Method and system for rapid recovery of bearing capacity of large-diameter steel cylinder and implementation method thereof

Abstract

The application discloses a large-diameter steel cylinder bearing capacity quick recovery method, a system and an implementation method thereof, and relates to the technical field of large-diameter steel cylinder bearing capacity quick recovery methods.The large-diameter steel cylinder bearing capacity quick recovery method comprises the following steps: after a large-diameter steel cylinder is vibrated and sunk to a design depth by a linkage hammer, water in a foundation outside the large-diameter steel cylinder is divided into layers along the cylinder body axis and is discharged from multiple points in the circumferential direction, so that the surrounding foundation soil of the cylinder body is remolded and consolidated, and the bearing capacity of the large-diameter steel cylinder is quickly recovered.The application can effectively overcome the problem that the surrounding soil of the large-diameter steel cylinder is weakened during the linkage hammer vibration sinking process, so that the surrounding soil cannot provide a higher bearing capacity in a short period of time, and provides a brand-new technical path for directly using the large-diameter steel cylinder as a large-diameter bearing foundation, which is of great significance for the development of marine engineering, such as offshore wind power super-large-diameter single-pile foundations, floating wind power large-diameter mooring foundations and the like.

Description

Technical Field

[0001] This invention relates to marine and deep-water foundation engineering, specifically to a method, system, and implementation method for rapidly restoring the bearing capacity of large-diameter steel cylinders. Background Technology

[0002] Large-diameter steel cylinders possess a simple structure with no complex nodes or connectors, while exhibiting strong adaptability to different geological formations and self-stabilizing properties. Furthermore, their large cross-sectional area and moment of inertia result in excellent bending resistance. Additionally, their large diameter leads to a large contact area between the outer wall of the steel cylinder and the foundation soil, giving them strong horizontal resistance. Based on these advantages, large-diameter steel cylinders are widely used as cofferdams for rapid artificial island construction, retaining structures for large-diameter foundations of cross-sea bridges, and riser protection structures for deep-sea oil drilling platforms.

[0003] Due to the enormous size of large-diameter steel cylinders (diameters can exceed 20m), traditional small-sized impact hammers cannot be used for their sinking construction. Currently, vibratory hammers with multiple hammers working in tandem are mainly used for sinking large-diameter steel cylinders. This method is convenient and quick, as seen in the sinking of large-diameter steel cylinders in island-building projects such as the Hong Kong-Zhuhai-Macau Bridge and the Shenzhen-Zhongshan Bridge. However, during the vibratory sinking of large-diameter steel cylinders with a multi-hammer system, the high-frequency excitation force weakens the soil surrounding the steel cylinder. While accelerating the sinking of the steel cylinder, it also weakens its bearing capacity. The recovery period for the foundation soil to reshape and regain bearing capacity is lengthy (usually more than one year). This is the main reason why large-diameter steel cylinders are mainly used as temporary retaining support structures and cannot be directly used as the main load-bearing structure to withstand external loads.

[0004] With the gradual increase in the scale and size of my country's marine infrastructure, the wind, waves, currents, and superstructure loads it faces are also increasing dramatically, posing a severe challenge to its foundation support structure. Traditional methods such as large-diameter pile foundations and large-diameter suction cylinder foundations have seen a sharp increase in costs. Large-diameter steel cylinders theoretically possess high vertical and horizontal bearing capacities. If their bearing capacity can be rapidly restored to structural bearing capacity after vibratory sinking with a jackhammer, it can not only provide a safe and stable deep foundation solution for the construction and operation of existing marine infrastructure, but also promote the development of larger-scale marine infrastructure, resulting in significant socio-economic benefits. Summary of the Invention

[0005] Objectives of the Invention: The first objective of this invention is to address the shortcomings of the weakened foundation soil around a large-diameter steel cylinder after vibratory settlement with a linkage hammer, which has a long recovery period and is unable to bear the main load-bearing structure function, by providing a method for rapidly restoring the bearing capacity of a large-diameter steel cylinder; the second objective of this invention is to provide a system capable of implementing the aforementioned method for rapidly restoring the bearing capacity of a large-diameter steel cylinder; and the third objective of this invention is to provide an implementation method for the system for rapidly restoring the bearing capacity of a large-diameter steel cylinder.

