Foundation treatment method

Abstract

The invention relates to a foundation treatment method which comprises the steps that S1, foundation treatment is conducted; S2, piling is conducted, specifically, a steel pipe pile and a pile tip arranged on the lower end face of the steel pipe pile are sunk into the position below the foundation in the step S1 through a vibration pile sinking and pulling machine, and the lower end face of the steel pipe pile reaches the designed elevation; s3, filling and tamping are conducted, specifically, the mixed lime soil is transported to the position beside the steel pipe pile in the step S2 through transportation equipment, then the steel pipe pile hole in the step S2 is slowly filled with the lime soil through conveying equipment, and the lime soil in the steel pipe pile is tamped through tamping equipment; and S4, pulling-out is conducted, specifically, after tamping is completed, the steel pipe piles and the tamped lime soil are pulled out through a vibration pile sinking and pulling machine to form supporting piles, the lime soil supporting piles obtained through the steps S1 to S4 are obtained, compared with pine piles or Chinese fir piles, the tamped lime soil supporting piles have good compactness and integrity, and the vertical bearing capacity and the lateral bearing capacity of the supporting piles are improved. The method has the effect of improving the bearing capacity of the foundation and the stability of the river channel revetment.

Description

Technical Field

[0001] The present application relates to the technical field of foundation treatment, and in particular to a foundation treatment method. Background Art

[0002] River bank protection projects are engineering measures taken to protect river embankments from water flow, wind and wave invasion and scouring. At present, the main method used for small river retaining wall bank protection projects is wooden pile revetment. The wooden pile revetment is mainly achieved by driving pine piles or fir piles into the river bank foundation, using the shear, bending and compression resistance of the piles to resist the scouring, erosion and lateral soil pressure of the river bank by water flow, thereby achieving the purpose of protecting the stability of the river bank.

[0003] However, there are several problems with using wood piles as revetments. First, wood piles mainly rely on the friction between the pile body and the surrounding soil and the resistance of the pile end to bear the upper load. However, the vertical and lateral loads that wood piles can bear are significantly smaller. When subjected to large river bank soil pressure, water pressure or upper additional loads, the wood pile revetments may partially collapse due to insufficient bearing capacity. Second, wood piles are exposed to water environments for a long time and are susceptible to microbial erosion, chemical corrosion, and alternating dry and wet effects. These effects will decompose components such as cellulose in the wood, causing the wood piles to decay. The decay of wood piles will further reduce the load that the wood piles can bear, and reduce the bearing capacity of the foundation and the stability of the river bank protection.

[0004] With respect to the above-mentioned related technologies, the inventors believe that the use of pine piles and fir piles as a treatment method for river bank protection will lead to a decrease in the bearing capacity of the foundation and the stability of the river bank protection, and the river bank protection is prone to collapse, which has obvious shortcomings. Summary of the invention

[0005] In order to improve the bearing capacity of the foundation and enhance the stability of the river bank protection, the present application provides a foundation treatment method.

[0006] A foundation treatment method provided in this application adopts the following technical solution: A foundation treatment method comprises the following steps: S1. Foundation treatment: compact and level the foundation at the construction site; S2, piling: sinking the steel pipe pile and the pile tip arranged on the lower end surface of the steel pipe pile into the foundation below step S1 by a vibrating pile sinker and extractor, so that the lower end surface of the steel pipe pile reaches the designed elevation; S3, filling and compacting: transporting the mixed lime soil to the steel pipe pile of step S2 by means of a transport device, then slowly filling the lime soil into the pile hole of the steel pipe pile of step S2 by means of a transport device, and compacting the lime soil in the steel pipe pile by means of a compacting device; S4. Removal: After compaction, the steel pipe piles are removed by a vibrating pile driver, and the compacted lime soil forms support piles.

[0007] By adopting the above technical scheme, lime soil support piles are obtained through steps S1 to S4. Compared with pine piles or fir piles, the compacted lime soil support piles have good density and integrity, and the vertical bearing capacity and lateral bearing capacity of the support piles are improved. At the same time, the lime soil support piles have good corrosion resistance and resistance to alternating dry and wet effects, which reduces the possibility of cracks or breakages in the lime soil support piles due to the water environment, thereby effectively improving the bearing capacity of the foundation and the stability of the river bank protection, and reducing the possibility of river bank protection collapse.

