Device for improving pulling resistance of large-diameter non-soil-squeezing pipe pile

Abstract

The utility model relates to the technical field of pile foundation engineering, and particularly discloses a device for improving the anti-pulling performance of a large-diameter non-soil-squeezing pipe pile, which comprises a pipe pile, a pile clamping device, a pile shoe, a pile bottom rock-socketed layer, a core drilling machine, a concrete pump truck, a water-bearing layer, a hard soil layer and a soft soil layer, a concrete conveying pump is installed at one end of the concrete pump truck, steel fiber concrete is injected into the upper surface of the pile bottom rock-embedded layer, and a vacuum pump is arranged outside the pipe pile. According to the device for improving the anti-pulling performance of the large-diameter non-soil-squeezing tubular pile, a circle of open reinforcement cage is arranged at the pile bottom, and the reinforcement cage and the pile bottom are connected into a whole after steel fiber reinforced concrete is used for sealing the bottom, so that the mechanical occlusal force and cohesive force between a pile body and pile bottom foundation soil can be enhanced, and the anti-pulling performance of the large-diameter non-soil-squeezing tubular pile is improved; the load is better transmitted to a deep solid rock stratum to improve the pulling resistance of the pile, and the pulling resistance of the pile is improved by discharging water around the pile in a water-bearing layer, lowering the underground water level and reducing the buoyancy force in a disguised mode.

Description

A device for improving the pull-out resistance of large-diameter non-displacement pipe piles Technical Field

[0001] This utility model relates to the field of pile foundation engineering technology, and specifically discloses a device for improving the pull-out resistance of large-diameter non-displacement pipe piles. Background Technology

[0002] As a key foundation engineering technique, anti-uplift piles are primarily used to effectively resist the uplift forces borne by buildings or structures. They are widely applied in anti-buoyancy systems for large basements, anti-uplift systems for tall buildings, anti-uplift systems for offshore dock platforms, anchor pile foundations for suspension and cable-stayed bridges, and pile foundations for large dock floor slabs. In modern urban construction, the construction of large basements is commonplace. Because basements often have a large area and depth, when the groundwater level is high, the enormous buoyancy generated by the groundwater can exert an uplift force on the basement structure. Tall buildings such as skyscrapers and television towers, in addition to bearing their own enormous vertical gravity loads, may also be subjected to horizontal loads such as wind and seismic forces. These horizontal loads, under certain circumstances, will generate upward components, forming uplift forces. Offshore docks... Platforms located in marine environments must withstand not only vertical loads from the superstructure but also periodic uplift forces from tidal fluctuations and additional uplift forces from wave impacts. For large-scale bridge projects such as suspension and cable-stayed bridges, anchor pile foundations, as a key component, bear enormous tensile forces. The main cable of a suspension bridge transfers the tensile force to the anchor piles through anchorages, while the stay cables of a cable-stayed bridge also exert strong uplift forces on the bridge tower foundations. In the construction of large docks, the dock floor must withstand various complex loads, including the weight of ships within the dock, water pressure, and potential buoyancy. Uplift piles play an indispensable role in these areas, effectively resisting these uplift forces and ensuring the stability and safety of these buildings and structures under complex stress environments.

[0003] Currently, if PHC pipe piles based on hammer driving or static pressure methods are used for construction, their diameter is usually less than 600mm and the pile bottom is difficult to embed into hard rock and soil layers. Therefore, the bearing capacity of a single pile is difficult to meet the design requirements. For large-diameter pipe piles, the end resistance and side resistance are large, making it difficult to drive the piles. Moreover, the construction process is prone to damage to the pile body or pipe pile deviation. Therefore, bored cast-in-place piles are generally used to construct large-diameter pipe piles. However, the construction of large-diameter pipe piles by bored cast-in-place piles has disadvantages such as difficulty in controlling the pile body quality, low construction efficiency, mud pollution of the environment, high cost, and difficulty in controlling pile position deviation. Therefore, a device is needed to improve the pull-out resistance of large-diameter non-displacement pipe piles to solve this problem. Summary of the Invention

