An underwater rock-socketed concrete pile for water conservancy projects and its construction method

Abstract

The present application relates to the technical field of rock-socketed concrete piles, and provides an underwater rock-socketed concrete pile for water conservancy projects, which includes a steel pipe pile, a first precast concrete pile and a second precast concrete pile. The lower end of the steel pipe pile is inserted to the top surface of the bedrock. The first precast concrete pile is located in the bedrock hole, and the diameter of the first precast concrete pile is smaller than the diameter of the bedrock hole. The second precast concrete pile is located in the steel pipe pile. The first precast concrete pile and the inner wall of the bedrock hole and the first precast concrete pile and the second precast concrete pile are connected into one body through a first concrete layer, and the first concrete layer is connected into one body with the inner wall of the lower end of the steel pipe pile. The second precast concrete pile and the steel pipe pile are connected into one body through a second concrete layer. Based on this, the construction efficiency can be improved. In addition, a construction method for the underwater rock-socketed concrete pile for water conservancy projects is also provided.

Description

Technical Field

[0001] This application relates to the field of rock - socketed concrete piles, and particularly to an underwater rock - socketed concrete pile for water conservancy projects and its construction method. Background Art

[0002] Currently, for some water conservancy projects, such as reservoirs with a relatively long construction age, comprehensive risk removal and reinforcement are required. During the risk removal and reinforcement process, it is generally necessary to pour rock - socketed concrete piles underwater.

[0003] In the related art, a Chinese patent with the publication number CN113737780A discloses an underwater rock - socketed concrete pile. Its structure includes a steel pipe pile, the bottom of which is inserted to the top surface of the bedrock. The outer wall of the steel pipe pile has male - female locks, and a steel reinforcement cage is arranged inside the steel pipe pile; a cast - in - place concrete pile, which is formed by pouring underwater concrete inside the steel pipe pile and at the drilled hole of the bedrock below. The steel pipe pile, the steel reinforcement cage, the cast - in - place concrete pile and the bedrock are integrally formed.

[0004] In view of the above - mentioned related art, during the construction of the above - mentioned underwater rock - socketed concrete pile, after the concrete in the steel pipe pile is poured, the setting period of the concrete requires 7 - 10 days, resulting in low construction efficiency, so improvement is needed. Summary of the Invention

[0005] In order to improve the construction efficiency, in a first aspect, this application provides an underwater rock - socketed concrete pile for water conservancy projects.

[0006] The underwater rock - socketed concrete pile for water conservancy projects provided by this application adopts the following technical solutions:

[0007] An underwater rock - socketed concrete pile for water conservancy projects includes a steel pipe pile, a first precast concrete pile and a second precast concrete pile. The lower end of the steel pipe pile is inserted to the top surface of the bedrock. The first precast concrete pile is located in the bedrock hole, and the diameter of the first precast concrete pile is smaller than the diameter of the bedrock hole. The second precast concrete pile is located inside the steel pipe pile. The first precast concrete pile and the inner wall of the bedrock hole and the first precast concrete pile and the second precast concrete pile are connected into one body through a first concrete layer, and the first concrete layer is connected into one body with the inner wall of the lower end of the steel pipe pile. The second precast concrete pile and the steel pipe pile are connected into one body through a second concrete layer.

[0008] By adopting the above technical solution, during the construction of the underwater rock-socketed concrete pile, first, the steel pipe pile is driven to the top surface of the bedrock, the bedrock is drilled inside the steel pipe pile, then the first precast concrete pile is lowered into the bedrock hole by a hoisting device, the gap between the first precast concrete pile and the bedrock hole and the upper end of the first precast concrete pile are filled and concrete is poured to form a first concrete layer; before the first concrete layer is completely solidified, the second precast concrete pile is positioned and lowered into the steel pipe pile by a hoisting device, the lower end of the second precast concrete pile compacts the first concrete layer, and the gap between the second precast concrete pile and the steel pipe pile is filled and concrete is poured to form a second concrete layer; after the first concrete layer and the second concrete layer are solidified, the steel pipe pile, the first precast concrete pile, the second precast concrete pile and the bedrock hole are connected into one body. Due to the setting of the first precast concrete pile and the second precast concrete pile, only the first concrete layer and the second concrete layer need to be filled and concrete is poured, without filling and pouring concrete inside the entire steel pipe pile, thus reducing the solidification period of the concrete and further improving the construction efficiency.

