Prefabricated vertical pile wall bank protection structure and its construction method

Abstract

The present invention provides a precast vertical pile wall bank protection structure and its construction method. Among them, the precast vertical pile wall bank protection structure includes precast units and a reinforced concrete structure for connecting to the river bank. The precast units are provided with first reserved holes and reserved half holes. Both the first reserved holes and the reserved half holes penetrate the precast units in the vertical direction. The reserved half holes are arranged on the side walls of the precast units. Two adjacent precast units on the left and right are spliced to form a protection layer. The reserved half holes of two adjacent precast units on the left and right are spliced to form a second reserved hole. A plurality of the protection layers are stacked in the vertical direction. The first reserved holes of two adjacent precast units in the vertical direction are aligned and communicated with each other to form a first perfusion hole position. The second reserved holes of two adjacent precast units in the vertical direction are aligned and communicated with each other to form a second perfusion hole position. A plurality of the reinforced concrete structures are respectively inserted into the first perfusion hole position and the second perfusion hole position.

Description

Technical Field

[0001] The present invention relates to the field of water conservancy and hydropower engineering, and particularly relates to a precast vertical pile wall bank protection structure and a construction method thereof. Background Art

[0002] Dike projects mainly focus on flood control functions, supplemented by landscape and hydrophilic functions, and also take into account the road traffic functions on the dike tops along the coast. The length of dike projects is relatively long, and they are restricted by the width of the river channel, the presence or absence of beaches outside the dike, and existing buildings. At present, regarding the selection of dike types in China, according to the dike construction materials, earth dikes, stone dikes, concrete or reinforced concrete flood control walls, mixed material dikes with sectional filling, etc. can be selected; according to the cross-sectional form of the dike body, slope dikes, straight wall dikes, or straight-inclined composite dikes, etc. can be selected; according to the anti-seepage dike design, homogeneous earth dikes, inclined wall or core wall earth dikes, etc. can be selected. For bank protection projects, slope protection, dam protection, wall protection, and pile protection can be selected, and for pile protection projects, a dike structure with a vertical section of a pile foundation cap is commonly used, which is composed of bored cast-in-place piles as the foundation, high-pressure swing jet grouting for water stop, and concrete lining.

[0003] In existing dike projects, a bank protection structure with a vertical section of a pile type is usually adopted, that is, bored cast-in-place piles are used as the main load-bearing structure, and a combination of high-pressure swing jet grouting for water stop and concrete lining forms a wall, thereby forming a vertical pile wall bank protection structure. However, this bank protection structure has the following problems: First, there are many process parameter controls during the construction of bored cast-in-place piles, and problems such as hole collapse, necking, pile hole deviation, and large pile position deviation exist, and the pile body quality cannot be guaranteed; second, there are many construction technical parameters for high-pressure swing jet grouting, and the process control is difficult, and the forming quality of the formed water stop curtain cannot be visually detected; third, to achieve the landscape function, the shape of the flood control dike lining is mostly an irregular curved surface, and it is difficult to achieve large-area one-time demoulding of the steel formwork for its contour forming, and the on-site construction cannot ensure that its finish reaches the standard of fair-faced concrete. Therefore, the quality control during the construction process of the existing bank protection structure cannot be guaranteed, the construction difficulty is high, and the construction period is long. Summary of the Invention

[0004] The first object of the present invention is to provide a precast vertical pile wall bank protection structure that can reduce the construction difficulty, improve the construction efficiency, and effectively prevent floods.

[0005] The second object of the present invention is to provide a construction method for a precast vertical pile wall bank protection structure with low construction difficulty, high construction efficiency, and guaranteed construction quality.

