A method for reinforcing a revetment by underwater pressure grouting with a prefabricated cover plate
By forming a closed space with precast concrete cover plates and high-elasticity rubber pads, combined with the guidance of the lifting frame, the construction problem of underwater compaction grouting is solved, achieving efficient and stable grouting effect, which is suitable for underwater bank protection reinforcement.
Patent Information
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- CCCC THIRD HARBOR CONSULTANTS
- Filing Date
- 2026-02-25
- Publication Date
- 2026-05-29
AI Technical Summary
Existing technologies make it difficult to achieve efficient and high-quality compaction grouting in underwater environments, especially under conditions of no cover layer and water scouring. Grouting slurry is prone to loss, grouting pressure is difficult to stabilize, and construction accuracy and sealing are poor, resulting in poor grouting quality.
Precast concrete slabs are used to cover the underwater grouting area, and high-elastic rubber pads are laid at the bottom of the slabs to form a partially enclosed space. Combined with the guidance of the lifting frame, compaction grouting can be carried out on the water.
It ensures stable grouting pressure, prevents grout loss, improves grout density and reinforcement effect, reduces construction difficulty and cost, and adapts to complex underwater environments.
Smart Images
Figure CN122106018A_ABST
Abstract
Description
Technical Field
[0001] This invention relates to the field of bank protection reinforcement technology, specifically to a bank protection reinforcement method using prefabricated cover plates for underwater compaction grouting. Background Technology
[0002] In waterway improvement projects, due to limitations in land resources, existing structures, and navigation conditions, underwater construction methods without cofferdams are often used to reinforce the original revetment structure. A typical approach is to add sheet piles to the outside of the original revetment base slab to improve stability. To ensure effective synergistic stress distribution between the new sheet piles and the original revetment base slab and to prevent erosion, compaction grouting is usually required in the underwater space between them.
[0003] However, traditional underwater compaction grouting faces significant technical challenges. First, because the grouting area is underwater and lacks effective top cover, the grout tends to rise upwards due to the lack of back pressure from the covering soil layer during construction, and is also easily washed away by water flow, resulting in an incomplete grouting body with insufficient strength. Second, it is difficult to form and maintain stable grouting pressure in the underwater environment, directly affecting the grouting quality and reinforcement effect. Third, due to construction errors, there is a height difference between the top surface of the sheet pile and the top surface of the original revetment bottom slab, making the sealing problem at the top of the grouting prominent and affecting the formation of the enclosed space. In addition, grouting equipment on the water is difficult to carry out precise grouting operations without guidance and stable support, resulting in low efficiency and uncontrollable quality.
[0004] While existing technologies offer various methods for foundation reinforcement and slope treatment, they have failed to effectively solve the challenges of precise, efficient, and high-quality compaction grouting under underwater conditions with no cover and water flow. For example, Chinese invention patent application CN121183768 A (published on December 23, 2025) discloses a method for reinforcing a foundation pit slope, including the following steps: inserting multiple grouting pipes at intervals along the slope and grouting to stabilize the slope soil; driving a first row of wooden piles vertically along the length of the slope at a position relatively close to the slope toe at the bottom of the slope; opening grouting holes at intervals along the length of the slope on the road surface at the top of the slope and performing compaction grouting to improve the density of the soil at the top of the slope; removing the surface soil of the slope to reduce the slope gradient; driving a second row of wooden piles vertically along the length of the slope at the middle of the slope; and pouring concrete along the length of the slope on the ground at the bottom of the slope, ensuring the concrete adheres to the slope toe. This reinforcement method improves the slope reinforcement effect. The focus is on grouting reinforcement of the slope soil, which adopts conventional ground grouting methods and does not involve underwater construction or technical measures to deal with water erosion.
[0005] For example, Chinese invention patent application CN 117051814 A (published on November 14, 2023) discloses a method for regional reinforcement of liquefied lateral large deformation foundations using reinforced crushed stone piles combined with grouting. The method includes the following steps: Step 1: Conduct on-site surveys of the slope to determine the dangerous sliding surface before slope reinforcement; Step 2: Reinforce the top of the wharf slope: Install multiple rows of reinforced crushed stone piles at the top of the slope for reinforcement; Step 3: Reinforce the toe of the wharf slope: Use underwater grouting equipment to perform grouting reinforcement at the toe of the slope; Step 4: Reinforce the pile foundations between adjacent pile foundations of the wharf: Use remote drilling equipment to perform grouting reinforcement between adjacent pile foundations of the wharf; Step 5: Use ground penetrating radar to re-examine the grouting reinforcement effect, calculate and determine the dangerous sliding surface after slope reinforcement, and ensure that grouting is performed as needed. Although underwater grouting is mentioned, the focus is on reinforcing the wharf foundation to resist earthquake liquefaction through a zoned grouting strategy. It does not involve innovative structures that create and maintain a partially enclosed grouting space underwater using specific devices, nor does it address the sealing problem caused by the elevation difference between the old and new structures, or how to conveniently convert underwater grouting operations into above-water construction.
