A method for constructing circumferential cutting piles suitable for retaining wall piles

Abstract

This application provides a method for circumferential cutting of retaining piles, comprising the following steps: S1, setting positioning bars at the pile top elevation, the positioning bars being sleeved on the outside of the main reinforcement bars of multiple cast-in-place piles; S2, installing main reinforcement sleeves on the main reinforcement bars of the cast-in-place piles above the positioning bars; S3, covering the outside of the positioning bars with a limiting expansion band; S4, connecting a lifting ring to the main reinforcement sleeve, and then pouring concrete; S5, when cutting the pile, excavating the original soil around the cast-in-place pile to expose the pile, locating the limiting expansion band at the pile top elevation, peeling off the limiting expansion band, and forming a circumferential cutting band on the circumferential wall of the cast-in-place pile; S6, drilling along the circumferential cutting band to form a fracture zone at the pile top elevation; S7, lifting the pile head with the lifting ring to complete the pile cutting. This application facilitates circumferential cutting of retaining piles.

Description

Technical Field

[0001] This application relates to the technical field of circumferential cutting of retaining piles, and in particular to a method for circumferential cutting of retaining piles. Background Technology

[0002] The cutting of cast-in-place piles is typically done using a pickaxe or a manual pneumatic hammer. While pickaxes are efficient, their cutting action is highly destructive, negatively impacting the quality of the finished piles. Manual pneumatic hammer cutting is relatively slow and requires a considerable working area, resulting in the removal of a significant portion of the cutoff wall. Therefore, a method for circumferential cutting of retaining piles is needed that improves construction efficiency by replacing chiseling with pile cutting, without requiring a large working area or damaging the cutoff wall. Summary of the Invention

[0003] To facilitate the circumferential cutting of retaining piles, this application provides a circumferential cutting construction method suitable for retaining piles.

[0004] This application provides a method for constructing circumferential cutting piles suitable for retaining wall piles, employing the following technical solution: A method for constructing circumferential cutting piles suitable for retaining wall piles includes the following steps: S1. A positioning bar is set at the pile top elevation, and the positioning bar is sleeved on the outside of the main reinforcement of multiple cast-in-place piles; S2. Install a main reinforcement sleeve on the main reinforcement of the cast-in-place pile above the positioning reinforcement; S3. Cover the outside of the positioning rib with a limiting expansion band; S4. Connect the lifting ring to the main reinforcement sleeve, and then pour concrete. S5. When the pile is to be cut, the original soil around the cast-in-place pile is excavated to expose the cast-in-place pile. The limiting expansion band is found at the pile top elevation. The limiting expansion band is peeled off to form a circumferential cutting band on the circumferential wall of the cast-in-place pile. S6. Drill holes along the circumferential cutting zone to form a fracture zone at the pile top elevation; S7. Lift the pile head using the lifting ring to complete the pile cutting.

[0005] By adopting the above technical solution, a ring-cutting zone and fracture zone are formed at the pile top elevation, which facilitates the cutting of the cast-in-place pile. The pile head is then lifted away by the lifting ring, eliminating the need for chiseling with a pick or manual pneumatic pick, thus reducing damage to the quality of the cast-in-place pile arrangement. At the same time, a large construction operation area is not required. This application does not require the excavation of the water-stop curtain above the pile top elevation of the retaining pile, reducing the risk of leakage of the water-stop curtain in the later stage.

[0006] Optionally, after the reinforcing cage is lowered, a positioning bar is fitted outside the main reinforcing bar of the cast-in-place pile in the reinforcing cage, and the positioning bar is used as a positioning reference so that the bottom end of the main reinforcing bar sleeve abuts against the positioning bar.

[0007] By adopting the above technical solution, after the steel cage is lowered, a positioning bar is installed and the positioning bar is used as a positioning reference so that the bottom end of the main reinforcement sleeve abuts against the positioning bar. This ensures the positional stability of the main reinforcement sleeve during the concrete pouring process and prevents the main reinforcement sleeve from shifting or sinking during the pouring process. This ensures that the main reinforcement sleeve can effectively isolate the main reinforcement of the cast-in-place pile from the pile head concrete, facilitating the separation of the pile head from the main reinforcement of the cast-in-place pile.