[0006] To achieve the above first objective, the present invention provides a precast vertical pile wall bank protection structure, including precast units and a reinforced concrete structure for connecting to the river bank. The precast units are provided with first reserved holes and reserved half holes. Both the first reserved holes and the reserved half holes penetrate the precast units in the up and down directions. The reserved half holes are arranged on the side walls of the precast units. Two adjacent precast units on the left and right are spliced to form a protection layer. The reserved half holes of two adjacent precast units on the left and right are spliced to form a second reserved hole. A plurality of the protection layers are stacked in the up and down directions. The first reserved holes of two adjacent precast units on the upper and lower sides are aligned and communicated with each other to form a first grouting hole position. The second reserved holes of two adjacent precast units on the upper and lower sides are aligned and communicated with each other to form a second grouting hole position. A plurality of the reinforced concrete structures are respectively inserted into the first grouting hole position and the second grouting hole position.

[0007] Compared with the prior art, the precast vertical pile wall bank protection structure of the present invention forms a protection layer by splicing the precast units on the left and right, stacks the protection layers in the up and down directions, and grouts the reinforced concrete structures in the first grouting hole position and the second grouting hole position, so as to form a flat bank protection structure, which is convenient to realize the transformation of the implementation mode of the traditional pile foundation cap vertical section dike structure construction from the traditional cast-in-place mode to the prefabricated construction, can reduce the construction difficulty, shorten the construction period, improve the construction efficiency, and avoid many problems such as pile body deflection, poor forming quality, and hole collapse in the traditional cast-in-place pile construction, thus effectively carrying out flood control.

[0008] Preferably, a first connection groove is provided between the first reserved hole and the reserved half hole.

[0009] Preferably, the first connection grooves are provided on both the upper surface and the lower surface of the precast unit.

[0010] Preferably, a filling structure is provided at the joint between the front sides of two adjacent precast units.

[0011] Preferably, the radius of the reserved half hole on the upper surface of the precast unit is different from the radius of the reserved half hole on the lower surface of the precast unit.

[0012] Preferably, the radii of the reserved half holes of two adjacent precast units at the connection are the same.

[0013] Preferably, the number of the first reserved holes is several, and a second connection groove is provided between two adjacent first reserved holes.

[0014] Preferably, the second connection grooves are provided on both the upper surface and the lower surface of the precast unit.

[0015] To achieve the above second objective, the present invention provides a construction method for a precast vertical pile wall bank protection structure, comprising the following steps: (1) providing precast units, wherein the precast units are provided with first reserved holes and reserved half holes, both the first reserved holes and the reserved half holes penetrate the precast units in the vertical direction, and the reserved half holes are arranged on the side walls of the precast units; inserting steel sheet piles into the preset support positions of the river embankment, and excavating the soil on the side of the steel sheet piles close to the river bank, so as to form a working surface on the river bank; (2) stacking a plurality of the precast units on the working surface in the left-right direction and the up-down direction, the reserved half holes of two adjacent precast units in the left-right direction are spliced to form a second reserved hole, the first reserved holes of two adjacent precast units in the up-down direction are directly opposite and communicated to form a first perfusion hole position, and the second reserved holes of two adjacent precast units in the up-down direction are directly opposite and communicated to form a second perfusion hole position; (3) removing the steel sheet piles, and backfilling and compacting the soil in the space between the precast units and the river embankment; (4) drilling the working surface through the first perfusion hole position to form a first connection hole; drilling the working surface through the second perfusion hole position to form a second connection hole; (5) arranging a reinforced concrete structure in the first perfusion hole position and the first connection hole, and arranging a reinforced concrete structure in the second perfusion hole position and the second connection hole, so as to form a precast vertical pile wall bank protection structure.

[0016] Compared with the prior art, the construction method of the precast vertical pile wall bank protection structure of the present invention stacks a plurality of the precast units in the left-right direction and the up-down direction, arranges a reinforced concrete structure in the first perfusion hole position and the first connection hole, and arranges a reinforced concrete structure in the second perfusion hole position and the second connection hole, so as to form a flat precast vertical pile wall bank protection structure, realizing the transformation of the construction implementation mode of the traditional pile foundation cap vertical section dike structure from the traditional cast-in-place mode to the prefabricated construction, thereby reducing the construction difficulty, shortening the construction period, improving the construction efficiency, avoiding many problems such as pile body deflection, poor forming quality, and hole collapse in the traditional cast-in-place pile construction, ensuring the construction quality of the bank protection structure, and thus effectively carrying out flood control.

