anchor rod gravity type offshore wind power foundation, a cylinder top expansion section is further arranged between the central reinforced concrete cylinder and the anchor rod construction platform.
The application also provides a construction method of the anchor rod gravity type offshore wind power foundation, which comprises the following steps:
prefabricating a central reinforced concrete cylinder, a ballast bay structure and an anchor rod construction platform;
preparing work such as foundation bed excavation, stone throwing, tamping, leveling and the like;
lightering the structure to an engineering site to complete the sinking and positioning of the foundation;
installing an anchor rod construction platform and carrying out anchor rod bundle construction;
after all anchor bundles are constructed, disassembling the anchor construction platform;
and implementing the installation of the anti-scouring protection structure and the auxiliary structure at the bottom of the foundation.
Further, in the construction method, the structure is transferred to an engineering site, and the foundation is sunk in place by filling the central reinforced concrete cylinder and the ballast compartment structure with the second filler and the first filler respectively.
Further, in the construction method, the sleeve is sleeved with the anchor rod hole on the ballast compartment radial plate through the positioning hole on the anchor rod construction platform, the anchor rod drilling machine is hung on the positioning frame platform, and the support leg is fixed firmly after the drill bit of the drilling machine is adjusted to be positioned accurately; and (4) putting the drill rod through the casing pipe to drill, and sinking and grouting the anchor rod bundle after hole forming.
Further, in the construction method, after the grouting strength is reached, the sleeve is pulled away, and the construction of the single-hole anchor rod bundle is completed.
Further, in the construction method, the length of the anchor rod bundle is 16-18m, 6-8 m of the anchor rod bundle is located in the radial compartment plate, and the rest 10m of the anchor rod bundle is located in foundation soil.
Compared with the prior art, the method has the following technical effects:
the gravity type foundation scale control method and the device combine the advantages of the gravity type foundation and the anchor rod stress system, and the anchor rod bundle applies pre-pressure to the gravity type foundation, so that the gravity type foundation scale can be effectively controlled, and the application range of the gravity type foundation scale control method and the device is expanded;
all structures can be prefabricated and formed on land, so that the construction difficulty is reduced, and the construction efficiency is improved; meanwhile, the anchor rod construction platform capable of being repeatedly assembled, disassembled and utilized is matched on the foundation, and the whole construction efficiency is favorably improved.
Drawings
Other features, objects and advantages of the present application will become more apparent upon reading of the following detailed description of non-limiting embodiments thereof, made with reference to the accompanying drawings in which:
FIG. 1: the anchor rod gravity type offshore wind power foundation structure schematic diagram is provided;
FIG. 2: the application relates to a bottom view of an anchor rod gravity type offshore wind power foundation;
FIG. 3: the application relates to a flow chart of a construction method of an anchor rod gravity type offshore wind power foundation.
In the figure: 1-an upper tower; 2-a central reinforced concrete cylinder; 3-ballasting the compartment structure; 4-a barrel top expansion section; 5-prestress tension end; 6-prestressed steel strands; 7-a second filler; 8-radial compartment plate; 9-a bottom plate; 10-a first filler; 11-anchor rod hole; 12-positioning holes; 13-a bolt bundle; 14-a sleeve; 15-jumbolter; 16-anchor rod construction platform; 17-sea level; 18-sea bed surface; 19-inner ring compartment plate; 20-outer ring compartment plate.
Detailed Description
The conception, specific structure and technical effects of the present application will be further described in conjunction with the accompanying drawings to fully understand the purpose, characteristics and effects of the present application.
As shown in fig. 1 and 2, the anchor rod gravity type offshore wind power foundation of the present embodiment includes: a central reinforced concrete cylinder 2, a ballast bay structure 3, an anchor rod system and a detachable anchor rod construction platform 16; the ballast compartment structure 3 is sleeved at the bottom of the central reinforced concrete cylinder 2, and an anchor rod hole 11 is reserved on the ballast compartment structure 3; the anchor rod construction platform 16 is supported and fixed through embedded parts on the top and the wall of the central reinforced concrete cylinder 2, and a positioning hole 12 is prefabricated on the anchor rod construction platform 16, wherein the positioning hole 12 is used for erecting an anchor rod system and positioning and installing an anchor rod. The wind load, the wave load and the current load of the fan at the top of the foundation are transmitted to the ballast compartment structure and the anchor rod system through the central reinforced concrete cylinder 2 structure. The gravity type foundation scale control method combines the advantages of the gravity type foundation and the anchor rod stress system, pre-pressure is applied to the gravity type foundation by the anchor rod bundle 13, the gravity type foundation scale can be effectively controlled, and the application range of the gravity type foundation scale control method is expanded. The anchor rod gravity type foundation is suitable for silt, sandy soil and rock foundations, construction difficulty can be reduced in specific environment, and economic benefits are improved.
