Assembling type row body anchoring beam for soft beach revetment and construction method of assembling type row body anchoring beam

Abstract

The invention discloses a loose and soft beach revetment spliced row body anchoring beam and a construction method thereof, and relates to the technical field of water conservancy projects. The anchoring beam is formed by splicing a plurality of precast beam sections on a foundation pile through a node connecting structure; l-shaped connecting steel bars are pre-embedded in the two ends of the precast beam section, and positioning grooves and grouting holes are formed in the bottom; the joint structure is composed of L-shaped connecting steel bars which are in butt joint and quick-setting concrete for filling joints. The construction method comprises the steps of prefabricating the beam sections in a factory, sinking and driving the foundation piles in a beach land, hoisting and splicing the beam sections by utilizing a low tide level, pouring quick-setting concrete to consolidate joints, and finally paving the bank protection row body. The main body structure is prefabricated, field operation is rapid, simple and convenient, the problems that the tidal range zone construction window period is short, and traditional cast-in-place concrete is prone to being damaged by tide water are effectively solved, the construction efficiency and the engineering quality are remarkably improved, cost and material waste are reduced, and the method is particularly suitable for soft beach land bank protection engineering.

Description

Technical Field

[0001] This invention relates to the field of water conservancy and coastal engineering technology, specifically to a prefabricated anchor beam for revetment on soft beach land and its construction method. Background Technology

[0002] In areas such as river estuaries and coastal mudflats, soft mudflat landforms are common, with low soil bearing capacity and significant tidal influence, resulting in daily periodic rises and falls in tide levels and the formation of tidal zones. When constructing revetment projects in these areas, flexible revetment structures such as geotextile concrete and flexible rafts (collectively referred to as revetment rafts) are often used to resist water erosion. A robust anchoring beam system needs to be installed at the top of the revetment raft to anchor it to the mudflat, bearing the raft's own weight and the tensile force of the water flow.

[0003] Traditional anchored beam systems generally employ a cast-in-place process involving on-site formwork erection, rebar tying, and concrete pouring. This process has revealed a series of serious drawbacks when used on soft, tidal flats: 1. Extremely short working window and low construction efficiency: Construction must be carried out during the brief period of low tide when the concrete is exposed (usually only 2-4 hours per day). Completing a series of procedures such as formwork erection, rebar tying, concrete pouring, and initial setting within such a limited time is extremely difficult, resulting in slow daily effective construction progress, typically less than 10 meters. If the tide rises prematurely, the under-strength concrete is easily washed away, rendering all previous work futile.

[0004] 2. High engineering quality risks: Ordinary concrete has a long initial setting time (usually 4-6 hours), making it difficult to develop sufficient strength during the intertidal period. When the tide comes in, it will soak and scour the newly poured concrete, causing honeycomb pitting on the surface of the beam, loose internal structure, and even complete breakage and destruction. The destruction rate can reach 30%-60%, causing the revetment to lose effective anchorage and seriously threatening the safety of the entire project.

[0005] 3. Significant material waste and poor economic efficiency: Concrete, formwork, and reinforcing steel destroyed by tides cannot be recycled, resulting in substantial waste. Furthermore, to provide a construction platform on soft soil, large layers of crushed stone or other temporary reinforcement measures are often required, further increasing construction costs and material consumption.

[0006] 4. Poor construction safety and adaptability: A large number of personnel work in the muddy and slippery intertidal zone, posing safety hazards such as slipping and drowning. The unevenness of the beach also makes it difficult to control the flatness of the cast-in-place beam system, affecting its effective connection with the revetment embankment and making it difficult to guarantee the anchoring force.

[0007] To address these issues, some attempts have been made to use small prefabricated components for splicing. However, due to insufficient connection strength between components and between components and the foundation, an overall load-bearing structure cannot be formed. Furthermore, the connection points are prone to failure under tidal impact, thus failing to become a reliable solution.

