Methods for reinforcing silt foundations and ground piles

Abstract

This application relates to a method for reinforcing silt foundations and ground piles, applied in the field of building technology. The method includes: A) inserting hollow permeable ground piles into the silt and inserting a pumping device into the hollow permeable ground piles; B) backfilling and compacting the backfill layer; C) pouring a load-bearing foundation block connected to the hollow permeable ground piles; D) extracting seepage water from the hollow permeable ground piles and pouring concrete into the hollow permeable ground piles after demolding the load-bearing foundation block; E) setting up ground beams, connecting the ground beams to the load-bearing foundation blocks, and pouring concrete between adjacent load-bearing foundation blocks to form a load-bearing foundation slab. The ground piles include a longitudinal steel reinforcement cage, a transverse steel reinforcement cage, and a covering mesh, which can enclose a first columnar cavity with a radially annular cross-section suitable for accommodating filter stone; and a second columnar cavity suitable for accommodating the pumping device is formed within the first columnar cavity. This application has the advantages of preventing foundation settlement and shortening the construction period.

Description

Technical Field

[0001] This application belongs to the field of building technology, and in particular relates to a method for reinforcing silt foundations; in addition, it also relates to a ground pile. Background Technology

[0002] Foundation refers to the soil or rock mass beneath a building that provides support. Soil layers used for building foundations are categorized as rock, gravelly soil, sandy soil, silty soil, clayey soil, and artificial fill. Foundations are classified into two types: natural foundations and artificial foundations (composite foundations). Natural foundations are natural soil layers that do not require reinforcement, while artificial foundations require reinforcement treatment, commonly including stone chip cushion layers, sand cushion layers, and backfilling with mixed lime and soil followed by compaction.

[0003] Generally, when carrying out engineering construction in areas near rivers or with abundant groundwater systems, it is often necessary to construct artificial foundations to reduce settlement, or even if settlement does occur, to ensure that the settlement is more uniform throughout the foundation.

[0004] Existing technologies generally employ the following methods to reinforce silt foundations: 1) Excavating the silt and backfilling with dry soil. This method requires transporting large amounts of earth and stone, resulting in a long construction period and high costs. Furthermore, if the groundwater system is well-developed, the backfilled dry soil still risks becoming wet and forming soft soil or silt. 2) Applying ballast and forced drainage to dehydrate and solidify the silt. This method still potentially involves transporting large amounts of earth and stone and requires the installation of numerous drainage facilities within the silt, leading to high costs. 3) Adding a solidifying agent to the silt to increase soil cohesion and improve bearing capacity. While this method eliminates the need for earth and stone transport, mixing the solidifying agent into highly cohesive soils is challenging. Additionally, even after solidifying the silt, the above methods still require constructing a concrete foundation before further construction can proceed, resulting in a prolonged overall construction time.

[0005] In view of this, there is a need to provide a method for reinforcing silt foundations and ground piles. Summary of the Invention

[0006] To improve the strength of silty foundations, mitigate foundation settlement, and ensure uniform settlement, this application provides a method for reinforcing silty foundations and a pile.

[0007] The first aspect of this application provides a method for reinforcing silt foundations, comprising the following steps:

[0008] A) Insert hollow permeable piles into the silt, and insert a pumping device into the hollow permeable piles;

[0009] B) Backfill and compact the backfill layer;

[0010] C) Casting the load-bearing foundation block connected to the hollow permeable pile;

[0011] D) During the waiting period before the formwork of the stressed foundation block is removed, the seepage water in the hollow permeable pile is extracted, and concrete is poured into the hollow permeable pile after the formwork of the stressed foundation block is removed.

[0012] E) Install ground beams, connect the ground beams to the load-bearing foundation blocks, and pour concrete between adjacent load-bearing foundation blocks to form a load-bearing foundation slab.

