CN211735480U - Negative pressure barrel-pile composite foundation structure - Google Patents
Negative pressure barrel-pile composite foundation structure Download PDFInfo
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- CN211735480U CN211735480U CN201922481952.0U CN201922481952U CN211735480U CN 211735480 U CN211735480 U CN 211735480U CN 201922481952 U CN201922481952 U CN 201922481952U CN 211735480 U CN211735480 U CN 211735480U
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Abstract
The utility model relates to a negative pressure bucket-stake composite foundation structure. The utility model aims at providing a negative pressure barrel-pile composite foundation structure with strong horizontal deformation resistance and good ocean environment adaptability, which comprises a bearing pile and a negative pressure barrel foundation, wherein the negative pressure barrel foundation is provided with an inner barrel wall, an outer barrel wall and a capping steel plate connected between the upper parts of the inner and outer barrel walls, and the inner diameter of the inner barrel wall is slightly larger than the diameter of the bearing pile; the negative pressure barrel foundation is fixed on the seabed, and concrete is poured into the negative pressure barrel foundation and between the capping steel plate and the seabed; the bearing pile is coaxially arranged in the inner barrel wall on the negative pressure barrel foundation and fixed on the seabed, and concrete is filled between the bearing pile and the inner barrel wall; the top of the negative pressure barrel foundation is provided with a drainage device which can form negative pressure in the negative pressure barrel foundation, and a grouting device and a grout returning device which are matched with each other and can pour concrete into the negative pressure barrel foundation. The utility model is suitable for a marine geotechnical engineering category, marine wind power generator foundation design's technical field.
Description
Technical Field
The utility model relates to a negative pressure bucket-stake composite foundation structure. The method is suitable for the field of marine geotechnical engineering and the technical field of foundation design of offshore wind driven generators.
Background
Offshore wind power is one of the important ways for implementing ocean development strategy and realizing national energy structure adjustment and energy transformation in China. With the vigorous guidance of national policies, offshore wind power shows a high-speed development trend in China. However, offshore marine environments in China are very complex: 1. the marine environment is severe, and severe sea conditions such as ultra-strong typhoon, heavy surge and the like frequently occur; 2. the marine geological conditions change violently, and the regional difference of the marine geology is huge from the geological conditions of the super-thick soft silt to the seabed of the hard rock. The complex marine environment requires that the basic form of offshore wind power has good bearing performance, thereby ensuring that a wind power structure with the height of nearly 200 meters can be stably erected in the sea. At present, offshore wind power in China mostly adopts a large-diameter single-pile foundation, but the foundation is high in form flexibility, poor in horizontal deformation resistance and relatively few in applicable sea area and geological conditions.
SUMMERY OF THE UTILITY MODEL
The to-be-solved technical problem of the utility model is: aiming at the problems, the negative pressure barrel-pile composite foundation structure with strong horizontal deformation resistance and good marine environment adaptability is provided.
The utility model adopts the technical proposal that: the utility model provides a negative pressure bucket-stake composite foundation structure which characterized in that: the negative pressure barrel foundation is provided with an inner barrel wall, an outer barrel wall and a capping steel plate connected between the upper parts of the inner barrel wall and the outer barrel wall, wherein the inner diameter of the inner barrel wall is slightly larger than the diameter of the bearing pile;
the negative pressure barrel foundation is fixed on the seabed, and concrete is poured into the negative pressure barrel foundation and between the capping steel plate and the seabed; the bearing pile is coaxially arranged in the inner barrel wall on the negative pressure barrel foundation and fixed on the seabed, and concrete is filled between the bearing pile and the inner barrel wall;
the top of the negative pressure barrel foundation is provided with a drainage device which can form negative pressure in the negative pressure barrel foundation, and a grouting device and a grout returning device which are matched with each other and can pour concrete into the negative pressure barrel foundation.
And a high-pressure flushing device capable of flushing the seabed below the barrel wall is arranged on the negative pressure barrel foundation.
The negative pressure barrel foundation is provided with a concrete cover plate.
The top ends of the inner barrel wall and the outer barrel wall are higher than the capping steel plate so as to form a pouring groove at the top of the negative pressure barrel foundation, and the concrete cover plate is poured in the pouring groove.