[0008] Therefore, there is an urgent need for a new type of anchor beam structure and its supporting construction methods that can adapt to the special working conditions of soft beach in the tidal zone, and have the characteristics of rapid installation, strong moisture resistance, reliable connection, and economic efficiency. Summary of the Invention

[0009] In view of the shortcomings of the prior art, the purpose of this invention is to provide a prefabricated anchor beam for soft beach revetment and its construction method, so as to solve the problems mentioned in the background art.

[0010] To achieve the above objectives, a specific embodiment of the present invention provides a prefabricated anchorage beam for soft beach revetments, comprising a beam system arranged along the length of the revetment. The beam system is assembled from several precast beam segments through a node connection structure. The bottom of each precast beam segment is supported by multiple spaced foundation piles. Each precast beam segment is a concrete component with outwardly extending L-shaped connecting steel bars embedded at both ends. Its bottom is provided with a positioning groove adapted to the top of the foundation piles and has at least one grouting hole. The node connection structure includes the L-shaped connecting steel bars that are butted together, and a quick-setting concrete joint filled in the joint between the ends of adjacent precast beam segments. The quick-setting concrete joint consolidates the adjacent precast beam segments into a whole.

[0011] This application discloses a prefabricated anchor beam for revetment on soft beach land and its construction method. The present invention aims to overcome the shortcomings of low efficiency, easy erosion by tides, and high cost of cast-in-place anchor beams on soft beach land in the tidal zone. It provides a prefabricated construction technology that combines prefabricated components in factory production, rapid on-site splicing, and quick-setting concrete consolidation. This utilizes and reduces low-tide operation time, increases the overall construction speed of the beam system, enhances the stability of the beam system, and enables continuous construction of the revetment raft.

[0012] In addition, the prefabricated anchor beam for soft beach revetment and its construction method proposed in this application may also have the following additional technical features: In one embodiment of this application, the precast beam segment is provided with anchoring rings for fixing the revetment embankment.

[0013] In one embodiment of this application, the foundation pile is a precast concrete pile with a pre-embedded steel plate at the top; the precast beam segment is fitted onto the top of the foundation pile through the positioning groove at its bottom, and grout is injected between the positioning groove and the top of the pile through the grouting hole.

[0014] In one embodiment of this application, the foundation pile is a "T"-shaped sheet pile.

[0015] A method for constructing prefabricated anchor beams for revetment on soft beach land includes the following steps: S1. Precast component factory preparation: The precast beam segments are mass-produced in a land-based precast plant and cured to the design strength; S2. Foundation pile driving construction: On soft beach land, the foundation piles are driven to the predetermined depth at the designed spacing using pile driving equipment; S3. Precast beam segment hoisting and splicing: During low tide, the precast beam segment is hoisted onto the foundation pile using a lifting device, so that the positioning groove is aligned with the top of the pile, and then the L-shaped connecting steel bars of adjacent precast beam segments are connected. S4. Quick-setting concrete consolidation: Set up formwork at the joint of adjacent precast beam segments, pour quick-setting concrete to form the quick-setting concrete joint, so that the precast beam segments are connected into an integral frame. S5. Laying of revetment embankment: After the quick-setting concrete joints reach the predetermined strength, fix the anchoring end of the revetment embankment to the anchoring ring and lay the embankment.

[0016] In one embodiment of this application, in step S3, the L-shaped connecting steel bars are connected to each other so that adjacent precast beam segments form a structural whole.

[0017] In one embodiment of this application, in step S4, the initial setting time of the quick-setting concrete is no more than 15 minutes and the final setting time is no more than 30 minutes.

[0018] In one embodiment of this application, in step S2, before driving the foundation piles, for sections where the foundation bearing capacity is less than 50 kPa, a geogrid is first laid on the surface of the beach and boulders are dumped to form a reinforcement layer.

[0019] In one embodiment of this application, in step S3, after hoisting the precast beam segment, it is necessary to use a measuring instrument to verify the top elevation of the beam and adjust the levelness of the precast beam segment using shims.

