High pressure jet assisted pile foundation hole forming method

Abstract

The present application relates to a kind of high-pressure jet flow auxiliary pile foundation hole-forming method, belong to pile foundation construction technical field.The pile foundation hole-forming method includes the following steps: with the surface of the area to be constructed as work surface, by high-pressure water jet flow mode in work surface downward spiral cutting and form first annular cut, and form second annular cut in the outer periphery of first annular cut, the outer diameter of second annular cut is equal to the diameter of the hole to be dug pile foundation;Remove the rock-soil between first annular cut and second annular cut to form annular slot;With the bottom of annular slot as work surface, repeat the above two steps until the depth of annular slot reaches the preset hole depth;The part of rock-soil surrounded by annular slot constitutes core column, the core column is cut off from the bottom of annular slot, and the cut-off core column is removed to form pile foundation hole in the part surrounded by annular slot.The high-pressure jet flow auxiliary pile foundation hole-forming method is high in construction efficiency, low in cost, and has little impact on the surrounding environment.

Description

Technical Field

[0001] This invention belongs to the field of pile foundation construction technology, and in particular relates to a high-pressure jet-assisted pile foundation hole formation method. Background Technology

[0002] Before pile foundation construction, it is usually necessary to excavate the holes required for pile erection. Traditional pile foundation hole-forming methods include impact drilling and rotary drilling. However, these traditional pile foundation hole-forming methods have the following problems: (1) For geological conditions of different hardness, the drilling speed of traditional pile foundation hole-forming methods is usually within the range of 20-40 cm / h, which is slow; (2) The construction cost per cubic meter using traditional pile foundation hole-forming methods is about 200 yuan, which is relatively high; (3) When using traditional pile foundation hole-forming methods, large construction equipment such as impact drilling rigs or rotary drilling rigs are required throughout the construction process, resulting in high noise and significant impact on the surrounding area. Therefore, how to improve the construction efficiency of pile foundation hole-forming and reduce construction costs is a technical problem that urgently needs to be solved. Summary of the Invention

[0003] To address the aforementioned technical problems, this invention provides a high-pressure jet-assisted pile foundation drilling method, which has high construction efficiency and low cost.

[0004] This invention provides a high-pressure jet-assisted pile foundation drilling method, comprising the following steps:

[0005] S1. Using the surface of the area to be constructed as the working surface, a first annular groove is formed by rotating and cutting downwards on the working surface using a high-pressure water jet method. Then, a second annular groove is formed concentrically on the outer circumference of the first annular groove by rotating and cutting around the first annular groove using a high-pressure water jet method. The first annular groove and the second annular groove have the same depth, and the outer diameter of the second annular groove is equal to the diameter of the hole to be excavated in the pile foundation.

[0006] S2. Remove the rock and soil between the first and second annular grooves to form an annular groove;

[0007] S3. Using the bottom of the annular groove as the working surface, repeat steps S1 and S2 until the depth of the annular groove reaches the preset hole depth.

[0008] S4. The portion of the rock and soil surrounded by the annular groove forms the core column. The core column is cut off from the bottom of the annular groove and the cut-off core column is removed to form a pile foundation hole in the portion surrounded by the annular groove.

[0009] In some embodiments, in step S1, a high-pressure jet rotary cutting device is used to perform rotary cutting operations on the first annular groove and the second annular groove;

[0010] High-pressure jet rotary cutting equipment includes:

[0011] Support frame, used to set up the high-pressure jet rotary cutting equipment in the area to be constructed;

[0012] A rotating beam is arranged horizontally and is movably connected to a support frame. The rotating beam rotates relative to the support frame about a vertical line passing through its midpoint.

[0013] A drive rod is provided in a vertical direction and is slidably connected to a rotating beam to move along the rotating beam. The bottom end of the drive rod moves up and down relative to the rotating beam in a vertical direction.

[0014] The nozzle is rotatably connected to the bottom end of the drive rod. The nozzle rotates relative to the drive rod in the direction of the rotation axis of the rotating beam to change the jet direction.

