A method for in-situ repair of a marine revetment that has slipped without stopping operation and a reinforcing structure

Abstract

The application discloses a kind of in-situ repair construction methods and reinforcing structures of slid marine revetment, and relates to the technical field of revetment repair.The method comprises: real-time monitoring of sliding revetment and dividing into zones;From the bank side to the sea side, segment construction is carried out, and the anchor pile is locked by clamping pile;In its inner side, dense row of anti-slide piles are constructed;Pouring pile cap and tie beam form a whole row of frames;Cut the original retaining wall foundation, and form a rigid connection by planting steel bars and pouring new retaining wall;Layered graded gravel is backfilled behind the wall, and drainage holes are provided;Without stopping operation, the surface layer is restored in sections;Continuous monitoring until displacement is stable.The formed reinforcing structure includes: rear anchor pile, middle road dense row of anti-slide piles, pile cap tie beam, inner side new retaining wall, steel bar connection structure, drainage pressure reduction system and graded gravel backfill layer.The application can realize in-situ rapid reinforcement of the already greatly slipped revetment under the condition of no dismantling, no stopping operation and little disturbance, with high safety, short construction period and little impact on the terminal operation.

Description

Technical Field

[0001] This invention relates to the field of revetment repair technology, and in particular to a non-stop in-situ repair construction method and reinforcement structure for slipped marine revetments. Background Technology

[0002] During long-term service, marine revetments and wharf slopes are prone to overall slippage due to factors such as ultra-deep dredging at the front, siltation at the rear, and tidal dynamic pressure. Traditional repair methods usually require stopping wharf operations, demolishing the original structure, and rebuilding, which has drawbacks such as long construction period, high cost, and high construction risk, and causes huge economic losses to wharf operations.

[0003] Currently, there are existing studies on revetment reinforcement and repair. For example, Chinese invention patent application CN212153271U (publication date: December 15, 2020) discloses a revetment retaining wall repair structure. This structure includes support piles, connecting beams, capping beams, anchor walls, tie rods, and a facing structure. At least two support piles are located on the bank side of the retaining wall. Adjacent support piles are connected by connecting beams and their tops are connected by capping beams, forming a repair support frame for the retaining wall. A facing structure is installed within this support frame. The support frame is anchored by multiple tie rods inserted into the retaining wall and connected to the anchor wall located on the land side of the retaining wall. This invention can be applied to the repair of damaged revetments where underwater construction is inconvenient. It is convenient to construct and operate, avoids the need for workers to perform underwater work, saves costs, and ensures construction quality. However, this plan mainly targets the repair of locally damaged retaining walls and does not address emergency reinforcement after the revetment has undergone overall arc sliding. The forward anti-sliding capacity provided by its tie rod anchoring method is limited, making it difficult to cut off the deep sliding surface. Furthermore, the old and new structures are only connected by tie rods, resulting in insufficient overall rigidity and making it impossible to carry out safe construction when the revetment is not fully stable.

[0004] For example, Chinese invention patent application CN120745068A (publication date: October 13, 2025) discloses an active unloading sheet pile revetment reinforcement design method and structure, belonging to the field of revetment reinforcement technology. By measuring channel parameters and soil mechanical properties, design reinforcement piles with the same height as the original pile foundation are arranged along the rear edge of the revetment. Based on the soil arching effect, a calculation formula for pile spacing is established, and the load sharing ratio of the design reinforcement piles is controlled by adjusting the pile diameter. The reinforcement structure designed by this method includes: prestressed sheet piles, pile caps, design reinforcement piles, gravity retaining walls, slope protection surface layer, concrete capping, original mud surface line and design mud surface line. The pile diameter and pile spacing of the design reinforcement piles are dynamically adjusted according to the dredging depth. The thicker the dredged soil layer and the greater the soil pressure, the larger the pile diameter and the denser the spacing. However, this scheme mainly targets the preventive reinforcement of sheet pile revetments after channel dredging, and does not address the emergency repair problem after the revetment has already experienced overall slippage; during the construction process, no real-time displacement monitoring and dynamic pile locking measures were set up, which could not prevent secondary instability of the slippage body during construction; at the same time, the scheme did not set up a rigid connection structure between the old and new retaining walls and a drainage and pressure reduction system behind the wall, resulting in insufficient long-term anti-slip and anti-seepage capacity of the repaired structure.

