Embedded coupling fan foundation and construction method

Abstract

The invention belongs to the technical field of wind benefiting power generation construction, and discloses an embedded coupling fan foundation and a construction method. The embedded coupling fan foundation comprises a pile foundation, a cushion layer and a prefabricated bearing platform structure; the prefabricated assembly type bearing platform structure is formed by splicing at least two prefabricated units. Each prefabricated unit comprises a bottom plate, a rib plate vertically arranged on the bottom plate and a central column; a reserved hole is formed in the center of the bottom of the bottom plate, and the top of the pile foundation is embedded into the reserved hole. The pile top reserved steel bars of the pile foundation penetrate through the reserved holes and then are bent and fixed to the upper surface of the bottom plate. The side walls of the center columns of the adjacent prefabricated units are bonded through structural adhesive. And a grouting layer is filled between the inner side of the rib plate and the pile foundation. The invention aims to improve the infrastructure construction efficiency of a wind power generation project, reduce the project cost, shorten the construction period, reduce the construction cost and the quality problem in winter and improve the bearing capacity of the foundation.

Description

TECHNICAL FIELD

[0001] The present application belongs to the technical field of wind power generation construction, and particularly relates to an embeddedly coupled wind turbine foundation and a construction method. BACKGROUND

[0002] The economy of a wind power generation project is largely dependent on the efficiency of its infrastructure construction. Efficient infrastructure construction can reduce project costs, shorten construction periods, and thus improve the overall economic benefits of the project. As shown in FIG. 1, the traditional wind turbine foundation generally adopts a "pile foundation + cast-in-place concrete pile cap" structure, which mainly includes a pile foundation (of two types, precast pile and cast-in-place pile) driven into the ground, a cushion layer arranged on the top of the pile, a solid pile cap cast in situ on the cushion layer, and a column for connecting the tower of the wind turbine. Figure 1

[0003] With the continuous development of the wind power generation industry and the increasing requirements for project economy and construction efficiency, the defects of the traditional wind turbine foundation structure are highlighted. First, the huge material consumption is a major problem faced by the traditional structure. A large amount of concrete and steel reinforcement is consumed during the construction of the cast-in-place pile cap. According to relevant statistical data, a single 5MW wind turbine foundation consumes about 800m 3 of concrete and more than 60 tons of steel reinforcement, and the material cost accounts for a high proportion of the total cost. Second, the pile cap construction needs to go through multiple complex procedures, including steel reinforcement, formwork erection, concrete pouring, and curing, etc. Among them, the concrete curing usually takes 28 days, and the curing time makes the foundation construction period account for a large proportion of the total project duration. The longer construction period not only prolongs the investment recovery period of the project, but also increases the impact of various uncertainties in the construction process on the project. Third, during winter construction, the strength of the concrete develops slowly in a low-temperature environment. In order to ensure the normal setting and strength growth of the concrete, additional measures such as erecting a warm shed and steam heating need to be taken, which not only increases the construction cost, but also, in actual operation, due to the difficulty in achieving complete uniformity of the curing conditions, easily leads to quality problems such as cracking of the concrete, thereby affecting the service life of the wind turbine foundation. In addition, the in-situ pouring process is greatly affected by human factors, and during the construction process, deviations in steel positioning and non-compactness of concrete vibration are prone to occur, which can seriously affect the integrity of the foundation and reduce the bearing capacity of the foundation. SUMMARY

[0004] In view of the problems existing in the prior art, the present application provides an embeddedly coupled wind turbine foundation and a construction method, which aims to improve the efficiency of the infrastructure construction of a wind power generation project, reduce project costs, shorten construction periods, reduce winter construction costs and quality problems, and improve the bearing capacity of the foundation.

