A stability maintaining system for a bored pile construction and a construction method thereof

Abstract

The application provides a stability maintaining system for bored pile construction and a construction method thereof. The stability maintaining system for bored pile construction comprises a casing and a soil layer reinforcing assembly. The casing and the soil layer reinforcing assembly both extend along a vertical direction. The soil layer reinforcing assembly is arranged around the radial outer side of the casing and forms a limiting space between the casing and the soil layer reinforcing assembly. The soil layer reinforcing assembly comprises a plurality of reinforcing members arranged along the circumference of the casing. Each reinforcing member extends along the vertical direction. The stability maintaining system for bored pile construction can improve usability, improve construction efficiency, reduce construction cost, and does not need a specially made thickened steel casing. When the steel casing is pulled out, the waste of concrete can be reduced.

Description

Technical Field

[0001] This invention relates to the field of bored pile construction technology, and more specifically, to a stabilization system and construction method for bored pile construction. Background Technology

[0002] Drilled cast-in-place piles are piles constructed by creating a hole in the foundation soil on-site using methods such as mechanical drilling, steel pipe extrusion, or manual excavation. A reinforcing cage is then placed inside the hole, and concrete is poured in. Depending on the hole-forming method, cast-in-place piles can be further classified into driven cast-in-place piles, drilled cast-in-place piles, and excavated cast-in-place piles. The construction process for drilled cast-in-place piles typically includes the following steps: First, the pile location is determined. Then, a steel casing is installed, and the deviation between the pile location and the casing center is measured and corrected. Next, a drilling rig is used to drill the hole. The pre-fabricated reinforcing cage is placed into the hole, fixed, and a tremie pipe is lowered. The hole is then cleaned a second time, and concrete is poured in. A specialist measures the tremie pipe's embedment depth, thus completing the casting of the cast-in-place pile.

[0003] Drilled piles, as a type of non-displacement pile for improving foundations, have advantages such as convenient construction, fast project progress, no need for large machinery and equipment, and strong seismic performance, thus they are widely used in foundation treatment construction. Generally, bored piles are suitable for clay layers, silty clay layers, or clay layers containing a small amount of sand and gravel with low groundwater content. When bored piles pass through backfill soil layers, soft soil layers, and silt layers containing sand and gravel, on the one hand, the high permeability of these strata can easily cause water seepage in the retaining wall support; on the other hand, the poor self-stability of these strata makes the borehole prone to collapse during construction.

[0004] Therefore, steel casings are typically installed at the borehole opening during the drilling of bored piles to support the weak soil layers and ensure the verticality of the borehole. Due to the soft soil, the steel casing is prone to deformation under its own weight. Simply increasing the thickness of the steel casing leads to a sharp increase in its weight, significantly increasing the pull-out force required to remove it. Even if the reinforced steel casing can be pulled out, the high-density, fluid concrete exerts an outward pressure on the weak soil layer, causing the borehole diameter to increase. This necessitates the pouring of additional concrete, further increasing construction costs; this phenomenon is commonly known as "over-cubic-metering."

[0005] As an alternative solution, a common approach is to simply reinforce the soil around the steel casing using clay compaction or adhesive-modified methods. While simple and easy to implement, these methods involve a large amount of work and are costly. Another option is a stabilization device for bored pile steel casings. This solution requires the use of: limiting rod one, limiting rod two, a three-lobed mold, fastening bolts, ring hoop one, ring hoop two, reinforcing soil, grouting pipe, and steel plate. These accessories are only suitable for boreholes with a fixed diameter; different diameters require different three-lobed molds and different steel plates, resulting in a complex structure, high cost, and inconvenient use. Summary of the Invention

[0006] The primary objective of this invention is to provide a stabilization system for bored pile construction that improves ease of use, increases construction efficiency, reduces construction costs, eliminates the need for specially thickened steel casings, and minimizes concrete waste when removing the steel casings.