[0005] In summary, the existing technology lacks an in-situ repair construction method and reinforcement structure that can systematically integrate real-time monitoring and early warning, preliminary anchoring and locking, dense row of anti-slip and cutting off the sliding surface, rigid connection of new and old retaining walls, drainage and pressure reduction, and segmented restoration of the surface layer without stopping operation when the revetment has undergone overall slippage. Summary of the Invention

[0006] The main objective of this invention is to provide a method for in-situ repair of slipped marine revetments without interrupting operation, comprising the following steps: Step S1: Conduct real-time displacement and settlement monitoring on the slidable revetment, determine the sliding surface range, rate and displacement early warning control value, and divide the construction zones; Step S2: Construct the rear row of anchor piles in sections from the shore to the sea, and immediately clamp and lock the rear row of anchor piles after the piles are completed. Step S3: Construct densely arranged anti-slip piles on the inner side of the rear row of anchor piles to form a continuous anti-slip structure; Step S4: Cast pile caps and longitudinal connecting beams on the top of the rear row of anchor piles and the middle row of closely spaced anti-slip piles to form an integral anti-slip frame; Step S5: Cut the original retaining wall foundation, insert connecting steel bars and pour the inner new retaining wall, so that the inner new retaining wall and the original retaining wall form a rigid composite structure; Step S6: Backfill graded crushed stone in layers behind the wall and set drainage holes to form a drainage and pressure reduction system; Step S7: Restore the surface layer structure in segments without stopping operation; Step S8: Continuously monitor the displacement until it stabilizes.

[0007] Furthermore, the real-time monitoring mentioned in step S1 is continuous monitoring for 24 hours, and the displacement early warning control value is a displacement rate ≥3mm / d.

[0008] Furthermore, the construction sequence strictly follows: first anchoring → then anti-slip → then wall formation, with steps S2 and S5 being advanced in sections from the shore to the sea.

[0009] Furthermore, in step 6, the compaction coefficient of the graded crushed stone backfill is ≥0.94, and the spacing of the drainage holes is 1800-2100mm.

[0010] Furthermore, the criteria for determining displacement stability in step 8 are: displacement rate ≤ 3 mm / d and continuous stability for more than 7 days.

[0011] This application also provides an in-situ reinforcement structure for implementing the above construction method, comprising: The rear row of anchor piles is set behind the original sliding revetment; The middle row of closely spaced anti-slide piles is set inside the rear row of anchor piles and is arranged parallel to the rear row of anchor piles in the longitudinal direction. The pile cap and longitudinal connecting beam are cast on the pile tops of the rear row of anchor piles and the middle row of densely packed anti-slip piles, connecting the two into an integral frame structure. Original sliding retaining wall; A new retaining wall is constructed inside the original sliding retaining wall and rigidly connected to the original sliding retaining wall through a rebar connection structure. A graded crushed stone backfill layer and drainage holes are installed behind the wall to form a drainage and pressure reduction system; Plain concrete cushion layer, set at the bottom of the structure.

[0012] Furthermore, the rear anchor piles are bored cast-in-place piles with a diameter of 700-1000 mm, a pile spacing of 5-7 m, a pile length of ≥42 m, and the pile tip extends into the stable bearing layer.

[0013] Furthermore, the centrally located densely packed anti-slide piles are bored cast-in-place piles with a diameter of 700-1000 mm and a pile spacing of 1-2 m, forming a continuous anti-slide wall.