[0004] This utility model proposes a device to improve the pull-out resistance of large-diameter non-displacement pipe piles. By setting a ring of open steel reinforcement cage at the bottom of the pile and sealing the bottom with steel fiber reinforced concrete to form a whole with the pile bottom, the mechanical interlocking force and cohesion between the pile body and the foundation soil at the pile bottom can be enhanced, and the load can be better transferred to the deep solid rock layer to improve the pull-out resistance of the pile. In aquifers, by draining the water around the pile, the groundwater level is lowered and the buoyancy is reduced, which indirectly improves the pull-out resistance of the pile.

[0005] This utility model is implemented as follows: a device for improving the pull-out resistance of large-diameter non-displacement pipe piles includes a pipe pile, a pile clamp, a pile shoe, a rock-embedded layer at the pile bottom, a core drill, a concrete pump truck, an aquifer, a hard soil layer, and a soft soil layer. A reinforcing cage is embedded inside the rock-embedded layer at the pile bottom. A concrete pump is installed at one end of the concrete pump truck. Steel fiber reinforced concrete is injected into the upper surface of the rock-embedded layer at the pile bottom. A vacuum pump is installed outside the pipe pile. The pressure-applying end of the vacuum pump is connected to a high-pressure pipe. A pressure gauge and a control valve are connected to the outer surface of the high-pressure pipe. A grouting pipe is pre-embedded inside the pipe pile. Grouting is performed on one side of the grouting pipe. Two high-pressure grouting pipes, each 2 cm in diameter, are pre-embedded inside the pipe pile.

[0006] As a device for improving the pull-out resistance of large-diameter non-displacement pipe piles according to the present invention, the outer surface of the pipe pile is provided with a plurality of first coarse-grained concrete drainage holes, and the top of the pipe pile is equipped with a cover plate.

[0007] As a device for improving the pull-out resistance of large-diameter non-displacement pipe piles according to this utility model, one end of each of the two high-pressure grouting pipes is connected to a high-pressure nozzle, and the high-pressure nozzle protrudes from the pile at an angle of 45° upwards.

[0008] As a device for improving the pull-out resistance of large-diameter non-displacement pipe piles according to the present invention, the outer surface of the pipe pile is provided with a second coarse-grained concrete drainage hole, the inside of the pipe pile is provided with a drainage pipe, one end of the drainage pipe is connected to a water storage tank, and one side of the water storage tank is provided with a water outlet.

[0009] As a device for improving the pull-out resistance of large-diameter non-displacement pipe piles according to the present invention, a concrete mixing tank is provided on one side of the concrete pump truck, and a high-pressure jet grouting machine is provided below the concrete mixing tank.

[0010] As a device for improving the pull-out resistance of large-diameter non-displacement pipe piles according to the present invention, the side wall of the pipe pile is provided with a groove, and a bag is embedded in the groove. The surface of the bag is provided with uneven serrations.

[0011] The beneficial effects of this utility model are:

[0012] 1. By setting a ring of open steel reinforcement cage at the bottom of the pile and sealing it with steel fiber reinforced concrete to form a whole with the pile bottom, the mechanical interlocking force and bonding force between the pile body and the foundation soil at the pile bottom can be enhanced, and the load can be better transferred to the deep solid rock layer to improve the pull-out force of the pile. In the aquifer, by draining the water around the pile, the groundwater level is lowered and the buoyancy is reduced, which indirectly improves the pull-out force of the pile.