[0006] Technical solution: The method for rapid recovery of the bearing capacity of a large-diameter steel cylinder described in this invention involves sinking the large-diameter steel cylinder to the designed depth using a linkage hammer, thereby draining the water from the weakened foundation on the outer wall of the large-diameter steel cylinder, so that the foundation soil around the cylinder can be reshaped and consolidated, thus achieving rapid recovery of the bearing capacity of the large-diameter steel cylinder.

[0007] Furthermore, the foundation soil around the large-diameter steel cylinder is drained in layers along the cylinder's axial direction and at multiple points along the cylinder's circumference, so that the reshaping and consolidation of the foundation soil around the cylinder can be faster and more uniform.

[0008] The large-diameter steel cylinder bearing capacity rapid recovery system of the present invention includes:

[0009] Distributed drainage channels are installed longitudinally on the outer wall of a large-diameter steel cylinder, with multiple distributed drainage channels evenly distributed circumferentially on the large-diameter steel cylinder;

[0010] Multiple annular directional barrier devices are installed on the outer wall of a large-diameter steel cylinder to isolate the foundation soil around the large-diameter steel cylinder in layers.

[0011] Additionally, a mobile, self-sealing pumping unit is installed inside each distributed drainage channel to perform layered drainage of the foundation soil around the large-diameter steel cylinder.

[0012] Furthermore, the number of distributed drainage channels is at least three.

[0013] Furthermore, the distributed drainage channel includes a negative pressure pumping pipe and diagonal bracing steel plates symmetrically arranged on both sides of the negative pressure pumping pipe. The negative pressure pumping pipe, the diagonal bracing steel plates, and the outer wall of the large-diameter steel cylinder constitute an outer cavity. The negative pressure pumping pipe is open at the upper end and sealed at the lower end, and has perforated sections and non-perforated sections arranged alternately from bottom to top. The perforated sections have holes that communicate with the outer cavity. The diagonal bracing steel plates have permeable holes that communicate with the outer cavity at positions corresponding to the perforated sections. The permeable holes and holes are sealed by a filter screen. An annular directional blocking device is set at the position corresponding to the non-perforated section, and the outer cavity is sealed at the position corresponding to the non-perforated section. A mobile self-sealing pumping device is set in the negative pressure pumping pipe.

[0014] Furthermore, the mobile self-sealing pumping device includes a hollow diversion pipe, a negative pressure drainage pipe, an upper fastening end, and a lower fastening end. The outer diameter of the fastening end is slightly smaller than that of the negative pressure pumping pipe. An outer rubber bladder and an inner rubber bladder are installed between the two fastening ends, and liquid is filled between the inner and outer rubber bladders. The hollow diversion pipe passes through the upper fastening end, the inner rubber bladder, and the lower fastening end. One end of the negative pressure drainage pipe is connected to the hollow diversion pipe, and the other end is connected to a vacuum pump. A pressure-pressurizing check valve is installed on the hollow diversion pipe. A downward-sloping baffle is installed at the upper part of the pressure check valve to cut off the flow after the vacuum pump is started, allowing some high-speed water to enter the inner rubber bladder through the pressure check valve, which in turn causes the outer rubber bladder to squeeze the inner wall of the negative pressure pumping pipe to achieve a seal. A pressure relief valve is installed at the upper fastening end, which is connected to the ground through a pressure relief valve wire to release the pressure of the inner rubber bladder, thereby releasing the seal of the outer rubber bladder on the negative pressure pumping pipe and enabling the mobile self-sealing pumping device to move in the negative pressure pumping pipe.

[0015] Furthermore, four pressurized check valves are vertically and symmetrically installed at the center of the hollow diverter, and a baffle is installed on the upper part of each pressurized check valve.

