A shore protection pile wall and construction method

Abstract

This invention relates to the field of revetment pile wall construction, and discloses a novel revetment pile wall and construction method. The revetment pile wall includes a pile body (1), with a grouting pipe (7) pre-embedded inside the pile body (1). The grouting pipe (7) extends to the lower end of the pile body (1) and forms a grout nozzle (8) at the lower end. After grouting through the grout nozzle (8), an enlarged pier (6) is formed at the lower end of the pile body (1). The revetment pile wall provided by this solution has advantages such as high strength, low cost, and long service life.

Description

Technical Field

[0001] This invention relates to the field of river, lake, and coastal revetment construction, and particularly to a revetment pile wall and its construction method. Background Technology

[0002] The construction of revetment pile walls is indispensable in the construction of river and lake management, land reclamation, and port and wharf projects. The construction of this project has its own characteristics. Firstly, these revetment walls are typically situated with one side facing water and the other land, and the construction site is usually a sloping surface. To use large machinery for pile driving, the site must be backfilled, often requiring the construction of temporary cofferdams for dewatering, and the construction of rubble or concrete gravity retaining walls. Secondly, the water-facing side of these revetment walls cannot be supported, and they are usually permanent structures, often bearing cantilever loads. This is especially true for revetment walls in land reclamation projects, where the construction site is typically backfilled on tidal flats with a deep layer of soft soil. The construction of cantilever revetment walls makes it difficult to address the insufficient soil strength in the passive zone at the base of the wall. Existing methods only involve reinforcing the passive zone, which is expensive and unreliable. Furthermore, in port and wharf construction, the revetment walls will typically face deeper water and be subject to long-term erosion from the tides, requiring substantial investment to meet the cantilever load requirements. How to construct such revetment walls safely, economically, quickly, and efficiently is a problem that the engineering community urgently needs to solve. Summary of the Invention

[0003] This invention addresses the shortcomings of existing technologies by providing a revetment pile wall.

[0004] To solve the above-mentioned technical problems, the present invention provides the following technical solution: A revetment pile wall includes a pile body, in which a grouting pipe is pre-embedded. The grouting pipe extends to the lower end of the pile body and forms a grout nozzle at the lower end. After grouting is injected through the grout nozzle, an enlarged pier is formed at the lower end of the pile body.

[0005] Preferably, the system also includes a stiffened steel frame with an extension mechanism. The grouting pipe and grouting nozzle are installed on the extension mechanism. The extension mechanism includes a frame, a support rod, a slider, and a sliding groove. One end of the main rod is hinged to the frame, one end of the support rod is hinged to the middle of the main rod, and the other end is connected to the slider. The slider's sliding limit is set in the sliding groove, which is vertically oriented, allowing the slider to slide.

[0006] Preferably, the system also includes steel strands, one end of which is fixed to the slider and the other end is led out from the upper end of the pile body. The grouting pipe is fixedly installed inside the main rod, and the grouting nozzle is located at the lower end of the main rod.

[0007] Preferably, the chute is a steel chute. In the initial state, the main rod and the support rod are both vertical and located in the chute. A grouting channel is provided in the pile body, and the grouting channel and the grouting pipe are connected by a flexible hose. An upper limit position is provided on the chute to limit the displacement of the slider.

[0008] As a preferred option, the tension zone of the pile is equipped with steel strands.

[0009] As a preferred embodiment, a protruding steel frame is provided on the tension side of the pile, and steel strands are installed in the protruding steel frame.

[0010] Preferably, the system also includes a baffle plate disposed between the piles and several inclined piles supporting the baffle plate and / or the piles. A first pressing block is disposed on the baffle plate. When the baffle plate is pressed into the soil, the first pressing block presses against the end of the inclined pile. A first grouting port is disposed on the first pressing block. Grouting through the first grouting port can form a first reinforcing block near the first pressing block. The cross-section of the baffle plate is "V-shaped".

[0011] Preferably, a second pressure block is pre-installed on the pile body, and a second grouting port is provided on the second pressure block. The second pressure block is pressed on the top of the inclined pile, and grout is injected at the connection through the grouting port to form a second reinforcing block.

