CN213625673U - Offshore wind power self-supporting polygonal cylindrical foundation - Google Patents
Offshore wind power self-supporting polygonal cylindrical foundation Download PDFInfo
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- CN213625673U CN213625673U CN202022207783.4U CN202022207783U CN213625673U CN 213625673 U CN213625673 U CN 213625673U CN 202022207783 U CN202022207783 U CN 202022207783U CN 213625673 U CN213625673 U CN 213625673U
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- 238000010276 construction Methods 0.000 abstract description 7
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- 238000009415 formwork Methods 0.000 abstract description 6
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- 239000002131 composite material Substances 0.000 abstract 1
- 230000005484 gravity Effects 0.000 abstract 1
- 235000017166 Bambusa arundinacea Nutrition 0.000 description 6
- 235000017491 Bambusa tulda Nutrition 0.000 description 6
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- 235000015334 Phyllostachys viridis Nutrition 0.000 description 6
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- 229910001294 Reinforcing steel Inorganic materials 0.000 description 3
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- 230000006835 compression Effects 0.000 description 2
- 238000007906 compression Methods 0.000 description 2
- 238000005188 flotation Methods 0.000 description 2
- 238000004873 anchoring Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 235000008429 bread Nutrition 0.000 description 1
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- 150000001875 compounds Chemical class 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
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- 238000005192 partition Methods 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
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- 230000003014 reinforcing effect Effects 0.000 description 1
- 230000002194 synthesizing effect Effects 0.000 description 1
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Abstract
本实用新型涉及一种海上风电自立式多边形筒型基础，该基础包括过渡段和设置在过渡段下端的多边形筒，过渡段上端与塔筒对接，多边形筒顶部设有多边形底板，多边形底板上设有底板梁系；过渡段下端通过底板梁系与多边形底板连接。本实用新型解决传统筒型基础钢筒壁易屈曲、底板跨度过大无法支模、需要设置胎架、浮运时稳性不佳等弊端，适用于软弱黏土层较厚的海洋地质条件，不仅兼有承载面积大、可负压下沉、可一步式安装以及在位时稳定性佳等优点，且独有筒壁不会屈曲、减小底板跨度方便支模、基础浮运重心低、稳性佳、省去胎架费用、模板制作方便、重复利用率高等优势，提高了基础下沉施工的稳定性，相比于常规复合筒型基础可减少综合造价10％～25％。
The utility model relates to a self-supporting polygonal cylinder foundation for offshore wind power. The foundation comprises a transition section and a polygonal cylinder arranged at the lower end of the transitional section, the upper end of the transitional section is butted with a tower, the polygonal cylinder top is provided with a polygonal bottom plate, and the polygonal bottom plate is provided with There is a base plate beam system; the lower end of the transition section is connected with the polygonal base plate through the base plate beam system. The utility model solves the drawbacks of the traditional tubular foundation steel cylinder wall easily buckling, the base plate span is too large to support the formwork, the tire frame needs to be set, the stability during floating is not good, etc. It has the advantages of large bearing area, negative pressure sinking, one-step installation, and good stability when in place, and the unique tube wall will not buck, reduce the span of the bottom plate to facilitate formwork, and the floating center of gravity of the foundation is low and stable. It has the advantages of good performance, saving the cost of the tire frame, convenient formwork production, and high reuse rate, which improves the stability of the foundation subsidence construction, and can reduce the comprehensive cost by 10% to 25% compared with the conventional composite cylindrical foundation.
Description
Technical Field
The utility model relates to an offshore wind power foundation structure, concretely relates to offshore wind power self-supporting polygon cylinder type basis.
Background
Based on the condition that the offshore area in China is mostly soft foundation such as silt, silty clay and the like, the requirements of foundation bearing capacity and foundation deformation are generally met, the traditional pile foundation such as a single-pile foundation and a jacket foundation is usually adopted, the two foundation forms need large-scale hoisting ships and piling ships for auxiliary construction, and the piles penetrate through a soft soil layer to enter a better bearing layer through hammering piling, so that the traditional pile type foundation is higher in manufacturing cost and long in construction period.
With the increase of the capacity of a single machine of an offshore wind turbine, the size and the material consumption of a foundation are required to be increased by adopting a traditional single pile and jacket foundation, and the problem that large-diameter single pile driving is limited by construction equipment to be difficult to exceed is solved. However, the cylindrical foundation still has the following disadvantages: (1) the lower barrel body is made of a thin-wall steel plate, and a jig frame is required to be arranged in the barrel to avoid buckling of the barrel wall when the transition section is manufactured on the lower barrel body, so that the construction cost of the foundation is increased; (2) the thin-wall steel cylinder structure is easy to buckle during transportation and negative pressure sinking, and the sinking risk is large; (3) the load transmission mode of the transition section and the bottom plate is complex, and the lower part structure of the cylinder foundation cannot be fully utilized for bearing.