[0008] Optionally, before performing step S3, the sediment inside the steel pipe pile hole is cleaned and the mud is replaced with clean water.

[0009] By adopting the above technical solution, when there is sediment in the pile hole, the lime soil cannot be evenly filled in the pile hole. When the compaction equipment applies pressure to the lime soil, the sediment will occupy a certain space, resulting in the lime soil in the area where the sediment exists. The area cannot be fully compacted, resulting in uneven density of the lime soil, which seriously reduces the strength and bearing capacity of the lime soil support piles. Therefore, before step S3, the inside of the pile hole is cleaned to ensure the cleanliness of the inside of the pile hole, reduce the adverse effects of the sediment on the strength and bearing capacity of the support piles, and effectively ensure the bearing capacity of the foundation and the stability of the river bank protection.

[0010] Optionally, when performing step S3, lime soil is filled into the pile hole of the steel pipe pile in layers, and each layer of lime soil is compacted after filling until the height of the lime soil reaches the ground elevation.

[0011] By adopting the above technical scheme, the pores between the lime soil particles are effectively compressed through the compaction of each layer, and the friction and bite force between the particles are enhanced. Compared with one-time filling and compaction, the layered operation can make each layer of lime soil fully compacted, avoiding the situation that the bottom lime soil cannot be compacted due to excessive upper pressure or the top lime soil is loose due to insufficient pressure, thereby reducing the porosity of the lime soil and effectively improving the density of the lime soil, thereby ensuring the uniform distribution of the lime soil inside the pile hole, significantly improving the structural strength of the supporting piles, and effectively improving the bearing capacity of the foundation and the stability of the river bank protection.

[0012] Optionally, when compacting each layer of lime soil, the compacting equipment first applies pressure to the outer circumference of the steel pipe pile, and then applies pressure to the inner circumference of the steel pipe pile until the single layer of lime soil is compacted and leveled.

[0013] By adopting the above technical scheme, during the tamping of the outer side, the lime soil on the outer side is squeezed toward the inner wall of the pile hole by the tamping force, so that the tiny pores between the inner wall of the pile hole and the lime soil are filled with the lime soil, and the reaction force of the pile wall on the lime soil can be used to initially compact the lime soil on the outer side. Then, when tamping the inner circle lime soil, the initially compacted outer circle lime soil can limit the excessive diffusion of the inner circle lime soil to the surrounding areas, so that the inner circle lime soil is compacted in a more stable state. Compared with a single full tamping, the alternating tamping method avoids the excessive compaction of the lime soil in the center due to the direct impact of the tamping force, and the insufficient compaction of the outer circle lime soil close to the pile wall due to the dispersion of the tamping force, thereby ensuring the uniformity of the lime soil density and improving the structural strength of the lime soil support piles.

[0014] Optionally, after performing step S4, a cushion layer is laid on top of the supporting piles obtained in step S4.

[0015] By adopting the above technical solution, when vertical load acts on the supporting pile, the cushion layer plays a role of buffering and regulation, and the cushion layer can redistribute the vertical load on the top of the supporting pile, so that part of the load is transferred to the soil between the piles through the cushion layer, and the other part is transferred to the supporting pile. It avoids excessive settlement of the top of the supporting pile due to excessive concentrated load, thereby protecting the structural strength of the supporting pile and improving the bearing capacity of the foundation and the stability of the river bank.

[0016] Optionally, the compaction equipment used in step S3 includes a frame, a winch is provided on the frame, a steel wire rope is wound on the outer surface of the winch, a compaction assembly is provided on the frame, the compaction assembly includes a first weight and a second weight, the second weight is sleeved on the outer surface of the first weight and has a diameter the same as the diameter of the steel pipe pile hole, the first weight is arranged at the end of the steel wire rope away from the winch, the first weight is connected to the second weight by a connecting assembly, and a separation piece is provided on the frame to separate the first weight and the second weight.