[0012] A construction method for a revetment pile wall includes the following steps: Step 1: Precast pile body and baffle; The load-bearing side of the precast pile body is equipped with an outwardly protruding steel frame, and an extension mechanism is installed on the outwardly protruding steel frame; Step 2: Press the pile into the designated area and depth. The grouting pipe and grouting nozzle are installed on the expansion mechanism, which includes a frame, support rods, sliders, and a sliding groove. One end of the main rod is hinged to the frame, and one end of the support rod is hinged to the middle of the main rod, while the other end connects to the slider. The slider's sliding limit is set in the sliding groove, which is vertically oriented, allowing the slider to slide freely. The sliding groove is a steel groove. Initially, the main rod and support rod are both vertical and located within the sliding groove. A grouting channel is provided inside the pile, and the grouting channel and grouting pipe are connected by a flexible hose. An upper limit is provided on the sliding groove to restrict the slider's displacement. Step 3: Pull the steel strand to move the slider, and the strut will open the main rod. Grouting will be carried out at the same time as the main rod is opened to form an enlarged pier at the end of the main rod. Step 4: Install the baffle between the piles, and finally pour the capping beam on top.

[0013] As a preferred option, it also includes inclined piles, which are driven simultaneously using a pile driver during the pile driving process in step two. A first pressure block is provided on the baffle. When the baffle is pressed into the soil, the first pressure block presses against the end of the inclined pile. A first grouting port is provided on the first pressure block. Grouting through the first grouting port can form a first reinforcing block near the first pressure block. The cross-section of the baffle is "V-shaped". A second pressure block is pre-set on the pile. A second grouting port is provided on the second pressure block. The second pressure block is pressed on the top of the inclined pile. A second reinforcing block is formed at the connection through second grouting. In step three, the first and second pressure blocks abut against the inclined pile, and then grouting is performed through the first and second grouting ports to form the first and second reinforcing blocks at the connection points.

[0014] Compared with existing technologies, this solution has the following advantages: First, it develops prestressed retaining pile components for cantilevered revetment wall structures, utilizing embedded high-strength prestressed steel strands and outward-protruding steel frames to enhance lateral strength. Second, it forms cement-enlarged piers at the bottom of the retaining piles using high-pressure grouting or jet grouting, or expands them using tensioned steel strands to create enlarged cement-grouting piers with reinforcing steel frames inside the pile bottom. This effectively improves the overturning resistance of the revetment retaining pile wall and reduces the depth of pile insertion into the soil, which is significant for deep soft soil conditions. Third, addressing the issue that the passive zone soil properties are too poor after the revetment retaining piles are inserted into the soft soil foundation, preventing the cantilever piles from fully utilizing their lateral strength, this solution utilizes vertically implanted retaining piles combined with driving inclined cement-soil piles at the bottom of the pit, inclined precast piles, or rigid piles embedded within inclined cement-soil piles to reinforce the passive zone and improve the lateral strength of the revetment retaining pile wall. Attached Figure Description

[0015] Figure 1 This is a schematic diagram illustrating the problems existing in the existing pile structure.

[0016] Figure 2 This is a schematic diagram illustrating the problems existing in the existing pile structure.

[0017] Figure 3 This is a schematic diagram illustrating the existing problems with the pile structure.

[0018] Figure 4 This is a schematic diagram illustrating the existing problems with the pile structure.

[0019] Figure 5 This is a structural diagram of the pile and the baffle.

[0020] Figure 6 It is a structural diagram of the pile, steel strands, and top beam.

[0021] Figure 7 This is a top view schematic diagram of the pile body and the outward-protruding steel frame.

[0022] Figure 8 This is a schematic diagram of the main structure of the pile body and the outward-protruding steel frame.

[0023] Figure 9 This is a schematic diagram of the overall structure of the expanded pier, grouting pipe, and pile.

[0024] Figure 10 This is a structural diagram of the extended steel frame and piles.

[0025] Figure 11 This is a structural diagram of the piles and steel frame.

[0026] Figure 12 It is a structural diagram of the extended steel frame, piles, and outward-protruding steel frame.

[0027] Figure 13 This is a schematic diagram of the motion of the extended mechanism.

[0028] Figure 14 yes Figure 13 A sectional view.

[0029] Figure 15 yes Figure 13 A sectional view.

[0030] Figure 16 yes Figure 13 A sectional view.

[0031] Figure 17 A through-type, protruding steel frame.

[0032] Figure 18 This is a schematic diagram of the connection between the inclined pile and the retaining plate.

[0033] Figure 19 This is a schematic diagram of the baffle structure.