[0009] Preferably, a mounting cavity is formed by the downward depression of the lower end of the second precast concrete pile, an adjusting rod is rotatably connected to the second precast concrete pile, the adjusting rod extends into the mounting cavity, a pressing plate is slidably connected in the mounting cavity in the vertical direction, the lower end of the adjusting rod is threadedly connected to the pressing plate, and the pressing plate abuts against the first concrete layer. A third concrete layer is filled and poured in the mounting cavity.

[0010] By adopting the above technical solution, by setting the mounting cavity, the adjusting rod and the pressing plate, when the second precast concrete pile is lowered into the steel pipe, by rotating the adjusting rod, the pressing plate is driven to move downward and abut tightly against the first concrete layer, further compacting the first concrete layer that is not completely solidified, so that the connection between the first precast concrete pile and the second precast concrete pile is more firm; and, a third concrete layer is filled and poured in the mounting cavity to ensure the stability of the overall structure of the underwater rock-socketed concrete pile.

[0011] Preferably, it further includes a plurality of reinforcement connection components. A plurality of the reinforcement connection components are located in the installation cavity and above the pressing plate. The reinforcement connection components include a rotating rod, a bevel gear, a sliding plate, a connecting plate and a connecting rod. One end of the rotating rod away from the adjusting rod is rotatably connected to the second precast concrete pile and is perpendicular to the adjusting rod. The bevel gear is fixedly connected to one end of the rotating rod close to the adjusting rod. The sliding plate is slidably connected to the installation cavity along the length direction of the rotating rod and is threadedly connected to the rotating rod. The connecting plate is integrally connected to the upper end of the first precast concrete pile. The connecting plate penetrates through the first concrete layer and the pressing plate. A connection hole is formed in the connecting plate. The connecting rod is fixedly connected to the side of the sliding plate away from the adjusting rod. The connecting rod penetrates through the connection hole and abuts against the second precast concrete pile. A bevel gear disk is fixedly connected to the lower end of the adjusting rod. The bevel gear disk meshes with each of the bevel gears.

[0012] By adopting the above technical solution, by arranging the reinforcement connection components, when the adjusting rod is rotated to drive the pressing plate to move downward, the bevel gear disk is driven to rotate. The bevel gear disk drives each bevel gear to rotate, so as to drive the rotating rod to rotate, realizing that the sliding plate moves towards the side away from the adjusting rod, enabling the connecting rod to penetrate through the connection hole and abut against the second precast concrete pile, strengthening the connection strength between the first precast concrete pile and the second precast concrete pile, thereby improving the overall strength of the underwater rock-socketed concrete pile.

[0013] Preferably, an embedding groove is formed at the lower end of the sliding plate. A first abutting plate and a spring are arranged in the embedding groove. The spring is arranged between the sliding plate and the first abutting plate to drive the first abutting plate to abut against the upper end of the pressing plate.

[0014] By adopting the above technical solution, by arranging the embedding groove, the first abutting plate and the spring, during the movement of the sliding plate, the first abutting plate is driven to move, and under the action of the spring, the first abutting plate abuts against the upper end of the pressing plate to evenly compact the first concrete layer under the pressing plate, making the first concrete layer between the first precast concrete pile and the second precast concrete pile more uniform, so that each part of the underwater rock-socketed concrete pile is stressed evenly, and further improving the stability of the overall structure of the underwater rock-socketed concrete pile.