[0013] 2. High-pressure jet grouting injects steel fiber reinforced concrete grout into the hard soil layer, which is integrated with the grout injected on the pile side to hook the hard soil layer, thereby increasing the pull-out resistance of the pile. By setting serrated bags on the pile wall and injecting grout into the bags on the pile side, the bags expand and exert confining pressure on the pipe pile, forming a ring-like effect, which can constrain the pile body and improve the lateral bearing capacity of the pile, thereby improving the pull-out resistance of the pile. Attached Figure Description

[0014] To more clearly illustrate the specific embodiments of this utility model or the technical solutions in the prior art, the drawings used in the description of the specific embodiments or the prior art will be briefly introduced below. In all the drawings, similar elements or parts are generally identified by similar reference numerals. In the drawings, the elements or parts are not necessarily drawn to scale.

[0015] Figure 1 is a frontal sectional view of the pipe pile in the device for improving the pull-out resistance of large-diameter non-displacement pipe piles according to the present invention.

[0016] Figure 2 is a frontal sectional view of the steel cage in the device for improving the pull-out resistance of large-diameter non-displacement pipe piles according to this utility model.

[0017] Figure 3 is a frontal sectional view of the aquifer in the device for improving the pull-out resistance of large-diameter non-displacement pipe piles according to the present invention.

[0018] Figure 4 is a frontal sectional view of the rock-embedded layer at the bottom of the pile in the device for improving the pull-out resistance of large-diameter non-displacement pipe piles according to the present invention.

[0019] Figure 5 is a front view of the water storage tank in the device for improving the pull-out resistance of large-diameter non-displacement pipe piles according to this utility model.

[0020] Figure 6 is a front view of the concrete conveying pump in the device for improving the pull-out resistance of large-diameter non-displacement pipe piles according to this utility model.

[0021] Figure 7 is a frontal sectional view of the steel fiber reinforced concrete in the device for improving the pull-out resistance of large-diameter non-displacement pipe piles according to the present invention.

[0022] Figure 8 is a frontal cross-sectional view of the hard soil layer in the device for improving the pull-out resistance of large-diameter non-displacement pipe piles according to the present invention.

[0023] Figure 9 is a frontal cross-sectional view of the soft soil layer in the device for improving the pull-out resistance of large-diameter non-displacement pipe piles according to this utility model.

[0024] Figure 10 is a frontal sectional view of the bladder in the device for improving the pull-out resistance of large-diameter non-displacement pipe piles according to this utility model.

[0025] Figure 11 is a frontal sectional view of the cover plate in the device for improving the pull-out resistance of large-diameter non-displacement pipe piles according to the present invention.

[0026] The markings in the diagram are: 1. Pipe pile; 2. Pile clamp; 3. Pile shoe; 4. Rock layer embedded at the pile bottom; 5. Core drilling machine; 6. Reinforcing cage; 7. Concrete pump truck; 8. Concrete delivery pump; 9. Steel fiber reinforced concrete; 10. Aquifer; 11. First coarse-grained concrete drainage hole; 12. Cover plate; 13. Vacuum pump; 14. High-pressure pipe; 15. Pressure gauge; 16. Control valve; 17. Grouting pipe body; 18. Pile side grouting; 19. Second coarse-grained concrete drainage hole; 20. Drainage pipe; 21. Water storage tank; 22. Water outlet; 23. Hard soil layer; 24. High-pressure grouting pipe; 25. High-pressure nozzle; 26. Concrete mixing tank; 27. High-pressure jet grouting machine; 28. Soft soil layer; 29. ​​Bag; 30. Serrated. Detailed Implementation

[0027] The present invention will be further described below with reference to the accompanying drawings and specific embodiments to aid in understanding its content. Unless otherwise specified, the methods used in this invention are conventional methods; the raw materials and apparatus used, unless otherwise specified, are conventional commercially available products.

[0028] Please refer to Figure 1-11. A device for improving the pull-out resistance of large-diameter non-displacement pipe piles includes a pipe pile 1, a pile clamp 2, a pile shoe 3, a rock-embedded layer at the pile bottom 4, a core drill 5, a concrete pump truck 7, an aquifer 10, a hard soil layer 23, and a soft soil layer 28.

