Rectangular anti-slide pile hole forming method and rectangular anti-slide pile structure construction method

Abstract

The invention discloses a rectangular anti-slide pile hole forming method and a rectangular anti-slide pile structure construction method, and relates to the technical field of rectangular anti-slide pile construction. The hole forming method comprises the steps that a rectangular locking opening ring beam is installed at a pile position, and the inner contour of the rectangular locking opening ring beam is consistent with the design section of a rectangular anti-slide pile to be constructed; multiple times of vertical drilling are conducted in the rectangular locking opening ring beam through a rotary excavating drill bit, and an initial pile hole is formed; and shearing and trimming the four edges of the initial pile hole by using a shearing and trimming drill bit to form a rectangular pile hole. According to the method, firstly, the rotary excavating drill bit is used for rapidly taking out the central soil body in the rectangular locking ring beam to form the initial pile hole, then the shearing and trimming drill bit capable of cutting the straight edges is used for trimming the four edges of the initial pile hole, the rectangular pile hole with the regular right angle and the flat wall face is formed, cloud-line-shaped hole walls and construction dead angles caused by a traditional round drill bit are eliminated, and the construction efficiency is improved. And the mechanical hole forming quality is improved.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of rectangular anti-slide pile construction, in particular to a rectangular anti-slide pile hole forming method and a rectangular anti-slide pile construction method. BACKGROUND

[0002] The rectangular anti-slide pile is a large-section, deep-embedded cantilever beam or portal frame anti-slide support structure. Its rectangular section can provide maximum bending stiffness along the main axis of the landslide, and it is convenient to connect with components such as pile plate and anchor cable, so it is widely used in landslide control of railway, highway, water conservancy and other soil or broken rock high slopes. The typical cross-sectional size of the rectangular anti-slide pile is 1.5m x 2m ~ 2.5m x 4m, the cantilever section is 10 ~ 30m long, and the embedded section needs to enter the stable stratum not less than 1 / 3 ~ 1 / 2 of the pile length, which belongs to large anti-slide components of high safety level.

[0003] The traditional hole forming of the rectangular anti-slide pile relies on manual excavation: workers go down to the hole, excavate layer by layer from top to bottom, hang net and spray concrete or formwork and pour reinforced concrete retaining wall layer by layer, use wind grabber for excavation when encountering soil layer and weathered and broken rock section, use water drill or blasting for excavation when encountering hard rock section; the waste is lifted out vertically by truck crane or support block. Ventilation, toxic and harmful gas detection, anti-falling shed, locking ring beam and emergency lifting device are needed throughout the operation. However, manual excavation has narrow space, poor environment, high risk of collapse, poisoning and falling from a great height, and the safety risk increases exponentially in high ground stress, water-rich, gas or hydrogen sulfide stratum, which has been listed as a restricted process.

[0004] In order to avoid manual risk, mechanical hole forming method is currently used instead of manual excavation; the mechanical hole forming method is to form a nearly rectangular hole by drilling, cutting and grabbing several times with a circular drill bit, then buckling and trimming the hole. Although this method eliminates manual operation, it still has the following defects: 1. The circular drill bit cannot cut straight edges, the hole is cloud-shaped around, and there are construction dead angles at right angle parts, resulting in poor hole forming quality; 2. In order to ensure the minimum thickness of the steel reinforcement protective layer, the steel reinforcement protective layer is locally too thick, the concrete is overconsumed, and secondary chiseling or additional reinforcement is needed during later stage of layered excavation, which not only wastes materials but also weakens the overall stiffness of the structure. SUMMARY

[0005] The purpose of the present application is to provide a rectangular anti-slide pile hole forming method and a rectangular anti-slide pile construction method, which solves the problems of poor hole forming quality of the existing mechanical hole forming method, and local over-thickness of the steel reinforcement protective layer and overconsumption of concrete after the construction of the rectangular anti-slide pile.

[0006] The technical solution adopted by the present application to solve its technical problems is: In a first aspect, a rectangular anti-slide pile hole forming method is provided, comprising: S1, install a rectangular locking ring beam at the pile position, the inner contour of the rectangular locking ring beam is consistent with the designed section of the rectangular anti-slide pile to be constructed; S2, use a rotary drill bit to drill vertically in the rectangular locking ring beam multiple times to form an initial pile hole; S3, use a shearing and trimming drill bit to shear and trim the four edges of the initial pile hole to form a rectangular pile hole.