And a plurality of welding nails are welded on the groove wall and the groove bottom of the pouring groove.
The top surface of the top sealing steel plate is connected with the inner barrel wall through a plurality of reinforcing rib plates uniformly distributed around the inner barrel wall, and lifting holes are formed in the reinforcing rib plates.
The inner barrel wall is provided with a plurality of guide plates for assisting in determining the distance between the inner barrel wall and the bearing pile.
The negative pressure barrel foundation is internally divided into a plurality of cabin bodies by a plurality of cabin dividing plates arranged along the radial direction of the negative pressure barrel foundation.
And a plurality of cabin plate reinforcing plates are arranged on the cabin dividing plate.
A construction method of a negative pressure barrel-pile composite foundation structure is characterized by comprising the following steps:
transporting the negative pressure barrel foundation to a designated position, and hoisting the negative pressure barrel foundation above the water surface to ensure that the negative pressure barrel foundation is vertical to the water surface;
releasing the negative pressure barrel foundation, and after the negative pressure barrel foundation reaches the seabed, scouring soil below the barrel wall of the negative pressure barrel foundation by using high-pressure water flow through a high-pressure water flushing device arranged on the negative pressure barrel foundation; meanwhile, water is pumped through a drainage device, and a pressure difference is formed between the inside and the outside of the negative pressure barrel foundation, so that the negative pressure barrel stably sinks to reach a specified depth;
after the negative pressure barrel foundation is sunk and penetrated, high-pressure water flow penetrates into the negative pressure barrel foundation through a grouting device to scour a soil plug in the negative pressure barrel foundation, and water-soil mixed liquid is discharged out of the negative pressure barrel foundation through a slurry returning device;
after the scouring of the soil plug is finished, concrete is poured into the negative pressure barrel foundation through the grouting device, and meanwhile, the grout returning device is opened to keep the concrete flowing so that the concrete can fill the space in the barrel;
after the negative pressure barrel foundation is installed, the bearing pile penetrates through the inner barrel wall of the negative pressure barrel foundation, and the bearing pile is driven into a specified depth;
and after the bearing pile is driven into a specified depth, pouring concrete between the bearing pile and the inner barrel wall of the negative pressure barrel foundation, and pouring the negative pressure barrel foundation and the bearing pile into a whole.
The utility model has the advantages that:
the utility model discloses combine into a whole with the negative pressure bucket basis bearing pile, make full use of the advantage of the vertical bearing capacity of pile foundation and the advantage of the horizontal bearing capacity of negative pressure bucket basis.
The utility model discloses set up cementer and back thick liquid device on negative pressure bucket basis upper portion, negative pressure bucket basis sinks to run through after the stage, utilizes high-pressure rivers to erode the soil stopper, increases the sinking of negative pressure bucket basis and runs through the degree of depth, erodees and fills the concrete in the bucket after finishing to reinforcing negative pressure bucket basis bearing capacity.
The utility model discloses in consolidate through outside staving, length, the weight that the pile body was born to the center can reduce by a wide margin, and the basis total steel volume is less than other wind-powered electricity generation foundations such as single pile under equal ocean, geology, the load design condition.
The utility model discloses adaptability to marine environment is good, and bucket-stake combination basis can be applicable to ocean weak soil, hard soil, different overburden degree of depth geological conditions simultaneously, can be applicable to abominable typhoon, super large wave sea area again.
The guide plate is arranged on the inner wall of the inner barrel wall of the negative pressure barrel foundation, so that the installation accuracy of the bearing pile is improved; the negative pressure barrel foundation is provided with a cabin structure, the inclination condition of the barrel body is monitored in real time through the barrel top inclinometer, and the stable penetration of the negative pressure barrel foundation is controlled by adjusting the pumping power of each cabin.
Drawings
FIG. 1 is a longitudinal sectional view of the embodiment.
Fig. 2 is a top view of the embodiment.
FIG. 3 is a schematic side view of an embodiment.
FIG. 4 is a schematic layout of the capping steel plate in the example.
Fig. 5 is a schematic cross-sectional view of a casting groove in the embodiment.
FIG. 6 is a schematic construction diagram of the embodiment.
