Anti-buoyancy wind turbine foundation and wind turbine generator set

Abstract

This utility model relates to the field of wind power generation technology, and provides an anti-buoyancy wind turbine foundation and a wind turbine generator set. The anti-buoyancy wind turbine foundation includes a base, a pile cap, cast-in-place piles, and a compressible pad. The base has grouting holes; the pile cap is located above the base; the cast-in-place piles are formed by grouting in the grouting holes of the base, with the top of the pile protruding from the base and embedded in the bottom of the pile cap; the compressible pad is adapted to undergo compressive deformation under pressure and is located between the top surface of the cast-in-place pile and the pile cap. This arrangement creates a hard contact between the base and the pile cap, while creating a soft contact between the cast-in-place pile and the pile cap. Under the downward pressure of the pile cap, the compressible pad undergoes compressive deformation, which weakens the pressure on the cast-in-place pile. The base bears most of the pressure, thus allowing the base to fully utilize its high load-bearing capacity advantage and reducing reliance on the compressive strength of the cast-in-place piles. This solves the problem in related technologies where the high load-bearing capacity advantage of wind turbine foundations cannot be effectively utilized.

Description

Technical Field

[0001] This utility model relates to the field of wind power generation technology, and in particular to an anti-buoyancy wind turbine foundation and a wind turbine generator set. Background Technology

[0002] In wind power projects, the stability of the wind turbine foundation directly affects the safe operation and service life of the wind turbine. With the widespread application of wind power and the increase in the single-unit capacity of wind turbine generators, the proportion of projects operating in rocky geological conditions accompanied by high buoyancy levels is gradually increasing, leading to higher requirements for the buoyancy resistance of wind turbine foundations. Gravity foundations and pile foundations are the most widely used foundation types for wind turbines. However, these two types of foundations cannot fully support the load on the wind turbine base. Under high buoyancy conditions, even with favorable geological conditions, the high load-bearing capacity of the wind turbine base cannot be fully utilized, indicating significant shortcomings in these two types of foundations.

[0003] For example, gravity foundations rely on their own weight to resist buoyancy. Under high buoyancy water levels, the high water level significantly weakens their anti-overturning capacity, requiring an increase in the size of the gravity foundation to compensate, leading to increased material costs. Furthermore, the large foundation structure increases the amount of earthwork excavation during construction, prolonging the construction period. While pile foundations rely on the piles embedded in the strata to resist buoyancy, which can reduce foundation size and material usage to some extent, the pressure at the bottom of the wind turbine foundation is entirely borne by the piles. The high bearing capacity of the underlying rock strata cannot be fully utilized. Under this stress mode, higher pile lengths and numbers are often required to meet the pressure requirements, resulting in higher construction complexity and costs.

[0004] Therefore, how to effectively utilize the high load-bearing capacity advantage of wind turbine substrates in related technologies has become an important technical problem to be solved by those skilled in the art. Utility Model Content

[0005] This invention provides an anti-buoyancy wind turbine foundation and a wind turbine generator set to address the shortcomings of related technologies where the high load-bearing capacity advantage of wind turbine foundations cannot be effectively utilized.

[0006] This utility model provides an anti-buoyancy fan foundation, comprising: The base is equipped with injection holes; A support platform is disposed above the base; A cast-in-place pile, formed by grouting in the grouting hole of the base, the top end of the cast-in-place pile protruding from the base and embedded in the bottom end of the pile cap; A compressible pad, adapted to undergo compressive deformation under pressure, is disposed between the top surface of the cast-in-place pile and the pile cap.

[0007] According to the present invention, an anti-buoyancy fan foundation is provided, wherein the compressible pad includes extruded polystyrene board; Along the vertical direction of the foundation, the projection area of ​​the extruded polystyrene board coincides with the projection area of ​​the top surface of the cast-in-place pile.

[0008] According to the anti-buoyancy wind turbine foundation provided by this utility model, the cast-in-place pile includes: The first reinforcing cage is embedded in the grouting hole. The first reinforcing cage includes longitudinal bars and spiral stirrups. There are multiple longitudinal bars. The extension direction of the longitudinal bars and the axial direction of the spiral stirrups are both along the vertical direction of the foundation. The multiple longitudinal bars are distributed at intervals along the circumference of the spiral stirrups. The multiple longitudinal bars are all fixedly connected to the spiral stirrups. The filler is filled into the injection hole along the vertical direction of the foundation. The length of the longitudinal rib is greater than the length of the spiral stirrup. The compressible pad is located at the top of the spiral stirrup and the filler. Each of the longitudinal ribs passes through the compressible pad and extends above the compressible pad.