[0008] Optionally, during the fabrication of the reinforcing cage, a positioning bar is fitted over the outer side of the main reinforcing bar of the cast-in-place pile in the reinforcing cage, and the main reinforcing bar sleeve is fitted over the main reinforcing bar of the cast-in-place pile in the reinforcing cage, with the main reinforcing bar sleeve abutting against the positioning bar.

[0009] By adopting the above technical solution, the installation of positioning bars and main reinforcement sleeves is completed during the steel cage fabrication stage, so that the main reinforcement sleeves abut against the positioning bars. This allows for pre-assembly before the steel cage is lowered, reducing the adjustment procedures after lowering on-site and improving construction efficiency. At the same time, it ensures the relative positional accuracy of the main reinforcement sleeves and positioning bars, ensuring the accurate formation of the circumferential cutting zone during pile cutting.

[0010] Optionally, after the main reinforcement sleeve is fitted onto the main reinforcement of the cast-in-place pile, sealing sponges are inserted into the top and bottom ends of the main reinforcement sleeve.

[0011] By adopting the above technical solution, by inserting sealing sponges at the top and bottom of the main reinforcement sleeve, the amount of concrete entering the main reinforcement sleeve can be effectively reduced, ensuring the isolation between the main reinforcement of the cast-in-place pile and the pile head concrete. This allows for the smooth separation of the reinforcement and the pile head during pile cutting, improving the situation where concrete entering the sleeve makes separation difficult.

[0012] Optionally, a lifting ring anchor bar is fixedly connected to the lifting ring, and the lifting ring anchor bar is located inside the pile head.

[0013] By adopting the above technical solution, and by fixing the lifting ring anchor bar located inside the pile head to the lifting ring, the anchoring force between the lifting ring and the pile head can be enhanced, the load-bearing capacity and stability of the lifting ring when lifting the pile head can be improved, the problem of the lifting ring falling off during the lifting process can be improved, and the pile head can be safely and reliably lifted off.

[0014] Optionally, a crushing assembly is provided inside the pile head. The crushing assembly includes a guide crushing pipe and an inlet pipe. The guide crushing pipe faces the limiting expansion band, and the inlet pipe is connected to the guide crushing pipe. After the limiting expansion band is peeled off to form a circumferential slit band on the circumferential wall of the cast-in-place pile, a silent fracturing agent is injected into the guide pipe. After the silent fracturing agent enters the guide fracturing pipe, water is injected into the guide pipe. The silent fracturing agent expands and causes an initial crack to form on the pile head. Then, a hole is drilled from the circumferential slit band into the guide fracturing pipe to expand the crack.

[0015] By adopting the above technical solution, by setting a crushing component inside the pile head, using the expansion of a silent crushing agent to generate an initial crack in the pile head, and then drilling from the circumferential cutting zone to the guide crushing tube to expand the crack, the pile head can be broken at a predetermined position, thus improving the efficiency of pile cutting.

[0016] Optionally, multiple guide fragmentation tubes are arranged around the inlet tube, and the bottom end of the inlet tube is connected to a diverter ball, with the multiple guide fragmentation tubes connected to the diverter ball.

[0017] By adopting the above technical solution, the diversion ball is connected to the inlet pipe, which enables the silent fracturing agent to be evenly distributed into multiple guide fracturing pipes, thereby achieving uniform pre-fracture of the pile head circumferentially and improving the quality of the pile top surface after pile cutting.

[0018] Optionally, the crushing assembly further includes a sealing rod, which is inserted into the inlet tube and seals the inlet tube.

[0019] By adopting the above technical solution, a sealing rod is inserted into the inlet pipe to seal the inlet pipe. This can seal the inlet pipe when the silent cracking agent is injected and takes effect, ensuring the effective expansion pressure of the cracking agent in the guide cracking pipe, improving the pre-cracking effect, and at the same time preventing cement slurry from entering the inlet pipe and causing blockage during concrete pouring.

[0020] Optionally, the crushing assembly further includes a connecting rod, which is connected to the inlet pipe and the main reinforcement sleeve respectively.