[0007] The second objective of this invention is to provide a construction method for the aforementioned stability maintenance system.

[0008] To achieve the aforementioned first objective, the present invention provides a stabilization system for bored pile construction, including a casing and a soil reinforcement component; both the casing and the soil reinforcement component extend in a vertical direction, and the soil reinforcement component surrounds the radially outer side of the casing and forms a limiting space between them; the soil reinforcement component includes a plurality of reinforcement members arranged circumferentially along the casing, and each reinforcement member extends in a vertical direction.

[0009] As can be seen from the above scheme, by setting soil reinforcement components outside the casing, the soil layer around the steel casing is divided into an inner and outer soil layer. A tortuous path is formed between adjacent reinforcement components, connecting the inner and outer soil layers, which increases the flow resistance of the soil. Because the inner diameter of the soil reinforcement component is larger than the outer diameter of the casing, the deformation of the soil layer within the limited confinement space is very small. Therefore, when the casing is pulled out, the concrete is unlikely to expand radially along the borehole, avoiding the need for additional concrete pouring and thus saving concrete. Furthermore, the enclosure of the reinforcement components, such as I-beams, has a good pressure-holding effect on the concrete poured inside, which is beneficial to improving the structural strength of the poured concrete. Therefore, there is no need to thicken the casing or harden and improve the soil layer around the casing. Only standard I-beams or channel steel are needed as reinforcement components for the soil reinforcement tool. These components can be reused and are suitable for different borehole diameters. Soil reinforcement can be completed simply by inserting and removing H-beams and other reinforcing components. The operation is simple, easy to use, highly efficient, and low-cost. Furthermore, because a layer of sealed soil separates the H-beam from the borehole, even after the poured concrete has cured, the concrete will not adhere to the H-beam when it is pulled out. Moreover, the contact area between a single H-beam and the soil is much smaller than that between the casing and the soil. Therefore, the pull-out resistance of the H-beam is much less than that of the casing. The H-beam can be easily driven into soft soil layers using a standard static pressure machine or a simple pile driver.

[0010] A preferred embodiment is that the stabilization system also includes a reinforcing inner ring, which is located radially inside the soil reinforcement component and near the top of the soil reinforcement component, and the reinforcing inner ring supports the soil reinforcement component radially.

[0011] Therefore, strengthening the inner ring can increase the support strength of the I-beam and enhance the soil reinforcement components' resistance to horizontal inward compression of the soil.

[0012] A further option is to reinforce the inner ring with a height ranging from 50 mm to 100 mm; and / or to reinforce the inner ring with a wall thickness ranging from 20 mm to 40 mm.

[0013] Therefore, it can be seen that because the axial height of the reinforcing inner ring is not high, it is easy to install even if the reinforcing inner ring is a bit thicker.

[0014] A preferred embodiment is that the stabilization system also includes a reinforcing outer ring, which is located radially outside the soil reinforcement component and near the top of the soil reinforcement component, and the reinforcing outer ring supports the reinforcement component radially.

[0015] Therefore, strengthening the outer ring can increase the support strength of the I-beam and enhance the soil reinforcement components' resistance to the outward expansion of the soil.

[0016] A preferred option is to use I-beams or channel steel as the reinforcing components.

[0017] A preferred embodiment is that a curved path is formed between two adjacent reinforcement members; and / or the width of the curved path is in the range of 10 mm to 80 mm.

[0018] Therefore, the width of a curved road can be selected according to the softness of the soil layer; the softer the soil layer, the smaller the width.

[0019] A preferred embodiment is that the length of the reinforcing member is equal to the length of the casing; or the length of the reinforcing member is greater than the length of the casing, and the bottom wall of the reinforcing member is lower than the bottom wall of the casing.

[0020] Therefore, when the casing penetrates soft soil layers, the length of the reinforcement component should be approximately the same as the length of the steel casing. Alternatively, the length of the reinforcement component can be greater than the length of the casing. This increases the overall horizontal sliding resistance of the reinforcement component when its lower end is inserted into deeper, relatively harder soil layers.