[0009] According to the anti-buoyancy fan foundation provided by this utility model, it also includes: A waterproof layer includes a first waterproof portion, a second waterproof portion, and a third waterproof portion. The first waterproof portion is formed on the top surface of the substrate, the second waterproof portion is formed on the top sidewall of the filler, and the third waterproof portion is formed on the exposed surface of the compressible pad. The first waterproof portion, the second waterproof portion, and the third waterproof portion are integrally formed.

[0010] According to the anti-buoyancy fan foundation provided by this utility model, the waterproof layer includes: The polyurethane asphalt coating layer is formed by brushing a polyurethane asphalt coating in one continuous process.

[0011] According to the anti-buoyancy fan foundation provided by this utility model, it also includes: A sealing element adapted to seal the gap between the longitudinal rib and the foundation.

[0012] According to the anti-buoyancy fan foundation provided by this utility model, the sealing element includes: A water-swellable waterstop strip is arranged around the outside of the longitudinal reinforcement, the water-swellable waterstop strip is located above the compressible pad, and the water-swellable waterstop strip is embedded inside the foundation.

[0013] According to the present invention, an anti-buoyancy fan foundation is provided, the base comprising: The foundation is provided with the aforementioned injection holes; A foundation cushion layer is formed above the foundation, the foundation cushion layer corresponding to the area outside the grouting holes of the foundation.

[0014] According to the anti-buoyancy wind turbine foundation provided by this utility model, the cast-in-place piles are provided in two sets, and the cast-in-place piles in each set are distributed at intervals along the circumference of the foundation. The two sets of cast-in-place piles, wherein the area enclosed by one set of cast-in-place piles is located inside the area enclosed by the other set of cast-in-place piles.

[0015] This utility model also provides a wind turbine generator set, including the above-mentioned anti-buoyancy wind turbine foundation.

[0016] This utility model provides an anti-buoyancy wind turbine foundation, comprising a base, a pile cap, cast-in-place piles, and a compressible pad. The base has grouting holes, and the cast-in-place piles are formed in these holes, with the top of the piles protruding from the base. The pile cap is positioned above the base, and the top of the cast-in-place piles is embedded in the bottom of the pile cap. The compressible pad is positioned between the top surface of the cast-in-place piles and the pile cap, and it deforms under pressure. This arrangement creates a hard contact between the base and the pile cap, while a soft contact exists between the cast-in-place piles and the pile cap. Under the downward pressure of the pile cap, the compressible pad deforms, weakening the pressure on the cast-in-place piles. The base bears most of the pressure, allowing it to fully utilize its high load-bearing capacity and reducing reliance on the compressive strength of the cast-in-place piles. This solves the problem in related technologies where the high load-bearing capacity of wind turbine foundations cannot be effectively utilized.

[0017] Furthermore, the wind turbine generator set provided by this utility model has the same anti-buoyancy wind turbine foundation as described above, and therefore also possesses the various advantages described above. Attached Figure Description

[0018] To more clearly illustrate the technical solutions in this utility model or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are some embodiments of this utility model. For those skilled in the art, other drawings can be obtained from these drawings without creative effort.

[0019] Figure 1 This is a top view of the anti-buoyancy fan foundation provided by this utility model.

[0020] Figure 2 yes Figure 1 A cross-sectional view at position AA.

[0021] Figure 3 This is a schematic diagram of the structure of the cast-in-place pile provided by this utility model.

[0022] Figure label: 1. Grouting hole; 2. Foundation; 3. Cast-in-place pile; 4. Compressible pad; 5. Longitudinal reinforcement; 6. Spiral stirrup; 7. Waterproof layer; 8. Water-swellable waterstop strip; 9. Foundation; 10. Foundation cushion layer; 11. Anchor bolt assembly. Detailed Implementation

[0023] To make the objectives, technical solutions, and advantages of this utility model clearer, the technical solutions of this utility model will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of this utility model, not all embodiments. Based on the embodiments of this utility model, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of this utility model.

[0024] The following is combined with Figures 1 to 3 This invention describes the anti-buoyancy fan foundation.

