Pre-cast pile structure for in-situ grouting channel in sea silt field

Abstract

The utility model relates to the technical field of foundation pile, more particularly to the prefabricated pile structure for the embedded grouting channel in the sea silt site, including a plurality of mutually splicable pile columns and the pile tip connected to the last pile column, the pile column includes the pile body and the upper connection flange and the lower connection flan connected to the both ends of the pile body. Through the injection of solidifying agent to the soil layer of predetermined depth to the soil layer around the pile body solidification, the soil body around the pile grouting solidification, the soil layer strength promotes, the pile-soil interface side friction increases, simultaneously, the pile end grouting forms the expansion head effect, and the end bearing force increases, especially suitable for the site of shallow bearing stratum loss, further, because the solidified soil body makes the compactness and the anti-permeability of soil layer improve, significantly reduce the soil liquefaction risk under the dynamic load, the anti-permeability of the soil body around the pile after solidification improves, slows down the strength degradation caused by the groundwater erosion.

Description

Technical Field

[0001] This utility model relates to the field of foundation pile technology, and more specifically to a precast pile structure for embedding grouting channels in marine silt sites. Background Technology

[0002] In the field of civil engineering, precast pile technology is widely used in the foundation treatment of infrastructure such as buildings, bridges, and ports due to its advantages such as fast construction speed and controllable quality. Especially in coastal areas, river deltas, and land reclamation projects, pile foundations need to penetrate marine sedimentary layers or silt layers with high water content and low bearing capacity. These soil layers generally exhibit characteristics such as high compressibility, low permeability, and thixotropy, which leads to multiple challenges in the construction of traditional precast piles.

[0003] Current precast pile construction largely relies on the direct interaction between the pile and the natural soil, with its bearing capacity primarily depending on the inherent strength of the surrounding soil. However, in soft soil layers, the loose soil structure and low shear strength can easily lead to insufficient pile side friction and difficulty in utilizing end bearing capacity. Although increasing pile length or enlarging pile diameter can partially compensate for bearing capacity deficiencies, such methods significantly increase material costs and can easily cause construction risks such as pile tilting and pile breakage in complex strata.

[0004] During the construction of precast piles in marine silt sites, the large size and heavy weight of the pile driving equipment, coupled with the poor bearing capacity and high water content of the site, can easily lead to equipment slumping, posing safety hazards and quality problems such as pile tilting and displacement after construction. Therefore, attempts have been made to improve pile performance by introducing soil solidification agents. Forced consolidation is achieved through a combination of high-pressure jet grouting and forced mixing. While this solidification alters the properties of the marine silt, ensuring construction safety and maintaining pile quality for a certain period, it makes it difficult to adjust the bearing capacity according to actual load changes or geological evolution after construction. This increases the need for later maintenance and reduces overall economic benefits. Utility Model Content

[0005] In view of the technical problems existing in the precast piles in the prior art, the first aspect of this utility model proposes a precast pile structure for embedding grouting channels in marine silt sites, including multiple pile columns that can be spliced ​​together and a pile tip connected to the lowest pile column.

[0006] The pile column includes a pile body and an upper connecting flange and a lower connecting flange connected to both ends of the pile body;

[0007] The pile body includes a concrete structure and steel bars and grouting pipes embedded in the concrete structure. The upper connecting flange and the lower connecting flange are provided with a first opening corresponding to the position of the steel bar and a second opening corresponding to the position of the grouting pipe.

[0008] The upper connecting flange is provided with a grouting cavity, and the grouting cavity also has a grouting hole facing the outside of the pile body, and the grouting pipe is connected to the grouting cavity;

[0009] A plug is detachably connected inside the grouting cavity. The plug is configured to control the connection and blockage state between the grouting pipe and the grouting cavity, so that the grouting pipe inlet of the uppermost pile can communicate with the grouting hole of any pile below, injecting reinforcing agent into the soil layer at a predetermined depth.

