CN219931042U - Prefabricated cushion cap inclined pile type anchoring structure of offshore suspension cable photovoltaic - Google Patents
Prefabricated cushion cap inclined pile type anchoring structure of offshore suspension cable photovoltaic Download PDFInfo
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- CN219931042U CN219931042U CN202320550461.0U CN202320550461U CN219931042U CN 219931042 U CN219931042 U CN 219931042U CN 202320550461 U CN202320550461 U CN 202320550461U CN 219931042 U CN219931042 U CN 219931042U
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- 238000004873 anchoring Methods 0.000 title claims abstract description 25
- 239000000725 suspension Substances 0.000 title claims abstract description 22
- 239000011178 precast concrete Substances 0.000 claims abstract description 55
- 239000012528 membrane Substances 0.000 claims abstract description 27
- 238000007789 sealing Methods 0.000 claims abstract description 27
- 239000004567 concrete Substances 0.000 claims abstract description 22
- 230000000903 blocking effect Effects 0.000 claims abstract description 4
- 238000004891 communication Methods 0.000 claims abstract description 4
- 229910000831 Steel Inorganic materials 0.000 claims description 45
- 239000010959 steel Substances 0.000 claims description 45
- 230000000149 penetrating effect Effects 0.000 claims description 5
- 230000002093 peripheral effect Effects 0.000 claims description 2
- 238000010276 construction Methods 0.000 description 11
- 238000009434 installation Methods 0.000 description 6
- 230000008901 benefit Effects 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 239000011440 grout Substances 0.000 description 3
- 239000000463 material Substances 0.000 description 3
- 239000002689 soil Substances 0.000 description 3
- 238000009423 ventilation Methods 0.000 description 3
- 238000003466 welding Methods 0.000 description 3
- 238000005452 bending Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 2
- 238000000034 method Methods 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000010248 power generation Methods 0.000 description 2
- 238000006467 substitution reaction Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 239000004746 geotextile Substances 0.000 description 1
- 238000003780 insertion Methods 0.000 description 1
- 230000037431 insertion Effects 0.000 description 1
- 238000009417 prefabrication Methods 0.000 description 1
- 238000011084 recovery Methods 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
- 238000004804 winding Methods 0.000 description 1
Classifications
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/50—Photovoltaic [PV] energy
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- Piles And Underground Anchors (AREA)
Abstract
The utility model provides a prefabricated pile cap inclined pile type anchoring structure of an offshore suspension cable photovoltaic, which comprises a prefabricated concrete pile cap and an inclined pile arranged in the prefabricated concrete pile cap; a cup opening is formed in the top surface of the precast concrete bearing platform, and an upper pile structure is connected and arranged in the cup opening; the precast concrete pile cap is internally provided with an inclined pile preformed hole which penetrates through the top surface and the bottom surface of the pile cap, and the inclined pile is connected and matched with the inclined pile preformed hole; and the inclined pile preformed hole is provided with a sealing membrane structure at the bottom surface of the bearing platform, so that the inclined pile preformed hole is in a blocking state or a one-time communication state for the inclined pile to penetrate. The utility model bears external horizontal force through the inclined pile structure, the inclined pile structure can transfer the horizontal force into pressure and tensile force to the inclined pile, and the compressive and tensile bearing capacity of the pile is far greater than the horizontal bearing capacity, so that the whole horizontal bearing capacity of the anchoring structure is good.
Description
Technical Field
The utility model relates to the technical field of offshore photovoltaic power generation, in particular to a prefabricated pile cap inclined pile type anchoring structure of offshore suspension cable photovoltaic.
Background
Solar energy is used as renewable clean energy and is used for replacing conventional fossil energy. The offshore photovoltaic in China is rapidly developed, and a plurality of offshore photovoltaic power stations are built in the southeast coastal area of China. However, the existing offshore photovoltaic power station site selection is mainly located on coastal beach, the offshore photovoltaic project which is actually used in offshore is not many, and in order to promote the photovoltaic power station to be applied in offshore, the offshore suspension photovoltaic is proposed and applied in some projects.
The offshore suspension cable photovoltaic foundation structure is long in cantilever end relative to an onshore photovoltaic structure foundation, and meanwhile, the offshore suspension cable photovoltaic foundation structure is required to bear dead weight load, wind load and snow load of a photovoltaic plate, a photovoltaic support and a pile foundation, and also is required to bear wave load and even sea ice load, and the acting force of the wave load and the sea ice load is far larger than that of a conventional load.