[0007] Further, in step S2, two circular holes are excavated along the length direction of the rectangular locking ring beam using a rotary drill bit, both of the two circular holes are tangent to three straight edges of the inner contour of the rectangular locking ring beam, and the two circular holes partially overlap and form the initial pile hole.

[0008] Further, in step S3, the shearing and trimming drill bit is used to shear and trim two long edges of the initial pile hole first, and then shear and trim two short edges of the initial pile hole.

[0009] Further, the shearing and trimming drill bit comprises a mounting seat for connecting with a drill rod, a shearing roller connected below the mounting seat and perpendicular to the drill rod, and a power unit arranged on the mounting seat and used to drive the shearing roller to rotate around its own axis; In step S3, the drill rod is pushed downward and cooperates with the power unit to drive the shearing roller to rotate, so as to shear and trim the four edges of the initial pile hole by using the shearing roller.

[0010] Further, a plurality of spiral augers are connected below the mounting seat, the plurality of spiral augers are arranged on the same side of the shearing roller and are spaced along the axial direction of the shearing roller, the axis of each spiral auger is inclined outward relative to the plumb line, and gradually moves away from the shearing roller from top to bottom; In step S3, when the verticality deviation caused by the eccentric stress of the free face occurs during the shearing and trimming process, the verticality is corrected by using the spiral augers.

[0011] Further, the axis of the spiral auger is inclined outward by 1°-3° relative to the plumb line.

[0012] Further, the mounting seat comprises a horizontally arranged mounting plate, a power box fixed on the top of the mounting plate, and a connecting shaft fixed on the top of the power box, the shearing roller and the spiral augers are connected below the mounting plate, the power unit is arranged in the power box, and the connecting shaft is used to connect with the drill rod.

[0013] Further, a box door is arranged on the power box.

[0014] In a second aspect, a rectangular anti-slide pile construction method is provided, which comprises: A1, using the rectangular anti-slide pile hole forming method to construct a rectangular pile hole; A2, at the hole wall of the rectangular pile hole corresponding to the subsequent inter-pile baffle installation position, punching a reserved steel bar into the soil body; hoisting an anti-slide pile reinforcement cage into the rectangular pile hole, and welding and connecting the reserved steel bar with the anti-slide pile reinforcement cage; pouring concrete into the rectangular pile hole, and forming a rectangular anti-slide pile after curing and solidification; A3, layer-by-layer excavating the soil bodies on both sides of the rectangular anti-slide pile, installing an inter-pile baffle, and connecting a connecting bar of the inter-pile baffle with the reserved steel bar; supporting a formwork between the inter-pile baffle and the rectangular anti-slide pile, pouring joint concrete, and making the inter-pile baffle and the rectangular anti-slide pile form an integral whole after curing.

[0015] Further, the end portion of the reserved steel bar inserted into the soil body is arranged in a staggered manner.

[0016] The beneficial effects of the present application are: The rectangular anti-slide pile hole forming method and the rectangular anti-slide pile construction method provided by the embodiments of the present application can quickly remove the central soil body in the rectangular lock opening ring beam to form an initial pile hole by using a rotary drill bit, and then a straight edge shearing trimming drill bit is used to trim the four edges of the initial pile hole to form a rectangular pile hole with straight right angles and a smooth wall surface, thereby eliminating the cloud line-shaped hole wall and the construction dead angle caused by the traditional circular drill bit, and improving the mechanical hole forming quality. After the anti-slide pile reinforcement cage is hoisted into the rectangular pile hole, the distance between the anti-slide pile reinforcement cage and the hole wall of the rectangular pile hole can be kept consistent, the steel bar protection layer thickness can be ensured to be uniform after pouring concrete, and the situation of local over-thickness can be avoided, so that secondary chiseling or additional reinforcing bars are not needed during the later layer-by-layer excavation, the concrete overconsumption is avoided, and the structural rigidity is ensured. BRIEF DESCRIPTION OF DRAWINGS

[0017] In order to more clearly illustrate the technical solutions of the embodiments of the present application, the following will briefly introduce the drawings needed to be used in the embodiments. It should be understood that the following drawings only show some embodiments of the present application, and therefore should not be regarded as a limitation on the scope, and other related drawings can also be obtained by those skilled in the art without creative labor on the premise of not deviating from the concept of the present application.