[0021] A preferred embodiment is that there are two or more soil reinforcement components, which are arranged radially and coaxially along the casing. In the innermost soil reinforcement component, adjacent reinforcement components overlap each other, while in the other soil reinforcement components, adjacent reinforcement components are spaced apart.

[0022] Therefore, it is evident that overlapping reinforcement components can provide mutual support, enhancing each other's load-bearing capacity. Furthermore, their interlocking mechanism can increase tensile strength, thereby increasing the overall compressive strength of the soil layer within the ring. The upper ends of the I-beams between adjacent soil reinforcement components can be welded together with reinforcing bars or other I-beams, allowing adjacent soil reinforcement components to support each other and significantly improving the overall strength of the soil reinforcement system. In the innermost soil reinforcement component, adjacent reinforcement components overlap; in other soil reinforcement components, adjacent reinforcement components are spaced apart and do not need to overlap to form a complete circle, saving on the amount of I-beams used and the amount of construction work.

[0023] A further proposed solution is to have a casing height of H and a radius difference between two adjacent soil reinforcement components within the range of 0.1H to 0.5H.

[0024] To achieve the second objective mentioned above, the present invention provides a construction method for a stabilization system in bored pile construction, the stabilization system being as described above. The construction method includes: inserting a casing vertically into a soft soil layer; inserting multiple reinforcing members into the soft soil layer along the circumference of the casing on the outside of the casing, each reinforcing member dividing the soil layer around the casing into an inner soil layer and an outer soil layer, with a curved path connecting the inner and outer soil layers between adjacent reinforcing members; pouring concrete; removing the casing; and after the concrete reaches a predetermined curing strength, removing and pulling out the reinforcing members. Attached Figure Description

[0025] Figure 1 This is a perspective view of the first embodiment of the stabilization system for bored pile construction according to the present invention.

[0026] Figure 2 These are a top view and a partially enlarged view of the first embodiment of the stabilization system for bored pile construction according to the present invention.

[0027] Figure 3 This is a perspective view of the second embodiment of the stabilization system for bored pile construction according to the present invention.

[0028] Figure 4 This is a top view of the second embodiment of the stabilization system for bored pile construction of the present invention.

[0029] Figure 5 This is a top view of the third embodiment of the stabilization system for bored pile construction of the present invention.

[0030] Figure 6 This is a top view of the fourth embodiment of the stabilization system for bored pile construction of the present invention.

[0031] Figure 7 This is a top view of the fifth embodiment of the stabilization system for bored pile construction of the present invention.

[0032] Figure 8This is a top view of the sixth embodiment of the stabilization system for bored pile construction of the present invention.

[0033] Figure 9 This is a top view of the seventh embodiment of the stabilization system for bored pile construction of the present invention.

[0034] Figure 10 This is a top view of the eighth embodiment of the stabilization system for bored pile construction of the present invention.

[0035] Figure 11 This is a top view of the ninth embodiment of the stabilization system for bored pile construction of the present invention.

[0036] The present invention will be further described below with reference to the accompanying drawings and embodiments. Detailed Implementation

[0037] Stabilization System and Construction Method for Bored Pile Construction (First Embodiment)

[0038] See Figure 1 and Figure 2 The stabilization system for bored pile construction in this embodiment includes a casing 11 and a soil reinforcement component 12. Both the casing 11 and the soil reinforcement component 12 extend vertically and are coaxially arranged. The soil reinforcement component 12 surrounds the radially outer side of the casing 11 and forms a limiting space 13 between it and the casing 11. Preferably, the casing 11 is a steel casing.