[0015] Preferably, a second abutting plate is fixedly connected to the side of the first abutting plate away from the adjusting rod. The second abutting plate abuts against the upper end of the pressing plate.

[0016] By adopting the above technical solution, by arranging the second abutting plate, the contact area with the pressing plate is increased, further making the first concrete layer between the first precast concrete pile and the second precast concrete pile more uniform.

[0017] Preferably, a plurality of grouting channels are provided at the upper end of the second precast concrete pile, and each of the grouting channels communicates with the installation cavity.

[0018] By adopting the above technical solution, the grouting channels are provided to facilitate the filling and pouring of concrete into the installation cavity.

[0019] Preferably, a plurality of slurry discharge channels are provided on the second precast concrete pile, and each of the slurry discharge channels communicates with the installation cavity and the second concrete layer respectively.

[0020] By adopting the above technical solution, the slurry discharge channels are provided to facilitate the discharge of the concrete in the installation cavity to ensure the completion of the filling and pouring of the third concrete layer; moreover, the discharged concrete will communicate with the second concrete layer, so that the gap between the second precast concrete pile and the second concrete layer is filled, improving the connection strength among the second precast concrete pile, the second concrete layer and the steel pipe pile.

[0021] Preferably, an internal hexagonal groove is provided at the upper end of the adjusting rod.

[0022] By adopting the above technical solution, the internal hexagonal groove is provided to facilitate the use of tools to rotate the adjusting rod.

[0023] In a second aspect, the present application provides a construction method for an underwater rock-socketed concrete pile for a water conservancy project.

[0024] The construction method for an underwater rock-socketed concrete pile for a water conservancy project provided by the present application adopts the following technical solution:

[0025] A construction method for an underwater rock-socketed concrete pile for a water conservancy project includes the following steps:

[0026] S1: Transport the steel pipe pile to the designed pile position, install the guide frame to position the steel pipe pile, make the verticality of the steel pipe pile meet the requirements, and ensure the pile sinking position. Adopt the static pressure method on the water working platform to insert and drive the steel pipe pile to the top surface of the bedrock.

[0027] S2: After the steel pipe pile is accurately inserted and driven to the top surface of the bedrock, use a rotary drilling rig with a roller bit to drill the bedrock from inside the steel pipe pile. After the drilling depth reaches the designed depth, use the circulation method to clean the drill hole, and replace the suspended drill cuttings and mud in the drill hole until the design value is met.

[0028] S3: After the drill hole cleaning is completed, position and lower the first precast concrete pile into the drill hole through a hoisting device, and use a hopper and a conduit to fill and pour the drill hole to form the first concrete layer.

[0029] S4: After the first concrete layer has solidified for a period of time, use a hoisting device to position and lower the second precast concrete pile into the steel pipe pile. The second precast concrete pile abuts against the first concrete layer and rams it. Then rotate the adjusting rod so that the pressing plate squeezes and rams the first concrete layer, and the reinforcement connection component reinforces and connects the first precast concrete pile and the second precast concrete pile;

[0030] S5: After the first precast concrete pile and the second precast concrete pile are reinforced and connected, fill and pour the gap between the steel pipe pile and the second precast concrete pile to form a second concrete layer. At the same time, fill and pour the installation cavity through the grouting channel to form a third concrete layer.

[0031] By adopting the above technical solution, due to the setting of the first precast concrete pile and the second precast concrete pile, only the first concrete layer, the second concrete layer and the third concrete layer need to be filled and poured with concrete, and there is no need to fill and pour the entire steel pipe pile with concrete, thus greatly reducing the solidification period of the concrete and further greatly improving the construction efficiency.

[0032] Preferably, in step S5, the gap between the steel pipe pile and the second precast concrete pile is filled and poured by the conduit method.