[0014] Furthermore, the compaction coefficient of the graded crushed stone backfill layer is ≥0.94, and the drainage holes are PVC φ50 pipes with a spacing of 1800-2100mm.

[0015] Furthermore, the plain concrete cushion layer is a C25 plain concrete cushion layer with a thickness of 180-220mm.

[0016] Compared with existing technologies, the advantages and effects of this application are as follows: 1. This application achieves "restoration while operating" by adopting a segmented construction and segmented surface layer restoration method without stopping the wharf operation or dismantling the original sliding revetment, through real-time displacement monitoring and zoned control. This avoids the huge economic losses caused by work stoppages and production shutdowns in traditional methods and has significant economic and social benefits.

[0017] 2. This application strictly follows the construction sequence of "anchoring first, then anti-slip, and finally wall construction," and proceeds in sections from the shore to the sea. While the revetment is not yet fully stable, the rear row of anchor piles is constructed first and immediately clamped for locking, effectively controlling further slippage; then, densely packed anti-slip piles are constructed along the middle section to cut off the deep circular arc sliding surface; finally, the new retaining wall is constructed. Through real-time monitoring and dynamic linkage with the clamping and locking of the piles, secondary instability caused by construction disturbances is avoided, resulting in a high level of construction safety.

[0018] 3. This application adopts a combined structure of "long pile anchorage + dense pile anti-slip + integral frame". The rear row of anchor piles provides deep anchorage tension, the middle row of dense anti-slip piles forms a continuous rigid wall to cut off the sliding surface, and the pile caps and connecting beams connect multiple rows of piles into an integral anti-slip frame, forming a triple anti-slip mechanism.

[0019] 4. The newly constructed retaining wall in this application is rigidly connected to the original retaining wall through rebar anchoring, forming a composite section that shares the load, significantly improving the overall stiffness, bending resistance, shear resistance, and anti-slip capacity of the repaired structure. In addition, a drainage and pressure-reducing system consisting of a graded crushed stone backfill layer and drainage holes is set behind the wall, effectively reducing the water and soil pressure behind the wall and significantly enhancing the long-term anti-slip and anti-seepage performance of the revetment.

[0020] 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.

[0021] 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

[0022] 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. The elements or parts in the drawings are not necessarily drawn to scale.

[0023] in: Figure 1 This is a flowchart illustrating the construction method of this application; Figure 2 This is a schematic diagram of the plan layout of the reinforcement structure in this application; Figure 3 A schematic diagram of the AA cross-sectional structure for reinforcement; Figure 4 Schematic diagram of the BB cross-section structure for reinforcement; Figure 5 A schematic diagram of the CC cross-section of the reinforced structure; Figure 6 A schematic diagram of the DD cross-sectional structure for reinforcement; Figure 7 A schematic diagram of the cross-sectional structure of the EE for reinforcement; Figure 8 A schematic diagram of the FF cross-sectional structure for reinforcement; Figure 9 A schematic diagram of the cross-sectional structure of the GG reinforcement structure; Figure 10 This is a schematic diagram of the HH cross-sectional structure for the reinforcement structure.

[0024] Figure label: 1-Rear row anchor piles; 2-Middle row dense anti-slip piles; 3-Pile caps; 4-Longitudinal connecting beams; 5-Original sliding retaining wall; 6-Newly built retaining wall; 7-Rebar connection structure; 8-Graded crushed stone backfill layer; 9-Drainage hole; 10-Plain concrete cushion layer. Detailed Implementation

[0025] 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.

[0026] 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.

[0027] 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.

[0028] 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.

[0029] 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.

[0030] 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.