[0029] As a technical optimization of this utility model, a steel cage 6 is embedded inside the rock-embedded layer 4 at the bottom of the pile, a concrete pump 8 is installed at one end of the concrete pump truck 7, and steel fiber reinforced concrete 9 is injected into the upper surface of the rock-embedded layer 4 at the bottom of the pile.

[0030] In this embodiment: a core drilling machine 5 is used to drill inclined holes along the inner cavity of the pile end towards the rock layer 4 at the bottom of the pile. One inclined hole is drilled at 60°, and a total of 6 inclined holes are drilled for one pile position. The inclined holes are used to put the reinforcing cage 6 in later. After drilling the inclined holes, the sediment in the holes must be cleaned to facilitate the accurate placement of the reinforcing cage 6 into the inclined holes and to more evenly and completely wrap the reinforcing cage 6 when the steel fiber concrete 9 is sealed at the bottom. In the rebar processing workshop, prefabricate the rebar cage 6 with umbrella-shaped barbs. The length of the rebar cage 6 is usually determined based on the pile length and the bearing stratum at the pile bottom. Generally, the rebar cage 6 is required to penetrate to a certain depth into the pile bottom to ensure the reinforcement effect. According to the design drawings and the dimensions of the rebar cage 6, the rebar is cut and processed. The cutting length should take into account the lap length or welding length of the rebar. The main bars and stirrups are connected to form the rebar cage 6 by welding or binding. When welding, ensure the quality of the weld; when binding, ensure that the binding is firm to prevent the rebar cage 6 from deforming during transportation and installation. The umbrella-shaped barbs are welded around the keel of the rebar cage 6. Since the diameter of the large-diameter pipe pile 1 is generally greater than 1m, the rebar cage 6 can be manually lowered to the rock layer 4 at the pile bottom and placed in the corresponding inclined hole. After the rebar cage 6 is placed in place, it should be fixed in time to prevent the rebar cage 6 from floating or sinking. After the rebar is placed, the top of the rebar cage 6 should be exposed inside the pipe pile 1 to ensure the reinforcement. The center of the reinforcing cage 6 is aligned with the center of the pile hole, and the verticality deviation of the reinforcing cage 6 does not exceed the allowable value specified in the code. After the reinforcing cage 6 is placed, a prestress needs to be applied to the reinforcing cage 6 to open the umbrella-shaped barbs of the reinforcing cage 6 and insert the barbs into the soil, which can greatly improve the pull-out resistance of the pile. Then, steel fiber concrete 9 is injected into the pile cavity by concrete pump 8 using concrete pump truck 7 to seal the bottom. In order to ensure the bonding force between the reinforcing cage 6 and the concrete and to prevent the steel reinforcement from rusting, the reinforcing cage 6 needs to have a certain protective layer thickness. When sealing the bottom, first use concrete pump 8 to inject steel fiber concrete 9 into the reinforcing cage 6 at the bottom of the pile, and then use a vibrator to insert into the reinforcing cage 6 to vibrate the steel fiber concrete 9 to ensure that the steel fiber concrete 9 at the reinforcing cage 6 in the inclined hole is uniform. Then inject steel fiber concrete 9 into the pile bottom and vibrate it evenly. The pile bottom is embedded in the rock for about 0.5m. Finally, the pile driver is used to drive the pile to the design elevation position. At this time, the rock-embedded layer 4 at the bottom of the pull-out pile is completed.

[0031] As a technical optimization of this utility model, the outer surface of the pipe pile 1 is provided with a plurality of first coarse-grained concrete drainage holes 11, the top of the pipe pile 1 is equipped with a cover plate 12, a vacuum pump 13 is provided on the outside of the pipe pile 1, the pressure end of the vacuum pump 13 is connected to a high-pressure pipe 14, the outer surface of the high-pressure pipe 14 is connected to a pressure gauge 15 and a control valve 16 respectively, a grouting pipe body 17 is pre-embedded inside the pipe pile 1, grouting 18 is performed on one side of the grouting pipe body 17, a second coarse-grained concrete drainage hole 19 is provided on the outer surface of the pipe pile 1, a drainage pipe 20 is provided inside the pipe pile 1, one end of the drainage pipe 20 is connected to a water storage tank 21, and a water outlet 22 is provided on one side of the water storage tank 21.