The suction tube foundation solves the problem that the connection node of the tube wall of the original polygonal tube foundation and an outer bin plate is highly stressed and easily damaged, the outer bin plate reaches the minimum length, the steel consumption is reduced, the rigidity of the outer bin plate is increased, and the problem that the outer bin plate is easily bent when being inflated and sunk is solved. And does not need to set up the bed-jig, saved installation, transportation, construction and bed-jig hoist and mount expense of sinking, not only have the bearing area big concurrently, but also the negative pressure sinks, the installation is convenient and fast and stability advantage such as being good when on the spot traditional tube foundation, and it can also be built with the seat not to set up the bed-jig alone to have unique, the structural on-site intensity and stability are good, the compressive property of concrete and the tensile property of steel can be fully exerted under the on-site state, the wall of a section of thick bamboo and outer storehouse board connected node atress is little, outer storehouse board length reduces in a large number, advantages such as barrel buckling can not be buckled when sinking, be of value to reduce the basis size, further reduce the basis cost, be applicable to soft foundations such as silt.
SUMMERY OF THE UTILITY MODEL
For solving the above problem, the utility model provides a marine wind power self-supporting polygon cylinder type basis, this basis adopt one step of integral erection technology, and economic nature is good, is applicable to soft foundations such as silt, mucky soil and silt soil.
The utility model adopts the technical proposal that: the utility model provides an offshore wind power self-supporting polygon cylinder type basis which characterized in that: the tower comprises a transition section, a polygonal bottom plate, a bottom plate beam system and a polygonal cylinder, wherein the transition section is of an internal cavity structure, the upper end of the transition section is in butt joint with a tower cylinder, and the lower end of the transition section is provided with the polygonal cylinder; a polygonal bottom plate and a bottom plate beam system are arranged between the transition section and the polygonal cylinder;
the polygonal barrel and the polygonal bottom plate are enclosed to form a barrel-shaped cavity with a closed upper end and an open lower end, the polygonal barrel comprises an outer barrel wall, an outer bin plate and an inner bin plate, the outer bin plate and the inner bin plate are arranged in the barrel-shaped cavity, the barrel-shaped cavity is divided into a plurality of sub-bin cavities along the axis, and the outer bin plate and the inner bin plate are connected through a circular bearing steel column; the outer barrel wall and the inner bin plate are the same in shape, the cross section of each outer barrel wall is polygonal, the corresponding surfaces of the outer barrel wall and the inner bin plate are parallel, and the outer bin plate is arranged between the lateral edge of the outer barrel wall and the lateral edge corresponding to the inner bin plate.
Preferably, the outer cylinder wall encloses a concrete structure with a regular polygon section, the inner side and the outer side of the outer cylinder wall are respectively covered with a layer of steel plate, the thickness of the concrete is 100-500 mm, the thickness of the steel plate is 3-20 mm, the number of sides is 4-12, and the side length is 10-30 m.
Further, the polygonal bottom plate is arranged at the upper end of the polygonal cylinder and is of a concrete structure with a steel-clad bottom surface; the shape and the size of the outer edge of the polygonal bottom plate are consistent with those of the outer cylinder wall of the polygonal cylinder.
Preferably, the thickness of the outer bin plate and the thickness of the inner bin plate are 100-500 mm, the diameter of the bearing steel column is 100-800 mm, the wall thickness is 5-80 mm, the top of the bearing steel column is connected with the polygonal bottom plate, and reinforced concrete, a reinforcing mesh or plain concrete are filled in the bearing steel column to improve the compression resistance and the stability of the structure. The bearing steel column can improve the air tightness of the structure in the process of floating transportation and sinking installation of the foundation, improve the stability of transportation and installation links, fully exert the compression resistance of concrete and the tensile resistance of steel in an in-place state, and have good in-place strength and stability.
Preferably, a bottom plate beam system is arranged on the polygonal bottom plate and comprises an outer edge ring beam, an inner ring beam, a main beam and a secondary beam, wherein the inner ring beam is circular and is connected with the bottom of the transition section; the main beams are intersected at the center of the polygonal bottom plate, connecting pieces are arranged at the intersections of the main beams, and secondary beams are uniformly arranged between the adjacent main beams in a radially-encrypted manner; the secondary beam is connected between the outer edge ring beam and the inner ring beam, and the extension lines of the secondary beam and the inner ring beam are intersected at the center of the polygonal bottom plate.