[0017] By adopting the above technical solution, before compaction, the lower end surfaces of the first weight and the second weight are partially extended to the inside of the pile hole, and then the connection state of the first weight and the second weight is cancelled by the separation piece, and the second weight hits the outer peripheral side of the lime soil under the action of gravity, and then the first weight is dropped by controlling the relaxation of the steel wire rope by the winch, and the first weight hits the inner peripheral side of the lime soil under the action of gravity. After the first weight hits the lime soil, the connecting assembly connects the first weight and the second weight, and finally the steel wire rope is tightened by the winch to pull the first weight and the second weight upward, and the above operation is repeated until the lime soil is compacted and leveled.

[0018] Optionally, the outer surface of the first weight is provided with a first slot and a first slide corresponding to the plurality of the connecting components one by one, the first slot is connected to the first slide, the surface of the second weight facing the first weight is provided with a second slot and a second slide corresponding to the plurality of the connecting components one by one, the second slot is connected to the second slide, the connecting component includes a connecting block sliding in the second slot, a first magnetic block for adsorbing the connecting block is provided on the inner side wall of the first slot, a second magnetic block for adsorbing the connecting block is provided on the inner side wall of the second slot, the first magnetic block is attached to the connecting block The magnetic force of the block is greater than the magnetic force of the second magnetic block on the connecting block, the separating piece is a driving block slidably connected in the first slide slot and the second slide slot, the driving block is arranged on the connecting block, when the first magnetic block absorbs the connecting block, the connecting block is arranged in the first card slot and the second card slot, the driving block is arranged in the first slide slot and the second slide slot, when the second magnetic block absorbs the connecting block, the connecting block is arranged in the second card slot, the driving block is arranged in the second slide slot, and a driving component for driving the driving block to move toward the second slide slot is arranged on the frame.

[0019] By adopting the above technical scheme, in the initial state, the first magnetic block attracts the first connecting block, the connecting block is clamped in the first slot and the second slot, and the first weight is connected to the second weight. When separated, the driving component overcomes the attraction of the first magnetic block to the connecting block, and the driving component pushes the driving block to move in the direction of the second slot. The movement of the driving block drives the connecting block to move. When the end of the connecting block moves out of the first slot, the first weight is separated from the second weight, and the connecting block is adsorbed inside the second slot by the second magnetic block, and the second weight falls under the action of its own gravity; after the first weight hits the surface of the lime soil, the first slot is connected to the second slot. At this time, the first magnetic block attracts the connecting block to the inside of the second slot, the first weight is connected to the second weight, and the winch is started to drive the first weight to move upward so that the next compaction operation can be carried out. Such an arrangement realizes the alternating falling of the first weight and the second weight.

[0020] Optionally, the driving assembly includes a connecting plate slidably arranged on the frame, the connecting plate is provided with a groove, a driving airbag is arranged in the groove, the driving airbag is made of elastic material, the driving airbag is filled with gas, an air supply pipe is connected to the driving airbag, an airbag is connected to the end of the air supply pipe, one end face of the airbag is fixedly connected to the inner wall of the first slide groove, when the airbag is inflated, the airbag pushes the driving block to move toward the second slide groove, and when the airbag is expanded to the maximum extent, the connecting block is set in the second card slot.

[0021] By adopting the above technical solution, when the first weight rises to the connecting plate, the winch continues to lift the first weight so that the first weight squeezes the driving airbag. The driving airbag is instantly squeezed and compressed, and the gas in the driving airbag moves along the air pipe into the airbag. The airbag is instantly inflated and pushes the driving block to move toward the inside of the second slide groove. When the driving block moves out of the first slide groove, the first weight is separated from the second weight, and the second weight falls. When the first weight falls, the squeezing force on the driving airbag disappears, and the driving airbag resets under the action of its own elastic force. The air cavity inside the driving airbag increases, and the gas in the airbag flows back to the driving airbag along the air pipe to facilitate the next movement of the separating component.