[0032] In this embodiment: Based on the preliminary geological survey, soil layer information and groundwater occurrence information are determined at the aquifer 10. The number and location of the first coarse-grained concrete drainage holes 11 of the pipe pile 1 are designed. Coarse-grained concrete is poured at the designated locations of the pipe pile 1. The coarse-grained concrete has high permeability, and water in the aquifer 10 can enter and exit the inner cavity of the pipe pile 1 through the first coarse-grained concrete drainage holes 11. However, the strength of the pile body poured with coarse-grained concrete is relatively poor. It is necessary to increase the density of the steel reinforcement in this part of the pile body during the prefabrication of the pipe pile 1 to increase its compressive strength. Then, the pipe pile 1 is installed. A cover plate 12 seals the inner cavity of the pipe pile 1 with the rock-embedded layer 4 and steel fiber reinforced concrete 9 at the bottom of the pile. Positive pressure is applied to the inner cavity of the pipe pile 1 through a vacuum pump 13 and a high-pressure pipe 14. The high-pressure pipe 14 is equipped with a pressure gauge 15 and multiple control valves 16 to prevent damage caused by excessive pressure in the pipe. By applying positive pressure to the inner cavity of the pipe pile 1, the water in the inner cavity is forced out to the aquifer 10 through the drainage hole. Under the action of positive pressure in the inner cavity of the pipe pile 1, the water in the aquifer 10 diffuses away from the pile periphery. Then, grouting is carried out on the pile side through the grouting pipe body 17 embedded in the pipe pile 1, until grout emerges from the pile end and then grouting is stopped. At this time, the positive pressure inside the pipe pile 1 will squeeze the grout into the aquifer 10. The grout can hook the soil and improve the pull-out resistance, resulting in a better grouting effect. The grouting pipe 17 is made of steel and does not need to be removed after grouting. It is embedded in the pile body and will not affect the strength of the pile body. The grouting pipe 17 is connected by welding when splicing the pile. After splicing, a water flow test is required to ensure that the grouting pipe is unobstructed. After the pile side grouting 18 is completed, the first coarse-grained concrete drainage hole 11 needs to be removed. The grout is then chiseled at the corresponding position of the drainage hole to the aquifer 10 position, and the second coarse-grained concrete drainage hole 19 is inserted. The granular concrete drainage hole 19 connects the inner cavity of the pipe pile 1, the grouting fluid, and the aquifer 10. The first coarse-grained concrete and the second coarse-grained concrete are made of the same material. Water from the aquifer 10 can enter and exit the inner cavity of the pipe pile 1 through the second coarse-grained concrete drainage hole 19. A negative pressure is applied to the inner cavity of the pipe pile 1 by the vacuum pump 13 and the high-pressure pipe 14, which draws the water from the aquifer 10 around the pile into the inner cavity of the pipe pile 1 through the negative pressure. Then, the water is pumped into the water storage tank 21 through the drainage pipe 20 in the inner cavity of the pipe pile 1. A water outlet 22 is provided at the back of the water storage tank 21, so that the water in the water storage tank 21 can be used in other parts of the construction project, which greatly saves water.

[0033] As a technical optimization of this utility model, two high-pressure grouting pipes 24 with a diameter of two centimeters are pre-embedded inside the pipe pile 1. One end of each of the two high-pressure grouting pipes 24 is connected to a high-pressure nozzle 25, and the high-pressure nozzle 25 protrudes out of the pile at an angle of 45° upward. A concrete mixing tank 26 is set on one side of the concrete pump truck 7, and a high-pressure jet grouting machine 27 is set below the concrete mixing tank 26.