[0017] Preferably, in the step (1), the soil is excavated to a preset distance below the river bank to form a groove on the river bank, and a cushion layer is laid in the groove to form the working surface.

[0018] Preferably, in the step (2), the joints between the front sides of two adjacent precast units are filled with filling materials.

[0019] Preferably, it further comprises the step (6) of repeating the steps (1) to (5) and performing strip-shaped flow construction along the river. Description of the Drawings

[0020] Figure 1 This is a three-dimensional structural schematic diagram of the precast vertical pile wall bank protection structure of the present invention.

[0021] Figure 2 This is a front view of the precast vertical pile wall bank protection structure of the present invention.

[0022] Figure 3 This is a top view of the precast vertical pile wall bank protection structure of the present invention.

[0023] Figure 4 This is a three-dimensional structural schematic diagram of the precast unit of the present invention.

[0024] Figure 5 is Figure 4 an enlarged view of part A in

[0025] Figure 6 This is a side view of the precast unit of the present invention.

[0026] Figure 7 This is a structural schematic diagram when the precast units are stacked in the up and down directions.

[0027] Figure 8 This is a schematic diagram after the steel sheet pile is inserted into the preset support position of the river embankment.

[0028] Figure 9 This is a schematic diagram when the precast unit is placed on the working surface.

[0029] Figure 10 This is a front view after the precast units are stacked in the left and right directions and the up and down directions.

[0030] Figure 11 This is a side view after the precast units are stacked in the left and right directions and the up and down directions.

[0031] Figure 12 This is a schematic diagram of removing the steel sheet pile and backfilling the soil body.

[0032] Figure 13 This is a schematic diagram during drilling according to the construction method of the precast vertical pile wall bank protection structure of the present invention.

[0033] Figure 14 This is a schematic diagram after the precast vertical pile wall bank protection structure is constructed. Detailed implementation manners

[0034] In order to elaborate in detail the technical content and structural features of the present invention, the following further description is made in conjunction with the implementation manners and with reference to the accompanying drawings.

[0035] Please refer to Figures 1 to 4, the precast vertical pile wall bank protection structure 100 of the present invention includes a precast unit 1 and a reinforced concrete structure 2 for connecting to the river bank 302. The precast unit 1 is provided with a first reserved hole 11 and a reserved half hole 121. Both the first reserved hole 11 and the reserved half hole 121 penetrate through the precast unit 1 in the up and down direction, and the reserved half hole 121 is arranged on the side wall of the precast unit 1; two adjacent precast units 1 on the left and right are spliced to form a protection layer, and the reserved half holes 121 of two adjacent precast units 1 on the left and right are spliced to form a second reserved hole 12. A plurality of protection layers are stacked in the up and down direction. Specifically, the first reserved holes 11 of two adjacent precast units 1 in the up and down direction are stacked opposite to each other; the first reserved holes 11 of two adjacent precast units 1 in the up and down direction are opposite to each other and communicate to form a first perfusion hole position, and the second reserved holes 12 of two adjacent precast units 1 in the up and down direction are opposite to each other and communicate to form a second perfusion hole position. A plurality of reinforced concrete structures 2 are respectively inserted into the first perfusion hole position and the second perfusion hole position, and the reinforced concrete structure 2 is inserted into the corresponding position of the river bank 302, so as to fix the entire precast vertical pile wall bank protection structure 100 on the river bank 302 and protect the river embankment 301. By reasonably dividing the units, the present invention can precast the precast unit 1 using a formwork, which is beneficial to reducing the weight of the components. The first perfusion hole position and the second perfusion hole position of the present invention can be used as the pile holes of subsequent bored cast-in-place piles and can also serve as the casing of the bored cast-in-place piles, which is beneficial to demolding during production and shear resistance after forming, ensuring the accuracy of the pile position of the cast-in-place pile, the accuracy of the pile position of the cast-in-place pile and the quality of the formed pile. The precast vertical pile wall bank protection structure 100 of the present invention forms a flat bank protection structure by splicing the precast units 1 on the left and right to form a protection layer, stacking the protection layers in the up and down direction, and pouring the reinforced concrete structure 2 into the first perfusion hole position and the second perfusion hole position, realizing the transformation of the construction implementation mode of the traditional pile foundation cap vertical section dike structure from the traditional in-situ casting mode to the prefabricated construction, thereby reducing the construction difficulty, shortening the construction period, improving the construction efficiency, avoiding many problems such as the deviation of the pile body, poor forming quality, and hole collapse in the traditional bored cast-in-place pile construction, ensuring the quality of the bank protection structure, and thus effectively carrying out flood control.