[0020] The advantages of this invention compared to existing technologies are: (1) By prefabricating the main structure of the anchor beam in the factory, only hoisting, splicing and node consolidation are carried out on site, most of the time-consuming processes are completed in advance, greatly reducing the on-site operation time; construction is no longer completely subject to the short tidal window, and the average daily construction length can be increased to more than 3 times that of the traditional cast-in-place process.

[0021] (2) The precast beam segments are produced in a factory under controlled environment, and the quality is stable. On-site quick-setting concrete is used for joint consolidation, which can quickly form strength before the tide rises, effectively avoiding damage from the tide and reducing the beam destruction rate to near zero. The L-shaped connecting steel bars and quick-setting concrete joints work together to ensure the integrity of the splicing joint and the reliability of force transmission.

[0022] (3) It reduces material waste caused by tidal damage and saves a lot of on-site formwork materials and temporary reinforcement measures, saving about 30% of the overall construction cost.

[0023] (4) It reduces the high-risk working time and labor intensity of workers in the intertidal zone; the use of small pile driving equipment and floating cranes makes it more adaptable to soft beaches; this structure and method are particularly suitable for revetment projects with large tidal range and soft beaches, such as the Zhuhai Modaomen Waterway and the lower reaches of the Yangtze River.

[0024] Additional aspects and advantages of this application will be set forth in part in the description which follows, and in part will be obvious from the description, or may be learned by practice of this application. Attached Figure Description

[0025] To more clearly illustrate the technical solutions in the embodiments of the present invention 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 only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0026] Figure 1 This is a three-dimensional structural schematic diagram of a prefabricated anchor beam for revetment on soft beach land, according to one embodiment of the present invention. Figure 2 This is a schematic diagram illustrating the structural composition and connection relationship of a prefabricated anchor beam for soft beach revetment and its construction method in one embodiment of the present invention. Figure 3 This is a flowchart illustrating the construction method of a prefabricated anchor beam for soft beach revetment and its construction method in one embodiment of the present invention. Figure 4 This is a detailed construction drawing of the node connection of a prefabricated anchor beam for soft beach revetment and its construction method in one embodiment of the present invention; Figure 5 This is a quality control system diagram of a prefabricated anchor beam for soft beach revetment and its construction method in one embodiment of the present invention.

[0027] Explanation of reference numerals in the attached figures: 1. Precast beam segment; 2. L-shaped connecting steel bars; 3. Grouting hole; 4. Positioning groove; 5. Foundation pile; 6. Embedded steel plate; 7. Quick-setting concrete joint; 8. Anchor ring; 9. Bank revetment. Detailed Implementation

[0028] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0029] like Figures 1 to 5 As shown in the figure, an embodiment of the present invention provides a prefabricated anchor beam for soft beach revetment and its construction method. By decomposing the traditional cast-in-place continuous beam into standardized prefabricated beam segments, and rapidly assembling and consolidating them on site, the invention effectively overcomes the limitation of the construction window by tides, and significantly improves construction efficiency and project quality.

[0030] The core components of the prefabricated raft anchoring beam for soft beach revetment of the present invention include: Precast Beam Segment 1: This is the basic unit constituting the anchored beam system. Precast Beam Segment 1 is a reinforced concrete component, mass-produced in a land-based prefabrication plant using high-precision molds. Its concrete strength grade should not be lower than C30 to ensure sufficient structural strength. To improve the crack resistance and durability of the beam segment, an appropriate amount (e.g., 1.2% to 1.5%) of short, fine steel fibers can be added to the concrete. The standard length of Precast Beam Segment 1 can be designed according to transportation and hoisting conditions, typically ranging from 2 to 4 meters.