[0034] Figure 20 yes Figure 18 A sectional view.

[0035] Figure 21 This is a schematic diagram of the connection between the pile body and the inclined pile.

[0036] Figure 22 yes Figure 21 A sectional view.

[0037] Figure 23 This is a schematic diagram of the structure that forms the second reinforcing block.

[0038] Figure 24 yes Figure 23 A sectional view.

[0039] The technical names of the reference numerals in the figure are as follows: 1—Pile body, 2—Baffle plate, 3—Top beam, 4—Steel strand, 5—Outwardly projecting steel frame, 6—Expanded head pier body, 7—Grouting pipe, 8—Grouting nozzle, 9—Extended steel frame, 10—Expanded head pier body, 11—Hinged joint, 12—Main rod, 13—Strut, 14—Sliding block, 15—Grouting pipe, 16—Slide groove, 17—Hose, 18—Embedded part, 19—Inclined pile, 20—First pressure block, 21—First grouting port, 22—First reinforcing block, 23—Horizontal beam, 24—Second pressure block, 25—Second reinforcing block. Detailed Implementation

[0040] The present invention will now be described in further detail with reference to the accompanying drawings and embodiments.

[0041] The following factors generally determine the stress and safety of revetment walls: 1) the cantilever height H of the revetment pile wall; 2) the strength of the active zone of the backfill soil behind the revetment pile wall; 3) the strength of the passive zone of the riverbed soil in front of the revetment pile wall; 4) the strength of the soil layer at the bottom of the revetment piles; and 5) the bending and shear strength of the revetment piles. Due to the diversity of revetment projects, the following three situations may lead to the failure of revetment wall projects: 1) failure of the revetment piles (…). Figure 1 Secondly, the difference in strength between the passive soil layers at the riverbed in front of the revetment pile wall caused forward tilting failure. Figure 2 Thirdly, insufficient insertion depth of the revetment piles or insufficient soil strength can cause forward tilting failure. Figure 3 Fourth, overall instability and damage occur due to the reasons mentioned in the second and third categories above. Figure 4 Since the cantilever height H, soil geology, and hydrological conditions of the revetment pile wall are unchangeable design prerequisites, to effectively improve the overall strength of the revetment retaining wall, we should start by improving the strength of the pile body, enhancing the passive zone, and strengthening the soil layer at the pile bottom, and invent methods that can enhance these strengths while being simple to construct and inexpensive. This invention develops a novel method for constructing a revetment retaining pile wall, which can be described as a combined revetment retaining pile wall construction method using post-tensioned extended pile bottom anchor heads with diagonal bracing.

[0042] Example 1 Currently, improving the overturning resistance of retaining piles relies solely on the length of the pile body inserted into the pit bottom. However, this is problematic in deep, soft soil conditions where the pit bottom requires significantly increased insertion depth to meet overturning resistance requirements, resulting in expensive and ineffective retaining pile construction. This invention proposes and develops a new approach to enhancing the overturning resistance of retaining piles by using high-pressure grouting and jet grouting to enlarge the pile bottom, thereby reducing the insertion depth and saving on construction costs. Specific details are as follows: A revetment pile wall includes a pile body 1, with a grouting pipe 7 pre-embedded inside the pile body 1. The grouting pipe 7 extends to the lower end of the pile body 1 and forms a grout nozzle 8 at the lower end. After grouting through the grout nozzle 8, an enlarged pier 6 is formed at the lower end of the pile body 1. In use, after the pile body 1 is driven into position, grouting is performed to form the enlarged pier 6 at the bottom of the pile body 1, which can effectively reduce the insertion depth and improve the overturning resistance of the pile body 1.

[0043] Secondly, it also includes a stiffening steel frame, on which an extension mechanism is installed. The grouting pipe 7 and the grouting nozzle are installed on the extension mechanism. The extension mechanism includes a frame, a support rod 13, a slider 14, and a sliding groove 16. One end of the main rod 12 is hinged to the frame, one end of the support rod 13 is hinged to the middle of the main rod 12, and the other end is connected to the slider 14. The slider 14 is slidably limited in the sliding groove 16, which is vertically oriented, allowing the slider 14 to slide. It also includes a steel strand 4, one end of which is fixed to the slider 14, and the other end is led out from the upper end of the pile body 1. The grouting pipe 7 is fixedly installed inside the main rod 12, and the grouting nozzle is located at the lower end of the main rod 12. The steel strand 4 is a rear-tensioned steel strand 4, which can achieve a larger expanded head pier 6 through the expansion mechanism. Moreover, the main rod 12 is expanded under the strong tension of the rear-tensioned steel strand 4, and the grouting nozzle simultaneously injects grout, which helps to reduce the resistance of the expanded steel frame 9, thereby forming a larger expanded head pier 6.