[0036] Please refer to Figure 4 and Figure 5 , in this embodiment, a first connection groove 13 is provided between the first reserved hole 11 and the reserved half hole 121, and the number of the first reserved holes 11 is several, and a second connection groove 15 is provided between two adjacent first reserved holes 11. Specifically, the first connection groove 13 and the second connection groove 15 are provided on both the upper surface and the lower surface of the precast unit 1. By providing the first connection groove 13 and the second connection groove 15, the communication between the first reserved holes 11 and between the first reserved hole 11 and the reserved half hole 121 is realized, so that after the reinforced concrete structure 2 is inserted into the first perfusion hole position, the horizontal joint water stop can be realized; and because the reserved half hole 121 is arranged on the side wall of the precast unit 1, after the reinforced concrete structure 2 is inserted into the second perfusion hole position, the vertical joint water stop can be realized.

[0037] Please refer to Figure 1 and Figure 4 As shown, the front side of the precast unit 1 is the water-facing side, and a plurality of water-facing grooves 14 arranged in parallel are provided on the front side of the precast unit 1. Specifically, the water-facing grooves 14 are arranged in the up-down direction, that is, the water-facing grooves 14 are arranged vertically, and the water-facing grooves 14 are spaced apart in the left-right direction. By providing the water-facing grooves 14, the contour of the water-facing surface of the precast unit 1 is an irregular contour, which on the one hand facilitates the demolding of the precast unit 1 during precasting, and on the other hand is beneficial to realizing a fair-faced concrete surface.

[0038] Please refer to Figure 2 As shown, in this embodiment, a filling structure 3 is provided at the joint between the front sides of two adjacent precast units 1, so as to perform caulking treatment on the joints (horizontal joints and vertical joints) between the front sides of two adjacent precast units 1. By filling the joint tightly, it is possible to avoid the problem of mortar leakage at the joint position when pouring the concrete of the reinforced concrete structure 2, and it is more beneficial for each precast unit 1 to form an integral body. Among them, the filling structure 3 can adopt existing filling materials such as fine aggregate concrete.

[0039] Please refer to Figure 6 and Figure 4 As shown, in this embodiment, the radius of the reserved half-hole 121 located on the upper surface of the precast unit 1 is different from the radius of the reserved half-hole 121 located on the lower surface of the precast unit 1. Figure 6 wherein R1 represents the radius size of the reserved half-hole 121 located on the upper surface of the precast unit 1. Figure 6 wherein R2 represents the radius size of the reserved half-hole 121 located on the lower surface of the precast unit 1, and R1 is not equal to R2. When the precast units 1 are stacked up and down, the radii of the reserved half-holes 121 at the connection positions of the upper and lower adjacent precast units 1 are the same, that is, the radii of the reserved half-holes 121 on the contact surfaces of the upper and lower adjacent precast units 1 are the same, so that the two reserved half-holes 121 are completely aligned, so that after the reinforced concrete structure 2 passes through the first pouring hole position and the second pouring hole position respectively, the precast units 1 are fixed together more firmly.