[0033] By adopting the above technical solution, the gap between the steel pipe pile and the second precast concrete pile is filled and poured by the conduit method, minimizing the gap between the steel pipe pile and the second precast concrete pile, improving the strength of the second concrete layer and the bearing capacity of the underwater rock-socketed concrete pile. BRIEF DESCRIPTION OF THE DRAWINGS

[0034] Figure 1 is a schematic diagram of the overall structure of the underwater rock-socketed concrete pile in an embodiment of the present application;

[0035] Figure 2 is a schematic diagram of the structure of the underwater rock-socketed concrete pile and the bedrock in an embodiment of the present application;

[0036] Figure 3 is Figure 1 an enlarged schematic diagram of part A in

[0037] Figure 4 is a schematic diagram of the structure of the reinforcement connection component in an embodiment of the present application;

[0038] Figure 5 is a schematic diagram of the cross-sectional structure of the underwater rock-socketed concrete pile in an embodiment of the present application;

[0039] Figure 6 is an exploded schematic diagram of the reinforcement connection component in an embodiment of the present application.

[0040] Reference signs: 1, steel pipe pile; 2, first precast concrete pile; 3, second precast concrete pile; 4, bedrock; 5, bedrock hole; 6, first concrete layer; 7, second concrete layer; 8, installation cavity; 9, adjusting rod; 10, pressing plate; 11, hexagonal socket; 12, reinforcement connection assembly; 121, rotating rod; 122, bevel gear; 123, sliding plate; 124, connecting plate; 125, connecting rod; 126, connecting hole; 13, chute; 14, bevel gear disk; 15, embedding groove; 16, first abutting plate; 17, spring; 18, second abutting plate; 19, grouting channel; 20, third concrete layer; 21, slurry discharge channel. Detailed implementation manners

[0041] The following further elaborates on this application Figures 1-6 in conjunction with the accompanying drawings.

[0042] The embodiment of this application discloses an underwater rock-socketed concrete pile for water conservancy projects.

[0043] Referring to Figure 1 and Figure 2 , the underwater rock-socketed concrete pile includes a steel pipe pile 1, a first precast concrete pile 2 and a second precast concrete pile 3. The steel pipe pile 1 is cylindrical, the first precast concrete pile 2 and the second precast concrete pile 3 are cylindrical, and the steel pipe pile 1, the first precast concrete pile 2 and the second precast concrete pile 3 are on the same axis. The lower end of the steel pipe pile 1 is used to be driven into the top surface of the bedrock 4, and a bedrock hole 5 is formed by drilling the bedrock 4 through the steel pipe pile 1. The first precast concrete pile 2 is located in the bedrock hole 5, and the diameter of the first precast concrete pile 2 is smaller than the diameter of the bedrock hole 5. The second precast concrete pile 3 is located in the steel pipe pile 1, there is a gap between the second precast concrete pile 3 and the steel pipe pile 1, and the upper end is flush with the upper end of the steel pipe pile 1. Among them, the bedrock hole 5 is filled and poured with concrete to form a first concrete layer 6. The first concrete layer 6 connects the first precast concrete pile 2 and the inner wall of the bedrock hole 5 into one body, and the upper end of the first concrete layer 6 protrudes from the bedrock hole 5, connecting the first precast concrete pile 2 and the second precast concrete pile 3 into one body, and connecting the first concrete layer 6 and the inner wall of the lower end of the steel pipe pile 1 into one body. The gap between the steel pipe pile 1 and the second precast concrete pile 3 is filled and poured with concrete to form a second concrete layer 7, and the second concrete layer 7 connects the steel pipe pile 1 and the second precast concrete pile 3 into one body. Due to the setting of the first precast concrete pile 2 and the second precast concrete pile 3, only the first concrete layer 6 and the second concrete layer 7 need to be filled and poured with concrete, without filling and pouring concrete in the entire steel pipe pile 1, thereby reducing the setting period of the concrete and improving the construction efficiency.