[0044] In this design, the expansion mechanism uses standardized components that can be mass-produced and used in conjunction with other components; secondly, the expansion mechanism can be connected to the reinforced concrete pile 1 or the outward-protruding steel frame 5, making installation very convenient; thirdly, prestress is applied by tensioning the high-strength steel strand 4 to achieve the purpose of expanding the main rod 12; and fourthly, extending the high-pressure grouting nozzle 8 outward helps reduce the resistance during the expansion of the expansion mechanism to ensure the dimensions of the expanded head pier 6.

[0045] Specifically, in this embodiment, the chute 16 is a steel channel chute. In the initial state, the main rod 12 and the support rod 13 are both vertical and located within the chute 16. A grouting channel is provided inside the pile body 1, and the grouting channel and the grouting pipe 7 are connected by a flexible hose 17. An upper limit position for limiting the displacement of the slider 14 is provided on the chute 16, wherein the grouting pipe 7 is welded to the main rod 12. Because the sliding height of the slider 14 is limited on the steel channel chute 16, the extension angle α is determined. The locked slider 14 allows the steel strand 4 to continue to be tensioned and apply prestress. For the post-tensioned prestressed combined main and lateral piles of the outwardly convex steel frame 5 of the pile body 1, the expandable stiffening steel frame is universal. It simply extends the steel channel chute 16 to the upper part to replace the embedded part 18, and the upper hinge 11 is directly welded to the steel channel chute 16.

[0046] This invention proposes and develops a method to enhance the anti-tilting capacity of retaining piles by using high-pressure grouting and jet grouting at the bottom of the retaining piles. In addition to the above methods, pipes or holes can be pre-embedded in the pile body 1, or the cavity of the hollow retaining pile can be used. After the retaining pile wall is formed, high-pressure grouting pipes 7, high-pressure jet grouting pipes, or telescopic rotary grouting pipes can be inserted to enlarge the cement-soil head at the bottom of the pile. If necessary, a steel connecting rod can be installed between the cement-soil enlargement head and the pile body 1 to enhance the anti-tilting capacity, reduce the insertion depth of the retaining pile, and save on project costs.

[0047] To enhance the overall stress and deformation strength of the revetment retaining wall, in addition to strengthening the stress and deformation resistance of the retaining piles, it is crucial to strengthen the soil in the passive pressure zone at the bottom of the retaining wall. Unlike traditional underground engineering excavation pit retaining walls, river, lake, and sea revetment retaining walls are permanent structures facing a vast water surface, making it impossible to install supports. This poses a significant challenge for strengthening the foundation in soft coastal soil. Current practices include reinforcing the passive zone with cement mixing, high-pressure grouting, and high-pressure jet grouting, similar to the methods used for excavation pit retaining walls; some methods involve piling soil and rocks in the passive zone to reduce the wall height (H) and strengthen the passive zone; others involve installing anchor bolts to control forward pressure and displacement at the bottom of the retaining wall. However, these methods are not only labor-intensive and time-consuming, but also expensive and have limited effectiveness, and currently lack an ideal solution for soft soil areas. This invention develops a novel reinforcement method for enhancing the passive zone resistance to deformation and stress of retaining pile walls. This method involves driving 19 inclined piles (pure cement-soil piles, rigid piles, and cement-soil embedded rigid piles) that can automatically connect with the retaining pile wall in the underwater soil of rivers, lakes, and seas. Specifically, it refers to rigid piles. This is of great significance for constructing retaining pile walls for riverbanks with a maximum depth (H) in deep soft soil areas. The specific implementation and key points are as follows: The tension zone of the pile body 1 is equipped with steel strands 4; the pile body 1 is a precast reinforced concrete structure, and the shape of the pile body 1 forms a recessed structure, with baffle 2 opened in the recessed structure; the shape of the baffle 2 is a prestressed reinforced concrete component, and the cross section is flat, figure-eight, or semi-circular; or the reinforcement inside the baffle 2 includes small steel pipes with directional post-grouting ports.