[0010] Preferably, the grouting cavity is configured to have a first insertion hole connected to the upper end face of the upper connecting flange and a second insertion hole connected to the lower end face of the upper connecting flange. The grouting pipe is configured to extend its upper end to the second insertion hole of the grouting cavity, and its lower end extends to the bottom of the lower connecting flange. When two adjacent piles are joined together, the lower end of the grouting pipe extends into the first insertion hole.

[0011] Preferably, the grouting cavity is configured as a ring structure. Along the axial direction of the pile, the width of the middle position of the grouting cavity is greater than the width of the upper and lower ends. The maximum outer diameter of the plug is smaller than the maximum width of the grouting cavity. The grouting hole is located in the middle position of the grouting cavity.

[0012] Preferably, the outer side of the grouting cavity is provided with a plurality of grouting holes arranged in a circumferential array.

[0013] Preferably, the plug is configured as a column, and the cross-sectional dimension of the middle part is larger than that of the two ends. The plug is an elastic structure and includes a first plug, a second plug, and a third plug.

[0014] The first plug is a solid columnar structure. The height of the first plug is greater than the height of the grouting cavity. When the first plug is filled into the grouting cavity, the two grouting pipes located at adjacent positions above and below are not connected.

[0015] The second plug is a hollow columnar structure. The height of the second plug is greater than the height of the grouting cavity. When the second plug is filled into the grouting cavity, the two grouting pipes located at adjacent positions above and below are connected.

[0016] The third plug is a solid columnar structure. The height of the third plug is less than the height of the grouting cavity. When the third plug is filled into the grouting cavity, it is used to block the grouting pipe below.

[0017] Preferably, the end of the plug is configured to have a diameter smaller than the inner diameter of the grouting cavity, so that the plug can extend into the inner wall of the grouting cavity, and the outer wall of the plug is configured to have a slope with a gradually changing diameter.

[0018] Preferably, each of the pile bodies is provided with multiple grouting pipes, and the plugs in each grouting cavity are configured to include at least one third plug and multiple first plugs and / or multiple second plugs, so that the grouting pipe in the uppermost pile body is connected to the grouting pipe in any of the pile bodies in the lower layer.

[0019] Preferably, the upper connecting flange includes a first plate, an outer connecting ring, an inner connecting ring, and a second plate. The outer connecting ring and the inner connecting ring are located between the first plate and the second plate, and the grouting cavity is formed between the outer connecting ring and the inner connecting ring. The grouting hole is disposed on the outer connecting ring, and a first reinforcing plate extending downward is provided on the periphery of the first plate.

[0020] Preferably, the lower connecting flange includes a third plate and a second reinforcing plate, the second reinforcing plate being located around the periphery of the third plate and extending upward.

[0021] Preferably, the plurality of said reinforcing bars are distributed around the periphery of the grouting pipe, or the plurality of said reinforcing bars include a first portion distributed around the periphery of the grouting pipe and a second portion distributed on the same circumference as the grouting pipe.

[0022] The second aspect of this utility model provides a technical solution, namely, the method for grouting and reinforcing the pile body of the precast pile structure for embedding grouting channels in marine siltation sites, comprising the following steps:

[0023] Step 1: Number all piles sequentially according to the order in which they are driven in, with the pile connected to the pile tip being number one. At the same time, number all grouting pipes sequentially in a clockwise direction along the pile axis.

[0024] Step 2: According to the pile number, before connecting each pile, press the plug into the grouting cavity in a predetermined order;

[0025] Step 3: During the process of driving in the piles, connect all the piles in sequence, and drive in the plugs in according to the steps.

[0026] Step 4: After all the piles are connected and driven in, grout is injected into the grouting holes of each pile through the grouting pipe at the top of the uppermost pile. After curing, a reinforced area is formed in the soil around the connection between two adjacent piles.

[0027] Compared with the prior art, the advantages of this utility model are:

[0028] The proposed precast pile structure is equipped with a grouting system, which can achieve the comprehensive goals of improving bearing capacity, controlling construction, facilitating maintenance, and optimizing costs in complex geological scenarios such as marine silt.

