CN212670630U - Novel foundation structure of offshore wind power - Google Patents
Novel foundation structure of offshore wind power Download PDFInfo
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- CN212670630U CN212670630U CN202021724684.7U CN202021724684U CN212670630U CN 212670630 U CN212670630 U CN 212670630U CN 202021724684 U CN202021724684 U CN 202021724684U CN 212670630 U CN212670630 U CN 212670630U
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Abstract
The utility model discloses a novel foundation structure of offshore wind power, including steel-pipe pile and bearing structure, bearing structure comprises sleeve pipe and pterygoid lamina, bearing structure passes through slider and installs in the steel-pipe pile, and both connected modes are sliding connection or fixed connection. The utility model discloses utilize the extra horizontal resistance that bearing structure provided, improve foundation structure's horizontal bearing capacity, utilize the sleeve pipe to reduce the pterygoid lamina size, through mutually independent bearing structure and steel-pipe pile, reduce the degree of difficulty of foundation structure preparation, transportation and installation, make it be applicable to shallow overburden sea area and the marine environment of the depth of water 35~50 m.
Description
Technical Field
The utility model relates to an offshore wind power technology field especially relates to a novel foundation structure of offshore wind power.
Background
Wind power is an important component of clean energy, and offshore wind power has the characteristics of high wind speed, stable wind speed, large single-machine capacity and the like. Currently, offshore wind turbine foundation types include single pile foundations, jacket foundations, floating foundations, and the like. The single-pile foundation has the advantages of strong adaptability to seabed terrain, high construction speed, low construction cost and the like, and accounts for over 80 percent of the foundation type of the globally constructed offshore wind farm.
During the operation of the offshore wind turbine, the single-pile foundation bears horizontal loads generated by wind, wave, ocean current, sea ice and the like, and the pile foundation can generate large horizontal displacement and steel pipe pile deformation under the action of horizontal cyclic loads. According to the design standard of offshore wind power plants (GB/T51308-2019), the accumulated inclination angle (lateral displacement amplitude) of the single-pile foundation mud surface cannot exceed 0.25 degrees. In the engineering, the mode of increasing the pile diameter and the anchoring depth of the pile body is usually adopted, the horizontal bearing capacity of the single-pile foundation is improved, and the horizontal displacement of the single-pile foundation is reduced, so that the mode means the increase of the manufacturing cost of the single pile and the improvement of the construction difficulty. In addition, the seabed geological condition of part of offshore wind power plants in China is a shallow covering layer, rock-socketed pile construction is often required, the construction difficulty is further increased, and the construction cost of the offshore wind power plants is increased. In recent years, researchers propose that pile wings are additionally arranged on the outer side of a pile wall to improve the horizontal bearing capacity of a single pile foundation (hereinafter referred to as a wing plate pile) and the single pile foundation comprises an offshore wind turbine unit single pile foundation (CN 202265837U), an offshore wind turbine single pile foundation structure (CN 102041813A) with stabilizing wings and a T-shaped wing plate offshore wind turbine steel pipe pile foundation (CN 208899515U). However, the existing offshore wind power plant does not have the capability of directly installing the wing sheet pile in the technical scheme, and a construction unit does not have a construction process suitable for the wing sheet pile, so that the existing offshore wind power plant at home and abroad does not have an engineering demonstration of successful application of the wing sheet pile. In addition, in the technical scheme of the patent, the wing plate of the wing plate pile is large in size (the width of the wing plate is not less than 1/2 of the diameter of the pile and not more than the diameter of the pile, and the length of the wing plate is not less than 3 times of the diameter of the pile), the wing plate with the large size is not easy to transport, the construction difficulty is improved, and the wing plate is easy to distort and deform under the action of soil pressure. Based on this, the urgent need provides a novel foundation structure of offshore wind power, and novel foundation structure at first can improve sufficient horizontal bearing capacity and reduce pile body horizontal displacement, secondly can utilize current construction equipment and construction process to install, can reduce the pterygoid lamina size at last, improves engineering feasibility and practices thrift the cost.
SUMMERY OF THE UTILITY MODEL
The utility model discloses aim at solving relevant technical problem to a certain extent at least. Therefore, the utility model provides a novel foundation structure of marine wind power utilizes the bearing structure that pipe box and pterygoid lamina combination formed, improves novel foundation structure's horizontal bearing capacity, through setting up the slider adapting unit on pipe box and steel-pipe pile, improves novel foundation structure's mounting means, and the erection equipment of the current marine wind power single pile basis of make full use of is under construction, improves novel foundation structure's engineering feasibility and economic nature.