[0039] The soil reinforcement component 12 includes multiple reinforcement members 14 arranged circumferentially along the casing 11, each extending vertically. In this embodiment, the reinforcement member 14 is an I-beam 14. A curved path 15 is formed between two adjacent I-beams 14, and the width of the curved path 15 is in the range of 10 mm to 80 mm. The width of the curved path 15 can be selected according to the softness of the soil layer; the softer the soil layer, the smaller the width.

[0040] The length of the I-beam 14 is equal to the length of the casing 11. Alternatively, in other embodiments, the length of the I-beam 14 may also be greater than the length of the casing 11, and the bottom wall of the I-beam 14 may be lower than the bottom wall of the casing 11. In this way, when the lower end of the I-beam 14 is inserted into a deeper and relatively hard stratum, the overall horizontal sliding resistance of the I-beam 14 can be increased.

[0041] Each I-beam 14 of the soil reinforcement component 12 includes a first reinforcement member and a second reinforcement member. The first reinforcement member is a first I-beam 16, and the second reinforcement member is a second I-beam 17. The first I-beams 16 and the second I-beams 17 are arranged alternately along the circumference of the soil reinforcement component 12. The first I-beams 16 are spaced apart and arranged in a cocircumference, and the second I-beams 17 are spaced apart and arranged in a cocircumference. The second I-beams 17 are closer to the radial outer side of the soil reinforcement component 12 than the first I-beams 16. The first I-beam 16 includes a first steel plate body 161 and a first extension 162 and a second extension 163 that are perpendicularly connected to the first steel plate body 161. The two ends of the first steel plate body 161 in the width direction are respectively connected to the midpoints in the width direction of the first extension 162 and the second extension 163. The second I-beam 17 includes a second steel plate body 171 and a third extension 172 and a fourth extension 173, both perpendicularly connected to the second steel plate body 171. The two ends of the second steel plate body 171 in the width direction are respectively connected to the midpoints of the third extension 172 and the fourth extension 173 in the width direction. Each second I-beam 17 overlaps two adjacent first I-beams 16. Specifically, in two adjacent first I-beams 16, the first extension 162 of one first I-beam 16 abuts against the connection between the second steel plate body 171 and the third extension 172 in the corresponding second I-beam 17, and the second extension 163 of the other first I-beam 16 abuts against the connection between the second steel plate body 171 and the fourth extension 173 in that second I-beam 17.

[0042] The tops of two adjacent I-beams 14 are fixed by lap welding of reinforcing bars. When removing the I-beams 14 after the concrete has cured, the lap welded reinforcing bars can be cut off to pull out the I-beams 14. Welding is performed at the top of the I-beams 14, which will not affect the curved path 15 under the weak soil layer. In this embodiment, there is no need to use inner and outer reinforcing rings; lap welding of reinforcing bars at the upper end of the I-beams 14 is sufficient. Optionally, rigid materials can be used to simultaneously lap at different heights at the upper end of the I-beams 14 to achieve a double-layer lap, which can effectively improve the support strength of the inner and outer layer arrays.

[0043] In addition, four lifting holes 111 are provided at the upper end of the casing 11. The lifting holes 111 penetrate the casing 11 in the thickness direction. The four lifting holes 111 are evenly arranged along the circumference of the casing. A lifting hole 141 is provided at the upper end of the I-beam 14. The lifting hole 141 penetrates the I-beam 14 in the thickness direction. The crane can pull out the casing 11 and the I-beam 14 through the steel rope, the lifting hole 111 and the lifting hole 141.

[0044] The construction method for the stabilization system in bored pile construction includes: First, positioning the site; then, drilling; next, inserting a casing 11 vertically into the soft soil layer; then, inserting multiple I-beams 14 into the soft soil layer along the circumference of the casing 11 on the outside of the casing 11. Each I-beam 14 divides the soil layer around the casing 11 into an inner and outer ring, forming a curved path 15 connecting the inner and outer ring soil layers between adjacent I-beams 14. Next, concrete is poured into the borehole. Then, the casing 11 is pulled out. Finally, after the concrete reaches the predetermined curing strength, the I-beams 14 are removed and pulled out.