[0029] By injecting a curing agent into the soil layer at a predetermined depth to solidify the soil layer around the pile, the soil strength is improved after the soil around the pile is grouted and solidified, and the side friction resistance at the pile-soil interface is increased. At the same time, the grouting at the pile end forms an enlarged head effect, increasing the end bearing capacity. This method is especially suitable for sites where shallow bearing layers are missing. Furthermore, because the solidified soil improves the density and impermeability of the soil layer, the risk of soil liquefaction under dynamic loads is significantly reduced. The impermeability of the solidified soil around the pile is improved, which slows down the strength degradation caused by groundwater erosion.

[0030] By using grouting channels inside the pile, soil strength can be increased through grouting, reducing pile length by 10% to 20% and saving on concrete and steel reinforcement. Inclined piles can be reinforced through grouting to allow for in-situ correction and continued use, reducing the rate of abandoned piles. The grouting reinforcement process described above only reinforces the local soil around the pile, avoiding large-scale excavation and replacement, and protecting the site's ecology.

[0031] In addition, even if the actual geological conditions are found to be inconsistent with the survey report during construction, such as the presence of weak interlayers in some areas, the soil can still be reinforced by supplementary grouting to prevent pile foundation failure. Attached Figure Description

[0032] The accompanying drawings are not intended to be drawn to scale. In the drawings, each identical or nearly identical component shown in the various figures may be denoted by the same reference numeral. For clarity, not every component is labeled in each figure. Embodiments of various aspects of the present invention will now be described by way of example and with reference to the accompanying drawings, wherein:

[0033] Figure 1 This is a schematic diagram of the precast pile structure for embedding grouting channels in marine silt sites, as shown in this utility model, pressed into the soil layer.

[0034] Figure 2 This is a schematic diagram of the precast pile structure for embedding grouting channels in marine silt sites, as shown in this utility model.

[0035] Figure 3 This is a schematic diagram of the upper connecting flange shown in this utility model;

[0036] Figure 4 This is a top view of the upper connecting flange shown in this utility model;

[0037] Figure 5 This is a schematic diagram showing the numbering of the grouting pipe connected to the upper connecting flange of this utility model;

[0038] Figure 6 This is a schematic diagram of the structure of the first and second plugs in the grouting cavity as shown in this utility model;

[0039] Figure 7This is a schematic diagram of the structure of the third and second plugs in the grouting cavity as shown in this utility model;

[0040] Figure 8 This is a schematic diagram showing the distribution of plugs in piles of different depths as illustrated in this utility model. Detailed Implementation

[0041] To better understand the technical content of this utility model, specific embodiments are provided below in conjunction with the accompanying drawings.

[0042] Combination Figures 1 to 4 As shown, this utility model proposes a precast pile structure for embedding grouting channels in marine silt sites, comprising multiple interlocking pile columns 100 and a pile tip 200 connected to the lowest pile column 100. After the multiple interlocking pile columns 100 are pressed into the soil layer, the upper layer of the soil layer is the reinforced zone T1, and the lower layer of the soil layer is the unreinforced zone T2. The reinforced zone T1 is cured with a curing agent before being pressed into the pile columns 100, and its strength is greater than that of the unreinforced zone T2.

[0043] It should be understood that, due to the creep and low strength of the unreinforced zone T2, there is a risk of deflection of the pile body in the subsequent process. In order to improve the strength of the unreinforced zone T2, this application aims to spray a curing agent around the pile column 100 to form a reinforced zone T1 in part of the unreinforced zone T2.

[0044] Combination Figure 2 As shown, the pile column 100 includes a pile body 110 and an upper connecting flange 120 and a lower connecting flange 130 connected to both ends of the pile body 110.

[0045] Combination Figure 4 As shown, the pile body 110 includes a concrete structure 111 and steel bars 112 and grouting pipes 113 embedded in the concrete structure 111. The upper connecting flange 120 and the lower connecting flange 130 are provided with a first opening 124a corresponding to the position of the steel bar 112 and a second opening 124b corresponding to the position of the grouting pipe 113.

[0046] Through the first opening 124a, the reinforcing bar 112 can pass through the first opening 124a, and through the second opening 124b, the grouting pipe 113 can pass through the second opening 124b.