[0018] Figure 1 is a flowchart of the rectangular anti-slide pile hole forming method provided by the embodiments of the present application; Figure 2 is a structural schematic diagram after the initial pile hole is excavated; Figure 3 is a structural schematic diagram after the long edges are sheared and trimmed; Figure 4 is a structural schematic diagram after the short edges are sheared and trimmed; Figure 5is a structural schematic diagram of a shear trimming drill bit; Figure 6 is Figure 5 a right view of Figure 7 is Figure 5 a left view of Figure 8 is a flow chart of a rectangular anti-slide pile construction method provided by the embodiment of the present application; Figure 9 is a structural schematic diagram of hoisting the anti-slide pile reinforcement cage to the rectangular pile hole; Figure 10 is a structural schematic diagram of pouring concrete in the rectangular pile hole to form the rectangular anti-slide pile; Figure 11 is a structural schematic diagram of connecting the pile-to-pile baffle and the rectangular anti-slide pile into a whole; Figure 12 is Figure 11 an enlarged view of A part in

[0019] Reference signs: 1-rectangular locking ring beam; 2-initial pile hole; 3-shear trimming drill bit; 31-mounting seat; 311-mounting plate; 312-power box; 313-connecting shaft; 32-shear roller; 33-power unit; 34-screw drill; 35-cable; 36-supporting plate; 37-protection plate; 4-rectangular pile hole; 5-round hole; 6-drill rod; 7-reserved steel bar; 8-anti-slide pile reinforcement cage; 9-rectangular anti-slide pile; 10-pile-to-pile baffle. DETAILED DESCRIPTION

[0020] The technical solutions in the embodiments of the present application will be described clearly and completely below with reference to the drawings in the embodiments of the present application. Obviously, the described embodiments are only part of the embodiments of the present application, rather than all the embodiments of the present application. Based on the embodiments in the present application, all other embodiments obtained by those skilled in the art without creative work fall within the scope of protection of the present application. The embodiments in the present application and the features in the embodiments can be combined with each other without conflict.

[0021] In the description of the present application, the terms "upper", "lower", "left", "right", "front", "back", "inner", "outer" and the like indicate the orientation or positional relationship shown in the drawings, which are only for the convenience of describing the present application and simplifying the description, and do not indicate or imply that the devices or elements referred to must have a particular orientation, be constructed and operated in a particular orientation, and therefore cannot be understood as a limitation on the present application. Unless otherwise specified, the above orientation description can be flexibly arranged in the actual application process under the condition of meeting the relative positional relationship shown in the drawings.

[0022] In the description of the present application, it should be noted that unless otherwise explicitly specified and limited, the terms "arrangement", "installation", "connection", "connection" should be understood broadly, for example, it can be fixed connection, or detachable connection, or integrally connected; it can be directly connected, or indirectly connected through an intermediate medium, or the communication inside two elements. For those skilled in the art, the specific meaning of the above terms in the present application can be understood according to the specific circumstances.

[0023] Referring to Figure 1 , Figure 2 , Figure 3 , Figure 4 The embodiment of the present application provides a rectangular anti-slide pile hole forming method, comprising the following steps: S1, installing a rectangular locking ring beam 1 at the pile position, the inner contour of the rectangular locking ring beam 1 is consistent with the design section of the rectangular anti-slide pile to be constructed.

[0024] Specifically, the pile position is laid out and a guide groove is excavated, the rectangular locking ring beam 1 is hoisted and positioned in the guide groove, the rectangular locking ring beam 1 is leveled by using a level, and then the concrete is backfilled to fix the rectangular locking ring beam 1. The inner contour of the rectangular locking ring beam 1 is rectangular, and is consistent with the design section shape and size of the rectangular anti-slide pile to be constructed.