[0045] As can be seen from the above, by setting soil reinforcement components outside the casing, the soil layer around the steel casing is divided into an inner and outer ring. A tortuous path is formed between adjacent reinforcement components, connecting the inner and outer ring soil layers, which increases the flow resistance of the soil. Because the inner diameter of the soil reinforcement component is larger than the outer diameter of the casing, the deformation of the soil layer within the limited confinement space is very small. Therefore, when the casing is pulled out, the concrete is unlikely to expand radially along the borehole, avoiding the need for additional concrete pouring and thus saving concrete. Furthermore, the enclosure of the reinforcement components, such as I-beams, has a good pressure-holding effect on the concrete poured inside, which is beneficial to improving the structural strength of the poured concrete. Therefore, there is no need to thicken the casing or harden and improve the soil layer around the casing. Only standard I-beams or channel steel are needed as reinforcement components for the soil reinforcement tool. These components can be reused and are suitable for different borehole diameters. Soil reinforcement can be completed simply by inserting and removing reinforcement components such as I-beams. The operation is simple and easy to use, with high construction efficiency and low cost. Furthermore, I-beams can be reused without changing the soil properties, making it very environmentally friendly.

[0046] Furthermore, because a layer of sealed soil separates the H-beam from the borehole, even after the poured concrete has cured before pulling out the H-beam, the concrete and the H-beam will not adhere. Also, the contact area between a single H-beam and the soil layer is much smaller than that between the casing and the soil layer; therefore, the pull-out resistance of the H-beam is much less than that of the casing. The H-beam can be easily driven into soft soil layers using a standard static pressure machine or a simple pile driver. Additionally, the H-beam can be welded to be longer, making it suitable for different thicknesses of soft soil layers.

[0047] Second embodiment of the stabilization system and construction method for bored pile construction

[0048] As a description of the second embodiment of the stabilization system and construction method for bored pile construction of the present invention, the following description only focuses on the differences from the first embodiment of the stabilization system and construction method for bored pile construction described above.

[0049] See Figure 3 and Figure 4The stabilization system also includes a reinforcing inner ring 28, which is located radially inside the soil reinforcement component 22 and near its top. The reinforcing inner ring 28 radially supports the soil reinforcement component 22. The first extension 262 and the second extension 263 of each of the first I-beams 26 are in contact with the outer peripheral wall of the reinforcing inner ring 28. The height of the reinforcing inner ring 28 is in the range of 50 mm to 100 mm, and the wall thickness is in the range of 20 mm to 40 mm. The reinforcing inner ring 28 increases the support strength of the soil reinforcement component 22 and enhances its resistance to horizontal inward compression of the soil.

[0050] The upper end of the reinforcing inner ring 28 is also provided with a lifting hole 281. The lifting hole 281 penetrates the reinforcing inner ring 28 in the thickness direction, and the lifting hole 281 on the reinforcing inner ring 28 and the lifting hole 211 on the protective sleeve 21 are arranged one-to-one in the radial direction of the protective sleeve 21.

[0051] Stabilization System and Construction Method for Bored Pile Construction (Third Embodiment)

[0052] As a description of the third embodiment of the stabilization system and construction method for bored pile construction of the present invention, the following description only focuses on the differences from the second embodiment of the stabilization system and construction method for bored pile construction described above.

[0053] See Figure 5 The stabilization system also includes a reinforcing outer ring 38, which is located radially outside the soil reinforcement component 32 and near its top. The reinforcing outer ring 38 supports the soil reinforcement component 32 radially. The third extension 372 and the fourth extension 373 of each second I-beam 37 are in contact with the inner peripheral wall of the reinforcing outer ring 38.