[0047] Furthermore, the upper connecting flange 120 is provided with a grouting cavity 125, which is configured to have a first insertion hole connected to the upper end face of the upper connecting flange 120 and a second insertion hole connected to the lower end face of the upper connecting flange 120. The grouting cavity 125 also has a grouting hole 126 facing outward of the pile body 110.

[0048] The grouting pipe 113 is configured such that its upper end extends to the second insertion hole of the grouting cavity 125, and its lower end extends to the lower connecting flange 130. When two adjacent piles 100 are connected, the lower end of the grouting pipe 113 extends into the first insertion hole.

[0049] Thus, a curing agent can be injected into the grouting cavity 125 through the grouting pipe 113, and then injected into the surrounding soil layer through the grouting hole 126 on the outside of the pile body 110. The curing principle of the curing agent is to add curing material to turn the saturated free water in the silt into crystal water or water ions that are combined with soil particles.

[0050] In an optional embodiment, a sludge solidifying agent is used. This type of solidifying agent reacts with water to produce Ca(OH)2 products. These products undergo an exchange reaction with clay particles and are adsorbed between the particles to form solids. Ultimately, this reduces the amount of free water in the sludge and slightly increases its permeability. After solidification, the sludge has a very low permeability coefficient, making it difficult for harmful substances to be leached and dissolved again to form secondary pollution.

[0051] Furthermore, in order to control the curing agent to reach different depths, a plug 140 is detachably connected inside the grouting cavity 125. The plug 140 is configured to control the connection and blockage state between the grouting pipe 113 and the grouting cavity 125, so that the inlet of the grouting pipe 113 of the uppermost pile 100 can be connected to the grouting hole 126 of any of the piles 100 below, and the reinforcing agent is injected into the soil layer at a predetermined depth.

[0052] In this way, different types of curing agents and dosages can be injected to achieve better curing effects for soil layers at different depths, such as shallow soft soil, medium-layer silt, and deep dense sand.

[0053] Combination Figure 3 As shown, the grouting cavity 125 is configured as a ring structure. Along the axial direction of the pile column 100, the width of the middle position of the grouting cavity 125 is greater than the width of the upper and lower ends. The maximum outer diameter of the plug 140 is smaller than the maximum width of the grouting cavity 125. The grouting hole 126 is located in the middle position of the grouting cavity 125.

[0054] Preferably, the outer side of the grouting cavity 125 is provided with a plurality of grouting holes 126 arranged in a circumferential array.

[0055] Thus, when the curing agent enters the grouting cavity 125, the plug 140 cannot prevent the curing agent from flowing around the circumference of the grouting cavity 125. The curing agent can enter all the grouting holes 126 through the annular cavity of the grouting cavity 125 and spray the curing agent around the pile column 100 to cure the soil layer around the pile column 100.

[0056] In an optional embodiment, combined with Figure 3 As shown, the plug 140 is configured as a column, and the cross-sectional dimension of the middle part is larger than that of the two ends. The plug 140 is an elastic structure and includes a first plug 141, a second plug 142 and a third plug 143.

[0057] In this way, the plug 140 can be inserted into the grouting cavity 125, and the connection between the grouting pipe 113 and the grouting cavity 125 can be controlled by its two ends.

[0058] To allow for grouting and curing to different depths through the second opening 124b of the uppermost pile 100, the plug 140 has three structures. The first is located inside the grouting cavity 125, preventing the upper and lower grouting pipes 113 from communicating with each other, thus preventing the curing agent in the grouting pipe 113 of the upper pile 100 from being transferred downwards. The second is located inside the grouting cavity 125, connecting the upper and lower grouting pipes 113, allowing the curing agent in the grouting pipe 113 of the upper pile 100 to continue being transferred downwards to the grouting pipe 113 of the lower pile 100. The third is located inside the grouting cavity 125, maintaining communication between the grouting pipe 113 of the upper pile 100 and the grouting cavity 125, but blocking the lower grouting pipe 113, allowing the curing agent to enter the grouting cavity 125.