[0031] Example 1 This embodiment describes a method for in-situ repair of a slipped marine revetment without interrupting operation. Please refer to the appendix. Figure 1 , Figure 1 This is a flowchart illustrating the construction method of this application; The construction method includes the following steps: Step S1: Conduct real-time displacement and settlement monitoring on the slid revetment, determine the sliding surface range, rate and displacement early warning control value, and divide the construction zones; Step S2: Construct the rear row of anchor piles 1 in sections from the shore to the sea. Immediately after the piles are completed, clamp and lock the rear row of anchor piles 1. Step S3: Construct densely arranged anti-slip piles 2 on the inner side of the rear row of anchor piles 1 to form a continuous anti-slip structure; Step S4: Pile caps and longitudinal connecting beams are poured on the top of the rear row anchor piles 1 and the middle row dense anti-slip piles 2 to form an integral anti-slip frame; Step S5: Cut the foundation of the original sliding retaining wall 5, insert connecting steel bars and pour the inner new retaining wall 6, so that the inner new retaining wall 6 and the original sliding retaining wall 5 form a rigid composite structure; Step S6: Backfill graded crushed stone in layers behind the wall to form graded crushed stone backfill layer 8 and set drainage holes 9 to form a drainage and pressure reduction system; Step S7: Restore the surface layer structure in segments without stopping operation; Step S8: Continuously monitor the displacement until it stabilizes.

[0032] Furthermore, the real-time monitoring mentioned in step S1 is continuous monitoring for 24 hours, and the displacement early warning control value is a displacement rate ≥3mm / d.

[0033] Furthermore, steps S2 and S5 are both advanced in segments from the shore to the sea.

[0034] Furthermore, in step 6, the compaction coefficient of the graded crushed stone backfill layer 8 is ≥0.94, and the arrangement spacing of the drainage holes 9 is 2000mm.

[0035] Furthermore, the criteria for determining displacement stability in step 8 are: displacement rate ≤ 3 mm / d and continuous stability for more than 7 days.

[0036] The technical effect achieved by this embodiment is that the construction method of this embodiment realizes in-situ rapid reinforcement of sliding revetment without interruption of operation or dismantling, with minimal construction disturbance, high overall structural stability, and no impact on wharf operation.

[0037] Example 2 Based on Example 1, this example introduces an in-situ reinforcement structure for implementing the above construction method. Please refer to the appendix. Figure 2-10 , Figure 2 This is a schematic diagram of the plan layout of the reinforcement structure in this application; Figure 3 A schematic diagram of the AA cross-sectional structure for reinforcement; Figure 4 Schematic diagram of the BB cross-section structure for reinforcement; Figure 5 A schematic diagram of the CC cross-section of the reinforced structure; Figure 6 A schematic diagram of the DD cross-sectional structure for reinforcement; Figure 7 A schematic diagram of the cross-sectional structure of the EE for reinforcement; Figure 8 A schematic diagram of the FF cross-sectional structure for reinforcement; Figure 9 A schematic diagram of the cross-sectional structure of the GG reinforcement structure; Figure 10 A schematic diagram of the HH cross-sectional structure for the reinforcement structure; include: The rear row of anchor piles is set behind the original sliding revetment; The middle row of closely spaced anti-slide piles is set inside the rear row of anchor piles and is arranged parallel to the rear row of anchor piles in the longitudinal direction. The pile cap and longitudinal connecting beam are cast on the pile tops of the rear row of anchor piles and the middle row of densely packed anti-slip piles, connecting the two into an integral frame structure. Original sliding retaining wall; A new retaining wall is constructed inside the original sliding retaining wall and rigidly connected to the original sliding retaining wall through a rebar connection structure. A graded crushed stone backfill layer and drainage holes are installed behind the wall to form a drainage and pressure reduction system; Plain concrete cushion layer, set at the bottom of the structure.

[0038] The rear anchor piles are Φ800 bored cast-in-place piles, spaced 6.0m apart, with a pile length of not less than 42m, extending deep into the underlying stable gravel bearing layer to provide anchoring tensile strength.