[0006] Therefore, there is an urgent need for a new method for bank reinforcement that can adapt to complex underwater environments, ensure grouting quality, is easy to operate, and is economical and efficient. Summary of the Invention
[0007] To address the above technical problems, this invention provides a method for bank reinforcement using underwater compaction grouting with prefabricated cover plates, comprising the following steps: Step S1: Drive sheet piles to add several sheet piles on the outside of the original revetment bottom slab; Step S2: Precast concrete cover plate. The concrete cover plate is designed according to the original revetment bottom plate and sheet piles, and the precast concrete cover plate is completed in the factory in advance. The top of the concrete cover plate is provided with a through compaction grouting hole, and a compaction grouting sleeve is pre-embedded in the compaction grouting hole. The bottom of the concrete cover plate is provided with a high-elastic rubber pad of a certain thickness, and the high-elastic rubber pad and the compaction grouting hole are provided with openings at the corresponding positions. Step S3: Install the concrete cover plate. Place the concrete cover plate on top of the original revetment bottom plate so that the compaction grouting hole is located between the original revetment bottom plate and the sheet pile. The high-elastic rubber pad of the concrete cover plate bottom plate adapts to the construction error between the top of the sheet pile and the height difference between the top surface of the sheet pile and the original revetment bottom plate caused by the construction error, ensuring the airtightness of the top of the compaction grouting. At the same time, the self-weight of the concrete cover plate forms a local closed space. Step S4: Install the lifting frame. Install the lifting frame above the concrete cover plate and place the compaction grouting sleeve in the middle of the lifting frame. The lifting frame also serves as a guide frame for the compaction grouting sleeve. Step S5: Underwater compaction grouting. Insert the compaction grouting pipe into the compaction grouting sleeve from above the lifting frame to perform underwater compaction grouting.
[0008] Furthermore, the sheet pile is in a "convex" shape, protruding outward toward the side of the original revetment floor slab, forming a receiving space with the original revetment floor slab. The compaction grouting holes are located above the receiving space, and the receiving space is the compaction grouting range.
[0009] Furthermore, the number of the compaction grouting holes is two to four, and the compaction grouting holes are arranged in a row along the length direction of the concrete cover plate.
[0010] Furthermore, the axial distance between the compaction grouting holes is 0.5 - 1.0 m, and the distance between the axis of the compaction grouting hole and the side of the concrete cover plate is 0.5 - 0.75 m.
[0011] Furthermore, the concrete cover plate is in a cuboid shape. The concrete cover plate can be made of cast iron, steel structure, etc. according to needs. The length and thickness of the concrete cover plate are determined according to the lifting capacity and actual needs; it can also be in other shapes such as square, polygon, circle, etc. according to the actual situation of the project; no matter what material is used, the structural strength and stiffness only need to meet the use requirements.
[0012] Furthermore, the length L of the concrete cover plate is determined according to the capacity of the lifting equipment, generally 3 - 4 m; the width B of the concrete cover plate is determined according to the cross-sectional height of the front row of sheet piles, the front width of the original revetment floor slab and the distance between the two structures, and the thickness H of the concrete cover plate is determined by the structural strength and the capacity of the lifting equipment.
[0013] Furthermore, the length L of the concrete cover plate is 3 - 4 m, the width B is 1 - 1.5 m, and the thickness H is 0.2 - 0.5 m.
[0014] Furthermore, the diameter of the compaction grouting hole is determined according to the size of the actually selected compaction grouting casing, usually 100 - 150 mm.
[0015] Furthermore, the number of the compaction grouting holes is three.
[0016] The length L of the concrete cover plate is 3.2 m; the width B is 1.2 m, the thickness H is 0.3 m, the diameter of the compaction grouting hole is 100 mm, and the axial distance between the compaction grouting holes is 1.0 m.