[0025] In view of the fact that the mechanical hole forming cancels the temporary vertical stress system of manual hole digging and hanging well wall, in order to avoid vertical cracking or punching damage of the rectangular locking ring beam 1 in the middle of the axis due to the loss of the lateral support, a reinforced concrete horizontal shear groove is reserved in the middle of the axis of each side of the rectangular locking ring beam 1, the shear groove has a width of ≥300mm, a thickness of ≥200mm and a length of ≥1500mm, and the top elevation of the shear groove is consistent with the elevation of the corbel. During subsequent construction of the corbel, the horizontal reinforcement of the corbel reinforcement cage is directly anchored into the shear groove, forming an integral hidden beam type connection, which uniformly disperses the corbel and slope surface load to the entire rectangular locking ring beam 1, and improves the shear resistance, bending resistance and crack resistance of the pile top.

[0026] S2, using a rotary drill bit to drill vertically in the rectangular locking ring beam 1 multiple times to form an initial pile hole 2.

[0027] Specifically, the rotary drill bit can adopt an existing structure, such as a barrel-type drill tool, which is installed at the lower end of the drill rod and is pushed downward through the drill rod to realize the excavation of the soil body in cooperation with the rotation of the rotary drill bit. In the embodiment, as shown in Figure 2 , two circular holes 5 are excavated in the rectangular lock ring beam 1 along the length direction thereof by using the rotary drill bit, the left circular hole 5 is tangent to the two long sides and the left short side of the inner contour of the rectangular lock ring beam 1, the right circular hole 5 is tangent to the two long sides and the right short side of the inner contour of the rectangular lock ring beam 1, and the two circular holes 5 overlap at the middle part. After the two circular holes 5 are excavated, the initial pile hole 2 with an approximate rectangular shape and with a small amount of soil body reserved on the long sides and the short sides is formed. This construction method can quickly form the initial pile hole 2 and avoid the secondary soil removal between the two circular holes 5, thereby improving the hole excavation efficiency.

[0028] S3, the shear trimming drill bit 3 is used to shear and trim the four edges of the initial pile hole 2 to form the rectangular pile hole 4.

[0029] Specifically, after the initial pile hole 2 is excavated, the rotary drill bit at the lower end of the drill rod is removed, the shear trimming drill bit is installed at the lower end of the drill rod, and the shear trimming drill bit is pushed downward through the drill rod to shear and trim the small amount of soil body reserved on the four edges of the initial pile hole 2, thereby forming the rectangular pile hole 4 with a smooth wall surface. In the embodiment, the shear trimming drill bit 3 is used to shear and trim the two long sides of the initial pile hole 2 first, which facilitates the turning of the shear trimming drill bit 3 in the hole, and the structure after the shear trimming of the two long sides is as shown in Figure 3 ; when the shear trimming of the two long sides is completed, the shear trimming drill bit 3 is used to shear and trim the two short sides of the initial pile hole 2, and the structure after the shear trimming of the two short sides is as shown in Figure 4 ; when the shear trimming of the two long sides and the two short sides is completed, the rectangular pile hole 4 with a smooth wall surface is formed.

[0030] The rectangular anti-slide pile hole forming method provided in the embodiment can quickly remove the central soil body in the rectangular lock ring beam 1 by using the rotary drill bit to form the initial pile hole 2, and then can shear and trim the four edges of the initial pile hole 2 by using the shear trimming drill bit 3 that can cut straight edges to form the rectangular pile hole 4 with a straight and regular right angle and a smooth wall surface, thereby eliminating the cloud line-shaped hole wall and the construction dead angle caused by the traditional circular drill bit and improving the mechanical hole forming quality. When the anti-slide pile reinforcement cage 8 is later hoisted into the rectangular pile hole 4, the distance between the anti-slide pile reinforcement cage 8 and the hole wall of the rectangular pile hole 4 can be kept consistent, the uniform thickness of the steel reinforcement protective layer can be ensured after the concrete is poured, the local over-thickness can be avoided, and the secondary chiseling or the additional reinforcing bars are not needed during the later layered excavation, which not only avoids the concrete overconsumption but also ensures the structural rigidity.