Preferably, the heights of the outer edge ring beam, the inner ring beam, the main beam, the secondary beam and the connecting piece are the same and are all 0.2-3.0 m; the width of the outer edge ring beam, the width of the inner ring beam and the width of the main beam are 0.2-3.0 m, and the diameter of the connecting piece is 2-10 m.
Furthermore, the projection of the inner bin plate on the horizontal plane needs to be inscribed on the projection of the inner ring beam on the horizontal plane.
Preferably, the transition section wall thickness is not less than 0.5 m.
The utility model discloses the beneficial effect who gains is: the utility model provides a traditional section of thick bamboo basic steel cylinder wall easy bucking, the too big unable formwork of bottom plate span, need set up the bed-jig, drawback such as stability is not good during the transportation by flotation, be applicable to the thick marine geological condition of weak muck layer, not only have bearing area big concurrently, but the negative pressure sinks, can step by step the installation and stability advantage such as traditional section of thick bamboo basis such as good when on the throne, and the section of thick bamboo wall can not bucking alone, reduce the convenient formwork of bottom plate span, basic transportation by flotation focus is low, the stability is good, save the bed-jig expense, the template preparation is convenient, advantages such as reuse rate height, the stability of the construction of sinking has been improved in the basis, compare in the reducible 10% ~ 25% of cost of synthesizing in the compound section of thick bamboo basic basis of conventionality.
Drawings
Fig. 1 is a schematic structural view of the present invention;
FIG. 2 is a top view of a polygonal base plate and base plate beam system;
FIG. 3 is a top view of a polygonal cartridge;
FIG. 4 is a top view of a load bearing steel column;
FIG. 5 is a schematic structural view of the outer cartridge wall;
FIG. 6 is a schematic view of the relative positions of the inner deck plate and the inner ring beam in a plane;
reference numerals: 1. a transition section; 2. a polygonal base plate; 3. a floor beam system; 31. an outer edge ring beam; 32. an inner ring beam; 33. a main beam; 34. a secondary beam; 35. a connecting member; 4. a polygonal cylinder; 41. an outer cylinder wall; 411. the wall of the outer cylinder is coated with steel; 412. concrete for the outer cylinder wall; 413. riveting; 42. an outer deck; 43. an inner deck plate; 44. a load bearing steel column; 45. and filling concrete.
Detailed Description
The present invention will be further described with reference to the accompanying drawings and specific embodiments.
As shown in fig. 1-6, the utility model discloses a marine wind power self-supporting polygon tube type basis, including changeover portion 1, bottom bread steel concrete polygon bottom plate 2, bottom plate girder system 3 and polygon section of thick bamboo 4, wherein: the transition section 1 is of an internal cavity structure, the wall thickness can be freely selected and is not smaller than 0.5m, reinforcing steel bars are arranged in concrete to enhance the tensile strength of the concrete, and the diameter of an opening at the upper part can be adjusted according to the diameter of the tower barrel, so that the transition section 1 can be in butt joint with the tower barrel; the lower end of the transition section 1 is provided with a polygonal cylinder 4, and a polygonal bottom plate 2 and a bottom plate beam system 3 are arranged between the transition section 1 and the polygonal cylinder 4.
Referring to fig. 3, in this embodiment, the polygonal tubular structure includes a steel-clad concrete outer tubular wall 41, an outer panel 42 (steel outer panel) and an inner panel 43 (steel inner panel), the polygonal tube 4 and the polygonal bottom plate 2 enclose a tubular cavity with a closed upper end and an open lower end, the outer panel 42 and the inner panel 43 are disposed in the tubular cavity, the tubular cavity is divided into a plurality of sub-cavities along an axis, and the outer panel 42 and the inner panel 43 are connected by a circular bearing steel column 44. The outer cylinder wall 41 encloses a regular hexagon (the section of the outer cylinder wall is formed into a regular hexagon) structure, the side length is 18.5m, and the distance between opposite sides of the regular hexagon is 32.0 m; the inner chamber plates 43 are parallel to the outer chamber wall 41 (the corresponding surfaces are parallel), and also form a regular hexagon (the cross section is formed into a regular hexagon) structure, six outer chamber plates 42 are arranged between the inner chamber plates 43 and the outer chamber wall 41, and six outer chamber plates 42 are arranged between six side edges of the outer chamber wall 41 and six side edges corresponding to the inner chamber plates 43. The height of the polygonal cylinder 4 is 16.0m, the thicknesses of the inner surface and the outer surface of the steel-clad outer cylinder wall 411 are both 10mm, the thickness of concrete of the outer cylinder wall is 300mm, and the thicknesses of the outer bin plate 42 and the inner bin plate 43 are 200 mm; the outer bin plate 42 and the inner bin plate 43 are connected through a circular bearing steel column 44 with the diameter of 400mm, the wall thickness of the bearing steel column 44 can be freely selected and is not suitable to be smaller than 15mm, and reinforced concrete, a steel bar mesh or plain concrete can be filled inside the bearing steel column 44 and is determined according to engineering conditions. Fig. 4 shows the case of the filled concrete 45.