[0040] Please refer to Figures 8 to 14 and in combination with Figures 1 to 7 In one embodiment, the construction method of the precast vertical pile wall bank protection structure of the present invention includes the following steps:

[0041] S11, provide the precast unit 1, the precast unit 1 is provided with a first reserved hole 11 and a reserved half-hole 121, both the first reserved hole 11 and the reserved half-hole 121 penetrate the precast unit 1 in the up-down direction, and the reserved half-hole 121 is arranged on the side wall of the precast unit 1; insert the steel sheet pile 200 into the preset support position of the river embankment 301, and excavate the soil on the side of the steel sheet pile 200 close to the river bank 302, so as to form a working surface on the river bank 302;

[0042] S12. Stack a plurality of precast units 1 on the working surface in the left - right direction and up - down direction. The reserved half - holes 121 of two adjacent precast units 1 in the left - right direction are spliced to form a second reserved hole 12. The first reserved holes 11 of two adjacent precast units 1 in the up - down direction are aligned and communicated with each other to form a first perfusion hole position, and the second reserved holes 12 of two adjacent precast units 1 in the up - down direction are aligned and communicated with each other to form a second perfusion hole position;

[0043] S13. Demolish the steel sheet piles 200, and backfill and compact the soil body 304 in the space between the precast unit 1 and the river embankment 301;

[0044] S14. Drill holes in the working surface through the first perfusion hole position to form a first connection hole; drill holes in the working surface through the second perfusion hole position to form a second connection hole;

[0045] S15. Set a reinforced concrete structure 2 in the first perfusion hole position and the first connection hole, and set a reinforced concrete structure 2 in the second perfusion hole position and the second connection hole, thereby forming a precast vertical pile - wall river - bank protection structure 100.

[0046] S16. Repeat S11 to S15, and perform strip - flow construction along the river, and finally complete the overall dike project of the construction section.

[0047] Among them, in step S11, prepare a precast unit formwork according to the specification parameters, reinforcement parameters, and structural design of the precast unit 1, and use this precast unit formwork to pour on - site to obtain the precast unit 1, but not limited to this; in step S11, set the radii of the reserved half - holes 121 on the upper surface of the precast unit 1 and the radii of the reserved half - holes 121 on the lower surface of the precast unit 1 to be of different sizes. When the precast units 1 are stacked up and down, stack the two adjacent precast units 1 in contact with each other with the surfaces of the reserved half - holes 121 having the same radius; in step S12, there is a certain gap between the position where the precast unit 1 is stacked on the working surface and the steel sheet piles 200 to facilitate the subsequent demolition of the steel sheet piles 200.

[0048] Please continue to refer to Figures 8 to 14 and in combination with Figures 1 to 7 In another embodiment, the construction method of the precast vertical pile - wall river - bank protection structure of the present invention includes the following steps:

[0049] S21. Provide a precast unit 1. The precast unit 1 is provided with a first reserved hole 11 and a reserved half-hole 121. Both the first reserved hole 11 and the reserved half-hole 121 penetrate through the precast unit 1 in the up and down direction. The reserved half-hole 121 is arranged on the side wall of the precast unit 1. A first connecting groove 13 is arranged between the first reserved hole 11 and the reserved half-hole 121. The first connecting groove 13 is arranged on both the upper surface and the lower surface of the precast unit 1. A number of first reserved holes 11 are arranged on the precast unit 1, and a second connecting groove 15 is arranged between two adjacent first reserved holes 11. The second connecting groove 15 is arranged on both the upper surface and the lower surface of the precast unit 1. A number of water receiving grooves 14 arranged in parallel are arranged on the front side surface of the precast unit 1. The water receiving grooves 14 are arranged in the up and down direction. Insert a steel sheet pile 200 into a preset support position of the river embankment 301, excavate the soil on the side of the steel sheet pile 200 close to the river bank 302, and excavate the soil to a preset distance below the river bank 302 to form a groove on the river bank 302, and lay a cushion layer 303 in the groove, so as to form a working surface on the river bank 302.