Detailed Description
As shown in fig. 1 to 4, the present embodiment is a negative pressure bucket-pile composite foundation structure, which includes a bearing pile 1 and a negative pressure bucket foundation 8.
The negative pressure barrel foundation 8 is provided with a cylindrical outer barrel wall 8-1 and a cylindrical inner barrel wall 8-2, the outer barrel wall 8-1 is coaxially sleeved outside the inner barrel wall 8-2, the upper parts between the inner barrel wall and the outer barrel wall are connected through a capping steel plate 13, and 4 cabin bodies with the same size are formed under the capping steel plate 13 through 4 cabin dividing plates 14 which are uniformly distributed and radially arranged along the inner barrel wall 8-1 and the outer barrel wall; a pouring groove is formed above the capping steel plate 13 and between the inner barrel wall and the outer barrel wall.
In this embodiment, the reinforcing steel bars 12 are disposed in the casting grooves, and the concrete 7 is cast to form the concrete cover plate 11, so as to increase the falling kinetic energy of the negative pressure bucket foundation 8. A plurality of welding nails 16 (shown in figure 5) are uniformly welded and fixed on the wall and the bottom of the pouring groove (on the contact surface of the pouring groove and the concrete cover plate 11) and are used for reinforcing the connection between the negative pressure barrel foundation 8 and the concrete cover plate 11 and preventing the concrete cover plate 11 from sliding.
In this example, a drainage device 10, a grouting device 5 and a grout returning device 6 are arranged at the top of the negative pressure barrel foundation 8 corresponding to each cabin body.
In the embodiment, the drainage device 10 comprises drainage holes 10-1 which are arranged on the capping steel plate 13 and correspond to 4 cabin bodies one by one, the drainage holes 10-1 are communicated with drainage pipes 10-2 which are arranged in the concrete cover plate 11 and are vertically arranged, the upper ends of the drainage pipes 10-2 are exposed out of the concrete cover plate 11, and flange discs 10-3 used for connecting submersible pumps are connected to the upper ends of the drainage pipes.
In the embodiment, the grouting device 5 comprises grouting holes 5-1 which are arranged on the capping steel plate 13 and correspond to the 4 cabin bodies one by one, the grouting holes 5-1 are communicated with grouting pipes 5-2 which are positioned in the concrete cover plate 11 and are vertically arranged, the upper ends of the grouting pipes 5-2 are exposed out of the concrete cover plate 11, and the upper ends of the grouting pipes 5-2 are connected with a grouting valve 5-3.
In the embodiment, the grout returning device 6 comprises grout returning holes 6-1 which are arranged on the capping steel plate 13 and correspond to 4 cabin bodies one by one, the grout returning holes 6-1 are communicated with a vertically arranged grout returning pipe 6-2 which is positioned in the concrete cover plate 11, the upper end of the grout returning pipe 6-2 is exposed out of the concrete cover plate 11, and the upper end of the grout returning pipe 6-2 is connected with a grout returning valve 6-3.
In the embodiment, a high-pressure flushing device 7 capable of flushing seabed below a barrel wall is arranged on a negative pressure barrel foundation 8, the high-pressure flushing device 7 is provided with a pipe sleeve 7-1 and 8 built-in hoses 7-2, the pipe sleeve 7-1 is provided with 8 pipes, the pipe sleeves 7-1 are uniformly welded and fixed on the outer wall of an outer barrel wall 8-1 in the negative pressure barrel foundation 8, the pipe sleeve 7-1 is vertically arranged, the built-in hose 7-2 is arranged in the pipe sleeve 7-1, the upper end of the built-in hose 7-2 is communicated with a high-pressure water source, and the built-in hose 7-2 faces the lower part of.
In the embodiment, 4 reinforcing rib plates 4 are uniformly arranged in the pouring groove, the reinforcing rib plates 4 are connected with the capping steel plate 13 and the inner barrel wall 8-2, and lifting holes 3 are formed in the reinforcing rib plates 4.