The traditional offshore photovoltaic anchoring structure generally adopts a pile foundation structure driven into the seabed directly as a foundation, and the pile foundation structure is widely applied due to simple construction. However, in offshore photovoltaics, the horizontal force is large due to the high cantilever of the pile foundation structure, and a large bending moment is formed at the bottom of the pile foundation, which is disadvantageous to the stress of the pile foundation. In addition, in the traditional pile foundation structure, the pile and soil contact area is small, and the bearing capacity of the soil near the mud surface is low, so that the deformation of the soil is overlarge, the larger pile deformation is brought, and the great challenge is brought to the safety of the offshore photovoltaic structure. Meanwhile, the traditional inclined pile adopting the pile top welding structure generally adopts a steel pipe pile, and has large steel consumption and high cost; the construction process of the inclined pile is complex, the guide frame is required to guide in the traditional inclined pile driving, the manufacturing cost of the offshore guide frame is high, the installation and recovery work is complex, and the construction period of the inclined pile driving is long and the cost is high.
Disclosure of Invention
The utility model aims to provide a diagonal pile type anchoring structure which has excellent horizontal bearing capacity and is convenient to connect with piles. For this purpose, the utility model adopts the following technical scheme:
a precast pile cap inclined pile type anchoring structure of an offshore suspension cable photovoltaic comprises a precast concrete pile cap and an inclined pile arranged in the precast concrete pile cap; a cup opening is formed in the top surface of the precast concrete bearing platform, and an upper pile structure is connected and arranged in the cup opening; the pile is connected with the pile reserved hole, and a barrier-free space for the upper pile structure to move is reserved above the top surface of the pile cap; and the inclined pile preformed hole is provided with a sealing membrane structure at the bottom surface of the bearing platform, so that the inclined pile preformed hole is in a blocking state or a one-time communication state for the inclined pile to penetrate.
Further: and the bottom of the precast concrete cap is provided with a concrete bracket.
Further: and the inclined pile preformed hole is provided with a flaring inclined pile hole at a position close to the top surface of the bearing platform.
Further: the prefabricated concrete bearing platform is internally provided with a hollowed-out part penetrating through the end part of the prefabricated concrete bearing platform, and an air hole is formed between the bottom of the hollowed-out part and the bottom surface of the bearing platform.
Further: the sealing membrane structure comprises a sealing membrane, the covering area of the sealing membrane is larger than the cross section area of the reserved hole of the inclined pile, and the peripheral part of the sealing membrane is provided with a connecting structure connected with the bottom surface of the bearing platform.
Further: the upper pile structure comprises an upper pile and an end steel plate; the end steel plates are connected and arranged at the bottoms of the cup mouths of the upper piles.
Further: the prefabricated concrete bearing platform is internally provided with a grouting part for connecting the prefabricated concrete bearing platform with the inclined pile and the upper pile structure, a first grouting layer is arranged between the wall of the reserved hole of the inclined pile and the inclined pile, and a second grouting layer is arranged between the wall of the cup opening and the upper pile structure.
Further: and the pre-buried grouting steel pipes are arranged in the precast concrete cap and are communicated with the reserved holes of the inclined piles and the outside of the precast concrete cap.
Further: the external connection of the embedded grouting steel pipe is provided with a grouting pipe connection structure, and the grouting pipe connection structure comprises a grouting hose and a reserved steel cable; the grouting soft pipe is sleeved on the outer surface of the embedded grouting steel pipe, and a detachable buckle is arranged at the connecting part of the grouting soft pipe and the embedded grouting steel pipe; the buckle is provided with a first connecting point, the top of the precast concrete cap is provided with a second connecting point, and the reserved steel cable is connected between the first connecting point and the second connecting point.
Compared with the prior art, the utility model has the following beneficial effects:
according to the utility model, the inclined pile structure bears external horizontal force, the inclined pile structure can transmit the horizontal force into pressure and tensile force to the inclined pile, and the compressive and tensile bearing capacity of the pile is far greater than the horizontal bearing capacity, so that the whole horizontal bearing capacity of the anchoring structure is good; in addition, the utility model utilizes the precast concrete bearing platform and the precast concrete pile, the main structure avoids the use of a large amount of steel materials, the material consumption is saved, and the cost is low. Meanwhile, the pile and the precast concrete cap are connected by grouting, and the pile and the precast concrete cap are fixedly combined into a whole after grouting, so that the structure reliability is good.