[0022] In summary, the present application includes at least one of the following beneficial technical effects: 1. The present application obtains lime soil support piles through steps S1 to S4. Compared with pine wood piles or fir wood piles, the compacted lime soil support piles have good density and integrity, and the vertical bearing capacity and lateral bearing capacity of the support piles are improved. At the same time, the lime soil support piles have good corrosion resistance and resistance to alternating dry and wet conditions, which reduces the possibility of cracks or fractures in the lime soil support piles caused by the water environment, thereby effectively improving the bearing capacity of the foundation and the stability of the river bank protection, and reducing the possibility of river bank protection collapse; 2. The present application adopts a layered filling and compacting method in step S3, and the layered filling and compacting makes each layer of lime soil fully compacted, avoiding the situation that the bottom lime soil cannot be compacted due to excessive upper pressure or the top lime soil is loose due to insufficient pressure, thereby ensuring the uniform distribution of lime soil inside the pile hole, significantly improving the structural strength of the supporting piles, and effectively improving the bearing capacity of the foundation and the stability of the river bank protection; 3. The present application sets a first weight and a second weight. During the compaction process, the second weight first applies pressure to the outer side of the steel pipe pile, and then the first weight applies pressure to the inner side of the steel pipe pile until each layer of lime soil is compacted and leveled. During the compaction of the outer side, the lime soil on the outer side is squeezed toward the inner wall of the pile hole by the impact force, so that the tiny pores between the inner wall of the pile hole and the lime soil are filled with lime soil, and the reaction force of the pile wall on the lime soil can be used to initially compact the lime soil on the outer side. Then, when compacting the inner circle of lime soil, the initially compacted outer circle of lime soil can limit the excessive diffusion of the inner circle of lime soil to the surrounding areas, so that the inner circle of lime soil is compacted in a more stable state. BRIEF DESCRIPTION OF THE DRAWINGS

[0023] Figure 1 It is a schematic diagram of a foundation treatment method in this application.

[0024] Figure 2 It is a cross-sectional view of a steel pipe pile in an embodiment of the present application.

[0025] Figure 3 It is a structural schematic diagram of the compaction equipment in the embodiment of the present application.

[0026] Figure 4 It is a schematic diagram used to illustrate the separation of the first weight and the second weight in the embodiment of the present application.

[0027] Figure 5 yes Figure 4 Enlarged view of point A in the middle.

[0028] Figure 6 It is a schematic diagram used to illustrate the connection between the first weight and the second weight in the embodiment of the present application.

[0029] Explanation of the reference numerals in the accompanying drawings: 00, foundation; 01, steel pipe pile; 02, pile hole; 03, pile tip; 04, lime soil; 05, mattress layer; 1, frame; 101, mounting plate; 102, directional plate; 103, fixed pulley; 2, winch; 3, wire rope; 4, compaction assembly; 41, first weight; 411, first slot; 412, first slide; 42, second weight; 421, second slot; 422, second slide; 5, connecting assembly; 51, connecting block; 52, first magnetic block; 53, second magnetic block; 6, separator; 61, drive block; 7, drive assembly; 71, connecting plate; 711, groove; 72, drive airbag; 73, air pipe; 74, airbag. DETAILED DESCRIPTION

[0030] The following is combined with Figure 1-6 This application is described in further detail.

[0031] The embodiment of the present application discloses a foundation treatment method.

[0032] Reference Figure 1 , a foundation treatment method comprises the following steps: S1. Foundation treatment: compact and level the foundation at the construction site.

[0033] Compacting and leveling the foundation at the construction site can provide a solid and flat foundation for subsequent steps. This ensures that the steel pipe piles are vertical when they are sunk into the foundation, and reduces problems such as pile tilting caused by uneven or soft foundations.

[0034] S2. Pile driving: The vibrating pile driver moves to the designated piling position, and pre-installs the pile tip on the lower end face of the steel pipe pile. The steel pipe pile is then clamped by the clamp on the vibrating pile driver, and the vibrating pile driver is started. The steel pipe pile and the pile tip are driven into the ground under the vibration of the vibrating pile driver. When the lower end face of the steel pipe pile reaches the designed elevation, the vibrating pile driver is turned off, and the above steps are repeated until all the steel pipe piles are driven.