In the embodiment, the inner diameter of the inner barrel wall 8-2 is slightly larger than the diameter of the bearing pile 1, an upper ring and a lower ring of guide plates 9 are arranged on the inner wall of the inner barrel wall 8-2, each ring is provided with 4 guide plates 9 which are uniformly distributed, and the size of each guide plate 9 is determined according to the difference between the diameter of the bearing pile 1 and the inner diameter of the inner barrel wall 8-2. The guide plate 9 can ensure that the bearing pile 1 inserted into the inner barrel wall 8-2 is coaxial with the inner barrel wall 8-2.
The deformation and damage of the compartment plate 14 due to stress concentration are prevented, and a plurality of compartment plate reinforcing plates 15 are welded on two sides of the compartment plate 14 alternately.
In the negative pressure barrel-pile composite foundation structure of the embodiment, the negative pressure barrel foundation 8 is fixed on the seabed, concrete 7 is poured into the negative pressure barrel foundation 8 and between the capping steel plate 13 and the seabed, the bearing pile 1 is coaxially arranged in the inner barrel wall 8-2 on the negative pressure barrel foundation 8 and fixed on the seabed, and the concrete 7 is filled between the bearing pile 1 and the inner barrel wall 8-2.
As shown in fig. 6, the specific construction method of this embodiment is as follows:
firstly, transporting the negative pressure barrel foundation 8 manufactured on land to a designated position; and then, hoisting the negative pressure barrel foundation 8 to the upper part of the water surface through the hoisting hole by using a mooring steel cable to ensure that the negative pressure barrel foundation 8 is vertical to the water surface.
Then the negative pressure barrel foundation 8 is released, when the negative pressure barrel foundation 8 reaches the seabed, the high pressure flushing device 7 is opened, and the soil below the barrel wall of the negative pressure barrel is flushed by high pressure water flow, so that the soil resistance is reduced; and meanwhile, the drainage devices 10 are opened to pump water, a pressure difference is formed between the inside and the outside of the cabin body, the inclination condition of the bucket body is monitored in real time through a bucket top inclinometer, and the negative pressure bucket stably sinks to the specified depth by controlling the water pumping speed of the pump connected with each cabin drainage device 10.
After the negative pressure barrel foundation 8 sinks and penetrates, high-pressure water flow penetrates into the barrel through the grouting device 5 to flush the soil plug in the barrel, and the soil-water mixed liquid is discharged out of the barrel through the slurry return device 6.
After the concrete plug is flushed, concrete 7 is poured into the negative pressure barrel foundation 8 through the grouting device 5, the grout returning device 6 is opened at the same time, the concrete 7 is kept flowing, the space in the barrel is filled with the concrete, and the bearing capacity of the negative pressure barrel foundation 8 is enhanced after the concrete 7 is solidified.
After the negative pressure barrel foundation 8 is installed, the bearing pile 1 penetrates through the inner barrel wall 8-2 of the negative pressure barrel foundation 8, the guide plate 9 on the inner wall of the inner barrel wall 8-2 serves as a pile stabilizing system to ensure that the driving process of the single-pile bearing pile 1 is stable, and the bearing pile 1 is driven to a specified depth.
After the bearing pile 1 is driven into a specified depth, concrete 7 is poured into the reserved grouting joint, and the negative pressure bucket foundation 8 and the bearing pile 1 are poured into a whole.
Of course, the above description is not intended to limit the present invention, and the present invention is not limited to the above examples, and those skilled in the art can change, add or replace the above examples within the scope of the present invention.
Claims (9)
1. The utility model provides a negative pressure bucket-stake composite foundation structure which characterized in that: the negative pressure barrel foundation structure comprises a bearing pile (1) and a negative pressure barrel foundation (8), wherein the negative pressure barrel foundation (8) is provided with an outer barrel wall (8-1), an inner barrel wall (8-2) and a capping steel plate (13) connected between the upper parts of the inner barrel wall and the outer barrel wall, and the inner diameter of the inner barrel wall (8-2) is slightly larger than the diameter of the bearing pile (1);
the negative pressure barrel foundation (8) is fixed on the seabed, and concrete (17) is poured into the negative pressure barrel foundation (8) and between the capping steel plate (13) and the seabed; the bearing pile (1) is coaxially arranged in an inner barrel wall (8-2) on a negative pressure barrel foundation (8) and fixed on a seabed, and concrete (17) is filled between the bearing pile (1) and the inner barrel wall (8-2);
the top of the negative pressure barrel foundation (8) is provided with a drainage device (10) which can form negative pressure in the negative pressure barrel foundation (8), and a grouting device (5) and a grout returning device (6) which are matched with each other and can pour concrete (17) into the negative pressure barrel foundation (8).