In order to realize the technical characteristics, the purpose of the utility model is realized as follows: novel foundation structure of offshore wind power, it includes:
steel pipe piles;
the supporting structure consists of a pipe sleeve and a wing plate, and the inner diameter of the pipe sleeve is larger than the outer diameter of the steel pipe pile;
the first connecting part of the sliding device is arranged on the outer wall of the steel pipe pile, the second connecting part of the sliding device is arranged on the inner wall of the pipe sleeve, and the supporting structure is installed on the steel pipe pile through the sliding device;
the sliding guide rail is formed by the first connecting part of the sliding device on the outer wall of the steel pipe pile and the second connecting part of the sliding device on the inner wall of the pipe sleeve, the steel pipe pile and the supporting structure are connected in a sliding connection mode and a fixed connection mode, when the steel pipe pile and the supporting structure are connected in a sliding mode, horizontal load is transmitted between the steel pipe pile and the supporting structure through the sliding device, the fixed connection of the steel pipe pile and the supporting structure is achieved by filling a cavity between the outer wall of the steel pipe pile and the inner wall of the supporting structure through underwater grouting, and fixed connection is formed after slurry is solidified.
The sliding device is a sliding guide rail consisting of a first connecting part with a convex body structural feature and a second connecting part with a groove structural feature; the sliding device can also be a sliding guide rail consisting of a first connecting part with a groove structure characteristic and a second connecting part with a convex structure characteristic. The sliding guide rail provides positioning for the installation of the supporting structure and the arrangement direction of the wing plates, and meanwhile, the stability of the supporting structure is kept in the driving-in process of the supporting structure.
The length of the wing plate in the supporting structure is 0.75-1.5 times of the outer diameter of the steel pipe pile, the width of the wing plate in the supporting structure is 0.25-0.5 times of the outer diameter of the steel pipe pile, and the size of the pile wing is convenient for transportation and construction and keeps stable structure under the action of soil pressure.
The bearing structure can also include the gravity pressure disk, the gravity pressure disk is located bearing structure upper portion, the gravity pressure disk is one of rigid structure, flexible construction and semi-rigid structure, the rigid structure is concrete, reinforced concrete, rock-fill concrete, the flexible construction is piled up by rock-fill, slay, abandonment building block and forms, semi-rigid structure is the cemented granule body that obtains by the pile body of self-compaction cementing material pouring rock-fill, slay, abandonment building block under water.
The ecological restoration method has the advantages that the ecological restoration method for the artificial vegetation on the high and steep rock slope has the following advantages:
1. the utility model discloses a bearing structure that pipe box and pterygoid lamina are constituteed improves novel foundation structure level bearing capacity. The pipe sleeve has the functions similar to increasing the diameter of a steel pipe pile at the seabed surface layer and improving the horizontal bearing capacity of the foundation structure, and the wing plate has the functions of improving the horizontal bearing capacity of the foundation structure by adjusting the resistance of soil bodies on the seabed surface layer and solving the problem of insufficient horizontal bearing capacity of the conventional offshore wind power single pile foundation.
2. The utility model discloses in, pipe box and pterygoid lamina homoenergetic effectively improve foundation structure level bearing capacity, therefore being provided with of pipe box does benefit to and reduces pile wing size, and then reduces the cost, the transportation and the construction degree of difficulty of pterygoid lamina.
3. The utility model discloses well pipe box can adopt reinforced concrete pipe, further can reduce bearing structure's cost, improves novel foundation structure's economic nature.
4. The utility model discloses steel-pipe pile and bearing structure are two independent components before the installation, the utility model discloses construction method installs the steel-pipe pile earlier, and the bearing structure is installed to the back, has effectively solved the wing sheet pile among the prior art scheme and has not been convenient for transport to and can't adopt current construction equipment and construction process to carry out the problem of pile sinking.
5. The utility model discloses well steel pipe pile and bearing structure have two kinds of connected modes of sliding connection and fixed connection, can be according to the construction conditions, nimble selection pattern.
6. The utility model discloses bearing structure still includes the gravity pressure disk, and the mechanical properties of seabed top layer soil body both can be reinforceed to the gravity pressure disk, improves foundation structure level bearing capacity, can improve pile wing similar to cantilever structure's stress mode again, improves the rigidity of pterygoid lamina, reduces the possibility that the pterygoid lamina takes place distortion.
Drawings
The present invention will be further explained with reference to the drawings and examples.
Fig. 1 is a schematic view of the novel super-large diameter single pile foundation structure of offshore wind power of the first embodiment of the present invention.
Fig. 2 is a sectional view of the novel ultra-large diameter single pile foundation a-a of the offshore wind power plant according to the first embodiment of the present invention.
Fig. 3 is a sectional view a-a of the offshore wind power new super large diameter single pile foundation according to the first embodiment of the present invention.
Fig. 4 is a schematic view of a novel super-large diameter single pile foundation structure of offshore wind power according to a second embodiment of the present invention.
Fig. 5 is a sectional view of a novel ultra-large diameter single pile foundation a-a of offshore wind power according to a second embodiment of the present invention.