[0054] The upper end of the reinforcing outer ring 38 is also provided with a lifting hole (not shown). The lifting hole penetrates the reinforcing outer ring 38 in the thickness direction, and the lifting holes on the reinforcing outer ring 38 and the lifting holes 311 of the protective sleeve 31 are arranged one-to-one in the radial direction of the protective sleeve 31.

[0055] Fourth Embodiment of the Stabilization System and Construction Method for Bored Pile Construction

[0056] As a description of the fourth embodiment of the stabilization system and construction method for bored pile construction of the present invention, the following description only focuses on the differences from the first embodiment of the stabilization system and construction method for bored pile construction described above.

[0057] See Figure 6In this embodiment, in two adjacent first I-beams 46, the first extension 462 of one first I-beam 46 and the second extension 463 of the other first I-beam 46 are both located near the middle of the second steel plate body 471. The width of this curved path 45 is wider than that of Embodiment 1.

[0058] Fifth Embodiment of the Stabilization System and Construction Method for Bored Pile Construction

[0059] As a description of the fifth embodiment of the stabilization system and construction method for bored pile construction of the present invention, the following description only focuses on the differences from the first embodiment of the stabilization system and construction method for bored pile construction described above.

[0060] See Figure 7 In this embodiment, each second I-beam 57 is disposed between two adjacent first I-beams 56. The third extension 572 and the fourth extension 573 of the second I-beam 57 are arranged radially along the soil reinforcement assembly 52, and the width direction of the second steel plate body 571 is along the radial direction of the soil reinforcement assembly 52. ​​In the radial direction of the soil reinforcement assembly 52, the first I-beams 56 are disposed near the middle of the width direction of the second steel plate body 571.

[0061] Sixth Embodiment of the Stabilization System and Construction Method for Bored Pile Construction

[0062] As a description of the sixth embodiment of the stabilization system and construction method for bored pile construction of the present invention, the following description only focuses on the differences from the fifth embodiment of the stabilization system and construction method for bored pile construction described above.

[0063] See Figure 8 In this embodiment, the first I-beam 66 is disposed radially near the first end of the second steel plate body 671 in the width direction. The fourth extension 673 is located at the first end of the second steel plate body 671, and is disposed near the central axis of the soil reinforcement component 62 relative to the third extension 672. The width of the curved path 65 in this embodiment is narrower than the width of the curved path 55 in embodiment five.

[0064] Seventh Embodiment of the Stabilization System and Construction Method for Bored Pile Construction

[0065] As a description of the seventh embodiment of the stabilization system and construction method for bored pile construction of the present invention, the following description only focuses on the differences from the fourth embodiment of the stabilization system and construction method for bored pile construction described above.

[0066] See Figure 9 In this embodiment, the first reinforcement 76 are all channel steels, and the second reinforcement 77 are all I-beams. The slot 761 of the channel steel 76 faces away from the central axis of the casing 71.

[0067] Eighth Embodiment of Stabilization System and Construction Method for Bored Pile Construction

[0068] As an explanation of the eighth embodiment of the stabilization system and construction method for bored pile construction of the present invention, the following only describes the differences from the first embodiment of the stabilization system and construction method for bored pile construction described above.

[0069] See Figure 10 In this embodiment, the first reinforcing member is a first channel steel 86, and the second reinforcing member is a second channel steel 87. The slot 861 of the first channel steel 86 faces away from the central axis of the protective sleeve 81, and the slot 871 of the second channel steel 87 faces the central axis of the protective sleeve 81.

[0070] Stabilization System and Construction Method for Bored Pile Construction (Ninth Embodiment)

[0071] As an explanation of the ninth embodiment of the stabilization system and construction method for bored pile construction of the present invention, the following description only focuses on the differences from the first embodiment of the stabilization system and construction method for bored pile construction described above.