[0013] By adopting the above technical solution, hollow permeable piles are driven in and pumping devices are inserted into them. During backfilling and pouring of the load-bearing foundation blocks connected to the hollow permeable piles, the silt is subjected to the gravity load of the backfill material and the load-bearing foundation blocks. This causes water in the silt to seep out from the hollow permeable piles and be pumped away by the pumping devices, thereby reducing the water content of the silt and increasing its strength. Subsequently, ground beams are poured on the foundation blocks and hollow permeable piles, connecting the various load-bearing foundation blocks and hollow permeable piles through the ground beams. The load-bearing foundation blocks are interconnected by concrete pouring to form an integral load-bearing foundation slab, thus forming an integral concrete foundation. This makes the foundation less prone to settlement, and even if settlement occurs, the overall settlement degree is more uniform, and the overall construction period is shortened.

[0014] Specifically, during the process of inserting the hollow permeable pile into the silt, pressure and vibration are applied to the hollow permeable pile towards the ground surface; and after the hollow permeable pile is inserted into place, the length of the portion of the hollow permeable pile exposed outside the silt is greater than 40cm.

[0015] By adopting the above technical solution, the hollow permeable piles can be inserted to a deeper depth, and there is still some protrusion after the hollow permeable piles are inserted into the silt, which can ensure that the water inlet at the top of the hollow permeable piles is not blocked when the backfill layer is filled.

[0016] Furthermore, the backfill layer comprises lime and crushed stone.

[0017] By adopting the above technical solution, the water in the silt can be absorbed by lime, and the settlement of the silt foundation can be reduced by crushing stone.

[0018] Furthermore, the stressed foundation block includes connecting steel bars extending from the body of the stressed foundation block.

[0019] By adopting the above technical solution, it is convenient to connect steel bars between two adjacent load-bearing foundation blocks and pour concrete, thereby connecting multiple load-bearing foundation blocks to form a whole load-bearing foundation plate and improving the integrity of the foundation.

[0020] The second aspect of this application provides a ground pile, which is a hollow permeable ground pile as described in the above-mentioned silt foundation reinforcement method. The hollow permeable ground pile includes: a longitudinal steel reinforcement skeleton, a transverse steel reinforcement skeleton, and a covering mesh. The transverse steel reinforcement skeleton, the longitudinal steel reinforcement skeleton, and the covering mesh can be combined to form a first columnar receiving cavity with a radial cross section of annular. The first columnar receiving cavity is suitable for accommodating filter stone. A second columnar receiving cavity suitable for accommodating the pumping device is formed in the first columnar receiving cavity.

[0021] By adopting the above technical solution, water in the silt can permeate through the side wall (and filter stone) of the hollow permeable pile into the second columnar receiving cavity formed in the middle of the hollow permeable pile so that the water pumping device can pump the water away. This can enhance the connection between the subsequently formed concrete foundation and the silt, while also reducing the water content of the silt.

[0022] Furthermore, the longitudinal steel reinforcement cage includes multiple main U-shaped cages, and the transverse steel reinforcement cage includes multiple first annular cages and multiple second annular cages. One side of each main U-shaped cage is connected to the first annular cage, and the other side is connected to the second annular cage. The angular spacing between each main U-shaped cage is consistent, the spacing between each first annular cage is consistent, and the spacing between each second annular cage is consistent.

[0023] By adopting the above technical solution, the structural design of the main U-shaped frame facilitates the arrangement of the first and second ring frames, so as to facilitate the connection between the first and second ring frames and the main U-shaped frame. Furthermore, the main U-shaped frames are arranged with equal angular spacing, and the first and second ring frames are also arranged with equal spacing, thereby making the load-bearing capacity of the pile frame structure more uniform.

[0024] Furthermore, the longitudinal reinforcing bar cage also includes multiple secondary U-shaped cages, and the transverse reinforcing bar cage also includes multiple third annular cages. One side of each secondary U-shaped cage is connected to the second annular cage, and the other side is connected to the third annular cage. The angular spacing between each secondary U-shaped cage is consistent, the spacing between each third annular cage is consistent, and the diameter of the first annular cage is smaller than the diameter of the third annular cage, and the diameter of the third annular cage is smaller than the diameter of the second annular cage.

[0025] By adopting the above technical solution, when the diameter of the ground pile is too large, setting up a secondary U-shaped skeleton and a third ring skeleton can increase the steel reinforcement density on the outside of the ground pile to ensure the strength of the ground pile. Moreover, the above structural setting can make the overall skeleton structure of the ground pile more robust.