[0021] By adopting the above technical solution, the connecting rod connects the inlet pipe to the main reinforcement sleeve, which can be used to limit and fix the inlet pipe, improve the positional stability of the crushing component during the concrete pouring process, and prevent the inlet pipe and the guide crushing pipe from shifting during the pouring process.

[0022] Optionally, the guide fragmentation tube is inclined, and the height of the guide fragmentation tube near the inlet tube is higher than the height of the other end.

[0023] By adopting the above technical solution, and by tilting the guide fragmentation tube so that the end of the guide fragmentation tube closer to the inlet tube is higher than the other end, gravity can be used to assist the silent fragmentation agent and water to enter the guide fragmentation tube.

[0024] In summary, this application includes at least one of the following beneficial effects: 1. A ring-cutting zone and a fracture zone are formed at the top elevation of the pile, which facilitates the cutting of the cast-in-place pile. The ring-cutting pile cutting replaces the traditional chiseling, which improves construction efficiency and reduces the damage to the quality of the cast-in-place pile. This application does not require the removal of the water-stop curtain, which reduces the risk of leakage. 2. By inserting sealing sponges at the top and bottom of the main reinforcement sleeve, the amount of concrete entering the main reinforcement sleeve can be effectively reduced, ensuring the isolation between the main reinforcement of the cast-in-place pile and the pile head concrete. This allows for smooth separation of the reinforcement from the pile head when it is lifted away, improving the problem of separation difficulties caused by concrete entering the sleeve. Attached Figure Description

[0025] Figure 1 This is a structural schematic diagram of the cast-in-place pile of Embodiment 1 of this application; Figure 2 yes Figure 1 A cross-sectional schematic diagram of AA in the middle; Figure 3 This is a side view of the lifting ring in Embodiment 1 of this application; Figure 4 This is a structural schematic diagram of the retaining piles and water-stop curtain in Embodiment 1 of this application; Figure 5 yes Figure 4 Cross-sectional schematic diagram of BB; Figure 6 yes Figure 5 A schematic diagram showing the process after the original soil has been removed. Figure 7 This is a schematic diagram of lifting the pile head according to Embodiment 1 of this application; Figure 8 This is a schematic diagram of the cast-in-place pile and the crushing component in Embodiment 2 of this application; Figure 9 This is a schematic diagram of the structure of the crushing component in Embodiment 2 of this application.

[0026] Explanation of reference numerals in the attached drawings: 1. Retaining pile; 2. Main reinforcement of pile; 3. Main reinforcement sleeve; 4. Sealing sponge; 5. Positioning reinforcement; 6. Lifting ring; 7. Lifting ring anchor bar; 8. Limiting expansion band; 9. Breaking component; 91. Inlet pipe; 92. Guide breaking pipe; 93. Diverting ball; 94. Sealing rod; 95. Connecting rod; 100. Water-stop curtain; 101. Original soil. Detailed Implementation

[0027] The following combination Figures 1 to 9 This application will be described in further detail.

[0028] Example 1:

[0029] Embodiment 1 of this application provides a method for constructing circumferential cutting piles suitable for retaining piles.

[0030] refer to Figure 1 and Figure 2 A method for constructing circumferential cutting piles suitable for retaining wall piles includes the following steps: S1. A positioning bar 5 is set at the pile top elevation position, and the positioning bar 5 is sleeved on the outside of the main reinforcement bar 2 of multiple cast-in-place piles; S2. Install the main reinforcement sleeve 3 on the main reinforcement 2 of the cast-in-place pile on the upper side of the positioning reinforcement 5; S3. Cover the outer side of the positioning rib 5 with a limiting expansion band; S4. Connect the lifting ring 6 to the main reinforcement sleeve 3, and then pour concrete. S5. When the pile is to be cut, the original soil 101 around the cast-in-place pile is excavated to expose the cast-in-place pile. The limiting expansion zone is found at the pile top elevation. The limiting expansion zone is peeled off to form a circumferential cutting zone on the circumferential wall of the cast-in-place pile. S6. Drill holes along the circumferential shear zone to form a fracture zone at the pile top elevation; S7. The crane lifts the pile head through the lifting ring 6 to complete the pile cutting.