[0025] like Figures 1 to 3 As shown, the anti-buoyancy wind turbine foundation provided in this embodiment of the present invention includes a base, a pile cap 2, a cast-in-place pile 3, and a compressible pad 4.

[0026] Specifically, the base needs to be a geological structure with high load-bearing capacity, such as rock.

[0027] The base is equipped with a grouting hole 1, and appropriate engineering machinery can be selected for drilling according to the diameter of the cast-in-place pile 3. After drilling is completed, a high-power blower must be used to remove dust and debris from the hole to ensure the anchoring effect between the cast-in-place pile 3 and the rock.

[0028] The cast-in-place pile 3 is formed by grouting in the grouting hole 1 of the foundation, and the top end of the cast-in-place pile 3 protrudes from the foundation. The pile cap 2 is set above the foundation, and the top end of the cast-in-place pile 3 is embedded in the bottom end of the pile cap 2.

[0029] The compressible pad 4 is placed between the top surface of the cast-in-place pile 3 and the pile cap 2. The compressible pad 4 undergoes compression deformation when under pressure.

[0030] With this configuration, the base and the pile cap 2 are in hard contact, while the cast-in-place pile 3 and the pile cap 2 are in soft contact. Under the downward pressure of the pile cap 2, the compressible pad 4 undergoes compression deformation, which can weaken the pressure on the cast-in-place pile 3. The base will bear most of the pressure, thereby allowing the base to fully utilize its high bearing capacity advantage, reducing the dependence on the compressive strength of the cast-in-place pile 3, and solving the problem that the high bearing capacity advantage of the wind turbine base cannot be effectively utilized in related technologies.

[0031] In addition, the cast-in-place pile 3 is embedded at the bottom of the pile cap 2. The force between the cast-in-place pile 3 and the pile cap 2, as well as the force between the cast-in-place pile 3 and the foundation, can provide anti-buoyancy force and ensure the overall anti-buoyancy stability of the wind turbine foundation.

[0032] In this embodiment, the compressible pad 4 includes an extruded polystyrene board. The projection area of ​​the extruded polystyrene board coincides with the projection area of ​​the top surface of the cast-in-place pile 3 along the vertical direction of the pile cap 2. The extruded polystyrene board is disposed on the top surface of the cast-in-place pile 3 and can undergo compressive deformation along the vertical direction of the pile cap 2 when subjected to pressure from the pile cap 2.

[0033] Extruded polystyrene (XPS) board is a closed-cell foam plastic with good compressive strength and controllable compression deformation. Under design load, it undergoes predictable and stable compression deformation.

[0034] Moreover, extruded polystyrene boards have extremely low water absorption and excellent durability. Even in long-term pressure and humid underground environments, their physical properties such as size and compressive strength change very little. They are not prone to creep or excessive compression, which can ensure the stable stress of the wind turbine foundation throughout its entire design life.

[0035] In this embodiment of the utility model, the cast-in-place pile 3 includes a first reinforcing cage and a filler, which can be concrete. The first reinforcing cage is placed in the grouting hole 1, and concrete is poured into the grouting hole 1. After the concrete solidifies, the cast-in-place pile 3 is formed.

[0036] It should be noted that the top of the cast-in-place pile 3 protrudes from the base. When processing the cast-in-place pile 3, a template needs to be set above the grouting hole 1 to help form the top of the cast-in-place pile 3.

[0037] Specifically, the first reinforcing cage includes longitudinal bars 5 and spiral stirrups 6. Multiple longitudinal bars 5 are provided, and the extension direction of the longitudinal bars 5 and the axial direction of the spiral stirrups 6 are both along the vertical direction of the foundation 2. The multiple longitudinal bars 5 are distributed at intervals along the circumference of the spiral stirrups 6, and all the multiple longitudinal bars 5 are fixedly connected to the spiral stirrups 6.

[0038] Multiple longitudinal reinforcement bars 5 provide strong tensile and bending resistance, while spiral stirrups 6 enhance compressive and shear resistance. Through restraint, they significantly improve the efficiency and safety of the combined work of the longitudinal reinforcement bars 5 and the concrete infill. The combined action of the multiple longitudinal reinforcement bars 5 and the spiral stirrups 6 forms a highly efficient load-bearing structure, enabling the cast-in-place pile 3 to effectively resist the complex combined loads borne by the wind turbine foundation. This ensures that the cast-in-place pile 3 possesses sufficient strength, stiffness, ductility, and durability, guaranteeing the long-term stability and safe operation of the wind turbine foundation.