[0034] In this embodiment: Based on the preliminary geological survey, the location and thickness of the hard soil layer 23 are determined. When prefabricating the large-diameter pipe pile 1, two 2-cm thick high-pressure grouting pipes 24 are pre-embedded at the designed reserved positions on both sides of the pipe pile 1. The high-pressure grouting pipes 24 are made of steel, and the high-pressure nozzles 25 protrude from the pile at an angle of 45° upward. Multiple high-pressure nozzles 25 can be set as needed. Before construction, the steel fiber concrete 9 is first injected into the concrete mixing tank 26 by the concrete delivery pump 8 of the concrete pump truck 7. The high-pressure jet grouting machine 27 mainly consists of an air compressor and a high-pressure pump. The air compressor pressurizes the machine and adjusts parameters such as the jetting pressure, jetting flow rate and lifting speed to meet the design requirements. Generally, the pressure for high-pressure jet grouting is 20-40 MPa, the air pressure is 0.7-0.8 MPa, the grout flow rate is 80-120 L / min, and the lifting speed is 10-25 cm / min. The high-pressure jet grouting machine 27 extracts the steel fiber reinforced concrete 9 from the concrete mixing tank 26 and sprays the grout into the hard soil layer 23 through the nozzle of the high-pressure grouting pipe 24. The high-pressure jet grouting machine 27 is equipped with a high-pressure gauge. During the grouting process, the pressure changes should be monitored in real time to ensure that the pressure is stable. If there is a sudden rise or fall in pressure, or a large amount of grout overflows, or other abnormal situations, the grouting should be stopped in time. The cause may be due to excessively large pores in the stratum, excessively high jetting pressure, or improper grout mix ratio. Measures such as adjusting the jetting parameters and adding a quick-setting agent can be taken to deal with the problem.

[0035] As a technical optimization of this utility model, a groove is provided around the side wall of the pipe pile 1, and a bag 29 is inlaid in the groove. The surface of the bag 29 is provided with uneven serrated 30.

[0036] In this embodiment: Based on the location of the pile body corresponding to the soft soil layer 28 as determined during preliminary geological surveys, a groove is set around the side wall of this section of the precast pipe pile 1. A sump 29 is embedded in the groove. The surface of the sump 29 is uneven and serrated 30. A pre-embedded grouting pipe 17 is connected inside the sump 29. During grouting, grout is injected into the sump 29 through the pre-embedded grouting pipe 17 until grout emerges from the pile end, at which point grouting stops. Grouting is a critical step; parameters such as grouting pressure, flow rate, and grout volume must be carefully controlled, following the principle of "small flow rate, long time" to ensure that the grout evenly fills the sump 29, making the sump... The bag 29 fully expands and achieves the expected soil compression effect. The serrated surface of the bag 29 30 allows for better compression and extraction of soft soil, greatly improving the pile's pull-out resistance. Depending on the thickness of the soft soil layer 28, multiple bags 29 can be installed on the pile wall. After multiple bags 29 expand, they form a ring-like shape similar to a bamboo joint pile, effectively gripping the surrounding soil and preventing the pipe pile 1 from being pulled out. After construction, the grouting effect of the bag 29 needs to be tested. The grouting quality can be qualitatively checked by detecting the active earth pressure using a micro earth pressure cell, or by using other non-destructive testing methods to check the overall performance of the pile body and the bag 29.