[0026] Furthermore, the covering net includes an inner covering net connected to the first annular frame and an outer covering net connected to the second annular frame.

[0027] By adopting the above technical solution, it is possible to form a coating on the filter stone material filled in the first columnar cavity, preventing the filter stone material from entering the silt.

[0028] Furthermore, both the main U-shaped frame and the secondary U-shaped frame are configured with the open end facing upwards and the closed end facing downwards, and a hanging steel bar is provided at the open end of the main U-shaped frame.

[0029] By adopting the above technical solution, both the main U-shaped frame and the secondary U-shaped frame are designed with the open ends facing upwards to facilitate the installation and fixing of the covering net; the design of the hanging steel bars can facilitate the lifting of the ground piles.

[0030] Furthermore, it also includes a conical base unit, which includes multiple bent skeletons and skins. The bent skeleton includes a skeleton base connected to the main U-shaped skeleton and / or the secondary U-shaped skeleton, and a connecting section connected to the skin. The ends of the connecting sections of each bent skeleton that are away from the skeleton base are connected to each other to form a conical frame structure.

[0031] By adopting the above technical solution, it is easy to insert the ground piles into the silt.

[0032] In summary, this application includes at least one of the following beneficial technical effects:

[0033] 1. By driving in hollow permeable piles and inserting pumping devices into them, the silt is subjected to the gravitational load of both the backfilling of silt and the pouring of the load-bearing foundation blocks connected to the hollow permeable piles. This causes water in the silt to seep out from the hollow permeable piles and be pumped away, reducing the water content of the silt and increasing its strength. Subsequently, a ground beam is poured on the foundation blocks and hollow permeable piles, connecting each load-bearing foundation block and hollow permeable pile through the ground beam. The load-bearing foundation blocks are then interconnected by concrete pouring to form an integral load-bearing foundation slab, thus forming an integral concrete foundation. This makes the foundation less prone to settlement, and even if settlement occurs, the overall settlement is more uniform, and the overall construction period is shortened.

[0034] 2. A second columnar cavity capable of accommodating a pumping device is formed within the ground pile, and a first columnar cavity with a radially annular cross-section capable of accommodating filter stone is formed on the outside of the second columnar cavity. This allows water in the silt to permeate through the sidewalls (and filter stone) of the hollow permeable ground pile into the second columnar cavity formed in the middle of the hollow permeable ground pile, so that the pumping device can remove the water. This not only reduces the water content of the silt but also allows the ground pile to be used as part of the subsequently formed concrete foundation, thereby improving the connection between the concrete foundation and the silt and shortening the construction period. Attached Figure Description

[0035] Figure 1 This is a three-dimensional structural diagram of the piles (and the entire concrete foundation) of this application.

[0036] Figure 2 yes Figure 1 A magnified view of a portion of region A in the middle.

[0037] Figure 3 This is a top view of the piles (and the entire concrete foundation) of this application.

[0038] Figure 4 yes Figure 3 Cross-sectional view along the BB direction.

[0039] Figure 5 yes Figure 4 A magnified view of a portion of region E in the middle.

[0040] Figure 6 yes Figure 4 Sectional view along the DD direction (quarter view for symmetrical structures).

[0041] Figure 7 yes Figure 4 A cross-sectional view along the CC direction.

[0042] Figure 8 yes Figure 7 Enlarged view of the middle cone base unit.

[0043] Reference numerals: 1. Hollow permeable pile; 11. Longitudinal steel reinforcement cage; 111. Main U-shaped cage; 1111. Hanging steel reinforcement; 112. Secondary U-shaped cage; 12. Transverse steel reinforcement cage; 121. First ring cage; 122. Second ring cage; 123. Third ring cage; 13. Covering mesh; 131. Inner covering mesh; 132. Outer covering mesh; 14. First columnar receiving cavity; 15. Second columnar receiving cavity; 16. Conical bottom unit; 161. Bending cage; 1611. Cage base; 1612. Connecting section; 162. Skin; 2. Backfill layer; 3. Load-bearing foundation block; 31. Connecting steel reinforcement; 4. Ground beam. Detailed Implementation

[0044] The following is in conjunction with the appendix Figure 1-8 This application will be described in further detail.