[0005] In order to solve the above technical problems, the present application is implemented by the following technical scheme: ​

[0006] According to a first aspect of the present application, an embedded coupling wind turbine foundation is provided, comprising a pile foundation, a cushion layer and a prefabricated cap structure;

[0007] The prefabricated cap structure is composed of at least two prefabricated units;

[0008] The prefabricated unit comprises a bottom plate, a rib plate vertically arranged on the bottom plate and a center column; a reserved hole is arranged at the center position of the bottom of the bottom plate, and the top of the pile is embedded in the reserved hole; the reserved steel bars at the top of the pile are bent and fixed on the upper surface of the bottom plate after passing through the reserved hole; the side walls of the center columns of adjacent prefabricated units are bonded by structural adhesive; and a grouting layer is filled between the inner side of the rib plate and the pile foundation.

[0009] In a possible implementation manner of the first aspect, the diameter of the reserved hole is greater than the diameter of the pile foundation, and the gap between the hole wall and the side wall of the pile foundation is 5-15 cm.

[0010] In a possible implementation manner of the first aspect, the prefabricated unit is a symmetric double-rib structure, the rib plates are arranged in parallel along the length direction of the bottom plate, and the center column is located between the double ribs.

[0011] In a possible implementation manner of the first aspect, the thickness of the grouting layer is 8-12 cm, and the grouting layer is filled with high-strength non-shrinkage grouting material.

[0012] In a possible implementation manner of the first aspect, the number of the reserved steel bars is not less than 8, and the length is not less than 30 cm, and the reserved steel bars are bent to be horizontally attached to the upper surface of the bottom plate.

[0013] In a possible implementation manner of the first aspect, the thickness of the structural adhesive of the bonding surface of the side wall of the center column is 1-3 mm.

[0014] In a possible implementation manner of the first aspect, the pile foundation is a prefabricated pile or a cast-in-place pile, and the number of the pile foundations is equal to the number of the prefabricated units.

[0015] In a possible implementation manner of the first aspect, the upper surface of the bottom plate is consistent with the elevation of the top of the pile.

[0016] According to a second aspect of the present application, a construction method of an embedded coupling wind turbine foundation is provided, comprising the following steps:

[0017] S1. After the site is excavated, the pile foundation is constructed, and the reserved steel bars at the top of the pile are vertically upward;

[0018] S2. The prefabricated unit comprising a bottom plate, a rib plate, a center column and a reserved hole is prefabricated in a factory;

[0019] S3. The prefabricated unit is hoisted to embed the pile foundation in the reserved hole, and to ensure that the top of the pile is flush with the upper surface of the bottom plate;

[0020] S4. Bend the reserved steel bars to a horizontal state and fix them on the upper surface of the base plate;

[0021] S5. Apply structural adhesive to the side wall of the central column of the adjacent prefabricated unit and assemble and bond them;

[0022] S6. Pour grout into the gap between the inner side of the ribbed plate and the pile foundation to form a grouting layer;

[0023] S7. Backfill the earthwork to complete the foundation construction.

[0024] In a possible implementation manner of the second aspect, the structural adhesive is uniformly applied to the side wall of the central column in step S5, and the thickness of the applied adhesive is 1-3 mm.

[0025] Compared with the prior art, the present application has at least the following beneficial effects:

[0026] The embedded coupling wind turbine foundation provided by the application adopts a prefabricated assembly type bearing platform structure, and through accurate design and standardized production of prefabricated units, the material consumption can be effectively controlled, unnecessary material waste is reduced, the material cost is reduced, and the economic benefit of the project is improved. The construction process of the traditional bearing platform is complex, including binding reinforcement, setting formwork, concrete pouring and maintenance for 28 days, etc. The foundation construction period accounts for a large proportion of the total project duration, prolongs the investment recovery period of the project, and increases the influence of uncertain factors on the project. The embedded coupling wind turbine foundation of the application adopts a prefabricated assembly type structure, and the prefabricated units can be made in advance in the factory, and only assembly operation is needed on site, which greatly reduces the on-site construction process and time. The side walls of the center columns of adjacent prefabricated units are bonded by structural adhesive, which is convenient and quick to construct, and does not need long-term maintenance, effectively shortening the foundation construction period, speeding up the overall construction progress of the project, and reducing various risks caused by long construction period. In winter construction, the strength of concrete in the traditional way develops slowly in a low-temperature environment, and additional measures such as setting up a warm shed and steam heating are needed to ensure normal solidification and strength growth of the concrete, which not only increases the construction cost, but also makes it difficult to completely uniform the curing conditions, which easily leads to quality problems such as cracking of the concrete, affecting the service life of the wind turbine foundation. The prefabricated unit of the embedded coupling wind turbine foundation of the application can better control the environmental conditions during prefabrication in the factory, avoiding the influence of low temperature. The construction time is short during on-site assembly, reducing the exposure time of concrete in a low-temperature environment, thereby reducing the winter construction cost, effectively avoiding quality problems caused by uneven curing, and improving the quality of the wind turbine foundation. The traditional on-site pouring process is greatly affected by human factors, and is prone to problems such as deviation of steel positioning and non-dense concrete vibration, which seriously affects the integrity of the foundation and reduces the bearing capacity of the foundation. The prefabricated unit of the embedded coupling wind turbine foundation of the application is made in the factory by using a standardized production process, which can ensure accurate steel positioning and dense concrete vibration, and ensure the stable quality of each prefabricated unit. During on-site assembly, the pile top is embedded in the reserved hole in the bottom plate of the prefabricated unit, and the reserved steel at the top of the pile is bent and fixed to the upper surface of the bottom plate after passing through the reserved hole, thereby enhancing the connection strength between the pile and the prefabricated unit. The side walls of the center columns of adjacent prefabricated units are bonded by structural adhesive, and the inside of the rib plate and the pile are filled with a grouting layer, which further improves the overall stability of the foundation, thereby effectively improving the bearing capacity of the foundation. In summary, the embedded coupling wind turbine foundation of the application has obvious advantages in reducing material cost, shortening construction period, reducing winter construction cost and quality problems, and improving foundation bearing capacity, which can effectively improve the efficiency of wind power project infrastructure construction and improve the overall economic benefit of the project.

[0027] In order to make the above-mentioned objectives, features and advantages of the present application more obvious and easy to understand, the following preferred embodiments are described in detail below, and the accompanying drawings are described as follows. BRIEF DESCRIPTION OF DRAWINGS

[0028] In order to more clearly illustrate the technical solutions in the specific embodiments of the present application, the following will briefly introduce the drawings needed to be used in the specific embodiment description. Obviously, the drawings described in the following description are some embodiments of the present application, and other drawings can also be obtained by those skilled in the art without any creative effort based on these drawings.

[0029] Figure 1 It is a schematic diagram of a traditional wind turbine foundation.

[0030] Figure 2 It is a schematic diagram of a prefabricated unit embedded in a coupled wind turbine foundation of the present application.

[0031] Figure 3 It is a schematic diagram of a coupled wind turbine foundation of the present application.

[0032] In the figure, 1 is a pile foundation, 2 is a cushion layer, 3 is a bearing platform, 4 is a platform column, 5 is a prefabricated unit, 6 is a bottom plate, 7 is a reserved hole, 8 is a rib plate, 9 is a center column, 10 is a pile top, 11 is a reserved steel bar, and 12 is a grouting layer. Specific embodiments

[0033] In order to make the purpose, technical solutions and advantages of the embodiments of the present application more clear, the technical solutions of the present application will be described clearly and completely in the following with reference to the drawings. Obviously, the described embodiments are some embodiments of the present application, but not all the embodiments. Based on the embodiments in the present application, all other embodiments obtained by those skilled in the art without any creative effort belong to the protection scope of the present application.