[0031] refer to Figure 1 Regarding the setting of the positioning reinforcement 5, in one embodiment, after the reinforcing cage is lowered, the positioning reinforcement 5 can be fitted onto the outside of the main reinforcing bars 2 of the cast-in-place pile. The positioning reinforcement 5 is in the form of a ring-shaped reinforcing bar or a steel hoop. The inner diameter of the positioning reinforcement 5 is slightly larger than the outer diameter of the contour formed by the multiple main reinforcing bars 2 of the cast-in-place pile, so that it can be fitted onto the outside of the multiple main reinforcing bars 2 of the cast-in-place pile, and the positioning reinforcement 5 is snapped into place with the multiple main reinforcing bars 2 of the cast-in-place pile. The positioning reinforcement 5 and the main reinforcing bars 2 of the cast-in-place pile can be fixed by binding or spot welding to ensure that the positioning reinforcement 5 remains stable in position during subsequent construction. Using the positioning reinforcement 5 as a positioning reference, the main reinforcement sleeve 3 is fitted onto the main reinforcing bar 2 of the cast-in-place pile, and the bottom end of the main reinforcement sleeve 3 abuts against the upper surface of the positioning reinforcement 5, thereby limiting the axial position of the main reinforcement sleeve 3 on the main reinforcing bar 2 of the cast-in-place pile, so that the bottom end of the main reinforcement sleeve 3 is located at the pile top elevation, thereby ensuring the accuracy of the subsequent pile cutting position. The positioning bar 5 not only serves as a positioning reference, but also forms a certain binding effect on the main reinforcement bars 2 of multiple cast-in-place piles, thereby enhancing the overall integrity of the reinforcement cage.

[0032] In another embodiment, positioning bars 5 can be fitted onto the outside of the main reinforcement bars 2 of the cast-in-place pile during the reinforcement cage fabrication stage. Simultaneously, main reinforcement sleeves 3 are fitted onto the main reinforcement bars 2, with the sleeves abutting against the positioning bars 5. This method advances the installation of the positioning bars 5 and the main reinforcement sleeves 3 to the reinforcement cage fabrication stage, reducing on-site adjustments after lowering the reinforcement cage and improving construction efficiency. After the reinforcement cage is lowered, the height of the positioning bars 5 will be equal to the elevation.

[0033] refer to Figure 1The main reinforcement sleeve 3 is a metal sleeve with a diameter of 40 mm or greater, such as steel pipe or galvanized pipe. The inner diameter of the main reinforcement sleeve 3 is larger than the outer diameter of the main reinforcement 2 of the cast-in-place pile, allowing the sleeve 3 to be smoothly fitted onto the outside of the main reinforcement 2, preventing direct bonding between the main reinforcement 2 and the pile head concrete. The main reinforcement sleeve 3 isolates the main reinforcement 2 from the pile head concrete, allowing the main reinforcement 2 to be easily pulled out of the pile head when the pile head is cut and lifted, thus facilitating separation of the main reinforcement 2 from the pile head. refer to Figure 1 After the main reinforcement sleeve 3 is fitted onto the main reinforcement 2 of the cast-in-place pile, sealing sponges 4 are inserted into the top and bottom of the main reinforcement sleeve 3. The sealing sponges 4 have a certain degree of elasticity and compressibility, thereby sealing the annular gap between the main reinforcement sleeve 3 and the main reinforcement 2 of the cast-in-place pile. By setting the sealing sponges 4, cement slurry can be effectively prevented from entering the interior of the main reinforcement sleeve 3 during concrete pouring, ensuring the isolation between the reinforcement and the concrete of the cast-in-place pile.

[0034] refer to Figure 1 and Figure 2 An expansion band 8 is placed around the outside of the positioning reinforcement 5. The width of the expansion band 8 is not less than 20 mm, and its volume expansion rate is not greater than 1.5 times. The expansion band 8 is placed around the outside of the positioning reinforcement 5 before concrete pouring. Due to its expansion properties, the expansion band 8 will expand moderately after concrete pouring, forming a circumferential circumferential slit within the concrete. The expansion band 8 allows for precise control of the pile cutting position at the pile top elevation, improving upon the shortcomings of traditional pile cutting methods where the pile cutting height is difficult to control.