2. The negative pressure bucket-pile composite foundation structure of claim 1, wherein: the negative pressure barrel foundation (8) is provided with a high pressure flushing device (7) which can flush the seabed below the barrel wall.
3. The negative pressure bucket-pile composite foundation structure of claim 1 or 2, wherein: the negative pressure barrel foundation (8) is provided with a concrete cover plate (11).
4. The negative pressure bucket-pile composite foundation structure of claim 3, wherein: the top ends of the inner barrel wall (8-2) and the outer barrel wall (8-1) are higher than the capping steel plate (13) so as to form a pouring groove at the top of the negative pressure barrel foundation (8), and the concrete cover plate (11) is poured in the pouring groove.
5. The negative pressure bucket-pile composite foundation structure of claim 4, wherein: and a plurality of welding nails (16) are welded on the wall and the bottom of the pouring groove.
6. The negative pressure bucket-pile composite foundation structure of claim 4, wherein: the top surface of the capping steel plate (13) is connected with the inner barrel wall (8-2) through a plurality of reinforcing rib plates (4) which are uniformly distributed around the inner barrel wall (8-2), and the reinforcing rib plates (4) are provided with hanging holes (3).
7. The negative pressure bucket-pile composite foundation structure of claim 1, wherein: the inner barrel wall (8-2) is provided with a plurality of guide plates (9) for assisting in determining the distance between the inner barrel wall (8-2) and the bearing pile (1).
8. The negative pressure bucket-pile composite foundation structure of claim 1, wherein: the negative pressure barrel foundation (8) is internally divided into a plurality of cabin bodies by a plurality of cabin dividing plates (14) arranged along the radial direction of the negative pressure barrel foundation.
9. The negative pressure bucket-pile composite foundation structure of claim 8, wherein: and a plurality of cabin plate reinforcing plates (15) are arranged on the cabin plate (14).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201922481952.0U CN211735480U (en) | 2019-12-31 | 2019-12-31 | Negative pressure barrel-pile composite foundation structure |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201922481952.0U CN211735480U (en) | 2019-12-31 | 2019-12-31 | Negative pressure barrel-pile composite foundation structure |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110965571A (en) * | 2019-12-31 | 2020-04-07 | 中国电建集团华东勘测设计研究院有限公司 | Negative pressure barrel-pile composite foundation structure and construction method thereof |
| CN112482422A (en) * | 2020-11-19 | 2021-03-12 | 中船第九设计研究院工程有限公司 | Ocean engineering foundation reinforcing method based on negative pressure barrel-pile technology |
| CN113482035A (en) * | 2021-07-09 | 2021-10-08 | 中国能源建设集团广东省电力设计研究院有限公司 | Offshore wind power cylinder type foundation and air bag grouting construction method |
-
2019
- 2019-12-31 CN CN201922481952.0U patent/CN211735480U/en active Active
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110965571A (en) * | 2019-12-31 | 2020-04-07 | 中国电建集团华东勘测设计研究院有限公司 | Negative pressure barrel-pile composite foundation structure and construction method thereof |
| CN110965571B (en) * | 2019-12-31 | 2024-06-18 | 中国电建集团华东勘测设计研究院有限公司 | Negative pressure barrel-pile composite foundation structure and construction method thereof |
| CN112482422A (en) * | 2020-11-19 | 2021-03-12 | 中船第九设计研究院工程有限公司 | Ocean engineering foundation reinforcing method based on negative pressure barrel-pile technology |
| CN113482035A (en) * | 2021-07-09 | 2021-10-08 | 中国能源建设集团广东省电力设计研究院有限公司 | Offshore wind power cylinder type foundation and air bag grouting construction method |
| CN113482035B (en) * | 2021-07-09 | 2022-11-18 | 中国能源建设集团广东省电力设计研究院有限公司 | Offshore wind power cylinder type foundation and air bag grouting construction method |
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