[0045] This application discloses a method for reinforcing silt foundations.

[0046] A method for reinforcing silt foundations includes the following steps:

[0047] Reference Figure 1 Hollow permeable piles 1 are inserted into the silt (not shown in the figure), and a pumping device (not shown in the figure) is inserted into the hollow permeable piles 1. Specifically, the hollow permeable piles 1 can be arranged in two perpendicular directions, and the spacing between two adjacent hollow permeable piles 1 in the same direction can be set according to the actual situation. Generally, the weaker the bearing capacity of the silt, the smaller the spacing between two adjacent hollow permeable piles 1. A vibratory pile driver can be used to apply pressure to the hollow permeable piles 1 inserted into the silt, and while applying pressure, it can also pump water into the silt. Vibration is applied to the hollow permeable pile 1 to facilitate its insertion into the silt. Compared with hammer-type pile drivers, vibratory pile drivers have a faster pile driving speed in the silt and cause relatively less damage to the hollow permeable pile 1. It should be noted that after the hollow permeable pile 1 is inserted into the silt, the length of the part of the hollow permeable pile 1 exposed outside the silt should be greater than 40cm, for example, it can be set to 60cm, so as to at least ensure that the water inlet at the top of the hollow permeable pile 1 is not blocked when the backfill layer 2 is filled in later.

[0048] Backfill and compact backfill layer 2. The backfill material in backfill layer 2 may include lime and crushed stone. In the specific construction process, lime can be backfilled first. After the lime is poured onto the silt, equipment such as a rotary tiller can be used to till the silt and lime to turn and mix them thoroughly. Since lime has a certain water absorption effect, it can absorb water from the silt, thereby reducing the surface water content of the silt mixed with lime, weakening its fluidity, and increasing its bearing capacity. The thickness of the backfill lime can be 5cm. The crushed stone can be appropriately crushed construction waste, such as red brick fragments or concrete fragments, to reduce costs. After the crushed stone is poured onto the silt and compacted, some of it will be incorporated into the silt, reducing the water content of the soil layer formed by the mixture and significantly improving its shear strength, making it less prone to settlement. The backfill thickness of the crushed stone can be 15cm.

[0049] The load-bearing foundation block 3, connected to the hollow permeable pile 1, is constructed by first binding reinforcing steel bars to form a load-bearing frame structure, then surrounding the load-bearing frame structure with formwork for pouring, thus forming the load-bearing foundation block 3. (Refer to...) Figure 1 and Figure 2Taking the hollow permeable pile 1 as a cylindrical shape as an example, the load-bearing foundation block 3 can be a square foundation block (e.g., with a side length of 1 meter and a height of 20 cm). A circular hole is provided in the middle of the load-bearing foundation block 3, so that the load-bearing foundation block 3 is not connected to the hollow permeable pile 1. This ensures that the concrete will not block the hollow permeable pile 1 and prevent water pumping from being impossible. It should also be noted that when binding the reinforcing bars to form the load-bearing frame structure, a pre-reserved connecting reinforcing bar 31 should be made so that after the load-bearing foundation block 3 is cast, its outer wall has a protruding reinforcing bar structure (connecting reinforcing bar 31) to facilitate the subsequent connection of the load-bearing foundation blocks 3 to be cast into an integral structure. A protruding reinforcing bar structure is also provided at the circular hole of the load-bearing foundation block 3 to facilitate the subsequent casting and connection of the load-bearing foundation block 3 and the hollow permeable pile 1 to form a complete integrated concrete foundation.