[0034] In combination with Figure 2 and Figure 3 shown, the prefabricated assembly type bearing platform structure mainly includes a prefabricated unit 5, a bottom plate 6, a reserved hole 7, a rib plate 8, a center column 9, a pile top 10, a steel bar 11, and a grouting layer 12.

[0035] The pile foundation 1 can adopt a prefabricated pile or a cast-in-place pile, and the number thereof is equal to that of the prefabricated units 5. After the construction site is excavated, the pile foundation 1 is constructed, the pile top 10 needs to reserve the steel bar 11, the number of the reserved steel bar 11 is not less than 8, and the length is not less than 30 cm, which can be vertically upward before assembly. For example, in an actual wind power project, according to factors such as the model of the wind turbine and the geological conditions, it is determined to adopt 8 steel bars with a diameter of 25 mm and a length of 35 cm as the reserved steel bars 11, which are evenly distributed around the pile top 10.

[0036] The prefabricated unit 5 is a prefabricated reinforced concrete structure, which is transported to the site for splicing construction after the prefabrication work is completed in a prefabrication factory. The prefabricated unit 5 adopts a symmetrical double-rib structure, which mainly consists of a bottom plate 6, a rib plate 8 and a center column 9. The rib plate 8 is arranged in parallel along the length direction of the bottom plate 6, and the center column 9 is located between the double ribs. The double-rib structure can enhance the overall strength of the prefabricated unit 5 and improve the carrying capacity thereof.

[0037] A reserved hole 7 is arranged at the bottom of the middle part (the middle part of the double ribs) of the bottom plate 6, and the diameter of the reserved hole 7 is greater than the diameter of the pile foundation 1, and the gap between the hole wall and the side wall of the pile foundation 1 is 5-15 cm. For example, when the diameter of the pile foundation 1 is 800 mm, the diameter of the reserved hole 7 can be set to 900 mm, so that when the pile foundation 1 is embedded in the reserved hole 7, the pile foundation 1 can be smoothly embedded, and enough space can be provided for filling the grouting layer 12.

[0038] The center column 9 is used for connecting between adjacent prefabricated units 5. When splicing, the side walls of the center columns 9 of adjacent prefabricated units 5 are connected by structural adhesive, and the structural adhesive is uniformly coated on the side walls of the center columns 9, and the coating thickness is 1-3 mm. For example, the structural adhesive is uniformly coated on the side walls of the center columns 9, and the coating thickness is ensured to be 2 mm, so as to ensure that the adjacent prefabricated units 5 are firmly connected.

[0039] The space between the inner side of the rib plate 8 and the pile foundation 1 is filled with grouting material to form a grouting layer 12, and the thickness of the grouting layer 12 is 8-12 cm, which is filled with high-strength non-shrinkage grouting material. For example, the high-strength non-shrinkage grouting material with a strength grade of C60 is selected, and the grouting equipment is used to slowly inject the grouting material into the space between the inner side of the rib plate 8 and the pile foundation 1, until the thickness of the grouting layer 12 reaches 10 cm, so as to ensure that the pile foundation 1 is fully coupled with the foundation, and the overall strength and carrying capacity of the foundation are improved.

[0040] The cushion layer 2 is arranged on the pile top 10, and plays a role of leveling and buffering. It should be understood that the tower column 4 is used for connecting the fan tower, and the specific structure and size thereof are designed according to the requirements of the fan tower. After the splicing of the prefabricated unit 5 is completed, the tower column 4 is installed at a suitable position, so as to ensure that the tower column 4 is firmly connected with the center column 9 of the prefabricated unit 5, and can bear various loads during the operation of the fan.

[0041] The embodiment of the present application provides a construction method of an embeddedly coupled fan foundation, which comprises the following steps:

[0042] S1. First, excavate the construction site, and determine the location and depth of the pile foundation 1 according to the design requirements. Then, construct the pile foundation 1, which can be done by driving precast piles or pouring cast-in-place piles. Reserve steel bars 11 at the top of the pile 10, and ensure that the reserved steel bars 11 are vertical and upward, to prepare for the connection with the precast unit 5. For example, in a wind power project in a coastal area, due to the complex geological conditions, the pile foundation 1 is constructed by pouring cast-in-place piles, and 10 steel bars with a length of 40 cm are reserved at the top of the pile 10.