[0044] Referring to Figure 2 and Figure 3, a rectangular installation cavity 8 is formed by the downward depression at the lower end of the second precast concrete pile 3, and the second precast concrete pile 3 is coaxially rotatably connected with an adjusting rod 9. The adjusting rod 9 extends downward into the installation cavity 8. A pressing plate 10 is slidably connected in the installation cavity 8 along the vertical direction. The lower end of the adjusting rod 9 is threadedly connected with the pressing plate 10, so as to rotate the adjusting rod 9 to drive the pressing plate 10 to move downward and abut against the first concrete layer 6, so as to tamp the incompletely solidified first concrete layer 6, making the connection between the first precast concrete pile 2 and the second precast concrete pile 3 more firm. Among them, the upper end of the adjusting rod 9 is flush with the upper end of the second precast concrete pile 3, and an internal hexagonal groove 11 is provided to facilitate the use of tools to rotate the adjusting rod 9.

[0045] Refer to Figure 4 and Figure 5 , and further includes a plurality of reinforcement connection components 12. The reinforcement connection components 12 are located in the installation cavity 8 and above the pressing plate 10. In this embodiment, the reinforcement connection components 12 are provided in four groups, and the four reinforcement connection components 12 are evenly spaced along the circumferential direction of the adjusting rod 9. The reinforcement connection component 12 includes a rotating rod 121, a bevel gear 122, a sliding plate 123, a connecting plate 124 and a connecting rod 125. The rotating rod 121 is perpendicular to the adjusting rod 9. One end of the rotating rod 121 away from the adjusting rod 9 is rotatably connected to the side wall of the second precast concrete pile 3 in the installation cavity 8. The bevel gear 122 is fixedly connected to one end of the rotating rod 121 close to the adjusting rod 9. The sliding plate 123 is a rectangular plate. A sliding groove 13 is provided on the top wall of the second precast concrete pile 3 in the installation cavity 8. The upper end of the sliding plate 123 protrudes and is slidably connected in the sliding groove 13. The sliding direction is parallel to the length direction of the rotating rod 121, and the sliding plate 123 is threadedly connected to the rotating rod 121 to realize sliding in the installation cavity 8. The connecting plate 124 is a rectangular steel plate, integrally and perpendicularly connected to the upper end of the first precast concrete pile 2. The connecting plate 124 passes through the first concrete layer 6 and the pressing plate 10, and a through connecting hole 126 is provided on the side surface of the upper end of the connecting plate 124. The connecting rod 125 is a steel rod, fixedly connected to the side of the sliding plate 123 away from the adjusting rod 9. The connecting rod 125 passes through the connecting hole 126 and abuts against the side wall of the second precast concrete pile 3 in the installation cavity 8. At the same time, a bevel gear disc 14 is fixedly connected to the lower end of the adjusting rod 9, and the bevel gear disc 14 meshes with the four bevel gears 122.

[0046] While driving the pressing plate 10 to move downward by rotating the adjusting rod 9, the bevel gear disc 14 is driven to rotate. The bevel gear disc 14 drives each bevel gear 122 to rotate, so as to drive each rotating rod 121 to rotate, thereby realizing the movement of the sliding plate 123 toward the side away from the adjusting rod 9, so that the connecting rod 125 passes through the connecting hole 126 and abuts against the second precast concrete pile 3, strengthening the connection strength between the first precast concrete pile 2 and the second precast concrete pile 3, thereby improving the overall strength of the underwater rock-socketed concrete pile.

[0047] Refer toFigure 6 , a slot 15 is formed at the lower end of the sliding plate 123. A first abutting plate 16 and a spring 17 are arranged in the slot 15. A plurality of springs 17 are provided. Each spring 17 is located between the upper end of the first abutting plate 16 and the sliding plate 123, and one end is fixedly connected to the first abutting plate 16 and the other end is fixedly connected to the sliding plate 123. Under the action of each spring 17, the lower end of the first abutting plate 16 abuts against the upper end of the pressing plate 10, so that when the sliding plate 123 moves, the first abutting plate 16 abuts and slides on the upper end of the pressing plate 10 to uniformly compact the first concrete layer 6 under the pressing plate 10. Wherein, a second abutting plate 18 is vertically and fixedly connected to the side of the first abutting plate 16 away from the adjusting rod 9. The lower side of the second abutting plate 18 abuts against the upper end of the pressing plate 10, making the first concrete layer 6 between the first precast concrete pile 2 and the second precast concrete pile 3 more uniform.