[0050] During the waiting period before the formwork of the load-bearing foundation block 3 is removed, the silt, under the pressure of the backfill layer 2 and the load-bearing foundation block 3, will cause the water in the silt to be pressurized and seep out from the hollow permeable pile 1, which will then be pumped out by a pumping device. This causes the silt to lose water and settle, increasing its bearing capacity and stabilizing. Subsequently, after the formwork of the load-bearing foundation block 3 is removed, concrete is poured into the hollow permeable pile 1, forming a concrete pile. At the same time, the ground beam 4 is also poured. Specifically, the ground beam 4 is connected to the hollow permeable pile 1 and the load-bearing foundation block 3, and as follows... Figure 3 As shown, the foundation blocks are arranged in a grid pattern (a "well" shaped arrangement), and concrete is poured between each adjacent load-bearing foundation block 3 and between the load-bearing foundation block 3 and the hollow permeable pile 1. This allows the adjacent load-bearing foundation blocks 3 to connect and form a load-bearing foundation slab, increasing the contact area between the concrete foundation and the silt, reducing pressure, and thus reducing settlement during subsequent construction. The ground beam 4 acts as a reinforcing bar, making the load-bearing foundation slab less prone to bending deformation and more integrated. Therefore, even if the concrete foundation settles, the settlement will be more uniform.

[0051] It should be noted that before the above-mentioned steps of pouring the ground beam 4 and pouring the load-bearing foundation slab, the settlement of the load-bearing foundation block 3 will be different in different places because the texture of the silt is different. Therefore, leveling can be carried out when pouring the ground beam 4 and pouring the load-bearing foundation slab.

[0052] This application also discloses a ground pile.

[0053] Reference Figure 1 and Figure 2A type of ground pile, specifically the hollow permeable ground pile 1 mentioned in the above-mentioned silt foundation reinforcement method, comprises at least a longitudinal steel reinforcement skeleton 11, a transverse steel reinforcement skeleton 12, and a covering mesh 13, forming a first columnar receiving cavity 14 with a radially annular cross-section through the transverse steel reinforcement skeleton 12, the longitudinal steel reinforcement skeleton 11, and the covering mesh 13. The columnar cavity formed by the first columnar receiving cavity 14 is a second columnar receiving cavity 15. The first columnar receiving cavity 14 is suitable for accommodating filter stone material (not shown in the figure, but may specifically be crushed stone, etc.) to minimize the entry of silt into the second columnar receiving cavity 15, thereby preventing the second columnar receiving cavity 15 from being blocked and facilitating the extraction of seepage water from the silt. The pumping device for extracting seepage water from the second columnar receiving cavity 15 can be a water pump. Specifically, a water pipe can be inserted into the second columnar receiving cavity 15 and connected to the water pump to achieve water extraction.

[0054] Specifically, refer to Figure 4 and Figure 5 The longitudinal steel reinforcement cage 11 of the pile disclosed in this application embodiment includes at least a plurality of main U-shaped cages 111, and the transverse steel reinforcement cage 12 includes at least a plurality of first annular cages 121 and a plurality of second annular cages 122. One side of each main U-shaped cage 111 is connected to the first annular cage 121, and the other side is connected to the second annular cage 122. When connecting, it is preferable to weld the first annular cage 121 and the second annular cage 122 to the main U-shaped cage 111 to ensure the structural strength of the steel reinforcement cage so that it can bear the weight of the filter stone. It should also be ensured that when binding the steel reinforcement cage of the pile, the angular spacing between each main U-shaped cage 111 is consistent, the spacing between each first annular cage 121 is consistent, and the spacing between each second annular cage 122 is consistent, so that the strength of each area of ​​the steel reinforcement cage of the pile is more uniform.

[0055] It should be noted that during binding, each main U-shaped frame 111 should be set with the open end facing upwards and the closed end facing downwards. This facilitates the arrangement and binding of the first annular frame 121 and the second annular frame 122, as well as the placement and binding of the covering net 13. It also ensures that the opening of the first columnar receiving cavity 14 is not obstructed by steel bars, thus facilitating the pouring of the filter stone into the first columnar receiving cavity 14. The covering net 13 includes an inner covering net 131 connected to the first annular frame 121 and an outer covering net 132 connected to the second annular frame 122. Of course, a bottom covering net or a bottom baffle should also be set at the bottom of the pile to cover the filter stone and prevent it from leaking out of the first columnar receiving cavity 14. The inner covering net 131 and the outer covering net 132 can be made of metal wire mesh.