[0031] In some embodiments, as shown in Figure 5 , Figure 6 , Figure 7The shearing and trimming drill bit 3 comprises a mounting seat 31 for connecting with the drill rod 6, a shearing roller 32 connected below the mounting seat 31 and perpendicular to the drill rod 6, and a power unit 33 arranged on the mounting seat 31 and used for driving the shearing roller 32 to rotate around its own axis.

[0032] Specifically, the mounting seat 31 can be connected with the lower end of the drill rod 6 through high-strength bolts. The shearing roller 32 can comprise a fixed shaft, a barrel and a rolling cutter. The fixed shaft is horizontally arranged below the mounting seat 31 and fixedly connected with the mounting seat 31 through two connecting rods. The barrel is coaxially sleeved on the fixed shaft through a concentric roller bearing, so that the barrel can rotate around its own axis. The barrel can be composed of multiple segments arranged coaxially, and the connecting rods can be arranged in the gaps between adjacent two segments. A plurality of hard alloy rolling cutters can be welded on the outer wall of the barrel in a spiral line.

[0033] The power unit 33 can adopt a waterproof reduction motor. There are two arrangement modes, which are an internal type and an external type. In the internal type, the reduction motor is arranged in the barrel and mounted on the fixed shaft. The output shaft of the reduction motor directly drives the barrel to rotate through a gear transmission pair. One end of a cable 35 is sealingly connected with a terminal box of the reduction motor, and the other end is connected with a ground distribution box. The cable 35 should be bound on the non-rotating part of the fixed shaft in the barrel, so as to ensure that it has no contact and no winding with the rotating barrel. In the external type, the reduction motor is mounted on the mounting seat 31. The output shaft of the reduction motor is transmissionally connected with the barrel through a chain transmission mechanism, so as to drive the barrel to rotate. The chain transmission mechanism comprises a driving sprocket fixed on the output shaft of the reduction motor, a driven sprocket coaxially fixed on the barrel, and a chain sleeved on the driving sprocket and the driven sprocket. The chain can adopt a double-row roller chain. Both the two schemes can drive the barrel to rotate at low speed and large torque, so as to cut the soil by the rolling cutter on the barrel to realize shearing and trimming.

[0034] The method for shearing and trimming the initial pile hole 2 by using the shearing and trimming drill bit 3 provided in the above embodiment is as follows: the shearing and trimming drill bit 3 is mounted on the lower end of the drill rod 6, the axis of the shearing roller 32 is adjusted to be parallel to the wall surface to be sheared and trimmed, the drill rod 6 drives the shearing roller 32 to move downward, and the power unit 33 drives the shearing roller 32 to rotate, so as to cut the soil by the rolling cutter on the shearing roller 32 to realize shearing and trimming.

[0035] In some embodiments, referring to Figure 5 , Figure 6 , Figure 7The lower part of the mounting base 31 is connected with a plurality of screw drills 34, which are arranged on the same side of the shearing roller 32 and are spaced along the axial direction of the shearing roller 32. The axis of each screw drill 34 is inclined outwardly relative to the vertical line and gradually moves away from the shearing roller 32 from top to bottom. For example, the axis of the screw drill 34 is inclined outwardly relative to the vertical line by 1°-3°. The screw drill 34 is a drill in which the rotation of the drill bit at the bottom is driven by the driving motor at the top.

[0036] When the shearing roller 32 is laterally biased due to uneven air face soil, the wall surface perpendicularity is out of tolerance, and the shearing roller 32 cannot correct the deviation, the entire shearing trimming drill bit 3 can be rotated by 180° through the drill rod 6, so that the screw drill 34 is opposite to the deviation wall surface. At this time, the drill rod 6 is kept vertical, and the screw drill 34 is started. When the drill rod 6 moves downward with the screw drill 34, the local protrusion can be slightly drilled by the drill bit at the lower end of the screw drill 34, and the soil of the protrusion is removed, so that the wall surface perpendicularity can be quickly corrected, and the deviation after correction is controlled within the design range.

[0037] In some embodiments, referring to Figure 5 , Figure 6 , Figure 7 The mounting base 31 includes a horizontally arranged mounting plate 311, a power box 312 fixed on the top of the mounting plate 311, and a connecting shaft 313 fixed on the top of the power box 312. The shearing roller 32 and the screw drill 34 are connected below the mounting plate 311. The power unit 33 is arranged in the power box 312. The connecting shaft 313 is used to be connected with the drill rod 6.