[0048] It also includes baffles 2 set between piles 1 and several inclined piles 19 supporting baffles 2 and / or piles 1. A first pressing block 20 is provided on the baffles 2. When the baffles 2 are pressed into the soil, the first pressing block 20 presses against the end of the inclined pile 19. A first grouting port 21 is provided on the first pressing block 20. Grouting through the first grouting port 21 can form a first reinforcing block 22 near the first pressing block 20. The cross section of the baffles 2 is "V-shaped".

[0049] A second pressure block 24 is pre-installed on the pile body 1, and a second grouting port is provided on the second pressure block 24. The second pressure block 24 is pressed onto the top of the inclined pile 19, and grout is injected at the connection through the grouting port to form a second reinforcing block 25. Increasing the high-pressure grouting volume makes the cement-soil reinforcing block used to strengthen the connection larger, which not only strengthens the connection point, but also conveniently completes the traditional passive zone cement-soil reinforcement.

[0050] These inclined piles 19 can be pure cement-soil piles, formed by cement mixing, jet grouting, or high-pressure grouting, depending on the requirements; precast reinforced concrete solid or hollow square piles and pipe piles can also be square or round steel pipe piles or various types of steel; or they can be steel frames composed of steel sections. In addition to the above-mentioned cement-soil piles, the pile formation methods can be direct driving, cement mixing or jet grouting for pre-drilling, or central mixing or jet grouting for simultaneous implantation. For deep soft soil foundations, cement mixing or jet grouting can also be used to enlarge and reinforce various pure cement-soil piles, or the above-mentioned rigid pile bodies 1 can be embedded in the enlarged and reinforced pure cement-soil piles to form composite inclined piles 19.

[0051] Specifically, except for the connection between the pure cement-soil inclined piles and the revetment retaining wall, the revetment retaining wall reinforced with inclined bracing is connected by a first pressing block 20 on a specially made V-shaped precast baffle 2, which, when pressed into the soil, precisely abuts against the previously driven inclined rigid pile 1. The first pressing block 20 has a pre-reserved first grouting port 21, through which cement grout or fine mortar is injected under high pressure to form a reinforced block 22 near the connection. The reinforced block 22, encasing the connection point between the first pressing block 20 and the inclined pile 19, combined with the cast-in-place capping beam 3 at the top and the main anti-side pile 1, forms a complete revetment retaining wall. The first pressure block 20 is generally located at the bottom of the pit. If the waterway allows, it can be raised above the bottom of the pit. In fact, as long as the waterway allows, for important revetment pile walls with large cantilever height H, poor soil properties and large lateral pressure, double-layer inclined piles 19 can be installed. The upper layer of inclined piles 19 is like the support of ordinary foundation pits, and the horizontal spacing can be widened and supported on the external enclosure horizontal beam 23.

[0052] Of course, the revetment retaining pile wall reinforced with inclined bracing at the bottom of the pit can also be achieved by connecting the inclined pile 19 with the outwardly protruding corbel of the main resisting pile body 1. The second pressure block 24 can be formed by pre-embedded welded steel parts on the pile body 1, or it can be formed by integrally pouring concrete during the construction of the pile body 1. The grouting pipe 7 is pre-embedded in the main resisting pile body 1, and the grouting nozzle is located under the second pressure block 24. High-pressure grouting can then form a second reinforcing block 25 at the connection point. In this way, the main resisting pile body 1 directly becomes a cantilever load-bearing component with inclined bracing at the bottom of the pit, forming a complete revetment retaining pile wall with the baffle 2 and the cast-in-place capping beam 3 between them.

[0053] This embodiment addresses the development of prestressed retaining pile components for cantilevered revetment structures, utilizing embedded high-strength prestressed steel strands 4 and outwardly projecting steel frames 5 to enhance lateral resistance. Secondly, it utilizes high-pressure grouting or jet grouting to form cement expansion piers at the bottom of the retaining piles, or expands them using tensioned steel strands 4 to form reinforced steel frames within the pile base, effectively improving the overturning resistance of the revetment retaining pile wall and reducing the depth of pile insertion into the soil—a significant improvement for deep soft soil conditions. Thirdly, addressing the issue of poor soil properties in the passive zone after the revetment retaining piles are inserted into soft soil foundations, preventing the cantilever piles from fully utilizing their lateral resistance, this embodiment develops a method that combines vertically implanted retaining piles 1 with the installation of inclined cement-soil piles at the bottom of the pit, inclined precast piles, or rigid piles embedded within inclined cement-soil piles. It can also combine traditional vertical cement-soil piles to reinforce the passive zone and improve the lateral strength of the revetment retaining pile wall.