[0072] See Figure 11 There are two soil reinforcement components 92, arranged radially and coaxially along the casing 91. In the innermost soil reinforcement component 92, adjacent reinforcement members 94 overlap each other. In the outermost soil reinforcement component 92, adjacent reinforcement members 90 are spaced apart, without needing to overlap to form a complete circle, saving on the amount of I-beams and construction work. The overlapping reinforcement members 94 can provide mutual support, enhancing each other's load-bearing capacity, and can also improve tensile strength through interlocking, thus increasing the compressive strength of the soil layer within the overall circle. The upper ends of the I-beams between adjacent soil reinforcement components 92 can be welded together with reinforcing bars or I-beams, allowing adjacent soil reinforcement components 92 to support each other, greatly improving the overall strength of the soil reinforcement components 92. The tops of the two soil reinforcement components 92 can also be welded and fixed with rigid materials. The height of the casing 91 is H, and the radius difference between two adjacent soil reinforcement components 92 is in the range of 0.1H to 0.5H.

[0073] In the construction method of the stabilization system for bored pile construction in this embodiment, each I-beam of the inner soil reinforcement component 92 is inserted into the soft soil layer, and then each I-beam of the outer soil reinforcement component 92 is inserted into the soft soil layer. Then, the upper ends of the inner soil reinforcement component 92 and the outer soil reinforcement component 92 are overlapped and fixed by rigid materials. Some steel can be cross-overlapped before concrete is poured.

[0074] The number of soil reinforcement components 92 can also be two or more. The number and arrangement of reinforcement components in each soil reinforcement component 92 can be changed as needed. The above changes can also achieve the purpose of the present invention.

[0075] Finally, it should be emphasized that the above are merely preferred embodiments of the present invention and are not intended to limit the present invention. For those skilled in the art, the present invention can have various changes and modifications. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the protection scope of the present invention.

Claims

1. A stability maintenance system for a bored pile construction, characterized by, The casing and the soil layer reinforcing assembly are both vertically extended, the soil layer reinforcing assembly is arranged outside the casing in a radial direction and forms a limited space with the casing; The soil layer reinforcing assembly comprises a plurality of reinforcing members arranged along a circumferential direction of the casing, each of the reinforcing members is vertically extended; The soil layer reinforcing assembly comprises a first reinforcing member and a second reinforcing member, the first reinforcing member is a first I-beam, the second reinforcing member is a second I-beam, the first I-beam and the second I-beam are alternately arranged along a circumferential direction of the soil layer reinforcing assembly, each of the first I-beams is arranged in a spaced and concentric manner, and each of the second I-beams is arranged in a spaced and concentric manner; By arranging the soil layer reinforcing assembly outside the casing, the soil layer around the casing is divided into an inner ring soil layer and an outer ring soil layer, and a curved path is formed between two adjacent reinforcing members, which connects the inner ring soil layer and the outer ring soil layer.

2. The stability maintaining system for the construction of the drill pile according to claim 1, characterized in that: The stability maintaining system further comprises a reinforcing inner ring, the reinforcing inner ring is arranged on a radially inner side of the soil layer reinforcing assembly and close to a top end of the soil layer reinforcing assembly, and the reinforcing inner ring supports the soil layer reinforcing assembly in a radial direction.

3. The stability maintaining system for the construction of the drill pile according to claim 2, characterized in that: The height of the reinforcing inner ring is in a range from 50 mm to 100 mm; and / or The wall thickness of the reinforcing inner ring is in a range from 20 mm to 40 mm.

4. The stability maintaining system for the construction of the drill pile according to any one of claims 1 to 3, characterized in that: The stability maintaining system further comprises a reinforcing outer ring, the reinforcing outer ring is arranged on a radially outer side of the soil layer reinforcing assembly and close to the top end of the soil layer reinforcing assembly, and the reinforcing outer ring supports the reinforcing members in the radial direction.

5. The stability maintaining system for the construction of the drill pile according to any one of claims 1 to 3, characterized in that: The width of the curved path is in a range from 10 mm to 80 mm.