[0035] refer to Figure 1 and Figure 3 After the main reinforcement sleeve 3 is installed, a lifting ring 6 is fixedly connected to the main reinforcement sleeve 3. The lifting ring 6 is made of round steel with a diameter of not less than 14 mm and bent. The bottom end of the lifting ring 6 is welded and fixed to the two main reinforcement sleeves 3. The upper part of the lifting ring 6 extends at least 30 cm above the top of the pile so that it can be easily hooked by the crane hook during pile cutting. A lifting ring anchor bar 7 is fixedly connected to the lifting ring 6. The lifting ring anchor bar 7 is located inside the pile head and is made of straight steel bar. The lifting ring anchor bar 7 is welded and fixed to the lifting ring 6. The setting of the lifting ring anchor bar 7 can enhance the anchoring force between the lifting ring 6 and the pile head, improve the load-bearing capacity and pull-out resistance of the lifting ring 6 when lifting the pile head, and improve the situation of the lifting ring 6 falling off or being pulled out of the concrete during the lifting process, thereby ensuring that the pile head can be lifted safely and reliably. During the concrete pouring stage, since the lifting ring 6 is fixed in position by the main reinforcement sleeve 3, the lifting ring 6 is not prone to displacement during the concrete pouring and vibration process, so as to meet the requirements of subsequent hoisting operations.

[0036] refer to Figure 4 and Figure 5 Once the concrete has reached its design strength, pile cutting is required. First, the undisturbed soil around the pile is removed to expose the pile. (Reference) Figure 6 During the excavation process, only a working surface large enough to accommodate construction personnel needs to be excavated around the cast-in-place pile, minimizing damage to the water-stop curtain 100. Then, the limiting expansion band 8 is located at the pile top elevation and is peeled off using manual peeling equipment such as crowbars, thus forming a circumferential slit band on the circumferential wall of the cast-in-place pile. The circumferential slit band exposes the concrete cross-section of the cast-in-place pile, providing a working surface for subsequent drilling.

[0037] refer to Figure 6 and Figure 7 When drilling along the circumferential cutting zone, a small pneumatic pick can be used to drill several holes at intervals. The hole depth is determined based on the diameter of the cast-in-place pile and the concrete strength, so as to form a fracture zone at the pile top elevation. The formation of the fracture zone reduces the connection strength between the pile head and the lower pile body. When the lifting ring 6 is subjected to an upward lifting force, the pile head can separate from the lower pile body along the fracture zone. Then, a crane is used to lift the pile head away through the lifting ring 6, completing the pile cutting operation. Since the pile head is lifted as a whole rather than broken and chiseled away, a large amount of scattered concrete fragments are not generated on site, reducing the amount of construction waste cleanup and also reducing noise pollution.

[0038] The implementation principle of the ring-cutting pile construction method applicable to retaining piles in Embodiment 1 of this application is as follows: By setting a positioning bar 5 at the pile top elevation as the pile cutting benchmark, a main reinforcement sleeve 3 is installed on the main reinforcement above the positioning bar 5 to isolate the reinforcement from the pile head concrete. A limiting expansion band 8 is wrapped around the outside of the positioning bar 5 to form a circumferential cutting band in the concrete, and a lifting ring 6 is connected to the main reinforcement sleeve 3 as a lifting force point. After the concrete solidifies, the original soil 101 around the pile is excavated and the limiting expansion band 8 is peeled off to form a circumferential cutting band. Holes are drilled along the circumferential cutting band to form a fracture zone to reduce the connection strength between the pile head and the lower pile body. Finally, the pile head is lifted off as a whole by the lifting ring 6. This method replaces the traditional mechanical chiseling with circumferential cutting of the pile, achieving low-damage and high-efficiency pile cutting of the retaining pile without requiring a large operating surface, while reducing damage to the water-stop curtain 100 and on-site noise pollution.