[0038] Specifically, the connecting shaft 313 can be connected with the lower end of the drill rod 6 through high-strength bolts, or can be connected with the drill rod 6 through a threaded structure. For example, the upper end of the connecting shaft 313 is provided with an external thread segment, and the lower end of the drill rod 6 is provided with an internal thread hole which is threadedly connected with the external thread segment, so that the connecting shaft 313 is connected with the drill rod 6 through the threaded structure. The power box 312 is arranged to protect the power unit 313. The wall of the power box 312 is provided with an avoiding groove for the transmission mechanism to pass through. In order to facilitate the maintenance and repair of the power unit 33 in the power box 312, the power box 312 is provided with an openable box door.

[0039] In some embodiments, the lower part of the mounting plate 311 is connected with a support plate 36 through bolts. The lower part of the support plate 36 is welded with a support. The screw drill 34 is fixed on the support. The fixed shaft of the shearing roller 32 is welded and connected with the support plate through a connecting rod. A protective plate 37 is arranged between the support plate 36 and the screw drill 34. The protective plate 37 is fixedly connected with the support plate 36. During the shearing trimming process, the protective plate 37 is used to intercept the upwardly splashing soil.

[0040] Referring to Figure 8 ,Figure 9 、 Figure 10 、 Figure 11 、 Figure 12 The embodiment of the present application also provides a rectangular anti-slide pile structure construction method, comprising the following steps: A1, the rectangular pile hole 4 is constructed by using the rectangular anti-slide pile hole forming method provided in the above embodiment. The hole forming quality of the hole forming method is high, and the cloud line-shaped hole wall and the construction dead angle caused by the traditional circular drill bit are eliminated.

[0041] A2, the reserved steel bars 7 are punched into the soil at the hole wall of the rectangular pile hole 4 corresponding to the subsequent inter-pile baffle installation position, the anti-slide pile steel cage 8 is hoisted into the rectangular pile hole 4, and the reserved steel bars 7 are welded and connected with the anti-slide pile steel cage 8, as shown in FIG. 4. Figure 8 The concrete is poured into the rectangular pile hole 4, and the rectangular anti-slide pile 9 is formed after curing, as shown in FIG. 5. Figure 9

[0042] The end of the reserved steel bars 7 inserted into the soil can be protected by a PVC pipe and adhesive tape winding, so as to prevent rusting in the soil; and the end of the reserved steel bars 7 inserted into the soil is arranged in a staggered manner.

[0043] A3, the soil on both sides of the rectangular anti-slide pile 9 is excavated layer by layer, the inter-pile baffle 10 is installed, and the connecting rib of the inter-pile baffle 10 is welded and connected with the reserved steel bars 7; the formwork is supported between the inter-pile baffle 10 and the rectangular anti-slide pile 9, the joint concrete is poured, and the inter-pile baffle 10 and the rectangular anti-slide pile 9 form an integral whole after curing, as shown in FIG. 6. Figure 11 、 Figure 12

[0044] The rectangular anti-slide pile structure construction method provided by the embodiment of the present application can keep the distance between the anti-slide pile steel cage 8 and the hole wall of the rectangular pile hole 4 consistent when the anti-slide pile steel cage 8 is hoisted into the rectangular pile hole 4, and can ensure the uniform thickness of the steel bar protection layer after the concrete is poured, so as to avoid the local over-thickness, and the secondary chiseling or the additional connecting rib is not needed during the later layer-by-layer excavation, which not only avoids the concrete over-consumption, but also ensures the structural rigidity; meanwhile, the reserved steel bars 7 are welded and connected with the connecting rib of the inter-pile baffle 10, which can improve the connecting strength between the inter-pile baffle 10 and the rectangular anti-slide pile 9, and improve the supporting performance of the rectangular anti-slide pile structure.