[0016] Furthermore, the annular directional barrier device includes an outward-facing grooved base. The bottom plate of the grooved base is connected to the outer wall of the large-diameter steel cylinder and the distributed drainage channel. The wing plates on both sides of the grooved base are connected to the outer wall of the large-diameter steel cylinder through inclined bracing transition plates. A grouting bladder is placed inside the grooved base. A grouting pipe is set in the outer cavity, with one end connected to a one-way grouting valve located at the connection between the grooved base and the inclined bracing steel plate, and the other end connected to a grouting device. The opening of the grooved base is covered by a protective cover plate connected to the lower inclined bracing transition plate. After grouting is injected into the grouting bladder, the protective cover plate can be opened.

[0017] Furthermore, the one-way grouting valves of all grouting bags are arranged on the inclined steel plate on the same side, each grouting pipe is connected to only one one-way grouting valve, and the grouting volume of each grouting bag is not less than 0.9 times its maximum grouting volume; all grouting bags can be grouted simultaneously or sequentially from bottom to top.

[0018] The implementation method of the large-diameter steel cylinder bearing capacity rapid recovery system of the present invention includes:

[0019] 1) After the large-diameter steel cylinder is vibrated and slid to the design depth, a mobile self-sealing pumping device is inserted into each of the distributed drainage channels and simultaneously lowered to the deepest unopened section.

[0020] 2) Start the grouting equipment and inject cement grout into the grouting bags to achieve layered isolation of the foundation soil around the large-diameter steel cylinder;

[0021] 3) Start the vacuum pump equipment. The baffle plate begins to intercept the flow. Some of the high-speed water flow enters the inner rubber bladder through the pressurized one-way valve, causing the outer rubber bladder to expand and squeeze the inner wall of the negative pressure pumping pipe, forming a vacuum environment.

[0022] 4) The vacuum pump equipment continues to operate until the water flow from the negative pressure drainage pipe decreases and enters a stable state, or for a working time of not less than 2 hours.

[0023] 5) Turn off the vacuum pump equipment, pull the pressure relief valve wire, the liquid in the inner rubber bladder will flow out through the pressure relief valve, and the outer rubber bladder will retract; pull all the mobile self-sealing water pumping devices up to the next level without openings.

[0024] 6) Repeat steps 3) to 5) until the uppermost negative pressure drainage is completed, retrieve the mobile self-sealing pumping device, and fill the distributed drainage channel with cement slurry.

[0025] Beneficial effects: Compared with the prior art, the present invention has the following significant advantages:

[0026] (1) This invention addresses the root cause of the slow recovery of the bearing capacity of large-diameter steel cylinders by proposing to drain the water from the weakened soil around the cylinder after vibration by a linkage hammer, thereby accelerating the reshaping and consolidation process of the foundation soil and enabling the large-diameter steel cylinder to perform its bearing function in a short time. Moreover, compared with the traditional grouting method for foundation reinforcement, the drainage consolidation method for accelerating the recovery of bearing capacity is more economical and environmentally friendly.

[0027] (2) The present invention also provides a distributed large-diameter steel cylinder bearing capacity rapid recovery system, which can make the reshaping and consolidation of the weakened foundation soil around the cylinder faster and more uniform, significantly accelerate the bearing capacity recovery time and improve the bearing capacity recovery effect; the implementation process of the system is simple and quick and easy to operate; the mobile self-sealing pumping device can be reused and is economical.

[0028] This invention can effectively overcome the problem that the soil around the large-diameter steel cylinder weakens during the vibration and sinking process, resulting in the inability to provide high bearing capacity in the short term. It provides a brand-new technical path for the direct use of large-diameter steel cylinders as bearing foundations, which is of great significance to the development of marine engineering such as ultra-large diameter monopile foundations for offshore wind power and large diameter tethered foundations for floating wind power. Attached Figure Description

[0029] Figure 1 This is a schematic diagram of the load-bearing capacity rapid recovery system provided in this application being installed on a large-diameter steel cylinder;

[0030] Figure 2 This is a cross-sectional view of the distributed drainage channel located on the outer wall of a large-diameter steel cylinder in an embodiment of this application;

[0031] Figure 3 This is a schematic diagram showing the connection point between the diagonal bracing steel plate and the negative pressure pumping pipe in an embodiment of this application. Figure 3 (a) is the location of the lowest point. Figure 3 (b) is the location of the highest point;