[0015] High-pressure water hose, which is connected to the nozzle to supply high-pressure water to the nozzle;

[0016] The specific steps of the rotary cutting operation for the first annular groove / second annular groove are as follows:

[0017] Move the drive rod along the rotating beam to directly above any point on the preset rotary cutting trajectory of the first annular groove / second annular groove, and control the bottom end of the drive rod to descend vertically relative to the rotating beam so that the nozzle contacts the working surface;

[0018] High-pressure water is sprayed downwards through the nozzle, while the rotating beam is rotated to drive the drive rod and nozzle to move in a circle to form a first annular groove / second annular groove on the working surface.

[0019] In some embodiments, there are two drive rods; when moving the drive rods along the rotating beam, the two drive rods are positioned directly above the two endpoints of any diameter of the preset rotary cutting trajectory; during rotary cutting, the specific steps of rotating the rotating beam are as follows: alternating forward and reverse rotations multiple times, wherein the rotation angle of both forward and reverse rotations is 180°.

[0020] In some embodiments, the drive rod is a telescopic rod, with the fixed end of the telescopic rod fixedly connected to the rotating beam, and the nozzle connected to the telescopic end of the telescopic rod.

[0021] In some embodiments, the drive rod is a lifting rod that is slidably connected to the rotating beam to move up and down relative to the rotating beam in a vertical direction.

[0022] In some embodiments, the support frame includes an annular guide rail, and the two ends of the rotating beam are slidably connected to the annular guide rail.

[0023] In some embodiments, the specific steps for removing the soil and rock located between the first annular groove and the second annular groove in step S2 are as follows: the area between the first annular groove and the second annular groove is divided into several sections to be removed along the circumference of the first annular groove; a rotary drilling rig is placed in any one of the sections to be removed; the rotary drilling rig is used to remove the soil and rock in the section to be removed; the rotary drilling rig is moved along the circumference of the first annular groove to remove the soil and rock in each section to be removed one by one.

[0024] In some embodiments, in step S2, when the rotary drilling equipment is placed in the section to be cleared, a U-shaped guard plate is inserted into the section to be cleared. The opening side of the U-shaped guard plate faces the direction of the rotary drilling equipment. The height of the U-shaped guard plate is greater than or equal to the depth of the first annular groove, and the two free ends of the U-shaped guard plate are in contact with the groove walls of the first and second annular grooves, respectively, so as to block the rock and soil through the U-shaped guard plate. When the rotary drilling equipment is moved, it moves to the side away from the U-shaped guard plate, and the U-shaped guard plate moves with the rotary drilling equipment.

[0025] In some embodiments, in step S4, a high-pressure jet slicing device is used to cut the core column. The specific steps for cutting the core column are as follows: the high-pressure jet slicing device is re-erected on the outer periphery of the annular groove; the drive rod is moved along the rotating beam to above the annular groove and close to the core column, and the bottom end of the drive rod is controlled to descend vertically relative to the rotating beam so that the nozzle contacts the bottom of the annular groove; the nozzle is rotated so that the jet direction of the nozzle is towards the core column and flush with the pile head surface of the pile foundation to be constructed; high-pressure water is sprayed towards the core column through the nozzle, while the rotating beam is rotated to drive the drive rod and the nozzle to move in a circle to cut the core column.

[0026] In some embodiments, the specific steps for removing the cut-off core column in step S4 are: lifting the cut-off core column out using a lifting tool; or splitting the cut-off core column and removing the column debris generated after splitting.

[0027] Compared with the prior art, the advantages and positive effects of the present invention are as follows:

[0028] 1. The high-pressure jet-assisted pile foundation drilling method provided by the present invention first forms a first annular groove and a second annular groove concentrically arranged by high-pressure water jet rotary cutting. An annular groove is formed by excavating the soil and rock between the first annular groove and the second annular groove, providing working space for subsequent operations. When the depth of the annular groove reaches the preset hole depth, the core column formed in the annular groove is cut off from the bottom of the groove and removed, thereby forming the pile foundation hole. In this method, the larger core column does not need to be excavated by drilling rig, which greatly improves the construction efficiency. The construction speed is twice that of the traditional construction method, and the construction cost is effectively reduced. At the same time, the construction noise and the impact on the surrounding environment are greatly reduced.