[0039] Example 2:

[0040] Embodiment 2 of this application provides a method for constructing circumferential cutting piles suitable for retaining piles. The difference between Embodiment 2 and Embodiment 1 is as follows: refer to Figure 8 and Figure 9Above the pile top elevation, a fracturing assembly 9 is also installed. The fracturing assembly 9 includes a guide fracturing pipe 92, an inlet pipe 91, a diverting ball 93, a sealing rod 94, and a connecting rod 95. The guide fracturing pipe 92 is positioned towards the limiting expansion band 8, meaning its end is aligned with and close to the area where the limiting expansion band 8 is located. The inlet pipe 91 is positioned along the axial direction of the cast-in-place pile, with its upper opening located on the pile head surface to allow for the injection of silent fracturing agent. Both the guide fracturing pipe 92 and the inlet pipe 91 are made of PVC pipe, and their diameters can be determined based on the amount of fracturing agent injected and the diffusion range.

[0041] refer to Figure 8 and Figure 9 Multiple guide fracturing tubes 92 are arranged around the inlet pipe 91, and the multiple guide fracturing tubes 92 are evenly distributed around the circumference of the inlet pipe 91. The bottom end of the inlet pipe 91 is connected to a flow divider ball 93, which is a spherical cavity structure, and the multiple guide fracturing tubes 92 are connected to the flow divider ball 93. Through the arrangement of the flow divider ball 93, the silent fracturing agent injected from the inlet pipe 91 can be evenly distributed into the multiple guide fracturing tubes 92, thereby making the silent fracturing agent evenly distributed to multiple positions around the pile head, achieving uniform pre-fracture around the pile head. This uniform pre-fracture can avoid uneven fracture surfaces or local unfracture phenomena caused by local stress concentration, and improve the quality of the pile top surface after pile cutting.

[0042] refer to Figure 8 and Figure 9 The guide fracturing pipe 92 is inclined, and the height of one end of the guide fracturing pipe 92 near the inlet pipe 91 is higher than the height of the other end. The inclined setting of the guide fracturing pipe 92 allows gravity to assist the silent fracturing agent to enter the guide fracturing pipe 92. After the pile head is lifted away, the top of the pile is manually leveled to facilitate subsequent construction.

[0043] refer to Figure 8 and Figure 9 After the stripping and limiting expansion band 8 forms a circumferential slit on the circumferential wall of the cast-in-place pile, a silent fracturing agent is injected into the inlet pipe 91. Once the silent fracturing agent enters the guide fracturing pipe 92, water is injected into the inlet pipe 91 to allow the silent fracturing agent to react with the water. The expansion force generated by the expansion of the silent fracturing agent acts on the interior of the pile head concrete, causing initial cracks to form along the location of the guide fracturing pipe 92. After the silent fracturing agent has taken effect and caused the initial cracks to form in the pile head, a hole is drilled from the circumferential slit into the guide fracturing pipe 92 to enlarge the cracks, thereby forming a more continuous and obvious fracture zone at the pile top elevation.

[0044] refer to Figure 8 and Figure 9A sealing rod 94 is inserted into the inlet pipe 91 and seals it. The sealing rod 94 has a rod-shaped structure that matches the inner diameter of the inlet pipe 91. When the silent cracking agent is injected and takes effect, the sealing rod 94 is inserted into the inlet pipe 91 to seal it, ensuring the effective expansion pressure of the cracking agent in the guiding and breaking pipe 92 and improving the pre-cracking effect. At the same time, during the concrete pouring stage, the sealing rod 94 is pre-inserted into the inlet pipe 91 to prevent cement slurry from entering the inlet pipe 91 and causing blockage, ensuring the unobstructed flow of the inlet pipe 91 during subsequent cracking agent injection.

[0045] refer to Figure 8 and Figure 9 One end of the connecting rod 95 is welded and fixed to the outer wall of the inlet pipe 91, and the other end of the connecting rod 95 is welded and fixed to the outer wall of the main reinforcement sleeve 3. By setting the connecting rod 95, the position of the main reinforcement sleeve 3 can be used to limit and fix the inlet pipe 91, thereby improving the positional stability of the crushing component 9 during the concrete pouring process.

[0046] The above are all preferred embodiments of this application, and are not intended to limit the scope of protection of this application. Therefore, all equivalent changes made in accordance with the structure, shape and principle of this application should be covered within the scope of protection of this application.