[0059] Specifically, in combination Figures 5 to 7 As shown, the first plug 141 is a solid columnar structure, and the height of the first plug 141 is greater than the height of the grouting cavity 125.

[0060] Thus, when the first plug 141 is inserted into the grouting cavity 125, the two grouting pipes 113 located at adjacent positions above and below are not connected.

[0061] Specifically, the second plug 142 is a hollow columnar structure, and the height of the second plug 142 is greater than the height of the grouting cavity 125.

[0062] Thus, when the second plug 142 is inserted into the grouting cavity 125, the two grouting pipes 113 located at adjacent positions above and below are connected.

[0063] Specifically, the third plug 143 is a solid columnar structure, and the height of the third plug 143 is less than the height of the grouting cavity 125.

[0064] Thus, when the third plug 143 is filled into the grouting cavity 125, it is used to block the lower grouting pipe 113, while the upper grouting pipe 113 is connected to the grouting cavity 125.

[0065] In a preferred embodiment, the end of the plug 140 is configured to have a diameter smaller than the inner diameter of the grouting cavity 125.

[0066] This allows the plug 140 to extend into the inner wall of the grouting cavity 125.

[0067] Furthermore, the outer wall of the plug 140 is designed with a gradually changing diameter slope, so that part of the plug 140 can extend into the grouting pipe 113 for better sealing.

[0068] Specifically, each pile body 110 is provided with multiple grouting pipes 113, and the plugs 140 in each grouting cavity 125 are configured to include at least one third plug 143 and multiple first plugs 141 and / or multiple second plugs 141, so that the grouting pipe 113 in the uppermost pile body 110 is connected to the grouting pipe 113 in any of the pile bodies 110 in the lower layer.

[0069] Combination Figure 8 As shown in the figure, the pile structure is formed by splicing four pile bodies 110 together. Each pile body 110 has six grouting pipes 113, which are numbered A, B, C, D, E and F respectively. From bottom to top, they are pile body number 1, pile body number 2, pile body number 3 and pile body number 4 respectively.

[0070] Combination Figure 8 As shown, for pile number 1, the plug at point A is the third plug 143, and the others are the first plug 141; for pile number 2, the plug at point A is the second plug 142, the plug at point B is the third plug 143, and the others are the first plug 141; for pile number 3, the plugs at points A and B are the second plug 142, the plug at point C is the third plug 143, and the others are the first plug 141; for pile number 4, the plugs at points A, B, and C are the second plug 142, the plug at point D is the third plug 143, and the others are the first plug 141.

[0071] Specifically, curing agent is supplied from grouting pipe A 113 in pile body No. 4 to grouting cavity 125 in pile body No. 1, with the flow path shown by the red line; curing agent is supplied from grouting pipe B 113 in pile body No. 4 to grouting cavity 125 in pile body No. 2, with the flow path shown by the blue line; curing agent is supplied from grouting pipe C 113 in pile body No. 4 to grouting cavity 125 in pile body No. 3, with the flow path shown by the green line; and curing agent is supplied from grouting pipe D 113 in pile body No. 4 to grouting cavity 125 in pile body No. 4, with the flow path shown by the purple line.

[0072] In optional embodiments, such as Figure 3As shown, the upper connecting flange 120 includes a first plate 121, an outer connecting ring 122, an inner connecting ring 123, and a second plate 124. The outer connecting ring 122 and the inner connecting ring 123 are located between the first plate 121 and the second plate 124. A grouting cavity 125 is formed between the outer connecting ring 122 and the inner connecting ring 123. A grouting hole 126 is provided in the outer connecting ring 122. A first reinforcing plate 127 extending downward is provided on the periphery of the first plate 121.

[0073] The first plate 121 and the second plate 124 form an exposed space on the outside, through which the grouting hole 126 can spray the curing agent outward.

[0074] like Figure 3 As shown, the lower connecting flange 130 includes a third plate 131 and a second reinforcing plate 132. The second reinforcing plate 132 is located on the periphery of the third plate 131 and extends upward.

[0075] Thus, the strength of both ends of the pile can be enhanced through the design of the first reinforcing plate 127 and the second reinforcing plate 132.