Drawings
FIG. 1 is a cross-sectional view of the overall structure of the inclined pile type anchoring structure of the present utility model;
FIG. 2 is a plan view of the overall structure of the inclined pile type anchoring structure of the present utility model;
FIG. 3 is an elevational view of the overall structure of the inclined pile type anchoring structure of the present utility model;
FIG. 4 is a cross-sectional view of the preformed concrete cup opening of the present utility model;
FIG. 5 is a schematic diagram of a sealing membrane structure according to the present utility model;
FIG. 6 is a schematic view of a grouting pipe connection according to the present utility model;
fig. 7 is a cross-sectional view of a grouting pipe connection according to the present utility model.
The marks in the drawings are: 1-precast concrete cap, 11-concrete bracket, 12-inclined pile preformed hole, 121-column inclined pile hole, 122-flaring inclined pile hole, 13-rim of a cup, 14-hollowed part, 15-vent hole, 16-pre-buried grouting steel pipe, 171-top pre-buried screw, 172-bottom pre-buried screw, 18-cap top surface, 19-cap bottom surface, 2-inclined pile, 3-upper pile structure, 31-upper pile, 32-end steel plate, 33-shear key, 4-sealing membrane structure, 41-sealing membrane, 42-perforated steel cover plate, 43-nut, 5-grouting part, 51-first grouting layer, 52-second grouting layer, 6-grouting pipe connecting structure, 61-buckle, 62-grouting hose and 63-reserved steel cable.
Detailed Description
The utility model is further illustrated by the following figures and examples, which are not intended to be limiting.
The embodiment provides an offshore photovoltaic power generation field, the water depth of a photovoltaic power station area is 5m, the wave height is 4m when the wave is encountered for 50 years, the offshore photovoltaic adopts a 40m multiplied by 60m large-span suspension cable structure, and 4 or more prefabricated pile cap inclined pile type anchoring structures of the offshore suspension cable photovoltaic are used at the bottom of the large-span suspension cable structure.
As shown in fig. 1-7, an offshore suspension photovoltaic precast pile cap inclined pile type anchoring structure comprises a precast concrete pile cap 1 and an inclined pile 2 arranged in the precast concrete pile cap 1; a cup opening 13 is formed in the top surface 18 of the precast concrete bearing platform 1, and an upper pile structure 3 is arranged in the cup opening 13 in an inner connecting manner; the precast concrete pile cap 1 is internally provided with an inclined pile preformed hole 12 penetrating through the top surface 18 and the bottom surface 19 of the pile cap, the inclined pile 2 is connected and matched with the inclined pile preformed hole 12, and a barrier-free space capable of moving the upper pile structure 3 is reserved above the top surface 18 of the pile cap; the inclined pile preformed hole 12 is provided with a sealing membrane structure 4 on the bottom surface 19 of the bearing platform, so that the inclined pile preformed hole 12 is in a blocking state or a one-time communication state for the inclined pile 2 to penetrate.
In this embodiment, two inclined piles 2 are precast concrete piles, and preferably two inclined piles 2 are arranged so as to achieve the effect of symmetrical force of the precast concrete deck 1, and the inclined piles 2 are inserted into the precast concrete deck 1 from the flaring inclined pile holes 122, pass through the columnar inclined pile holes 121 and puncture the sealing membrane 41 to enter the mud surface to finish pile sinking. The pile sinking method and device for the pile sinking device have the advantages that piles are sunk by utilizing the preset pile holes in the precast concrete bearing platform 1, pile sinking construction is convenient, guide frames are not needed, manufacturing cost of the guide frames is saved, time for installing and dismantling the guide frames is saved, construction operation time is short, and cost is saved.
Wherein, the precast concrete deck 1 is provided with a concrete bracket 11 at the bottom thereof. In this embodiment, a plurality of concrete brackets 11 may be provided, preferably two concrete brackets 11 are provided, and two concrete brackets 11 are located at two sides of the bottom of the precast concrete deck 1, and at the same time, the position of the concrete bracket 11 needs to avoid touching the inclined pile 2 and collision when the inclined pile 2 is inserted.
As shown in fig. 1-2, specifically, the pile pre-formed hole 12 includes a cylindrical pile hole 121 and a flared pile hole 122, and the flared pile hole 122 is located at an upper portion of the cylindrical pile hole 121 and is disposed near the top surface 18 of the pile cap. In this embodiment, the flared inclined pile hole 122 is in the shape of an inverted cone. In this way, the pile inserting construction of the inclined pile 2 is facilitated by adopting the mode of enlarging the inclined pile preformed hole 12, and meanwhile, the inverted conical surface can play a guiding role, so that the inclined pile 2 can be smoothly guided to the columnar inclined pile hole 121.