[0029] 2. The high-pressure jet-assisted pile foundation drilling method provided by this invention is applicable to both underwater pile foundation drilling and waterless pile foundation drilling, and has a wide range of applications. Attached Figure Description

[0030] The accompanying drawings, which are included to provide a further understanding of the invention and form part of this application, illustrate exemplary embodiments of the invention and, together with their description, serve to explain the invention and do not constitute an undue limitation thereof. In the drawings:

[0031] Figure 1 This is a flowchart of an embodiment of the high-pressure jet-assisted pile foundation drilling method of the present invention;

[0032] Figure 2 This is a schematic diagram of the formation of a first annular groove by rotary cutting in one embodiment of the high-pressure jet-assisted pile foundation drilling method of the present invention;

[0033] Figure 3 This is a schematic diagram of the second annular groove formed by rotary cutting in one embodiment of the high-pressure jet-assisted pile foundation drilling method of the present invention;

[0034] Figure 4 This is a top view of the removal of soil and rock located between the first and second annular grooves in one embodiment of the high-pressure jet-assisted pile foundation drilling method of the present invention.

[0035] Figure 5 This is a schematic diagram of the formation of an annular groove in one embodiment of the high-pressure jet-assisted pile foundation drilling method of the present invention;

[0036] Figure 6 This is a schematic diagram of rotary cutting using the bottom of an annular groove as the working surface in one embodiment of the high-pressure jet-assisted pile foundation drilling method of the present invention;

[0037] Figure 7 This is a schematic diagram illustrating the formation of a core column in one embodiment of the high-pressure jet-assisted pile foundation drilling method of the present invention;

[0038] Figure 8 This is a schematic diagram of a cut-off core column in one embodiment of the high-pressure jet-assisted pile foundation drilling method of the present invention;

[0039] Figure 9 This is a schematic diagram illustrating the removal of the core column to form a pile hole in one embodiment of the high-pressure jet-assisted pile foundation drilling method of the present invention;

[0040] Figure 10 This is a front view of the high-pressure jet rotary cutting device used in one embodiment of the high-pressure jet-assisted pile foundation drilling method of the present invention;

[0041] Figure 11 for Figure 10 A magnified view of a section at point A in the middle;

[0042] Figure 12 This is a top view of the high-pressure jet rotary cutting device used in one embodiment of the high-pressure jet-assisted pile foundation drilling method of the present invention.

[0043] In the picture:

[0044] 1. High-pressure jet rotary cutting equipment; 2. First annular groove; 3. Second annular groove; 4. Section to be removed; 5. Rotary drilling equipment; 6. U-shaped protective plate; 7. Annular groove; 8. Core column; 9. Lifting tool; 10. Pile foundation hole;

[0045] 11. Nozzle; 12. Support frame; 121. Circular guide rail; 13. Rotating beam; 131. Slide rail; 14. Drive rod; 15. High-pressure water pipe; 16. Slider; 17. Drive component. Detailed Implementation

[0046] The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only a part of the embodiments of the present invention, and not all of them. All other embodiments obtained by those skilled in the art based on the embodiments of the present invention without creative effort are within the scope of protection of the present invention.

[0047] In the description of this invention, it should be understood that the terms "center", "upper", "lower", "vertical", "horizontal", "top", "bottom", "inner", "outer", 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 invention 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 invention.

[0048] The terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of technical features indicated. Therefore, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature.

[0049] In the description of this invention, it should be noted that, unless otherwise explicitly specified and limited, the terms "installation," "connection," and "joining" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal communication between two components. Those skilled in the art can understand the specific meaning of the above terms in this invention based on the specific circumstances.

