Offshore wind turbine uplift pile

Abstract

This invention provides an anti-uplift pile for offshore wind turbines. The pile body includes an outer cylinder and an inner cylinder. Multiple rows of anti-uplift elements are installed longitudinally inside the outer cylinder. An inner rotating shaft is fixedly installed on the inner wall of the inner cylinder. One side of the anti-uplift angle is connected to the inner rotating shaft, allowing the anti-uplift angle to rotate upwards around the connection point between the inner rotating shaft and the inner cylinder until the anti-uplift angle contacts the inner wall of the inner cylinder. When the anti-uplift angle is in action, it is subjected to the force of the soil and unfolds downwards. When in action, the internal anti-uplift elements rotate downwards, causing the baffle to move upwards and driving the expansion joint into the soil. Both the inner and outer anti-uplift elements simultaneously exert their anti-uplift effects. This invention achieves automatic unfolding through the effect of the soil, reducing the contact area with the soil during driving while simultaneously increasing the anti-uplift force of the pile. It exhibits good overall performance, enhancing the strength of the pile foundation structure while also making the anti-uplift pile highly practical.

Description

Technical Field

[0001] This invention belongs to the field of offshore wind power, specifically relating to an anti-uplift pile for offshore wind turbines. Background Technology

[0002] Offshore wind turbine uplift pile technology is a foundation treatment method specifically developed to address the unique needs of wind power facilities in marine environments. Because offshore wind farms are typically located in deep waters and face complex geological conditions and extreme environmental loads (such as ocean currents, waves, and storms), traditional uplift pile technology may not meet their stability and durability requirements. Therefore, hook-type uplift piles, as an enhanced foundation solution, have been widely used in the offshore wind power sector.

[0003] Uplift piles are a common anti-liquefaction measure in liquefied sites and are also frequently used as anti-buoyancy measures in underground structure design. Currently, most common uplift piles are helical displacement cast-in-place piles, which primarily rely on the friction between the pile and the soil layer to resist axial tensile force. Existing uplift piles have several shortcomings in use. Under axial compression, they expand laterally, and under tension, they contract laterally. This means that traditional uplift piles not only need to be inserted into the ground under significant pressure but also only experience vertical frictional resistance without horizontal linkage. This makes them time-consuming and labor-intensive to drive into the ground and results in poor uplift stability. Current common measures include increasing foundation weight and using uplift anchors, but ordinary uplift piles mainly provide uplift resistance through the side friction of the pile, resulting in limited uplift capacity or being too complex to implement. Taking the monopile foundation of offshore wind power as an example, with increasing load, the pile diameter, length, and embedment depth become larger. However, conventional pile foundations have relatively low efficiency in mobilizing the resistance of the surrounding soil and rock, making them less than ideal in terms of material consumption, construction difficulty, and overall cost.

[0004] A search revealed a Chinese patent with publication number CN220318512U, which describes a high-strength prestressed pile with spaced spiral ribs. Multiple rows of spiral ribs are arranged with a predetermined number of spiral teeth at a fixed spacing. This pile primarily relies on the friction between the pile body and the soil layer to resist axial tensile force. While the spiral teeth can reduce the frictional resistance in the soil, this has limited impact on improving pull-out resistance. Furthermore, it only experiences vertical frictional resistance without horizontal linkage, requiring a significant embedment depth. The spiral construction method is also difficult and costly, making it challenging to meet basic construction requirements when encountering uncertain soil layers.

[0005] A search revealed a Chinese patent with publication number CN118653503A. This offshore wind power multi-pile foundation platform is connected to multiple pile foundation rods, which are inclined. The bottom hanging rods are controlled by a limiting mechanism and springs to enhance pull-out resistance. However, the bottom control device has a complex structure, and the hanging rods have a limited unfolding angle when pulled upwards, resulting in a small contact area with the soil and limited improvement in pull-out resistance. Furthermore, relying on spring force to rotate and unfold the hanging rods in the soil is difficult to achieve, has low cost and efficiency, and has many components, resulting in weak overall integrity.

[0006] Therefore, it is necessary to develop a type of offshore wind turbine inverted pull-out pile that can be easily driven into the soil and has a significantly improved pull-out resistance. Summary of the Invention

[0007] The purpose of this invention is to address the shortcomings of existing technologies by proposing an anti-uplift pile for offshore wind turbines. The technical solution adopted is as follows:

[0008] An anti-tension pile, characterized in that the anti-tension pile comprises a two-layer cylindrical structure, an internal anti-tension member, an external anti-tension member, and a connecting member, wherein,

[0009] The two-layer cylindrical structure includes an outer cylinder and an inner cylinder. Both the outer cylinder and the inner cylinder are hollow tubular structures that run vertically through each other. The outer cylinder is sleeved on the outside of the inner cylinder. The inner cylinder and the outer cylinder are fixedly connected.