[0054] Example 2 Compared with Example 1, this example differs in the following ways: A protruding steel frame 5 is provided on the tension side of the pile body 1. Steel strands 4 are installed within the protruding steel frame 5; these strands are post-tensioned prestressed steel strands. The protruding steel frame 5 is fixed by welding to embedded parts 18 on the surface of the pile body 1, or the connecting parts are directly embedded during the fabrication of the pile body 1. The stiffening steel frame is fixedly installed on the protruding steel frame 5. Example 3 This embodiment provides a construction method for a revetment pile wall based on Embodiments 1 and 2, including the following steps: Step 1: Prefabricate the pile body 1 and the baffle 2; the load-bearing side of the pile body 1 is provided with an outwardly protruding steel frame 5, an extended steel frame 9 is provided on the outwardly protruding steel frame 5, and an extension mechanism is provided on the extended steel frame 9. Step 2: Press the pile body 1 into the designated area and depth. The grouting pipe 7 and grouting nozzle are installed on the expansion mechanism, which includes a frame, support rod 13, slider 14, and slide groove 16. One end of the main rod 12 is hinged to the frame, and one end of the support rod 13 is hinged to the middle of the main rod 12. The other end connects to the slider 14. The slider 14 is limited to sliding within the slide groove 16, which is vertically oriented. The slider 14 can slide. The slide groove 16 is a steel channel. In the initial state, the main rod 12 and support rod 13 are both vertical and located within the slide groove 16. A grouting channel is provided inside the pile body 1, and the grouting channel and the grouting pipe 7 are connected by a flexible hose 17. An upper limit is provided on the slide groove 16 to limit the displacement of the slider 14. Step 3: Pull the steel strand 4 to drive the slider 14 to slide, and the support rod 13 will open the main rod 12. At the same time as opening, grouting is carried out to form the enlarged head pier 6 at the end of the main rod 12. Step 4: Install the baffle 2 between the piles 1, and finally pour the capping beam 3 on top.

[0055] This also includes inclined piles 19, which are driven simultaneously using a pile driver during the pile body 1 driving process in step two. A first pressing block 20 is provided on the baffle 2. When the baffle 2 is pressed into the soil, the first pressing block 20 presses against the end of the inclined pile 19. A first grouting port 21 is provided on the first pressing block 20. Grouting through the first grouting port 21 can form a first reinforcing block 22 near the first pressing block 20. The cross section of the baffle 2 is "V-shaped". A second pressing block 24 is pre-set on the pile body 1. A second grouting port is provided on the second pressing block 24. The second pressing block 24 is pressed on the top of the inclined pile 19. A second reinforcing block 25 is formed at the connection through the second grouting. In step three, the first pressure block 20 and the second pressure block abut against the inclined pile 19, and then grouting is performed through the first grouting port 21 and the second grouting port, forming the first reinforcing block 22 and the second reinforcing block 25 at the connection position respectively.

Claims

1. A revetment wall comprising: The system includes a pile body (1), in which a grouting pipe (7) is pre-embedded. The grouting pipe (7) extends to the lower end of the pile body (1) and forms a grout nozzle (8) at the lower end. After grouting, the grouting pipe (7) forms an enlarged pier (6) at the lower end of the pile body (1) through the grout nozzle (8). The system also includes a stiffening steel frame, on which an extension mechanism is provided. The grouting pipe (7) and the grout nozzle are provided on the extension mechanism. The extension mechanism includes a frame, a support rod (13), a slider (14), and a groove (16). One end of the main rod (12) is hinged to the frame, one end of the support rod (13) is hinged to the middle of the main rod (12), and the other end is connected to the slider (14). The slider (14) is set in the sliding groove (16), and the sliding groove (16) is set in the vertical direction. It also includes a steel strand (4), one end of which is fixed to the slider (14), and the other end is led out from the upper end of the pile body (1). The grouting pipe (7) is fixedly installed inside the main rod (12), and the grouting nozzle is located at the lower end of the main rod (12). The pile body (1) is provided with an outwardly protruding steel frame (5) on the tension side. A steel strand (4) is provided in the outwardly protruding steel frame (5). The steel strand (4) is a post-tensioned prestressed steel strand. The outwardly protruding steel frame (5) is fixed by welding to the embedded part (18) on the surface of the pile body (1) or the connecting part is directly embedded during the construction of the pile body (1).