[0050] As attached Figures 1-9As shown, in an illustrative embodiment of the high-pressure jet-assisted pile foundation drilling method of the present invention, the high-pressure jet-assisted pile foundation drilling method includes the following steps:

[0051] S1. Using the surface of the area to be constructed as the working surface, a first annular groove 2 is formed by rotating and cutting downwards on the working surface using a high-pressure water jet method. Then, a second annular groove 3 is formed concentrically on the outer circumference of the first annular groove 2 by rotating and cutting around the first annular groove 2 using a high-pressure water jet method. The first annular groove 2 and the second annular groove 3 have the same depth, and the outer diameter of the second annular groove 3 is equal to the diameter of the pile foundation hole 10 to be excavated.

[0052] S2. Remove the rock and soil located between the first annular groove 2 and the second annular groove 3 to form an annular groove 7;

[0053] S3. Using the bottom of the annular groove 7 as the working surface, repeat steps S1 and S2 until the depth of the annular groove 7 reaches the preset hole depth; wherein, the preset hole depth is preferably 1m to ensure that the pile foundation is fixed and stable.

[0054] S4. The portion of rock and soil surrounded by the annular groove 7 forms a core column 8. The core column 8 is cut off from the bottom of the annular groove 7 and the cut-off core column 8 is removed to form a pile foundation hole 10 in the portion surrounded by the annular groove 7.

[0055] The aforementioned high-pressure jet-assisted pile foundation drilling method first forms a concentric first annular groove 2 and a second annular groove 3 using a high-pressure water jet rotary cutting method. An annular groove 7 is formed by excavating the soil and rock between the first and second annular grooves 2 and 3, providing working space for subsequent operations. Once the depth of the annular groove 7 reaches the preset hole depth, the core column 8 formed within the annular groove 7 is cut off at the bottom and removed, thus forming the pile foundation hole 10. In this method, the larger core column 8 does not need to be removed by drilling, greatly improving construction efficiency. The construction speed is twice that of traditional methods, effectively reducing construction costs and significantly minimizing construction noise and environmental impact. Moreover, the aforementioned high-pressure jet-assisted pile foundation drilling method is applicable to both underwater and waterless pile foundation drilling.

[0056] like Figure 2 , Figure 3 , Figures 10-12As shown, in step S1, a high-pressure jet rotary cutting device 1 is used to perform rotary cutting operations on the first annular groove 2 and the second annular groove 3. The high-pressure jet rotary cutting device 1 includes a support frame 12, a rotating beam 13, a drive rod 14, a nozzle 11, and a high-pressure water pipe 15. The support frame 12 is used to set up the high-pressure jet rotary cutting device 1 in the area to be constructed. The rotating beam 13 is arranged in the horizontal direction and is movably connected to the support frame 12. The rotating beam 13 rotates relative to the support frame 12 about a vertical line passing through its midpoint. The drive rod 14 is arranged in the vertical direction and is slidably connected to the rotating beam 13 to move along the rotating beam 13. The bottom end of the drive rod 14 rises and falls relative to the rotating beam 13 in the vertical direction. The nozzle 11 is rotatably connected to the bottom end of the drive rod 14. The nozzle 11 rotates relative to the drive rod 14 toward the rotation axis of the rotating beam 13 to change the jet direction. The high-pressure water pipe 15 is connected to the nozzle 11 to provide high-pressure water to the nozzle 11. The specific steps of the rotary cutting operation for the first annular groove 2 / second annular groove 3 are as follows: Move the drive rod 14 along the rotating beam 13 to a point directly above any point on the preset rotary cutting trajectory of the first annular groove 2 / second annular groove 3; control the bottom end of the drive rod 14 to descend vertically relative to the rotating beam 13 so that the nozzle 11 contacts the working surface; spray high-pressure water downwards through the nozzle 11, while simultaneously rotating the rotating beam 13 to drive the drive rod 14 and nozzle 11 to move in a circular motion, thereby rotary cutting downwards on the working surface to form the first annular groove 2 / second annular groove 3. It should be noted that an appropriate gap must be reserved between the first annular groove 2 and the second annular groove 3 to ensure that the width of the formed annular groove 7 is at least twice the width of the nozzle, so as to provide sufficient working space for subsequent operations. It should also be noted that, in order to improve construction efficiency, the depth of the first annular groove 2 and the second annular groove 3 formed each time rotary cutting is at least 20cm. Furthermore, it should be noted that, if... Figure 10 As shown, the rotating beam 13 has a slide rail 131 arranged in the horizontal direction. The drive rod 14 is slidably connected to the rotating beam 13 via a slider 16. The slider 16 slides along the slide rail 131 to facilitate the movement of the drive rod 14.