[0010] The internal pull-out resisting component includes a pull-out angle and an inner rotating shaft; the inner rotating shaft is fixedly installed on the inner wall of the inner cylinder; the pull-out angle is a triangular structure, one side of which is connected to the inner rotating shaft, so that the pull-out angle can rotate upward around the connection point between the inner rotating shaft and the inner cylinder until the pull-out angle contacts the inner wall of the inner cylinder. When the pull-out angle is in the pull-out resisting role, it will be subjected to the force of the soil and expand downward. The upper and lower parts are determined by the direction of the pull-out pile along the outer cylinder wall when it is in the working state. The expansion length of the pull-out angle is determined by formula (1):

[0011]

[0012] In the formula: l0 is the length of the inclined section of the anti-uplift angle, θ is the rotation angle of the anti-uplift angle, and r is the radius of the rotation axis;

[0013] The external pull-out resisting component includes a telescopic component, a spring, a launching tube, and a baffle; the bottom of the launching tube is connected to the outer wall of the inner tube, and the launching tube opening is connected to the outer tube; the outer tube wall has an opening that penetrates the outer tube wall at a position coinciding with the launching tube opening.

[0014] During the process of driving the anti-tension pile into the soil, the baffle blocks the launch tube opening, thereby blocking the expansion joint inside the launch tube. At this time, the spring is located at the bottom inside the launch tube and is in a compressed state.

[0015] The connector includes an outer rotating shaft, a connecting rod, a first connecting structure, and a second connecting structure. The inner rotating shaft, the outer rotating shaft, the first connecting structure, the connecting rod, the second connecting structure, and the baffle are connected in sequence. The inner rotating shaft and the outer rotating shaft rotate synchronously in opposite directions and at the same angle. The second connecting structure is located below the first connecting structure.

[0016] When the anti-uplift pile is subjected to an uplift force, the anti-uplift angle is subjected to the force of the soil and expands downward, causing the inner rotating shaft to rotate downward, which in turn causes the outer rotating shaft to rotate upward. This, in turn, causes the baffle to move upward through the connecting structure one, connecting rod, and connecting structure two, releasing the telescopic component inside the launch tube into the soil.

[0017] Preferably, the elastic force provided by the spring is determined by formula (2), the volume of the launching tube is determined by formula (3), the baffle is tightly fitted to the outer wall of the outer tube, the telescopic component is a large-volume steel needle, the volume of which is determined by formula (4), and the displacement of the baffle is determined by formula (5).

[0018]

[0019] L=l1×cosθ1 (5)

[0020] In the formula: k is the spring constant, x is the spring deformation, R is the inner tube radius, r1 is the cross-sectional radius of the launching tube, r2 is the cross-sectional radius of the telescopic component, h2 is the length of the cylindrical part of the telescopic component, h3 is the length of the conical part of the telescopic component; l1 is the length of the connecting rod, and θ1 is the rotation angle of the connecting rod.

[0021] Preferably, the external and internal anti-uplift components form a set of linked structures, and the anti-uplift pile facility has multiple sets of such linked structures, which are symmetrically arranged around the central axis of the anti-uplift pile.

[0022] Preferably, the compression of the spring is sufficient to generate enough elastic force to push the telescopic component out, and the anti-pull-out component is equipped with a limit device to ensure that a portion of the telescopic component remains in the launch tube.

[0023] Preferably, the outer cylinder has holes that allow the baffle to move up and down.

[0024] Preferably, the outer surface of the outer cylinder is in contact with the baffle.

[0025] Preferably, the frictional force between the pull-out pile and the soil, the bond force brought by the pull-out member inserted into the soil layer, and the pressure exerted by the soil on the pull-out angle together constitute the pull-out resistance effect of the soil. The ultimate pull-out force can be calculated by formula (6):

[0026]

[0027] In the formula: Q ult The ultimate tensile strength of the pile; A p A is the end area of ​​the pile; s α is the lateral surface area of ​​the pile; f is the tensile strength of the soil; α is the length effect correction factor of the pile, which depends on the length-to-diameter ratio of the pile and the soil type; β is the acceleration coefficient of the soil, which depends on the seismic action; P is the earth pressure; A1 is the stress-bearing area of ​​the expansion joint; A2 is the stress-bearing area of ​​the pull-out angle.