Fig. 6 is a sectional view a-a of the offshore wind power new ultra-large diameter single pile foundation according to the second embodiment of the present invention after filling.
FIG. 7 is a schematic view of the third embodiment of the present invention illustrating a novel foundation structure of offshore wind power
In the figure: 1: steel pipe piles; 2: a support structure; 3: a sliding device; 4: an underwater self-protecting gelling material; 21: pipe sleeve; 22: a wing plate; 23: a gravity pressure plate; 31: a first connecting member; 32: a second connecting member.
Detailed Description
The following describes embodiments of the present invention with reference to the accompanying drawings.
The following describes the novel foundation structure of offshore wind power according to the embodiment of the present invention with reference to fig. 1-7, including steel pipe pile 1, supporting structure 2, sliding device 3 and self-protection type cementing material 4 under water, supporting structure 2 is connected with steel pipe pile 1 through sliding device 3. The support structure 2 is composed of a pipe sleeve 21 and a wing plate 22, and the wing plate 22 is fixed on the outer wall of the pipe sleeve 21.
The outer wall of the steel pipe pile 1 is provided with a first connecting part 31 of the sliding device 3, the inner wall of the pipe sleeve 21 is provided with a second connecting part 32 of the sliding device 3, and the first connecting part 31 and the second connecting part 32 form a sliding guide rail. The sliding guides provide positioning for the mounting of the support structure 2 and the direction of the wing plate 22 laying, while ensuring the stability of the support structure 2 during driving. Further, the steel pipe pile 1 is slidably connected to the support structure 2 via a slide rail.
One part of the pipe sleeve 21 is positioned at the lower part of a seabed mud-water interface, the other part of the pipe sleeve 21 is positioned at the upper part of the mud-water interface, a cavity between the sleeve 21 at the upper part of the seabed and the steel pipe pile 1 can be filled with an underwater self-protection cementing material 4, and after the cementing material is solidified, the steel pipe pile 1 and the supporting structure 2 form fixed connection.
It can be understood that when the steel pipe pile 1 and the supporting structure 2 are in sliding connection, the supporting structure 2 can only provide horizontal resistance through the sliding device 3, so that the horizontal bearing capacity of the foundation structure is improved, and the deformation of the steel pipe pile at a muddy water interface is reduced; when the steel pipe pile 1 and the supporting structure 2 are fixedly connected, the supporting structure 2 can provide horizontal resistance and can share the vertical load on the upper part of the foundation structure.
Specifically, the sliding device 3 is a sliding guide rail formed by a first connecting part 31 having a convex structural feature and a second connecting part 32 having a concave structural feature; the sliding device 3 may also be a sliding guide rail consisting of a first connecting part 31 with a groove structure and a second connecting part 32 with a convex structure.
Specifically, the length of the wing plate 22 in the support structure 2 is 0.75-1.5 times of the outer diameter of the steel pipe pile, and the width of the wing plate 22 in the support structure 2 is 0.25-0.5 times of the outer diameter of the steel pipe pile.
It can be understood that, bearing structure 2 is independent structure with steel-pipe pile 1 before the installation, therefore bearing structure 2 not only can not influence the preparation of steel-pipe pile 1, transportation and installation process, make full use of current single pile foundation's industrial chain, construction equipment and construction process, bearing structure 2 reduces the pile footpath and the pile length of steel-pipe pile 1 through improving basic structure horizontal bearing capacity moreover, and then reduces its preparation, transportation and installation degree of difficulty.
It will be appreciated that the support structure 2 is composed of the pipe sleeve 21 and the wing plate 22, and the outer diameter of the pipe sleeve 21 is larger than that of the steel pipe pile 1, so the pipe sleeve functions similarly to increasing the horizontal bearing capacity of the foundation structure by increasing the diameter of the steel pipe pile 1 at the surface layer of the seabed. Due to the contribution of the pipe sleeve 21 in the supporting structure 2 to the horizontal bearing capacity of the foundation structure, the size of the wing plate 22 can be reduced, the cost, the transportation and the construction difficulty of the wing plate are further reduced, and meanwhile, the wing plate is prevented from being distorted and deformed under the action of soil pressure. In addition, the pipe sleeve 21 can adopt cheaper reinforced concrete pipes instead of steel pipes, and is combined with wing plates with smaller sizes, so that the overall cost of the supporting structure is reduced, and the economy of the novel foundation structure is improved.
Specifically, bearing structure 2 can also include gravity pressure disk 23, gravity pressure disk 23 is located bearing structure 2 upper portion, encircles upper portion pipe box 21 and sets up, gravity pressure disk 23 is one of rigid structure, flexible construction and semi-rigid structure, the rigid structure is concrete, reinforced concrete, rock-fill concrete, the flexible construction is piled up by rock-fill, slay, abandonment building block and forms, semi-rigid structure is the cemented particle body that obtains by self-compaction cementitious material pouring rock-fill, slay, abandonment building block pile body under water.