[0039] The central row of closely spaced anti-slip piles also uses Φ800 bored cast-in-place piles, arranged closely at a spacing of 1.5m to form a continuous rigid anti-slip wall, thereby effectively cutting off the deep circular arc sliding surface.

[0040] The pile cap and connecting beam are C40 cast-in-place reinforced concrete structures, connecting the anchor piles and the closely spaced anti-slip piles into a spatial integral frame, so that they can work together to bear the load.

[0041] The newly built retaining wall is set inside the original sliding retaining wall. It is anchored with rebar to form a rigid composite section with the original retaining wall, and together they bear the water and soil pressure.

[0042] A graded crushed stone backfill layer (compaction coefficient not less than 0.94) is set behind the wall, and PVC φ50 drainage holes are arranged at intervals to form a drainage and pressure reduction system to quickly reduce the water pressure and seepage pressure behind the wall.

[0043] The bottom cushion layer is made of 200mm thick C25 plain concrete to ensure uniform stress on the foundation and avoid uneven settlement.

[0044] The technical effects achieved in this embodiment are: this embodiment realizes in-situ efficient reinforcement of sliding revetment, with strong structural integrity, high anti-sliding ability, and minimal construction disturbance.

[0045] Example 3 Based on Examples 1 and 2, this example focuses on a coastal wharf revetment project with a total length of 241m. The revetment has experienced a maximum overall slippage of 4.5m. The foundation is deep silty soft soil, and the front edge has been dredged to a depth of -3.5m. A silt collection pond is located behind it.

[0046] The specific implementation steps are as follows: This embodiment is applicable to in-situ repair of marine revetments with deep soft soil foundations that have experienced significant overall slippage (e.g., a maximum slippage of 4.5m) and cannot be shut down or dismantled. The specific implementation steps are as follows: First, 24-hour displacement monitoring was conducted on the slip revetment to determine the location of the deep circular arc sliding surface. Then, anchor piles were constructed in sections from the shore to the sea, using Φ800 bored cast-in-place piles, 42m long, spaced 6.0m apart. The pile tips penetrated into the stable gravel layer by at least twice the pile diameter to provide reliable anchoring tensile strength.

[0047] Then, closely arranged anti-slip piles were constructed on the inner side of the anchor piles. Φ800 bored cast-in-place piles were arranged closely at 1.5m intervals to form a continuous rigid anti-slip wall, which effectively cut off the deep arc sliding surface caused by ultra-deep dredging and surcharge.

[0048] Next, C40 reinforced concrete monolithic pile caps and longitudinal connecting beams were poured to connect the rear row of anchor piles with the central row of closely spaced anti-slip piles into a spatial monolithic frame, achieving coordinated stress distribution. A 200mm thick C25 plain concrete pad was set at the bottom to ensure uniform stress on the foundation and avoid uneven settlement.

[0049] Subsequently, reinforcing bars were installed and anchored inside the original sliding retaining wall, and a new reinforced concrete retaining wall was poured to form a rigid composite section between the old and new retaining walls. Graded crushed stone was backfilled in layers behind the wall with a compaction coefficient ≥0.94, and PVC φ50 drainage holes were arranged at 2000mm intervals to form a drainage and pressure reduction system, reducing water pressure and seepage pressure behind the wall.

[0050] Finally, the concrete pavement and other ancillary structures were restored in sections without interrupting operation, and the displacement rate was continuously monitored until it was ≤3mm / d and remained stable for more than 7 consecutive days.

[0051] The technical effect achieved in this embodiment is that the composite system of long pile anchoring, dense pile anti-slide, rigid connection between new and old walls, and drainage and pressure reduction is adopted, which greatly improves the anti-slide stability and long-term safety of the sliding revetment on deep soft soil foundation.

[0052] The above embodiments are only used to illustrate the technical solutions of the present invention and are not intended to limit the present invention. Any equivalent substitutions, parameter adjustments, or reasonable changes to the functional implementation methods made by those skilled in the art under the guidance of the principles of the present invention should be included within the protection scope of the present invention.