As shown in fig. 1, specifically, a hollow portion 14 penetrating the end of the precast concrete cap 1 is provided in the precast concrete cap 1, and an air vent 15 is provided between the bottom of the hollow portion 14 and the bottom surface 19 of the cap. In this embodiment, the hollowed-out portion 14 is preferably in a frustum shape similar to the precast concrete cap 1 and penetrates through two sides of the precast concrete cap 1, and the position of the hollowed-out portion 14 needs to be staggered with the reserved holes 12 of the inclined piles, preferably, the reserved holes 12 of the inclined piles are arranged between the two sides; and the ventilation holes 15 can be arranged in a plurality to ensure ventilation effect, so that the bottom gas can be timely discharged during installation.
As shown in fig. 5, in particular, the sealing membrane structure 4 comprises a sealing membrane 41, a perforated steel cover plate 42 and a screw cap 43; the sealing membrane 41 covers an area larger than the cross-sectional area of the stake pocket 12. The sealing membrane 41 is installed at the bottom of the inclined pile preformed hole 12, and meanwhile, a bottom hole capable of being connected and matched with the bottom embedded rod 172 is formed in the bottom surface 19 of the bearing platform, and the sealing membrane 41 is paved between the bottom surface 19 of the bearing platform and the steel cover plate 42 with holes. The sealing membrane 41 is fixed under the cooperation of the bottom embedded rod 172, the steel cover plate 42 with holes and the screw cap 43. In this embodiment, the sealing membrane 41 may be made of non-woven geotextile, so that by adopting the technology of arranging the sealing membrane at the bottom of the pile hole, not only can the placement of the precast concrete cap 1 be achieved, but also the mud and sand can be prevented from entering the inclined pile preformed hole 12 to affect the grouting effect; and the sealing membrane 41 can be conveniently and smoothly pierced when the inclined pile 2 is inserted, and pile sinking is not influenced.
As shown in fig. 1 and 4, specifically, the upper pile structure 3 includes an upper pile 31 and an end steel plate 32; the end steel plate 32 is connected with the upper pile 31 at the bottom of the cup opening 13. In the embodiment, the local loading capacity of the end part is improved by welding the end part steel plate 32 at the end part, so that the local deformation of the pile end is avoided; and after grouting, the pile body is tightly connected with the grouting body, so that the bending resistance and the pulling resistance of the pile end are improved, and the anchoring reliability of the pile end is improved.
Wherein shear keys 33 are prefabricated on the pile side of the upper pile 31 in the cup opening 13.
The grouting connection mode of reserving a cup opening 13 is adopted between the pile body of the upper pile 31 and the precast concrete cap 1: the load of the pile body of the upper pile 31 is reliably transmitted to the precast concrete cap 1, the cup opening 13 is reserved, and the pile body of the upper pile 31 forms a solid end at the precast concrete cap 1 after grouting, so that excellent stress conditions can be achieved; meanwhile, the pile body of the upper pile 31 is constructed and arranged at the rear position, so that interference with the pile body of the upper pile 31 during pile sinking can be avoided, and if the pile body of the upper pile 31 and the precast concrete cap 1 are manufactured during prefabrication, the pile body of the upper pile 31 and the inclined pile 2 interfere with each other in space, so that the inclined pile 2 cannot be inserted.
Wherein, the cup opening 13 is frustum-shaped, and the amplified state presented by the conical table surface is not only convenient for pile insertion construction of the upper pile 31, but also has guiding function by the conical table surface, and can smoothly guide the upper pile 31.
As shown in fig. 1-2 and 6-7, the present embodiment also provides a grouting system, which adopts the technology of pre-burying grouting steel pipes 16, and facilitates grouting construction, and grouting can be realized only by connecting the pre-burying grouting steel pipes 16 with the grouting hose 62 interface, so as to avoid underwater construction.
Specifically, the grouting system comprises a pre-buried grouting steel pipe 16 arranged in a precast concrete cap 1, wherein the pre-buried grouting steel pipe 16 is communicated with an inclined pile preformed hole 12 and the outside of the precast concrete cap 1.
In this embodiment, the pre-buried grouting steel pipe 16 is optimally formed in an upwardly bent guide state at a portion thereof connected to the outside of the precast concrete deck 1. And thereby an external shear key 162 and an internal shear key 163 are provided at the ends of the bent portions of the pre-buried grout steel pipe 16.