[0017] Furthermore, the thickness h1 of the high-elastic rubber pad is determined by the height difference between the top of the sheet pile and the original revetment floor slab.
[0018] Furthermore, the thickness h1 of the high-elastic rubber pad is 30 - 50 mm.
[0019] Furthermore, the lifting frame is a steel structure with a rectangular frame at the top and legs underneath. Of course, the lifting frame can also be made of stainless steel, alloys, or other materials depending on the actual situation, but the structural strength of the lifting frame must meet the usage requirements.
[0020] Furthermore, the top of the lifting frame is above the normal water level C, and its height is determined by the difference between the normal water level designed for the project and the top of the front row of sheet piles, so as to meet the requirements of water construction.
[0021] Compared with existing technologies, the advantages and effects of this application are as follows: 1. This application uses a precast concrete cover plate to cover the underwater grouting area, forming a temporary rigid cap under its own weight. Combined with a high-elasticity rubber pad laid at the bottom, this creates a relatively enclosed space. This structure compensates for the lack of back pressure due to the absence of a cover layer in the reinforced area, preventing upward grout return. It also effectively blocks external water flow from directly washing away the injected grout, avoiding grout dilution and loss, and providing a stable underwater environment for grout solidification and strength development. The resulting partially enclosed space provides a pressure boundary for grouting, allowing the grouting pressure to be established and maintained stably underwater. Stable pressure helps the grout fully penetrate, compact, and fill the voids between the sheet piles and the original revetment slab, as well as the soil pores, thereby significantly improving the density, uniformity, and overall reinforcement effect of the grout.
[0022] 2. The high-elastic rubber pad installed at the bottom of the cover plate in this application has good elasticity and compressibility, and can automatically adapt to and compensate for height errors between the front row of sheet piles and between the top surface of the sheet piles and the top surface of the original revetment bottom plate caused by construction accuracy. This adaptive sealing design ensures the tightness of the contact between the cover plate and the underlying structure, preventing grout leakage from gaps during grouting, which is key to maintaining the effectiveness of the enclosed space.
[0023] 3. This application transforms the complex underwater positioning and grouting pipe insertion operations into a simple and visible above-water operation by pre-embedding the compaction grouting sleeve in the cover plate and using the lifting frame (whose top must protrude above the normal water level) as a grouting guide frame. Construction personnel only need to insert the grouting pipe into the sleeve along the guide frame above the water surface, which greatly reduces the reliance on underwater operations and improves construction accuracy, efficiency, and operational safety.
[0024] 4. The precast concrete cover plate, lifting frame, and embedded sleeve of this application constitute a modular device that can be hoisted and disassembled as a whole. After grouting is completed in one work section, the entire device can be lifted and reused in the next adjacent work section. This cyclical reuse mode reduces material consumption and waste, saves construction costs, and conforms to the concept of green construction.
[0025] 5. This application organically combines structure, materials, and construction technology, systematically solving a series of problems in underwater grouting without a cover layer. Its structural parameters (such as cover plate size, rubber pad thickness, grouting hole spacing, etc.) can be flexibly adjusted according to specific engineering conditions. It is not only suitable for the reinforcement of inland waterway revetments, but also has good applicability and broad prospects for other similar underwater foundation reinforcement, seepage prevention and plugging projects.
[0026] The above description is only an overview of the technical solution of this application. In order to better understand the technical means of this application and implement it in accordance with the contents of the specification, and to make the above and other objects, features and advantages of this application more obvious and understandable, the preferred embodiments of this application are described in detail below with reference to the accompanying drawings.
[0027] The above and other objects, advantages and features of this application will become more apparent to those skilled in the art from the following detailed description of specific embodiments in conjunction with the accompanying drawings. Attached Figure Description
[0028] To more clearly illustrate the technical solutions in the embodiments of this application or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are some embodiments of this application. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort. In all drawings, similar elements or parts are generally identified by similar reference numerals. In the drawings, the elements or parts are not necessarily drawn to scale.
[0029] in: Figure 1 A flowchart of a bank protection reinforcement method using underwater compaction grouting with prefabricated cover plates; Figure 2 This is a cross-sectional view of a bank protection reinforcement process using underwater compaction grouting with prefabricated cover plates; Figure 3 This is a top view of a bank protection reinforcement process using prefabricated cover plates for underwater compaction grouting; Figure 4 This is a schematic diagram showing the positional relationship between a concrete cover plate and sheet piles. Figure 5 This is a plan view of a concrete cover plate.