[0043] S2. Pre-cast the precast unit 5 containing the base plate 6, the rib plate 8, the center column 9, and the reserved hole 7 in the factory. Specifically, in the precast factory, according to the design drawings and specification requirements, use steel bars, concrete, and other materials to make the precast unit 5. During the manufacturing process, control the binding of steel bars, the pouring and curing of concrete, and other links to ensure that the quality of the precast unit 5 meets the standard. For example, when binding steel bars, determine the spacing and quantity of steel bars according to the design requirements; when pouring concrete, use the method of layered pouring and vibration compaction to ensure the strength and density of the concrete; during the curing process, cure according to the specified curing time and conditions to make the concrete reach the design strength.

[0044] S3. Hoist the precast unit 5 to embed the pile foundation 1 into the reserved hole 7, and ensure that the top of the pile 10 is flush with the upper surface of the base plate 6. Specifically, use hoisting equipment such as cranes to hoist the precast unit 5 to the construction site, and slowly hoist it above the pile foundation 1. Through positioning adjustment, embed the pile foundation 1 into the reserved hole 7 of the precast unit 5, while ensuring that the top of the pile 10 is flush with the upper surface of the base plate 6. For example, during hoisting, use a total station instrument to monitor and adjust the position of the precast unit 5 in real time to ensure the accuracy of the connection between the pile foundation 1 and the reserved hole 7.

[0045] S4. Bend the reserved steel bars 11 to a horizontal state and fix them to the upper surface of the base plate 6. Specifically, after the pile foundation 1 is embedded in the reserved hole 7, bend the reserved steel bars 11 at the top of the pile 10 to a horizontal state, and use wire or welding to fix the reserved steel bars 11 to the upper surface of the base plate 6. This can enhance the connection strength between the pile foundation 1 and the precast unit 5, and improve the overall stability of the foundation. For example, bend the reserved steel bars 11 to a 90-degree angle, and then use wire to bind and fix the reserved steel bars 11 with the steel bars on the base plate 6.

[0046] S5. Uniformly apply structural adhesive to the side walls of the center column 9 of adjacent precast units 5, with a thickness of 1-3 mm. Then push the precast units 5 to make the side walls of the center column 9 of adjacent precast units 5 fully adhere, and ensure that the structural adhesive reliably connects the precast units 5. For example, use an adhesive tool to evenly apply structural adhesive to the side walls of the center column 9, with a thickness of 2 mm. During splicing, observe and adjust to ensure the quality of splicing.

[0047] S6. Grouting material is poured into the gap between the inner side of the ribbed slab 8 and the pile foundation 1 to form a grouting layer 12. Specifically, high-strength non-shrinkage grouting material is poured into the gap between the inner side of the ribbed slab 8 and the pile foundation 1 using a grouting device to form the grouting layer 12. During pouring, the pouring speed and pressure of the grouting material are controlled to ensure that the grouting layer 12 is densely filled and has a thickness of 8-12 cm. For example, the grouting material is slowly injected into the gap using pressure grouting, and a vibrating rod or other tool is used for vibration to remove air bubbles in the grouting material and ensure the quality of the grouting layer 12.

[0048] S7. The foundation construction is completed by backfilling. Specifically, after the grouting layer 12 reaches the designed strength, backfilling is performed around the foundation using backfilling soil. The backfilling soil is compacted in layers to ensure that the compactness of the backfilling soil meets the requirements. For example, the thickness of each layer of backfilling soil is controlled to be about 30 cm, and a compactor is used for compaction. After backfilling to the designed elevation, the foundation construction is completed.