[0039] Along the vertical direction of the foundation 2, the length of the longitudinal reinforcement 5 is greater than the length of the spiral stirrup 6. The compressible pad 4 is located at the top of the spiral stirrup 6 and the filler. Each longitudinal reinforcement 5 penetrates the compressible pad 4 and extends above it, such as... Figure 3 As shown. The portion of each longitudinal reinforcement 5 located above the compressible pad 4 is called the anchorage section.

[0040] The foundation 2 is also formed by the second steel cage and concrete pouring. The anchorage section of the longitudinal reinforcement 5 of the cast-in-place pile 3 extends into the second steel cage of the foundation 2. After the second steel cage is poured with concrete, the anchorage section of the longitudinal reinforcement 5 of the cast-in-place pile 3 is anchored to the foundation 2.

[0041] The top and bottom of the second reinforcing cage of the foundation 2 are equipped with radial circumferential reinforcing meshes. The diameter and spacing of the reinforcing bars are calculated and determined based on the wind turbine load and the dimensions of the foundation 2 to ensure that the foundation 2 has sufficient strength and crack resistance. For those skilled in the art, the structure and design process of the foundation 2 are mature existing technologies and will not be described in detail here.

[0042] In a further embodiment, the anti-buoyancy fan foundation also includes a waterproof layer 7, as shown in the reference. Figure 3 .

[0043] The waterproof layer 7 includes a first waterproof part, a second waterproof part, and a third waterproof part. The first waterproof part is formed on the top surface of the substrate, the second waterproof part is formed on the top sidewall of the filler, and the third waterproof part is formed on the exposed surface of the compressible pad 4. The first waterproof part, the second waterproof part, and the third waterproof part are integrally formed.

[0044] Under high buoyancy water level conditions, the waterproof layer 7 can effectively prevent water from seeping into the foundation 2, avoid corrosion of the second steel reinforcement cage and deterioration of the concrete in the foundation 2, and improve the structural safety and durability of the foundation 2.

[0045] In a specific embodiment, the waterproof layer 7 includes a polyurethane asphalt coating layer, which is integrally formed by brushing the polyurethane asphalt coating.

[0046] With this design, the waterproof layer 7 is integrally molded without seams, which improves waterproof performance and avoids leakage problems caused by seams.

[0047] In a further embodiment, the anti-buoyancy fan foundation also includes a sealing element, which is used to seal the gap between the anchoring section of the longitudinal reinforcement 5 and the foundation 2 to prevent water from the base from seeping into the foundation 2 along the longitudinal reinforcement 5, thereby further avoiding the impact of the base water on the foundation 2.

[0048] Specifically, the aforementioned sealing element includes a water-swellable sealing strip 8, such as... Figure 3 As shown, the water-swellable waterstop strip 8 is arranged around the outside of the longitudinal reinforcement 5, the water-swellable waterstop strip 8 is located above the compressible pad 4, and the water-swellable waterstop strip 8 is embedded in the inside of the foundation 2.

[0049] When the water-swellable sealing strip 8 comes into contact with water, it absorbs moisture and expands in volume, thereby blocking the gap between the longitudinal reinforcement 5 and the foundation 2 and sealing the gap between the longitudinal reinforcement 5 and the foundation 2.

[0050] In this embodiment, the base includes a foundation 9 and a foundation cushion layer 10.

[0051] The foundation 9 is provided with grouting holes 1, and the foundation cushion layer 10 is formed above the foundation 9. The foundation cushion layer 10 corresponds to the area of ​​the foundation 9 other than the grouting holes 1.

[0052] The foundation cushion layer 10 can be formed by pouring a certain thickness of concrete on the surface of the foundation 9.

[0053] It should be noted that the aforementioned foundation 9 is a rock foundation. Rock foundations have strong integrity and high bearing capacity, and can directly resist compressive bearing. The degree of rock weathering does not exceed moderate weathering, and the rock quality index is not less than 50%.

[0054] In this embodiment, two sets of cast-in-place piles 3 are provided, with each set of piles 3 distributed at intervals along the circumference of the pile cap 2. The area enclosed by one set of piles 3 is located inside the area enclosed by the other set of piles 3.