[0076] In an optional embodiment, multiple reinforcing bars 112 are distributed around the periphery of the grouting pipe 113, or the multiple reinforcing bars 112 include a first portion distributed around the periphery of the grouting pipe 113 and a second portion distributed on the same circumference as the grouting pipe 113.

[0077] The above-mentioned method for grouting reinforcement of precast pile structures used for embedding grouting channels in marine silt sites includes the following steps:

[0078] Step 1: Number all piles 100 sequentially according to the order in which they are driven in. The pile connected to the pile tip 200 is numbered 1. At the same time, number all grouting pipes 113 sequentially in a clockwise direction along the axis of the pile 100.

[0079] Step 2: According to the numbering of each pile 100, before connecting each next pile 100, press the plug 140 into the grouting cavity 125 in a predetermined order.

[0080] Step 3: During the process of driving in the pile 100, connect all the piles 100 in sequence, and drive in the plug 140 in each pile in the manner of step 2.

[0081] Step 4: After all the piles 100 are connected and pressed in, grout is injected into the grouting holes 126 of each pile 100 through the grouting pipe 113 at the top of the uppermost pile 100. After curing, a reinforced area is formed in the soil layer around the connection between two adjacent piles 100.

[0082] In a specific embodiment, combined with Figure 8As shown in the figure, the pile structure is formed by splicing four pile bodies 110 together. Each pile body 110 has six grouting pipes 113, which are numbered A, B, C, D, E and F respectively. From bottom to top, they are pile body number 1, pile body number 2, pile body number 3 and pile body number 4 respectively.

[0083] Combination Figure 8 As shown, for pile number 1, the plug at point A is the third plug 143, and the others are the first plug 141; for pile number 2, the plug at point A is the second plug 142, the plug at point B is the third plug 143, and the others are the first plug 141; for pile number 3, the plugs at points A and B are the second plug 142, the plug at point C is the third plug 143, and the others are the first plug 141; for pile number 4, the plugs at points A, B, and C are the second plug 142, the plug at point D is the third plug 143, and the others are the first plug 141.

[0084] Specifically, curing agent is supplied from grouting pipe A 113 in pile body No. 4 to grouting cavity 125 in pile body No. 1, with the flow path shown by the red line; curing agent is supplied from grouting pipe B 113 in pile body No. 4 to grouting cavity 125 in pile body No. 2, with the flow path shown by the blue line; curing agent is supplied from grouting pipe C 113 in pile body No. 4 to grouting cavity 125 in pile body No. 3, with the flow path shown by the green line; and curing agent is supplied from grouting pipe D 113 in pile body No. 4 to grouting cavity 125 in pile body No. 4, with the flow path shown by the purple line.

[0085] In conjunction with the above embodiments,

[0086] Although the present invention has been disclosed above with reference to preferred embodiments, it is not intended to limit the present invention. Those skilled in the art to which this invention pertains can make various modifications and refinements without departing from the spirit and scope of the present invention. Therefore, the scope of protection of this invention shall be determined by the claims.

Claims

1. A precast pile structure for embedding grouting channels in marine silt sites, characterized in that, It includes multiple interlocking piles (100) and a pile tip (200) connected to the lowest pile (100). The pile (100) includes a pile body (110) and an upper connecting flange (120) and a lower connecting flange (130) connected to both ends of the pile body (110). The pile body (110) includes a concrete structure (111) and steel bars (112) and grouting pipes (113) embedded in the concrete structure (111). The upper connecting flange (120) and the lower connecting flange (130) are provided with a first opening (124a) corresponding to the position of the steel bar (112) and a second opening (124b) corresponding to the position of the grouting pipe (113). The upper connecting flange (120) is provided with a grouting cavity (125), and the grouting cavity (125) also has a grouting hole (126) facing the outside of the pile body (110). The grouting pipe (113) is connected to the grouting cavity (125). A plug (140) is detachably connected inside the grouting cavity (125). The plug (140) is configured to control the connection and blockage state between the grouting pipe (113) and the grouting cavity (125), so that the inlet of the grouting pipe (113) of the uppermost pile (100) can communicate with the grouting hole (126) of any pile (100) below, and inject the reinforcing agent into the soil layer at a predetermined depth. The lower connecting flange (130) includes a third plate (131) and a second reinforcing plate (132), the second reinforcing plate (132) being located around the third plate (131) and extending upward; The multiple steel bars (112) are distributed around the grouting pipe (113) or the multiple steel bars (112) include a first part distributed around the grouting pipe (113) and a second part distributed on the same circumference as the grouting pipe (113).