[0056] Specifically, refer to Figure 2The dimensions of the piles disclosed in this application embodiment should be determined based on the thickness of the silt layer. Generally, the thinner the silt layer, the shorter and smaller the pile diameter; conversely, the thicker the silt layer, the longer and larger the pile diameter. Therefore, if the silt layer is thick, to ensure the strength of the reinforcing steel cage, multiple secondary U-shaped cages 112 can be added to the longitudinal reinforcing steel cage 11. The secondary U-shaped cages 112 are added between two adjacent primary U-shaped cages 111. Multiple third ring cages 123 are added to the transverse reinforcing steel cage 12, such that one side of each secondary U-shaped cage 112 is connected to the second ring cage 122, and the other side is connected to the third ring cage 123. Furthermore, during binding, the angular spacing between each secondary U-shaped cage 112 is consistent, and the spacing between each third ring cage 123 is consistent. The angular spacing between the adjacent secondary U-shaped skeleton 112 and the main U-shaped skeleton 111 is equal to make the strength of each area of ​​the steel reinforcement skeleton more uniform. The dimensions of the three ring skeletons can preferably be set as follows: the diameter of the first ring skeleton 121 is smaller than the diameter of the third ring skeleton 123, and the diameter of the third ring skeleton 123 is smaller than the diameter of the second ring skeleton 122. That is, a portion of both the main U-shaped skeleton 111 and the secondary U-shaped skeleton 112 should be located outside the ground pile. This makes it easier to connect both the main U-shaped skeleton 111 and the secondary U-shaped skeleton 112 to the ground beam 4 when binding the reinforcement of the ground beam 4, thereby making the connection between the ground pile and the ground beam 4 more secure. In order to ensure the convenience of binding, the open end of the secondary U-shaped skeleton 112 should face upward and the closed end downward.

[0057] Specifically, refer to Figure 4 and Figure 6 The end of the pile exposed in the silt disclosed in this application embodiment needs to be equipped with multiple hanging steel bars 1111 so that the pile can be hoisted and transported. Each hanging steel bar 1111 can be configured as a bent part, and the included angle formed by its bend should be an acute angle, preferably 75° to 85°. Some of the hanging steel bars 1111 can be welded to the section connecting the main U-shaped frame 111 and the second annular frame 122, and the other part of the hanging steel bars 1111 can be welded to the section connecting the secondary U-shaped frame 112 and the second annular frame 122. In this way, the force that each hanging steel bar 1111 has to bear during hoisting is small and it is not easy to break. It can also provide a good connection for the entire pile, so that it is not easy to disintegrate during the hoisting and transportation of the pile.

[0058] Specifically, refer to Figure 7 and Figure 8The bottom of the pile disclosed in this application embodiment also includes a conical bottom unit 16. The conical bottom unit 16 may specifically include multiple bent skeletons 161 and skins 162. The bent skeletons 161 include a skeleton base 1611 connected to the main U-shaped skeleton 111 and / or the secondary U-shaped skeleton 112, and a connecting section 1612 connected to the skin 162. The ends of the connecting sections 1612 of each bent skeleton 161 that are away from the skeleton base 1611 are connected to form a conical frame structure. The skin 162 is then covered on the conical frame structure. This design allows the pile to be inserted into the silt, so that the conical bottom unit 16 can displace the silt and prevent the silt from entering the second columnar receiving cavity 15.

[0059] The implementation principle of a ground pile in this application embodiment is as follows: a second columnar cavity 15 capable of accommodating a pumping device is formed in the ground pile, and a first columnar cavity 14 with a radially annular cross-section capable of accommodating filter stone is formed on the outside of the second columnar cavity 15. This allows water in the silt to permeate through the side wall (and filter stone) of the hollow permeable ground pile 1 into the second columnar cavity 15 formed in the middle of the hollow permeable ground pile 1, so that the pumping device can pump the water away. In this way, in addition to reducing the water content of the silt and increasing the strength of the silt foundation, the ground pile can also be used as part of the subsequently formed concrete foundation to improve the connection between the concrete foundation and the silt, and shorten the construction period of the concrete foundation.