[0055] Reference Figure 1 The plan shape of the foundation 2 is circular; specifically, along the vertical direction of the foundation 2, the projected area of ​​the foundation 2 is circular. The two sets of cast-in-place piles 3 are distributed at intervals along a circle, but the diameters of the circles containing the two sets of piles 3 are different.

[0056] The thickness of the extruded polystyrene board should not be less than 30 mm, and the thickness of the waterproof layer 7 should not be less than 10 mm. The length of the filler protruding from the top of the cast-in-place pile 3 from the waterproof layer 7 should not be less than 30 mm, and the length of the anchorage section of the longitudinal reinforcement 5 at the top of the cast-in-place pile 3 should not be less than 35 times the diameter of the longitudinal reinforcement 5 of the cast-in-place pile 3, so as to ensure the stability of the connection between the cast-in-place pile 3 and the pile cap 2.

[0057] It should be noted that after the cast-in-place pile 3, the waterproof layer 7, and the pile cap 2 are processed, the pile cap 2 is anchored to the wind turbine tower using the anchor bolt assembly 11 to ensure the stability of the wind turbine tower.

[0058] After the construction of cast-in-place pile 3 is completed, in order to verify whether the pull-out bearing capacity of cast-in-place pile 3 meets the design requirements, it is necessary to conduct pull-out bearing capacity testing on cast-in-place pile 3 28 days after the concrete is poured, and the number of piles tested at each machine position shall not be less than one.

[0059] The construction steps for the anti-buoyancy fan foundation provided in this embodiment of the utility model are as follows.

[0060] Within the construction site, debris was cleared, the site was leveled, surveying and setting out were carried out, the foundation pit was excavated, and the foundation cushion layer 10 was constructed. Then, the pile positions of the cast-in-place piles 3 were determined.

[0061] Appropriate engineering machinery should be used for drilling operations, and suitable drilling techniques should be selected according to geological conditions. During drilling, the verticality and diameter of the borehole should be strictly controlled. After the borehole reaches the designed depth, a cleaning operation should be carried out to ensure that the thickness of the sediment at the bottom of the hole meets the requirements.

[0062] The first reinforcing cage is lowered into the grouting hole 1. The fabrication of the first reinforcing cage should meet the design requirements and ensure that the quantity, specifications and spacing of the reinforcing bars are accurate.

[0063] Concrete was poured into the injection hole 1, and after the concrete solidified, the pull-out bearing capacity was tested.

[0064] After the pull-out bearing capacity test is qualified, an extruded polystyrene board with a thickness of not less than 30 mm is installed at the top of the cast-in-place pile 3. At the same time, polyurethane asphalt coating is applied to the extruded polystyrene board, the top of the cast-in-place pile 3 around the perimeter and the bottom of the corresponding pile cap 2. The thickness of the polyurethane asphalt coating is not less than 10 mm.

[0065] At the position where the longitudinal reinforcement 5 is located above the polyurethane asphalt coating layer, water-swellable waterstop strips 8 are installed one by one.

[0066] Construct and tie the second reinforcing cage for foundation 2, and arrange multiple layers of bidirectional reinforcing mesh according to design requirements. Erect the formwork for foundation 2 at the corresponding positions of the second reinforcing cage; the formwork should be securely installed to prevent deformation during concrete pouring. Install pre-embedded anchor bolts or sleeves within the formwork for foundation 2, ensuring their accurate positioning.

[0067] The concrete for the foundation 2 was poured using a layered pouring and vibration method to ensure the compactness of the concrete.

[0068] After the concrete is poured, it should be cured in a timely manner. Once the concrete strength reaches the design requirements, the wind turbine tower should be installed using the anchor bolt assembly 11.

[0069] In summary, the anti-buoyancy wind turbine foundation provided by this embodiment can be applied to scenarios with high groundwater levels. By optimizing the wind turbine foundation structural design and pile foundation construction, fully utilizing the foundation bearing capacity, and reducing the number of cast-in-place piles 3 and the length of each individual pile 3, the construction time of the pile foundation is shortened. The cast-in-place pile 3 foundation design reduces the amount of foundation concrete and steel reinforcement, reduces the amount of rock excavation, and lowers material costs. Improved construction efficiency shortens the construction period and reduces labor and equipment rental costs. Furthermore, due to relatively low requirements for site conditions, site preparation costs are reduced, and the overall cost is significantly lowered.