The anchor rod construction platform 16 can be prefabricated, the anchor rod construction platform 16 is supported and fixed by embedded parts on the top and the wall of the central reinforced concrete cylinder 2, and a steel drilling sleeve 14 positioning hole 12 is preset according to the position of the lower foundation anchor rod hole 11 and is used for erecting anchor rod construction equipment and positioning and installing an anchor rod.
A tube top expansion section 4 is also provided between the central reinforced concrete tube 2 and the anchor rod construction platform 16. The anchor rod construction platform 16 is an annular steel space truss structure, the outer diameter of a circular ring is 28m, and the anchor rod construction platform is erected on the top of a foundation through an embedded part on the barrel top expansion section 4.
The bolting system comprises: a bolt bundle 13, a sleeve 14 and a bolt drilling machine 15, wherein the bolt drilling machine 15 is arranged on the bolt construction platform 16, and the sleeve 14 is arranged through the positioning hole 12 and the bolt hole 11; the anchor rod bundle 13 penetrates through the positioning hole 12 by means of a sleeve, extends into the anchor rod hole 11 and is inserted below a river bed surface 18, the anchor rod bundle 13 is connected with the surrounding soil body by grouting, and after the grouting strength is achieved, the sleeve 14 is pulled away.
In this embodiment, the anchor rod bundle 13 is connected to the bottom plate 9 through the radial bulkhead 8, and in order to make the anchor rod bundle 13 fully exert its anti-overturning capability, it is suggested to uniformly arrange it between the inner ring bulkhead 19 and the outer ring bulkhead 20 which are far from the central reinforced concrete cylinder 2, and according to the needs and the size configuration, a single ring, double ring or multiple ring anchor rod bundle 13 can be arranged, and the radial bulkhead 8 at the anchor rod hole 11 can be thickened properly. As shown in fig. 1 and 2, the three-ring anchor bundle 13 is illustrated, but the number of rings of the anchor bundle 13 is not limited to the protection scope of the present application, and those skilled in the art can increase or decrease the number of rings of the anchor bundle 13 as appropriate according to actual circumstances.
The ballast compartment structure 3 comprises: the reinforced concrete cylinder comprises an inner ring compartment plate 19, an outer ring compartment plate 20, a bottom plate 9 and a plurality of radial compartment plates 8, wherein the inner ring compartment plate 19 and the outer ring compartment plate 20 are sequentially and annularly arranged on the outer side of the central reinforced concrete cylinder 2; wherein a plurality of the radial bulkheads 8 are circumferentially arranged outside the central reinforced concrete cylinder 2 and connect the central reinforced concrete cylinder 2, the inner ring bulkheads 19 and the outer ring bulkheads 20; the bottom plate 9 is arranged at the bottom of the radial compartment plate 8, the inner ring compartment plate 19 and the outer ring compartment plate 20. To reduce the effect of stress concentration, the radial bulkhead 8 is designed as a stiffening plate structure connected to the central reinforced concrete cylinder 2.
In the embodiments, only the case where 8 radial compartment plates 8 are provided is disclosed, but the specific number of the arrangements thereof does not limit the scope of protection of the present application.
The size of the ballast compartment structure 3 is set according to the requirements of the actual ballast capacity, and the larger compartment diameter provides advantages for the bolt bundle 13 to function adequately, in addition to being able to stabilise the entire foundation structure.
The ballast compartment structure 3 is filled with a first filler 10, and the first filler 10 may be selected from engineering materials such as sand and rock block. The top of the radial cabin partition plate 8 is provided with an anchor rod hole 11 according to the stress requirement and communicated to the lower part of the foundation bottom plate 9, wherein the anchor rod hole 11 can be arranged on the radial cabin partition plate 8, and of course, the anchor rod hole 11 is arranged as close to the outer ring plate cabin partition plate 20 as possible, that is, the arrangement is better the more the outer side is; in order to make the anchor rod bundle 13 fully exert its anti-overturning capability, the anchor rod holes 11 are preferably provided in the portion of the radial bulkhead 8 between the inner ring bulkhead 19 and the outer ring bulkhead 20.
Prestressed steel strands are arranged in the wall of the central reinforced concrete cylinder 2 and are tensioned by a tensioning mechanism at the top, and as shown in fig. 1, a prestressed steel strand end 6 and a prestressed tensioning end 5 of each prestressed steel strand are shown, wherein the central reinforced concrete cylinder 2 is formed by pouring reinforced concrete; the top of the central reinforced concrete cylinder 2 is provided with a prestressed anchor bolt and a bolt structure to fix the upper tower cylinder 1; the central reinforced concrete cylinder 2 is filled with a second filler 7. Wherein, the second filler 7 can be selected from engineering materials such as sand, rock block and the like.