[0032] Figure 4 This is a schematic diagram of the negative pressure water pumping pipe in an embodiment of this application;

[0033] Figure 5 This is a schematic diagram of the arrangement of the annular directional barrier device on a large-diameter steel cylinder in an embodiment of this application, wherein... Figure 5 (a) is connected to the outside of the distributed drainage channel. Figure 5 (b) is connected to the outer wall of a large-diameter steel cylinder;

[0034] Figure 6 This is a schematic diagram of a mobile self-sealing pumping device installed in a negative pressure pumping pipeline in an embodiment of this application. Detailed Implementation

[0035] The invention will now be further described with reference to the accompanying drawings.

[0036] Appendix Figures 1 to 6 The accompanying figure labels are as follows:

[0037] 1. Large-diameter steel cylinder; 2. Distributed drainage channel; 21. Negative pressure pumping pipe; 211. No-perforation section; 212. Perforated section; 213. Filter screen; 22. Diagonal bracing steel plate; 3. Annular directional barrier device; 31. Grooved base; 311. Base plate; 312. Wing plate; 32. Diagonal bracing transition plate; 33. Protective cover plate; 34. Grouting bladder; 35. Grouting pipe; 36. One-way grouting valve; 37. Grouting equipment; 4. Mobile self-sealing pumping device; 41. Upper fastening end; 42. Lower fastening end; 43. Hollow diversion pipe; 431. Pressurized one-way valve; 432. Baffle plate; 44. Outer rubber bladder; 45. Inner rubber bladder; 46. Pressure relief valve; 47. Pressure relief valve wire; 48. Negative pressure drainage pipe; 49. Vacuum pump equipment.

[0038] The core idea of ​​this invention is to provide a method for rapidly restoring the bearing capacity of a large-diameter steel cylinder. Specifically, after the large-diameter steel cylinder 1 is driven to the designed depth using a jackhammer, water in the weakened foundation soil on the outer wall of the cylinder 1 is drained, allowing the surrounding foundation soil to be reshaped and consolidated, thus achieving rapid restoration of the bearing capacity of the large-diameter steel cylinder 1. To make the reshaping and consolidation of the foundation soil around the cylinder faster and more uniform, the foundation soil around the large-diameter steel cylinder 1 is drained in layers along the cylinder's axial direction and at multiple points along the cylinder's circumference.

[0039] Based on the above core ideas, this application provides a system for rapid recovery of the load-bearing capacity of a large-diameter steel cylinder, such as... Figure 1 As shown, the system is a distributed transverse negative pressure consolidation system, including a distributed drainage channel 2 installed longitudinally on the outer wall of the large-diameter steel cylinder 1, a transversely installed annular directional barrier device 3, and a mobile self-sealing pumping device 4 installed inside the distributed drainage channel 2.

[0040] Combination Figure 2 In this embodiment, there are three annular directional barrier devices 3. There are five distributed drainage channels 2, which are evenly distributed circumferentially on the large-diameter steel cylinder 1. The relative positions of the points where the distributed drainage channels 2 are arranged in the plane are determined by dividing the circumferential angle of the cross-section of the large-diameter steel cylinder 1 by the number of distributed drainage channels 2 n, and then dividing the angle α by the number of distributed drainage channels 2.

[0041] The distributed drainage channel 2 includes a negative pressure pumping pipe 21 connected to the outer wall of the large-diameter steel cylinder 1 and inclined support steel plates 22 symmetrically arranged on both sides of the negative pressure pumping pipe 21. The negative pressure pumping pipe 21, the inclined support steel plates 22, and the outer wall of the large-diameter steel cylinder 1 constitute an outer cavity. Figure 3 As shown, the lowest point of the connection between the inclined bracing steel plate 22 and the negative pressure pumping pipe 21 is at the horizontal axis of the negative pressure pumping pipe 21, and the highest point of the connection is at the tangent point between the inclined bracing steel plate 22 and the negative pressure pumping pipe 21.