[0057] To improve the efficiency of rotary cutting operations, such as Figure 10 and Figure 12 As shown, in this embodiment, there are two drive rods 14; when moving the drive rods 14 along the rotating beam 13, the two drive rods 14 are respectively located directly above the two endpoints of any diameter of the preset rotary cutting trajectory; during rotary cutting, the specific steps of rotating the rotating beam 13 are as follows: alternating forward rotation and reverse rotation multiple times, wherein the rotation angle of both forward rotation and reverse rotation is 180°.

[0058] To facilitate control of the bottom end of the drive rod 14 moving vertically relative to the rotating beam 13, such as... Figure 10As shown, in this embodiment, the drive rod 14 is a telescopic rod, with its fixed end fixedly connected to the rotating beam 13, and the nozzle 11 connected to the telescopic end of the telescopic rod. Specifically, the telescopic rod can be a hydraulic cylinder, an electric telescopic rod, or a pneumatic telescopic rod, etc.

[0059] In another embodiment, the drive rod 14 can also be a lifting rod, which is slidably connected to the rotating beam 13 to move up and down relative to the rotating beam 13 in the vertical direction. It should be noted that the lifting rod can be driven by a winch hoisting method or a lifting drive mechanism with gears and racks.

[0060] To facilitate the rotation of the rotating beam 13 relative to the support frame 12, such as Figure 10 and Figure 12 As shown, in this embodiment, the support frame 12 includes an annular guide rail 121, and the two ends of the rotating beam 13 are slidably connected to the annular guide rail 121.

[0061] like Figure 4 As shown, in step S2, the specific steps for removing the soil and rock located between the first annular groove 2 and the second annular groove 3 are as follows: the area between the first annular groove 2 and the second annular groove 3 is divided into several sections 4 to be removed along the circumference of the first annular groove 2; the rotary drilling rig 5 is placed in any one of the sections 4 to be removed, and the soil and rock in that section 4 are removed using the rotary drilling rig 5; the rotary drilling rig 5 is moved along the circumference of the first annular groove 2 to remove the soil and rock in each section 4 to be removed one by one. It should be noted that the rotary drilling rig 5 used in this embodiment can be a rotary drill bit, etc.

[0062] To efficiently remove the rock and soil located between the first annular groove 2 and the second annular groove 3, such as Figure 4 As shown, in this embodiment, in step S2, when the rotary drilling rig 5 is placed in the section to be cleared 4, a U-shaped guard plate 6 is also inserted into the section to be cleared 4. The open side of the U-shaped guard plate 6 faces the rotary drilling rig 5, the height of the U-shaped guard plate 6 is greater than or equal to the depth of the first annular groove 2, and the two free ends of the U-shaped guard plate 6 are in contact with the groove walls of the first annular groove 2 and the second annular groove 3, respectively, so as to block the rock and soil through the U-shaped guard plate 6. When the rotary drilling rig 5 is moved, it moves to the side away from the U-shaped guard plate 6, and the U-shaped guard plate 6 moves with the rotary drilling rig 5. When the rotary drilling rig 5 removes rock and soil, the U-shaped guard plate 6 can block the rock and soil, preventing rock and soil from entering the cleared section, effectively improving the efficiency of rock and soil removal.