[0031] L-shaped connecting reinforcement 2: This is a key component for achieving structural connections between beam segments. Before pouring concrete for precast beam segment 1, L-shaped connecting reinforcement 2 extending outwards is pre-embedded at both ends. The diameter of this reinforcement is typically 16 mm to 20 mm, and the length of its exposed portion (i.e., the straight section extending from the beam end) is designed to be 300 mm to 400 mm to ensure sufficient length for reliable connection with the L-shaped connecting reinforcement 2 of adjacent beam segments. The hook portion of the L-shaped connecting reinforcement 2 is anchored within the beam concrete, providing excellent pull-out resistance.

[0032] Positioning groove 4: Located at the bottom of precast beam segment 1. The shape and size of this groove are precisely matched to the top shape of the foundation pile 5. Its function is to allow for quick and accurate placement of the precast beam segment 1 onto the top of the foundation pile 5 during hoisting, achieving initial positioning and reducing on-site adjustment time. The depth of the positioning groove 4 is typically around 50 mm, and its diameter is slightly larger than the pile diameter of the foundation pile 5 (e.g., 20 mm larger) to facilitate installation and contain any possible filling grout.

[0033] Grouting hole 3: A channel extending from the top or side of the precast beam segment 1 to the positioning groove 4. The main purposes of grouting hole 3 are twofold: first, after the precast beam segment 1 is installed in place, if necessary, high-strength non-shrink grout or cement mortar can be injected through this hole into the gap between the positioning groove 4 and the pile top, making the connection between the beam segment and the foundation pile 5 tighter and distributing the load evenly; second, it can serve as a vent to prevent air blockage during the pouring of filling materials.

[0034] Anchor Ring 8: A metal ring-shaped component pre-embedded in the top or side of the precast beam segment 1. Its function is to serve as an anchoring point for the revetment raft 9 (such as a geotextile bag or flexible raft). The anchoring rope or pull ring at the top of the revetment raft 9 can be directly tied or connected to the anchor ring 8 to reliably transfer the water flow tension on the raft to the anchoring beam. The specifications and quantity of the anchor ring 8 need to be determined according to the design tension of the revetment raft 9 to ensure that it has sufficient strength (for example, the anchoring force of a single anchor ring 8 is not less than 5kN).

[0035] Foundation pile 5: Serving as the vertical support foundation for the entire anchored beam system, it transfers the superstructure load to the harder soil layer deep within the beach. Precast concrete piles, such as T-shaped sheet piles or other precast pile cross-sections, are preferred for foundation pile 5. The advantage of using T-shaped sheet piles lies in their greater lateral stiffness, which better resists the horizontal tensile force from the revetment embankment 9. The length of foundation pile 5 needs to be designed according to the geological conditions of the beach, typically 3 to 5 meters, to ensure that the pile tip is embedded deep enough into the bearing layer (e.g., not less than 1 meter). A pre-embedded steel plate 6 is embedded at the top of foundation pile 5, which can contact the positioning groove 4 area at the bottom of the precast beam segment 1, aiding in stress distribution.

[0036] Node connection structure: This is crucial for connecting the individual precast beam segments 1 into a continuous beam. The structure mainly consists of two parts: Interlocking L-shaped connecting steel bars 2: After two adjacent precast beam segments 1 are hoisted into place, their respective L-shaped connecting steel bars 2 will approach or interlock at the joint. These L-shaped connecting steel bars 2 are connected by a reliable connection method (such as double-sided lap welding, butt welding, or the use of steel bar sleeve extrusion connectors), thereby achieving continuous force transmission at the steel bar level.

[0037] Quick-setting concrete joint 7: Between the ends of adjacent precast beam segments 1, there will be a joint with a width of approximately 15 mm to 25 mm. After setting up formwork at this joint, quick-setting concrete with rapid setting and hardening characteristics is poured to form quick-setting concrete joint 7. This joint concrete wraps around and fixes the ends of the adjacent beam segments together, working together with the connected L-shaped reinforcing bars 2 to form a cohesive frame from multiple precast beam segments 1. The initial setting time of the quick-setting concrete should not exceed 15 minutes, and the final setting time should not exceed 30 minutes to ensure that it has the strength to resist erosion before the tide rises.