[0028] Compared with the prior art, the present invention has the following advantages:

[0029] (1) The anti-tension pile of the present invention is driven in the same way as ordinary pile foundations, and there are no special construction requirements. When it is driven into the soil, the anti-tension angle of the internal anti-tension member can rotate upward when it is inserted into the soil, reducing the force-bearing area during insertion; when it is in the anti-tension position, the anti-tension angle will rotate downward through the soil effect, and the baffle will move upward through the connecting member, so that the telescopic member of the external anti-tension member can extend outward, thus playing a double anti-tension role. The linkage mechanism saves manpower for the operation of the machinery.

[0030] (2) The hollow ring structure formed by the inner and outer cylinders of the present invention has a smaller stress surface area during the driving process, making it easier to drive in and saving materials. The inner surface of the inner cylinder is fixed with an internal pull-out member, which is through the inside. The internal pull-out member can resist the pull-out force of the soil inside and reduce resistance during driving, which is conducive to the ease of construction.

[0031] (3) The anti-uplift structure of the anti-uplift pile of the present invention can automatically unfold by utilizing the effect of soil, without any artificial external force, and its good integrity also greatly enhances its practicality. Attached Figure Description

[0032] Figure 1 This is a cross-sectional view of the anti-uplift piles for offshore wind turbines.

[0033] Figure 2 This is a cross-sectional view of the anti-uplift piles of offshore wind turbines when they are deployed.

[0034] Figure 3 This is a bottom view of a wind-resistant pile at sea.

[0035] Figure 4 It is the pivot of the anti-uplift pile for offshore wind turbines.

[0036] In the diagram: 1. Inner cylinder, 2. Outer cylinder, 3. Baffle, 4. Connecting structure two, 5. Connecting rod, 6. Connecting structure one, 7. Outer pivot, 8. Inner pivot, 9. Anti-pull angle, 10. Anti-pull component, 11. Launch tube, 12. Limiting device, 13. Spring, 14. Hollow inner bottom ring structure. Detailed Implementation

[0037] The present invention will be further described below with reference to specific embodiments. The following embodiments provide specific structures and dimensional standards, which will help those skilled in the art to further understand the specific structure of the present invention. Without departing from the basic structure of the present invention, appropriate adjustments can be made to the dimensions of the present invention, all of which fall within the protection scope of the present invention.

[0038] The construction of this invention includes the following steps: after welding the anti-tension piles and assembling them with the anti-tension components, transport them to the designated location for construction; before driving the piles, ensure that the anti-tension components are in a contracted state, the pile body is tightly fitted, and the overall integrity is good; carry out pile driving construction in the same way as conventional pile construction; after the piles are driven in, the construction is completed, and the internal and external anti-tension components will automatically function under the action of the soil.

[0039] Figure 1 This is a cross-sectional view of an offshore wind power uplift-resistant pile according to a preferred embodiment of the present invention. (Refer to...) Figure 1 As shown, a preferred embodiment of the offshore wind power pull-out pile of the present invention includes an outer cylinder 2 and an inner cylinder 1. Both the outer cylinder 2 and the inner cylinder 1 are hollow tubular structures that run vertically through each other. The outer cylinder 2 is sleeved on the outside of the inner cylinder 1. The middle area of ​​the outer cylinder 2 and the inner cylinder 1 forms a structure with a closed lower part. The inner cylinder 2 and the outer cylinder 1 are fixedly connected.

[0040] The internal anti-pull-out component includes an anti-pull-out angle 9 and an inner rotating shaft 8; the inner rotating shaft 8 is fixedly installed on the inner wall of the inner cylinder 1; the anti-pull-out angle 9 is a triangular structure, and one side of the triangular structure is connected to the inner rotating shaft 8 so that the anti-pull-out angle 9 can rotate upward around the connection point between the inner rotating shaft 8 and the inner cylinder until the anti-pull-out angle 9 contacts the inner wall of the inner cylinder 1. When the anti-pull-out angle 9 is in anti-pull-out action, it will be subjected to the force of the soil and expand downward. The "upward" and "downward" are the orientation determination of the anti-pull-out pile in the working state. The expansion length of the anti-pull-out angle 9 is determined by formula (1):

[0041]

[0042] In the formula: l0 is the length of the inclined section of the anti-uplift angle, θ is the rotation angle of the anti-uplift angle, and r is the radius of the rotation axis.