[0048] Refer to Figure 5 , a plurality of grouting channels 19 are formed by the upper end of the second precast concrete pile 3 extending downward. Each grouting channel 19 communicates with the installation cavity 8. After the first precast concrete pile 2 and the second precast concrete pile 3 are connected by the reinforcement connection assembly 12, concrete is filled and poured into the installation cavity 8 through the grouting channels 19 to form a third concrete layer 20, improving the overall strength of the underwater rock-socketed concrete pile. Moreover, a plurality of slurry discharge channels 21 are formed on the second precast concrete pile 3. Each slurry discharge channel 21 communicates with the installation cavity 8 and the second concrete layer 7 respectively, so that the gap between the second precast concrete pile 3 and the second concrete layer 7 is filled, improving the connection strength between the second precast concrete pile 3, the second concrete layer 7 and the steel pipe pile 1.

[0049] The implementation principle of this embodiment is as follows: During the construction of the underwater rock-socketed concrete pile, first, the steel pipe pile 1 is driven to the top surface of the bedrock 4. Then, the bedrock 4 is drilled inside the steel pipe pile 1. Next, the first precast concrete pile 2 is lowered into the bedrock hole 5 by a hoisting device. The gap between the first precast concrete pile 2 and the bedrock hole 5 and the upper end of the first precast concrete pile 2 are filled and concreted to form the first concrete layer 6. Before the first concrete layer 6 is completely solidified, the second precast concrete pile 3 is positioned and lowered into the steel pipe pile 1 by a hoisting device. The lower end of the second precast concrete pile 3 compacts the first concrete layer 6. At the same time, the adjusting rod 9 is rotated, the pressing plate 10 compacts the first concrete layer 6, and the reinforcement connection assembly 12 strengthens the connection between the first precast concrete pile 2 and the second precast concrete pile 3. After that, the gap between the second precast concrete pile 3 and the steel pipe pile 1 is filled and concreted to form the second concrete layer 7, and the installation cavity 8 is filled and concreted through the grouting channel to form the third concrete layer 20. After the first concrete layer 6 and the second concrete layer 7 are solidified, the steel pipe pile 1, the first precast concrete pile 2, the second precast concrete pile 3, and the bedrock hole 5 are connected as a whole. Due to the setting of the first precast concrete pile 2 and the second precast concrete pile 3, only the first concrete layer 6 and the second concrete layer 7 need to be filled and concreted, without filling and concreting the entire steel pipe pile 1, thus reducing the solidification period of the concrete and improving the construction efficiency.

[0050] The embodiment of the present application also discloses a construction method for an underwater rock-socketed concrete pile used in a water conservancy project.

[0051] The construction method for an underwater rock-socketed concrete pile used in a water conservancy project includes the following steps:

[0052] S1: Transport the steel pipe pile 1 to the designed pile position, install a guiding frame to position the steel pipe pile 1, make the verticality of the steel pipe pile 1 meet the requirements, and ensure the pile sinking position. The steel pipe pile 1 is driven to the top surface of the bedrock 4 by the static pressure method on the water working platform;

[0053] S2: After the steel pipe pile 1 is accurately driven to the top surface of the bedrock 4, a rotary drilling rig is used in cooperation with a roller bit to drill the bedrock 4 from inside the steel pipe pile 1. After the depth of the bedrock hole 5 reaches the designed depth, the circulation method is used to clean the bedrock hole 5, and the suspended drill cuttings and mud in the bedrock hole 5 are replaced until the design value is met;