[0038] Detailed steps and procedures of the construction method The construction method described in this invention has the following process flow: Figure 3 As shown, the specific steps are as follows: Step S1: Prefabrication of precast components This step is completed in a land-based prefabrication plant, unaffected by tides or the beach environment. According to the design drawings, the reinforcing bars are cut, bent (especially for the L-shaped connecting reinforcing bars 2), tied into shape, and then placed into custom molds. The molds must ensure the dimensional accuracy of the precast beam segment 1, particularly the position of the positioning groove 4 and the exposed dimensions of the L-shaped connecting reinforcing bars 2. After concrete pouring, steam curing or a standard curing regime is used to ensure that the precast beam segment 1 reaches its design strength (e.g., a 28-day compressive strength of not less than 30 MPa). After curing, it can only be transported to the construction site after passing inspection.

[0039] Step S2: Construction of Foundation Pile 5 Foundation construction is carried out on soft beach land. First, for sections with particularly low bearing capacity (e.g., below 50 kPa), geogrids can be laid and reinforced with riprap of a certain thickness (e.g., 400 mm) to improve the bearing capacity of the working surface. Then, using piling equipment suitable for beach work, such as a light hydraulic piling machine (weighing no more than 5 tons), the foundation piles 5 are driven to the predetermined depth at the designed spacing (usually matching the length of the precast beam segment 1, e.g., 3 meters). During driving, the pile position deviation (no more than ±50 mm) and verticality deviation (no more than 1%) must be strictly controlled. After driving is completed, the integrity of the pile body can be tested using methods such as the low-strain method.

[0040] Step S3: Hoisting and splicing of precast beam segment 1 This step is crucial for making full use of the low tide window for beach exposure.

[0041] Lifting and Positioning: During low tide, using a floating crane or a crane suitable for beach operations, the precast beam segment 1 is smoothly lifted using a specialized lifting device (with a rubber buffer layer to prevent damage to the beam). The operator directs the crane to precisely align the positioning groove 4 at the bottom of the precast beam segment 1 with the top of the already driven foundation pile 5, and slowly lowers it into place. This "alignment" action achieves rapid initial positioning.

[0042] Elevation and levelness adjustment: After the precast beam segment 1 is initially positioned, its top surface elevation is immediately checked using measuring instruments such as a level. By inserting steel shims of different thicknesses at different locations, the gap between the bottom of the precast beam segment 1 and the top surface of the foundation pile 5 or the cushion layer is adjusted to ensure that the flatness of the top surface of the entire beam system meets the requirements (e.g., smooth longitudinal slope, with local undulations not exceeding 5 mm / m).

[0043] Reinforcing bar connection: After two adjacent precast beam segments 1 are hoisted and leveled, the L-shaped connecting reinforcing bars 2 can be connected. Depending on site conditions and operating space, welding (such as lap welding, with a weld length not less than 10 times the diameter of the reinforcing bar) or mechanical connection (such as sleeve extrusion connection) can be selected. After the connection is completed, it can be temporarily fixed with wire or other materials to prevent displacement. This connection initially forms a structurally integral beam segment.

[0044] Step S4: Consolidation of quick-setting concrete This step is crucial for ensuring the strength of the nodes and resisting tidal impact.

[0045] Formwork erection: Quick-release steel formwork is installed rapidly at the joint of adjacent precast beam segments 1. The formwork should be clamped tightly to ensure a tight fit with the beam end and prevent grout leakage. Sometimes, a shallow groove can be reserved at the top joint of the beam as a guide channel to facilitate concrete pouring.