[0063] like Figure 8As shown, in this embodiment, in step S4, the high-pressure jet swirl cutter 1 is used to cut the core column 8. The specific steps for cutting the core column 8 are as follows: the high-pressure jet swirl cutter 1 is re-erected on the outer periphery of the annular groove 7; the drive rod 14 is moved along the rotating beam 13 to above the annular groove 7 and close to the core column 8, and the bottom end of the drive rod 14 is controlled to descend vertically relative to the rotating beam 13 so that the nozzle 11 contacts the bottom of the annular groove 7; the nozzle 11 is rotated so that the jet direction of the nozzle 11 is towards the core column 8 and flush with the pile head surface of the pile foundation to be constructed; high-pressure water is sprayed towards the core column 8 through the nozzle 11, while the rotating beam 13 is rotated to drive the drive rod 14 and the nozzle 11 to move in a circle to cut the core column 8. In this embodiment, the high-pressure jet swirl cutter 1 is used to cut the core column 8, eliminating the need for additional special equipment, reducing equipment investment, and helping to reduce construction costs. It should be noted that, as Figure 11 As shown, a drive component 17 for driving the nozzle 11 to rotate is connected between the bottom end of the drive rod 14 and the nozzle 11. The drive component 17 can be a hydraulic rod or the like.

[0064] like Figure 9 As shown in this embodiment, the specific steps for removing the cut-off core column 8 in step S4 are as follows: the cut-off core column 8 is lifted out using a lifting device. By lifting the core column 8 as a whole, there is no need to break it, greatly improving construction efficiency.

[0065] In another embodiment, the specific steps for removing the cut-off core column 8 can also be: splitting the cut-off core column 8 and removing the column debris generated after splitting. For construction areas with loose soil, since it is difficult to lift the core column 8 out as a whole and there is a great construction risk, the core column 8 can be broken first by splitting, and then the column debris generated after splitting can be excavated.

[0066] Finally, it should be noted that the various embodiments in this specification are described in a progressive manner, with each embodiment focusing on the differences from other embodiments. The same or similar parts between the various embodiments can be referred to each other.

[0067] The above embodiments are only used to illustrate the technical solutions of the present invention and not to limit them; although the present invention has been described in detail with reference to preferred embodiments, those skilled in the art should understand that modifications can still be made to the specific implementation of the present invention or equivalent substitutions can be made to some technical features without departing from the spirit of the technical solutions of the present invention, and all such modifications and substitutions should be covered within the scope of the technical solutions claimed in the present invention.

Claims

1. A high-pressure jet-assisted pile foundation drilling method, characterized in that, Includes the following steps: S1. Using the surface of the area to be constructed as the working surface, a first annular groove is formed by rotary cutting downwards on the working surface using a high-pressure water jet method. Then, a second annular groove is formed concentrically on the outer periphery of the first annular groove by rotary cutting around the first annular groove using a high-pressure water jet method. The first annular groove and the second annular groove have the same depth, and the outer diameter of the second annular groove is equal to the diameter of the pile foundation hole to be excavated. S2. Remove the rock and soil between the first annular groove and the second annular groove to form an annular groove; S3. Using the bottom of the annular groove as the working surface, repeat steps S1 and S2 until the depth of the annular groove reaches the preset hole depth. S4. The portion of rock and soil surrounded by the annular groove forms a core column. The core column is cut off from the bottom of the annular groove, and the cut-off core column is removed to form a pile foundation hole in the portion surrounded by the annular groove. In step S2, the specific steps for removing the soil and rock located between the first annular groove and the second annular groove are as follows: the area between the first annular groove and the second annular groove is divided into several sections to be removed along the circumference of the first annular groove; a rotary drilling rig is placed in any one of the sections to be removed; the rotary drilling rig is used to remove the soil and rock in the section to be removed; the rotary drilling rig is moved along the circumference of the first annular groove to remove the soil and rock in each of the sections to be removed one by one. In step S2, when the rotary drilling equipment is placed in the section to be cleared, a U-shaped guard plate is inserted into the section to be cleared. The opening side of the U-shaped guard plate faces the rotary drilling equipment. The height of the U-shaped guard plate is greater than or equal to the depth of the first annular groove, and the two free ends of the U-shaped guard plate are in contact with the groove walls of the first annular groove and the second annular groove, respectively, so as to block the rock and soil through the U-shaped guard plate. When the rotary drilling equipment is moved, it moves to the side away from the U-shaped guard plate, and the U-shaped guard plate moves with the rotary drilling equipment.