Referring to fig. 5, the polygonal bottom plate 2 is disposed on the polygonal cylinder 4, and its outer edge is a regular hexagon with the same shape and size as the outer cylinder wall, wherein the bottom plate concrete thickness is 0.5m, and the bottom plate bottom surface is coated with steel 22 with a thickness of 10 mm. A bottom plate beam system is arranged on the polygonal bottom plate 2 and consists of an outer edge ring beam 31, an inner ring beam 32, a main beam 33, a secondary beam 34 and connecting pieces; wherein, the inner ring beam 32 is circular and is connected with the bottom of the upper transition section 1; 3 main beams 33 are intersected at the center of the polygonal bottom plate 2, and connecting pieces are arranged at the intersections of the main beams 33; 2 secondary beams 34 are uniformly arranged between the adjacent main beams in a radially-encrypted manner, the secondary beams are connected with the outer edge ring beam and the inner ring beam, and the extension lines of the secondary beams are intersected at the center of the polygonal bottom plate 2; the heights of the outer edge ring beam 31, the inner ring beam 32, the main beam 33, the secondary beam 34 and the connecting piece 35 are all 1.0m, the widths of the inner ring beam 32 and the main beam 33 are 1.0m, the width of the outer edge ring beam 31 is 0.2m, the width of the secondary beam 34 is 0.5m, and the diameter of the circular connecting piece 35 is 6.0 m.
The projection of the regular hexagon enclosed by the inner bin plates 43 of the polygonal cylinder 4 on the horizontal plane needs to be inscribed on the projection of the central line of the circular inner ring beam 32 on the polygonal bottom plate 2 on the horizontal plane.
The transition section 1 is of an internal cavity structure, the wall thickness is not less than 0.5m, reinforcing steel bars are arranged in concrete to enhance the tensile strength of the concrete, the upper part of the transition section is in butt joint with a tower, and the lower part of the transition section is connected with an inner ring beam 32 on the polygonal bottom plate 2.
The transition section 1, the polygonal bottom plate 2, the bottom plate beam system 3 and the polygonal cylinder 4 are all made of cast-in-place concrete, and the components are connected by adopting anchoring or embedded parts of reinforcing steel bars. As shown in fig. 5, the steel-clad outer cylinder wall 411 can be used as a permanent formwork for the concrete 412 of the outer cylinder wall, and the steel-clad outer cylinder wall 411 and the all-steel partition plates (the outer chamber plate 42 and the inner chamber plate 43) are connected by welding.
When the foundation is sunk and installed, the angle edge is aligned with the main wind direction, so that the bearing performance of the structure can be exerted to the maximum extent, the size of the foundation is reduced beneficially, and the economy is improved.
The foregoing shows and describes the general principles and principal structural features of the invention. The present invention is not limited by the above-mentioned examples, and the present invention can be modified in various ways without departing from the spirit and scope of the present invention, and these modifications and improvements fall within the scope of the present invention as claimed. The scope of the invention is defined by the appended claims and equivalents thereof.
Claims (8)
1. The utility model provides an offshore wind power self-supporting polygon cylinder type basis which characterized in that: comprises a transition section (1), a polygonal bottom plate (2), a bottom plate beam system (3) and a polygonal cylinder (4),
the transition section (1) is of an internal cavity structure, the upper end of the transition section is in butt joint with the tower barrel, and the lower end of the transition section is provided with a polygonal barrel (4); a polygonal bottom plate (2) and a bottom plate beam system (3) are arranged between the transition section (1) and the polygonal cylinder (4);
the polygonal barrel (4) and the polygonal bottom plate (2) are enclosed to form a barrel-shaped cavity with a closed upper end and an open lower end, the polygonal barrel (4) comprises an outer barrel wall (41), an outer bin plate (42) and an inner bin plate (43), the outer bin plate (42) and the inner bin plate (43) are arranged in the barrel-shaped cavity, the barrel-shaped cavity is divided into a plurality of sub-bin cavities along the axis, and the outer bin plate (42) and the inner bin plate (43) are connected through a circular bearing steel column (44); the outer cylinder wall (41) and the inner chamber plate (43) are identical in shape, the cross section of each outer cylinder wall is polygonal, the corresponding surfaces of the outer cylinder wall (41) and the inner chamber plate (43) are parallel, and the outer chamber plate (42) is arranged between the lateral edge of the outer cylinder wall (41) and the lateral edge corresponding to the inner chamber plate (43).