[0046] Concrete Pouring: Pour specially formulated quick-setting concrete. The concrete strength grade should not be lower than C40, and a high-efficiency quick-setting agent (approximately 8%-10%) should be added to facilitate rapid setting. A micro-expansion agent (approximately 2%) can also be added to compensate for shrinkage and ensure good adhesion to the existing concrete. Due to the small volume required for each joint, a small mixer can be used for on-site mixing, or pre-mixed bagged concrete can be used to achieve rapid and continuous pouring. During pouring, the concrete can be injected from one side and properly compacted using a vibrating rod. If necessary, grout can be added through grouting hole 3 to ensure a tight contact between the beam bottom and the pile top.

[0047] Curing: After pouring, geotextile or other materials can be used to cover the concrete surface to retain moisture. Thanks to the properties of quick-setting concrete, it typically reaches the strength required to resist water immersion and erosion within 30 to 60 minutes after pouring.

[0048] Step S5: Laying of the revetment embankment 9 Once the quick-setting concrete joint 7 reaches the predetermined strength (usually after the first high tide after the tide rises), the revetment embankment 9 can be laid.

[0049] Anchoring connection: Securely bind or connect the anchoring rope or special connector at the top of the revetment 9 to the anchoring ring 8 pre-embedded on the precast beam segment 1 to ensure that the anchoring force meets the design requirements (e.g., not less than 5kN).

[0050] Laying of the revetment raft: Using a rafting vessel or manual labor, the revetment raft 9 is laid down the slope from top to bottom. The raft's own weight or auxiliary equipment is used to make it fit the beach surface, reducing underwater operations and adjustment work.

[0051] Example 1: Application of Mortar Bag Bank Protection Project in Zhuhai Modaomen Waterway This embodiment demonstrates the implementation of the present invention under conditions of large tidal range and extremely soft beach in the southern coastal region.

[0052] Project Background and Challenges: The Zhuhai Modaomen Waterway Bank Protection Project features a tidal range of 3.2 meters and a recently deposited silt beach with extremely low bearing capacity, only 35-45 kPa. Traditional cast-in-place methods have a very short construction window under these conditions, resulting in a very high risk of concrete erosion.

[0053] Technical solution adaptation: Precast beam segment 1 parameters: Factory precast using C30 grade concrete. Each precast beam segment 1 is 3 meters long with a cross-sectional dimension of 300mm (width) × 500mm (height). HRB400 grade L-shaped connecting steel bars 2 with a diameter of 18mm are pre-embedded at both ends of the beam segment, with an exposed length of 350mm. The ends are threaded and fitted with protective sleeves. A 350mm diameter positioning groove 4 is provided at the bottom of the beam to accommodate the top of the "T"-shaped foundation pile 5. Simultaneously, anchoring rings 8 are pre-embedded during precasting to secure the formwork bag (revetment raft 9).

[0054] Construction of Foundation Pile 5: Precast concrete T-shaped sheet piles, 4 meters in length, were selected as foundation pile 5. A 5-ton hydraulic pile driver was used for driving, with the pile spacing strictly controlled at 3 meters to ensure that the pile position deviation did not exceed 30 mm and the verticality deviation was less than 0.8%. For ultra-soft areas with a bearing capacity below 35 kPa, uniformly sized boulders were pre-filled to form a reinforcement layer approximately 400 mm thick, providing a stable base surface for piling and subsequent operations.

[0055] On-site splicing and consolidation: Utilizing the approximately 3-hour window of low tide each day, the precast beam segment 1 was hoisted using a 10-ton floating crane. During hoisting, the positioning groove 4 was quickly and accurately fitted onto the top of the foundation pile 5. The L-shaped connecting steel bars 2 of adjacent beam segments were mechanically connected using sleeve extrusion connectors, ensuring connection speed and quality, with the joint gap controlled at approximately 15 mm. Subsequently, quick-release steel formwork was erected at the joint, and C40 quick-setting concrete with 10% high-efficiency quick-setting agent was poured. The initial setting time of this concrete was approximately 12 minutes, and the final setting time was approximately 28 minutes. 35 minutes after pouring, when the tide rose, the beam system already possessed the strength to resist erosion, and no damage was observed.