[0049] By applying the embedded coupling wind turbine foundation and construction method of the present application in actual wind power projects, compared with traditional wind turbine foundations, it is predicted that the present application can reduce the amount of concrete and steel reinforcement by 30%-40%, shorten the construction period by 40%-60%, and reduce the comprehensive cost by more than 20%. At the same time, during winter construction, due to the reduction of the on-site pouring of concrete, the problem of slow strength development of concrete in low temperature environment is avoided, the construction cost is reduced, the occurrence of quality problems such as concrete cracking is reduced, and the service life and bearing capacity of the wind turbine foundation are improved.

[0050] In a 5MW wind power project, the traditional wind turbine foundation requires about 800m 3 of concrete and more than 60 tons of steel reinforcement, and the construction period is about 90 days; while the embedded coupling wind turbine foundation of the present application reduces the amount of concrete to about 500m 3 , the amount of steel reinforcement to about 35 tons, the construction period to about 45 days, the comprehensive cost by 25%, and no concrete quality problems occur during winter construction, and the bearing capacity of the foundation meets the design requirements.

[0051] In summary, the embedded coupling wind turbine foundation and construction method of the present application can effectively solve the problems of traditional wind turbine foundations, improve the efficiency of infrastructure construction in wind power projects, reduce project costs, shorten construction periods, reduce winter construction costs and quality problems, and improve the bearing capacity of the foundation.

[0052] In the description of the application, it is necessary to understand that the terms "upper", "lower", "bottom", "inner", "outer" and the like indicate the orientation or positional relationship shown in the drawings, which are only for the convenience of describing the application and simplifying the description, and do not indicate or imply that the devices or elements referred to must have a particular orientation, be constructed and operated in a particular orientation, and therefore cannot be understood as a limitation on the application.

[0053] In addition, the terms "first", "second" are only for descriptive purposes and cannot be understood as indicating or implying relative importance or implicitly indicating the number of the technical features indicated. Therefore, the features defined as "first", "second" can explicitly or implicitly include at least one of the features. In the description of the application, the meaning of "a plurality of" is at least two, such as two, three, etc., unless otherwise explicitly specified and limited.

[0054] In the present application, unless otherwise explicitly specified and limited, the terms "connected", "connected" and the like should be understood broadly, for example, it can be fixedly connected, or it can be detachably connected, or it can be integrated; it can be mechanically connected, or it can be electrically connected or in communication with each other; it can be directly connected, or it can be indirectly connected through an intermediate medium; it can be the internal communication or interaction relationship of two elements, unless otherwise explicitly limited. For those skilled in the art, the specific meaning of the above terms in the present application can be understood according to the specific circumstances.

[0055] In the present application, unless otherwise explicitly specified and limited, the first feature "on" or "under" the second feature can be that the first and second features are in direct contact, or the first and second features are in indirect contact through an intermediate medium. Moreover, the first feature "above", "above" and "above" the second feature can be that the first feature is directly above or obliquely above the second feature, or only indicates that the horizontal height of the first feature is higher than that of the second feature. The first feature "below", "below" and "below" the second feature can be that the first feature is directly below or obliquely below the second feature, or only indicates that the horizontal height of the first feature is less than that of the second feature.

[0056] In the present application, the terms "one embodiment", "some embodiments", "example", "specific example", or "some examples" and the like mean that the specific features, structures, materials or characteristics described in conjunction with the embodiment or example are included in at least one embodiment or example of the present application. In the present specification, the illustrative description of the above terms does not necessarily refer to the same embodiment or example. Moreover, the specific features, structures, materials or characteristics described can be combined in any one or more embodiments or examples in a suitable manner. In addition, those skilled in the art can combine and combine different embodiments or examples described in the specification and the features of different embodiments or examples without contradiction.