[0045] The above is only a specific embodiment of the present application, but the protection scope of the present application is not limited to this, and any changes or replacements easily thought of by those skilled in the art within the technical range disclosed in the present application should be covered in the protection scope of the present application.​​

Claims

1. A method for forming a rectangular anti-slide pile, characterized in that, include: S1. Install a rectangular locking ring beam (1) at the pile location. The inner contour of the rectangular locking ring beam (1) is consistent with the design section of the rectangular anti-slide pile to be constructed. S2. A rotary drilling bit is used to drill vertically multiple times inside the rectangular lock ring beam (1) to form an initial pile hole (2). S3. Use a shearing and trimming drill bit (3) to trim the four sides of the initial pile hole (2) to form a rectangular pile hole (4).

2. The method for forming a rectangular anti-slide pile according to claim 1, characterized in that, In step S2, a rotary drilling bit is used to excavate two circular holes (5) along the length of the rectangular lock ring beam (1). The two circular holes (5) are tangent to the three straight sides of the inner contour of the rectangular lock ring beam (1). The two circular holes (5) partially overlap and form the initial pile hole (2).

3. The method for forming a rectangular anti-slide pile according to claim 1, characterized in that, In step S3, the shearing and trimming drill bit (3) is used to first trim the two long sides of the initial pile hole (2), and then trim the two short sides of the initial pile hole (2).

4. The method for forming a rectangular anti-slide pile according to claim 1, characterized in that, The shearing and trimming drill bit (3) includes a mounting base (31) for connecting to the drill rod (6), a shearing roller (32) connected below the mounting base (31) and perpendicular to the drill rod (6), and a power unit (33) provided on the mounting base (31) for driving the shearing roller (32) to rotate around its own axis. In step S3, the drill rod (6) is pushed downward and the power unit (33) drives the shearing drum (32) to rotate, so as to use the shearing drum (32) to shear and trim the four sides of the initial pile hole (2).

5. The method for forming a rectangular anti-slide pile according to claim 4, characterized in that, A plurality of auger drills (34) are connected below the mounting base (31). The plurality of auger drills (34) are located on the same side of the shearing drum (32) and are spaced apart along the axial direction of the shearing drum (32). The axis of each auger drill (34) is inclined outward relative to the vertical line and gradually moves away from the shearing drum (32) from top to bottom. In step S3, when a verticality deviation occurs due to the eccentric force on the free surface during the shearing and trimming process, the verticality is corrected using the auger drill (34).

6. The method for forming a rectangular anti-slide pile according to claim 5, characterized in that, The axis of the auger drill (34) is inclined outward by 1° to 3° relative to the vertical.

7. The method for forming a rectangular anti-slide pile according to claim 6, characterized in that, The mounting base (31) includes a horizontally arranged mounting plate (311), a power box (312) fixed on the top of the mounting plate (311), and a connecting shaft (313) fixed on the top of the power box (312). The shearing drum (32) is connected to the auger drill (34) below the mounting plate (311). The power unit (33) is located inside the power box (312). The connecting shaft (313) is used to connect to the drill rod (6).

8. The method for forming a rectangular anti-slide pile according to claim 7, characterized in that, The power box (312) is equipped with a door.

9. A construction method for a rectangular anti-slide pile structure, characterized in that, include: A1. Construct rectangular pile holes (4) using the rectangular anti-slide pile hole forming method according to any one of claims 1 to 8. A2. Insert a reserved steel bar (7) into the soil at the hole wall of the rectangular pile hole (4) corresponding to the installation position of the subsequent pile baffle; hoist the anti-slide pile steel cage (8) into the rectangular pile hole (4) and weld the reserved steel bar (7) to the anti-slide pile steel cage (8); pour concrete into the rectangular pile hole (4) and cure it to form a rectangular anti-slide pile (9). A3. Excavate the soil on both sides of the rectangular anti-slide pile (9) in layers, install the pile-to-pile baffle (10) and connect its connecting bar to the reserved steel bar (7); formwork is erected between the pile-to-pile baffle (10) and the rectangular anti-slide pile (9), and joint concrete is poured. After curing, the pile-to-pile baffle (10) and the rectangular anti-slide pile (9) form an integral whole.

10. The construction method for rectangular anti-slide piles according to claim 9, characterized in that, The reserved steel bars (7) are inserted into the soil with their ends staggered.

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