The embodiment aims at 6 megawatt fan load, the water depth is 15m, the total height of the whole foundation is 25.5m, the main structure comprises a central reinforced concrete cylinder 2 with the outer diameter of 6.6m and the wall thickness of 0.6m, and a second filler 7 is filled in the cylinder; the ballast compartment structure 3 is 6m high, is provided with an inner ring compartment plate 19 and an outer ring compartment plate 20, is 1m thick, is separated by 8 radial compartment plates 8, is filled with a first filler 10, and has a bottom plate 9 with a diameter of 27 m; and 24 annular anchor rod bundles 13 are arranged on the radial compartment plate 8 between the inner annular compartment plate 19 and the outer annular compartment plate 20, the diameter of each single anchor rod bundle 13 is 0.6m, the length of each single anchor rod bundle is 16-18m, 6-8 m of each single anchor rod bundle is positioned in the radial compartment plate 8, the rest 10m of each single anchor rod bundle is positioned in foundation soil, and the anchor rod bundles 13 are connected with the surrounding soil body by grouting.
As shown in fig. 3, the present embodiment further provides a construction method of an anchor rod gravity type offshore wind power foundation, including the following steps:
prefabricating a central reinforced concrete cylinder 2, a ballast bay structure 3 and an anchor rod construction platform 16;
wherein, the total height of the whole foundation is 25.5m, the main structure comprises a central reinforced concrete cylinder 2 with the outer diameter of 6.6m and the wall thickness of 0.6m, and a second filler 7 is filled in the cylinder; the ballast compartment structure 3 is 6m high, is provided with an inner ring compartment plate 19 and an outer ring compartment plate 20, is 1m thick, is separated by 8 radial compartment plates 8, is filled with a first filler 10, and has a bottom plate 9 with a diameter of 27 m; and 24 anchor rod holes 11 in total are arranged on 3 rings of radial compartment plates 8 between the inner ring compartment plate 19 and the outer ring compartment plate 20. The anchor rod construction platform 16 is an annular steel space truss structure, and the outer diameter of a circular ring is 28 m.
Step two, preparing work such as foundation bed excavation, stone throwing, tamping, leveling and the like;
thirdly, transferring the structure to an engineering site to complete the sinking and positioning of the foundation;
specifically, the structure is transferred to an engineering site, and the foundation is sunk and positioned by filling the second filler 7 and the first filler 10 into the central reinforced concrete cylinder 2 and the ballast compartment structure 3 respectively.
Wherein, the first filler 10 and the second filler 7 can be made of engineering materials such as sand, rock block and the like.
Step four, installing an anchor rod construction platform 16 and constructing an anchor rod bundle 13;
specifically, a sleeve 14 is sleeved with an anchor rod hole 11 on a ballast compartment radial plate through a positioning hole 12 on an anchor rod construction platform 16, an anchor rod drilling machine 15 is hung on a positioning frame platform, and a drill bit of the drilling machine is adjusted to be accurately positioned so as to fix the supporting leg firmly; the drill rod is lowered through the casing 14 for drilling, and after hole forming, the anchor rod bundle 13 is sunk and grouted.
And after the grouting strength is reached, the sleeve 14 is pulled away, the construction of the single-hole anchor rod bundle 13 is completed, and then the construction of the other anchor rod bundles 13 is continued.
The length of the anchor rod bundle 13 is 16-18m, wherein 6-8 m is positioned in the radial compartment plate 8, and the rest 10m is positioned in foundation soil.
Step five, after all the anchor rod bundles 13 are constructed, disassembling the anchor rod construction platform 16;
in this embodiment, the anchor bundle 13 is preferably provided with 24 loops in total.
And step six, implementing the installation of the anti-scouring protection structure and the auxiliary structure at the bottom of the foundation.
The diameter of a central reinforced concrete cylinder 2 in the application is determined by a transition section steel structure of an upper tower 1, the cylinder wall is vertical, the volume of the cylinder body kept at the minimum can enable the wind, wave and flow load borne by a foundation to be small, and the stability of the foundation structure is jointly borne by a foundation ballast bay structure 3 (comprising an inner ring bulkhead plate 19, an outer ring bulkhead plate 20, a radial bulkhead plate 8, a filler and a bottom plate 9) and an anchor rod system.
The gravity type foundation scale control method and the device combine the advantages of the gravity type foundation and the anchor rod stress system, and the anchor rod bundle applies pre-pressure to the gravity type foundation, so that the gravity type foundation scale can be effectively controlled, and the application range of the gravity type foundation scale control method and the device is expanded; all structures can be prefabricated and formed on land, so that the construction difficulty is reduced, and the construction efficiency is improved; meanwhile, the anchor rod construction platform capable of being repeatedly assembled, disassembled and utilized is matched on the foundation, and the whole construction efficiency is favorably improved.