2. The high-pressure jet-assisted pile foundation drilling method according to claim 1, characterized in that, In step S1, a high-pressure jet rotary cutting device is used to perform rotary cutting operations on the first annular groove and the second annular groove; The high-pressure jet rotary cutting device includes: A support frame is used to mount the high-pressure jet rotary cutting equipment in the area to be constructed. A rotating beam is arranged horizontally and is movably connected to the support frame. The rotating beam rotates relative to the support frame about a vertical line passing through its midpoint. A drive rod is provided vertically and is slidably connected to the rotating beam to move along the rotating beam. The bottom end of the drive rod moves up and down relative to the rotating beam in the vertical direction. The nozzle is rotatably connected to the bottom end of the drive rod, and the nozzle rotates relative to the drive rod in the direction of rotation of the rotating beam to change the jet direction; A high-pressure water pipe is connected to the nozzle to provide high-pressure water to the nozzle; The specific steps of the rotary cutting operation for the first annular groove / second annular groove are as follows: Move the drive rod along the rotating beam to directly above any point on the preset rotary cutting trajectory of the first annular groove / second annular groove, and control the bottom end of the drive rod to descend vertically relative to the rotating beam so that the nozzle contacts the working surface; High-pressure water is sprayed downward through the nozzle, while the rotating beam is rotated to drive the drive rod and nozzle to move in a circle, so as to form the first annular groove / second annular groove by rotary cutting downward on the working surface.

3. The high-pressure jet-assisted pile foundation drilling method according to claim 2, characterized in that, There are two drive rods; when moving the drive rods along the rotating beam, the two drive rods are positioned directly above the two endpoints of any diameter of the preset rotary cutting trajectory; during rotary cutting, the specific steps for rotating the rotating beam are: alternating between forward and reverse rotation multiple times, wherein the rotation angle of both forward and reverse rotation is 180°.

4. The high-pressure jet-assisted pile foundation drilling method according to claim 2 or 3, characterized in that, The drive rod is a telescopic rod, the fixed end of which is fixedly connected to the rotating beam, and the nozzle is connected to the telescopic end of the telescopic rod.

5. The high-pressure jet-assisted pile foundation drilling method according to claim 2 or 3, characterized in that, The drive rod is a lifting rod, which is slidably connected to the rotating beam to move up and down relative to the rotating beam in the vertical direction.

6. The high-pressure jet-assisted pile foundation drilling method according to claim 2, characterized in that, The support frame includes an annular guide rail, and the two ends of the rotating beam are slidably connected to the annular guide rail.

7. The high-pressure jet-assisted pile foundation drilling method according to claim 2, characterized in that, In step S4, the high-pressure jet swirl cutter is used to cut the core column. The specific steps for cutting the core column are as follows: the high-pressure jet swirl cutter is re-erected on the outer periphery of the annular groove; the drive rod is moved along the rotating beam to above the annular groove and close to the core column, and the bottom end of the drive rod is controlled to descend vertically relative to the rotating beam so that the nozzle contacts the bottom of the annular groove; the nozzle is rotated so that the jet direction of the nozzle is towards the core column and flush with the pile head surface of the pile foundation to be constructed; high-pressure water is sprayed towards the core column through the nozzle, while the rotating beam is rotated to drive the drive rod and the nozzle to move in a circle to cut the core column.

8. The high-pressure jet-assisted pile foundation drilling method according to claim 1, characterized in that, In step S4, the specific steps for removing the cut-off core column are: using a lifting tool to lift out the cut-off core column; or splitting the cut-off core column and removing the column debris generated after splitting.

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