Claims

1. A method for in-situ repair of slipped marine revetments without interruption of operation, characterized in that, Includes the following steps: Step S1: Conduct real-time displacement and settlement monitoring on the slid revetment, determine the sliding surface range, rate and displacement early warning control value, and divide the construction zones; Step S2: Construct the rear row of anchor piles (1) in sections from the shore to the sea. Immediately after the piles are completed, clamp and lock the rear row of anchor piles (1). Step S3: Construct densely arranged anti-slip piles (2) on the inner side of the rear row of anchor piles (1) to form a continuous anti-slip structure; Step S4: Pile caps and longitudinal connecting beams are poured on the top of the rear row anchor piles (1) and the middle row dense anti-slip piles (2) to form an integral anti-slip frame; Step S5: Cut the foundation of the original sliding retaining wall (5), insert connecting steel bars and pour the inner new retaining wall (6) so that the inner new retaining wall (6) and the original sliding retaining wall (5) form a rigid composite structure; Step S6: Backfill graded crushed stone in layers behind the wall to form a graded crushed stone backfill layer (8) and set drainage holes (9) to form a drainage and pressure reduction system; Step S7: Restore the surface layer structure in segments without stopping operation; Step S8: Continuously monitor the displacement until it stabilizes.

2. The construction method according to claim 1, characterized in that, The real-time monitoring mentioned in step S1 is continuous monitoring for 24 hours, and the displacement early warning control value is a displacement rate ≥3mm / d.

3. The construction method according to claim 2, characterized in that, Both steps S2 and S5 are advanced in stages from the shore to the sea.

4. The construction method according to claim 1, characterized in that, The compaction coefficient of the graded crushed stone backfill layer (8) in step 6 is ≥0.94, and the arrangement spacing of the drainage holes (9) is 1800-2100mm.

5. The construction method according to claim 4, characterized in that, The criteria for determining displacement stability in step 8 are: displacement rate ≤ 3 mm / d and continuous stability for more than 7 days.

6. An in-situ reinforcement structure for implementing the construction method according to any one of claims 1-5, characterized in that, include: The rear row of anchor piles (1) is set behind the original sliding revetment; The middle row of closely spaced anti-slide piles (2) is set inside the rear row of anchor piles (1) and is arranged parallel to the rear row of anchor piles (1) in the longitudinal direction; The pile cap (3) and the longitudinal connecting beam (4) are cast on the pile tops of the rear row anchor piles (1) and the middle row dense anti-slip piles (2), connecting the two into an integral frame structure; Original sliding retaining wall (5); A new retaining wall (6) is set inside the original sliding retaining wall (5) and is rigidly connected to the original sliding retaining wall (5) through a rebar connection structure (7); Graded crushed stone backfill layer (8) and drainage holes (9) are set behind the wall to form a drainage and pressure reduction system; Plain concrete cushion layer (10) is set at the bottom of the structure.

7. The reinforced structure according to claim 6, characterized in that, The rear row of anchor piles (1) are bored cast-in-place piles with a diameter of 700-1000 mm, a pile spacing of 5-7 m, a pile length of ≥42 m, and the pile end extends into the stable bearing layer.

8. The reinforced structure according to claim 7, characterized in that, The central dense anti-slide piles (2) are bored cast-in-place piles with a diameter of 700-1000 mm and a pile spacing of 1-2 m, forming a continuous anti-slide wall.

9. The reinforced structure according to claim 8, characterized in that, The compaction coefficient of the graded crushed stone backfill layer (8) is ≥0.94, and the drainage holes (9) are PVC φ50 pipes with a spacing of 1800-2100mm.

10. The reinforced structure according to claim 9, characterized in that, The plain concrete cushion layer (10) is a C25 plain concrete cushion layer with a thickness of 180-220mm.

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