[0054] S3: After the bedrock hole 5 is cleaned, the first precast concrete pile 2 is positioned and lowered into the bedrock hole 5 by a hoisting device, and a hopper and a conduit are used to fill and pour concrete into the bedrock hole 5 to form the first concrete layer 6;

[0055] S4: Before the first concrete layer 6 is completely solidified, the second precast concrete pile 3 is positioned and lowered into the steel pipe pile 1 by a hoisting device. The second precast concrete pile 3 abuts against the first concrete layer 6 and rams it. Then, the adjusting rod 9 is rotated to make the pressing plate 10 press and ram the first concrete layer 6, and the reinforcement connection assembly 12 reinforces and connects the first precast concrete pile 2 and the second precast concrete pile 3.

[0056] S5: After the first precast concrete pile 2 and the second precast concrete pile 3 are reinforced and connected, the gap between the steel pipe pile 1 and the second precast concrete pile 3 is filled and poured with concrete to form a second concrete layer 7. At the same time, the installation cavity 8 is filled and poured with concrete through the grouting channel to form a third concrete layer 20. Among them, the gap between the steel pipe pile 1 and the second precast concrete pile 3 is filled and poured with concrete by the conduit method.

[0057] The above are all the preferred embodiments of the present application, and the protection scope of the present application is not limited accordingly. Therefore, all equivalent changes made according to the structure, shape, and principle of the present application should be covered within the protection scope of the present application.

Claims

1. An underwater rock-socketed concrete pile for water conservancy projects, characterized in that: It includes a steel pipe pile (1), a first precast concrete pile (2) and a second precast concrete pile (3). The lower end of the steel pipe pile (1) is inserted to the top surface of the bedrock (4). The first precast concrete pile (2) is located in the bedrock hole (5), and the diameter of the first precast concrete pile (2) is smaller than the diameter of the bedrock hole (5). The second precast concrete pile (3) is located in the steel pipe pile (1). The first precast concrete pile (2) and the inner wall of the bedrock hole (5) and the first precast concrete pile (2) and the second precast concrete pile (3) are connected into one body through a first concrete layer (6), and the first concrete layer (6) is connected into one body with the inner wall of the lower end of the steel pipe pile (1). The second precast concrete pile (3) and the steel pipe pile (1) are connected into one body through a second concrete layer (7); A mounting cavity (8) is formed by the downward depression at the lower end of the second precast concrete pile (3). A regulating rod (9) is rotatably connected to the second precast concrete pile (3). The regulating rod (9) extends into the mounting cavity (8). A pressing plate (10) is slidably connected in the mounting cavity (8) in the vertical direction. The lower end of the regulating rod (9) is threadedly connected to the pressing plate (10), and the pressing plate (10) abuts against the first concrete layer (6). The mounting cavity (8) is filled and cast with a third concrete layer (20).

2. The underwater rock-socketed concrete pile for water conservancy projects according to claim 1, wherein: It further includes a number of reinforcement connection components (12). A number of the reinforcement connection components (12) are located in the mounting cavity (8) and above the pressing plate (10). The reinforcement connection component (12) includes a rotating rod (121), a bevel gear (122), a sliding plate (123), a connecting plate (124) and a connecting rod (125). One end of the rotating rod (121) away from the regulating rod (9) is rotatably connected to the second precast concrete pile (3) and is perpendicular to the regulating rod (9). The bevel gear (122) is fixedly connected to one end of the rotating rod (121) close to the regulating rod (9). The sliding plate (123) is slidably connected in the mounting cavity (8) along the length direction of the rotating rod (121) and is threadedly connected to the rotating rod (121). The connecting plate (124) is integrally connected to the upper end of the first precast concrete pile (2). The connecting plate (124) penetrates through the first concrete layer (6) and the pressing plate (10). A connection hole (126) is formed in the connecting plate (124). The connecting rod (125) is fixedly connected to one side of the sliding plate (123) away from the regulating rod (9). The connecting rod (125) penetrates through the connection hole (126) and abuts against the second precast concrete pile (3). A bevel gear disk (14) is fixedly connected to the lower end of the regulating rod (9). The bevel gear disk (14) meshes with each bevel gear (122).