[0070] On the other hand, this embodiment of the invention also provides a wind turbine generator set, including the anti-buoyancy wind turbine foundation provided in any of the above embodiments. The aforementioned anti-buoyancy wind turbine foundation allows the foundation to fully utilize its high bearing capacity, reducing reliance on the compressive strength of the cast-in-place piles 3. Therefore, the wind turbine generator set in this embodiment has the advantages of strong anti-buoyancy stability and low cost. The derivation process of the beneficial effects of the wind turbine generator set in this embodiment of the invention is largely similar to the derivation process of the beneficial effects of the aforementioned anti-buoyancy wind turbine foundation, and therefore will not be repeated here.

[0071] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of this utility model, and not to limit it. Although this utility model has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some of the technical features. Such modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the spirit and scope of the technical solutions of the embodiments of this utility model.

Claims

1. An anti-floating fan foundation, characterized by, include: The base is provided with injection holes (1); A support platform (2) is disposed above the base; A cast-in-place pile (3) is formed in the grouting hole (1) of the base, the top end of the cast-in-place pile (3) protrudes from the base, and the top end of the cast-in-place pile (3) is embedded in the bottom end of the pile cap (2); A compressible pad (4) is adapted to undergo compressive deformation under pressure, and the compressible pad (4) is disposed between the top surface of the cast-in-place pile (3) and the pile cap (2).

2. The anti-floating fan foundation according to claim 1, characterized in that, The compressible pad (4) comprises extruded polystyrene board; Along the vertical direction of the foundation (2), the projection area of ​​the extruded polystyrene board coincides with the projection area of ​​the top surface of the cast-in-place pile (3).

3. The anti-floating fan foundation of claim 1, wherein, The cast-in-place pile (3) includes: The first reinforcing cage is embedded in the grouting hole (1). The first reinforcing cage includes longitudinal bars (5) and spiral stirrups (6). There are multiple longitudinal bars (5). The extension direction of the longitudinal bars (5) and the axial direction of the spiral stirrups (6) are both along the vertical direction of the foundation (2). The multiple longitudinal bars (5) are distributed circumferentially along the spiral stirrups (6). The multiple longitudinal bars (5) are all fixedly connected to the spiral stirrups (6). The filler is filled into the injection hole (1) along the vertical direction of the foundation (2). The length of the longitudinal rib (5) is greater than the length of the spiral stirrup (6). The compressible pad (4) is located at the top of the spiral stirrup (6) and the filler. Each of the longitudinal ribs (5) passes through the compressible pad (4) and extends to the top of the compressible pad (4).

4. The anti-float fan foundation of claim 3, wherein, Also includes: The waterproof layer (7) includes a first waterproof part, a second waterproof part and a third waterproof part. The first waterproof part is formed on the top surface of the substrate, the second waterproof part is formed on the top sidewall of the filler, and the third waterproof part is formed on the exposed surface of the compressible pad (4). The first waterproof part, the second waterproof part and the third waterproof part are integrally formed.

5. The anti-float fan foundation of claim 4, wherein, The waterproof layer (7) includes: The polyurethane asphalt coating layer is formed by brushing a polyurethane asphalt coating in one continuous process.

6. The anti-float fan foundation of claim 4, wherein, Also includes: A sealing element adapted to seal the gap between the longitudinal rib (5) and the bearing platform (2).

7. The anti-float fan foundation of claim 6, wherein, The sealing element includes: A water-swellable waterstop strip (8) is arranged around the outside of the longitudinal reinforcement (5). The water-swellable waterstop strip (8) is located above the compressible pad (4). The water-swellable waterstop strip (8) is embedded inside the support (2).

8. The anti-float fan foundation of claim 1, wherein, The substrate includes: Foundation (9) is provided with the grouting hole (1); A base cushion layer (10) is formed above the foundation (9), the base cushion layer (10) corresponding to the area of ​​the foundation (9) other than the grouting hole (1).

9. The anti-floating fan foundation of claim 1, wherein, The cast-in-place piles (3) are provided in two groups, and each group of cast-in-place piles (3) is distributed at intervals along the circumference of the pile cap (2); The two sets of cast-in-place piles (3) are located inside the area enclosed by one set of cast-in-place piles (3).

10. A wind power unit, characterized in that Including the anti-buoyancy fan foundation as described in any one of claims 1 to 9.

Images