[0057] Finally, it should be noted that the above-described embodiments are merely specific implementations of the present application, and are used to illustrate the technical solutions of the present application, but are not intended to limit the present application. The protection scope of the present application is not limited thereto. Although the present application has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that any person skilled in the art can still modify or easily think of changes to the technical solutions recorded in the foregoing embodiments, or make equivalent replacements to some of the technical features, within the technical scope disclosed by the present application. Such modifications, changes or replacements do not cause the corresponding technical solutions to deviate from the spirit and scope of the technical solutions of the embodiments of the present application, and should be covered within the protection scope of the present application.

Claims

1. An embedded coupled wind turbine foundation, characterized in that: It comprises a pile foundation (1), a cushion layer (2) and a prefabricated assembled platform structure; The prefabricated assembled platform structure is composed of at least two prefabricated units (5); The prefabricated unit (5) comprises a base plate (6), a rib plate (8) vertically arranged on the base plate, and a center column (9); a reserved hole (7) is provided at the center position of the bottom of the base plate (6), and the top of the pile foundation (1) is embedded in the reserved hole (7); the reserved steel bars (11) of the pile top (10) of the pile foundation (1) pass through the reserved hole (7) and are bent and fixed to the upper surface of the base plate (6); the side walls of the center columns (9) of adjacent prefabricated units (5) are bonded by structural adhesive; and a grouting layer (12) is filled between the inner side of the rib plate (8) and the pile foundation (1).

2. The embedded coupled wind turbine foundation according to claim 1, characterized in that: The diameter of the reserved hole (7) is larger than the diameter of the pile foundation (1), and the gap between the hole wall and the side wall of the pile foundation (1) is 5-15 cm.

3. The embedded coupled wind turbine foundation according to claim 1, characterized in that: The prefabricated unit (5) is a symmetrical double-rib structure, the ribs (8) are arranged in parallel along the length direction of the bottom plate (6), and the central column (9) is located between the double ribs.

4. The embedded coupled wind turbine foundation according to claim 1, characterized in that: The grouting layer (12) has a thickness of 8-12 cm and is filled with high-strength non-shrinkage grouting material.

5. The embedded coupled wind turbine foundation according to claim 1, characterized in that: The number of the reserved steel bars (11) is not less than 8, the length is not less than 30 cm, and after being bent, they are horizontally fitted with the upper surface of the bottom plate (6).

6. The embedded coupled wind turbine foundation according to claim 1, characterized in that: The thickness of the structural adhesive on the side wall bonding surface of the central column (9) is 1-3 mm.

7. The embedded coupled wind turbine foundation according to claim 1, characterized in that: The pile foundation (1) is a prefabricated pile or a cast-in-place pile, and the number of the pile foundations is equal to the number of the prefabricated units (5).

8. The embedded coupled wind turbine foundation according to claim 1, characterized in that: The upper surface of the bottom plate (6) is at the same elevation as the pile top (10).

9. A construction method for an embedded coupled wind turbine foundation, characterized in that: The following steps are involved: S1. After the site is excavated, the pile foundation (1) is constructed, and the top of the pile (10) is reserved for steel bars (11) vertically upward; S2. Prefabricated in the factory including a base plate (6), ribs (8), a center column (9) and a prefabricated unit (5) with a reserved hole (7); S3 hoisting prefabricated unit (5) so that the pile (1) is embedded in the reserved hole (7), ensuring that the top of the pile (10) is flush with the upper surface of the base plate (6); S4. The reserved steel bars (11) are bent to a horizontal state and fixed to the upper surface of the bottom plate (6); S5. Coating the structural adhesive on the side walls of the center column (9) of the adjacent prefabricated units (5) and assembling and bonding them; S6. Pouring grout into the gap between the inner side of the rib (8) and the pile foundation (1) to form a grouting layer (12); S7. Backfill the earth to complete the foundation construction.

10. The construction method of the embedded coupled wind turbine foundation according to claim 9, characterized in that: In step S5, the structural adhesive is evenly coated on the side wall of the central column (9) with a coating thickness of 1-3 mm.

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