[0056] Implementation Results: After the application of this technology, the average daily length of anchored beams installed reached approximately 25-30 meters, improving construction efficiency by about 58% compared to traditional cast-in-place methods. Material waste rate decreased from over 45% in traditional methods to approximately 4.2%, resulting in overall construction cost savings of about 32%. A follow-up visit six months after project completion showed that the anchored beam system maintained good integrity, with no cracks or other defects observed. The anchorage of the geotextile revetment 9 sections was reliable, and the overall structural stability met the design requirements for resisting a 10-year tidal erosion event.

[0057] Example 2: Soft bank protection project in the lower reaches of the Yangtze River (winter low temperature conditions) This embodiment highlights the technical adaptability and reliability of the present invention in low-temperature winter environments.

[0058] Project Background and Challenges: A bank protection project in the lower reaches of the Yangtze River requires construction during winter, when the ambient temperature is between 5-10℃. Low temperatures significantly delay the cement hydration reaction, affecting the setting speed and early strength development of concrete, posing a challenge to the consolidation effect of quick-setting concrete.

[0059] Technical solution adaptation and optimization: Low-temperature compatibility measures: Optimization of curing for precast beam segment 1: To prevent low temperatures from affecting the quality of precast components, a steam curing system is adopted at the precast plant to ensure that the concrete strength of precast beam segment 1 has reached more than 80% of the design strength value when it leaves the factory, thus ensuring the quality stability of the component itself.

[0060] Optimized mix design for quick-setting concrete: Specifically optimized for low-temperature environments, the quick-setting concrete used for joint consolidation was formulated. Based on C40 concrete, the dosage of high-efficiency quick-setting agent was increased to 12%, and an additional 3% of early-strength agent was added. This optimized formula ensures that even at low temperatures of 5-10℃, the initial setting time of the concrete can be controlled within 20 minutes, and the final setting time meets the requirements.

[0061] Construction process: The main processes, such as driving foundation piles (5) and hoisting and assembling precast beam segments (1), remain consistent with Example 1. The key is to strictly implement the optimized concrete mix design and post-pouring insulation measures (such as timely covering).

[0062] Implementation Results: Testing showed that the optimized quick-setting concrete achieved a compressive strength of 18 MPa within 24 hours at low temperatures, fully meeting the initial tensile strength requirements for laying revetment raft 9 and the strength requirements for resisting tidal erosion. Construction efficiency was not significantly reduced due to the low temperature; the average daily construction length remained at approximately 25 meters, representing an efficiency increase of about 56% and cost savings of about 30%. Subsequent inspections indicated that the fit between the soft revetment (revetment raft 9) and the anchoring beam system exceeded 95%, with no bulging, misalignment, or other defects, demonstrating excellent project quality.

[0063] Example 3: Comparison of different process performances A comparative test was conducted on the same soft beach (bearing capacity 50 kPa) to compare the traditional cast-in-place method with the method of this invention. The results are shown in the table below: The technical solution described in the above-mentioned embodiments of this application, by employing precast beam segments 1, foundation piles 5, and a node connection structure composed of L-shaped connecting steel bars 2 and quick-setting concrete joints 7, successfully transforms the arduous on-site casting operation into a highly efficient mode combining factory prefabrication and rapid on-site assembly. Practice has proven that this technology fundamentally solves the long-standing problems of short construction windows, easy erosion of concrete by tides, serious material waste, and high construction safety risks associated with anchor beams for revetments on soft tidal flats. It achieves significant benefits such as improved construction efficiency, cost savings, and a near-zero beam erosion rate, demonstrating excellent adaptability to various working conditions and environmental benefits. It has significant promotional value for advancing water conservancy revetment engineering construction in similar complex environments.

[0064] Obviously, the above-described embodiments are only used to illustrate the technical solutions of the present invention, and not to limit them. Although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some or all of the technical features therein; and these modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the scope of the technical solutions of the embodiments of the present invention. Thus, if these modifications and variations of the present invention fall within the scope of the claims of the present invention and their equivalents, the present invention also intends to include these modifications and variations.