[0042] Combination Figure 4 The negative pressure water pumping pipe 21 is open at the top and sealed at the bottom, and has an alternating perforated section 212 and a non-perforated section 211 arranged from bottom to top. The perforated section 212 has a series of holes at equal intervals along its length to communicate with the outer cavity, and the outer surface of the perforated section 212 is covered with a filter screen 213. The diagonal bracing steel plate 22 has a series of permeable holes corresponding to the positions of the perforated sections 212, which are sealed by the filter screen 213. The outer cavity is sealed at the positions corresponding to the non-perforated sections 211, for example, by welding a steel plate or by applying adhesive.

[0043] Combination Figure 5An annular directional barrier device 3 is positioned corresponding to the unperforated section 211 and includes an outward-facing grooved base 31. The bottom plate 311 of the grooved base 31 is connected to the outer wall of the large-diameter steel cylinder 1 and the distributed drainage channel 2, and the horizontal central axis of the grooved base 31 is at the same height as the center of the unperforated section 211. The wing plates 312 on both sides of the grooved base 31 are connected to the outer wall of the large-diameter steel cylinder 1 through the inclined bracing transition plate 32. A folded grouting bag 34 is placed inside the grooved base 31. The grouting pipe 35 is arranged in the outer cavity near the inner wall of the inclined bracing steel plate 22. One end of the pipe is connected to a one-way grouting valve 36 located at the connection between the grooved base 31 and the inclined bracing steel plate 22, and the other end is connected to the grouting equipment 37 on the ground surface. The opening of the grooved base 31 is covered by a protective cover plate 33 connected to the lower inclined bracing transition plate 32. After grouting is injected into the grouting bag 34, the protective cover plate 33 can be opened.

[0044] One-way grouting valves 36 of all grouting bags 34 are arranged on the inclined support steel plate 22 on the same side. Each grouting pipe 35 is connected to only one one-way grouting valve 36. The grouting volume of each grouting bag 34 is not less than 0.9 times its maximum grouting volume. All grouting bags 34 can be grouted at the same time or grouted sequentially from bottom to top.

[0045] Combination Figure 6 A mobile self-sealing pumping device 4 is installed in the negative pressure pumping pipe 21, including a hollow diversion pipe 43, a negative pressure drainage pipe 48, an upper fastening end 41, and a lower fastening end 42. The upper fastening end 41 and the lower fastening end 42 are circular annular structures of the same size, with an outer diameter slightly smaller than that of the negative pressure pumping pipe 21 and an inner diameter just large enough to pass through a hollow diversion pipe 43. An outer rubber bladder 44 and an inner rubber bladder 45 are installed between the two fastening ends. The outer rubber bladder 44 is connected at the outer diameter of the annular ring of the fastening end, and the inner rubber bladder 45 is connected at 1 / 4 of the annular width of the fastening end.

[0046] The hollow diversion pipe 43 passes through the upper fastening end 41, the inner rubber bladder 45, and the lower fastening end 42. Its upper port is sealed to the annular opening on the upper surface of the upper fastening end 41, and its lower port is sealed to the annular opening on the lower surface of the lower fastening end 42. One end of the negative pressure drainage pipe 48 is connected to the hollow diversion pipe 43, and the other end is connected to the vacuum pump device 49 on the ground. Four pressure-pressurizing check valves 431 are vertically and symmetrically installed at the center of the hollow diversion pipe 43. Each pressure-pressurizing check valve 431 has a downwardly inclined baffle plate 432 installed on its upper part. The baffle plate 432 is used to cut off the flow when the vacuum pump device 49 is started, so that part of the high-speed water flow enters the inner rubber bladder 45 through the pressure-pressurizing check valve 431, thereby causing the outer rubber bladder 44 to squeeze the inner wall of the negative pressure water pumping pipe 21 to achieve a seal. A pressure relief valve 46 is provided at 1 / 8 ring width of the upper fastening end 41. The pressure relief valve 46 is connected to the operating platform on the ground through the pressure relief valve wire 47. It is used to relieve pressure on the inner rubber bladder 45 to release the seal of the outer rubber bladder 44 on the negative pressure water pumping pipe 21, so as to realize the movement of the mobile self-sealing water pumping device 4 in the negative pressure water pumping pipe 21.