[0035] The steel pipe pile 01 in step S2 includes a steel pipe pile 01 , which is provided with a pile hole 02 along the axial direction, and the outer peripheral side wall of the steel pipe pile 01 is detachably connected with a pile tip 03 , which is sleeved on the outer surface of the steel pipe pile 01 and closes the lower end surface of the steel pipe pile 01 .

[0036] S3, filling and compacting: First, the sediment inside the steel pipe pile hole is processed and the mud is replaced with clean water. The sediment processing ensures the cleanliness of the inside of the pile hole and reduces the adverse effects of sediment lime soil filling and compaction; After the treatment is completed, the mixed lime soil is transported to the steel pipe piles that have been piled by transportation equipment. Then, the thickness of the steel pipe piles is divided according to the characteristics of the lime soil itself, and the lime soil is transported to the inside of the steel pipe piles in layers according to the divided thickness through the lime soil transportation equipment. After each layer of lime soil is filled, the lime soil in the steel pipe piles is compacted by the compaction equipment. Through the compaction of each layer, the pores between the lime soil particles are effectively compressed, and the friction and bite force between the particles are enhanced. Compared with one-time filling and compaction, the layered operation can make each layer of lime soil fully compacted, avoiding the situation that the bottom lime soil cannot be compacted due to excessive upper pressure or the top lime soil is loose due to insufficient pressure, ensuring the uniform distribution of lime soil inside the pile hole; Reference Figure 2 and Figure 3 The compaction equipment used in step S3 includes a frame 1, a traveling device (not shown in the figure) is installed on the outer surface of the frame 1, the traveling device is used to drive the frame 1 to move, a winch 2 is fixedly installed at the central position of the frame 1, a steel wire rope 3 is wound around the outer surface of the winch 2, the winch 2 can reel in and lower the steel wire rope 3, a mounting plate 101 is fixedly installed on one side of the frame 1 close to the steel pipe pile 01, the length direction of the mounting plate 101 is perpendicular to the length direction of the steel pipe pile 01, an orienting plate 102 is fixedly installed on the top of the mounting plate 101, an orienting assembly is fixedly installed on the orienting plate 102, the orienting assembly includes two fixed pulleys 103 rotatably connected to the orienting plate 102, and the end of the steel wire rope 3 away from the winch 2 is wound around the fixed pulley 103.

[0037] Reference Figure 3 , Figure 4 and Figure 5A tamping assembly 4 is provided on the frame 1, and the tamping assembly 4 includes a first weight 41 and a second weight 42. The second weight 42 is sleeved on the outer surface of the first weight 41 and has a diameter the same as the diameter of the pile hole 02 of the steel pipe pile 01. The cross-section of the first weight 41 and the second weight 42 is the same as the cross-section of the pile hole 02, wherein the second weight 42 is used to hammer the outer peripheral side of the lime soil 04, and the first weight 41 is used to hammer the inner peripheral side of the lime soil 04. The first weight 41 is fixedly connected to the end of the wire rope 3 away from the winch 2, and the first weight 41 and the second weight 42 are detachably connected through a plurality of connecting assemblies 5. In this embodiment, the number of connecting assemblies 5 is four, and the four connecting assemblies 5 are evenly and equidistantly distributed on the outer surface of the first weight 41.

[0038] Reference Figure 3 , Figure 4 and Figure 5 The first weight 41 is provided with a plurality of separation pieces 6 for separating the first weight 41 and the second weight 42, and the plurality of separation pieces 6 correspond one-to-one to the connecting components 5. The outer surface of the first weight 41 is provided with a first card slot 411 and a first slide slot 412 corresponding one-to-one to the four connecting components 5. The first card slot 411 and the first slide slot 412 are equidistantly and evenly distributed on the outer peripheral side of the first weight 41 and are interconnected. The surface of the second weight 42 facing the first weight 41 is provided with a second card slot 421 and a second slide slot 422. The second card slot 421 and the second slide slot 422 are equidistantly and evenly distributed on the inner peripheral side of the second weight 42 and are interconnected.