The above embodiments are merely to illustrate the technical solutions of the present application and are not limitative, and the present application is described in detail with reference to preferred embodiments. It will be understood by those skilled in the art that various modifications and equivalent arrangements may be made in the present invention without departing from the spirit and scope of the present invention and shall be covered by the appended claims.
Claims (8)
1. An anchor rod gravity type offshore wind power foundation is characterized in that,
the method comprises the following steps: the system comprises a central reinforced concrete cylinder, a ballast bay structure, an anchor rod system and a detachable anchor rod construction platform;
the ballast compartment structure is sleeved at the bottom of the central reinforced concrete cylinder, and an anchor rod hole is reserved on the ballast compartment structure;
the anchor rod construction platform is supported and fixed through embedded parts on the top and the wall of the central reinforced concrete cylinder, and positioning holes are prefabricated in the anchor rod construction platform and used for erecting an anchor rod system and positioning and installing an anchor rod.
2. The anchor bar gravity offshore wind power foundation of claim 1, wherein the anchor bar system comprises: the anchor rod drilling machine is arranged on the anchor rod construction platform, and the sleeve penetrates through the positioning hole and the anchor rod hole; the anchor rod bundle penetrates through the positioning hole by means of a sleeve, extends into the anchor rod hole and is inserted below the surface of the river bed, the anchor rod bundle is connected with the surrounding soil body in a grouting mode, and after the grouting strength is achieved, the anchor rod bundle is pulled out of the sleeve.
3. The anchor bar gravity offshore wind power foundation of claim 1, wherein the ballast compartment structure comprises: an inner ring compartment plate, an outer ring compartment plate, a bottom plate and a plurality of radial compartment plates,
the inner ring compartment plate and the outer ring compartment plate are sequentially and annularly arranged on the outer side of the central reinforced concrete cylinder;
the plurality of radial bulkhead plates are arranged outside the central reinforced concrete cylinder along the circumferential direction and connect the central reinforced concrete cylinder, the inner ring bulkhead plate and the outer ring bulkhead plate;
the bottom plate is arranged at the bottom of the radial cabin separation plate, the inner ring cabin separation plate and the outer ring cabin separation plate.
4. The anchor rod gravity type offshore wind power foundation of claim 3, wherein a plurality of anchor rod holes are formed in the radial bulkhead plate.
5. The anchor bar gravity offshore wind power foundation of claim 4, wherein the anchor bar holes are provided in a portion of the radial bulkhead between the inner and outer ring bulkheads.
6. An anchor gravity offshore wind power foundation according to any one of claims 1 to 5, wherein the ballast compartment structure is filled with a first filler.
7. The anchor rod gravity type offshore wind power foundation of claim 1, wherein prestressed steel strands are arranged in the central reinforced concrete cylinder wall, and the steel strands are tensioned through a top tensioning mechanism, wherein the central reinforced concrete cylinder is cast by reinforced concrete; the top of the central reinforced concrete cylinder is provided with a prestressed anchor bolt and a bolt structure to fix the upper tower cylinder; and a second filler is filled in the central reinforced concrete cylinder.
8. The anchor bar gravity type offshore wind power foundation of claim 1, 2, 3, 4 or 7, wherein a tube top expansion section is further provided between the central reinforced concrete tube and the anchor bar construction platform.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201920892896.7U CN210395407U (en) | 2019-06-13 | 2019-06-13 | Anchor rod gravity type offshore wind power foundation |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201920892896.7U CN210395407U (en) | 2019-06-13 | 2019-06-13 | Anchor rod gravity type offshore wind power foundation |
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| CN210395407U true CN210395407U (en) | 2020-04-24 |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110106909A (en) * | 2019-06-13 | 2019-08-09 | 中交上海港湾工程设计研究院有限公司 | A kind of anchor pole gravity type offshore wind basis and its construction method |
| CN114164854A (en) * | 2022-02-14 | 2022-03-11 | 中国长江三峡集团有限公司 | Composite cylinder structure |
-
2019
- 2019-06-13 CN CN201920892896.7U patent/CN210395407U/en active Active
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110106909A (en) * | 2019-06-13 | 2019-08-09 | 中交上海港湾工程设计研究院有限公司 | A kind of anchor pole gravity type offshore wind basis and its construction method |
| CN110106909B (en) * | 2019-06-13 | 2024-03-12 | 中交上海港湾工程设计研究院有限公司 | Anchor rod gravity type offshore wind power foundation and construction method thereof |
| CN114164854A (en) * | 2022-02-14 | 2022-03-11 | 中国长江三峡集团有限公司 | Composite cylinder structure |
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