2. A revetment pile wall according to claim 1, characterized in that: The chute (16) is a steel chute (16). In the initial state, the main rod (12) and the support rod (13) are both in a vertical state and located in the chute (16). A grouting channel is provided in the pile body (1). The grouting channel and the grouting pipe (7) are connected by a hose (17). An upper limit position is provided on the chute (16) to limit the displacement of the slider (14).

3. A revetment pile wall according to claim 1 or 2, characterized in that: The pile body (1) is equipped with steel strands (4) in the tension zone; the pile body (1) is a precast reinforced concrete structure, and the shape of the pile body (1) forms a recessed structure, with baffle (2) opened in the recessed structure; the shape of the baffle (2) is a prestressed reinforced concrete component, and the cross section is flat, figure-eight, or semi-circular; or the reinforcement inside the baffle (2) includes small steel pipes with directional grouting ports.

4. A revetment pile wall according to claim 1, characterized in that: It also includes a baffle (2) set between the piles (1) and several inclined piles (19) supporting the baffle (2) and / or the piles (1). A first pressing block (20) is set on the baffle (2). When the baffle (2) is pressed into the soil, the first pressing block (20) presses against the end of the inclined pile (19). A first grouting port (21) is set on the first pressing block (20). Grouting through the first grouting port (21) can form a first reinforcing block (22) near the first pressing block (20). The cross section of the baffle (2) is "V-shaped".

5. A revetment pile wall according to claim 4, characterized in that: A second pressure block (24) is pre-set on the pile body (1), and a second grouting port is provided on the second pressure block (24). The second pressure block (24) is pressed on the top of the inclined pile (19), and grout is injected at the connection through the grouting port to form a second reinforcing block (25).

6. A construction method for a revetment pile wall, characterized in that: The construction method of the revetment pile wall structure according to claim 2 includes the following steps: Step 1: Precast pile body (1) and baffle (2); The precast pile body (1) is provided with an outwardly protruding steel frame (5) on the force-bearing side, and an extension mechanism is provided on the outwardly protruding steel frame (5); Step 2: Press the pile body (1) into the set area and depth. The grouting pipe (7) and grouting nozzle are set on the expansion mechanism. The expansion mechanism includes a frame, a support rod (13), a slider (14), and a chute (16). One end of the main rod (12) is hinged to the frame, and one end of the support rod (13) is hinged to the middle of the main rod (12). The other end is connected to the slider (14). The slider (14) is set in the chute (16) with a sliding limit. The chute (16) is set in the vertical direction. The chute (16) is a steel chute. In the initial state, the main rod (12) and the support rod (13) are both in a vertical state and located in the chute (16). A grouting channel is set in the pile body (1). The grouting channel and the grouting pipe (7) are connected by a hose (17). An upper limit is set on the chute (16) to limit the displacement of the slider (14). Step 3: Pull the steel strand (4) to drive the slider (14) to slide, and the support rod (13) will open the main rod (12). Grouting is carried out at the same time as opening, and an enlarged head pier (6) is formed at the end of the main rod (12). Step 4: Install the baffle (2) between the piles (1), and finally pour the capping beam (3) on top.

7. A construction method for a revetment pile wall according to claim 6, characterized in that: It also includes inclined piles (19), which are driven simultaneously by a pile driver during the pile driving process in step two (1); A first pressure block (20) is provided on the baffle (2). When the baffle (2) is pressed into the soil, the first pressure block (20) presses against the end of the inclined pile (19). A first grouting port (21) is provided on the first pressure block (20). Grouting through the first grouting port (21) can form a first reinforcing block (22) near the first pressure block (20). The cross section of the baffle (2) is "V-shaped". A second pressure block (24) is pre-set on the pile body (1). A second grouting port is provided on the second pressure block (24). The second pressure block (24) is pressed on the top of the inclined pile (19). A second reinforcing block (25) is formed at the connection through the second grouting. In step three, the first pressure block (20) and the second pressure block (24) abut against the inclined pile (19), and then grouting is performed through the first grouting port (21) and the second grouting port, forming the first reinforcing block (22) and the second reinforcing block (25) at the connection position respectively.

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