[0039] Reference Figure 4 and Figure 5 The connecting assembly 5 includes a connecting block 51 sliding in the second slot 421, a first magnetic block 52 for adsorbing the connecting block 51 is fixedly connected to the inner wall of the first slot 411, and a second magnetic block 53 for adsorbing the connecting block 51 is fixedly connected to the inner wall of the second slot 421. The magnetic force of the first magnetic block 52 on the connecting block 51 is greater than the magnetic force of the second magnetic block 53 on the connecting block 51. The separating member 6 is a driving block 61 slidingly connected in the first slide slot 412 and the second slide slot 422. The driving block 61 is fixedly connected to the connecting block 5 1, when the first magnetic block 52 attracts the connecting block 51, the connecting block 51 is arranged inside the first slot 411 and the second slot 421, and the driving block 61 is arranged inside the first slide slot 412 and the second slide slot 422. At this time, the first weight 41 is connected to the second weight 42; when the second magnetic block 53 attracts the connecting block 51, the connecting block 51 is arranged in the second slot 421, and the driving block 61 is arranged in the second slide slot 422. A driving component 7 for driving the driving block 61 to move toward the second slide slot 422 is arranged on the frame 1.

[0040] Reference Figure 4 , Figure 5 and Figure 6The driving assembly 7 includes a connecting plate 71 slidably arranged on the frame 1. The driving method of the connecting plate 71 is driven by a cylinder or a screw. The method of driving the connecting plate 71 is a prior art and is not repeated in this embodiment. A avoidance hole (not shown in the figure) for the wire rope 3 to be arranged is provided on the connecting plate 71. A groove 711 is provided on the connecting plate 71. The cross section of the groove 711 is the same as the cross section of the pile hole 02. A driving airbag 72 is fixedly connected inside the groove 711. The driving airbag 72 is made of elastic material. The driving airbag 72 is filled with gas. The driving airbag 72 is connected to the transmission holes 412 corresponding to the four first slide grooves 412. The air pipe 73, the air outlet end of the air pipe 73 passes through the first weight 41 and extends to the inside of the corresponding first slide groove 412, and the air outlet end of the air pipe 73 is connected to an airbag 74. In the present embodiment, in order to adapt to the movement of the first weight 41, the air pipe 73 is a corrugated tube, and the first weight 41 is provided with an avoidance groove (not shown in the figure) for the air pipe 73 to pass through. One side end face of the airbag 74 is fixedly connected to the inner wall of the first slide groove 412. When the airbag 74 is inflated, the airbag 74 pushes the driving block 61 to move toward the direction of the second slide groove 422. When the airbag 74 is inflated to the maximum extent, the connecting block 51 moves to the inside of the second slot 421.