The grouting part 5 for connecting the precast concrete bearing platform 1 with the inclined pile 2 and the upper pile structure 3 is arranged in the precast concrete bearing platform 1, meanwhile, the aperture of the inclined pile reserved hole 12 is larger than the diameter of the inclined pile 2, and the minimum aperture of the cup opening 13 is larger than the diameter of the upper pile 31; and thereby a first grout layer 51 is formed between the wall of the pile preformed hole 12 and the pile 2, and a second grout layer 52 is formed between the wall of the cup opening 13 and the upper pile 31.
Specifically, the external connection of the embedded grouting steel pipe 16 is provided with a grouting pipe connection structure 6, and the grouting pipe connection structure 6 comprises a grouting hose 62 and a reserved steel cable 61; the grouting hose 62 is sleeved on the outer surface of the embedded grouting steel pipe 16, and a detachable buckle 61 is arranged at the connecting part of the grouting hose and the embedded grouting steel pipe; the buckle 61 is provided with a first connecting point, the top of the precast concrete deck 1 is provided with a second connecting point, and a reserved steel cable 61 is connected between the first connecting point and the second connecting point. The second connection point may be a top pre-buried rod 171, and the reserved cable 63 may be connected by winding one end around the top pre-buried rod 171 and welding one end to the buckle 61.
In this embodiment, the grouting hose 62 is sleeved on the pre-buried grouting steel pipe 16, and then the buckle 61 is inserted between the outer shear key 162 and the inner shear key 163 for fixing. Meanwhile, the buckle 61 adopts a semi-annular buckle, and the recyclable semi-annular buckle 61 is adopted, so that the grouting hose 62 is convenient to recycle after construction is completed, and the grouting hose has the advantages of being good in economic benefit, simple to operate and environment-friendly.
Referring to fig. 1-7, when the inclined pile type anchoring structure is prefabricated on land and installed on the seabed, the specific steps are as follows:
s1: preparing materials: according to the design requirements, prefabricating the precast concrete bearing platform 1, the inclined piles 2 and the upper pile structure 3 is completed, and installing the sealing membrane structure 4 at the bottom of the precast concrete bearing platform 1 is completed;
s2: the installation of the grouting hose 62 is performed: the grouting hose 62 is sleeved on the embedded grouting steel pipe 16, then a buckle 61 is inserted between an external shear key 162 and an internal shear key 163 for fixing, and the other end of a reserved steel cable 63 connected with the buckle 61 is wound on an embedded rod 171 at the top of the precast concrete deck 1 so as to finish installation;
s3: hoisting the precast concrete cap 1: hoisting the precast concrete cap 1 to enable the concrete bracket 11 part to enter the mud surface, and exhausting bottom gas to the two sides of the precast concrete cap 1 and the ventilation holes 15 through the hollowed-out parts 14 until the bottom surface 19 of the cap is completely contacted with the mud surface;
s4: and (3) mounting the inclined piles 2: sequentially inserting the inclined piles 2 on two sides into the precast concrete bearing platform 1 from the inverted cone-shaped inclined pile preformed holes 122, penetrating the sealing membrane 41 through the columnar inclined pile holes 121 and entering the mud surface to finish pile sinking, wherein the height requirement of the top of the inclined pile 2 is close to the height of the top surface 18 of the bearing platform, so that the influence on the subsequent construction of the inclined pile 2 and the upper pile 31 is avoided;
s5: the upper pile 31 installation is performed: hoisting the upper pile structure 3 by using hoisting equipment such as a pile ship and the like;
s6: grouting concrete: injecting concrete into the gap between the inclined pile preformed hole 12 and the inclined pile 2 through the grouting hose 62 and the pre-buried grouting steel pipe 16 until the first grouting layer 51 is flush with the top surface 18 of the bearing platform; injecting concrete into a gap between the upper pile 31 and the cup opening 13 through the cup opening 13 until the second grouting layer 52 is flush with the top surface 18 of the bearing platform;
s7: and after the concrete is solidified, the installation of the inclined pile type anchoring structure of the prefabricated bearing platform for the offshore suspension cable photovoltaic can be completed.
The above embodiment is only one preferred technical solution of the present utility model, and it should be understood by those skilled in the art that modifications and substitutions can be made to the technical solution or parameters in the embodiment without departing from the principle and essence of the present utility model, and all the modifications and substitutions are covered in the protection scope of the present utility model.