[0037] The working principle and usage process of this utility model are as follows: First, the pipe pile 1 is driven into the set elevation, and the pile clamp 2 is used to clamp the pile to prevent it from falling off. At this time, the drill bit drills into the rock layer more than 0.5m below the rock layer, and the pile shoe 3 of the pipe pile is about 2m below the rock layer. The enlarged drill bit and long spiral rotating rod are pulled out, and the sediment at the bottom of the pile is cleaned with a rotary excavator. Then the pull-out pile construction begins. The first step is to embed the rock layer 4 at the bottom of the pile and use a core drilling machine 5 to drill an inclined hole along the inner cavity of the pile end into the rock layer. The second step is to be in the aquifer 10. Based on the previous geological survey, the soil layer information and groundwater occurrence information are determined, and the number and location of the first coarse-grained concrete drainage hole 11 of the pipe pile 1 are designed. The third step is in the hard soil layer 23. Based on the previous geological survey, the location and thickness of the hard soil layer 23 are determined. The fourth step is in the soft soil layer 28. Based on the location of the pile body corresponding to the soft soil layer 28 as determined during the previous geological survey, the pull-out force construction is then completed.

[0038] In the description of this utility model, it should be understood that the terms "left", "right", "up", "down", "top", "bottom", "front", "back", "inner", "outer", "back", "middle", etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing this utility model and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on this utility model.

[0039] However, the above description is only a specific embodiment of this utility model and should not be construed as limiting the scope of implementation of this utility model. Therefore, any substitution of equivalent components or equivalent changes and modifications made in accordance with the scope of protection of this utility model should still fall within the scope of the claims of this utility model.

Claims

1. A device for improving the pull-out resistance of large-diameter non-displacement pipe piles, characterized in that: The system includes a pipe pile (1), a pile clamp (2), a pile shoe (3), a pile bottom embedded rock layer (4), a core drilling machine (5), a concrete pump truck (7), an aquifer (10), a hard soil layer (23), and a soft soil layer (28). The system is characterized in that: a steel cage (6) is embedded inside the pile bottom embedded rock layer (4); a concrete pump (8) is installed at one end of the concrete pump truck (7); steel fiber reinforced concrete (9) is injected into the upper surface of the pile bottom embedded rock layer (4); a vacuum pump (13) is installed outside the pipe pile (1); a high-pressure pipe (14) is connected to the pressure end of the vacuum pump (13); a pressure gauge (15) and a control valve (16) are connected to the outer surface of the high-pressure pipe (14); a grouting pipe body (17) is pre-embedded inside the pipe pile (1); grouting (18) is performed on one side of the grouting pipe body (17); and two high-pressure grouting pipes (24) with a diameter of two centimeters are pre-embedded inside the pipe pile (1).

2. The device for improving the uplift resistance of a large-diameter non-soil squeezing pipe pile according to claim 1, characterized in that: The outer surface of the pipe pile (1) is provided with a plurality of first coarse-grained concrete drainage holes (11), and a cover plate (12) is installed on the top of the pipe pile (1).

3. The device for improving the pull-out resistance of large-diameter non-displacement pipe piles according to claim 1, characterized in that: One end of each of the two high-pressure grouting pipes (24) is connected to a high-pressure nozzle (25), and the high-pressure nozzle (25) protrudes from the pile at an angle of 45° upward.

4. The device for improving the pull-out resistance of large-diameter non-displacement pipe piles according to claim 1, characterized in that: The outer surface of the pipe pile (1) is provided with a second coarse-grained concrete drainage hole (19), and the inside of the pipe pile (1) is provided with a drainage pipe (20). One end of the drainage pipe (20) is connected to a water storage tank (21), and one side of the water storage tank (21) is provided with a water outlet (22).

5. The device for improving the pull-out resistance of large-diameter non-displacement pipe piles according to claim 1, characterized in that: A concrete mixing tank (26) is provided on one side of the concrete pump truck (7), and a high-pressure jet grouting machine (27) is provided below the concrete mixing tank (26).

6. The device for improving the pull-out resistance of large-diameter non-displacement pipe piles according to claim 1, characterized in that: The side wall of the pipe pile (1) is provided with a groove, and a bag (29) is inlaid in the groove. The surface of the bag (29) is provided with an uneven serrated shape (30).

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