[0043] In a preferred embodiment, the length l0 of the anti-uplift angle inclined section is 1.2m, the anti-uplift angle rotation angle θ is 80 degrees, and the rotation axis radius r is 0.1m, so its unfolded length is 1.18m.

[0044] The external pull-out resisting component includes a telescopic component 10, a spring 13, a launching tube 11, and a baffle 3; the bottom of the launching tube 11 is connected to the outer wall of the inner tube 1, and the launching tube opening is connected to the outer tube 2; the outer tube 2 has an opening that penetrates the outer tube wall at a position that coincides with the launching tube 11 opening.

[0045] During the process of driving the anti-pull pile into the soil, the baffle blocks the launch tube opening, thereby blocking the telescopic member 10 inside the launch tube 11. At this time, the spring is located at the bottom inside the launch tube 11 and is in a compressed state.

[0046] The connector includes an outer rotating shaft 7, a connecting rod 5, a first connecting structure 6, and a second connecting structure 4. The inner rotating shaft 8, the outer rotating shaft 7, the first connecting structure 6, the connecting rod 5, the second connecting structure 4, and the baffle 3 are connected in sequence. The inner rotating shaft 8 and the outer rotating shaft 7 rotate synchronously and in opposite directions with the same rotation angle. The second connecting structure 4 is located below the first connecting structure 6.

[0047] When the anti-uplift pile is subjected to an uplift force, the anti-uplift angle 9 is subjected to the force of the soil and unfolds downward, causing the inner rotating shaft 8 to rotate downward, which in turn causes the outer rotating shaft 7 to rotate upward. Then, through the connecting structure 1 6, connecting rod 5, and connecting structure 2 4, the baffle 3 moves upward, releasing the telescopic component 10 inside the launching tube 11 into the soil.

[0048] Reference Figure 2As shown, a preferred embodiment of the offshore wind power pull-out pile of the present invention is a schematic diagram of a set of pull-out members fully deployed. The outer pull-out members and the inner pull-out members form a set of linked structures. The pull-out pile facility has multiple sets of such linked structures, symmetrically arranged at equal intervals around the central axis of the pull-out pile, so that the interaction force of the soil when performing pull-out action is symmetrically distributed along the pull-out pile. In addition, the number of pull-out members in each row can be appropriately adjusted according to the length of the pile. In this embodiment, the number of pull-out members is 36, that is, 6 sets, including six rows, with 6 members in each row. The line connecting the two members in each set intersects the central axis. The inner pull-out members are fixed on the inner surface of the inner cylinder 1. The interior is vertically connected. The inner pull-out members can perform pull-out action under the soil force inside, and at the same time, they can reduce resistance during driving, which is conducive to the simplicity of construction. When the inner pull-out members are inserted into the soil, the pull-out angle 9 of the pull-out members can rotate upward, which mainly serves as the internal pull-out member and reduces the force-bearing area during insertion. Meanwhile, the inner rotating shaft 8 has a limiting structure to control the rotation angle. When it acts as a pull-out anchor, the pull-out angle 9 moves downward under force, causing the inner rotating shaft 8 to rotate downward. At the same time, the inner rotating shaft 8 drives the outer rotating shaft 7 and the connecting structure 1 6, which in turn drives the connecting rod 5 to move. The connecting rod 5 drives the baffle 3 to move upward to the limit position through the connecting structure 2 4. The spring 13 ejects the pull-out member 10 through the inner launching cylinder 11. The upper limit device 12 of the cylinder controls the ejection length. The two are in a linkage mechanism. The lower part of the outer cylinder 2 is an internally hollow, inwardly tapering annular structure 14. The outer surface is tightly fitted with the baffle 3. During the driving process, it has a smaller stress surface area, making it easier to drive in. At the same time, it can save materials and make the pull-out pile have good pull-out bearing capacity while taking into account the overall integrity.

[0049] Figure 3 This is a bottom view of a preferred embodiment of the offshore wind power anti-uplift pile of the present invention. Its inner cylinder 2 is through-type, which reduces the contact area when driven into the soil, thereby reducing resistance and making construction easier. The pile end is an internally hollow, inwardly tapering annular pile head structure. The baffle 3 is attached to the outer wall of the outer cylinder 2 on the outside, and completely covers the launching tube when driven. The elastic force provided by the spring is determined by formula (2), the volume of the launching tube is determined by formula (3), and the telescopic component is a large-volume steel needle, the volume of which is mainly determined by formula (4).