[0047] When using it for the first time, fill the space between the inner and outer rubber bladders with liquid and expel the gas from inside the inner rubber bladder 45.

[0048] This application embodiment also provides an implementation method for the large-diameter steel cylinder bearing capacity rapid recovery system, including the following steps:

[0049] 1) After the large-diameter steel cylinder 1 is vibrated and sunk to the design depth, a mobile self-sealing pumping device 4 is inserted into each of all distributed drainage channels 2, and simultaneously lowered to the deepest unopened section 211.

[0050] 2) Start the grouting equipment 37, and fill the grouting bag 34 with cement grout as required to achieve layered isolation of the foundation soil around the large-diameter steel cylinder 1;

[0051] 3) Start the vacuum pump device 49, the baffle plate 432 begins to cut off the flow, and part of the high-speed water flow enters the inner rubber bladder 45 through the pressurized one-way valve 431, causing the outer rubber bladder 44 to expand and squeeze the inner wall of the negative pressure water pumping pipe 21 to form a vacuum environment.

[0052] 4) The vacuum pump equipment 49 continues to work until the water output from the negative pressure drainage pipe 48 decreases and enters a stable state, or the working time is not less than 2 hours.

[0053] 5) Turn off the vacuum pump device 49, pull the pressure relief valve wire 47, the liquid in the inner rubber bladder 45 flows out through the pressure relief valve 46, and the outer rubber bladder 44 retracts; pull all the mobile self-sealing water pumping devices 4 up to the position of the upper layer without openings 211.

[0054] 6) Repeat steps 3) to 5) until the uppermost negative pressure drainage work is completed, retrieve the mobile self-sealing pumping device 4, and fill the distributed drainage channel 2 with cement slurry.

Claims

1. A large diameter steel cylinder load bearing capacity quick recovery system, characterized in that, include: Distributed drainage channels (2) are installed longitudinally on the outer wall of the large-diameter steel cylinder (1), and multiple distributed drainage channels (2) are evenly distributed circumferentially on the large-diameter steel cylinder (1); Multiple annular directional barrier devices (3) are installed on the outer wall of the large-diameter steel cylinder (1) to isolate the foundation soil around the large-diameter steel cylinder (1) in layers. In addition, a mobile self-sealing pumping device (4) is installed inside each distributed drainage channel (2) for layered drainage of the foundation soil around the large-diameter steel cylinder (1); The distributed drainage channel (2) includes a negative pressure pumping pipe (21) and inclined steel plates (22) symmetrically arranged on both sides of the negative pressure pumping pipe (21). The negative pressure pumping pipe (21), the inclined steel plates (22) and the outer wall of the large-diameter steel cylinder (1) form an outer cavity. The negative pressure pumping pipe (21) is open at the top and sealed at the bottom. It has an open section (212) and an unopened section (211) arranged alternately from bottom to top. The open section (212) has holes that communicate with the outer cavity. The inclined steel plate (22) has water-permeable holes that communicate with the outer cavity at the position corresponding to the open section (212). The water-permeable holes and holes are sealed by a filter screen (213). The annular directional barrier device (3) is set at the position corresponding to the holeless section (211), the outer cavity is sealed at the position corresponding to the holeless section (211), and the mobile self-sealing pumping device (4) is set in the negative pressure pumping pipe (21). The mobile self-sealing pumping device (4) includes a hollow diversion pipe (43), a negative pressure drainage pipe (48), an upper fastening end (41), and a lower fastening end (42). The outer diameter of the fastening end is slightly smaller than that of the negative pressure pumping pipe (21). An outer rubber bladder (44) and an inner rubber bladder (45) are installed between the two fastening ends, and liquid is filled between the inner and outer rubber bladders. The hollow diversion pipe (43) passes through the upper fastening end (41), the inner rubber bladder (45), and the lower fastening end (42). One end of the negative pressure drainage pipe (48) is connected to the hollow diversion pipe (43), and the other end is connected to the vacuum pump device (49). A pressure-pressurizing check valve (431) is installed on the hollow diversion pipe (43) to pressurize it. A downward-sloping baffle plate (432) is installed on the upper part of the one-way valve (431) to cut off the flow when the vacuum pump equipment (49) is started, so that part of the high-speed water flow enters the inner rubber bladder (45) through the pressurized one-way valve (431), and then the outer rubber bladder (44) squeezes the inner wall of the negative pressure water pumping pipe (21) to achieve a seal; a pressure relief valve (46) is provided on the upper fastening end (41), and the pressure relief valve (46) is connected to the ground through the pressure relief valve wire (47) to relieve the pressure of the inner rubber bladder (45) so as to release the seal of the outer rubber bladder (44) on the negative pressure water pumping pipe (21) and realize the movement of the mobile self-sealing water pumping device (4) in the negative pressure water pumping pipe (21); The annular directional barrier device (3) includes a grooved base (31) with the opening facing outward. The bottom plate (311) of the grooved base (31) is connected to the outer wall of the large-diameter steel cylinder (1) and the distributed drainage channel (2). The wing plates (312) on both sides of the grooved base (31) are connected to the outer wall of the large-diameter steel cylinder (1) through the inclined bracing transition plate (32). A grouting bag (34) is placed inside the grooved base (31). A grouting pipe (35) is set in the outer cavity. One end of the pipe is connected to a one-way grouting valve (36) set at the connection between the grooved base (31) and the inclined bracing steel plate (22), and the other end is connected to a grouting device (37). The opening of the grooved base (31) is covered by a protective cover plate (33) connected to the lower inclined bracing transition plate (32). When grout is injected into the grouting bag (34), the protective cover plate (33) can be opened.