[0041] Reference Figures 3 to 6 When the single layer of lime soil 04 is filled, the frame 1 is moved to the vicinity of the steel pipe pile 01, and the first weight 41 and the second weight 42 are ensured to be located directly above the pile hole 02. In the initial state, the first magnetic block 52 attracts the first connecting block 51, the connecting block 51 is clamped in the first clamping groove 411 and the second clamping groove 421, the driving block 61 is clamped in the first slide groove 412 and the second slide groove 422, and the first weight 41 is connected to the second weight 42; After the position of the frame 1 is adjusted, the wire rope 3 is tightened by the winch 2, and the wire rope 3 drives the first weight 41 and the second weight 42 to move toward the connecting plate 71. The distance between the first weight 41 and the driving airbag 72 is continuously reduced. When the first weight 41 hits the driving airbag 72, the driving airbag 72 is squeezed and compressed instantly, and the gas in the driving airbag 72 moves along the air pipe 73 to the airbag 74. The airbag 74 is instantly inflated and pushes the driving block 61 toward the second slide groove 422, when the driving block 61 moves out of the first slide groove 412, the connecting block 51 is separated from the first clamping groove 411, at this time, the first weight 41 is separated from the second weight 42, and the second weight 42 falls under the action of gravity and hammers the outer peripheral side of the lime soil 04. During the falling process of the second weight 42, the second magnetic block 53 attracts the connecting block 51 inside the second clamping groove 421 to prevent the connecting block 51 from moving out of the second clamping groove 421 and causing an adverse effect on the falling of the first weight 41; After the second weight 42 falls, the hoist 2 controls the wire rope 3 to relax, and the first weight 41 falls under its own gravity and hammers the inner circumference of the lime soil 04. During the falling process of the first weight 41, the squeezing force on the driving airbag 72 disappears, and the driving airbag 72 is reset under its own elastic force, the air cavity inside the driving airbag 72 increases, and the gas in the airbag 74 flows back to the driving airbag 72 along the air pipe 73; When the first weight 41 has finished hammering, the first weight 41 and the second weight 42 are both located above the lime soil 04. At this time, the first slot 411 and the second slot 421 are connected to each other, and the first magnetic block 52 overcomes the suction force of the second magnetic block 53 to adsorb the connecting block 51 to the inside of the second slot 421. The first weight 41 is connected to the second weight 42. Then the winch 2 starts to pull the steel wire rope 3, and the steel wire rope 3 drives the first weight 41 and the second weight 42 to move toward the direction of the driving airbag 72. Repeat the above operation to achieve the alternating fall of the second weight 42 and the first weight 41, thereby achieving the alternating compaction of the outer and inner sides of the lime soil 04. During the compaction process, the second heavy hammer 42 first applies pressure to the outer circumference of the steel pipe pile 01, and then the first heavy hammer 41 applies pressure to the inner circumference of the steel pipe pile 01 until each layer of lime soil 04 is compacted and leveled. During the compaction process of the outer circumference, the lime soil 04 on the outer circumference is squeezed toward the inner wall of the pile hole 02 by the compaction force, so that the tiny pores between the inner wall of the pile hole 02 and the lime soil 04 are filled with the lime soil 04, and the reaction force of the pile wall on the lime soil 04 can be used to make the lime soil 04 on the outer circumference initially compacted, and then When the inner circle of lime soil 04 is compacted, the initially compacted outer circle of lime soil 04 can limit the excessive diffusion of the inner circle of lime soil 04 to the surroundings, so that the inner circle of lime soil 04 is compacted in a more stable state. Compared with a single full compaction, the alternating compaction method avoids the excessive compaction of the central part of the lime soil 04 due to the direct impact of the tamping force, and the insufficient compaction of the outer circle of lime soil 04 close to the pile wall due to the dispersion of the tamping force, thereby ensuring the uniformity of the density of the lime soil 04 and improving the structural strength of the lime soil support piles.

[0042] S4. After compaction, the steel pipe piles are removed by a vibrating pile sinker and extractor, and the compacted lime soil forms support piles, on top of which a cushion layer 05 is laid.

[0043] When vertical load acts on the supporting pile, the cushion layer plays a role of buffering and regulation. The cushion layer can redistribute the vertical load on the top of the supporting pile, so that part of the load is transferred to the soil between the piles through the cushion layer, and the other part is transferred to the supporting pile. It avoids excessive settlement of the top of the supporting pile due to excessive concentrated load, thereby protecting the structural strength of the supporting pile and improving the bearing capacity of the foundation and the stability of the river bank protection.

[0044] The implementation principle of a foundation treatment method in an embodiment of the present application is: lime soil support piles are obtained through steps S1 to S4. Compared with pine piles or fir piles, the compacted lime soil support piles have good density and integrity, and the vertical bearing capacity and lateral bearing capacity of the support piles are improved. At the same time, the lime soil support piles have good corrosion resistance and resistance to dry-wet alternation, which reduces the possibility of cracks or breakages in the lime soil support piles due to the water environment, thereby effectively improving the bearing capacity of the foundation and the stability of the river bank protection, and reducing the possibility of river bank protection collapse.

[0045] The above are all preferred embodiments of the present application, and the protection scope of the present application is not limited thereto. Therefore, any equivalent changes made according to the structure, shape, and principle of the present application should be included in the protection scope of the present application.

Claims

1. A foundation treatment method, characterized in that: The steps include: S1. Foundation treatment: compact and level the foundation at the construction site; S2, piling: sinking the steel pipe pile and the pile tip arranged on the lower end surface of the steel pipe pile into the foundation below step S1 by a vibrating pile sinker and extractor, so that the lower end surface of the steel pipe pile reaches the designed elevation; S3, filling and compacting: transporting the mixed lime soil to the steel pipe pile of step S2 by means of a transport device, then slowly filling the lime soil into the pile hole of the steel pipe pile of step S2 by means of a transport device, and compacting the lime soil in the steel pipe pile by means of a compacting device; S4. Removal: After compaction, the steel pipe piles are removed by a vibrating pile driver, and the compacted lime soil forms support piles.