3. The underwater rock-socketed concrete pile for water conservancy projects according to claim 2, wherein: The lower end of the sliding plate (123) is provided with an embedding groove (15), and a first abutting plate (16) and a spring (17) are arranged in the embedding groove (15). The spring (17) is arranged between the sliding plate (123) and the first abutting plate (16) to drive the first abutting plate (16) to abut against the upper end of the pressing plate (10).

4. The underwater rock-socketed concrete pile for water conservancy projects according to claim 3, characterized in that: A second abutting plate (18) is fixedly connected to the side of the first abutting plate (16) away from the adjusting rod (9), and the second abutting plate (18) abuts against the upper end of the pressing plate (10).

5. The underwater rock-socketed concrete pile for water conservancy projects according to claim 2, characterized in that: A plurality of grouting channels (19) are formed in the upper end of the second precast concrete pile (3), and each of the grouting channels (19) communicates with the installation cavity (8).

6. The underwater rock-socketed concrete pile for water conservancy projects according to claim 5, characterized in that: A plurality of slurry discharge channels (21) are formed in the second precast concrete pile (3), and each of the slurry discharge channels (21) communicates with the installation cavity (8) and the second concrete layer (7) respectively.

7. The underwater rock-socketed concrete pile for water conservancy projects according to claim 1, wherein: An internal hexagonal groove (11) is formed in the upper end of the adjusting rod (9).

8. A construction method for an underwater rock-socketed concrete pile used in a water conservancy project, characterized in that, The construction method is based on the underwater rock-socketed concrete pile according to claim 2, and comprises the following steps: S1: Transport the steel pipe pile (1) to the designed pile position, install a guiding frame to position the steel pipe pile (1), so that the verticality of the steel pipe pile (1) meets the requirements, and ensure the pile sinking position. The steel pipe pile (1) is inserted and driven to the top surface of the bedrock (4) by the static pressure method on the water working platform; S2: After the steel pipe pile (1) is accurately inserted and driven to the top surface of the bedrock (4), a rotary drilling rig is used to cooperate with a roller bit to drill the bedrock (4) from inside the steel pipe pile (1). After the depth of the bedrock hole (5) reaches the designed depth, the circulation method is used to clean the bedrock hole (5), and the suspended drill cuttings and mud in the bedrock hole (5) are replaced until the designed value is met; S3: After the cleaning of the bedrock hole (5) is completed, the first precast concrete pile (2) is positioned and lowered into the bedrock hole (5) by a hoisting device, and a hopper and a conduit are used to fill and pour concrete into the bedrock hole (5) to form a first concrete layer (6); S4: Before the first concrete layer (6) is completely solidified, the second precast concrete pile (3) is positioned and lowered into the steel pipe pile (1) by a hoisting device. The second precast concrete pile (3) abuts against the first concrete layer (6) and rams it. Then the adjusting rod (9) is rotated to make the pressing plate (10) extrude and ram the first concrete layer (6), and the reinforcing connecting assembly (12) reinforces and connects the first precast concrete pile (2) and the second precast concrete pile (3); S5: After the first precast concrete pile (2) and the second precast concrete pile (3) are reinforced and connected, the gap between the steel pipe pile (1) and the second precast concrete pile (3) is filled and poured with concrete to form a second concrete layer (7). At the same time, the installation cavity (8) is filled and poured with concrete through the grouting channel to form a third concrete layer (20).

9. The construction method of an underwater rock-socketed concrete pile for a water conservancy project according to claim 8, characterized in that: In the step S5, the gap between the steel pipe pile (1) and the second precast concrete pile (3) is filled and poured with concrete by the conduit method.

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