Claims

1. A method for constructing circumferential cutting piles suitable for retaining wall piles, characterized in that, Includes the following steps: S1. A positioning bar (5) is set at the top elevation of the pile, and the positioning bar (5) is sleeved on the outside of the main reinforcement (2) of multiple cast-in-place piles; S2. A main reinforcement sleeve (3) is fitted on the main reinforcement (2) of the cast-in-place pile on the upper side of the positioning reinforcement (5). S3. Cover the outside of the positioning rib (5) with a limiting expansion band (8); S4. Connect the lifting ring (6) to the main reinforcement sleeve (3), and then pour concrete; S5. When the pile is to be cut, the original soil (101) around the cast-in-place pile is excavated to expose the cast-in-place pile. The limiting expansion band (8) is found at the pile top elevation. The limiting expansion band (8) is peeled off to form a ring-cutting band on the circumferential wall of the cast-in-place pile. S6. Drill holes along the circumferential cutting zone to form a fracture zone at the pile top elevation; S7. Lift the pile head using the lifting ring (6) to complete the pile cutting.

2. The method for constructing circumferential cutting piles suitable for retaining wall piles according to claim 1, characterized in that: After the steel cage is lowered, a positioning bar (5) is fitted on the outside of the main reinforcement (2) of the cast-in-place pile in the steel cage. The positioning bar (5) is used as the positioning reference so that the bottom end of the main reinforcement sleeve (3) abuts against the positioning bar (5).

3. The method for constructing circumferential cutting piles suitable for retaining wall piles according to claim 1, characterized in that: During the fabrication of the reinforcing cage, a positioning bar (5) is fitted on the outside of the main reinforcing bar (2) of the cast-in-place pile in the reinforcing cage, and the main reinforcing bar sleeve (3) is fitted on the main reinforcing bar (2) of the cast-in-place pile in the reinforcing cage, and the main reinforcing bar sleeve (3) abuts against the positioning bar (5).

4. The method for constructing circumferential cutting piles suitable for retaining wall piles according to claim 1, characterized in that: After the main reinforcement sleeve (3) is fitted onto the main reinforcement (2) of the cast-in-place pile, sealing sponge (4) is inserted into the top and bottom of the main reinforcement sleeve (3).

5. The method for constructing circumferential cutting piles suitable for retaining wall piles according to claim 1, characterized in that: The lifting ring (6) is fixedly connected to the lifting ring anchor bar (7), which is located inside the pile head.

6. The method for constructing circumferential cutting piles suitable for retaining wall piles according to claim 1, characterized in that: A crushing assembly (9) is provided inside the pile head. The crushing assembly (9) includes a guide crushing pipe (92) and an inlet pipe (91). The guide crushing pipe (92) faces the limiting expansion band (8), and the inlet pipe (91) is connected to the guide crushing pipe (92). After the limiting expansion band (8) is peeled off to form a circumferential slit band on the circumferential wall of the cast-in-place pile, a silent fracturing agent is injected into the inlet pipe (91). After the silent fracturing agent enters the guide fracture pipe (92), water is injected into the inlet pipe (91). After the silent fracturing agent expands and causes an initial crack in the pile head, a hole is drilled from the circumferential slit band into the guide fracture pipe (92) to expand the crack.

7. The method for constructing circumferential cutting piles suitable for retaining wall piles according to claim 6, characterized in that: Multiple guide fragmentation tubes (92) are arranged around the inlet tube (91), and the bottom end of the inlet tube (91) is connected to a diverter ball (93). Multiple guide fragmentation tubes (92) are connected to the diverter ball (93).

8. A method for constructing circumferential cutting piles suitable for retaining wall piles according to claim 6, characterized in that: The crushing component (9) also includes a sealing rod (94), which is inserted into the inlet pipe (91) and seals the inlet pipe (91).

9. A method for constructing circumferential cutting piles suitable for retaining wall piles according to claim 6, characterized in that: The crushing component (9) also includes a connecting rod (95), which is connected to the inlet pipe (91) and the main reinforcement sleeve (3) respectively.

10. A method for constructing circumferential cutting piles suitable for retaining wall piles according to claim 6, characterized in that: The guide fragmentation tube (92) is inclined, and the height of the guide fragmentation tube (92) near the inlet tube (91) is higher than the height of the other end.

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