[0050] S22. Stack a number of precast units 1 on the working surface in the left and right directions and the up and down directions. The reserved half-holes 121 of two adjacent precast units 1 in the left and right direction are spliced to form a second reserved hole 12. The first reserved holes 11 of two adjacent precast units 1 in the up and down direction are directly opposite and communicated to form a first perfusion hole position. The second reserved holes 12 of two adjacent precast units 1 in the up and down direction are directly opposite and communicated to form a second perfusion hole position. Fill the joint between the front side surfaces of two adjacent precast units 1 with a filling material.

[0051] S23. Remove the steel sheet pile 200, and backfill and compact the soil body 304 in the space between the precast unit 1 and the river embankment 301.

[0052] S24. Use a drilling machine to drill the working surface through the first perfusion hole position to form a first connecting hole, so that the first connecting hole is directly opposite to the first perfusion hole position. Drill the working surface through the second perfusion hole position to form a second connecting hole, so that the second connecting hole is directly opposite to the second perfusion hole position.

[0053] S25. Set a reinforced concrete structure 2 in the first perfusion hole position and the first connecting hole, and set a reinforced concrete structure 2 in the second perfusion hole position and the second connecting hole, so as to form a precast vertical pile wall bank protection structure 100.

[0054] S26. Repeat S21 to S25, and carry out strip-shaped flowing water construction along the river, and finally complete the overall dike project of the construction section.

[0055] Among them, in step S21, a precast unit formwork is prepared according to the specification parameters, reinforcement parameters, and structural design of the precast unit 1, and the precast unit 1 is obtained by casting on-site using the precast unit formwork, but not limited thereto; in step S21, the radii of the reserved half-holes 121 on the upper surface and the lower surface of the precast unit 1 are set to be of different sizes. When the precast units 1 are stacked vertically, the upper and lower adjacent precast units 1 are stacked in contact with the surfaces where the radii of the reserved half-holes 121 are the same; in step S22, there is a certain gap between the position where the precast unit 1 is stacked on the working surface and the steel sheet pile 200 to facilitate the subsequent removal of the steel sheet pile 200; in step S24, mud and slag are continuously added during drilling; in step S24, the drilled first connection hole and second connection hole should be cleaned in time.

[0056] In summary, first, the present invention avoids the conventional problems of traditional practices, ensures the construction quality and reduces the construction difficulty, which is beneficial to avoiding many problems such as pile body deviation, poor forming quality, and hole collapse in traditional cast-in-place pile construction, avoiding the use of swing jet equipment, and circumventing the problems existing in this construction; it is free from problems such as on-site steel bar binding and rebar planting for the facing, erection of working scaffolds, and inability to guarantee the casting quality of the wave-breaking wall surface. Second, the present invention can shorten the construction period and improve the construction efficiency. By carrying out the assembly design and construction of the precast unit 1, the wall body assembly operation of the dike project can be completed in a short time, and the construction link of cast-in-place bored piles can be immediately entered, greatly shortening the overall construction period of the dike project. In the construction field where every minute counts in seizing the construction period, it has incomparable advantages. Third, the precast vertical pile wall bank protection structure 100 of the present invention has reliable quality. The precast unit 1 is produced industrially in a nomadic manner at the construction site, which is equivalent to a standard product, and the quality can be better controlled. The position and dimension accuracy of the reserved holes are relatively high, and materials can also be saved. Fourth, the present invention can reduce the construction intensity. The dike project is constructed in a strip shape along both sides of the river, and the engineering quantity is large. The present invention can be directly installed at the construction site, reducing the construction intensity of on-site steel bar binding and concrete casting in traditional dike projects. Fifth, the present invention has a high degree of mechanization. The construction and installation of the present invention are mainly construction hoisting. The construction process reduces the on-site personnel allocation, reduces the dependence on labor, saves labor costs, and is conducive to work safety. Sixth, the present invention can reduce the construction waste at the construction site, saving energy and protecting the environment.