It can be understood that the gravity pressure plate 23 can not only improve the mechanical property of the soil body on the surface layer of the seabed and improve the horizontal bearing capacity of the foundation structure, but also improve the stress mode of the wing plate 22 similar to a cantilever structure, improve the rigidity of the wing plate 22 and reduce the possibility of the wing plate 22 generating distortion deformation.
With reference to fig. 5, a construction method of a novel offshore wind power foundation structure is described, which mainly comprises the following steps:
s1: driving the steel pipe pile 1 into the seabed by pile sinking equipment until the design depth is reached;
s2: hoisting the supporting structure 2, adjusting the position to enable the first connecting part 31 of the pipe sleeve inner wall sliding device 3 of the supporting structure 2 and the second connecting part 32 of the steel pipe pile outer wall sliding device 3 to correspond one by one to form a sliding guide rail, then slowly lowering the supporting structure 2, enabling the supporting structure 2 to fall on a muddy water interface along the sliding guide rail, and enabling the supporting structure 2 to enter the seabed foundation for a certain depth under the action of self weight;
s3: hoisting the pipe sleeve 5 above the supporting structure 2, and driving the supporting structure into the designed depth through the pipe sleeve 5 by using pile sinking equipment again;
s4: hoisting the pipe sleeve 5 again and placing the pipe sleeve on a construction ship;
according to some embodiments of the present invention, after the step S4, the method may further include the step S5: a gravity platen 23 is provided on the seabed hold-up layer above the support structure 2.
According to some embodiments of the present invention, after the step S4, the method may further include the step S5: and (3) filling a cavity between the inner wall of the pipe sleeve 21 of the support structure 2 and the outer wall of the steel pipe pile 1 with an underwater self-protection self-compaction cementing material 4, and after the cementing material is solidified, forming fixed connection between the support structure 2 and the steel pipe pile 1. Step S6 may also be included after step S5: a gravity platen 23 is provided on the seabed hold-up layer above the support structure 2.
Claims (4)
1. Novel foundation structure of offshore wind power, its characterized in that, it includes:
a steel pipe pile (1);
the supporting structure (2) is composed of a pipe sleeve (21) and a wing plate (22), and the inner diameter of the pipe sleeve (21) is larger than the outer diameter of the steel pipe pile (1);
the sliding device (3), a first connecting part (31) of the sliding device (3) is arranged on the outer wall of the steel pipe pile (1), a second connecting part (32) of the sliding device (3) is arranged on the inner wall of the pipe sleeve (21), and the supporting structure (2) is installed on the steel pipe pile (1) through the sliding device (3);
the first connecting part of the sliding device on the outer wall of the steel pipe pile and the second connecting part of the sliding device on the inner wall of the sleeve form a sliding guide rail, the steel pipe pile (1) and the supporting structure (2) are connected in a sliding connection or fixed connection mode, and the steel pipe pile (1) and the supporting structure (2) are fixedly connected in a mode that a cavity between the steel pipe pile (1) and the supporting structure (2) is filled through underwater grouting.
2. Novel offshore wind power infrastructure according to claim 1, characterized in that: the sliding device (3) is a sliding guide rail consisting of a first connecting part with a convex body structural characteristic and a second connecting part with a groove structural characteristic; the sliding device can also be a sliding guide rail consisting of a first connecting part with a groove structure characteristic and a second connecting part with a convex structure characteristic.
3. Novel offshore wind power infrastructure according to claim 1, characterized in that: the length of a wing plate (22) in the supporting structure (2) is 0.75-1.5 times of the outer diameter of the steel pipe pile, and the width of the wing plate (22) in the supporting structure (2) is 0.25-0.5 times of the outer diameter of the steel pipe pile.
4. Novel offshore wind power infrastructure according to claim 1, characterized in that: the supporting structure (2) can further comprise a gravity pressure plate (23), the gravity pressure plate (23) is located on the upper portion of the supporting structure (2), the gravity pressure plate (23) is of one of a rigid structure, a flexible structure and a semi-rigid structure, and the rigid structure is formed by pouring reinforced concrete or rockfill concrete.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202021724684.7U CN212670630U (en) | 2020-08-18 | 2020-08-18 | Novel foundation structure of offshore wind power |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202021724684.7U CN212670630U (en) | 2020-08-18 | 2020-08-18 | Novel foundation structure of offshore wind power |
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| Publication Number | Publication Date |
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| CN212670630U true CN212670630U (en) | 2021-03-09 |
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| CN202021724684.7U Active CN212670630U (en) | 2020-08-18 | 2020-08-18 | Novel foundation structure of offshore wind power |
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| CN (1) | CN212670630U (en) |
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