[0030] Explanation of reference numerals in the attached drawings: 1-Concrete cover plate; 2-High-elastic rubber pad; 3-Lifting frame; 4-Compacting grouting hole; 5-Compacting grouting sleeve; 6-Sheet pile; 7-Original revetment bottom plate; 8-Compacting grouting range; 9-Original revetment retaining wall; A-Design maximum navigable water level; B-Normal water level; C-Design minimum navigable water level. Detailed Implementation
[0031] To make the objectives, technical solutions, and advantages of the embodiments of this application clearer, the technical solutions of the embodiments of this application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of this application, not all embodiments. In the following description, specific details such as specific configurations and components are provided merely to help fully understand the embodiments of this application. Therefore, those skilled in the art should understand that various changes and modifications can be made to the embodiments described herein without departing from the scope and spirit of this application. In addition, for clarity and brevity, descriptions of known functions and structures are omitted in the embodiments.
[0032] It should be understood that the phrase "an embodiment" or "this embodiment" throughout the specification means that a specific feature, structure, or characteristic related to the embodiment is included in at least one embodiment of this application. Therefore, "an embodiment" or "this embodiment" appearing throughout the specification does not necessarily refer to the same embodiment. Furthermore, these specific features, structures, or characteristics can be combined in any suitable manner in one or more embodiments.
[0033] Furthermore, reference numerals and / or letters may be repeated in different examples within this application. Such repetition is for the purpose of simplification and clarity and does not in itself indicate a relationship between the various embodiments and / or settings discussed.
[0034] In this article, the term "and / or" is merely a description of the relationship between related objects, indicating that three relationships can exist. For example, A and / or B can mean: A exists alone, B exists alone, and A and B exist simultaneously. The term " / and" describes another type of relationship between related objects, indicating that two relationships can exist. For example, A / and B can mean: A exists alone, and A and B exist alone. In addition, the character " / " in this article generally indicates that the related objects before and after it have an "or" relationship.
[0035] In this article, the term "at least one" is merely a description of the relationship between related objects, indicating that there can be three relationships. For example, "at least one of A and B" can mean: A exists alone, A and B exist simultaneously, or B exists alone.
[0036] It should also be noted that, in this document, relational terms such as "first" and "second" are used only to distinguish one entity or operation from another, and do not necessarily require or imply any such actual relationship or order between these entities or operations. Furthermore, the terms "comprising," "including," or any other variations thereof are intended to cover non-exclusive inclusion.
[0037] Example 1 This embodiment introduces a method for bank reinforcement using underwater compaction grouting with prefabricated cover plates.
[0038] Please refer to Figure 1-3 As shown, Figure 1 A flowchart of a bank protection reinforcement method using underwater compaction grouting with prefabricated cover plates; Figure 2 This is a cross-sectional view of a bank protection reinforcement process using underwater compaction grouting with prefabricated cover plates; Figure 3 This is a top view of a bank protection reinforcement process using prefabricated cover plates for underwater compaction grouting; A method for bank reinforcement using underwater compaction grouting with precast cover plates includes the following steps: Step S1: Drive sheet piles 6, adding several sheet piles 6 on the outside of the original revetment bottom slab 7; Step S2: Precast concrete cover plate 1. Based on the design of the original revetment bottom plate 7 and sheet pile 6, concrete cover plate 1 is precast in the factory in advance. The top of the concrete cover plate 1 is provided with a through compaction grouting hole 4. A compaction grouting sleeve 5 is pre-embedded in the compaction grouting hole 4. The bottom of the concrete cover plate 1 is provided with a high-elastic rubber pad 2. The high-elastic rubber pad 2 and the compaction grouting hole 4 are provided with openings at the corresponding positions. Step S3: Install concrete cover plate 1. Place concrete cover plate 1 above the original revetment bottom plate 7 so that the compaction grouting hole 4 is located between the original revetment bottom plate 7 and the sheet pile 6. The high-elastic rubber pad 2 of the bottom plate of concrete cover plate 1 adapts to the construction error at the top of the sheet pile 6 and the height difference between the top surface of the sheet pile 6 and the original revetment bottom plate 7 caused by the construction error, ensuring the airtightness of the top of the compaction grouting. At the same time, the self-weight of concrete cover plate 1 forms a local closed space. Step S4: Install the lifting frame 3. Install the lifting frame 3 above the concrete cover plate 1 and place the compaction grouting sleeve 5 in the middle of the lifting frame 3. The lifting frame 3 also serves as a guide frame for the compaction grouting sleeve 5. Step S5: Underwater compaction grouting. Insert the compaction grouting pipe into the compaction grouting sleeve 5 from above the lifting frame 3 to perform underwater compaction grouting.