2. A foundation treatment method according to claim 1, characterized in that: Before performing step S3, the sediment inside the steel pipe pile hole is cleaned and the mud is replaced with clean water.

3. A foundation treatment method according to claim 2, characterized in that: When performing step S3, lime soil is filled into the steel pipe pile hole in layers, and each layer of lime soil is compacted after filling until the height of the lime soil reaches the ground level.

4. A foundation treatment method according to claim 3, characterized in that: When compacting each layer of lime soil, the compacting equipment first applies pressure to the outer circumference of the steel pipe pile, and then applies pressure to the inner circumference of the steel pipe pile until the single layer of lime soil is compacted and leveled.

5. A foundation treatment method according to claim 4, characterized in that: After step S4, a cushion layer is laid on the top of the supporting piles obtained in step S4.

6. A foundation treatment method according to claim 1, characterized in that: The compaction equipment used in step S3 comprises a frame (1), a winch (2) is arranged on the frame (1), a steel wire rope (3) is wound on the outer surface of the winch (2), a compaction assembly (4) is arranged on the frame (1), the compaction assembly (4) comprises a first weight (41) and a second weight (42), the second weight (42) is sleeved on the outer surface of the first weight (41) and has a diameter the same as the diameter of the pile hole (02) of the steel pipe pile (01), the first weight (41) is arranged at the end of the steel wire rope (3) away from the winch (2), the first weight (41) and the second weight (42) are connected by a plurality of connecting assemblies (5), and a separation member (6) for separating the first weight (41) and the second weight (42) is arranged on the frame (1).

7. A foundation treatment method according to claim 6, characterized in that: The outer surface of the first weight (41) is provided with a first slot (411) and a first slide groove (412) corresponding to the plurality of connection components (5) one by one, the first slot (411) is connected to the first slide groove (412), the surface of the second weight (42) facing the first weight (41) is provided with a second slot (421) and a second slide groove (422) corresponding to the plurality of connection components (5) one by one, the second slot (421) is connected to the second slide groove (422), the connection component (5) comprises a connection block (51) sliding in the second slot (421), a first magnetic block (52) for adsorbing the connection block (51) is provided on the inner side wall of the first slot (411), a second magnetic block (53) for adsorbing the connection block (51) is provided on the inner side wall of the second slot (421), the first magnetic block (52) has a greater magnetic force on the connection block (51). Due to the magnetic force of the second magnetic block (53) on the connecting block (51), the separating member (6) is a driving block (61) slidably connected in the first slide groove (412) and the second slide groove (422), and the driving block (61) is arranged on the connecting block (51). When the first magnetic block (52) absorbs the connecting block (51), the connecting block (51) is arranged in the first card groove (411) and the second card groove (421), and the driving block (61) is arranged in the first slide groove (412) and the second slide groove (422). When the second magnetic block (53) absorbs the connecting block (51), the connecting block (51) is arranged in the second card groove (421), and the driving block (61) is arranged in the second slide groove (422). A driving component (7) for driving the driving block (61) to move toward the second slide groove (422) is arranged on the frame (1).

8. A foundation treatment method according to claim 7, characterized in that: The driving assembly (7) comprises a connecting plate (71) slidably arranged on the frame (1), the connecting plate (71) being provided with a groove (711), a driving airbag (72) being arranged in the groove (711), the driving airbag (72) being made of elastic material, the driving airbag (72) being filled with gas, an air supply pipe (73) being connected to the driving airbag (72), an end of the air supply pipe (73) being connected to an airbag (74), one end surface of the airbag (74) being fixedly connected to the inner wall of the first slide groove (412), when the airbag (74) is inflated, the airbag (74) pushes the driving block (61) to move toward the second slide groove (422), and when the airbag (74) is expanded to the maximum extent, the connecting block (51) is arranged in the second slot (421).

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