2. An offshore wind power self-standing polygonal tubular foundation as claimed in claim 1, wherein: the concrete structure with the cross section being a regular polygon is enclosed by the outer cylinder wall (41), the inner side and the outer side of the outer cylinder wall (41) are respectively covered with a layer of steel plate, wherein the thickness of the concrete is 100-500 mm, the thickness of the steel plate is 3-20 mm, the number of sides is 4-12, and the side length is 10-30 m.
3. An offshore wind power self-standing polygonal tubular foundation as claimed in claim 2, wherein: the polygonal bottom plate (2) is arranged at the upper end of the polygonal cylinder (4) and is of a concrete structure with a steel-clad bottom surface; the shape and the size of the outer edge of the polygonal bottom plate (2) are consistent with those of the outer cylinder wall (41) of the polygonal cylinder (4).
4. An offshore wind power self-standing polygonal tubular foundation as claimed in claim 1, wherein: the thickness of the outer bin plate (42) and the thickness of the inner bin plate (43) are 100-500 mm, the diameter of the bearing steel column (44) is 100-800 mm, the wall thickness is 5-80 mm, the top of the bearing steel column (44) is connected with the polygonal bottom plate (2), and reinforced concrete, a steel bar mesh or plain concrete are filled in the bearing steel column (44).
5. An offshore wind power self-standing polygonal tubular foundation as claimed in claim 1, wherein: a bottom plate beam system (3) is arranged on the polygonal bottom plate (2), the bottom plate beam system (3) comprises an outer edge ring beam (31), an inner ring beam (32), a main beam (33) and a secondary beam (34), and the inner ring beam (32) is circular and is connected with the bottom of the transition section (1); the main beams (33) are intersected at the center of the polygonal bottom plate (2), connecting pieces (35) are arranged at the intersections of the main beams (33), and secondary beams (34) are uniformly arranged between the adjacent main beams (33) in a radially encrypted manner; the secondary beam (34) is connected between the outer edge ring beam (31) and the inner ring beam (32), and the extension line of the secondary beam is intersected at the center of the polygonal bottom plate (2).
6. An offshore wind power self-standing polygonal tubular foundation as claimed in claim 5, wherein: the outer edge ring beam (31), the inner ring beam (32), the main beam (33), the secondary beam (34) and the connecting piece (35) are the same in height and are all 0.2-3.0 m; the width of the outer edge ring beam (31), the width of the inner ring beam (32) and the width of the main beam (33) are 0.2-3.0 m, and the diameter of the connecting piece (35) is 2-10 m.
7. An offshore wind power self-standing polygonal tubular foundation as claimed in claim 6, wherein: the projection of the inner bin plate (43) on the horizontal plane needs to be inscribed on the projection of the inner ring beam (32) on the horizontal plane.
8. An offshore wind power self-standing polygonal tubular foundation as claimed in claim 1, wherein: the wall thickness of the transition section (1) is not less than 0.5 m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202022207783.4U CN213625673U (en) | 2020-09-30 | 2020-09-30 | Offshore wind power self-supporting polygonal cylindrical foundation |
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| CN202022207783.4U CN213625673U (en) | 2020-09-30 | 2020-09-30 | Offshore wind power self-supporting polygonal cylindrical foundation |
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| CN213625673U true CN213625673U (en) | 2021-07-06 |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114108684A (en) * | 2021-12-07 | 2022-03-01 | 长江勘测规划设计研究有限责任公司 | Large cylinder foundation of offshore wind power conduit rack suitable for deepwater and installation method |
| CN116292123A (en) * | 2023-03-16 | 2023-06-23 | 天津大学 | An offshore wind power and floating photovoltaic combined system and construction method |
-
2020
- 2020-09-30 CN CN202022207783.4U patent/CN213625673U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114108684A (en) * | 2021-12-07 | 2022-03-01 | 长江勘测规划设计研究有限责任公司 | Large cylinder foundation of offshore wind power conduit rack suitable for deepwater and installation method |
| CN116292123A (en) * | 2023-03-16 | 2023-06-23 | 天津大学 | An offshore wind power and floating photovoltaic combined system and construction method |
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