Claims (9)
1. The utility model provides an offshore suspension cable photovoltaic's prefabricated cushion cap inclined pile formula anchor structure which characterized in that: comprises a precast concrete bearing platform (1) and inclined piles (2) arranged in the precast concrete bearing platform (1);
a cup opening (13) is formed in the top surface (18) of the precast concrete bearing platform (1), and an upper pile structure (3) is connected and arranged in the cup opening (13); the pile (2) is connected and matched with the pile preformed hole (12);
the inclined pile preformed hole (12) is provided with a sealing membrane structure (4) on the bottom surface (19) of the bearing platform, so that the inclined pile preformed hole (12) is in a blocking state or a one-time communication state for the inclined pile (2) to penetrate.
2. The offshore suspension photovoltaic precast cap inclined pile type anchoring structure according to claim 1, wherein: the precast concrete cap (1) is provided with a concrete bracket (11) at the bottom.
3. The offshore suspension photovoltaic precast cap inclined pile type anchoring structure according to claim 1, wherein: the inclined pile preformed hole (12) is provided with a flaring inclined pile hole (122) at a position close to the top surface (18) of the bearing platform.
4. The offshore suspension photovoltaic precast cap inclined pile type anchoring structure according to claim 1, wherein: the prefabricated concrete bearing platform (1) is internally provided with a hollowed-out part (14) penetrating through the end part of the prefabricated concrete bearing platform, and an air hole (15) is formed between the bottom of the hollowed-out part (14) and the bottom surface (19) of the bearing platform.
5. The offshore suspension photovoltaic precast cap inclined pile type anchoring structure according to claim 1, wherein: the sealing membrane structure (4) comprises a sealing membrane (41), the covering area of the sealing membrane (41) is larger than the cross section area of the inclined pile preformed hole (12), and the peripheral part of the sealing membrane (41) is provided with a connecting structure connected with the bottom surface (19) of the bearing platform.
6. The offshore suspension photovoltaic precast cap inclined pile type anchoring structure according to claim 1, wherein: the upper pile structure (3) comprises an upper pile (31) and an end steel plate (32); the end steel plate (32) is connected with the upper pile (31) and is positioned at the bottom of the cup opening (13).
7. The offshore suspension photovoltaic precast cap inclined pile type anchoring structure according to claim 1, wherein: the grouting device is characterized in that a grouting part (5) for connecting the precast concrete bearing platform (1) with the inclined pile (2) and the upper pile structure (3) is arranged in the precast concrete bearing platform (1), a first grouting layer (51) is arranged between the wall of the inclined pile preformed hole (12) and the inclined pile (2), and a second grouting layer (52) is arranged between the wall of the cup opening (13) and the upper pile structure (3).
8. The offshore suspension photovoltaic precast cap inclined pile type anchoring structure according to claim 1, wherein: the embedded grouting steel pipe (16) is arranged in the precast concrete cap (1), and the embedded grouting steel pipe (16) is communicated with the reserved hole (12) of the inclined pile and the outside of the precast concrete cap (1).
9. The offshore suspension photovoltaic precast cap inclined pile type anchoring structure according to claim 8, wherein: the external connection of the embedded grouting steel pipe (16) is provided with a grouting pipe connection structure (6), and the grouting pipe connection structure (6) comprises a grouting hose (62) and a reserved steel cable (63);
the grouting hose (62) is sleeved on the outer surface of the pre-buried grouting steel pipe (16), and a detachable buckle (61) is arranged at the connecting part of the grouting hose and the pre-buried grouting steel pipe;
the buckle (61) is provided with a first connecting point, the top of the precast concrete cap (1) is provided with a second connecting point, and the reserved steel cable (63) is connected between the first connecting point and the second connecting point.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202320550461.0U CN219931042U (en) | 2023-03-17 | 2023-03-17 | Prefabricated cushion cap inclined pile type anchoring structure of offshore suspension cable photovoltaic |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202320550461.0U CN219931042U (en) | 2023-03-17 | 2023-03-17 | Prefabricated cushion cap inclined pile type anchoring structure of offshore suspension cable photovoltaic |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN219931042U true CN219931042U (en) | 2023-10-31 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202320550461.0U Active CN219931042U (en) | 2023-03-17 | 2023-03-17 | Prefabricated cushion cap inclined pile type anchoring structure of offshore suspension cable photovoltaic |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN219931042U (en) |
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2023
- 2023-03-17 CN CN202320550461.0U patent/CN219931042U/en active Active
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