2. The large diameter steel cylinder load bearing force quick recovery system of claim 1, wherein, The number of distributed drainage channels (2) is at least 3.

3. The large diameter steel cylinder load bearing force quick recovery system of claim 1, wherein, Four pressure check valves (431) are vertically and symmetrically installed at the center of the hollow diversion pipe (43), and a baffle plate (432) is installed on the upper part of each pressure check valve (431).

4. The large diameter steel cylinder capacity quick recovery system of claim 1, wherein, One-way grouting valves (36) of all grouting bags (34) are arranged on the inclined steel plate (22) on the same side. Each grouting pipe (35) is connected to only one one-way grouting valve (36). The grouting volume of each grouting bag (34) is not less than 0.9 times its maximum grouting volume. All grouting bags (34) can be grouted at the same time or grouted sequentially from bottom to top.

5. A method for implementing a rapid recovery system for the bearing capacity of a large-diameter steel cylinder according to any one of claims 1 to 4, characterized in that, include: 1) After the large-diameter steel cylinder (1) is vibrated and sunk to the design depth, a mobile self-sealing pumping device (4) is inserted into each of all distributed drainage channels (2) and simultaneously lowered to the deepest unopened section (211). 2) Start the grouting equipment (37) and inject cement grout into the grouting bag (34) to achieve layered isolation of the foundation soil around the large-diameter steel cylinder (1); 3) Start the vacuum pump equipment (49), the baffle plate (432) begins to cut off the flow, and part of the high-speed water flow enters the inner rubber bladder (45) through the pressurized one-way valve (431), causing the outer rubber bladder (44) to expand and squeeze the inner wall of the negative pressure water pumping pipe (21) to form a vacuum environment; 4) The vacuum pump equipment (49) continues to work until the water output of the negative pressure drainage pipe (48) decreases and enters a stable state, or the working time is not less than 2 hours; 5) Turn off the vacuum pump (49), pull the pressure relief valve wire (47), the liquid in the inner rubber bladder (45) flows out through the pressure relief valve (46), and the outer rubber bladder (44) retracts; pull all the mobile self-sealing pumping devices (4) up to the position of the upper layer without openings (211). 6) Repeat steps 3) to 5) until the uppermost negative pressure drainage work is completed, retrieve the mobile self-sealing pumping device (4), and fill the distributed drainage channel (2) with cement slurry.

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