[0050]

[0051] In the formula: k is the spring constant, x is the spring deformation, R is the inner tube radius, r1 is the cross-sectional radius of the launching tube, r2 is the cross-sectional radius of the telescopic component, h2 is the length of the cylindrical part of the telescopic component, and h3 is the length of the conical part of the telescopic component.

[0052] In a preferred embodiment, the spring constant k is 2.5 N / mm, the spring deformation x is 214 mm, the inner cylinder radius R is 3 m, the launching tube cross-sectional radius r1 is 1.6 m, the telescopic component cross-sectional radius r2 is 1.5 m, the length h2 of the cylindrical portion of the telescopic component is 2 m, and the length h3 of the conical portion of the telescopic component is 0.6 m; therefore, the spring force provided is 535.7 N, and the launching tube's volume is 24.13 m³. 3 The volume of the telescopic component is 15.55m³. 3 .

[0053] Figure 4 This is a schematic diagram of the rotating shaft of a preferred embodiment of the offshore wind power pull-out pile of the present invention, which is a double-layer type. A limiting device 12 is arranged on the inner wall of the inner cylinder 1, which can control the rotation angle of the pull-out angle 9 during driving and can also control the rotation angle of the pull-out angle 9 when subjected to pull-out force. The baffle 3 is opened by the transmission structure and the opening size is sufficient to release the telescopic component (10). The displacement of the baffle 3 is determined by formula (5). The friction between the pull-out pile and the soil, the adhesion force brought by the pull-out component inserted into the soil layer, and the pressure generated by the soil against the pull-out angle 9 together constitute the soil pull-out effect. The ultimate pull-out force can be calculated by formula (6):

[0054] L=l1×cosθ1 (5)

[0055]

[0056] In the formula: l1 is the length of the connecting rod, and θ1 is the rotation angle of the connecting rod 5. Q ult The ultimate tensile strength of the pile; A p A is the end area of ​​the pile; s α is the lateral surface area of ​​the pile; f is the tensile strength of the soil; α is the length effect correction factor of the pile, which depends on the length-to-diameter ratio of the pile and the soil type; β is the acceleration coefficient of the soil, which depends on the seismic action; P is the earth pressure; A1 is the stress-bearing area of ​​the expansion joint; A2 is the stress-bearing area of ​​the pull-out angle.

[0057] In a preferred embodiment, the length l1 of the connecting rod 5 is 1.6m, the rotation angle θ1 of the connecting rod 5 is 20 degrees, and the end area A of the pile is... p It is 113.1m 2 The lateral area A of the pile s 5937.6m 2 The tensile strength f of the soil is 10 kPa, the length effect correction factor α of the pile is 0.9, the acceleration coefficient β of the soil is 0.1g, and the bearing area A1 of the expansion joint is 8.5 m². 2 The stress-bearing area A2 of the pull-out angle is 1.2m². 2Therefore, the maximum displacement distance of the baffle is 1.5m, and the ultimate pull-out force of this pile is 6056.8kN.

Claims

1. A type of anti-tension pile, characterized in that, The tension pile comprises a two-layer cylindrical structure, internal tension members, external tension members, and connecting members, wherein... The two-layer cylindrical structure includes an outer cylinder (2) and an inner cylinder (1). Both the outer cylinder (2) and the inner cylinder (1) are hollow tubular structures that run vertically through each other. The outer cylinder (2) is sleeved on the outside of the inner cylinder (1). The inner cylinder (2) and the outer cylinder (1) are fixedly connected. The internal anti-pull-out component includes an anti-pull-out angle (9) and an inner rotating shaft (8); the inner rotating shaft (8) is fixedly installed on the inner wall of the inner cylinder (1); one side of the anti-pull-out angle (9) is connected to the inner rotating shaft (8) so that the anti-pull-out angle (9) can rotate upward around the connection point between the inner rotating shaft (8) and the inner cylinder until the anti-pull-out angle (9) contacts the inner wall of the inner cylinder (1). When the anti-pull-out angle (9) is in the anti-pull-out function, it will be subjected to the force of the soil and expand downward. The upward and downward directions are determined by the direction of the anti-pull-out pile along the outer cylinder wall when it is working. The external anti-pull-out component includes a telescopic component (10), a spring (13), a launch tube (11), and a baffle (3); the bottom of the launch tube (11) is connected to the outer wall of the inner tube (1), and the launch tube opening is connected to the outer tube (2); the outer tube (2) has an opening that penetrates the outer tube wall at a position that coincides with the launch tube (11) opening; During the process of driving the anti-pull pile into the soil, the baffle blocks the launch tube opening, thereby blocking the expansion joint (10) inside the launch tube (11). At this time, the spring is located at the bottom inside the launch tube (11) and is in a compressed state. When the anti-uplift pile is subjected to the uplift force, the anti-uplift angle (9) is subjected to the force of the soil and expands downward. The connecting piece drives the baffle (3) to move upward, thereby releasing the telescopic piece (10) in the launch tube (11) into the soil.