[0060] The above are all preferred embodiments of this application, and are not intended to limit the scope of protection of this application. Therefore, all equivalent changes made in accordance with the structure, shape and principle of this application should be covered within the scope of protection of this application.

Claims

1. A method for reinforcing a sludge ground, characterized by, Includes the following steps: A) Insert hollow permeable piles (1) into the silt and insert a pumping device into the hollow permeable piles (1); B) Backfill and compact the backfill layer (2); C) Casting the load-bearing foundation block (3) connected to the hollow permeable pile (1); D) During the time waiting for the demolding of the stressed foundation block (3), extract the seepage water in the hollow permeable pile (1) and pour concrete into the hollow permeable pile (1) after the demolding of the stressed foundation block (3). E) Set up a ground beam (4), connect the ground beam (4) to the load-bearing foundation block (3), and pour concrete between adjacent load-bearing foundation blocks (3) to form a load-bearing foundation plate; During the process of inserting the hollow permeable pile (1) into the silt, pressure and vibration are applied to the hollow permeable pile (1) towards the ground surface; and after the hollow permeable pile (1) is inserted into place, the length of the part of the hollow permeable pile (1) exposed outside the silt is greater than 40cm. The backfill layer (2) comprises lime and crushed stone; The stressed foundation block (3) includes a stressed foundation block body and connecting steel bars (31) extending from the stressed foundation block body; The hollow permeable pile (1) includes a longitudinal steel reinforcement skeleton (11), a transverse steel reinforcement skeleton (12), and a covering mesh (13). The transverse steel reinforcement skeleton (12), the longitudinal steel reinforcement skeleton (11), and the covering mesh (13) can enclose a first columnar receiving cavity (14) with a radial cross section of annular. The first columnar receiving cavity (14) is suitable for accommodating filter stone. A second columnar receiving cavity (15) suitable for accommodating the pumping device is formed in the first columnar receiving cavity (14). The longitudinal steel reinforcement cage (11) includes multiple main U-shaped cages (111), and the transverse steel reinforcement cage (12) includes multiple first annular cages (121) and multiple second annular cages (122). One side of each main U-shaped cage (111) is connected to the first annular cage (121), and the other side is connected to the second annular cage (122). The angular spacing between each main U-shaped cage (111) is consistent, the spacing between each first annular cage (121) is consistent, and the spacing between each second annular cage (122) is consistent. The covering net (13) includes an inner covering net (131) connected to the first annular frame (121) and an outer covering net (132) connected to the second annular frame (122). The filter stone material of the hollow permeable pile (1) is filled between the inner covering net (131) and the outer covering net (132), and the diameters of the first ring skeleton (121), the third ring skeleton (123) and the second ring skeleton (122) increase sequentially. The longitudinal steel reinforcement cage (11) further includes multiple secondary U-shaped cages (112), and the transverse steel reinforcement cage (12) further includes multiple third ring cages (123). One side of each secondary U-shaped cage (112) is connected to the second ring cage (122), and the other side is connected to the third ring cage (123). The angular spacing between each secondary U-shaped cage (112) is consistent, the spacing between each third ring cage (123) is consistent, and the diameter of the first ring cage (121) is smaller than the diameter of the third ring cage (123), and the diameter of the third ring cage (123) is smaller than the diameter of the second ring cage (122).

2. A ground pile according to claim 1, characterised in that: Both the main U-shaped frame (111) and the secondary U-shaped frame (112) are configured with the open end facing upward and the closed end facing downward, and a hanging steel bar (1111) is provided at the open end of the main U-shaped frame (111).

3. A ground pile according to claim 2, characterised in that: It also includes a conical base unit (16), which includes a plurality of bent skeletons (161) and a skin (162). The bent skeleton (161) includes a skeleton base (1611) connected to the main U-shaped skeleton (111) and / or the secondary U-shaped skeleton (112), and a connecting section (1612) connected to the skin (162). The ends of the connecting sections (1612) of each bent skeleton (161) that are away from the skeleton base (1611) are connected to each other to form a conical frame structure.

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