6. The stability maintaining system for the construction of the drill pile according to any one of claims 1 to 3, characterized in that: The length of the reinforcing member is equal to the length of the casing; or The length of the reinforcing member is greater than the length of the casing, and a bottom wall of the reinforcing member is lower than a bottom wall of the casing.

7. The stability maintaining system for the construction of the drill pile according to claim 1, characterized in that: The number of the soil layer reinforcing assemblies is more than two, and a plurality of the soil layer reinforcing assemblies are arranged in a radial direction of the casing and arranged in a coaxial manner; In a soil layer reinforcing assembly located in an innermost layer, two adjacent reinforcing members overlap each other, and in other soil layer reinforcing assemblies, two adjacent reinforcing members are arranged in a spaced manner.

8. The stability maintaining system for the construction of the drill pile according to claim 7, characterized in that: The height of the casing is H, and the radius difference between two adjacent soil layer reinforcing assemblies is in a range from 0.1H to 0.5H. The casing and the soil layer reinforcing assembly are both vertically extended, the soil layer reinforcing assembly is arranged outside the casing in a radial direction and forms a limited space with the casing; 9. A stability system for a bored pile construction, characterized by ​ The casing and the soil layer reinforcing assembly both extend along a vertical direction, the soil layer reinforcing assembly is arranged on the radial outer side of the casing and forms a limited space between the casing and the soil layer reinforcing assembly; The soil layer reinforcing assembly comprises a plurality of reinforcing members arranged along the circumference of the casing, each of the reinforcing members extends along a vertical direction; The reinforcing members of the soil layer reinforcing assembly comprise first reinforcing members and second reinforcing members, the first reinforcing members are channel steels, the second reinforcing members are I-beams, the channel steels and the I-beams are alternately arranged along the circumference of the soil layer reinforcing assembly, each of the channel steels is arranged in a spaced and concentric manner, and each of the I-beams is arranged in a spaced and concentric manner; By arranging the soil layer reinforcing assembly outside the casing, the soil layer around the casing is divided into an inner ring soil layer and an outer ring soil layer, and a curved path is formed between adjacent two reinforcing members, which connects the inner ring soil layer and the outer ring soil layer.

10. A stability system for a bored pile construction, characterized by, The casing and the soil layer reinforcing assembly; The casing and the soil layer reinforcing assembly both extend along a vertical direction, the soil layer reinforcing assembly is arranged on the radial outer side of the casing and forms a limited space between the casing and the soil layer reinforcing assembly; The soil layer reinforcing assembly comprises a plurality of reinforcing members arranged along the circumference of the casing, each of the reinforcing members extends along a vertical direction; The reinforcing members of the soil layer reinforcing assembly comprise first reinforcing members and second reinforcing members, the first reinforcing members are channel steels, the second reinforcing members are I-beams, the channel steels and the I-beams are alternately arranged along the circumference of the soil layer reinforcing assembly, each of the channel steels is arranged in a spaced and concentric manner, and each of the I-beams is arranged in a spaced and concentric manner; By arranging the soil layer reinforcing assembly outside the casing, the soil layer around the casing is divided into an inner ring soil layer and an outer ring soil layer, and a curved path is formed between adjacent two reinforcing members, which connects the inner ring soil layer and the outer ring soil layer.

11. A construction method of a stability maintaining system for a bored pile construction, characterized by, The stability maintaining system is the stability maintaining system for the construction of the bored pile according to any one of claims 1 to 10, and the construction method comprises: Inserting the casing into the soft soil layer along a vertical direction; On the outer side of the casing, a plurality of reinforcing members are respectively inserted into the soft soil layer along the circumference of the casing, each of the reinforcing members divides the soil layer around the casing into an inner ring soil layer and an outer ring soil layer, and a curved path is formed between adjacent two reinforcing members, which connects the inner ring soil layer and the outer ring soil layer; Pouring concrete; Pulling out the casing; After the concrete reaches a predetermined solidification strength, the reinforcing members are removed and pulled out.

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