2. The anti-tension pile according to claim 1, characterized in that, The uplift angle (9) is a triangular structure, and the unfolded length of the uplift angle (9) is determined by formula (1): In the formula: The length of the inclined section at the pull-out angle. θ To resist the angle of rotation of the pull-out angle, r The radius of the pivot is denoted as .

3. The anti-tension pile according to claim 1, characterized in that, The connector includes an outer rotating shaft (7), a connecting rod (5), a first connecting structure (6), and a second connecting structure (4). The inner rotating shaft (8), the outer rotating shaft (7), the first connecting structure (6), the connecting rod (5), the second connecting structure (4), and the baffle (3) are connected in sequence. The inner rotating shaft (8) and the outer rotating shaft (7) rotate synchronously and in opposite directions with the same rotation angle. The second connecting structure (4) is located below the first connecting structure (6). When the anti-uplift pile is subjected to the uplift force, the anti-uplift angle (9) is subjected to the force of the soil and unfolds downward, causing the inner rotating shaft (8) to rotate downward, and then causing the outer rotating shaft (7) to rotate upward. Then, through the connecting structure one (6), connecting rod (5), and connecting structure two (4), the baffle (3) moves upward, releasing the telescopic component (10) in the launching tube (11) into the soil.

4. The anti-tension pile according to claim 1, characterized in that, The elastic force provided by the spring is determined by formula (2), the volume of the launch tube is determined by formula (3), the baffle is tightly fitted to the outer wall of the outer tube, the telescopic part is a large-volume steel needle, the volume of which is determined by formula (4); the displacement of the baffle (3) is determined by formula (5). In the formula: k Let be the spring constant. x It is the deformation of the spring. R The inner cylinder radius is... r 1 is the cross-sectional radius of the launch tube. r 2 is the cross-sectional radius of the expansion joint. h 2 is the length of the cylindrical part of the telescopic component. h 3 is the length of the conical section of the telescopic component; l 1 represents the length of the connecting rod. θ 1 represents the rotation angle of the connecting rod (5).

5. The anti-tension pile according to claim 1, characterized in that, The external and internal anti-uplift components form a set of linked structures. The anti-uplift pile facility has multiple sets of such linked structures, which are symmetrically arranged around the central axis of the anti-uplift pile.

6. The anti-tension pile according to claim 1, characterized in that, The compression of the spring ensures that sufficient elastic force is generated to push the telescopic component out, and the anti-pull-out component is equipped with a limit device (12) to ensure that a portion of the telescopic component (10) remains in the launch tube (11).

7. The anti-tension pile according to claim 1, characterized in that, Holes are left on the outer cylinder to allow the baffle (3) to move up and down.

8. The anti-tension pile according to claim 1, characterized in that, The outer surface of the outer cylinder (2) is in contact with the baffle (3).

9. The anti-tension pile according to claim 1, characterized in that, The frictional force between the pull-out pile and the soil, the bond force brought by the pull-out member inserted into the soil layer, and the pressure generated by the soil against the pull-out angle (9) together constitute the pull-out effect of the soil. The ultimate pull-out force can be calculated by formula (6): In the formula: Q ult This represents the ultimate tensile strength of the pile. A p The end area of ​​the pile; A s The lateral surface area of ​​the pile; f The tensile strength of the soil; α The length effect correction factor for the pile depends on the pile's aspect ratio and the soil type; β The acceleration coefficient of the soil depends on the seismic action; P Earth pressure; A 1 represents the force-bearing area of ​​the expansion joint; A 2 represents the area of ​​force distribution at the pull-out angle; k The number of anti-pull angles (9).

10. The application of the anti-tension pile according to any one of claims 1-9 in soil uplift resistance.

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