2. The precast pile structure for embedding grouting channels in marine siltation sites according to claim 1, characterized in that, The grouting cavity (125) is configured to have a first insertion hole connected to the upper end face of the upper connecting flange (120) and a second insertion hole connected to the lower end face of the upper connecting flange (120). The grouting pipe (113) is configured to extend its upper end to the second insertion hole of the grouting cavity (125), and its lower end extends to the bottom of the lower connecting flange (130). When two adjacent piles (100) are joined together, the lower end of the grouting pipe (113) extends into the first insertion hole.

3. The precast pile structure for embedding grouting channels in marine siltation sites according to claim 1, characterized in that, The grouting cavity (125) is configured as a ring structure. Along the axial direction of the pile (100), the width of the middle position of the grouting cavity (125) is greater than the width of the upper and lower ends. The maximum outer diameter of the plug (140) is smaller than the maximum width of the grouting cavity (125). The grouting hole (126) is located in the middle position of the grouting cavity (125).

4. The precast pile structure for embedding grouting channels in marine siltation sites according to claim 3, characterized in that, The grouting cavity (125) is provided with a plurality of grouting holes (126) arranged in a circumferential array on the outside.

5. The precast pile structure for embedding grouting channels in marine siltation sites according to claim 1, characterized in that, The plug (140) is configured as a column, and the cross-sectional dimension of the middle part is larger than that of the two ends. The plug (140) is an elastic structure. The plug (140) includes a first plug (141), a second plug (142) and a third plug (143). The first plug (141) is a solid columnar structure. The height of the first plug (141) is greater than the height of the grouting cavity (125). When the first plug (141) is filled into the grouting cavity (125), the two grouting pipes (113) located at adjacent positions above and below are not connected. The second plug (142) is a hollow columnar structure. The height of the second plug (142) is greater than the height of the grouting cavity (125). When the second plug (142) is filled into the grouting cavity (125), the two grouting pipes (113) located at adjacent positions above and below are connected. The third plug (143) is a solid columnar structure. The height of the third plug (143) is less than the height of the grouting cavity (125). When the third plug (143) is filled into the grouting cavity (125), it is used to block the grouting pipe (113) below.

6. The precast pile structure for embedding grouting channels in marine siltation sites according to claim 5, characterized in that, The end of the plug (140) is configured to have a diameter smaller than the inner diameter of the grouting cavity (125), so that the plug (140) can extend into the inner wall of the grouting cavity (125), and the outer wall of the plug (140) is configured to have a slope with a gradually changing diameter.

7. The precast pile structure for embedding grouting channels in marine siltation sites according to claim 5, characterized in that, Each of the pile bodies (110) is provided with multiple grouting pipes (113), and the plugs (140) in each grouting cavity (125) are configured to include at least one third plug (143) and multiple first plugs (141) and / or multiple second plugs (142), so that the grouting pipe (113) in the uppermost pile body (110) is connected to the grouting pipe (113) in any of the pile bodies (110) in the lower layer.

8. The precast pile structure for embedding grouting channels in marine siltation sites according to claim 1, characterized in that, The upper connecting flange (120) includes a first plate (121), an outer connecting ring (122), an inner connecting ring (123), and a second plate (124). The outer connecting ring (122) and the inner connecting ring (123) are located between the first plate (121) and the second plate (124). The grouting cavity (125) is formed between the outer connecting ring (122) and the inner connecting ring (123). The grouting hole (126) is provided on the outer connecting ring (122). The periphery of the first plate (121) is provided with a downwardly extending first reinforcing plate (127).

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