Claims

1. A soft beach revetment panel anchoring beam, comprising a beam system arranged along the length of the revetment, characterized in that: The beam system is made of several prefabricated beam segments (1) connected by joint connection structure, the bottom of the prefabricated beam segment (1) is supported by a plurality of spaced apart foundation piles (5); The prefabricated beam segment (1) is a concrete component, both ends of which are embedded with L-shaped connecting steel bars (2) extending outward, the bottom of which is provided with a positioning groove (4) matched with the top of the foundation pile (5), and at least one grouting hole (3) is provided; The joint connection structure includes the L-shaped connecting steel bars (2) abutting against each other, and the rapid-setting concrete joint (7) filled in the joint between the end heads of adjacent prefabricated beam segments (1), which solidifies the adjacent prefabricated beam segments (1) into a whole.

2. A soft beach revetment modular panel anchoring beam according to claim 1, wherein, The prefabricated beam segment (1) is provided with an anchoring ring (8) for fixing the revetment row body (9).

3. A soft beach revetment modular panel anchoring beam according to claim 1, wherein, The foundation pile (5) is a prefabricated concrete pile, the top of which is provided with a pre-embedded steel plate (6); the prefabricated beam segment (1) is sleeved on the top of the foundation pile (5) through the positioning groove (4) at the bottom of the prefabricated beam segment (1), and the positioning groove (4) and the top are filled with filling slurry through the grouting hole (3).

4. A soft beach revetment modular panel anchoring beam according to claim 3, wherein, The foundation pile (5) is a "T" type sheet pile.

5. A method of anchoring the beam of a modular revetment according to any one of claims 1 to 4 for the protection of soft shorelines, characterized in that, The method comprises the following steps: S1. Prefabricated factory production: batch production of the prefabricated beam segment (1) in a land prefabricated factory, and curing to design strength; S2. Foundation pile (5) sinking construction: on soft beach, the foundation pile (5) is sunk to the designed depth at the designed interval by using piling equipment; S3. Hoisting and splicing of prefabricated beam segment (1): during low tide period, the prefabricated beam segment (1) is hoisted to the foundation pile (5) by using hoisting equipment, so that the positioning groove (4) is aligned with the top of the pile, and then the L-shaped connecting steel bars (2) of adjacent prefabricated beam segments (1) are connected; S4. Rapid-setting concrete solidification: a formwork is arranged at the joint of adjacent prefabricated beam segments (1), rapid-setting concrete is poured to form the rapid-setting concrete joint (7), so that the prefabricated beam segments (1) are connected into a whole frame; S5. Revetment row body (9) laying: after the rapid-setting concrete joint (7) reaches the designed strength, the anchoring end of the revetment row body (9) is fixed with the anchoring ring (8), and the row body is laid.

6. A method of anchoring a modular bulkhead row of soft beach revetment blocks according to claim 5, wherein, In step S3, the L-shaped connecting steel bars (2) are connected with each other, so that the adjacent prefabricated beam segments (1) form a structural whole.

7. A method of anchoring a modular bulkhead row of soft beach revetment blocks according to claim 5, wherein, In step S4, the initial setting time of the rapid-setting concrete is not more than 15 minutes, and the final setting time is not more than 30 minutes.

8. A method of anchoring a modular bulkhead row of soft beach revetment blocks according to claim 5, characterized in that In step S2, before sinking the foundation pile (5), for the section where the foundation bearing capacity is less than 50kPa, a geogrid is laid on the surface of the beach and block stones are thrown to form a reinforced layer.

9. A method of anchoring a modular bulkhead row of soft beach revetment blocks according to claim 5, characterized in that, In step S3, after hoisting the prefabricated beam segment (1), the height of the beam top is checked by using measuring instruments, and the levelness of the prefabricated beam segment (1) is adjusted by using shims.

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