[0039] The technical advantages of this embodiment are as follows: By covering the underwater grouting area with a precast concrete cover plate, a temporary rigid top is formed by its own weight. Together with the high-elasticity rubber pad laid at the bottom, a relatively sealed space is created. This structure can compensate for the lack of counter-pressure due to the absence of a cover layer in the reinforced area, preventing upward grout return. At the same time, it can effectively block external water flow from directly washing away the grout being injected, avoiding grout dilution and loss, and providing a stable underwater environment for grout solidification and strength development.
[0040] Example 2 Based on Example 1, this example discloses a further design of concrete cover plates and sheet piles.
[0041] Please refer to Figure 4-5 As shown, Figure 4 This is a schematic diagram showing the positional relationship between a concrete cover plate and sheet piles. Figure 5 This is a plan view of a concrete cover plate; Furthermore, the sheet pile 6 is convex, and the sheet pile 6 protrudes outward toward the original revetment bottom plate 7, forming an accommodating space with the original revetment bottom plate 7. The compaction grouting hole 4 is located above the accommodating space, and the accommodating space is the compaction grouting range 8.
[0042] Furthermore, the number of compaction grouting holes 4 is two to four, and the compaction grouting holes 4 are arranged in a line along the length of the concrete cover plate 1.
[0043] Furthermore, the axial distance between the compaction grouting holes 4 is 0.5-1.0 m, and the distance between the axis of the compaction grouting hole 4 and the side of the concrete cover plate 1 is 0.5-0.75 m.
[0044] Furthermore, the concrete cover plate 1 is rectangular. The concrete cover plate 1 can be made of cast iron, steel structure, etc., as needed. The length and thickness of the concrete cover plate 1 are determined according to the lifting capacity and actual needs. It can also be square, polygonal, circular, or other shapes according to the actual situation of the project. Regardless of the material used, the structural strength and rigidity must meet the usage requirements.
[0045] Furthermore, the length L of the concrete cover plate 1 is determined according to the lifting equipment capacity, and is generally 3-4m; the width B of the concrete cover plate 1 is determined according to the cross-sectional height of the front sheet piles 6, the front edge width of the original revetment bottom plate, and the distance between the two structures; and the thickness H of the concrete cover plate 1 is determined by the structural strength and the lifting equipment capacity.
[0046] Furthermore, the concrete cover plate 1 has a length L of 3-4m, a width B of 1-1.5m, and a thickness H of 0.2-0.5m.
[0047] Furthermore, the diameter of the compaction grouting hole 4 is determined according to the actual size of the selected compaction grouting sleeve, which is usually 100-150mm.
[0048] Furthermore, the number of the compaction grouting holes 4 is three.
[0049] The concrete cover plate 1 has a length L of 3.2m, a width B of 1.2m, a thickness H of 0.3m, a diameter of 100mm for the compaction grouting holes 4, and an axial distance of 1.0m between the compaction grouting holes 4.
[0050] Technical effects of this embodiment: The "accommodation space" formed by the "convex"-shaped sheet pile and the original revetment floor makes the grouting range clearer and more concentrated; and the precise hole position arrangement ensures the uniformity and effectiveness of grouting reinforcement, providing a direct reference for practical engineering applications.
[0051] Embodiment 3 Based on Embodiment 1, this embodiment discloses further design optimization of the high-elastic rubber pad and the lifting frame.
[0052] Please refer to Figure 3 as shown in Figure 3 a top view of the revetment reinforcement process using precast cover plates for underwater compaction grouting; Furthermore, the thickness h1 of the high-elastic rubber pad 2 is determined by the elevation difference between the top of the sheet pile 6 and the original revetment floor.
[0053] Furthermore, the thickness h1 of the high-elastic rubber pad 2 is 30 - 50 mm.
[0054] Furthermore, the lifting frame 3 is made of steel structure, with a rectangular frame at the top, and legs are provided below the rectangular frame. Of course, the lifting frame 3 can also be made of stainless steel, alloy, etc. according to actual situations, and the structural strength of the lifting frame needs to meet the usage requirements.
[0055] Furthermore, the top of the lifting frame 3 is above the normal water level C, and its height is determined by the elevation difference between the engineering design normal water level and the top of the front row of sheet piles 6 to meet the requirements of water construction.