[0057] The above-disclosed are only the preferred examples of the present invention and cannot be used to limit the scope of the rights of the present invention. Therefore, all equivalent changes made according to the claims of the present invention fall within the scope covered by the present invention.

Claims

1. A precast vertical pile wall bank protection structure, characterized in that, Comprising precast units and a reinforced concrete structure for connecting to the riverbank, the precast units are provided with first reserved holes and reserved half-holes. Both the first reserved holes and the reserved half-holes penetrate the precast units in the up and down direction. The reserved half-holes are arranged on the side walls of the precast units. Two adjacent precast units on the left and right are spliced to form a protective layer. The reserved half-holes of two adjacent precast units on the left and right are spliced to form a second reserved hole. A number of the protective layers are stacked in the up and down direction. The first reserved holes of two adjacent precast units in the up and down direction are aligned and communicated with each other to form a first pouring hole position. The second reserved holes of two adjacent precast units in the up and down direction are aligned and communicated with each other to form a second pouring hole position. A number of the reinforced concrete structures are respectively inserted into the first pouring hole position and the second pouring hole position; the radius of the reserved half-hole on the upper surface of the precast unit is different from the radius of the reserved half-hole on the lower surface of the precast unit; a first connection groove is provided between the first reserved hole and the reserved half-hole.

2. The precast vertical pile wall bank protection structure according to claim 1, wherein, The first connection grooves are provided on both the upper surface and the lower surface of the precast unit.

3. The precast vertical pile wall bank protection structure according to claim 1, characterized in that, A filling structure is provided at the joint between the water-facing surfaces of two adjacent precast units.

4. The precast vertical pile wall bank protection structure according to claim 1, characterized in that, The radii of the reserved half-holes of two adjacent precast units in the up and down direction at the connection are the same.

5. The precast vertical pile wall bank protection structure according to claim 1, characterized in that The number of the first reserved holes is several, and a second connection groove is provided between two adjacent first reserved holes.

6. The precast vertical pile wall bank protection structure according to claim 5, characterized in that, The second connection grooves are provided on both the upper surface and the lower surface of the precast unit.

7. A construction method for a precast vertical pile wall bank protection structure, characterized in that, Comprising the following steps: (1) Provide precast units, the precast units are provided with first reserved holes and reserved half-holes. Both the first reserved holes and the reserved half-holes penetrate the precast units in the up and down direction. The reserved half-holes are arranged on the side walls of the precast units; insert sheet piles into the preset support position of the river embankment, and excavate the soil on the side of the sheet piles close to the riverbank, so as to form a working surface on the riverbank. (2) Stack a number of the precast units on the working surface in the left and right direction and the up and down direction. The reserved half-holes of two adjacent precast units on the left and right are spliced to form a second reserved hole. The first reserved holes of two adjacent precast units in the up and down direction are aligned and communicated with each other to form a first pouring hole position. The second reserved holes of two adjacent precast units in the up and down direction are aligned and communicated with each other to form a second pouring hole position. (3) Remove the sheet piles, and backfill and compact the soil in the space between the precast units and the river embankment. (4) Drill holes in the working surface through the first pouring hole position to form first connection holes; drill holes in the working surface through the second pouring hole position to form second connection holes. (5) Set reinforced concrete structures in the first pouring hole position and the first connection holes, and set reinforced concrete structures in the second pouring hole position and the second connection holes, so as to form a precast vertical pile wall riverbank protection structure.

8. The construction method of the prefabricated vertical pile wall bank protection structure according to claim 7, characterized in that, In the step (1), excavate the soil to a preset distance below the riverbank to form a groove on the riverbank, and lay a cushion layer in the groove to form the working surface.

9. The construction method of the precast vertical pile wall bank protection structure according to claim 7, characterized in that, In the step (2), fill the joints between the water-facing surfaces of two adjacent precast units with filling materials.

10. The construction method of the prefabricated vertical pile wall bank protection structure according to claim 7, characterized in that, It also includes step (6), repeating steps (1) to (5) and conducting strip-shaped flowing water construction along the river.

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