[0056] Technical effects of this embodiment: Refined the technical specifications of key components. These regulations ensure that the sealing performance of the rubber pad is sufficient to cope with common elevation differences, and ensure that the lifting frame has sufficient strength and guiding functions, meeting the safety and precision requirements of water construction, making the entire technical solution more complete and reliable.
[0057] The above are only the preferred embodiments of the present invention, and it does not limit the protection scope of the present invention thereby. The present invention can have various changes and modifications. Any changes, modifications, substitutions, integrations, and parameter changes made within the spirit and principle of the present invention fall within the protection scope of the claims of the present invention.
Claims
1. A method for bank reinforcement using underwater compaction grouting with prefabricated cover plates, characterized in that, Includes the following steps: Step S1: Drive sheet piles (6) to add several sheet piles (6) on the outside of the original revetment bottom slab (7). Step S2: Precast concrete cover plate (1). Based on the design of the top of the original revetment bottom plate (7) and sheet pile (6), the concrete cover plate (1) is precast in the factory in advance. The top of the concrete cover plate (1) is provided with a through compaction grouting hole (4), and a compaction grouting sleeve (5) is pre-embedded in the compaction grouting hole (4). The bottom of the concrete cover plate (1) is provided with a high-elastic rubber pad (2) of a certain thickness, and the high-elastic rubber pad (2) and the compaction grouting hole (4) are provided with openings at the corresponding positions. Step S3: Install concrete cover plate (1). Place the concrete cover plate (1) above the original revetment bottom plate (7) so that the compaction grouting hole (4) is located between the original revetment bottom plate (7) and the sheet pile (6). Through the high elastic rubber pad (2) of the bottom plate of the concrete cover plate (1), the construction error between the top of the sheet pile (6) and the height difference between the top surface of the sheet pile (6) and the original revetment bottom plate (7) caused by the construction error are adapted to ensure the airtightness of the top of the compaction grouting. At the same time, the local closed space is formed by the self-weight of the concrete cover plate (1). Step S4: Install the lifting frame (3). Install the lifting frame (3) above the concrete cover plate (1) and place the compaction grouting sleeve (5) in the middle of the lifting frame (3). The lifting frame (3) also serves as a guide frame for the compaction grouting sleeve (5). Step S5: Underwater compaction grouting. Insert the compaction grouting pipe into the compaction grouting sleeve (5) from above the lifting frame (3) to perform underwater compaction grouting.
2. The method for bank reinforcement using underwater compaction grouting with precast cover plates according to claim 1, characterized in that, The sheet pile (6) is convex, and the sheet pile (6) protrudes outward toward the original revetment bottom plate (7) to form an accommodating space with the original revetment bottom plate (7). The compaction grouting hole (4) is located above the accommodating space, and the accommodating space is the compaction grouting range (8).
3. The method for bank reinforcement using underwater compaction grouting with precast cover plates according to claim 2, characterized in that, The number of the compaction grouting holes (4) is two to four, and the compaction grouting holes (4) are arranged in a line along the length of the concrete cover plate (1).
4. The method for bank reinforcement using underwater compaction grouting with precast cover plates according to claim 3, characterized in that, The concrete cover plate (1) is rectangular, the axial distance between the compaction grouting holes (4) is 0.5-1.0 m, and the distance between the axis of the compaction grouting hole (4) and the side of the concrete cover plate (1) is 0.5-0.75 m.
5. The method for bank reinforcement using underwater compaction grouting with precast cover plates according to claim 4, characterized in that, The concrete cover plate (1) has a length L of 3-4m, a width B of 1-1.5m, and a thickness H of 0.2-0.5m.
6. The method for bank reinforcement using underwater compaction grouting with precast cover plates according to claim 1, characterized in that, The diameter of the compaction grouting hole (4) is 100-150 mm.
7. The method for bank reinforcement using underwater compaction grouting with precast cover plates according to claim 1, characterized in that, The thickness h1 of the high-elastic rubber pad (2) is 30~50mm.
8. The method for bank reinforcement using underwater compaction grouting with precast cover plates according to claim 1, characterized in that, The lifting frame (3) is a steel structure with a rectangular frame at the top and legs at the bottom of the rectangular frame.
9. The method for bank reinforcement using underwater compaction grouting with precast cover plates according to claim 9, characterized in that, The top of the lifting frame (3) is above the normal water level C.